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7850-7860 W. 44th Avenue
I V, City of i�rWh6atR ,Oge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 Permit Extension Request Form Permits expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days may be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. Please complete this form in its entirety and submit to the Building Division at permitsAci.wheatridge.co.us or fax to 303-237-8929. Party requesting permit extension: Q� 1 1-6(0,L I��,d %�_w _S Permit # ZQ1�o O i Cp l Property Address: 7 (tS-o VJ L/L-/ f-1— Phone # 7 "2 G - `� - `1 2 Email Address: s,5a n cJ� , CIlP r j (%(' �o ,✓l �� , l / 4J . �Q Reason for extension request: - o ti Number of days requested: d Printed Name: Sr�� �� ��� ,�� �< < i{j , ignature: Date: 0 <-1,3 i ZO 1 For office use only This request has Approved by: Denied www.ci.wheatridge.co.us n<7z' 5/,51 Extended until: ' Date: Occupancy/Type j, ' INSPECTION RECORD INSPE&IiON ONLINE FORM: http://wvvw.ci.wheatridge.co.us/inspection INSPECTION REQUEST LINE: (303) 234-5933 Car ,ellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site. *Request an inspection before 11:59 p.m. (midnight) to receive an inspection the following business day.** Inspector Must Sign ALL Spaces, pertinent to this project Foundation Inspections Date Inspec r ments Initials Pier _ --� Concrete Encased Ground (CEG) 2 Foundation / P.E. Letter — -iugh Electric--- Do Not Pour Concrete Prior To approval Of The Aborre InspleQt`tiohs/ // \ �Y Underground/Slab Inspections Date Inspector comments Initials Electrical Wall Sheathin Mid -Roof Sewer Service _ --� Plumbing Do Not Cover Underaround or Below/In-Slab Work Prior To ADr)roval Of The Above Insnections ns ctions Date Inspector Comments Initials Wall Sheathin Mid -Roof _ --� Tie — — --- I — -iugh Electric--- Fire Inspection / Fire Protection Dist. ough Plumbing/Gas Line Final Electrical Rough Mechanical Final Mechanical Rough Framing Roof _,1_3 Rough Grading Final Window/Doors Insulation MOTE. Ail items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate 'Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. Drywall Screw/ Nail Final Inspections Date Inspector Initials Comments Landscaping & Parking / Planning Dept. Inspections from these entities should be requested one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage insr�ections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. ROW & Drainage / Public Works Dept. Floodplain Inspection (if applicable) Fire Inspection / Fire Protection Dist. Final Electrical Final Plumbing Final Mechanical Roof _,1_3 Final Window/Doors Final Building MOTE. Ail items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate 'Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. . or low voltage permits — Please be sure that rough inspections are compietea trom the Tire district ana electrical low voltage by the Building Division. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather City of Wheat Ridge Residential Roofing PERMIT -- 201706677 PERMIT' NO: 201706677 ISSUED: 08/28/2017 JOB ADDRESS: 7850 W 44th AVE EXPIRES: 08/28/2018 JOB DESCRIPTION: Residential Re -roof to install T'amko Heritage asphalt shingles with 72 sq. *** CONTACTS *** OWNER (720)488-1660 7850 W 44TH AVENUE LLC SUB (303)296-8551 Production 019898 AVI, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 20,909.00 FEES Total Valuation 0.00 Use Tax 439.09 Permit Fee 378.65 ** TOTAL ** 817.74 *** COMMENTS *** *** CONDITIONS *** Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of t e roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) is required on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Sheathing and mid -roofs may be called in at the same time, one hundred percent of the sheathing must be complete and 25-75 percent of the mid -roof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer installation instructions, whichever is more stringent. In order to pass a final inspection of elastomeric or similar type roof coverings, a letter of inspection and approval from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. Midroof & Final Roof inspections for ROOFS OVER 6/12 PITCH: 3rd party inspection will be required, the 3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner. i City of Wheat Ridge Residential Roofing PERMIT - 201706677 PERMIT NO: 201706677 ISSUED: 08/28/2017 JOB ADDRESS: 7850 W 44th AVE EXPIRES: 08/28/2018 JOB DESCRIPTION: Residential Re -roof to install Tamko Heritage asphalt shingles with 72 sq. *** CONTACTS *** OWNER (720)488-1660 7850 W 44TH AVENUE LLC SUB (303)296-8551 Production 019898 AVI, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 20,909.00 FEES Total Valuation 0.00 Use Tax 439.09 Permit Fee 378.65 ** TOTAL ** 817.74 *** COMMENTS *** *** CONDITIONS *** Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) is required on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Sheathing and mid -roofs may be called in at the same time, one hundred percent of the sheathing must be complete and 25-75 percent of the mid -roof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer installation instructions, whichever is more stringent. In order to pass a final inspection of elastomeric or similar type roof coverings, a letter of inspection and approval from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. Midroof & Final Roof inspections for ROOFS OVER 6/12 PITCH: 3rd party inspection will be required, the 3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner. . s City of Wheat Ridge Vol ]��r Residential Roofing PERMIT - 201706677 PERMIT NO: 201706677 ISSUED: 08/28/2017 JOB ADDRESS: 7850 W 44th AVE EXPIRES: 08/28/2018 JOB DESCRIPTION: Residential Re -roof to install Tamko Heritage asphalt shingles with 72 sq. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work lobe perfo a that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. 7 poi 7 nature of OWNER or CONTRACTOR (Circle one) Date nature permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change, of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division m accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6, The issuance or gr ing of.a pe 11 no be nstrued to be a permit for, or an approval of, an violation of any provision of any applicable code ce ore a ' °o his jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. PROP05AL AND AGREENIENT 2290 E. 58th A"rU. Deaver, co 130216 AfflPHONE:303-296-855b E-mail: noonrq G FAX: 303-296-8557 Nam: ROCKY MOUNTAIN ASSISTED L Phone DANA 720-488-1660 X Other Phos DAVE LEWIS 303-519. Email-, 0,00 Billing Address: 7850 W 44TH AVE WHEATRIDGE CO 80033 Job Addrem 7660 W 44TH AVE WHEATRIDGE Co 80033 AVI Roofing. Inc. ("Contractor") agrees, subject to the Additional Terms and Condition, an the reverse side of this Proposal & Agreement, to fumish all Materials, labor and equipment necessary for the work specified below located at the address stated above: nOw-vato-irinim np what[ -res am Shingle Manufacturer & Field Squares 7100 sqs TAMKO V HERITAGE PREM COLOR RUSTIC SLATE intitials Tear off existing roof layers & haul away 1.00 layers THE SECTIONS TO BE REPLACED ARE WEST FACING 8112 PITCH ONLY Install new hip & ridge cap and starter materials. 23 bifis NOTES: DUE TO THE EXTRME NATURE OF CARE NECESSARY TO Install base felt rhino synthetic 7 rolls PROVIDE THE PATIENTS WITH THE LEAST INTRUSIVE Install valley material. 901b 7 rolls WORK ENVIROMENT A FULL TIME SUPERVISER WILL BE Install Ice Guard on eaves, valleys and penetrations. 6 roils included SUPPLIED FOR THE DURATION OF TEAR OFF AND INSTALL Install 2 X 2 take fleshing and 2 x 4 eave flashing. reset OF THE NEW ROOF PORTIONS. Install step flashing 6X8 n1a REUSE DRIP EDGE METAL UNDAMAGED ON SECTIONS TO Remove and replace plumbing flashings and heat flashings and caps as needed BE REPLACED Install all new roof vents & bath vents on west facing sections only R&R ONLY THE ROOF VENTS AND PIPE JACKS IN THE Swamp cooler & chimney flashings included n1a AFFECTED AREAS ON WEST FACING SECTIONS IF ANY Install new ridge venfilaton, n1a Skylights KIT 0 total Manufacturers Warranty TAMKO MASTERCRAFT AVI Workmanship 5 Year 1V—arranty Permit by AVI REROOF HOUSE yes west facing 8112 pitch GUTTERS No Garage Detached No DOWNSPOUTS No Shed I No Shed 2 No CONTRA TTTRIUM7, TO AL CO T SHINGLE ROOFING COST S33,W GUTTER AND DOWNSPOUT COST . . . ..... so TOTAL CONTRACT PRICE: PERMIT COST TO BE BILLED rO THE INSURANCE AS AN EXTRA. f-aymenta go Do Made as renews: bay. IS due upon delivery of materials. The balance Is duo upon completion of work. All money collected prior to the job starting will be field in a separate account until the job is at least 50% complete. ft payment Is made byto 11 card a 5% service ch" will apply. SPECIAL INSTRUCTIONS: THE HOME OWNER HAS A 3 DAY RIGHT OF RECISION. THE APPROXIMATE START DATE OF WORK IS THIS PRICE DOES NOT INCLUDE LEAD MITIGATION. THE DECKING WILL BE INSPECTED AFTER THE ROOF IS TORN OFF. IF NEW DECKING IS REQUIRED AV[ WILL GIVE YOU A CHANGE ORDER $35.00 PERSHEET TO LAY OVER EXITING DECKING, $65.00 TO REMOVE AND REPLACE EXISTING IF REQUIRED BY CODE OR DAMAGE. Replacement of deteriorated decking, fascia boards, roo(jacks, ventilators, flashing or other materials, unless otherwise stated in this Proposal & Agreement are not included and will be charged as an extra on a Ome and material basis. Owner Is responsible for removal of all outdoor furniture, awnings, or other outdoor fixtures prior to the start at the Work. Owner to prime and point any replaced wood and ; or metal. The contractor shall not be required to perform work relating to asbestos or Polychlorinated biphenyl (PCS). Owner will be responsible for the additional cost of removal or cost to render harmless this material in the event that such material is discovered, This Proposal & Agreement will expire In ton (10) days from date unless accepted in writing within that time by Owner, or unless the expiration date is extended In writing by the contractor and this Proposal & Agreement Is thereafter accepted by Owner before the extended explabon date. Also, after 10 days from the date below, Contractor reserves the right to revise Its price in accordance with costs in effect at that time. All proposals are subject to approval of Contractor"s Management, 13Y signing below you --agree -16—iiia --AWA-0a1Fn`g,Tac, s au or e day of / L2 Customer 816narbuire Date signing this I I have read and understand the Additional Terms and Conditions are part of this Proposal & Agreement. JERRY KRUSE 08105/17 Salesman S19#11"'re Date Dan Schultz c;?000106 77 From: no-reply@ci.wheatridge.co.us Sent: Thursday, August 24, 2017 1:35 PM To: CommDev Permits Subject: Online Form Submittal: Residential Roofing Permit Application Categories: Danny Residential Roofing Permit Application This application is exclusively for new permits for residential roofs and for licensed contractors only. This type of permit is ONLY being processed online --do not come to City Hall to submit an application in person. Permits are processed and issued in the order they are received and due to the volume of requests, time to process varies and is subject to change. YOU WILL BE CONTACTED WHEN YOUR PERMIT IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your contractor's license or insurance has expired, and you may update those documents at the time you are issued your permit. For all other requests: Homeowners wishing to obtain a roofing permit must apply for the permit in person at City Hall. Revisions to existing permits (for example, to add redecking) must be completed in person at City Hall. All other non -roofing permits must be completed in person at City Hall. The Building Division will be open from 7:30-10:30 a.m., Monday through Friday to process these types of requests. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes residential roof? How many dwelling units Single Family Home are on the property? PROPERTY INFORMATION, 1�4111 Property Address 785OW 44th Ave Property Owner Name Dave Lewis Property Owner Phone 7204881660 Number (enter WITH dashes, eg 303-123-4567) 73 Property Owner Email Field not completed. Address Do you have a signed Yes contract to reroof this property? Applications cannot be submitted without an executed contract attached below. Attach Copy of Executed w44th.pdf Contract CONTRACTOR INFORMATION Contractor Business Avi Roofing Inc Name Contractor's License 19898 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone 3032968551 Number (enter WITH dashes, eg 303-123-4567) Contractor Address 1290 E. 58th Ave (Primary address of your business) Contractor Email Address production@aviroofing.com Retype Contractor Email production@aviroofing.com Address DESCRIPTION OF WORK / TOTAL SQUARES of 72 the entire scope of work: Project Value (contract 20909 value or cost of ALL materials and labor) Are you re -decking the No ✓ roof? 74 Does the scope of the project include a flat roof (less than 2:12 pitch)? Does the scope of the project include a pitched roof (2:12 or greater pitch)? How many squares are part of the pitched roof? Describe the roofing materials for the pitched roof: Type of material for the pitched roof. Provide any additional detail here on the description of work. (Is this for a house or garage? What is the roof pitch? Etc) No Yes ✓ 72 4/12 Asphalt Tear off 1 of 1 layers and install 72 sq of Tamko Heritage SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that this application is NOT a permit. I understand I will be contacted by the City to pay for and pick up the permit for this property. I understand that work may not begin on this property until a permit has been issued and posted on the property. Yes Yes Yes 75 I certify that I have been Yes authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Name of Applicant Cara Meyer Email not displaying correctly? View it in your browser. 76 1* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE. Inspection Type: (26f- /' Job Address: _15�9 it) q az( _e Permit Number: �D176M Z7 ❑ No one available for inspection:TimeL 12, M Re -Inspection required: Yes/r No �F When corrections have been made, calf for re -inspection at 303-234-5933 Date: 11 --IZ' l7 Inspector: ,) 0/0 C71 r!J�� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Build ingInspection Division (303) 234-5933 Inspection line f (303) 235-2855 Office - (303) 237-8929 Fax t INSPECTION NOTICE Inspection Type: L6 14-t7�6 Job Address: -50 R)q Permit Number: ?01%G&b 77 ❑ No one available for inspection: Time AM/P�IVIi Re -Inspection required: Yes ('No,., - When corrections have been made, call for re -inspection at 303-234-5933 Date: 19 7 Insp ector: )div//L-�L- DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: I? F I Job Address: ?8_50 W . L -(q '4 /fvv Permit Number: 2 Of c / 3 S� ❑ No one available for inspection: Time -I. ,M/PM Re -Inspection required: Yes /Nd' When corrections have been made, call for re -inspection at 303-234-5933 &IU—eML 1 Date: ` _/ Inspector: DO NOT REMOVE THIS NOTICE 17 N n a. m M zo ro m ro o 0 o O a ro a m H d , rd O m n n r• y vroi z a rt m v"' r Ii fD FS O a r* o a K v H z m m 0 o M w a N. rr G b CC o £ 9 m N O b W w O�lb N W M f�Aa ry m 0 y °t O N nm G1 0 ax ma m D, 0 z m Ncl frt ro m m o r C � O M � O b a� O H "r. M T£ r I t, I rt m m m m m r- n Ul l] H d. o O a x r n Y m w F w N- w O N n '� > r E rt '4 Ul OD M O ti W 0 (Db K mE z n n E N n ° O rr ISD m ry a a P. a W p N 7r' La o m p" o c"r re 0 Crtv 0 fD o° a mo a ur trJ O �� fD p W m o o S .. m O � m �* a m m H J U't c Z !� K s K ro w a ro ro H ma a V3{ W m `e 0 °° d �n ii ~' ""' n7 o a 0N• O o [rj m rt l V �f N O hh F,. r'y fD n o W r a r rt ro x n m M bj o O t m � O W r n roi, W < q ID o m H x z p� p H a0o H (D m � x R m n o O O W fD M o a vo w C W (yr WH rt, m 4o m m a H rr �- O v 1 m ID b o pp O ` 11 m fes'- 0 03 n w LQ w n w rt Fi K O (D O � 0 m o a x " a m ?� w m rr � ~ C1 r• CJ ~ m o ny °o a �Zw r w 0 h \ 1 rr C' O a � o Cf fr a'm r. iD m m m m h m a O N m h ur n O r y a rt ap Ha a O a mm m J r1;. Y5 I Aw. . 76seb IlkAsT � Lev f so c35' INSPECTION RECORD Occunancv,-T.y�e INSPECTION REQUEST LINE: (303) 234-5933 Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day. Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Comments Initials Monolithic Slab Reinforcement Water Service (Underground) uL Caissons 3 3 /1 Heating (Below / In -slab) Concrete Encased Ground (CEG) Gas Piping i -3-1-7 Footing/Stemwall P.E. Letter Roof Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground/Slab Inspections Date Inspector Comments Initials Electrical (Underground) Comments Sewer Service (Underground) Water Service (Underground) uL Plumbing (Below / In -slab) 3 3 /1 Heating (Below / In -slab) Do Not Cover Underaround or Below/In-Slab Work Prior To Anoroval Of The Above Insnections Rough Inspections Date Inspector Initials Comments Wall Sheathing Comments Roof Sheathi% Lath / Wall Tir. Rough Electric /D - 3► . j G uL _ Rough Plumbing 3 3 /1 Rough Mechanical } Gas Piping i -3-1-7 Do Not Proceed Without Approval Of Above Rough Inspections Rough Framing /� ,( -71 Insulation Drywall Screw / Nail ) 1)A e, Zy Final Inspections Date Inspector Initials Comments Final Electrical 19 Final Plumbing 3 3 /1 Final Mechanical i -3-1-7 Roof Final Building / Frame 21-7-17 L Landscaping & Parking / Planning Dept. Inspections from these entities should be requested one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. - ROW & Drainage / Public Works Dept. I Fire Inspection / Fire Protection Dist. —/C Z.2-)') Lt "Nate: Ah hems must be completed and approved by Planning, Public Works, Fire and Building before a Certificate :rf Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. 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" s, a •='rw4,. t"e. ., g t,,,rs aaz:.• ms'.:z ,A, topv,v. ,:i 20 Darawr ergM.aM% .,,4 F- " .,.:: �v MiidP`rmi tio, o.°z�ga+ Wit( psd B & B Heating and AC 4892 Marshall Street Wheat Ridge, CO 80033 Subject: Assisted Living, Z:' Dear Tim, February 1, 2017 The enclosed data is submitted as the final Test and Balance Report for the Air Distribution System. This project has been completed per specifications and mechanical plans in accordance with the industry standards except where indicated in the general notes. if you have any questions concerning this report, please feel free to contact us. Cordially. RC ndY Balance 'Fechnologies 7.24 S. University BIvd., Suite 1 -151, Centen nial. CO, 801`22, 720.350.9817 -I-,& ,ualance Technologies Instrumentation Used Shortridge Flow Hood (ADM -860-1) Calibrated 01/12/17 Serial No. M93028 Thermometer - Taylor (6076-10) Calibrated Mamif. 9t)+171W QINJ _Tv Lo XLvl 'JI11 Thermometer -Taylor (6072-10) ) Calibrated Manuf. 0 to 220F S/TN' - BTO 16 & BTO 14 Digital Temp. Cooper (SRH77A) Calibrated 09/05/16 0 to 240F Sfi\T - 27-958429 Sling Psycrometer - Bachrach (12-7011) Calibrated 11/10/16 0 to 90% RH S/NT - BTO 10 Digital Volt, Obm and Ampmeter, Sperry (DSA2007) Calibrated 091/05/16 Serial No. 1121263 ) Test Gauge 0-30 lbs. Calibrated 111/1101/16 Serial No. B'1017 Test Gauf_,e 0-60 lbs. Calibrated 11/1101/16 Serial No. BT018 SYSTEM llll-W�09 FAN DATA FAN NO. F - 413 FAN NO. F - 4C FAN NO. KH - 1 Service ICARRIER KITCHEN HOOD Manufacturer CARRIER ELICA Model Number 59SC2C080S21-20 59SC2C080S21-20 EVR636S1 Serial Number 3216A60070 3216A60086 N/G Motor H.P. 3/4 3/4 FRACTIONAL TEST DATA IDESIGN JACTUAL JDESIGN ACTUAL DESIGN ACTUAL CFM 16751 1665 1600 1651 550 597 315 168 0 204 Fan RPM DIR. DRIVE DIR. DRIVE DIR. DRIVE DIR. DRIVE DIR. DRIVE DIR. DRIVE Voltage 115 121 115 121 115 121 Amperage 8.6 4.3 8.6 4.3 3.75 3.5 -- MAIII,§10 _yllj �g "ll I �-. 1,1, �*�M soll, wil Service Manufacturer Model Number Serial Number Motor H.P. TEST DATA IDESIGN 1ACTUAL IDESIGN JACTUAL IDESIGN ]ACTUAL CFM Fan RPM Voltage Amperage REMARKS TOTAL O.S.A. FROt01 BOTH UNITS ADD TO MORE THAN REQUIRED O.S.A. FILE -AL TEST DATE FEF. 2017 READINGS BY R.P. Balance Technnlogi�s AIR OUTLET TEST REPORT REMARKS: NONE FILE TEST DATE AL -2' FEB. 2017 READINGS BY R.F. Balance Technologies ' il��iiii��iill �®�� �� �� .. OEM..,, Elm MOM I . . . . . . . . . . 0 mom= E .. ME Sri mm .0 mm REMARKS: NONE FILE TEST DATE AL -2' FEB. 2017 READINGS BY R.F. Balance Technologies PROJECT ASSISTED LIVING m SYSTEM AIR OUTLET TES -M REPORI! mmyMNIMEN AREA SERVED L- �mm®o®mm■mmm, ff ME mom= ��� mm REMARKS: NONE FILE AL -3) EST DATE FEB. 2017 READINGS BY R. P. Balance Technologies VEL I G R I D TEST REPORT PROJECT -ASSIST.ED LIVING SYSTEM RH - 1 SERVICE KITCHEN HOOD Width 31.5 Design FPM 210 Actual FPM 227 Height 12 Sq. Ft. 2.6 Design CFM 550 Actual CFM 597 POS. 1 2 3 4 5 6 7 8 9 10 11 12 13 1 214 219 249 2 3 4 5 6 7 8 9 10 11 12 13 Totalsl 214 21 0 o I o I o 1 0 0 _0 TOTAL FPM 682 REMARKS: READINGS SHOWN WERE TAKEN WITH A ADM -860 SHORTRIDGE VELGRID. FILE AL -4 DATE FEB. 2017 READINGS BY R.P. &Iar" 1;ztk6f1pAf AIR OUTLET TEST REPORT SYSTEM EXHAUST SERVED JIM ININIM11W11 m NO me MINI REMARKS: NONE FILE AL -5 TEST DATE FEB. 2017 READINGS BY R.P. Balance Technologies R CITY OF WHEAT RIDGE r, Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: fIt /, 1 f Job Address: ti. Permit Number: 2ol 50 V 4 a f- r , t01 , a✓i Ise-� t ❑ No one available for inspection: Time A /PM Re -inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: / Inspector: . DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE �� Building Inspection Division / / (303) 234-5933 Inspection line " (303) 235-2855 Office • (303) 237-8929 Fax INSPECT/ION NOTICE Inspection Type: I ! fg a _ Job Address: q A V Permit Number: �"� i1 / D 13 -5'" V ❑ No one available for inspection: Time ;2 " AM/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: t�_L_t L1117 Inspector: ®O NOT REMOV TH NQTICE A O N IV 10 o 0 Id a m R ro w 0 m H M N ?t PdW w b (D M qac+ o n O(D CM v S po m „ m s N o Ci car ro K7 O o 0 r O r G O y� M m 3 I- 0 a 0 y O a r n d ro rt o N fl hj b' n ° x o n rt k y ro „ CI1 1 (D (D po m n m i0 M � O N ft I--' e n x o rn 0 m m J Wo E N N n n a In C Z w w N O D �n jam, x n rt nco mt�� ,y E ft S w 9 w rr 91 RN m p� r O 3� O p N• p 0(D0 M mg a y H (D '2j 0 n m hCD O H (D p n M o w a 0 ro a H ct � �, dm m � � „ W t9 p o n m M n CD O r 0 a ~ m iy N 7 O w n k E ct n o m w °n � p o a n d it °n 1r• (r (D c n M m O K m w N \ m n mrp n N N a m N CD mg F- 47 860'a M% $016 ij� �'� 1�iVEC®TION RECORD INSPECTION REQUEST LINE: (303) 234-5933 Occupancy/Type Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day. Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Initials Comments Monolithic Slab Reinforcement Roof Sheathing Caissons Lath / Wall Tie ht,-; Concrete Encased Ground (CEG) Rough Electric jG t/ -(L Footing/Stemwall P.E. Letter Rough Plumbing t�tlL Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground/Slab Inspections Date Inspector Comments Initials Electrical (Underground) Sewer Service (Underground) Water Service (Underground) Plumbing (Below/ In -slab) Heating (Below/ In -slab) Do Not Cover Underaround or Below/In-Slab Work Prior To Annroval Of The Above Inspections Rough Inspections Date Inspector Comments Initials Wall Sheathing Final Electrical Roof Sheathing Final Plumbing Lath / Wall Tie ht,-; Rough Electric jG t/ -(L 134/1 Rough Plumbing t�tlL + �l'� n�rat03rc2te (,-�,3 Rough Mechanical h Final Building / Frame Gas Piping ('0 - l Do Not Proceed Without Approval Of Above Rough Inspections Rough Framing Co•- 6 Insulation Drywall Screw/ Nail Final inspections Date Inspector Initials Comments Final Electrical j Final Plumbing Final Mechanical I - / Q- / — Roof /- l 4 /� / ice`-� �_ h Final Building / Frame J Landscaping & Parking / Planning Dept. + — (� l� (� Inspections from these entities should be requeste one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. ROW & Drainage / Public Works Dept. j- J v- % Fire Inspection / Fire Protection Dist. I _ Ig . �-� �t T S� *Note: Aft items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather 786© �A Ami 7' Test Date / Time; e ester Certification # pops BLOCK LETTERING) ..__ tRVAir Wet S,, 7 _u ..., �7 a`� . a s. ,; `it..�, . ” ` mol h a, :: i_ ... re 34. �`£'�g ,.. ...�. } ..�,.._,..,�._. _ � ;*C&d X 48''"t1. -4 l enLs' e etre t rove adequate., dr, ina e. MR. FIRS: RiPi LR S—T E E ` AT 3W-720-9817 ,b ia. €f; 8`z-504 Contlaclea By. a. um Off D t )me, Turn ()n DateiTime Nest KA Make' Mid Model" � 1 l...�. _ 1 reaw Gestros this ss 'WV s b r+ t . ` vats Ow. a. v# 4 wand ,Wffw t,0 "Whlkvai l vmm mfusmd to pro- ori"at �. Testing Company, Advanced Sackflow LLC Testef Name, Scott camPbeil Phcne� 303-875-4996 - s nature; � � _ . c :� w E' � Cei+lficate Expiration Date" June 309;, NI -18 Tma ciwy4 awy& : a R b s.s c p tai &w* irmr 7au re s " in a uinaa &ia OR stkomd by sax to (S0,31 ?es AILED f st MSURS must be W-01tv0d to Denver "for m ►rt 24 hours ofWors at f3031 20-3 u .. .gFVCY£ty f`k4Fi-0II 4^bis. f Ak'� IN -'.„m, 1 . .. € ie. ri�k ro ej, qry ' c! Use, C. -1 PV 7 AJI Car, i 4 i,_"4..li k -A.Y $mY''9w d Aea'E ' Cutlet ;j New Exisbn C Fire � Glycol w. Containment i as ra o ri=cr to * .::Prevkw AssemibA ;#. s Irrigation C.1 # olabon �� Ve ai t; _ } Approved� f4 P F `d„ �•. •' '�"` Y<?4ttwis � F`?epgi 3a..._. _ ._... � -r ..w.. ..._ YW �_ � �.�'h�e''gg k Valve t}� Sys �q� . •.....-.....,o.`.w.��.�.__-- - �._� Leak ak � (� $erf 4 `rRP DCY VZ* int i~' �4. 4 ^/ i 3 f:,,.. aL S £ t �M �r1'1.....y�..._..e..r_�..w+_...b._.....�.._......._... Check Vas 92 1; _..»....,�..�....._..._......»...........,.«.._.._..r�-...,.,-..w-_.....,.�-.w._._..e.._...�._. "�....�� e Tight e � tright t ..__ tRVAir Wet S,, 7 _u ..., �7 a`� . a s. ,; `it..�, . ” ` mol h a, :: i_ ... re 34. �`£'�g ,.. ...�. } ..�,.._,..,�._. _ � ;*C&d X 48''"t1. -4 l enLs' e etre t rove adequate., dr, ina e. MR. FIRS: RiPi LR S—T E E ` AT 3W-720-9817 ,b ia. €f; 8`z-504 Contlaclea By. a. um Off D t )me, Turn ()n DateiTime Nest KA Make' Mid Model" � 1 l...�. _ 1 reaw Gestros this ss 'WV s b r+ t . ` vats Ow. a. v# 4 wand ,Wffw t,0 "Whlkvai l vmm mfusmd to pro- ori"at �. Testing Company, Advanced Sackflow LLC Testef Name, Scott camPbeil Phcne� 303-875-4996 - s nature; � � _ . c :� w E' � Cei+lficate Expiration Date" June 309;, NI -18 Tma ciwy4 awy& : a R b s.s c p tai &w* irmr 7au re s " in a uinaa &ia OR stkomd by sax to (S0,31 ?es AILED f st MSURS must be W-01tv0d to Denver "for m ►rt 24 hours ofWors at f3031 20-3 `estAtm-unci "L1464 7:....__. r 1 Ass $ably Serial #t Test Date I dime ester C ertification # pk tv, Test Result. P ass a- - ± tjnruspon.sa-c - Prowse Ir mediat€ iv i please pvnt wiffi BLOCK LETTERING) i {ity Acid ass: ..,, '- Cont cl: Person (RP, X) J i 3t xn { -� i FVC, EX; pe: Dit Gap yyE Pam d. 1 111 Irrigation 'New L. Exisfing 10 verticai Up 'Freers s,$y y Air € 00 t t T � r (RP, DG, PVB) z t€PyyfitS�Ve3 t6. x�VaKrE��ivtN3 '. 3.eF Tight . .? @iii Us — fgtgc : aR t 4tuOign (RP, X) J i 3t xn i .01 :e"� ntai,'�S$�nieni *y isolan:tlfi' 1 Ri 1 111 Irrigation Isolatiom 10 verticai Up P) Air € 00 t TVs) li` Vs) f .? @iii Us — fgtgc : aR t 4tuOign ''Comments- Se-guretor)roktideidequatedratnao.c MR. s°"lRE S RIIN L STEVE YATE,-; 2C-9817 ' 1per C.'m Notif°-° : Contacted By U, j`$ Cit€ t3Qt0 jMeLTum On Date/Time Kit Mage s g at Model: 645 e��i�r ra rHft ?*s s + t i`a iia t v s 3u v va vu tss m jr 0 s tear r c a r jesting Company, Advanc4d Backflow LLQ. � i ",F , ester Name. Scot, r -hone: 303-875-4996 Certificate x ' � mto F Date, ---- 1�.'.fs�@$4'y� �'t�`k�". �'� �9 {� Cz'- :i „ _a ..-r:&; ?x. �. a -."d" �x ax.ss..... n.,d :.,€': t. €?L�h.. e"": �+`v, ... .t:..;�.i"•".i: six ''�'.r+i.u'�: s �s�.t ;�g's=:s,.,� y., �r�� , v%a�za.z .,.cx i1t s�.._,:.. ms`s Vim... , :.,; . �? : _,�.::a. ... ✓ ! /LED ftst mugt be mmrted to Cage 1'*16W ir, 24 1t ,z ce fx ihi,° of, ;30jj, 626. Curaxsr s rate OV fefurned to rrr 7 erictTS.: �.�®„M,,.�.. rt° i� m �. a•x % ' — �,,.. xn i .01 :e"� ntai,'�S$�nieni *y isolan:tlfi' .:..... # eor ontW 1 111 Irrigation Isolatiom 10 verticai Up Vertical L,)Omn [D Ti+ 1 � �t wt" 0 Fight p! -- - -- _ ''Comments- Se-guretor)roktideidequatedratnao.c MR. s°"lRE S RIIN L STEVE YATE,-; 2C-9817 ' 1per C.'m Notif°-° : Contacted By U, j`$ Cit€ t3Qt0 jMeLTum On Date/Time Kit Mage s g at Model: 645 e��i�r ra rHft ?*s s + t i`a iia t v s 3u v va vu tss m jr 0 s tear r c a r jesting Company, Advanc4d Backflow LLQ. � i ",F , ester Name. Scot, r -hone: 303-875-4996 Certificate x ' � mto F Date, ---- 1�.'.fs�@$4'y� �'t�`k�". �'� �9 {� Cz'- :i „ _a ..-r:&; ?x. �. a -."d" �x ax.ss..... n.,d :.,€': t. €?L�h.. e"": �+`v, ... .t:..;�.i"•".i: six ''�'.r+i.u'�: s �s�.t ;�g's=:s,.,� y., �r�� , v%a�za.z .,.cx i1t s�.._,:.. ms`s Vim... , :.,; . �? : _,�.::a. ... ✓ ! /LED ftst mugt be mmrted to Cage 1'*16W ir, 24 1t ,z ce fx ihi,° of, ;30jj, 626. Curaxsr s rate OV fefurned to rrr 7 erictTS.: �.�®„M,,.�.. rt° i� m �. a•x % ' — �,,.. V i CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTI N NOTICE Inspection Type: ID F_ 7T Fr 77 Job Address: �7 9 G3 Lf 4 rt}1 � Y� Permit Number: D O 1 S- / 3!5 9 fz- f\pv ❑ No one available for inspection: Time H 6 3 S" AM/PM Re -Inspection required: Yes No * When corrections have been made, call for re -inspection at 303-234-5933 Date: f Inspect : h,,-=_ DO NOT REMOVE THIS NOTICE [7 4 CITY -OF WHEAT RIDGE ?;Or(,303) Building Inspection Division(303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: �6 G W y`Lf 7AVt- Permit Number: 2 0150 ❑ No one available for inspection: Time 221 AM/M Re -Inspection required: Yes 00 *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: i DO NOT REMOVE THIS NOTICE mm - Q.,* t Ocll.tzologws iF?TPVCQII Elc 11860 v0st, 4 Ave, Kwat RAdgq CC) BOOM,, B lk F! Heathig and Zwk Wheat Pidgn CC) 80032, Bicilicint-v -7- chnolo.,(zies B & F! Hea&p aim A( ger ,2017 The cm1wed dma is almined as Ow Sm! 1c,,st andlIallai-inct, R', ",r 1N.., okir DisObSon Sysicni, Ws prtan has b,�cn a."mi -'h-i c i 1 h E i a I u _-,, z 1 -'y st ri c i'u lcls e K U p t N i n A Amid A 1 5- n a if joi have any qrsOons i,his plca�."'e tt't[ lkrec to 1"I'S" Rant, i Sz, TAUSIce rechnologw" 74:14 S. Unk eysit", Bll-vd, Subs E. 15 1, chvewi-iad' 'S"Jl 2"-'L Balance Technologic�s Jp:st�pjq� tA�jj-�,j Used Shorrtrdge �crv,' fk,od (ADI\4-860-1) ClhbmWd I P09/16 AM NO 1493015 Sh,ur!ridge Fbov-, Hood (-kDM-86T 1) CaRIbmted, 02/12/16 Serial No, M91328 Thenmomew -'Faytotr (6,,076-10) Calihmed Mas'l-af. -40to 120F &I'Q - BTO)!5 & BT(Q2 Ibennomemr. rapor (M)72-!Q� Calibrated Man,,.,f,. 61 to 22,,-)F S/N - Bl)() 16 &- BTO 14 Digital Ternp. Cocjer (SRH77A) P Calibrated 0 9 /' 0 5 0 to 24OF S/N 27-95,,-8429 Sling Psycrurneter - Bachach (12-7011) bte ad 10/16 T1 o lAgAal TAL Man and Ampmeter, perm (F)SA2007) Ca4libirated 09/05/16 Seriat N,-,,, 112,1263 est Gat -e 0-3,0 'b,Calitualed 11/16/16 Sehal No. 13TO17 TeM (buge (460 Ist CaUlwaaed 11/10/16 S er i cil N cj,. B 1018 iBJancv, 9w4aL5ic4 FAN TEST REPORT M] 17 1 4 F':... . PROJEm ASSISTED LIVING SYSTEm FURNACES FAN DATA FAN NO, F - 4A FNNO FAN NCY KH - LIVE NG I DININGROOM ASSISTED LIVING KITCHEN HOOD Manufacturer CARRIER CARRIER ELICA Model Number 59SCK`C080S21 -12:0 59SC2C120S24-20 EVR636S1 Senal Nurnber 3216A600718 3016A58724 N/G Motor H,P f 3/4 FRACTIONAL TESTDATA DESIGN N. A ES I (iN A�( TUAL DESIGN AgTUAL CFM 16001 X6315 210'5 2025 550 634 OSA, 01 14-Q 313 1-9 Far. M DIR. DRIVE UDIRIVE DIR- DRIVE DIR, DRIVE COIR: DRIIVE;,DIR DRUE Volta. e 20 121 120 121 1= I 121 Am,nera12' 86 4,2 9 &B 3,15i 3, 6 T _7 177757.) REMIAARKS * TOTAL O.S.A, FROM BOTH IJNiTS ADD TO MORE THAN REWRED 0 &A, FILE AL - I T E S -1 DATE J READiNGS BY R,P AREA OUTLET D SIGN PRELIMINARY FINAL PCE- T SERVED EINO � F F SIZE A'- � s'F VEL VEL " CFM l � VEL � CFhill PERCENT F 4A I T10,1 F; I L0 R 12X6 1,0 130134 10 3 FLOOR12X6 1, ' � K `�°' 3. FLOOR 12X6 1,01L_159,263 161r 13 7 FLO 12X6 I .01 130 152 14 1 p 12X6 1,1 130 152 13' 1W en FLO-,.) `12X6 t0t S .0 130, 141 108% 7 FLOOR 12X6 I e 1� � 234 1 109%l 3 $ FLOOR � 12X6'41.O E` 2 � 1 ¢� 193%1 � 12X4 1. E, 2 0 � 1--97—%--", 7 `— . 12X4 1� 203 1 , 192 11 CSDbe 53 106,x:1 ITOTAL 160th .._ � 11635 12`x-------------{ I I 1 664 REMARKS -1 NO DAMPER FOUND, USED DIVERTER. r HLE AL EST DATE JAN 201 .tE ADIN BY R.P- I n e Technologies AIR OUTLET TEST REPORT PROjE T ASSISTED LIVINGSYSTEM M �AREA -SGNOUTLET DEIPRELIMINARY --------------- LPERCENT ERVE ] 'r�PE 1 'SEL ` CFM 1 V L4CFM a 1 FLOOR 2X6 1,01 100 69 93% I 3SWD 1 6X`1 1, `. 7 ' 103% �..4FL 1 1. 74° a 119£°A'l FL 12X6 tO 50 741 53 ° 1 ` 1 6F 12X6 1.0 96 51 102 Ub CSFLOMDSR 12X6 1,U 139 p 33 93% g. e ? «8^.- FLOOR 12X6 .& __ 0 - �e� z g- 5 106% % �FL,00()R 12X6 1 7 72 81 8% �s 110 FLOOR 12X6. 1. fl! 139 � % 11 FlG0R . 12 1 n x i k54 1€ x;'4 12 WD 16X10 1 �3 75, I € 78 194%l 13 FL 10O 12X6 !,U 19 l 172 I 96 96% 141 FLOOR 12X6 1 .,9 1159 1 72 52 [ 104% _ 15 FLOOR 12X6 1, 4 3 4 1 16 6FLOOR 12X6 i 1,01 125 172 1 131 1 ' 17 FLOOR 12X6 1, i 2 ** 152 101% 1 FL < 12 1,91 199 1 I 199 109`�'� 19 FL R 12X6 1 j 35 129 `� 3 99`�f4�, 29 FLS `12 1 9` 13 179 - . 1 197 21 FLOG 12 1.9F 1351 12 134 99 22 FL 10 12 1,6 soI 23SWD 3X4 1! 170 203 199 REMARKS, G.I T HAS BEEN DELETED NO DAMPER FOUND- USED DIVERTER, F A - TES=T JAN 2017 EAE)INGS BY R. P. PROJECT AS-SISTED LIVING VELIGRID TEST REPORT KITCHEN HOOD 222 226 27e, I 10 13 t e a� I i F _ ` .F4 � a le-22 22 ' TAM-01 . POINTS M ARX& R SHOWN `MARE TAKEN MTH A ADM -860 HORT 1 ELGRI . F . E. DATE JAN -2,0171 READINGS BY R P N 4fif /WrM re-OA�f.OIPWAP AIR OUTLET TEST 8 REPORT (!W) PROJECT ASSISTED LIVING SYSTEm EXHAUST OUTLET i DESIGN r PRELIMINARY FINAL -ENT 7 PER' SE V NO, T'YPE I S2E AK CFM VEML I CFM VEL CFM VE I EF - !A 11GED 12X12==7 5 75 EF - 1B 110ED1, 12 '901 X12 0i 1021 102 EF - 1C 1'12XI2 1,01 801 iT 77 EF - 1D !ICED 112X12" 1.01 80, 85' 85 EF - I CED 12X12 tol 80 90 90 I EF - 1 F1 C E D 12X12 1,Q 80i 79 79 jEF - IG 1 CED 12X12 1 -of I CED 12X,12 1W 8088 8811 -------- - -------- F-86 88 88 �EF - 11 '1 CED ''12XI21 1,U� Eir- - 1 J CED 12 1.0 80 81 81 EF,-, I K I CED 12X12 41 D 80 89 1 8 EF- 1L 1 CED 12X12 1.01 80 93 93 E F - €M Ek 1 CED 12X12 1,0 80 80 1 80 EF IN ICED 12X 121 1,0 80 76 761 EF 10 1 °CED 1tO 2X12 80 63 63 -:----,.i I--- — -- — ---, -- — -- ---4— — -- � E F - 1 P 1 CED 1X12 1 0 80 __8211 82 EF 1 CED 12X12 1.0 80 95 �PF-3 I CED j 12X12, 1.1E 100i 961 96 ----------- - -------------------- REMIARKS: NONE FILE AL - 55 TEST DAT E i A IN', 2 017' REAMMGS BY R. P, Balance Teohnologg�es CITY OF WHEAT FUDGE 1?;rBuilding Inspection Division (303) 234-5933 Inspection line '(303) 235-2855 Office (303) 237-8929 Fax IN,SPTION NOTICE Inspection Type: ASM Job Address: Permit Number: FEa [ t i 'L art t gT 9 t �} Li t+ d y} Ulf 1P, E. 6 C S t i a S ❑ No one available for inspection: Time ,' o M/PM i Re -Inspection required: a No *When corrections have been made, call for re -inspection at 303-234-5933 Date: 1 22 1 Inspector DO NOT REMOVE THIS NOTICE a g . x CITY OF WHEAT RIDGE 4 . t Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: ` f r Permit Number: E ` rte. e'`� e e' _c" ` i._•, +�..' %P PPR c ❑ No one available for inspection: Time AM/PM) Re -Inspection required:4 Ye No When corrections have been made, call for re -inspection at 303-234-5933 f ,``` inspector: Date: � DO NOT REMOVE 'THIS NOTICE CITY OF WHEAT RIDGE ® Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Lf t Job Address: Permit Number: E .` n'L i t�_ i LL_��_U V L, i 0 No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: G DO NOT REMOVE THIS NOTICE f r y l CITY OF WHEAT RIDGE r Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: � Job Address: r �jj , PermitNumber: El r i ❑ No one available for inspection: Time A /P Re-Inspection required: Yes No When corrections have been made, call for re-inspection at 303-234-5933 Date: - Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: e 'C 1 _ I.eG-�y 1 -ti r f '" r,l Job Address: -7 9 So {-f k T " r4 a Permit Number: Zo l S o 3 5$ ❑ No one available for inspection: Time f Af�Y/�M i Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: - % Inspector: i �G DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: " I 's Job Address: 7$ 6 0 W 4 ttz Permit Number: Q o S- IF),) 3 ❑ No one available for inspection: Time /0 ' j() WPM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: / /7 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 0 1 !� Job Address: 7 S -5-C? L,-) 4y Permit Number: 0 D I .�- O ) '� c- 0 ❑ No one available for inspection: Time 3 (9/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 1 Date: / / Inspector: .2/ G DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: t Job Address: -i Permit Number: 1 i ❑ No one available for inspection: Time/ AM% Re -Inspection required: 'Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:� ,1,:- , 2 L:j Inspecto : � DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE �9r(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Z> V",) S Job Address: Esc 54 y`1 Permit Number: CP ©/ 1 O/ 3 13-5� MMIUPM11/10 ❑ No one available for inspectich: Time Re -Inspection required: Yes *When corrections have been made, call for re -inspection at 303-234-5933 Date I Inspector: DO NOT REMOVE THIS NOTICE 1. ISENERAL NOTES: I. DIMENSIONS TAKE PRECEDENCE OVER DRAWINGS - DO NOT SCALE. CONTRACTOR TO EXAMINE AND VERIFY ALL DIMENSIONS AND CONDITIONS BOTH ON THE PLANS AND IN THE FIELD, AND BE RESPONSIBLE FOR ANY ADJU5TMENT5 AND/OR CORRECTIONS. 2. ALL WALL DIMENSIONS ARE 2x4 (3 1/2") OR 2x6 (5 1/2") U.N.O. DIMENSIONS ARE FROM FACE OF STUD TO FACE OF STUD. 3. ALL CODES HAVING JURISDICTION SHALL BE OBSERVED STRICTLY IN THE CONSTRUCTION OF THE PROJECT, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDINGS, ZONING, ELECTRICAL, MECHANICAL, PLUMBING, AND FIRE CODES. CONTRACTOR SHALL VERIFY ALL CODE REQUIREMENTS BEFORE COMMENCEMENT OF CONSTRUCTION AND BRING ANY DISCREPANCIES BETWEEN CODE REQUIREMENTS AND THE CONSTRUCTION DOCUMENTS TO THE ATTENTION OF THE ARCHITECT. 4. DETAILS AND SECTIONS ON THE DRANINC75 ARE SHOWN AT SPECIFIC LOCATIONS AND ARE INTENDED TO SHOW GENERAL REQUIREMENTS THROUGHOUT. DETAILS NOTED "TYPICAL" IMPLY ALL CONDITIONS TREATED SIMILARLY. MODIFICATIONS TO BE MADE BY CONTRACTOR TO ACCOMMODATE MINOR VARIATIONS. 5. ALL DRAWINGS SHALL BE FULLY COORDINATED BY CONTRACTOR TO VERIFY ALL DIMENSIONS, LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, REGLETS, BOLT SETTINGS, SLEEVES, ETC. 6. THE CONTRACTOR SHALL VERIFY AND PROTECT ALL SERVICE LINES AND EXI5TING SITE AREA FROM DETERIORATION OR DAMAGE. 1. THE ARCHITECT / ENGINEER SHALL NOT BE RESPONSIBLE BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. 8. CONTRACTOR SHALL OBTAIN ALL NECESSARY BUILDING PERMITS q. CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES, OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. 10. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND JOB CONDITIONS AT THE JOB 51TE SUFFICIENTLY IN ADVANCE OF WORK TO BE PERFORMED TO A55URE THE ORDERLY PR06RE55 OF THE WORK. II. CONTRACTOR SHALL MAINTAIN THE PREMISES CLEAN AND FREE OF ALL TRASH, DEBRIS AND SHALL PROTECT ALL ADJACENT WORK FROM DAMAGE, SOILING, PAINT OVER5PRAY, ETC. ALL FIXTURES, EQUIPMENT, GLAZING, FLOORS, ETC. SHALL BE LEFT GLEAN AND READY FOR OCCUPANCY UPON COMPLETION OF THE PROJECT. 12. SHOP DRAWINGS ARE REQUIRED FOR STRUCTURAL, MECHANICAL, ELECTRICAL AND SPECIALIZED CONSTRUCTION. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW FOR CONFORMANCE WITH THE DESIGN CONCEPT OF THE WORK. IN AREAS WHERE THE DRAWINGS DO NOT ADDRESS METHODOLOGY, THE CONTRACTOR SHALL BE BOUND TO PERFORM IN STRICT COMPLIANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND/OR RECOMMENDATIONS. 13. ALL MANUFACTURER'S PRINTED NARNINC75 FOR HANDLING OF PRODUCTS MUST BE STRICTLY OBSERVED. THE AORD5 "OR APPROVED SUBSTITUTE" ARE TO BE ASSUMED WHENEVER A SPECIFIC MANUFACTURER 15 NOTED. 14. ALL CODES, TRADE STANDARDS, AND MANUFACTURER'S INSTRUCTIONS REFERENCED IN THE CONTRACT DOCUMENTS SHALL BE THE LATEST EDITION. 15. FOUNDATION DESIGN AND SOILS REPORT BY COLORADO REGISTERED ENGINEER SHALL BE ON HAND AT TIME OF FOUNDATION INSPECTION. I6. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL OF THE ARCHITECT / ENGINEER. 1-7. "R45" INDICATES ROD AND SHELF IN CLOSETS. "(2) R45" INDICATES (1) HIGH ROD AND (1) LOW ROD PLUS SHELF. SHELVES ARE 12" DEEP, U.N.O. 18. KITCHEN SINK: PROVIDE DISPOSAL, SWITCH POWER. SEE ELECTRICAL PLANS. Iq. ALL OPEN GUARDRAILS SHALL HAVE INTERMEDIATE RAILS OR AN ORNAMENTAL PATTERN SUCH THAT A SPHERE 4 INCHES IN DIAMETER CANNOT PA55 THROUGH. 20. ALL HANDRAILS MUST RUN FULL LENGTH OF STAIRS LOCATED 34" TO 38" ABOVE STAIR N051NG, BE 1 1/2" TO 2" IN DIAMETER, AND SHALL BE LOCATED 1 1/2" AWAY FROM WALL. HANDRAILS SHOULD HAVE THEIR ENDS RETURNED OR SHOULD TERMINATE AT NEWEL POSTS OR SAFETY TERMINALS. 21. GARAGE SLAB: REINFORCED, 4" THICK (RE: 5TRUCT.) SLOPE 1/5717T. MIN. TOWARDS O.H. DOORS. PROVIDE PERIMETER EXPANSION JOINTS AND CONTROL JOINTS FOR EVERY 100 S.F. 22. ALL INTERIOR STAIRS AND STEPS INSIDE DAELLING UNITS SHALL HAVE 7 3/4" MAXIMUM RISE, 4" MIN. RISE, AND 10" MINIMUM RUN. RISERS AT EXTERIOR DOORS SHALL BE MEASURED FROM TOP OF THRESHOLDS. THRESHOLDS SHALL HAVE A MAX. HT. OF I". THE LARGEST TREAD OR RISER WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST (TREAD OR RISER) BY MORE THAN 3/8". EXTERIOR STAIRS SHALL HAVE 1" MAXIMUM RI5E AND II" MINIMUM RUN. 23. SHOWERS & TUB -SHOWER COMBINATIONS SHALL HAVE A PRESSURE BALANCE CONTROL VALVE OR THERMOSTATIC MIXING VALVE. HANDLE P051TION STOPS ARE REQUIRED AND SHALL BE ADJUSTED PER MANUF. SPECIFICATIONS. - MAX. MIXED WATER SETTING TO BE 120 DEG. 24. A MINIMUM 3" DEEP GRAVEL BED SHALL BE PLACED IN ALL WINDOW WELL5 WHERE THE ELEVATION OF THE WINDOW SILL 15 BELOW FIN15H GRADE. THE TOP OF THE GRAVEL BED 15 NOT TO BE HIGHER THAN THE WINDOW SILL. 25. APPROVED NUMBERS OR ADDRE55E5 SHOULD BE PROVIDED FOR ALL NEW BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. 26. CABINET AND VANITY DESIGN AND THEIR RELATED DRAAING5 ARE TO BE PROVIDED BY OTHERS. 2. 51 TE WORK: I. PERFORM ALL WORK IN THI5 SECTION IN CONFORMANCE WITH THE FINAL 501L5 COMPACTION, GEOLOGICAL REPORTS AND APPROVED SITE GRADING PLAN AS ACCEPTED BY THE OWNER AND BUILDING DEPARTMENT. IN THE ABSENCE OF THE NECESSARY SUBSURFACE SURVEY, THE CONTRACTOR SHALL HIRE A LICENSED SOILS ENGINEER TO INVESTIGATE THE SITE AND SUBMIT A REPORT OF THIS WORK TO THE ARCHITECT. IF A DISCREPANCY FROM THE PRESUMED SOIL BEARING CAPACITY EXISTS, CONTRACTOR SHALL NOT PLACE FOUNDATIONS WITHOUT WRITTEN INSTRUCTIONS FROM THE ARGHITECT/ENGINEER. 2. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE ACCORDING TO THE SOILS REPORT. BUILDING 51TE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. 3. BACKFILL AT LAWNS AND UNPAVED AREAS SHALL BE FREE OF CLAY, ROCK OR GRAVEL LARGER THAN 2" IN ANY DIRECTION, DEBRIS, VEGETABLE MATTER, WASTE AND FROZEN MATERIALS. PLACE IN 12" LAYERS AND COMPACT TO 10% MAXIMUM DENSITY IN ACCORDANCE WITH A5TM D-1551. 4. BACKFILL SHALL BE BROUGHT UP EQUALLY ON EACH SIDE OF WALLS. 5. PROVIDE DRAINAGE A MINIMUM OF V -O" AWAY FROM ALL FOUNDATION WALL5 AT ALL HOSE BIBB LOCATIONS. 6. SLOPE GRADE DOWN AND AWAY FROM BUILDING(5) AT A MINIMUM SLOPE OF 1:10. SEE FINAL GRADING PLAN FOR COMPLETE INFORMATION. 5. CONCRETE: I. CONCRETE ENTRY PORCH/PATIO: VERIFY STEPS TO GRADE IN FIELD, SLOPE DOWN TO DRAIN AWAY FROM BUILDING AT A MINIMUM OF J" PER FOOT. 2. FOUNDATION WALLS TO BE q" THICK U.N.D. (RE: 5TRUCT) & SHALL BE DAMP -PROOFED OUTSIDE BY APPROVED METHODS & MATERIALS - "DECO -20" DAMP-PROOF COATING ON BACK -FILL SIDE OF FOUNDATION WALL5 (OR APPVV. SUBSTITUTE) - FULL HEIGHT TO TOP OF FOUNDATION. 3. PROVIDE PERIMETER DRAIN PER 501LB REPORT RECOMMENDATIONS. 4. SEE STRUCTURAL ENGINEER'S GENERAL NOTES FOR ADDTIONAL INFORMATION. I. FACE BRICK VENEER SHALL COMPLY WITH A5TM C216. EXACT SIZE AND COLOR TO BE SELECTED BY OWNER. 2. ADHERED STONE MASONRY VENEER SHALL COMPLY WITH A5TM 61063 COMPLETELY FOLLOW ALL MANUFACTURER'S DIRECTIONS AND RECOMMENDATIONS. 3. MORTAR AND GROUT SHALL MEET REQUIREMENTS OF A5TM 62-10 AND REQUIREMENTS SPECIFIED HEREIN. TYPE M MORTAR SHALL BE USED FOR EXTERIOR WALLS BELOW GRADE; TYPE 5 MORTAR SHALL BE USED FOR AALL5 AND PARTITIONS ABOVE GRADE. 4. PROVIDE I" x Co" 22 GAUGE NON-GORRO5IVE METAL TIES ® 16" O.G. HORIZ. & 16" O.G. VERT. AT ALL BRICK VENEER LOCATIONS. 5. METALS, 5TRUCTURAL AND MISCELLANEOUS: I. 5TEELW0RK SHALL CONFORM TO THE CURRENT SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS A5 ADOPTED BY THE A.I.5.C. CONNECTIONS SHALL BE BOLTED OR WELDED. BOLTS SHALL CONFORM TO ASTM A 325 AND BE J" DIA. U.N.O. 2. ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH A5TM SPECIFICATIONS A-36. STEEL FOR PIPE COLUMNS SHALL BE OF EQUIVALENT CAPACITY AND WELDABILITY TO ASTM SPEC. A-501. 3. SEE STRUCTURAL ENGINEER'S GENERAL NOTES FOR ADDITIONAL INFORMATION. 6. CARPENTRY: 1. ALL A0005 AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES AITH MODIFICATIONS AS SPECIFIED HEREIN: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL). B. NATIONAL FOREST PRODUCTS ASSOCIATION: NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. G. SOUTHERN PINE INSPECTION BUREAU: STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER. D. TRU55 PLATE INSTITUTE: DE516N SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED A00D TRUSSES. E. AMERICAN PLYWOOD ASSOCIATION: GUIDE TO PLYWOOD FOR FLOORS, PLYWOOD SHEATHINGS FOR WALL5 AND ROOFS. F. AMERICAN ROOD -PRESERVERS ASSOCIATION STANDARDS. 2. SHOP DRAWING5, SIGNED AND SEALED BY A I-ROFE55IONAL ENGINEER REGISTERED IN THE STATE OF PROP05ED CONSTRUCTION, SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. SHOP DRAAINC75 SHALL INCLUDE THE FOLLOWING ITEMS: A. DRAFTED PLAN LAYOUTS IDENTIFYING ALL TRUSSES. B. CALCULATIONS FOR LOAD DETERMINATION ON TRUSSES, GIVING UNIFORM LOADS (PARTIAL OR OTHERWISE) AND/OR POINT LOADS. G. TRUSS CONFIGURATION DRAWING GIVING STRESSES ON ALL MEMBERS, REACTIONS AT SUPPORTS AND STRE55ES ON ALL MEMBERS INCLUDING PLATES. 3. INSTALL PRE55URE TREATED LUMBER WHERE LUMBER 15 IN CONTACT WITH CONCRETE. 4. ALL HEADERS AT BEARING CONDITIONS SHALL BE OF SIZES AS SHOWN ON PLANS. 5. FIREBLOCK THE FOLLOWING AREAS AND/OR CONDITIONS: • WITHIN STUD WALL5 AT 10'-0" INTERVALS AND WITHIN BALLOON FRAME HALLS AT FLOOR & CEILING LEVELS. • AT FLOOR B CEILING PENETRATIONS AROUND VENT5, PIPES, DUCTS, ETC. • THE INTERCONNECTIONS BETWEEN CONGEALED VERT. & HORIZ. SPACES (50FFIT5). • BETWEEN STAIR STRINGERS. • POCKET DOORS • BETWEEN OPENINC75 OF CHIMNEY CHASE & ATTIC SPACE. • AITHIN UNFILLED SLEEPER -TYPE FLOOR SYSTEMS (100 S.F. MAX). FIREBLOCKING MATERIAL MY BE 2" NOMINAL LUMBER, GYP. BD., ETC. - DO NOT USE LOOSE FILL INSULATION. FIREBLOCKING SHALL CONFORM TO IRC SECTION 602.8 AND IBC 5EGTION-II-1.2. 6. SEE STRUCTURAL ENGINEER'S GENERAL NOTES FOR ADDITIONAL INFORMATION. i. THERMAL AND MOISTURE PROTECTION: I. THE FOLLOWING SPECIFICATION SHALL GOVERN WITH MODIFICATIONS AS SPECIFIED HEREIN: AMERICAN SOCIETY OF HEATING, REFRIGERATING AND AIR CONDITIONING ENGINEERS (A5HRAE) HANDBOOK OF FUNDAMENTALS. 2. INSTALL FLASHING AND SHEET METAL IN COMPLIANCE WITH "ARCHITECTURAL SHEET METAL MANUAL" BY 5MACNA. 3. ALUMINUM FLASHING SHALL CONFORM TO ASTM B2001, AND BE MINIMUM 0.016" THICK STANDARD BUILDING SHEET OF PLAIN FINISH. 4. GALVANIZED STEEL FLASHING SHALL CONFORM TO ASTM A526, 0.2055 COPPER, 26 GAGE (0.0174"); ASTM A525, DESIGNATION CGg0 HOT -DIP GALVANIZED, MILL PH05PHATIZED. 5. BACKPAINT FLASHINGS WITH BITUMINOUS PAINT, AHERE EXPECTED TO BE IN CONTACT WITH CEMENTITIOU5 MATERIALS OR DI551MILAR METALS. 6, PROVIDE AND INSTALL FLASHING AT ALL ROOF TO WALL CONDITIONS, PROJECTIONS OF WOOD BEAMS THROUGH EXTERIOR WALL5, EXTERIOR OPENINGS, AND ELSEWHERE AS REQUIRED TO PROVIDE AATERTIGHT / WEATHERPROOF PERFORMANCE. 1. ROOF VALLEY FLASHING SHALL BE PROVIDED OF NOT LESS THAN NO. 28 GALVANIZED SHEET GAUGE CORROSION -RESISTANT METAL OR COPPER AND SHALL EXTEND AT LEAST 11" FROM THE CENTER LINE EACH WAY AND SHALL HAVE THE FLOA LINE FORMED AS PART OF THE FLASHING. SECTIONS OF FLASHING SHALL HAVE AN END LAP OF NOT LE55 THAN 4". 8. STEP FLASHING 15 REQUIRED AT ALL LOCATIONS WHERE A SLOPED ROOF MEETS A VERTICAL WALL OR PROJECTION. q. ASPHALT SHINGLES SHALL BE FASTENED ACCORDING TO MANUFACTURER'S PRINTED INSTRUCTIONS. PROVIDE ONE LAYER OF FELTEX ROOF WRAP, MFG. BY SYSTEM COMPONENTS (OR APPV'D. SUBSTITUTE), (425)-3241-5150 UNDER 5HIN6LE5 UNLESS NOTED OTHERWISE. INSTALL PER MANUFACTURERS INSTRUCTIONS. 10. ENCLOSED ATTIC SPACES AND ROOF RAFTERS SHALL HAVE CRO55 VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN. THE NET FREE VENTILATING AREAS SHALL BE NOT LE55 THAN 1/150 OF THE HORIZONTALLY PROJECTED ROOF AREA, OR 1/300 IF AT LEAST 50 PERCENT OF THE REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABOVE SAVE OR CORNICE VENTS WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY SAVE OR CORNICE VENTS. 11. PROVIDE AND INSTALL KRAFT -FACED BATT INSULATION WITH AN INSULATION -ONLY VALUE OF R-21 IN ALL EXTERIOR STUD WALLS AND GARAGE / LIVING SPACE AALL5 UNLESS NOTED OTHERAISE. - RE: "N" SHEETS. 12. PROVIDE AND INSTALL II 1/2" THICK KRAFT FACED GLA55 FIBER BATT INSULATION WITH AN IN5ULATION-ONLY VALUE OF R-38 IN ROOF OR CEILING. R-38 BLOWN -IN INSULATION MAY BE USED AS A SUBSTITUTE IN FLAT CEILING AREAS ONLY. RE: "N" SHEETS FOR ADDITIONAL INFORMATION. 13. PROVIDE AND INSTALL q 1/2" THICK KRAFT FACED GLA55 FIBER BATT INSULATION WITH AN INSULATION -ONLY VALUE OF R-30 IN ALL FLOOR SPACES NEXT TO UNCONDITIONED SPACES. 14. PROVIDE AND INSTALL LOA EXPANDING FOAM INSULATION AT WINDOW SHIM SPACES. 15. FIT INSULATION TIGHT WITHIN SPACES AND TIGHT TO AND BEHIND MECHANICAL AND ELECTRICAL SERVICES AITHIN THE PLANE OF INSULATION. LEAVE NO GAPS OR VOIDS. 16. PROVIDE AN APPROVED WATER -RESISTIVE BARRIER ('TYVEG' OR APPROVED 5U55TITUTE) UNDER EXTERIOR TRIM & 51DING. APPLY 50 AS TO FORM A WATERTIGHT MEMBRANE. OVERLAP EACH COURSE BELOA 2 INCHES MINIMUM AT HORIZONTAL JOINTS AND 6 INCHES MINIMUM AT VERTICAL JOINTS. FOLLOW ALL MANUFACTURER'S INSTRUCTIONS AND SPECIFICATIONS. 17. PROVIDE SEALANTS AND CAULKING MEETING APPLICABLE SPECIFICATIONS WHERE 5HOWN ON THE DRAWINGS AND ELSEWHERE A5 REQUIRED TO PROVIDE A P051TIVE BARRIER AGAINST M015TURE AND PA55AGE OF AIR. 18. PROVIDE AND INSTALL A 4 MIL POLYETHYLENE VAPOR BARRIER COMPLYING WITH A5TM D 2103 WHERE SHORN ON THE DRAAINGS. ICI. PROVIDE AND INSTALL RI3 BATT INSULATION AT MECHANICAL CLOSET WALLS AND RIq BATT INSULATION AT MECHANICAL CLOSET CEILINC75 (IF MECHANICAL CL05ET 15 PROVIDED). 20. GALVANIZED DOWN SPOUTS SHALL CONNECT TO 51.5 -DRAIN SYSTEM SHOWN ON GRADING PLAN U.N.O. 21 A CURRENT ICG ES REPORT (DATED NO EARLIER THAN JUNE, Ig88) MUST BE SUBMITTED ALONG WITH THE COMPLETED SPECIAL INSPECTION FORM FOR 5-15: SPECIAL CASES FOR EIF5 (EXTERIOR INSULATION FINISH SYSTEM). SYSTEM MUST HAVE APPROVED MEANS OF ALLOWING WATER TO DRAIN TO OUTSIDE. 22. FOUNDATION WALLS SHALL EXTEND ABOVE FIN15H GRADE WITH THE FOLLOWING DIMEN51ONS 4 APPLICATIONS: A. BRICK / EARTH SEPARATION = 4" B. STONE / EARTH SEPARATION = 4" G. STUCCO / EARTH SEPARATION = 6" D. FRAME (WOOD) / EARTH SEPARATION = 6" 23. EXTERIOR OPENINGS EXPOSED TO WEATHER, Le. CONCRETE SLAB ADJACENT TO DWELLING, SHALL BE FLASHED TO PREVENT WATER PENETRATING FOUNDATION. 24. BITUMINOUS DAMPPROOFING 15 REQUIRED ON OUTSIDE OF FOUNDATION WALL5 ENCLOSING A BASEMENT OR CRAWL SPACE BY APPROVED METHODS AND MATERIALS. RE: NOTE 3.2 I. REFERENCE STANDARDS FOR METAL DOORS, WOOD DOORS, AND WINDOWS SHALL BE AS FOLLOWS: A. UNDERARITER'5 LABORATORIES, INC.: BUILDING MATERIALS DIRECTORY B. NATIONAL FIRE PROTECTION ASSOC.: PAMPHLET NO. 80 STANDARD FOR FIRE DOORS AND AINDOW5. G. NATIONAL WOODWORK MANUFACTURER'S ASSOCIATION: I.S., 1078: WOOD FLUSH DOORS. D. A5TM E283, ASTM E331.2 2. GLAZING IN LOCATIONS WHICH MAY BE SUBJECT TO HUMAN IMPACT SUCH AS FRAMELESS 6LA55 DOORS, GLA55 ENTRANCE AND EXIT DOORS, FIXED GLASS PANELS, SLIDING GLASS DOORS, SHOWER DOORS, TUB ENCLOSURES, AND STORM DOORS SHALL MEET THE REQUIREMENT5 SET FORTH IN THE IBC CODE AND THE SAFETY STANDARD FOR ARCHITECTURAL GLAZING MATERIALS (I6 GFR 1201). ALL GLAZED PANELS LOCATED WITHIN 12" OF A DOOR WHICH MAY BE M15TAKEN FOR OPENINGS FOR HUMAN PASSAGE, UNLESS SUCH PANELS ARE PROVIDED WITH A HORIZONTAL MEMBER 1 1/2" MINIMUM IN WIDTH LOCATED BETWEEN 24" AND 36" ABOVE THE WALKING SURFACE, SHALL BE TEMPERED GLASS. 3. ALL DOORS AND WINDOA5 OPENING TO THE EXTERIOR OR TO UNCONDITIONED AREAS SHALL BE FULLY WEATHER STRIPPED, GA5KETED OR OTHERWISE TREATED TO LIMIT AIR INFILTRATION. ALL MANUFACTURED WINDOWS AND SLIDING GLA55 DOORS SHALL MEET THE AIR INFILTRATION STANDARDS OF THE Ig72 AMERICAN NATIONAL STANDARDS INSTITUTE A5TM E283-13 WITH A PRESSURE DIFFERENTIAL OF 1.57 POUNDS PER SQUARE FOOT AND SHALL BE CERTIFIED AND LABELED. 4. PROVIDE WEATHERPROOF THRESHOLD AT ALL EXTERIOR SWING DOORS. THRESHOLDS SHALL MEET ACCESSIBLE STANDARDS WHERE INDICATED. 5. PROVIDE DOORS, WINDOW AND GLAZING 51ZES AS INDICATED ON DRAWINGS. CONTRACTOR TO PROVIDE SHOP DRAAINC75 ON ALL MILLWORK ON NON-5TOGK MATERIALS FOR ARCHITECT'S APPROVAL. (0. ALL WINDOA5 SHALL BE VINYL FRAME, WHITE COLOR), DOUBLE GLAZED. 1. ALL EGRESS WINDOWS SHALL HAVE A MINIMUM NET CLEAR OPENABLE AREA OF 5.7 SQ. FT. (5.0 50. FT. FOR GRADE FLOOR OPENINGS) AITH A MINIMUM HEIGHT OF 24" AND MINIMUM WIDTH OF 20" FINISHED SILL HEIGHT SHALL NOT BE MORE THAN 44". 8. MAXIMUM BASEMENT WINDOW SILL HEIGHT TO BE 44" A.F.F. MAXIMUM WINDOW WELL DEPTH TO BE 44" BELOW GRADE. IF ADW. WELL 15 OVER 44" DEEP, PROVIDE A PERMANENT LADDER WHICH DOES NOT ENCROACH MORE THAN 6". EGRESS WINDOW WELL TO HAVE A MIN. CLEAR AREA OF q S.F. Q. EINI5HE5: I. PROVIDE AND INSTALL GYPSUM WALLBOARD IN ACCORDANCE WITH "AMERICAN STANDARD SPECIFICATIONS FOR THE APPLICATION AND FINISHING OF GYPSUM WALLBOARD", AS APPROVED BY THE AMERICAN STANDARDS ASSOCIATION, LATEST EDITION; APPLICABLE PARTS THEREOF ARE HEREBY MADE A PART OF THI5 SPECIFICATION EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE CALLED FOR IN THI5 SPECIFICATION, IN LOCAL CODES, OR BY THE MANUFACTURER OF THE GYPSUM WALLBOARD, WH05E REQUIREMENTS SHALL BE FOLLOWED. 2. APPLICATION OF PAINT OR OTHER COATING SHALL BE IN STRICT ACCORDANCE WITH MANUFACTURER'S DIRECTIONS. READY -MIXED PAINT SHALL NOT BE THINNED, EXCEPT AS PERMITTED IN THE APPLICATION INSTRUCTIONS. 3. ALL EXTERIOR AND INTERIOR SURFACES SHALL RECEIVE THE PAINTER'S FINISH EXCEPT COLOR COORDINATED FACTORY FIN15H SURFACES. TOP AND BOTTOM OF ALL DOORS TO BE SEALED AND PAINTED. 4. ALL SURFACES TO BE FINISHED SHALL BE GLEAN AND FREE OF FOREIGN MATERIALS (DIRT, GREASE, ASPHALT, RUST, ETC) 5. APPLICATION SHALL BE IN A WORKMANLIKE MANNER PROVIDING A SMOOTH SURFACE. APPLICATION RATE SHALL BE THAT RECOMMENDED BY THE MANUFACTURER. APPLICATION MAY BE BY BRUSH OR ROLLER OR BY SPRAY IF PAINT 15 FORMULATED FOR SPRAY APPLICATION. 6. ALL KITCHEN & BATHROOM WALL5 & CEILINGS TO HAVE "SKIP TROWEL" TEXTURE W/ SEMI -GLOSS PAINTED FINISH. ALL OTHER ROOMS' WALL5 & CEILINGS TO HAVE A "SKIP TROWEL" TEXTURED FIN15H A/ A EGG SHELL PAINTED FINISH. 7. PROVIDE PAINT AND STAIN PER OWNER'S SCHEDULE AND SPECIFICATIONS. 8. PROVIDE EXTERIOR AND INTERIOR SURFACE FINISH PER OWNER'S SCHEDULE AND SPECIFICATIONS. q. PROVIDE RESILIENT FLOORING AND WALL BASE PER OWNER'5 SCHEDULE AND SPECIFICATIONS. INSTALL IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS. 10. ALL 5HOAER AREAS TO BE FIN15HED WITH CERAMIC TILE TO HEIGHT OF 70 INCHES (MIN.) ABOVE THE DRAIN INLET. II. PROVIDE CERAMIC TILE AND ACCESSORIES COMPLYING WITH TILE COUNCIL OF AMERICA SPECIFICATION 137.1 IN COLORS AND PATTERNS SELECTED BY THE OWNER FROM STANDARD COLORS AND PATTERNS OF THE APPROVED MANUFACTURERS. 12. INSTALL CERAMIC TILE IN COMPLIANCE WITH PERTINENT RECOMMENDATIONS CONTAINED IN THE TILE COUNCIL OF AMERICA "HANDBOOK FOR CERAMIC TILE INSTALLATION" AND MANUFACTURER'S PRINTED INSTRUCTIONS. 13. SETTING MATERIAL MAY BE EITHER DRY SET MORTAR IN COMPLIANCE WITH ANSI AII8.1 AND A118.2 OR ORGANIC ADHESIVE IN COMPLIANCE WITH AN51 A136.1, USING TYPE I WHERE EXPOSED TO PROLONGED WATER PRESENCE AND U51NG TYPE II AT ALL OTHER LOCATIONS. 14. PROVIDE AND INSTALL FIRE -RETARDANT 6YP5UM WALLBOARD, GRADE X, GLASS I, 5/8" THICK, A5 5HOAN ON PLANS. 15. PROVIDE 1/2" 'HARD IE BACKER' TILE BACKER BOARD AT SHDAER/TUB WALL5. 16. PROVIDE AND INSTALL 5A OR REGULAR GYP5UM WALLBOARD, 1/2" THICK OR 5/8" THICK PER PLANS, AT ALL WALLS AND CEILINGS UNLESS OTHERWISE INDICATED ON DRAWINGS OR SPECIFIED. CONTRACTOR SHALL PROVIDE ALL TRIM ACCE5S�RIE5, FINISH TAPING AND SPACKLING IN ACCORDANCE WITH AMERICAN STANDARD SPECIFICATIONS. SEE DIVISION q, PARAGRAPH #1. Ii. PROVIDE 5/8" TYPE 'X' DRYWALL UNDER STAIRS IF SPACE 15 ENCLOSED. 18. WHERE WOOD FLOORING IS INSTALLED ON CONCRETE SLABS, INSTALL A LAYER OF POLYETHYLENE (4 MIL. MIN.) VAPOR BARRIER ACCORDING TO MANUFACTURER'S WRITTEN INSTRUCTIONS. Iq. WOOD FLOORING SHALL BE ACCLIMATED TO REGIONAL AND LOCAL CONDITIONS ACCORDING TO MANUFACTURER'S WRITTEN INSTRUCTIONS. 10. 5PEG 1 ALTI E5: I. PROVIDE KITCHEN ACCESSORIES, BATH ACCESSORIES, FIREPLACES, HARDWARE, AND MISCELLANEOUS ITEMS PER OWNER'5 SCHEDULE AND 5PECIFICATION5. ALL ITEMS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE RESPECTIVE MANUFACTURER'S PUBLISHED IN5TRUCTIONS AND APPROVED INSTALLATION DRAAIN65. 2. FACTORY BUILT FIREPLACES AND FLUES SHALL BE INSTALLED IN ACCORDANCE WITH N.F.P.A. 211, U.L. OR OTHER APPROVED TESTING AGENCY AND MANUFACTURER'S SPECIFICATIONS. FIREPLACES SHALL BE EPA APPROVED. 3. FIREPLACE: GAS FIREPLACE A/DIRECT VENT® EXTERIOR WALL LOCATIONS OR GLASS "B" VENT INTERIOR LOCATIONS. INSTALL PER MANUFACTURER'S INSTRUCTIONS. SEE INTERIOR ELEVATIONS. MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR ALL FIREPLACES MUST BE KEPT ON 51TE FOR VERIFICATIONAN5PECTION OF REQUIRED CLEARANCES TO COMBUSTIBLE MATERIAL. ALL FIREPLACES TO BE UL LISTED. FIREPLACES ARE NOT PERMITTED IN BEDROOMS UNLESS EQUIPPED WITH AN APPROVED METHOD OF OBTAINING COMBUSTION AIR FROM OUTSIDE. 4. SMOKE DETECTORS SHALL BE HARD WIRED WITH BATTERY BACKUP AS PER UBC, SECTION 510A 5. REFRIGERATOR: COORD. PLUMBING FOR ICE: MAKER AS. REQ. 15. MECHANICAL: I. CONTRACTOR SHALL PROVIDE ALL LABOR, MATERIALS, AND EQUIPMENT NECESSARY TO INSTALL PLUMBING, RELATED FIXTURES, VENTILATIONS, ROOF AND FLOOR DRAINS, HEATING AND AIR CONDITIONING. ALL WORK SHALL, COMPLY WITH STATE AND LOCAL CODES AND ORDINANCES. SUBCONTRACTORS SHALL COORDINATE WORK WITH ALL OTHER TRADES, TERMINAL HOOKUP OF ALL FIXTURES AND TAP IN TO ALL UTILITIES 15 REQUIRED. CONTRACTOR SHALL IN5TALL AND CHECK ALL PRE55URE REDUCING VALVES, POP OFF VALVES AND OTHER SAFETY DEVICES PRIOR TO OPERATION OF SYSTEM. 2. TWO b" DIA. DUCTS ARE REQUIRED (AT A MINIMUM), ONE WITHIN 12" OF THE FLOOR, AND ONE AITHIN 12" OF THE CEILING FOR FURNACE AND WATER HEATER COMU5TION AIR. VERIFY 51ZE AND CONFIGURATION WITH MECHANICAL DRAWINGS AND/OR CONTRACTOR. 3. VENT ALL EXHAUST FANS AND DRYERS TO EXTERIOR. 4. CLOTHES DRYER VENT SHALL TERMINATE OUTSIDE OF THE BUILDING AND SHALL HAVE AN APPROVED BACKDRAFT DAMPER. SEE MECHANICAL DRAWINGS FOR ROUTING AND COMPLETE DRYER VENT INFORMATION. 5. SEE MECHANICAL EN6INEER/C0NTRA0TOR'5 GENERAL NOTES FOR ADDITIONAL INFORMATION. 6. L.P. 6A5 APPLIANCES ARE NOT PERMITTED IN 5A5EMENT5 OR CRAWL SPACES. -1. BELOW -GRADE UNDER -FLOOR SPACE BELOW BASEMENT LEVEL (IF REQUIRED PER SOILS REPORT) SHALL BE MECHANICALLY VENTED WITH A MIN. RATING OF 2 AND MAX OF 4 AIR CHANGE5 PER HOUR. INTAKE CFM SHALL MATCH EXHAUST CFM. VENT FAN TO BE CONTROLLED BY AN APPROVED HUMIDI5TAT. INTAKE DUCT SHALL BE INSULATED TO PREVENT CONDENSATION ON THE DUCT AND SHALL CONFORM TO IRC SECT. M160I.2.1 W/ MIN. R4 VALUE AND HAVE A VAPOR RETARDER COVERING. 8. CRAAL SPACE (AT -GRADE BELOW -FLOOR SPACE) ADJACENT TO BASEMENT SHALL BE A CONDITIONED SPACE. PROVIDE A MECHANICAL SUPPLY DUET (PER HVAC DESIGN) INTO CRAWL SPACE WITH A RELIEF GRILLE (PER HVAC DESIGN) IN WALL COMMON TO BASEMENT. SEE CRAAL SPACE PLAN FOR ADDITIONAL NOTES. q. ALL PLUMBING FIXTURES IN NEW RE51DENTIAL CONSTRUCTION MUST MEET THE FOLLOWING REQUIREMENT5 FOR WATER USE: A. L15TED WATER CLOSETS 1.6 GALLON5 PER FLUSH B. 5HOAER HEADS 2.5 GPM ® 80 P51 G. FAUCETS 2.2 GPM ® 60 P51 D. H05E 5655 ARE EXEMPT 10. ALL WA5TE AND DRAIN LINES 4" IN DIA. AND LARGER SHALL BE INSULATED FOR N015E REDUCTION. 1(b. ELECTRICAL : I. CONTRACTOR SHALL PROVIDE AND INSTAL_ ALL LABOR, MATERIALS, AND EQUIPMENT NECESSARY TO INSTALL WIRING, RELATED FIXTURES, ELECTRICAL HEAT ELEMENTS, AND CONTROL. ALL WORK SHALL COMPLY WITH NATIONAL ELECTRICAL CODE, LATEST EDITION, AND STATE AND LOCAL CODES AND ORDINANCES. SUBCONTRACTOR SHALL COORDINATE WORK WITH ALL OTHER TRADES. TERMINAL HOOKUP 15 REQUIRED OF ALL FIXTURES AND APPLIANCES, MOTORS, FANS, AND CONTROLS. t 2. ELECTRICAL SYSTEM LAYOUTS ARE GENERALLY DIAGRAMMATIC; LOCATION OF OUTLETS AND EQUIPMENT 15 d APPROXIMATE. EXACT ROUTING OF WIRING, LOCATIONS OF OUTLETS SHALL BE GOVERNED BY STRUCTURAL j CONDITIONS AND OBSTRUCTIONS. WIRING FOR EQUIPMENT REQUIRING MAINTENANCE AND INSPECTION SHALL BE READILY ACCESSIBLE. I 3. SEE ELECTRICAL ENGINEER/GONTRACTOR'5 GENERAL NOTES FOR ADDITIONAL INFORMATION. i 4. SMOKE DETECTORS SHALL BE HARD WIRED WITH BATTERY BACKUP AND FULLY COMPLY WITH IRC, SECTION 8313. PLAN KEYNOTE5 ❑ ❑j CONCRETE PORCH / PATIO 26 3b" MIN. WIDTH CONCRETE WALK / E6RE55 ® SLOPE DOAN J" PER FT. MIN. REFRIGERATOR PATH. MAX. SLOPE IN DIRECTION OF TRAVEL = 1:20. MAX. CRO55 SLOPE = 1:48. PROVIDE FREE AND CLEAR ACCESS FROM 3❑ WALL OVENS BUILDING EXIT THROUGH ALL GATES TO PUBLIC, WAY. ® ® © GOOKTOP WITH VENTED HOOD ABOVE - SEE MECH. DA05. DISHWASHER FREEZER 2i 28 GATE WITH PANIC, HARDWARE AND KNOX BOX FOR FIRE DEPARTMENT -36" MIN. CLEAR WIDTH VINYL FENCE:`. - RE: DETAIL ON BUILDING ELEVATIONS ❑ 32" TALL GRUNTER @_�IS5 24 DCOUNTERTOBASE NSERVINGCOUN®W CABINETS � 34" HIGH COUNTERTOP c�30 MACHINE &FLOOR SINK ❑ q UPPER CABINETS 31 HANDRAIL ® 34" MIN. & 38" MAX. ABOVE STAIR N051NG 10 BASE AND UPPER CABINETS A/ 34 HIGH COUNTERTOP z 32 42" DIRECT -VENT 6A5 FIREPLACE 551 F121 FOOD SERVICE SHELVING RESERVED 33 PER MFR. SPECS. - VERIFY R.O. NON ROLL -IN 5HOWER 13 RESERVED 34 FRAMED ART NICHE - RE: DETAIL 14 I5 BASE AND UPPER CABINETS WITH DESK MILLWORK BENCH A/ CUBBIE5 35 BUILT-UP WAINSCOT TRIM - RE: DETAIL -ONLY AT SELECT LOCATIONS NOTED 4�ZEL-ING WATER DISPENSER I6 SELVES -SPACED MDF SHELVES - IS" DEEP A 3i KITCHEN SINK A/ 34" MAX. RIM HT. I'I 5 -EQUALLY SPACED MDF SHELVES - 24" DEEP & 6 1/2" MAX. BOWL DEPTH. PROVIDE KNEE AND TOE CLEARANCES PER 18 CEILING BREAK ABOVE Q 38 30" WIDE (MIND DESK / WORK SURFACE Iq FRAMED GYP. BD. WINDOW SEAT - RE: DETAIL A/ A VARIABLE HEIGHT OF 2q" MIN. & 34" MAX. OR A FIXED HT. OF 34". PROVIDE KNEE 20 LOW WALL - HEIGHT L15TED ON PLANQ 3q SPACE BELOV WITH A CLEAR HT. OF 21" RESERVED F2_11 FRAMED HEADER ABOVE -HEIGHT L15TED ON PLAN 40 2x4:FURREWALL (FLOOR TO CEILING) ❑2230"X 30" FRAMED CRAAL 41 2x4 WALL (FLOOR TO WIN. 51LL) SPACE AGGE55 IN FLOOR 23 22" X 30" FRAMED ATTIC ACCESS BETWEEN TRU55E5 24 12" DIA. FI5ER6LA55 CLA55I6 COLUMNS WITH ROOD TRELLI5 ABOVE - SEE DETAIL ® MUD-5ET TILED 5HOYIER WITH ROLL -IN THRESHOLD revision no. date by Di 10-5-2015 /2 10-28-2015 II -16-2015 12-30-2015 v v Q d 0m LD O N C T O O v IENTIRE ITECTS F�R(f��TECTURE & PL�,N��ING THE HTTLETOWN URGE RUNS 2329 REST HAM STREET SUITE W dorU ygm, c® ame TEL 303 730 73®0 M 363 736 1300 sheet title 5PECIFICATION5 s PLAN KEYNOTE5 date 5-10-2015 drawn checked sheet no. A00 2 I I ❑ I I � �i L----� FE—x-,-Tl x, I p0�p o � Qfi r e , 1� 1 I ---- , 1' I ® -----------I--I----sem ,• II Ii II II it �� � a � E I II II II II II II II i ExIT II 11 II II II II II II I1 II II r g F--"�--'�' RESIDENTIAL I 'L -JL I 11 11 11 1 I L I i R 200 SF/OCC,1-�1--11-�I���r I 1 I II II II II II II II II II I , ---- 5288 SF 21 OCC TOT U L L L J L I I I I I I I I I I ®I I 1 F1 I "1 • I I U I U f -- I epl ml Q I C1 I 1 I I I 1 11 I I \ I II I f I I o ---- L------ — — - -i — — — — — — — — —I I II �I 14`x' II II II 'il IL I1 I 1 I I I II II II II II II II i I I I � I 1' j1 II II II II II II II Ij '1 I �`- I I II II II II II II II II 11 � I II II II II II II II 1 I � I I II II II II II II II 1 I 11 11 I I I I I' 1 O 16F II II E I II II I I 1 I Lu I A I epi N 01 r- _ Q BASEMENT IF SSFA �I ! I 11I • ,er� -JI ---- 331 SF 4 OCC T LdJL II~ I ~I II I I I i SITTING 1 Au 11r, SF/OCG ❑ 254 OF III OCC SALON 0 B SF/OCG 2 OCC 1 M 30 SF/occ 1 �-T-��-7 I 120 SF 4 OCC i I I o I w II o I I I i I )L -J- JL --L 1 I ---------------- O I I I r J ----------------------------- ------ TRAVEL DISTANCE I I I I 1 64'-0' BASEMENT + 51'-0' MAIN LEVEL L ----------- ----------------- FI L � i I _------ i I i 1 ®fir ------------------------ - - F � OFFICE - 1 MULTI-PURPC 100 SF/OCG I AU 15 SF/C Qi 1- (( 1 I I I I 346 SF 23 OC 100 OF I OCC rlr IIS/ I I KITCHEN 1 r 1 1 I w I OK 200 SF/OCC Ila 262 SF 2 OCC ON PgTH i !u_B'D RI EXIT 1 LIV. / DIN. 1 - K Q AU 115 SF/OCG 11 - - - - - D C - - - O 1013 SF 68 OCC _ / MACHINE r 1 EXIT rI o 1 FS F - SERVICE S 300 SF/OCG 145 SF I OCC 1 i 1 EXIT r 'I , � EXIT r I I I ❑ Y.l°VJ ❑ RESIDENTIAL R 200 SF/OCG 4319 SF 125 OCG TOT. EG;1RE5e / CCCL'FANT LOAD F'L AN 8 OCCUFMT LOAD KEY: FUNCTION OF SPACE PER IBC TABLE 1004.12 LIV. / DIN. ROOM / SPACE (ABBREVIATED) AU 115 SF/OCC OCCUPANT LOAD FACTOR PER 1110 SF I 14 OCC IBC TABLE 1004.12 SQUARE FOOTAGE NUMBER OF OCCUPANTS NOTES: i. -------- INDICATES COMMON PATH OF EGRESS TRAVEL PER IBC TABLE 10143. MAX. IN RESIDENTIAL AREAS MAX IN ALL OTHER AREAS 2. INDICATES POINT AT WHICH A CHOICE OF 2 EXITS BECOMES AVAILABLE FOR C;OMMGPI PATH � TRAVEL. 3. INDICATES EXIT ACCESS TRAVEL DISTANCE - 250'-0' MAX. PER IBC TABLE 10162. W/ NFPA 13R FIRE SPRINKLER A LrzGEND: El EIRE EXTINGUSHER LOCATION (D KNOX SOX LOCATION -a aQ�l�����4 PNROI1ITE(11 & PLhN i THE UUTLEUCHa PRICE OURDING 2329 My Alm STREET SUM W ��U II1511 �� p TEL 303 ;30 7300 FAA 303 730 8300 Ind sheet title SC�R�SS / OCCUPANT LOAD FLAN date 8-10-2015 drawn checked sheet no. AuA revision no. date ZL 10-5-2015 A2 10-28-2015 A 11-16-2015 12-30-2015 -a aQ�l�����4 PNROI1ITE(11 & PLhN i THE UUTLEUCHa PRICE OURDING 2329 My Alm STREET SUM W ��U II1511 �� p TEL 303 ;30 7300 FAA 303 730 8300 Ind sheet title SC�R�SS / OCCUPANT LOAD FLAN date 8-10-2015 drawn checked sheet no. AuA 10 Ez3'-1' 16'-51/2' 1 N N 10 ' 2 � g All Al.I 3 2 _T Al.l1A All 2 r -- CONCRETE —L _ _ 3 STOOP ABOVE �- Al.l 4 1 0 A , STEP T.O.F. Q I L -- b CC G ---- ------------------ A5Id 6 r STEP T.OF. 0 - -12'-4' A50 24'-10 1/2° 14'-4' ?� N. ® 3 ^' 2 _ _ I All in Al.l � N -- - 1 —,_ ' 2 � All I STEP T.O.F:-/, I 3 1 Al.l 2 A1.1 CIA All �t N 6 AlD 5 1®' 0' p Al.l I I 6 1 I I .d - L_ 30' X 30' CRAWL SPACE ACCESS IN FLOOR ABOVE _ STEP T.OF. 5 A1.1 N 13 All STEP T.OF. A ZCOURTYARD ABOVE 5 Al.l 4 14 Al.l (INSIDE FNDN. WALL) ® 10 MIL VAPOR RETARDER W/ JOINTS LAPPED 6' 4 SEALED. EXTEND UP 6" AND SEAL TO WALLS OF CRAWL SPACE. • PROVIDE MECH VENTILATION 9� , ------1� e� Ise 9' -11 1/2' 3 All 2 I All Al.l 2 Atl i7 --- Alm F--1 I I �ZI301 X 30' CRAWL SPACE ACCESS IN FLOOR ABOVE LY��AID 13 All STEP T.O.F. 0 14 All 25'-0 1/2' 3 2 1 6 AID C ------------------------------ -- CRAWL SPACE A5D ® -6,296 S.F. (INSIDE FNDN. WALL) • 10 MIL VAPOR RETARDER W/ 5 JOINTS LAPPED 6' 4 SEALED, All EXTEND UP 6" AND SEAL TO WALLS OF CRAWL SPACE. PROVIDE MECH.VENTILATION RE: STRUCT. DWG'S FOR BEAM 4 PIPE COLUMN LOCATIONS. =IT -01- 36' W. X 29° H. HINGED 5' -10' 6' _ ®• MDF CRAWL SPACE ACCESS DOOR � I I � 2 I _J I II i II I 2 2 II A1.1 All I I I II I II 1 II I II i II I II I II CONCRETE RAMP 4 II I LANDINGS ABOVE I I II I A II I = _ _ I CQ II I II I II 1 II i II I I STEP T.O.F. I I 5 I I All I I I I I tom'-tt° I COURTYARD ABOVE 7 PATIO ABOVE Al.l RE: STRUCT. DWG's FOR BEAM 4 ® CIA �J PIPE COLUMN LOCATIONS. O ® Ii- II I 1Q 22 2 STEP T.OF. 5 6 3t A1.1 Al.l 3 36° W. X 29' H. HINGED UNFINISHED BASEMENT All MDF CRAWL SPACE ' y) -8'-9' CLG. ACCESS DOOR �tQ -CONC. 8' 19'-8' 19' 2 19'-2j' ' 99l S F. TOTAL ' UP 61 1.155 Sr-. TOTAL tam I 120�, BASEMENT BASEMENT AREA `-4 2' ' (INSIDE FNDN. WALL) 2 (INSIDE FNDN. WALL) UNFINISHED 15ASEMEN UNFINISHED AS M NT STEP T.O.F. 0I ® ��*' %-8 -9 (LCs. �t �t -8'-9 CLG. --I-- CONCRETE V-4?gap I 6'- ' ' ® -GONG. ( I -GONG.® 6' 15' STOOP ABOVE 4 _V -4j. A 4 t m I I m tg 4 - 1 -4 j' All 7 6 Al.l 19'- I '19'-6 ' ` All 19'-2' ® '--------- ------ -- A50 01 A -------------------------- ® - AID - - N AID I /47_� ® <t Al.l All 5 4 zo PORCH ABOVE f1 4 ' 4 PORCH ABOVE 4 All Al.l - _ All 4 e I , - - ° e AID18 6 11 3/4 1�'-6 3/4 e 1 = -- -- -- 5 All All A5.0 1 ' ' am -0' 21-2 20 -2e 281 2 I30 ' ' STEP T.OF. 1 , rim iF7PORCH ABOVE _ �' I sQ I _ PORCH A501 V. 8' I 1 -8� cA I I I'-8 ►- 14'-6' 14'-6° 14'-6° L. 11 14'-6° eo (Cy I N ti7 i l e 10'-9Ir 6 1/2' 10'-91/2' '-0' 14'-8' 13'-8' 6'-0' 10'-91/2' 11'-2 I/2' A 0_ 21'-11' A5.0 26'-0' 5' F ' F -------- --------------------- A5fd A5D I've N 30'-2' AST (AW`s FLAN. L SFA 1._®e N 1 6 = N 5 D NOTES: A50 '*.01. VERIFY ALL FOUNDATION BLOCK-OUT DIMENSIONS AT EXTERIOR DOORS WITH R.O. OF DOOR MFR. 6'-10 flF revision no. 9' 3' 10-5-2015 / 10-28-2015 zh 11-16-2015 A 12-30-2015 W (E] [Ell1:1 t- )10 t- F- 6' 8' 6'-8' O � 2'-0' 2'-0' 24'-0* 3 �9 COURTYARD ABOVE W 7 i6 2'-0' 2'-0' Q 8' 6'- 8' ❑ ❑ ❑ ❑ d 4.9 4 1 / 3r `\� r N W I I .d - L_ 30' X 30' CRAWL SPACE ACCESS IN FLOOR ABOVE _ STEP T.OF. 5 A1.1 N 13 All STEP T.OF. A ZCOURTYARD ABOVE 5 Al.l 4 14 Al.l (INSIDE FNDN. WALL) ® 10 MIL VAPOR RETARDER W/ JOINTS LAPPED 6' 4 SEALED. EXTEND UP 6" AND SEAL TO WALLS OF CRAWL SPACE. • PROVIDE MECH VENTILATION 9� , ------1� e� Ise 9' -11 1/2' 3 All 2 I All Al.l 2 Atl i7 --- Alm F--1 I I �ZI301 X 30' CRAWL SPACE ACCESS IN FLOOR ABOVE LY��AID 13 All STEP T.O.F. 0 14 All 25'-0 1/2' 3 2 1 6 AID C ------------------------------ -- CRAWL SPACE A5D ® -6,296 S.F. (INSIDE FNDN. WALL) • 10 MIL VAPOR RETARDER W/ 5 JOINTS LAPPED 6' 4 SEALED, All EXTEND UP 6" AND SEAL TO WALLS OF CRAWL SPACE. PROVIDE MECH.VENTILATION RE: STRUCT. DWG'S FOR BEAM 4 PIPE COLUMN LOCATIONS. =IT -01- 36' W. X 29° H. HINGED 5' -10' 6' _ ®• MDF CRAWL SPACE ACCESS DOOR � I I � 2 I _J I II i II I 2 2 II A1.1 All I I I II I II 1 II I II i II I II I II CONCRETE RAMP 4 II I LANDINGS ABOVE I I II I A II I = _ _ I CQ II I II I II 1 II i II I I STEP T.O.F. I I 5 I I All I I I I I tom'-tt° I COURTYARD ABOVE 7 PATIO ABOVE Al.l RE: STRUCT. DWG's FOR BEAM 4 ® CIA �J PIPE COLUMN LOCATIONS. O ® Ii- II I 1Q 22 2 STEP T.OF. 5 6 3t A1.1 Al.l 3 36° W. X 29' H. HINGED UNFINISHED BASEMENT All MDF CRAWL SPACE ' y) -8'-9' CLG. ACCESS DOOR �tQ -CONC. 8' 19'-8' 19' 2 19'-2j' ' 99l S F. TOTAL ' UP 61 1.155 Sr-. TOTAL tam I 120�, BASEMENT BASEMENT AREA `-4 2' ' (INSIDE FNDN. WALL) 2 (INSIDE FNDN. WALL) UNFINISHED 15ASEMEN UNFINISHED AS M NT STEP T.O.F. 0I ® ��*' %-8 -9 (LCs. �t �t -8'-9 CLG. --I-- CONCRETE V-4?gap I 6'- ' ' ® -GONG. ( I -GONG.® 6' 15' STOOP ABOVE 4 _V -4j. A 4 t m I I m tg 4 - 1 -4 j' All 7 6 Al.l 19'- I '19'-6 ' ` All 19'-2' ® '--------- ------ -- A50 01 A -------------------------- ® - AID - - N AID I /47_� ® <t Al.l All 5 4 zo PORCH ABOVE f1 4 ' 4 PORCH ABOVE 4 All Al.l - _ All 4 e I , - - ° e AID18 6 11 3/4 1�'-6 3/4 e 1 = -- -- -- 5 All All A5.0 1 ' ' am -0' 21-2 20 -2e 281 2 I30 ' ' STEP T.OF. 1 , rim iF7PORCH ABOVE _ �' I sQ I _ PORCH A501 V. 8' I 1 -8� cA I I I'-8 ►- 14'-6' 14'-6° 14'-6° L. 11 14'-6° eo (Cy I N ti7 i l e 10'-9Ir 6 1/2' 10'-91/2' '-0' 14'-8' 13'-8' 6'-0' 10'-91/2' 11'-2 I/2' A 0_ 21'-11' A5.0 26'-0' 5' F ' F -------- --------------------- A5fd A5D I've N 30'-2' AST (AW`s FLAN. L SFA 1._®e N 1 6 = N 5 D NOTES: A50 '*.01. VERIFY ALL FOUNDATION BLOCK-OUT DIMENSIONS AT EXTERIOR DOORS WITH R.O. OF DOOR MFR. 6'-10 flF revision no. date Al 10-5-2015 �2 10-28-2015 zh 11-16-2015 A 12-30-2015 /ARCHITECTURE � PLANNING. 2329 REST HAN LFTL ICK, Q® 801120 PASS 30$ 730 63®0 --N th 0 0 z � � K N x W W F- O � 3 �9 Q W kn m Q d c0 N� N W LL O W Ui T cA O sheet title LOWER LEVEL PLAN date 8-10-2015 drawn checked sheet no. Al r----------------- I I I 0� z x K itj revision no. date by Z� 10-5-2015 A2 10-25-2015 ZL 11716-2015 2L 12-30-2015 SIDEWALK PROPERTY LINE — - - — - - 0�_ .41 f '121-411 STEPS PE C111 IL 011rA6. 4 SHEET A5.2 31 Ilk A 01 e_ _70 II, -o 1F�,I-I 1/20 25 0 1/2 -roll 13, 1, fpl-roll X 7-0- CONC. SLAB SPACE DESIGNATED AND MARKED 'EXTER 10'-41/2' K A 131-4" A5_1 01-01. r ole_ 'to Pu5LIC WA : V A2 (p A A5,1 21 28 Z IF IF T- 11 1/2 T- 11 1/2" L. L > C14 &1_1011 1 SCUE, OR AREA FOR ASSISTED RE 22'-2 7 1, -6 r. to 31-6 At- 10 1/2 3/4' 3'-Ijo 3/4" �-1 1/2" 4 9�'l 1/2 �- -e 3/4" 5'-2 1/4' 11 1/2 T- 11 1/2 4' -Ill' 4 LAND 5CAFI 0 AREA E A u) 0 1 It 4 11 101 11 0 L. 4 4 Q D AREA LANDSC PE 10 7 Q!) r - - - - - - - - - 10'-4" 1/2" 33 1 25 33 3'-10" '63,-I� p \D CLEAR 7_ tw % 11(o'-0 10-81/2'�_Nl A 0 0'- 1 3/4,,__ -2 10'-1 3/4" ro I 1 11 1 21 't 21 1 51 2 10'-1 3/4" 2" /4" 3 u, [.I, 1 �_ '0 3/4 I/ TI J11 -it- -it- _JL_ -IT 1 Cq 0 Fis] CN cla 21 BAT #2 +84' k3/451 _S, CLr 91 -13 CIL LE 4 1115 #2 0 CLG. 0 Ci 0- -S, CLG -TIL Cq C 5EQ 010 cz 5E D *'�]I Q -TILE -TIL 5ED 11 1 ED 10 5ED I.N C14 mc om I I AIZ C ca. -.31 CLG� TI 12IJ 5 r Cq MLI TLr Mr_ CLG. C4 C14 5ED 5 V _J§ 6-- I ZA (q Mc C4 -CPT� '4 -S'CLr= A Is LLI I.- 7F= _CA_ I FIT. -cfT, --A 3/4" L. 41-10" 22 4, 2 -10' 1,5'-3 t- 110 3/4 tll� -CFT. 1 = IN 3 -'b I QL2) 122 V_Q rz Cq -S' CLG. -CPT. Z F:� 1 3 "ttINU11 <��J-y- PUJW ERE . . ..... -GPT. Gi) rq TYP. WHEREJ SHOWN IR 4 15 ul Fd 1 1/2' IF, 4 15 122) q 122 _122_):UI I 110 O�D 11 0)/2 IL LI 174 "IF 'a 1/4 13'fro'l/4' 5 1/2 C11 L 1.4,4 -11 314`L4'(io e>T2" -10 I/A,11 I UA \11) 1/2 01 Ir :i_ ITI I m In C3 -1 0- Z�, 5 1/2 F_-1 5ED % _0 I t - 5ED 12 4'- 3 /3\ > (q r" 1\ -1 - Ll 2=3 CFIT n371 I z 9) ::_ ;T 5ED #]1 - "_ LA /_/ =A. [1/2 1 122 Ly 1 61 1 -CPT. 1/2 " 4/22 1/2 a) A. -1 z ; NQ _91 CL -CPT. A,' III I 1 I "'A I .5 12' I/T'_, I I (]�D -CPT. -SI L 0 A Lit - It - I r- TIL -T1I -------- - ------ p- TILE 7 I T*, 'r'-' 121 12'- 111 4" g, L 31,2'- 7 - 3 1/2 2 1/2' 4 .0 C14 10'-ro /2' 1/2L T T-5 N A EXITIl � COURTYARD -1 1/2 2 EXIT 0 1/2 4' 0 1/ W-10 1/2" 11'- 10 1/2 9 I-- J �. --I 3/4" d) -R-\-1- j %I mi - ---------- n Oro, - 0 1 - __� % BED 012 IA IR 4 is j j 04 5ED BED F7 C() FTM C14 5ED CONC. LANDII OKI e'CLG. [A U U I U. J Q -S' CLG_ -13, CILG- V -13' CIL -CPT. I -CPT. Q - oll \Q 2T 6" to,-& 0 13 _AI TYP. WHERE AND RAMP TO TYP.WHERE !Y- CH) 5ED #5 am Q IW SHOWN CN -T E EXII PUIBLIC WA RE: CIVIL - DU41. < SHOWN A V'T CLG z -CPT. -CPT. -1 4z�l 1 TI cZ'- (V % _'o 2 2'- 11 1 t 24'-0 2 0"L IBED 013 om 122 1 C14 F, j TYP. WHERE 110 SHOWN J) EXIT C'A I 7L/2 to I= 5A 1/2 E��A\jl is - --- - --- 2 10 4 -,a, CL -G. 5ED 04 -5, &T L GD to 05) 2 -CPT. G J 9 1/2" �LlLt-_' 10 1/2 5A, 0291 A aim. / 110 - z 122 0) GO) O�D 5EIZ) 3 11 -4 LU 1 11/2 5XA I CC- -r-. T-5, CLG. to -TILE a) Zll/ _3 3 -A 5ED 14 rq CIA -CPT. -V C ---- - - - ------ - ---- - --- - - ................. IF LU LE 3 C11 p 2 YP_ OF A3 (a) F24 I-, - _�* a" do 9,1- ;all -0, X_ eL 3 CILG. Z2�, 2' TYP. WHERE At Ll) SHOWN Cq _6URT UE i V <1 -1 01/2 u 24- .0" -8 66 13, 6" 1 3 i,!, - ro" 14'- 1 5ED #14 5 1/2'1 E4 .1/2 1 Ito 5EE) 03 5 1/2; i 1/2' 1 _ia j5;v 5ED 2 -J 122 A ow) 18 '1 -11, CLG. 1 =:1 I r ........... 1 1 1 -51 -CPT. C14 Sim. - 1/2 EBA. r_LG. -CPT_ t-OUIRTYARD to 0) 41 4 2'- 4 11/2 122 -13, Cl -G. -CPT 12=2 Ile J, I I I'1J 10111,31-1 HL.V' -T TY P. WHERE 5HOW, 3 "I 14'- 1 " 0 F 25j AD kN (q IE7 7 34 ��3 -4 . C,4. 5ED 015 C�D -13'CLC%, GD -HARD WD, 1/2 5A CPT. oi- I - I W I A3 IR 4 15 Im 2'- 4 1/2 I' -Io 1/:?s 21-01131-8 1/211 -TILE 5ED "2 Ito I HP -211 22'-4" ( o _CPT. L. L. 0 13r, I (jL0_) 5 1/2 35 nwo) MI -13'CLG. S - -011 1/2 2��' 114 21-0- ol -all loll 6 10, 101-10" 1, 1, TYI1. WHERE 1% C14 Z3 -CPT. ZR� 2" 5A_ EM T. Q 2 a) A IR C-41 4 < Z� Al. SL I Z -T LE c1q _`1 C L TILE 1/2 5A 1/2 5A to Ile, 3 1/2 Ill 0 4 '41. r 1-2' 4 1/2 COVERED PATIO _Ib ED tLI > Q 2s _T�LCELC 5ED #1 0) SITTING 11 - 40 1/2 M (P 1/2 =D SALON -T LF- _r_1 1! -1 um CNI A av I I 111- -1 CLG. "I _1Z Ito - EEJ -3, 7,LG. Uj _UA 14- % % ME Am Ito ; [211 it V -CPT. 10 77 Z2�' ri 0 " z CL.G. IN 1 n r�Z3�1 2'. C4 1/2 19 Cq 10 1/2 T. 1 -HARD WD -J' 1 121-211 Q W-3' 41 -2 1/2 01 1 13'- 3 1/2' U. 15' -1 2 111-0 IC, -_=Upjc� -3 5 -3/A oN IDN 1 -0 1/2`9 Al.. 5ED 01(o SALON 1/211- 5A. UE CIL Q P- 5 1/2 " ::._ 10 ci-ra. 31-9 :3. 1/2 mm -5, CLG J -V IT - G. L TCS-& am _CPT. aff] m LE -1 d) F_ I -TII-Eil D -1- - -1 - - -T- -TTICE I W W 00D OE) 41 pl, MIR I u -1b'CLG, J), HARD WD, L --------- :1 10D _JL _JL _JL Z;.� f3 I LL3'-T % I/ _G _[R 1 rA_ cm =1 2'- 4 1/2 IT -2- I t4` 5 1/2-7 J el 1/2"!; S 2 FOYE 2'- 4 1/2 L. 1�. 4'- 1 1/4' 15'-0 1/4" 21-4 1' l,, 4'- 1 k FOYER 4 1 2'- 13 1/2' r - - - - - - 1 1 (W4. cj'- 0 1/2 Y_ Ito L) _O� t - OL &'-0" -11, CLG Ir 01 tf) -HARD,WD. 0)_ +44- -HA D WD N F201 I - - - - - - - - - - - - - 'A 1/2 4 It- 10 1/ A tpTULTI_ 0-) PURPOSE OEM 2 1(p I I W Z� A2 MULTI- F"URPOSE u,- -H Ku tuu. % Z2\ I [�] 1 DINING 41 4 38 44' 1 E 71 _01:41=1 cf) I CLG. -HARD MI NTRY El 9 - -44" I D I �NIN 20 -1 94 0 - r5l -HARD W . -HARD WD. r- I Il 1 1, C3, . 1. I 2 1 -14ARD WD. Eml I -j'--i VT, - 0.1 31 loll 1, 01-0 12 le'jj 1/4' 1 1/4 31.101, E�I_ 1 U, &'- 0 1/2 51-0 'E71-0 1/2" - e__ I I 1 13'-11 -10-1. -HARD WD. j� 2'- 10 2'-5- 1-91-111 CLG 5 1/2 S'r-LG -TILE 11 jEr 5' - a 5�1/2" 11411 -TILE i21 -I 1/2" <TCHEN 2 [Jim -13, CLG, 1 E. a. '10 .1/2 5'-5' 51-0" -0 Z�� KITCHEN loll (DOD I r� ) j 14' 3'� 10 +14' 31- !;4" 3 0 %4`0 7 -HARD U 101, CLG. 1 '31 0 1 1ELE_ _ERVICr EQqPMENT. ba --10. Cl -la. '44' /21 0 L CLG. 1 STOOP -RE: ELECT OWGIS. CLG, -el C:Lc.. -HARD LUD. R 2 -&'1 -5 1/2 ------ T ---- 4- F r-, FC -E MAC-HINt- a) 07� r -1 4 E�11;70 1� 10'-2 3/4 .1 *14'- 1% I �N it -A Ito ign 00D um - 3 - 13 1/4?f It -!1 1/4 10'-2 3/4" 4. SEE ICE [3 TIC 119100D MACHINt (N SERVICE L_j COVERED I -ORCH 1 1 COVERED PORCH F6 1-452. -TiLE joI-aA,2 LIVING 1, 4'-0` L. 4'- 0 11 OF ELECT. Sr--FqVlr-E EQUIPMENT] -R;=: ELEC Durals. C�1_ ME -0. 4'-0' 1, \j 10'-O'l DEfl-S'CLG_ 4'-0" 1, 4'-0" 5� ____ -- - - - - - - - - - + it - - - _5 A I ilt -to,- I, C;LG. 0 WD, L) 1014 13 LIVI Iltill I IN 01 F61 �pj - - - - - - - - t - - - - - - - - - - "' I m IF 11 Ri t5 1 11,6 3/4' 1 -6 3/4" ILI j CIE) v__ -HARD WD� 1 It- I 1 11-81. f EXIT -1 --, - L_ q�- - - A2 L) - I> EXIT E 7 V_ - - - - - - - - - - A5,1 K Ab. A e - 1 1 IV- E 1 1EII-0 3 /4' -0 3/4" I IE (P 2 �11 2 a, 3' 1 1/21, 5 1/2 ip '1 5 1/2 Z4 )Or 0 ------- 10-D l"Llo" lc� C11 t7 1/1� > -N. - A. 5,--j 1/2" n El COVERED FO FOR-rE c;oc;H;= E Em COVERED PORCH MW 15'- 4 `_ 1011-k 1�10" 151- 4 10 lon 15'- 4 101, 101, -5'- 2 I 1'- 2 1/2 51- 2 11 1 P- 2 1/2 It -11, W -l5" 1-1. 1 It- 2 1/2' I It- 2 1/2 A5.1 2-1 11 A5.1 2T -T- 201- 2 1'- -1 2 1'- -1 1. 20\0" F 0) A5.1 NOTES: LAN KEYNOTES 2. IRE: SHEET A03 FOR CONTRUCTION ABBE 15LES 3. 5ATHROOM #1 AND 5ATHROOM 02 IN 50TH FACILITIES SHALL 5E 31.- 01. 2 "FAMILY 65 -4 DESIGNATED AS / A5518TED USE RESTROOM" PER ell -01, -TYP. AT 4 COLUMNS _joc 4. 5ED Ill, 113, 15, Ili, Ils, Iv, 1(03, *D7, WALK LU d < --- . WI 16E6G =a FLOW LINE FLOW LINE 0� z x K itj revision no. date by Z� 10-5-2015 A2 10-25-2015 ZL 11716-2015 2L 12-30-2015 C C, <N 0 EWAN C A K=A HUMUS W, (TH. WENT �U&�R OFFICE BUILDING 232t WEST MAIN STREET SUITE M LITTLETON , CC 80M TEL 303 730 7 300 TAX 303 730 8 3 0 0 QA sheet title MAIN L-F=VF:L f=LAN date a-10-2015 drawn checked sheet no. A2 1 t 3 D: f ROUTE OVERFLOW ROOF DRAIN THRU ATTIC SPACE., EXTEND DOWN THRU ROOF SOFFIT AND DISCHARGE 12' ABOVE GRADE WITH LAMB'S TONGUE -PAINT PIPE TO MATCH COLOR OF AJDACENT WALL. ROUTE ROOF DRAIN THRU ATTIC SPACE. EXTEND DOWN THRU ROOF SOFFIT AND CONNECT TO UNDERGROUND PIPE PER CIVIL DRAWINGS. -PAINT PIPE TO MATCH COLOR OF AJDACENT WALL; ; K � V- 4 1/2' A5.1 .. A5.1 7 mi. \L SEE INDIVIDUAL ROOF AREAS ON SHEET A3.1 FOR ATTIC VENTILATION REQUIREMENTS. ROOF VENTILATION NOTE VENTILATION FREaUlfRED: THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS THAN yjjo OF THE SPACE VENTILATED PROVIDED THAT AT LEAST 50% AND NOT MORE THAN 90% OF THE REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABOVE THE EAVE VENTS WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE VENTS. SEE INDIVIDUAL ROOF AREAS ON SHEET A3I FOR ATTIC VENTILATION REQUIREMENTS. revision no. date by Qi 10-5-2015 H Q2 10-25-2015 A3.0 0 11-16-2015 v 0 12-50-2015 Y OV C04, CO �R ALC E IC KM/- N D -Z026 A A,f;CNIT�C UfZF � P�hPJNI�JG THE LI7TLETCHN HVICE BUILDING 9389 WEST MAIN STREET SUITE 301 LITTLETON, d® 8020 TEL 303 730 7300 VAS( 303 710 8300 � U o �n a� o N -a ARENTECTS oc sheet title ROOF PLAN date Q Q 8-10-2015 drawn [Ll �n O checked N U H sheet no. O A3.0 v AREA 10 PROVIDE -1.4 5FJOTAL R - 509. MIN. / 809.0) AX. AT - BALANCE AT E!1 VEN' % VENTILATION EIS AREA AREA PROVIDE 4.5 S.F. TOTAL. ROOF VITILATI - 50% MIN. / 809. MAX. AT UFFf!k AREA - BALANCE AT SAVE VENTS I% % ................... - . .................... I 21135 S.F. z OPEN 1H H AREA I PROVIDE 8.3 S.F. TOTAL ROOF VENTILATION 0 UPPER AREA REA BALANCE AT SAVE VENT 2 451 6.F. L AREA e FRO1v,vt.,rp.2 Sj=,_TrQTAL ROOF VENTILAT - 50% 11: H. '"W�C'MAX. AT UPPER AREA - BALANCE AT )AVE VENTS 213613 S.F. r iu ,J' . . .. . .................. . . .......... . PROVIDE 5.3 S.F. TOTAL ROOF VENTILATION" - 50% MIN. / 50% MAX. AT UPPER AREA - BALANCE AT SAVE VENTS ,&v V r —,5 . L 22' x 30" ATTIC ACCESS 5ETWEEN TRUSSES (TYPICAL) Am" AREA 2 f-RoviDE 5.Tf,5:. TOTAL F 50% MIN. / i&% -�.-MAX. AT - BALANCE AT....5" YE YEN A .. .......... . � ........ . . 2 7- . . . . . . . . . . . . . . . . . . . . . . ARE A-4 `0,RovipE 5.-1 S.F. TOTAL ROOF VENTILATION 50% MIN. / 60% MAX. AT UPPER AREA BALANCE AT EAVE VENTS F-1 1586 S.F.6 1691 S.F. L- 111-1 F - ATI T RE.......... ....... I . .. "32 -EL. 3-1119=z, . . . . . . . . . . . . 3 4 Ai J ........... NT�Wc . ..... .... .... ... ..... .. - 7 10 W1 Z e, AREA 5 PROVIDE 4.0 S.F. TOTAL RO4,F VENTILATION ILATION - 5096 MIN. / eO9. MAX. AT Ufrf-ER AREA tLI uj - BALANCE IAT EAVE VENTS1 . . . . . ..................... ... "Al I A5.1 ........ . . . . .. . ............ ... . . r....... F-1 289-1 S.F. I I L_J AREA I P, PROVIDE 13.8 5F. TOTAL ROOF VENTILATION MIN. 5096 MAk AT UPPER AREA n BALANCE AT E=Av� VENTS F,-OPF NTILAT`kON NOTE: F -I VENTI T I u I RSD : THE TOTAL"NET FREE vr=�,TILATING AREA SHALL NOT BE LESS THAN yio O THE SPACEIVENTIL14TED PROVIDED THAT AT LEAST no. date 10-5-2015 Q L_J ...... . -? ... J i 509. AND NOT MORE TH4N 809.16E THE REQUIRED VENTILATINrs AREA 15 PRO I ' viDED 5Y i/ENTIL4TORE, LOCATED IN THE UPPER POR 'ION. OP THE SI-ACE'TO 5E'31ENTIL.ATEP AT LEAST -3 FEET ABOVE THE',* SAVE vr=NTS�' WITH iiE BALANCE OF THE REQUIRED VENTILATION PROVIDED115Y EA1v_'E VENTS. II -I6-2015 A4 12-50-2015 if f 1 11 W z OPEN 1H H AREA I PROVIDE 8.3 S.F. TOTAL ROOF VENTILATION 0 UPPER AREA REA BALANCE AT SAVE VENT 2 451 6.F. L AREA e FRO1v,vt.,rp.2 Sj=,_TrQTAL ROOF VENTILAT - 50% 11: H. '"W�C'MAX. AT UPPER AREA - BALANCE AT )AVE VENTS 213613 S.F. r iu ,J' . . .. . .................. . . .......... . PROVIDE 5.3 S.F. TOTAL ROOF VENTILATION" - 50% MIN. / 50% MAX. AT UPPER AREA - BALANCE AT SAVE VENTS ,&v V r —,5 . L 22' x 30" ATTIC ACCESS 5ETWEEN TRUSSES (TYPICAL) Am" AREA 2 f-RoviDE 5.Tf,5:. TOTAL F 50% MIN. / i&% -�.-MAX. AT - BALANCE AT....5" YE YEN A .. .......... . � ........ . . 2 7- . . . . . . . . . . . . . . . . . . . . . . ARE A-4 `0,RovipE 5.-1 S.F. TOTAL ROOF VENTILATION 50% MIN. / 60% MAX. AT UPPER AREA BALANCE AT EAVE VENTS F-1 1586 S.F.6 1691 S.F. L- 111-1 F - ATI T RE.......... ....... I . .. "32 -EL. 3-1119=z, . . . . . . . . . . . . 3 4 Ai J ........... NT�Wc . ..... .... .... ... ..... .. - 7 10 W1 Z e, AREA 5 PROVIDE 4.0 S.F. TOTAL RO4,F VENTILATION ILATION - 5096 MIN. / eO9. MAX. AT Ufrf-ER AREA tLI uj - BALANCE IAT EAVE VENTS1 . . . . . ..................... ... "Al I A5.1 ........ . . . . .. . ............ ... . . r....... F-1 289-1 S.F. I I L_J AREA I P, PROVIDE 13.8 5F. TOTAL ROOF VENTILATION MIN. 5096 MAk AT UPPER AREA n BALANCE AT E=Av� VENTS H TION NOTES - H 1. INDICATES DRAFTSTOPPIINd WITHIN ATTIC SUCH THAT ANY HORIZONTAL AREA pr=�. NOT EXaEEr, THE INTEGRITY E= OF ALL DRAFT STOPS 5MAINT,, DRAFT5TOPPING SHALL CONSIST OF g" 1`4,11N. THICKNESS 2. INDICATES 2 -HOUR FiRIrt wALL. -RE:A0.3, U 3. INDICATES52"ouR WALL;. IN Roor- As�EmE AND DETAI3 4 4 ON, SHEET AW. INU .... ..... ... 3 ..... ..... . ............ J7 N. r- - - - - - - - - - - - - - - - - - - L Np .......... AREA Jg- NTIL!ATION PR6VIDE 3.0 S.F. TOTAL ROOF?VE ... ..... ..... 509. MIN. % 609. MAX. AT UPPER AREA BALANCE AT EAVE VENTS r L J A K A1,J .................... ............. r 'Mrs L- - - .......... 'A E 31, T__ DRAFT STOP FLAN_`' -. N ED InCC .............. '0 S.F. PANELS. zLA2 TYPE 4.1 -RE:AO.3, WALE C 04, 0 1 'ADLEY W. EiC.KMAN B-3026 H -A ARNHEM THE UTTLETOWN OFFICE BUILDING 2329 WEST MAIN ST RE ETSWE 301 LITTLETON, CC W20 TEL 303 730 7300 FAA 303 730 8 300 sheet title DRAFT STOP PLAN date < 5-10-2015 drawn In J"0,3 checked O sheet no. O All F,-OPF NTILAT`kON NOTE: revision VENTI T I u I RSD : THE TOTAL"NET FREE vr=�,TILATING AREA SHALL NOT BE LESS THAN yio O THE SPACEIVENTIL14TED PROVIDED THAT AT LEAST no. date 10-5-2015 Q 10-25-:201.5 ...... . -? ... J i 509. AND NOT MORE TH4N 809.16E THE REQUIRED VENTILATINrs AREA 15 PRO I ' viDED 5Y i/ENTIL4TORE, LOCATED IN THE UPPER POR 'ION. OP THE SI-ACE'TO 5E'31ENTIL.ATEP AT LEAST -3 FEET ABOVE THE',* SAVE vr=NTS�' WITH iiE BALANCE OF THE REQUIRED VENTILATION PROVIDED115Y EA1v_'E VENTS. II -I6-2015 A4 12-50-2015 H TION NOTES - H 1. INDICATES DRAFTSTOPPIINd WITHIN ATTIC SUCH THAT ANY HORIZONTAL AREA pr=�. NOT EXaEEr, THE INTEGRITY E= OF ALL DRAFT STOPS 5MAINT,, DRAFT5TOPPING SHALL CONSIST OF g" 1`4,11N. THICKNESS 2. INDICATES 2 -HOUR FiRIrt wALL. -RE:A0.3, U 3. INDICATES52"ouR WALL;. IN Roor- As�EmE AND DETAI3 4 4 ON, SHEET AW. INU .... ..... ... 3 ..... ..... . ............ J7 N. r- - - - - - - - - - - - - - - - - - - L Np .......... AREA Jg- NTIL!ATION PR6VIDE 3.0 S.F. TOTAL ROOF?VE ... ..... ..... 509. MIN. % 609. MAX. AT UPPER AREA BALANCE AT EAVE VENTS r L J A K A1,J .................... ............. r 'Mrs L- - - .......... 'A E 31, T__ DRAFT STOP FLAN_`' -. N ED InCC .............. '0 S.F. PANELS. zLA2 TYPE 4.1 -RE:AO.3, WALE C 04, 0 1 'ADLEY W. EiC.KMAN B-3026 H -A ARNHEM THE UTTLETOWN OFFICE BUILDING 2329 WEST MAIN ST RE ETSWE 301 LITTLETON, CC W20 TEL 303 730 7300 FAA 303 730 8 300 sheet title DRAFT STOP PLAN date < 5-10-2015 drawn In J"0,3 checked O sheet no. O All TOP PLATE q TOP OF SUB -FLOOR SHAKE SIDING DECORATIVE GABLE TRU55 W/ COTTAGE LAP 51 D I NG BEHIND 4X(o BRACKETS AT SELECT GABLE5 DIMENSIONAL COMPOSITION SHINCGLE5 --------- I _T� 1 1 1 1 - -. 1 r- ------------ -------------------------------------------�-------------�-- FLAT ROOF BEYOND , iii ■■■ �� ■■■Immmill■■■ i ppon - -Im -oil- ......................�...,.,,. ■ (I1'1IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ELECT. SERVICE EG2UI P. COMP051TE RAILING DECORATIVE VINYL FENCING 111. /_II r A=l C T®i IQG 7 - I RE: 5HEET A8.2 FOR RAMP 0 ALONG THIS SIDE OF BUILDING ST ELEVATION. a - HARDCOAT i am � ■■■ ■■■ ■■■ ■■■ 1 ■■■ ■■■1 NINE j ■■■ ■ ■ 1 ■■■ ■■■ BRICK VENEER ----+ TOP PLATE. _ NIEW FROM YARROW STREET) NORTH ELEVATION- VIEW FROM 44TH AVENUE) 8 C by M -A ARCHITECTS r1RCHIT_L=RURE 4 �l THE HTTL TCC a 8329 REST INAIIN STREET SUITE W urTLETCH 9 c® amim TEL 303 730 7300 VAX 303 730 83®0 O N Co O CL 0 sheet title ELEVATIONS date 5-10-2015 drawn checked sheet no. AA .0 revision no. date Ai 10-5-2015 A2 10-25-2015 A3 11-16-2015 A 12-50-2015 by M -A ARCHITECTS r1RCHIT_L=RURE 4 �l THE HTTL TCC a 8329 REST INAIIN STREET SUITE W urTLETCH 9 c® amim TEL 303 730 7300 VAX 303 730 83®0 O N Co O CL 0 sheet title ELEVATIONS date 5-10-2015 drawn checked sheet no. AA .0 STEEL TUBE POSTS ON EACH SIDE OF STEEL FRAME 57ATE5 NV RIBBED METAL PANELS - PAINT TO MATCH COLOR OF BUILDING FASCIA I PEDESTRIAN ACCESS TRASH ENCLOSURE ELE'VATION (NORTH)- 5/161t NORTH)3/16" = 1'-011 II » II L—� �`� (DTRASH ENCLOSURE: FLAN • COMPOSITE RAILIN6 2" METAL GAP - PAINT TO MATCH COLOR OF BUILDIN6 FASCIA HARDGOAT STUCCO ON SMOOTH FACED G.M.U. -STUCCO COLOR TO MATCH BODY COLOR OF BUILDING mnnrrrn-rr nel . Illllillllllllllll IIIIIIIIIIIIIII1111 .. IIIIIIIIIIIIIIIIIII . (IIII II II II IIII IIB' _ _ 11111111111111111 I 11111 II II II II II IIII � ' �IIIIIIIIIIIIIIIIlO ' IIII II II II II II IIII lIIIIIIIIIIIIIIII Luuuiliiuu�l TRASH ENCLOSURE ELEVATION (FAST) 3/16" = I1-011 (WEST OPPOSITE HAND) DIMENSIONAL COMP051TION SHINGLES d✓I\I VI\ V `IYLLI\ 2" METAL GAP - PAINT TO MATCH COLOR OF BUILDING FASCIA - HARDCOAT STUCCO ON SMOOTH FACED G.M.U. -STUCCO COLOR TO MATCH BODY COLOR OF BUILDING TRASH ENLOSURF ELEVATION (SOUTH) 3/16" = 1'-0" DIMENSIONAL COMPOSITION 5HIN6LE5 SIL"DUTH ELEVATION. III — 11—OII 8 DECORATIVE GABLE TRU55 W/ COTTAGE LAP 51DIN6 BEHIND (\/IFI) FROM PARK I NG LOT) WHITE VINYL LATTICE WHITE VINYL PANELS WITH VERTICAL GROOVES WHITE VINYL FENCE POSTS 4 F0071 NC75 PER FENCE CONTRACTOR WHITE METAL POSTS BY FENCE CONTR. SECURED TO FENCE POSTS WHITE VINYL TOP, MID AND BOTTOM RAILS ----7 TY ii 3lI � II II � II Ii � II II PER ELEVATIONS II II IL 1 L_J 7NrF I CAL FENCE / 1/2" = l'—O" COTTAGE LAP 51DIN6 ACCENT COMPOSITE RAILING 5U5 -FLOOR WHITE VINYL A GATE W 6RE55 HARDWARE 0� % ,y KNOX BOX LOCATION PER SHT. A0.4r-� 2 I I LJ I 1 311 [IN FINISH GRADE I I I 1 PAN IG BAR II HARDWARE II II LISTED FOR II II EXTERIOR USE." II ILJI L_J L_J V�ST L V T 1 ON I it = I'—OII 8 O Lh y lu Q O rz D- O v W IL- O z w N z O v z LU >x K x lu W F- O 2 Q W N IA Q �1 z Q D - revision no. date by Qi 10-5-2015 Az 10-28-2015 A 11-16-2015 0 12-50-2015 ®f C 04 sheet title ELEVATI ONS date 5-10-2015 drawn checked sheet no. A4,01 HEEL HGT. TOP OF SUB -FLOOR ¶ II 11 II I ' - II 1 II II II 11 II II II II II 11 11 II II II II II II II - 11 11 II II 11- II 11 II 11 11 II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II 11 II II II 11 11 II II II 11 II II II II II ll II II II II II II II II II II II 11 II II II II 11 II II II II II II II Il II p II II II II II II II II II II IIJ II II II II II 11 II II II 11 II II II II II p II II II II II II II II II II II II II 11 II II II II II II 111 II II II II II II II II II II 11 II II II II II II 11 11 II II II II II I II II II II II 11 II II II II 1lw 12 11 11 II 11 II 11 II II II II II II II �� j j \� II 12II 11 II II II II 11 II 11 11 II II 11 11 II II II 11 II �IIS II II II II II II II II II II 11 II II 11 II II II 1 1 1w- II II II II II 11 II II II II T 11 II 11 II II II II II II 11 8 I I 8 11 II II II II II II II 11 II II II II II II II II SII II II II II II II II II II II II II II II II II II II 11 II 811 181 II II II II II II II II II II I II II II II II II II 11 II 11 I I II II II II II II II II II II II II II II II II II 1= II II II II II II II II II II II II II II II II II II 11 II II II II II II II II II II II II II II 11 II II II (I II � I I � II II II II II II II II II II II 11 II II II 1 II II II IIS II It II II 11 II II II II II II II II 11 II II II II II II II II II II II II II II II II �� I I �� II II II II II II II II II II II II II II II IItu 11 11 11 111211 II 1211 11 II II II II II II II II II II II II II II II II II II II II II II II , I I \ 11 II II II II II II II I II II II II II II II II II II II II II II IIS II II II g I II—"18 II W II II I II -II II _ \ 12 4[ v 1_ 11— _ -------- II V — 4 0 4 011 r DINING ROOM HEEL ma TOP PLATE - -2 f TOP OF SUB -FLOOR _ ffA 2-LAYER5" TYPE 'X' GYP. BD. SOFFIT MATERIAL AT ENTIRE GEILING 0 AND SOFFIT AREA OF FORTE-GOCHERE - WRAP ALL STRUCTURE. ii • I I ■epi I■■■,>��; (�■� (i■� ;■■I■■■■■I; MOO 0 NONE ' ■■■ ■■■� ■■■ (■■■' ■■■ 1 ■■■ ■■■ ■■■ ' ■■■ 11■■ ! ■■long I son 1 Imom ■■■ ■■■ ! i ■■e ;insionli' '■�■ ■■� M. ; ■■■ ■■■ s■■ ■ ■ ■■■ NOON I 0 X1111:■!■I■I■ Ai W 2 HEEL HGT.. --- -------- --- 4'-O" 4'-0" _ 10'-�" 4'-O" 4'-O" ct1kA � r SERVICE r LIVING ROOM TOP OF CRAAL SPACE SUB -FLOOR U I L I NSET I N int ill = 11-011 a TOP =■ IIIIIIImI — I I I TOP PLATE _ =±10 W TOP OF SUB -FLOOR U I L I N Steil ®N �- 8 a z b.l �. II U NOTE: RE: SHEET AO.5 FOR (:-.,ON5TRUCTI ON A55EMBLY NOTES O 0X w Q O _O O v w T O z w z O v z I— K N x w w T V_ revision no. date HEEL HGT. dJ 10-5-2015 A 10-28-2015 0 11-16-2015 A 12-30-2015 \ B -IO -2015 _ - TOP PLATE m drawn - ----------------- -- (V O checked .::,:..:_ . _ ..::._------------------------------ ...................,,:............ Q ------------ T sheet no. _O A5*0 O v FORTE COCHERE -- --.-r--------- ------- — TOP -SUB-FLOOR y 2-LAYER5 a TYPE X c.aYP. BD. N A SOFFIT MATERIAL AT ENTIRE CEILING *s AND SOFFIT AREA OF FORTE-GOGHE'. WRAP ALL STRUCTURE. mss, U I L I N6.7 SGiI ®N�� II e I'-®11 8 U NOTE: RE: SHEET AO.5 FOR (:-.,ON5TRUCTI ON A55EMBLY NOTES O 0X w Q O _O O v w T O z w z O v z I— K N x w w T V_ N -a ARC H11U S ARCHIT'CITURE & PLANNING THE LITTLETiIlJN o)fEl 1 �uli_olr,�c 2329 REST HMN STREET SUM X011 UYTLEU0K 9 C0 00M IEE 303 730 7300 M 303 730 6300 revision no. date �i 10-5-2015 A 10-28-2015 0 11-16-2015 A 12-30-2015 N -a ARC H11U S ARCHIT'CITURE & PLANNING THE LITTLETiIlJN o)fEl 1 �uli_olr,�c 2329 REST HMN STREET SUM X011 UYTLEU0K 9 C0 00M IEE 303 730 7300 M 303 730 6300 sheet title BUILDING SECTIONS date Q � B -IO -2015 drawn u1 O checked N v T sheet no. _O A5*0 O v b iiI - - o 100rd-�0- I TOP OF HEEL HGT_ m PLATE HGT. N BEAM PER FRAMING PLAN BRICK VENEER SOLDIER COURSE —� 12 PORTE GOCHERE 2 -LAYERS I" TYPE 'X' GYP. BD. SOFFIT MATERIAL AT ENTIRE CEILING 0, AND SOFFIT AREA OF PORTE-COCHERE - WRAP ALL STRUCTURE, Q TOP OF 5U5 -FLOOR AT BUI LDI NG N ---I _____ IT _ _111 -_ M11117011._ b 8 11 � i -pjm� ii RVINUM-00 5UILr�)IN& SEC -710N H -H- 811 � I'-011 PLATE E5L) I L 15 It) tCo, I I C)N ,..J—.J S NOTE: RE: SHEET AO.5 FOR CONSTRUCTION ASSEMBLY NOTES O revision no. date by 0 10-5-2015 N Az 10-28-2015 o Q II -I6-2015 8-10-2015 Q 12-30-2015 �m �n checked an V 4J . sheet no. A50 CIO Crj J E iC;'<MAINJ fys�D AR��\ M -A ARCHITECTS .ARCHITECTURE & FEANN PvG THE UTTLfTOWN URGE BURDING 2 329 WEST KA R STREET SUTE 3011 L4 U IIL46IICHp ED SON TEL 303 730 pB 300 8 FAI 303 730 30® sheet title ct N date . o Q 8-10-2015 drawn �m �n checked an V 4J . sheet no. A50 0 a� O � 00 � sheet title BUILDING SECTIONS T date . Q 8-10-2015 drawn �m �n checked N V X sheet no. A50 0 v 40'X 36' MIRROR W/ BOTTOM SET AT 40' AFF. MAX, ELONGATED BOWL 4 GRAB 5, ELONGATED BOWL 4 SPLIT RING SEAT SHOWER SINK SHOWER 55TH #1 ("109 4 #159) INTERIOR ELEVATION5 SCALE: 1/4" = V -ON 24' X 36' MIRROR W1 BOTTOM SET AT 40' AFF. MAX. — RECESSED MEDICINE GAB. ON SIDE WALL TILE PEDESTAL LAV. SOLID BLOCKING AT FUTURE GRAB BARS _.I........ -- - I --- - ------ ------- ------------ -- I—- I � � � .1 1- � I 1 A RECESSED C14 MINMIN. ----I------ .. ....... . L'/zIM ........... .. .. ....... 12-50-2015 NON ROLL -1N �SOLID BLOCKING SHOWER AT FUTURE GRAB BARS IC I -el 3/4 5ATH (4*130 4 #110) INTERIOR ELEVATION5 SCALE: 1/ MIRROR RECESSED MEDICINE GAB. ON SIDE WALL PEDESTAL LAV. SOLID BLOCKING T FUTURE A BARS 1'rFICAL 1/2 54TH INTERIOR ELEVATION5 SCALE:1/4" 1'-0' SINK WITH KNEE SPACE 22 (Aro RAISED COUNTER BEYOND A4 O x i-- x E L DISH WASHER DISH WASHER I 1 SPACE 2'-00 3.-0. SPACE 1211 ACE5515LE <TCHEN SINK SCALE: 1/4' V MIRROR 1 ------- ------------ -- I—- I � � � .1 1- � I 1 A RECESSED C14 MINMIN. ----I------ .. ....... . --------- ------- -1- --- I I 114 10 1/4' 10 11-16-2015 MEDICINE CAB. 12-50-2015 0 4'-0 11 ON SIDE WALL STANDARD DEPTH . 1 4 RIM HT. OF SINK SINKS TILE _A� 0 iii �7 A V UP To 9' Q '�/l A /� /. A 1� "'/A L'2e�'z_1-z4_ _1 V - - --------- . ... ..... .. X .4 PEDESTAL LAV. r% F PERKED BLOCKINGSOLID NONL_tNON ROLL -IN SOLID BLOCKING AT FUTURE GRAB BARS SHOWER AT FUTURE GRAB BARS TED Fl-ol Fill 3/4 5ATH (*124 4 *112) INTERIOR ELEVATION& SCALE: 4' CROWN MOULD III I NICHE ELEVATION5 TILE STEP- IN JETTED TUB ELONGATED BOWL 4 SPLIT RING SEAT -48'X aro' MIRROR -DROPPED HEADER W/ 50TTOM SET AT FOR SHOWER CURTAIN 40' AFF. MAX. T14 ------ - ----- - CxRAB BARS . ......... ---------- ----------- - - ---- -- -- x TILE <1 -- - - - - ------- ........... nl ROLL -IN cv SHOWER ATH #2 (#129 4 *111) INTERIOR ELEVATION5 SCALE:1/411= 1'-0-1 24' X aro' MIRROR W/ RECESSED MEDICINE CAB. W/ BOTTOM SET AT 40' AFF. MAX 15 NICHE ELEVATION6 SCALE: 400 NOTE. FINISH FLOOR 11811 3p MATERIAL TO EMEND MIN. 'mifl. UNDER KNEE SPACE - :21-00 01 RAISED COUNTERTOP - COORDINATE BRACKETS WITH OWNER DISPOSAL FRAMED WALL W/ GYP, 5D. EA. SIDE ADJACENT CABINET, WALL AND FLOOR MUST BE FINISHED TO 1221ACGE5515LE <TCHEN 51N1< SCALE: I' TI a - 0 GRAB BARS Z 03 (q m I CLOSET W1 ELONGATED BOWL 4 SPLIT RING SEAT 13 1/2 5ATH (#135 4 *I55) INTERIOR ELEVATION5 SCALE: 1/4"= 1'-11' OPEN 1 10 OPEN Fi-F&ITTING FROOM (*IC36) WALL ELEVATION 50ALE., 1/4' 11.0" STANDARD 22" TOP OF SINK RIM VANITY TOP F SEE ELEVATIONS SINK FOR LENGTH IX4 1% 41� 5/4" APPEARANCE PROTECTION PANEL en T I M IN. [l4]AGGE5515LE VANIT-T- TWO-LEVEL DRINKIN9,1POUNTAIN -MODEL OEDFPIBMI C BY ELKAY A X DRINKING FOUNTAIN: 14. = 11-011 revision no. 2'-1 1/2" A 10-5-2015 A2 10-25-2015 5ACK5PLA5H 11-16-2015 A 12-50-2015 MAX, COUNTER HT. STANDARD DEPTH 4 RIM HT. OF SINK SINKS UP To 9' PERMITTED, REAR DRAIN F PERKED FINISHED SIDE PANEL I OF BASE GAB. 5E*GND TED DISPOSAL COVER 1-0' WIDE NOTE. FINISH FLOOR 11811 3p MATERIAL TO EMEND MIN. 'mifl. UNDER KNEE SPACE - :21-00 01 RAISED COUNTERTOP - COORDINATE BRACKETS WITH OWNER DISPOSAL FRAMED WALL W/ GYP, 5D. EA. SIDE ADJACENT CABINET, WALL AND FLOOR MUST BE FINISHED TO 1221ACGE5515LE <TCHEN 51N1< SCALE: I' TI a - 0 GRAB BARS Z 03 (q m I CLOSET W1 ELONGATED BOWL 4 SPLIT RING SEAT 13 1/2 5ATH (#135 4 *I55) INTERIOR ELEVATION5 SCALE: 1/4"= 1'-11' OPEN 1 10 OPEN Fi-F&ITTING FROOM (*IC36) WALL ELEVATION 50ALE., 1/4' 11.0" STANDARD 22" TOP OF SINK RIM VANITY TOP F SEE ELEVATIONS SINK FOR LENGTH IX4 1% 41� 5/4" APPEARANCE PROTECTION PANEL en T I M IN. [l4]AGGE5515LE VANIT-T- TWO-LEVEL DRINKIN9,1POUNTAIN -MODEL OEDFPIBMI C BY ELKAY A X DRINKING FOUNTAIN: 14. = 11-011 ECK,, C-3026 0 <(1 M -A ARCHITECTS HE LIVYLEYDRIN QFHCE BUIDIING 2329 NEST MAIN ST RIEU SUITE HII 11.1177LETIN, CC W20 YEL 30$ 7$0 7$60 [I'Al 303 a3® 6 3 0 sheet title 5ATkR00I"1 INT. ELEVATION5 date d rawn checked sheet no. revision no. date A 10-5-2015 A2 10-25-2015 A3 11-16-2015 A 12-50-2015 ECK,, C-3026 0 <(1 M -A ARCHITECTS HE LIVYLEYDRIN QFHCE BUIDIING 2329 NEST MAIN ST RIEU SUITE HII 11.1177LETIN, CC W20 YEL 30$ 7$0 7$60 [I'Al 303 a3® 6 3 0 sheet title 5ATkR00I"1 INT. ELEVATION5 date d rawn checked sheet no. DOOR & FRAC E TYPES I. NOTE; DOORS SHOWN A5 VIEWED 6'-4" \ 00 / ACTI\�E APTIVE FROM EXTERIOR U.N.O. Q2 2. DOOR HANDING AND/OR HINGE SIDE MAY VARY PER PLAN. WRAP-AROUND 3'-4" 2„ HOLLOW MTL. FRAME 2„ TEMPERED O 6LA55 PANEL (INSULATED GLAZING) 2" WRAP-AROUND HOLLOW MTL. FRAME 2 PER 5GHED. 2„ n (�j c r ACTIVE\ /ACTIVE STORE FRONT MARK STORE FRONT TYPE KICK PLATE ' DOOR FINISH FRAME FRAME FRAME HRDNR. (DIAMOND PLATE) TRIM A 101 S G \ E STOREFRONT / 4,,, STOREFRONT e METAL METAL / o 5° X8 0 K NO VINO V-4" 3'-O" PER 5GHED. 5 - - / 103 1 5° x 80 \ . HM VNO TEMP HM VNO 5 ASZTIVE - d) e \ TEMPERED O 6LA55 PANEL (INSULATED GLAZING) 2" WRAP-AROUND HOLLOW MTL. FRAME 2 PER 5GHED. 2„ n (�j c r ACTIVE\ /ACTIVE STORE FRONT MARK STORE FRONT TYPE KICK PLATE ' DOOR FINISH FRAME FRAME FRAME HRDNR. (DIAMOND PLATE) TRIM A 101 S G D E STOREFRONT 5F STOREFRONT METAL METAL METAL ENTRY 102 5° X8 0 K NO VINO V-4" 3'-O" PER 5GHED. 5 - - OFFICE 103 1 5° x 80 G HM VNO TEMP HM VNO 5 - - d) 104 d - d) / NO VINO TEMP ND VNO 6 - - KITCHEN 105 3° x 80 D HM VNO TEMP HM VNO 2 - ACTIVE XGTIVE G H J iG L M WOOD BI -FOLD WOOD SWING WOOD 5I-PA55 WOOD SWING FULL LITE WOOD POCKET PAIR NATER ENTRY 107 5° x 80 F 5R VNO TEMP NO VINO 2 - - LIVING / DINING 108 5° x 80 K ND VINO \ e VINO 4 - - \ - \ A ® e \ 5° x 68 G 5C VN0 - NO VINO 6 - - Q / 3° x 68 H 5G VINO - KDHM VINO 4 20 MIN. - ENTRY DOOR TO BLEEPING UNITS $ PUBL I G RESTROOMS R (51 5° ° FX P C� METAL METAL 2„ 211 211 APTIVE FX G TG WOOD ATRIUM DOOR F WOOD 11-511 \ FX APTIVE FX TG G TG WOOD ATRIUM 2 DOOR N WOOD C) DOOR SCHEDULE A2 MARK DOOR SIZE TYPE CON5T. DOOR FINISH 6LA55 FRAME FRAME —FINISH HRDNR. RATING TRIM REMARKS 101 PAIR 3° X5 0 A 5F/AL MFR. TEMP 5F MFR. I - - ENTRY 102 5° X8 0 K NO VINO TEMP NO VWO 5 - - OFFICE 103 1 5° x 80 G HM VNO TEMP HM VNO 5 - - SERVICE 104 5° X& a L NO VINO TEMP ND VNO 6 - - KITCHEN 105 3° x 80 D HM VNO TEMP HM VNO 2 - - EXTERIOR 106 PAIR 36 x i° E HM V1610 - HM VINO -7 - - NATER ENTRY 107 5° x 80 F 5R VNO TEMP NO VINO 2 - - LIVING / DINING 108 5° x 80 K ND VINO - NO VINO 4 - - SALON IOI 5° x 68 G 5C VN0 - NO VINO 6 - - SALON 110 3° x 68 H 5G VINO - KDHM VINO 4 20 MIN. - ENTRY DOOR TO BLEEPING UNITS $ PUBL I G RESTROOMS R (51 5° ° FX — — — — MULLED GNB = GYPSUM NALL BOARD MTL = METAL WD -G =WOOD -CASED NP -5 $ A = WOOD -STOOL $ APRON B = BRICK RONLOCK M = MASONRY 111 5° x 68 J 50 VNO - ND VWO 3 - - CLOSET 112 4° x 68 J 5C VINO - NO VNO 3 - - CLOSET 113 48 x 68 J 5C VINO - ND VINO 3 - - CLOSET 114 6° x 68 J 5C, VNO - ND VNO 3 - - CLOSET 115 PAIR 26 x 68 M 5G VNO - NO VINO 3 - - LINEN 116 5° X'50 B 5F/AL VNO TEMP 5F VINO I - - ENTRY Ili 26 X6, H 5C VINO - NO VNO 3 - - LINEN 118 26 x 68 H 5C VNO - NO VNO 3 - - OL05ET III TRIPLE 3 x 80 N 5R VNO TEMP NO VWO 2 - - COURTYARD 120 5° x 68 P HM VNO - HM VNO Cl 60 MIN. - RATED STAIR ENCLOSURE DOOR 121 NOT USED 4 122 3° x 68 H NO VNO - ND VWO 3 - - VARIOUS LOCATIONS CONSTRUCTION KEY 5C = 50LID GORE NO. MFR = MANUFACTURUER LP = LOUVERED PANEL OH = OVERHEAD HG = HOLLON GORE NO. HM= HOLLOW METAL NO = NOOD FL =FLUSH KDHM = KNOCK DOWN HOLLOW METAL 5R = STILE $ RAIL (FULL LIGHT) MTL = METAL RP = RA15ED PANEL 5F = STORE= FRONT (ALUMINUM) TG = TEMPERED 6LA55 AL = ALUMINUM MGN = METAL CLAD NOOD VNO = VERIFY KITH OWNER HL = HPtLF LITE DOOR HARDWARE SCHEDULE GROUP DESCRIPTION I PUSH/PULL HARDWARE Al KEYED LOGK, PANIC, BAR, ADA, THRESHOLD, CL05ER $ WEATHER SEAL PER STOREFRONT MER. 2 KEYED EXTERIOR LEVER, ADA, THRE5HOLD, WEATHER SEAL, C,L05ER, & PANIC BAR 3 "PA55A6E" LEVER 4 "PA55AGE" LEVER, GL05ER, & 5MOKE SEAL 5 "PA55AGE" LEVER WITH KEYED LOCK, GL05ER, $ SMOKE SEAL 6 PER MFR. i KEYED KNOB WITH MANUAL HEAD $ FOOT BOLTS, WHEATHER 5EAL, ALUMINUM THRESHOLD 8 KEYED EXTERIOR LEVER, ADA, THRESHOLD, WEATHER 5EAL, $ CLO5ER Cl KEYED EXTERIOR LEVER, ADA, WEATHER 5EAL, $ GL05ER O INDU"W SCHEDULE MARK SIZE TYPE FRAME HEAD JAMB SILL REMARKS WINDOW TYPE KEY: 5H = 51 NGLE HUNG 05MT = CASEMENT 5L = SLIDER AN = AWNING = DOUBLE HUNG TR = TRANSOM FX = FIXED 6LA55 GB = GLASS BLK. TG °= TEMPERED GLA55 WINDOW SIZE: NI NOON 51 ZE 15 BASED ON ONE OF THE FOLLONING UNLESS NOTED OTHERWISE: ❑ A. GLA55 SIZE ■ D. NOMINAL OPNG. [15. SASH ❑ E. MASONRY OPNG. ❑C. UNIT DIM. OF. ROUGH OPENING FRAME: M V = VINYL, NOMINAL 1/2 JAMB DEPTH ❑ MTL = METAL, NOMINAL 1/2 JAMB DEPTH ❑ WD = WOOD, FULL JAMB DEPTH ❑ MGN = METAL GLAD WOOD EXTERIOR; NO. INTERIOR, FULL JAMB DEPTH MEAD JAMB 4 SILL. NOTES: A 6°X4 0 5L - - - - B 5 o x 4° 5L _ - - - C 5 ° X5, 5H - - — — TG A5 NOTED ON PLAN PER 5PEGIFIG LOCATION A2DH W F VJ o. D 6 0 x4' SL - - - _ lu ED E 4°x 20 5L - - - - 1 h„�1 F 4° x2 0 5L W T IL 0 W � G 50 x 40 5H 4 - - - - 30x 16 TRANSOM ABOVE H 3 30 x 5 ° SH - - - - J PAIR 3° x 5° SH - - - - K 5°X5 0 5H - - - - L PAIR 3° x 5° 5H — — — — TG A5 NOTED ON PLAN PER A2 5PEGIFIG LOCATION 5 o x 16 TRAN50M ABOVE 5 ° x 16 TRAN50M ABOVE M N 5 0 x 5 ° PAIR 5° x 5 ° 5H 5H - - - - - - - — P 4 ° x 40 FX - - - - INTERIOR Q 2 ° X4 0 FX — — — — INTERIOR, TG A5 NOTED ON PLAN PER SPECIFIC LOCATION R (51 5° ° FX — — — — MULLED GNB = GYPSUM NALL BOARD MTL = METAL WD -G =WOOD -CASED NP -5 $ A = WOOD -STOOL $ APRON B = BRICK RONLOCK M = MASONRY 5 4 56x 40 C5MT - - - - EGRE55 T V N X NOTES: I. ALL WINDOWS SHALL BE DOUBLE -GLAZED W/ LOW -E COATING UNLE55 NOTE OTHERWISE. 2. ALL WINDOWS SHALL HAVE SCREENS UNLESS NOTED OTHERWI5E. Pr 0 t DC -K AN I D AR N -a HUMUS ARNITECTUO & F0I 0 THE HTTLETOWN offiCE Bu[ILDING 2329 WEST MAIN SSTREEu Sul y 3a LITTLETON, C® Sfl2g TEL 303 739 7360 �Ax 30$ 7$0 668 V W Q revision no. date Ai 10-5-2015 0 10-28-2015 0 11-16-2015 A 12-50-2015 Pr 0 t DC -K AN I D AR N -a HUMUS ARNITECTUO & F0I 0 THE HTTLETOWN offiCE Bu[ILDING 2329 WEST MAIN SSTREEu Sul y 3a LITTLETON, C® Sfl2g TEL 303 739 7360 �Ax 30$ 7$0 668 V W Q O 0 0 v T LL O Z z o v z W v r l Lu Xtu W F VJ o. a W D lu ED z d 1 h„�1 Q W l W T IL 0 W � •� 0 0 z 0 v Q 0 D_ W w 0 sheet title 5CHEDULES d ate a-10-2015 d rawn checked sheet no. A.1 TYPICAL WINDOW FLASHINGDETAILS NOTES: 1. WINDOWS ARE INSTALLED AFTER WEATHER BARRIER IS INSTALLED. 2. DOORS TO BE FLASHED SIMILARLY. UT LINES IN FATHER BARRIER A. INSTALL WEATHER BARRIER OVER ENTIRE HOUSE PER MFR'S INSTRUCTIONS. B. CUT WEATHER BARRIER IN OPENINGS IN AN INVERTED "Y" FROM SILL CORNERS UP TO HEAD & THEN 9" UP & 9" OUT ON 45 DEGREE ANGLE FROM HEAD/JAMB CORNERS. STEP 1 e� I I I co A. INSTALL S.A.F.M. OVER WINDOW JAMB FLANGES. B. EXTEND S.A.F.M. 4" ABOVE & 8" BELOW WINDOW ROUGH OPENING. C. SILL FLASHING MUST NOT EXTEND PAST JAMB FLASHING. NINDOW NAILING FLANC SELF ADHERED FLASH11' AEMBRANE (S.A.F.M.) A. FOLD TOP FLAP UP AND SECURE. B. FOLD JAMB & SILL FLAPS IN OVER FRAMING & SECURE. C. INSTALL S.A.F.M. SILL FLASHING 4" PAST JAMBS EACH SIDE. E: A. INSTALL CONTINUOUS SEALANT BEAD TO BACK SIDE OF WINDOW NAILING FLANGE. B. INSTALL WINDOW PER MFR'S INSTRUCTIONS. 26 GA. G.I. HEAD FLASHING w/ WEATHER BARRIER FLAP INSTALLED OVER.---\ A. INSTALL S.A.F.M. OVER WINDOW HEAD FLANGE. B. EXTEND S.A.F.M. HEAD FLASHING 8" BEYOND ROUGH OPENING EACH SIDE. A. ALLOW WEATHER BARRIER FLAP TO DRAPE OVER S.A.F.M. HEAD FLASHING & G.I. HEAD FLASHING. APPLY WEATHER RESISTANT TAPE OVER CUT IN THE WEATHER BARRIER. 2X FRAMED WA ' �' ^"' 1/2" GYP. BD. 1X MDF TRIM - 1IANTEL PROFILE FOR OFT ION '03 1 Scale: 11/2"=1'-0" ENTRY DOOR "ACCESSIBLE THRESHOLD" SET IN BED OF SEALANT � 1® ENTRY TILE — \J FLOOR SHEATHING 5.AF.P1. BEHIND NAILING FLANGE OF DOOR - EXTEND UP AND 4" ACCROSS TOP OF FLOOR SHEATHING AND UNDER JAMSILL GUARD GALVANIZED SHEET FLASHING ON 2" CEMENT BD. SHEATHING -EXTEND 12' BELOW TOP OF FOUNDATION WALL FLOOR JOISTS II ll II rl . II 1 0 1 = _ p 4" NOM CROWN 1:2 SLOPE MAX. 1/2' MAX. PER IBC E ANSI A111.1 SLOPE SLAB DN. s"/FT. MIN. ONE-PIECE JAMB -SILL PAN FLASHING BY JAMSILL GUARD OR APPROVED SUBSTITUTE ' EXPANSION JOINT MATERIAL HE - RE: li : ,n c., ,T A.,- 1/2" GYP. BD. 1X MDF TRIM - RE: SHEET A0.3 FOR CONSTRUCTION ASSEMBLIES O 4" NOMINAL CROWN MOl 5ECTION a HALL TfRit-1 NICD Scale: 3" = i'-0" )—,Scale: i� f CSL WALL SECTION Q 0 T 0 0 z W z 0 z w K N x w Lu O K Q W N Q N Z Q -1 0. W W revision no. cv by Zi 10-5-2015 N A2 10-2a-2015 date 0 N Q A � drawn aA 2X FRAMED WA ' �' ^"' 1/2" GYP. BD. 1X MDF TRIM - 1IANTEL PROFILE FOR OFT ION '03 1 Scale: 11/2"=1'-0" ENTRY DOOR "ACCESSIBLE THRESHOLD" SET IN BED OF SEALANT � 1® ENTRY TILE — \J FLOOR SHEATHING 5.AF.P1. BEHIND NAILING FLANGE OF DOOR - EXTEND UP AND 4" ACCROSS TOP OF FLOOR SHEATHING AND UNDER JAMSILL GUARD GALVANIZED SHEET FLASHING ON 2" CEMENT BD. SHEATHING -EXTEND 12' BELOW TOP OF FOUNDATION WALL FLOOR JOISTS II ll II rl . II 1 0 1 = _ p 4" NOM CROWN 1:2 SLOPE MAX. 1/2' MAX. PER IBC E ANSI A111.1 SLOPE SLAB DN. s"/FT. MIN. ONE-PIECE JAMB -SILL PAN FLASHING BY JAMSILL GUARD OR APPROVED SUBSTITUTE ' EXPANSION JOINT MATERIAL HE - RE: li : ,n c., ,T A.,- 1/2" GYP. BD. 1X MDF TRIM - RE: SHEET A0.3 FOR CONSTRUCTION ASSEMBLIES O 4" NOMINAL CROWN MOl 5ECTION a HALL TfRit-1 NICD Scale: 3" = i'-0" )—,Scale: i� f CSL WALL SECTION Q 0 T 0 0 z W z 0 z w K N x w Lu O K Q W N Q N Z Q -1 0. W W revision no. date by Zi 10-5-2015 N A2 10-2a-2015 date 0 11-16-2015 Q A 12-30-2015 drawn m u� O checked N �n U T O sheet no. M -A ARCHITECTS hRCHI1ECfURE � FUNNING THE 11.11TTLETOWN URCE DELDINS 2329 WEST MAIN STREET SUTE 3011 LI]TTLETON 9 CO 801120 TEL 301 730 7300 FAK 303 730 8300 U sheet tibETAILS � U N date Q Q o drawn m u� O checked N �n U T O sheet no. O v O � 00 � U sheet tibETAILS date Q Q 8-10-2015 drawn m u� O checked N U T O sheet no. O v 1X COMPOSI TRIM BD., PN1 G.I. HEADWc FLASHI ASPHALT SHIr ASSEMB 1. = 11-0" 1" = 1'-0" EXTERIOR WALL SHEATHING PER WALL TYPE STUCCO STUCCO SCREED G.I. CAP FLASHING W/CLEAT. PNTD TPO ROOFING. LAP TO OF WALL. 1/2" PROTECTION BD. 1/2" NOMINAL O.S.B. SHEATHING PER STRUCT. I 0=0 mm =TAI 0, A" F0.2 a MY 1/2' PROTECTION BD, 1/2' NOMINAL O.S.B. SHEATHING PER STRUCT. TPO ROOFING. RUN UP WALL FULL HT. CONT. CANT STRIP TAPERED INSUL. ROOF SHEATHING 2x PRESSURE TREATED SILL PLATES f ANCHOR BOLTS PER FOUNDATION PLAN d DETAILS GRADE OR FLATWORK AS OCCURS CONCRETE FOUNDATION WALL PER STRUCTURAL ASPHALT SHING. ASSEMBLY 2x STUD WALLS RE: FLOOR PLAN FOR SIZE S1M. 1 1/2' XPS INSUL. T.O.F. 3/4' SUBFLOOR 541131 PER FLOOR TYPE FLOOR FRAMING PER STRUCT. ENGINEER - FF.E.5416.5 ENGINEER'S DRAWING v REFERENCE 4 A4 ASPHALT SHING. ASSEMBLY G.I. DRIP FLASHING W/HEMMED EDGE TPO ROOFING. FULL HT. OF WALL 1/2' PROTECTION BD. 1/2' NOMINAL O.S.B. SHEATHING PER STRUCT. ROOF FRAMING PER STRUCT. 5 CTI N ROOF FLAB INCA I" = 1'-0" EXTERIOR WALL SHEATHING PER WALL TYPE SIDING 1' = 1'-0'1 ELEVATIONS LISTED 5ECTION XT. WALL 4 5TUCCO 4" 4 L 1° = 11-011 EXTERIOR WALL SHEATHING PER WALL TYPE STUCCO STUCCO SCREED -RAISED FOUNDATION -STUCCO 2x STUD WALLS RE: FLOOR PLAN FOR 51ZE 3/4' SUBFLOOR PER FLOOR TYPE FLOOR FRAMING PER STRUCT. ENGINEER I, FRE. 5416.5 2x PRESSURE TREATED '-r z416 31 II SILL PLATES d ANCHOR II BOLTS PER FOUNDATION PLAN s DETAILS Ill - _. GRADE OR FLATWORK I .; AS OCCURS L CONCRETE FOUNDATION WALL PER STRUCTURAL 4 REFERENCE ENGINEER'S DRAWING ELEVATIONS LISTED 1411 4' SECT ION oe EXT. WALL 4 5TH C WEEP HOLES IT 24' O.G. TPO ROOFING. LAP TO OF WALL. 1/2' PROTECTION BD. 2x STUD WALLS EXTERIOR WALL SHEATHING* PER RE: FLOOR PLAN WALL TYPE FOR SIZE FURRED 2x4 STUD WALLS SIDING RE: FLOOR PLAN T.O.F. 5418 G.I. CAP FLASHING W/CLEAT. PNTD WOOD TRIM BDS. PNTD, SIDING PER ELEV. BLDG. PAPER 1/2" NOMINAL O.S.B. SHEATHING PER STRUCT. MAI u1 d {. all II. Tiv 5411.5 Ail5411 5411 m m = 2x PRESSURE TREATED _ ° a 3/4' 5U5FLOOR 2x PRESSURE TREATED 1 m SILL PLATES E ANCHOR I I :I I 1 PER FLOOR TYPE SILL PLATES 4 ANCHOR m':= BOLTS PER FOUNDATION FLOOR FRAMING BOLTS PER FOUNDATION G.I. CAP FLASHING PLAN t DETAILS _ PER STRUCT. ENGINEER PLAN # DETAILS W/CLEAT. PNTD GRADE OR FLATWORK a F.F.E. 5416.5 GRADE OR FLATWORK a Il AS OCCURS AS OCCURS TPO ROOFING. LAP a _ TO OF WALL 12' MIN. CONCRETE FOUNDATION ° STAIRS CONCRETE FOUNDATION 1/2' PROTECTION WALL PER STRUCTURAL WALL PER STRUCTURAL a BD. ENGINEER'S DRAWING — ENGINEER'S DRAWING 1/2' NOMINAL O.S.B. ° SHEATHING PER 8.1 4" 4° STRUCT. ROOF FRAMING 5 CT I ON T. WALL 5 I 5 CT I N X® UJB PER STRUCT. 1�' 1° I'-®' -RAISED FOUNDATION 13 III = 11-011 -SIDING 3 5/8" 3/4" FLASHING 2x STUD WALLS Tor_. 5411.31 - 'FLOOR PLAN FOR SIZE 2x PRESSURE TREATED = 3/4' SUBFLOOR SILL PLATES 4 ANCHOR ITE® PER FLOOR TYPE BOLTS PER FOUNDATION m 81 FLOOR FRAMING PLAN E DETAILS F : E. 5416.5 :.: II= GRADE OR FLATWORKml — PT. RIM BD, n G, ne-e -i irac, III��T BOLTED TO FND. WALL 4" 5� CONCRETE FOUNDATION d WALL PER STRUCTURAL 5" 4" ENGINEER'S DRAWING 4 REFEREN ELEVATIC 5E E_�CTIONX. WALL 4 5� -RAISED FOUNDATION 3 5/8" 3/4" 2x STUD WALLS - RE: FLOOR PLAN W2 FOR SIZE 3/4' 5U5FLOOR WEEP HOLES PER FLOOR TYPE 24' O.C. FLOOR FRAMING FLASHING FF E. 54165 2x PRESSURE TREATED 25416 31 PT. RIM BD. SILL PLATES 4 ANCHOR I) BOLTED TO FND. WALL BOLTS PER FOUNDATION �. PLAN a DETAILS III I . GRADE OR FLATWORK I!- 5114 SII . d AS OCCURS CONCRETE FOUNDATION WALL PER STRUCTURAL ENGINEER'S DRAWING REFERENCE 4 ELEVATIONS LISTED ro)--'�,5E CTI N EXT. UJALL 4 f5fRIC< 1' = 1'-0" -SIDING SIMILAR m T.O.F. 5411.56 SIDING OVER BLDG. PAPER G.I. FLASHING 3X10 LEDGER PNTD. ORNAMENTAL JST. HANGER: S IMPSON/STRONG TIE 0 OHU410-SD53 G.I_ FLASHING 1/2" NOMINAL O.S.B. SHEATHING PER STRUCT. TF' LLI5 LE 2X2 LATTICE - 2x STUD WALLS a 12' O.C. - RE: FLOOR PLAN FOR SIZE - 11/2' XPS INSUL. - 3/4' 5U5FLOOR PER FLOOR TYPE -FLOOR FRAMING PER STRUCT. ENGINEER F.F.E. 5416.5 4X10 RAF1 a 24" O.C. &X12 RS WF 12" DIA. FIBERGLA CLASSIC C' NOTE: LEDGER BD. ATTACHMENT PER STRUCT. 12 1® - 51 E) INCA -RAISED FOUNDATION -SIDING A 2 -LAYERS TYPE 'X' GYP. BD. ON CEILING OF STAIR ENCLOSURE 1�' DIA. HANDRAIL MOUNTED TO IUALL - TYPICAL BOTH SIDES OF STAIR (FOUR HANDRAILS TOTAL FOR BOTH FACILITIES) A LU l GRADE I I 5418 — L41 a I 3'-11 1/2' 12'-0' 541 ro.5 4a ° 2-LAYER5 �' TYPE 'X' GYP. BD. ° X CEILING OF STAIR ENCLOSURE ATI41-3Z a0 m d- m q 0 STAIR RAILING IN— FOREGROUND Z = r� U d �4 i= � 11" a � n W PRE -BUILT (K WOOD STAIR <. r 11' Iro TREADS 6 11' EACH = 14'-8' O"'TAIR 5 CTION 5TAI 201 (5TAIR 5 CTION e 5TAIR 142 MIRRORED) 1 1/2" = revision no. date by 10-5-2015 2L 10-28-2015 11-16-2015 12-50-2015 w a 0 l� O 0 Lu w 0 z w z O v z a� K OL x w w 0 K Q Lu m z Q J D_ w Lu w O Ldw tY O 0 z 0 o= Q w O z V w Q d 1 CO ui O N co T D_ O Q N -Q HUMUS ARCHITECTURE & I'LGNNING. THE HUTLEAWN 2329 WEST HAI>N STREET RuIITE 30� LITTLETON, C® 601120 TEL 301 730 7300 FAK 303 Ti® 8300 sheet title pETAILs date 5-10-2015 drawn checked sheet no. A701 NOTE: 4'-0' MIN. LENGTH OF FIRE RETARDANT - TREATED ROOF SHEATHING - NO ROOF PENETRATIONS THIS AREA ALUMINUM CLIP ANGLES ALUMINUM — CLIP ANGLES WEEP HOLES a 24' O.C. FLASHING ARTYWALL _ _ —WALL r It, = I'-®° NOTES: I. GA FILE NO. ASW 1000, 2 HOUR FIRE (PROPRIETARY) 2. UL DESIGN *U336 3. STC RATING OF 54 BASED ON USG DOCUMENT 05Ae25 TEST *tL-88=348 4. WALL SHALL BE CONSTRUCTED IN ACCORDANCE W/ USG DOCUMENT'SAe25 FOR CLIP ATTACHMENT, WALL HEIGHT REQUIREMENTS AND ALL OTHER SPECIFICATIONS TYPICAL ROOF / CLG. CONST. ( W/ FIRE -RETARDANT SHEATH.) RE --4/D5 THERMARBEER FIRE BLOCKING —2x STUD WALLS - RE: FLOOR PLAN FOR SIZE — 4' NOMINAL MASONRY VENEER DRIVEWAY SLAB PER SOILS REPORT AND STRUCTURAL ENGINEER'S NOTES AND DRAWINGS NOTE: 4'-0' MIN. LENGTH OF FIRE RETARDANT - TREATED ROOF SHEATHING - NO ROOF IPARTYWALL rli-slrtr A'rI^ur 'r,ur_ Arrr a 2x PRESSURE TRE SILL PLATES # AN BOLTS PER FOUNE PLAN 8 DETAILS 2x STUD WALLS RE.- FLOOR PLAN FOR SIZE POWER DRIVEN FASTENER 5TAI UJ LL 5TAiR ELL CONCRETE FOUNDATION WALL PER STRUCTURAL ENGINEER'S DRAWING — FOOTING OR DRILLED PIER PER STRUCTURAL ENGINEER'S DRAWINGS BASEMENT FLOOR PER SOILS REPORT AND STRUCTURAL ENGINEER'S NOTES AND DRAWINGS I IMI L 'um -w' " J;�Iqq� 1" = 1'-0° NOTES: I. GA FILE NO. ASW 1000, 2 HOUR FIRE (PROPRIETARY) 2. UL DESIGN 'U336 3. STC RATING OF 54 BASED ON USG DOCUMENT "SAe25 TEST O'L-88=348 4. WALL SHALL BE CONSTRUCTED IN ACCORDANCE W/ USG DOCUMENT "5A925 FOR CLIP ATTACHMENT, WALL HEIGHT REQUIREMENTS AND ALL OTHER SPECIFICATIONS IST. FL. BSMT. FL. TOP PL. NOTE: 4'-0' MIN. LENGTH OF FIRE RETARDANT - TREATED ROOF SHEATHING - NO ROOF PENETRATIONS THIS AREA — I/2' GYPSUM BOARD s CLG. AND WALLS ALUMINUM CLIP ANGLES ALUMINUM — CLIP ANGLES RIM JOIST PER STRUCTURAL 2x PRESSURE TREATED SILL PLATES E ANCHOR BOLTS PER FOUNDATION PLAN 4 DETAILS CONCRETE FOUNDATION WALL PER STRUCTURAL ENGINEER'S DRAWING — FOOTING OR DRILLED PIER PER STRUCTURAL ENGINEER'S DRAWINGS TYPICAL ROOF / CLG. CONST. ( W/ FIRE -RETARDANT SHEATH.) - RE:4/D5 1/2' GYPSUM COARD CLG. AND WALLS THERMARBER FIRE BLOCKING AS REQUIRED EA. SIDE 2' THERMAFIBER SOUND INSULATION UNIT —2x STUD WALLS - RE: FLOOR PLAN FOR SIZE *rvfnl/` AI M /'1/1a /`/1AICt POWER DRIVEN FASTENER BASEMENT FLOOR PER SOILS REPORT AND STRUCTURAL ENGINEER'S NOTES AND DRAWINGS 5ECTION @ 2 -HOUR UNIT FIRE WALL. NOTES: 1, GA FILE NO. ASW 1000, 2 HOUR FIRE (PROPRIETARY) 2. UL DE51GN'U336 3. STC RATING OF 54 BASED ON USG DOCUMENT *SAe25 TEST rL-88=348 4. WALL SHALL BE CONSTRUCTED IN ACCORDANCE W/ USG DOCUMENT #SA925 FOR CLIP ATTACHMENT, WALL HEIGHT REQUIREMENTS AND ALL OTHER SPECIFICATIONS BSMT. FL. w a T 0 0 w w O z w z 0 z Lu K N x w w 0 K Q w w Q revision no. date by 10-5-2015 0 10-25-2015 A II -16-2015 12-50-2015 Cnj- } EiCKIf\41 AN i -A- 3 0 A.30 6 IL- -A ARNH EM URCHIT0011 &PUNNING .THE d1]7VLE70KK VRCE OURDING 2329 WEST KAm STREET MSUITEp 300 1611 0 LETONl q CC 80[120 TCEL 303 730 7300 PAX 303 730 8300 sheet title FIRF-WALL. SECTIONS date Q I 5-10-2015 drawn m Ul O checked N $ sheet no. lyA8O o ®® MAIN STUD MAIN STUD - -JACK STUDS — HEADER / J� MOUNTING SCREW HOLE LINTEL NOTE: FRAMING DETAIL FOR THIS CONSTRUCTION 15 AS SHOWN IN 'FRAMING FOR WALL CASE'. USE OF NO HOLES PERMITTED LINTEL UNDER FIRST IN BOTTOM OF CASE COURSE OF BRICK ABOVE THE ZONELINE CASE. DO NOT USE THE -RAM�..1� INFOR WALL L CASE CASE AS LINTEL. T I MOUNTING SCREW HOLES SHOWN ARE TO BE MADE N.T.S. (BRIGK VENEER & FRAME GONSTRLIGTION) BY THE INSTALLER. HEADER - 44 OR (2) 2x4 ON EDGE -- JACK STUDS � NOTE: DO NOT REMOVE THE STIFFENER SUPPORT FROM INSIDE THE WALL CASE UNTIL THE CHASSIS IS TO BE INSTALLED. ADJUSTABLE FRAMING TO SECURE THIS DIMENSION 42 -1/4 JACK STUD CRIPPLE FINISHED FLOOR SUB -FLOOR 1� N.T.S. (BRIGK VENEER � 1=RAME GONSTRUGTION) EXT. 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D_ BETWEEN TRUSSES x w w ENGINEERED ROOF R2 TRUSSES BEARING ON BEAM 2 -LAYERS 4 O ' REGULAR EXT_ °TYPE 'X' GYP. BD. CONT. GYP. BD. SOFFIT a 2X4 STUDS a 16' O.C. BEARING - 2 -LAYERS 4 ON BEAM AND FRAMED ' TYPE 'X' GYP. BD. BETWEEN ROOF TRUSSES m BEAM PER STRUCTURAL DRAWINGS FORTE COCI4ERE COVERED PORCH 2 -LAYERS `} Q 2 4 ' TYPE 'X' GYP. BD. CONT. w SECTION 2 HOUR LU L L FORT COCH RLd 3 = RE: B -B 8 C) -D, SHEET ,45.0LL 2 -HOUR RATING PER 2012 IBG TAB!_E "ice 2�l.112�,fITEM � 14. � � 4 w a_ w MIN. AIR SPACE ICCO WALL (PLAN VIEW) Z wg ®+-a< T 3/4' MIN. AIR SPACE 4• `� `" `n `�' Q Q 1/2' GYP. 15D.—/ 0 co DETAIL 2 -HOUR UNIT FIRE UJ LLI 1 I" = 1'-0" (PLAN VIE revision 2' C -RUNNER date Di 10-5-2015 A2 1/2' NOMINAL SHEATHINj A II -16-2015 0 5/8' TYPE 'X' GYP. BDZ ASHING 2x WALL STUDS - RE: FLOOR PLAN FOR SIZE EXTERIOR FINISH 0 STEEL 'H' UDS BETWEEN 2' STEEL 'H' 2' THERMAFIBER STUDS BETWEEN SOUND INSULATION W9 � � � f" PROPRIETARY = [L [i - PE 'X' GYPSUM PANELS (2) LAYERS 1' x 24' ®� L = PROPRIETARY Z4_ �t >_ n En o _ - TYPE 'X' GYPSUM , PANELS m z x ut MIN. AIR SPACE ICCO WALL (PLAN VIEW) Z wg ®+-a< T 3/4' MIN. AIR SPACE 4• `� `" `n `�' Q Q 1/2' GYP. 15D.—/ 0 co DETAIL 2 -HOUR UNIT FIRE UJ LLI 1 I" = 1'-0" (PLAN VIE o' cry y E iG<1v� �itl I l e, -3026 O V,<11 �s ASG N -A HUMUS l�RCHITECTURE � PLANNING THE L 117YL ONN NVII E (&DUNG 2329 WEST MAIN 11.11TTLET®N g C® 801120 TEL 303 730 7300 FAA 303 930 8300 sheet title DETAILS date a -to -2®15 drawn checked sheet no. .1 revision no. date Di 10-5-2015 A2 10-25-2015 A II -16-2015 0 12-50-2015 o' cry y E iG<1v� �itl I l e, -3026 O V,<11 �s ASG N -A HUMUS l�RCHITECTURE � PLANNING THE L 117YL ONN NVII E (&DUNG 2329 WEST MAIN 11.11TTLET®N g C® 801120 TEL 303 730 7300 FAA 303 930 8300 sheet title DETAILS date a -to -2®15 drawn checked sheet no. .1 STL. TUBE ITS., D. STL. TUBE IDRAIL, D. SQ. STL. BAR, FAINTED, O.C. MAX " STL. TUBE rT. RAIL, 'D. SITE RAMP SECTION 3/S° = 1'-0" NOTE: VERIT`►' SITE CONM IT I nN1 S SEE 1 1/2" STL. TUBE VE RTS., PNTD. 1 1/2" STL. TUBE HANDRAIL, PNTD. 1/2" SQ. STL. BAR, PAINTED, e 4" O.C. MAX 1 1/2" STL. TUBE BOTT. RAIL, FWD. &ITE &TAIrz 5ECTION 3/S" = 1'-0a NOTE: CORE DRILL AND GROUT RAIL VERTS. INTO CONC. RAMP/SLAB ENLARCzEID SITE STAIR 3/S° = 1'-0" m i 12 1 MAX WALL MOUNT BRACKET SITE fRAt*01 F 3/6 11 = 1' —011 1 1/2" STL. TUBE HANDRAIL, PNTD. CONC. RAMP vArioN T=1 t=\.1AT1n\I FWD. . � _ --. RAMP/SLAB SITS RAMP ELEVATION. 3/5 11 = 1'-011 E.O. BLDG. 1 1/2" STL. TUBE VERTS., FNTD. 1 1/2" STL. TUBE HANDRAIL, FNTD, 1/2" SQ. STL. BAR, FAINTED, 6 4" O.G. MAX 1 1/2 " STL. TUBE BOTT. RAIL, PNTD. 1 1/2" STL. TUBE VERTS., PNTD, 1 1/2" STL. TUBE HANDRAIL, FWD. 1/2" SQ. STL. BAR, PAINTED, e 4" O.C. MAX 1 1/2" STL. TUBE BOTT. RAIL, FWD. ri Lu a 0 X T- a 0 w 0 z w z 0 Z K x w w revision no. date by Q 10-5-2015 Q2 10-28-2015 A II -16-2015 Q 12-30-2015 M -A ARCHITECTS MCl1flWURE A PLHIKIING THE HTTLETONN OWE WILDING 2329 REST MAIN STREET SUITE 201 LITTLETON, CO 80120 TEL 302 730 7300 FAX 303 730 8200 sheet title EXTERIOR RAMP # STAT date 5-10-2015 drawn checked sheet no. ,�,FA'802 SCALE: 1-1/2$)=1$-O" ATTIC INSULATION WITH EQUIVALENT - R -VALUE TO SURROUNDING CEILING INSULATION ENGINEERED ROOF TRUSS BLOWN ATTIC INSULATION PER SCHEDULE CARDBOARD OR RIGID FOAM BAFFLE PROVIDING 1" MIN. AIR SPACE BELOW ROOF SHEATHING AT EACH SOFFIT VENT LOCATION SOFFIT VENT - LOCATION PER ROOF PLAN INSULATION BAFFLE INSULATION PER INSULATION ATTIC ACCESS PANEL V�FINISHED CEILING E CEILING FRAMING WEATHERSTRIP II F ATTIC ACCESS DETAIL SCALE: 1 -1/2"=l' -O" TYPE 'IC' RATED FIXTURE TESTED AND LABELED FOR 2.0 C CFM AIR MOVEMENT PER ASTM F I E 283 I GASKET BETWEEN FIXTURE AND GYPSUM BOARD OR SEALANT AROUND OPENING SCALE: 1 -1/2"=l' -O" ENGINEERED ROOF TRUSS BLOWN ATTIC INSULATION PER SCHEDULE CARDBOARD OR RIGID FOAM BAFFLE PROVIDING 1" MIN. AIR SPACE BELOW ROOF SHEATHING AT EACH SOFFIT VENT LOCATION SOFFIT VENT THERMO-PLY OR OTHEF AIR BARRIEF EXTERIOR WALL INSULAT0 PER SCHEDULE SCALE: 1-1/2"=V-0" A • A` SCALE: 3/4" = 1'-0" LASS BLANKET INSULATION TO FOUNDATION WALL END DOWN ON TO FLOOR OF _ SPACE (NOT OVER ENTIRE SHEATHING OVER GRADE RCHITECTURAL NOTES G.W.B. f WATERPROOF G.W.B. TILE INSTALL THERMO-PLY OR SIM. RIGID PANEL INSULATION PER SCHEDULE EXTERIOR WALL INSULATION — PER SCHEDULE CRAWL SPACE FOUNDATION WALL SILL PLATE PER PLAN d SCALE: 1-1/2"=1'-0" FIBERGLASS BLANKET INSULATION WITH MYLAR FACING, PINNED TO FOUNDATION WALL PER SCHEDULE BASEMENT SLAB JTJ MA 1 • i SCALE: 3/4" = 1'-0" 2X4 BLOCKING FOR G.W.B. INSTALLATION 1/2" G.W.B. W/ 2 -COATS OF LATEX PAINT @ ALL INTERIOR FINISHED AREAS TRUSS PER STRUCT 1/2" G.W.B. W/ 2 -COATS OF LATEX PAINT @ ALL INTERIOR FINISHED AREAS FRAMED ATTIC KNEE WALL OR TRUSS PER STRUCTURAL WALL INSULATION PER SCHEDULE ATTIC INSULA11ON PER SCHEDULE THERMO-PLY OR OTHER RIGID PANEL KNEE WALL SILL PLATE PER PLAN DOUBLE TOP PLATE OF INTERIOR FRAMED WALL SCALE: 1-1/2"=1'-0" INTERIOR EXTERIOR WALL INSULATION PER SCHEDULE BACKER ROD OR AIR BARRIER WINDOW SILL WINDOW UNIT `—INSULATION WINDOW TAPE OVER WINDOW NAIL FIN EXTERIOR VV IND TAIL SCALE: 1--1/2"=1'-O" NOTES: 1. APPLICABLE ENERGY CODE: IECC 2012 2. ALL INSULATION SHALL BE INSTALLED ACCORDING TO MANUFACTURE'S INSTRUCTIONS AND TO GOVERNING CODE 3. FURNACE AFUE: RE: MECHANICAL DRAWINGS OTE: 3NFIRM R—VALUES WITH ENERGY REPORT Energy Compliance revision no. INSULATM/U-VALUE SCHEDULE by VALUES ARE MINIMUM R—VALUES UNLESS OTHERWISE NOTED 10-5-2015 A2 COMPONENT 0 11-16-2015 FLAT CEILING—BLOWN INSULATION R-38 z VAULTED CEILING —BATT INSULATION N/A RAFTER CEILING—BATT INSULATION N/A EXTERIOR WALL CAVITY —2x6 R-21 WALKOUT EXTERIOR WALL CAVITY — 2x6 N/A J GARDEN LEVEL EXTERIOR WALL CAVITY — 2x6 R-21 RIM JOIST AT 2X6 WALL CAVITY R-19 BASEMENT WALL BLANKET UNFINISHED AREAS R-15 o BASEMENT WALL CAVITY FINISHED AREAS N/A z CRAWL SPACE WALL BLANKET R-15 E? WALKOUT GRADE BEAM N/A 0 FLOOR OVER UNCONDITIONED SPACE N/A CD FLOOR OVER OUTSIDE AIR N/A CA WINDOW—ABOVE GRADE MAX U—VALUE U—.32 0 WINDOW—BASEMENT AND GARDEN LEVEL MAX U—VALUE N/A Energy Compliance revision no. date_ by Ai 10-5-2015 A2 10-25-2015 0 11-16-2015 A 12-50-2015 M -A ARCHITECTS �1��CIIITECTU�E & PLANNING THE LITTLETON 2$29 WEST HAN gT( EEY su1TE; $01 d1TTLETQN o sheet title ENERGY date a-10-2015 drawn checked sheet no. N-10 GENERAL STRUCTURAL NOTES 1. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERRED TO FOR ADDITIONAL REQUIREMENTS. DISCOVERY 1. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS, WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION. SUCH CONDITIONS MAY INTERFERE WITH NEW CONSTRUCTION OR PROTECTION AND/OR SUPPORT OF EXISTING WORK DURING CONSTRUCTION, OR MAY CONSIST OF DAMAGE OR DETERIORATION TO STRUCTURAL MATERIALS OR COMPONENTS WHICH COULD JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDING. 2. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISCOVERIES HE BELIEVES MAY INTERFERE WITH PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE INTEGRITY OF THE BUILDING PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. DESIGN PARAMETERS 1. COMPLY WITH 2012 INTERNATIONAL BUILDING CODE (IBC). 2. FLOOR LIVE LOAD BASIC FLOOR AREA 40 PSF HALLWAY/GATHERING 100 PSF STAIRS 40 PSF 5. SEISMIC LOADS SEISMIC USE GROUP: . . .... . ... . . ... . .. 1 IMPORTANCE FACTOR: . . . .. . . ... . . . . . . 1.0 SITE CLASS: . . .... . .. . . . . ... . .. . ... C Ss: .........................19.2% Si: . .. .. . . . ... . .. . . .. . ... . . . . 5.9% 3. ROOF SNOW LOAD FA: . . .... . . . . ... . . ... . . . . . . .. . 1.2 ROOF SNOW LOAD, Pf . . . . . . . . 30 PSF FV :. . . . . . . . . . . . . . . . . . . . . . . . . . . 1.7 DRIFTING, SLIDING, AND UNBALANCED SNOW CALCULATED DESIGN CATAGORY .. . ... .... .. .. . . ... B Q 4. WIND LOAD No. STORIES: . ...... . . . ... . . . . .. . . . 3 BASIC WIND SPEED: .. . . . . ... 105 MPH (3 -SEC -GUST) STRUCTURAL TYPE:.. LIGHT FRAME w/SHEAR PANELS EXPOSURE CATEGORY: . ... . . .. C RESPONSE MOD FACTOR (R): .. . ..... . . .. 2 WIND IMPORTANCE FACTOR: .. .. . 1.0 SYSTEM OVER STRENGTH FACTOR (.Cl o):.. . . . . 2 GENERAL DEFLECTION AMPLIFICATION FACTOR (cd):. . . . . . 2 1. THE GENERAL CONTRACTOR SHALL VERIFY THE DIMENSIONS AND SITE CONDITIONS PRIOR TO STARTING WORK. THE ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. 2. THE CONTRACTOR SHALL COORDINATE THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL WORKS WITH THE STRUCTURAL CONTRACT DOCUMENTS. THE ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. 3. THE SIZE AND LOCATIONS OF ALL EQUIPMENT PADS, THE SIZE AND WEIGHT OF ALL ROOF MOUNTED MECHANICAL UNITS AND THE PENETRATIONS REQUIRED IN THE ROOF AND FLOORS FOR MECHANICAL, ELECTRICAL, AND PLUMBING WORK SHALL BE VERIFIED BY THE CONTRACTOR. ALL PENETRATIONS ARE SUBJECT TO APPROVAL BY THE ARCHITECT/STRUCTURAL ENGINEER. 4. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER IN WRITING OF ANY CONDITIONS IN THE FIELD CONTRADICTING THOSE SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS. 5. REFER TO THE ARCHITECTURAL DOCUMENTS FOR ALL DIMENSIONS NOT SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS. DO NOT SCALE THE STRUCTURAL CONTRACT DOCUMENTS. 6. SHOP DRAWINGS, VENDOR DRAWINGS, OR ANY MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR OR SUBCONTRACTOR ARE NOT CONSIDERED PART OF THE STRUCTURAL CONTRACT DOCUMENTS. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE. 7. ALL REFERENCES TO CODES, STANDARDS, AND SPECIFICATIONS SHALL MEAN THE LATEST VERSION OF THE REFERENCED MATERIAL PUBLISHED AT THE DATE OF TAKING BIDS, UNLESS STATED OTHERWISE. 8. ANY CONTRACTOR INDUCING CONSTRUCTION LOADS ON THE ROOF OR FLOOR SYSTEMS NOT SPECIFIED ON THE CONTRACT DOCUMENTS MUST OBTAIN APPROVAL FROM THE ARCHITECT/ENGINEER PRIOR TO ERECTION. 9. DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS UNTIL THE FLOOR SLABS AT THE TOP AND BOTTOM OF WALL ARE IN PLACE, OR ADAQUATE BRACING IS INSTALLED AND CONCRETE IS CURED. 10. WHERE FOUNDATION WALLS ARE TO HAVE EARTH PLACED ON EACH SIDE, PLACE FILL SIMULTANEOUSLY SO AS TO MAINTAIN A COMMON ELEVATION ON EACH SIDE OF WALL. 11. FIELD ALTERATIONS TO ANY STRUCTURAL MEMBER SHALL NOT BE EXECUTED WITHOUT APPROVAL FROM THE ARCHITECT/ENGINEER. 12. ARCHITECT/ENGINEER'S APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS. 13. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR CHARGE OF AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES. 14. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES, AND SPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. FOUNDATIONS 1. FOUNDATION DESIGN BASED UPON RECOMMENDATIONS SET FORTH IN THE SOILS REPORT BY CTL THOMPSON, INC. PROJECT # DN47,855-125 DATED JUNE 24, 2015. REFERENCE THIS SOILS REPORT FOR INFORMATION AND REQUIREMENTS. 2. FOUNDATION DESIGN CRITERIA SHALL BE VERIFIED BY SOILS ENGINEER PRIOR TO START OF CONSTRUCTION ON EACH SPECIFIC BUILDING SITE. 3. SPREAD FOOTINGS SHALL BE DESIGNED FOR: A. MAXIMIUM ALLOWABLE END BEARING = 2,500 PSF B. MINIMUM DEAD LOAD PRESSURE = 0 PSF 4. EQUIVALENT FLUID PRESSURE USED FOR WALL DESIGN IS 60 PCF FOR "AT REST' CONDITION. 5. FOOTINGS SHALL BE INSPECTED BY SOILS ENGINEER PRIOR TO PLACING CONCRETE. 6. DO NOT PLACE BACKFILL AGAINST FOUNDATION UNTIL CONCRETE OR GROUT HAS CURED AND FOUNDATION IS ADEQUATELY SHORED. 7. SLABS ON GRADE SHALL BE IN ACCORDANCE WITH THE SOIL REPORT. 8. SUB -EX, COMPACTION AND DRAINAGE SYSTEM SHALL BE IN ACCORDANCE WITH THE SOIL REPORT. CONCRETE 1. CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE BUILDING CODE (ACI -318) AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI -301). 2. ALL CONCRETE SHALL BE MADE WITH TYPE 1/11 PORTLAND CEMENT AND STONE AGGREGATE U.N.O.. MINIMUM CONCRETE 28 DAY STRENGTH SHALL BE AS FOLLOWS: A. FOOTINGS AND FOUNDATION WALLS 3500 PSI B. INTERIOR SLAB -ON -GRADE 3500 PSI C. EXTERIOR FLAT WORK AND SITE WALLS 3500 PSI D. ALL OTHER CONCRETE 3500 PSI 3. SEE SPECIFICATIONS FOR ADDITIONAL CONCRETE REQUIREMENTS. 4. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, CHAMFERS, ORNAMENTS, CLIPS, OR GROUNDS REQUIRED BE ENCASED IN CONCRETE AND FOR LOCATION AND DETAILS OF FLOOR FINISHES, ELEVATIONS, AND SLAB DEPRESSIONS. 5. PROVIDE 2-#5 BARS, ONE EACH FACE, AROUND ALL SIDES OF OPENINGS IN CONCRETE, UNLESS OTHERWISE NOTED ON PLANS. EXTEND 2'-0" BEYOND EACH EDGE OF OPENING IN CONCRETE. 6. ALL CONCRETE SLABS SHALL BE ISOLATED FROM FOUNDATIONS, WALLS, AND STEEL COLUMNS AS NOTED ON PLANS AND DETAILS. 7. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS BEFORE PLACING CONCRETE. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING OF CONCRETE IS NOT PERMITTED UNLESS APPROVED BY THE ENGINEER. 8. CONTRACTOR SHALL SUBMIT DRAWINGS SHOWING PROPOSED CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE TO THE ENGINEER FOR REVIEW. 9. WHERE CONSTRUCTION JOINTS ARE NOTED AS "ROUGHENED" ON THE DRAWINGS, THE ENTIRE JOINT SURFACE SHALL BE MECHANICALLY ROUGHENED TO A 1/4" AMPLITUDE AND THOUROUGHLY CLEANED. THE ROUGHENING SHALL EXPOSE THE COARSE AGGREGATE IN THE HARDENED CONCRETE AND ALL LOOSE MATERIAL SHALL BE REMOVED. 10. ALL DOWELS, BOLTS, AND EMBEDDED PLATES SHALL BE SET AND TIED IN PLACE PRIOR TO CONCRETE PLACEMENT. REINFORCING 1. REINFORCING SHALL CONFORM TO A.S.T.M. A615, GRADE 60. REINFORCING THAT IS REQUIRED TO BE WELDED SHALL BE GRADE 40 WITH A MAXIMUM CARBON CONTENT OF 0.30 PERCENT AND MAXIMUM MANGANESE CONTENT OF 0.60 PERCENT. NO WELDING OF REINFORCING SHALL BE PERMITTED UNLESS SPECIFICALLY CALLED FOR OR APPROVED BY THE STRUCTURAL ENGINEER. WHERE PERMITTED, WELDS SHALL BE IN CONFORMANCE W/ AWS D1.4, LATEST EDITION. 2. WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH A.S.T.M. A-185. 3. PROVIDE CORNER BARS TO MATCH THE SIZE AND QUANTITY OF ALL HORIZONTAL REINFORCING IN CAST -IN-PLACE WALLS. 4. ALL REINFORCING BAR LAP SPLICES SHALL BE A MINIMUM OF 48 BAR DIAMETERS. WELDED WIRE FABRIC SHALL HAVE A MINIMUM LAP SPLICE OF 8 INCHES. 5. ALL REINFORCING STEEL AND ACCESSORIES SHALL BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE WITH THE LATEST EDITION OF THE A.C.I. DETAILING MANUAL. BAR PLACER IS TO FAMILIARIZE THEMSELVES WITH ALL DETAILS SHOWN ON THE STRUCTURAL DRAWINGS AND SHALL USE THESE DRAWINGS IN CONJUNCTION WITH APPROVED SHOP DRAWINGS FOR PLACEMENT OF REINFORCING. 6. REINFORCEMENT PROTECTION A. CONCRETE PLACED AGAINST EARTH 3" B. CONCRETE PLACED IN FORMS BUT EXPOSED TO WEATHER OR EARTH 1. #5 BARS AND SMALLER 11/2" 2. BARS LARGER THAN #5 2" C. COLUMNS, GIRDERS, GRADE BEAMS, BEAMS 2" D. SLABS OR WALLS NOT EXPOSED TO WEATHER OR EARTH 1" 7. PLACE 2-#5 (1 EACH FACE) WITH 2'-0" PROJECTION AROUND OPENINGS IN CONCRETE. IN SLABS ON VOID AND FLOOR TOPPING SLABS AND OPENINGS LARGER THAN 12" IN ANY DIRECTION SHALL BE REINFORCED WITH (1)-#4x4'-0" PLACED DIAGONALLY TO EACH CORNER. 8. CONTINUOUS TOP BARS IN WALLS, BEAMS, AND GRADE BEAMS SHALL BE SPLICED AT MIDSPAN. CONTINUOUS BOTTOM BARS IN WALLS, BEAMS, AND GRADE BEAMS SHALL BE SPLICED OVER SUPPORT. 9. PROVIDE STIRRUPS WITH 2-#4 TOP SUPPORT BARS FOR LENGTH OF STIRRUP SPACING WHERE TOP BARS ARE NOT OTHERWISE SPECIFIED. 10. ALL REINFORCING BAR BENDS SHALL BE MADE IN THE FABRICATOR'S SHOP UNLESS APPROVED BY THE ENGINEER. STRUCTURAL STEEL 1. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING MINIMUM YIELD STRENGTH AND ASTM SPECIFICATIONS: Fy A.S.T.M. SPECIFIAC11ON A. WIDE FLANGE SHAPED STRUCTURAL STEEL 50 KSI A-572 OR A-992 B. STRUCTURAL STEEL CHANNELS AND ANGLES 36 KSI A-36 C. STRUCTURAL STEEL PLATES AND BARS 36 KSI A-36 D. SQUARE AND RECTANGULAR HHS 46 KSI A-500 GRADE B E. ROUND PIPE (STANDARD) 36 KSI A-36 F. ANCHOR RODS 36 KSI 2. STRUCTURAL STEEL SHALL BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (A.I.S.C.) SPECIFICATIONS AND CODE OF STANDARD PRACTICE, LATEST EDITIONS. 3. BOLTS FOR STEEL TO STEEL STRUCTURAL CONNECTIONS SHALL BE 3/4" DIAMETER ASTM A325 BEARING TYPE N, HIGH STRENGTH BOLTS OR WELDED EQUIVALENT, UNLESS NOTED OTHERWISE. 4. ALL BOLTS SHALL CONFORM TO ASTM A325, EXCEPT ANCHOR BOLTS, WHICH SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE ON PLANS AND DETAILS. 5. ALL WELDS SHALL BE MADE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY CODE D1.1, LATEST EDITION. MINIMUM WELDS SHALL BE PER AS REQUIRED BY AISC, BUT NOT LESS THAN 3/16" FILLET. 6. WELDERS SHALL HAVE IN POSSISSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS QUALIFICATION TESTS. 7. THE FABRICATOR SHALL BE RESPONSIBLE FOR THE DESIGN AND ADEQUACY OF ALL CONNECTIONS THAT ARE NOT DESIGNED OR FULLY DETAILED ON THE CONTRACT DOCUMENTS. 8. DO NO CUTTING, DRILLING, OR MODIFYING OF STRUCTURAL MEMBERS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. 9. FABRICATOR SHALL PREPARE SHOP DRAWINGS IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. WOOD 1. ALL WOOD FOR STRUCTURAL FRAMING SHALL BE HEM -FIR VISUALLY GRADED PER "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" BY THE NATIONAL FOREST PRODUCTS ASSOCIATION. EXCEPTIONS NOTED ON DRAWINGS. ALL DIMENSIONAL LUMBER SHALL BE S4S USED AT MOISTURE CONTENT = 19% MAX. 1. WOOD STUDS: a. 2" TO 4" THICK, 4" WIDE: HEM -FIR STUD GRADE OR BETTER b. 2" TO 4" THICK, 6" AND WIDER: HEM -FIR NO. 2 OR BETTER 2. WOOD JOISTS AND BEAMS: a. 2" TO 4" THICK, 6" AND WIDER: HEM -FIR NO. 2 OR BETTER 3. POSTS AND TIMBERS: HEM -FIR NO. 1 OR BETTER 4. STAIR STRINGERS: HEM -FIR NO. 1 OR BETTER 2. TIMBER CONNECTORS CALLED FOR ON THE DRAWINGS ARE AS MANUFACTURED BY SIMPSON COMPANY. CONNECTORS BY OTHER MANUFACTURERS MAY BE USED IF THE LOAD CAPACITY IS EQUAL TO OR GREATER THAN THE CONNECTOR SPECIFIED. USE MANUFACTURER'S FURNISHED NAILS AND BOLTS. 3. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE UNLESS OTHERWISE NOTED. ALL FASTENERS IN CONTACT PRESSURE TREATED WOOD MEMBERS SHALL BE HOT DIPPED GALVANIZED PER ASTM A635 TYPE G185 4. FLOOR JOIST SHALL BE TJI-210 OR EQUIVALENT FLOOR TRUSSES. INSTALLATION AND CONNECTIONS SHALL BE AS PER MANUFACTURER'S UNLESS OTHERWISE NOTED ON PLAN. PRE-ENGINEERED FLOOR TRUSSES SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. FLOOR TRUSSES SHALL BE DESIGNED FOR L/650 LIVE LOAD DEFLECTION AND LIVE LOAD = 40 PSF AND DEAD LOAD = 26 PSF. AN ADDITIONAL POINT LOAD = 250 LBS. PLUS WT. OF FILLED SPRINKLER PIPE SHALL BE INCLUDED IN DESIGN. THIS POINT LOAD SHALL BE APPLIED AT MID -SPAN OF ALL FLOOR TRUSSES. PROVIDE SHOP DRAWINGS LOCATING ALL TRUSSES, DESIGN CALCULATIONS, CONNECTION PLATE SIZES AND CAPACITIES, AND SIZE AND GRADES OF ALL LUMBER USED. THE TRUSS MANUFACTURER SHALL PROVIDE ALL BLOCKING PANELS, BRIDGING, AND HARDWARE REQUIRED FOR THE COMPLETE INSTALLATION OF THE FLOOR SYSTEM.TRUSSES SHALL BE SHIPPED, STORED AND ERECTED IN A VERTICAL ALIGNMENT. 5. FLOOR SHEATHING SHALL BE 3/4" APA RATED STRUD-1-FLOOR O.S.B. W/ SPAN RATING OF 24" O.C., EXPOSURE 1, T&G. NAIL 7/8" O.S.B. WITH 10d COMMON NAILS AT 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. APPLY WOOD GLUE NO FARTHER AHEAD THAN WILL BE IMMEDIATELY NAILED. EXTERIOR DECK FLOOR SHEATING SHALL BE 23/32" APA RATED SHEATHING, 48/24, EXPOSURE 1, T&G. NAIL 23/32" O.S.B. WITH 8d COMMON NAILS AT 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. 6. ROOF SHEATHING SHALL BE 15/32" CDX 24/0 PLYWOOD OR 15/32" GRADE 2 -M -W ORIENTED STRAND BOARD (OSB). FASTEN SHEATHING WITH 8d COMMON NAILS @ 6" O.C. AT ALL PANEL EDGES & 12" O.C. AT ALL INTERMEDIATE SUPPORTS. PROVIDE PSCL SHEATHING CLIPS ® 2'-0" O.C. BETWEEN SUPPORTS, NAIL PER THE FOLLOWING SCHEDULE AT CORNER EDGES AND EAVES: 4 FT. -•-I- �I F7 5F. (INCLUDIWa I FT. OVERUAN64) ROOF FASTENING Xa� pFASSTENING 1 2 3 2 NAILS PARIEL LOCATICN FastsmN Schedule (trxhee on center) ed PANEL EDCsES 6 6 4 8d PANEL FIELD i1 b b zRr- r t 7. EXTERIOR SHEATHING SHALL BE 7/16" APA RATED SHEATING w/ A SPAN RATING OF 24/16. NAIL SHEATHING WITH 8d COMMONS AT 6" FOR EDGES AND 12" INTERMEDIATES, TYPICAL. RE: SHEARWALL SCHEDULE FOR OTHER NAILING REQUIREMENTS. 8. ENGINEERED LUMBER SHALL BE AS MANUFACTURED BY iLEVEL, BOISE, IDAHO, OR APPROVED EQUAL AND HAVE THE MINIMUM FOLLOWING PROPERTIES: 4,3/8" to 85/8" IN DEPTH 91/2" to 14" IN DEPTH 16" to 18" IN DEPTH Fb = 1,700 PSI Fb = 2,325 PSI Fb = 2,600 PSI Fv = 400 PSI Fv = 285 PSI Fv = 285 PSI E = 1,300,000 PSI E = 1,550,000 PSI E = 1,900,000 PSI 9. PRE-ENGINEERED ROOF TRUSSES SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. ROOF TRUSSES SHALL BE DESIGNED FOR L/360 LIVE LOAD DEFLECTION AND L/240 TOTAL LOAD DEFLECTION CRITERIA AND NET UPLIFT OF 10 PSF. DESIGN ROOF TRUSSES FOR TOTAL DEAD LOAD OF 28 PSF (18 PSF TOP CHORD, 10 PSF BOT CHORD) AND SNOW LOAD = 30 PSF. PROVIDE SHOP DRAWINGS LOCATING ALL TRUSSES, DESIGN CALCULATIONS, CONNECTION PLATE SIZES AND CAPACITIES, AND SIZE AND GRADES OF ALL LUMBER USED. THE TRUSS MANUFACTURER SHALL PROVIDE ALL BLOCKING PANELS, BRIDGING, AND HARDWARE REQUIRED FOR THE COMPLETE INSTALLATION OF THE ROOF SYSTEM. TRUSSES SHALL BE SHIPPED, STORED AND ERECTED IN A VERTICAL ALIGNMENT. 10. WITHIN TRUSS SPACES BENEATH COLUMNS NOTED ON FRAMING PLANS, SOLID BLOCKING EQUAL TO THE AREA OF THE COLUMN ABOVE SHALL BE PROVIDED. 11. AT EACH LEVEL, MATCH COLUMNS ABOVE FOR TRANSVER OF LOAD TO THE FOUNDATION, UNLESS NOTED OTHERWISE. PRE-ENGINEERED SYSTEMS AND COMPONENTS 1. THE DESIGN OF THE PRE-ENGINEERED SYSTEMS AND COMPONENTS SPECIFIED IN THE CONTRACT DOCUMENTS THAT ARE DESIGNED BY OTHERS IS THE SOLE RESPONSIBILITY OF THE SUPPLIER AND ITS DESIGN ENGINEER LICENSED IN THE PROJECT STATE. SUBMITTALS OF SUCH SYSTEMS TO THE STRUCTURAL ENGINEER OF RECORD SHALL BE REVIEWED FOR CONFORMANCE WITH THE INTERPRETATION OF THE CONTRACT DOCUMENTS WITH REGARD TO THE ARRANGEMENT, AND/OR SIZES OF MEMBERS. SUCH REVIEW BY THE STRUCTURAL ENGINEER SHALL NOT IMPLY ANY RESPONSIBILITY FOR THE ACTUAL DESIGN OF SUCH SYSTEMS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DIMENSIONAL ACCURACY AND CONFORMANCE WITH ALL INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS. 2. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, GENERAL NOTES, SPECIFICATIONS, AND CODE OF PRACTICE SPECIFIED BY AISC, ACI, SJI, OR OTHER STANDARDS, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. SUBMITTALS 1. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR CONCRETE MIX DESIGNS, CONCRETE REINFORCING, STRUCTURAL STEEL, MASONRY WALL REINFORCING, AND METAL PLATE CONNECTED WOOD TRUSSES FOR ENGINEER'S REVIEW PRIOR TO FABRICATION. ANY FABRICATION DONE PRIOR TO RETURN OF SHOP DRAWINGS WILL BE AT CONTRACTOR'S RISK. REQUIRED CALCULATIONS AND DRAWINGS SHALL BE SUBMITTED THROUGH THE ARCHITECT FOR DISTRIBUTION UNLESS PRIOR ARRANGEMENTS HAVE BEEN MADE, SO AS TO ALLOW 5 WORKING DAYS REVIEW TIME BY THE STRUCTURAL ENGINEER. 2. REPRODUCTION OF THE CONTRACT DOCUMENTS FOR ERECTION AND/OR SHOP DRAWINGS WILL NOT BE PERMITTED. 3. REVIEW OF THE SUBMITTALS AND/OR SHOP DRAWINGS BY THE STRUCTURAL ENGINEER OF RECORD DOES NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS PRIOR TO SUBMITTING THEM. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. 4. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR: - METAL PLATE CONNECTED WOOD TRUSSES TEMPORARY BRACING 1. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION MEANS AND/OR SEQUENCING. THE DESIGN AND INSTALLATION OF ANY REQUIRED TEMPORARY BRACING SHALL BE BY THE CONTRACTOR. 2. FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL THE SLABS -ON -GRADE ARE IN-PLACE AND REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED. MASONRY CLAY BRICK 1. MASONRY CLAY BRICK SHALL CONSIST OF GRADE MW OR SW AND SHALL DEVELOP A MINUMUM AVERAGE COMPRESSIVE STRENGTH OF 2500 PSI. RE: ASTM C62. 2. ATTACH BRICK TO BACKING WITH DUR-O-WALL D/A 213 (OR APPROVED EQUAL) AT 16" O.C. EACH WAY 3. MORTAR MIX SHALL BE TYPE "S" 4. PROVIDE EXPANSION JOINTS AT LESS THAN 25-0" O.C. AND AT MAXIMUM OF 2'-0" OF CORNER RETURNS. 5. EXPANSION JOINT SHALL BE LOCATED A MINIMUM V-4" FROM A LINTEL BEARING POINT. 6. EXPANSION JOINTS SHALL BE 3/8" WIDE MINIMUM. SPECIAL INSPECTION 1. THE OWNER SHALL EMPLOY AND PAY FOR THE SERVICES OF A LICENSED SPECIAL INSPECTOR. THE SERVICES PROVIDED SHALL BE IN ACCORDANCE WITH IBC 2012 CODE REQUIREMENTS, AND SHALL INCLUDE THE FOLLOWING: A. SOILS 1. SUBGRADE BENEATH SLABS 2. FOOTING INSTALLATION B. CONCRETE 1. STRUCTURAL CONCRETE 2. INSTALLATION OF EMBEDDED BOLTS AND PLATES SUPPORTING STRUCTURE 3. REINFORCING STEEL PLACEMENT C. WOOD 1. HOLDOWN ANCHORS/ STRAP TIES 2. SHEAR WALL/ DIAPHRAGM FASTENING 3. METAL HANGERS 4. GYPBOARD NAILING D. SPECIAL INSPECTION REPORTS SHOULD BE PROVIDED TO THE ENGINEER OF RECORD & THE CITY OF WHEAT RIDGE BLDG. DEPT SHOP DRAWINGS SHOP DRAWING SUBMITALS ARE REQUIRED TO BE REVIEWED BY MNA: A. ROOF TRUSSES AND ALL OTHER STRUCTURAL RELATED SHOP DRAWINGS MNA STRUCTURAL CIVIL ARCHITECTURE PLANNING 4521 E. Virginia Avenue, Suite 200 Denver, Colorado 80246 (303) 377-6601 fax (303) 377-6656 www.mnaengineering.com w L.L 0 0 V1 WLU w W LLI OQ O o ® W o 0 O a, Z v J dp ® L ® w s� z �- w W ® �rn co FEY BIONS na. -BUILDING CODE MENT REMSIONs & -GRADING REV AN 28.-2016 dds 07107115 C PI�CDP GN dod --�S-0.0 ASSISTED LIVING & MEMORY CRAWL SPACE BASEMENT W/ SLAB -ON 5U5CONTR4CTOR TO VERIFY FOUNDATION WALL 5TEP5 W/ ARCN'L DETAIL5 FINI5NED FLOOR ELEVATION = 5416.50=100'-0' (2) AM- A Y a u 0# PLAN NOTES 'I. SLAB ON GRADE FINISH FLOOR RE: PLAN 2. N/A 3. N/A 4. N/A 5. NOT USED o. BEAM POCKET, SEAR SEAM 4" IN POCKET AND GROUT SOLID. MAX STEEL SHIM HEIGHT TO BE 2". 1. WRAP COLUMN w/ 1' THICK EXPANSION JOINT MATERIAL WHERE COLUMN EXTENDS THROUGH SLAB (TYPICAL). 8. CAST IN PLACE HAUNCH RE:3/52.1 9. a. STEP BOTTOM OF FDN WALL b. STEP TOP OF FDN WALL 10. a. 3" DIA. SCH. 40 ADJ. PIPE COL. b. 3Y' DIA. 8CH. 40 ADJ. PIPE COL.(40k) c. 4' DIA. SCH. 40 ADJ. PIPE COL. (sok) 11. 4' GONG. SLAB -ON -GRADE PROVIDE MIN. Y2' EXPANSION JOINT MATERIAL AT SLAB EDGES AGAINST WALL. 12, NOT USED 13. 3'-0' LONG x &' UJIDE COUNTERFORT, RE: 5/52.0 14. TOP OF STEEL ELEV. = 100'-0' 15. PLACE V010 FORM (16'1110E x 4' PEEP x3'-0' LONG) LWER M. PAD. 16. NOT U5E0 FOUNDATION NOTES 1. FOUNDATION WALLS TO BE 8' WIDE U.N.O. 2. TOP OF FOUNDATION WALL ELEV. _ 100'-0' UN.O. 3. RE: 62.0/52.1 FOR SECTIONS, DETAILS, GENERAL NOTES AND FOUNDATION NOTES. 4. FOOTING ELEV. SHALL BE 3'-6' BELOW EXTERIOR FIN15H GRADE OR GARAGE SLAB. WALL HEIGHT SHALL SE MIN. 4'-4' STEP BOT. AND TOP OF FDN. WALLS AS REQUIRED. FOOTINGS TO BE 20" WIDE x 8' DEEP ALL WALL STEPS PER PLOT PLAN. DE.;TAIL AT WALL STEF NO SCALE MNA STRUCTURAL CIVIL ARCHITECTURE PLANNING 4521 E. Virginia Avenue, Suite 200 Denver, Colorado 80246 (303) 377-6601 fax (303) 377-6656 www.mnaengineering.com \ J / rA iBUILDING CODE rMENT REMSONs OCTOBER'2015 —GRAWNG REM JAN 28. 20116 s 07/07/15 **po& C PP/SCD GN dad A0 m'-8' J 30' 7'-1 TOP OF AM EM . i • cV 17 7 .y ♦ W"_ 100 I N I 1'_O'(3x05 CONC. EACH WAY 6 n -0' -0' 25'- 7' 3'-6' x -6- x 1--0• CONC. P w/ 6 (3)-05 EAC WAY m T(OM J F � fn asa 00 N M o ,ya �' 7 17y I 3'-6' x 3'-6' x J _j 3'-6 x 3'-8- x 1'-0• G• Pan . / ' 18'-6" i -0 CONC. PAD w/ (3)-#5 EACH WAY (3)- EA( BOTTOM N M CRAKSUCE T.O. FWTNG LlEV. =95'- 40 7 3P ,0a _j r -o• CONI. PAD wL a Frr0 (3 05 EACH W BOTT 3'-6- x 3'-6" x 7 1'-0' CONC. PAD w/ 10a W-10' 12'-0' 14'-2' TOP OF '6 7 VM—BUILDING CODE ENT REVISIONS REV.C 28, 2016 F J 3'-9- x 3'-9' x t0a 3'-6" x 3'-6' x 1'-0• CONC. PAD w/ r` I`S 1'-0. 00NC. PAD w/ w w CLO (3)-#5 EACHWAY In-w �4% 3'-6' x 3'-6" x 7 M y oQ 1'-0' CONG. P 100 w z a I oQ� VAY 3-6" x 3'-6' x ~ Z W `L m �OT10M o 1'-0' CONC. PAD w/ 7 10a a N (3)-05 EACH WAY BOTTOM m mJ 7 0 I Ln `o 10a 3'-6" x 3-6" x z 0- 0 e9�• '- 10' 0080. PAD w/ itI 7 (3)-05 EA H WAY �4 AY 4'- !9Y O ,'-0' GDNQ PAD w/ (3)-#5 EACH WAY 1'-03CONC. PAD w/ (3)-#5 EACH WAY 7 ih Th BOTTOM 11 i00 7 L 1 6'-4' 17'-10' ,Oa N a 8 L i+1 liffim—im 1 (3)-05 EACH WAY BOTTOM 7 VM—BUILDING CODE ENT REVISIONS REV.C 28, 2016 F J 3'-9- x 3'-9' x t0a 3'-6" x 3'-6' x 1'-0• CONC. PAD w/ r` I`S 1'-0. 00NC. PAD w/ w w CLO (3)-#5 EACHWAY In-w M-05 EACH WAY 3'-6' x 3'-6" x M y oQ 1'-0' CONG. P w/ w z a I oQ� VAY zw <m t O ~ Z W `L m �OT10M o �; 7 10a Y•- N 3♦ m - 7 OD X N `o 10a 3'-6" x 3-6" x M O '- 10' 0080. PAD w/ itI 7 (3)-05 EA H WAY 3'-6' x 3'-B' x AY 4'- !9Y ,'-0' GDNQ PAD w/ (3)-#5 EACH WAY BOTTOM ih Th 7 7 16'-111¢' ,Oa 4' r S-41 12'-0' SIM -{H TOP AND BOTTOM. M N 18' WALL � 3,_4° 0 18'-6' r -a- x r -B• CONC. PAD w )-05 EACH wA _g• x 2'_g• x 1'-0' CONC. PAD w/ (3) -05 EACH WAY BOTTOM 4 "P ro.ODTING r I 7 100 -6' x W-6- x 1'-0' CONC. PAD w/ w (3) -#5 EAOi BOTTOM m J _o to z o sxo arI M Ln �,. X O ` 7 i t0a 9b -6' x 3'-8' x 1'-0- CONC. PAD w/ �a (3 Pr+ EACHBOTTOM ■ 5'-7" 14'-0' 14'-5' lV,i 1 AU 4'-4" 5'-0' 6m' 1 Y. _ 98t0' 12'-4)r 9'-4' 6'-0" F 7 VM—BUILDING CODE ENT REVISIONS REV.C 28, 2016 F 7 3'-9- x 3'-9' x t0a 3'-9' x 3'-9" x 1'-0• CONC. PAD w/ I`S 1'-0CONQ PAD w/ w CLO (3)-#5 EACHWAY In-w (3rd 3'-6' x 3'-6" x 3'-B' x 3'-6" x BOTTOM oQ 1'-0' CONG. P w/ w t'-0' CONC. PAD w/ oQ� VAY zw <m t O ~ Z W `L m �OT10M ® a J I 0 TOP OF WALL N N m < w >� vai OD X N `o O M O itI 7 S-41 12'-0' SIM -{H TOP AND BOTTOM. M N 18' WALL � 3,_4° 0 18'-6' r -a- x r -B• CONC. PAD w )-05 EACH wA _g• x 2'_g• x 1'-0' CONC. PAD w/ (3) -05 EACH WAY BOTTOM 4 "P ro.ODTING r I 7 100 -6' x W-6- x 1'-0' CONC. PAD w/ w (3) -#5 EAOi BOTTOM m J _o to z o sxo arI M Ln �,. X O ` 7 i t0a 9b -6' x 3'-8' x 1'-0- CONC. PAD w/ �a (3 Pr+ EACHBOTTOM ■ 5'-7" 14'-0' 14'-5' lV,i 1 AU 4'-4" 5'-0' 6m' 1 Y. _ 98t0' 12'-4)r 9'-4' 6'-0" F 7 VM—BUILDING CODE ENT REVISIONS REV.C 28, 2016 F 7 GN t0a 100 I`S Q 3'-6' x 3'-6" x 3'-B' x 3'-6" x m 1'-0' CONG. P w/ w t'-0' CONC. PAD w/ EACH I VAY BOTT15 EACH WA �OT10M OM N m vai CD El z `o itI 7 iO !9Y 7 7 100 ,Oa L 3'-6' x 3'-8" x 3'-�0.0gx 3'-0' x 1'-0' CONC. PAD w/ BOTTOM CH WA BOTY EACHP AY •N (!III r•t,t�x u - - 'I „ 10'-9ki" 6'-0" i l' 6'-0' N is )F WALL 0 5URCONTRACTOR TO VERIFY FOUNDATION WALE. 5TEP5 W/ ARCHIL DETAILS FINI5HED FLOOR ELEVATION = 5416.50=1004' (2)• AffL O_ IL C# PLAN NOTES 1, SLAB ON GRADE FIN15H FLOOR RE: PLAN 2. N/A 3. N/A 4. N/A 5. NOT USED (o. BEAM POCKET, BEAR BEAM 4" IN POCKET AND GROUT SOLID. MAX STEEL SHIM HEIGHT TO BE 2'. 1. WRAP COLUMN w/ 1' THICK EXPANSION JOINT MATERIAL WHERE COLUMN EXTENDS THROUGH SLAB (TYPICAL). 8. CAST IN PLACE HAUNCH RE:3/52.1 9. a. STEP BOTTOM OF FDN WALL b. STEP TOP OF FDN WALL 10, a. 3' DIA. SCH. 40 ADJ. PIPE COL. b. 3Y2" DIA. SCH. 40 ADJ. PIPE COL.(40k ) c. 4' DIA, SCH. 40 ADJ. PIPE COL. (501) 11. 4' GONG. SLAB -ON -GRADE PROVIDE MIN. Y2' EXPANSION JOINT MATERIAL AT SLAB EDGES AGAINST WALL. 12. NOT USED 13. 3'-0' LONG x 8' WIDE COUNTERFORT, RE: 5!82D 14. TOP OF STEEL ELEV. = 100'-0' 15, PLACE VOID FORM (16' WIDE x 4' DEEP X3'-0' LONG) UNDER FTG. PAD. 16. NOT USED FOUNDATION NOTES 1. FOUNDATION WALLS TO BE 8" WIDE U.N.O. 2. TOP OF FOUNDATION WALL ELEV. _ 100'-0' U.N.O. 3. RE: 52.0/52.1 FOR SECTIONS, DETAILS, GENERAL NOTES AND FOUNDATION NOTES. 4. FOOTING ELEV. SHALL BE 3'-611 BELOW EXTERIOR FINISH GRADE OR GARAGE SLAB. WALL HEIGHT SHALL BE MIN. 4'-4' STEP BOT. AND TOP OF FDN. WALLS A5 REQUIRED. FOOTINGS TO BE 20" WIDE x S' DEEP ALL WALL STEPS PER PLOT PLAN. _ DETAIL. AT WALL STEL' NO SCALE STRUCTURAL CIVIL ARCHITECTURE PLANNING 4521 E. Virginia Avenue, Suite 200 Denver, Colorado 80246 (303)377-6601 fax (303) 377-6656 www.mnaengineering.com r_eV7 �p ° ° x2004 AL E��\ VM—BUILDING CODE ENT REVISIONS REV.C 28, 2016 dig 07107115 PP/SCD GN dud GENERAL STRUCTURAL FRAMING NOTES 1. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERRED TO FOR ADDITIONAL REQUIREMENTS. DESIGN PARAMETERS BUILDING CODES 2012 IBC AISC STEEL CONSTRUCTION MANUAL (9TH EDITION) ACI 318 - 2008 2. SEIS : CATEGORY B 3. WIND LOADS BASIC WIND SPEED: 105 MPH WIND IMPORTANCE FACTOR: 1.0 EXPOSURE CLASSIFICATION: C 4. ROOF LOADS ROOF SNOW LOAD: Pf = 30 PSF ROOF DEAD LOAD: 25 PSF TOP CHORD = 18 PSF & BOTTOM CHORD = 7 PSF DRIFTING, SLIDING, AND UNBALANCED SNOW CALC'D IN ACCORDANCE W/ IBC CHAPTER 16 5. LIVE LOADS BASIC FLOOR AREA: 40 PSF CONCRETE 1. CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE BUILDING CODE (ACI -318) AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI -301). 2. ALL CONCRETE SHALL BE 3X" MAX. STONE AGGREGATE UNLESS NOTED OTHERWISE. MINIMUM CONCRETE 28 DAY STRENGTH SHALL BE 3500ps1 3. CONCRETE EXPOSED TO SOILS SHALL HAVE A WATER CEMENT RATIO OF 0.45 OR LESS. 4. CONCRETE EXPOSED TO SOILS SHALL BE TYPE II CEMENT. ALL OTHER CONCRETE SHALL BE TYPE 1/11 5. CONCRETE SHALL HAVE A SLUMP OF 4" (f1") 6. CONCRETE SHALL BE 5% AIR ENTRAINED. MIN. CEMENT 5401b FOR 4000 PSI, 5641b FOR 5000 PSI 7. PROVIDE 4-#5 BARS, TWO EACH FACE TOP AND BOTTOM, AROUND ALL SIDES OF OPENINGS IN CONCRETE, UNLESS OTHERWISE NOTED ON PLANS. EXTEND SAME 3'-0" BEYOND EACH EDGE OF OPENING IN CONCRETE. 8. ALL CONCRETE SLABS SHALL BE ISOLATED FROM FOUNDATIONS, WALLS, AND STEEL COLUMNS AS NOTED ON PLANS AND DETAILS. 9. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS BEFORE PLACING CONCRETE. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING OF CONCRETE IS NOT PERMITTED UNLESS APPROVED BY THE ENGINEER. 10. ALL DOWELS, BOLTS, AND EMBEDDED PLATES SHALL BE SET AND TIED IN PLACE PRIOR TO CONCRETE PLACEMENT. REINFORCING 1. REINFORCING SHALL CONFORM TO A.S.T.M. A615, GRADE 60. REINFORCING THAT IS REQUIRED TO BE WELDED SHALL BE GRADE 40 WITH A MAXIMUM CARBON CONTENT OF 0.30 PERCENT AND MAXIMUM MANGANESE CONTENT OF 0.60 PERCENT. NO WELDING OF REINFORCING SHALL BE PERMITTED UNLESS SPECIFICALLY CALLED FOR OR APPROVED BY THE STRUCTURAL ENGINEER. WHERE PERMITTED, WELDS SHALL BE IN CONFORMANCE W/ AWS D1A LATEST EDITION. 2. WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH A.S.T.M. A-185. 3. PROVIDE CORNER BARS TO MATCH THE SIZE AND QUANTITY OF ALL HORIZONTAL REINFORCING IN CAST -IN-PLACE WALLS. 4. ALL REINFORCING BAR LAP SPLICES SHALL BE A MINIMUM OF 36 BAR DIAMETERS. WELDED WIRE FABRIC SHALL HAVE A MINIMUM LAP SPLICE OF 8 INCHES. 5. ALL REINFORCING STEEL AND ACCESSORIES SHALL BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE WITH THE LATEST EDITION OF THE A.C.I. DETAILING MANUAL. BAR PLACER IS TO FAMILIARIZE THEMSELVES WITH ALL DETAILS SHOWN ON THE STRUCTURAL DRAWINGS AND SHALL USE THESE DRAWINGS IN CONJUNCTION WITH APPROVED SHOP DRAWINGS FOR PLACEMENT OF REINFORCING. 6. REINFORCEMENT PROTECTION A. CONCRETE PLACED AGAINST EARTH 3" B. CONCRETE PLACED IN FORMS BUT EXPOSED TO WEATHER OR EARTH a. #5 BARS AND SMALLER 1Y2" b. BARS LARGER THAN #5 2" c. WALLS NOT EXPOSED TO WEATHER OR EARTH 3" 7. CONTINUOUS TOP BARS IN WALLS, BEAMS, AND GRADE BEAMS SHALL BE SPLICED AT MID -SPAN. CONTINUOUS BOTTOM BARS IN WALLS, BEAMS, AND GRADE BEAMS SHALL BE SPLICED OVER SUPPORT. FOUNDATIONS (FOOTING) 1. SPREAD FOOTING FOUNDATION DESIGN BASED UPON SOIL REPORT DN47,855-125 PREPARED BY CTL-THOMPSON, INC. DATED JUNE 24, 2015. 2. SPREAD FOOTINGS SHALL BE DESIGNED FOR: A. MAXIMUM ALLOWABLE BEARING PRESSURE = 2,500 PSF. (DEAD + 1/2 LIVE) B. MINIMUM DEAD LOAD PRESSURE _ C. MINIMUM FROST DEPTH = 3'-0" 3. EQUIVALENT LATERAL PRESSURE: A. ACTIVE: 60 PCF B. AT REST: 45 PCF 4. ALL BEARING MATERIAL SHALL BE INSPECTED BY AN INDEPENDENT TESTING AGENCY PRIOR TO CONCRETE PLACEMENT. THE INDEPENDENT TESTING AGENCY SHALL BE THE SOLE JUDGE AS TO THE SUITABILITY OF THE BEARING MATERIAL 5. SLABS ON GRADE SHALL BE AS INDICATED IN THE SOIL REPORT. 6. COMPACTION AND DRAINAGE SYSTEM SHALL BE PER SOIL REPORT. 7. DO NOT PLACE BACKFILL AGAINST FOUNDATION UNTIL CONCRETE HAS CURED. FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACED AGAINST BACK FILLING PRESSURE UNTIL FLOOR SLABS AT TOP AND BOTTOM ARE IN PLACE. BACKFILL TO FINISHED SUB -GRADE ELEVATION AND SLOPE AWAY FROM EDGE OF BUILDING. WHERE FOUNDATION WALLS ARE TO HAVE EARTH PLACED ON EACH SIDE, PLACE FILL SIMULTANEOUSLY SO AS TO MAINTAIN A COMMON ELEVATION ON EACH SIDE OF THE WALL. 8. SEE SOILS REPORT FOR CEMENT TYPE FOR ALL FOUNDATION CONCRETE. 9. REFER TO THE SOILS REPORT FOR REQUIRED OVER -EXCAVATION REQUIREMENTS. 10. FOOTING MAY BE POURED INTO AN EARTH -FORMED TRENCH IF SOIL CONDITIONS PERMIT. STRUCTURAL STEEL 1. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING MINIMUM YIELD STRENGTH AND ASTM SPECIFICATIONS: Fy A.S.T.M. SPECIFICATION A. WIDE FLANGE SHAPED STRUCTURAL STEEL 50 KSI A-992 B. STEEL PIPE 35 KSI A-53 GRADE B C. ANCHOR RODS 36 KSI F-1554 or A307 2. 3" DIAMETER SCHEDULE 40 ADJUSTABLE PIPE COLUMNS SHALL BE RATED AT 33.4 KIPS MINIMUM 3. STRUCTURAL STEEL SHALL BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (A.I.S.C.) SPECIFICATIONS AND CODE OF STANDARD PRACTICE, LATEST EDITIONS. 4. ALL FIELD CONNECTION SHALL BE MADE WITH J"O ASTM A307 BOLTS U.N.O. 5. ALL WELDS SHALL BE MADE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY CODE D1.1, LATEST EDITION. MINIMUM WELDS SHALL BE PER AS REQUIRED PER AISC, BUT NOT LESS THAN 3/16" FILLET. 6. WELDERS SHALL HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS QUALIFICATION TESTS. 7. NO CUTTING, DRILLING, OR MODIFYING OF STRUCTURAL MEMBERS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. 8. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS IS PROHIBITED WITHOUT WRITTEN APPROVAL OF THE ENGINEER OF RECORD. SUBMITTALS 1. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR WOOD FLOOR AND ROOF TRUSSES FOR ENGINEER'S REVIEW PRIOR TO FABRICATION. ANY FABRICATION DONE PRIOR TO RETURN OF SHOP DRAWINGS WILL BE AT CONTRACTOR'S RISK. 2. REPRODUCTION OF THE CONTRACT DOCUMENTS FOR ERECTION AND/OR SHOP DRAWINGS WILL NOT BE PERMITTED. 3 REVIEW OF THE SUBMITTALS AND/OR SHOP DRAWINGS BY THE STRUCTURAL ENGINEER OF 1-"5 lb R OL W (. (1)-#5 BAR AT FOP = RICK LEDGE 14"X11$' TREATED RIM. ATTACH TO WALL W/ - (2)-1/2"X5" EXP. ANCHORS SEE FRAMING PLAN FOR FLOOR JOIST SIZE AND SPACING AND HANGER 20 P.T. SILL PLATE ATTACH TO FNDN WALL W/ �"O ANCHOR BOLTS AT 2'-0" O.C. U.N.O. ON THE SHEAR SCHEDULE 12" TALL WITH 3" LEG ' #5 VERT. BARS AT 18o.c. ...� (1)-#5 BARS AT ' LOCATION INDICATED &R \ V a� p .. • 4 9 U err r�i A n I 2)-#5 BARS AT BOTTOM 1/2" EXP. JOINT MATERIAL 4" CONCRETE SLAB - ON -GRADE - SCORE SLAB WITH 1" DEEP CONTROL JOINTS @ 100 S.F. MAX. (TYP.) �I #4 x N�@ 18" o.c. Su O0ASMHIyf�THING 1-#5 CON SEE LAN S ZE ANBD �SPANG CSNG DOUBLE TOP PLATE �- 20 STUDS AT 16" O.C. cn 20 P.T. SILL PLATE ATTACH TO FNDN WALL W/ z"0 ANCHOR BOLTS AT 4'-0" O.C. U.N.O. ON THE SHEAR SCHEDULE 12" TALL WITH 3" LEG - - (2)-#5 BARS AT TOP #5 VERT. AT 18" o.c. 4 (2)-#5 BARS AT BOTTOM 1/2" EXP. JOINT MATERIAL 4" CONCRETE SLAB - ON -GRADE - SCORE SLAB WITH 1" DEEP CONTROL JOINT@ 100 S.F. MAX. �TYP.) b. 8 I 4 x -' L @ 18" O.C. S # NQu E PLA WALL SECTION AT FULL BASE`�ENT WALL SECTION 84SE1"IENT / CRAUILSPAGE ZERO STEP 2x4 P.T. SILL PLATE 'RAM -SET' COL. ATTACH TO FNDN WALL SEE FRAMING PLAN BASE > TO CONC. FOR FLOOR JOIST STEEL COLUMN - SEE PLAN W/ 2"0 ANCHOR BOLTS SIZE AND SPACING W/ 4-P.A.F. OR AT 2'-0" O.C. U.N.O. ON 2-1/2" x 3" EMBED 1" ANSIGN JOINT THE SHEAR SCHEDULE EXP. BOLTS. MATERIAL 12" TALL WITH 3" LEG x -PR ENA. WAY BOTTOM #5 CONI aii7V i�.�^;6'm-,arn..c.Pz:�ma .. I E I �.v,l € �'.e .` / / • 1,�.-...�... € t RE - FND fi I AN OiR SIZE SEE LR SIZE AND SPACING x4 P.T. SILL PLATE ATTACH 0 FNDN WALL W/ 2'0 ANCHOR OLTS AT 2'-0" O.C. U.N.O. ON HE SHEAR SCHEDULE 12" TALL IITH 3" LEG ?-#5 CONT. FOP AND BOTTOM #5 VERTICALS @ 18" O.C. +- #4 x "all @ 18" o.c. 8 CRAWL SPACE WALL SECTION PERPENDICULAR 3/4e = 1'-0' 2x P.T. RIM BOARD ATTACH TO FNDN WALL W/ (2)-'"0 ANCHOR 8" BOLTS AT 2'-0" (7)� AW. SPACE WALL SECTION NO BRICK/ STEP 3/4' = 1'-0' 2x STUDS AT 16" o.c. MIN. RE: FRAMING 2x4 P.T. SILL PLATE ATTACH TO FNDN WALL W/ 1"6 ANCHOR FACE BRICK 2 RE: ARCH. BOLTS AT 2'-0" O.C. U.N.O. ON THE SHEAR SCHEDULE 12" TALL 4" BRICK WITH 3" LEG LEDGE FLOOR SHEATHING RE: FRAMING -17- l _N -' HANG w/ ITS2.06/11.R, ,= /' (1)-#5 TOP ` �.• TREAT LAST 12" OF a 'RAM -SET' COL. CONT.JOIST �� __ . AN FOfic' 1=�OOfiz BASE > TO CONC. FLOOR RJOIST FRAMING AND ` RE=P w/ 4-P.A.F. OR _ 5�'ST M ATTACHMENT 2-1 /2" x 3 EMBED STEEL COLUMN -SEE PLAN (1) 5R I I - SPACING OR BLOCKING - AND ®RIEN I A I I® -� EXP, BOLTS. 3'-4"= 3-#4 BARS -' OR RE:INF01/CING 5T . IN FDEi�S. RECORD DOES NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY TO REVIEW AND CHECK SHOP prof na -BUILDING CODE COMMENT REVISIONS 07129/15 OCTOBER 28, 2015 - JAN 28, 2016 dodo dmm CDPICDP ChmCK by NGN DRAWINGS PRIOR TO SUBMITTING THEM. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR S" UJID DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS, �• .$ ,.A a " . f TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION.4. & • " �`" PRE-ENGINEERED SYSTEMS AND COMPONENTS ' \QLJ #4 5ARCj a6 jro" 4. W,4Y 1. THE DESIGN OF THE PRE-ENGINEERED SYSTEMS AND COMPONENTS SPECIFIED IN THE CONTRACT OF THE SUPPLIER AND DOCUMENTS THAT ARE DESIGNED BY OTHERS IS THE SOLE RESPONSIBILITY #,d X _� O.G, IT'S DESIGN ENGINEER LICENSED IN THE PROJECT STATE. SUBMITTALS OF SUCH SYSTEMS TO THE N Su STRUCTURAL ENGINEER OF RECORD SHALL BE REVIEWED FOR CONFORMANCE WITH THE INTERPRETATION OF THE CONTRACT DOCUMENTS WITH REGARD TO THE ARRANGEMENT, AND/OR 12 O.G. SIZES OF MEMBERS. SUCH REVIEW BY THE STRUCTURAL ENGINEER SHALL NOT IMPLY ANY RESPONSIBILITY FOR THE ACTUAL DESIGN OF SUCH SYSTEMS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DIMENSIONAL ACCURACY AND CONFORMANCE WITH ALL INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS. 2. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, GENERAL NOTES, SPECIFICATIONS, AND 0 COUNTE�FORT CODE OF PRACTICE SPECIFIED BY AISC, ACI, SJI, OR OTHER STANDARDS, THE MORE STRINGENT .j REQUIREMENT SHALL GOVERN. \#4 BARS e i(p" O.C_ FO� DATION®ALL 2 -#4 BARS x9H" _° 31-411 REBAR EA. WAY BOTTOM RE: PLAN (4YV �I fRE : FND PLAN FOR S 1 ZE STEEL COLUMN TO FOOTING 11 I AT 24" O.C. 2x P.T. RIM BOARD ATTACH TO FNDN WALL W/ (2)-2'0 ANCHOR g" BOLTS AT 2'-0" 8 CRAWL SPACE WALL SECTION - BRICK LEDGE -RAISED 3/4' FACE BRICK,—. - RE: ARCH.M � I q p_ 4" BRICK >- LEDGE ;ISI€ CRAWL SPACE WALL SECTION BRICK LEDGE -FLUSH 3/4. = 1'-0' l SEE FRAMING PLAN FOR FLOOR JOIST SIZE AND SPACING x4 P.T. SILL PLATE ATTACH 0 FNDN WALL W/ �"O ANCHOR OLTS AT 2'-0" O.C. U.N.O. ON HE SHEAR SCHEDULE 12" TALL PITH 3" LEG ?-#5 CONT. -OP AND BOTTOM #5 VERTICALS @ 18" O.C. #4 x @ 18" o.c. N L ItS CRAWL SPACE WALL SECTION PARALLEL 3/40 = 1'_0® CONT. TOP 4 BOTTOM X11/2 OF WALL. CLEAR .a. 4 . Ae 2-05 CONT. NOTE: 5A5EMENT FLOOR OR ' BRACING MUST SE INSTALLED PRIOR TO BAC:KFILLING-s. *S VERT 6 18" o.c. EA SIDE . 2-S CONT. • s MIDHEIGHT OF WALL. 4' • " 2-05 CONT. I/2" EXP. JOINT MATERIAL 4" CONCRETE SLAB - ON -GRADE - SCORE SLAB WITH 1" DEEP CONTROL JOINTS Q 100 S.F. MAX. (TYPJ 7 , , - -1 I ---1 I ice' ° . { I -. 1�2 04 x "+L a 1a" O.G. U 8' m SEE PLAN 4"x16° WIDE VOID RE: PLAN REINF. TO BE �,��� SE'.CTION AT DE 15ING WALL EXTEDNED AS SHOWN 3/4" = I' -O" MNA STRUCTURAL CIVIL ARCHITECTURE PLANNING 4521 E. Virginia Avenue, Suite 200 Denver, Colorado 80246 (303) 377-6601 fax (303) 377-6656 www.mnaengineering.com rte^, nV,L LL, O ® o CD a m _ O Uj FEY6= prof na -BUILDING CODE COMMENT REVISIONS 07129/15 OCTOBER 28, 2015 - JAN 28, 2016 dodo dmm CDPICDP ChmCK by NGN -fes■0 SHEATHIN -rYF I CAL HOLD OWN VARIES RE: ARGH'L ST ,WN AT 1" EXP. JOINT MATERIAL X1/4" SLOPE /FT BUILDER MAY ELECT TO CAST HAUNCH IN PLACE BOND BREAKER w/ Cll- x ®TOP 4 BOT. (3) -*14x2' -(o" WALL AND FLOOR CENTERED FRAMING NOT SHOWN OVER HAUNCH RE: SITE PLAN 4" CONC. 5TOOP=, IEEI $ OR PATIO RE: = �,@, ARCH'L+1 Z GONG. HAUNCH- 8" MIN. 8 _ S" TRICK, MIN. EMBED. PLACE HAUNCHES AT 5'-0' o.c. MAX. „+ BOLT ON HAUNCH w/ CONTRACTOR MAY USE 4 MIN OF (2)-r%"O THRU BOLTS APPROVED EQUAL 2'-0" MAX.. 'A TYf' 1 CAL HAUNCH p 11 off CONTINUOUS REINFORCING E3AR6 SEE DETAILS 2'-0° CORNER REINFORCEMENT (2)-#5 CONT. BEAM POCKET (2)-#5 CONT. @ MID -HT OF WALL -RE: 1/S-2 (2)-#5 CONT. BEAR BEAM ON STEEL SHIMS, MIN. 3" DEEP x FLANGE WIDTH. MAX. 2" HIGH STEEL BE (3) 2x POST O.S.B. NAIL PER SCHEDULE ION TIE HOLDOWN 406 SPIKE OR LAG SCREW AS REQUIRED FOR 5TA5I L I TY OF FRAME WALL MOULDING - NAIL ONLY TO BOT. E BOT. iE RAM5ET TO CONCRETE SLAB 'a 24" c.c. MAXIMUM CONCRETE SLAB- ON =RAMING PLAN I . J 4. 3/4u = 1'-0" INSTALL WEB FILLER ON EACH SIDE OF WEB. NAIL AND CLINCH w/ (12)-8d NAILS TOTAL ---INSTALL 2x6 KICKER TO ONE SIDE OF STEEL BEAM AT JOIST CLOSEST TO STEEL COLUMN. INSTALL KICKER TO ONE SIDE OF JOIST. ATTACH w/ (6)-10d NAILS STAGGERED. SNUG FIT TO TO STEEL BEAM. BUTT 2x6 BLOCKS (ONE EACH SIDE OF KICKER) TO KICKER AND ATTACH KICKER TO END OF 2x6 BLOCKS w/ 3)-10d (4)-10d NAILS END NAILS TO ONE -OE NAILS BLOCK AND (3)-10d TOE NAILS TO THE OTHER BLOCK. ATTACH 26 x 12 LONG BLOCKS TO STEEL WEB w/ (4)-.14” SHANK DIA. x 2" LONG P.A.F. —26 KICKER (4)-10d END NAILS PRIOR TO 2ND BLOCK (2)-#5 CONT. (2)-#5 CONT. PLAN VIEW TEFL BEAM TO FLOOR B RAGING 12" X 12" OPENING 3/4" = V -O" STORM PIPE. S GROUT AROUND AFTER STORM PIPE BEEN PLA, ,2)-#5 VERT. @ EACH SIDE DF OPENING. EXTEND TO BOTTOM ROW OF STEEL AND BEND OVER TOP OF OPENING AS SHOWN. WALL DETAIL AT FLOOR SLAB 11/2 11= 1'-0if ;2)-#5 VERT. @ -ACH SIDE OF OPENING. EXTEND TO BOTTOM ROW OF STEEL AND 3END OVER TOP OF OPENING AS SHOWN. 2)-#5 3ARS-EXTEND 3ARS 1'-6" MIN. 3EYOND EACH SIDE OF )PENING REINFORCING AT STORM INLET NOTE: DO NOT ALLOW REINFORCEMENT TO CONTACT W/ BEAM POCKET 2)-#5 BARS -EXTEND 3ARS S-0" MIN. BEYOND :ACH SIDE OF WINDOW W - BEAM RE: PLAN I T_ STEEL LINTEL SCHEDULE 1 OPENING ++ + Z++ BEARING REMARKS WIDTH �� �� CDPICDP LENGTH (2)-#5 CONT. BEAM POCKET (2)-#5 CONT. @ MID -HT OF WALL -RE: 1/S-2 (2)-#5 CONT. BEAR BEAM ON STEEL SHIMS, MIN. 3" DEEP x FLANGE WIDTH. MAX. 2" HIGH STEEL BE (3) 2x POST O.S.B. NAIL PER SCHEDULE ION TIE HOLDOWN 406 SPIKE OR LAG SCREW AS REQUIRED FOR 5TA5I L I TY OF FRAME WALL MOULDING - NAIL ONLY TO BOT. E BOT. iE RAM5ET TO CONCRETE SLAB 'a 24" c.c. MAXIMUM CONCRETE SLAB- ON =RAMING PLAN I . J 4. 3/4u = 1'-0" INSTALL WEB FILLER ON EACH SIDE OF WEB. NAIL AND CLINCH w/ (12)-8d NAILS TOTAL ---INSTALL 2x6 KICKER TO ONE SIDE OF STEEL BEAM AT JOIST CLOSEST TO STEEL COLUMN. INSTALL KICKER TO ONE SIDE OF JOIST. ATTACH w/ (6)-10d NAILS STAGGERED. SNUG FIT TO TO STEEL BEAM. BUTT 2x6 BLOCKS (ONE EACH SIDE OF KICKER) TO KICKER AND ATTACH KICKER TO END OF 2x6 BLOCKS w/ 3)-10d (4)-10d NAILS END NAILS TO ONE -OE NAILS BLOCK AND (3)-10d TOE NAILS TO THE OTHER BLOCK. ATTACH 26 x 12 LONG BLOCKS TO STEEL WEB w/ (4)-.14” SHANK DIA. x 2" LONG P.A.F. —26 KICKER (4)-10d END NAILS PRIOR TO 2ND BLOCK (2)-#5 CONT. (2)-#5 CONT. PLAN VIEW TEFL BEAM TO FLOOR B RAGING 12" X 12" OPENING 3/4" = V -O" STORM PIPE. S GROUT AROUND AFTER STORM PIPE BEEN PLA, ,2)-#5 VERT. @ EACH SIDE DF OPENING. EXTEND TO BOTTOM ROW OF STEEL AND BEND OVER TOP OF OPENING AS SHOWN. WALL DETAIL AT FLOOR SLAB 11/2 11= 1'-0if ;2)-#5 VERT. @ -ACH SIDE OF OPENING. EXTEND TO BOTTOM ROW OF STEEL AND 3END OVER TOP OF OPENING AS SHOWN. 2)-#5 3ARS-EXTEND 3ARS 1'-6" MIN. 3EYOND EACH SIDE OF )PENING REINFORCING AT STORM INLET NOTE: DO NOT ALLOW REINFORCEMENT TO CONTACT W/ BEAM POCKET 2)-#5 BARS -EXTEND 3ARS S-0" MIN. BEYOND :ACH SIDE OF WINDOW W - BEAM RE: PLAN I T_ STEEL LINTEL SCHEDULE 1 OPENING LINTEL SIZE BEARING REMARKS WIDTH �� �� CDPICDP LENGTH NGN 5'-0" OR L3 1/2'' x 3 '1 /2 x 5/16 4" LESS OVER 5'-0" L5 x 3 1/2 x 5/16 6" LLV THRU 7'-0" 1.) RE: GENERAL NOTES FOR MATERIAL. SPECIFICATIONS. PI 111.T -UP COLUMN FRAMING PLAN DIA. J -BOLT, WEDGE ANCHOR, XY BONDED ALL THREAD BOLT 12" EMBEDMENT TYP. EACH CORNER GENTERL INE 16" SQUARE S EA, WAY BOTTOM-� 3 EACH WAY 4 4 ARE PAD OR AUG. FOOTING MATCH COL. DIM. iWN ON FOUNDATION PLANS. FOUNDATION PLAN FOR SIZE TIES @ TOP MID. AND BOT. -#4 BARS AT 18" O.C. MAX \----NATIVE SOIL OR COMPACTED FILL n A, &X(o WOOD COLUMN UJ/ S IMP50N 1=05T BASE RE-': FRAMING PLAN (4)-#5 AT CORNER w/ #3 TIES a c� w cn Q FORCH/AWNING i=05T FOOTING �MNA� STRUCTURAL CIVIL ARCHITECTURE PLANNING 4521 E. Virginia Avenue, Suite 200 Denver, Colorado 80246 (303) 377-6601 fax (303) 377-6656 www.mnaengineering.com W Q 4-4 V 0 Qj J H � w D o ® - \4""c 0 o 00 z o l w C) co —BUILDING CODE COMMENT REVISIONS daM 07!29115 OCTOBER 28, 2015 JAN 28, 2o1s �� �� CDPICDP NGN aF�aet S-2. FRAMING PLAN NOTES 1. ALL MAIN AND UPPER FLOOR JOISTS SHALL BE 11X' TJI-210 OR APPROVED EQUAL. ALL BEAMS SHALL BE HEM FIR #2 (U.N.O.) 2. PROVIDE (2f -2x8 OR (3)-2x6 FLUSH HEADER AT ALL EXTERIOR OPENINGS (U.N.O.). 3. PROVIDE (2)-2x4 OR (2)-2x6 POSTS AT ALL BEAM, HIP MASTER, GIRDER TRUSS, OR HIP JACK BEARING ENDS (U.N.O.) 4. PROVIDE SIMPSON H2.5T OR USP RT7 HURRICANE CLIPS AT ALL ROOF TRUSSES AND RAFTERS AND ADDITIONAL SIMPSON H7 OR USP RT20 AT ALL GIRDER TRUSSES (U.N.O.) 5. DENOTES INTERIOR LOAD BEARING WALL. 6. , DENOTES ROOF OVERFRAME AREAS. OVERFRAMING TO BE COMPLETED AS FOLLOWS: a. 2x6 @ 24" o.c. FOR SPANS 7'-6" OR LESS b. 2x8 @ 24" o.c. FOR SPANS BETWEEN 7'-7" AND 10'-8" c. OVERFRAME TRUSS FOR SPANS OVER 10'-9" d. OVERFRAMING MEMBERS TO BEAR DIRECTLY OVER THE TRUSSES OR SOLID BLOCKING BETWEEN TRUSSES. e. USE ONE SIZE LARGER RIDGE RAFTER THAN THE LARGEST COMMON RAFTER. f. PLACE (2)-1x4 VALLEY PLATES SIDE BY SIDE FOR OVERFRAMING MEMEBERS TO BEAR ON. g. ATTACH 2x4 VERTICAL MEMBERS BETWEEN OVERFRAMING MEMBERS AND ROOF TRUSSES AT 4'-0" o.c. w/ (3)-10d NAILS EA. SIDE. 7. SOLID BLOCKING UNDER ALL (2)-2x4 AND LARGER POSTS TO FOUNDATION. OR SUPPORTING BEAM. SQUASH BLOCKS ARE NOT SHOWN ON PLAN FOR CLARITY. 8. MAIN AND UPPER FLOOR RIM BOARD SHALL BE 1.75'x113/8" LVL RIM. 9. ENGINEERED WOOD BEAMS SHALL HAVE A MINIMUM BEARING OF 3Y2" (U.N.O.) 10. INTERIOR LOAD BEARING 2x4 WALL STUDS SHALL BE SPACED AT 16" o.c. (U.N.O.) AND ALL INTERIOR NON—LOAD BEARING 2x4 WALL STUDS SHALL 13E SPACED AT 24" o.c. (U.N.O.). ALL EXTERIOR AND INTERIOR 2x6 WALL :STUDS, BEARING OR NON—LOAD BEARING, SHALL BE AT 24" o.c. (U.N.O.) 11. PROVIDE 2x6 MINIMUM STRUCTURAL FASCIA AT ALL HIP ROOF CORNERS WITH 4'-0" BACK SPAN, TYPICAL. 12. PROVIDE MINIMUM 2" SPACE BETWEEN BOTTOM PLATES AT FLOATING 13ASEMENT PARTITION WALLS WITH 40d SPIKE OR LAG SCREW. 13. REFERENCE SHEET SO.0 FOR GENERAL NOTES. 14. BUILT—UP LSL OR LVL BEAMS MAY BE SUBSTITUTED FOR SINGLE PLY LSL OR LVL HEADERS PROVIDED THAT THE TOTAL WIDTH IS GREATER THAN OR EQUAL TO THAT DESIGNATED ON PLAN, BUILT—UP BEAMS MUST BE ATTACHED PER MOST STRINGENT INDICATED PER MANUFACTURER RECOMMENDATIONS (U.N.O.) 15. LVL WITH GREATER DESIGN PROPERTIES MAY BE SUBSTITUTED FOR LSL OF THE SAME WIDTH AND DEPTH. 16. KING STUDS ARE NOTED AS "K" AND TRIMMER STUDS ARE NOTED AS "T" 17. ALL BEAMS SHALL BE FLUSH (U.N.O.) 18. ALL HEADERS SHALL BE FLUSH (U.N.O.) 19. ALL ROOF TRUSSES AND RAFTERS SHALL BE SPACED 24" o.c., TYP. (U.N.O.) 20. ALL UPPER FLOOR TRUSSES—TRUSS MANUFACTURER RECOMMENDS 26 STRONGBACKS, ON EDGE, SPACED AT 10'-0" o.c. AND FASTENED TO EACH TRUSS:; WITH 3-16d NAILS. STRONGBACKS TO BE ATTACHED TO WALLS AT THEIR OUTER ENDS OR RESTRAINED BY OTHER MEANS. 21. ALL UNDERFRAMING FOR SOFFITS HAS BEEN INCLUDED IN DEAD LOADS ON FLOOR DESIGN. ALL 2x4 AND 2x6 UNDERFRAMING TO HAVE A MINIMUM CONNECTION OF 2-10d AND 3-10d, RESPECTFULLY. 22. ENGINEERED WOOD BEAMS AND HEADERS SPECIFIED "E.W." SHALL BE AS MANUFACTURED BY TRUSS—JOIST CORPORATION, BOISE, IDAHO (OR APPROVED EQUAL) WITH THE FOLLOWING MINIMUM PROPERTIES: `9 DEEP & SMALLER: 9Y2" DEEP & LARGER: Fb = 1,700 PSI Fb = 2,325 PSI Fv 400 PSI Fv = 310 PSI E = 1,300,000 PSI E = 1,550,000 PSI MICROLAM BEAMS AND HEADERS SPECIFIED AS 'M.L.' OR 'L.V.L.' SHALL HAVE:. THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,600 PSI; Fv = 285 PSI; E = 1,900,000 PSI. HANGER SCHEDULE (U.N.0) KING STUD TABLE MEMBER SIMPSON OPENING STUDS 11318" TJI 210 IUS312 < THAN 5-6" 1-2x4 or 1-2x6 1%"x11%" LSL or LVL IUS11 5'-6" TO 6'-6" 2-2x4 or 1-2x6 (2)--11%" TJI 210 MIU5.12/11 6'-6" TO 81-6" 2-2x4 or 2-2x6 > THAN 8'-6" RE PLAN (2)-1%4'x113'8" LSL OR LVL HU412 (MAX) (1)-2x8 OR (1)-2x10 LU28 (2)-2x10 HU210-2 or HUC210-2 (3)-1 %"x11 %" LSL OR LVL HU612 (MAX) A HE,ADIEREO JOISTS * PLUM5M FIXTURES JOISTS THAT DO NOT OCCUR UNDER A JOINT IN THE FLOOR SHEATHNG MAY SE SHIFTED TO AVOID CUTTING THEM FOR PLUMBING. JOISTS OTFE_R THAN THE SINGLE MST TO 5E SHIFTED MUST REMAIN AT THEIR SPECIFIED LOCATIONS. (00 NOT EXCEED A MAXRILI t SPACING OF 24" O.CA MNA STRUCTURAL CIVIL ARCHITECTURE PLANNING 4521 E. Virginia Avenue, Suite 200 Denver, Colorado 80246 (303) 377-6601 fax(303)377-6656 www.mnaengineering.com EUDONS m —BUILDING CODE MENT REVISIONS OCTOBER 2S. 06 —GRADING REMC AN 28. 2016 07/07/15 Ply D GN *dd -3.0 ASSISTED LIVING & MEMORY CARE ROOF FRAMING PLAN FRAMING PLAN NOTES 1. ALL MAIN AND UPPER FLOOR JOISTS SHALL BE 11X' TJI-210 OR APPROVED EQUAL. ALL BEAMS SHALL BE HEM FIR #2 (U.N.O.) 2. PROVIDE (2)-2x8 OR (3)-2x6 FLUSH HEADER AT ALL EXTERIOR OPENINGS (U.N.0.). 3. PROVIDE (2)-2x4 OR (2)-26 POSTS AT ALL BEAM, HIP MASTER, GIRDER TRUSS, OR HIP JACK BEARING ENDS (U.N.O.) 4. PROVIDE SIMPSON H2.5T OR USP RT7 HURRICANE CLIPS AT ALL ROOF TRUSSES AND RAFTERS AND ADDITIONAL SIMPSON H7 OR USP RT20 AT ALL GIRDER TRUSSES (U.N.O.) 5. DENOTES INTERIOR LOAD BEARING WALL. 6. Fl , ,� �/ � DENOTES ROOF OVERFRAME AREAS. OVERFRAMING TO BE COMPLETED AS FOLLOWS: a. 2x6 ® 24" o.c. FOR SPANS 7'-6" OR LESS b. 2x8 ® 24" o.c. FOR SPANS BETWEEN 7'-7" AND 10'-8" c. OVERFRAME TRUSS FOR SPANS OVER 10'-9" d. OVERFRAMING MEMBERS TO BEAR DIRECTLY OVER THE TRUSSES OR SOLID BLOCKING BETWEEN TRUSSES. e. USE ONE SIZE LARGER RIDGE RAFTER THAN THE LARGEST COMMON RAFTER. f. PLACE (2)-1x4 VALLEY PLATES SIDE BY SIDE FOR OVERFRAMING MEMEBERS TO BEAR ON. g. ATTACH 2x4 VERTICAL_ MEMBERS BETWEEN OVERFRAMING MEMBERS AND ROOF TRUSSES AT 4'-0" o.c. w/ (3)-10d NAILS EA. SIDE. 7. SOLID BLOCKING UNDER ALL (2)-2x4 AND LARGER POSTS TO FOUNDATION OR SUPPORTING BEAM. SQUASH BLOCKS ARE NOT SHOWN ON PLAN FOR CLARITY. 8. MAIN AND UPPER FLOOR RIM BOARD SHALL BE 1.75"x11%" LVL RIM. 9. ENGINEERED WOOD BEAMS SHALL HAVE A MINIMUM BEARING OF 3Y" (U.N.O.) 10. INTERIOR LOAD BEARING 2x4 WALL STUDS SHALL BE SPACED AT 16" o.c. (U.N.O.) AND ALL INTERIOR NON—LOAD BEARING 2x4 WALL STUDS SHALL BE SPACED AT 24" o.c. (U.N.O.). ALL EXTERIOR AND INTERIOR 2x6 WALL STUDS, BEARING OR NON—LOAD BEARING, SHALL BE AT 24" o.c. (U.N.O.) 11. PROVIDE 2x6 MINIMUM STRUCTURAL FASCIA AT ALL HIP ROOF CORNERS WITH 4'-0" BACK SPAN, TYPICAL. 12. PROVIDE MINIMUM 2" SPACE= BETWEEN BOTTOM PLATES AT FLOATING BASEMENT PARTITION WALLS WITH 40d SPIKE OR LAG SCREW. 13. REFERENCE SHEET S0.0 FOR GENERAL NOTES. 14. BUILT—UP LSL OR LVL BEAMS MAY BE SUBSTITUTED FOR SINGLE PLY LSL OR LVL HEADERS PROVIDED THAT THE TOTAL WIDTH IS GREATER THAN OR EQUAL TO THAT DESIGNATED ON PLAN. BUILT—UP BEAMS MUST BE ATTACHED PER MOST STRINGENT INDICATED PER MANUFACTURER RECOMMENDATIONS (U.N.O.) 15. LVL WITH GREATER DESIGN PROPERTIES MAY BE SUBSTITUTED FOR LSL OF THE SAME WIDTH AND DEPTH. 16. KING STUDS ARE NOTED AS "K" AND TRIMMER STUDS ARE NOTED AS "T" 17. ALL BEAMS SHALL BE FLUSH (U.N.O.) 18. ALL HEADERS SHALL BE FLUSH (U.N.O.) 19. ALL ROOF TRUSSES AND RAFTERS SHALL BE SPACED 24" o.c., TYP. (U.N.O.) 20. ALL UPPER FLOOR TRUSSES—TRUSS MANUFACTURER RECOMMENDS 2x6 STRONGBACKS, ON EDGE, SPACED AT 10'-0" o.c. AND FASTENED TO EACH TRUSS WITH 3-16d NAILS. STRONGBACKS TO BE ATTACHED TO WALLS AT THEIR OUTER ENDS OR RESTRAINED BY OTHER MEANS. 21. ALL UNDERFRAMING FOR SOFFITS HAS BEEN INCLUDED IN DEAD LOADS ON FLOOR DESIGN. ALL 2x4 AND 2x6 UNDERFRAMING TO HAVE A MINIMUM CONNECTION OF 2-10d AND 3-10d, RESPECTFULLY, 22. ENGINEERED WOOD BEAMS AND HEADERS SPECIFIED "E.W." SHALL BE AS MANUFACTURED BY TRUSS—JOIST CORPORATION, BOISE, IDAHO (OR APPROVED EQUAL) WITH THE FOLLOWING MINIMUM PROPERTIES: Y4 DEEP & SMALLER: 9Y2" DEEP & LARGER: Fb = 1,700 PSI Fb = 2,325 PSI Fv = 400 PSI Fv = 310 PSI E = 1,300,000 PSI E = 1,550,000 PSI MICROLAM BEAMS AND HEADERS SPECIFIED AS 'M.L.' OR 'L.V.L.' SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,600 PSI; Fv = 285 PSI; E = 1,900,000 PSI. HANGER SCHEDULE (U.N.0) KING STUD TABLE MEMBER SIMPSON OPENING STUDS 11Y8" TJI 210 IIJS312 < THAN 5-6" 1-2x4 or 1-2x6 1%4'x113/8" LSL or LVL. IUS11 5'-6" TO 6'-6" 2-2x4 or 1-2x6 (2)-11%" TJI 210 MIU5.12/11 6'-6" TO 8'-6" 2-2x4 or 2-26 > THAN 8'-6" RE PLAN (2)-1Y4x11%" LSL OR LVL HU412 (MAX) (1)-2x8 OR (1)-2x10 LU28 (2)-2x10 HU210-2 or HUC210-2 (3)-1 Y4x11 Y8" LSL OR LVL HU612 (MAX) 2x4 LEDGER ATTACHED w/ (2)-16d NAILS 0 16° O.C. NOTCH 2x6 RAFTERS TO FIT 2x4 LEDGER FIELD FRAME w/ 2x6 SPF NO. 2 GRADE OR BETTER 26 0 16" o.c., STUD WALI. Re OSB SHEATHING APPLY AS ONE CONTINUOUS PIECE 1ROM BOTTOM OF 2x6 RIM TO TOP PLATE 2x6 RIM AT EACH 20 a 24" MAX Of WALL STUD IUS2.06/11.88 TJI 1139' JOIST (3)-2x6 PLATES FOR SOFFIT, RE: ARCH ATTACH (3)-2x6 TO BLOCKS w/ 10d TOE NAILS ® 6" o.c. EACH SIDE 20 0 24" o.c. w/ A34 CLIP EACH END 2x6 ® 16" o.c. w/ (3)-10d END NAILS EACH END OF JOIST LTP4 FRAMING ANGLE 0 24" o.c. ALL ELEVATIONS MNA STRUCTURAL CIVIL ARCHITECTURE PLANNING 4521 E. Virginia Avenue, Suite 200 Denver, Colorado 80246 (303) 377-6601 fax (303) 377-6656 www.mnaengineering.com Ret% M -BUILDING CODE MENT REVISIONS OCTOBER 2K_26fT__ A -GRAD Nn REV UAN 28, 2016 07107/15 4"WC PTD GN shed IS -4.0 LLNJ STRUCTURAL CIVIL ARCHITECTURE PLANNING 4521 E. Virginia Avenue, Suite 200 Denver, Colorado 80246 fax (303) 377-6606 www.mnaengineering.com I. ii W r qL � - SHEAR WALL SCHEDULE FOR UP TO 105 MPH, EXPOSURE C (3 SEC. GUST) WIND CRITERIA O SHEATHING NAILS AT NAILS AT ANCHOR BOLTS 3 REMARKS i PANEL EDGES INT. SUPPORTS OR NAILING OR 0LT1601 V 2, O.C.O.C. O 1/16' APA RACED SHEATHING Sd + 4' O.G. Sd 6 12' O.G. Off; 16d � 8' O..APPLIED ON ONE SIDE 1/16' ' APA RATED SHEATHING 5d 6 3O.C. Sol B 12' O.G. J -BOLT 2'� ID' O.C.O� 16d � 6 O.G. APPLIED ON ONE SIDE J-11OLT ® 2'-0° O.G. OD 1/16' APA RATED SHEATHING 5d 2' O.C. 5d � 12' O.G. OR 16d 6 6' O..C. APPLIED ON ONE SIDE WALLBOARD IS APPLIED ON 60TH SIDES ® ia' GYPSUM WALLBOARD 5d 4' O.G. 5d 0 4' O.G. 12ol A 5' O.C. OF WALL AND UNBLOCKED GYPSUM BOARD IS APPLIED ON 60TH TYPE 'X' GYPSUM 50ARD 6d a 4' 70-C 6d a 4' O.G. J -BOLT ®4'-0' O.G. SIDES OF WALL AND 15LOCKED 1) EXTERIOR WALL SHEATHING t0 6E 1/16' APA RATED SHEATHING 5) AT SOFFIT/DROPPED CEILING ADJACENT t0 STUD WALL GYPSUM f WITH 5d(COMMON OR GALVANIZED BOX) NAILS AT 6O.C. ATf�ANEL BOARD SHALL. BE INSTALLED CONTINUOUS FULL HEIGHT OF WALL L__ s ASSHOWN ON PLAN At INtERMEDIAtE SUPPORTS, U.N.O. WITH INTERIOR DRYWALLSMING �tEDROPPED CEILING. ONLY AT NOTED OtHERWISE MAY FRAME SOFFIT PRIOR 11j W 2) 14 GA. STAPLES MAY BE USED IN LIEU OF 5d AT ALL 1/16 APA (o) No. 6 - 1 1/4' SCREWS MAY BE SUBSTITUTED IN LIEU OF 5d AND SHEATHING. fool NAILS AT GYPSUM BOARD Q I 3) PROVIDE ANCHOR BOLTS INTO FOUNDATION 6ELOW MAIN FLOOR y SHEAR WALLS. APPLY NAILS BELOW UPPER FLOOR SHEAR WALLS (/�`) - INDICATES LOCATION OF SIMPSON STHD10/STHDIIDRJ OR USP 4) ALL INTERIOR WALLS SHALL HAVE 1/2' GYPSUM BOARD ON EACH STHDIO/STHDIORJ EMBED STRAP HOLDDOWN. 00 OR POST INSTALLED 14TTD HOLDOWN. Q FACE OF STUD (UNBLOCKED) OR 1 a. NAIL WITH 5d a 1' oz. BETWEEN 2nd FLOOR AND ROOF, U.N.O.(�) - INDICATES LOCATION OF MSTC28 OR LSTA24 = of b. NAIL WITH 5d m 1' o.c. BETWEEN tat FLOOR AND 2nd FLOOR U.N.O. STRAP CENTERED BTWN FLOORS. RE: DETAILS ® C/) 0 C. NAIL PER SCHEDULE ABOVE AT LOCATIONS NOTED WITH ( & - INDICATES SHEAR WALL TO 6E SHEATHED PER SCHEDULE -I tL=7 .1 0 ------------- r Cf) d 6 s i f is 6 p %�x ASSISTED LIVING & MEMORY CARE' v8' = 1'-®' �I � � n LATERAL FRAMING PLAN F EEI -46MBFEVOM UILDING CODE daM IAENT REVISIONS 07/07/15 OCTOBER 28, S & -GRADING C PIdCD 28, 2016 GN dad --]S-5.0 KIM STRUCTURAL CIVIL ARCHITECTURE PLANNING GENERAL STRUCTURAL FRAMING NOTES 1. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERRED TO FOR ADDITIONAL REQUIREMENTS. NOTES FOR SPACING DESIGN PARAMETERS 2x4 STUD WALL RE: 2x4 BOTTOM PLATE 1. BUILDING CODES NOTES FOR SPACING 2012 IBC ' SEE FRAMING PLAN AISC STEEL CONSTRUCTION MANUAL (9TH EDITION) 2x4 P.T. SILL PLATE ATTACH f 2x4 BOTTOM PLATE FOR FLOOR JOIST FULL HEIGHT BLOCKING ACI 318 - 2008 / SIZE AND SPACING AT EVERY OTHER BAY 2. SEISMIC: CATEGORY B TO FNDN WALL W/ J"O ANCHOR S LpAil �PN RE oFRAM FRAMING 3. WIND LOADS BOLTS AT 2'-0" O.C. U.N.O. ON N F �f BASIC WIND SPEED: 105 MPH SI A D PA NG - WIND IMPORTANCE FACTOR: 1.0 THE SHEAR SCHEDULE 12° TALL .�___. 45z1 E. Virginia Avenue, suite zoo EXPOSURE TACE FA TION: B -- w 2x4 P.T. SILL PLATE ATTACH -"� :4` Denver, Colorado soz46 4. ROOF LOADS WITH 3 LEG "` (303) 377-6601 ROOF SNOW LOAD: Pf = 30 PSF ��. _,�-� TO FNDN WALL W/ J"O ANCHOR��--�``~ �' MING PLAN fax (303) 377-6656 ROOF DEAD LOAD: 15 PSF SEE FRA BOLTS AT 2 -0 O.C. U.N.O. ON FOR FLOOR JOIST www.mnaengineering.com TOP CHORD = 18 PSF & BOTTOM CHORD = 7 PSF SIZE AND SPACING www.mnaen ineerin com DRIFTING, SLIDING, AND UNBALANCED SNOW CALC'D IN ACCORDANCE W/ IBC CHAPTER 16 2x4 P.T. SILL PLATE ATTACH &;:' THE SHEAR SCHEDULE 12" TALL 5. LIVE O ooR AREA: 4o PSF TO FNDN WALL W/ J"O ANCHORBASWITH 3" LEG 2x4 PLATE RAMSET PLATE TO COMMON/GROUP 100 PSF i. BOLTS AT 2 -0 O.C. U.N.O. ON 2-10d ®E.A. TRUSS STEEL BEAM W/ 2 ROWS OF WOOD THE SHEAR SCHEDULE 12" TALL (0.14"PINS �SHANOx 2Y�ALONG)D a 1. ALL WOOD FOR STRUCTURAL FRAMING SHALL BE HEM -FIR VISUALLY GRADED PER WITH 3 LEG W -SHAPE STEEL BEAM "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" BY THE NATIONAL RE: PLAN FOR SIZE FOREST PRODUCTS ASSOCIATION. EXCEPTIONS NOTED ON DRAWINGS. ALL DIMENSIONAL LUMBER SHALL BE S4S USED AT MOISTURE CONTENT = 19% MAX. A. WOOD STUDS AND PLATES: a. 2" TO 4" THICK, 4" WIDE: HEM FIR STUD GRADE OR BETTER (A' TYPICAL PERP. TRUSS AT EXT. WALL b. 2" TO 4" THICK, 6" AND WIDER: HEM FIR NO. 2 OR BETTER 3/G�" = 1'_0" B TYPICAL PARALLEL TRUSS AT EXT. WALL C TRUSS BEARING AT DROPPED BEAM B. WOOD JOISTS AND BEAMS: S6.O a. 2" TO 4" THICK, 6" AND WIDER: HEM -FIR NO. 2 OR BETTER S6,0 3/4" = 1'-0" 56.0 3/4" = 1'-0�� C. POST AND TIMBERS: HEM -FIR NO. 2 OR BETTER 2. TIMBER CONNECTORS CALLED FOR ON THE DRAWINGS ARE AS MANUFACTURED BY SIMPSON COMPANY. CONNECTORS BY OTHER MANUFACTURERS MAY BE USED IF THE FLOOR (3) 2x POST LOAD CAPACITY IS EQUAL TO OR GREATER THAN THE CONNECTOR SPECIFIED. USE SHEATHING AT LOCATION SHOW MANUFACTURER'S FURNISHED NAILS AND BOLTS. 3. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IRC W/ (H) PROVIDE MSTC40 STRAP w/ BEAM 0 MAIN FLOOR LSTA24 (STRAP) ADD'L (2)-2x W/ 24-16d NAILS EA. SCHEDULE UNLESS OTHERWISE NOTED. (3)-10d NAILS AT TOP RE: FRAMING PLAN EA. SIDE OF WALL SIDE. AT (�) 4. FLOOR SHEATHING SHALL BE 23/32" APA RATED STURD-I FLOOR O.S.B. W/ A RIM BOARD -O.S.B. POST ADDYL LSTA24 SPAN RATING OF 24" O.C., EXPOSURE 1, T&G. NAIL 23/32" SHEATHING WITH 8d NAIL PER (8)-10d INTO BEAM A , COMMON NAILS AT 6" O.C. AT PANEL EDGES AND 12' O.C. AT INTERMEDIATE SCHEDULE (' SUPPORTS. APPLY WOOD GLUE NO FARTHER AHEAD THAN WILL BE IMMEDIATELY SHEATHING NAILED. STRAP TIE HOLDOWN PER NAIL PER - 5. ROOF SHEATHING SHALL BE J" APA RATED PLYWOOD OR A" OSB. FASTENJ SHEAR WALL SCHEDUE TYP. FLOOR o SCHEDULE SHEATHING w/ 8d COMMON NAILS AT 6" O.C. MIN. U.N.O. AT ALL PANEL EDGES AND FRAMING -T) - (EMBED AT TIME OF CONC. MAIN SECOND 12" O.C. AT ALL INTERMEDIATE SUPPORTS. PROVIDE PSCL SHEATHING CLIPS @ 2"-0" 18 GA. STRAP. CONT. FROM 2x4 STUDS ®16" O.C. O.C. BETWEEN SUPPORTS, NAIL PER THE FOLLOWING SCHEDULES AT CORNERS PLAN PLACEMENT). LANDING To MAIN FLOOR FLOOR EDGES AND EAVES: SY SY2 PLACE AT OUTSIDE OF LANDING FLOOR 4 FT 4 (3) 2x POST SHEATHING 2-2x4 POST RIM BOARD 4 FT FLOOR 5FT. (INCLUDING I FT. SHEATHING OVERHANG) (8)-tOd INTO BEAM 6" 4101 FILLER BLOCK AT LOCATION SHOW a 1 I I 1 I RIM BOARD - SIMPSON LS70 W/ (N) PROVIDE O 0 2 COUPLER NUT O.S.B. OR USP MP7 ADD'L (2)-2x W/ IF NEEDED. NAIL PER (3)-10d NAILS AT BOTTOM-"-, OTTOM BEAM 0 LANDING ADDYL MSTC40 ROOF FASTENING ZONE SCHEDULE i 2 3 INDICATES RE: FRAMING PLAN FULL HT. BLOCKING NAILS PANEL LOCATION Fastening Schedule *ATION OF EXT 1 HOLDOWN AT (inches on center) . MAIN/WO/GARDEN b TENSION TIE HOLDOWN INTERIOR EXTERI0R ROOF RIDGE 3 sd PANEL FIELDad PANEL S 2 & 6 v If(FRMG TO FND) RE: FRAMING PLAN E STAIR BEAM C 0 N N E C TI 0 N ®- INDICATES LOCATION OF STRAP 0 ROOF FASTENING ZONES56.0 3/4" _ 1'-o" F'7STRAP AT FLOOR INTO N FLOOR 6. EXTERIOR WALL SHEATHING SHALL BE PER THE SHEAR WALL SCHEDULE. (D' TYPICAL EXTERIOR HOLD-DOWNS 7. ENGINEERED WOOD BEAMS SPECIFIED E.W. SHALL BE MICROLAMS (L.V.L.) OR56.0 3/4" = 1'-0" 56.0 3/4" = 1'-0" TIMBER STRANDS (LSL) AND SHALL BE AS MANUFACTURED BY TRUSS -JOIST IQ CORPORATION, BOISE, IDAHO, OR APPROVED EQUAL AND HAVE THE MINIMUM FOLLOWING PROPERTIES: Fb = 2,325 PSI Fv = 285 PSI Fc perp = 750 PSI Fc parallel = 2050 PSI E = 1,550,00 PSI 8. PRE-ENGINEERED ROOF TRUSSES SHALL BE DESIGNED BY A REGISTERED +++ + INSTALL WEB FILLER N TYPICAL SHAFT WALL -ROOF ® w 9 PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. TRUSSES SHALL BE + + + ON EACH SIDE OF WEB. NAIL AND DESIGNED FOR THE WORST CASE DEFLECTION CRITERIA OF L/240 DEAD LOAD, L/360 + ++++ CLINCH w/ (12)-8d NAILS TOTAL 56.0 3/4' = 1'-0" d LIVE LOAD, OR A Yl" MAXIMUM LIVE LOAD DEFLECTION. DESIGN SLOPED ROOF RE: PLAN - OV TRUSSES FOR A TOTAL DEAD LOAD OF 25 PSF (18 PSF TOP CHORD, 7 PSF BOTTOM RE: PLAN FOR LOCATION ARS CHORD AND A SNOW LOAD EQUAL TO 30 PSF. 1r,• 136° INSTALL 2x6 KICKER TO ONE SIDE OF OF SPLICE NOTES THUS RE: PLAN FOR SNEATHNG 7 9. PRE-ENGINEERED FLOOR TRUSSES SHALL BE DESIGNED BY A REGISTERED PL 1/4" x 6" x 0'-7" STEEL BEAM AT JOIST CLOSEST TO STEEL L PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. TRUSSES SHALL BE WITH (-���) 3;' 16" STEEL BEAM PRE -FABRICATED U (ONE SIDE) WITH 2- COLUMN. INSTALL KICKER TO ONE SIDE OF WOOD ROOF TRUSSES � DESIGNED FOR THE WORST CASE DEFLECTION CRITERIA OF L/240 DEAD LOAD, L/360 I _ 3/4"0 A325 -N BOLTS. JOIST. ATTACH w/ (6)-10d NAILS 0 24" D.C. LIVE LOAD, OR A Y2" MAXIMUM LIVE LOAD DEFLECTION. DESIGN TRUSSES FOR A TOTAL STAGGERED. SNUG FIT TO TO STEEL BEAM. DEAD LOAD OF 15 PSF (8 PSF TOP CHORD, 7 PSF BOTTOM CHORD) AND A LIVE LOAD RE: GENERAL NOTES FOR SHEATIN EQUAL TO 40 PSF. M BUTT 2x6 BLOCKS (ONE EACH SIDE OF 10. PRESSURE TREADED WOOD AT SILL PLATE SHALL BE TREATED w/ PERMAPOST SECTION VIEW KICKER) TO KICKER AND ATTACH KICKER K-8 NON -CORROSIVE WATER REPELLENT OR EQUAL. TO END OF 2x6 BLOCKS w/ (4)-10d NAILS STRUCTURAL STEEL RE: PLAN FOR 74 END NAILS TO ONE BLOCK AND (3)-10d 1. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING MINIMUM STEEL OR WOOD COL. JFAT STEEL COLUMN: STEEL BEAM TOE NAILS TO THE OTHER BLOCK. ATTACH YIELD STRENGTH 1/4 CAP PLATE MIN. BY COLUMN (3)-10d 2x6 x 12" LONG BLOCKS TO STEEL WEB w/ 2x BLOCKING BWTN. EVERY OTHER TRUSS AND ASTM SPECIFICATIONS: SUPPLIER. BEND TABS OVER TOE NAILS (4)-.14 SHANK DIA. x 2" LONG P.A.F. ATTACH PER CODE REQUIREMENTS Fy A.S.T.M. SPECIFICATION BOTTOM FLANGE OF BEAM OR 2x6 BLOCKS (� A. WIDE FLANGE SHAPED STRUCTURAL STEEL 50 KSI A-992 WELD CAP PLATE TO BOTTOM01 EL=RE ARCH VJ B. STEEL PIPE 35 KSI A-53 GRADE B FLANGE OF BEAM. C. ANCHOR RODS 35 KS F-1554 or A307 0 ROOF HUS OR USP RT7 2x6 KICKER SI ROOF TRUSSES -PYP. ADD'L U) SIMPSON H7 OR USP RT20 � BtMP80N H25A •EVERY TRUSS v/..// 2. 3" DIAMETER 11ga ADJUSTABLE PIPE COLUMNS SHALL BE RATED AT 14.7 KIPS 8 GIRDER TRUSS U.N.O. CD MINIMUM Y(4) -10d END NAILS MONO TRJSS 2D3. 3" DIAMETER SCHEDULE 40 ADJUSTABLE PIPE COLUMNS SHALL BE RATED AT MONOtRu�s s4� °czxa STUD ub4Ll, TTP 33.4 KIPS MINIMUMOR TO 2ND BLOCK 4. STRUCTURAL STEEL SHALL BE DESIGNED, FABRICATED, AND ERECTED IN PLAN VIEW ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (A.I.S.C.) H TYPICAL�TEEL BEAM TO TJI BRACING SPECIFICATIONS AND CODE OF STANDARD PRACTICE, LATEST EDITIONS. G COPED BEAM CONNECTION DETAIL J ROOF FRAMING AT EXTERIOR WALL n i n 5. ALL FIELD CONNECTION SHALL BE MADE WITH J"O ASTM A307 BOLTS U.N.O. 56.0 3/4" = 1'-0" S6°0 3/4 = 1 -0 S6 0 TRUSSES PERPENDICULAR 3/4" = 1'-0" 6. ALL WELDS SHALL BE MADE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY CODE D1.1, LATEST EDITION. MINIMUM WELDS SHALL BE PER AS REQUIRED It A PER AISC, BUT NOT LESS THAN 3/16" FILLET. 7. WELDERS SHALL HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE ADD'L IIV SCI 5000 FLOOR APPROPRIATE AWS QUALIFICATION TESTS. JOIST PER $. NO CUTTING, DRILLING, OR MODIFYING OF STRUCTURAL MEMBERS WITHOUT THE JOIST SCHEDULE TABLE PREFABRICATED STAIRS AND LANDING APPROVAL OF THE STRUCTURAL ENGINEER. 9. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS IS PROHIBITED FL SCI 5000Z RE GYP. BOARD SHEATHING WITHOUT WRITTEN APPROVAL OF THE PROFESSIONAL ENGINEER OF RECORD. JOIST SCHEDULE TABLE FLOOR JOISTS TO B E DESIGNED F 0 R MINIMUM DEAD RE: S AILING E SCHEDULE FOR NAILING REQUIREMENTS SUBMITTALS LENGTH OF JOIST PLY NEEDED LOAD = 15 p s f AND LIVE LOAD = 10 0 p s f . 1. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR WOOD FLOOR AND ROOF TRUSSES AND STRUCTURAL CONCRETE FLOOR FOR ENGINEER'S REVIEW PRIOR TO 0-0' TO 12'-0' SINGLE ALL ELEMENTS OF STAIRS INCLUDING FABRICATION. ANY FABRICATION DONE PRIOR TO RETURN OF SHOP DRAWINGS WILL 12'-1' TO M'-0' DOUBLE L 4 IL TYPICAL STUD 1Ya'x11X' RI BE AT CONTRACTOR'S RISK. SPACING BUT N 0 T LIMITED TO STRINGERS 2. REPRODUCTION OF THE CONTRACT DOCUMENTS FOR ERECTION AND/OR SHOP : SCHEDULE DRAWINGS WILL NOT BE PERMITTED. 172J/1128 TDP MOUNT HEADER THREADS, BEAMS, HANDRAIL, A N D 3. REVIEW OF THE SUBMITTALS AND/OR SHOP DRAWINGS BY THE STRUCTURAL ENGINEER OF RECORD DOES NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY TO HANGER, TYP. REVIEW AND CHECK SHOP DRAWINGS PRIOR TO SUBMITTING THEM. THE CONTRACTOR L- ANNOTATION " K" DENOTES ANNOTATION E DENOTES GUARDRAIL SHALL BE DESIGNED BY REMAINS SOLELY RESPONSIBLE FOR DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, KING STUDS REQUIRED TRIM STUDS REQUIRED 2x4 DEMISING WALL SFOR DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. THE r , r OTHERS TO MEET IBC CRITERIA AND RE: SND SCHEDULE FOR , CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES PLUMBING LOCATION SPACING, TYP. 11�' JOIST SEQUENCES, AND PROCEDURES OF CONSTRUCTION. SUBMIT CALCULATIONS AND SHOP PRE-ENGINEERED SYSTEMS AND COMPONENTS HEADER SIZE NOT SHOWN ON PLAN SHALL BE AS FOLLOWS, 11%, SCI E,000 -;11,\-(3)-2x6 FOR OPENING LESS THAN 3'-4" DRAWINGS w/ A COLORADO REG�s� 1. THE DESIGN OF THE PRE-ENGINEERED SYSTEMS AND COMPONENTS SPECIFIED IN TYR (3)-2x8 FOR OPENING LARGER THAN 3'-4" AND LESS THAN 5-4" •� 4 THE CONTRACT DOCUMENTS THAT ARE DESIGNED BY OTHERS IS THE SOLE RESPONSIBILITY OF THE SUPPLIER AND IT'S DESIGN ENGINEER LICENSED IN THE JOISTS THAT DO NOT OCCUR LNDER A JOINT IN THE FLOOR SI-EATANG MAY BE SHIFTED TO (3)-1 "x9Y2" LSL FOR OPENING LARGER THAN 5'-4" AND LESS THAN 7'-4° PROFESSIONAL ENGINEERING STAMP F 0 R y PROJECT STATE. SUBMITTALS OF SUCH SYSTEMS TO THE STRUCTURAL ENGINEER OF AVOID CUTTNG THEM FOR PLLMW-. JOISTS OTHER TI.1AN THE SNGLE JOIST TO M SHIFTED RECORD SHALL BE REVIEWED FOR CONFORMANCE WITH THE INTERPRETATION OF THE MUST REMAN AT THEIR SPECIFIED LOCATIONS. (DO NOT EXCEED A MAXIMUM SPACNG OF APPROVAL PRIOR TO CONSTRUCTION OF CONTRACT DOCUMENTS WITH REGARD TO THE ARRANGEMENT, AND/OR SIZES OF 2a°osz MEMBERS. SUCH REVIEW BY THE STRUCTURAL ENGINEER SHALL NOT IMPLY ANYf ���••. (7' HEADERED JOISTS @ PLUMBING FIXTURES FRAMING. M TYPICAL SHAFT WALL. DETAIL RESPONSIBILITY FOR THE ACTUAL DESIGN OF SUCH SYSTEMS. THE CONTRACTOR 3 4" = 11-011 Fis's/ONA�-�\ SHALL BE RESPONSIBLE FOR DIMENSIONAL ACCURACY AND CONFORMANCE WITH ALL L KING AND TRIMMER STUD DETAIL 56.0 INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS. S6.O 3/4' = 1'-O" 56.0 3/4" = 1'-0" / 2. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, GENERAL NOTES,6 SPECIFICATIONS, AND CODE OF PRACTICE SPECIFIED BY AISC, ACI, SJI, OR OTHER 2a STANDARDS, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. Jam" FaVEKM pro rq -BUILDING CODE date MENT REVISIONS WMER 28. 2015 dedgn drawn A -GRADING REV AN 28, 2016 duet NGN s GENERALNOTES 1. FOLLOW ALL APPLICABLE CODES AND ORDINANCES. PAY ALL FEES AND PERMITS AND ATTAIN THE SAME. 2. ALL EQUIPMENT, INSULATION, AND CONTROLS TO MEET LOCAL JURISDICTIONAL AUTHORITY'S ADOPTED ENERGY CODE. 3. VISIT SITE AND ASCERTAIN EXISTING CONDITIONS PRIOR TO BID. 4. THE INFORMATION PRESENTED ON THIS DRAWING IS DIAGRAMMATIC AND IS NOT TO BE SCALED. IT DOES NOT NECESSARILY REPRESENT ALL ELBOWS, DUCT EXTENSIONS, OFFSETS, HANGERS, ETC. REQUIRED FOR A COMPLETE WORKING SYSTEM. 5. AS -BUILT SCALE DRAWINGS SHALL BE SUBMITTED TO ARCHITECT/OWNER AT COMPLETION SHOWING ALL PIPING, DUCT, AND EQUIPMENT CHANGES. 6. SHOP DRAWINGS SHALL BE SUBMITTED ON ALL VALVES, FIXTURES, INSULATION, G.R.D.'S AND EQUIPMENT FOR RESPONSE PRIOR TO ORDERING. SIX (6) COPIES OF EACH IN ONE SUBMITTAL WITHIN 10 DAYS OF SIGNING CONTRACT. CLEARLY NOTE ANY DEVIATION BETWEEN SUBMITTED ITEMS AND SPECIFIED ITEMS ON THE COVER SHEET OF THE SUBMITTAL. FAILURE TO SUBMIT MAY CAUSE SPECIFIED ITEMS TO BE REJECTED AND REPLACED AT CONTRACTOR'S EXPENSE. 7. EXTRA COSTS OR CHANGES ALLOWED ONLY IF APPROVED IN WRITING BY ARCHITECT/OWNER WITH DOLLAR AMOUNT PRIOR TO ORDERING. NO EXTENSIONS OF COMPLETION TIME ALLOWED WITHOUT WRITTEN AUTHORIZATION. 8. THIS CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL FIELD CONDITIONS PRIOR TO THE PURCHASE OF ANY MATERIALS AND THE COMMENCEMENT OF ANY WORK AND IS TO NOTIFY THE ARCHITECT OF ANY DISCREPANCIES FOR RESOLUTION. 9. PROVIDE OWNER WITH 3 SETS OF TYPEWRITTEN AND BOUND "OPERATING INSTRUCTIONS" FOR ALL SYSTEMS AND EQUIPMENT, INCLUDING MANUFACTURER'S MAINTENANCE MANUALS. INCLUDE APPROVED EQUIPMENT SUBMITTALS, EQUIPMENT START-UP REPORTS, LUBRICATION, FILTER TYPES AND SIZES, BALANCE REPORT, STARTING AND STOPPING PROCEDURES, AND LIST SERVICE CONTRACTOR'S 24 HOUR TELEPHONE NUMBERS. 10. CONCEAL ALL WORK IN FINISHED AREAS. 11. CUT AND PATCH TO MATCH ADJACENT AREAS. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED WITHOUT STRUCTURAL ENGINEER'S WRITTEN APPROVAL. 12. GUARANTEE ALL LABOR AND EQUIPMENT FOR ONE YEAR FROM THE DATE OF ACCEPTANCE BY OWNER. 13. PROVIDE FACTORY AUTHORIZED START-UPS AND WRITTEN START-UP REPORTS ON ALL EQUIPMENT. 14. FIREPROOF ALL PENETRATIONS OF RATED FLOORANALL/CEILING/ROOF ASSEMBLIES. FIREPROOFING AND INSTALLATION TO BE UL CLASSIFIED AND ICBO APPROVED, SUITABLE FOR MOISTURE AND VIBRATION. METALCAULK BY RECTORSEAL OR EQUAL. INSTALL PER ALL MANUFACTURER RECOMMENDATIONS. SUBMIT FIRE STOP SCHEDULE BY MANUFACTURER. 15. PROVIDE NICKEL -PLATED FLOOR, WALL, AND CEILING ESCUTCHEONS OF ADJUSTABLE TYPE ON ALL PIPES PASSING THROUGH WALLS, PARTITIONS, AND FLOORS AFTER PAINTING IS COMPLETED. MECHANICAL NOTES 1. IDENTIFY ALL HVAC AND REFRIGERATION EQUIPMENT AS TO THE AREA SERVED BY THE EQUIPMENT. IDENTIFICATION SHALL BE ENGRAVED PLASTIC TAGS PERMANENTLY AFFIXED TO EACH PIECE OF EQUIPMENT, 2. PROVIDE ALL CURBS, SUPPORTS, AND ANCHORS FOR MECHANICAL WORK. NO CHAIN, TAPE, OR WIRE MAY BE USED FOR HANGING OR SUPPORTING. PROVIDE AND INSTALL ALL NECESSARY SHIMS AND LEVELING DEVICES TO PROPERLY INSTALL ALL EQUIPMENT IN A LEVEL CONDITION. 3. RECEIVE, UNCRATE, ASSEMBLE, INSURE, AND INSTALL IN CONFORMANCE TO MANUFACTURER'S RECOMMENDATIONS ALL EQUIPMENT FURNISHED BY THIS CONTRACT AND FURNISHED BY THE OWNER. 4. THE NEW MECHANICAL SYSTEMS CONSISTING OF THE AIR DISTRIBUTION SYSTEM WITH: DUCTWORK, FLEXIBLE DUCT, DIFFUSERS, GRILLES, DAMPERS, CONTROL SYSTEMS, ETC. SHALL BE BY THE MECHANICAL CONTRACTOR. 5. CEILING CAVITY IS NOT A RETURN AIR PLENUM. 6. DUCT DIMENSIONS ARE CLEAR INSIDE DIMENSIONS. OVERALL OUTSIDE DUCT DIMENSIONS SHALL BE ADJUSTED TO ALLOW FOR ANY LINER THICKNESS. 7. ALL SHEET METAL TO BE MADE AND INSTALLED TO SMACNA SEAL CLASS B STANDARDS WITH 45 DEGREE MAXIMUM REDUCING, 30 DEGREE MAXIMUM EXPANDING TRANSITIONS. ALL EXPOSED RECTANGULAR DUCTS TO BE PAINT LOCK GALVANIZED. PROVIDE HOLLOW BLADE TURNING VANES ON 1.5 CENTERLINE RADIUS FOR ALL ELBOWS AND TEES. HVAC SUPPLY AND RETURN RECTANGULAR PERFORMANCE, DUCTS TO HAVE A MINIMUM 1-1/2" THICK, R6.3 THERMAL 0.85 NRC SOUND ABSORPTION RATED DUCTLINER. ALL OUTSIDE AIR DUCTS TO HAVE 2" THICK R8 INSULATION 0.9 NRC SOUND ABSORPTION RATED, UL 181 CLASS ONE FIBERGLASS DUCTLINER ATTACHED WITH STIC-KLIPS 15" O.C. EACH WAY AND 100% COVERAGE OF FLAMEPROOF ADHESIVE. INCREASE DUCT TO ALLOW FOR LINER. SEAL ALL DUCT AIRTIGHT WITH TWO COATS OF DUCT SEALANT. DUCT SEALANT TO BE CLEAR PAINTABLE SILICONE CAULK ON ALL EXPOSED DUCTWORK. 8. CAULK ALL DUCT JOINTS AIR AND WATER TIGHT WITH PERMANENT COMMERCIAL CAULK PER MANUFACTURER'S RECOMMENDATIONS. 9. CONCEALED ROUND DUCTS SHALL BE LOW PRESSURE CONSTRUCTION, SEALED AIR TIGHT AND EXTERNALLY INSULATED WITH 1-1/2", 3/4 LB. DENSITY BLANKET INSULATION WITH FOIL SCRIMCRAFT FACING. SEAL ALL JOINTS WITH CAULK AIR TIGHT. 10. INTERIOR OF ALL DUCTS VISIBLE THROUGH GRILLES, DIFFUSERS, ETC. TO BE PAINTED WITH TWO COATS FLAT BLACK PAINT. 11. ALL ROUND DUCT TAKEOFFS SHALL BE CONICAL BELL MOUTH SPIN -IN FITTINGS WHERE DUCT DIMENSION ALLOWS. 12. PROVIDE CONDENSATE DRAIN PIPING FOR ALL SPLIT SYSTEM COOLING COIL UNITS, I.E. FAN COIL UNITS, FURNACES, AIR HANDLING UNITS, ETC. ALL UNITS SHALL HAVE INTERNAL DRAIN PANS OR PROVIDE A DRAIN PAN CAPABLE OF CAPTURING ALL COOLING COIL CONDENSATION. PIPE DRAINS TO NEAREST PLUMING FIXTURE OR AS SHOWN ON DRAWINGS. PROVIDE CONDENSATE PUMP IF PROPER SLOPING OF DRAIN PIPE IS NOT ADEQUATE. COORDINATE WITH PLUMBING CONTRACTOR. 13. THIS CONTRACTOR SHALL COORDINATE ALL DUCTWORK WITH OTHER TRADES PRIOR TO INSTALLATION. 14. WEATHERPROOF ALL MECHANICAL ROOF PENETRATIONS PER CODES AND ALL ROOFING MANUFACTURER RECOMMENDATIONS. 15. PROVIDE FIRE OR SMOKE DETECTORS ON RETURN FOR MECHANICAL SYSTEMS OVER 2000 CFM AS REQUIRED BY CODES OR BUILDING STANDARDS. IF TWO OR MORE MECHANICAL SYSTEMS (I.E. ROOFTOP UNITS) SERVE THE SAME AREA AND WHEN COMBINED EXCEED 2000 CFM, A FIRE OR SMOKE DETECTOR SHALL BE INSTALLED ON THE RETURN OF EACH UNIT WHEN REQUIRED BY LOCAL AUTHORITIES. 16. PROVIDE SLEEVES AND COLLARS FOR ALL DUCTWORK AND PIPES THROUGH WALLS, FLOORS, AND CEILINGS. SEAL ALL EXTERNAL PENETRATIONS WEATHER TIGHT WITH EXTERIOR COMMERCIAL GRADE CAULK. FIREPROOF ALL PENETRATIONS OF FIRE RATED WALLS, FLOORS AND CEILINGS. 17. CONFIRM VOLTAGE, PHASE, AND AMPACITY WITH ELECTRICAL CONTRACTOR PRIOR TO ORDERING EQUIPMENT. ALL CONTROL AND INTERLOCK WIRING FOR MECHANICAL EQUIPMENT BY MECHANICAL CONTRACTOR. THREE PHASE MOTORS TO HAVE MAGNETIC STARTERS WITH PROTECTION ON ALL THREE LEADS. CONTROLS AND HEATING/COOLING EQUIPMENT TO AUTOMATICALLY RESTART AFTER POWER FAILURE. ALL WIRE TO BE IN CONDUIT WHERE REQUIRED BY CODE. 18. ALL RECIRCULATED AIR SHALL PASS THROUGH STANDARD MERV 8, THROW AWAY FILTERS. PROVIDE ONE ADDITIONAL CLEAN SET FOR OWNER AT PROJECT COMPLETION. 19. A MINIMUM CLEARANCE OF 36 INCHES SHALL BE PROVIDED AROUND ANY EQUIPMENT OR COMPLY WITH MANUFACTURER'S REQUIREMENTS (I.E., FANS, PUMPS, AIR CONDITIONERS, ETC.) FOR SERVICE AND MAINTENANCE. GAS FIRED APPLIANCES SHALL BE VENTED PER THE MANUFACTURER'S LISTING. PROVIDE COMBUSTION AIR AS REQUIRED PER CODE. 20. TEMPERATURE CONTROLS - THE HVAC SYSTEM CONTROLS ARE TO BE FULLY AUTOMATIC. ALL CONTROLS ARE TO BE ELECTRIC. TEMPERATURE CONTROL SETUP AND SETBACK SHALL BE ACCOMPLISHED BY MEANS OF AN ELECTRIC THERMOSTAT WITH THE FOLLOWING FEATURES BEING STANDARD: a. ADJUSTABLE HEATING AND COOLING SETPOINTS. b. NIGHT AND WEEKEND PROGRAMMABLE SETBACK. c. AUTOMATIC CHANGEOVER BETWEEN HEATING AND COOLING CYCLES. d. MINIMUM JOB EIGHT (8) HOUR BATTERY BACKUPS DURING POWER FAILURE. e. OPTIMAL SYSTEM STARTUPS TO ENSURE CORRECT TEMPERATURE AT OCCUPANCY. f. LOCKABLE COVERS AS NOTED. g. ALL CONTROL SYSTEMS SHALL BE DESIGNED AND PROVIDED BY A CONTROL MANUFACTURER WHO HAS BEEN IN THE BUSINESS OF MANUFACTURING, DESIGNING AND INSTALLING CONTROL COMPONENTS AND SYSTEMS FOR A MINIMUM OF TEN (10) YEARS. REFRIGERATION 1. WORK UNDER THIS SECTION SHALL CONSIST OF FURNISHING AND INSTALLING MECHANICAL EQUIPMENT REFRIGERATION PIPING SYSTEMS AND ACCESSORIES HEREINAFTER SPECIFIED AND SHOWN ON DRAWINGS. 2. REFRIGERANT PIPING SHALL BE TYPE L, HARD TUBING ACR GRADE, CLEANED, DEHYDRATED, PRESSURIZED AND CAPPED AT THE FACTORY. FITTINGS SHALL BE WROUGHT COPPER AND ALL CHANGES IN DIRECTION SHALL BE MADE BY USE OF LONG RADIUS FITTINGS. BENDING OF TUBING WILL NOT BE ACCEPTABLE. 3. THE SYSTEM SHALL CONTAIN HAND VALVES TO ISOLATE THE REFRIGERANT CHARGE IN THE CONDENSER WHEN SERVICING. THE FOLLOWING ACCESSORIES SHALL BE FIELD FURNISHED: a. VIBRATION ELIMINATORS: ANACONDA OR JOHNSON CORRUGATED BRONZE TUBING WITH WOVEN BRONZE COVERING, INSTALLED IN EACH LINE FROM THE CONDENSER PARALLEL TO THE COMPRESSOR CRANKSHAFT. b. HAND VALVES: HENRY OR MUELLER 5/8 INCH AND SMALLER TO BE DIAPHRAGM, PACKLESS TYPE 7/8 INCH AND LARGER TO BE WING CAP TYPE. c. HEAD PRESSURE CONTROL VALVES: ALCO HEAD MASTER, HP8 SERIES, HEAD PRESSURE CONTROL VALVES TO MAINTAIN CONSTANT CONDENSING PRESSURE DOWN TO 0 DEGREES F OUTDOOR TEMPERATURE. EACH CIRCUIT SHALL HAVE TWO VALVES INSTALLED IN PARALLEL. d. HOT GAS BYPASS - ALCO FA8 OR EQUAL WITH MATCHED THERMAL EXPANSION VALVE AND DISTRIBUTOR. e. FILTER DRIER WITH REMOVABLE CORE AND ISOLATION VALVES EACH SIDE. f. SOLENOID. g. SITE GLASS. h. THERMAL EXPANSION VALVE. 4. INSULATE ALL SUCTION LINES WITH 3/4 INCH THICK ARMAFLEX OR EQUAL WITH VAPOR TIGHT SEAL. PROVIDE 16 GAGE PROTECTION SADDLES 18 INCHES LONG AT ALL POINTS OF HORIZONTAL PIPE SUPPORT. PAINT ALL EXTERIOR INSULATION WITH TWO HEAVY COATS OF WHITE, WEATHERPROOF, UV PROTECTION PAINT SUITABLE AND APPROVED FOR ARMAFLEX COVERING. 5. BEFORE INSTALLATION BEGINS PROVIDE EQUIPMENT MANUFACTURER APPROVED REFRIGERANT PIPING SCHEMATIC SUBMITTAL. INCLUDE ALL REFRIGERANT -PIPING SPECIALTIES. SHOW ALL ELEVATION CHANGES, TRAPS AND LENGTH OF RUN AND RISE TO NEAREST FOOT. 6, REFRIGERANT PIPING: CUTS SHALL BE PERFECTLY SQUARE AND MADE WITH A TUBE CUTTER. BURRS SHALL BE REMOVED BY REAMING. 95-5 SOLDER SHALL BE USED ON LIQUID AND SUCTION LINES AND SILVER SOLDER ON HOT GAS LINES. WHERE SILVER SOLDER IS USED, THE LINES SHALL BE CONTINUOUSLY PURGED WITH NITROGEN TO PREVENT INTERNAL SCALING. HOT GAS AND SUCTION LINES SHALL BE PITCHED DOWN, 1% MINIMUM IN THE DIRECTION OF GAS FLOW. PROVIDE SHALLOW SHORT COUPLED TRAPS FOR SUCTION AND HOT GAS LINE WITH DOUBLE RISERS WHERE NECESSARY FOR UNLOADING SYSTEMS. 7. A FIRM NORMALLY ENGAGED IN THIS TRADE AND HAVING 24 -HOURS, SEVEN-DAYS/WEEK SERVICE AVAILABLE SHALL PERFORM THIS WORK. 8. LINES SHALL BE PRESSURE TESTED AT 300 PSIG AND TRIPLE EVACUATED TO 2.5 MM HG WITH A I REFRIGERATION TYPE VACUUM PUMP. VACUUM PRESSURE SHALL BE AS INDICATED ON A ZIMMERLI OR ELECTRONIC GAGE. THE FIRST TWO VACUUMS SHALL BE BROKEN WITH DRY NITROGEN AND THE LAST WITH THE TYPE REFRIGERANT TO BE CHARGED INTO THE SYSTEM. 9. AS A CONTRACTOR ALTERNATE TO THE ABOVE ON 2 THROUGH 5 TON RESIDENTIAL SPLIT SYSTEM EQUIPMENT, CONTRACTOR MAY USE MANUFACTURER APPROVED AND PROVIDED PRE -INSULATED LINE SETS. STANDARD RESIDENTIAL REFRIGERANT SPECIALTIES MAY BE USED WHERE APPROVED AND PROVIDED BY THE MANUFACTURERS. ALL REFRIGERANT PIPING, CHARGING, AND STARTUP SHALL BE DONE IN STRICT CONFORMANCE WITH ALL MANUFACTURER RECOMMENDATIONS AND REQUIREMENTS. 1 CPVC VENT AND PVC OIL COOLING COIL -,,, COMBUSTION AIR INTAKE REFRIGERANT LINE SET SYMBOL RETURN DESCRIPTION DUCT ROUTING. ABBREV. FCU -4: SIDE RETURN - cws - FCU -5: BOTT RETURN CONDENSER WATER SUPPLY - D�- CONDENSATE LINES TO GAS LINE girl. ACID NEUTRALIZER SEE PLUMBING 3/4" PVC FULL-SIZED DIRT LEG � CWR FILTER ACCESSIBLE ACID NEUTRALIZER FROM FRONT WAFER BALANCE VALVEDUCT 4" CONCRETE Co UNIT FLOOR LEVEL 20/t6 - CHS- Yu� FLOOR CHILLED WATER SUPPLY DRAIN UPFLOW FURNACE DETAIL o NO SCALE METAL DIMENSIONS. FIRST BALANCING NOTES 1. AIR BALANCE SHALL BE BY INDEPENDENT CONTRACTOR IN ACCORDANCE WITH THE CONTRACT DRAWINGS. PROVIDE NEBB CERTIFIED REPORT TO OWNER (3 SETS). 2. MECHANICAL CONTRACTOR SHALL PUT HEATING, VENTILATING, AND AIR CONDITIONING SYSTEMS AND EQUIPMENT INTO FULL OPERATION AND SHALL CONTINUE THE OPERATION OF SAME DURING EACH WORKING DAY OF TESTING AND BALANCING, 3. BALANCING AGENCY SHALL INCLUDE AN EXTENDED WARRANTY OF 90 DAYS, AFTER COMPLETION AND ARCHITECT OR ENGINEER'S APPROVAL OF TEST AND BALANCE WORK, DURING WHICH TIME THE ARCHITECT OR ENGINEER AT THEIR DISCRETION MAY REQUEST A RECHECK, OR RESETTING OF ANY OUTLET, SUPPLY AIR FAN, OR EXHAUST FAN AS LISTED IN THE TEST REPORT. 4. THE BALANCING AGENCY SHALL PERFORM THE TESTS AND BALANCE THE AIR DISTRIBUTION FOR ALL SYSTEMS INCLUDING: SUPPLY AND EXHAUST FANS CFM, RPM, AND AMPERAGE; MAIN SUPPLY AND RETURN DUCTS PILOT TRAVERSE, SUPPLY DIFFUSERS AND REGISTERS, AND MAIN EXHAUST DUCTS. R EXHAUST DUCT THRU ROOF NO SCALE 161 5. TEST AND RECORD THE STATIC PRESSURE DROPS ACROSS ALL COMPONENTS OF THE AIR CONDITIONING SYSTEM INCLUDING: HEATING SECTION, COOLING COIL, AND FILTER SECTION. 6. IN COOPERATION WITH THE CONTROL MANUFACTURER'S REPRESENTATIVE, ADJUST AUTOMATICALLY OPERATED DAMPERS TO OPERATE AS SPECIFIED, INDICATED AND/OR NOTED. TESTING AGENCY SHALL CHECK CONTROLS FOR PROPER CALIBRATIONS AND LIST CONTROLS REQUIRING ADJUSTMENT BY CONTROL INSTALLERS. 7. AS A PART OF THE WORK OF THIS CONTRACT, THE CONTRACTOR SHALL MAKE ANY CHANGES IN THE PULLEYS, BELTS, AND DAMPERS OR THE ADDITION OF DAMPERS AND MINIMUM POSITIONS SWITCHES REQUIRED FOR CORRECT BALANCE AS RECOMMENDED BY THE BALANCING AGENCY AT NO ADDITIONAL COST TO THE OWNER. 8. PROVIDE BALANCE AND REPORT OF MINIMUM OUTSIDE AIR QUANTITIES ON PLANS. 9. BALANCE ALL RECIRCULATED DOMESTIC HOT WATER SYSTEMS AND PROVIDE WRITTEN REPORT. FIRE PROTECTION SPRINKLER SYSTEM (PERFORMANCE SPECIFICATION) 1. WORK INCLUDED: DESIGN, FABRICATE, INSTALL, AND SECURE REQUIRED APPROVALS OF A COMPLETE FIRE PROTECTION AUTOMATIC SPRINKLER SYSTEM FOR ALL BUILDINGS AND WHERE SHOWN ON THE DRAWINGS, AS SPECIFIED HEREIN, AND AS NEEDED FOR A COMPLETE AND PROPER INSTALLATION IN ACCORDANCE WITH PERTINENT REQUIREMENTS FOR THE FIRE RATING BUREAU AND GOVERNMENTAL AGENCIES HAVING JURISDICTION. 2. QUALITY ASSURANCE: a. USE ADEQUATE NUMBERS OF SKILLED WORKMEN WHO ARE THOROUGHLY TRAINED AND EXPERIENCED IN THE NECESSARY CRAFTS AND WHO ARE COMPLETELY FAMILIAR WITH THE SPECIFIED REQUIREMENTS AND THE METHODS NEEDED FOR PROPER PERFORMANCE OF THE WORK OF THIS SECTION. b. IN ADDITION TO COMPLYING WITH PERTINENT CODES AND REGULATIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION, COMPLY WITH: 1) RECOMMENDATIONS OF THE FIRE RATING BUREAU HAVING JURISDICTION; 2) ALL PERTINENT REQUIREMENTS AND RECOMMENDATIONS CONTAINED IN THE LATEST EDITION OF NFPA PAMPHLET NO. 13, "STANDARDS FOR SPRINKLER SYSTEM INSTALLATIONS". 3. SUBMITTALS: a. PRODUCT DATA: WITHIN 21 CALENDAR DAYS AFTER THE CONTRACTOR HAS RECEIVED THE OWNER'S NOTICE TO PROCEED, SUBMIT: 1) MATERIALS LIST OF ITEMS PROPOSED TO BE PROVIDED UNDER THIS SECTION; 2) DESIGN DRAWINGS, STAMPED AS HAVING BEEN APPROVED BY THE FIRE RATING BUREAU HAVING JURISDICTION, SHOWING THE COMPLETE OVERHEAD SPRINKLER SYSTEM AND INDICATING CEILING AIR DIFFUSERS, LIGHTING FIXTURES, AND BEAMS; 3) A PLAN DRAWING SHOWING LOCATION OF UNDERGROUND CONNECTIONS, CONTROL VALVES, AND RELATED ITEMS; 4) DETAILS AND SECTIONS AS REQUIRED CLARIFYING THE DESIGN. b. RECORD DRAWINGS: 1) INCLUDE A COPY OF THE RECORD DRAWINGS IN EACH COPY OF THE OPERATION AND MAINTENANCE MANUAL DESCRIBED BELOW. c. UPON COMPLETION OF THIS PORTION OF THE WORK, AND AS A CONDITION OF ITS ACCEPTANCE, DELIVER TO THE ARCHITECT TWO COPIES OF AN OPERATION AND MAINTENANCE MANUAL COMPILED IN ACCORDANCE WITH THE PROVISIONS OF THE SPECIFICATIONS. 4. DESIGN: a. PROVIDE A DESIGN, WHICH IS COMPLETE IN ALL REGARDS INCLUDING, BUT NOT NECESSARILY LIMITED TO: 1) UNDERGROUND PIPING PERTAINING TO THE WORK OF THIS SECTION, INCLUDING REQUIRED PIPE, VALVES, TRENCHING, BACK -FILLING, AND SIMILAR ITEMS; 2) CONNECTION TO UTILITY MAIN, INCLUDING REQUIRED VALVES, FITTINGS, AND SIMILAR ITEMS; 3) ENTRY VALVING STATIONS WITH APPROVED BACKFLOW PREVENTERS, VALVING, FIRE DEPARTMENT CONNECTIONS, FLOW SENSING DEVICES, ETC. AS MAY BE REQUIRED BY ALL REGULATORY AUTHORITIES. 4) OVERHEAD SPRINKLER SYSTEM. b. ARRANGEMENT: 1) IN AREAS HAVING CEILINGS, CONCEAL ALL PIPES. 2) IN STORAGE AND SERVICE AREAS, PIPE MAY BE EXPOSED BUT HOLD TO THE MINIMUM PRACTICABLE DISTANCE BELOW THE STRUCTURE. a. IN ALL AREAS SUBJECTED TO POTENTIAL FREEZING CONDITIONS (UNHEATED ATTICS, CRAWL SPACES, VESTIBULES, ETC.) PROVIDE AN APPROVED DRY PIPE SYSTEM WITH COMPRESSED AIR AND ALL VALVING AND CONTROLS REQUIRED FOR A COMPLETE AND FUNCTIONING SYSTEM IN ACCORDANCE WITH ALL REGULATORY REQUIREMENTS. ALL SYSTEMS SHALL STRICTLY CONFORM TO ALL RECOMMENDATIONS AND REQUIREMENTS OF THE LATEST EDITION OF NFPA 13 AND ALL ITS APPENDIXES. 5. MATERIALS: a. SPRINKLER HEADS: 1) PROVIDE 1/2"AUTOMATIC CLOSED TYPE SPRINKLER HEADS OF "ORDINARY DEGREE" TEMPERATURE RATING, COMPLYING WITH NFPA PAMPHLET NO. 13. 2) ABOVE CEILINGS, PROVIDE STANDARD UPRIGHT TYPE. 3) IN FINISHED CEILINGS, PROVIDE SEMI -RECESSED TYPE; CHROME PLATED, WITH WHITE "METLOCK" ESCUTCHEON PLATES MANUFACTURED BY METCALFE INDUSTRIES. 4) IN GROUND FLOOR LOBBY, PROVIDE MODEL G "UNSPOILER" MANUFACTURED BY INA CORPORATION. 5) FOR SIDEWALL APPLICATIONS PROVIDE RECESSED HEADS WITH BLACK ESCUTCHEONS. 6) DO NOT LOCATE SPRINKLER HEADS IN ANY LUMINOUS CEILING. DEVISE METHODS FOR SPRINKLING SUCH AREAS AS APPROVED BY THE FIRE RATING BUREAU AND GOVERNMENTAL AGENCIES HAVING JURISDICTION. b. VALVE SEALS, TAGS, AND CHARTS: 1) SEALS: PROVIDE BRASS CROSS-LINK CHAIN, ALL BRASS PADLOCK, AND TWO KEYS FOR EACH MANUALLY OPERATED SHUTOFF VALVE REQUIRED TO BE SEALED IN THE OPEN POSITION. 2) SIGNS: PROVIDE IDENTIFICATION SIGNS OF STANDARD DESIGN, FASTENED SECURELY AS DESIGNATED LOCATIONS IN ACCORDANCE WITH NFPA PAMPHLET NO. 13. 3) TAGS: PROVIDE 2" DIAMETER BRASS TAGS, STAMPED WITH DESIGNATION NUMBERS, SECURED WITH 12 GAGE COPPER WIRE TO SPINDLE OF THE CONTROL VALVES. 4) CHARTS: I. PROVIDE TWO COPIES OF THE APPROVED "AS -BUILT" SPRINKLER SYSTEM DIAGRAM AND VALVE CHART, GIVING DESIGNATED NUMBER, FUNCTION, AND LOCATION OF EACH VALVE; ROOF MOUNTED CONDENSING UNIT NO SCALE 'NOTE: ALL DASHED PLUMBING LINES INDICATE BELOW FLOOR ELEVATION UNLESS OTHERWISE MECHANICAL LEGEND NOTED ON DRAWINGS. SYMBOL ABBREV. DESCRIPTION SYMBOL ABBREV. DESCRIPTION SYMBOL ABBREV. DESCRIPTION - cws - CWS CONDENSER WATER SUPPLY - D�- t� V MOTORIZED GATE VALVE Fz] U O S2 W � ACCESS DOOR IN CEILING - GWR- CWR CONDENSER WATER RETURN m N W N Q Z U m w U Lu o WAFER BALANCE VALVEDUCT W Co SIZE INDICATING SHEET 20/t6 - CHS- CHS CHILLED WATER SUPPLY U Q METAL DIMENSIONS. FIRST J LLJ z0 VENTURI NUMBER WIDTH & SECOND - CHR- CHR CHILLED WATER RETURN- v W > Q J O LIJ O IS DEPTH. - Rs- RS REFRIGERANT SUCTION F- REDUCED PRESSURE �/ L- d� 0 lifQ - RL- RL REFRIGERANT LIQUID ��{. v � LnW BACKFLOW PREVENTOR Q DUCT ELBOW W/ TURNING VANE - RH - RH REFRIGERANT HOT GAS 1- o GAS COCK UJI -HWS- HWS HEATING WATER SUPPLY X11 UNION __ DUCT TEE W1 TURNING VANES -HWR- HWR HEATING WATER RETURN PIPE REDUCER 0 � -HPS- HPS HIGH PRESSURE STEAM STRAINER -HPSR- HPSR HIGH PRESSURE STEAM RETURN W/ BLOWOFF VALVE MANUAL DAMPER WI LOCKING STRAINER QUADRANT. -LPS- LIPS LOW PRESSURE STEAM- -LPSR- LPR LOW PRESSURE STEAM RETURN M a F.D. BOOR DRAIN -VAC- VAC VACUUM MOTORIZED DAMPER ®-- EQUIPMENT ROOM DRAIN - A - AIR AIR F.S. FLOOR SINK - HALF GRATE - N - N NITROGEN �- F.S. FLOOR SINK -1/4 GRATE FLEXIBLE DUCT CONNECTOR - F - FIRE FIRE - - CW COLD WATER _ 1 �5� DRAIN ABOVE SPIN -IN FITTING W/ DAMPER ---- HW HOT WATER R.D. ROOF DRAIN 450 DUCT TAKE -OFF ----- DHC HOT WATER RECIRCULATE `�- O.R.D. ROOF DRAIN - OVERFLOW - W- W WASTE PIPE -7i DOWNSPOUT NOZZLE U.C. SIZE_ DOOR UNDERCUT -V VENT VENT PIPE CO CLEANOUT - VERTICAL - STM - ST STORM PIPE ® FIRE DAMPER IF- CO CLEANOUT - HORIZONTAL - GW - GW GREASE WASTE E- PIPE CAP Q FIRE &SMOKE DAMPER - so - SO SAND OIL WASTE SI- BRK BREAK -MISC. ® SMOKE DAMPER -c- GAS GAS PIPE PIPE UP J I L VTR VENT THRU ROOF ® EXISTING FIRE DAMPER v J PIPE DOWN ® RETURN GRILLE 0 PIPE TEE DOWN WWr W H WALL HYDRANT 0 PIPE TEE UP CONNECTION NEW TO EXISTING. HB �-- GATE VALVE I HB HOSE BIBB_ FLEXIBLE PIPE CONNECTION GLOBE VALVE O THERMOSTAT CHECK VALVE -01- PUMP OS REMOTE SENSOR BALL VALVE PRESSURE/TEMP. RELIEF CD CARBON DIOXIDE SENSOR -� BUTTERFLY VALVE � i CM CARBON MONOXIDE SENSOR PLUG VALVE AIR VENT HO HUMIDISTAT GAS PRESSURE REGULATOR P -T TAF' I� GAS COCK AND UNION PIPE GUIDE (SLEEVE) �- PIPE EXPANSION JOINT STOP &DRAIN VALVE PIPE ANCHOR �J AUTO FLOW CONTROL VALVE SMOKE DETECTOR EXISTING ITEM LINE WEIGHT -- BALANCING VALVE b _ BOILER DRAIN VALVE - - - - - - - - _ _ - DEMO ITEM LINE WEIGHT Q --IyCr- TEMP. CONTROL - 2 -WAY BALL DRAIN W/ HOSE END NEW ITEM LINE -- TEMP. CONTROL - 3 -WAY CONNECTION. WEIGHTS DIFFUSER - 3 -WAY VALVE (N) NEW - PRESSURE REDUCING VALVE (E) EXISTING FLEX NECK SIZE -D SOLENOID VALVE (R) RELOCATED FLEX SIZE #x#x# PRESSURE GAUGE VACUUM BREAKER A DIFFUSER I.D. RIGID DUCT CFM Fs FLOW SENSOR THERMOMETER NOTE: NOT ALL SYMBOLS ON THIS LEGEND ARE r I NECESSARILY USED ON THIS PROJECT. ii. MOUNT IN PAINTED GLASS FRAMES, AND LOCATE WHERE DIRECTED BY THE ARCHITECT. c. WATER MOTOR ALARM: 1) PROVIDE FLOW SWITCH WITH HORN AND LIGHT ALARM. 2) LOCATE AND INSTALL IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. d. PROVIDE SUPPORTS, HANGERS, INSERTS, AND ASSOCIATED ITEMS TO PROPERLY SUPPORT SPRINKLER PIPING IN ACCORDANCE WITH PERTINENT PROVISIONS OF NFPA PAMPHLET NO. 13. e. PROVIDE CONTROL VALVE, DETECTOR CHECK, VAULT, AND ASSOCIATED ITEMS AS REQUIRED BY CODE AUTHORITY AND CONNECT TO WATER MAIN. f. PROVIDE FLUSH TYPE FIRE DEPARTMENT CONNECTION, WITH ALL EXPOSED PARTS BRUSH CHROME PLATED WHERE LOCATED ON WALL OF THE BUILDING PER LOCAL FIRE AUTHORITY. 6. OTHER MATERIALS: a. PROVIDE OTHER MATERIALS, NO SPECIFICALLY DESCRIBED BUT REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AS SELECTED BY THE CONTRACTOR SUBJECT TO THE APPROVAL BY THE ARCHITECT, 7. SURFACE CONDITIONS: a. EXAMINE THE AREAS AND CONDITIONS UNDER WHICH WORK OF THIS SECTION WILL BE PERFORMED. CORRECT CONDITIONS DETRIMENTAL TO TIMELY AND PROPER COMPLETION OF THE WORK. DO NOT PROCEED UNTIL UNSATISFACTORY CONDITIONS ARE CORRECTED. 8. INSTALLATION: a. COORDINATE AS NECESSARY WITH OTHER TRADES TO ASSURE PROPER AND ADEQUATE PROVISION IN THE WORK OF THOSE TRADES FOR INTERFACE WITH THE WORK OF THIS SECTION. b. PERFORM TRENCHING AND BACKFILLING REQUIRED FOR THE WORK OF THIS SECTION IN STRICT ACCORDANCE WITH PERTINENT PROVISIONS OF SECTION 02220 OF THESE SPECIFICATIONS. c. INSTALL THE WORK OF THIS SECTION IN STRICT ACCORDANCE WITH THE APPROVED DESIGN DRAWINGS AND THE REQUIREMENTS OF THE FIRE MARSHAL, GOVERNMENTAL AGENCIES AND FIRE RATING BUREAU HAVING JURISDICTION. 9. TESTING AND ACCEPTANCE: a. UPON COMPLETION OF THE INSTALLATION, PROVIDE NECESSARY PERSONNEL AND EQUIPMENT AND TEST AND RETEST THE COMPLETE SYSTEM, MAKING ADJUSTMENTS AS REQUIRED, AND SECURE ALL NECESSARY APPROVALS. b. WHEN THE SYSTEM HAS BEEN COMPLETELY APPROVED, SECURE A LETTER OF FINAL ACCEPTANCE FROM THE FIRE RATING BUREAU HAVING JURISDICTION, AND FORWARD TWO COPIES OF THE LETTER TO THE ARCHITECT. 10. CONTRACTOR/ENGINEER SHALL VISIT THE SITE PRIOR TO BID AND DESIGN TO DETERMINE ALL SPECIFIC JOB REQUIREMENTS TO PROVIDE A COMPLETE, FUNCTIONAL AND APPROVED SYSTEM 'TO SATISFY THE QUALITY AND INTENT OF THIS SPECIFICATION AND ALL CONTRACT DRAWINGS. CAREFULLY COORDINATE ALL PIPE ROUTINGS AND INSTALLATION WITH ALL OTHER CONSTRUCTION TRADES AND EXISTING BUILDING CONDITIONS TO ELIMINATE CONFLICTS. 1" NEOPRENE ISOLATION PAD NC: Pan u RUBBER IN SHEAR ISOLATOR KIT INLINE FAN DETAIL NO SCALE M0.1 MECHANICAL SPECIFICATIONS AND DETAILS.DWG Ee ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 FAX (303) 421 -?A09 as 74 °�irtre��tuaa+e��+� DATE: 12115/2015 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. 2/15/2016 2:32 PM W m � H t� V w U O S2 W � OZ a U o p :D of O:,�: y5 Y a w U- 0 O o W K w m o z > (o m N W N Q Z U m w U Lu o MOO W Co m >o U Q 0 J LLJ z0 W U M v W > Q J O LIJ O r^ �/ Q U W J �/ L- d� 0 lifQ LL ��{. v � LnW J Q ~ 000 11 W< o UJI 00 00 ®ri cn m o� 0 (D W 0 n� L Q) 0 c5 x a) w o 0 Q N c0 V a0 CS N aaaa DRAWN BY: ATA CHECKED BY: RJW ISSUE DATE: 8-25-2015 .m15X SHEET N0. mool MECHANICAL SPECIFICATIONS & DETAILS JOB # 5067 m � H w w U O S2 W � OZ a U o p :D of O:,�: y5 Y a w U- 0 O o W K w m o z > O 0 W 2 Of w 0 cD z m N W N Q Z U m w U Lu o rn m w o 0 Q N c0 V a0 CS N aaaa DRAWN BY: ATA CHECKED BY: RJW ISSUE DATE: 8-25-2015 .m15X SHEET N0. mool MECHANICAL SPECIFICATIONS & DETAILS JOB # 5067 NATURAL VENTILATION SCHEDULE Area Description Area (SF) Operable Area (S F) % Operable Opening Area to Adjoining Room (SF) %Opening to Ajoining Room (101) ENTRY (EAST) 70 42 60% - - (102) OFFICE (EAST) 100 15 15% - - (103) MULTI-PURPOSE ROOM (EAST) 355 42 12% - - (104) LAUNDRY (EAST) 185 9 5% - - (105) FOYER (EAST) 255 0 0% 80 31% (106) KITCHEN (EAST) 235 0 0% 80 34% (107) SERVICE (EAST) 185 21 11% - - (108) SALON (EAST) 130 24 18% - - (137) HALL (EAST) 790 84 11% - - (138) LIVING (EAST) 460 104 23% - - (139) DINING ROOM (EAST) 650 92 14% - - TOTAL (EAST) 3062 341 11% - - (151) ENTRY (WEST) 70 42 60% 1 - - (155) FOYER (WEST) 265 0 0% 80 30% (156) KITCHEN (WEST) 250 0 0% 60 24% (156) SERVICE (WEST) 150 36 24% - - (151) ENTRY (WEST) 70 42 60% - - (152) OFFICE (WEST) 100 15 15% - - (153) MULTI-PUPPOSE ROOM (WEST) 355 42 12% - - (154) LAUNDRY (WEST) 175 9 5% - - (191) DINING ROOM (WEST) 550 23 4% - - (192) LIVING (WEST) 465 104 22% - - (196) SITTING 270 0 0% 100 37% (197) HALL (WEST) 1210 219 18% - - TOTAL (WEST) 4671 531 11% - - Notes: 1. Above based on 2012 IMC, Chapter 4. 2. Airflow is unobstructed and allowed to flow freely between areas. PTAC TERMINAL AIR CONDITIONING UNIT (HEAT PUMP) SCHEDULE OCCUPIED (SF) EXH RATE (CFMVSQ) EXH RIR (CFM) NO. SHWRS EXH (CFWSH) FURNACE EXH (CFMUWC/UR) CONDENSING UNIT COMMENTS 1/2 Bath (Typ.) Private - Toilet Room EF -1 AIRFLOW COOLING HEATING ELECTRIC ELECTRICAL ADDITIONAL CFM MBH EER MBH COP VOLTS/PHASE MCA MOCP TAG LG MODEL HEAT (KW) FEATURES REQ. PTAC-1 UYH073ALH21 270 7.3 13.3 6.4 3.6 2.5 208-230/1 14.9 1 15 1,2,3,4 FEATURES: 1. INSULATED WALL SLEEVE MIN O.A. 140 0 2. ALUMINUM ARCHITECTURAL LOUVER. COORDINATE STYLE/COLOR W/ ARCHITECT. 1 EQUALS BY 20 1 3. WIRED DIGITAL WALL THERMOSTAT. CARRIER TRANE 2 4. CONDENSATE DRAIN AND REMOTE ESCUTCHEON KIT. # OF DAIKIN 78 0 WEIGHT CARRIER FURNACE SPLIT SYSTEM SCHEDULE R -410A (13 SEER) OCCUPIED (SF) EXH RATE (CFMVSQ) EXH RIR (CFM) NO. SHWRS EXH (CFWSH) FURNACE EXH (CFMUWC/UR) CONDENSING UNIT COMMENTS 1/2 Bath (Typ.) Private - Toilet Room EF -1 45 0 0 0 20 0 1 50 ALT MBH 50 80 2 3/4 Bath (Typ.) Private -Toilet Room EF -1 ELECTRICAL 0 0 0 20 COOLING 50 50 50 80 2 Bath 1 (109/159) Public - Toilet Room EF -1 80 0 ADDITIONAL 1 CARRIER MBH 50 OUTPUT 70 80 2 MIN O.A. 140 0 0 1 UNIT 20 1 50 CARRIER 70 80 2 VOLTS/ # OF # OF 78 0 WEIGHT FEATURES TAG MODEL INPUT CFH 5,000' S.P. CFMZ 4 MCA MOCP HP VOLT/PH WEIGHT COIL TAG MODEL TOT. ARI MBH SEER PHASE REFRIG CIR. MOTORS HP MCA MOCP (LB) REQUIRED F-4A/B/C 59TC2C080S17 80 96 58.9 0.4 1600 13 15 3/4 115 / 1 175 CNPVP4821ALA CU -4 24ABC348AO03 48 13 208/230/1 1 (1) 114 26 40 300 1, 2,3,4,5,6,8,9,10,11,12 - - - 8. INTERLOCK W/ RANGE HOOD AND MOTORIZED DAMPER. ENERGIZE UPON ACTIVATION OF RANGE HOOD. - - - SCHEDULE - - - - - - 2 (155) Foyer (West) - F-5 265 - - - - - - F-5 59TC2C120S24 120 145 88.3 0.4 2000 19.6 20 3/4 11511 220 CNPVP6024ALA CU -5 �24ABCOA00336 60 13 208/230/1 1 (1) 1/4 34 50 300 1,2,3,4,5,7,8,9,10,11,12 100 0.9 0.3 315 0.6 75 100 SCHEDULE (159' Bath 1 (West) Toilet - Public F-5 80 - - - - - - - - - 0 - - - FEATURES: 70 30/80 (177 Bath 2 (West) Toilet - Public F-5 1. TWO STAGE CONDENSING FURNACE @ 92% EFFICIENCY - 7. BOTTOM RETURN W/ SIDE FILTER RACK AND 2 SETS OF MERV 8 FILTERS. - EQUALS: - - 2. CONDENSER HAIL GUARDS. - 8. HIGH ALTITUDE CONTROLS. 75 TRANE - - 3. REFRIGERATION LINE SETS. 70 9. PROVIDE 2" CONCRETE W/ 1" NEOPRENE ISOLATION PAD ON ROOF FOR CONDENSING UNITS (SEE DETAIL). DAIKIN - F-5 4. PROGRAMMABLE T -STAT W/ LOCKABLE COVER. - 10. ANTICYCLE RELAY. - - - - 5. COIL ENCLOSURE (VERT.) - 11. AMBIENT LOCK OUT (50oF ADJ.). 200 - - - 6. SIDE FILTER RACK WITH 2 SETS OF MERV 8 FILTERS. - 12. DIRECT VENTED APPLIANCE W/ 3" CPVC FLUE AND 3" PVC CA. PROVIDE CONCENTRIC VENT ADAPTER. INSTALL PER MFGS INSTALLATION INSTRUCTIONS. 2 (197) Hall (West) - EXHAUST AIR SCHEDULE (PER 2012 IMC) OCCUPANCY HVAC ROOM DESIGNATION CLASSIFICATION SYSTEMS OCCUPIED (SF) EXH RATE (CFMVSQ) EXH RIR (CFM) NO. SHWRS EXH (CFWSH) RM SH EXH NO. (CFM) WC/UR EXH (CFMUWC/UR) RM WC/UR EXH (CFM) TOTAL EXHAUST ACTUAL ROOM REQ (CFM) EXHAUST (CFM) COMMENTS 1/2 Bath (Typ.) Private - Toilet Room EF -1 45 0 0 0 20 0 1 50 50 50 80 2 3/4 Bath (Typ.) Private -Toilet Room EF -1 65 0 0 0 20 0 1 50 50 50 80 2 Bath 1 (109/159) Public - Toilet Room EF -1 80 0 0 1 20 20 1 50 50 70 80 2 Bath 2 (129/177) Public - Toilet Room EF -1 140 0 0 1 20 20 1 50 50 70 80 2 Salon (108) Beauty Salons EF -3 130 0.60 78 0 20 0 0 50 0 78 100 2 Salon (158) Beauty Salons EF -3 120 0.60 72 0 20 0 0 50 0 72 100 2 Kitchen (West) Kitchen KH -1 1 250 10.7 1 175 0 20 0 0 50 0 175 550 1. CORRECT ALL FAN RPM FOR ALTITUDE. Kitchen (East) Kitchen KH -1 1 250 1 0.7 1 175 0 20 0 0 50 1 0 1 175 550 4. FLAT ROOF CAP OR WALL CAP BY FAN MANUFACTURER. NOTES: 1. ABOVE IS BASED ON 2012 IMC CHAPTER 4 2. EXHAUST FAN OPERATED CONTINUOUSLY. G.R.D. AND LOUVER SCHEDULE ROOM DESIGNATIONS MFG 1 HVAC SYSTEMS FIRE OCC DENSITY # / 1000 SF HEAT OUTPUT OCC VENT RATE- CFMfP (RP) TAG MODEL TAG DMPR OBD MAX N.C. ADDITIONAL FEATURES REQUIREMENTS ALT. SHOEMAKER SIDEWALL REGISTER SONES AT YES 30 ALL STEEL, DOUBLE DEFLECTION D 951 SUPPLY _ CFM S.P. 3/4" SPACING, ADJUSTABLE OPER. PT. SHOEMAKER RETURN GRILLE PANASONIC CEILING DIRECT 30/80 ALUMINUM CONSTRUCTION E 1050 20W _ YES 30 1/2" SPACING (151) Entry (Vilest) SHOEMAKER FLOOR REGISTER FEATURES: - - HEAVYGAUGE STEEL F 350 SUPPLY/RETURN - YES 30 60 DEG DEFLETION FEATURES: A USE LAY -IN FRAME STYLE 3P ON ALL T -BAR CEILINGS. *USE OBD IN ALL NON B. USE FRAME STYLE 1 ON ALL HARD SURFACE CEILINGS. ACCESSIBLE CEILING AREAS C. USE MAX6FT. OF CODE APPROVED INSULATED FLEXDUCT. ONLYWHERE SPIN/DAMPER D. MAXIMUM S.P. DROP = 0.15" W.C. UNLESS OTHERWISE NOTED. CAN NOT BE SERVICED. E. ALL CEILINGS DIFFUSERS TO HAVE 4 -WAY DEFLECTION UNLESS SHOWN WITH THROW BLOCKING. F. OBD MAYBE OMITTED IF ONLY ONE RETURN INLET PER SYSTEM IS USED, OR RETURN SYSTEM IS NON -DUCTED. G. USE SPIN -IN FITTINGS WITH LOCKING BUTTERFLY DAMPER IN ACCESSIBLE LAY -IN CEILINGS, IN LIEU OF OBD. USE OBD IN ALL NON ACCESSIBLE CEILING AREAS ONLY WHERE SPIN/DAMPER CAN NOT BE SERVICED H. COORDINATE FINISHES WITH ARCHITECT. EQUALS BY: GRD - KRUEGER, NAILOR, ANEMOSTAT; LOUVERS - RUSKIN, ARROW, UNITED ENERTECH NOTE: PROVIDE A ROOM-BY-ROOMAIR DISTRIBUTION SCHEDULE WITH THE DIFFUSER AND GRILLE SUBMITTAL. INCLUDE TAG #, ROOM#, MANUFACTURER, MODEL #, NECK SIZE, BORDER SIZE, COLOR, OBD, QUANTITY, CFM AND N.C. THROW @ 150 FPM. MAXAIR FLOW 6 DUCT & FLEX0.15" PER 100' SIZE CFM SIZE CFM 6� 130 12� 800 7c 200 14� 1200 8� 300 16c 1800 10� 500 18� 2400 FAN SCHEDULE ROOM DESIGNATIONS OCCUPANCY CLASSIFICATION HVAC SYSTEMS MANUFACTURER OCC DENSITY # / 1000 SF HEAT OUTPUT OCC VENT RATE- CFMfP (RP) ELECTRICAL ADDITIONAL FEATURES TAG MODEL LOCATION MANUFACTURER REQUIRED ALT. MCA FAN SONES AT ELECTRICAL ADDITIONAL HP VOLTS/PH TAG MODEL FAN TYPE CFM S.P. RPM OPER. PT. FEATURES REQ. EF -1 PANASONIC CEILING DIRECT 30/80 0.25 800 1.0 20W 115/1 1,3,4,5 - FV -05-11 VK1 (151) Entry (Vilest) - F-5 FEATURES: - - - - 1. RECESSED BACK BOX MOUNT BOTTOM OF HEATER AT 12" AFF UNLESS OTHERWISE NOTED, EF -2 NOT USED - 2. INTEGRAL DISCONNECT. EF -3 PANASONIC CEILING DIRECT 100 0.25 950 1.(1 20W 115/1 1,2,4,5 - FV -05-11 VK 1 100 - - - - - - - - EF -4 NOT USED 150 - - SF -1 NOT USED - - FEATURES: 2 (153) Multi-purpose (West) - F-5 1. CORRECT ALL FAN RPM FOR ALTITUDE. - EQUALS BY - 2. OPERATE FAN CONTINUOUSLY. - COOK - 3. MULTI -SPEED MOTOR W/ WALL SWITCH FOR HIGHER AIRFLOW. LOWER AIRFLOW SHALL OPERATE CONTINUOUSLY. S & P 405 4. FLAT ROOF CAP OR WALL CAP BY FAN MANUFACTURER. - PANASONIC - 5. GRAVITY BACKDRAFT DAMPER. - 2 (154) Laundry (West) 6. PROVIDE 1/2" WIRE MESH INLET GUARD. F-5 175 - 7. PROVIDE FULL SET OF HEATING LAMPS. - - - 8. INTERLOCK W/ RANGE HOOD AND MOTORIZED DAMPER. ENERGIZE UPON ACTIVATION OF RANGE HOOD. - ELECTRIC HEATER SCHEDULE ROOM DESIGNATIONS OCCUPANCY CLASSIFICATION HVAC SYSTEMS MANUFACTURER OCC DENSITY # / 1000 SF HEAT OUTPUT OCC VENT RATE- CFMfP (RP) ELECTRICAL ADDITIONAL FEATURES TAG MODEL LOCATION 13TH REQUIRED WATTS MCA MOCP VOLTS/PH EWH-1 BERKO CRA1512-IF BATHROOM - 2559 750 7.8 15 120/1 1,2,3 ECH-1 BROAN 163 BATHROOM - SHOWER 1706 500 4.3 15 120/1 4,5 - - ROOMS - - (151) Entry (Vilest) - F-5 FEATURES: - - - - 1. RECESSED BACK BOX MOUNT BOTTOM OF HEATER AT 12" AFF UNLESS OTHERWISE NOTED, - - 2. INTEGRAL DISCONNECT. - 150 - 3. WALL MOUNTED THERMOSTAT. - - - 4. PROVIDE 2 SETS OF 25OW INFRARED BULBS. 2 (152) Office (West) - 5. PROVIDE 60 MINUTE WALL MOUNTED TIME CONTROLLER. 100 - MECHANICAL VENTILATION SCHEDULE (PER 2012 IMC) ROOM DESIGNATIONS OCCUPANCY CLASSIFICATION HVAC SYSTEMS OCCUPIED SQ. FT. (Az) OCC DENSITY # / 1000 SF OCCUPANT # (Pz) OCC VENT RATE- CFMfP (RP) OCCUPANT CFM (RpPz) AREA VENT RATE- CFM/SF (Ra) AREA VENT CFM (RaAz) TOT ROOM VENT- CFM (Vbz) ZONE DISTRIB. EFFICIENCY TABLE 403.3.1.2 (Ez) ZONE OUTDOORAIR FLOW- CFM (Voz) PRIMARYAIR FLOW- CFM (Vpz) PRIMARY OA FRACTION (Zp) VENTILATION EFFICENCY (Ev) OUTDOORAIR INTAKE RATE (CFM) EXHAUST RATE (CFM/SF) REQUIRED EXHAUST RATE (CFM) PROVIDED EXHALIST RATE (CONTAWER. CFM) COMMENTS (006) Unfinished Basement (West) Un -Occupied Space F-5 590 - - - - - - - - - 50 - - - - - - (151) Entry (Vilest) - F-5 70 - - - - - - - - - 150 - - - - - - 2 (152) Office (West) - F-5 100 - - - - - - - - - 150 - - - - - - 2 (153) Multi-purpose (West) - F-5 355 - - - - - - - - - 405 - - - - - - 2 (154) Laundry (West) - F-5 175 - - - - - - - - - 170 - - - - - - 2 (155) Foyer (West) - F-5 265 - - - - - - - - - 100 - - - - - - 2 (158) Salon (West) Beauty Salons F-5 125 20 3 20 60 0.12 15 75 0.8 94 100 0.9 0.3 315 0.6 75 100 (159' Bath 1 (West) Toilet - Public F-5 80 - - - - - - - - - 0 - - - - 70 30/80 (177 Bath 2 (West) Toilet - Public F-5 140 - - - - - - - - - 75 - - - - 70 30/80 (196) Sitting (West) - F-5 270 - - - - - - - - - 200 - - - - - - 2 (197) Hall (West) - F-5 1210 - - - - - - - - - 600 - - - - - - 2 TOTAL - F-5 3380 - - - - - - - - - 2000 - - 315 - - - NOTE S : 1. ABOVE IS BASED ON 2012 IMC CHAPTER 4 2. AREA VENTILATED NATURALLY. SEE NATURAL VENTILATION SCHEDULE. 3. F-5 IS THE ONLY UNIT WITH MECHANICAL VENTILATION. VENTILATION FOR AREAS SERVED BY OTHER HVAC UNITS ARE SUPPLIED THROUGH NATURAL MEANS (SEE NATURAL VENTILATION SCHEDULE). ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 FAX (303) 421-3209 ,�{t{UI{itllf //dl 1110 0441111111000 -vii �-Ott r e - \. DATE: 12/15/2015 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. ILIJ Cl) z o V Cid z Q W Of o 1- 9z U CO p P: of � z o0 ot5 � _(D of 0 U z W 1E KU Q W o z o co W N z ¢ z x W W o W M m �® U Q co J LU L_ 1 UW C) M 06 W J O -3o _00 w O C) Q U ui o z UJ �--- v ® �Q o w Ln 00W ® � _.L._ L0 00 � o a � Cn o 2 N � � X a� Lo Ln L2 Ln LU 0 CD ON ON NN N o 00�' (0 N U C W N aaaa DRAWN BY: ATA CHECKED BY: RJW ISSUE DATE: 8-25-2015 M0.2 MECHANICAL SCHEDULES.DWG 2/15/2016 2:33 PM JOB # 5067 :3 Cl) z o Cid z Q W Of o 1- 9z U CO p P: of � z o0 ot5 � _(D of 0 U z W 1E KU Q W o z o U z W Q W 0 (D z W N z ¢ z x W W o m m Lo Ln L2 Ln LU 0 CD ON ON NN N o 00�' (0 N U C W N aaaa DRAWN BY: ATA CHECKED BY: RJW ISSUE DATE: 8-25-2015 M0.2 MECHANICAL SCHEDULES.DWG 2/15/2016 2:33 PM JOB # 5067 :3 GENERAL NOTES: 1. ALL DUCTWORK SHALL BE MOUNTED TIGHT TO CEILING/UNDERSIDE OF FLOOR UNLESS OTHERWISE NOTED. WORK NOTES: 1O 3" FLUE AND C.A. INTO WALL CAVITY ABOVE. SEE MAIN LEVEL MECHANICAL PLAN FOR CONT. ONOT USED O3 NOT USED O NOT USED OR.A. DUCT (SIZE NOTED ON DRAWINGS) W/ 1.5" LINER PER MECHANICAL SPECIFICATIONS. PROVIDE AIR TIGHT SEALED CONNECTION TO RETURN AIR OPENING IN STUDS ABOVE. 8" 0 OSA UP IN WALL CHASE. TERMINATE OSA DUCT AT WALL 3 FT ABOVE FINISHED GRADE W/ WALL CAP, PROVIDE MVD AND BALANCE TO NOTED AIRFLOW. CHASE LOCATION SHALL BE FIELD VERIFIED, ❑ ❑ MECHANICAL PLAN -BASEMENT LEVEL SCALE: 1 /8" = V-0" N 5067-M1.0 MECHANICAL PLAN - BASEMENT LEVEL.DWG ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 FAX (303) 421;209 `Ott 1111 ti Ips e®ems 974 i ..N``yq`y'^'� DATE: 12/15/2015 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. 2/15/2016 2:33 PM uj M ® W O >o Q 00 W=O I— U 0 W V w V Z�/ W L.L.. o< J Lo W 00W V cn W U J W (, M > J 00 j0 � �0o V �w • L0 = ti O 00 4R U a)cn O (6 = N N _> U d ct) U X (D JOB # 5067 :3 Fes- F�— Q W W F � � N O O U) w C) U W c") O H � Z Z Z CD z W W Q Z Cn a O U x o o o C)� D d CD CO O O w w Z Z O �_ cl� > 00 m w F— m L CD C�l N N N N N co Nt O N 6 N 06 O— N PT: ❑❑❑❑ DRAWN BY: ATA CHECKED BY: RJW ISSUE DATE: 8-25-2015 SHEET NO. 1.0 MECHANICAL PLAN BASEMENT LEVEL JOB # 5067 :3 WORK NOTES: 1 PROVIDE LOCKABLE COVER FOR WALL MOUNTED T -STAT. ONOT USED O KITCHEN RANGE HOOD (KH -1) W/ ANSUL FIRE PROTECTION SYSTEM, HOOD PROVIDED BY GC. 6"0 EXHAUST UP THRU ROOF W/ ROOF CAP. O NOT USED �5 NOT USED U MOUNT BOTTOM OF ELECTRIC WALL HEATER AT 24" A.F.F. 7O 3" FLUE AND C.A. W/IN WALL CAVITY UP THRU ROOF. PROVIDE CONCENTRIC VENT ADAPTER AT THE POINT OF TERMINATION. �8 4" DRYER VENT W/IN WALL CAVITY UP THRU ROOF. PROVIDE ROOF CAP AT POINT OF TERMINATION. O9 PROVIDE SHEET METAL LINING IN NOTED WALL CAVITIES AND PROVIDE PENETRATION THRU BOTTOM PLATE TO ALLOW RETURN AIR TRANSFER DN TO BASEMENT. 10 NOT USED 11 NOT USED A 6"0 E.A. DUCT UP THRU ROOF W/ ROOF CAP AT POINT OF TERMINATION. MECHANICAL PLAN - MAIN LEVEL 1 SCALE: 1/8" = 1'-0" W ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 FAX (303) 421-30119 -- 7 J. N DATE: 12/15/2015 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. W FH O w w Q N Q Q L � V w w S Q d O U g U = U z C ¢ ¢ w LOU_, 0 {dam W U) a o U U O 0>c) w z z O o 0 O:f 2 Q co J W =O w QN O n .n � 'n co N N N N 00 N N !p ~ U W �o V W > _I CD w0 ISSUE DATE: 8-25-2015 (D ®w M1.1 Q U t- 0 MAIN LEVEL W —NN LL ~ � - ® -Lo ~Q Lw ® J O �� cl Ln co00 W UJI 00vi A Aft Li o � a a� U � � O � � O O Q � t O V (Q X N 5067-M1.1 MECHANICAL PLAN - MAIN LEVEL.DWG 2/15/2016 2:33 PM I JOB #5067 71 FH O w w N Q Q L � w w S Q d O U g U = U z C ¢ ¢ w LOU_, 0 0 cr 0 0 'S U) a o U U O w w z z O o 0 O:f LL > m m w QN O n .n � 'n co N N N N 00 N N !p OD N F DRAWN BY: ATA CHECKED BY: RJW ISSUE DATE: 8-25-2015 SHEET NO. M1.1 MECHANICAL PLAN MAIN LEVEL 5067-M1.1 MECHANICAL PLAN - MAIN LEVEL.DWG 2/15/2016 2:33 PM I JOB #5067 71 N MECHANICAL PLAN -ROOF 1 SCALE: 118" =1'-0" 5067-M1.2 MECHANICAL PLAN - ROOF.DWG ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 FAX (303) 421-309 a F11 mu Lq�! gC.��V DATE: 1 211 512 01 5 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. 2115/2016 2:33 PM W � H N z O w w U) O r2 W n U o H o! Z O as w a W OLL- � O U w I, - o cD z M In `" w U) (5 LIJ a Z U = U Of 0 O O O W co O v 2 > Q p °O J W _O U W Jo 06 '. > J � w rui V Q Q W z V) w �� Cl >_ V �W Lf' O �� W O W S ap 'F V r— V / c E o� a) U0 U O f6 =5 -0 d N 4J N ,> O Q- (n L O U N 0 0 F- N N N N N co -IT N N r aO o� ate- N Z as as DRAWN BY: ATA CHECKED BY: RJW ISSUE DATE: 8-25-2015 I MNO. l I MECHANICAL PLAN ROOF LEVEL JOB # 5067 � H N z O w w U) O r2 W n U o H o! Z O as w a W OLL- � O U w I, - o cD z � O U w o (D z In `" w U) (5 LIJ a Z U = U Of 0 O O CE) m 0 0 F- N N N N N co -IT N N r aO o� ate- N Z as as DRAWN BY: ATA CHECKED BY: RJW ISSUE DATE: 8-25-2015 I MNO. l I MECHANICAL PLAN ROOF LEVEL JOB # 5067 GENERAL PROJECT NOTES NOTE: SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL CONSTRUCTION REQUIREMENTS 1. THE CONTRACTOR SHALL PROVIDE ALL LABOR AND MATERIAL NECESSARY FOR A COMPLETE, OPERATIONAL AND PROPERLY FUNCTIONING ELECTRICAL SYSTEM 2. MATERIALS AND INSTALLATION SHALL COMPLY WITH CODES, LAWS AND ORDINANCES OF FEDERAL, STATE AND LOCAL GOVERNING BODIES HAVING JURISDICTION. 3. MATERIALS AND EQUIPMENT SHALL BE LISTED AND/OR LABELED BY U.L., ETL, CSA OR ANOTHER RECOGNIZED TESTING LAB. ALL MATERIAL, EQUIPMENT, WIRING DEVICES, ETC. SHALL BE NEW, UNLESS SPECIFICALLY INDICATED AS EXISTING TO BE REUSED. 4. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO GOVERNMENTAL AGENCIES AND UTILITY COMPANIES SHOP DRAWINGS REQUIRED BY THESE AGENCIES FOR APPROVAL. THE CONTRACTOR SHALL SECURE AND PAY FOR ALL PERMITS, GOVERNMENTAL FEES, TAXES AND LICENSES NECESSARY FOR THE PROPER EXECUTION AND COMPLETION OF THE ELECTRICAL WORK. THIS CONTRACTOR SHALL SECURE AND PAY ALL FEES AND PERMITS PERTAINING TO THIS CONTRACT, SHALL BE RESPONSIBLE FOR WORKER'S IDENTIFICATION AND BADGING, SAFETY, AND LIABILITY INSURANCE. PROVIDE BARRICADES, WARNING SIGNS, AND TRASH REMOVAL FOR THE SAFETY OF THE WORKERS UNDER THIS CONTRACTOR'S EMPLOY. 5. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER/OWNER OF ANY MATERIALS OR APPARATUS BELIEVED TO BE INADEQUATE, UNSUITABLE, IN VIOLATION OF LAWS, ORDINANCES, RULES OR REGULATIONS OF AUTHORITIES HAVING JURISDICTION. 6, THE CONTRACTOR SHALL PREPARE THE DOCUMENTS, INCLUDING DRAWINGS, REQUIRED TO OBTAIN APPROVAL OF THE EQUIPMENT AND LOCATIONS OF THE DEVICES THAT COMPRISE THE BUILDING FIRE ALARM LIFE SAFETY SYSTEM. THE DRAWINGS AND CUT SHEETS SHALL BE PROVIDED TO A PROFESSIONAL ENGINEER FOR REVIEW AND APPROVAL. THE APPROVED DRAWINGS WILL BE STAMPED, SIGNED AND RETURNED TO E.C. TO SUBMIT TO THE BUILDING DEPARTMENT. 7. THE CONTRACTOR SHALL CAREFULLY EXAMINE THE CONTRACT DOCUMENTS, VISIT THE SITE, AND THOROUGHLY BECOME FAMILIAR WITH THE BUILDING STANDARDS, LOCAL JURISDICTIONAL CODES AND REQUIREMENTS, AND LOCAL CONDITIONS RELATING TO THE WORK. FAILURE TO DO SO WILL NOT RELIEVE THE CONTRACTOR OF THE OBLIGATIONS OF THE CONTRACT. SUBMISSION OF PROPOSAL IN CONNECTION WITH THIS WORK SHALL IMPLY THAT THE BIDDER HAS EXAMINED THE JOB SITE. NO EXTRA CHARGE WILL BE ALLOWED FOR CHANGES AS A RESULT FROM FAILURE TO EXAMINE THE JOB SITE. 8. THE CONTRACTOR SHALL PROVIDE TEMPORARY POWER AND WIRING FOR THE PERFORMANCE OF ALL TRADES, FOR THE ENTIRE PERIOD OF CONSTRUCTION AND SHALL REMOVE ALL TEMPORARY WIRING AT THE COMPLETION OF CONSTRUCTION. 9. THE EXISTING POWER, SIGNAL AND COMMUNICATION SYSTEMS ARE TO REMAIN IN SERVICE TO PROVIDE FOR THE OWNER'S FUNCTION. SHOULD IT BECOME NECESSARY TO SHUT -DOWN ANY SYSTEM OR PORTION OF A SYSTEM, APPROVAL IN WRITING MUST BE OBTAINED FROM THE OWNER AND SHALL ONLY APPLY FOR THE PERIOD AND TIME AGREED UPON. THE BID IS TO INCLUDE THE COST OF ANY TEMPORARY WIRING AND PREMIUM TIME REQUIRED FOR THE SHUTDOWN. 10. ALL MATERIALS AND EQUIPMENT SHALL BE ERECTED, INSTALLED, CONNECTED, CLEANED, ADJUSTED, TESTED, CONDITIONED, AND PLACED IN SERVICE IN ACCORDANCE WITH THE MANUFACTURER'S DIRECTIONS AND RECOMMENDATIONS. 11. ALL CUTTING, DRILLING AND PATCHING OF MASONRY, STEEL OR IRON WORK BELONGING TO THE BUILDING MUST BE DONE BY THIS CONTRACTOR IN ORDER THAT HIS WORK MAY BE PROPERLY INSTALLED, BUT UNDER NO CONDITIONS MAY STRUCTURAL WORK BE CUT, EXCEPT AT THE DIRECTION OF THE ARCHITECT -DESIGNER OR THEIR REPRESENTATIVE. 12. REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND MOUNTING HEIGHTS OF ELECTRICAL FIXTURES AND ELECTRICAL DEVICES. MOUNTING HEIGHTS SHALL CONFORM TO ADA/ICC/ANSI STANDARDS. 13. ALL WORK REQUIRED FOR THE INSTALLATION AS SHOWN ON DRAWINGS INCLUDING LABOR, EQUIPMENT AND MATERIALS SHALL BE IN STRICT COMPLIANCE WITH THE BUILDING STANDARDS. 14. PROVIDE COMPLETE METAL RACEWAY SYSTEMS AND ENCLOSURES FOR ALL WIRING THROUGHOUT THE EXTENT OF THE REQUIRED SYSTEM. 15. ALL TELE/ DATA BOXES SHALL BE PROVIDED WITH A 1/2" CONDUIT AND BUSHING WITH PULL STRING RUN 6" ABOVE FINISHED CEILING OR CEILING GRID. ELECTRICAL METALLIC TUBING (EMT) SHALL BE USED FOR ALL WALL OUTLETS & TELEPHONE WIRING RUNNING BELOW RAISED FLOOR OR ABOVE HARD CEILINGS. 16. ALL RECEPTACLES NOTED AS ISOLATED GROUND (IG) OR DEDICATED OR CIRCUITED AS DEDICATED SHALL BE PROVIDED WITH A DEDICATED GROUND AND NEUTRAL. 17. MINIMUM CONDUIT SIZE SHALL BE 3/4" UNLESS OTHERWISE INDICATED. CONDUITS LARGER THAN 2" DIAMETER OR CONDUITS OF ANY SIZE ROUTED OUTDOORS SHALL BE INTERMEDIATE METAL CONDUIT (IMC). 18. FLEXIBLE CONDUIT CONNECTIONS TO RECESSED LIGHTING FIXTURES SHALL BE MADE WITH FLEXIBLE STEEL CONDUIT, 3/8 INCH MINIMUM. 19. FINAL CONNECTIONS TO MOTORS SHALL BE MADE WITH LIQUID TIGHT FLEXIBLE STEEL CONDUIT, 1/2 INCH MINIMUM. 20. WIRE NO. 8 AND SMALLER INSTALLED IN DRY LOCATIONS SHALL BE TYPE THWN OR THHN THERMOPLASTIC 600V INSULATED COPPER CONDUCTORS. NO WIRE SMALLER THAN NO.12 SHALL BE USED FOR LIGHTING OR POWER WIRING. WIRE NO. 8 AND LARGER SHALL BE STRANDED. ALL CONDUCTORS INSTALLED IN EXTERIOR OR WET LOCATIONS SHALL BE TYPE THWN 600V INSULATED COPPER CONDUCTORS. 21. ALL NEW CIRCUIT BREAKERS FOR NEW OR EXISTING PANELBOARDS SHALL MATCH EXISTING OR NEW BUILDING STANDARD PANELBOARD MANUFACTURER AND BREAKER TYPE. THE CONTRACTOR SHALL PROVIDE NEW ACCURATE AND DETAILED TYPE WRITTEN PANEL DIRECTORIES PER NEC 408.4 FOR ALL NEW OR MODIFIED PANELS. NUMBERED CIRCUITS ARE FOR CONVENIENCE OF DESIGN ONLY. E.C. TO FIELD VERIFY ACTUAL CIRCUIT NUMBERS USED AND CORRECTLY INDICATE ON "AS -BUILT" DRAWINGS. THE E.C, SHALL REMOVE ALL ABANDONED CIRCUITS. 22. PROVIDE #10 FOR BRANCH CIRCUITS OVER 75' AT 120V AND OVER 150' AT 277V. E.C. TO FIELD VERIFY BRANCH CIRCUIT LENGTHS AND SIZE CONDUCTORS FOR VOLTAGE DROP. 23. EACH SWITCH, LIGHT, RECEPTACLE AND ALL OTHER DEVICES SHALL BE PROVIDED AND INSTALLED WITH A GALVANIZED OR SHERARDIZED PRESSED STEEL JUNCTION BOX OF NOT LESS THAN NO. 14 U.S. GAUGE STEEL. CONDUITS SHALL BE FASTENED WITH LOCKNUTS AND BUSHINGS AND ALL UNUSED KNOCKOUTS MUST BE LEFT SEALED. THERE MUST BE SUFFICIENT ROOM FOR WIRES AND BUSHINGS AND DEEP BOXES SHALL BE INSTALLED WHERE REQUIRED. BOXES SHALL BE SECURELY AND ADEQUATELY SUPPORTED. 24. ELECTRICAL CONTRACTOR SHALL PROVIDE ALL SPECIAL OUTLET BOXES THAT MAY BE REQUIRED TO ENCLOSE RECEPTACLES. 25. IN SUSPENDED CEILINGS SUPPORT CONDUIT AND JUNCTION BOXES DIRECT FROM THE STRUCTURAL SLAB, DECK, OR FRAMING PROVIDED FOR THAT PURPOSE. LIGHTING BRANCH CIRCUIT CONDUITS SHALL NOT BE CLIPPED TO THE CEILING SUPPORT WIRES OR SPLINE UNLESS THE CEILING SYSTEM HAS BEEN SPECIFICALLY DESIGNED FOR THAT PURPOSE. 26. PROVIDE LOCAL DISCONNECT SWITCHES FOR ALL MOTORS (PLENUM APPROVED WHERE REQUIRED). 27. THE E.C. SHALL INCLUDE IN HIS COST THE REMOVAL OF ALL EXISTING ELECTRICAL DEVICES, CONDUITS, FIXTURES AND EQUIPMENT THAT IS NOT TO BE REUSED DISCARD ALL EQUIPMENT AS REQUIRED. E.C. SHALL BE RESPONSIBLE FOR DISCONNECTING PRIMARY SERVICE AND TEMPORARY POWER. 28. PROVIDE WARRANTY GUARANTEED FOR A PERIOD OF ONE YEAR AFTER COMPLETION AND ACCEPTANCE. REPLACE ALL DEFECTIVE WORKMANSHIP, EQUIPMENT AND MATERIALS WITHOUT ADDITIONAL CHARGES. 29. THIS CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFEKEEPING OF HIS/HER OWN PROPERTY ON THE JOB SITE. THE OWNER OR TENANT ASSUMES NO RESPONSIBILITY FOR PROTECTION OF THIS CONTRACTOR'S PROPERTY AGAINST FIRE, THEFT, OR ENVIRONMENTAL CONDITIONS. 30. WHERE CONDUIT, CABLES, DUCTWORK OR PIPING PASSES THROUGH FIRE RATED FLOORS, WALLS, OR PARTITIONS, THE SLEEVES SHALL BE COMPLETELY SEALED WITH A FIRE STOP MATERIAL THAT IS U.L. LISTED (EQUAL TO DOW CORNING) AND ACCEPTED BY THE BUILDING DEPARTMENT AND FIRE DEPARTMENT AS BEING SUITABLE FOR THE SERVICE. THIS MATERIAL SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS IN ORDER TO MAINTAIN THE FIRE RATING OF THE PENETRATED WALL, FLOOR, OR PARTITION. INSTALLATION SHALL BE A THROUGH -PENETRATION FIRESTOP SYSTEM INSTALLED AS TESTED IN ACCORDANCE WITH ASTM AND UL. THE FIRE RATING SHALL MATCH THE RATING OF THE BARRIER BEING PENETRATED. 31. SUBMIT AN ELECTRONIC COPY OR SIX (6) SETS OF SHOP DRAWINGS, CONTROL DIAGRAMS, AND EQUIPMENT CUTS TO THE ENGINEER FOR APPROVAL PRIOR TO STARTING RELATED WORK. SHOP DRAWINGS SHALL INCLUDE MANUFACTURER'S NAMES, CATALOG NUMBERS, CUTS, DIAGRAMS AND OTHER SUCH DESCRIPTIVE DATA AS MAY BE REQUIRED TO IDENTIFY AND REVIEW THE EQUIPMENT. SUBMITTALS SHALL BE IN LOGICAL GROUPS, PARTIAL SUBMITTALS WILL NOT BE REVIEWED. 32. UPON COMPLETION OF CONSTRUCTION, SUPPLY THE ENGINEER WITH ONE COMPLETE SET OF FULL SIZE AS -BUILT DRAWINGS. PROVIDE THE OWNER WITH THREE (3) SETS OF OPERATION AND MAINTENANCE MANUALS FOR EACH TYPE OF EQUIPMENT INSTALLED. 33. THIS CONTRACTOR SHALL ASSUME ALL ADDED EXPENSES TO ALL TRADES ASSOCIATED WITH THE INSTALLATION OF SUBMITTED AND APPROVED ALTERNATE EQUIPMENT. 34. THE CONTRACTOR SHALL COORDINATE THE LAYOUT OF THE FIRE ROOM WITH ALL OTHER DISCIPLINES, ESPECIALLY THE FIRE ALARM AND FIRE PROTECTION DESIGN -BUILD CONTRACTORS PRIOR TO ANY WORK. 35. IF ANY CHANGES ARE MADE TO ACCOMMODATE FIELD CONDITIONS NOTIFY THE ENGINEER IMMEDIATELY OF WHAT THE CHANGES WERE, THE REASON FOR THE CHANGES, AND THE COST IMPACTS. 36. LOCATE ALL ELECTRICAL SWITCHBOARDS, PANELBOARDS AND ELECTRICAL DISTRIBUTION EQUIPMENT IN DEDICATED SPACES AND PROTECTED FROM DAMAGE WITH ADEQUATE WORKING CLEARANCE ACCORDANCE WITH NEC 110 REQUIREMENTS. PROVIDE PROTECTION FROM ANY FOREIGN SYSTEM INSTALLED ABOVE THE DEDICATED EQUIPMENT SPACE PER NEC 110.26(E). 37. ELECTRICAL ROOM DOORS SHALL BE EQUIPPED WITH PANIC BARS, PRESSURE PLATES, OR OTHER DEVICES THAT ARE NORMALLY LATCHED BUT OPEN UNDER SIMPLE PRESSURE IN ACCORDANCE WITH NEC 110.26(C)(3). FIRE ALARM SYSTEM NOTES FIRE ALARM SYSTEM IS TO BE DESIGN/BUILD BY THE CONTRACTOR. ELECTRICAL LEGEND 3000/W 8[W-500kcmil, 400kcmil, 3-1/2"C] 2000/W 6[W-400kcmil, 250kcmil, 3"C] NOTE: NOT ALL ITEMS APPEAR ON DRAWINGS, SYMBOLS MAY DIFFER FROM EXISTING AND DEMO WORK OR DEVICES REFERENCED OR SYMBOLS USED FROM DRAWINGS BY OTHERS, POWER AND LIGHTING LOW VOLTAGE SYSTEMS 600/W 2[W-350kcmil, #1 G, 3"C] GROUNDED SWITCHED DUPLEX RECEPTACLE ® TELEPHONE TERMINAL BOARD 350M 2[W-210, #3G, 2"C] GROUNDED SPLIT -WIRED RECEPTACLE 250/W W-250kcmil, #4G, 3"C FLOOR/CEILING MOUNTED 200/W W-3/0, #6G, 2"C 175/W W-2/0, #6G, 2"C 150M W-1/0, #6G, 2"C DATA OUTLET 1001/ W#1, #6G, 1-1/2"C GROUNDED DUPLEX RECEPTACLE 80M W#3, #8G, 1-1/4"C FLOOR/CEILING MOUNTED 60M W#4, #8G, 1-1/4"C 50/W W#6, #1 OG, 1"C 40M W#8, #1 OG, V C TELEPHONE OUTLET 4 GROUNDED QUADRAPLEX RECEPTACLE 0 DATA OUTLET All conductors shall be Copper unless noted as Aluminum 'Al' SPECIAL PURPOSE RECEPTACLE V TELEPHONE/DATA OUTLET rating shall be selected in accordance NEC 110.14 (C). The master electrician shall be responsible for ensuring that no feeders or branch circuits are installed in a manner PROJECT STANDARD Service Ground Table FLOOR/CEILING MOUNTED RECEPTACLE ® TELEPHONE OUTLET OJ JUNCTION BOX 30OG #2 CATV/MONITORANOUTLET 50OG 1/0 200-1200A per Above O SPEAKER �J WALL MOUNTED JUNCTION BOX FF -Ac -PI FIRE ALARM PANEL [IJ DISCONNECT SWITCH FAa FIRE ALARM REMOTE minimum equipment grounding conductor size #EG where # is the rating/ setting of the overcurrent device protecting the conductors and equipment. ANNUNICATOR PANEL 0J FUSED DISCONNECT SWITCH *S *C S -SMOKE, GCARBON MONOXIDE DETECTOR complete raceway systems metallically joined, connected, and THERMAL OVERLOAD SWITCH a DUCT FIRE DETECTOR /o ® ELECTRICAL PANEL BOARD ABBREVIATIONS W EWC ELECTRIC WATER COOLER n TRANSFORMER EF EXHAUSTFAN GFI GROUND FAULT INTERRUPTING 1-00 X ## CIRCUIT'## HOMERUN TO PANEL W (ARROWS NOT USED IF CIRCUIT AFI CCT ARC FAULT INTERRUPTING CIRCUIT NUMBERS APPEAR NEXT TO DEVICES) E.C. ELECTRICAL CONTRACTOR Q AG ABOVE COUNTER GA - VERIFY HEIGHT OK PORCELAIN LAMP HOLDER AC ABOVE COUNTER - VERIFY HEIGHT U) c� E RECESSED FLUORESCENT WP TTB WEATHERPROOF TELEPHONE TERMINAL BOARD U � N O LIGHT FIXTURE AFF ABOVE FINISH FLOOR a a� 0 W >z 6 SURFACE MOUNTED AHJ AUTHORITY HAVING JURISDICTION x aD FLUORESCENT FIXTURE (E) EXISTING TO REMAIN O CEILING FIXTURE (EX) EXISTING TO BE REMOVED (ER) EXISTING TO BE RELOCATED ��yp ® V WALLWASHER or ADJUSTABLE DOWNLIGHT (R) (RL) RELOCATE RELOCATED LOCATION SINGLE POLE SWITCH, OR #-POLE REFERENCE SYMBOLS # C0 O KEYED NOTE $p DIMMER SWITCH o x o o 0 O O EQUIPMENT -SEE SCHEDULE ® EXIT SIGN -SHADED INDICATES FACE # U- M M M m ® FEEDER - SEE SCHEDULE ® EMERGENCY FIXTURE - SHADED TRANSFORMER WITH GROUNDING Xxx_ W < IWA AND OVERCURRENT DEVICES SEE BATTERY PACK EMERGENCY LIGHT 0.7 TRANSFORMER SCHEDULE � N or COMBO EXIT - SEE SCHEDULE Z aaaa Feeder Schedule 3000/W 8[W-500kcmil, 400kcmil, 3-1/2"C] 2000/W 6[W-400kcmil, 250kcmil, 3"C] 1600/W 5[W-400kcmil, 4/OG, 3"C] 1200/W 4[W-350kcmil, 3/OG, 3"C] 1000M 3[W-400kcmil, 2/OG, 3"C] 800M 3[W-300kcmil,1/OG, 3"C] 750/W 3[W-250kcmil, 1/OG, 3"C] 600/W 2[W-350kcmil, #1 G, 3"C] 500/W 2[W-250kcmil, #2G, 3"C] 400/W 2[W-3/0, #3G, 2"C] 350M 2[W-210, #3G, 2"C] 300M W-350kcmil, #4G, 3"C 250/W W-250kcmil, #4G, 3"C 225M W-4/0, #4G, 2"C 200/W W-3/0, #6G, 2"C 175/W W-2/0, #6G, 2"C 150M W-1/0, #6G, 2"C 125/W W#1, #6G, 1-1/2"C 1001/ W#1, #6G, 1-1/2"C 90/W W#2, #8G, 1-1/4"C 80M W#3, #8G, 1-1/4"C 7011 W#4, #8G, 1-1/4"C 60M W#4, #8G, 1-1/4"C 50/W W#6, #1 OG, 1"C 40M W#8, #1 OG, V C 30M W#10, #1 OG, 3/4"C 20M W#12, #12G, 3/4"C This table indicates minimum conductor size for feeders of the ampacity indicated where #/W indicates the #-Ampacity and W -numbers of wire, #S/W indicates no ground. All conductors shall be Copper unless noted as Aluminum 'Al' *Conductor Ampacities shall be based on table 310.15(6)(16) 60 degree column up to 100 Amps and 75 degree column above 100 Amps unless otherwise permitted by NEC. Ampacity rating shall be selected in accordance NEC 110.14 (C). The master electrician shall be responsible for ensuring that no feeders or branch circuits are installed in a manner or sized in such a way as to violate the NEC. Service Ground Table Equipment Ground Table 150G #6 20EG #12 20OG #4 60EG #10 30OG #2 100EG #8 50OG 1/0 200-1200A per Above 8000 2/0 1600EG 4/0 >80OG 3/0 2000EG 250kcmil Service Ground Conductors sized Per NEC Table 250.66 Equipment Ground Conductors sized Per NEC Table 250.122 All conductors shall be Copper unless noted as Aluminum 'Al' The service ground chart indicates the minimum Service Ground Conductor based on #G where # is the ampacity from the chart above, and the equipment ground chart indicates the minimum equipment grounding conductor size #EG where # is the rating/ setting of the overcurrent device protecting the conductors and equipment. Where discrepancies occur between the Feeder Schedule Schedule and the Grounding Tables, the larger conductor shall be used unless otherwise permitted by the NEC. The installation shall meet all NEC 250 grounding and bonding requirements including 250.4 Path for Fault Current. Provide complete raceway systems metallically joined, connected, and fittings as required for electrical continuity per NEC 300.10 Project North 2 SITE PLAN E1.0 SCALE: NTS GENERAL NOTES: 1. PLAN SHOWN FOR REFERENCE ONLY. E.C. SHALL FIELD VERIFY EXISTING CONDITIONS. O SITE PLAN KEYED NOTES: 1. SITE LIGHTING CONTROLS - PROVIDE PHOTOCELL ON/TIMECLOCK OFF f CONTROLS AND MULTIPOLE LIGHTING CONTACTOR, PHOTOCELL ON ROOF AND PROGRAMMABLE TIME CLOCK AS REQUIRED. FIELD VERIFY REQUIREMENTS WITH OWNER/ARCHITECT. 2. MONUMENT SIGN - PROVIDE DEDICATED CIRCUIT AND FINAL CONNECTIONS AS REQUIRED. FIELD VERIFY ELECTRICAL REQUIREMENTS AND FINAL LOCATION WITH PROVIDER, TENANT AND LANDLORD. PROVIDE PHOTOCELL ON/TIMECLOCK OFF CONTROLS. (4) SPAC BUILDING A - WEST SIDE UTILITY METER FAULT CURRENT CALCULATION TABLE - MEMORY CARE August 17, 2015 VOLTAGE AVAILABLE FAULT CURRENT (F) 300 kVA Utility Transformer 208 52,000 LOCATION (n) # of RUNS CONDUCTOR VOLTAGE L(ft)_ C Total C f M F F E B 1 800A Main 3 300 208 60 20,868 62,604 0.41 0.71 36,762 Panel A 2 3/0 208 100 12,844 25,688 1.19 0.46 16,784 Panel PA 1 3/0 208 105 12,844 12,844 2.50 0.29 10,505 NOTES 1. All Calculations use Bussman "Point -To -Point" Method. 2. Variables: L=Feeder Length (LF) C=Conductor "C" Value M(n) =1 _ (1+f(n)) 0>® f(n) = (1.73 x L x F(n-1))/(C x # of runs x Voltage) in Amperes F(n)=F(n-1) x M(n) 3. The E.C. shall report any discrepancies to the Engineer. Q 4. Conductor lengths shall not be less than the values listed. The E.C. shall field verify conductor lengths W = and contact engineer immediately if conductor lengths are less than the values shown. 5. Conductor Lengths listed in this table are for fault study purposes only and shall not be used for bidding or other calculations. 6. All in-line Utility Meters shall be protected to limit the Fault Current to no more than 101A at the Meter per the Utility Company requirements. 7. Label and date available fault current value at the main service disconnect per NEC 110.24(A) 8. Provide Arc -Flash Hazard study and labeling for personnel and protective equipment prior to energizing equipment per NEC 110.16 and NFPA 70E. FAULT CURRENT CALCULATION TABLE - ASSISTED LIVING August 17, 2015 VOLTAGE AVAILABLE FAULT CURRENT (F) 300 kVA Utility Transformer 208 52,000 LOCATION (n) # of RUNS CONDUCTOR VOLTAGE LIM C Total C f M F F E B 1 800A Main 3 300 208 60 20,868 62,604 0.41 0.71 36,762 Panel B 2 3/0 208 120 12,844 25,688 1.43 0.41 15,139 Panel PB 1 3/0 208 125 12,844 12,844 2.98 0.25 9,247 NOTES: 1. All Calculations use Bussman "Point -To -Point" Method. 2. Variables: L=Feeder Length (LF) C=Conductor "C" Value M(n) =1 + (1 4(n)) 0>® f(n) = (1.73 x L x F(n-1))/(C x # of runs x Voltage) in Amperes F(n)=F(n-1) x M(n) 3. The E.C. shall report any discrepancies to the Engineer. Q 4. Conductor lengths shall not be less than the values listed. The E.C. shall field verify conductor lengths W = and contact engineer immediately if conductor lengths are less than the values shown. 5. Conductor Lengths listed in this table are for fault study purposes only and shall not be used for bidding or other calculations. 6. All in-line Utility Meters shall be protected to limit the Fault Current to no more than 101(A at the Meter per the Utility Company requirements. 7. Label and date available fault current value at the main service disconnect per NEC 110.24(A) 8. Provide Arc -Flash Hazard study and labeling for personnel and protective equipment prior to energizing equipment per NEC 110.16 and NFPA 70E. LOAD SUMMARY Project: 7850 West 44th Avenue Wheat Ridge, Colorado Building Load Memory Care 401 A Assisted Living 393 A TOTAL: 794 A BUILDING B - EAST SIDE UTILITY METER F PAD MOUNTED UTILITY F_ 200A/3P 40OA/3P 400A/3P 20OA/3P 200JJN 400JJN 300kVA TRANSFORMER 400JJN 200JJN I 208/12OV, 3-PHASE, 4W I I (4)^� 21 11 1 I AMERICAN MIDWEST POWER (AMP) SCT8-4 COMBINATION CT/ N LDISCONNECT PANEL 800A, 208/12OV, 3-PHASE, 4W, 85KAIC, NEMA 3R G 80OG GRADE LEVEL BOND AND GROUND PER NEC 250 8G05(4 • BUILDING STEEL • COLD WATER PIPE, 2/OCu • UFER, #4Cu • GROUND ROD, #6Cu ONE LINE DIAGRAM SCALE: NTS - 11 12 1 N AMERICAN MIDWEST POWER (AMP) SCT84 COMBINATION CT/ L_ _G DISCONNECT PANEL 800A, 208/12OV, 3-PHASE, 4W, 85KAIC, NEMA 3R� =G GRADE LEVEL BOND AND GROUND PER NEC 250 • BUILDING STEEL • COLD WATER PIPE, 2/0Cu • UFER,#4Cu • GROUND ROD, #6Cu ONE LINE DIAGRAM GENERAL NOTES: 1. E.C. TO FIELD VERIFY EXISTING CONDITIONS 2. ALL EQUIPMENT IS NEW UNLESS NOTED AS EXISTING (E). 3. ALL EXTERIOR EQUIPMENT TO BE WEATHERPROOF 4. FIELD VERIFY INSTALLATION REQUIREMENTS WITH UTILITY PRIOR TO ANY ROUGH -IN. 5. THE E.C. SHALL PROVIDE LABELING OF ALL DISCONNECTING MEANS IN ACCORDANCE WITH NEC 110.22: 5.a. PROVIDE LABEL ON EACH DISCONNECTING MEANS PER NEC 110.22(A) 5.b. SERVICE EQUIPMENT SHALL BE LABELED WITH THE MAXIMUM AVAILABLE FAULT CURRENT AND DATE PER NEC 110.24(A). 5.c. WHERE ANY SERIES RATED COMBINATION SYSTEMS ARE UTILIZED, PROVIDE LABEL ON EQUIPMENT CLOSURE INDICATING THE SERIES RATED SYSTEM COMPONENTS INCLUDING FUSE AND BREAKER TYPES AND RATINGS IN ACCORDANCE WITH NEC 110.22(B) AND 110.22(C): CAUTION -- SERIES COMBINATION SYSTEM RATED AMPERES. IDENTIFIED REPLACEMENT COMPONENTS REQUIRED, 5067-E1.0 LEGEND & ONELINE.DWG 2/17/201611:04 AM ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 F (303) 421-3209 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACES$ TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. i.Y F E B 1 7 2016 DATE: ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACES$ TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. i.Y Q co 0>® Wco v Q 00 J W = 0 WJ O > J� V � w V ® >U = HO ZLL] qt ® LL_ , w a: J O < '0 L� UJ ® 00 W 00 F Cn CO Q U) c� E U � N O a a� 0 W >z 6 x aD iCD F- 2 CIO 7- of U z N 3 W 1 Z C0 a v O E otS w ¢ _ it W v Z O o x o o 0 C0 LLI UJ CD Z O o CD O O z U- M M M m W < C14 cli N N CO N ON �N C. 0.7 � N Z aaaa DRAWN BY: ELL CHECKED BY: CF ISSUE DATE: 8-25-2015 SHEET NO. El m0 JOB # 5067 EQUIPMENT SCHEDULE February 16, 2016 Key Equipment Equipment Load ..........................................._......._.._.................._._........_ Volt 0 Branch Circuit Conduit Disconnect ..............._._...............__..--.-. _._.. Panel Circuit Comment Description Amps kW HP Plug Direct NEMA Location kW HP Amps Q VOLTAGE L -L: Conductors Switch Fuse Gas Cooktop 2 15A 120V EXHAUST FANS EF -1 Exhaust Fan 0.28 2.3 A 120 1 2#12,#12G 3/4" Sto NA SEE PLANS i EF -3 Exhaust Fan �� 0.03 0.3 A 120 1 2#12,#12G 3/4" Sto NA SEE PLANS Water Heaters GWH-1A Gas Water Heater 15A CKT 120 1 2#12,#12G 314" j Sto NA A,B - 54 (PART) GWH 1 B Gas Water Heater Double Built -In Oven 2 i 35.6 i 7.4 15A CKT 120 1 2#12,#1213 3/4" Sto - i NA A,B - 54 (PART) Split Systems F -4A Furnace X 3/4 13 MCA 120 1 2#10,#10G 3/4" Sto NA A- 53 i LOAD (VA) .._ -- -- POLE - -.------ r AMPS 15 MOCP 1 A,B - 32 -- 5 Microwave 4 1 20A 120 1 F-413 Furnace 2#12,#12G 3/4 13 MCA 120 1 2#10,#10G 3/4" ! Sto NA B - 53 20 1 1438 15 MOCP 6 Built-in All Refrigerator 4 4.6 0.6 I X - 5 15P Verify fy F -4C Furnace A B - 24 . 3/4 13 MCA 120 1 2#10,#10G 3/4" Sto NA B - 59 C A,B- 38 ..............._................................................................:..............................:...................._............................;...................................._............-........................:......................._ 7 15 MOCP 120 1 ......................................................................................................................;.........................................................__.................................................._................................-......................_................_......................................... X i 5-15P Verify _ 2#12,#12G 314" F-5 Furnace Ice Machine/Dispenser 2 8.5 , 3/4 19.6 MCA 120 1 2#10,#10G 3/4" 1 Sto NA A - 59 9 Front -Loading Washer 4 20A I j 120 ! 1 20 MOCP 5-15P Verify 2#12,#12G 3/4" A,B - 2 8 CU -4A Condensing Unit 2500 1/4 26.0 MCA 208 1 2#8,#10G 1" 60A/2P - A- 55,57 208 1 X ......................................_........ Verify Verify 40 MOCP .....-. ....... 1" ..... .................................._........................................ A,B - 4,6 ;.............. CKT ............................ .. ._._ ........... ...._...._............._......._............................. CU -4B ................__.___.... Condensing Unit ... 114 26.0 MCA ..... 208 ........... 1 . .. .... ......................... .2#8,#10G 1" 60Al2P - B - 55,57 i 3. All outlets serving equipment designated with NEMA 5-15 plugs shall be 20A duplex receptacles on a 20A branch circuit breaker in In accordance with NEC 210.21(B)(3) and shall be GFI per NEC 210.8(B). 4. Notes 1-3 apply to all equipment. 40 MOCP 14 15 20 1 926 CU -4C Condensing Unit B _ 1/4 26.0 MCA 208 1 _ 2#8,#10G 1" i 60A/2P - B - 61,61 17 20 1 MOCP 1.00 Bath/Hall #7,8 Lts/Rec C Service Garbage Disposal 0.65 CU -5 Condensing Unit _ _ _40 1/4 34.0 MCA 208 ^1 - 2#8,#10G 1" ; 60Al2P - A- 61,63 Bed/Bath #9 Lights/Recepts A Service AC/GFI Recepts 50 MOCP 360 1 20 20 21 Electric Heat EWH-1 Electric Wall Heater 0.75 i 7.8 MCA 120 1 2#12,#12G 3/4" Sto NA SEE PLANS 552 1 15 MOCP 22 23 20 1 - --- ECH-1- ------- Electric net Heater 0.5 4.3 MCA 120 1 2#12,#12G 314" ; Sto NA SEE PLANS 1 20 15 MOCP 25 20 1 926 PTAC Terminal Air Conditioning Units PTAC-1 PTAC AC Unit 2.5 ! 14.9 MCA 208 1 2#10,#10G 3/4" Sto NA SEE PLANS 20 1 926 15 MOCP Bed #12 Lights/Recepts B 4 - Kitchen Dishwasher 0.65 650 Pumps RCP -1 Recirc Pump 29 1/6 0.8 A 120 1 2#12,#12G 314" Sto NA A,B - 54 (PART) Electric Heating Coils EHC-1 Heating Coil 1 36.0 MCA208 3 4#6,#10G 1" j 60A13P - PA,PB - 38,40,42 1438 1.00 Bed/Bath #13 Lights/Recepts 60 MOCP 4 - Kitchen Dishwasher 0.65 650 1 Notes: (Apply to all equipment where applicable) 1. Field verify final location and electrical requirements of all equipment with provider prior to any work. 2. Provide line voltage controls and wiring as required for proper operation. Field verify control requirements with equipment provider. 3. Provide HACR breakers for all dedicated circuits serving equipment and provide local disconnecting means in accordance with NEC 430 Part IX, 4. Verify integral thermal/overload protection for fractional horspower motors. Provide separate overload device where requried in accordance with NEC 430 Part III. ELECTRICAL APPLIANCE SCHEDULE August 13, 2015 Key Equipment Qty. Load Volt 0 Connection Rough -In Branch Circuit Conduit Panel -Circuit Comments February 17, 2016 Description Amps kW HP Plug Direct NEMA Location Conductors Q VOLTAGE L -L: 1 Gas Cooktop 2 15A 120 1 X 5-15P Verify 2#12,#12G 3/4" A,B - 83 C.B.:or CKT 400A 120 ............ VOLTAGE L -G: 120 120 ... ... ........ 2 ...... ................................. ........................... ...... ......... -.....<..................................... .- Fire Suppression Hood 2 20A ' .......... ..........._........................_.............. ................................................<..............._..............................................................;............................... 120 1 X Veri ty_ 2#12,#12G 3!4" A,B - 36 CKT 22,000 COMMENTS: New Panelboard U Lu 0M COMMENTS: 3 Double Built -In Oven 2 i 35.6 i 7.4 208 1 X Verify - 3#8,#10 1" A,B - 49,51 4 Undercounter Dishwasher 4 20A 120 1 X 5-15P Verify 2#12,#12G 3/4" A,B - 28 ---- ---- ------- ------ Phase LOAD DESCRIPTION .......................... CKT LOAD (VA) .._ -- -- POLE - -.------ r AMPS ... - - I N0. 1 A,B - 32 -- 5 Microwave 4 1 20A 120 1 X 5-15P Verify 2#12,#12G 3/4" A,B - 79 1 CKT 2 3 20 1 1438 A,B - 81 6 Built-in All Refrigerator 4 4.6 0.6 i 120 1 X - 5 15P Verify fy 2#12 # 12G N 3/4 A B - 24 . 5 20 1 1438 1.00 Bed/Bath #3 Lights/Recepts C A,B- 38 ..............._................................................................:..............................:...................._............................;...................................._............-........................:......................._ 7 Built -In All Freezer 2 4.6 0.6 120 1 ......................................................................................................................;.........................................................__.................................................._................................-......................_................_......................................... X i 5-15P Verify _ 2#12,#12G 314" A,B - 22 8 Ice Machine/Dispenser 2 8.5 , 120 1 : i X 5-15P Verify : 2#12,#12G 3/4" A,B - 16 i 9 Front -Loading Washer 4 20A I j 120 ! 1 X 5-15P Verify 2#12,#12G 3/4" A,B - 2 8 CKT 0.65 2500 2 30 10 A,B- 8 10 Electric Dryer s 4 30A 208 1 X ......................................_........ Verify Verify _.._.. ......... 3#11#10G .....-. ....... 1" ..... .................................._........................................ A,B - 4,6 2500 CKT 30 12 13 20 1 A,B- 10,12 Notes(Apply to all equipment where applicable) 1. Field verify device locations and mounting heights and equipment requirements with provider prior to rough -in. Field verify outlet, J -Box or hardwire, number of wires, wire and circuit size requirements with provider prior to rough -in. 2. Equipment numbers coordinate with Equipment Schedule on Architectural/Kitchen drawings, reference for additional information. 3. All outlets serving equipment designated with NEMA 5-15 plugs shall be 20A duplex receptacles on a 20A branch circuit breaker in In accordance with NEC 210.21(B)(3) and shall be GFI per NEC 210.8(B). 4. Notes 1-3 apply to all equipment. 5. All raceways in millwork shall be run concealed from view. PANEL SCHEDULE: B February 17, 2016 BUS RATING: 400 Amperes 30,4 -WIRE Q VOLTAGE L -L: VOLTAGE L -L: 208 208 MAIN C.B.:or MAIN C.B.: C.B.:or or M.L.O: 400A 120 VOLTAGE L -G: 120 120 MOUNTING: Surface .. _................ ............................... MOUNTING: Surface S.C.RMS RATING (AIC): 22,000 _......................... ............... S.C.RMS RATING (AIC): 22,000 COMMENTS: New Panelboard U Lu 0M COMMENTS: New Panelboard New Panelboard N0. AMPS........ _POLE ---'-.._....LOAD (VA) ......_NEC Demand D DESCRIPTIONiv LOA _........ Phase i. ........._ N0. �....-......_......1` AMPS POLE i ......._:.........._. LOAD A . N..1 - --- - --- NEC Demand .. ..................�... -----..------------- LOAD DESCRIPTION ............. ........_�.. ---- ---- ------- ------ Phase LOAD DESCRIPTION .......................... NEC Demand ._. _.......-.._................. LOAD (VA) .._ -- -- POLE - -.------ r AMPS ... - - I N0. 1 20 1 1438 1.00 Bed/Bath #1 Lights/Recepts A 9 - Washer 0.65 1200 1 20 2 3 20 1 1438 1.00 Bed/Bath #2 Lights/Recepts 8 10 - Dryer 0.65 2500 2 30 4 5 20 1 1438 1.00 Bed/Bath #3 Lights/Recepts C 10 - Dryer 0,65 2500 2 30 6 7 20 1 1438 1.00 Bed/Bath #4 Lights/Recepts A 9 - Washer 0.65 1200 1 20 8 9 20 1 1438 1.00 Bed/Bath #5 Lights/Recepts 8 10 - Dryer 0.65 2500 2 30 10 11 20 1 1438 1.00 Bed/Bath #6 Lights/Recepts C 10 - Dryer 0.65 2500 2 30 12 13 20 1 926 1.00 Bed #7 Lights/Recepts A Office UC Refrigerator 0.65 750 1 20 14 15 20 1 926 1.00 Bed #8 Lights/Recepts B 8 - Service Ice Machine 0.65 1020 1 20 16 17 20 1 925 1.00 Bath/Hall #7,8 Lts/Rec C Service Garbage Disposal 0.65 1176 1 20 18 19 20 1 1662 1.00 Bed/Bath #9 Lights/Recepts A Service AC/GFI Recepts 1.00 360 1 20 20 21 20 1 1412 1.00 Bed/Bath #10 Lights/Recepts B 7 - Service Freezer 0.65 552 1 20 22 23 20 1 1486 1.00 Bath #2 Lights/Recepts C 6 - Service Refrigerator 0.65 552 1 20 24 25 20 1 926 1.00 Bed #11 Lights/Recepts A Kitchen AC/GFI Recepts 1.00 540 1 20 26 27 20 1 926 1.00 Bed #12 Lights/Recepts B 4 - Kitchen Dishwasher 0.65 650 1 20 28 29 20 1 925 1.00 Bath/Hall #11,12 Lts/Rec C Kitchen Garbage Disposal 0.65 1176 1 20 30 31 20 1 1438 1.00 Bed/Bath #13 Lights/Recepts A 4 - Kitchen Dishwasher 0.65 650 1 20 32 33 20 1 1688 1.00 Bed/Bath #14 Lights/Recepts B Kitchen AC/GFI Recepts 1.00 540 1 20 34 35 20 1 1438 1.00 Bed/Bath #15 Lights/Recepts C 2 -Kitchen Hood 0.65 1200 1 20 36- 37 20 1 1438 1.00 Bed/Bath #16 Lights/Recepts A 6 - Kitchen Refrigerator 0.65 552 1 20 38 39 20 1 611 1.00 Bath #1 Lights/Recepts B Kitchen AC/GFI Recepts 1.00 360 1 20 40 41 20 1 500 1.00 FACP C Office Recepts 1.00 720 1 20 42 43 20 1 360 1.00 Telephone Board A Bussed Space 44 45 44 45 20 1 360 1.00 IT Equipment 8 Bussed Space 46 47 46 47 20 1 Spare C Spare C Bussed Space 48 49 48 49 40 2 3702 0.65 Double Oven - 3 A Sign 1.00 1200 1 20 50 51 40 2 3702 0.65 Double Oven - 3 B Outlets for Holiday Lights 1.00 540 1 20 52 53 15 1 1560 1.00 F-413 C GWH-lA&1B,RCP-1 1.00 1301 1 15 54 55 40 2 2704 1.00 CU -413 A Spare 1 20 1 20 56 57 40 2 2704 1.00 CU -413 B Mechanical GFI 1.00 180 1 20 58 59 15 1 1560 1.00 F -4C C Basement Recepts 1.00 1080 1 20 60 61 40 2 2704 1.00 CU -4C A Jet Tub 1.00 1200 1 20 62 63 40 2 2704 1.00 CU -4C 8 Spare 1 20 1 20 64 65 20 1 1000 1.25 Basement Lighting C Water Cooler 1.00 500 1 20 66 67 20 1 1236 1.25 Kitch,Off,Laund,Entry Lts A Living Recepts 1.00 900 1 20 68 69 20 1 1343 1.25 Multi -Pure Lts, Salon Lts/Fan B Dining Recepts 1.00 720 1 20 70 71 20 1 1520 1.25 Living/Dining Lights C Multi -Purpose Recepts 1.00 900 1 20 72 73 20 1 1080 1.25 Corridor Lights A Salon Recepts 1.00 540 1 20 74 75 20 1 1080 1.25 Corridor Lights 8 Salon Recepts 1.00 540 1 20 76 77 20 1 1080 1.25 Corridor Lights C Corridor Recepts 1.00 720 1 20 78 79 20 1 1200 0.65 Microwave - 5 A BBQ 1.00 500 1 20 80 81 20 1 1200 0.65 Microwave - 5 B Courtyard Recepts 1.00 900 1 20 82 83 20 1 750 0.65 Gas Cooktop -1 C Rooftop GFI 1.00 180 1 20 84 CONNECTED LOAD: CALCULATED DEMAND LOAD: CALCULATED DEMAND LOAD: PHASE A (VA): 33,832 PHASE A (VA): 31,844 PHASE A (VA): 31,262 PHASE A (VA): 29,184 PHASE B (VA): 33,162 PHASE B (VA): 32,534 PHASE B (VA): 29,570 PHASE B (VA): 28,897 PHASE C (VA): 29,345 PHASE C (VA): 31125 PHASE C (VA): 26,788 PHASE C (VA): 27,576 TOTAL LOAD (VA): 96,339 TOTAL LOAD (VA): 94,503 87,620 - 243.22 CALCULATED DEMAND LOAD (VA): 85,657 237.77 A NOTES: 1. Not Used. 1. Not Used. PANEL SCHEDULE: PB February 17, 2016 BUS RATING: 200 Amperes 30,4 -WIRE 400 Amperes 30,4 -WIRE Q VOLTAGE L -L: 208 VOLTAGE L -L: 208 MAIN C.B.:or M.L.O: 200A C.B.:or VOLTAGE L -G: 120 ■ VOLTAGE L -G: 120 MOUNTING: Surface .. _................ ............................... Q MOUNTING: S.C.RMS RATING (AIC): 22,000 _......................... ............... S.C.RMS RATING (AIC): COMMENTS: New Panelboard U Lu 0M COMMENTS: New Panelboard N0. AMPS........ _POLE ---'-.._....LOAD (VA) ......_NEC Demand D DESCRIPTIONiv LOA _........ Phase i. ........._ .. LOAD DESCRIPTION NEC Demand _....._ LOAD A ) POLE AMPS N0. 1 15 2 1550 1.00 Bed #1 PTAC-1 A EWHA 1.00 750 1 15 2 3 15 2 1550 1.00 Bed #1 PTAC-1 8 EWHA 1.00 750 1 15 4 5 15 2 1550 1.00 Bed #2 PTAC-1 C Bed #10 PTAC-1 1.00 1550 2 15 6 7 15 2 1550 1.00 Bed #2 PTAC-1 A Bed #10 PTACA 1.00 1550 2 15 8 9 15 2 1550 1.00 Bed #3 PTAC-1 B Bed #11 PTAC-1 1.00 1550 2 15 10 11 15 2 1550 1.00 Bed #3 PTAC-1 C Bed #11 PTAC-1 1.00 1550 2 15 12 13 15 2 1550 1.00 Bed #4 PTAC-1 A Bed #12 PTAC-1 1.00 1550 2 15 14 15 15 2 1550 1.00 Bed #4 PTAC-1 B Bed #12 PTAC-1 1.00 1550 2 15 16 17 15 2 1550 1.00 - Bed # 5 PTAC-1 C - Bed 13 PTAC-1 # 1.00 1550 2 15 18 - 19 15 2 1550 1.00 Bed #5 PTAC-1 A Bed #13 PTAC-1 1.00 1550 2 15 20 21 15 2 1550 1.00 Bed #6 PTAC-1 B Bed #14 PTAC-1 1.00 1550 2 15 22 23 15 2 1550 1.00 Bed #6 PTAC-1 C Bed #14 PTAC-1 1.00 1550 2 15 24 25 15 2 1550 1.00 Bed #7 PTAC-1 A Bed #15 PTAC-1 1.00 1550 2 15 26 27 15 2 1550 1.00 Bed #7 PTAC-1 B Bed #15 PTAC-1 1.00 1550 2 15 28 29 15 2 1550 1.00 Bed. #8 PTAC-1 C Bed #16 PTAC-1 1.00 1550 2 15 30 31 15 2 1550 1.00 Bed #8 PTAC-1 A IBed #16 PTAC-1 1.00 1550 2 15 32 33 1.00 Bath/Hall 410,11 Lts/Rec Bussed Space B Bussed Space 650 1 20 28 34 35 1 675 Bussed Space C ECH-1, EWHA 1.00 1250 1 15 36 37 15 2 1550 1.00 Bed #9 PTAC-1 A ECH-1, EWH-1 1.00 1250 1 15 38 39 15 2 1550 1.00 Bed #9 PTAC-1 8 ECH-1, EWH-1 1.00 1250 1 15 40 41 15 1 750 1.00 EWH-1 C ECH-1 1.00 500 1 15 42 CONNECTED LOAD: 2 -Kitchen Hood 0 65 1200 1 CALCULATED DEMAND LOAD: 36 - _ 37 20 1 1688 PHASE A (VA): 20,596 A 6 - Kitchen Refrigerator 0.65 PHASE A (VA): 20,596 20 38 39 20 PHASE B (VA): 17,496 1.00 Bath #1 Lights/Recepts B PHASE B (VA): 17,496 360 1 20 40 PHASE C (VA): 17,996 1 500 1.00 PHASE C (VA): 17,996 Office Recepts 1.00 720 1 TOTAL LOAD (VA): 56,089 43 20 CALCULATED DEMAND LOAD (VA): 56,089 155.69 A A Bussed Space NOTES: NOTES: 44 45 20 1 360 1.00 IT Equipment 1. Not Used. Bussed Space 46 47 20 1 PANEL SCHEDULE: A PA February 17, 2016 BUS RATING: 400 Amperes 30,4 -WIRE Q VOLTAGE L -L: 208 VOLTAGE L -L: 208 MAIN C.B.: or M.L.O: MAIN C.B.:or M.L.O: 400A ■ VOLTAGE L -G: 120 MOUNTING: Surface .. _................ ............................... Q MOUNTING: Surface 22,000 _......................... ............... S.C.RMS RATING (AIC): 22,000 U Lu 0M COMMENTS: New Panelboard LLI O 0. AMPS POLE LOAD A N EC Demand LOAD DESCRIPTION Phase NO. AMPS POLE LOAD A NEC Demand ; . .._N._>.....__.......�..�_........................................_........._.....__._......._........_................__...._.._......- LOAD DESCRIPTION Phase ......................C- .- LOAD DESCRIPTION .......................................... NEC Demand ._..........................-.._-._.... LOAD (VA) POLE ...._. AMPS N0. 1 20 1 1438 1.00 Bed/Bath #1 Lights/Recepts A 9 - Washer 0.65 1200 1 20 2 3 20 1 1438 1.00 Bed/Bath #2 Lights/Recepts B 10 - Dryer 0.65 2500 2 30 4 5 20 1 1438 1.00 Bed/Bath #3 Lights/Recepts C 10 - Dryer 0.65 2500 2 30 6 7 20 1 1438 1.00 Bed/Bath #4 Lights/Recepts A 9 - Washer 0,65 1200 1 20 8 9 20 1 1438 1.00 Bed/Bath #5 Lights/Recepts B 10 - Dryer 0.65 2500 2 30 10 11 20 1 .1438 1.00 Bed #6 Lights/Recepts C 10 - Dryer 0.65 2500 2 30 12 13 20 1 926 1.00 Bed #7 Lights/Recepts A Office UC Refrigerator 0.65 750 1 20 14 15 20 1 926 1.00 Bath/Hall #6,7 Lts/Rec B 8 - Service Ice Machine 0.65 1020 1 20 16 17 20 1 925 1.00 Bed/Bath #8 Lights/Recepts C Service Garbage Disposal 0.65 1176 1 20 18 19 20 1 1412 1.00 Bed/Bath #9 Lights/Recepts A Service AC/GFI Recepts 1.00 360 1 20 20 21 20 1 1662 1.00 Bath #2 Lights/Recepts B 7 - Service Freezer 0.65 552 1 20 22 23 20 1 986 1.00 Bed #10 Lights/Recepts C 6 - Service Refrigerator 0.65 552 1 20 24 25 20 1 926 1.00 Bed #11 Lights/Recepts A Kitchen AC/GFI Recepts 1.00 540 1 20 26 27 20 1 916 1.00 Bath/Hall 410,11 Lts/Rec 8 4 - Kitchen Dishwasher 0.65 650 1 20 28 29 20 1 675 1.00 Bed/Bath #12 Lights/Recepts C Kitchen Garbage Disposal 0.65 1176 1 20 30 31 20 1 1438 1.00 Bed/Bath #13 Lights/Recepts A 4 - Kitchen Dishwasher 0.65 650 1 20 32 33 20 1 1688 1.00 Bed/Bath #14 Lights/Recepts B Kitchen AC/GFI Recepts 1.00 540 1 20 34 35 20 1 1438 1.00 Bed/Bath #15 LightslRecepts C 2 -Kitchen Hood 0 65 1200 1 20 36 - _ 37 20 1 1688 1.00 Bed/Bath #16 Lights/Recepts A 6 - Kitchen Refrigerator 0.65 552 1 20 38 39 20 1 611 1.00 Bath #1 Lights/Recepts B Kitchen AC/GFI Recepts 1.00 360 1 20 40 41 20 1 500 1.00 FACP C Office Recepts 1.00 720 1 20 42 43 20 1 360 1.00 Telephone Board A Bussed Space NOTES: 44 45 20 1 360 1.00 IT Equipment B Bussed Space 46 47 20 1 Spare C Bussed Space 48 49 40 2 3702 0.65 Double Oven - 3 A Sign 1.00 1200 1 20 50 51 40 2 3702 0,65 Double Oven - 3 B Outlets for Holiday Lights 1.00 540 1 20 52 53 15 1 1560 1.00 F -4A C GWH-1A&lB,RCP-1 1.00 1301 1 15 54 55 40 2 2704 1.00 CU -4A A Monument Sign 1.00 1200 1 20 56 57 40 2 2704 1.00 CU -4A B Mechanical GFI 1.00 180 1 20 58 59 15 1 1560 1.00 F-5 C Basement Recepts 1.00 1080 1 20 60 61 40 2 2912 1.00 CU -5 A Jet Tub 1.00 1200 1 20 62 63 40 2 2912 1.00 CU- B Spare 1 20 64 65 20 1 1150 1.25 Basement Lighting C Water Cooler 1.00 500 1 20 66 67 20 1 1236 1.25 Kitch,Off,Laund,Entry Lts A Living Recepts 1.00 900 1 20 68 69 20 1 1343 1.25 Multi -Pure Lts, Salon Lts/Fan B Dining Recepts 1.00 720 1 20 70 71 20 1 1160 1.25 Living/Dining Lights C Multi -Purpose Recepts 1.00 900 1 20 72 73 20 1 1440 1.25 Corridor Lights A Salon Recepts 1.00 540 1 20 74 75 20 1 1260 1.25 Corridor Lights B Salon Recepts 1.00 540 1 20 76 77 20 1 1260 1.25 Corridor Lights C Corridor Recepts 1.00 720 1 20 78 79 20 1 1200 0.65 Microwave - 5 A Corridor Recepts 1.00 720 1 20 80 81 20 1 1200 0.65 Microwave - 5 8 Courtyard Recepts 1.00 900 1 20 82 83 20 1 750 0.65 Gas Cooktop -1 C Rooftop GFI 1.00 180 1 20 84 CONNECTED LOAD: CALCULATED DEMAND LOAD: PHASE A (VA): 33,832 PHASE A (VA): 31,262 PHASE B (VA): 33,162 PHASE B (VA): 29,570 PHASE C (VA): 29,345 PHASE C (VA): 26,788 TOTAL LOAD (VA): 96,339 CALCULATED DEMAND LOAD (VA): 87,620 - 243.22 A NOTES: 1. Not Used. PANEL SCHEDULE: PA February 17, 2016 BUS RATING: 200 Amperes 30,4 -WIRE Q VOLTAGE L -L: 208 MAIN C.B.: or M.L.O: 200A VOLTAGE L -G: 120 ■ O W > MOUNTING: Surface .. _................ ............................... Q 00 S.C.RMS RATING (AIC): 22,000 =O COMMENTS: New Panelboard U Lu 0M J (=)J O 00W LLI O 0. AMPS POLE LOAD A N EC Demand LOAD DESCRIPTION Phase LOAD DESCRIPTION NEC Demand LOAD A N ) POLE AMPS NO. 1 15 2 1550 1.00 Bed #1 PTAC-1 A EWHA 1.00 750 1 15 2 3 15 2 1550 1.00 Bed #1 PTAC-1 8 EWHA 1.00 750 1 15 4 5 15 2 1550 1.00 Bed #2 PTAC-1 C Bed #10 PTAC-1 1.00 1550 2 15 6 7 15 2 1550 1.00 Bed #2 PTAC-1 A Bed #10 PTAC-1 1.00 1550 2 15 8 9 15 2 1550 1.00 Bed #3 PTAC-1 B Bed #11 PTAC-1 1.00 1550 2 15 10 11 15 2 1550 1.00 Bed #3 PTAC-1 C Bed #11 PTAC-1 1.00 1550 2 15 12 13 15 2 .1550 1.00 Bed #4 PTAC-1 A Bed #12 PTAC-1 1.00 1550 2 15 14 15 15 2 1550 1.00 Bed #4 PTAC-1 B Bed #12 PTAC-1 1.00 1550 2 15 16 17 15 2 1550 1.00 Bed #5 PTAC-1 C Bed #13 PTAC-1 1.00 1550 2 15 18 19 15 2 1550 1.00 Bed #5 PTAC-1 A Bed #13 PTAC-1 1.00 1550 2 15 20 21 15 2 1550 1.00 Bed #6 PTAC-1 B Bed #14 PTAC-1 1.00 1550 2 15 22 23 15 2 1550 1.00 Bed #6 PTAC-1 C Bed #14 PTAC-1 1.00 1550 2 15 24 25 15 2 1550 1.00 Bed #7 PTAC-1 A Bed #15 PTAC-1 1.00 1550 2 15 26 27 15 2 1550 1.00 Bed #7 PTAC-1 B Bed #15 PTAC-1 1.00 1550 2 15 28 29 15 1 750 1.00 EWH-1 C Bed #16 PTAC-1 1.00 1550 2 15 30 31 15 1 750 1.00 EWH-1 A Bed #16 PTAC-1 1.00 1550 2 15 32 33 15 2 1550 1.00 Bed #8 PTAC-1 8 Bussed Space 34 35 15 2 1550 1.00 Bed #8 PTAC-1 C ECH-1, EWHA 1.00 1250 1 15 36 37 15 2 1550 1.00 Bed #9 PTAC-1 A ECH-1, EWHA 1.00 1250 1 15 38 39 15 2 1550 1.00 Bed #9 PTAC-1 B ECH-1, EWHA 1.00 1250 1 15 40 41 Bussed Space C ECH-1 1.00 500 1 15 42 CONNECTED LOAD: CALCULATED DEMAND LOAD: PHASE A (VA): 19,796 PHASE A (VA): 19,796 PHASE B (VA): 19,046 PHASE B (VA): 19,046 PHASE C (VA): 17,996 PHASE C (VA): 17296 TOTAL LOAD (VA): 56,839 CALCULATED DEMAND LOAD (VA): 56,839 157.77 A NOTES: 1. Not Used. 5067-E1.1 SCHEDULES.DWG ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 NE (303) 421-3208 FAX \ (303) 421-3209 �J �o F E 0 1 ► 2016 DATE: ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. W Q ■ O W > O O Q 00 J W =O t- U Lu 0M J (=)J O 00W LLI O 1� 1 V LL Q LLF V W Q Z LL! Uj ago = JAW O 1 5 O W 000 CO U E o v a> 0 co � nw to co n CU N C0 o Uj � W Z O F- cn U N CD (D W O I= Z W o0 W Q Z x U Z O W o H aa. LU Q LU W 3 3 W W co a_ z O CD z O O U- M m ul i- N N N N N N C5 r N Z aaaa DRAWN BY: ELL CHECKED BY:CF ISSUE DATE: 8-25-2015 FNO.1.1 2/17/201611:05 AM JOB # W67 2009 IECC 404.1 Compliance - Building A Total Residential Lamps Per Building 216 Total Residential High Efficacy Lamps Per Building 18 Total Incandscent Lamps to be Replaced by LED or CFL 180 Total High Efficacy Lamps After Replacement Percentage of High Efficacy Lamps 198 92% 2009 IECC 404.1 Compliance - Building B Designer/Contractor: Total Residential Lamps Per Building — _ _ _ 219 _ _ — Total Residential High Efficacy Lamps Per Building 18 Total Incandscent Lamps to be Replaced by LED or CFL 183 Total High Efficacy Lamps After Replacement --- — -- 20_1 T92% Percentage of High Efficacy Lamps 5 2 500 1000 HIGH -EFFICACY LAMPS Compact fluorescent lamps t-8 or smaller diameter linear fluorescent lamps, or lamps with a minimum efficacy of: 1. 60 lumens per watt for lamps over 40 wafts 2. 50 lumens per watt for lamps over 15 wafts to 40 wafts 3. 40 lumens per waft for lamps 15 watts or less. A/ COMcheck SoftwareVersion . . Interior Lighting Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: Assisted Living & Memory Care Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: Incandescent 8: J: Ceiling Fixture: Incandescent 60W: 7850 West 44th Avenue Dawn Keller 1 12 14 172 Wheat Ridge, CO 80033 Front Range Electrical Engineering Incandescent 3: N`. Ceiling Fixture: Incandescent 60W; 3 65 180 11700 3333 S. Wadsworth Blvd: 5 2 500 1000 Additional Efficiency Package D210 Incandescent 6: Q: Kitchen Pendant: Incandescent 15OW: 1 6 150 900 Lakewood, CO 80227 2 2 200 400 Compact Fluorescent 1: X: Keyless Fixture: Other: Electronic: 303.985.0548 Total Proposed Watts = 16925 Dawn@FREEngineer.com Unspecified Interior Lighting Compliance Statement Allowed Interior Lighting Power Compliance Statement: The proposed interior lighting design represented in this document is consistent with the building plans, A B C D Area Category Floor Area Allowed Allowed Watts W (ft2) Watts / ft2 (B X C) 1 -Assisted Living & Memory Care Facility (Dormitory) 24000 1 24000 Total Allowed Watts = 24000 Proposed Interior Lighting Power J� A B C D E Fixture ID : Description ! Lamp / Wattage Per Lamp B Ballast Lamps/ # of Fixture (C X D) Q Fixture Fixtures Watt. ZwN 1 -Assisted Living & Memory Care Facility (Dormitory) Incandescent 8: J: Ceiling Fixture: Incandescent 60W: 2 10 120 1200 LED 2: K: Kitchen Downlight: Other: 1 12 14 172 Linear Fluorescent 1: M: 4' Strip Light: 48"T8 25W (Super T8): Electronic: 2 18 50 900 Incandescent 3: N`. Ceiling Fixture: Incandescent 60W; 3 65 180 11700 Incandescent 4: P1: Pendant: Incandescent 100W: 5 2 500 1000 Incandescent 5: P2: Ceiling Fan Light: Incandescent 50W: 4 2 200 400 Incandescent 6: Q: Kitchen Pendant: Incandescent 15OW: 1 6 150 900 Incandescent 7: V: Vanity Light: Incandescent 10OW: 2 2 200 400 Compact Fluorescent 1: X: Keyless Fixture: Other: Electronic: 1 11 23 253 Total Proposed Watts = 16925 Interior Lighting Compliance Statement O>® Compliance Statement: The proposed interior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed interior lighting systems have been designed to meet the 2012.IECC requirements in COMcheck Version 4.0.0 and to comply with the mandatory requirements listed in the Inspection Checklist. J �...: 8-17-15 Dawn Keller Name - Title Signature Date 5067-E1.2 SCHEDULES.DWG ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 FPJC\ (303) 421-3209 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW, ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. W OC a ■ O>® UJ v 2 < 00 J W =O UM J� 08 Mt W < LU O0 /^� V J Q Q LLI i— ZwN > 1..1.. LO W LO 00O W ? 00 H ti Cl) U Q E�� U 2 y O NN N O � — — O 3 C6 N Fes- z z O M F - Z LU Z O U O 0 U) N W W Z I-- U z U P F Q w< g- Q Q U = W W U O o o o � ul� LU a co of z O o cD z 0 O LL M m LU Q C5 N N co N Ln CV N d u� O N c0 O N z aaaa DRAWN BY: ELL CHECKED BY: CF ISSUE DATE: 8-25-2015 SHEET NO. El m2 2/17/201611:05 AM I JOB #5067 71 m 0 POWER PLAN KEYED NOTES: 1. TELEPHONE BOARD LOCATION (TTB) - THE E.C. SHALL PROVIDE AND INSTALL 3/4"x24"x48" PLYWOOD BACKBOARD, INSTALL TIGHT TO CEILING AND PAINT TO MATCH WALL. PROVIDE 1"C WITH PULL STRING BACK TO THE BUILDING TELEPHONE/ DATA SERVICE ENTRANCE, PROVIDE DEDICATED NEMA 5-20R RECEPTACLE +84"AFF ON TTB AND CIRCUIT AS SHOWN. FIELD VERIFY LOCATION, MOUNTING HEIGHT AND ORIENTATION AND ADDITIONAL REQUIREMENTS WITH TENANT. 2. IT EQUIPMENT - PROVIDE DEDICATED CIRCUIT WITH DEDICATED GROUND AND NEUTRAL CONDUCTOR. FIELD VERIFY FINAL LOCATION, MOUNTING HEIGHT, ELECTRICAL REQUIREMENTS WITH EQUIPMENT PROVIDER PRIOR TO ROUGH -IN. POWER PLAN GENERAL NOTES: 1. PROVIDE OUTLET WITHIN 25' OF EQUIPMENT IN ACCORDANCE WITH NEC 210-63, PROVIDE WEATHERPROOF GFI OUTLET ON ROOFTOPS WITHIN 25' OF ROOFTOP EQUIPMENT. 2. FIELD VERIFY FINAL LOCATION OF ALL EQUIPMENT WITH PROVIDER PRIOR TO ROUGH -IN. 3. ALL RECEPTACLES IN BATHROOMS, KITCHENS, ROOFTOPS, OUTDOORS, AND WITHIN 6FT. OF A SINK SHALL BE GFCI (OR SERVED BY A GFI CIRCUIT BREAKER) PER NEC 210.8(8). THE E.C. SHALL PROVIDE GFCI OUTLETS (OR CIRCUIT BREAKERS) IN ALL LOCATIONS REQUIRED BY THE NEC. 4. NUMBERS NEXT TO DEVICES REFER TO CIRCUIT DESIGNATION IN PANEL'A' FOR THE MEMORY CARE BUILDING AND PANEL'S' FOR THE ASSISTED LIVING BUILDING UNLESS NOTED. 5. ALL TELE/DATA LOCATIONS SHALL INCLUDE 4" SQUARE J -BOX AND 3/4" CONDUIT TO CEILING SPACE. ALL TELEPHONE/DATA CABLE IS TO BE PLENUM RATED WIRE OR SHALL BE INSTALLED IN CONDUIT ABOVE CEILING OR IN WALLS. A B n - 1./ SCALE: 1/8" =1'-0" 5067-E2.0 ELECTRICAL BASEMENT.DWG ENGINEERING 5737 W 6TH AVE, LAKEWOOD, CO 80214 PlIONE (303) 421-3208 pZ\ (303) 421-3209 ATT: THESE MATERIALS.ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. 2/17/201611:05 AM W a U wWo . 0>0 U Q 00 J W z0 U W J o > J00 06 q;t W < �O ® Q Lul ~0 Z VI wLo `— J Q (,o �~ W 000 0 W 00 v� a a)� E o-0 U 2 cn 0 a Qo C 'N Q -- -- U Cc$ a cn o Lu W w O CC U O w N U W U) LLJ CJS a v o w V o� < w z '< U V Z U w o Q o d o z 0 cl)u! 111LL t7 w O O U O O O m m uJ F- N N N co 'r' N N N OD O O2 c� N z �a as DRAWN BY: ELL CHECKED BY: CF ISSUE DATE: 8-25-2015 SHEET NO. E2.0 MIIIIIIIIIIII JOB #5067 :3 i ELECTRICAL APARTMENT UNIT GENERAL NOTES: 1. THE ELECTRICAL CONTRACTOR SHALL PROVIDE OUTLETS, LIGHTING AND BRANCH CIRCUITS AS REQUIRED IN ACCORDANCE WITH NEC ARTICLE 210. DEVICES QUANTITIES AND LOCATIONS SHALL BE APPROVED BY LOCAL ELECTRICAL INSPECTOR. 1.a. RECEPTACLES SHALL BE PROVIDED FOR WALL SPACES IN EXCESS OF 24" WIDE AND NO POINT OF WALL SPACE SHALL BE FURTHER THAN U FROM A RECEPTACLE PER NEC 210-52. 1,b. ACCESSIBILITY - ELECTRICAL DEVICES SHALL BE LOCATED SUCH THAT THEY ARE ACCESSIBLE IN ACCORDANCE WITH ADA AND ANSI REQUIREMENTS. LOCATE OUTLETS, SWITCHES AND DEVICES BETWEEN 15" AND 48" FOR UNOBSTRUCTED FORWARD AND SIDE REACH AREAS. FOR OBSTRUCTED AREAS THE FORWARD REACH SHALL NOT EXCEED 25" AND WHERE OVER 20" THE HEIGHT SHALL BE LIMITED TO 44" PER ANSI 308.2. FOR OBSTRUCTED AREAS THE SIDE REACH SHALL NOT EXCEED 24" AND WHERE OVER 10" THE HEIGHT SHALL BE LIMITED TO 46" PER ANSI 308.3. AT LEAST ONE OUTLET SHALL BE INSTALLED A MINIMUM OF 36" FROM THE CORNER OF A KITCHEN WORK SURFACE OR AS REQUIRED TO MEET THE OBSTRUCTED SIDE REACH REQUIREMENT. 2. FIELD VERIFY FINAL LOCATION AND REQUIREMENTS OF HVAC EQUIPMENT WITH PROVIDER. 3, ALL 125 -VOLT 15- AND 20 -AMPERE RECEPTACLES SHALL BE LISTED TAMPER-RESISTANT RECEPTACLES IN ACCORDANCE WITH NEC 406.12, 4. ALL BRANCH CIRCUITS (INCLUDING OUTLET, LIGHTING AND SMOKE DETECTORS) SHALL BE PROTECTED BY A LISTED ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION TYPE PER NEC 210-12. 5. ALL RECEPTACLES SERVING BATHROOMS, GARAGES, OUTDOORS, CRAWL SPACES, UNFINISHED BASEMENTS, LAUNDRY, KITCHENS, DISHWASHERS, AND WITHIN 6 FEET OF BATHTUBS, SHOWERS, UTILITY AND WET -BAR SINKS SHALL BE GFCI PER NEC 210.8(A). THE E.C. SHALL PROVIDE GFCI OUTLETS OR CIRCUIT BREAKERS IN ALL LOCATIONS REQUIRED BY THE NEC. ALL GFCI DEVICES SHALL REMAIN READILY ACCESSIBLE. 6. PROVIDE SEPARATE DEDICATED CIRCUITS FOR BATHROOM RECEPTACLE OUTLETS IN ACCORDANCE WITH NEC 210.11(C)(3). 7. ALL EXTERIOR RECEPTACLES SHALL BE WEATHER RESISTANT PER NEC 406.9 AND ENCLOSED IN A WEATHERPROOF ENCLOSURE WHILE IN USE. 8. FIELD VERIFY FINAL LOCATION OF PANELBOARDS WITH OWNER PRIOR TO ROUGH -IN. LOCATE PANELBOARD SUCH THAT WORKING CLEARANCE IS MAINTAINED IN ACCORDANCE WITH NEC 110. FIELD VERIFY FINAL LOCATION AND COORDINATE WITH OTHER TRADES. 9. FIXTURES IN CLOTHES CLOSETS SHALL BE COMPLY WITH NEC 410.16 REGARDING DISTANCES FROM STORAGE AREAS AND TYPE OF FIXTURE. ALL LAMPS SHALL BE ENCLOSED; FIXTURES WITH EXPOSED LAMPS ARE NOT PERMITTED. 10. LIGHTING WITHIN DWELLING UNITS SHALL HAVE 75 PERCENT OR MORE OF THE PERMANENTLY INSTALLED INTERIOR LIGHT FIXTURES FITTED WITH HIGH -EFFICACY LAMPS. 11. COMMUNICATION SYSTEMS - PROVIDE COMPLETE COMMUNICATION SYSTEMS WIRING AND DEVICES AS REQUIRED FOR TELEPHONE, DATA, INTERNET, SATV, CATV SERVICES. 11.a. FIELD VERIFY FINAL QUANTITY, LOCATION, AND REQUIREMENTS OF ALL TELEPHONE, DATA, INTERNET AND TV DEVICE JACKS AND OUTLETS WITH OWNER. 11.b. IF COMPLETE COMMUNICATION SERVICES ARE NOT FULLY INSTALLED DURING CONSTRUCTION, PROVIDE RACEWAY OR COORDINATE WITH G.C. SUCH THAT SERVICE PROVIDER CABLES MAY BE INSTALLED AFTER CONSTRUCTION IS COMPLETE. 12. CEILING FAN BOXES - PROVIDE ADD ALTERNATE TO INSTALL JUNCTION BOX RATED FOR STRUCTURAL SUPPORT AND USE WITH CEILING FAN IN BEDROOMS. PROVIDE WIRING FOR SEPARATE WALLBOX CONTROL OF FAN SPEED AND LIGHT KIT. FIELD VERIFY REQUIREMENTS WITH OWNER PRIOR TO ANY WORK. 13. PROVIDE SMOKE DETECTORS THROUGHOUT UNIT AS REQUIRED IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL CODE REQUIREMENTS. INSTALL DETECTOR IN EACH ROOM THAT MAY BE USED FOR SLEEPING AND ALL HALLWAYS LEADING TO SLEEPING ROOM. PROVIDE ADDITIONAL DETECTORS ON NON -CONTINUOUS PLANE CEILINGS AS REQUIRED. PROVIDE LOW -FREQUENCY ALARM SIGNALS AS REQUIRED IN SLEEPING ROOMS PER NFPA 72 SECTION 18.4.5.3. SMOKE DETECTORS TO BE PROVIDED BY ALARM COMPANY. 14. PROVIDE A CO DETECTOR AND ALARM WITHIN 15 FEET OF ALL ROOMS USED FOR SLEEPING PURPOSES AND INSTALL IN ACCORDANCE WITH STATE LAW AND LOCAL CODES. CO DETECTORS BY ELECTRICIAN. 15. PROVIDE COMPLETE ELECTRICAL POWER AND CONTROL WIRING AND CONNECTIONS FOR ALL HVAC SYSTEMS, E.G. FAN COIL AND CONDENSING UNITS, AS REQUIRED FOR A COMPLETE INSTALLATION. PROVIDE DEDICATED CIRCUIT WITH DEDICATED GROUND AND NEUTRAL CONDUCTORS. FIELD VERIFY FINAL LOCATION, EQUIPMENT SIZE, MOUNTING HEIGHT, ELECTRICAL REQUIREMENTS, NUMBER OF WIRES, CONNECTION TYPE AND CONFIGURATION WITH PROVIDER PRIOR TO ROUGH -IN. 0 POWER PLAN KEYED NOTES: 1, TV/ MONITOR - PROVIDE POWER AND DATA/CATV JACKS AS REQUIRED IN WALL AND PROVIDE RACEWAY TO VIDEO SOURCE. FIELD VERIFY REQUIREMENTS WITH TENANT AND TV PROVIDER. FIELD VERIFY FINAL LOCATION WITH ARCHITECT PRIOR TO ANY ROUGH -IN. 2. GAS FIREPLACE - PROVIDE POWER FOR IGNITOR AND WALL SWITCH CONTROLS. FIELD VERIFY FINAL LOCATION AND REQUIREMENTS WITH TENANT AND PROVIDER. 3. WASHING MACHINE - PROVIDE DEDICATED 20A OUTLET WITH DEDICATED GROUND AND NEUTRAL CONDUCTORS. FIELD VERIFY FINAL LOCATION AND REQUIREMENTS WITH PROVIDER PRIOR TO ROUGH -IN. 4. DRYER - PROVIDE DEDICATED 30A/2P 4 -WIRE OUTLET WITH 3#10,#1OG, '/d'C. FIELD VERIFY FINAL LOCATION, OUTLET TYPE AND CONFIGURATION AND REQUIREMENTS WITH PROVIDER PRIOR TO ROUGH -IN. 5. BBQ - PROVIDE POWER FOR IGNITOR AND WALL SWITCH CONTROLS, FIELD VERIFY FINAL LOCATION AND REQUIREMENTS WITH OWNER AND PROVIDER. 6. SECURITY CAMERA - PROVIDE J -BOX AND DATA RACEWAY. FIELD VERIFY REQUIREMENTS WITH OWNER/PROVIDER, 7. OUTLETS FOR HOLIDAY LIGHTS - PROVIDE WEATHERPROOF GFCI PROTECTED OUTLET AT ROOF LEVEL FOR HOLIDAY LIGHTS. FIELD VERIFY REQUIREMENTS WITH OWNER/ARCHITECT. 8. DOORBELL - PROVIDE PUSH-BUTTON, CHIME/BUZZER, AND TRANSFORMER AND CIRCUIT AS REQUIRED. VERIFY ALL PRODUCTS WITH OWNER PRIOR TO ANY WORK. POWER PLAN GENERAL NOTES: 1. PROVIDE OUTLET WITHIN 25' OF EQUIPMENT IN ACCORDANCE WITH NEC 210-63, PROVIDE WEATHERPROOF GFI OUTLET ON ROOFTOPS WITHIN 25' OF ROOFTOP EQUIPMENT, 2, FIELD VERIFY FINAL LOCATION OF ALL EQUIPMENT WITH PROVIDER PRIOR TO ROUGH -IN, 3. ALL RECEPTACLES IN BATHROOMS, KITCHENS, ROOFTOPS, OUTDOORS, AND WITHIN 6FT. OF A SINK SHALL BE GFCI (OR SERVED BY A GFI CIRCUIT BREAKER) PER NEC 210.8(8). THE E.C. SHALL PROVIDE GFCI OUTLETS (OR CIRCUIT BREAKERS) IN ALL LOCATIONS REQUIRED BY THE NEC. 4. PROVIDE CONNECTION TO TENANT SIGN. FIELD VERIFY ELECTRICAL REQUIREMENTS AND FINAL LOCATION WITH PROVIDER, TENANT AND LANDLORD. PROVIDE PHOTOCELL ON/TIMECLOCK OFF CONTROLS. PROVIDE ALL COMPONENTS REQUIRED FOR A COMPLETE INSTALLATION. 5. NUMBERS NEXT TO DEVICES REFER TO CIRCUIT DESIGNATION IN PANEL'A' FOR THE MEMORY CARE BUILDING AND PANEL'B' FOR THE ASSISTED LIVING BUILDING UNLESS NOTED, 6. ALL TELE/DATA LOCATIONS SHALL INCLUDE 4" SQUARE J -BOX AND 3/4" CONDUIT TO CEILING SPACE. ALL TELEPHONE/DATA CABLE IS TO BE PLENUM RATED WIRE OR SHALL BE INSTALLED IN CONDUIT ABOVE CEILING OR IN WALLS. u u M T 3 FIRST FLOOR PO SCALE: 1 /8" =1'-0" E2.1 ELECTRICAL FIRST FLOOR.DWG ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 (303) 421-3209 d ales DATE: FEB 17 2016 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. 21171201611:05 AM W Q co C'7 Oho W U 00 W=O W UM j CD Jc ad qql- W Q wo V (n _ _ w \ W �- > Lw Lo J Q �� `O 0 = O W Coo I- tn tJ) Q L C w� Q (2 CD cn a = = � N U H (c6 x N z oLu Lu Z a- ir 0 z N O0 CW9 LIJ C) U) z a U w O g atf w a g v 3- U O o w w z cw > w a � w z O (D z O m m Q Lo Lo N N N toN N N -41 N OO � 7 Z a�aa DRAWN BY: ELL CHECKED BY: CF ISSUE DATE: 8-25-2015 SHEET NO. Ell JOB # 5067 POWER PLAN GENERAL NOTES: 1. PROVIDE OUTLET WITHIN 25' OF EQUIPMENT IN ACCORDANCE WITH NEC 210-63. PROVIDE WEATHERPROOF GFI OUTLET ON ROOFTOPS WITHIN 25' OF ROOFTOP EQUIPMENT. 2. FIELD VERIFY FINAL LOCATION OF ALL EQUIPMENT WITH PROVIDER PRIOR TO ROUGH -IN. 3. ALL RECEPTACLES IN BATHROOMS, KITCHENS, ROOFTOPS, OUTDOORS, AND WITHIN 6FT. OF A SINK SHALL BE GFCI (OR SERVED BY A GFI CIRCUIT BREAKER) PER NEC 210.8(B). THE E.C. SHALL PROVIDE GFCI OUTLETS (OR CIRCUIT BREAKERS) IN ALL LOCATIONS REQUIRED BY THE NEC. 4. NUMBERS NEXT TO DEVICES REFER TO CIRCUIT DESIGNATION IN PANEL'A' FOR THE MEMORY CARE BUILDING AND PANEL'B' FOR THE ASSISTED LIVING BUILDING UNLESS NOTED. 5. ALL TELE/DATA LOCATIONS SHALL INCLUDE 4" SQUARE J -BOX AND 3/4" CONDUIT TO CEILING SPACE, ALL TELEPHONE/DATA CABLE IS TO BE PLENUM RATED WIRE OR SHALL BE INSTALLED IN CONDUIT ABOVE CEILING OR IN WALLS. 1:4 4 tt" I V � '' � I A ml� I I � � � '' � � llll � '' � � i 1, '1! 11 11 1111;11[w�'A I I SCALE: 1/8" =1'-0" ENGINEERING 5737 W 6TH AVE. -LAKEWOOD, CO 80214 PHONE (303) 421-3208 FAX , (303) 421-3209 FEB r7 2 DATE: ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. u 0 C) U Q 00 J W_0 U W UM ^ > _j CD 00 0 qqt w Q j0 U) ® Qw = Ho Z w ~ `i 0 �--, L w J00 o Q � 00 o W 0000 F_ P. - U) cn cl)Q �Z5a - E- U � � O a 0- N 0 -a) F_ M X 0 F 0 W H :E H W Z 0 cr U w z N O W W Lu z z z a 0 W U P W= P Q U = z� O 0 tz Q 2 0 Q o W 0 cn w w cD a- z w - 0 o z 0 LL m m ca m Lij F- 0 �N �N N N 0 N 0 N a0 r N rd aaaa DRAWN BY: ELL CHECKED BY: CF ISSUE DATE: 8-25-2015 7NO.2.2 1 5067-E:2.2. ELECTRICAL ROOF. DWG 2/171201611:05 AM I JOB i# 5067 71 # LIGHTING PLAN GENERAL NOTES: 1. CONNECT EGRESS LIGHTING FIXTURES AND EXIT SIGNS TO AREA LIGHTING CIRCUIT AHEAD OF ANY SWITCH PER NEC 700-12(F) INCLUDING ANY NIGHT LIGHTS. FIXTURES SHOWN SHADED OR LABELED ARE EMERGENCY EGRESS (EM) WITH BATTERY PACK, NIGHT LIGHT (NL) OR BOTH (EM/NL). 2. NUMBERS NEXT TO DEVICES REFER TO CIRCUIT DESIGNATION IN PANEL'A' FOR THE MEMORY CARE BUILDING AND PANEL'B' FOR THE ASSISTED LIVING BUILDING UNLESS NOTED. 3. 2x4 LIGHT FIXTURES ARE TYPE W AND DOWNLIGHTS ARE TYPE'D' UNLESS NOTED. 4. EXIT SIGNS TYPE'X' AND/OR'XEM' AND EGRESS LIGHTS TYPE'EM' SHALL BE NEW WITH EMERGENCY BATTERY PACK, MATCH EXISTING BUILDING STANDARD FIXTURES. 5. PROVIDE NEUTRAL AND GROUND CONDUCTORS THROUGHOUT ALL LIGHTING BRANCH CIRCUITS INCLUDING ALL SWITCH OR LIGHTING CONTROL DEVICE LOCATIONS IN ACCORDANCE WITH NEC. r, — — BASEMENT LIGHTING PLAN SCALE: 1/8" =1'-0" 5067-E2.3 BASEMENT LIGHTING.DWG ENGINEERING 5737 W 6TH AVE. WOOD, CO 80214 PHONE (303) 421-3208 FAX b03) 421-3209 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. W d Ce) Oho U Q 00 J W =O U W UM J00 W wo / Q LU Z V) W ® F— 0 ~ �� o Q w �---co Lo � O Lf) W 00 = O W coo t!� Q E� U N y O O O (D fl — — � U co X N cf) z Z O co Z O 0 F- U U 04 uj C7 W 1= z w o0 w Q z v = Z O U o QQ cc o o w ww Lid o a m o m w Lo CD N N oD �O O2 C�2 N Z aaaa DRAWN BY: ELL CHECKED BY: CF ISSUE DATE: 8-25-2015 SHEET N0. E2.3 21171201611:05 AM I JOB # 5067 ml LIGHTING PLAN GENERAL NOTES: 1. CONNECT EGRESS LIGHTING FIXTURES AND EXIT SIGNS TO AREA LIGHTING CIRCUIT AHEAD OF ANY SWITCH PER NEC 700-12(F) INCLUDING ANY NIGHT LIGHTS. FIXTURES SHOWN SHADED OR LABELED ARE EMERGENCY EGRESS (EM) WITH BATTERY PACK, NIGHT LIGHT (NL) OR BOTH (EM/NL). 2. PROVIDE OUTLET IN ACCESSIBLE LOCATION AT TENANT ENTRANCE FOR SIGN PER NEC 600-5. 3. NUMBERS NEXT TO DEVICES REFER TO CIRCUIT DESIGNATION IN PANEL'A' FOR THE MEMORY CARE BUILDING AND PANEL'S' FOR THE ASSISTED LIVING BUILDING UNLESS NOTED. 4. 2x4 LIGHT FIXTURES ARE TYPE'A' AND DOWNLIGHTS ARE TYPED' UNLESS NOTED. 5. EXIT SIGNS TYPE'X' AND/OR'XEM' AND EGRESS LIGHTS TYPE'EM' SHALL BE NEW WITH EMERGENCY BATTERY PACK, MATCH EXISTING BUILDING STANDARD FIXTURES. 6. PROVIDE NEUTRAL AND GROUND CONDUCTORS THROUGHOUT ALL LIGHTING BRANCH CIRCUITS INCLUDING ALL SWITCH OR LIGHTING CONTROL DEVICE LOCATIONS IN ACCORDANCE WITH NEC. 0 LIGHTING PLAN KEYED NOTES: 1. WALLBOX OCCUPANCY SENSOR - PROVIDE DUAL TECHNOLOGY LEVITON OSSMT-MD OR EQUAL. 2. TENANT SIGN - PROVIDE DEDICATED CIRCUIT AND FINAL CONNECTIONS AS REQUIRED. FIELD VERIFY ELECTRICAL REQUIREMENTS AND FINAL LOCATION WITH PROVIDER, TENANT AND LANDLORD. PROVIDI PHOTOCELL ON/TIMECLOCK OFF CONTROLS. 3. EXTERIOR LIGHTING CONTROLS - PROVIDE PHOTOCELL ON/TIMECLOCK OFF CONTROLS AND MULTIP01 LIGHTING CONTACTOR, PHOTOCELL ON ROOF AND PROGRAMMABLE TIME CLOCK AS REQUIRED. FIELD VERIFY REQUIREMENTS WITH OWNER/ARCHITECT. 4. EXTERIOR LIGHTING CONTROLS - PROVIDE PROGRAMMABLE TIME CLOCK TO BE LOCATED IN THE OFF[ FIELD VERIFY REQUIREMENTS WITH OWNER/ARCHITECT. FIRST FLOOR LIGHTING PLAN SCALE: 1/8" =1'-0" 5067-E2.4 FIRST FLOOR LIGHTING.DWG 2/17/201611:06 AM ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 F (303) 421-3209 li 'C.4w„ . w... a 4`. DATE: FEB 1 7 2016 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. W a V �- OC cy) . O w ma® o v Q 00 J W =O U W Up J(=) �C. (�^ v a W Z w ® U > Lw Lo UJ perF-- ti o W 00 I- ti U) V5 t/') a E8� U N N O fa N . yco (D fl — F- (c6 X N H O M H M z U N U uj co co W cf) OZ a U W O g -a of Qz g s s W of U Z O cn o L. a o cr-ii a w awf o V5 w cD w z 0 o z D 0 m m LU 0 N N 0 N N co a N z aa<a DRAWN BY: ELL CHECKED BY: CF ISSUE DATE: 8-25-2015 SHEET NO. E2.4 JOB # 5067 71 LED LIFESTYLE SMALL DECORATIVE AREA LIGHTS (XDLS) � LED LIGHTING TECHNOLOGY US patent 7,828,456 8,002,428, 8,177,386 8,434,893 8,567,983 and US & int'i. patents pending SMARTTECT"' - LSI drivers feature integral sensor which reduces drive current when ambient temperatures exceed rated temperature ENERGY SAVING CONTROL OPTION - DIM - 0-10 volt dimming enabled with controls by others. BLS - Bi -level switching responds to external line voltage signal from separate 120- 277V controller or sensor (by others), with low light level decreased to 30% maximum drive current. EXPECTED LIFE - Minimum 60,000 to 100,000 hours depending upon the ambient temperature of installation location. ZEDS - Select high -brightness LEDs in Cool White (5000K), Neutral White (4000K) or Warm White (3500K) color temperature. 70 CRI CW 80 CRI NW and WW. DISTRIBUTION PATTERN - Types 3, FT and 5. Exceptional uniformity creates bright DARKSKY FRIENDLY environment at lower light levels. Improved backlight cutoff minimizes light trespass. CROWN - Cast aluminum. Wiring emerges from crown through compression seal fitting to prevent water entry. One-piece silicone gasket seals crown to shade for water- and dust - tight construction. SHADES - Spun aluminum. Two shade styles available - A - Angle and B - Bell. OPTICAL UNIT - Optical unit and aluminum doorframe recessed into shade and sealed with one-piece silicone gasket. Clear tempered flat glass lens sealed with silicone gasket to door frame (includes pressure -stabilizing breather). Optical unit is. tethered and provides access to driver. Door frame retaining fasteners are captive. BRACKETS - Brackets are extruded and cast aluminum assemblies or fabrications. All decorative elements are die cast or extruded aluminum. MOUNTING - Classic Hook (CH), Side Arm (SA - 4" O.D. minimum pole top required), Wall Mount (W - for use CH or SA style), Pendant (PM) and Universal Pole Clamp (UCL) available. See Steel Round Pole and Aluminum Round Pole data sheets for pole selection information. Side Arm pole mount requires 3" reduced drilling pattern. Classic hook mount requires a 4" O.D. pole or tenon. ELECTRICAL - Two-stage surge protection (including separate surge protection built into electronic driver) meets IEEE C62.41.2-2002, Location Category C. Available with universal voltage power supply 120-277VAC (UE - 50/6OHz input), and 347-480 VAC. Optional button -type photocells (PCI) are available in 120, 208, 240, 277 or 347 volt (supply voltage must be specified). DRIVERS - Available in SS (Super Saver) and HO (High Output) drive currents (Drive currents are factory programmed.). Components are fully encased in potting material for moisture resistance. Driver complies with FCC standards. Driver and key electronic components can easily be accessed. OPERATING TEMPERATURE - -40°C to +50°C (-40°F to +1220F). FINISH - Each fixture is finished with LSI's DuraGrip polyester powder coat process. The DuraGrip finish withstands extreme weather changes without cracking or peeling. WARRANTY - LSI LED fixtures carry a limited 5 -year warranty. LIGHT OUTPUT - XOLS Type 3 _ Lumens (Nominal) Type FT i Type 5 wafts (Nominal) -6 �E J SS 7100 6540 6220 71 Hp 9600 8990 8500 106 SS 6510 5840 5680 71 DC HO 1 8810 7890 7780 106 E SS 4790 5170 5010 71 3 HO 6460 6880 6740 106 LED Chips are frequently updated therefore values may increase. Project Name 4$illdustriee' Catalog #...—. PHOTOMETRICS - Please visit our web site at www.isi-inuusines.com for detailed photometric data. SHIPPING WEIGHT (IN CARTON) - 24 lbs. (10.8 kg) LISTINGS - UL listed to U.S. and Canadian safety standards. Suitable for wet locations This product, or selected versions of this product, meet the standards listed below. Please consult factory for your specific requirements. ARRA �L us �/�(/(� Fur�"Compliant nSrEO FCC wet location GiJ�;Pi.i£4W Fixture Type 08/26/15 02015 LSI INDUSTRIES INC. 18' TYPE'SA' FIXTURE NOTE: 1. POLES MUST BE LOCATED 5 FEET FROM TIRE STOPS OR BE INSTALLED ON CONCRETE BASES 30" ABOVE THE PARKING SURFACE, ADJUST POLE HEIGHTS AS REQUIRED TO COMPLY WITH FIXTURE HEIGHT LIMITS. 2. MATCH EXISTING DEVELOPMENT STANDARD POLE HEIGHTS AS REQUIRED, FIELD VERIFY PRIOR TO ANY WORK OR ORDERING OF MATERIALS AND INFORM ENGINEER OF ANY DISCREPANCY. LIGHTING CALCULATION STATISTICS SUMMARY: AVERAGE MAXIMUM MINIMUM MAX/MIN AVG/MIN OVERALL SITE: 1.46fc 5.6fc O.Ofc NA NA Project North SITE LIGHTING PHOTOMETRIC SCALE: 1" = 20'-0" PHOTOMETRY PLAN NOTES: 1. VALUES SHOWN ARE MAINTAINED HORIZONTAL ILLUMINANCE VALUES MEASURED AT GRADE 2. SITE LIGHTING DESIGN HAS BEEN COMPLETED TO PRODUCE EVEN ILLUMINATION OF PARKING AND PAVED AREAS WITH MINIMAL GLARE ONTO ADJACENT PROPERTIES. SITE LIGHTING DESIGN HAS BEEN COMPLETED TO CONFORM TO THE FOLLOWING REQUIREMENTS: CITY OF WHEAT RIDGE EXTERIOR LIGHTING REQUIREMENTS SECTION 26-503 EXTERIOR LIGHTING LUMINAIRE SCHEDULE Symbol Label Catalog Number Description Lamp Lumens LLF Wafts LSI INDUSTRIES PARKING POLE 71W LED 4 SA XDLS 3 LED 6,510 0.95 71 E3.0 PHOTOMETRIC.DWG 2/171201611:06 AM ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 F6X.,, (303) 421-3209 E 1 ! DATE: ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. W OC Q V DC M O>o w v. Q ao J W =O F'.}. U W qt jo > J CD + a W F_ (') VJ Q F- �. o Z W `-- . L0 '2 Q LO W 00 I O W LO co CO Q C Z T E--0 UO N O L = CL m a fl- - — F- �- X CU U aD o M M W v Ov N w LU a o w w a Q U Z O co o ,a a � � o s w LU o 0 Cl) UJ CD m z CD z � o W tY 0 LL M m F— 0 N N N 2' N 0 N N O N co - N nzo—<- <<< DRAWN BY: ELL CHECKED BY: CF ISSUE DATE: 8-25-2015 FNO.10 JOB # 5067 =1 PLUMBING FIXTURE LIST AAV - AIR ADMITTANCE VALVE W/ BOX IF LOCATED W/ IN WALL BRAND = STUDOR REDI-VENT OR MINI -VENT OTHER = NO SUBSTITUTIONS, REQUIRED TO BE ACCESSIBLE DS1 - DOWNSPOUT NOZZLE BRAND = ZURN ZARB199 OTHER = ROUGH BRONZE DOWNSPOUT NOZZLE WITH WALL FLANGE ro I - rLVVr% JIINN VVI 0UrtG0C/1L IIVLIIVC rLVVr[ URKIIV I RMr- JC/1LCr[ BRAND = ZURN Z1 900 -K 12"X12"X6" DEEP (3420) ACID RESISTANT ENAMEL INTERIOR, GRATE OTHER = DOME STRAINER, SEEPAGE FLANGE & HALF TOP GRATE (-2) GD1 - GARBAGE DISPOSAL BRAND = IN-SINK-ERATOR BADGER 5 MODEL, 1/2 HP, 120V/60, 6.9 AMP OTHER = 1-1/2" DRAIN CONNECTION, DISHWASHER CONNECTION, STAINLESS STEEL GRINDING ELEMENTS GWH1A & B - GAS WATER HEATER (TANK) BRAND= STATE MODEL SHE50 100NE OTHER= 100,000 BTUH INPUT, 50 GALLON, 700 POUNDS FILLED, 120V/ IP / 60HZ, 15 AMP BREAKER, T'0 C.A. & FLUE VENTS TO CONCENTRIC VENT KIT, PROVIDE NEUTRALIZATION KIT L1 - LAVATORY (ADA COMPLIANT) TYPE = WALL MOUNTED - HALF PEDESTAL - CHINA BRAND = ZURN Z5320 -PED WASTE = ZURN Z8700 -PC 1-1/4" SEMI -CAST TRAP W/CLEANOUT, Z8743 -PC GRID STRAINER SUPPLIES = ZURN Z8804LRQ-LK-8860-12-PC 1/4 TURN STOP, STANDARD STOP SUPPLY KIT W/ LOOSE KEY & BRAIDED SS FLEX HOSES TRIM =ZURN Z81000 -P -3M FAUCET, Z1231 CONCEALED ARM CARRIER OTHER = 0.5 GPM AERATOR VANDAL RESISTANT SPRAY OUTLET. USE SILICONE WALL SEALANT, ZURN Z8946 -1 -NT ADA COMB. TRAP & SUPPLY WRAP PROTECTOR KIT LT1 - LAUNDRY TUB BRAND = FIAT DL -1 DROP-IN W/ FAUCET OTHER = W/LEGS & LEVELERS, INTEGRAL DRAIN SUPPLIES = ZURN Z8805LR-8860-20-PC W/SS FLEX HOSES RD - ROOF DRAIN BRAND = ZURN ZC100-DP OTHER = FLASHING CLAMP & GRAVEL STOP, CAST IRON DOME; (-DP) DECK PLATE COMBO SUMP RECEIVER & UNDER DECK CLAMP RD01 - OVERFLOW DRAIN BRAND = ZURN ZC100-W2-DP OTHER = FLASHING CLAMP, GRAVEL STOP (-W2) 2" WATER DAM, CAST IRON DOME, & UNDER DECK CLAMPS. (-DP) DECK PLATE COMBO SUMP RECEIVER & UNDER -DECK CLAMP RVB1 - ICE MAKER OUTLET BOX BRAND = SIOUX CHIEF 696-101OMF OTHER = MOUNT SECURELY TO STUD, MINI -RESTER WATER HAMMER ARRESTERS, 1/4" O.D. COMPRESSION OUTLET CONNECTION, PROVIDE SIOUX CHIEF MODEL 696 -BC BOX CLIP, PROVIDE WILKINS MODEL 705 DOUBLE CHECK VALVE BACKFLOW PREVENTER UPSTREAM OF ANY KITCHEN EQUIPMENT THAT DOES NOT CONTAIN AN INTERNAL DEVICE THAT RESTRICTS BACKWASH INTO DOMESTIC POTABLE WATER SYSTEM. S2 - 2 COMPARTMENT SINK BRAND = ELKAY MODEL LR3321 3 -HOLE [4 -HOLE] WASTE = 1-1/2" 17 GA CP P -TRAP W/CLEANOUT SUPPLIES = ZURN Z804LRQ-LK-8860-12-PC 1/4 TURN STOP, LOOSE KEY W/SS FLEX HOSES TRIM =ZURN Z82300-CP8-HS-3M, ANTI -SIPHON DEVICE, 2.0 GPM @ 60 PSIG OTHER = 18 GA 302 STNLS STEEL, SELF -RIMMING, Z8751 -SC 1-1/2" CONTINUOUS WASTE Z8741 -SS STRAINER SH1 - SHOWER - 1 PIECE FIBERGLASS BRAND = AQUARIUS G3280 SH WASTE = ZURN Z415 -5B -CP NO -HUB OUTLET W/ROUND CHROME PLATED ADJUSTABLE STRAINER TRIM =ZURN Z7301 -SS -MT -S9, ADA APPROVED, SHOWER UNIT, Z7000 -S9 SHOWER HEAD OTHER = 1.5 GPM, SLIP RESISTANT, DIMENSIONS PER ARCHITECTURAL PLANS SH2 - SHOWER - 1 PIECE, ADA APPROVED, ACRYLIC TRANSFER TYPE BRAND = AQUABATH C4136BF-FUS 3/4" W/CURTAIN WASTE = ZURN Z415 -5B -CP NO -HUB OUTLET W/ROUND CHROME PLATED ADJUSTABLE STRAINER TRIM =ZURN Z7300 -SS -HW -MT -VB W262003 HAND SHOWER & GRAB -BAR COMBINATION OTHER = CHROME GRAB BAR, SEAT, CURTAIN ROD, CURTAIN. HANDICAPPED ACCESSIBLE. DIMENSIONS PER ARCHITECTURAL PLANS, ADA APPROVED. (ALT C4136BF-FUS - 3/4" DOES NOT NEED TO BE RECESSED IN PIT) TVI - TEMPERING MIXING VALVE BRAND = BRADLEY S59-4000 TMV OTHER = 1/2" MALE NPT CONNECTIONS, ASSE 1070 CERTIFIED, MAX. 110° F WB1 - WASHER BOX BRAND = WATER-TITE MODEL W4720HA W/2 CHROME QUARTER TURN ADAPTER BALL VALVES 1/2" SWEAT CONNECTION, HAMMER ARRESTERS AND DUAL 2" PUL/ABS DRAIN COUPLINGS FOR USE W/STUDOR MINI VENT WC1 - WATER CLOSET (COMFORT HEIGHT, ADA COMPLIANT, TANK TYPE, MINIMUM MaP CERTIFIED TEST OF 800) TYPE = 1.28 GAL FLUSH TANK PER ASSE1037 AND ALL ANSI REQUIREMENTS BRAND = KOHLER K-3658-0 ELONGATED BOWL (1000 MaP FLUSH RATING) SUPPLIES = KOHLER K-7637 ANGLE SUPPLY & STOP OTHER = KOHLER K -4731-2C-0 ELONGATED, PREMIUM WHITE, OPEN FRONT TOILET SEAT LESS COVER WITH SS CHECK HINGE & INTEGRATED HANDLE [KOHLER K-4713 ELONGATED, PREMIUM WHITE, CLOSED FRONT TOILET SEAT WITH COVER AND SS CHECK HINGE] WH1 - WALL HYDRANT TYPE = AUTOMATIC DRAINING, FREEZELESS BRAND = ZURN Z1321, 314" COPPER INLET, EXPOSED TYPE, 1/2 TURN CERAMIC DISC OTHER = NIDEL 34HA VACUUM BREAKER/BACKFLOW PREVENTER & 3/4" MALE HOSE THREAD [ZI320 SS DOOR/BOX ASSEMBLY] FCO - FLOOR CLEANOUT BRAND = ZURN ZN1400-NH-BP NO -HUB ADJUSTABLE FLOOR CLEANOUT NICKEL BRONZE TOP - F FLASHING FLANGE - CM CARPET MARKER OTHER = GASKET SEAL, BRONZE PLUG, FLANGE, COLLAR, & CARPET CLAMP AS REQUIRED, (CM CARPET MARKER) SCO - SURFACE CLEANOUT (2 -WAY) [DENVER] BRAND = ZURN Z1400 -NL -BP HEAVY DUTY CAST IRON ADJUSTABLE TOP OTHER = NEO -LOC, ADJ Cl TOP BRONZE PLUG (-NL) NEO -LOC PUSH -ON GASKETED CONNECTION WCO - WALL CLEANOUT BRAND = ZURN Z1441 CAULK FERRULE WALL CLEANOUT W/ROUND STAINLESS STEEL COVER AND SCREW OTHER = LEAD SEAL PLUG, STAINLESS STEEL COVER & SCREW GENERAL REQUIREMENTS: 1. ALL TOILET ROOM FIXTURES SHALL BE WHITE, VITREOUS CHINA UNLESS DESIGNATED OTHERWISE IN SCHEDULE. 2. PROVIDE SUITABLE REINFORCEMENTS FOR WALL HANGERS & SUPPORTS. 3. APPROVED EQUALS: DRAINS: ZURN, WADE JOSAM, WATTS DRAINAGE TRAP PRIMERS: MIFAB, PPP, JOSAM, ZURN CHINA: WESTERN, ZURN, KOHLER, AMERICAN STANDARD FIBERGLASS/ACRYLIC: AQUARIUS, AQUAGLASS, KOHLER WATER COOLERS: ELKAY, SUNROC, HAWS MOLDED STONE/TERRAZO: FLORESTONE, STERN WILLIAMS, FIAT STAINLESS SINKS: ELKAY, JUST FAUCETS: SYMMONS, CHICAGO, DELTA SEATS: OLSONITE, CHURCH, BEMIS (OR BY WC MFG) FLUSH VALVES: ZURN, SLOAN, AMTC WALL HYDRANTS: CHICAGO, WOODFORD, WADE BRASS: DEARBORN, CS&B, BRASS -CRAFT, MAGUIRE (P -TRAP & TRAP ARM, ESCUTCHEON) STOPS: ALL MUST BE 1/4 TURN BALL VALVE TYPE. ALL BRASS CONSTRUCTION BY DEARBORN, CS&B, BRASS -CRAFT. OR MAGUIRE 4. RESTROOM FIXTURES MUST COMPLY WITH ALL BUILDING DEPARTMENT CRITERIA FOR WATER CONSERVATION. 5. ALL HANDICAP LAVATORIES MUST HAVE OFFSET TRAPS AND "TRUBRO LAV GUARD", OR "ZURN INSUL-GUARD" INSULATION KITS OR MAGUIRE PREINSULATED TRAPS AND SUPPLIESPER ADA "ARTICLE 4.19.4." 6. VERIFY SHOWER BASE DIMENSIONS W/ARCHITECTURAL PLANS. 7. VERIFY LEFT/RIGHT HAND LEVER LOCATION ON ALL WATER CLOSETS PER ADA REQUIREMENTS AND INSTALL FLUSH HANDLE ON OPEN SIDE OF ADA STALL. FAILURE TO COMPLY WILL REQUIRE FIELD CORRECTION. 8. ALL WATER CLOSETS MUST MEET A MINIMUM MAPP RATING OF 800 AS TESTED BY AN INDEPENDENT AND ACCREDITED LABORATORY. 9. NO PROFLO BRAND NAMED PRODUCTS ARE ALLOWED. PLUMBING NOTES 1. THE PLUMBING SYSTEM WITH FIXTURES, WATER HEATER, DRAINS, VENTS, WATER PIPING, INSULATION, GAS PIPING, ETC., SHALL BE BY THE PLUMBING CONTRACTOR IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. 2. PLUMBING CONTRACTOR TO VERIFY ALL EXISTING PLUMBING CONDITIONS INCLUDING EQUIPMENT, LOCATIONS, PIPING, SIZING, FLOW OF DIRECTION, INVERT ELEVATIONS, UTILITIES, VENTS THRU ROOF, ETC. NOTIFY ENGINEER IN WRITING FOR ANY DESIGN/DRAWING DISCREPANCIES. 3. ALL PLUMBING SHALL BE IN ACCORDANCE WITH THE LOCAL PLUMBING CODES AND/OR ORDINANCES, INCLUDING BUT NOT LIMITED TO PIPE SIZES. 4. PROVIDE INSULATION ON WATER LINES WHERE REQUIRED PER INTERNATIONAL ENERGY CONSERVATION CODE (IECC). 5. DOMESTIC WATER PIPE 2" AND BELOW AFTER WATER ENTRY ASSEMBLY MAY BE CPVC PIPE. USE ONLY FLOWGUARD GOLD PIPE WITH FLOWGUARD GOLD ONE STEP CEMENT ON PIPES 1/2" THROUGH 2". NO CPVC SUBSTITUTIONS ARE ALLOWED. PROVIDE CSA APPROVED HARDENED STRIKER PLATES LISTED FOR CSST AND CPVC SYSTEMS AT ALL LOCATIONS WHERE TUBING IS CONCEALED AND PUNCTURE FROM NAILS OR SCREWS IS A POSSIBLE THREAT. SUPPORT ALL PIPE PER DETAILS, BUILDING CODE, AND MANUFACTURER REQUIREMENTS. DOMESTIC WATER PIPING UPSTREAM OF THE WATER ENTRY ASSEMBLY SHALL BE TYPE "L" HARD DRAWN COPPER WITH WROUGHT COPPER SWEAT FITTINGS. USE ONLY CANFIELD 100% WATER SAFE SOLDER (95% TIN, 4% COPPER, 1% SILVER) OR APPROVED EQUAL. DO NOT USE LEAD OR ANTIMONY SOLDERS 6. COPPER TUBING INSTALLED WITHIN A BUILDING AND IN OR UNDER A CONCRETE FLOOR SHALL BE TYPE "K" COOPER AND INSTALLED WITHOUT JOINTS. WHERE JOINTS ARE PERMITTED, THEY SHALL BE BRAZED AND FITTINGS SHALL BE WROUGHT COPPER. 7. SOIL AND WASTE PIPING ABOVE GRADE SHALL BE PVC SCHEDULE -40 PLASTIC PIPE AND FITTINGS MAY BE USED WHERE APPROVED BY OWNER AND ALLOWED BY THE BUILDING DEPARTMENT. INSTALL ALL PVC PIPE PER ASTM D2321 REQUIREMENTS AND RECOMMENDATIONS. NO ABS PIPE OR PVC FOAMCORE PIPE ALLOWED ON THE PROJECT. 8. SOIL AND WASTE PIPING BELOW GRADE SHALL BE PVC SCHEDULE -40 PLASTIC PIPE AND FITTINGS MAY BE USED WHERE ALLOWED BY THE BUILDING DEPARTMENT. INSTALL ALL PVC PIPE PER ASTM D2321 REQUIREMENTS AND RECOMMENDATIONS. NO ABS PIPE OR PVC FOAMCORE PIPE ALLOWED ON THE PROJECT. 9. GAS PIPING 2" AND SMALLER SHALL BE THREADED SCHEDULE 40 STEEL PIPE WITH MALLEABLE IRON FITTINGS. INTERIOR GAS PIPING IN CONCEALED LOCATIONS SHALL BE WELDED. ALL GAS PIPE OVER 2" SHALL BE WELDED. PAINT ALL EXTERIOR EXPOSED GAS PIPING WITH TWO HEAVY COATS OF OUTDOOR ENAMEL. SUPPORT GAS PIPING ABOVE THE ROOF AS REQUIRED BY LOCAL AUTHORITIES AND DETAILS ON DRAWINGS. 10. WATER -HEATING EQUIPMENT NOT SUPPLIED WITH INTEGRAL HEAT TRAPS AND SERVING NON CIRCULATED SYSTEMS SHALL BE PROVIDED WITH HEAT TRAPS ON THE SUPPLY AND DISCHARGE PIPING ASSOCIATED WITH THE EQUIPMENT. 11, ALL CONDENSING WATER HEATERS SHALL BE STARTED UP BY AN INDEPENDENT, FACTORY TRAINED AND CERTIFIED TECHNICIAN. A COMPLETE STARTUP REPORT SHALL BE PROVIDED TO THE OWNER AND ENGINEER WITHIN ONE WEEK OF STARTUP THAT CLEARLY NOTES ALL PROBLEMS OR DEFICIENCIES WITH THE INSTALLATION. 12. MOUNT LAVATORY AT REQUIRED ELEVATION FOR HANDICAP USAGE WHERE REQUIRED. INSULATE ALL EXPOSED PIPING SUPPLIES AND DRAINS PER ADA REQUIREMENTS AND DRAWING SPECIFICATIONS. 13, WEATHERPROOF ALL PLUMBING ROOF PENETRATIONS PER CODES AND ROOFING MANUFACTURER RECOMMENDATIONS. LOCATE ALL PLUMBING VENTS THROUGH PITCHED ROOFS WITHIN 5' OF ROOF RIDGE. PLUMBING VENT PENETRATIONS SHALL BE CAST IRON AND ONE SIZE LARGER THAN REQUIRED VENT SIZE. 14. PROVIDE LINE SIZE SHUT-OFF VALVE, MALLEABLE UNION, AND DIRT LEG ON ALL GAS EQUIPMENT. PIPE SIZE REDUCER SHALL OCCUR AFTER VALVE AND DIRT LEG. 15. WATER HAMMER SHOCK -ARRESTER SHALL BE PROVIDED AND INSTALLED ON ALL QUICK CLOSING VALVES INCLUDING DISH AND CLOTHES WASHER TO PREVENT PIPING SHOCK OR HAMMER, SIZE ARRESTER PER INDUSTRY STANDARDS. 16. ALL MATERIALS AND EQUIPMENT PROVIDED AND INSTALLED UNDER THIS SECTION SHALL BE NEW AND IN CLEAN AND BRIGHT CONDITION. THE CONTRACTOR SHALL TAKE ANY MEASURE NECESSARY TO ENSURE AND MAINTAIN THE QUALITY OF THE INSTALLATION. ALL PIPING SHALL BE FLUSHED WITH CLEAN WATER PRIOR TO BEING PLACED INTO SERVICE TO ENSURE THAT ANY RESIDUAL CUTTING OIL, SLAG, THREAD TAPE; FLUX OR DIRT HAS BEEN PURGED. IN ADDITION TO FLUSHING, THE DOMESTIC WATER PIPING SHALL BE STERILIZED TO ELIMINATE ANY CONTAMINATION IN ACCORDANCE WITH CURRENT IPC RECOMMENDATIONS. 17. ALL PIPING, EQUIPMENT, ETC. SHALL BE IDENTIFIED. ALL PIPING IS TO BE TESTED IN ACCORDANCE WITH ACCEPTED CODES AND STANDARD OF CARE PRACTICES. 18. ALL SAFETY RELIEF VALVES SHALL BE VENTED TO ATMOSPHERE OR PIPED FULL SIZE TO NEAREST FLOOR DRAIN. BACKFLOW PREVENTERS OF APPROPRIATE TYPE SHALL BE INSTALLED WHERE REQUIRED BY CODE, PROVIDED WITH A CATCH FUNNEL PIPED TO THE NEAREST FLOOR DRAIN OR SINK, AND LOCATED BETWEEN 18" AND 60" AFF WITH MINIMUM OF 30" CLEAR IN FRONT OF VALVE FOR SERVICING. PROVIDE BACKFLOW DEVICE TEST FOR FIRE SERVICE AND DOMESTIC SERVICE PRIOR TO FINAL BUILDING INSPECTION. 19, CLEANOUTS SHALL BE INSTALLED AT EACH CHANGE OF DIRECTION GREATER THAN 45 DEGREES IN THE BUILDING SEWER, BUILDING DRAIN AND HORIZONTAL WASTE, SOIL OR STORM LINES. WHERE MORE THAN ONE CHANGE OCCURS IN A RUN OF PIPING, ONLY ONE CLEANOUT SHALL BE REQUIRED FOR EACH 40 FEET OF DEVELOPED LENGTH OF THE DRAINAGE PIPING. (2009 IPC 708.3.3 & 1101.8) 20. PROVIDE TV1 AT ALL PUBLIC SINKS AND LAVS PER CODE. 21. PROVIDE SURESEAL INLINE FLOOR DRAIN TRAP SEALER FOR ALL FLOOR DRAINS AND FLOOR SINKS. 22. ALL AIR ADMITTANCE VALVES (AAVS) ARE TO BE ACCESSIBLE. 23. LABEL ALL PIPING IN ACCESSIBLE AREAS. MEDIUM PRESSURE GAS TO BE MARKED EVERY 6 FEET. 24. ALL PIPING TO BE HUNG ON ADJUSTABLE SPLIT RING HANGERS OR UNISTRUT SUPPORTS WITH CLAMPS OF SIMILAR MATERIAL AS THE PIPE UNLESS OTHERWISE NOTED. PIPE HANGER SPACING IN FEET TO BE AS FOLLOWS: PIPE TYPE/SIZE 1/2" 3/4" V 1-1/4" 1-1/2" 2" SERIES COPPER 6 6 6 6 10 10 CAST IRON PER SECTION 308, TABLE 308.5 OF THE 2009 IPC STEEL (SCREWED PIPE -IPS) 12 12 12 12 12 12 PLASTIC - WASTE AND VENT 4 4 4 4 4 4 AQUAPEX - DOMESTIC WATER 2.7 2.7 2.7 4 4 4 POLYPROPYLENE & CPVC 4 4 4 4 4 4.5 ON SITt" PLANS �FIXTURE b ees:. COUNT SYMBOL MANUF*TURER SPECIFIED MANUFACTURER / MODEL SERIES WATER CLOSET- TW �� I16:II MILWAUKEE 1105 or 115 NIBCO RED & WHITE REMARKS& Tom. WV -EL LOCATION DUTY TYPE GP WTR+F AMPS RPM R.P. �1i111�� FEATURES RE CD ��Y�iiI�III■� NIBCO STOCKHAM -{ AUTO FLOW CONTROL VALVE FLOWSET / YR GRISWOLD CHS ---[ PLUG VALVE KEYSTONE / SERIES 500 R P1 TACO0043-BF34FC 4, BASEMENT EI T INLINE MILWAUKEE / CL 223 or CL 323 KEYSTONE 0.84 Pimp SCHEDULE b ees:. COUNT SYMBOL MANUF*TURER SPECIFIED MANUFACTURER / MODEL SERIES ABBREV. HED GATE VALVE MILWAUKEE 1105 or 115 NIBCO RED & WHITE REMARKS& Tom. WV -EL LOCATION DUTY TYPE GP WTR+F AMPS RPM R.P. ELECT .WH FEATURES RE CD MILWAUKEE 1509T, 1590T, F2974(M)(A), 548, or 1400 SERIES NIBCO STOCKHAM -{ AUTO FLOW CONTROL VALVE FLOWSET / YR GRISWOLD CHS ---[ PLUG VALVE KEYSTONE / SERIES 500 R P1 TACO0043-BF34FC 4, BASEMENT EI T INLINE MILWAUKEE / CL 223 or CL 323 KEYSTONE 0.84 O 11 11 V� PW60HZ 'l, , ,, FEATURES REQI. I. E�0. APPROVEDMFG: 1, ALL BRONZE Ca-tSTRUCTIC0 FOR DOWSTIC WATER USE, TACO . PUTAP CONTROLLEDSY PIPE MOUNTED AETAT: DELL a GOSSETT . S"(STEM TIMER. TO MAINTAIN TREL RETURNWATER BETWEEN 1250 E F AND 14MESF J i USTA LE). GRUNDFOSS . INTEGRAL :RAL FL. : CHECK VALVE INCLUDED. ARMSTRONG . FIROVOETIMECLOCK FOR PUMPT0 RUN DURING OCCUPIED TIME A TAELE). - '.. ' b ees:. COUNT SYMBOL DESCRIPTION SPECIFIED MANUFACTURER / MODEL EQUALS BY ABBREV. ^vC GATE VALVE MILWAUKEE 1105 or 115 NIBCO RED & WHITE �- [AfAVIAMdTOTAL MILWAUKEE 1105 or 115 NIBCO WASTE COLDHOT WTR WTR+F MILWAUKEE 1590T or 1590T NIBCO STOCKHAM it CHECK VALVE MILWAUKEE 1509T, 1590T, F2974(M)(A), 548, or 1400 SERIES NIBCO STOCKHAM -{ AUTO FLOW CONTROL VALVE FLOWSET / YR GRISWOLD CHS ---[ PLUG VALVE KEYSTONE / SERIES 500 DEZURIK MILLIKEN �I BUTTERFLY VALVE MILWAUKEE / CL 223 or CL 323 KEYSTONE CENTERLINE O kid WATTS / B-3000 or B-3001 for 1/2' - 3" NUMBER WIDTH 8 SECOND I- �r BALL VALVE MILWAUKEE / BA -100 or BA -150 NIBCO APOLLO BALANCING VALVE FLOWSET / ACCUSETTER GERAND - Rs- - TEMP. CONTROL - 2 -WAY BY T.C. CONTRACTOR Fn REDUCED PRESSURE uJ TEMP. CONTROL - 3 -WAY BY T.C. CONTRACTOR - RL_ RL -i - TEMPERING VALVE LEONARD LAWLER -� PRESSURE REDUCING VALVE WATTS / ACV 115 RH REFRIGERANT HOT GAS - v- SOLENOID VALVE ASCO/RED HAT SKINNER BURKET c=r WAFER BALANCE VALVE - - - v=�r- VENTURI FLOWSET/VW GERAND BARCO -HWR- REDUCED PRESSURE BACKFLOW PREVENTOR WATTS /909QTS { GAS COCK MAXITROL / BV37 or BV64 i MOP SERVICE BASM STRAINER WATTS / SERIES 77S for 1/2" thru 2.112" CONBRACO KECKLEY ~ STRAINER W/ BLOWOFF VALVE WATTS / SERIES 77S with B-6081 VALVE CONBRACO KECKLEY • . 1 11"31"T PRESSURE/TEMP. RELIEF WATTS I SERIES 40,140, 240, or 340 STRAINER WI BLOWOFF VALVE Y MANUAL AIR VENT FLOWSET I AV -LPs- LPS LOW PRESSURE STEAM- P -T TAP FLOWSET / SUPERSEAL UNIVERSAL / 45PT-N PETERSON I PETE's PLUG X BOILER DRAIN VALVE MILWAUKEE I BA 100 H NIBCO RED & WHITE � � � � s THERMOMETER '���*�i,,,, WEKSLER/AA5H . �I���� ,�,w ..� I�IIII .��Illllli"ii✓v WEKSLERIEA14 ASHCROFT/MAG ® FIRE DAMPER POTTROFF I VFD-10 Q FIRE & SMOKE DAMPER POTTROFF I FSD-142 F.D. FLOOR DRAIN ® SMOKE DAMPER POTTROFF / SD -142 -VAC- VAC VACUUM FLEXIBLE PIPE CONNECTION MASON I MFNC EPDM AMBER -BOOTH 12600 EPDM F LOW RATE Z S. ! r -, : W AUTOMATIC AIR VENT AMTROL 705 HOFFMAN FLOWSET LEGEND SPECIFICATION LIST NOTE: NOT ALL VALVES ON THIS LIST ARE NECESSARILY USED ON THIS PROJECT. SYMBOL DESCRIPTION SPECIFIED MANUFACTURER / MODEL EQUALS BY ABBREV. ^vC GATE VALVE MILWAUKEE 1105 or 115 NIBCO RED & WHITE �- GATE VALVE IN GROUND BOX MILWAUKEE 1105 or 115 NIBCO RED & WHITE C.0 GLOBE VALVE MILWAUKEE 1590T or 1590T NIBCO STOCKHAM CONDENSER WATER RETURN CHECK VALVE MILWAUKEE 1509T, 1590T, F2974(M)(A), 548, or 1400 SERIES NIBCO STOCKHAM -{ AUTO FLOW CONTROL VALVE FLOWSET / YR GRISWOLD CHS ---[ PLUG VALVE KEYSTONE / SERIES 500 DEZURIK MILLIKEN �I BUTTERFLY VALVE MILWAUKEE / CL 223 or CL 323 KEYSTONE CENTERLINE O STOP/DRAIN VALVE WATTS / B-3000 or B-3001 for 1/2' - 3" NUMBER WIDTH 8 SECOND I- �r BALL VALVE MILWAUKEE / BA -100 or BA -150 NIBCO APOLLO BALANCING VALVE FLOWSET / ACCUSETTER GERAND - Rs- - TEMP. CONTROL - 2 -WAY BY T.C. CONTRACTOR Fn REDUCED PRESSURE uJ TEMP. CONTROL - 3 -WAY BY T.C. CONTRACTOR - RL_ RL -i - TEMPERING VALVE LEONARD LAWLER -� PRESSURE REDUCING VALVE WATTS / ACV 115 RH REFRIGERANT HOT GAS - v- SOLENOID VALVE ASCO/RED HAT SKINNER BURKET c=r WAFER BALANCE VALVE - - - v=�r- VENTURI FLOWSET/VW GERAND BARCO -HWR- REDUCED PRESSURE BACKFLOW PREVENTOR WATTS /909QTS { GAS COCK MAXITROL / BV37 or BV64 i - STRAINER WATTS / SERIES 77S for 1/2" thru 2.112" CONBRACO KECKLEY ~ STRAINER W/ BLOWOFF VALVE WATTS / SERIES 77S with B-6081 VALVE CONBRACO KECKLEY HIGH PRESSURE STEAM RETURN PRESSURE/TEMP. RELIEF WATTS I SERIES 40,140, 240, or 340 STRAINER WI BLOWOFF VALVE Y MANUAL AIR VENT FLOWSET I AV -LPs- LPS LOW PRESSURE STEAM- P -T TAP FLOWSET / SUPERSEAL UNIVERSAL / 45PT-N PETERSON I PETE's PLUG X BOILER DRAIN VALVE MILWAUKEE I BA 100 H NIBCO RED & WHITE THERMOMETER TRERICE I BX91403 112 WEKSLER/AA5H ASHCROFT/MA -LPSR- PRESSURE GAUGE TRERICE/600C WEKSLERIEA14 ASHCROFT/MAG ® FIRE DAMPER POTTROFF I VFD-10 Q FIRE & SMOKE DAMPER POTTROFF I FSD-142 F.D. FLOOR DRAIN ® SMOKE DAMPER POTTROFF / SD -142 -VAC- VAC VACUUM FLEXIBLE PIPE CONNECTION METRAFLEX I METRASPHERE EPDM MASON I MFNC EPDM AMBER -BOOTH 12600 EPDM i A AUTOMATIC AIR VENT AMTROL 705 HOFFMAN FLOWSET �- GAS PRESSURE REGULATOR SCHLUMBERGER /VARIES - B - AIR ADMITTANCE VALVE STUDOR VENT ®- F.S. FLOOR SINK -114 GRATE BALL DRAIN Wt HOSE END CONNECTION I APOLLO / 78-103-11/2" N.P.T. BY HOSE NIBCO STOCKHAM PLUMBING & MECHANICAL LEGEND " NOTE NOTED ON DRAWINGS. LINES INDICATE BELOW FLOOR ELEVATION UNLESS OTHERWISE SYMBOL ABBREV. DESCRIPTION SYMBOL ABBREV. DESCRIPTION SYMBOL ABBREV. DESCRIPTION - cws - CWS CONDENSER WATER SUPPLY w V MOTORIZED GATE VALVE Ej ACCESS DOOR IN CEILING - CWR - CWR CONDENSER WATER RETURN o o WAFER BALANCE VALVE n DUCT SIZE INDICATING SHEET 20/16 - CKs - CHS CHILLED WATER SUPPLY U Ocn METAL DIMENSIONS. FIRST _jW Z UJI =0 O VENTURI w = NUMBER WIDTH 8 SECOND I- - CBR- CHR CHILLED WATER RETURN Zco.6¢ V' > J CD 00 IS DEPTH. - Rs- RS REFRIGERANT SUCTION -D4V- Fn REDUCED PRESSURE uJ Q ¢ w2 (DH - RL_ RL REFRIGERANT LIQUID ~ �� BACKFLOW PREVENTOR of DUCT ELBOW W1 TURNING VANE - RH - RH REFRIGERANT HOT GAS O GAS COCK -Hws- HWS HEATING WATER SUPPLY M T UNION - W` DUCT TEE WI TURNING VANES -HWR- HWR HEATING WATER RETURN PIPE REDUCER i -HPS - HPS HIGH PRESSURE STEAM STRAINER -HPSR - HPSR HIGH PRESSURE STEAM RETURN STRAINER WI BLOWOFF VALVE MANUAL DAMPER WI LOCKING QUADRANT. -LPs- LPS LOW PRESSURE STEAM- M -LPSR- LPR LOW PRESSURE STEAM RETURN Q- F.D. FLOOR DRAIN -VAC- VAC VACUUM 0- EQUIPMENT ROOM DRAIN MOTORIZED DAMPER - A - AIR AIR �- F.S. FLOOR SINK - HALF GRATE - B - N NITROGEN ®- F.S. FLOOR SINK -114 GRATE FLEXIBLE DUCT CONNECTOR - P - FIRE FIRE --- CW COLD WATER (01 DRAIN ABOVE SPIN -IN FITTING WI DAMPER -- -- HW HOT WATER R.D. ROOF DRAIN 45° DUCT TAKE -OFF ----- DHC HOT WATER RECIRCULATE ; - O.R.D. ROOFDRAIN- OVERFLOW -w- W WASTE PIPE DOWNSPOUT NOZZLE U.C. SIZE DOOR UNDERCUT V VENT VENT PIPE �- CO CLEANOUT -VERTICAL -STM - ST STORM PIPE I� CO CLEANOUT -HORIZONTAL FIRE DAMPER - Gw - GW GREASE WASTE E PIPE CAP Q FERE &SMOKE DAMPER - so - SO SAND OIL WASTE � BRK BREAK - MISC. ® SMOKE DAMPER - G - GAS GAS PIPE PIPUP JE IL VTR VENT THRU ROOF ® EXISTING FIRE DAMPER 0 0 PIPE DOWN PIPE TEE DOWN W�H WH WALL HYDRANT ® RETURN GRILLE - 0 PIPE TEE UP e CONNECTION NEW TO EXISTING. H�B GATE VALVE HB HOSE BIBB FLEXIBLE PIPE CONNECTION -Del GLOBE VALVE O THERMOSTAT -{\I- CHECK VALVE -�� P# PUMP O REMOTE SENSOR �y BALL VALVE PRESSURE/TEMP. RELIEF CD CARBON DIOXIDE SENSOR -��,- BUTTERFLY VALVE i CM CARBON MONOXIDE SENSOR -�� PLUG VALVE AIR VENT O HUMIDISTAT s 'I GAS PRESSURE REGULATOR P -T TAP -tvt+ GAS.000K AND UNION PIPE GUIDE (SLEEVE) PIPE EXPANSION JOINT STOP & DRAIN VALVE PIPE ANCHOR -- �.r- AUTO FLOW CONTROL VALVE �� -L_I SMOKE DETECTOR EXISTING ITEM LINE WEIGHT BALANCING VALVE g = BOILER DRAIN VALVE _ - - - - _ _ - - _ - DEMO ITEM LINE WEIGHT Q� --VCF -- TEMP, CONTROL - 2 -WAY -� BALL DRAIN WI HOSE END NEW ITEM LINE - TEMP. CONTROL - 3 -WAY CONNECTION. WEIGHTS DIFFU;;?%:; --� 3 -WAY VALVE (N) NEW - --- PRESSURE REDUCING VALVE (E) EXISTING -NECK SIZE -�yGl-- SOLENOID VALVE (R) RELOCATED FLEX SIZE x# 3 PRESSURE GAUGE VACUUM BREAKER DIFFUSER I.D. RIGID DUCT FM rs FLOW SENSOR I17 THERMOMETER NOTE: NOT ALL SYMBOLS ON THIS LEGEND ARE NECESSARILY USED ON THIS PROJECT. 5067-P1.0 PLUMBING SPECIFICATIONS.DWG ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 FAX (303) 421-3209 1 A z 9741 (DATE: 3/28/2016 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BYSTAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECTTHE USER TO CIVIL AND CRIMINAL PENALTIES. W �2 H p w w V o o n <n ®moo z of U U Lu Ocn _jW Z UJI =0 O �M w = I- U LuJ o Zco.6¢ V' > J CD 00 06 4t LI CL Lu LdO Fn uJ Q ¢ w2 (DH W ~ �� of W LU O l0 _ S ® M T O m W` /� W N C � N U 2 rn O cu � Q N m a� _cn? L N � U m � %2 �2 L0 Lu o 0 0 0 {- N N N N Q N c0 00 V N Q O C5 <a a DRAWN BY: BJW CHECKED BY: RJW ISSUE DATE: 8-25-2015 SHEET N0. 3128/201612:07 PM I JOB # 5067 �2 H p w w o o n <n z of U U Lu Ocn Z F O LLI w = Fr U U Zco.6¢ LuLu Q O LU o CL Lu CL o Fn uJ O z z of LU O O S m %2 �2 L0 Lu o 0 0 0 {- N N N N Q N c0 00 V N Q O C5 <a a DRAWN BY: BJW CHECKED BY: RJW ISSUE DATE: 8-25-2015 SHEET N0. 3128/201612:07 PM I JOB # 5067 1" r-----------------------J/Z ---7"-77----7---------- ill 1. 19 1-114" 1-114" 1-114" 1/4" 1-114" 1114" 1114" 1114" 1"1" 1 14"112"1/2" 1„I 1 1 11 /2” 1 1 11 /2"1I 314 I 11 I 1 1 1 I 1 I I I ; ln 1 1 11 W61 WB1 LTI SINK SINK LAV LAV LAV LAV SH SH LAV LAV LAV LAV LAV SH LAV LAV LAV SH LAV SS1 GRADE LEVE --------------------------------------- 3 RCP 1-114" 1-114" 1„ 1-114 1-1(4" GWH1A GWH1B ------ BASEN EMT LEVEL 7"7"7"7"-- ------------------------------------------------------------------- 'EAST' HOT WATER FLATOMETRIC NO SCALE 3/4" RPBFP FOR IRRIGATION 3 1-112" 1-112" 1-1/2" 1-114" 1-114" 1-114" 1-1/4" 1-1/4" 1-1/4" 1-114" 1" 3 1" 1" 1" I 1" 314" 3/4" 112" 3/4" � 1" 3/4" 314" 314" 314"� � 314" � 1" 3!4" 314 3/4" 112" 3/4" I 1/2" 112" 314" 112" 314" 112" 11 /2" 1 /2" 112" 112" 1112" 1 /2" 1112" 1 , ,3/4 ,1 , , 1 ,314 1 7I I 11/2" I I I 1 I I I I I I 1-1/2" 1/2" 3/4" 314" h h 112" --- 7"7"7"7"-- WI -11 RVB1 WH1 SINK RVBi-SIN - - 1- WB1 WB1 - LT1 LAV SSI LAV WC WC LAV WC -SH LAV -WC LAV LAV WC WC LAV WC LAV WC WI -11 - LAV WC -H LAV SH SH WC AV WC LAV WC LAV WC LAV WC LAV WC SH WH1 LAV WC -------------------------- 7"7"7"7" ----------------------------------------- GRADE LEVEL FROM 1 DCW METER RCP1y 1-112" REDUCED PRESSURE 1-114" 1-114" BACKFLOW ASSEMBLY 1 GWH1A GWH1B --------------------------------------- --------------- BASEMENT LEVEL -------------------------------------------- 'EAST' COLD WATER FLATOMETRIC NO SCALE GRADE i(' -3/4" RPBFP FOR IRRIGATION 1-112" 1-1/2" 3�Ti 1-1 1 /2" I 1 ----LAV- WC SH ---- GRADE LEVEL \-FROM 1" DCW METER 1-112" REDUCED PRESSURE BACKFLOW ASSEMBLY 3 1" ------------7"7"7"XSINK ----------------------------------- 1-112" 1-112" 1-1 /4" -1_1!4" 1-114" 1-1/4" 1-1/4" 1-114" 1-114" 1-114" 1" 1" F 1" 1/2" 1!2" 112" 3/4" 1!2" 1/2" 1/2" -T--T-- 1 I1 I I 11127" I I 1112" 11 /2" 1 1 11 I 131 1 1 1 I 1 1 1 1 I 1 I I I I 1 1 I 1 I I I II 1 1 nlIn 1111 111111111 1 I 1 WB1 WB1 LT1 SINKLAV SH SH LAV LAV LAV LAV LAV LAV SH SH LAV SH LAV SH LAV SH LAV LAV LAV LAV LAV -1--7"7"7"-- 7"7"7"7" --------- ------ ----------------------------------------------- , GRADE LEVEL 1-112" RCP1 1 1 1 114"1-1 /4" 1„ 1 114 1-114" GWH1A GWH1B ------------------------------------- BASEMENT LEVEL 7"7"7"7"-- --------------------------------------7"7"7"7"-- 'WEST' HOT WATER FLATOMETRIC NO SCALE 3 3/4" 3/4" 112" - _ - _ . . _ TIT J3�/ 1 3/4 314 3/4" 1 1 1" 1/2" 314" 3/1/2 1/2 314" 112 112314"2 112 314 F3/4" 1112" 1 , , 314' 11/2" I I I 1 I I I I I 314" 3/4" 3/4" 314"1 2„ nnnl WC LAV WC LAV WC SH WH1 LAV LAV WC WC WH1 LAV LAV WC WC LAV WC WB1 WB1 L RVB1 WH1 SINK RVB1 SINK LAV WC WH1 LAV WC LAV WC LAV WC LAV WC SH SS1 LAV------------------------------------------------- - ---------------- '--------------------------------7"7"7"7”-- ---7"7"7"7"-- 1-1/4" 71-1/4" RCP1 I I 1„ 1-114" 1-114" GWH1A GWH1B ----------------------------------------------------- - -- ----- ----7"7"7"7"-- BASEMENTLEVEL 'WEST' COLD WATER FLATOMETRIC NO SCALE GRADE 'WEST' SANITARY WASTE & VENT FLATOMETRIC g NO SCALE 'EAST' SANITARY WASTE & VENT FLATOMETRIC NO SCALE �9 !"FS1? �-ILL .� 5067-P1.1 PLUMBING FLATOMETRICS.DWG 3/281201612:08 PM ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECTTHE USER TO CIVIL AND CRIMINAL PENALTIES. uj cn cn V p w (y) ® WM /O Q 00 W=O z O w of Z 0t-- o~ � cn o K (n 0O U Imo- w LuO CL Oin I- U o m W V � O Q W W /-I U J J w M M J 00 j C) Q ui _(D C:)w Ln = ti 000 ti W O O N N N N N O N 6 co N � 11� DRAWN BY: BJW CHECKED BY: RJW ISSUE DATE: 8-25-2015 v JOB # 5067 71 cn cn w p w F � 0O � O n cn z O w of Z 0t-- o~ � cn o K (n 0O U Imo- w LuO CL Oin U W P Q o m Z 5 U W 0 Z W = P v Q W Lu Z Q ZD m m W O O N N N N N O N 6 co N � 11� DRAWN BY: BJW CHECKED BY: RJW ISSUE DATE: 8-25-2015 v JOB # 5067 71 \—CW SUPPLY CLEANOUT COVER SEE PLUMBING EQUIP. SCHEDULE. FINISHED GRADE 4" CAST IRON 1. DETAIL IS FOR WATER SERVICES OF 2" EXTENSION TYP. OR SMALLER. CONCRETE RETAINING 2. RPBD SHALL BE PLACED A MIN.OF 24" A.F.F. PAD, MIN 6" THICK 45 DEGREE BE PLACED A MIN. OF 6" FROM THE WALL TO & EXTEND 4" BEYOND OFFSETS CLEANOUT HOUSING TWO WAY ALL AROUND CLEANOUT Q CASTIRON SEWER, SEE CIVIL DRAWINGS OO BEDDING CAST IRON SEWER M FROM BUILDING co SEE PLANS. Scn-2 wM EXTERIOR CLEANOUT DETAILS MIN. 27" 135° HWC FROM 112" FIXTURES RECIRC. PUMP RELIEF VALVE; PIPE EXPANSION TANK; FULL SIZE TO AMTROL MODEL ST -25V THERM-X-TROL FLOOR DRAIN. SECURE TO WALL NOTE: HEAT TRAPS MAY BE ELIMINATED IF WATER HEATER HAS INTERNAL HEAT TRAPS. FLOOR NO SCALE HEAT TRAP GAS WATER HEATER 140° HOT WATER TO SYSTEM. DIELECTRIC UNOIN, TYP. 6" MIN. ALL SIDES 4" CONCRETE HOUSEKEEPING PAD APPROVED DISHWASHER AIR GAP FITTING -� II TO DISHWASHER WHEN USED DISPOSAL, BY INSINKERATOR RELIEF VALVE; PIPE FULL SIZE TO FLOOR DRAIN. fii -i i kRD e-': 1-Z" TO ft.ecclRj�f/ 6r' l IALVE STUDOR MINI -VENT OR EQUAL z v � 2 DIA MIN TO MAIN AIR ADMITTANCE VALVE DETAIL NO SCALE O CLEANOUT COVER SEE PLUMBING EQUIP SCHEDULE. 4" CAST IRON EXTENSION 45 DEGREE -� WYE FITTING GAS DOMESTIC WATER HEATER PIPING ASSEMBLY NO SCALE 'AST IRON SEWER SEE CIVIL DRAWINGS S.0io.1 GAS WATER HEATER FINISHED GRADE. _'-6" THICK CONCRETE 4" 45 DEGREE ELBOW CAST IRON SEWER -FROM BUILDING SEE PLANS. BEDDING 140° HOT WATER TO SYSTEM. HEAT TRAP DIELECTRIC UNOIN, TYP. 6" MIN. ALL SIDES 4" CONCRETE HOUSEKEEPING PAD NOTES: 1. DETAIL IS FOR WATER SERVICES OF 2" OR SMALLER. 2. RPBD SHALL BE PLACED A MIN.OF 24" A.F.F. TO A MAX. OF 48" A.F.F. THE DEVICE SHALL z BE PLACED A MIN. OF 6" FROM THE WALL TO THE CENTER OF THE DEVICE WITH A MIN. OF w 24" OF CLEAR SPACE IN FRONT SPACE IN FRONT OF THE DEVICE FROM FLOOR TO CEILING. Q WATER SUPPLY TO SYSTEM. BALL VALVE, TYP. REDUCED PRESSURE OO BACKFLOW PREVENTER WITH STRAINER M WILKINS MODEL 375XL co W/ AG -6 AIR GAP wM AIR GAP FITTING • U PRESSURE BY BACKFLOW Q REDUCING PREVENTOR MFGR. Q W O z 0 VALVE FOR PRESSURES m WATER SERVICE OVER 80 PSI FULL SIZED U TO DRAIN. J REDUCED PRESSURE BACKFLOW ASSEMBLY DETAIL O NO SCALE NOTE: INSTALLATION HEIGHT MAY VARY WITH EACH MANF. CEILING l2" PIPE OR COPPER TUBE COMPRESSION 112" FPT x 1/2" MPT OR 5/8" CSW ANGLE VALVE BRASS CONNECTOR 1/2" FPT IN x 114" COMP. OUT F) II 9 6-1/4" 9" AS REQUIRED 10-314" BY MANF. ICE MAKER WATER SUPPLY NO SCALE GAS APPLIANCE REDUCER AS REQUIRED. ILJil[i]`►1 GAS SUPPLY AGA APPROVED SHUT-OFF VALVE FULL SIZE DIRT LEG APPLIANCE GAS CONNECTION ASSEMBLY (1 NO SCALE `� I FURTHEST END OF MAIN CHECK VALVE —F FIRE DEPT. CONNECTION F SIZED BY FIRE PROTECTION L'- CONTRACTOR PER LEGAL TO FIRE PROTECTION SYSTEM. I CODE. LL INSPECTORS TEST VALVE — BLDG. WALL FLOW SWITCH TO ALARM. DRAIN VALVE BALL DRIP VALVE aED 14" O.D. ROUTE TO OUTSIDE UBE F.B.O. BACKFLOW PREVENTOR ASSEMBLY SHUT-OFF VALVE 6 . DRAIN LINE, PIPE TO 4" ? J f` IFLOOR DRAIN OR OUTSIDE." � FIRE SERVICE FLANGE 0\j BY FIRE PROTECTION CONTR. = BY UTILITY CONTRACTOR. i FLOOR ALL DETAILS TO BE REVIEWED &APPROVED BY FIRE PROTECTION FIRE ENTRY DETAIL DISTRICT PRIOR TO INSTALLATION NO SCALE V _ 41p WB1 SHOCKA8tl,.___ WAS BOX HER --'--AAV 2,f I I I-'1 D m I z � 1 Z I 4" MIN. FLOOR '"f' �• "s",,• f:• %! .+'' „/i'',i:7"r ✓ ;"r f!' rr r,';{;' ✓.'� r ,,,'j''r ''.!.'" '%� f I 1/2" W�� /2" CW WASHER STANDPIPE DETAIL W/ SHOCK ARRESTERS o NO SCALE 36"06" OR AS BIG AS SHOWER "INVERTA-COLLAR" CLAMP WATERPROOF NGBRANE HING (SHOWN IN HIGH GRATE TO BE FLUSH TO 1116" COLLAR MEMBRANE FLASHING POSITION) TO FINISHED FLOOR FLANGE CONCRETE ht` n � a J 4 . a .a. of . TRAP. PRINTER CONNECTIQN b TURN (SHED'WHEN 8PEC4FIED I CAST IRON DRAIN BODY (INSIDE CAULK ILLISTRATED FLOOR DRAIN FLASHING DETAIL NO SCALE �M ki■\■Lim \■►■►■\`11%■ �. X111 ANTI -SPLASH — DOME STRAINER V -TRAP PRIMER CONNECTION FURNISHED WHEN SPECIFIED FLOOR SINK FLASHING DETAIL NO SCALE 5067-P1.2 PLUMBING DETAILS.DWG CONCRETE 3/28/201612:08 PM ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 FAX (303) 421-3209 74 (DATE: 3128/2016 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BYSTAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF HTATG AMl rrnF:PA1 I AW AN ft MAY RI IR.I FCTTHF I IRFR W � z Q w w Q F= OO M co p>o wM d ou" od • U U w Z '" _ z oo�oo� Cn > W Q 00 J Q W O z 0 W=0M m m �- U w J > O w Qjo V v! 0 > L.L.. W � L _ J O W ® O WW Lo w o a a m U � cn O co n (D CD 2 .> ai Q 2 U co X a� w o 0 0 0 F N N N N O N N O z as a DRAWN BY: BJW CHECKED BY: RJW ISSUE DATE: 8-25-2015 SHEET NO. Pl 2 ■ JOB # 5067 � z w w Q F= OO co z O d ou" od U U w Z '" _ z oo�oo� Cn > W U w O Q z o Q W O z 0 m m w o 0 0 0 F N N N N O N N O z as a DRAWN BY: BJW CHECKED BY: RJW ISSUE DATE: 8-25-2015 SHEET NO. Pl 2 ■ JOB # 5067 \ 1 SCALE: 1/8" =1'-0" 5067-P2.0 BASEMENT LEVEL PLUMBING PLAN.DWG 3/28/201612:08 PM ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECTTHE USER TO CIVIL AND CRIMINAL PENALTIES. ui Fes- i�- p W W U � � z O O w � Ocn a z w o w _ t� V CL- U P P U z Q Q W Lu U-1 cf) 0 0 O LU a wO Z Z O O MM `' ) [O o7 Q>o U U.) U.) o 0 0 0 N N N N Q c J W = Q �U CHECKED BY: RJW w M U co J o od �} V 't w > J o uj o �1'� V® U) r V ¢ W H CD W I..� ® 3: LN .L. �-- V o Q 'o W 2 ® cW . O W ` S Lo 00 F- c / V/ � o � a a> V 7 0 m a> > cn a) =3 _I_- U C6 x JOB # 5067 Fes- i�- p W W U � � z O O w � Ocn a z w o w _ in CL- U P P U z Q Q W Lu U-1 cf) 0 0 O LU a wO Z Z O O [O o7 W N U.) U.) o 0 0 0 N N N N O N tD co 7 N 00 r o as a DRAWN BY: BJW CHECKED BY: RJW ISSUE DATE: 8-25-2015 SHEET N0. p Aoft I ym 0 0 JOB # 5067 250 FEET LONGEST RUN, DCW RPBFP, FOR 1-1/2" REDUCED PRESSURE W.C., 2 7 -1/2" GAS MAIN LINE 4" BACKFLOW PREVENTER, IRRIGATION, PROVIDE .............. '13 ... .... . .. ... ........ .. .. ..... . ............. . .......................................... ... .... ... .......................... WILKINS MODEL 375XL WILKINS MODEL 375XL W/ 3/4" RPBFP 2 -WAY AG -6 AIR GAP Co WC1 $H2 SCO I-ANPSCAPM) ARr=A 3 W I M H2 -I 11 WC1 Ll W Ll A. ...................... 3/41' 'E RUN, 'T U ' AIN LINE SH2 's -N I L I S WC1 wl 4"FS1 3" VENT UP TO 3"VTR Ll WC1 III ..........1-11 Off, A uj Ll IVUl —nwD �J It ........................ ......... .... .. ... ... ... . ... ...... ................. .... I ......................... .............. . ......... ENTRY, WILKIN ............... ....... ........... .. ........ . . . .. . ......... .......... .............. .............. ............. B i2'II D*, WH MODEL 350, SE DETA ............. . ... fenUTl nvrnf0=LOW ROOF 3" VENT UP TO 3"VTR - ar=0 «11 MT1 erm * 12 r7m WC1 • 3/4" Ll er=C> 14 oio 3"DS1 700sf 5F- ID 15 UE A3 ROUTE F,00F r-)R,41N THIRU ,4Tt[C SPACE. EXTEND DOWN T.Hl;,bU ROOF SOFFIT AND CONNECT TO UNDERGROUND tz:hf-rz PER CIVIL C-)fR,4W1NrS. -1,4TC:q COLO PAAINT f=[f-r = TO OF.,4JD,4C:ENT WALL Z 3 MULTI - F`uFRI=o5F= 9�m IN LEVEL PLUMBING SCALE: 1/8" =1'-0" ri o rA a FES nE BASEMENT LEVEL - §FOR CONTINUATION i�f W — N 2bU FEE: 1 LUNUE6 I HUN, A }7" W.C., 2-1/2" GAS MAIN L NE \ � tI III a III [Q4 IU ' � ( Z 0 0 CAP LLJ 0 z z W Lu < U) 0 C) co If Q flu Ll WC1 I-ANID5CAFED AREA �� ..rt C 11��I� " M=A 5 gal DHW WHI BED * 2 SALON SH1 ME ssi COVERED PORCH 3/4t' 0ail 3 ffismoommi-rar-1 5067-P2.1 MAIN LEVEL PLUMBING PLAN.DWG 3/28/201612:08 PM ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 FAX (303) 421-3209 97A r -T OF C DATE: 3/28/2016 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. Lu U) z z 0 Lu Lu Z 0 0 CAP LLJ 0 z z W Lu < U) 0 C) co If Q flu O LLJ M LLJ Lu Z C/) Of 0 ED Luo (D 0 CL > W 0 (y) cy) co 0 Wc) > C) LLI 1-- < • ffismoommi-rar-1 5067-P2.1 MAIN LEVEL PLUMBING PLAN.DWG 3/28/201612:08 PM ENGINEERING 5737 W 6TH AVE. LAKEWOOD, CO 80214 PHONE (303) 421-3208 FAX (303) 421-3209 97A r -T OF C DATE: 3/28/2016 ATT: THESE MATERIALS ARE OWNED AND COPYRIGHTED BY DENIS MILLER CONSULTING ENGINEERS, INC (DMCE) AND CONTAIN TECHNICAL, DESIGN, AND CONFIDENTIAL INFORMATION WHICH ARE TRADE SECREST AS DEFINED BY STAT LAW. ACESS TO THESE MATERIALS IS GIVEN ONLY TO APPROVED CONTRACTORS AND MATERIAL MEN AND ONLY FOR USE IN THE BIDDING AND CONSTRUCTION OF THE PROJECT DEPICTED BY THESE MATERIALS. ANY USE OF THIS INFORMATION FOR PURPOSE BEYOND THOSE EXPRESSLY PERMITTED BY DMCE IS A VIOLATION OF STATE AND FEDERAL LAW AND MAY SUBJECT THE USER TO CIVIL AND CRIMINAL PENALTIES. Lu U) z z 0 Lu Lu Z 0 0 CAP LLJ 0 z z W Lu < U) 0 C) co If Q flu O LLJ M LLJ Lu Z C/) Of 0 ED Luo (D 0 CL > W 0 (y) cy) co 0 Wc) > C) LLI 1-- < OO " NN N G cl�) co < 00 uj=0 DRAWN BY: BJW CHECKED BY: RJW ISSUE DATE: 8-25-2015 SHEET NO. U w ce) od 'ZI- LLJ > er _j CD 00 Lu 0 rQ -r- w z C/) Lu 0 > C:) w Lo 'o c) < Lr) 00 W c) uj L0 00 .4 c: 0) o >1 E =3 (-) (1) U) 0 Ca :3 CL cz JOB I JOB # 5067 :3 U) z z 0 Lu Lu Z 0 0 CAP LLJ 0 z z W Lu < U) 0 C) co If Q flu O LLJ M LLJ Lu Z C/) Of 0 ED Luo (D 0 CL > W 0 LL co LLI 1-- < OO " NN N G cl�) co c'j c� aD as a DRAWN BY: BJW CHECKED BY: RJW ISSUE DATE: 8-25-2015 SHEET NO. .1 JOB I JOB # 5067 :3 A i CITY OF WHEAT RIDGE ��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ) N S . Job Address: 7 S 5- O IQ HA A,, )AYE Permit Number: & n ) S O ) 3 S- $ ❑ No one available for inspection: Time OmPM Re -Inspection required: Yes filo *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector. DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE I Inspection Type: F. R --r - ) M. R-1 Job Address: % �& s7 6 W 4 4 +� ✓t Permit Number: L�O) S O 1:Z' S oo 4 ►'' ,e T. - A e e p vt� --k- VA 4 1'4f� - m < ►. , <> i tv S o by c o "('04- G f e— N 01\, VQ 4 I k S ❑ No one available for inspection: Time 1 e ;)7 (AiPM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: ! 7 / Inspector: k" % C DO NOT REMOVE THIS NOTICE 78,5 0, 5 -7y w I Lc-ox"ALW- iL3 PMYBACK &Ajft 7:440 . A*. to 2016 WT*k MMAVOW bw fW JW 24 W4$,'Wikl4 4wi 444-12 13.14--�— '74"V44 A 444 244 Z^" 444 "4 4. rzZ' ,12 $96 294 U - $* ' Sew*• 1:113,0 3 28 - 28 43D 31 5 4*10 SX10 4x6 a 32 27 410 22 22 3 21 20 34 to 31 5 14341 3xf 44 1 b* = 3,410 17 o 13 12 11 .344314 64 08 2X4 U4 3/4"W'xl2atl" BOTH SMES OF JT.4 m 1R w/6 -8d nm E&.cwncr mmtm. U4 WUMMG TYP. EA.SIDE OF TK UA Fiwa—myif: #tf-Tif. C0 "A 2 81 fI6.V 2 4A 044 LQkD"4 (psi) SPACING -2 C91.DEFL in (w) We# ud PLAM Opp TOLL xo ft* G0p 01.15 TC 0.75 Vott(I.I.) 4101041 ;*999 240 MT20 1971144 TCOL 10.0 Lumber DOL IIS Be 0,57 VofgTL) -0,2110-21 �OM 180 BcLL 04 Rep stv", w4r '�is WS 0,64 HOWTL) 0.04 25 No rda SCOL 104 Oodo f6c2012aP007 (MSMX-M) WeVt 279 lb FT=O% LVMM- BRACROG� TOP CHORD 2X4 SPF• No,2 *ExceW THORO ShxUW wood eW" ftocily SOW of 2-2-0 oc pwim, 0=0 7-10:24 SPF 210OF 1AE and Y 1, MW 24-0 Qc P -Rim *0-1 max,Y M. OM CHORD 2X4 SPF No 2 SOT CHORD " ca&V dfroctly aVjAktd or 6-04 00 tftdM, EX=Pt wee$ 2*4 SM 14*2 1 Row at mkOt 6-16 OTHERS 2X6 SPF 210OF IAE V428S 1 Row at "*Ot 2-21,3-19,4-19, 6-19, $-IS JOINTS I am* st As): 16 REACTIONS. OWSLIM) 23=120WMadomollf,SB t 723d VAX Mm 23-41 I(LC 12) Max UPM23-403(LC 147,16,x-6"LC 14),25--316(LC 14) MRX GMV 23*1664(LC 24),16-2262(LC 25),25-929(LC 29) FORCES- (k) - Mo. ConviMax, Tw, - All fore" 25 1(15) or Ifts oxcw yten otwon, TOP CHORD 1-26-I96IIM, 2-26-16371587,2.2I-160MI,3-27-1687/M, 3-2$w.10911611, 25-29-1091)611« 20 -W --10911611,4-30-10911611,43l 1011811, 5-31--10911611, 5 -6 -5W427,7 -8 -30199,84 -MM, 1.23-16=27 SOT CHORD 22-23-3151444,22-33•21W4SW 21.3219!1SW 2041-3&127C 20-34-31111278, 1944-3W1278. 15450-1354426, 1&Z-1351429.18-36-27", IS -36-27=11, 14-15-211r=, 1446-2106191, 6.14.1! "4l VVESS 2-21-SMI6. 3-21-1ft$14. 3.1 , 4.170, 5-t 1495, 5-15-1147IMS, 12-140-10t=, 9-14-06W, 11,22=-=11311. S-1 76, 6«15 427 i CITY OF WHEAT RIDGE -A�(303) �Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: o t,, Permit Number: 20/ 50 / 3 5 8 {L rte. ft'. P (P4 ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date Inspector:��t_r.�,��'� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE ��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: `"j k_ Job Address: 01& 0 W, +-1 T it V Permit Number: 20l SU 1 5 $ A,22 ojelS U/ /p,'G' �C/ i � Ec Se ❑ No one available for inspection: Time • U M/PM Re -Inspection required: Yes No When corrections have been ma , call for re -inspection at 303-234-5933 Date: 11- -7-/6 Inspector: z*r����• DO NOT REMOVE THIS NOTICE City of UM Date: Plawperm" # �, o 141 o ( �7 T ,� Building & Inspection Services Division 7500 W. 291' Ave., Wheat Ridge, CO 80033 Plan Review Fee: Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303234-5933 Email: r)ermits(&ci.wheatridqe,co.us 11!�IIII�lpi lljlj!11�111�111�111lllp llj�l1llljljlllj 1111!11111! ill!! !!11!111 Address: City, State,_Zip: &4q:?kMo 0, ylu~- _nger: Amb kgVftsi 11 I - ............ Plumbing: \VV- Q4 License # BOTH Complete all information on sides of this form �a COMMERCIAL 0 RESIDENTIAL NEW COMMERCIAL STRUCTURE ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE COMMERCIAL ROOFING COMMERCIAL ADDITION RESIDENTIAL ROOFING RESDENTIAL ADDITION WINDOW REPLACEMENT COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT PLUMBING SYSTEMAPPLIANCE REPAIR or REPLACMENT ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT OTHER (Describe) u jib 01`4 A t40-om /6*VZ*M tqAr,6 ect 7, NPA)c 3S% Sq. FtJLF Btu's Gallons Amps Squares Other —Projac—i Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are, accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, casements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for Compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perforin the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. 1, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLEONE: ((?lYNE-R) (CONTRACTOR) o AUTHORIZEli RE I PRESENTATIVE oXZOW� �E)?) CONTRACTOR) lee irctnie Si' taatttre (first and last uawe). DATE- '14gilding Division Valuation: $ 103=0 U 110"IMIMMM You must complete this sheet and include it in the submittal package f] any new freestanding signs, You will also need to create a site plan and a detail sheet of the signage. W 50 50 contractor: You are allowed I freestanding sign for every street right-of-way adjacent to your property. The allowable sign size is related to building size. Step 1: Determine the square footage of the building: Building size (in square feet): 7, Wi I — (This will be inserted in the formula below) If the building is 0 – 1,500 square feet in size, you are allowed a 35 square foot sign. If the building is 1,501 – 5,000 square feet in size, complete the following: 501 50 + 35 wilding size Allowed sign size If the building is 5,001 – 50,000 square feet in size, complete the following: 5tO411 5 00= 1+100 0 7-, 5-5F Building size Allowed sign size If the building is 50,000 + square feet in size, complete the following: *1,000 + 190 50,001 Building size Allowed sign size Check here if the sign is existing and you are replacing a cabinet or face with the same size cabinet or face. The sign must meet a setback from the street right-of-way. if the sign is less than 7 feet in height, the sign must be setback 5 feet. If the sign is between 7 feet and 15 feet the sign must be setback 10 feet. For most freestanding signs, the maximum height is 15 feet. For properties within 1/4mile of the interstate, freestanding signs may be 50 feet tall. These signs must be setback at least 30 feet from the street right-of-way. Step 3: Determine the height of the new sign: The new proposed freestanding sign will be feet tall. tv� Step 4: Determine the setback from the street right -o Y: a/vt feet from the street right-of-way. The new proposed sign will be setback = Ail 4 thit 26-603 of the Code of Laws. You must include a site plan which details the location of the freestanding sign, building and drive areas. Show all new and existing signage (include the square footage and height of all existing signs). Please include a detail of the proposed sign, including the overall square footage and height, as well as any electrical and structural details which may be pertinent. CL 0- 0 AS 1l «nwW. x tom_ A 'vim's tom_ m N Fl, v ...tl Ldl yy w ,xn �w V�fVd'V;ViIB( ' � tl r Y v � 7 £ a � t ., # w w Aww x 1 x. - wp ; J • i t t fi. Y • s t d p i« « �z ;t3ivb4"irtv 0 • .0 ♦. q >s n .tea ��tia vy'�y.. i"�l �,. � ....,_ ., Q ..... , , m.., .h 7- x._. 4 Vk�G w wk � i R «f K 1 t A i CITY OF WHEAT RIDGE �9r(303) Building Inspection Division (303) 234-59331nspection line 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �v Job Address: Permit Number: '; P 2 a 1) 1, Q I/ � ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date/() ( Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE ��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: E U x Job Address: j g S [5 4.) `i4 /Z Permit Number: QnI d 1 s t ❑ No one available for inspection: Time % ' �� _ AM/PM Re -Inspection required: Ye 'r� *When corrections have been made, -wd for re -inspection at 303-234-5933 Date: / C�)a, U) 1 ,- Inspector: r_� DO NOT REMOVE THIS NOTICE (-2) row w 4 i CITY OF WHEAT RIDGE ��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: � W. 5 - JE VG - Job Address: 7 % 60 'A) 44ih A rt - Permit Number: ac)/ (::7 O 1 Z!s2 ❑ No one available for inspection: Time%AM/PM Re -Inspection required:Ye) *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: &.___ DO NOT REMOVE THIS NOTICE I* � A i CITY OF WHEAT RIDGE ��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: !:-is H E 11 ),S Job Address: _ fi g `J 0 w y_r Permit Number: o) O ) z;-' c) 1 35 ❑ No one available for inspection: Time /,) Ll AM/PM Re -Inspection required: Yes 0 *When corrections have been made, call for re -inspection at 303-234-5933 Date:/ InsN ect� "- T" DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L — Job Address: Permit Number: -1 S a) 35 ws�,�FRamwAw- 0 No one available for inspection: Time�o • 3t:��O/PM Re -Inspection required: Yes No * When corrections have been made, call for re -inspection at 303-234-5933 ------------ Date:) C� i (� Inspector: 7a� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: P P l M K iI i(f i Job Address: '7b6o W . L/ T �VG. ii Permit Dumber: Z d/ S�' 3 5,41 k"VX n c f cif K' �9C��A✓� rIP L � �}1 2 A r c (c v e n+ '6 o'e' -) P - f�' St I v✓l �, � � ele( -C0 ❑ No one available for inspection: Time ' ' AMEM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: ii— //- /6 Inspector: ) % I<tz d DO NOT REMOVE THIS NOTICE � i ;: � r1 a�u4rsrt '""" ;LC-CS44ALMC C4 Job ftform'1 _.,. TMO a Apt 112010 UTA W440ift, ft, Fit JUn k4 is i 20201 P .l tD;ideY 5k6 v 3 3li }.. 8.1.4 4412 ` 44-4 = 20 1' 3 21 22 234 24 tj " US 1D t7 56 1# '"•" 6x12 30 44 12 f 1Q 394 tg S* = SoWs -162.3 G 3A N � TOLL«0 Flaft Gdp OCIL .92 1;.Lumber OOL i 25 LL 0.0 " Inor YES we C75 2H6 t" 4. TOP CHORD 2x4 $PF NO2 SOT CHORD 20 SPF No,2 W4" 2X4 SK No2 S* = SoWs -162.3 G Max �Ma ' ' # t x # 250(lb) orletelotoWwItenn TOP CHORD 1-10-20940401t 2-19-19711425,2-20--IOOV403,3-20-17531504,3-21—t4?11499, $-$-UTV467143-16771360 SOTCHORD * / i & ! ,.:# a +MY' « + fit bsU"n Ow bottom d)wd and any odw mwnbws, with OWL = 10 OW. 8) Relar to 01)(11110) for hall to tam collnodow w P(&Ado atticharktifYR f..5.• (by • . of .a to+':. g plate capabl*of i.• t « 100 to uplift 2: fi except 802W 10) *$wmiotpld pkdtmks w4h fixed h"W Momtw ond fixity model was used fn ft ww#pft and 41009n of M4 Vws, d aygt . Bo must t"# of th+s d## k11�x pv PLATEll ORIP MT20 197/144 Weight 255 to FT t E . a # �°` �• w yid � ��, M 3A N � i 25 a :w 2H6 t" x« r`/ �e Max �Ma ' ' # t x # 250(lb) orletelotoWwItenn TOP CHORD 1-10-20940401t 2-19-19711425,2-20--IOOV403,3-20-17531504,3-21—t4?11499, $-$-UTV467143-16771360 SOTCHORD * / i & ! ,.:# a +MY' « + fit bsU"n Ow bottom d)wd and any odw mwnbws, with OWL = 10 OW. 8) Relar to 01)(11110) for hall to tam collnodow w P(&Ado atticharktifYR f..5.• (by • . of .a to+':. g plate capabl*of i.• t « 100 to uplift 2: fi except 802W 10) *$wmiotpld pkdtmks w4h fixed h"W Momtw ond fixity model was used fn ft ww#pft and 41009n of M4 Vws, d aygt . Bo must t"# of th+s d## k11�x pv PLATEll ORIP MT20 197/144 Weight 255 to FT t E . a # �°` �• w yid � ��, M i a :w Max �Ma ' ' # t x # 250(lb) orletelotoWwItenn TOP CHORD 1-10-20940401t 2-19-19711425,2-20--IOOV403,3-20-17531504,3-21—t4?11499, $-$-UTV467143-16771360 SOTCHORD * / i & ! ,.:# a +MY' « + fit bsU"n Ow bottom d)wd and any odw mwnbws, with OWL = 10 OW. 8) Relar to 01)(11110) for hall to tam collnodow w P(&Ado atticharktifYR f..5.• (by • . of .a to+':. g plate capabl*of i.• t « 100 to uplift 2: fi except 802W 10) *$wmiotpld pkdtmks w4h fixed h"W Momtw ond fixity model was used fn ft ww#pft and 41009n of M4 Vws, d aygt . Bo must t"# of th+s d## k11�x pv PLATEll ORIP MT20 197/144 Weight 255 to FT t E . a # �°` �• w yid � ��, M Lc c 5sas s , $Apr 1SX14WTOkU4404, iW7W # } 16 1424 13 12 25 11 14 26 9 27 26 8 _. 9x4 ....,3A_. 3XIO 3x4 ".. 3#4 ..,_. _.� .., _e........ _...,�-_. ......_. ..„.w„».,,..,<_.,..a-..,.fir .:.. -.-,. ..m,.,,.,. �......... .... ._..,.,...,�.-.. .�^.$�'_.. _... LOAMO (pW) l"ACIN10- 2 0 0 CSL iaOL k1 (10c) 11dea8 #,1d PLAU of"P TCLL 30.37 fut G6P Dc1.16 TC (1T5 V+agLL) -ala 8»i7 >M 240 MT20 1971144 TCOL, 10.0 LwrAW DOL 1.15 SC 0.64 VWgTL) -0.31 6.9 %,9W 160 L 4.0 " Rap s Im YES we 4.85 Mkarzm) 4.08. 6 Na. Na OWL 10.0 Cade 18020121TP12008 (mix h1j arot: 212 i11 FT L C ~ T CHM 2x4 ,2 T D Svvcwat wood sh p dy OPPMd ot 3-3-7 Oc Puftt Mept T CHORD 2X4 SPF Nol s, and 2x0-0 oc Pu4 tts (4-2-4 max.Y 3 6. BS 2x4 SPf No 2 BOTCHORD RjgW cakV dk clly aWJ#d or 6.7<1 oc Wadng. WEBS 1 Row at mgjpt 2•(3.4-11, 4, . REACMMS. ( ) 1 14061 ,6e1 Max Norz 1 1,C 13) X Uplift 1 (LC 14), 22 t.0 14) Max Grov 15e17 1(W 23). $-177$(LC 24) •. n -r# :•2-17—ISM"S, 3-17-154&483,3-18-13221484, f },, } # + #.# { iA "=45di44,64-4&760,"-1707/416 s d!♦ ;# c R !AI .#r �� # °` " # # ♦ ♦n s. xs» �.+. If M ` .. } • "r ! # r„ r • • r • ��w e!f. . + �.F. s.. s w , #- » t t x __ _._. 7,600s Apt 0 MO= ,..x,'4W _..,:__.. .'�t�tii#.,..•,..._...., 44.4@� . ?"�7� . ...DB�r'.'.:tk:... ,.�..�..,,�.,.a.2 � _ 2T-2^4 7;4L�-#C_ 3... _.. ,.� � 9-8.5 5.49.0 6-t.9 144 5442 4.0,3 0-0p I r-s.4z 6CKr i 6x4 ^ US - 2K4 64 '-24,r 44 5 6 24 25247 278 4 4 $ s 6942= 22 tl-�,- 30 31 xs 19 3x49 p 18 9x42 '" 12 20 08= 8x42 1 30 ii 30 t! •�_. .._...�.. 4414 QfFL iO OX) WON Ltd 409 11-12 >090 240 VWM) -014 11-12 >499 ISO »t 1,103 5 WIN f t 286 W » Y TCLL 3W) Ptfterom tis TC 0,67 TCDL IMO LwnbW OOL 115 8C 0.35 ## 0.70 LUMSER- TOP CHORD 20 SPF N0.2 -Excepr ## SOT CHORD wee$ 2X4 SPF NQ,2 OTHERS 2X8 W 210OF 4,$V QfFL iO OX) WON Ltd 409 11-12 >090 240 VWM) -014 11-12 >499 ISO »t 1,103 5 WIN f t 286 W » Y F � + t 1013 s Apr #t4 14eaY4rpw9JGt?*RxYk�S+PsuFtS sv2aY72fCA1tt8 _. 30*0 kl ?F1592h?A35Qx 2.14 Z 24 25 a 2 r.. 3 30 48 17 Is 31 3.ati9 `.t 214 3X4"" 3)0 +ar; TCLL 30V PWO GOP i• ! # # t. tats f ,65 SCU 0.0 Rep Stress, Irscr YES we 070 #.' MO Code ISCOIVM2007 TOPCHORD BOTCHORD 20 SPF 1402 WES$ 2X4 SPF 2ER LO x: OF MOF i lE 2-4-0 REACTO".# k d. :: R M" Horz 1=3WLC 13) #, Max Cr T5 44 13 3x10 -- 3x8 ORAONG- TOP •«.R Structural wood s .r t 6roctly :ws t or 00 purins, except Y Row at rr $-IS, 743 TOP CHORO 1-20-441/0,2-23-120NOM 3-23-4 It 7M5. 3-4-1567a93,4-5-15211626, 5-24-1535M6,24-25-IMM,6-25-153"X, r" UOTCHORD 1-30-s06(1070, 10410-306r`107% 17-18—n6/1070, 1017-25V1237, 1"1-25VI237, #^ t w f f ♦-x .z •*.: � a. a<a - e e'. :'x: r. as :♦ t...::«. mfr t 4 w, , w ♦!. ► f f r ��'�a" t. ` A 7) This truss hos boon dosowl for # t pof bottom +..: + s x We lood normneumint with any other foods. rs :u' tnm has been designed for, ;: food of XOpst wo the Whom •, In all am* • ..x n 3-6-0 tell by 24wo YO lit bat*~ the ott chord att..,. with 8M #. #... 9) Provide machartloal coorm offiers) of truss to boahry pit" cap" of wl"towing d9,17 th untftt M,t > f �.; t. `. ♦ . ,. ar es.... ,:• •.x x w^, a ane • w .. ,a : . av ^ .rw e•tv,: %t'♦ n DEFL in am) ” LM PL/tii P j VoNLL) OA3 18-21 1770 240 MT20 197/144 Vort(TL) -02,1118-21 1353 180 i f d.97 1 n1 rVa Weight 199 t8 F7' ar 01% ORAONG- TOP •«.R Structural wood s .r t 6roctly :ws t or 00 purins, except Y Row at rr $-IS, 743 TOP CHORO 1-20-441/0,2-23-120NOM 3-23-4 It 7M5. 3-4-1567a93,4-5-15211626, 5-24-1535M6,24-25-IMM,6-25-153"X, r" UOTCHORD 1-30-s06(1070, 10410-306r`107% 17-18—n6/1070, 1017-25V1237, 1"1-25VI237, #^ t w f f ♦-x .z •*.: � a. a<a - e e'. :'x: r. as :♦ t...::«. mfr t 4 w, , w ♦!. ► f f r ��'�a" t. ` A 7) This truss hos boon dosowl for # t pof bottom +..: + s x We lood normneumint with any other foods. rs :u' tnm has been designed for, ;: food of XOpst wo the Whom •, In all am* • ..x n 3-6-0 tell by 24wo YO lit bat*~ the ott chord att..,. with 8M #. #... 9) Provide machartloal coorm offiers) of truss to boahry pit" cap" of wl"towing d9,17 th untftt M,t > f �.; t. `. ♦ . ,. ar es.... ,:• •.x x w^, a ane • w .. ,a : . av ^ .rw e•tv,: %t'♦ n ,_w... _._ .. _. .,»._ *w..,m.V...„.... �__.__.._.....,....,�,._,..._._...., _ _ _.»....-.,,®.,. .,...«,.....,.,�..,m. .._..,._,..wm_._.»..._......1....1..1...._.1..... .. _. ... .�.. t:0 T.40 s Aqt9 2018 WO # _.Fr.. 6 .. Y +� gOar n A xi4 ID1 lde 9JQ?iDRx3 t 1k T tf,2.`.. Jv2$ q PdP7i i7. x I...R... m. T..._w.w �.....�„„....--._Y""{`..».�..,., ., ..-�... «.... «.. �'&".'.��tx. .w ... e _ �.................m,S:.:....,........,,........,,..:�._....—_.M..°'�"�Y. �,. ._....�».. P� ..w. �G.,... 2. 2- 1-10.9 $40-9 74-Q 5.10.9 &W 2* 2-54 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOADSKALL BE VERIFIED AND APPROVED BY PROJECT ENG, OR LOCAL BLDG DEPARTWNr THIS APPLIES TO ALL DESIGNS IN THIS t2 24310 26 T ;. 3ta e b N" s ti 9 axe 3 so e w, SA 21 taiit iz ”. '20 28 V 29 4 30 f3 !0 21 a4,*sz a - 3x10 3” a- 61$ ..: 13 20 spa is ZZ a°t t• TCLL e Plate GOP,. a TCDL ttr Incr 13CLL xYES W w: SCUL MO Code tt O. CHORD + tt � ♦ � � BOTCHORD 2X4 SPF Nol r°a =x - . w.. «„t ., #. • tta at'+.ta WEBS 20 WF N0,2 11004orlCUMMIM115) 4• 19 . 21 2T T•t# G8%. � L. in fes# t1dell Ltd . �w,.......�...�., �... PLATES GRIP TC 0.11 V LL) -0,1T 16-19 >M 240 MT20 1971144 EC 0.09 Vaninj -0.37' 16-18 S,999 180 0,38 Hon(TL) 0,15 93 We We t ( b1x A9pWOOL 20516 FT 0111, ,ate. t •" •YFa t« t i t t« t i t t t: 6-118-15WOO, * 1m. 8-16-5574M, ! t ,, i-11-14-3=1655 i Mi'AORD Struchiral wood sheathing directly applied or 3-S-7 oc purfins, except # 2-04 oc . x -0-0 OC txaoft- I Row at .. Member ON Milly model was uW In Ow artalysilis and dsW of #I#3 trm Inmos aid Run syst Pi _ ,R! { i C tsF Tire 214 R $ i Ui 312 vn 2W2A arse W w: is # t �a i t a+r a: ; a +a as :,♦ t w„. ;�: t t . a a i'� � ♦ � � ft��'li� � w !i� r°a =x - . w.. «„t ., #. • tta at'+.ta .Wr 11004orlCUMMIM115) wr Provide adiscluallit &ainaii* to prevent water pwx*V ♦ s. t 7) This Ouse has bw dosood for 10,0 a pot bottom chad live toad rionconcuffent VWth any pow M Waft, i :.. w -u Ft Y:•: E# fi ,. . tts ai; is ! . a♦ k w a o-.. ':, :. :: :'k :xt .. R. ♦ t ♦ ! t 1t eiR:t Member ON Milly model was uW In Ow artalysilis and dsW of #I#3 trm Inmos aid Run syst Pi _ ,R! { i C tsF Tire 214 R $ i Ui 312 vn 2W2A arse City of heat 1'M.�dg ge City of Wheat Ridge Municipal Building 7500 W. 20 Ave. Wheat Ridge, Co 80033-8001 P. 303.235.2846 F: 303.235.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION IZ=• ,UJIU allf-VUJUT' 1AXILSW IN tAr State 01 �_Ojofuuo. I [US %'W1111catlon 111U.'st IV b"JIUMMUM and approval prior to the placement of concrete and before proceeding with any ftuther construction. DATE: ttr t11 PERMIT# 201501358 & 201501359 ADDRESS: 7850 7860 W. 44th Avenue LOT I _Subdivislon --- _', BLOCK Charles Graul Jr. Min2r SUBDIVISION I hereby certify that the elevation and location of the structural foundation for the above property described above has been measured by me or directly under my supervision. The foundation The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: FRONT: 10.2' REAR: 76.8' — SIDE: --7.0' — SIDE: __ 7,7' The MINIMUM ELEVATION has been determined to be: 5416.27' (NAVD88). The above measurements have been determined on the following location: Check only one): - Top of foundation or to placement of concrete Signed Print —.—Brian J. Pfohl Date 09/22M6 Professional Surveyor Approved by: FOR OFFICE USE ONLY Inspector Date www.ci.whestridge.co.us Rev 02/12 I T/F 7.0 T/F=541. EXHIBIT W. 44TH AVENUE R=7.5W L=11.7WA I &1'47`" 1 9* I 5416,29-\ /-T/F-54%30 T/F5417.25 7860 W. 44TH AVE. T/F5417.31 T/F= 541 17-- 7550 W. 44TH AVE. T/F5417,15 ui Ul it TfF=5417,U5 T/F"5417.0 7.7' T =5417.00 r s r r CHARLESLOT 1 GRAUL r MINOR SUBDIVISION RECORDED IN BOOK 87 AT PAGE 4 I AS RECEPTIONNO. 85126408 SHEET n nr OF w..aci, 1 ..a t. 1 i Rxa s=.. « .: • z «. x x r s » 3 a —11.1--A c..Y,» s • ° . rk: .. ! r t .... N X! i... The make-up air for each kitchen vent hood was revised to eliminate the electric make up air unit in each kitchen. Return air registers were moved out of the floor and into the wall, a r r_I IVIASIA *T*WQftCWfiIYxa#_ MI NO, a #Ir4T4tIGt'II#J't I on moll War-ITIVINHIM N were issued for 7850 and 7860 W 44 Ih Ave. I know we discussed many of the revisions included herein when we met in early December. if you should have any questions or concerns regarding any of the revisions we have made, please feel free to contact us directly, as we would be happy to discuss them with you. We appreciate your time in reviewing these documents and took forward to your final approval on these plans. N� xllll•ll Project Manager 0 7850 W. 44"' Ave., A FOR OFFICE USE ONLY 1 City Rafe: y �; h6 I+11 CC t�NaY DEVEL PMEN gie PlanlPer it# Building & Inspection Services Division 2c- C�, c I 7500 K 29cn Ave,, Wheat Ridge, CO 80033 Plan Review Pee: Office: 303-235-2355 * Fax: 303-237-8929 7( ° � Inspection Line: 303-234-5933 Building r Add resp: iI - u i1i+ pm�m electrical: 'turrabing:�q ' ')U Q, Mec rsical, W.R, City License # ill R. City License # KR, City License # Other City Licensed Sub: tither City Licensed Sub: City License # City License # Complete all information on BOTH sides of this for NEW COMMERCIAL ar :r 11 ELECTRICAL SERVICEUPGRADE NEW RESIDENTIAL STRUCTURE Q COMMERCIAL ROOFING COMMERCIAL ADDITION RESIDENTIAL ROOFING RESDENTIAL ADDITION WINDOW REPLACEMENT COMMERCIAL ACC'M' STRUCTURE RESIDENTIAL ACCESSORY # • (Garage, deck, MECHANICAL SYSTEM/APPLIANCE REPAIRor REPLACEMENT PLUMBING SYSTEM/APPLIANCE ww p p# REPLACMENT ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT OTHER NW Ausru t bIAJOIC4f ",,ft * Sq. FULF Stu's Gallons Amps Squares Other COMMERCIAL Building Permit — Plan Review Worksheet Submittal requirements: Copy of Deed Site Plan (to scale) Z Elevations Address: �. Lot Size:.. �_ 5 sq. t. Zoning:Use � � . �. Need other approvals`: Property in the flood plaits? ;" 0 _ If yes, add surveying condition FLD, Type of project (applicable survey conditions in parenthesis): U Accessory ISI', ILC or site plan none if i floodplain `FFD) _.._ wm.. _, ... _ �.. .....w �.�. �... ....... -- -.._.._w.. Addition ILC and site plan if xv/in of setback or in floodplain (FND) if in floodplain (FLD) New Site plan baked on survey/plat yes (FND) yep, (NCM) Maximum Lot Coverage:�'i�r , ft. �f ,. � t4'; T` ExistingImprovements:A Proposed Improvements: Building: � _ _ _. sq. ft. New structure: __,__sq. . Other- � _ � � q. ft. Addition: sq. ft Other: std. ft. Total Existing � sq. ft 'Total Proposed ., 65 q. ft Lot Coverage _ % Lot Covera � { � % i Required Setbacks: FR S° , S SRr41 ,l Provided Setbacks: FR S SR. Commercial buildings may not be built in-line with existing nonconforming structures, For additions or new construction, is the structure within 2 feet of minimutn setbacks? Ifyes, add surveying condition Fl*iD. Maximum Height-. ft: Maximum Size; sq. fl. Proposed Height: _ ,ta f. Proposed Size. sq, ff. Parking Spaces Required: _ Parking; Spaces Provided: Parking Stall Width: Parking Stall Length: Handicapped Parking Required: Handicapped Parking Provided: Parking Lot Buffer Required: Parking Lot Buffer Provided. Access Aisle Width Required. Access Aisle Width Provided: Drive Aisle Width Required. Drive Aisle Width Provided: Parkin Notes/Access ?dotes • One interior landscaped parking island is required for every 30 parkin; spaces. • A driveway connection must be made front the existing edge of pavement into the site, shall be surfaced with concrete, asphalt,. brick (ravers or similar materials. • No vehicle entrances or exits may be closer than 25' to any property line, except when used as joint access for trvo or more lots. Access points must be spaced at least 100 feet apart, measured from inside edge. Access points on comer lots must be at least 25 feet from intersecting r•iglrt of ova},except arterial or collector streets must be at least 50 feet. In commercial zone districts, curb cuts shall be at least 20 feet in width and not more than 35 feet in width, U For all uses, one access point per property is permitted. City of GROUP HOW ASSISITD LIVING/NURSING HOME/ELDERLY CARE QUESTIONNAIRE An oyrHii "This fonn is required to be siped by: owner/managing t ry f the finn that will be responsible for administmtion of the facility and care oftete occupants r both, if they are differing div d Wtits 1. Will any of the antes r id Within the _basis? Yes No/1"'., If Yes, how many? .... . . . Are miy of the occupants under - l /2 years of age? YepN u If Yes, hour many'?-___--__-_ . Are any of the occupants persons that, because of age, physical limitations, mental limitations, chemical dependency, or medical tr . t, cannot respond as an individual (treed I sta t/are incapable of self-preservation) i.n an- emergency situation? yes ..._._ _.n.� No ouve If yes„ how manytinder 2-1,12 years of age? If yes, how many over 2-1 /2 years of age rd Name Title Signature ate Printed Name Sipature Date .��Whca �dg CITY Or WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th .Ave Wheat Ridge, CO 80033-8001 fix, 303,235.2855) 301237-S929 attachedA copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Name of Firm/individual • ra Project Type/Description: ,, r14� .00 r aauthorizedrepresentative indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review • approval of the project d A t r pr e d* (Please check one) o Wheat Ridgy Fire Protection o Arvada Fire Protection Wheat midge Water District o Consolidated Mutual Water District o Valley Water District o Denver Water Agency Notes: Sanitation)�, Wheat Ridge District o Clear Creek Sanitation District o Frujtdale Sanitation District o Westridge Sanitation District o Other G Signature. Date: _ , _r .. ..� ,ncy Representative) ative r.�r� City of Wh6atj� �jdge )MMUNn-Y DEVELOPMEN'r IT (0 R 0 IF' F� lt'IE� t, I S E 0 NIN L YY Date: PlanlPermit 0 Plan Review Fee: Bung Permit Application Address - City, State, Zip: 1117t AVE— 1 -1 -c - A Electrical: -'2,'- WRCity License # Plumbing: 0 (('1'119� WR City License # Mechanical: C� Lj- W,R. City License # C'omplete all information on BOTH sides of this form NEW COMMERCIAL STRUCTURE * ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE 0 COMMERCIAL ROOFING COMMERCIAL ADDITION [I RESIDENTIAL ROOFING RESDENTIAL ADDITION 0 WINDOWREPLACEMENT COMMERCIAL ACCESSORY r .♦, , shed, deck, etc.) RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc,) MECHANICAL SYSTEM/APPLIANCEREPAIR or R PLUMBING SYSTEM/APPLIANCE t REPLACMENT ELECTRICAL REPAIR # REPLACEMENT t t.I Btu's Gallons Amps Squares Other COMMERCIAL Copy of Deed Site Plan (to scale) Submittal requirements: 0 M 11 Elevations Address: `v' ) , 14 -1 Lot Size:sq.ft. S S rS',r ek Zoning: Use: �,Need other approvals? Type of project (applicable survey conditions in parenthesis): Accessory ISP, ILC or site plan none _ if in floodplain (FLD C1 Addition ILC and site planmmpw � if w/in 2' of setback or in floodplain (FFD) Me if in floodplain ('LD)_.e.._ � a New Site plan used on survey/plat es F v. ._....� ... r � �"�..( )__ �. yes (f+IC-) Maximum Lotoverae.'ra sq. ft, 8 Existing Improvements: Proposed Improvements: Building: s • ft, New Structure. sq. ff. Other: sq. ft. Addition: sq. ft Other. std. ft. Total Existing sq. ft Total Proposed � � sq. ft Lot Coverage ° Lot Coverage % Required Setbacks. FR Q S ( S " g Provided Setbacks. P.t r' S R f Conunercial buildings may not be taunt in-line with existing nonconforming structures. For additions or new construction, is the structure within 2 feet of minimum setbacks? If yes, add surveying condition FND, Maximum Height; Maximum Sisq. ft. Proposed height: ft. Proposed Size: sq. ft. Parking Spaces Required. Parking Spaces Provided. Parking Stall Width:` Parking Stall Length. Handicapped Parking Required; handicapped Parking Provided: Parking Lot Buffer Required.. - Parking, Lot Buffer Provided. Access Aisle Width Required. Access Aisle Width Provided: Drive Aisle Width Rewired. Drive Aisle Width Provided. Parkin Notes/Access Note Ll One interior landscaped parking island is required for every 30 parking spaces. Ll A driveway connection must be made from the existing edge of pavement into the site, and shall be surfaced .pith concrete, asphalt, brick pavers or similar materials. LJ No vehicle entrances or exits may be closer than 25' to any property line, except when used as joint access for two or more, lots. Access points must be spaced at least loo feet apart, measured from inside edge. Access points on corner lots must be at least 25 feet from intersecting right-of-way, except arterial or collector streets must be at least 50 feet. CJ In commercial zone districts, curb cuts shall be at least 20 feet in width and not more than 35 feet in width. For all uses, one access paint per property is permitted. pl�miiseq Rity of GROUP HOME/ ASSISTED LIVING/NURSING HOME/ELDERLY CARE QUESTIONNAIRE (An original of this form must accompany ALL applications for permit for the above occupancy types) "This form is required to be siped by an owner/managing employee of the firm that will be responsible for administration of the facility and care of the occupants or both, if they are differing individuals/entifies 1. Will any of the occupants reside within thefacifity on a 24-hour basis? Yes No If Yes, how many? ____ 16 ___ 2. Are any of the occupants under 2-1/22 years of age? Yes -.--,- If Yes, hoor many9 3. Are any of the occupants pe")ns that, because of age, physical limitations, mental limitations, chemical dependency, or medical treatment, cannot res ixind as an individual (need assistance/are incapable of self-preservation) in an emergency situation? Yes No If yes, how many under 2-1/2 years of age? If yes, how any over 2-1/2 years of age? Printed Name Title Signature Date Printed Nanw Signature Title Date 04, of h(�atR,ij<gc CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVIUS DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p, 303.235,2855.f 301237M29 Proof of Submission for Permitting/Plan Revie\J A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: Name of Firm/individual submitting documents: Project Type/Description: __&SS IS MA I Signature of Firm Representative or Individual: r,a NOT WRITE HIS POINT - FOR AGENCY USE ONLY n 1, am a duty authorized representative of the agen in icated below and do, by my signature below, hereby acknowledge receipt of documents necessa for review and approval of the project indicated above. 11 &� Wheat Ridge Fire Protection o Wheat Ridge Sanitation District * Arvada Fire Protection o Clear Creek Sanitation District * Wheat Ridge Water District o Fruitdale Sanitation District c) Consolidated Mutual Water District o Westridge Sanitation District o Valley Water District o Other o Denver Water Agency Notes: lm� Z� Date: City o f .��WhcatP�dgc CITY OF WIIEAT RIDGE BUILDING AND ]INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p, 30-1,235,2855,f 303,237,8929 A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 0 33 Project Address: Name of Firm/Individual submitting documents: Project Type/Description:— AS -S Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENC.YUSE ONLY 1, Ana Seighe am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. o Wheat Ridge Fire Protection o Arvada Fire Protection * Wheat Ridge Water District * Consolidated Mutual Water District * Valley Water District X Denver Water Agency Notes: Address alae , 1"Pe ne 1., i I � I * Wheat Ridge Sanitation Distri * Clear Creek Sanitation Distric * Fruitdale Sanitation District * Westridge Sanitation Dis]trict * Other Signature: Date: 9/3/2015 (Agency Representative) V City of ']��r'Whea-tRj�_d c PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W 29`1' Ave. Wheat Ridge, CO 80033-8001 P: 301235286l F 301235.2857 Location of Construction: •> ' ♦ n t Purpose of Construction: w Commercial Development Review Prcweesssu ' ftg ,...a. ,....,., . a ......... ......a,..... $100.00 (required of all projects for document processing) Single Family 1*wesitlencel }u let Revieww° Lee:,. ... ....... .... _ ..... .... _ $150.00 Commercial inti-Famit Review lees: (Fees include reviews of the V and 2 Id submittals) ;Multi -`nail • Review of existing or minimal technical documents..a..... ,..:.....,.a.. $200.00 • Initial review'of technical civil engineering documents:.,a.,.,.x«...... $ 00.00 • Traffic Impact Study Review Fee: .... ..... .....:.a. ...r..,..., ....,....... $600.00 • Trip Generation Study Review Fee: ..:....a ,,.a.;.a. ,,..a...............a..a.. $200.00 • Storrawater Management Flan (SWMP) Review I ee: a..... ..,.r.,,..a.,. $100.01 $ l • 0 & M Schedule Review & SMA Recording Fee ......., .« ...a........ $100.00 $_ . __ ° Each Application will be reviewed by staff once and returned for changes, s. If atter review of the second sulunittal changes have not been made to the civil documents or the. Traffic Study as requested by stag, further reviews of"the Application will he :subject to the following Resubmittal Fees: • Resubmittal Fees: 3"t submittal (11x12 initial review feel r.,....a. a...., ....... ..x,a.« $300.00 $ ''' submittal (full initial review fee).....,... $600,00 $ All subsequent submittals: , :,...... ,aa,..a.a .a..ax..r ra,,...., .a.. $600.00 $ Gull initial review tee) TOTAL REYIEW FEES (due at time of Building Pennit issuance): `► PLEASE NOTE THAT IN ADDITION TO THE: ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WI 'IIIN PUBLIC RIGHT-OF-WAY, w-A,w.ci.wheatridge.co.us e.co.0 Rev 06'13 City of COMMERCIA LIMUL TI -FA MIL Y W h6 at R�ioge PUBLIC WORKS BUILDING PERMITAPPLICARE VIEW Date: Location: ATTENTION:BUILDING DEPARTMENT T I have reviewed the submitted application documents to construct a , located at the above referenced address. Please mote the comments checked below. I. Site Survey: CCK Not OK; refer to stipulations. Drainage: a. Final Drainage Report and flan required Yes No b. Drainage Letter and Plan required Yes _ o C, Site drainage/gradinghave been revie\yed and are: K Not OK, see stipulations 3. CDPS Permit & SWMP Approved: Yes No ____ N/A 4. Public Improvements to be completed: a. street paving/patching: Yes No b. curb & gutter/drive.cut: Yes No C. sidewalk: Yes Nig d.. standard street lights: _ Yes jef No e. pedestrian lights: YesNo f storm sewer. Yes � No 9- Letter of Credit (LOC) required: _ Yes u It, Funds in lieu o construction: - Yes No If an LOC or funds in lieu o€`are required, for what improvements? Amount of the LOC or funds: AJ 14 S, SIA/PIA required: — Yes %let 6. Traffic impact analysis required & approved: „, Yes �N T Street Access Permit required: Yes ate` Nig If'yes, was it approved by the Director of Public corks`' es Net Does all existing roadway/alley .X. ureet the standards cif the City: Yes No If not, what is required: IfKCJM. is required, has the deed been received` Yes � No (See Note below) NC)TL,` All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy, q.APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Perim Application, subject to the stated or attached stipulations. Signature David F. Brossman, P.L.S. 17catc 1€ , NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the following reason(s): Signature David ILL, Brossman, P.L.S. Defter + . ) • pook NOTE: Any damage to the existing Pulblic Improvements resulting in this construction shall be repaired to Citystandards prior to the issuance of the Certificate of Occupancy (C.O.). A Drainage Certification Letter with by As -Built plans shall be required prior to the issuance of the Certificate of Occupancy. Ro 06201', City (,A Wh6,atN(,:kYc iLIC W01(KI, City at` Wheat Ridge Municipal Building 7500 W. 29h Ave, Wheat Ridge, CO 80033-8001 P: 303.23U86l F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION If / DATED: —CIZI—ezl,�Z� ADDRESS: Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development ReviewEngincer CC: File www.ci.wheatridge.co.us Rev 2JO8 I N T E R N A T 1 0 N A L 3190 S Wadsworth Blvd., Suite 220, Lakewood, CO 80227 303,9732766 Fax 303.9732766 www,building cci.com 2012 International Building Code 2012 International Mechanical Code 2012 International Plumbing Code 2012 International Energy Conservation Code 2014 National Electrical Code 2012 International Fire Code 2003 ICC/ANSI Accessibility Standard 101 Life Safety Code Codes and Standards listed above Zffflfflkfil�� its reference to CABO/ANSI A117.1. Accessibility requirements of the Americans with Disabilities Act of 1991 &re Code Consultants international - Copyright 2015, City of Wheat Ridge, 7850 W. 44th Ave, Page 2 of 22 Project Design Team Rocky Mountain Assisted Living 6143 South Willow Drive, Suite 300 Greenwood Village, Colorado 80111 Owner: 720-473-7019 (tel,) Contact: Mike Thomas m mas e ksidec mm ntie .om M -A Architects 2329 West Dain Street #301 Littleton, Colorado 80120 Architect: 303-730-7300 (tel.) i 303-730-8300 (fax) Contact: ,john Matthews AmPmaarchitgCta.us 1V NA Structural Engineering 4521 East Virginia Ave #200 Denver, Colorado 80246 Structural. 303-377-6601 (tel.) 303-3776656 (fax) Contact. Andy Ventura DMCE Engineering 57.37 West 6th Ave Lakewood, Colorado 30214 Mechanical/Plumbing/Electrical: 303-421-3208 (tel.) 303-421-3209 (fax) Contact: Randy Warmer Cotte Consultants inte€nationai - Copyright 2015. City of Wheat Ridge, 7850 W. 44th Ave, Page 3 of 12 Code Consultants International - Copyright 2015, City of Wheat Ridge, 7850 W 44th Ave. Page 4 of 12 STRUCTURAL COMMENTS Item # Sheet Wind speed is 105 Exposure C (3 second gust) in Wheat Ridge, Sw1 5-0.0 R. - Wind Speed on S-0,0 has been updated to reflect Wheat Ridge wind speed noted. 2nd review; accepted. The 2012 edition of the IBC governs. S-2 S-0 0, Sm2.0 R. - AN sheets have beer) updated to reflect the 2012 IBC. S -&O 2nd review; accepted. Provide roof truss engineering prior to rough frame. S-3 S -O.0 R, - Owner provided roof truss engineering as a part of the original submittal. 2nd review, accepted. Soils report # DN47,855-125 by CTI CThompson was submitted as basis for the foundation design. S- S-O.O . - MNA has updated the osils report information to reflect the Correct Soils information, 2nd review; accepted. This is the City of Wheat Ridge. No C.ta, will be issued unless was receive all required reports for special inspections listed. -5 S -OL R. - Noted. Ow=ner will ensure that all required reports for Special inspections wil be provided. 2nd review; accepted. Note that the soils report recommends 2". Is this 3" void intentional? S fa 2fS 2.1 R. - This detail has been updated to reflect 2" minimum Void space. 3" is a standard we have and we did not update this standard for the soils Criteria. grad review; accepted. Code. Consurtants iniemational - Copyright 2015, City of Wheat Ridge. 7850 W, 44th Ave. Page 6 of 12 BUILDING COMMENTS Item # Sheet The R-4 classification is for buildings, structures or portions thereof with an occupant load of 16 or less who receive personal care but who are capable of self preservation. We question using afire wall as a means to reduce this occupant load to receive the R-4 classification. This facility has an occupant load of 32 residents who receive care. This would place the occupancy into an I-1 classification. Additionally, to qualify as an R-4 occupancy nk residents must be capable of self preservation. B-1 A0.3 What evidence is available to indicate this? R. per our phone conversation on 10-1-95, we will continue to refer to these as R4 occupances as shown under the Building Code summary on sheet At).3. Regarding the question of self- preservation, please refer to the attached letter from the Ownership Group on how this topic will be initially established and maintained. Please see revised floor plan sheet: A2 as well as revised Civil Engineering drawings. 2nd review, accepted. Two accessible means of egress to the public way are required when two means of egress are required. Exterior egress paths from both buildings, both north and east have stairs as part of those paths, Provide and show exterior accessible egress paths to the public way for each building. IBC 1007.1 and 1007.2. R. The egress path on the north side of the facilities (through the center courtyard area) will continue through the gates and will discharge at the public way just north of the gates. This area will be 30'-0" in width by 12'-0" in depth. R. The egress path on the east side of the facility (through the east courtyard) will continue A2 and through the gate and extend down a ramp to the public way. Please see revised floor plan B•2 civil sheet A2 as as revised Civil Engineering drawings.. sheets 2nd reviews; The concrete pad area from the north gate does not constite reaching or accessing the public way for the accessibility path to the public way with stairs between pad and sidewalk. If proposing that the space is a exterior area for assisted rescue per IBC: 1007.7, then it well need to be deslnated as such and shown meeting those requirements. egress path on east side of building accepted. R 2, A concrete pad on the north side will accommodate 4 whealchair spaces and be protected by a 1 hour wall. See drawing revision. CCI :3rd review. Accepted, All type A and B accessible sleeping units are required to have primary entrances that meet the requirements of ANSI section 404. Provide 18" of clear space on the pull side of all sleeping units. ANSI 404.2.3.2, 1002.5 and 1004.5.1. R. the door approach dimensions have been revised accordingly for the "Accessible" Sleeping Units (Bed #14 in both facilities). The restraining. Sleeping Units are designated as "Type B" omits and should be able to have the door approach dimensions remain as allowed per IC/ANSI Al 17.1-2003 section 10034.5.1 (exception). B-3 A2 2nd review; ICC/ANSI Al 17.1-2009 is the adopted standard (IBC 1101,2) by the City of Wheat Ridge per city amendments, The exception that is allowed for type B units only aphes to storm and screen doors and not to the primary sleeping unit doors. 2. Some units will be designated type A units and will meet ANSI/Al 17.1 - 2009 at entry doors to unit. The remaining will be B units. See drawing revisions and letter form ownership group. CCI :3rd review. We will accept this design so long as the owners restrict wheelchair patients to these type A rooms. Code Consultants international - Copyright 2015. City of Wheat Ridge, 7850 W,44ths Ave, Page 7 of 12 item Sheet* East building dining room 139, provide 18" of clear space for exit door. Change door swing or move door to provide the clear space. ANSI 404212. R. Door swing has been changed accordingly; piese refer to revised Sheet A2. B-4 A2 2nd review; accepted. Windows that are adjacent to doors will need to be tempered. Make note of these locations, both windows located in the north and south of west building courtyard, east building dining room 139 window by exit, both living areas of east and west buildings by exits. 2406.4.2. B-5 A2 R. Tempered glazing notes have been added accordingly; please refer to revised floor plan sheet A2 as well as the schedules on sheet A6.1 2nd review; accepted. Door types C and D, bottom of vision lites are to be a maximum of 43" above finished floor. ANSI 404,2,10, B-6 A61 R. Dimension has been added to door types C and D on sheet A6.1, 2nd Review; accepted, it appears that the kitchen has a service counter. Please provide an accessible service counter section complying with ANSI section 904, B-7 A2 R. Service counter note has been added to floor plan sheet A2 (keynote #39). 2nd review; accepted. Stairways to basement do not meet the requirements per IBC section 1009, It is going to be assumed that this space is still an occupied space and that all provisions for stairs with their related handrails, landings, etc. will still need to be provided as part of the egress system. A-2 and Update stairway to meet IBC chapter 10 or provide reasoning for current proposal for review of B-8 reviewing staff, A7,1 R, Stairs from Basement have been revised accordingly. Plesase refer to revised floor plan sheet A2 as well as stair section on sheet A7,1, 2nd review; accepted. Provide as part of final drawing submittal package for all drawings, stamped and signed architectural and engineered drawings. B-9 all R. Signed and sealed drawings will be submitted. 2nd review; accepted, Please note that no permit will be issued without signed and seated drawings. The Porte-cochere must meet the continuity section in the IBC for fire wall termination, This means that the one hour rating in the attic of the porte-cochere Must be completed within the attic. Clarify this as no detail was given. B-10 A-8 & ASJ R. Please refer to revised sheets A3 & A3,1; revised Building Sections B -B & D -D on sheet A5.0 and details 2, 3, 4 & 5 on sheet A8.1, 2nd review; accepted. Code Consultants Mernational- copyright 2015, City of Wheat Ridge, 7850 K 44th Ave. Page 8 of 12 Item # Shat Kitchen hood will need to be a type I hood. Provide and show on drawings how hood, ducting and make up air are meeting requirements per IMC sections 506, 507 and 508. R, A type I hood should not be required as the building's occupancy is RA A range hoed suitable for residential grade cooking equipment with ANSUL fire suppression systema is M_1 Mi.1 specified in lieu of a type I hood per work note 3 on MI J1 A supply fare SE-1 and EFIC-1 are specified to provide tempered make-up air when the kitchen hood is in operation, see M1.1 for locations. 2nd review; though there is no IMC section that addresses this system and aro R-4 occupancy has not been exempted, it has been accepted in the past and therefore will be accepted for this project. Type I hood is required to be 18" from combustibles. It is suggested that the wall in which the hood is located be constructed of non-combustible materials. IMC 507,9. M-2 M1.1 R. See response for comment M-1, 2nd review, rescinded, see 2nd review comment M-1. Provide an energy code analysis for mechanical systems showing compliance to IECC sections 0403 and 8403, R. A REScheck compliant with 2012 IECC was provided with permit drawings. A COMcheck was riot required as the building occupancy is classified as Rao, the REcheck provided utilizes the M-3 UA trade -off caiculat on method which satisfies IECC requirements with an optimized building envolope. Mechanical systems in the R-4 occupancy are excluded from the equipment effiency requirements dictated in 0403, See mechanical motes on Sheet MO,1 for insulation and controls specifications compliant with IECC section R403. 2nd review; accepted. Code Consultants $ntematdonat - Copyright 2015, city of Wheat Ridge. 7850 W, 44th Ave, page 9 of 12 PLUMBING COMMENTS Item # Sheet # Occupant load is over 10 in each building. Per City plumbing code amendments, a separate men's and women's restroom is required. Table 403.1.1. P-1 P2.1 R. Please see added general note #3 on floor plan sliest A2. Bathroom #'1 and #2 in both facilities will be designated as Family / Assisted Use Restrooms per IBC section 2902.2.1. 2nd review; accepted. All public and commercial area sinks are to be a maximum 4" to rim above finish flexor. Dote or show on plans sinks complying with this height requirement. IBC 1109.3 and ANSI 606.3, P-2 P2.1 R. Please refer to added plan keynote #37 on sheet A0.2 and sheet A2 as well as added views #21 & #22 on sheet A6. 2nd review; accepted. It appears that the kitchen area and service room is a commercial type kitchen. Provide indirect waste pipe for food handling sinks. IPC 802.1 A, R. the building is classified as an R_4 occupancy and the kitchen will not be used for commercial P-3 P2.1 purposes. Indirect waste piping should not be required. 2nd review; R-4 is not excempt from the requirements of the IPC, see section 101.2. If kitchen is to be used to cater or prepare food for the clients then it should be considered as a commercial kitchen. No further updates to the drawings required for permit issuance. How are water entry rooms being protected from freezing? IPC 305.4. P-4 P2.1 R. Electric wall heaters are specified on teh mechanical plans as the form of freeze protection. See Sheet M1.1 for heater locations. 2nd review: accepted. Provide accessible drinking fountains in both buildings. IPC Table 403.1 and ANSI 602, P -S P2.1 R. Accessible drinking fountains have been added near the Multi -Purpose Rooms. Please see revised floor plan sheet A2 as well as added view #20 on sheet A6.. 2nd review; accepted. Carle consultants #ntemational . Copyright 2015. City of Wheat Ridge, 7850 W: 44th Ave. Page 10 of 12 L.COMMENTS 6t Sheet ELECT ! Provide emergency egress lighting in the west building NW corridor area, IBC 1006.3.1, E-1 E2.4 R, Emergency egress lighting added, R: Sheet E2.4. 2nd review;. accepted, Provide an exit sign West building NE corridor directing occupants to NE exit, IBC 1011.1. E-2 E14 R. Exit sign added, RE: Sheets E2A 2nd review; accepted. Provide continuous illumination at all exterior door exist landings. (BC 10061. E..3 E2„4 R. Lighting added at exterior door exit landings, RE: Sheets E2, . 2nd review,. accepted. Provide emergency exit lighting at all exterior door exit landings. IBC 10063 #S, E-✓+ E2.4 R. Exit sign added. RE: E2.4, 2nd review; accepted. Provide an energy code analysis for power and lighting showing compliance to IECC sections C405 and 8404, E-5 R. Energy code analysis is included on drawings, RE: E1,2. 2nd review; accepted. Cade Consultants intemationa4 - Copy6ght 2015, City of wheat Ridge, 7850 K 44th Ave. Page 11 of 12 Code ConmAtants Intemational - Copyright 2015, City of Wheat Ridge, 7850 K 44th Ave, Page 12 of 12 Re: LC—CS44ALMC MiTek 20/20 7.6 Creekside / 7850 W 44th The Truss Design Drawings) (TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as "Structural Engineering Documents") provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to DO Engineering (DrJ) by Pro Build, These TDD s (also referred to at times as "Structural Delegated Engineering Documents") are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e, Specialty Engineer), the seal here and on any TDD represents air acceptance of professional engineering responsibility for the design of the single Truss depicted on the `TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDD s and all related notes. Pages or sheets covered by this seal: 110462835 thru 110463076 My license renewal date, for the state of Colorado is October 31, 2015. Important Notice: Each 'TDD uses Metal Connector Plate (MCP) design values published by MCP manufacturers. Any referenced connectors use design values published by the connector manufacturer or the American Wood Council per the National Design Specification (NDS) for Wood Construction. The TDD further uses lumber design values published by the applicable lumber rules -writing agency as approved by the American Lumber Standards Committee. These are incorporated into lumber design provisions and equations created by the American Wood Council and input into modeling and analysis TDD software created and owned by the MCP manufacturers. The lumber design values correspond with the grade stamp identified by the Truss Manufacturer on the lumber prior to cross cutting. The lumber grading rules published by the rules -writing agency shall apply to the Owner, Building Designer and Contractor. All capitalized terms are as defined in ANSI/TP1 1, the National Design Standard for Metal Plate Connected Wood Truss Construction (TPI 1). Ryan Dexter, P.E. Wheat Ridge Building Departmerd The design assumptions, loading conditions, suitability and use of this sApoilbw"esigns for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the JBC, the local building code and TPI I The approval of n field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility the TDD and the practices and guidelines of Building Cl?jp A are referenced for general guidance. TPI I defines ilie n Engineer and Truss Manufacturer, unless otherwis involved. The Truss Design Engineer is NOT the, V* "�Wagfh r aeor a' of Ing. prMovis Buildinq codes Or Other ordinances of the, City she not be V&ld. Of 11 I I I !!1 !111 WIRM! 11 1=1 mm�=Zmmmm��� i Eta S e ms c E re his C }} Y 3 e 4-411 € Ki E � Eke` Z yaaP�m optp i � ro I Uzi t 9 z � i s f s 1 1 2-0.0 5r9"'15 5-4-9 5-4-9 5-4.4 5-7-12 5x12 !I 2x4 Il 3x4.-. 3x4 3x912 3x4 3x4 It .._._..._..._.5-9.15 .......w.. ....___......._...;..v......_..,___a-9 _....._,...""..�. ,.........�. ..,_._..........._.�.._.._...�....,N..._...".,_......,_,..,..................�........_......_e_.,,.._..__,.....__........_.�,�.__ 5„4-.4_._5-T 92 ,,.,,...,.......�__..�.____.__..___..__,._......,.._.w......_n,n_...�_..�. LOADING (psf) SPACING- 2-0-0 CSI. DEFC. in hoc) I/de#t Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.95 TC 13.$2 Vert(LL) -0,20 93'14 >999 240 MT20 297/144 TOOL 10.0 Lumber DOL 9,15 BC 0.82 Vert(TL) -0.43 13-14 >766 181 BOLL 0.0 * Rep Stress Incr Yes WB 0.52 Horz(TL) 0.07 9 n/a n/a SCOL 10,0 Cade IBC2012ITP12007 (Matrix -M) Weight: 139 lb FT - 0% CUMBER- BRACING, TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural woad sheathing directly applied or 2-2.0 sac puriins, except 1-4:2x4 SPF 165OF 1.5E end verticals. BOT CHORD 2x4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-12: 2x4 SPF No.2 2-2-0 oc bracing: 94-17. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 5-11,7-11 SLIDER Left 2x8 OF 1950E 1,7E 2-6-0 REACTIONS, (lb/size) 2=124710-5-8 (mics. 0 2-7), 9�141bd0 (min. 0-2-2) Max Harz 2=227(LC 11) Max Upli2-'73(L.0 12), 9=,17(LC 12) Max Grav 2-1538(LC 2), 9=1366(LC 2) NOTES- 1) have been considered for this design, Exty C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=l .60 plate grip D w. +�# %i %�♦ ..i � 'YY {P #:..! is • ji#.. «..%. #.. '# Ili This truss is designed in accordance with the 2012 International Buddino Code section 2306.1 and referenced standard ANStfrial I 11[ss7rIs_�:�µ WARNING - Please thnroeghfy eeuiaW kne "CUSIOMf ya of ftyeARISUrelmd Temn tar Manvfi domed Products" harm Ve,�r ty dt5�n paf 'inters and Bead notes on alas Trask ilA9:l s6%fy�t .Ti Q 4 araf the fxJ RettFfl3kcO Sheet (ley, 91,14) before use .Ur Less other rete stated on the TDO, wetp MMT ek cxwmator heeds shag be used fir ttas CaL1 fa bf va9ky Aa a Tfut s Rand Engineer rr e. Speoiatiy E,+tgrcxeer), the shot on any IM reptesents an acceptar At the pofesasona4 etekneering respDraitamy Cot the design of the swath, Russ effected on the TDD only, under TPP 9. The desrgn assumyNsorts h adrsg ckmsh4+rNrs.. suatab4 f me Tnots for Any rid is t f t i f r. r I T €al f the e�.T o t 1d a Y E t s't txe export to dy a the rage¢ the 6'abon, an uratho ng, agent nr e e spot' b Ay 0 th r. sa the twig of the iFC:. tr ltor the asci set oul I rode ars# n 7 The at of the iC1i7 and any t xCd ¢roe rr! fief Trvss„ ero-ct4a4u�;} hasx#rwag, storage. dnsiaaabarr secs£ bracn�, stags be the r reatkxbRy eN the C3tradda*t t}8w�exer arki Contractor AN sates set Out n the iL'aiR a+ttl the 5xwr.' Not^s acrd gutdea a of Satrhiiryg component Safety EaEormatJtxr (at;Sti pubttsh+7d by TPI andayCA are refer,ntxd tar genaaat gux9antxz TPI 9 dames the responsURies and duttas of the Truss 0"Qah T D.+,agn Fit ender srk7 Truss fdansttacturot, unleess ofth rwAe defined by a dont€ack agreed upon sr —finri by aN paatras inwaleed. The Tnm s C*wgn Errg w.I is N0T the Bu4d V N%y;ner w T7rsss System Engineer lex' any wIl iu`rg. AN cap!taPew kernm we as domed m TPI 1. spy gb#e ?Di4 PrnBurk x,J Eng n,en g. GLC, MI,1). ReWoducti on of this dnceanent many tom ae grph tx ed oma hoot w en pe m sdan from Pra$utY9 ikJ s� i ---- ------- 2-0�0 5-9-15 10-9.1 11-" Stale - 1:63A 3X10 " 44 43 42 41 4640 47 39 38 37 364535 34 33 493250 31 30 2951 28 27 2652 2553 24 US = 3X4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Ideff Lid TCLL 30C Plate Grip DOL 1,15 TC 0.44 Vert(LL) 0.00 I n/r 120 TCDL 10.0 Lumber DOL 1,15 BC 0.09 VerbTL) -0.01 1 n/r 120 BCLL 0,0 Rep Stress Ina NO W8 0,15 Horz(TL) 0.00 24 rim n/a BCDL 10,0 Code IBC2012fTP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF 2100F 1,8E WEBS 2x4 SPF No.2 BOT CHORD OTHERS 2x4 SPF No.2 WEBS SLIDER Left 2x6 SPF 2100F 1.8E 1-7-13 (lb) - Max Harz 2=222(LC 11) Max Uplift All uplift 100 to or less at joints) 2, 32, 33, 34, 35, 37, 38, 39, 41, 42, 43, 44, 31, 30, 29, 28, 27, 26 except 24-154(LC 11), 40=-1 74(LC 12), 25=-334(LC 12) MaxGrav Ali reactions 250 to or less atjoint(s) 33,37,39,42.43,44,31, 28,26 except 24=31 (LC 52), 2=367(LC 16), 32=447(-C 2), 34=316(LC 36), 35=305(LC 2), 38-334(LC 36), 40=753(LC 2), 41 =491 (-C 2), 30=338(LC 18), 29=314(LC 18), 27=346(LC 37), 25=897(L 37) Structural wood sheathing directly applied or 6-0-0 oc purfins, eye end verficats, d ceiling directly applied or 10-0-0 oc bracing I Row at midift 15-32,14-33,16-31 1 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) \Mnd� ASCE 'Od=87mph; TCDL=6,0psf:, BCDL=6.Opsf; h=15ft� B-4511; L=2W eaveaI Cat. 0; Exp 0; enclosed� M\AFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1, 4) TCLL: ASCE 7-10; Pr --30,0 pat (roof live loaI Lumber DOL -1. 15 Plate DOL=1,15); Pg=30,0 pst (ground snow); PI psf (flat roof snow: Lumber DOL= 1, 15 Plate DOL= 1, 15); Category 11; Exp C; Fully Exp,; Ct= I 1 5) Unbalanced snow loads have been considered for this design, 6) This truss has been designed for greater of min roof live load of 12,0 Psi or 2,00 times flat roof load of X8 psf on overhangs non -concurrent with other live loads. 7) All plates are 2x4 MT20 unless otherwise indicated, 8) Plates checked for a plus or minus 5 degree rotation about its center, 9) Gable requires continuous bottom chord bearing, 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 12 * This been deslonei!, for alive load of 20 meal *vl life bottan chforif inaft-larp-ara-Akeftprp St t WARNING . Phifte thyroughly onathe the, "Cuslofear's Acynalhedgeffeant of Preened thandand rates W Manufatotaved aradoney, form Voj,,j desyn, riantmeteis and read natio, on one Truss Deforin chants fTDC ft and GO Refennew Sheet rev It 14) before use,Urdest othervese stated on her I DD onlyfailds, ontaueow pateS $half be head for this DD to be vaifid As a TnSit, ofeeagn Eutineen ft e. SlaooN Engirses), na, seat on any TDD represents as acceptarrof of Ins, Walsworth inslirshower riefameneally Pay Ins =Sn 0I "is Truss deposed an the TOO only, unde, TPf 4 -'The doryin yasetopfions, 1001 Z = th, Conditions, ir 11" oftney, Truss tow my unions st Voy Owner, the Oferia's authariz agent or The Sufliling Nor the Too and any fiand vw� of the Tom, wourfling hanckeft stodge, yNtarabor, aid Sao% shalt be the restrionsaI 1110I in the CoNext �f the lRC, the IDC, the, treat hurtling redo and Pt I The the Butelsel riessiner and Casoueso, AO Ineft set not in the I'M anti his Coctryarent Safety Infortannorn (BCV) unhinged by TPI and SOCA we i4fifferced for geor.rat 9adarreeIran unless otherwise Stated by a CAI ageed upon to canis by am Weeseoraved The Fness D "�nEhfhreer Is NOT the Do" DethI ca Tfuss, Starve Engineer III any budding All c"I I&I are as loshed ur TPI I ylrolhoed=D,J E Weenott, LLC, Qi JI larelsodudgm of this document, In any loun, Is Proftsyled agree eaften peonssIon, from Prosofeloij .* 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 747 lb down and 206 It, up at 6-8-0, 229 fb down and 59 tb up at B-0-12, 229 to down and 59 lb up at 10-0-12, 229 lb down and 59 lb up at 12-0-12, 229 to down and 59 lb up at 14-0-12, 229 fb down and 59 Ity 1 at 16-0-12, 229 lb down and 59 lb up at 17-1-4, 229 lb down and 59 lb up at 19-14, 229 to down and 59 to up at 21-14, 229 lb down and 59 lb, up at 23-1-4, and 229 to down and 59 lb up at 25-1-4, and 747 Ity tf on tt tm chord. The designtselection of such connection device(s) is the responsibility of others, 17) In the LOAD CASE($) section, loads applied to the face of . truss are noted i LOADCASE(S) Standard t) Dead + Snow (baianced}. Lumber Increase=1.15, Mata Increase= 1.15 Uniform ioads(pt# Vert: 1-7=-62, 7-15=-62,15-23-62,2-24--20 Concentrated Loads (lb) Vert: 34=-217(F) 38=-217(F) 30=-217(F) 27=-217(F) 46=-726(F) 47=-217(F) 4$=-217(F) 49=-217(F) 50=-217(F) 51= 217(F) 52= 2170) 53=-726(F) WARNUNG , RiCase thorougley rovtew Rho "Cwdonter a Acknoodedgamwif of foo8wW Stas dwd Tetow, for Mannflodoyed reodeo r' farm Vegldeagn parmeters and read mote%on the This r U ' n Ceavargf (Tout _... asd the DQ Ratenhure Sheeet frau. 11-44) befeef use Unit f f aurora w staled an the TOD,, arty MiTak, comedor p�tas shah be used hs: thtis t) to be va@ki, As a Truss 4?ea+gev Enputaor tk e . SpectallyEnguenat. the seat on any TDD fmootents an aaoarkance ct the raofessaanat orgosaenrng ntspofssOW taar the dr e lin of the sfngte Tnew dol wted on #* TOD errty, uncle(TRl 4 The Baso assArrrtOt"u>snro, ktadang 00,400m, suctatAiiy and use otOft Tnm dor my € ukkeq is the respwhrit+4Ry of the OvMr. the Q�f's authorized agent w the Ekoking Dft nee, sr the contest ext ft SRC, the SC, the farm huf ng code aed I'M i The opr eceal at' no TDD and any rays U" of the fifrass, tncNxtar lvenyler 9 stall o. €rsntasacron and ixac % shoo be the rres} nsre4ly a the Suddiirrg Designer and Contractor. AN meof W ow in the TDO and the 9pracueea and guadotinrs of E#u+tdrng Carnpesttent SafeXy itttarma#ws (SCSI) pubibhed by Tot and SOCA are teffoenced iorgernaaal mWartm TRE 7 defines the rcagorrsahakties and Utes of the Ttuas rtesoner, Truss 1 Fs�+neer o TtU0$ 3AanvTacemxer. €.veteas trtharmerse dofi¢rtxf fey ,a Centrad ag£e.ed try0n st tc RIR by at Da€[ies ravoleed. The There Donor, Ereaver is lZ T the B 19d.%; Desoffner w Tnas Systenv Enquedc ally txeWaryt. Ari cafritahZed term are as defined inn TPI f2k- to' ENIINMUNO t.tc CaTryrc M 8d.ditet fhut3nrkf-Cit,! Esbg rmcnfg. LLC, {F?cd}- ReprodnpcCion of thus dacuntenC #t any lexwrn, sa (trtshlkditltl vMhckR wr#tan prh'missean fax n Nolautyr ej �--ZO--Q-4-2--+0 .......... 2.0-0 2-4-8 2-1-0 '1-4-7 5-4-9 64-9 4-5-8 E� 16 OX6 300 11 10 5X10 H WO 2x4 H 4A I E LOADING lost) SPACING- 2-0-0 CSL DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 054 Vert(/ -L) -0,17 14-15 >999 240 MT20 1971144 TCDLLumber DOL 1,15 BC &7l Vert(TL) -0,4314-15 5764 180 BCLL N, Rep Stress Incr Yes WB 0,91 Horz(TL) 0,18 10 n/a old BCDL 10.0 Code IBC2012/TPI2007 (Matrix M) -------- - ---------------- Weight: 146 in FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purling, except BOT CHORD 2x4 SPF No2 end verticals. WEBS 2x4 SPF Isi SOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: SLIDER Left 2x8 OF 1950F 1,7E 2-11-0 2-2-0 oc bracing; 14-15 6-0-0 oc bracing: 10-11, WEBS I Row at midpt 6-13 REACTIONS. (lb/size) 2=1247/0-5-8 (min, 0-2-7), 10=1 11510-5-8 (min. 0-2-2) Max HOr7 2-227(LC 11) Max Upfift2=-73(LC 12), 10=-17(LC 12) Max Grav 2=1538(LC 2), 10=1366(LC 2) FORCES, (lb) - Max. Comp./Max, Ten, - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-81/384, 3-4-3294125, 4-5=-3503/20, 5-2 1 =-2136148.6-21--1922/68, 6-22-=133 5, 7-22-_12071117, 7-23- 1207/110, 8-23--1370/80, 8-9--1377/58, 9-10=-1320/33 BOT CHORD 2-16-.3211836, 15-16=011 245, 14-15=- 1213156, 13-'14=011686, 12-13=011 119, 8-12--374/64 WEBS 3-16=-1832/0,3<15=012915,5-15-0/352, 5-14=-1555173,6-14=0/674, 6-13=-976182, 7-13=-331900, 8-13-253/87, 9.1 2=011 177 NOTES - 1) Unbalanced roof live loads have been considered for this design, Exp C; enclosed; MWFRS (directional); canfileverleft and right exposed; end vertical left and rightexposed; Lumber DOL -1.60 plate grip DOL=1,60 3) TCLL: ASCE 7-10; fyr=300 psf (roof live load: Lumber DOL -1,15 Plate DOL=11ft Pk,,=30.0 roundsn -Pf=208zzzzzzzzzz roof snow: Lumber DOL=1,15 Plate DOL=1,15); Category H; Extr C; Fully Exp,; Ct-1,1 4) Unbalanced snow loads have been considered for this design, 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 pet on overhangs non -concurrent with other live loads. 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 4 6 ,&WARNIN6 TTOM ato 0'�ffyrhnaTso 6 hue/ rfev 11-14) before has Unksmi rehearse Stated 0. the Too, coty Was corthectim Plates Shag be used to, this eanf As a Truss Difoon Flifigneor n a the "at bit any TOO reptuagoft an accefronue at the prolegraignat eroannit tesponstImMy to, the descin thee, swittle Truss delaotpd on the Too only.. under TR I ' S.Aabffe #Ay and use of Truss. for any EkAdefir is fee respontutacy of the Ow;e,, the owners w1holared a9fort W the Seere ding Chaggw, 4, the context of the IRS, the 18C, the goes btrikhro code and TF1 I No aranceal of the TOO and any fiend use at the mass, Ockmehyr barehfet, stat age, srMaltabon and bracire, shag be the respoesduly of the Owners Designer and CohVWtT,. M notes W W in The TOO and the Pewfifas and! W s of Oneself; Component Safety Infineantion (OCin) Published by TPI and ,".SGA wrehiresentd to, gerhoar cadence TPT I defines ors and duties of the Truss OvAgonu, Truss DnW Eags,aI The" Mahu(adUref, W00M OffsearSe dythted or a Colored agreed upon It w tfhq by al ponies isuofled The Truss Oessir, Eirgaiier, st NOT ft. Bushing Sees- o, Truss System Engines, Ter any butding AN capYagarid leans are as deftned rn TPr i LLC CTanytright 0 2014 PhAtu-WDO Entisnerowe, LLC, VD J) Reprodmuon of !hes doayroar in any from,from,is pfTehoded esiborit written peoussion from Proauaw'Dij EMINEMMO 2-3.8 1-7-7 2A II 3 LOADING fpsh SPACING- 2-0-0 CSL TOLL 30.0 Plate Grip DOL 1,15 TC 0,43 TCOL 10.0 Lumber DOL 115 BC 0,01 SCLL 0.0 Rep Stress Incr Yes WB 0,01 BCDL 10,0 Code IBC2012rrPI2007 (Matrix - M) 2X4 115 30 = DEFLin (foc) I/dell Ud PLATES GRIP Vert(LL) 400 5 >999 240 MT20 197/144 Vert(TL) -0,00 5 >999 180 Horz(TL) -0.00 4 We n/a I LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF W2 WEBS 2X4 SPF No.2 BOT CHORD REACTIONS, (Itilsize) 5=342/Mechanical, atzr-84IMecher"I Max Harz 5=60(LC 9) Max Uplift 5-111 (LC 12), 4�204(LC 16) Max Grav 5=509(LC FORCES, (lb) -Max, Cornp./Mae. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-5-495/119 (T ma - end verticals. Rigid ceiling directly applied or 10.0-0 at bracing. NOTES - 1) Win& ASCE 7-10; Vuft-110rnph (3 -second gust) Vasd=87mph; TCDL-6,Opsf,, BCDL-6,Opsf,, h-15ft; 8=45ft; L=24ft; ... Cat, 11; Exp, C; partially; MWFRS (ifirectionag; cantilever felt and right exposed � end vertical left and right exposed: Lumber DOL=1,60 plate grip DOL=1,60 2) TCLL� ASCE 7-10; Pr=30.0 fist (roof five lots& Lumber DOL -4,15 Plate DOL=1,15); Pg=30.0 psf (ground snow)" Pf=20,8 psf (flat roof snow: Lumber DOL=1,15 Plate DOL -1,15); Category It-, Exp C; Fully Exp,; Cto,1A 3) Unbalanced snow loads have been considered for this designt, 4) This truss has been designed for greater of min roof live load of 12,0 pid or 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live bads. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10,0 pst bottom chord live load nooncurrent with any other live toads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 8) Refer to girderts) for truss to truss connections, 1i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IGO lb uplift at joinds) except (#=Ib) 4-204, 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIfTPI I 11) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, WARrONG - FrWase thaogWy reverse tne'twtonvra ftknmodarfitedrent of Profftofd Standard Tains for Manufactured Prororeft." form Ver deson proateraery, and mad octes on this Twu Oesagn DnavvV ( W) sea the DO RoUrfeme Shed nev M14) borofe.",Urdew otherwoe stated on the, TOO, only Plates shalt be tooddor thefID0 to be vrMet Asa TrusaCyaygn Enginew 3e e , Specuffty Engemert, ft seal on any TDD mpuhents an amraptance of the 5rn9easreanea 010fteling responssatfty for the dftQn of the sefire Truss deWed on for, Too oNy, undw TPf I The meor assumptarns, kradeldMomy sctetatrAityr We use of free 7 nm for any Bofors o -s the n,epxwad bft of the Osew, the 0yeters arehonzed aaeM of The SofWaV Desurrec or the, contextof the W, the 18C, the Rahn buy furg cede and Pi RI The sFarrcrvad of the mr; son any freW free of the Truss, rodertiog handWet. Wwat;K, 4031ahOn and To"% tm9ft be " lerreevetAim of the BuArlmy; OnVAfff deer Contractor. A# notes set out m the TDc and the Vorroft"and goetthrem of sudowei Component Safety Infectnabon (JeCS4 imblymed by TPI and SSCA we mheenoW forrne'af guidshoo, T I defows ft and dotes of the Tam Destgner, Truss tfewgn Engine, arm Trues Manoelwer, them omenotse, defined try a Contract afft"d upon m oeemg by so parres, mv ved The Tress Detefirt Enypner e, NOT the Sn" Desqnv of Irrere System Engineer to, any tookieV Ail captalved terms are as dtftted in TPt I COPYFQM 0 2414 PfoBudd-DIJ Ervirrefoorc LLC, (Old) Repodchre, of thm dacuarrent, 0, any rare. is proMded oedrout eaften permyoke from Prrowei-rej 2-" 3-7-7 LOADING (ptd) SPACING- 2;0-0 CSL TOLL 300 Plate Grip DOL '15 TC 0.43 TCDL 10�0 Lumber DOL 1,16 BC 0,07 BELL 0,0 Rep Stress Ina Yes WB 0,01 BCDL 10.0 Code ISC2012fTP12007 (Matrix M) LUMBER- TOPCHORD 2x4 SPF No.2 BOTCHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 5=341/Mechanical, 4=81tivechanical Max Harz 5=81(LC 9) Max Uplift S=-98(LC 12), 4=-33(LC 9) Max Grav 5=433(LC 2),4=109(LC 24) FORCES, (to) -Max. CompJMax. Ten, -All forces 250 pb) or less except when shown, TOPCHORD 2-5-4001118 DEFL. in (loc) I/defi Ltd PLATES GRIP Vert(LL) -0.01 4-5 >999 240 MT20 1971144 Vert(TL) -0,02 4-5 >999 180 Horz(TL) -0,00 4 n/a nib I Weight' 18 to FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-7-7 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES - 1) Wind: ASCE 7-10; Vult-1 I Omph (3 -second gust) Vasd-87mph; TCDL-6.0psf; BCDL-6,Opsf; h=15ft; 8=4511� L-24ft; eave=4ft; Cat, H; Exp C; partially: MWFRS (directional); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL- 1 .60 plate grip DOL -1,60 2) TCLL� ASCE 7-10; Pr=X0 psf (roof live load: Lumber DOL- 1 15 Plate DOL=11 5); Pg=30,0 psf (ground snow); Pf=20,8 psf (Pat roof snow: Lumber DOL=1.15 Plate DOL -1 AS); Category 11; Exp p,� 3) Unbalanced snow toads have been considered for this design. 4) This truss has been designed for greater of min roof live toad of 12.0 pst or 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads. 5) Plates checked for a plus or minus 5 degree rotation about As center. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads, 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANS!1TP1 I 11) "Semi-rigid pitchbreake, with fixed heels" Member end fixity model was used in the analysis and design of this truss. M WARNHA3 - Phtme thanoughq of.m. the "Cust~& Mare hafedgemnk of Raft0d StwWard Terms for MarathooWed lyroduds" hare VA.My dagn perramehos and mad "as on Va% Tnm Deem Danany; {TDD) and the W Reference Sheet (mo I 1.14) beftwe use kMess orhannem, stated on the TDO, only We< connedor plates shall be eased Nr fts TDO to to vand As a Tntes Dethgo ENIrtcef is a , Specotty Enrpowf, the wag on any TDO represents an acceptance of the frofewynal enga.",fnq mpanabihty for the destrin of the sargie TntN, depoded on the TDD only. under Tfof I I he desq, MWMpWn&1 bartng mnrkrow vu,Wyeifty and use Of thm Thum for any sumoet of the resp remlefty of the rower, the Owner's ardhoruord agent of the Swung Desyner, . the wMeet of the MC, the 60, the fecal ow1drrhi %"TPI I The of t ry W h= applovai of the TDO And any Wd uge a the Tru", todultorr ha-CAM9, owage, olgathtUon And bteong, shag h0 the reSponl5akity 0 the thAdeq; Deschwo and Cwtuoyo, AN nam TOO And the ==dem" of aviWff Component safoy h4b,mtkon (BCSh pubbshed by Ter and $8C.A am hhehheehl for general fhadanoe, aod ThA3 Manufadurer, unle%$ othenelse defined by a Co0jad aphedupon to mr6for by alpartes mowed. The Truss 0"hEnqmeafm NOT the 8o9doVDe%hfher or Truss System Enytehav for any bundont Atf carotahred terms are as. d0nod in TPI I COPY09M 0 2014 PyoBarildD0 EroneereV, LLC, d DQ) RWodud*n of skate deorrehhL to any turn, is roafamed oahrout aeaten peomwon fnan roortwet Dj LOADING lost) TCLL 30.0 TCDL 100 BCLL OD 8CDL 10,0 LUMBER - TOP CHORD 2x4 SPF W2 BOT CHORD 2x4 SPF No, 2 WEBS 2x4 SPF No.2 2-3-8 5-7-7 M M SPACING- 2-0-0 CS1. Plate Grip DOL 1,15 TO 0.43 Lumber DOL 1,15 BC 010 Rep Stress Incr Yes WB 0,02 Code IBC2012/TP12007 (Matux-M) REACTIONS. (lb/size) 5=402/Mechanical, 4-183/Mechanicai Max Horz 5 -102d -C 9) Max UpliftS=-102(LC 12),4=-37(LC 9) Max Grav 5=506(LC 2), 4-224(LC 24) FORCES. (to) - Max, Comp,/Max, Ten, - All forces 250 (lb) or less except when shown, TOP CHORD 2-5=-4531134 E� DEFL, in (too) Wall Vert(LL) -0,05 4-5 >999 2 11 Vert(TL) -0-12 4-6 >529 Horz(TL) -0.00 PLATES GRIP MT20 197/144 Welght: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 DO bracing, NOTES - 1) Win& ASCE 7-10; Vult-110mph (3 -second gust) Vasd=87mph: TCDL-6,0psf; BCDL=6,Opsf, h=1W B-45ft; L-24ft; eave=4ft; Cat. 11; Exp C; partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -IAO 2) TOLL: ASCE 7-10; Pr --30.0 Pat (roof live load: Lumber DOL -1,15 Plate DOL=1,15); Pg=X0 psf (ground snow); Pf=20S paf (flat roof snober DOL=I, 15 Plate DOL-1,15)� Category It; Exp C� Fully Exp,; Ct=1.I 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12,0 off or 2.00 times flat roof load of 20S psf on overhangs non -concurrent with other live loads 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live leads. 7) * This truss has been designed for a five foad of 20,Opsf on the bottom chord in aft areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 8) Refer to girdera) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (#=to) 5=10Z 10) This truss is designed in accordance with the 2012 fritemational Building Code section 2306.1 and referenced standard ANSIrTPI I 11) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNiNG - Please thoroughly review Acknowledgernent of ProVenyl feandayl Terms for Manufactured Nodvets" foan, wW read notes on this T,vn Oesgn Chytionnt JDD) ardthe toJRe1nrexey,h"t(rev 11-14Y Wore use Uryess, otheovase gated on, the TDD, only Wet, nomedix ptoft sheen be aced for MDd01SP0`b=1W1MJ`Z1�`a Tom Design Eroxneet # e . Spedafty, Engoveiq the seaeon any TOO repeonts an &noeistince of the Professional ergineexing respat81b81fiy be the oletogn ofthe ioNfe Tnemsdepeefdon the TDO o0y, under TM I The design axsutrridione,. loaftyng condtfions. S-AbbAdV 3e4 use Of Pat Y In" far ear Enli" W , ft MPOWbtftv of the Oyoel, ffit Cyaners authanzed agand o, ft SuddkV Des the kical r9keAng rale TN f The "ynef, in 0*1 00MOXI Of the IRC, Van 18c, 1= afenoeM of the TOO and any fiek! uw of #,a Truss, vid0ft tnvalkq, stxage, vistaRabo. aro bnesng, ehaff be ft,esponsabdily t � 0 and the iW,Sh pulfthed by TN af14 S&CA are nyfe,enced to, tpoweat gwdance TPI I defoes the feWtoetAtm and dutin of the TnOs Dotnq,ve, Trus by a cora act sweed Upon M �enlinq by OR paways'nvolved The, Tmss Design Er9new is NOT Me Suialmy; Designer aw Trite, System Enwnees to, any buddkV AR cap4afeed nanm ate � defined in nnj I CopynirfA 0 X it PmSudd•DrJ Enwneenhit, UC, (Cy lye Rep, WW= of this docutnent, in any fore, is rwoh,tdad w,9Pmt wMan peonnatow ban, fotadd-EY,j 2-3-8 6-4-8 Scale - 1:22.5 3xfi = 30 _ _ � a LOADING (par) SPACING- 2-0-0 CSL DEFt in (fact Well t ld PLATES REP TC:L.L 30.0 Prate Grip DOL 9.15 TC 0.49 Vett(LL) -0,07 4-5 >999 240 MT20 1971144 TCDL 10,0 Lumber DOL 1.15 SC 0.24 Vert(TL) 0 17 4-5 >412 180 BCLL 0.0 Rep Stress Incr Yes WB 0,02 Horz(TL) -0.00 4 We old BCDL 10.0 Code ISC2012fTP12007 (Matrix M) _..._".. Weight 32 Ib FT = 0% LUMBER- RACING.^_ TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad Sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) 5=418/Mechanical, 4=205/Mechanical Max Harz 5=106(LC 9) Max Uplift 5=-904(LC 12), 4=-39(LC 9) Max Grav 5=526(LC 2), 4=249(LC 24) FORCES. (to) -Max. Comp,/Max. Ten, -All forces 250 (Ib) or less except when Shown. TOP CHORD 2-5=-468/139 NOTES - 1) # ## # • .a # exposedExp C� partially; MVVFRS (directional); cantilever left and fight right# _. , # Category2) TCLL: ASCE 7-10� Pr --WO psf (roof live load: Lumber DOL=I, 15 Plate DOL -1 15); Pg -30.0 psf (ground linow); Pf=20,8 Pat (flat roof snow: Lumber DOL -1 15 Plate DOL=I. 15); # non-concurrent3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12,0 pet or 2.00 times flat roof load of 2(f8 pst on overhangs live loads. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 7) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6O tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to • #"ria) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at -lb) 10) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSIfrPl I 11) #.# pitchbreaks with fixedheelVlillernberf fixity modelused in the analysis and design of this truss, September 3,2015 w afyetrr ac - €s ease VW0,iy mvat;.w tfxe'"Custtuemr's Auk areal of Pra£iu+PH atansSasd 5'ernra tpe manuPau4ured ptodc Es" frrrna Yer NN d n fxazameterx a read nWes an tt+ts Truss f?ea ry Dravnrvg {TDO} _.. and the Dr,f Rek ence Sheen frev Y i-140 before usr:U eriharntise s9aku24 ora tfne Ti'i{7. arty MsT r connector psatca tse eased fix; 1411 YW io be ez0d. Asa Trans Dann Eropmer d e, Spec'saky Errgmeerp,. fhas seed on any T4'N3 reKx't ws%e an ac p#akar of Lire gNofrs9srbdit co threertirttt ,, the >neaae gar Ufe deed O Dille she S i'russ depx:se9 arc 01 iDD urry. the C, e The dheiz eascuikhng o kaadang fat I lee, appoy l and rssat and Truss lar se Suhe T Ps firedeadae; hardy at #Yee r, the C}avnea a:a#aanzeti adrnt ax the E%sreWhrg kTeExtrret m Oho Drnat o1 flxr 6&t"&'.' rpm for the eaes bank#tky cede anO an i. e appravaP nitro TDO asxi asp find eaer W the i . indudrtvg Mara,Ni:kry. sk�apO, SnstaNak.'an rad Fxasu+u,T, shad+imi the zeafransCSuidy ofthe 8uifit4rop ' aer.v.vd i:ont€ac`6ar. AN nal;+:w set avi vn the 7D!'d and the prac4cers and atxPeil"'S of ihakkxn t Cos a>*nont Satsty infi)MaWn (SM) puh$tsheei by Tf'r4 and SSCA ate refeaniced for gw rtW gmdakce TPI f definca #Ac<+ %part* !f w anal duhas of Che Tftm Dasopnef, Tnm Design E.engaseer and "Ones M1Raau&adaxea, unless oeharwwse defined by a Contrad geed open Pn w omj by as par ens inodved.'ihn Tzars,. Bann Engineer Es NOT the Sung Deatgr er of 1,v%% System Erign eer lzv for ant, knrtfdmg Ali napaaf tad deans eras as defused in TM f. Copyright 0 2014 PmBudd-DO Engmeenarg LLC, (Ard) Reprodudtem of thm docvnwn t, 3n any form, rs prehibRed a4hoxa wMe n peorrisvon horn ProSu*J-DrJ. Ml/VE'RlMuc F_._._._._......_...__�: 3-85 6 LOADING (psp SPACING. 2-0CSt, (loc) Vdefi Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 17.43 TCDL til 0 Lumber DOL 115 BC 0.17 BCLL &0 Rep Stress Incr Yes WB 0.02 BCDL 10 0 Code MC2012ITPI2007 (Matrix -M) LUMBER - TOP CHORD 20 SPF No.2 Structural wood sheathing directly applied or -6-6 oc purlins, except BOTCHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 Rigid ceiling directly applied or 10.0-0 oe bracing. OTHERS 21NI SPF No.2 REACTIONS. (lb/size) 5=389/Mechanical, 4=165/0-2-14 (min. 0-1-8) Max Fiore 5=98(LC 9) Max Up8ifi5-_101(LC 12), 4=µ96(K 9) Max Grav 5=490(LC 2), 4=2 L C 24) FORCES.Comp,/Max, 250 F or TOP CHORD 2-5-4,411131 4 3X6 3x4 -= DEFL. In (loc) Vdefi Ltd PLATES GRIP Vert(LL) -0,04 4-5 >999 240 MT20 1971144 Vert(TL) -0,09 4-5 >660 180 Horx(TL) -0,00 4 nle nta Might: 2$ to FT 0% BRACING- TOP CHORD Structural wood sheathing directly applied or -6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oe bracing. NOTES - 1) f # *t' fnfireetifonalt�cantilever left and right exposed;f vertical left and to O 60 plate grip (ground2) TCLL� ASCE 7-10� Pr --30,0 fist (roof live load: Lumber DOL -1, 15 Plate DOL=I,l 5); Pg=30O psf snow); Pf=20,8 psf (Pat roof R. Plate MO Rf f 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12,0 Pat or 2,00 times flat roof load of 20,8 psf on overhangs non -concurrent with other•a checked5) Plates for a R..s it minus 5 degree rotationabout 6) This truss has been designed f psf bottom f f live load nonconcurrent wdh any other live toads. 7) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, 8) Refer togirder(s)R f: 9) Bearing at joints) 4 considers parallel to grain value using ANSf(TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, 0. Provide connection 4. others)bearingm:. at joini x 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jointis) 4 except (jf=fti) 5-101 12) This truss is designed in accordance with the 2012 International Building Code section 2306, 1 and referenced standard ANSVTPI 1. 13) "Semi-rigid pitchbreaks with fixed Peale Member end fixity model was used in the analysis and design of this truss, _..._ ................._..e.,_......_ WARNING P4case tt oraugnfy fCNN;W the "ef0fe use ist, stated to on Pier Stardafd mN MITess hm AAanetfardraafi h0PlOdWW"farm thfsy d parame¢ers ant sdazf r�c?a cut dad T1"4t35 C7esugn tkacaer� (1 001 aas! the C7rJ Reteteeene Sheet (rev 5 7-i4} before vast t3rtlesa;Ttfra+svaae stsked+rn ttsa ZDD, only dRrTek rdaf taadex shaHg Rae fur thss TCF6 to trr. valkfi A.s a Trams CA^s+gn irz}yvpraar (w. e . SpaeaaRp Errgaaner}, the seal on any TDO ta}xeaenfa anaccepaafio of the pofiessm,tai erbgane nnhy r Srty hx the ymssgrn at the aengte Truax doidded an Vie Too ody, Under TF4 1 Thedemssumptttrns, toatleng fwnc#tkma. suit and wie 0"M Tars yet any arodmil m the responsaxMy of the r, the Clwsver's authored agent or the ntnkhriy Oft mer u2 fhe ¢xsnteid of few PRC. me INC, the tante bifiNhag conte and TAY 9 The aPtsuvat of the Too and any f ea use of the TIM, lndur#rrag harsdiing, store", enstaviawn and d , ahas br the reSPO myRy e4 trre Ciuikfing Dieto er and Csixatractarits erdtes set Out in the TDD aad the g+r - v31 guataknex o48ue.!'srng C;xngotrerrIS oatety Inh,,,-ft8ott iFSCSPR puNished by'rPi ssad SSCA ase rafereneyd fcsr genlna4 gwrPastae I f 0eftes the responsbuties anzt ' of the'rmw Debt fief, Trute .. re katd3treoer arrc9 7rarsa Manutauturer< unSeaa akhacvro5ae detrneei by a CadrtirarEtecaef utm+v rvv wrrttictg by OR parttaa rnvdved The Tra+ss 4>esagct E.r>Syiraeer lVi7T the €3osnduag i3esigreer az *erscs System Entioraoe< for any building, Alf c. tmed terms are as defined ue TPI Y. v. CUtYyrignt 0 2014 F'ra9u¢ki"00 k'.tagineezrng liwC,,. g4c3) 3'tegradvctien of this d6u.1R5eltt, in any f(#en, o,prohituted xxYhoeei xavider gx;masatxr Ymrxa Praeaski-DsJ.Jitux. 2-9-15 -41 4-3-10 4-7-2 5X8 4 1 0 D 9 2g4 it 4X8 7- 3X6 It LOADING (pstt SPACING- 2-0-0 CS1, DEFL. in floc) Ildeft Ud TCLL 30,0 Plate Grip DOL 1,15 TC 0,71 Vert(LL) 0.05 2-8 >999 240 TCDL 10,0 Lumber DOL 1,15 BC 0,57 Vert(TL) -0,07 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Hofz(TL) -0,00 10 Title rile BCDL 10:0 Code IBC2012frPI2007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 SPF 240OF 2,OE TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No. BLIT CHORD OTHERS 2x4 SPF No.2 N 1 EACTIONS. (lb/size) 2=67910-4-9 (min. 0-1-8), 10=6971kilechanicu? Max Horz 2=95(LC 12) Max Uplift2-150(LC 12), 10=-1 78(LC 12) Max Gras, 2=819(LC 2), 1 0=775(LC 2) VA11 go I I I I I I I L4 WE Ea��g M --mm Two MWWWW g M 4 Ise 10 PLATES GRIP MT20 1971144 WeighL 49 In FT =0% Structural wood sheathing directly applied or 6-0.0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Va,Opsf,, BCOL=6-0psf� h=16ft; B=45ft; L-24ft; eave=4ft: Cat. 11; Exp C; partially; MWFRS (directionap� cantilever left and right exposed; end vertical left and right exposeiL Lumber DOL= 1.60 plate grip DOL -1.60 2) TCLL: ASCE 7-10; Pr -30,0 psf(root live load: Lumber DOL=1,15 Plate DOL=1.15); Pg=X0 psf (ground snow); Pf=20.8 pal (flat roof snow: Lumber DOL=1.15 Plate DOL=1,15); Category 11 Exp C; Fully Eygp,� Ct=I.1 3) Unbalanced snow foods have been considered for this design. 4) This truss has been designed for greater of min of live load of 12.0 pat or 2,00 times flat roof toad of 20.8 fist on overhangs non -concurrent with other live loads, 5) Plates checkedfor a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10,0 Pat bottom chord live toad nonconcurrent with any other five loads. 7) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 8) Refer to girdera) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at tomps) except (A=lb) 2=1 50, 10-178, 10) This truss is designed in accordance with the 2012 International Building Code section 2306,1 and referenced standard ANSIfTPI 1, 11) 'Semi-rigid pitchereaks with fixed heele Member end fixity model was used in the analysis and design of this truss, 12) Hangerfe) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 to down and 61 to up at 73 lb down and 61 Ib up at 5-7-7, and 194 lb down and 66 tb up at 8-5-6, and 194 lb of and 66 lb up at 8-5-6 on bottom chord. The fn/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE($) section, toads applied to the face of the truss are noted as front (F) or back (B), Lff f WARNM - Photos thorMathly ofsten, Me, "Cusyntleft AfrWar% ",enrent of Poerand StandaniTtgrns Alf Manufletwed Pasandt`"'form Ven d"fM paragogem old read norts *a thm Tq,ss DeSyrt DIAIMIG JDD� and 010 Ott Reference Shftt (fev 11,14) hearor use Uoleslt Aheorate s 0 tated . the TOD, stay Wee cooneclor )hate; shag w be ed tot that n to by, vend..As a Toros Desein Elainwer, n o., Splogafty Engineer), the seal on any TDD reptsmes an acceplanoll of Me pohnsomah fastinwonly; hysporolksky, for the dearth, of Ont single Ifoss Sainoted on the TOD rally, under TR I The design tegentopbom, eta ntr ft-datafty and uye of rise I rua to, any B.11dwsl at OW, responsdattty of the Comyo, Me Oentlms weVanDed agent W the 8.4dwa Doft rt�`*`yggohy 'Tow, m the Wetext of Plit IRC, the 18C, the loeW bddng onto and Pt I Tne alystwof of the T Do and any treat star of the Tnest, onnudas, haselft, starage, wanallatton and Waam, ones he ft rMporyffletary 0 Ole eddeV Orhygne, I and Contractor, AR nonts set .0 0, her TDD arwil the trocroes and qUdetues, 0 SuRdeft; Cornporarrh Safety infouraffim DoCS�) fastalathad by Tfri and BOCA we refthemnal tau fienerat tendave TPI I dartolet the, dgV.cgfyAgM" and toads of the To" Ofogxohc rtte Desitin Ergefem, atnt TR*% Manufadwor, wono, otneryles, defined by a l' Onktad street shot, in one, Q by all parks rwNVf,.d The Truss Deloge Engineer rl NOT the Suitorlat Designer N Tons Syseye Ftnimeer too ally hided n; Ali capitals terns ate no defined len TR I Coppers 0 2014 Pro011OWDO Engentenrot LLC (00DRenotymnon of get, docuesen, ot any form * profetfled wthow vamer, peonalsion from FT.Enaid DO 0603-MUMMIAM LOAD CASES; Standard 1) Dead + Snow (balanced), Lumber Increase=1,15, Plata lncrease=1,15 Uniform loads (pill Vert: 1-2=-62,2-4=-62,2-8=-20, 5-7=.20 Concentrated toads (lb) Vert: 12=93(F-46, B=46) 13=-131(F=-65, B=-65) 14=-366(F=-183, 8=-183) WARNING - Paom e, ttt<tt tQhhr he*,v the "C:%0r ryp tv&gement of Proceed sneered ered TIema for Manuhacered Producer terser Verity deso paranatevs and read motes on than. Truss Des Dee (TDO) aruf the DIJ Refs rence Sheet (rev. 11A4) bedore use.CdnEess od skated on tyre TDD. only MiTede m rurdor poses sho bt armed W ttax TDD to be valid.. Asa Truss Design t re art aer h e Sp %,iD1 Engt e'F. the "Won any TDO eetuesonot an ptwi`e a the prafessu nai engineanng relrawSbifty, for the detrain of the sesgte, Truss deputed an the TOO only, undo TM f. The desugn &%yomfews,Padding} arndatvrrn¢a sasatalririty and Use of tlmt Truss he any Buddstg m the roopsymbfty of Mt fir, tk+c s mutdro;afazed apen¢ ar the pkkrklaraagg�Szes ner. Fez the aro!kc:KS ofthe th"C the IBC, . the dtaea6 bottling pude arxt TM 1 The —qv, approval of the TOD and any Ree hoe at the Tress, drrolea+ hasrdik'ag. storage, ir«skasmhon dsrd t. mtarnp. analt tv! the rt�stxs¢ussdaPiry of tht Breidierg Diotgn r and Contr +ar. A6 noes set out an the, Too wW the A► puacf€sas era! ,Wdfnovr%of Buktdda�e} Com{xsnent gafeEy (nh+rmaffoav (ESG:4It pueeshed by I Pr and SBGA we referenceu9 fpr fienorad putdan e TM t defines the resrm¢uaab bben send Mi is of the Trus Dirs,fpso 'Frees Desetn Ettgarrtse dmti Truax Msnutac;uarer uratees athaotwuca± deNrfed by a CRnlnklt +sgtteed Upon m etAIng tW as padres essayed.. The Truss noose EVnetr is NOT the 3ezafdueg Desgner a Thh,s SysteW Eesgknets fW MY bxnatang AS c dfa+axed seems are dermed m TIN f. to CoWrght 0 2d 14 PretSIM,C,)tj Eng next ,.ac.. JDaJ>. Rn edoosen ars shin deeneretx, e, ,an arra, N ptersteted vshord neten EWINEMING uc _. _.... e5i fs` Y rwamtexflien from pfeawef-Dr3. ,ZAV-141-511 ,4,0, 2-74 4-84 4-84 4.: 4-0-0 4-1-12 4-6,8 1,_,._ 4-6-6 4-10-0 Toxic 74 2A It yes 4X6 3 8 00 Fly- SX10 4X6 �N • 7 14 4X6 is SX10 i 6 06 NN 4.00 Fj' 8X12 a 41 42 ""' 8. 1 27 16 2X6 If 40 7 7- 1 4 1- 3 12, 13 1 47 48 SX6 �N 4X8 6-2 21 14 0 1 20 16 9 3 32 31 5152 29 53 28 26 35 34 49 54 26 215&5980 61 2A It toxic 8X8 = 54 24 55 23 $a 22 2062 63 19 6465 Is 54 06 = 2.4 it 1X8 = 5X10 alas- - 1 6x8 = yes 3A If 4X8 8XI2 4x$ == 2x4 if 1000 = ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED FOR LOAD SHOWN IN NOTES BELOW, ALL NAILS HOLES MUST BE FILLED AS PER HANGER MANUFACTURER'S INSTALLATION PROCEDURE WITH A MINIMUM OF 10d (148" X 3') NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE a LOADING (psf) SPACING- 2-0-0 CS1, TOLL 30,0 Plate Grip DOL 1,15 TO 0,35 TCDL 10,0 Lumber DOL 1.15 SO 0.51 BOLL 0.0 Rep Stress Incr NO WB 0,97 BCDL 100 Code IBC2012[rPI2007 (Matrix -M) DEFLin (100 Well Vert(LL) -0,27 30 >999 2 1 Vert(TL) 453 2 0 618 Horz(TL) 0,18 23 n/a LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F I 8E TOP CHORD 1-5: 2x8 OF 1950F IJE BOT CHORD 2x6 SPF 2100E 1.8E'Except` BOT CHORD 2-34,27-30: 2x8 DF 195OF 1.7E WEBS 2x4 SPF No.2 *Except* 30-32,5-30,12-23: 2x6 SPF 2100F 1.8E 13-21,6-31,10-24: 2x4 SPF 1650F 1,5E R9131cm PLATES GRIP MT20 197/144 Weight: 1602 lb FT = 0% .......... end verticals, and 2-0-0 or purfins (6-0-0 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-23,20-21, REACTIONS, (ib/size) 2=6536/0-5-8 (min. 0-2-2), 18=4153/0-5-8 (min, 0-1-11), 23-2665310-3-8 heq, 0-10-9 Max Herz 2=244(LC 59) Max Uplift 2=-2 1 O(LC 12), 18--106(LC 8), 23--604(LC 12) Max Grav 2=8049(LC 52), 18=5357(LC 53), 23-32743(L( 4) FORCES. (lb) - Max, Comp./Max. Ten, - Ali forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1 3412/245, 3-4--252931479,4-5=-255961495, 5-40-21988/428, 6-40-21915144 1, 6-41--8739/202, 41-42--87121207, 7-42=-8677/228, 7-6=-1 640/148, 8 -9 -3401126 910= -3471127,10 -43=-3914749,11-43--39/4749,11-12=-39/4749,12-44-13,4/2986, 44-45--134/2986, 45-46=-1 34/2986,13-46=-1 34/2986,13-14=-16913546,14-15--7041269, 15-16=-854t224, 16-47=-33931119,47-48=-34291116,17-48-35451102,17-18--2812181 BOTCHORD 2-35--214/1209Z34-35-3412021, 32-33--395123019, 32-49--81462, 49-50-8/462, 31-50-8/462, 30-51=-308/18448,51-52-307118409,29-52=-308118370, 2q-53=-12217271, 26-53=-12217271,27-28=-84/1128,23-56--9932t3OO,56-57--9932/300, 22-57�9932/300, 22-58=-9932/300, 21-58=-9932/300, 21-59� 162/680, 59-60-1621680, 60-61 =- 162/680, 20-61 =- 1621680, 20-62 -3812853, 62-63-3812853, 19-63---38t2853, 19-64-51378 64-65=-61378,18-65=-51378 WEBS 3-35=-6851/143,5-33=-5212579, 5-32--5542/119,30-32=-421/24412,5-30=-55241124, 6 -29= -12622/284,7 -29--167/11100,7-28--97851250,8-28=-15917865,8-27=-6885/122, •* >F 12 -23=-24996/510,12-21=-242113534,13-21=-I972/43,14-21=-5593/185, 1420--105/6180,16-20=-33381117,16-19--54/3818,17-19--4212596,33-34-7114340, 4-33=-1911356,30-31--1111271, 6-30=-205113177,10-25=-103261206,26-27=01850, 9-27=-911139, 33-35=-1 97/10766, 3-33=-232112458 NOTES - 1) n/a, lzzm�= Note - Truss requires larger beyeing area. Refer to information love for location(s). Building Designer is responsible for cifying, supplementary bearing blocks, enhancers, plates, c it mn caps or other special anchorage required to provide atequate bearing, WARMNG, Please thwoloih�, AeenvAedWayintotFhQSwW,1yvW3hJ Ternst far Mwinfacehad Phatuios" ene, Voq7odoea? mad Man on One Truss Oftign Chasorg (TDCh ant she DrJRNe,w,oeShftA hr, 11, 4p before nee Unless oftiewse, stated an the TDO, holy Wes chnnedix isfan shadl be used for ton ,t5e ;%a the seal on any TDCthf$xesenty an ptame of on irs TDDomy, unew Tyn 1, The design assorntAkeyi, to"Nondems su"WAY aced rase oftin. Traces to, any Suodosm the thap"feity Oft" Chanel, the coneils itudionzect afferd or Vie 8;= = 0 the comext te Itie RC the 0C, the bast wAdfy9 how, aW TPI I The OWWW e the TENS and 8,,y field use of the Tnm$.,nOudeig hisfakV, shxatye. histagoton and tyoc,% she# be the Building Coogow and Codrado, At! not" sat W to ft TOO and the (SC StI puttishod by IN and SSCA we offereonel fitfirne,af quidartiat TPS I defines the otsponstralifies and duoils of the Twidi Ofenti-, Tnfof ed The TneiS DoNg. Entonimn m NOT too Bushey; Deasteser w Truss system Engineer ilw re any blakling Ail capdahzed terms are as derned in flat I j Riddroduwam oflhs Occureent, in any form atpoiedeted wahouteeneal poinfasion her" pnessaily'Do MINEIMMLLC NOTES - 2)4 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 No, 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - I row at 0-9-0 00, Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc, Webs connected as follows� 2x4 - 1 row at 0-7-0 oc, Except member 33-5 2x4 - I row at 0-9-0 no, member 32-5 2x4 - 1 raw at 0-9-0 oc, member 29-6 2x4 - I row at 0-9-0 oc, member 7-29 2x4 - 1 row at 0-9-0 oc, member 28-7 2x4 - 1 row at 0-9-0 oc, member 28-8 2x4 - I row at 0-9-0 oc, member 27-8 2x4 - I row at 0-9-0 oc, member 25-27 W I row at 0-9-0 oc, member 27-10 2x4 - I row at 0-9-0 oc, member 23-25 2x4 - I row at 0-9-0 oc, member 25-12 2x4 - 1 row at 0-9-0 oc, member 21-12 2x4 - I row at 0-9-0 oc, member 21-13 2x4 - I row at 0-9-0 oc, member 21-14 2x4 - I row at 0-9-0 oc, member 14-20 2x4 - I row at 0-9-0 oc, member 20-16 2x4 - I row at O�9-0 oc, member 16-19 2x4 - I row at 0-9-0 oc, member 19-17 2x4 - I row at 0-9-0 oc, member 34-4 20 - 2 rows staggered at 0-4-0 oc, member 31-6 2x4 - I row at 0-9-0 oc, member 24-10 2x4 - I row at 0-9-0 oc, member 26-9 2x4 - I row at 0-9-0 oc, member 35-33 2x4 - I row at 0-9-0 oc, member 3-33 2x4 - I row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Attach BC wt 112" dram. bolts (ASTM A-307) in the center of the member wtwashers at 4-0-0 oc 3) All toads are considered equally applied to all plies, except 0 noted as front (F) or back (B) face in the LOAD CASE(S) section, Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless othenvise indicated, 4) Unbalanced roof live loads have been considered for this design, 5) Wind: ASCE 7-10; Vult-1 10ndph (3 -second gust) Vasd-87mph� TCDL=6.Opsf,, BCDL-6.0psf', h-15ft; B=45ftL=48ft; eave-6ft; Cat, 11; Exp C; enclosed; M%WRS (directional): cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL=1,60 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase -1,15, Plate mere ase=1,15 Uniform Loads (pth Vert: 1-5=-62, 5-8--62,8-13=-62,13-17=62,34-36=-20,31-33=-20,27-30=-20,25-26=-20,18-24=-20 Concentrated Loads (to) Vert: 34=-2102(B) 27=-1425(B) 25=-1425(B) 29-1425(8) 28=-1425(8) 18=-1409(8) 23=-1425(8) 49--1423(8) 50=-1425(B) 51=-1425(8) 52=-1425(8) 53=-1425(8) 54=-1425(8) 55=-1425(B) 56=-1425(B) 57=-1425(B) 58=-1425iB) 59=-1409(B) 61--1409(B) 62-1409(B) 63=-1409(B) 64--1409(8) 65=-1409(B) WARNING - PIefte, thoroq)bty reawr,& the"Customer's ,4 o ad n P fdf%r!tfjYd Term far Manufacreed Produche Torre VVI a and read rotas M fres Truss Ofthfil DraMlef GON and the NJ ReOernea Sheet (w 11 14) cm the sera on any IDD represents an wsr"nce of the prodeewonal engre"neyl re Melly fm he, desqn of the smgte Trm detected on the 100 ondr. ureka TP! I The dengn assumpteafs, baduig confstpos, fhatabady and W of thm TM$ for any audding's taRrmpoombity of the Owee,, the Onrer(s authonzed asset or the state" Defarm, . the contest of the fiyC, the IM, the kGaI WININ node and TPI I The aproaeraf of the TEXT and any fieed use of ft rwes,ardIxterg hardeef, stowage, Maranon And braerng, shaN he the mpDseAdy of the Butufag Desgnew and Contracto,. Aff makes set " w, the TDO We the plaOn-es arts] gunlehetes or S.Mwef Conatanent Safety 44 nhation rW81) pubotned by nn and SABCA are hherenced fm rienenat quelance M I defines the resp onsdafibes and duties re the T rum Desqro,, fines Dovgn Erepneet and T,mA Mmutidune, unt"s albrevare, defined by a Contract ao red upon . wUng by aft parhe.% neheved The Truss Desgn &0.", is NOT the SuOftq DIRmIrran or Tnss Sys1fien Engineer 1a any budding AD capdakzed term am wa defined fin I PI I j. SWINEMNOti,c CoWete 0 20 M PoAsaWDO Enateeong, LLC, (o,j) Rephoehxdfidt rat this docurnent, m any Gne, is prolubded Arthoul or, Aren pernfAssx, from PwBetrd"00 2.00 2-4-8 2-1-0 -4.7 2-7-9 4-8-4 4.8.4 -339 4.0,0 5-4.12 5.4.12 6,9-12 T 1.4 ,scale - 1;922 8x4 It 54 = 34 5x6 :.:. 9 87. _ 10 11 8889 go 12 4X5 7 4x8 '' 86 7x8 4.1311 �k2 8& 85 '" 84 4x4 :-5 y. Sxt2'`' 4 313 _. 26 25 29 28 tWO MT20HS 22 5x& 32 31 4s4 11 &x8 It 4x6 "` US -�:: 3x4 11 Eats MT20HS m;: 602 MT20HS := 300 :.=: 20 18 93 3x4 `:; 5x10 3x4 11 92 4X6 t9 94 95 96 97 17 98 99 16 100 7x6 =`. 4X6 602 MT20HS li 8.5:8 ,._., 331_12.__ 17.9-15 .. t 23-1 �_._ .__. 9k`i„,4 _._._� 3'331 4-_._ _- 40 t2., ,_. -_. 47 4Q,U.-.,.,..-„,.. '§,_m._ ., y........_.._._6 �..,....._.m__ ._.� _Plate 5 a&Y2 -9-'t2. 7 1 4 ctttsets (X,Y)•- [2:0-2-0,0-0-61, [3:0-6-0,0-2-41, [S 0-4-12,0-6-4),18:0-5-12,0-2-01, [10:0 -3 -0,0 -3 -OL 112 0-3-1 2,0-2 01,115:0-3-0,0-1 -81, (16:0.5-8,Edge],118:0-4 0,0-3.41, _ LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (toc) Well Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0,95 Vert(LL) 437 26 >999 240 MT20 907/944 TCDL 10,0 Lumber DOL 1.15 BC 017 Vert(TL) -0.7126-27 >804 180 MT20HS 148)108 BOLL 0.0 Rep Stress incr NO WB 0.85 Horz(TL) 0,34 16 n/a We BCDL 10,0 Code IBC20121TPI2007 (Matrix -MI _. -_ ... -------------- Weight: 460 Ib FT . 00 _..-_ . __ _ __ _ a..._ __ ,. _.____a_ .a__.___,_._ .m.._ __a_a_ a__ __,_,_,_,_r_.,_r,_r LUMBER- BRACING - TOP CHORD 2x6 SPF 2100E 1.8E 'Except* TOPCHORD Structural wood sheathing directly applied, except end verticals, and 8-10,10-12: 2x4 SPF No.2, 12913,13-15: 2x4 SPF 1650E 1.5E 2-0-0 at purlins (2-8-6 max.): 8-12. BOTCHORD 2x4 SPF No.2 *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-31: 2x4 SPF 165OF 1.5E, 28-30,23-27,21-22 2x4 SPF 240OF 2.0E 9-2-3 oc bracing; 18-19 16.18: 2x6 SPF 210OF 1.8E 6-0-0 oc bracing. 16-17. BS 2x4 SPF No.2 "Except* 1 Row at nodpt 9-21 27.29: 2x4 SPF 2400E 2.0E WEBS 1 Row at midpt 6-26, 7-25,8-23,11-19,12-18,14-18 OTHERS 2x4 SPF No.2 SLIDER Left 2x6 SPF 210OF 1.8E 2-5-4 REACTIONS. (lb/size) 2=199710-5-8 (resin. 0-3-14),16=142410-5-8 (min, 0-3-3) Max Horz 2-246(LC 11) Max Uplitt2=-245(LC 12), 16--1068(LC 12) Max Grav 2-2474(LC 2), 16=2503(L,C 98) FORCES. (lb) -Max, Comp,lMax. Ten, - Allforces 250 (1b) or less except when shown, TOPCHORD 2-31=-871/48 3-4=-6757/593,4-5-6485/591, 5-84=-68241659,6-84=-6803/672, 6-85-4461/503, •" , 7-86-43971529, 7 -8= -34881528,8 -9 -28831552,9 -87= -2880/552,10 -87=-28801562,10-88--2880/652,11-88--28801552 11-89=-24471589, 14-9 1 =-284411077, 91-92-296011051, 15-92-3070/1046, 15-16-23231765 BOTCHORD 2-32=-249t3307, 31-32-221263,29-30--53616555,26-27--48815762,25-26=-291/3704, 24-25--194/2807, 19-93=-4# ♦" WEBS 3-32--1424/139, ♦ i •1 8-23=-282/625, 19 -23= -30912290,11 -23-7/1090,11-19=-1478175,12-19--9711283,12-18=-750/679, 14-$S=-6121724,14-17=-11131328,15-17-705/2275,4-30=-151473 NOTES- 1) Unbalanced roof live loads have been " « for 2) Whirl: ASCE 7-10: Vult=110mph ♦ s !« Exp C� enclosed; M`iWRS (directional); and right exposed; « vertical « right exposed; p plate grip DOL=1,60 Co*%Wd.6"#§PqL=1A5 Plate A -+• « 000 September 3, 0151 WARNING , R'Rease Shaerr27xRy aevt«w tE'ae "Customer'« .ACHaw raR o! Per�9�rkt 5iarsrtatd Terms kw Manua tired Pr ' toem Ve+ tq de��ri 9�r�mefere arstl read Hikes a�n tktwm drums iies�n Drawnr"I (TD[h ho the W Retearent e Sheet free: 11,14) before ose.Untess oth stated ort the Tor' only Wok sorxaertor Plates $Yeah be, wed hnr this I, 00 to be vain. As a Truss Ereora er (t a,, sfxtcia#y CaegeseeaI,, the aeW on erre T11i7 represents ars AC.Mptance of the psotaessr onai er gineeeing fesponsabuy tw the deetein of the Wit, Tons dapacded on the TOO enfy,. tauter TPP 1 ihz design assunS,9i s, totafing co"bons w4atk Ay and use of this Trues for airy rturk9ng is tlw resportwWrty of the Graney. the Omens wthoozed agete 0, the Wining, Oesl"o in the c orhext of the IRC, the MC, the total! bugle g rude asst TR 1, The afar,wat of the '# M and any hats use of the Truss. nhlodiryf handmsdstorage, mstakabon and bracarhg, Shan by the sestwo ff 4h, o ft aut3digg Deargner :and Coterac w AD nates set NA in the TOO and the ta'actfm and gu000,ieti of aurdd#rig Component sanity Wounation iiK'Sti published by TPI and SSC:A we rehaetured los general gckdanre TM t chanes the aunt dut*% of the Trues neaoner Tntas C'fosV i Engineer and Truss Marsuactuser, untM, othe were hearted by a Conhad agreed upona, writ+ng by as iaaatres arrvoNed. The Teresa Design E.rrgi, or is NOT his, 6uMirsg Denner v Truss System Srvomew for anybuddog A# r ti taWed teems are as deflated in TPI 1. rr' C.ogryx�tat � 2f?t4 e3r4apaxS-CN,1 Erigk:eeemy). Cf.C, (£NJi Repeadrxliaas oA @his tlecaaxaaant. to aeay loam, rs itx3act e4ihcxa wr4gan tae=cm�sian raorar r*ro6tn`rd, IWTE5- 5) Unbalanced snow loads have been considered for this design, 6) This truss has been designed for greater of min roof live load oor 2,00 times flat roof load of 208 psf on overhangs non -concurrent with other five loads. 7) Provide adequate drainage to prevent water pending. 8) All plates are MT20 plates unless otherwise indicated, 9) Ali plates are 2x4 MT20 unless otherwise indicated. 10) Plates checked for a plus or minus 5 degree rotation about its center, 11) Gable studs spaced at 1-4-0 oc, 12) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads. 13) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6,-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL = 10,Opsf- 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except 0te4b) 2-245, 16=106& 15) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSYTPI 1. 16) "Semi-rigid pitchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss 17) Graphical purfin representation does not depict the si7e or the orientation of the purlin along the top and/or bottom chord, 18) Henjerts) fdrither c*Aaer-fion 0vicets) sk-Al a-- irrirvifef, sufficient t* su;ia6A concenitrate* 245 4up at 34-9-4, 74-5, dvvm and445 lb XF at 36-9-4, 7-4 to down and 245 lb up at 38-9-4, 74 to down and 245 lb up at 40-9-4, 74 lb down and 245 to up at 42-9-4, and 74 lb down and 245 to up at 44-9-4, and 174 to down and 578 to up at 46-9-4 on bottom chord. The designIselection of such connection device(s) is the responsibility of others, 19) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber increase -1.15, Plate Increase=1.15 Uniform Loads (pit) Vert; 1-5-62, 5-8=-6Z 8-12=-62,12-15=-62,31-79-20,28-30=-20,24-27-20, 21-22-20,16-20=-20 Concentrated Loads (to) Vert: 17=71(F) 94=71(F) 95=71(F) 97=71(F) 98=71(F) 99=71(F) 100=168(F) ,&WARNONG•.Fle 0 thootthly leldre, the "CWorrons Acenowledriereent at Flofeaki Standard roomer In, Mon4fadured tsoducts" form Vefiff dftqn paramehes admad Wes on they truss Nash Otawng (Too) ej:sent the Do enhe Sh"Ot (tov 1144) before use,Uldest, otbermse stated on the Ino, otey Wes nonnecor, ftates %foW besed Rh this 'of) to W valid.. As a flood Deep En n,e, Spotoafty Erefanoot, the soon on any Too eirphoof.ts an accepurde of the Voleawmat for the d"In of them Truss dodo to on the rDD only under TR I The oe%W mumpthres, toaMnq oondifiontf, Suftuxhbt and use of thot Trum W any R.4dro K the reSpoorsibirty of ft Ohner, the Chewfes authenzed agent of the MA WtV Oftorrie ' m the raotext of the IRC, the fec, the tom4 reeking code and TPI I The arear,Wai of R ND and any hold use of ho, TM%v witAchng handfoofi, s' nxette, RhAaffator¢ ad boacent shah to the ofspambday of the Road" Desoper and Contractor Am Was Wt W in the TW and the roarbmef4j aclst) punfished by TPt and S81 -A we noemrsed for owwral pufffanoe TPI I de0rets theontpombMtos arks duties of Itor Trund Dowgmt Tnna, "!�orees of 8dV2gfh Deseir, E �d Tooto M W by o Condrad agreed rVon fn vwihog ey aft padwsmoohnoof The Two% Design Engineo, a NOT the Shoidirg Desspne, or Tn�%% System Enlim M IIqJ. to, ahY boddoot AR oaplafized terms am as defod in TR I JEWINEWNGILC LOADING (pso TCLL 30,0 TCDL 10,0 BCLL 0,0 BCDL 10.0 LUMSER- TOP CHORD 2X4 SPF NO,2 BOT CHORD 2x4 SPF No.2 VVESS 2x4 SPF No,2 7,6OOstact 3204illnekindusides,inn WedSap tial W56092015 Pa I ID:IdeYHpW9JQ15DRx3DcWgyklkS-rUp8XgCe2HMLYWsRRVjwZszL9yokgkmm0r$FAytVO4 2-0,0 1-0-0 Scala 3;15.3 2A 113 2A fl SPACING- 2-0-0 CSI. DFL. in (loc) 11deft Ltd PLATES GRIP Plate Grip DOL 1.15 TC 0,35 Vert(LL) -0,00 6 >999 240 MT20 197/144 Lumber DOL 1A5 BC 0,01 Vert(TL) -0,00 5 >999 180 Rep Stress Incr Code ISC2012frPI2007 YesWB 0.03 (Matrix M) Horz(TL) -0.00 4 rata file 4Weight 10 to FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=361/0-5-8 (min. 0-1-8), 4-1711mischarucat Max Horz 5-104(LC 9) Max Uplift 5=-144(LC 10), 4=-321(LC 14) Max Gray 5=571(LC 14), 4-86(LC 10) FORCES. hb) - Max, Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-5-5641148, 3-4=-1481328 AOTES- 1) Wind: ASCE 7-10; Vuft=l 10mph (3 -second gust) Vasd=87mph; TCDL=6.0pst, BCOL=&0pst h=15ft; 8=45ft; L=24ft; eave=411; Cat. if; Exp C; encifysed� MVVFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1,60 2) TCLL: ASCE 7-1#; Pr --304 Irsf x. _.•.x L�,,Tmiaor 8,tL=1.15 log -30t.0, iss4$ritynt sntol); Pf=2*,t psf (ftgt rvif-- snow: Lumber 00L=1. 16 Plate DOL=1,15); Category 11; Exp C� Fully Exp,; Ct=l.l 3) This truss has been designed for greater of min roof live load of 12.0 pst or 2,00 times flat roof load of 20S fist on overhangs non -concurrent with other live loads, 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10.0 ptif bottom chord live load nonconcurrent with any other live loads, 4=321. 9) This truss is designed in accordance with the 2012 International Building Code section 2306,1 and referenced standard ANSIITPI 1, 10) "Semi-rigid pRchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, NEEMMMUMUM ,&WARNM - Rome Acknow"Cmlt If P108,14 $tl,4,d Tl,m for MylluffIAwId PildWfoon antf read notes on the Twn Oesgn Or % JOD) and ft W ReiefenM $beet tslw 11-141 before Use Unlo%* offw~, sgated on the TOO, only Wei, corloedw plates she* be kned tm this OLP�TZatAsa Truss De"nErgfte,¢ie.sp I the seat on any TDO TDO only. wide, M 1, The design .1 kotdm�wndtbom, sudarOq and was o{ of the RC, the 180, the Wal btdN Wde andelPf I I he afax,wat of the TOO Destam and Contfacbx A# m1ft SO Out to the TCDD and the prawKes anr3 9 9W ofsuo= M Safety tnionnem XlN) P'whshed by fro 31W SBCA are lefmnmd for defines the msponatieftm and dutols It the Truax Oftetow, rms "d is ", M, ex any bueonit, A# captattred terms we as d0rled it TFT, I Devqe E '�bbge 01herwe de*bW by a Conlrad agreed upon P wftg by ag pans ewdved TRm Tl"S efif Enginew a NOT the Bue4kc 0"mi w Teas System Ei�me; &WINEMNGitc 2-9-15 1-3-8 LOADING (psf) SPACING- 2-0-0 CSI, TCLL 30.0 Plate Grip DOL IAS TC 0,68 TCDL 10,0 Lumber DOL 1,15 BC 0,01 BCLL 0,0 Rep Stress Iner Yes WB 0,02 BCDL 10 0 Code ISC20121TP12007 (Matrix -M) 20 11 DEFL. in fioc) Vdefl Verth-L) -0,00 5 >999 2 Vert(TL) 400 5 >999 1 Horz(TL) -0.00 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS, (fti/size) 5=497/0-7-6 (min, 0-1-8), 4=-232IMechanii Max Herz 5= 103(LC 11) Max Uplift Srr- 198(LC 12), 4437(LC 16) Max Greg 5=784(LC 16), 4=1 18(LC 12) FORCES.Comp,/Max, Ten. -Alf forces 250 (tb) or less except when shown, TOPCHORD 2-5-7741204, 3-4=-157/447 119733MI111101 Weight: 12 lb FT= 0% Ir end verticals, Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES - I IT MIN =IN 7TT' ge ndz* mr a Re OFF or 441peif on me omforn cnom in all areas wnere a rectangle T&Utail by 707 surdewfil fit between the bottom chord and any other members, V) Refer to girder(s) for truss to truss connections. 9) ProvWe meg#2rk,?,�crmner6#,n piry *,thers) sif truss-44*2rhmij i0afis cigAgkle nf withstanfiarl Wil fk:tuipfift 2t j*iwt(s) except (#=IW) 5=1tV, 4=437, 10) This truss is designed in accordance with the 2012 International Building Code section 2306. 1 and referenced standard ANSI/Tfat 1, 11) "Semi-rigid pitchoreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, WAKARMi - Mean MONXegrin' favIew ACWheri"Whent of PME30M Standard Tetras for Manufactured Po ducts" from d palarnittin and ned odwr on Ins Tturs 0 Doi VNID S I T 14$ breoneuse Vostuns twerniatee Matta on the TDO, only Wee comedw pWdes shag be Used ter 011 DTIAbe vaod, Asa Truss Design Engbomin ti a , I the seat on any TDOsprosents an ameplance strait pWonnichar tinguarreorg reresirenhoily he the on nq xxvi ,in of the "ghe Tress depinted 09) the TOO curry, undot TR I I he dowgn mureptions, kemk s ftne or and net offfn Truss W any Sure" ai the rewxtivelifty of the Owner, the Oweer's authola strentruShe Ehidd"Des min, s, the contest of the IRC, the r&C, the toOti building ends and Ti'sI The 0 the TOO and any fithd one of the Truss,onhudwq hanwarg, storage, mhoarion and NamV, shut to the,"Tanshody o the thiAdext Dsssahu and CryineDer At suite, eel ON in the, TM and The Plactim and quidebries of gunning Conerwhent Sarey Infohnaton (SCSi) pubbsined by TPt and SOCA we eefinineutd nif 90nerat Itudieeii, Ten I sateen the and wAree, of the There Dreanin, Tniss Design Enguree, and Triess manufachwer, Wess irrheryei, defined th, a Contrast agnred Won in witfrat by ail padien, ininestia The Tune, Design Evigirater as NOT the Designer w Tuner System Enrinerer he any building Aii oriquiteliturd hitont are be defered in rut I Reproduction of this don~u,.o, any hire 00093033�� 8-0-8 8-0-8 E� 3x4 == 10 9 8 r 3X4 2X4 It 20 11 2X4 1i LOADING qrsp SPACING- 2�0;0 CS11 TCLL 30.0 Plate Grip DOL 1.15 TC 0,15 TCDL 10,0 Lumber DOL 115 13C 0.06 BCLL Oro Rep Stress Incr Yes WB 0,10 BCDL 10,0 Code IBC2012rrPl2007 (Matrix) DEFL. in (toe) Well Ud PLATES GRIP Vert(I-L) O.00 7 air 120 MT20 197/144 Vert(TL) 0.00 7 n1f, 120 Horz(TL) 0.00 6 old n1a scale- 1:33.8 Weight: 48 to FT = 0% ............. LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF Nig,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, OTHERS 2x4 SPF No,2 REACTIONS. All bearings 14-7-3, (lb) - Max Herz 2=-101(LC 8) Max Uplift All uplift 100 to or less at joint(s) 2,6,10,8 Max Grav All reactions 250 to or less at joint(s) 2,6 except 9-314(LC 2), 10=430(LC 24),8=430(LC 25) FORCES, (to) - Max, Comp./Max, Ten, - Alt forces 250 (to) or less except when shown, WEBS 3-10--341/99, 5-8=-341/99 NCFTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=l 10migh (3 -second gust) Vasd=87mph; TCDL=6,Opsf., BCDL=6,Opsf; h=15ft; B=4511; L=241t� eaveo,21t; Cat. It Exp C� enclosed; MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plat grip DOL=1,60 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or conindt qualified building designer as per ANSVTPI 1, 4) TCLL: ASCE 7-10; Pr --30O psf (roof live load: Lumber DOL=11 5 Plate DOL=I 15); Pg -30,0 psf (ground snow); Pf=20,8 psf (flat rool snow: Lumber DOL=1,15 Plate DOL=1,15); Categop C; Fully Exp.� Ct-11 5) This truss has been designed for greater of min roof live load of 12,0 psf of 2,00 times flat roof load of 20.8 fist on overhangs non -concurrent with other live loads. 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) Gable requires continuous bottom chord bearing, 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10,0 psf bottom chord live load nonconcuffent with any other live loads, uro"" M between the bottom chord and any other members, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 1b upifft at joint(s) 2. 6, 10, 8, 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPt I 'Irr 13) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consuff qualified building] designer, ,&WARNING � Ptease thorougtoy raerteetho -Tsutaoave% AcknoMedsownt ofP108W4 standard Terms for Manufadwed Fexims" hoo, =Vdedc .Loetws annt mad notes a. thm Truss Demg. Dotoong (TEM) and the DIJ Refoo.,for, Sheet day 1 144t befom me,Unless otherwise stated on tfn, FOO, only MrTek wenedor peam down be mod forailed. As a Tnm Doing. Eryneref ti e , Splyeafty Engmeyr). the seal on any TOD feprewts W woopfalree of the woksaroom erne, n re WMAXIdy tv the design of the Inaife rrVs% deptted 0. the TM. only under TPI I Thf, de". motarptions, badast oorrebon%, sudafrddy and use, of aft Truss for any ftuddao*� ft espowaRoddy, axte 01y, Orvoe�e% athonzed agent or Me EtWderq DesynAN, M the Context 6l the IRC, the 166', the tome Wk1oft Cade and TPI I , I he approva{ of the TOD and any real me of the Tom. Including handling, storage estattalion, and rteang, arras be ft esponabloy o the BuMoel Deegoer and ConO anor A# MWe set ad iA thre, TOO, and the P14CUms D05V and 9Tekno 4}fthed by Tint arld SSCA are leftnemd for general qmdoree TFI defines Vor retponsb4bes add dols. at the TnoaDeasnelInote Eto':"a mantowrow, nnesm offerraIse defind by a cooad agreed upon Wr writing by al PaIner, KW19ved The Truss DeSign Engineer SNOT the ier0dwrli Desorwr V Truss systole Etatroete Izy fix any tats 9 An capeahzed terms are as defined doTPi I EMIMMUNOux Copynfiht 0 2014 Po8raMAW Erqrr�,ornr Li -G (DeJ) orreadddrorl of th,,s document, or any form, is WoNtRed eothaut wirer#n ponnsrso, ho'n protinald-Cee 4x4 = 22 21 20 tg is 17 16 8b 14 t�._._._.__..__. ___ ,_.,_.. -..__.,,.__,,.__.,___..._--.___— LOADING (ps1) SPACING- 2-0»0 � CSI, TOLL 30,0 Alae Grip DOL 1.15 TC 0.03 TCDL 10,0 Lumber DOL 1,15 BC 0,02 BCLL 0.0 Rep Stress Inch Yes WB 0.03 BCDL» 10_0 »+ Code IBC2012/TPI2007 ._(Matrix M) _ *_ LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 DEFL. in (loc) Well Lid PLATES GRIP Vert(LL) 0.00 12 ntr 120 MT20 197/144 Vert(TL) 0.00 12 ntr 120 H€srz(TL) 0.00 27 rue me Weight 66 to FT = 0% appliedBRACING- or # BOTCHORD Rigid cisifing directly applied or 10-0-0 oc bracing, REACTIONS. All bearings 14-7-3. (Ib) - Max Harz 2=101(LC 9) Max Uplift All uplift 100 Ib or less at jolnt(s) 19, 20, 21, 22, 17, 16, 1 , 14 Max Grav Ail reactions 250 lb or less at joint(s) 2, 12, 18, 19, 20, 21, 22, 17, 16, 15, 14, 2, 12 NOTES- 1) Unbalanced# #s have been considered for this design, 2) Wnd� ASCE 7-10', Vuft-I 10mph (3 -second gust) Vasd-87mph� TCDL=6.Opsf; r r Exp C; enclosed; MWFRS (direcflonap� cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL=1..�6 plat grip DOL=1 0 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the fate), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPt 1, 4) TCU.: ASCE 7-10; Pr=30.0 psf (roof live load: Lumber DOL -1, 15 Plate DOL=1A 5)� P9=30,0 pat (ground snow),- Pf=20.8 psf iftat red Y ## # non-concurrent5) This truss has been designed for greater of min roof live toad of 12,0 psf of 2.00 times flat roof load of 20.8 psf on overhangs plates6) All { unless otherwise indicated, studs7) Plates checked for a plus or minus 5 degree rotation about its center, 8) Gable requires continuous bottom chord bearing. 9) Gable 0 o 10) This truss has been designed for a 1 OO pst bottom thord live load nonconcurrent with any other live loads, lit between the bottom R. # and any other members, 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 19, 20, 21 22, 1 16,15 14 13) This truss is designed in accordanceBuilding Code section 23061^.# standard ANSI/TPf 1, 14) "Semirjgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 15) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. WARNING, Pieme thus revtoav thn'Ywuskstmer`S ACknoohadgesdant at PreLivat:..f Stanchwd Torms fa ManufaCtwV Pmducts" torte Vwsp design parameters aryl read notes an to* Truss Diffign Graw#+tg f -10[h 01x9 the DIJ Reference Sheet (rev.. 11-141 before use Untess oth er stated on the TDO son, Wet, ournif eeof pkates shalf be used an thre T'Do to re vaod As a Truss ilesagn Entrucer (t e . Sp+r, ees, Engv dose . the sea# an any t DD represents an acceptance, of the professional eng¢runsing r nsAst¢ry ;w the design of the "fe Truss dep iyted on the TDD arty, under TIN 4 7'tta tl4.Sg'}n assumgkrneW, i¢uiSrtnQ k'hrNtltltkYAs,: su+tabitiry acro! rise of this 7euas ps arty 6u+tdrr is the res . 6aisy of the r, the flwmehs etufhw^ozed agent or the OuekSrng k�c�apner an shy,: r�sext of the itsc, the 18c, the kea sd bu0stat; sad orwS 7k'R t The apprevat of the i DD and any rreW assn of me Trans, slow+gag handling, sto rage Ouitaasateitt and tranhet, Diff to Etre r"ponebifty o the SuAdvig Designee and Codractar.. A9 norbi set W m the TOO .0 the vitt1 ptaaficos and gui tekoes of 6uudylg Component Safety tnfornu kir (BC Sd (xutaiMhyd by TPI and SOCA are referenced for geivnA guidance TR 9 def`anes the rvspntxsehs&S1es anal duties of the Tnass Desg wn, Trcrss t C'tesele, Engineer and Truss, Manufarc[urea untess oarormne disfatid any a CsMtst@f awash upon ka serang by as paroes rnvondot The Truss Des¢un Etothi of 0 NCAd the Bunting Des9geter or Tabs Systean E rstineer ! fW any bu0shirg Aft carutahzed teams are as deraned in TPf 4 Td` 14ttxi1VE'!%1tCs LLE: CapyeigM 9324214 fyroOtnkSilrJ Eng'ineerrrvr tT.iT, (£7rJi Roprtxiuctaon of this document, [n any tarsn is psalvik#2ed without wrkYcr+e permizstan iron 7a`:ezkSu4c$CtrJ, 17-7-4 17-7-4 ' 3x1 !% 3X4 2021 14 18 17 16 is 14 13 2212 &A = 30 0 Scale = 1:82.8 LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 6-16,5-17,7-15 REACTIONS, All bearings 35-1-11, (lb) - Max Harz 1=-235(LC 8) Max Uplift All uplift 100 to or less at joint(s) 17, 19, 20, 15, 13, 12 Max Grav All reactions 250 lb or less at joints) 1, 11 except 16=421(LC 19), 17-543(LC 19), 19=468(LC 19), 20=568(LC 19), 15=542(LC 20), 13=469(LC 20), 12=568(LC 20) FORCES . VffiBS 5-17--3541104, 4-19--288192, 2-20�405/117, 0+ 10-12=AO5/117 NOTES - 1) f w 10mph f gust). f i f ty /.: a enclosed;Exp C; fht exposed; end vertical left and right exposed;Lumber grip 3) TCLU ASCE M f #Pg -30.0 f ii (ground f♦.: ff f �.* III- f 4) All plates are 2x4 w unless otherwise indicated, about5) Plates checked for a plus or minus 6 degree rotation continuous6) Gable requires f bearing, 7) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads. vv+vrcaue—, reeeee mewaugnry lessee vee I cUSoar. nAMO .uresis at PrOboAld Standard Tess No Manufachued Prw4ucus" to=Verify dfafgn parameters and rear! nates. or, feta Truax L', ft gn Drawng (TOO) and the tTrd Rererenee SYeeef gree 'f 4.14# oneh ew,af U fess ai!§istwssf stated on tre Tom'.?, orhy Woe ex eneatex plates shaif be ISW fns Ms TOO fa be, vW d. ,As a {i.e.. ^apsec aky Erhhnee ,, the seal on any W htpresan% an acceptance or ftze yreofeesraszvi ettgrrnCurrett7 rrsEanscfuGtY its the rtrsfgrt of the"* * Tnm depeo d on tfte TOD orey, urefee TPP i The deso r asmmptaans, tluaC4rig coadttiona. suaabildy and use o€ ties Truss toe any 8uk enq rs tea respaxix Wity of the Ov n e, the ihwrer% auttwned agent de the Buwfang aeslee r m the cordea4 cf the RC the 1K, the Soca# iwe,reg cote am TP! +. The aro wW of the TOO aril any fiend use of the i'iun,, sex kyltog hareWng, stma,vo, eeta9iahan and hraonv shaft be the rempcur body o feu^ FSulidoo Desvoer and C<nnector. As notes set waf vn flaw. 7D O and the pmetces and guolehoes of awtdmg comb tsef'o Sateiy Infannabon (SC SO th,"shed by FPI and SSCA ate referenced tat gewai guslance TFn 1 detrrfn the mpanstt'tiitafs asxi doyes at CRC Trull Desoeen. rrusc ee Ot gea Entpoesh :and Truss Manuhfdubo unie'i s atherefte defined by a Contract afire upas 0 wndang by as cadres ere hived. The Truss Desrge Erotnev Sf NOT the Suddoor i7"Voer rx Tauri System Engineer 10, ;any budd rrg AR rAptatdeet teems are as domed in TP) 1, as capyrg zaaaParinta o Hereat rt.c,tcf r ae daucaf eo"this do wneset,-n an farm ra ohlbdedwft,ardweetfn &WIN1�;FR#M€ c ty Y pP paaar4fsstran tncuar Prai3caTd-Rt.B, o-ae 1 _-_.____. Li0At7ENG (psi TOLL 30.0 SPACING- Plate Grip DOL 2-0-0 2-0-�0 1.15 St, TC 0.23 DEFL Vert(LL) on nta (loc)u ltdefP nta M� Lfd PLATES GRIP 999 MT20 197/144 TCDL 10,0 Lumber DOL 1-15 BC 0.15 Vert(TL) nfa nta 999 BCLL 0 0 Rep Stress tncr Yes WE 0,19 Horz(TL) 0.01 11 nda nfa BCDL 10 0 Gane IBC2012irP#2907 (Matrix) Walght: 140 to FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 6-16,5-17,7-15 REACTIONS, All bearings 35-1-11, (lb) - Max Harz 1=-235(LC 8) Max Uplift All uplift 100 to or less at joint(s) 17, 19, 20, 15, 13, 12 Max Grav All reactions 250 lb or less at joints) 1, 11 except 16=421(LC 19), 17-543(LC 19), 19=468(LC 19), 20=568(LC 19), 15=542(LC 20), 13=469(LC 20), 12=568(LC 20) FORCES . VffiBS 5-17--3541104, 4-19--288192, 2-20�405/117, 0+ 10-12=AO5/117 NOTES - 1) f w 10mph f gust). f i f ty /.: a enclosed;Exp C; fht exposed; end vertical left and right exposed;Lumber grip 3) TCLU ASCE M f #Pg -30.0 f ii (ground f♦.: ff f �.* III- f 4) All plates are 2x4 w unless otherwise indicated, about5) Plates checked for a plus or minus 6 degree rotation continuous6) Gable requires f bearing, 7) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads. vv+vrcaue—, reeeee mewaugnry lessee vee I cUSoar. nAMO .uresis at PrOboAld Standard Tess No Manufachued Prw4ucus" to=Verify dfafgn parameters and rear! nates. or, feta Truax L', ft gn Drawng (TOO) and the tTrd Rererenee SYeeef gree 'f 4.14# oneh ew,af U fess ai!§istwssf stated on tre Tom'.?, orhy Woe ex eneatex plates shaif be ISW fns Ms TOO fa be, vW d. ,As a {i.e.. ^apsec aky Erhhnee ,, the seal on any W htpresan% an acceptance or ftze yreofeesraszvi ettgrrnCurrett7 rrsEanscfuGtY its the rtrsfgrt of the"* * Tnm depeo d on tfte TOD orey, urefee TPP i The deso r asmmptaans, tluaC4rig coadttiona. suaabildy and use o€ ties Truss toe any 8uk enq rs tea respaxix Wity of the Ov n e, the ihwrer% auttwned agent de the Buwfang aeslee r m the cordea4 cf the RC the 1K, the Soca# iwe,reg cote am TP! +. The aro wW of the TOO aril any fiend use of the i'iun,, sex kyltog hareWng, stma,vo, eeta9iahan and hraonv shaft be the rempcur body o feu^ FSulidoo Desvoer and C<nnector. As notes set waf vn flaw. 7D O and the pmetces and guolehoes of awtdmg comb tsef'o Sateiy Infannabon (SC SO th,"shed by FPI and SSCA ate referenced tat gewai guslance TFn 1 detrrfn the mpanstt'tiitafs asxi doyes at CRC Trull Desoeen. rrusc ee Ot gea Entpoesh :and Truss Manuhfdubo unie'i s atherefte defined by a Contract afire upas 0 wndang by as cadres ere hived. The Truss Desrge Erotnev Sf NOT the Suddoor i7"Voer rx Tauri System Engineer 10, ;any budd rrg AR rAptatdeet teems are as domed in TP) 1, as capyrg zaaaParinta o Hereat rt.c,tcf r ae daucaf eo"this do wneset,-n an farm ra ohlbdedwft,ardweetfn &WIN1�;FR#M€ c ty Y pP paaar4fsstran tncuar Prai3caTd-Rt.B, 15,7-4 15-74 30 19 I8 17 16 15 14 13 12 Sol 3x4 = N I LOADING (psf) SPACING- 210�0 CSI, DEFL. in (too) Wed Lid PLATES GRIP TCLL 30,0 Plate Grip DOL TC 0,15 5 Vert(LL) m � ga n/a i 99 MT20 197/144 TCD!. 10,0 Lumber DOL 1.15 BC O�0 Vert(TL) n/a - n/a 999 BCLL 0,0 Rep Stress Incr Yes WB 0 31 3 Horz(TL) O 01 11 ata n/a BCDL 10 0 Code ISC2012fTP12007 (Matrix) Weight 119 to FT = 0% LUMBER. BRACING- TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no purfins. SOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SPF No,2 MBS 1 Row at midpit 6-15 REACTIONS. All bearings 31-1-11. (lb) - Max Harz 1--202(LC 8) Max Uplift All uplift 100 to or less at joint(s) 17,18,19,14, 1, 12, 1 Max Graft Alt reactions 250 lb or less at joints) 1, 11 except 15=416(1C 19),17=539(LC 19), 18=445(1 19), 19 =397(L 23),14-538(LC 20),13=445(LC 20),12-397(LC 24) FORCES. pb) - Max, Comp,/Max, Ten, - Ali forces 250 (to) or less except when shown, WEBS 5-17--347/102, 4-18=319/99, 2-19-307/91, 7-14-347/102, 8-13--319199, 10-12=-307191 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; VuIt=1 #.« -• (3 -second gust) Vasd=87mph; TCDL-6.0psif; BCDL=6,Opsf h=15ft; 8=45ft L=31ft; eaveoolift; Cat. 11; enclosed; MWFRS (rfirecfional)� cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL= 1 60 3) TCLL� ASCE 7-10; Pr=30,0 psf (roof live load� Lumber DOL=I, 15 Plate DOL=1, 15); Pg=30,0 pid (ground snow); Pf=20.8 PSI (flat roof snow., Lumber DOL=1,15 Plate DOL=1,15); Category 11; Exp C� Fully Exp,; Ct=l.l 4) All plates are 2x4 MT20 unless otherwise indicated, 5) Plates checked for a pfus or minus 5 degree rotation about its center, 6) Gable requires continuous bottom chord bearing, 7) We truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 8) * This truss has been designed for a live toad of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10,Opsf, %provide mechanical connection (Ibfi others,� of truss to beam, , tecavableofwithstandinLi,1001bu�*�liftat,'i*i "I 17j8j9,_1"_1Z 10) This truss is designed in accordance with the 2012 Internationat Building Code section 2306.1 and referenced standard ANSLTPI 1, 11) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 000��� WARNING - Please Moofehly ioom. me'rebythere Actin nmot of ProSudd Seandmd Tofnv Re Mamdadwed Poiducvl Rom theri d"Vif paramezeta and msweet oo this Tons Deshe, Cooeing ( Torn 11, 14f befoo, use Urfom otherehie stated an the TDO, ofoy Web connecar paries shpi be wed let etas to beN4 Asa Tresis DasqnEfyfamme [ie, SpatoaftErhpinmt, the seaf on any TDO impleffmots an acceptanoe of the WoNsakiiih e,,*nee*V ooaay%obMy fo, the dawfn of the stiopte Tnay depnied on the TOO ante, undef TR I The desgif misueniveria, loading conditions, MnokAdy and use W that T fw any sued 'We'My of The oy'ne" ft ovinfols authonzed apnt W the Suiking Designer in the wMext of the RC. the VSC, Me kfoat buidior code and TR I The appr000f of the TDO and my read use of the?, UUMoindp"o; harekeg, shahffo. tintalabon ana btarllor ohol b, U* responfamfty of the Sudding De"ner and Coiluictot Al notos "t od in the TDO mm! the, prackes and fhadebries of Suineg Component Safety tntoreravSun JOCS3 f pubf'shed by TR and SBCA am tefive'"d 91hdance 7 P1 I defoom the respoloobtAms anif Wee, of M. Tfm D I fn e gn Engneou and Traces Manufachew, ordeth, othenasit donned by a Conned agreed loor, M anifing la, aN padres vW The Trum De"n, ENintafr is NOT the SuMsof Dmgmr or truss System Enfoneer 12k. for any roomer, AM eapm hyfeed forms am as defintafTM I Repoidnea.n of ges document n, any trim :s Wahaded without -Mon penthytean ham ProBeeldDQ EMINEMNIOLLc SlavoiAco 7s00 m W 3 2014 Wee dnduatri 10.1deYHp JQ?SDRx3Ddbilgyklk5-646iBEkt. .., 13.7.4 13.7-4 I LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 90-0.0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 9 Row at mldpt 4-10 REACTIONS, Ali bearings 27-1-11, (lb) - Max Harz 1=173(LC 9) Max Uplift All uplift 100 lb or less atjoint(s) 12„ 13, 9, & Max Grav Alt reactions 250 Ib or less at joings) 1, 7 except 10=430(LC 19), 12=492(LC 19), 13=557(LC 19), 9=491(LC 20), 8=557(LC 29) NOTES - 1) 2) WinflL ASCE 7-10; VuH=110mph r r :• ". 0 r13=4avero4ft, Exp C; enclosed; MMRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate r 1 ♦ «r r r. rr x «: r # r T«.. rr »r • r r'. •. r « r ♦ r« A tr r. r « d Y a r.. .. -.r r ♦. «.. ."KN"414 - fleme tsxnux tt€y revurwttse .V'usaamaefa ACknoeladgersamt Of PraF.luRd Stand•,ard 'Terms L' rd 1 rodcrcts" Chem Verily desgn partan ;tern meal read er0 is an Val Truss Design Urmvrr g € r0o) mm7 the CirJ Referesrc SheaK (rev. 11-14( berate use.UORra 01he e stated an i;T , Inc, may Wok connector, pAs" ,034 be lead far #11 TOD to tt1,1hd As a Tretas CP n Engtrveer {i e . Speua#y Ee�yr4eee}, tho sear on any TDO reraeserafea an oocepWoxy: of tate rrotesa¢wal entgaraacong r. gogy the ",a de7o Offer chyle Teresa dep 0te.d an the TDD orsy, under yet i. The dela{ n assun ns�, faWn ft r.�rceMkuas. su3tataaxy awl aero of ihfu muss for any &sildan!g as the res toy of Sae t, flea Cvdtars a Ahos+aa agent ae the 8Wrong ices nee Mf the ohnaxt Ott the. PRG the YaC, the tocat Mntry.9 tcde acrd TP1 1 The drg'ArfAbaf of the TC1i} and any trekY rrse of the Yrvsa, "�»r4tce3a+'� $taaai3 j. storage, snstaaataon a+v1 cxaw ng, slew! be the rewstxaxasad7Ay o the Buatdang Des gum and Cvertra tly r. AN nates set cwt ro the TDD and See pt.'xdsu avvd guWaSlru:a a3f auad3a3axy Casnrxuxxee „.at4ty terbrmafSat (SCSI) pufAlshed by I'M and SPCA are reteaenced for genami ptudanee Tyll t dines the rasporsd 'aY s AM dews at the Truss CDasrgraro Tn C3estgn F:rrgtreer text Trcrea A4mnufaclurcv uttiess Utrierw+'..4a deFrro-¢.a by a Coots ad agreed how an oadrog by As pants rrt oh ed. The Tints besign Laagmoer k: NOT the Bua'dN Des per car Truss System Earth", 2 for any Wit" All oapRalwed Cerro%ere &t,*faled m Tel 1. -nm Cupyrtght 0 20 t4 ProfmAd lo.) G neer+r U.C, (DrJt Crefacematuot of than downhent, ire are tome, as proh tided uahtwct Ardttara � � d.LC }i? Y permassaaeT from P'¢cFSa»fd-C7rJ. 3x4.r 43 14 12 tt TO g t6 B. 3X4 N - 3x4 - _ � ._... _W M Y^ m ry M LOADING (P sSPACING- 2 0-0� CSI. GDEFL. 1n (Ioc)m Ifdefl Lfd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 9.23 Vert(LL) rife n1a 999 MT20 197/144 TCDL 10.9 Lumber DOL 1.15 Sc 0.15 Vert(TL) nla - nfa 999 BCLL 0.0 Rep Stress met Yes WE 0.21 Horz(TL) 0.00 7 nla rite BGDL 10 0 Code IBC2012tTPI2007 (Matrix) Weight: 97 Ib FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 90-0.0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 9 Row at mldpt 4-10 REACTIONS, Ali bearings 27-1-11, (lb) - Max Harz 1=173(LC 9) Max Uplift All uplift 100 lb or less atjoint(s) 12„ 13, 9, & Max Grav Alt reactions 250 Ib or less at joings) 1, 7 except 10=430(LC 19), 12=492(LC 19), 13=557(LC 19), 9=491(LC 20), 8=557(LC 29) NOTES - 1) 2) WinflL ASCE 7-10; VuH=110mph r r :• ". 0 r13=4avero4ft, Exp C; enclosed; MMRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate r 1 ♦ «r r r. rr x «: r # r T«.. rr »r • r r'. •. r « r ♦ r« A tr r. r « d Y a r.. .. -.r r ♦. «.. ."KN"414 - fleme tsxnux tt€y revurwttse .V'usaamaefa ACknoeladgersamt Of PraF.luRd Stand•,ard 'Terms L' rd 1 rodcrcts" Chem Verily desgn partan ;tern meal read er0 is an Val Truss Design Urmvrr g € r0o) mm7 the CirJ Referesrc SheaK (rev. 11-14( berate use.UORra 01he e stated an i;T , Inc, may Wok connector, pAs" ,034 be lead far #11 TOD to tt1,1hd As a Tretas CP n Engtrveer {i e . Speua#y Ee�yr4eee}, tho sear on any TDO reraeserafea an oocepWoxy: of tate rrotesa¢wal entgaraacong r. gogy the ",a de7o Offer chyle Teresa dep 0te.d an the TDD orsy, under yet i. The dela{ n assun ns�, faWn ft r.�rceMkuas. su3tataaxy awl aero of ihfu muss for any &sildan!g as the res toy of Sae t, flea Cvdtars a Ahos+aa agent ae the 8Wrong ices nee Mf the ohnaxt Ott the. PRG the YaC, the tocat Mntry.9 tcde acrd TP1 1 The drg'ArfAbaf of the TC1i} and any trekY rrse of the Yrvsa, "�»r4tce3a+'� $taaai3 j. storage, snstaaataon a+v1 cxaw ng, slew! be the rewstxaxasad7Ay o the Buatdang Des gum and Cvertra tly r. AN nates set cwt ro the TDD and See pt.'xdsu avvd guWaSlru:a a3f auad3a3axy Casnrxuxxee „.at4ty terbrmafSat (SCSI) pufAlshed by I'M and SPCA are reteaenced for genami ptudanee Tyll t dines the rasporsd 'aY s AM dews at the Truss CDasrgraro Tn C3estgn F:rrgtreer text Trcrea A4mnufaclurcv uttiess Utrierw+'..4a deFrro-¢.a by a Coots ad agreed how an oadrog by As pants rrt oh ed. The Tints besign Laagmoer k: NOT the Bua'dN Des per car Truss System Earth", 2 for any Wit" All oapRalwed Cerro%ere &t,*faled m Tel 1. -nm Cupyrtght 0 20 t4 ProfmAd lo.) G neer+r U.C, (DrJt Crefacematuot of than downhent, ire are tome, as proh tided uahtwct Ardttara � � d.LC }i? Y permassaaeT from P'¢cFSa»fd-C7rJ. I 4. .._.... -_---w.-.____..._ _..� 11-7-4 11.7,4 4x4 '-= 3.4 .^' 13 1219 10 9 93.4 30 '_ LCIADQNGfp��1SPACING-2€7-C� _._�..._ CSt.w_,..-w.DEFte.�-�...�....rn {roc#_ Itd�fi_._._ �dPLATES GR1P TCLL30.0 Plate Grip DOL 1.15 TC 0.16 Vend -L) nfa n1a 999 T20 1971144 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Ved(TL) ma ma 999 BCLL 0,0 Rep Stress finer Yes WB 0.23 Hore(TL) 0.00 7 nla nfa BCDL 10,0 Code lBC20121TP12007 (Matrix) i Weight: 80 to FT ,= 0"'r`e LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly appiled or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS, All bearings 23-1-11, (tb) - Max Horx 1=-145(LC 8) Max Uplift All uplift 100 to or less at joint(s) 11, 13, 9, 8 Max Grav All reactions 250 lb or less at joints) 1, 7 except 10=42 (LC 19), 11=468(LC 19), 13=390(LC 2), 9=468(LC 20), 8=39(LC 2) NOTES - 1) { # # .. i . f Exp C; enclosed; MWFRS, (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL= 1,60 plate grip DOL= 1 60 3� TCLL: ASCEl-107 Pro,30.0%f 'roof live load� Lumber DOL=j 15 Plate DOL=1.15�', P'qx=30,0'Vsf , round an Pf=Q() snow Lumber DOL -1.15 Plate DOL -1,15); Category # 4) All plates are 2x4 MT20 unless othenvise indicated, Gable5) Plates checked for a plus or minus 5 degree rotation about Its center, t s bottom bearing. 7) This truss has been designed for a 10.0 psf bottom chord live food nonconcurrent with any other live toads, - awl a # 8 « MANNING Please tnoeoe3ghly rtrnew tIw "Cu:texnwr'a Acxnar ..nun! utl PrisBwRf Siasnfarcf Tem* for Maetutac wed Faoducts' farm VRAY desagn eametets and read snotes on flits Tnwss C7tn on Dr rg (Toc ami the DO ReMxsexzces 5heut jrmv 4'k-ta) ksforc uoe.Uetiess atfvcrwiar skated . n dhe Tr,Ep, an3y WTek wnneakn pta#aes shaft be sem:% Far ON, 1` D to be veW As a'Truws Dien Er9neer to a. speaafty Eng(ncas), the seal- an TDO a etsents ante, oft as[es t i r C f oat to s arra o he. Cn , t rtsrtxk au the o L4e sa #s'f ease teci ah the TCf£1 cwci uawser 7P4 7ktc r+ asau km t Y fx a=eai+t Ka EY t c3e c tads eduxRThe '>g fyo � nfl depae y. 't H3 suaab��. and use of this 7sugs for any 4§u rs the x t r r' 4VIVPf 2y p t#teTr I hyd oft ha" o ' storage, rage,,: , the abort n out Wn g, agent oe the PtXn&fVdrp 0tyapMe m MI ttDes ec e kCd4 va for kite ureal Gc.retate e Brie aMt and The ar4+erwat of She Tt.ut and any €utd ufle of tl2e Truss, tnchtcirtag hayrxtting, xtotagr?., so-staitaban seri 9+a+xng, shah kis the vossxxn;ubi4ty o site BtvG90np !?esglnec aext CaniraeAtsr AN nextrm set nut cn the Ti?£S and Elie prwbcos anei gubatefrn" of auadaag Cwraponent Safely 4nfrrrnodiw MCSI) pubkohed by TPS and SBCA are rcteren ad ioa gervgesi guxdanao TP! f dehzxes the respoftstbatatta& aro dwhes of the truss Cleso ae+, Tmw Lk;s"sgn Ersg nexet and Fruss b4mnasfacettWa unless tart!®ruse defined by a CoMad ad agreed upon 3n-9wgk try as panhet arooGvet. 4 hu irusa &'Aetogn Engmeer w NOT the 9udtdW Dene* or Truss Systa>.t€t E-gmeesr fox im, bwt,img, AP oaf twins aro as d0ined to M t, COMInght 0 2014 PlIoN t&d4'3O E19neeong, LLC, (lint, Reprodueiran of the document, in any fohn,'s pret+ltxi "a uutih ont ahtten permasseon 4w P Asuan-ori Probustd, Cotorado sp ings,Co 7,600a Oct 3 2014 MTek puiustries, Snc Wad Sep 02 08:56:15 2016 paged lC IdeYifp JQ?5DRx3DdbjfgykIk5-Yvg4PaizEut 7z`7tthc7 yPAACOVc8iTmTgyhjO.w N 9-7-4 9-7.4 I 30 f:^ 0 10 8 7 11 6 30 2x4 it 3x4 2x4 11 20 €l a 8 12-7 LOADING (psq� .._._. -.., SPACING..._ 2-0-0 CSE. iiEFL, .. to , _. (iocj Udell ._- Ud � PLATES.. GRIP TCL.L 30,0 Plate Grip DOL 1.15 TC 01,24 Ver#(L.L) nla nta 999 MT20 1971144 TCDL 10.0 € Lumber DOL 1.15 BC 0.15 Vert(TL) me Tide 999 BCLL 0.0 Rep Stress tncr BCDL 10.0 Code IBC2012irP12007 Yes WB (Matrix) 0.13 Horz(TL) 0.00 5 nta nta (( �Weight: 61 to FT = 0% „ry LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 an bracing, OTHERS 2x4 SPF No. REACTIONS. All bearings 19-1-11, (lb) - Max Harz 1=-S 19(LC 8) Max Uplift All uplift 100 to or less at joints) 9,6 Max Grav All reactions 250 to or Bess at joint(s) 1, 5 except 7-365(LC 19), 9-580(LC 19), 6=580(L 20) FORCES.. (to) -Max, Comp./Max, Ten. -All forces 250 (Ib) or less except when shown. BS 2-9=-428/123,4-6=-4281123 NOTES - Unbalanced roof live loads have been considered for Exp C; enclosed; MWFRS (ifirectional)" cantilever left and right exposed; end vertical left and right exposed� Lumber DOL -1,60 plate grip ;1 snow:t. go 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord beating, i. .f 4� i •: ♦ t toads. ♦. M t WARN@NQ, Fneasetharezyfthy review the "Custmer`s Ackrah 'genre.44 of r*raTi Od Standtod Terms for Manufactured Produds'° farm Verity ruga parmmabos deadhead ndes on too Om Doss,,Cum ang ( TOO) am the CMJ Reference ahoot free 11, 14) hsSesre use Uraeat tStth000ee Meted on the TDD, on9y KTek wh actor prates shag kiss ued for this TOO to be vaaaa. As a These resod, Er;gar"t (i e Speruagy Engvnoeq, tho, seat on any TDO represeths an at:oeoanaa offt, w0feamonar engue enng res€^onsetfi{pfy fol elle deaagrt. of ft sarxe Tmes de on the TCM} a*, under T Pt t. The dtaeod assumptooet k adhr g conditions, suetabaitp and use of this Truss far any RuMdu¢g m ttao nospons'Whify of tree t, the Comets authonzed agent ur the Bwk ng iSeagTher m the 000teat Tit the SRC, the 188' the Ticar bwRive; coades and TH t The aWcuel of the, TOD and any deosd a fe of the Truss, Indud o ha'd€wer storage, msta0ation and k♦ndod sties be the rn nazsitx`My o the Beading Caasignm and Conewtoc AW carte act oat as the TOO and the ptac9r mr and gtedeones 01 stro fu7ai Cotntuanem Safety tuftanrahm (BCWputAshed Dy IR and SSCA are ,efarended Feu raarcareaB gttrrStancas TPI 1 el0nes the eesponS hfktfeat and dutfies of the Trude, DeSigrrer, 'Truss t:oeaipvx Exsgarrecr and Ttuxe P9anWachsrasr unb s odseewsse doftrad kyr a +„csntract agreed oSx4n ks wrxsr p Ery alt partici anvo 4- The Trust Dfmogn Ethatu amr a NOT the eutieh ng Oeslgaer or I rtrwss Sesunn Engmee: for airy hurkeng- AQP ca+otakzed hums are as defa ed m IPe 4. iM CoPoeTte 0 2014 PrpEburW-ChJ Frgftewhoi, F.t.C, f%4rJ1 ReprWoctiarr of ibis document, vt any form M prohitdied WNWA ve ten p Tie svon €rotn ProSoAd'Zuj 4 I 7-7-3 7-7-3 3x4 a 7 6 3X4 20 1I 2x4 11 2*4 It LOADING (psi SPACING- CSL TOLL 30.0 Plate Grip DOL TC 0.14 TCCiL 10.0 Lumber DOL 1,15 BC 0:06 BELL OO Rep Stress Incr Yes WS 0,10 BCDL 10D Code ISC2012tTP12007 (matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No,2 I DEFT. in (too) Vdefi Ud PLATES GRIP Vert(LL) The n/a 999 MT20 197/144 VerftTL) n/a - n1a 999 Horz(TL) O.00 5 We n/a I Weight 46 lb FT = 0% ---- --- --------------- ----- --------------- BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purli BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. Ali bearings 15-1-11, (to) - Max Herz I =-93(LC 8) Max Uplift All uplift 100 to or less at joint(s) B. 6 Max Gran All reactions 250 to or less at joint(s) 1, 5 except 7=317(LC 2),8-424(LC 23), 6=424(LC 24) WEBS 2-8-337/98, 4-6=-337/98 NOTES - 1) Unbalanced roof live loads have been consideredfor this design. Exp C� enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL=1.60 plate grip DOL=1,60 3) TCLL� ASCE 7-1#; Pr=.!*.* lost (r*ofAv*4-tvA: Lwtnoor OkQL=1.15 PIP.te #*L-1.15); Pg -3#4 psl-(*rbvnS sn*w): Pf=261 Psi (flat-r*i07- snow: Lumber DOL=1.15 Plate DOL=1,15): Category 11; Exp C; Fully Exp.: Ct=l,l 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord hearing, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. WARNHer, - Peafee theoughly review Me 'VUelonse(S AcknoatedgetBent Of Posthodd Staralmd fermi for Manufactured Potalueft" fam VeOff allege potilmbehi aces mad no" on this Tnete Derofn Deesta fTOD) Sao the DQ Reference Sheet tley 11.14} beftwe, we Urde" othowee atakeTt on the 100, fast MiTekoo .. Tyow plates shag be k*wJ to, this TDO to he yWiJ the sea{ onany tGpt> represesrts an acceptance of the ploftentes"M onginfeeing reapons"My to, the dessin of the Single Truss defected on the TEXT onh. unds, TPI I The deign assumptions, R>adwal conddrons, suttabilite and use of fte Truss W any Sudding is the malsomanifty, at fee Oenftc the Ownet's auroonzed agent o, the Belineet DesTee" . the och4ext of the IRs"., the 180, the tocal pAkhog code and TPI 1 The aeteavaf of the TDD aM any reed use at the I nn%, kwlUdgef taper", %1W3g&, Testallabon and oyawhi, shag be the oespoevabMy o the BoaMog [SsVner and CoMwWr AN notes W out in the TDD and the prackcas and owdefs'es Of Budding coinporse.f Safety Wormatton tBC�SQ pubimbed by Tat and SBCA are efemnsed to, ifenwat flu dance TPI I defines the nmqonA0Tdw.s a,4 duttes at the Twos De"ne, Tet w The Twsy Deoyln Ergme, *NOT the o, T,m% Seace, Enifetee, ex any Wooing AO capatieW ten ns an, as earned in TPI I Copyright 0 2014 proswu-W Eronee"AR, LLCiDrJ} thou odmATo. 0 ftes document, in any form, is w0hbitedaythow yeAw Memem0w than P.8.40'j N 5,7,3 5-7 3 Us 4 2a4 11 Us LOADING (psh SPACING- 2-0-0 C51. TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 TCDL 10.0 Lumber DOL 1,15 BC 019 BELL 0.0 Rep Stress incr Yes WB 0,08 BCDL 10.0 Code IBC2012ITP12007 (Matrix) I DEFLin (loc) Well Ud PLATES GRIP Vert(LL) nia n/a 999 MT20 1971144 Vert(TL) n/a mid 999 Horz(TL) 0.00 3 n/a We Weight: 30 Ib FT = 0% LUMBER- BRACING - TOR CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, BOT CHORD 2x4 SPF No, 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, OTHERS 2x4 SPF No,2 REACTIONS, (lb/size) 1=199/11-1-11 (min, 0-1-10),3=199111-1-11 (min, 0-1-10),4-437111-1-11 (min 0.1-10) Max Harz 1=-67(LC 8) Max Uplrftl=-14(LC 10), 3=-14(LC 10) Max Gras, 1=2 7(LC 2), 3=247(LC 2), 4=531 (LC 2) FORCES. (to) -Max. CompJMax. Ten, -All forces 250 (to) or less except when shown, VVEBS 2-4=-339134 NOTES - 1) Unbalanced roof live leads have been considered for this design, 2)Wrid�ASCE 7-10; VuR=110mph(3-secondust,�Vasd=87M-th7 TCCiL=6.0&sf. BCDL--6.0jsf;h=15ft; B=45ft: L-2411�eavlezieift� Cat, III, Exp C; enclosed; MWFRS (direotkgnai)� cantilever left and right exposed; end verticaf left and right exposed; Lumber DOL=1.60 plate grip DOL= 1 A0 3) TCLU ASCE 7-11; Pr --3*,* ♦,sf h,#,*f-We 1*aC Lum�er QOL=1,15 P17,,tyfR,*L=1,15)� P,,#,=3,*,* Asf (grelurrit, st5ow); Pf-,2Q.8 par (flat r6vt snow: Lumber DOL=1.15 Plate DOL=1.15)" Category 11; Exp C: Fully Exp.� Ct=l.l 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord beating, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. WARNING Inted Verity desen paraidetem and read notes on this TruwDinign DotwocIfTCID) aro! the DO Reanaeoe Sheet (h,s IiA,n am so :=.Z. scaled o t, the seed on any TDD miner ,,As an Acceptance of the Wohoomal tehlineetoof hetponsibiffty he We design of the swetce Frees defacmd on the TDO only. unmi TF9 I The dom9n, assumysuaaaa, loading oyniftsow ,wWtAir, aref use at ve. Tome to, any 6.9d.V m the reslavistiosty of the OsnePthe 04nina authtsRed agent in the BuddqW, Desgilet. in the conend of the INC, the ISC, the foesti budchng cede and TIN 1 7 he aldwoval of the T66 hod ao�fithd use i the Tneet, nuJuding hamling, 90'age, inyj bossing, shing be the noponsstatity of the BoilrW Dingper and Cotemlor. AO notes set oA a the, TDD hit flye Vacaces and ynieft,hoes at Bunefsar Corrayvarrent Safety Hotmabon, $BCSS) put*sheyf by TPI and SSCA we nhemnood to, goner al 9milanoe I Pt I defires, the respssnsafxiaters And stades of the Tnets rAmnyun Tines Deshili Engineer and Pon laVese ofthewle her by a Cooftodsk7reed open m embro by sit youlies efoonod The Tnom ENtsafn Fn9i;;,er to NOT the Budder De"ner or Toals System 6�oiivefa fyK any building, Ali CantehZed hHois We are defthed in TM I Copyright 0 2014 PmBudd- DrJ Enryneenng, U0, TDIJj RemeWsAw of u, any rove, Is prohMed eAtiout orated inemunuial rune PMsuAd'[oj Mw E� 4 20 � 2X4 ti 2x4 I shale - 7:1&9 LOADING (pet) SPACING. 2 -OO 06" DEFL. in (toe) Well Lid PLATES GRIP TOLL Plate Grip DOL 1.15 "�O' TC 014 Vert(LL) n/a rue 999 MT20 197/144 I D 'C L to Lumber DOL 1,15 BC 0,06 Vert(TL) Ole ma 999 BCLL 0.0 Rep Stress Incr Yes WE 0,03 Horz(TL) 0.00 3 n/a n1a BCDL 10.0 Code IBC2012fTP12007 (matrix) Weight: 19 $b FT - 0% LUMBER- BRACING - RACING.TOPCHORD TOP CHORD2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS, (Ib/size) 1=137/7-1-11 (min. 0-1-8), 3=137f7-1-11 (min. 0-1-8),4-236t7-1-11 (min, 0-1-8) Max Harz 1=41(LO 9) Max Uplift I -16(1-C 10), 3--16(LC 10) Max Grad 1=170(LC 2), 3-170(1 C 2), 4=283(LC 2) NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wri3O: ASCE 7-1* x/vit-, I 10m*X (3-secseit jfiistW2sf-87mph; Tf;DL--16Apsf; BCQLnQApsf; X-1 51; B-4511; L-24ft; eweere4ff; Cat. It: Exp C; enclosed� �iafi`RS (yfirecflonaft� cantilever left and right exposed � end vertical left and right exposed: Lumber DOL -1,60 plate grip DOL=1,60 snow� Lumber DOL -1,15 Plate DOL -1,15); Category ll� Exp C" Fully Exp.1- Ct=l.l 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing, 6) This truss has teen designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. mszaw�� WARN&NG - triewe thoroughty wiew Ackrevusienorrefed of Sir BWd Stand arc/ Terms to, atarsvFadured Frsoduv"ewer Vas dorugh pararrieters and read holes or, this Tway Doxy, Chirstro JTDDT and thilDOReftsenCeSheat tme 11-14T beMer usy, LWires Otherwise stated on the fury, only herek cone for peahen shat; be, used for =Dt) to be vMer Asa Truss Noon Engineer h e , Speceefty Eweerf the Seel on" TDD rephirwrds an of the polorroonal etagarveenclg rvs tMfiy for the, dewgn of the sVle Truce crested he Me TOO sole, under TPt I ShAtaWrty w1d use of this Truss to, any So Ofetre, � Me 0yewes roAdyewled agent M Mez Des nw, in the Carried of the IRC, I" 188, the We) butchng oade and I P1 I The apprwal of the TOO arid any field use of erstaffabon and bm=V, shWr L the r=Y071he rfalchhfi Des9m, and Cordlactm AN nakes Wt chAm the Too WW Me placlJoe's a % of BuddingCOTIrruout Safely Wousatfon (BCSir) pubtished by Tfit arid SOCA wourferemed=fAr giodwee rM I defines the r Truss Deso Erg kfN €trees mei Triers. manuftdurry� wifts othersele defined by a Contrast agreed V�Xrll Re Wis fey all palfrey The raves Disegn C egirrefe! Snee, fol arty burAN cWUkzyrd Wires are as dofirreder 7Pf I ru CrMyletht 02014 Ptoty.0d-OIJ Er4)MOehIct, 2 M tDO) Repurduston of this document Vr any fum, m prohitAted without VAter, Perinervan Rom PurBwwoi) EWINEWNGuc 0 LOADING (psf) SPACING- 2-0-0 TCLL 30O Plate Grip DOL 115 TCDL 10,0 Lumber DOL 1,15 BCLL 0,0 Rep Stress Incr Yes BCOL 100 Code fBC20121TP12007 LUMBER - TOP CHORD 2x4 SPF No,2 BOT CHORD 2x4 SPF No,2 2X4 �� I --- — -------- - — -------- CSL DEFL. in (too) Udell------------ Ud PLATES GRIP TC 0.02 Vert(LL) n/a n/a 999 MT20 197/144 SC 0,03 Vert(TL) rhe - file 999 WE 0= Horz(TL) 0,00 3 n1a n/a (Matrix) Weight 7 lb FT - 0% - — - ---------------------- BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-7 oc purfins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS, (lb/size) 1=91/3-1-11 (min. 0-1-8),3=9113-1-11 (min. 0-1-8) Max Horz 1- I5(LC 8) Max Uplift 1 =-2(LC 10), 3-2(LC 10) Max Gray I =1 12(LC 2), 3-112(LC 2) NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) V&tl: ASCE 7-1Q� Vvft=lM.(3-szosrsd just) Vashll-VmX,"sf� 8"L=pJpsf:, `yrr 1511t=45X; L=24X-1 cave -41t; Ctst, 0; Exp C: enclosed; MVVFRS (directional); cantilever left and right exposed ; end vertical left and right exposed� Lumber DOL -1,60 plate E rip DOL- 1 60 snovy� Lumber DOL=1.15 Plate D01-0.15); Category It" ExpC; Fully Exp,; Ct=l,t 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live loads, fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(fo 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPl 1. 10) 'Semi-rigid pitchbreaks, with fixed heels" Member end runty model was used in the analysis and design of this truss. A,WARNt 'a ie Verefl dewpn parametemayet read naves DramAng (TOT ou " NG PR th 11-14) Ware use Unless Mhehonm stated on the TM why WO connedo, pnrtes shalt be used to, the Mtobevtayl On DU 2,s,`oreea=tt��117 " the * the self on My TDD mpresents an aomplance of the protessexial = re pon%bbry hor the deahon, of the sooW Truss defooded on the TOO ona,, otw� rat I Trig yonotor as=ns,soadtng surtalloty sub our, of thm Truss for any BoAdnors the resparesbWly (haner's authodred agent Or Me B.0dorg Des org, Code WKJ I'M $ TW mer, or the context of fhe RC, the 18C, The toew aptorwal of the Too and any eoW use of the fnas�, arcasiest handong, stomp, mseynxetn auef terad.0, shat be the espoosaxity o The BuWan; Doom and Connackof AN notes, set out n, the, fi'UU an4 the pradyces and tfudeft nes of SuOoso; Cornpoternt Safety' hdonnation XStt phsistshed by TPi and SBCA we relwen"d far getyaral grodance IF4 1 deems the one Whes of fhe Touts Desone, I Trus D00 Engr1wer and Truss W.Ufacovel, onto$$ othvvew, defined by a Conrad agreed raw to vnong by 90 pathes000feed The Truss Deep Ergom, is 140T the RuOwryfl Desotner or Trues System Engmeof for any WHdarg A09 cafxtayved term we as define!. TPI I Coto,night 02014 Notaund, toJ ErV.ee"% LLC, y0eA Repeoducton of Too, thoweM, or any Coma, `ss wolobded w4hout -4ten terhoesmon from P1033tAWEW September 3,2015 6-0-9 5-10-13 5,10-13 5-10-13 5.10-13 6-0-9 5XIc ` Us = 4X4 = 4x8 ':7 04 = 2A 11 4X8 = Us = Effigy 18 17 16 15 14 13 12 11 10 04 1I 010 = 5X8 4,6 4A = 010 Wit 4A 11 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udell Ltd PLATES GRIP TOLL 30,0 Plate Grip DOL 1,18 TC 0,28 Vert(LL) -0.60 14 >714 240MT 20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 055 Vert(TL) -1,19 14 >357 180 MT20HS 1481108 BCL L 0,0 Rep Stress Incr NO VVB 0 88 Horz(TL) 0 1 10 We Tyra BCDL 10.0 Code IBC2012fTP12007 (Matrix M) --- Weight35611, FT 0% LUMBER- BRACING - TOP CHORD 2x6 SPF 210OF IAE TOP CHORD 2-0-0 oc purists (5-7-14 max,): 1-9, except end verficals. BUT CHORD 2x6 SPF 2100F 1,8E BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, WEBS 2x4 SPF No.2 REACTIONS, (lb/size) 18=2122/Mechanical, 10=2122/Mechanical Max Harz 18=53(LC 9) Max Uplift 18=-35(LC 10), 10=-35(LC 10) Max Grate 18-2601(LC 2), 10=2601(LC 2) FORCES, (tb) - Max. CompJMax. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 1-18--2361/62,1-19=-70911114,2-19=-70911114,2-3=-11285/171, 3-20=-12673/190, 4 -20= -126731190,4 -5=126731190,5-21=-112831170,6-21=-112831170,6-7=-112831170, 7-8=-11283/170,8-22=-7091/114,9-22=-7091/114. 9-10-2361162 BOT CHORD 16-17-7717091,15-16=-7717091,14-15-133/11285,13-14=-152112673, 12-13=-152112673,11-12=-77/7091 WEBS 1 -17= -9617162,2 -17=-1727/103,2-15-5914385,3-15=-889/82,3-14=-3111452, 5-12=-1453/32,6-12=-465/76,8-12=-58/4384,8-11=-17271103, 9-11--9617161 NOTES - 1) 2-pfy trussto be connected together with 10d (0.131"x3") nails asfollows: Top chords connected as frallows: 2x4 - I row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - I row at 0-9-0 oc, Ai-1AV# connections have been provided to distribute only leads noted as (F) or (8), unless otherwise indicated, 3) Vand, ASCE 7-10; Vuft=l 10mph (3 -second gust) Vasd=87mph; TCDL=6,0psf; BCDL=6,Opsf; h-15ft; B -4W L=36ft: eave=sft: Cat, fi; Exp C; enclosed� MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 4) TCLL: ASCE 7-10; Pr -30,0 psf (rooflive load� Lumber DOL -1.15 Plate DOL=1.15); Pg=X0 psf (ground snow); Pf=20S psf (flat roof snow', Lumber DOL,ol 15 Plate DOL=1,15); Category 0; Exp C; Fully Exp,: •Ct=1,1, Lu ---50-0-0 5) Provide adequate drainage to prevent water ponifing, 6) All plates are MT20 plates unless otherwise indicated, 7) Plates checked for a plus or minus 6 degree rotation about its center, 8) This truss has been designed for a I OO psf bottom chord live load nonconcurrent with any other live loads. fit between the bottom chord and any other members. 10) Refer to ifirdens) for truss to truss connections, 11) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) III, 10, 12) This truss is designed in accordance with the 2012 international Building Code section 2306.1 and referenced standard ANSIrrPf I 13) Girder carries tie-in sparte): 4-0-0 from 0-0-0 to 35-8-8 14) "Semi-rigid futchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. nnnsfflum�. WARNNG Ild lead notes Wtbn TMIS Des9a Dlaveing (IDDI Mlln before use Untoet 00volefIe stated W the, TOO, mly Wok Corweald Plates hell be used for VIZ Chootto Engineer ft e , Speoally Entffnefot, ft seat he any TDO represents ae noleetanee of the prof"Wonal englonvvei respoosdemy W the dleegn of the itzhea Trum depleted on the TOO oNy, under TM I The desgo aninnefrom, =Nondibone wtfat,44 and we of Chis Trow to, my Brokirg ts the respontobilly of the Coynw, the Owneft teghoralryl int re the OWdoof Desyner, in At* owext 'A the PC, the tsc the �Oew t"W" cold and P1 I The m feartal of the TOO and my field use 0 the Truss, =Nwntf hwelfteg, towage, elstagaeorl turd Idea% shaft be the espanwbihty a the SuglIng DeIdpewO Coaractor Al .0,106 W out an the. TDD wW the =.dq,edetren of 5,yAwofTC=wyaeltSaWy Infternahm (SCSI) putolshed by MadSBCA we Werenced to, Tel of the TmDtoegner Truss 19,ne,e ard Truss Manufadrrrld. wiless othevate defined by a Contract a9wett t4000 el yoqWn, be do partes #,yoIved The Tnas (Testin Eromeel a i0 the SUddett a Tnole system EVrree, hx a"y btekwrg Ae cap#Wged Wool aft as dekled in M I EMINEERMLLC COPYlotht 0 2014 ProBvi"It Englheennfr LLC, (DNr Reprodwhm of fles (fern mere in any foon is "Itaved w4hout wetten plonomon ftom Pto8wtdrhJ NOTES- IS) OT S - 9S) Graphtoaf puriin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. LOAD CASE(S) Standard 7) Dead + Snow (balanced): Lumber increase=1.15, Rate Increase=7.95 Uniform Loads (p#f) Vern 1-9-62,10-18=-58(1`=-38) §S+'.ARNtNG - Reese tharoughiy rev*the, `Cully wes Aknowledgewea of ProBwel Star daef Term eft Manufactwed ProducW fwm. Vmfy aesa(7n panoteetefs and road notes on the Truss Desegn Draxasgy (T#TD6 and the rkJ Refeaece, Sh"t (eau. 1 t,14) kxeo€e use UNerem € therwBme staled on the TDD, only Wok cie,nedor ptates shall be iced for this Too da be valid As a Truss Dn gn Caigineet f e, SpefooRy Eeagmeeq, the meat oaa any TOD refoeuenas an acre/ a! c of the prc l"monat evo lreenrig €ostorestinny tar the desrgn of the Nngts Truss depkams on the Trey nttty, urtdi a TR i The d, -W astnent Nn a, ina0i43g exi ldbons, sudanAdty, and use of teas Tauae far any Hubkfxng is the reepoos+�aY of tee thwiar, fhe Caameo's atathartxed agent ar ete frekfuag Deo iwa in the arntesf of the RC: the e$C, the Farad teAd n; wade atti'i T'F1 9 The Naplwat of Spee TOD any fivW use of the Tau , tf�Wudn!'q ha,44,9stoea , vahakation and boon ng, shaft bar* the restcnsae ffit o tlso 97es ner asxi a:ontrachn, As ewtem set peat un &M1e TC3G and the (XaOf{CP,6 and gildsIme W r$uk61N &Mporwh Safety hY wreautyn t S&) puMsinyd by TF i and saCA ate ielvenced an wal gtgdallea TPI f defines ont S` C5tk#Y€ft'Mfilm anal dutie%ot the Truss Oestgre " Tanis ;iemF,aJn Eay7iaveas asst Traasm Marnufsach let,. mffi m ca'he ynfe, defined Eau` a aCoMrant agteed upon m -A ,a ng by ti padws mo, yea The TimOesignEngyneee mNOT the E3udsiti Nt+gnaet of Trow Systev» Engineer air any fanning AE! naNtaflVed terms ane M deferred in TR 1VtalAlEMM t.l C CaPgr9gFa '2PbT4 Proi'Seski-Dr,J E 6ncehr . lkC, tDrJk Repedoatlan of this dochee nt, 1n any farm m. pneatsde3 MhoA nei ten terowwn ham thoSuAd-Str.2. Em PnAmAw, Color ado spangs,co 7,600 It Oct 3 2014 MiTek Industries, Inc, Wed Sep 02 0&66:3120 ID 1deYHpMJO'?5DRx3Ddbligyklk5-6-le8m3x?To2F-1wB4j2uupCmeXsTXy1 5...... . --- __j, ....... ....... . . ....... __j 5"6-2 5-2-10 5,2-10 5-2-10 4.9-0 4,9c 5_0_8 4x10 = 3x10 = Us = 3x10 = 3*4 = 2x4 it 3x10 = US = 3XIO = 4x8 7,._ Us 6xl2MT20HS = 3x10 = 3x6 =` 14 13 12 11 US = 2x4 it totto 4x8 U4 LOADING (psi) SPACING- 2-0-0 CSI, DEFL. in (loci l Lid PLATES Wal GRIP TCLL 30,,0 Plate Grip DOL 1,15 TC 0,64 VerhLL) -0,91 15-16 >469 240 MT20 197/144 TCDL 10.0 0 Lumber DOL 1,15 BC 0.87 Vert(TL) -1.6215-16 >233 180 MT20HS 1481108 BCLL 0.0 Rap Stress 1. Yet; WB &81 Horz(TL) 0,28 11 n/a rda BCOL 100 Code IBC2012tTP12007 (Matrix M) Weight 145 Itt FT - 0% LUMBER- GRACING - RACING.TOPCHORD TCP CHORD2x4 SPF 2400F 2,0E *Except* TOP CHORD 2-0-0 oc purlins (2-2-0 max.): 1-10, except end verticals, 8-10. 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SPF No.2 *Except' 2-2-0 cc bracing: 17-19 15-18: 2x4 SPF 2400F 10E WEBS 2x4 SPF No.2 'Except* 1- 19,5-15,13-15: 2x4 SPF 1650F 1.5E REACTIONS. (lb/size) 20=1443/Mechanical, 11=14431hilechanicat Max Harz 20-73(LC 9) Max Up1Jft20,-24(LC 10), 1 1=-25(LC 10) Max Grav 20=1770(LC 2), 11=1769(LC 2) FORCE& (to) -Max. Comp,/Max, Ten, -All forces 250 (lb) or less except when shown, TOPCHORD 1-20--1706/53,1-2=-4363180,2-3-70181118,3-4--8266�133,4-21=-82661133, 5-21=-82661133 5-22--8041/145,6-22=-80411145, 6-7=-7866y147,7-8=-4710/91, 843=4710t91,9-23-4710/91, 9-10=-2894170, 10Al=-1714152 BOTCHORD 18-19-26/436317-18=-26/4363,16-17=-63t7Ol8,l5-16=-78/8266,13-14=-31519, 12-13--1512894 WEBS 1-1 9=-64/4525, 2-19-1400190, 2-17-40/2823, 3-17=-854/72, 3-16=- 1611328, 5-16-357177, 13- 1 5=-3914336, 7-15-5513294, 7-13=- 1599181, 9-13-25/2093, 9-12--1446/82,10-12=-4713234,6-15=-361166 NOTES - 1) VVind: ASCE 746� Vuft=11*rm,#h (3-sec6nd Aust) Vasf,,=VmFh� TCDL=,i,,Opsf,, BCCiL9,Qpsf,, h=15ft� B=451rc L=36ft; me=1,ft"C&t. 11; Exp C; enclosed-, MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed" Lumber DOL=I,i(5 plate grip DOL=1,60 snow: Lumber DOL=1,15 Plate DOL=1.15); Category tl� Exp C; Fully Up," Ct=I .1, Lu=50-0-0 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10Z psf bottom chord live load nonconcurrent with any other live toads, fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) 20, 11, 10i� his truss is desirined in accordance with the 2012 International Build ode section 23061 and referenced standard ANSVTPI 1, I AWARNING . Preaso thonoofthry wooethe �:t To, to, MftIfIldwed P1WUdS'fWrn oyvttdeogn Palmettos and lead notes an the Twss 0MV. Doratry; ITDD) a,ydthe oQRnAoorae ShIW(no, 11-14) hf=ek connoyttor PNIeS shall be used for IN% CTC! Iorevahrf the orad on any TDD reVeSente, an acceptance, of the p`ofoawmateaegmeererq orsmeotwhty for the des%n of the tangof Tons depooled on the r00 onty under TPI I rho de assunarVony, badng nand+trona. sudablity mid use o"m hm Tofor any feurfivyt s therosposUdy of Me 0, om-. Me 0enyory autbo4zed agent of the Etwournt Desyw or Me MIAOXI 6f the k, the lfyf, Mo focal t"IdAft code aocawrti of the IOD MW any entry Uso 0 Me Twos, imo4no hardorg, wtorap, Instagabon and Naceat, shah W the mponseaRy o the Sukhog ComIgnor aw Connector. A9 notes W ouf rn the TDD and Phe WWbCe% and qu'do-'s of stow"of ConfronoM Safety Infennaborn IIX`rflt published by TFn ad,%CA are r0thenood for genial 9.4ame Tot I deform, the mporootffbes ard 4,Aws of the Taos Defognw, T,.," Des9n Ecy.*et and Twos Manufachaef untess otheornse defined by a Contwrl ag000lurfanva roftot by M parkas Inoroyed The Tnoo, Drnn Eetpnw, m NOT the Su'a1mg Deraptet or Truss. System Ovvaye, for any Nylaing Aff catatalued fears ave as defined ,. Not I Copy,ght 02014 Polywid-DO LLC, (00I Reprod,.Aow of too, doxxonent, . Any freer, M PmMbded wonout womea r0on6.1a>1t foon pnyawm-to) ----------- QJO& 3k -&A 6-6-6 615-0 4-0-4 4-0-4 6-1-9 4-0-12 4-4-4 U4 == 2X4 it Us I � r D U 3X4 Us = Us WO 10 9 20 11 4X8 WO LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 115 1 TC 0,53 Vert(LL) 424 12-13 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1,15 BC 0 61 Vert(TL) -0,50 12-13 >849 180 BCLL 0.0 Rep Stress Incr Yes WB 0,76 Horz(TL) 0.07 9 We We BCDL 10,0 Code ISC2012rTP12007 (MatrixM)Weight 1------------ 227 to FT = 0% ---------------- ------ LUMBER- BRACING - -------- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-" oc purlins (4-1-7 max.): 3-6. MBS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 Do bracing, Except: 6-0-0 oc bracing: 10-11, I Row at midst 5-12 WEBS I Row at micipt 2-13, 4-13, 4-12, 6-10, 7-9 REACTIONS, (Ib/size) 16=14454Mechanicai,9=1445/MechanicaI Max Horz 16=299(LC 9) Max Uplift 16--22(LC 10), 9=-26(LC 10) Max Grav 16=1771(LC 2),9=1771(LC 2) FORCES. (to) - Max, Comp.lMax, Ten, - All forces 250 (to) or less except when shown. TOP CHORD 1-2--1910/82,2-3=-1793/145,3-17=-13611151, 4-17-13611151, 4-18-1400,1153, 5-18-1400/153,5-6-1400/154,6-7=-1263/157,1-16=-1706/58 BOTCHORD 15 -16= -268/259,14 -15=-74/1593,13-14=-7411593,13-19=-19/1472,19-20=-19/1472, 12-20=-19/1472, 5-12=-466176, 10-21--154732, 21-22-15/732, 9-22--151732 WEBS 2-15=-370166, 3-13-31574, 4-13=-405/48, 10-12=011 111, 6-12=-1 51933, 6.10=-531/74, 7-10=0/652, 1-15=041 492, 7-9=_1704/0 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vuft=l IOMph (3 -second gust) Vasd=87mph; TCDL=6,Opsf� BCDL=6.Opst- h=15ft; 11=4511; L=36ft; eave=5ft; Cat, li; Exp Cl- enclosed; MWFRS lftrrecfionab� cantilever left and right exposed � end verficat left and right exposed� Lumber DOL=1.60 plate grip DOL -I -60 snow: Lumber DOL=1,15 Plate DOL=1,15); Category ll� Exp, C; Fully Exp-�LO-50-0-0 4) Provide adequate drainage to prevent water pordfing. 5) Plates chocked for 4a• plus or minus 5 degree rotation about Us center, 6) This truss has been designed for a 10O psf bottom chord live load nonconcurrent MIT any other live loads, 'r- wf * m qm kV,-=7%rm'* fit between the bottom chord and any of members, with BCDL = 10.0psf, 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joinq$) 16, 9, 10) This truss is designed in accordance with the 2012 International Building Code section 2306. 1 and referenced standard ANSt/TPI I 11) "Semi-rigid pitchbreaks with fixed heete Member end fixity model was used in the analysis and design of this truss. 12) Graphical pudin representation does not depict the size or the orientation of the purist along the top and/or bottom chord, 32 f WARNtNG -Plene thoroughly hehewlele `Cu%t~% AcknovAlrdoPreent of for Manufactured Fooducls" form, Veftdnon paramMem and Lead Wet, (TDO Anft d DTJ Reference Sheet (r" 11-14) before se Unless othonlese vested an the'rDO, Wry !Adie*,,ohnnectm Poles shafton wed W this 00 to be IWIJ As a Truss moon Erghew ti e , Spec*Ry Engranet, Che wal of, any TDD represents arc acceptance of the photesslorret fm Uv derfor, lrMe srlxFe Tom d.fe0ed an the TOO We orykA TM I rartabillty and we ofthm Tw" fol, any Rudchng te the lespormotolay Of fha 0'eherr ft Owhol's authomed ageni or the Mokhng Deszw, in the loordext , of the IRC� the MC, the loa buddlng *Ade and Tel I The appooril or the TOO and any Geld we. of the, Tnm, erdW,rV ra"log, sunap- instalraUat, AM braorAr shag be, 1he espohsAWKy a her OW&V Cresigner aref Cmtoeoor, M nah�, set W o ft TO and the ornponent Safety InformAron MCS" published by Wl and SSCA are referevurad for ,X,nonft gordaIrm Tor I dethre% the eWnseeatws am Wks o"he Treor, D"oer, Tnols =ozzog-u"d-z -,,-01.1-1U-1-d2dCa. untem oftlemse defthed by a Clorvad agreed woo, to wflarg by rdt pallro od The Truss De%Vn Erome, s NOT 1h; awxS3asg Der;Qmr or Tame System Engmew lIX Ally Wideo AN CWWoed rams we, as defind in I Pl I Copyngla 0 2014 PfoShW-00 EVAteeneog, LIC {CeJ) RereodwAroh ot tbw domment, of any torre, r% pohlbiled ealhout wleten plam"m froer P5 8wJd_DrJ ME ------------- .--+ — ----- 6-510 4-0.4 4-0-4 6-1-9 4-002 44A 3.4 3x4 SX6 rO U4 Us 5A WO T1 10 4X8 3X10 Scahr,- 1151 d, 61 LOADING (pso SPACING- 2.0.0 CSL DEFL. in (toc) Wed Lid PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC, O 53 Vert(LL) -0.24 12.13 >999 240 MT20 1971144 TCDL 100 Lumber DOL 115 BC 0.61 Vert(TL) -0,50 12-13 >850 180 BELL &0 Rep Stress Incr Yes WB 0,76 Horz(TL) 007 9 n/a his BCDL 10 0 Code ISC2012fTP12007 (matrix) Weight: 449 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied of 2-2-0 no purlins, except BOT CHORD 2x4 SPF No,2 and ver-ficals, and 2-0-0 oc purlins (4-1-7 max,): 3-6. WEBS 2x4 SPF No, 2 BOT CHORE? Rigid calling directly applied or 10-0.0 oc bracing, Except: OTHERS 2x4 SPF No.2 6-0-0 oc bracing: 10.19. I Row at midlit 5,,12 WEBS I Row at idirt 2-13, 4-13, 4-12, 6-10, 7-9 REACTIONS, (ttilsize) 16=1445/Mechanical, 9-1445/Mechanical Max Herz 16=299(LC 9) Max Uplift 16-22(-C 10), 9--26(LC 10) Max Grav 16=1 771 (-C 2), 9=1 771 (-C 2) FORCES, (ib) - Max, Comp./Max. Ten. - All forces 250 fib) or less except when shown, TOPCHORD 1-2--1910/82,2-3=-17931144, 3-78=-1363/151, 4-78-1362/151,449-1400M53, 5-79--1400/163,5-6=-14001154,6-7=-12661157,1-16--1706158 BOTCHORD 15-16-268/259,14-15=441159313-14=-74/1593,13-80=-1911472,80-81=-i9ll472, 12-81-1911472,5-12--463176,10-82=-151731, 82-83=-15/731, 9-83-151731 WEBS 2-15-370/66,3-13-2/567,4-13=-401148,10-12=0/1116,6-12--1"30,6-10--53lf74, 7-1 0=01653, 1-15-011492, 7-9=- 170310 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft= I I Omph (3-secY gust) Vasd =8 7mph� TCDL -6. Opsf; BCDL=6 Opsf,, h = 1 51t; 8=45ft; L =36ft; eav e -St Cat. It Exp C; enclosed; MWF RS (d tractional); cantilever left and right exposed ; end vertical left and right exposed; Lu mber DOL- 1,60 P1111 grip DOL=1,60 3) Truss designed for dl in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuft qualified building designer as per ANSUTPI 1, 4) TCLL: ASCE 7- 10; Pr --30O pgrf (roof live kuld� Lumber DOL=I, 15 Plate DOL=1,15); Pq=30.0 par (ground snovet� Pf=20.8 pet (flat to snovv� Lumb-i 15); Category 11; Exp C; Fully Exp," Ct=I. 1, Lu=50-0-0 5) Provide adequate drainage to prevent water pending, 6) All plates are 20 MT20 unless otherwise indicated. 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) Gable studs spaced at 1-4-0 oc, 'I 9) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. fit between the bottom chord and any other members, with BCOL or 10,Opsf, 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 in upfift at joint(s) 16, 9, 13) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSVTPI 1 14) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 15) Graphical pulfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, 1144y *yahe ow urgenaberw" ataxp on me TDO, " maek rAnatectak txmtex ShMtoa Used for this MOW be Vold the Seat on any I'M repteaerds an acceptamm of the protempotwO Mm nsentily for the dnqn of the s4agar Trus% devided he the TOO onty, under TiPt I e swlabky and use of one Them ad any 8.0erng's too respoesdeny Oromo's authoured agere 0, the Surbmq D"ynw� m the context of thr, PRC, the i6C, the real bwkkrg code ahO TM I The aptoarnat W the I DD and any toed us. at the Twss, indduv handhog, staaw, Mitigation and Ww��, shop be the barer 0 the Buddtrx; Chnagner �Pd ConbaeUn AN rwres $el Out m the TDO and the -b SCSI A are feArronoed tor gene e3 g doom TR I defews the tanoonsOMpas and drawm 0 thn, Tun Dmgw. ',on f I ea C'— So M er pub4shout by TPt and W and rMS! T, MrEnvUo 1hd Tr =12dtan� % otthtyr=fin%iby a C-oAlael agreed g= M rohlg hV 09 partift ineoWed Th as% Dosch Coga,"s'm NOT the Buitthat Dosater cy Tress Systern Entioraw fre are, buWaV AR captakned Were we as defined ,a TR I C*oymho 0 2014 Pf6B.41,01J Ersovahvq, H -C, roj) Rephrdrraem at rhii docwrent ", any oath, migolabtedaawe A wden peorn*ahonFrom FToDuOdDri September 3,2015 4X6 -3 ------- b -b -'a - +---, 5,� 6-8-8 6-50 4-0-8 4-0-0 6-1-9 4-0-12 44-3 5X6 ---- Jeff - 4X5 - 3ye4 - - 2X4 H 5x12 »rc 10 04 2tel LEM H� gm� 9 9 LOADING (psf) I SPACING- 2-0.0 CSI. P DEFL. in (loc) I/def! Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC O.94 Vert(LL) -0,22 8-9 >999 240 MT20 197/144 TCDL 100 Lumber DOL 1.15 VerftTL) -0.43 O '7: 14-15 >989 ISO &0 BCLL Rep Stress tricr Yes V'VCB 0 Horz(TL) 0,09 8 n1a We BCDL 100 Code IBC2012fTP12007 {Matrix M) -------------- 'Alliql* 217 to FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purfins, except BOT CHORD 2x4 SPF No,2 end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-5. VVEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Except� 6-0-0 oc bracing: 11-12,9.10. 1 Row at midpt 4-11 WEBS 1 Raw at milipt 2-15,5-9,6-8 REACTIONS, Ob/size) 18=1445/Mechanical,8=1445IMechanicaI Max Herz 18=295(LC 9) Max Uplift 18=-22(LC 10), 8--26(LC 10) Max Grav 18=1771(LC 2),8=1771(LC 2) FORCES. (Ib) - Max, Comp.lMax. Ten, - All forces 250 (to) or less except when shown. TOP CHORD 1-2-2135175,2-3=-1913M36, 3-19-15221146,19-20=-15221146,4-20=-15221146, 4-5=-1514/145, 5-6=-1269/158,1-18=-1704157 BOT CHORD 17 -18= -248/279,16 -17=-5911796,15-16=-59/1796,14-15--1811566,14-21=011513, 1 3-2 1 =011 513, 4-13=-671/108,9.23=-131735, 2 3-24=-1 31735, 6-24=-131735 WEBS 2-15-319195, 3-15=0/527, 3-13=-461304, 9-13=011 107, 5-13=-311111, 5-9=-612165, 6-9=0/647, 1-17=011 682, 6-8»-170710 NOTES - 1) Unbalanced roof live loads have been considered for this design, If emy Exp C� enclosed; MV*RS (ifirecfionab� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1,60 -IL R snow: Lumber DOL -1,15 Plate DOL=1,15); Category 11; Exp C; Fully Exp,� Ct=1,1, Lu=50-0-0 4) Provide adequate drainage to prevent water pending, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads, ci'-'*;4-XW6)ar fit between the bottom chord and any other members, with BCDL - 10,Opsf. 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joinifts) 18, 8 10) i truss esi ne ar the 2012 Intemationa u in e section 2306,1 and referenced standard ANSI/TPI 1, Ig WARNING - Pitase thtwoWtey daxoy VIA Admoyfeeveysee of P,ottuld Stindauk I o"m fm Manufactured PIodwbC forret Vea4t, desen reeasethe and read Aes on thes Truss knSM a.d the 00'rfedhenoe Sheet (,ev. 11-14) holve use UNeve otheyvase stated en the TOL) only Malek conned stated shag be LAW In, fts TODtobe the sew 0" any TOO rweseIft an aceepta" of the pmfetfiatasat euttfine*6nq mepom'bdtly IN the dowtin of Me s#Vto Trum depmted on the TDO onty, tuxiff TPP I The desyro loacfinff condibont, Swtabdfrr wN use of thm T,m to, any rfukhrga, the res MAY of the 0*herL the 0,vneOs mghotired agent or IN ISaturat Eyesymv, m ft wMed of the ffyC. Me 15C the, local lash} wdo ata T R I , I he aghenual of the I X) and any fwW use of the Truss. iectudoo hand", stauge. estalabon and btao'g, shag be the rewyonwhAty o the 8.0defit Caengner aM Core allos. AN not" set out I. The TDD aw Me rP9 I aet,ne% the rwayp tdaitea and duties of the Truss Desiyaw fund, unams ofde,vose defined by a Contrad attreed upon urs "toytt by ag padIes-a0ved The Vase DesQ. Eng meef 6 NOT the S.MysIt Desqnv 0, Ifuss System Engm#e, 21Y for shy butfdog Att carstakred terms we as deffned m TIN I ENM&MMuc CoWnght 0 2014 Fy*Sv4d,C1rJ Ffeg."ore, LLCI (0Tj) RAP"I"Wes' of this ds -ant' "' 'ny eas"L as pohibned WOW yTften punumon ko'. p7ostok1,00 M I__........... 7.111 711-1 4-0,12 4-4.3 2.4 !! 5x6 =° 15 14 99 i3 12 19 11 20 10 9 21 22 8 3x4 3x6 ;a: 30 3x6 = 3xtf1 3x6 M::: 3xA :-= 3.x40 '..: LOADING (psf) SPACING- 2..0.0 CSL TCLL 30.0 Plate Grip DOL 1.15 TC 11.56 TCDL 90.0 Lumber DOL 1,15 BC 0,49 BOLL 0.0 " Rep Stress Incr Yes WB 0.76 BCDL 10.0 Cade iBC20I21TPt2007 (Matrix -M) LLIMBER- t BOT CHORD 2*4 SPF No,2 WEBS 2x4 SPF No,2 REACTIONS, Max Herz 15=304(LC DEFL, in doc) I/deft Lid PLATES GRIP Vert(LL) 418 8-9 >999 240 MT20 197/144 Vert(TL) .0.37 8-9 >999 180 Hszrz(TL) 0.06 8 n1a No .,........._._.___._-._.__,_.....,_._...._.._._...._._..,......._..._..__......,_,....,�.._-, Weight, 214 lb PT = 0% -_w.-....----------- ,..,..,._..---.___._,.....,..,-..__.....,.,_.,.�.... BRAING- TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except end verticals„ and 2--0-0 oc part&ns (3-10-0 max,): 3-5, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Raw at intent 2-13,4-11, 5-9, 6.8 FORCES, (to) -Max, Comp,dylax. Ten, - All forces 250 db) or less except when shown, TOPCHORD 1-2=-1754f87,2-3--17231156,3-16=-1393/163,4-16--1393/163, 4-17=-13931163, BOTCHORD! # 00 i WEBS 2-14-462167, .#4-11--660/105,i k 6-9=0/717, NOTES- 1) been o #edesign. ♦ # ♦ -# # right exposed; LumberDOL=1.60 grip 0 o ber 1 -# # 1 checked4) Provide adequate drainage to prevent water pending. 5) Plates for a plus or minus 5 degree rotation about 6) This truss has been designed for r 10,0 psf bottom bottomfit between the # } and any other members,0 8) Refer to girder(s) for con9) Provide mechanical connection (by nections, of withstanding 100 to uplift at joinds) 15, 8 10) This truss is desi ned accordance with the 2012 International Buildini Code section 23061 and referenced standard ANSIITPI 1. a wRRPBlt3C` " F'3ease ttsotoaagtt4y revsu^w tF,e "Cauttt+meeIs A<aknsa .,dlsetrS sit FkgSauk! Standard Terms far Ma+eyodUred Products'" fauns glenfy dt xgn pssa+seeters arxi rea4 Hakes on this Tnsee Dash tJrarrtieg (TtFt31 and the DO Reheenne Sheat ire, 11-'t4) before use.idntess ut 'se slated eat @to Too, onty Wsk cnnnedrru Pat" shall b5 used yx tions?DE} to tie vafFq. Aa a Taus news. EhIprarrr ire, d*pecdaby Engmeerj, the seat on any TDO repoerents an ar eptauaue, of Van putfitosanat erypseen"t; respons ok y fat the dersw of the sxagie Truss depe:#ed an the TOO artily, ur4w T Pt t The dos, assuntr ns, toad og Nerdt aans.. surtaWhy ;and use of dfces Trus far any Tsudd+trg „s the re'spaesstxai"sky o" the C wire,, the Owner's "hooaed tgeru or the Binkia €3esTner, in then contest of tf* RC.. the f6.. 6he tl.., buAir g owe and Ten 1 This apewoeat of the, TDo and any reed tale of the T€us5,. mckidi gy hao'c Eng storage. +nualieki a atra9 blow*., shoo be the ecxsponsurdir, o the B.Adke; Destans+aud Coutraaw AU mates set out un the Too artd the #aaciea eau and pusdekrtes of Budd+rag CatasTxwxent Safety durharmatran (r1C<g7e punadhe<4 Pay TPi rad tiDCA are xeCecexaceed leer.g� nuaai guxfa*u SPI % drerue, the resptarasaa&ties ams dWws of the Thar% Deiq n ir, Truss DeaW E:rs pheer and Truss Manut dor er worn" othervrose dahned by a Conseilagreed Upon as enb g3 by as Pad" errraR+red The Truss Deet gn E�hpneee it, NOT the Surb9rrsg D ` rue w Truss Systam f ng new for any taatkimg. Ali o0tahzed harms we as deer,,d r TR 1. _4jr. IN&MMuc Ca6*Y10t 0 24114 Praautkt�TkJ Erag meang, LLC, 1DrJ R epuoductksn & this docoanent.. in any ftum * proteb led "hoot widien parnussher funa Pro$tc t1yej M .._........... _----- __.-2.-_.__ ._____ ._...... ._... 6.8-8 fr5-0 74,1 7-t-9 3.90-7 4-1.15 5x6 = 2.4 €i 5x5 =a t5 14 17 13 12 T8 I 1310 9 20 21 a 3x4 = Us 3x4 3x6 = 300 34 ::: 3x4 = 3x16 :- LOADING (pso SPACING- 2.0-0 1 CSLD EFL. in (loc) Vdefl Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0,56 vert(LL) -0.15 8-9 >999 240 MT20 197/144 TCDL 10,0 Umber DOL IAS SC O 47 vert(TL) 431 8-5 >999 180 BOLL 0,0 Rep Stress Incr YesWB 0 76 Horz(TL) 0 06 8 We We BCDL 10 0 Code IBC2012/TPI2007 (Matnx M) I Weight 214 to FT = 0% -------------- _. _,__ _ __._____ � _ ___-.__,_, __.__,_,__,_ LUMBER• BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc puffins, except BOT CHORD 2x4 SPF No -2 end verticals, and 2-0-0 or purlins (3-10-14 max.}; 3-5. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. \AESS 5 Row at mtdpt 2-13,4-11,5-9,6-8 REACTIONS, (ibisize) 15=1429/Mechanical, 8=1429/Mechanical Max Horz 15=307(LC 9) Max Uplift 15=-21(LC 10)„ 8=-26(LC 10) Max Graft 15=1756(LC 19), 8=1802(LC 20) FORCES.# forcesor less except when shown. TOP CHORD 1-2-1734187 2-3-16971156, 3-16�1360/162,4-16--1360/162,4-5--1360/162, BOTCHORD 14 -15= -281/254,14 -17=-92/1484,13-17=-92/1484,12-13=-42/1379 12-18=-42/13 11-18--42,/1379,11-19=-1611017,10-19=-1611017, 9-10=-16/1017,9-20=-241731, 20-21-24/731 8-21=-24/731 WEBS 2-14=-454/67,3-13=01384,3-11=-361344,4-11=-660/105, 5-11=-191823,5-9-466,18 • NOTES - 1) Unbalanced root live loads have been considered for this design, a i # # i Exp C; enclosed: MVVFRS, (directional); cantilever left and right exposed; end vertical left and right exposed, Lumber DOL=1,60 plate grip # if #. i. P _ {4 psf i. # i snow,A f. ..# ! degree4) Provide adequate drainage to prevent water pending, 5) Plates checked for a plus or minus 5 ! # 6) This truss has been designed for a 10,0 pet bottom chordi # # nonconcurrent with any other live loads. fit between the bottom i and any other members, 8) Refer to girder(s)f for 9) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) 15, 8, I& histrussisdes; # in accordance with the 2012 international Buildin# Code P standard AN IrrPI1. A * # WARNING - Please Vexottgth4 meefyd the "°Castrarxaar"s Ackm men4 of i�'FaatMN,f 5taexiard TdkFatt33 liar Manufactaued Producto' farm V+.anh, desk» parameters arxf r nate# he this T'Kuss 0esa3n Drava ng (Turn arad the 0rJ €Yefereme Sheat lacy f 1-14' hC'Coa uselln Ikn ¢rt atatei on the T$g cash Mit ak conuccrot Fades 5h alt be aaed forth e T 0 0 to be vWet . As a T€uss Dashin Eng ,hea, (� e. Speoak y En9mefe the Seat on any TOO I.pKewet au acceptance of the prates#tanal engiryfenrtg r esporsy0d,ty Far the deyegn of the sasgfa Truss dephled an the TDD orgy, under TM 1. The deso assu+apwns, krad,ng unsnait?ars. su att ity and use of thus Tnefs dal any p.0mg m the caspormobdAy of t", Conner, the carat's autlt-ved agent tar the Sw6oingg Deeu +aar to the oWext of the W, the 46C, the focal butdmg Wde and Vn i The ..pp,ay al of the TOO and ztny fiend u%a of the 1 Hass- mciudtrg harxdi , skaage, mstalratton and treats, 034 be tine sesps,xstht'Ay rot dee t3uftnq Ous^gaetf awl Cwhar. m Aa oaten, sat out m the TOO taut the W aot2 all gude+i and Bu4ditsg Component Safety hfurrearm U8CS¢ }avttaltatn:ef by Ti P and SSCA ate re[et4nce6 tar ggpraevaf gaudaetu^a. TT's 1 t ehnes th4 a+!spn€esoaafitdaw aaai drUiea afitpse Tru %1as? a:. 7raas f7aatgh EnS1hy er ries} 2'ttrss Manufaaavrea antes, otheruAse defined by a Contract agnted .pon m wma o by au parttics tawahtaarl. The Paa+ss f3asygn EeKgdnetrr * NCrT the kYuMM9 fk+sigvaer om Trun System Engdnmea fsx any txarkk gy AS oaptrafeed to ms arc as defined Int rR t —4!"" Eft INEERIls uc CopytQht 02014 Proft0d DJ Englsteeae g LL:, (Cirdt RepvayethUsn of Ufa d aGusrmerx#, in any hrm e, P"Auteted "Ib" wrt"a. peehasew, hDm faMBWt 0'J Proltuvid, cayfado spratge,co 7,6OOsQui 3210141shTelilrefustries,inc Wed 8mg020&56Al2yn5 Pagel ID ldeYHpW9JO11,DRx3Dcit4igykik5-YvFvsT3H6tJqBSy?J94 DJBN4u?cl7CR71hn7NJyhiP +--, .. . . ................_..3 5-fL-0 . ..... 6." 6-1-12 4-0-3 4-0-3 0-8-11 7-3-12 6X6 4X6 =2x4 4 Us = 2x4 H Scale - I 17A ca gas is 3X4 17 3K6 axod 21 16 is 14 10 36 = 2A 3A 3XIO = 9 3,6 = LOADING(ast) 1, 1 SPACING- 2-0-0 CSL DEFL. in (loot Well Ltd PLATES GRIP TOLL WO Plate Grip DOL 1,15 TCVerdl-L) 410 '�3 0, 10 >999 240 MT20 197/144 Lumber DOL IA5 BC TCDL 1010 0 Vert(TL) -0 26 9-10 >999 180 BOLL 010 Rep Stress Incr Yes WB 044 H.,,,(TL) 010 9 We n/a BCDL 10 0 Code 1802012/TP[2007 (Matrix M) Weight242 lb FT O% LUMBER• BRACING- TOPCHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 2-2-0 or, purfins, except BOTCHORD 2x4 SPF No.2 end verticals, and 2-0-0 no purfins (3-10-6 max.): 3-6. WEBS 2x4 SPF No,2 BOT CHORD Rigid ceifing directly applied or 10-0-0 oc bracing, Except: I Row at intent 4-13,7-11 WEBS I Row at midpt 2-15, 3-15, 4-12„ 5-12,6-11, 8-9 REACTIONS. (lb/size) 18=1429/Mechanical, 9=1429/Mechanical Max Horz 18=307(LC 9) Max Uplift 18=-21 (-C 10), 9=-26(LC 10) Max Gran 18=1752(LC 2), 9=1752(-C 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--1711187, 2-3-16581156, 3-19=_16241140, 4-19=_16241140, 4-20=-1433/135, 5-20--14331135, 5-6=-1433/135, 6-7=-15361214, 7-8=-14851108,1-18=-1690156, 8-9--1683/55 BOT CHORD 17-18--281/254, 17-21=-92/1410, 16.21 =-92/1410, 15-16-9211410, 13-22=-33t1637, 12-22=-35/1631,12-23=-26/1107,23-24=2611107,11-24=-26/1107, 7-11=-653/184 WEBS 2 -17=-453/67,3-15--2W48,13-15=-51/1344,3-13=0/779,4-12--534/13, 5-12=-311159, 6-12=-61911, 6-1 1 =-3171161, 1-17=0/1396, 8-1 1 =0/ 1299 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10� Vult-1 lOmph (3 -second gust) vras4=87mph� TCDL-6,Opsf,, BCDL=60psf� h=15ft; B=45ft; L=35ft; eave=5ft; Cat, ll' Exp C' enclosed; MVVFRS (chrectkgnalf� cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1 60 snow: Lumber DOL=1.15 Plate DOL=1,15)� Categop C; Fully Exp.: Ct=1,1, Lu=50-0-0 4) Provide adequate drainage to prevent water pending, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any of live loads, 1) V yK%e&ea*K4 fit between the bottom chord and any is members, with 8CDL - I 0.0psf, 8) Refer to girders) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 tb uplift at jointis) 18, 9. s truss is desi n a or once I the 2012 International Buildin ode section 2306.1 and referenced standard ANSIrrPl 1, 11 1 Ismail AWARNING , Melee, the,10irchly, arven, the "Canton Ys Anon, .men! OPosEhM Standard Temis for MareshletwelPodueer"fiern Verity decor, pad ors and lead notes an this Truax Design Dfasong JTDCh and athe QfJ Reftnesct obeet ne, I 4 14) before vior Untess ohneense stated an the TDO, ody Won womerlor 940irs raeolk be, used far ties TDD to be send As a Truss Dnepr Engresor d,e , Speociffe, Ereplishy), the seat on any TOES mphyriers. an acceptance of the nhasinonlehly Ae the design of the, tenser r,oss deoxcled on the T Do ditty, utwer TPP 4The select asse,"alfrec, oradsw Conditions, suitabiltry lend use of this Taus for any Sioddool is the riepoosetrah, of the owner of the RsC, the SC, the local Winces here, and I'M I The, appelf,ell of tee TOD and shy fielo use. of the Tatsoeldregiv harafing. Venice, nen, Hie uaroter shag be not and Coraradoc N1 netes set fire . the TDD and tho pr calices a C n7no is ety In ell'=Vacsil pbirshod by TPI and ,WC Al refit reed to, flindehlyuldance Ph 1 Truss Designer, Treat ='2= by a doestaIAggood Upon M on" lar as The 1,.o Ohnuftet Engh", is NOT the tfuldwo Cysselien or I rays System Eirrieuter for, any bu,kary; A# lailedahzed to we as downser . TPI I Copyrothl 0 2014 PcOWWO"f Ensyneenro, L�'C, rD(J) frepesductonr of onto docutruml,,n any Ram, er ticeirtsted aythroof Wenth, pelmehoon fton, phiRadif-DO 6-8-8 6-5-0 8-1-12 4-0.3 4-0-3 Y11 7-3-12 SX6 = 4X6 = 545 = 30 3X10 3x6 = 3A 11 We = 3x6 = - ---------- 6-5-07�3-12- 3-12,0-2-01,16:0-3-8,0-2-81, [13:0-5-8,0-4-0), [17:0-4-12,0-1-8), (21:0.1-11,0-1-01, [46Z-1-14,0-1-01, 149:0-1-14,0-1-01, LOADING (psf) SPACING- 2-0-0 I CSL DEFL. in (loc) Udell Ud TCLL 30.0 Plate Grip DOL 115 j TC O 58 Vert(LL) -0,10 9-10 >999 240 TCDL 10,0 Lumber DOL 1,15 SO 0,37 Ved(TL) -0.26 9-10 >999 180 BOLL 0.0 wRep Stress incr Yes WS 0A2 Horz(TL) 0,10 9 n/a n/a BCDL 10,0 Code ISC2012fTP12007 (Matrix -M) LUMBER. BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No,2 BOT CHORD OTHERS 2x4 SPF No,2 WEBS REACTIONS, (lb/size) 18=1429/Mechanicat,9=1429/MechanicaI Max Herz 18=307(LC 9) Max Uplift 18=-21 (-C 10), 9-26(LC 10) Max Grave 18=1 752(LC 2), 9-1752(LC 2) FORCES, (to) - Max, Comp,/Max. Ten, - All forces 250 (to) or less except when shown. TOP CHORD 1-2--1711/87, 2-3=-96581156, 3-80=-16241140,4-80=-16241140,4-81=-14331135, 5-8 1 =-14331135, 5-6=-1433/135,6-7=-1,5361214, 7-8=-1485/108,1-18=-1 690156, 8-9-1683/55 BOT CHORD 17-18=-2811254,16-17=-9211344,16-16=-9211344, 13-82=-33/1625,12-82=-3511622, 12-83=-26/1107, 83-84=-2611107,11-84-2611107, 7-1 1=-653/184 WEBS 2-17--453167, 3.15--290148,13-15=-51/1297,3-13=01779,4-12=-534113, 5-12=-311159, 6-12=-61911,6-11=-317/171,1-17=0/1396,8-11=011299 PLATES GRIP MT20 197/144 Weight: 451 In FT=O% end verticals, and 2-0-0 oc purlins ' Rigid ceiling directly applied or 10-0-Ooc bracing. 7 Except: ix I Row at midirt 4-13,7-11 1 Row at midpt 2-15, 3-15,4-12,5-12,6-11, 8-9 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10� Vuft=1 lOmph (3 -second gust) Vasd=87mp6,0psf; BCDL=6 Opst", h=15ft: 8=45ft: L=35ft; eave=Sft; Cat, IL Exp C; enclosed� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL= 1 60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard industry Gable End Details as applicable, of consult qualified building designer as per ANSIITPI 1, 4) TCLL� ASCE 7-10� Pr --30.0 psf (roof live load: Lumber DOL=I, 15 Plate DOL= 1A 5); Pg -30.0 psf (ground Pf=20,8 pst (flat roof snow: Lumber DOL -1 15 Plate DOL=I, 15); Category 11; Exp C; Fully Exp.; CW, 1, Lu=50-0-0 5) Provide adequate drainage to prevent water pending. 6) Ail plates are 2x4 MT20 unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) Gable studs spaced at 1-4-0 ac., 9) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrant with any other live loads, T I)* TW, biwslns **wff7%jrtT�0 oq-wpaMV7M fit between the bottom chord and any other members, with BCDL = I O.Opst. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joinbs) 18, 9. 13) This truss is designed in accordance with the 2012 international Building Code section 2306A and referenced standard ANSI/TPI 1 14) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, IjNtRpojWaWorgrepresentation does not depict the size or the orientation of the purlin along the top and/or bottom chord, AWARN NG, , PL-aso VUeoL'Qh§Y ACkn7=46:eIltaofdF®ro ah�aoyl Term for ManUfadurodProdmW for,, \w� drier, PaValletesand read We5rtnthis Team Deson DmAng JDQ, aw the rho Retaram. Sheet (hr, I l'iw Or* so UwM 6 to =& ra MfTek shaft be wed for this to, be wafid As a TnAs Desgh Errgmeer e e, Specialty Ebgneer4, the seW on any TEM hepesents an ascepurb,e of the phgetbronO erq�amq msparoubtey fm the do"n Of ft Vnthe Truss deen*trd On the TDO ONY, 4WI, TPI I The dewon 08%,rarbOns, Tozeang coodMons, suaAWAy ard use or ths Trm for any Bu#dq n, the,�POCMWMY Of bhe Omar, the OWOOM authstired agent of the Suikbrei DeSynen, in the conreld 0 the IRC, The SC, the rocal bw1deq arde and TPi I The astrea,ao ol hot TEND aact any real use at the 1`iuss� mduakno hardov, storage, mahtflabon and ly.,sny shat be the msfaombny o the 8WdWV De%�gmf and Contracts( AN antes set not e, the I DD and the Ptaduats and gextehnes of Butfang Compoftnt Waty Information (BCSQ pubbheat by TFO and GACA we tefererh*d for geetfrW qudanm TPI I tham,umt the respountAbes and d,Oes of the Ttm Desgrw 'Cruse Design Engmew aid Tnw Manufactreet. unIns othervase defined by a GoWad &,ftbred upw 0, wailing by alt partlesmah,ad rhe Truss bwa6n Engtnew ss NOT the Swahng Designer w Truss System Engmm fix any tukhat AO captakeed terms we as &fined in TPI I Copyright 0 X14 NoSutkhX? LLC, TDQ), Reprodudex, of this docurae.T. to way toun, rs paohAxled wthoW wetcq payressax, from Pw8waJ,0rJ WARNWG , PlG4a" HRUAat, htv €eY(e5V Ute `°utr9tomet"6 tl` SfteGlt OR t'EFE,dWk1 SManY3dei[ Teamsd?f M4anutxct-wecf r tat{CJc^S$+ " R9SfSt VR"CPiyy G9#S�E! 4�f�Tii@t@i� �M# road notim on 3Y6isTom �. a`S�M'i itd'AL+�t� (TDD) area the J iielers!eacrn trheal tnw. 11, 14) before cr," U,4e%a other "stated sttr Cfae TOO, arty MRaTak or oat" toutg be used Etre V" T00 to to ,rf d. As a 3`russ De vpn kawpaneer to fr, 5pecasfity F.ra 1.114, the seat an any Tp4T mPresents he acceptance of the ptofessMM ee�aaeeen+ep oesporvsrhrNly for the des n ret She srntTte TvLM depx"ted on the TOO wdy, under TPI i. Thee desx,Tre sssumpaitarrs, ioarting s+andttarns, suai y ;eM use of fts Tr+,Ess for any Bu6daag to the rferporisiNfAy f, the triarset�. the Clwraaeo auFhaavic�Ei want ", Urs k3u,idep� Des+pner, 0 the carye'i of kine IRC, the lac, Hxis Na .0utid€ra� ¢ode and �YPi 4 The aptuaval of the TDO and any frek$ use of the: Tetrs„s, xri.�tudtn g harx9leh straa", atstaboon and ty aanp, shaft be the rdspvasiteTsy c t»r. Suftdwht Door}nar aW Contractor. AM ❑ohn sat out as itna NDD and She practrees -V gessdaiines ai Suads� Cc»xaparnevat Safety tnfixmautsr MCSi ) pubbsteea% by IM and S@GA mo refe,e nced favg{ewerai q dsatcaa 'rPd i defines the respons4sydtres asst defies of the Trrxcs f "Orrea T'rwass !7e yW [agates and 7 runs tdanvYachaacr rank a o awwe delta d by a Ccoltrad aygwd upan M w 4mg by a# partum rrwcdued. The To-esc De,,Se, Fngrneer 6 NOT the Svddeep De oer err Truss Sy Mems Eihtanees for any Wflirg.. AM cap<taitzed Umm are pa defmod in Mel e* .43.�� �A I�iV+�tMmNGc r, Ca{ayr #ht xtiaQ PCaBCP�d i)t.t t. 41.pN5CeftYYf, t..T.. `, €[TS.1}.. ReProductm of this d=..y rvt, in any fce.,. w$. plahut,ded tethmlt worm pernleffoon feom P1081 ttd*DO S -Mo '80 SA112 _ 62112 443 4-03 0, , 1 7-3-12 5X6 4A = 2.4 32 5X6 =2y4 tl a 00 NT 4 I 3 6X10 2 3 4X6 10 4X8 2 =7-= 4 25 26 .......... ... I- 6 16 3x10 5x12 12 11 20 19 18 2X4 11 3X90 20 3X4 It 3X4 Es 34 U12 6X6 U4 11 3X4 11 3X4 11 dad 11 6-1112 44 3 4,8.14 i.3 -Y? LOADING (pso SPACING- 2-0-0 CSL DEFL, in (lee) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0,48 Vert(LL) -0,11 16-17 >M 240 MT20 197/144 TCDL 10,0 Lumber DOL 1,15 SC 0,27 Vert(TL) -0,2916-17 >991 180 BCLL 0.0 Rep Stress Incr Yes WB 011 Horz(TL) 0,04 11 rata n/a BCOL 10 0 Code IBC2012/TP12007 (Matrix M) -------- Weight: 287 to FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No,2 *Except* TDP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except 1-3: 2x6 SPF 2 1 OOF 1,8E end verticals, and 2-0-0 oc purlins (6-0-0 max,): 5-8. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No,2 6-0-0 oc bracing: 1920,18-19, OTHERS 2x6 SPF 210OF I,8E I Row at midpt 4-17,6-15,9-13 WEBS I Row at midpt 7-14,8-13,10-11, 5-17 REACTIONS, (lb/size) 17=150610-5-8 (min. 0-3-0), 11=933/Mechanical, 22=691/0-5-4 (min, 0-1-8) Max Harz 22-355(LC 9) Max Upliftl7-184(LC 10), 1i=-136(LC 10), 22=-195(LC 10) Max Grav 17-1919(LC 20), 11 =I 194S -C 21), 22=882(LC 24) FORCES. hb) - Max, Comp,/Max, Ton, - Ali forces 250 hin or less except when shown, TOPCHORD 1-2=01252, 2-3-4251115, 34=406/261, 4-5=- 1701253, 5-6-7081240, 6-23=-8081241 7-23=-808/244,7-24=-808/244,8-24=-8081244,8-9=-11151372, 9-10-989/208 10-11=-11111159 BOTCHORD 4 -17= -6991246 6 -15--6691147,15-25--20/620,14-25=-221617,14-26=-161622, 26-27--161622,13-27--16/622, 9-13-685/290 WEBS 3-19=4661199, 4-19-164/578, 5-15=-481994, 6-14-14/256, 7-14-305195, 8- 14-22/285, 8-13=- 221/455, 10-13- 1 31766 5- 1 7=- 1139/52 NOTES - 1) Unbalanced roof live loadshave been considered for this design. 2) Wind� ASCE 7-10; Vuft-1 10mpb (3 -second ♦gust) Vasd.Opsf,, BCDL=6.Opsf; h=I 5ft; 8=45ft; L=36ft; eave=Sft� Cat. It; Exp C; partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1,60 3) TCLL: ASCE 7-10; Pr --30,0 psf (roof live load: Lumber DOL=1,16 Plate DOL=1.15); Pg=30,0 psf (ground sncfav)� Pf=20.8 Pat (flat roof srftow� Lumber DOL=1 .15 Plate rt It; Exp, C; Fully Exp,; Ct=l, 1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20,8 plif on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water pending, 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10,0 Ind bottom chord live load nonconcurrent %vith any other live loads, 8) * This truss has been designed for a live load of 20Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL = 10,Opsf 9) Refer to girdernh for truss to truss connections. 10) Bearing at joint(s) 22 considers parallel to grain value using ANSVTPI I angle to grain formula, Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (#=Ib) 17=184,11=136,22=195, 12) This truss is designed in accordance with the 2012 International Building Code section 2306. 1 and referenced standard ANSI/TPI I dArt,*q-64*Wbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. mmmmmmim WARNING, Please thorroeley Ithe 'Cur es of PraButdStandied T,"m for Manufactured Perdue" form VZ6d,Qn palwortemarO rears nraos *nTh?$ Truss Des yinCeRMNt TT00) and Ihe DJ Refeteme Sheet free 11-141 betwme Untest, faffixvAsegm skated the TOO, c"y Mffwmww ek pided, struts be. med for 0 w Zid As a Tees Desqf, Eron"r o e, Spectefly E Nmeerl, t� reef 0 TEXT fear aompfanw, Of the Vole"Wat 0No*,enrg,oSPombMy Tor the de%ftp, of the sm9hr Tom d%,K*,d w the 100 only, under TPI I The, design awrhgms� Loading oondgm,of WAII, all U 4,gft, =y her, of 'hia Tru" Rn any tauftdvo is ev of the 0.mr, the Oyrnfrs w0mved agent fo the re,m the context of the IRC, the INC, the Imat 1roM,h9 wde and'TF1 I The'' apprfere of the TDD and any fteof use of ft Tums, mkIchng ha".V, abwage MNagatioa, alld blacing, ohall be, the res 0.0.,g Desitine, ano CoWaiafff. AN n,Aet; set oWm the TDD and the tvaetkre% ml qwdefim* Of au#dwQ cor"rof000 saftete Inhxmatsan (SCSIPbb%hed N TPI wW SOCA we refereneed Pa plmrfal thodanee 7PT I defaurs Me meySbArtrfrs and darer of the Tom Desypv, Truss Demr, Erepme, and Trues Mmufacturer, a,Voss othename defined by a CoMted agreed upon m. Ake; by ag parbes rmc&#d The Truss Demp Erghm M NOT the SuAdft; Desigm, x T(ms Sto0m, Engineer for 40y burkhro AA caWahzed remn ah, ae xAmedm TP9 I EWINEERMac Copylght 0 M14 Ph6urWDJ Enpnee,wof, LLC, $MtF Rep oduchoo of the docyn"t, m arty fma,, is IXONtAted Mhout --ten pelmsaewf hwo PhEk.Id DO Perbutkf, CoTroado 5phngs,co 7,600 s Oct 3 2€194 MTee 1ndustnes, Inc, Wed Sep 02 08:56,49 2095 Page 2 IDtdeYHpW9JQ?5DRx3DdttIgyklk5-gSkxXC91EKJhShaYngD6Y?mat Atcz_izfsyh(NS NOTES - td) Graphical pudin representation does not depict the size or the orientation of the purl&n along the top and/or bottom chord, 9 G1+Ad2eUNG Rosso Poymg hry meeny the"Cuctoned's Arnmow edgenvot of PrcAulkf Standard Twov, Par Manudaatured Produe fir form Verily deedn parameteas and read nd s on thm Truss Detwn Drawfieg (Tb[} an! the DuJ Reftreece Sheet (rev. 11-149 before use.Uron othcavase slated on no, Too, only fr ilek mwectar plates she be wed for this TOD to be vatu8. As a Tu ss Desagn Eropmer (r e , Specta9t)t E.ng fhfer' , the seal or any TDD femeaen% art sooefaanoe, of the professwnal erSfesatert!+g resprsfw+kukty he the oesgn of the sere4te Truss depurfed an the TDD only,, urood 1 Pf 9 The dowfn assurr4xwns, faaddn>g onodatwoms, p$ S.'efo tkaty and use Of Offer Truss kap area Puodrn7 as the'coph +sboty of the render, the C'he aces duthonZed ;agent of Phe! BuOthng i3e2,yev, Y, She context a9 the RC, the 18C, the focaf leafing code and TRi The 1 appvovai of the TbD and ,espy Seek/ vse of the Truss, vrhu yt2 haheltofit, stsxage, iMa»abon and brateng, shah to the resparrybdAy cat the 9uddMap itesWen and Coohactar.. AN nates sof oa4 n the, rbb and Poo i grace'" and gualaasrwts of suftmg Cornporent.Safety Infoanaeon (BCS" pubfthed by TPI arts£ SOCA are hotte•,matd for gaaraar$t gur dafau^e TPt t dehoesQw5lfaea and dutrots of the 7 fuss Des tne[ txuss be$egn E. ry'nneffr and ifuss Manutactunn unfevss otttetrmse defined fly a Connect agreed upon in wntng ey al, to teethe Eeyolve4. The Tnass Dasfgn Eatgnnotr * NCYT the Ou+fning De$rgnm ar free$ sonve E ragcauee for any bekting AN capdateeed terms Are as defined to TPt 4 "kd EWIMM011C f7.apye,jht 0 2014 PdOSU'd-Dt" Eerdt9nefides LLC, (0,J) Rejxo dswdon of des :iown e d, m any r xet as ptohibA i sethoat v Men petMeovon from Ioo8.shEWJ Psobuild, CoNarado Spangs,CIT TWO s W 3 2014 Wee, Industrres ID: I deYHpW9J0?5DRx3Dyftx1gykl k5�qshyuBYI�, 616 S -Mo -&o 4-11-10 4,11,10 4,2-13 60, - if 7-312 8c0 rsz- 5X6 3x4 2.4 11 Sea = 2X4 Scale M 1:106.5 ,e ti 9 Im M 11 axe 2x4 WO = 20 1t 3X4 It U6 5X8 6X8 slot It 3X4 11 3x4 11 U4 i I I ol 7 1 a LUMBER- BRACING - TOP CHORD 2x4 SPF N0.2 *Except* TOP CHORD 1-3.2x6 SPF 210OF 1.8E BOT CHORD 2x4 SPF No,2 BOT CHORD WEBS 2x4 SPF No.2 OTHERS 2x6 SPF 2 1 GOF 1,8E WEBS REACTIONS, (Itatsize) 17=1409/0-5-8 (min. 0-2-15),11=972/Mechanicai,22=75110-5-4 (min, 0-1-8) Max Herz 22=355(LC 9) Max Upltftl7=-188(LC 10), 1 1=-135(LC 10), 22=-191(LC 10) Max Great 17=1887(LC 20), 1 1=1223(LC 21),22=952(LC 24) FORCES, (lb) - Max. Comp./Max, Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2=01252,2-3-4791110,3-4=-470/262,4-5=-2261258, 5.6=-/230/255.6-23=-8381247, 7-23-8381247, 7-24=-84lt246,8-24=-8411246,8-9=-11441370,9-10-1017/206, 10-11--11411157 BOT CHORD 4-17=-713/259, 7-14=-379t110, 14-27-151659, 27-28--15/659,13-28=-1 5/659, 9-13-_6851290 WEBS 3-19=-473/201, 4-19--1711557, 5-17=- 1013134, 5-16=-85/919, 6-16-8931117, 14-16=-2/565, 6-14=-41/519, 8.1 4=-2 513 22, 8-13=-2141462, 2-19=0/285, 10-13=-121798 end verficals, and 2-0-0 oc purfins (6-0-0 Rigid ceiling directly applied or 6-0-0 Do bracing, Except I Row at midpt 4-17,7- 14 9-13 1 Row at midpt 5-17,6-16,8-13,10-11 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10 Vult=1 1 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf� lrr=15ft� B=45t L=36ft; eave=St Cat, ll� Exp C; partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) TCLL: ASCE 7-10; Pr=30,0 psf (roof live load: Lumber DOL -115 Plate DOL=1,15); Pg=X0 Pat (ground snow); Pf=20.8 psf (flat roof R. ber DOL=1,15 Plate DOL=1.15)- Category It Exis C� Fully Exp,; Ct=1,1, Lu=50-0-0 4) This truss has been designed for greater oi min roof five load of 12,0 psf or 2,00 times flat roof load of 20S psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water pending. 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads. fit between the bottom chord and any of members, with BCDL e, 10.Opsf, 9) Refer to girder(s) for truss to truss connections, 10) Bearing at joint(s) 22 considers parallel to grain value using ANSVTPI I angte to grain formula, Building designer should verity caR acity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ot=lb) 17=188,11=135,22-191 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrTPI 1, dAf11M5A0tJ9W.*tbreaks with fixed heeIVIVIember end fixity model was used in the analysis and design of this truss. WARNING PIM th evrow WCUlyebefs, Ade aenhoproeat of PhtBure Standard Terms dor Marartadured Producer" horn Venir doogn paratnefe's and read noes on, "IM Theis DeffAt, clearing JDDt the, 11,14) before use " Union otherwostated On the Too, orate %Ttlk conne0o, ieseeffshalt bo eased for this DD to be yatd A. a Taff. Dyneol EreTnee, o e , Spedafty Ersmehnp, the seal on any TOO repesents an anceNd"oe, of the fx0fes5ewro engureeref; resporefrafty for Vnf desvn of the eyere TnNs ciefeded on the TDO ardy, urder I Pr I The desgsa atrampsons, faadyst oyetAfons swtab,hty ared aura^ of fts Truss to, any ovAry,f; A, the, respeorlbUy of the Ovotea, the Omer. aoahcmzed agent or the thoeteof Deayw In the context all Pse PITC, the ISC, the IOW Maxon; Mae ears' TF4 1 The aNfInyll of the TDO and any hold Into, of the Three, oyludwr; harx9mg, fernaer frehregation and trnenraf, shag be, the "penvoiky r, the thorteretr Detegne, and Con0ado, AR noes set W to the TOD and the that fandeenes of ouftng cornponerA Safety folornmesto (BOSt f preAshed by I To and SBCA are referenced to, geoloW grodanot, I Pt I forma the resAltmNyans and dutoe of toll Flow Cresonst, Truse g¢grI mirlorl, and Tn%% Maufactum unrems oftry"l d0ned by a Comoro Weed aper, In ,oero by aq porreaeros &ed The Truss Desain EWye,, is NOT the EmAdf q Denefm o, Tnss Sysim, Fqqyea, be any tar,04V Ali cafellanood tenter are as defined In Tfo I EMINEMMUC 6-14 5110-0 0, a 411`0 4,1f 10 4,114 7-3-12 Plate Offsets,(,�,yl- Edge q11- 2 :01- -Z:91 . . . . . . . . . . . . . . . . . . . . . Q_1_,9dg #1_[!� �,g- _ft,P! QJL§� A,� ... --- - --------- .......... LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (too) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 048 Vert(LL) -0.10 16-17 >999 240 MT20 197/144 TCDL 10,0 Lumber DOL 1,15 BC 016 Vert(TL) -024 11-12 >999 180 BOLL 0,0 Rep Stress inor Yes WB 0,63 Herz(TL) 0.04 11 me n/a SCDL 10,0 Code IBC2012/TP12007 (Matrix -M) Weight 288 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF N0.2 *Except* TOP CHORD 1-3.2x6 SPF 210OF 1.8E BOT CHORD 2x4 SPF No,2 BOT CHORD WEBS 2x4 SPF No.2 OTHERS 2x6 SPF 2 1 GOF 1,8E WEBS REACTIONS, (Itatsize) 17=1409/0-5-8 (min. 0-2-15),11=972/Mechanicai,22=75110-5-4 (min, 0-1-8) Max Herz 22=355(LC 9) Max Upltftl7=-188(LC 10), 1 1=-135(LC 10), 22=-191(LC 10) Max Great 17=1887(LC 20), 1 1=1223(LC 21),22=952(LC 24) FORCES, (lb) - Max. Comp./Max, Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2=01252,2-3-4791110,3-4=-470/262,4-5=-2261258, 5.6=-/230/255.6-23=-8381247, 7-23-8381247, 7-24=-84lt246,8-24=-8411246,8-9=-11441370,9-10-1017/206, 10-11--11411157 BOT CHORD 4-17=-713/259, 7-14=-379t110, 14-27-151659, 27-28--15/659,13-28=-1 5/659, 9-13-_6851290 WEBS 3-19=-473/201, 4-19--1711557, 5-17=- 1013134, 5-16=-85/919, 6-16-8931117, 14-16=-2/565, 6-14=-41/519, 8.1 4=-2 513 22, 8-13=-2141462, 2-19=0/285, 10-13=-121798 end verficals, and 2-0-0 oc purfins (6-0-0 Rigid ceiling directly applied or 6-0-0 Do bracing, Except I Row at midpt 4-17,7- 14 9-13 1 Row at midpt 5-17,6-16,8-13,10-11 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10 Vult=1 1 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf� lrr=15ft� B=45t L=36ft; eave=St Cat, ll� Exp C; partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) TCLL: ASCE 7-10; Pr=30,0 psf (roof live load: Lumber DOL -115 Plate DOL=1,15); Pg=X0 Pat (ground snow); Pf=20.8 psf (flat roof R. ber DOL=1,15 Plate DOL=1.15)- Category It Exis C� Fully Exp,; Ct=1,1, Lu=50-0-0 4) This truss has been designed for greater oi min roof five load of 12,0 psf or 2,00 times flat roof load of 20S psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water pending. 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads. fit between the bottom chord and any of members, with BCDL e, 10.Opsf, 9) Refer to girder(s) for truss to truss connections, 10) Bearing at joint(s) 22 considers parallel to grain value using ANSVTPI I angte to grain formula, Building designer should verity caR acity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ot=lb) 17=188,11=135,22-191 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrTPI 1, dAf11M5A0tJ9W.*tbreaks with fixed heeIVIVIember end fixity model was used in the analysis and design of this truss. WARNING PIM th evrow WCUlyebefs, Ade aenhoproeat of PhtBure Standard Terms dor Marartadured Producer" horn Venir doogn paratnefe's and read noes on, "IM Theis DeffAt, clearing JDDt the, 11,14) before use " Union otherwostated On the Too, orate %Ttlk conne0o, ieseeffshalt bo eased for this DD to be yatd A. a Taff. Dyneol EreTnee, o e , Spedafty Ersmehnp, the seal on any TOO repesents an anceNd"oe, of the fx0fes5ewro engureeref; resporefrafty for Vnf desvn of the eyere TnNs ciefeded on the TDO ardy, urder I Pr I The desgsa atrampsons, faadyst oyetAfons swtab,hty ared aura^ of fts Truss to, any ovAry,f; A, the, respeorlbUy of the Ovotea, the Omer. aoahcmzed agent or the thoeteof Deayw In the context all Pse PITC, the ISC, the IOW Maxon; Mae ears' TF4 1 The aNfInyll of the TDO and any hold Into, of the Three, oyludwr; harx9mg, fernaer frehregation and trnenraf, shag be, the "penvoiky r, the thorteretr Detegne, and Con0ado, AR noes set W to the TOD and the that fandeenes of ouftng cornponerA Safety folornmesto (BOSt f preAshed by I To and SBCA are referenced to, geoloW grodanot, I Pt I forma the resAltmNyans and dutoe of toll Flow Cresonst, Truse g¢grI mirlorl, and Tn%% Maufactum unrems oftry"l d0ned by a Comoro Weed aper, In ,oero by aq porreaeros &ed The Truss Desain EWye,, is NOT the EmAdf q Denefm o, Tnss Sysim, Fqqyea, be any tar,04V Ali cafellanood tenter are as defined In Tfo I EMINEMMUC NOTES - 14) Graphical purtln representation does not depict the size or the orientation of the purtin along the tap andtor bottom chord. s=r WAf NIW PlkaF"F th4.rn+.tghty rev+aw the "Customer's xckncxi ae merz4 of PutiyuM STMIAtit TenuS for Mantd"s1ldwCd PtakdW8" form iniun design pararettele aM lead €nates on this Truas Gs+asa n ikraxreng (TQtI! and 6ttz DrJ Reference Sheet ll- 11 14) before use Untele, attr stated an the TeX.) tally t*9tiak C:+intle£toi pot 1"M be used for this TDD to thy yand As a Twita Desgn E npiay wr (t e- Spedafty Eromeyq, Ifay Seat Gn ally TOO reprerersbe an aCCePtance of the P lltyl sr+mal eaxgmx!ervrtg refitaaMllebaty for the Sewn o£the Magill Tr+ass doWed on the TOO ", under Tt"t i the deleal aseunn tions Wavy; cenddions. sultaiieity ana use. of this TIME toe any ty efdoag is the respolaklyalty of the Cyvner, #te Oww.'s autheraaed agent a, the Btxna g Daesrpner, in the Context of the tRC the Ifi£:, the ktcat butWasag conte aro3. f TPY The appraa+ad of the fOD and any gt;k4 use of the Bruns, mdudsng hantfPo'g, shwagge. Mitultatron 3"1bac e,ti shag k>e the, nualora^whMy o the Badd,N Desgner an,9 Coldractrac. A6 naatas set Out ut the TOO and the =and grudefe of 8.4d.9 Conepentent Safety inioinnallcux ([DCBSI} PIA*St*d by M that SBCA »re All cad till {�i"tKkvat gut4am� TP) t della" the aeasaaa<'n+zar€atiea and duties of the Truss iktag . Trues Ctat$egpn E.etprneer and Txenss Martcatacfurea, CgtSods amurwese defbntxd by a Contract agreed e+p'sn in wrrArgg e aN 'be rkxn ePl. The Trust, CDeshpn Eaxpfneer to NOT the .Weig Daloggner or T lust, Sparer, Engp`nemx fix any Wa:tfav�p. Alt ca{ktaalged terms ;are as defused le TM i. —q!rnilcnd.LC CUayt(ijhC C 201 i"ro8ao-std•L70 tCizgissa"etrtvg, 11G, fCUJ4 fiepreaductsrn sof fiats document to any Joan as prohlk;ilasd wilhzsut wrYfen pr°cmrestears frcrn i+roCsaeid-Dr,t, ---_z..39. - - ---------- _a5_Aa_Q ____4 3 -9 -ti 4-0-10 3-10-14 5-8-0 7-1-1 7,1,1 OVII 7,3,12 Site 8 go FiT 2x4.2.4 • 19 fly 17 11 10 2x4 It 4x8 2X4 ti 3x4 11 Uri 3X4 1,P til mz� LOADING lost) SPACING- 2-0-0s DCFL, In � (loc) dqoft PLATES GRIP TOLL 30,0 Plate Grip DOL 1,15 TC 0�55 Vert(LL) -0.14 , 12-13 1 2401720 1971144 TCDL 10,0 Lumber DOL 1.15 8C 0,44 VerbTL) -0.3212-13 >999 180 BCLL 0,0 Rep Stress Incr Yes WE 0 ,29 Horz(TL) O 03 10 nro n/a BCDL 10 Code IBC2012fTP12007 (MatrixM)Weight: 265 to FT - 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 "Except" TOP CHORD Structural wood sheathing directly applied or 3-7-9 Go puffins, except 1-4: 2x8 OF 195OF 1.7E end verficals, and 2-0-0 oc purlins (4-8-11 max.): 5-7. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 6-0-0 Go bracing. Except: WEBS 2x4 SPF No.2 'Except' I Row at midpt 8-12 2-18, 2x6 SPF 2100F 9.8E WEBS 1 Row at midpt 5.15,6-13,7-12, 9-10 OTHERS 2x6 SPF 2100F 1.8E REACTIONS. (Ibilsize) 16=1494/0-5-8 (min, 0-3-3),10=1113/Mechanicai,21=52610-5-4 (min. 0-1-8) Max Herz 21=355(LC 9) Max Uplift 16=-220(LC 7), 10=-160(LC 10), 21=-183(LC 10) Max Gran 16=2018(LC 20), 1 0= I 440(LC 21), 21 =683(LC 24) FORCES. db) -Max. Comp,/Max. Ten. -All forces 250 Ile) or less except when shown. TOPCHORD 1-2=W252, 2-3-288/137, 3-4=-149/318,4-5--1001t235, 5-6-1147/282, 6-22=-1147/282,7-22=-1147`/282,7.8--13131377, 8-9=-12251228, 9-10-13651180 BOTCHORD 4 -16= -1803/227,14 -15--14/658,14-23=-141658,13-23-141658,13-24=-27/833, 24-25=-27/833,12-25=-271833,8-12=-6151265 WEBS 4-15--16/1070,5-15-563/90,5-13=-67/709,6-13�6551185,7-13=-391431, 7-12=-212/338, 9-12=-21/987 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd� ASCE 7110; Vuft=1 10mph (3 -second gust) Vasd=87mph; TCDL-6,Opsf, BCDL=6,Opsf,, hs,l Sit- B=45ft; L=36fir eave=5ft; Cat. fl; Exp C; partially; MWFRS (directional); cantilever left and right exposed ; end vertical left and right e`�sed: Lumber DOL- 1,60 plate grip DOL=1,60 3) TCLL: ASCE 7-% Pr --X0 psf (roof live load: Lumber DOL -1, 15 Plate DOL=1 A 5)1- fd9=X0 per (ground snow); Pf=20,8 psf (flat roof snogir Lumber DOL=l 15 Plate DOL=1. 15); Category 11; Exp C; Fully Exp,� Ct=l, 1, Lu=500�0 4) This truss has been designed for greater of min roof live toad of 12,0 psf or 2,00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent Water pending. 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10,Opsf, 9) Refer to girder(s) for truss to truss connections, 10) Beating at joint(s) 21 considers parallel to grain value using ANSIrrPt I angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (#=tb) 16=220,10=160,21=183, 12) This truss is designed in accordance with the 2012 International Building Code section 2306, 1 and referenced standard ANSI/TPI 1. dAWi`"W-69*Wbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. AWARNING , Plasm thoroughty re new the 'TwWoeses Acknouiedgemeril at Poa6utfdfktndwd Tenon to, Mainufacbmed Prodmet' aton away desItin pwarnsdent are mad notes on Ites Tuns Ninon Dtavhng (Tor araC Che EkJR&AoeocaSheet (biv't9-94)beffoe. use UnIess othereAse stated m the TOO, ordy Milek comeeev plates shah be Cased to, INS TOO to be vend the seat on any TDD rep axon" ad mbauanoe of we profainuffnal aroneeluto retiptymnuhly he the desvo of the SoVia, Trues depicted on the I DD oNy, endin TPt I The design toatnng conditons suhaNtin, anO !tae of this Tms% to, WY sufidmg n, tht, resininsondy at the onew, Me oa,nsrs auttsenzed agent of the ght0desi sod Desyner, . Me toe� OaC, the *C, the tona bodd,09 code and Wt I The approoat of the TOO any field eras tugs.s of the I d_%Ajssq heeding, wittage nstistation and butyiny Sea# be the rasisoamber, t, the Suddhat Desatoso and Cordrieto,. AP noted set Md in the I DD and the mh9T an* gxideetumi of euadmg coot;,oneet SMOV Wonn(RCS!}or, (RCS!} shed by Tan and SSCA are for geneue quer tear Tind I defines the and dubes of the ThusDeogryd, Truss z,qmw and Tunis matoffachata, wien oftmete donned rjy a CObbod Voted Upon M Wnawt by as padws motyed The Twss lamh Entfeweer a NOT the Bu*" Detainer or Ttuas Systoo, E,,Voten+ to any hold.V An capitatl4ed terms we aro dssoedm 7 PI I September 3,2015 NOTES - 14) Graphical purtin representation does not depict the size or the orientation of the purtin along the top andior bottom chord. LOAD CASE(S) Standard WARNING . PieeW thort+ghty revene, the "Curawyer"s AcknoWedgemont of Prorated Shvxyvd Terms tray Manufadwad Reaevc&s" fess,. Vel ryry desugn parameters and read hates on this Truss S')ee�trt Ttr Whdi tTDDC ,tut Lhe i?LI ReSeser#':e sheat;rev d 1..tAj betxe Use Urri#eesf ete stated rasa The TOD, Wet, Math Connector prates Shah be Used for this PDD fo to srabo Asa Trursws ttesTgn ErrgleeaUr ge e . ?.peahaeb` Engmaet3. the seat he any RID hN s`esents an a{;ueptance of the professtonal earopannenng responscobty for the design of the swVee TnM thrix'taed on We TOD aNy, unefeu TPI I The desagn wacamteons, &oadwq conations, sei+rabiftdy and use of INS Tnssre der any euddvV as the tftP:yr% My of We CFaputef, f2te Owmett aelteorixeef agenT oe ftm @u� meg. ttesK&oer. ys ft r^xuxeA of the tRC, the 9E C the ascot b+aid+rp code asap TR 4. Thi anehryaf vaf #her TOO and any rood case of the Tress, "oo,:hxkOt handt±ng storage. erre#agaHcat acid bnva tg. she# kra Sties re%pikrealt`r`<aV o she laukfirsa Deanne, WIN Covrttaa^iM AN nn#cis set yet M she TDD Arnd the practaces antt guxietines a+F 8uuliurg is arxeParnerot Safe#y 3rv9ormailan 4"1BMS Iu'GrUshed by TPI ami SBCA We refeee—I for p herat ffuwfaamv TM s deNrnsa the res¢osr 4 whVes sial out," of the Tway Deshhum. miss C1esr9+r EtSgwUexr arxS Trus hflanuiaeAurer, uniass aifiar>vsecietwr,exk by a C:ohwa ct agreed ag m In wrd ng by Ali psrtw% hw ed. The Truce Desgn Enge ater % NOT the SueJeW Desainer t Truss System Engrneetr Cor any burkeett AQP c4xtalrzed #erre. see adetao-ed th TPI 4. 2k. �1NEMNO t Cupyr�Sxr 0 2014 Prvrvf3u+lct�:7e.i Cingdnemnps@ LLC, (&kJS Rep+otfxa;i#an &daFs dacaarrzenY }n any Ywm, ss ptahebift`d ss4FSro:atat wn#ren permreasran f¢€xrta Pro6u6d,4ir,V. 711f4 3-8.0 7 11 f•S•f 4-13-5 63<Q .. � 5x6 = 70 41 5,x6 Mw: 17 16..,,. ,. WO 4x6 == 3x4 i! 3x4 It N 2sfr4 .A. _ ,�,....1.3 3 ___.._-,_�,.._,_.3 .-3 .���.__......� fir,-#2-3.._M_m-.._�.. ....... ?..'3.-....�.-w.__Alk t4."1k.....__1 ..-, .., 7-11-8 P & 5.74 �- , _ 7 1 � ...,_....... 7111t `i"'"...,.. 719 11 0-2;$2 `` Prete afsetx1i�er- �t�?� [a a .� ai C s ia;cl 01 LOADING (pso SPACING- 2-0-0 CSL DEFL in (toc) Well Lld PLATES GRIP TCL!. 334,7 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.09 18-17 >995 240 MT20 1971144 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0,23 16-17 >401 180 BCLL 0.0 Rep Stress lncr Yes 0 37 Horz(TL) 0,03 10 We We BCDL 10 0 Cade 1BC20121TP12007 (Matrix -M) Weight 223 tb FT = 0% ---- LUMBER- B[B 1CiNGs.,.. _ ._e- �._. TOP CHORD 2x4 SPF No -2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-4-4 oc pu€Ptlns (4-8-7 max.): 4-6. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-4 oc bracing. Except: OTHERS 2x6 SPF 2100E 1.8E 6.0.0 oc bracing. 14-15, BS 1 Row at rudpt 4.14,5-13,6-11, 7-10 REACTC NS. (lbisiae) 10=130414-5.8 (min. 0-2-11),1 5=1 5 1 810-5-E (min. 0-3-3),19=217/0-5-4 (min. 0-1-8) Max Herz 19=34(LC 9) Max Uplift 10�175(LC 10), 15=-230(LC 10), 19=-26(LC 6) Max Grav 10=1708(LC 21), 15=2033(LC 20), 19=307(LC 21) FORCES. (lb) -Max. Comp./Max. Tera. - All forces 250 (to) or less except when shown, TOP CHORD 2-3--50/256,3-4=-9821217, 4-20=-1138/275, 5.20=-113$1275, 5-21»-11381275, 6-21„_11381275, 6.7=-12221255 BOT CHORD 3-15=-18461285, 14-22=0/697, 13-22=0/697, 12-13=0/855, 12-23=0#855, 1 1-23=01855, 11-24=-5/589, 24-25=-51583, iii -25=-51589 BS 3-14=-6!1036.4.14=-545186, 4.13=-82f702, 5-13=-6591185, 6x13=.401433, 7-11=0/468. 7-10=-1532/181 NOTES - 1) A • w ! w Exp C; partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber i0 plate grip t0 load:0 0 (groundPf=20.8 psf (flat roof snovv� Lumber DOL=1,15 Plate DOL=1,15); Category 11; Exp C; Fully Exp.; Ct=I, 1, Lu=50-0-0 4) Provide adequate drainage to prevent water pending, i.. rotationabout 6 Platess truss has been designed f# 0,0 psf bottom chord live #.. o between7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0,-0 wide will fit bottom other members,O # Bearing .. ♦int(s) 19 considers parallel to #.in value usini ANSItTPI I angle to# designer should verify capacity of bearing 9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding IGO to uplift at joint(s) 19 except Ot=lb) 10) This truss is designed % Building Code i ... 11) 'Senti-rigid pitchbreake wdh fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purtln representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 2i # and the DY efige, "t� ra, 11 ita) inky use, Aess of alt to the e seams furs AAareu4a eddy, hag be im id Reny D to bPOF�rn+*As 7,u re aexf S$4C 1751 ?defelC nCtl :rh@pt arOY. 11,.S�i} L&fpeC U41°.i}!Y{@sb o8huatss+ae Mated ori tr4¢e IDD, tlY5#y h44T$k �a{a1eC4CY p�NtOa 9r}ai{ be CFSCXi it9;' 2CNfi Thr? iii U8 v`xT..ns a T(k3aa the seat on any TDD repesents an axx ei#antx of fhr protemmotud eisp,%,enng eeamhvhtyhty Par the design oC the de T,wis tfepxi9ed Ors the FDD only, undo, rat 1. TO saeea@iNry mrxY orae cf SMss Truss roe arty 6u«6ticny t$ 4he res bMPY o4 then Owne3.. the Ownei s aoriim'egea agintt in CHe Sudutidi De r, in lt+e co€leak o3 the tifC: the IS apid waf three Wand any held use 1x4 the 7rua9,. ancckceie,j a x>iN storage u+stawtson aid tye ang shah be Um rug-steyde ay of an, Guitdirfg Designer and c ntrarte }>a 7azd gu+derr+mea oY i3udekng t:wniz7ts,*nI .r afoky haor;5am n W`Id pu6ssshed by TYt and SBCA me nteherr i stat genoemI gurdance. Try 1 defines the ressisonab dAesagtr E':argartear arra? rasa R4,anuiasRuree ixxtass croihea e tleflrta 3 hY a otntrasx ;agreeri capon yr wrraang 67 as iamrbex anvofiae;3. The Tues n Ery;,ue*_r KNOT thee fix any buAdang. AR captat#red ales. are as deeded uI TR 1. C,QpYr e M 0 2014 Piafiued-00 irrtoneenng, LLC, (01Jd . Reheoduchon of dim document in any fv,h, M P'sn' r ed yeteout yatent pennsw n fenart phoE tud' o aid debut, of the 1 ntsa Desq ter, TTnah, yr Dessgtrar w Team System Eegaacr M �` � SX10 19 20 eb Us 5X6 = Scats - 1:89,3 2X4 17 U4 14 3.4 11 3ly-0-0 LOADING lost) SPACING- 2-11-0CS1. DEFL. in (loc) Vdefi Ltd PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15TC 0,55 Vert(LL) -0.09 17-18 >995 240 MT20 197/144 TCDL 100 LumberDOL 1,15 BC 0,40 Vert(TL) -0,2317-18 >401 180 BCLI, 0,0 Rep Stress Inca Yes WB 039 Horz(TL) 0,03 11 n1a n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) ----------_._-_ __, .__.._._. _.____ _._-_...-._ ._-.-. __ , Weight: 225 to FT = 0% ......_ , _ ,_ ,_. _. .._ . _-___.a._-----__--_-,_ .- --- __._._ __._...,.__...., __...._ ----------- --------- LUMBER. LUMBER• BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (4-9-8 max.); 4-6. WEBS 2x4 SPF No,2 BOT CHORD Rigid cellin9directly appiledor 10.0-0 oc bracing, Except: OTHERS 2x6 SPF 2100F 1,8E 6.0-13 oc bracing: 15-16,10-11, WEBS I Row at midpt 4-15,5-14.6-12, 7-11 REACTIONS. (joisl7e) 11-145110-5-8 (min, 0-2-15),16-1506/0-5,.8 (min, 0-3-3),20=214/0-5-4 (min. 0-1-8) Max Horz 20=245(LC 9) Max Uplift ll=-239(LC 10), 16=-194(LC 10), 20=-44(LC 10) Max Gras 11=1876(LC 21),16=2030(LC 20), 20=308(LC 21) FORCES, (to) - Max. Comp,/Max, Ten, - All forces 250 hb) or less except when shown. TOPCHORD 2-3-53/268, 3-4=-9691228 4-21 =-I 1151279, 5-21-11151279 5-22=-1 115/279, 6-22=-1 11 5/279,6-7=-1 175/252 7.8--39/324 BOTCHORD 3-16=-1839/264,15-23-0/699, 14-23-01699,13-14-0/838,13-24=0/838,12-24=0/838 12-25=01527, 25-26-0/527, 11-26=01527 WESS 3-15-011028, 4 -15--535/73, 4-14-741681, 5-14-658/185, 6-14=-48/439, 7-12-01517, 7-11 =-1 588/176, 8-11 =-292/190 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind0; Vuft= I I Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6,Opsf,, h-1 5ft; 8=45ft; L=38fL eave=Sft" Cat 11; Exp ght exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=160 3) TCLL� ASCE 7-10� Pf=30,0 psf (roof live load: Lumber DOL=I 15 Plate DOL=1.15): P9=30.0 psf (ground snow); Pf=20,8 psf (flat roof snober DOL=I .15 Plate DOL=1,15), Category 0; Exp C; Fully Exfr� Ct=1,1, Lu=50-0-0 4) This truss has been designed for greater min roof live load of 12.0 pet or 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water pending, 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a I OD psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10,Opsf, of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 20 except 0t=Jb) 11-239,16=194. 11) This truss is designed in accordance with the 2012 Intemalional Building Code section 2306A and referenced standard ANSIrrPf I 12) "Semi-rigid futchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss, 13) Graphical purlin representation does not depict the size or the orientation of the purfin along the top andlor bottom chord. WARNiNG, Penton thoyougWy r� the "Custoeteft Acknowfedgenwev of Proewth standayd Tihm W Manufludered Producey'Rion Ana the DIJ Refere-0 Si� ilev 11,14f beffne use UnWso ole"se stated on the TDLX holy Was oxweldor pates xbol be med fix Pus Do to be vWo As a Trms Design Ercifew h o , specholy Enqviow, the seat on any 7OD'evesents an acmoance offt prokesteorell ertgf¢tyetit eeaporosthrhiy ke the dasyn, ofthe seirrie Twa derfated on lhe TDD only uotleiTFII RU !V an me �t this Tom to, any Bugd#V is the e%ponsibirty Ihynel, the 0youn's aWwrized atitolt 01 ne, funkrog D�"3inn, M the oankeo 6f 0* IRC, the 18C, the focal Wktrsl onde ard I F1 l I he .prwwal of In,, rDD arel any hokf vey of the Tw%%, in"eig handfing, renege, metatilloon aed bnnfng, 05A be the rftpoosibofty the BulMyoq Desvea, and CmOKIor Ali RoAft net W �A the TOD and the peretytinma at LwaFdu am .1 Satisfy livormhon iBCSV) puboshed by M and SSCA am,.tiiweneed ex fatmal guelance TPP I defi.es the i0sponNiAlms and dulies of the Tom, Desornei- Tem ceWw'yp=E4r9 oche wiry, defined by a Conlrad ay reed upon . ounberf by a# pinVes invoNed The Truss D"ap, Eolpnov is NOT the SrZN De"rex or Tens sys1w, Eoginew yet any builkIng Ali captal,20d tems ace as defined Ln TR 1, Copy,olet 0 X14 PnoSuAd-00 Ehgotenrq, LLC. (00) Repoiductm of uns diusulneal, 4n ly?y to m Pwohibded yalhout yoAten permasme, floin FloiSexid-DO . . ...... .... . --------- _2.0-8-1_ ........ .. - _-_."t _-,Q-Q i 7,11-8 5_8,,0 7-1-1 4-11,8 5-3-0 2-0-0 R� M 5X6 =', 3X10 -..- 4X6 3A It 3X4 It LOADING (ps SPACING- 2-0-0 CSL DEFL. in (toe) Wall Lid PLATES GRIP TOLL 300 Plate Grip DOL 1,15 TC 0.56 Vert(LL) -0,10 12-14 1999 240 MT20 197/144 ol� TCDL 10 0 Lumber DOL 1,15 BG 0,46 Vert(TL) -0,23 17-18 X400 180 BCLL 0,0 Rep Stress Incr Yes VVB 035 Horz(TL) 0.03 10 n/a We BCDL 10�0 Code iBC2012rrPI2007 (Matrix M) Weight: 227 lb FT O% - - --------- LUMBER- BRACING. TOPCHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except BOT CHORD 2x4 SPF No,2 end verticals, and 2-0-0 oc purlins (4-4-7 max.): 4-6. WEBS 2x4 SPF No -2 BOT CHORDD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x6 SPE 210OF 1.8E 6-" no bracing: 15-16,10-11, WEBS I Row at micipt 4-15,5-14,6-12 REACTIONS, filotsize) 16-1648/0-5-8 (min, 0-3-7), 10=133810-5-8 (min, 0-2-10),20=18510-5-4 (min, 0-1-8) Max Horz 20=245iLC 9) Max Uplift 16=-218(LC 10), 10=-220(LC 10), 20=-38(LC 10) Max Grav 16=2189(LC 20), 10=1689(LC 21),20=268(LC 21) FORCES. (lb) -Max, Comp./Max, Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 2 -3= -32/326,3 -4=-1024/236,4-21--12611299,5-21--12611299,5-22=-1261/299, 6-22=-1261/299, 6-7--1462/296, 7-8=-1371/230, 8-10=-1637/249 BOT CHORD 3 -16= -19921288,15-16=-250/149,15-23--01742,14-23=01742,13-14=0/1054, 13-24=011054,12-24--0/1054,11-12=01999 VW -BS 3-15-811162, 4-1=-639/86, 4-14=-961847, 5-14=-658/185, 6-14=-251337, 7-11=-497/71, 8-1 1 =-2511134 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10 VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL--6 Opsf; h=15ft; B=45ft; L=38ft; eaver=Sft� Cat. W Exp C; partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL= 1.60 plate grip DOL=160 3) TCLU ASCE 7-10; Pr=30.0 psfhooffive load: Lumber DOL=1.15 Plate DOL=1,15); Pg=30,0 psf (ground snow); Pf=20.8 psf(flat roof snow: Lumber DOL=1,15 Plate DOL -1,15); Category 11; Exp C; Fully Exp.; Ct=1.1, LU=50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water pending, 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads, 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10,Opsf 9) Bearing at joint(s) 20 considers parallel to grain value using ANSIrrPI I angle to grain formula. Building designer should verify capacity of bearing surface, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joings) 20 except 0t=4b) 16=218,10-220, 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI I 12) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 13) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. ,&WARNING 's of PyoSoM Standard Terna, fw Manufactwed ProdwrW from palarnetefs AW mad notes on thm Trm [exatin Dnaounq lTDDf Urdess otheremel, Stahel on the TDO, May Wee Cohnedw peotes ShM be otoul For va"74L"' !" andt"WReferenceSherdfoo, 11,14)bOwourte, thle Ito be oWd As a Truss Desaa, Enonee, fl e, Specoltry Enffrneer. Pur Mal on MY IDD,opfaswas ". arorn:ptanm 0 the P1.N,VWodf ranna,efes; PeoponsIbrky to, thedesgn Oft WhoW 7rurox denuded an the TDO any r4er Tfo I d =and use ofVvs Ttural to, rrny SuAdtat s low resfonstboty o the Cohort, the 0-03 aull�;cn �d.,110lo,;Z1,eu=11e, o"n �he *Meet of ffur RC, the f8C, the local trwickro We and P1 The ant wof . .4 � de nor eyn of the TDO and any field use of the Thow, odudrqft rrenfiarrg. stwage, inruvoft for fterhg Deseffner and Conthaono Aft notes %ot "m Ore TW and the fxActeals,a gatms of Surddmg Carnponwd Safety Wfeenflex, (8CW hweerhed by ITT and SEC A arenIvenced for generalwadamV TPI I deflors the iud dins of the Trum Cootiner, Tsrers Dwarer Ezuee, a, Truss Manufacture,, uceM by a ^.ovact agreed Vtoo. io 4,og ry 09 panfea loved The Truss Damage Engnew z NOT the SwksV Dmg or Toeef SyMem Euqvanr Feu any terniveg Ail capdatzed hom we as defined Pro TPI I CotorghtAM' X14 RoScultrDJ ElefroormV, LLC, M,J) Repeoduchan of thm dmment, fe any lure, n, prof uhneloathout reotten pwormwan Soo. fea$.Od DrJ cit 66 ------- --------- 7-11-8 19-10,1 10-2-7 2-0,0 4X$ 4x8 = 6X8 = Us 6X6 1 2 3 4 5 6 7 8X967 10 11 12 1413 IV 16 17 18 19 20 216922 2324 dff_ 25 E zs a 00 h;L 27 28 29 4X6 30 11 4 3 31 56 55 54 53 52 51 50 49 48 47 46 4445 43 42 41 40 39 38 37 36 35 34 6463 62 61 60 59 58 3X6 6x12MT20HS 91 6x12MT20HS = 91II= 32 I P 33 LOADING (psq SPACING- 2-0-0 CS1,DEFL. in (loc) Well Ud PLATES GRIP TCLL 300 Plate Grip DOL 1,15 TC 0,49 1 Vert(LL) -0,00 31 n/r '120 MT2 0 197/144 TCDL 10,0 Lumber DOL 115 SO 048 Vert(TL) -0.04 32 n/t 120 MT20HS 148/108 BCLL tro - Rep Stress Incr Yes via &11 Horz(TL) 0,23 33 n/a not BCDL 100 Code WC20121TPI2007 (Matrix) Weight418 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 do purlins, except BOT CHORD 2x4 SPF Ncr2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-23. WEBS 2x4 SPF Nxt.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 Do bracing, Except-, OTHERS 2x4 SPF No,2 *Except* 10-0-0 oc bracing: 57-58. 1-66:24 SPF 2100F 1,8E I Raw at midpt 7-57 WEBS I Row at midpt 1-64,2-63,3-62, 4-61, 5-60,6-59,8-56,9-55, 10-54,11-53,13-52,14-51,15-50,16-49, 17-48,18-47,19-45,20-44,21.43,22-42, 24-41, 25-40 REACTIONS, Ali Hearings 38-0-0. (to) - Max Horz 64-376(LC 8) MaxUpfift All uplift 100 lb or less at joints) 64, 61,60,55,63,52,51, 50, 49, 48, 47, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36.34 except 33=-213(LC 9), 58=-205(LC 9), 57-247(-C 6), 59=-349(LC 6), 56=-158(L 9), 35=-414(LC 6) Max Grav Ali reactions 250 lb or less at Joints} 64,57,63,62, 61,60,55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 34 except 33-559(LC 20), 58- LC 6), 59=306(LC 9),56=328(LC 6), 35=307(LC 9) FORCES(lb) -Max. Comp,/Max, Ten, -All forces 250 hb) or less except when shown. TOP CHORD 31-33=-554/173 BOTCHORD 63-64=-196/269,62-63--1961269, 61-62=-19&269,60-61=-196/269,59-60--19 58-59=-196/269,56-57=-2031279,55-56-203/279, 54 -55= -203/279,53 -S4=% -203f2 52-53-2031279, 51-52=-2031279, 50-51-203/279, 49-50=-2031279, 48-49=-203/2 47-48--203/279, 46-47=-2031279, 4546-203/279, 44-45=-2031279, 43-44--20312 42-43=-2031279, 4142=-203/279, 40-41-2031279, 39-40--203/279, 38-39=-20312 37-38-2031279, 36-37=-2031279, 35-36-2031279 WEBS 35-65=-313/494, 31-65=-2711416 1 NOTES - 1) Wnd� ASCE 7-10; Wit= I I Om - IT t, 3-sectond,.fusU Vasd=87mW TCDL=6.0,%sf.' BCDL=,6,0fi sf h= 15t 13=4W L=38ft: eave=21t_Cdt.IV Exp C; enclosed: MWFRS (diwfionah� cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 snow� Lumber DOL=1,15 Plate DOL=1.15); Category ll; Exp C; Fully Exp.� Ct=1,1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20S psf on overhangs non -concurrent with other live toads, 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated, (y4lfijhg4"j#f MT20 unless otherwise indicated, A WARN NG. Plea" fictroughly Wyniv the 'rumowLs AcknovAedgemere afidtaudd Standsol Today, to, manufadudxt pfcducts" (on VWaf d"aln pandhodews and mad hafes on oras Ttua .11=,.� En,f7 (.1DCu and the OrJRa*ye,*efdehehyf. 11- 4) before use UrOm othemse stated on the TM, duty Wok con"do, Palft Shalt be .%ed ka chat DDWbe�and MaTKM00sig.Enoneu0-, thy, Seat an any TOD IePh"sft an &:+:rTtanm 0 ft W04%,,40"M evemeereq responyceky to, the dnqtn of the smq* Trus % deputed cert the TOD oNy under TM I The da%r asmaepecs, Wd,,dt caryabow aud Way and use of thm Truss an any Snaktag at the 'earoyseaRy of the 04;c" the owny's authoraed apnt Of the SuACMg Dayref, 3ft the Wntext at the RC the SC, f" tome budeltng ade Arty TN I The Apicoyat of the TOD and any had use of the Truss. 'odudng tMdkq Moufge" ovdaNabor, and bratcog, shat se, thamponsedsy . to. Busing Nsdfnet and Coulfactw M nonys WA Out m the TOD aret the pmetues and gueyehnes of 8.4chng ConeyewntSafitty Wennabo. (8CS4 published by TPI and,98CA we uKewwd re gem to 9twzhroey IN I defines the respomeekbec and dube% of the Isuss Cotognm, Twas th,mfe Engmee, Wo Tnya Manufactured, unte" attenyoss, dedded by a Contract geed uphn M -*N by an Pcfn*,yWCMd The Tnts,& DOW. Erx;t.ev as W hat BuAdVV Desqcet W rhaq Systern Erqiroyet ad any busk3mg P41 cap4alved tutees are as defthed m TM I -q!j,. 00panght 0 2014 PrOBodW Entfineetwxy 11C, (Drh Reproduclywy of its document, te. any form, as -a" permeneon ftom P'.sU4d'o'j EMINMRINGtic % checked8) Plates for a plus or minus 5 degree continuous9) Gable requires ♦chord 10) Truss to a. .,oneace bearing, or securely i diagonal 11) Gable a 12) This truss has been designed for a # last bottom chord live load nonconcurrentothera.. 13) * This truss .. been •• for a live load of 20,Opsfbottom chord2-0-0 wide will fit between the bottom chord and any Bearingother members, 14) - grain 15) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 fto uplift at joint(s) 64, 61, 60, 55, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41 , a Beveled16) .,.. or ^i.. + to provideori # 49, 48, 47, 45, i. } a 35, 34. designed17) This truss is a s Building Code section 2306.1 and referenced standard ANSIfTPI 1, 18) "Semi-rigid pitchbreaksi heels" Member end fixity model was used in the analysis and design of this truss, a Graphical porlinrepresentation does not depictorientation of the pudin alongbottom 9 WARNtNC, d Terms kw Munufasawed FoodwW Loren. Venty klesSTrt parasnetent and read Weson this Tates tlasgn C}r,ea rq Joni ar d Che D J Refereme, Sheet {res.. i 4 td1 iseSara uas tiraesa otherness stator! rry thx. Tt2D. rrety W ek ocemodw pates stutR be used for thus TDD to W valk3 As a Trews resrote Ereanarac h e, SFeoany Engrreer}, the seat on any TDt) fwesent% a. Weeptance of the wofesstonat enguaeering eesg"Aamy Oar the design of the swave Tnne, da acted on the TDD oroy. exler TF'€ 5.. Site design asscrm;sdeans. foadaht n`J!@d to nS.. Skatatafty And use oS the, Tnots, fo, any Su+tdM m the cea{sanve :4 of the Comer. #tae C -Wes au3ronxred � t or the 8.0ing Desgel, in he, m1ea1 ot'the IRC, the t9C, the korai br;1O ng code and Tf'! i Fine apot,wat of the TDD atoll any faettt use sn! Mes r` rm<.. er«d€nia kua€xiSrcog, sWrA eJns3atfaGoro snot faaaag shoo kae, the resgZambittty ai the Rtnikfing Desstrnar a,,d Coutrache AN hakes fret w m the TOO aw theh Wacatcea and gurdetuves 0 6.0sh; Caxnpthrsmt Satety Worwhon tBCV) Feubrshod by TM and SSYCA are reteren^.ed on gersuat gurdanLe TR 1 defines trine. rzs�tmsabtkims and "*a of the Truce+Deeguer 'trues Desqu Engineer and Teams Marhtfasdurer u:den othwense defined by a Caheaact agreed upon . wnhN by as isantes m Nwed 'Tris Yeuss DeeSdn Sognnoa. ' NOT Atte 9waddwrg De:agtw m Tevss System Etvgpemw for any tatdrreg ldiCkatutaS:Xesi tasrres are as �tNecd an Yfit t, rw &YiNEJA"tEtG' C�aC,iye�ht W gCtt4 Rf.�3a„kf DsJ Srrty7lneenrSg, kA.C, €Drat Regarcxiunisan of tru`s do c¢xnenS.;ra anq %qrm is gregxNaituKf wrtt*drat wrN€en psratrrs.:sws froha lTrcciatxd•etr.z.. 24 242-6 46- 7-1.1 8,00 JiF 4x4 ,ar 3x4 3x4 ==: 4s 44.43 42 as a•.g 39 38 37 as 35 34 33 32 33 30 29 28 27 as xs 24 3x4 3x4 ;-- 3x4 .=. LOADING (pstI SPACING,- 2.0.0 CSI, TCLL 30.0 Plate Grip DOL 9.15 TC 9.05 TCDL 10,0 Lumber DOL 1.15 BC 0.07 BCLL 0.0 Rep Stress Incr Yes WB 0,04 BCD(. 10,0 Coder ISC2012/TP12097 (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 SOT CHO3RD 2x4 SPF No.2 BS 2x4 SPF No,2 OTHERS 2x4 SPF No.2 • DEFL, in doc) Vdeft Lid PLATES GRIP Vert(LL) fila nta 999 MT20 1971144 Vert(TL) nfa fila 999 Horz(TL) 9.09 22 nta offs Weight. 147 to FT = 0% Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: {Its)- Max Horz 45=-141(LC 8) Max €Jptptt All uplift 190 lb or less at jaint(s) 2 , 28, 29, 39, 31, 32, 3 , 34, 36,37,38, 39, 40, 41, 43, 26, 25,24 except 44=-183(LC 6) ftlax Grav All reactions 250 lb or less at foint(s) 23, 44, 27, 28, 9, 30, 31, 32, 33, 34, 36, 37, 8, 39, 40, 41, 42, 43, 26, 25, 24, 22 NOTES - Unbalanced 4 been 2)Wind: ASCE ♦ r . f f f enclosed;Exp C; : f' and right exposed;N. grip DOL= r 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as le, or consult qualified building designer as per ANSI/TPI 1. 4i(roof load: snow-LumberCategory 0 5) Provide adequate drainage to prevent water pending. 6) All plates are 2x4 Y unless otherwise indicated. checked7) Plates for a plus or minus 5 degree rotation about Gable•4.continuous bottom4.i bearing. Gable 4 at R. 10) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, fit between the bottom other Bearing12) jointle)parallel to grain value using ANSVTP11 I angle to grain formula, Building designer should verify capacitybearing 13) Provide connection R. 4.aring plate capable M to uplift Rexcept designed14) This truss is in accordanceBuilding Code sectionf standard ANSI[Tial 1, Standard15) "Semi-rigid pitchbreaks with fixed freele Member end flinty model was used in the analysis and design of this truss, 16) See Piggyback Truss ConnectionConnection ♦ base truss as applicable,qualified building 17) Graphical representationnot 4 along the top and/or bottom WARNING, Please thaeotshty revere the"CuManware AcknaMploenoThI of t elfhat 15tanalmd Temms tnr Manufacaced Produalt' hom Verify d in paa.�ma,�tera and feed notes ars this Tsnas Destan >e TDD# and Sire CeJ Refetvve Sineeat {rev. 14..344 dk fare use Them oth shstaaf an the TOO Vay Why conned" pht of ^shakt he coed for ttas CN} iro be vate3. r\a a Tttuss P+sginr Faeganoa:r (a e. Srx�¢arady Esag+nec€¢. the sea& many TDO remw ends an :ar cepkavaa~az at the prohaastonal elypnoeong responm dRy to, atm desgaa of the nettle Trans deprted on the TDO wey, now TPI 1 The aesegn stsungAeod, layearo t 00'u3e e ns.. tenotba0y and one of taus Truss fax any Seerkhng n The eesparesebOtty of Me Laves e, The 0son is aurhonzed agent ar the auaideV t}es ett M the 0011 %i of ".. !RG the TSC.. the, Spcal boats code an o TF1 t The i apprwm of the t DO and any kf are, of the Tress, th(A ev haedrt , seaage, t h5ta&ablM #,ad Names, xhaa be The lespons'loWay 0 The Rtitt oof Dea°(pse W-4 Contacts, Ae Y mey, sot W Its the 7 riff and Olen peyeftes sed gxadfall os of FkakYin$ Contpolooat Safety tn9ametbcnt (SCVt Pbhshod by Tat and SOCA are ,e%eaen am !as genet -at vUdAacus €P'f 4 +3ehnaa5 9hes rmsptxrdss5aadas ;arnY dutias n? khe Truss GesgTtner i'russ Dessro Erets me,, grad Tram Manufacnaw, amen oftweese domed by a Coalra.ct Beed upon M Y+41 ser by ak paraos a vaNerS. rPss hose Donor, ErSaneex 6 NOT the Etttcaret Deserve ar truss System Engeneao for any Nodseg AH capaveed lanes are as deleted m TPI 1 AlCvthtEEMWs"ata'. Copynght 0 2,014 PolBao-r#ddhJ Etvgfnzvenr . LLC`., JDQr Reprodoonaa of this lecemSeof . any hwnt. M pra yled oethdut aoty.a pert econys, !rata Froleaw,00 MMI11111 3X4 10 9 a 30 2x4 It 20 11 2loi 11 LOADING (psQ SPACING- 2-0-0 CST. TCLL 30.0 Plate Grip DOL 1,15 TC 0,14 TCDL 10,0 Lumber DOL 1,15 BC 0.07 BCLL 0,0 Rep Stress Incr yes W8 0-08 BCDL 10-0 Code IBC2012ITP12007 (Matrix) DEFL, in (loc) Udell L/d PLATES GRIP Vert(LL) 400 6 nlr 120 MT20 1971144 Vert(TL) OLOO 6 nlr 120 Horz(TL) 0.00 6 n/a n1a Weight: 42 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOPCHORD Structural wood sheathing directly applied or 6-" no purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No. REACTIONS, All bearings 12-8-3, (to) - Max Harz2=-89(LC 8) Max Uplift Ail uplift 100 lb or less atloint(s) 2,6,10,8 MaxGrav All reactions 250 lb or less atioint(s) 2,6 except 9=329(LC 2),10-382(LC 24),8=382(LC 25) FORCES. flb) - Max, Comp./Max, Ten. - All forces 250 (lb) or less except when shown, WEBS 3-10-314192, "=.314192 NOTES - 1) Unbalanced roof live toads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=l I Omen (3 -second gust) Vasd=87mph; TCDL=6,Opsf,, BCDL=6.0psf; h=15ft; 8=45ft; L-2411� eave=2ft; Cat, It Exp Q enclosed� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 at grip DOL -1,60 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSllTPI 1. 4) TCLL: ASCE 7-10� Pr=30,0 get (roof live load: Lumber DOL=I. 15 Plate DOL=I, 15); Pg=30.0 list (ground snow); Pf=20.8 psf (ftat to snow: Lumber DOL=I, 15 Plate DOL=11 S)"Categary ll� Exp C; Fully Exp.; 5) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) Gable requires continuous bottom chord bearing, a 8) Gable studs spaced at 4-0-0 oc, YJ 9) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live loads, fit between the bottom chord and any other members, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 6,10,& 12) This truss is designed in accordance with the 2012 International Building Code section 2306 1 and referenced standard ANSVTPI I 13) "Semi-rigid pluchbreaks with fixed heels�'Member end fixity model was used In the analysis and design of this truss. 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consull qualified building designer� ,&WARNING, Pleass thWoughry Mylyy the `Cwtomera AcW,�Vmggemwt *UlroBufld Standard' men ex ManufactwedPmm &cWfo�0"VoftvpW n ame0mams read notes an lh4 Tnm DeRga Daag ITDD) 11,14) before use Urgess otherwise ,* w se stated on e 100, Only MT,* ptauts ShM be usea (as hn to bevatet AsaTruss Des ty,E.,,yw(Ie SpemftyEnqmelY the seal a. any TM r,ixewaa an atmeltaataavt of ft prdftswm,l eqmee,ag,ewnstbMy Ry the design oMe sattgee Truss depoted on the 'DO ONyr wrier !P1 I S,gtanaaand we of #" 1.6s d, any 8. as of the Ownef- m, OeTef'$ auttyxaoanela Olga, 8a0d,to Deaqnv, M V* conleal ah the iRC, Me 6C, the cede ami TM I The aPPMaI*IV`at TDO and any g1d sod the Truss, 0,*409 handiav, Mof"e, knVarabon and bra*ng, shag be the fesaonsaxldy of the RU**Q0@s9nwand C*nVac1*r M nates sat m#m the Wandrite pfadl.es 3-d qudMawm la 8,,IWyttT C=td,wInt Safety infwmatetn gSCSgl pub"hed " TM ane SSCA are refwwved Sar Rewat v+ lame M I Milds the respamokan road Woes 0 We Tmn Desqw, Tnt" DasW Enginew are Tnem Manufacturer, e0m dhe.m"e defied by a Contmet agr4v3 Irwat -ftmq by ag pafts aadNmaJ Tha Twat, De"n Eraynee, s NOT th, $,Adeai Delegner o` Twos System ENewe, Tar any bouoV AH calstaleod iwms are as darned . T1a I Copy.ght 0 2014 PwS.0-Dj Erq,rrftnmr LLC, lea 1g Repmducroea of ths, domtmem, m any ram. l% Wohbaed sMkvA WM" peenateon ftom PwOwN, n0 3x4 = 18 17 1'6 15 14 13 12 30 = LOADING (psf]I I SPACING- 2-0-0 TCLL 300 Plate # DOL 1,15 Vert(TL) 0,00 11 nfr 120 LumberDOL 1,15 BCLL 0,0 Rep Stress Incr Yes BCDL 10,0 Code IBC2012,fTP12007 CSI. DEPL. in (loc) Vdefl Ud PLATES GRIP TC 004 Vert(LL) (r00 10 ntr 120 MT20 1971144 BC 0 03 Vert(TL) 0,00 11 nfr 120 WB 0,03 Norz(TL) 000 10 n/a We (Matrix) L Weigftt54lb fit = 0% BRACINC- TOP CHORD Structural wood sheathing directly applied or 6-0-0 no purlins, ESOT CHORD Rigid ceiiing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-8-3. (lb) - Max Horz 2' -89(LC 8) Max uplift All uplift 100 lb or less at totrtt(s) 16, 17, 18, 14, 13, 12 Max rav All reactions 250 lb or less at joints) 2, 10, 15, 16, 17, 18, 14, 13, 12 NOTES - Unbalanced roof live loads have been considered for ° gust)# l i aeavezzaift; Cat. It Exp C, enclosed: MWFRS #recfional)� cantilever left and right exposed;# vertical left and right exposed; grip i Category3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPt I 4) TCLL: ASCE 7-10� Pr --30.0 pst (roof live load� Lumber DOL -1, 15 Plate DOL -1 15); Pg=30,0 psf (ground snow); Pf=20,8 pet (flat too snoav� Lumber D0L=I 15 Plate DOL=1.15); 5) This truss has been designed for greater of min roof live load of IZO psf or 2,00 times flat roof toad of 20.8 net on overhangs non -concurrent with other live loads. otherwise6) All planes are 2x4 MT20 unless requires7) Plates checked for a plus or minus 5 degree rotation about its center, 8) Gable bottom chord Gable # `!aced at 1-a oc. connection10) This truss has been designed for a 10,0 list bottom chord live load nonconcurrent with any other live toads, fit between the bottom chord and any other members, 12) Provide mechanical #. ng 100 lb uplift at #,. 12, 13) This truss is designed in accordance with the 2012 international Building Code section 2306.1 and referenced standard ANSVTPI 1. 14) "Semi-rigid pdchbreaks# ## used in the analysisand design of 15) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building i+M WARNNG Pelt se thollAVhfy rmtiow the °Customer`s Acknowledgernent of Rro8wid Standard T -M her Manufaotrrred Ptodurts` farm Vcw,N elma o- pasateeters arms egad Was on 0% miss D"Ve Dravem JDDk area the clad Ref"eeee Shoal (rev. 41,14) Won, use Unto% ottuahese stated eo the Ti3d), tansy Wok conneclo, }Mates chaff be. mod tar this T„an to be vada. As a 1 toss Oosgn Erryeaeser h o., Spe&ua#y Erophesr„, the seal on any TOO ,.Wesents an amceptame, of the pnahmsvei&V o rsteer#xy reaTxxrxr+tultdY for #fie dead of the single Tidos dep-pled on dee TUG lady, axier TR @. The darxen atheonpoons, fma,rap nandeenis, sudatted curt s of tfsis Truss for an B.Ad ra ha> s t t set rky u, e Y t orap�o sleep e the Laos . the t lton as autstunti, age,eri dar the eutkioagl G7e a net er tirc r.T++Nex£ eat tSxe sF2C. Ute 6fiG. the Poen taraf nutty cthe scarf an t. t'he. agsfxexv&t nP ate YG#iP and any task! use chole tru¢a�a. [e+drsTrtx;1 har�lttrttT, saaraUo, ineta4ianaxrt arn7 !x'asxaad shaft be the ros�naabrFay a tha EiAN7diriQ f>eeba3nor arxY "oahaeKrr. Ads {ad#as 5af set# rn tits Tan aha the peact"ll a'A queue s of €au4dkv c mpenent Safety f ,W nabon (SC Sl� Nbhshod by Tie and y8CA ace rorereneed far gaexvrai puata,> TPt i defims the reepontAx4t`rs aead dafres of tree F cress De.vner Truss Design Entpneer and Trines Manufacturer, urate s cseteewtse deflnwxt by a Cosh'raot agreed Upon ae wilhe& by e i padres olve3 The Tauri r ooNn Ent an”, m NOT the, aufl*V D ewtynerr tri Truss Symern Engoahe fur aaey bud gf. Rio cataf tend terrors are as dersned is TPt i. Copyright@02014phnauikf-00ErpE!eeenng,LLC , UhJh fRepretdduetHan or too .+exuot Bret tie any farm rs piteetededvdhewt-,tea pehttswo from PraetolifDJ probutd, Colorado, M 7,600 s 00 3 #O:1 deYHpMJQ?5DRx30dbjlgyk1 7-t-1 Is 17 16 is 14 13 12 3x4 = Scala w. 1:29.5 z-7 DEFL. in (loc) Veep Ud PLATES GRIP LOADING lost) SPACING- 2.0.0 CSI. TOLL 30.0 Plate Grip DOL 1.15 TC 0,03 TCOL 10,01 Lumber DOL 1.15 BC 0.03 SCLL 0 O Rep Stress incr Yes VV8 0 03 SCOL 10,0 Code 18C20121TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 SPF No.2 SOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 Scala w. 1:29.5 z-7 DEFL. in (loc) Veep Ud PLATES GRIP Vert(Lt.) 0,00 10 n/r 520 MT20 1971144 Vert(TL) 0.00 10 ntr 120 Horz(TL) 000 23 nta rue Weight 54 lb FT 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6 oc puffins, BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing, REACTIONS, All bearings 12.8-3. (lb) - Max Herz 2=-89(LC 8) Max Uplift All uplift 1001b or less at joint(s) 16, 17, 18, 14, 13, 12 Max Gran Aft reactions 250 lb or less at joints) 2, 10, 15, 16, 17, '18, 14, 13, 12, 2, 10 NOTES - 1) 2) Wind� ASCE a ,h (3 -second g exposedExp C; enclosed; MWFRS (directionah,"canifilever left and right R vertical left and right '•Lumber grip DOL=1 A0 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or W. (roofft.• snow: Lumber DOL=I, 15 Plate DOL=I, 15); •o i 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20,8 pet on overhangs non -concurrent with other five loads, 6) All plates are 2x4 MT20 unless otherwise indicated, checked7) Plates for a plus or minus 5 degree rotationabout studs8) Gable requires continuous bottom chord bearing. 9) Gable oc. 10) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads. • ,. • • fit between the bottom chord # any other members. 12) Provide r • ♦ n• plate capableof a g 100 lb uplift at • designed12, 13) This truss is !12 International Building Code section 23061 and referenced standard. 14) ♦ i fixity modelused in the analysis and design of this truss, designer,15) See Standard Industry Piggyback Truss Connection Detaff for Connection to base truss as applicable, or consuft qualified building 9 S^VARrV Ni>tr ala tha5oseaEdfy sevir?,rJ thcr' uytranmt's .+4dkn emeen art t''ro6enk# saaae;fard Telma &ae idlarctsiat apac 3 a tCrsSu:tq" fwnr Vexity desbgn plootha eom and lead r+r'Af on iInS Tom De en i?ra ; 00) arxf the br,k FYettraru^ar Shea Srcw 11-14} before mfUnless otheravAe stalad an the TDD, only MiTek w meaty juatera shat%be used for this TDD to bt ,offYd Asa Truss O e , n Era§y,r w (r e, S ecraay Errogweeoer;, Me wM ars am rcae retursents an accepi;a+zox of the las the desayn of the s+eshe hula dereted on the TOO arty, under TF 3 4 The deSsin assuonattcns ce.+aadSTwaas. sw;1; Yty any! 4w aloes Y ruse for any feudch g !e the resporvarboay of the ca whet, the 0afete s autdoozed agent ar ftsdoa xi Despmer us the wplexl of thea me the 18c, "daeaf bu;tdtaag Made arai',`Al 9 The tgdxo W of the TDD and any field use of d'aC Tauri, mdudirg h and lat slotage ,nsfWlabon and bratong, rbas be the reaCx+saabEtitr` oftha euSA7ngCahtgnal and Gontnpotor. AN manes. set out sn dae IDD and tine ptooboes and gsu+3altnts of t3vats5Shg co etponard Safety Wormat m ftlt~Su4 }wbFstltsd by TH and SWA are reseaenced haa` grxraerai guvSanct. TPI F cWtoes tri, fespr+nsakrF3a" anti dtAelf of the T€Ills Desgner, s Pass Design DfAmee and T.tot , M a-factuna, cstless otherntise def¢r'si&y a cor#raut agreed upaaf cel Ne , Yy by alt imbesn trwtaved. Ton, Truss If�on Elypneer n NOT Thy SUOdoo Desagmer or €cuss System F„,tr;,tsrzeer tw any txokltng, Alt napotfixed fasts we as deemed fn TEE 4. lqv Ca r ht ds 414 Groff dd-EaJ Es+ E74�11fi"EER!litt� u c irY i grnaesp+xr, E.0". t'C7rJk. Rsartw,csaatksm of mal du+:.ument. o -n any ¢cum, rs prahilaeted vurthtnrt carmen peones on from Pm8weR-DrJ. .....__ a . .. _._ _--_i..___—__-.. ___-_.._.__.j 2-0.0 3.9-12 3-6-4 5.1.12 5.3.8 5.3-8 5-3-8 5.5.4 3x4 EE IWOMT20HS = 4x6 4x6 = 6x8 = 7xii = 20 ... ... 19 ,z I- t6 ,.. .. — 16 - ,.. .... 15 ., ..d 13 12 10x20 MT2QHS = 2x8 ft 2x6 II 14x10 -'- 1040MT20HS '= 2x6 iI 10x4) � 8x12 :=- toxic 6x12MT20HS it 2x6 11 8x8 =-. 2"6 2x61 0 2x6 iI 24 It 2x6 3I 2x6 II 2x6 Il 2x6 PI LUMBER- TOP CHORD 2x6 SPF 210OF 7.8E *Except* 1-4: 2x8 DF 1950E 1.7E BOT CHORD 1.5X7,25 Microlfam LVL. 2.0E TO WEB$ 2x4 SPF No.2 *Except` 11.12,4-6,4-18; 2x6 SPF 2100E 1.8E, 11-13: 2x4 SPF 2400E 2,0E OTHERS 2x4 SPFNo.2 WEDGE Left: 2x6 $P No,2 REACTIONS, (lblsize) 12=1401010-3-8 (req, 0-5-2), 2=12322J0-5.8 (min. 0-4-8) Max Herz 2=191(LC 9) Max Uplift 12=-358(LC 12), 2=-352(LC 12) Max Grav 12=17213(LC 2), 2=15146(LC 2) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 cc purlins, except end verticats, and 2.0-0 cc purlins (6.0-0 max). 4-19, 5-11, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Note _ Truss requires larger bearing area. Refer to information below for location(s). Building Designer is responsible for specifying, supplementary bearing blocks, enhancers, plates, column caps or other special anchorage required to provide adequate bearing. FORCES. t .shown, 7-69-24916/576, 7-70=-249161576,8-70=-249161576,8-9--249161576,9-71-21421/504, 10-71-214211504, 10-11=-132531334,11-12=-14374J331 SOTCHORD 2-20-558128471, 2042=-558/28471, 72-73-558128471 19-73=-558128471, 19 -74= -682/34392,74-75=-68V34392,18-75=-682/34392 18-76--439123569, 16-79=A25121421, 79-80=-425121421,15-80=A25/21421,15-81=-284113253, WEBS t t k 6-16-4112122, 7-16--442197, 9-16-105/5094, 9 1 5=-41441148, tr 10-13=-9018/249,11-13=-401/19232 NOTES - r ,131'xT') naits as follows: Top chords conneded as follows: 2x8 - 2 ., 0-7-0 . . g 1 Bottom chords connected as follows: 1,5x7.25 - 3 rows staggered at 0-5-0 oc Webs connected as follows: 2x4 - 2 rows staggered at 0-4-0 cc, Except member 19-3 2x4 - I row at 0-9-0 cc, member 6-18 2x4 - 1 row at r«*. yt rowR oc, member rt0 ♦. member . #* k ♦staggered 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. i' Y... WARNING - f lease thoroughly reverw the "Cu tonvI's Ackno , .anent of Pugfesld Standard 2enrs €or Manufaetwed foodau�" fahn Verly de!rwin parkoneyoes and Uoid oonS on few } €tesla L�S�s�n Sir�wrerg (ft7ii� ,aryl the Cit Reference Sheet hev. 11.14) befoM uae Uniesa $f, stated on the Too, only W`rak caarnectm pote% star! be need Rte Tiros Tail to be, va&d Aa a Truss oa a Gngrn"t to- a Sp°c'8ey E.ngmeatb, Me seat on arty TCit7 represents an wmitta oe, o4 toe txtYtw'RfBewtal ary neving res5xa,hawkky for the design W the wngde thm dwattedl on the i tail onhfl carder TM 9.. The de win a%stowo ons, koxy s cwvtdcttrone E suftaboof, and use of tins I'm, for any Bunn es the eesporcsabkCy of the Gwvov the Oww*V s aulhahzed aghho or the S,okiner oesrgafar, sv the rxaaftA of the IRC, the OC, the iocat h¢ricd; Cade ares Tot i The i apporet of the TDD Vat any read aaw of the Truss, 'caduca hanri€ 'g storage ussta 36on and Noway shag be the ra poo b hty a the So k inof Nsrgner and C".orat,nVa.. At motes set out m the TOC alai the craetico*s and giadennes of 8.4deV Coortymetre Salekp Rft o Mallon (BCS0 put"Inta l by TRP and SAGA we refereracad far geforral gewdarrc'e TPI l defines the Ieapombyees and dutees o4 the 1 cuss owfoher, S ryas p £Ye;.apn E:hgwf e,, and Tom Manufuctuear, urea, whedAR52` deleted Wa Contract ayrea:d up...d aoi by .4 pad s evvvotved The iasis Design t<egmeea * NOT the Bulk3ncig oasaysa> n ar Tom% System E gehho 4 fur arty twfhd g. Alt eaapdalved terms a re as defined Sri TPI 4, &1 F�1PoCr/IY 'l[iflVt�a^r dEC Copynlght 0 2014 Pna t.0d,00 E ry vemrnn L LC. ICO,n Repro ducim" of hus, docruneni +n arty form d phent.Sal .4hout w Men p e'.nass w fmm PhAy dd1XJ �_..�„..�_._ _. 3-9-12 3-6.4. 5-1.12 .�_.,�.,.._. 5.18 5.3.8 5.38 5�5-A P ate offsets (X,o j--' [3.ti 3-O,t? 5 Q1. E9 . dpi3O-S-t3), [15.11 3-8,0 5-8J, [16:0-4 0,0-5.121, [18.0-3 8,0 5-0}, {29.0 4.0,0.4 12), LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Ioc) Wall Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0,3616-18 >999 240 MT20 1181123 TCDL 10.0 Lumber DOL 1.15 BC 076 Vert(TL) -0,7116-18 >564 180 MT20HS 8111012 BOLL 0.0 * Rep Stress beer NO WB 0.97 Horz(TL) 0,15 12 rite n1a BCDL 70,0 Code IBC20121TP12007 (Matrix- M) Weight. 889 Ib FT 0% LUMBER- TOP CHORD 2x6 SPF 210OF 7.8E *Except* 1-4: 2x8 DF 1950E 1.7E BOT CHORD 1.5X7,25 Microlfam LVL. 2.0E TO WEB$ 2x4 SPF No.2 *Except` 11.12,4-6,4-18; 2x6 SPF 2100E 1.8E, 11-13: 2x4 SPF 2400E 2,0E OTHERS 2x4 SPFNo.2 WEDGE Left: 2x6 $P No,2 REACTIONS, (lblsize) 12=1401010-3-8 (req, 0-5-2), 2=12322J0-5.8 (min. 0-4-8) Max Herz 2=191(LC 9) Max Uplift 12=-358(LC 12), 2=-352(LC 12) Max Grav 12=17213(LC 2), 2=15146(LC 2) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 cc purlins, except end verticats, and 2.0-0 cc purlins (6.0-0 max). 4-19, 5-11, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Note _ Truss requires larger bearing area. Refer to information below for location(s). Building Designer is responsible for specifying, supplementary bearing blocks, enhancers, plates, column caps or other special anchorage required to provide adequate bearing. FORCES. t .shown, 7-69-24916/576, 7-70=-249161576,8-70=-249161576,8-9--249161576,9-71-21421/504, 10-71-214211504, 10-11=-132531334,11-12=-14374J331 SOTCHORD 2-20-558128471, 2042=-558/28471, 72-73-558128471 19-73=-558128471, 19 -74= -682/34392,74-75=-68V34392,18-75=-682/34392 18-76--439123569, 16-79=A25121421, 79-80=-425121421,15-80=A25/21421,15-81=-284113253, WEBS t t k 6-16-4112122, 7-16--442197, 9-16-105/5094, 9 1 5=-41441148, tr 10-13=-9018/249,11-13=-401/19232 NOTES - r ,131'xT') naits as follows: Top chords conneded as follows: 2x8 - 2 ., 0-7-0 . . g 1 Bottom chords connected as follows: 1,5x7.25 - 3 rows staggered at 0-5-0 oc Webs connected as follows: 2x4 - 2 rows staggered at 0-4-0 cc, Except member 19-3 2x4 - I row at 0-9-0 cc, member 6-18 2x4 - 1 row at r«*. yt rowR oc, member rt0 ♦. member . #* k ♦staggered 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. i' Y... WARNING - f lease thoroughly reverw the "Cu tonvI's Ackno , .anent of Pugfesld Standard 2enrs €or Manufaetwed foodau�" fahn Verly de!rwin parkoneyoes and Uoid oonS on few } €tesla L�S�s�n Sir�wrerg (ft7ii� ,aryl the Cit Reference Sheet hev. 11.14) befoM uae Uniesa $f, stated on the Too, only W`rak caarnectm pote% star! be need Rte Tiros Tail to be, va&d Aa a Truss oa a Gngrn"t to- a Sp°c'8ey E.ngmeatb, Me seat on arty TCit7 represents an wmitta oe, o4 toe txtYtw'RfBewtal ary neving res5xa,hawkky for the design W the wngde thm dwattedl on the i tail onhfl carder TM 9.. The de win a%stowo ons, koxy s cwvtdcttrone E suftaboof, and use of tins I'm, for any Bunn es the eesporcsabkCy of the Gwvov the Oww*V s aulhahzed aghho or the S,okiner oesrgafar, sv the rxaaftA of the IRC, the OC, the iocat h¢ricd; Cade ares Tot i The i apporet of the TDD Vat any read aaw of the Truss, 'caduca hanri€ 'g storage ussta 36on and Noway shag be the ra poo b hty a the So k inof Nsrgner and C".orat,nVa.. At motes set out m the TOC alai the craetico*s and giadennes of 8.4deV Coortymetre Salekp Rft o Mallon (BCS0 put"Inta l by TRP and SAGA we refereracad far geforral gewdarrc'e TPI l defines the Ieapombyees and dutees o4 the 1 cuss owfoher, S ryas p £Ye;.apn E:hgwf e,, and Tom Manufuctuear, urea, whedAR52` deleted Wa Contract ayrea:d up...d aoi by .4 pad s evvvotved The iasis Design t<egmeea * NOT the Bulk3ncig oasaysa> n ar Tom% System E gehho 4 fur arty twfhd g. Alt eaapdalved terms a re as defined Sri TPI 4, &1 F�1PoCr/IY 'l[iflVt�a^r dEC Copynlght 0 2014 Pna t.0d,00 E ry vemrnn L LC. ICO,n Repro ducim" of hus, docruneni +n arty form d phent.Sal .4hout w Men p e'.nass w fmm PhAy dd1XJ AOTES- 4)Wmd0mph (3 -second gust) Vasd=87mph',TCDL=6,Opsf; BCDL=6.Opsf,, h-15ft; B=45ft; L-34ft: eave=4ft; Cat. R: Exp C; enclosed; MVVFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1 .60 plate grip DOL=1,60 5) Truss designed for wind toads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1, 6 TCW ASCE 7-M Pr=30.0 sf roof live load: Lumber DOL=1.15 Plate D L= n x. • LOAD CASE(S) Standard 1) Dead + Show (balanced); Lumber Increase= 1, 15, Plate Increase- 1,15 Uniform Loads (plo Vert: 1.4-62, 5-11=-62, 12-66-20 Concentrated Loads (lb) Vert: 19=-'1425(F)12--14 5(F) 14--1425(F) 72=-2102(F) 73=-1423(F) 74=-1425(F) 75=-1425(F) 76=-1425(F) 77--1425(F) 78--1425(F) 79= -1425(F)80= -1425(F) 81=-1425(F)82=-14 5(F)83= -1425(F)84= -1425(F) 000i .W the Vdortd TDO e"O Taffarneffes and read notes ern Das Trim Drying. Cha", DOW byaagd the treat on any TDD repirewnte w accepoin, of the poheywontO el of the SM& T russ delisted an tkui TOO orAy, wider TPI 1 The detthir nweiiidexis, kradee; wittk1*11%, OtOx CaTop"MANKY ky the ttewgn, -qamv aml use of tf�; Tfose to, awy BuRdeigm the mshmstbithy the Owrof's arAtyeved toeta Ot too 8.0,10V Oesnyt, m tyre W e wMext of the W, the *C, the locaf ylee; code and TM I The nd eWin of 1w, TDD,110 any fMtd cyte 0 the I ro;a, in, dwya hamarauxage. WLtogabon ano timmg, %haft be 0%, mwe%xyfft,, o the oudchng Nsgner teed Contractor AR hotes set out in the TOO and we, prachem a� qhyJ ems of 8.4deV Component Safety InAr"orn (BCSi t Pau by TRI nd SBGAve ieferenotfd W ge—at guilance Itil I Oeh�,s tt,e mspomuhres and dt,"s at the T,.�,, Desgin,, , Truss f*Syto Enty �"' = T toes MarerfAcaern, w9m othei,ere defilled by a tontaud reed urian ter mbhyt by all tizveesewohoed Thy, Truss Doup Er�W�ef i NOT the SiAdeo Desywe, � Tefint gehee, 6ome.." W any NoWer AM ra%xtWved term are as defeealm TFt I 2"0-0 7,9-12 7-6-4 5-113 6.113 fgZ11 Stale: 3!'113"-i° 4.00 J 9Y 8x92 MT20HS II 46 14 3x4 wv 8x6 We 3x4 LOADING (pst) SPACING- 2-0-0 TOLL. 30.0 Plate Grip DOL 1,15 TCDL 10.0 Number DOL 1.15 BCLL 00 Rep Stress Incr Yes BCDL" 10 0 IBC2012JTPI2007 I ..__"Code Horz(TL) 014 LUMBER. (Matrix M) TOP CHORD 2x4 SPF No.2 *Except* Weight 149 Ita FT 0% m 1-4: 2x4 SPF 2400E 2.0E BRACING- BOTCHORD 2x4 SPF 2400F 2.0E *Except* 13-15: 2x4 SPF No.2 Structural wood sheathing directly applied or 2-2-0 oc purlins, except BS 2x4 SPF No,2 OTHERS 2x4 SPF No.2 SLIDER Left 2x8 OF 1950F 1.7E 2-6-0 Rigid ceiling directly applied or 2-2-0 oc bracing.. REACTIONS. Max Grant 11-1732(LC 29),2=1828(LC 2) 3x6 4x6 = CSI. DEFL. in (toe) ltdefl Lid PLATES GRIP TC 0.92 Vest(LL) -9.38 34.16 ,999 240 MT20 1971144 BC 0,84 Vert(TL) -0,81 14-16 ,494 180 MT20HS 1481108 WB 0.77 Horz(TL) 014 11 nit ma (Matrix M) Weight 149 Ita FT 0% m BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2.0-0 no purifns (2-2-0 max.): 6-14, 6-10, BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.. BS 1 Row at midpt 4-6,6-16,9-11 FORCES, o , less except when shown. TOP CHORD 2-3-153/462, 3-22�3182121, x 6-23=-3147/122, 7-23--31421122, 7-24=-2417/76, 8-242417176,8-92417176 ?M ;OTCHORD 2 -16= -13012917,15 -16--28/3116,14-15=-28/3116,13-14=-34/2852,12-13=-3412852, 9-11-2322172 NOTES - 1) 2) Wind; ASCE 7-10; Vvft=110mph (3 -second gust) 4 ♦.* •.. Exp C� enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 3) TCLL: ASCE 7-10" Pr=30,0 psf (roof live load: Lumber DOL -I .15 Plate DOL -1.15); Pg -30,0 par (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate piCategory i r other4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2,00 times flat roof load of 20,8 pelf on overhangs non -concurrent with 6) Provide adequate drainage to prevent water porlding. 7) All plates are f plates unless otherwise indicated. 8) Plates checked for a plus or minus 5 degree 9) This truss .. been • for a 10,0 plif bottom chord fit between the bottom chord and any other members, 11) Refer to • iconnections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ity uplift at joint(s) 11, 2 dAfjW6drjjhs##0p!gned in accordance with the 2012 international Building Code section 2306A and referenced standard ANSVTPI I wARPON - h'tease thaaatrghNy revawthe "C:sesiawntha Adatteakchentent of PrOMAW Ss dad Tetras dun Manutaduted Products" form V'eafv destgn parameteers :and toast nkttm on flee truss Center Llhhong (TOO) and the DO Reenertue ShW {ser 10...49} belare uee'unlass atne se ,stakes! on the TOD, only hirlek coonecrot Mates ithali be used tot Iths ecru to W yWd As a Paras Uesagcr Exag+rteca ts.e , Spacavgy Es+gxbeerP- Me seat oh any Too repaetsethe an acaopLynce of the 6xofiamortO esgineraing rmapcs+:,u 6h, Por She dftgn of Me streth, Tim deprcled on tate Tr1L1 w4y, under TPt f i'he do t asWinjobons. loading =&too$ i suetaDa9' atxS u5 04 ttxs , nt5i. ret at u is i N a s a 6 he as ads satin oar. rare e the Lawtror's abracing, i went or the stmt In C)eaa nen it the ; Des Y ut the tr2 the t C. At cr M ,o s. TPI 4 e ate" Y ++s9 lain Y ?iso Si ai e G, B e Wca bzmRN fy cc�iP and $' he apprava} of the FCFts a€w3 any Nerc3 Gh`rg of ffiis Twits, inedcr9trq haaes@aeg, t£orats thstatiason asa9 bracing, shale be tiros resyx5rasrn€iAY otbei SuendSrrg C1esg+rex and Ccxetras¢or AN rxs4es set ass ria the, iR.rd arxi thu imar.�t oes and gutdolow4 es€ Eatritraa8 con,poese ct Sa" M8onnabon i8C.Sti P4tb&shod by FPE and SSCA are mfe€e€zcel for penfaw quidance, TM 9 daGefes tPur rsspmentrtf eas a W "ies of the F uses, Dfwlpwnr Truss Dowen Erviraseer ami Tram, Man"fienurer. urt ess otherwtae d0ned by a Contract .agrered W r rn w1dreag by al p adats inottved Tine Trus. riefimgn Engrneer S NOT the 8u0ang LSe'sgarer or Tnm, System k:tagoiee¢ fW any LVAd4ad. AY cap aleea soma tee as d efibad en T'Pt i. Capylobet 0 A"A Pao6urtct-rlr t Etnygtneari+ t. LLC, 11)0).. Repoduw€ton of thea uocurnsnt . any rem, as portiblu d weho.t wrttton pesna no we from S-0 teeid L"rQ NQTES- 14) "Semi-rigid pitchbreaks with fixed huts" Member end fixity model was used in the analysis and design of this truss. IS) Graphical pur9in representation does not depict the size or the orientation of the pudin along the top andtor bottom chord. LOAD ASE(S) Standard W ARNNG, . P. dhreoiveny ruv ewihc+ "Y.castottiter's Aekme4edginnent of P,.Bvg l St re hvd Terms tar Manufactured Products" farm awify de'sein frau efa *me read notes am red True Design Dbooryf i TODD aDO t$eEneasroa nd ft €rev, 11. top befove use Utlemea otheoinse stated oex thet TOD. rvey MiTek conoorl tr Main shafd be Meg kx Ref ID(f to be "14 As a Trsrae fiasrgn Err�naor {t e , 5pectiaitp rrtganearD. the seat oh any TOO corsesents an soceptaece of the potessnotat engineenag7 restaoss biify for the design of the sa off Terms dep etev. ora the TOD can€y, under TFe I The desegn &"ve0s,ea Naadog cat toes, s.vata belly arts# user of tho, Truss f e any Stafiutg e, the eefrer+stWAy of the own v, the C'r wrax*& autCwnzsrt agant or the Ruddaeg Desoner more oyatexa of the RC., the SC, the focai Ngidoof m10 ae d TM S. The atarefoat at the TOO and erre read use of My Truss. and aferg handtvsg, storage. Nasdanasmn am txacft, shag Ise the cmapanaatadrly of the Brat ng Dwignsa and Carrbar, far AN exrtes W but <n the 100 and the Pror tenet, and gumbRoaffy of So*" Ceanp ne vt Safety ehonnatent, (SCSt pW*shed by TR and SBCA are Wotenced for genond guentnee TPI t de t nes the re*spons"Utes arat dub o of the Tram Desganer, Truss Dmgn ENtheea and I frofs ManWegorraes, unkfe, Mt erose dettned by a Contrast agnff f upw do ergobt by 0 psatex twoNed the Duse rresrgn Srrgarectsvf m NOT the Pug+9ang 43"ner or Truss Systsun E.ngnew far any bulkbre Art Capterred temrs are as defraed m, t Pi 9 Gr`iN/�/(Va tCt: Co4wr@gtrf 0 gi}34 Pru'A.3va&3 CkJ Ecagpneeeersg, Cwk.G, (iSr.Rp Ttepaaductrun of ttsks d¢,rcumenl, i¢ any dam, is prx^iedfaitexf wdhqut csrdken $}N'nr+sENaa Nam Proeuo-kih7eJ. ProbuM, cotchratio wings.co 7,600 a Oct 3 2014 NfiTes Industries. the, Wed Sep 02 08,57 36 2015 Page I 10I deYHpW9JQ?SDRx3Ddbjlgyk I k5-nU4iPHkrn9nE0Hvfa I CZ7xvzhn3glhvcXrrhybYodYNMj . .. .......... ... ------- -_---_-------- - -- 2-0,0 7-9-12 7-64 5-11-3 511_3 62-11 Scrhe 3116"=V 4,00 Ffij_ 6x12MT20HS H 6x12 MT20fiS == 30 Us 3x16 802 Si 3x4 = 6x12 MT20HS LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TOLL 30,0 Plate Grip DOL 1,15 TC 0.92 Vert(LL) 449 14-16 >814 240 MT20 197/144 TCOL 10.0 Lumber DOL 1.15 1 BC 0 77 Vert(TL) -1,02 14-16 >391 180 MT20HS 1481108 BOLL 0 0 Rep Stress incr Yes WB 0 77 Horz(TL) 0.18 11 n/a n/a BCOL 10.0 Code IBC2012fTP12007 (Matrix M) ------__ 11._- _1------------—--' --- 111--I--ll----i-,—.—.--.--,-..-. _-- - --i --,---.-.--.-•--- ------------ Weight: 141 to FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No, 2 'Except* TOP CHORD Structural wood sheathing directly appHed or 2-2-0 oc purtins, except 6-8: 2x4 SPF 1650F 1.5E, 1-4: 2x4 SPF 240OF 2.0E end verficals, and 2-0-0 oc purlins (2-2-1 max.): 6-14, 6-10, BOT CHORD 2x4 SPF 2400F 2,OE *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 13-15, 2x4 SPF 165OF 1.5E WEBS 1 Row at midpt 4-6,6-16,9-11 WEBS 2x4 SPF No2 SLtDER Left 2x8 DF 1950F 1.7E 2-6-0 REACTIONS, (Ib/size) 11=1353/Mechanical, 2=1484/0--S-8 (min. 0-2-0) Max Herz 2= 1 961LC 9) Max Uplift I I =-40(LC 12), 2=-58(LC 12) Max Grav I 1=1 732(LC 29),2-1828(LC 2) FORCES, (m) - Max. Comp,/Max, Ten, - Ali forces 250 (to) or less except when shown. TOP CHORD 2-3--151/461, 3-22=-3189/5,4-22=-3062/20,4-5=-254/13,5-6=-314159, 6-23=-4545/182, 7-23-4539/183, 7-24=-3416/94,8-24=-3416/94,8-9=-3416/94, 10-11=-268/36 BOT CHORD 2-16=-155/2925,15-16=-1 1014482,14-15=-110!4482, 1 3-1 4=-1 0814034, 12-13-108/4034, 11-12=-5912682 WEBS 4-16.0/741, 4-6-2818/120,6-16=-187114, 7-14=-I 11876, 7-12=-909t118, 9-12=0/1 163, 9-1 1=-2961/109 NOTES - 1) Unbalanced root live loads have been considered for this design, 2) Wind: ASCE 7-10; Vuft=l 1 Omph (3 -second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=60psf; IT= 1 5ft; 8=4511� L=33fL eave=spL Cat, 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end verticat left and right exposed" Lumber DOL=1,60 plate grip DOL=1,60 3) TCLL: ASCE 7-10; Pr=30.0 psf (roof live load� Lumber DOL=1.15 Plate DOL=1,15)� P9-30.0 psf(ground snow),- Pf=20,8 pat (flat roof snow: Lumber DOL -1,15 Plate DOL=1,15); Category H; Exp C; Fully ExpCt=1,1, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 6) Provide adequate drainage to prevent water ponfifing, 7) All plates are MT20 plates unless otherwise indicated, 8) Plates checked for a plus or minus 5 degree rotation about its center, 9) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live ioads, 9 fit between the bottom chord and any other members, 11) Refer to girder(s) for truss to truss connections, 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 11, 2. 13) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSI/TPI 1, d&j'-SIS' /breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss WARNING ' Joh ase ffiryoughat fey"a the Cuaronhh's Arkohnaledgeme.t at PmSurkf Standard Tern% toe Manufactured Products" hoar, Verdl deAtop arssnders and read not" on this Tom DQ1 Design DIAW.9 (T 11. 1 at before use Uryossotheraine Mated an the Too, orey tolok oareholot pates straff be used for Vas 0 ) ho Yew As a TeAs De sr, Erdifneer (a a, Spenfalo Erofineert, the seat on any TOO represents an aoseptanot at We w0fiemonat for few d"Vo of the yssfife Trm departed on the TDO ratty, undw TPf I Tho desol assue"Iftfry loadoOt condoons, suatathoty and uss of thor Tohsr for ..y Butany; as therayponfebeef, of the Uxaar, the 0,soees arassfivett agent or hor. Eyektwfi; Eyes, nw, In the contest of the fpcthe t8c the tocal buAdfromde, one T P! I The d approsue of the. Text and any fiehl use of the to t%, tr4vaing handfivoy sheep, knsfaHwon and btybdog, sNO be the r estanypNItty 0 the auddythy DeSyine, said Contractor_ AN none, set oul RI the I DO and the foacoced andtfudebees offf.4fierfif cmporymd Safety tntantrultoo IN' Stt pubfished by TPt and SBCAare mfe,enco ke p.neraigunfarce Inas Dethyr unless ath.'emedeft ed by a contrad agreed ap onmorass; by ab The Tfu",NAhAEr9nth fry NOT the SuAlwagDongoaror Truss System LHrbhneet for any Isayleef ARoardaivedtoms we as defined in Tryl I Copynght 0 2014 Frolrf,41-011 Entfiteen ory LLC, Iojr Rephyf-tyu, & thfir downeers'its any tom's pothadoetsow saften pemm5sx, ,,am Ptosurd'DO NOTM 15) Graphicat pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Qated on the Too, only Wok wnnvxa� Aare terms. isar asanu€ p4aleshM be med to thm , be vaeaa lld As a Tnafs D*sqn Emins rgneet 0 e, Speoatly Engwoeyo w) 9fe seal on any TEM repmeeks an mmoanye of tare otafassaxtat enDy"nagntspeaveNky he the da"t, a4the uVe, T,.%,,yepKIedm the TODorlty, unde, TPI I swawv and uw, Of tro t"Uss to, any Buki'N's the respoteabady of Ow Ownec the 0,ynerls "WnZed 49W boat. suftg Dasi ynw, . Me -context at the RC the IBC, the iocal auldeg code ahet TPI I The appfavat ol the TDD and any field use & the Tww W� QdhQ harythrlq, s1waga, ye0agaborl arut twaan, shatt be the. mta,�Way a, the Bo4dxg Desgha, and CWIiajw AA notm set oA ni the Too tent the, to Acbeha and gftft,hts of S.Admg Cmpatnent Safety hfo—atom lDCSl) p.tfthed by TPI and SBCA are referenced tv lt.,dan, ne TPI I dehms the mpthvAhkae% ir4 WwoMe yruw Deboom, Tnjw Fhis Truss Deluge EVIteer tA NOT the Bwtde,Q Deslgnet of T,vas System Entppev IN any b.,14,1g, All CaPUteed ren,% ate as da.bItedm TPI I Reprodhchyv� of thm tocuhlynt, ih any fahh, as Ploheydedefthout wIften W, mehaw ftom Pm8tyJA)IJ ........... 2-0-0 5,3,11 5-0-3 5,0.3 5-10-9 6-0-5 4,00 Fjj_ 2.6 H 5XI0 H 6xl2MT20HS =' Us = 3x10 = 5X8 = 3x6 = 6xi2MT20H5 = LOADING (Psf)SPACING- I CSL DFL. in 05 (too) I/cleft Lid PLATES GRIP TCLL 30,0 Plate Grip DOL 11 TC 0.52 Vert(LL) -0.65 17 >615 240 MT20 197/144 TCOLLumber DOL 1.15 Vert(TL) -131 'WCS 16-17 >306 180 MT20HS 148/108 SCLL 0.00 Rep Stress Inor NO O�97 Hofz(TL) 0,20 13 We We BCDL 10,0 Code IBC2012tTP12007 (Matrix M) Weight 164 lb FT = 0% LUMBER- GRACING- TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, except BOT CHORD 2x4 SPF No.2 *Except* end verficals, and 2-0-0 oc purfins (3-4.6 max,); 8-17, 8-12. 13-15: 2x4 SPF 1650F I,SE, 15-18: 2x4 SPF 2 40O ZOE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 'Except* WEBS I Row at micipt 6-8,8-18 8-18,9-17,11-16,12.14: 2x4 SPF 165OF 1,5E SLIDER Left 2x6 SPF 2100F 1,8E 2-6-0 REACTIONS. (lb/size) 13=1593/Mechanical,2=162010-5-8 (min, 0-2-14) Max Herz 2=230(LC 12) Max Uplift 13=-45(LC 12), 2=-53(LC 12) Max Grav 13=1 732(LC 29), 2=1 828(LC 2) FORCES, (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-268/69,3-4--3093f7,4-24--310710, 5-24=-308710, 5-6=-3052/0,8-17=-3431106, 8-25=-7028/306,9-25=-70211307,9-26--6069/239,10-26=-6069/239, 10-11=-6069/239, 11-27=-4000/139,12-27=-40001139,12-13=-1666/77 BOT CHORD 2 -18= -21012789,17 -18=-241/6922,16-17=-19416069,15-16=-95/4000,14-15=-9514000 MBS 4 -18=0/311,6 -18=011475,6-8=-2305/122,8-18=-4904/106,9-17=-7411375, 9-16=-6471105,11-16=-105/2315,11-14-12621120,12-14=-12514145 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wnd: ASCE 710� Wit= 11 Omph (3 -second gust) Vasd-87rnph� TCDL=6,Opsf; BCDL=6,Opsf; h -I 511; B=45ft; L=33ft: eave=4ft; Cat. It; Exp C; enclosed; MVWRS (directional); cantilever left and right exposed " end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1,60 3) TCLL: ASCE 7-10; Pr=30,0 fist (roof live load� Lumber DOL=1,15 Plate DOL=1,15)-1 Pg=X0 pal (ground snow),- Pf=20.8 pst (flat roof snow: Lumber DOL=1,15 Plate DOL=I .15)� Category ll� Exp C; Fully Exp,; Ct=1.1, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design, 5) This truss has been designed for greater of min roof live load of 12D psf or 2.00 times flat roof load of 20.8 pto on overhangs non -concurrent with other live loads, 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 5 degree rotation about its center 9) This truss has been designed for a 10,0 pat bottom chord five load nonconcurrent with any other live loads. I f4dww"WM§61�% ttioit TOICNIXit- fit between the bottom chord and any other members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jointia) 13, 2, 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1, 141 Load case' - I has/have been modifte �.', Conf[Hi* on page 2 WARNNG, Please thwouvha, f,d*`Coskenva AcknaekIdgentent 01 Preened Standald To,", to, Manufactured Praduate rare Van and Me DOReforeme Sheet h" 11,.14y relate eye Urd"s otherwete stated on the TDET, only Wet, con nate peates shah be Wed On th=Z�'Ogbe aAel the. seat onany TDD repesets an acceptance of the ty0fiedowat enanefwoq lesponedythy let the dvuffn of the ..gte Truss de.Wed he the TOD *MY, undue TPN I aadnytooftbons, Sudabibly and uw of the, Tawe to, any Bukfirai aft respWWWAY of the ovetef, the (Yebers SuMomed event 01 She Solid" Deauttrym M the ournext ofthe RC, the OC, the, foote rude" cod. sed TPI I The apphwat & the Too andahy Win use 0 Me Truswlwunf harykeef stwage, nstakatm and aaaeo;, shall be the responsUdy 0 the Both" Onather and Coftaffter AN notes set out m #w TOO and the Prance. and otsuo.0 Component Safety fnSheathon pPCgl) published by TPt armt SSCA ant Weren�d lot neuaquetaooe IN I defines thempemme*ws and dutW% of the Tntss Desgoan, Tn.as The This De"n Entinev te NC the 8u4dwV0mgher or Truss Syeleh, Eatmee, fou any bueldnet ARCapdatzedarm are mdefined mTrIl AY -V here, t4 potaboed yehoul -den perandmou, from pfnB.W•Dj ENINEMNOux ROTES - 15) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, ............... LOAD CASES) Standard Except: 1) Dead + Snow (balanced): Lumber mcrease=1. 15, Plate Increase= l, 15 Uniform Loads (lyff) Vert 1-7-62,13-19-20 Trapezoidal Loads (plf) Vert: 8= -103 -to -12=-62 A& WARNM a Please Vnxchffxty,eveen, 110 11,01�10,11wldStand&d Term for MaWadWfdPy0dUdx`faun Syn7 60690 param,0101S and read not" WIN& TrOft9n Dla%" tTDD) Ml,n . . = '. '. DO. only MITOkOtonedorphAesshailbe used ter INS 00tobevWel Me WM an any TOO represents an aveplanoe of the Wotessmyal angrtvoennq respdnsmex#Cy fol the wvQn of the skoW Truss depicted o,, the IDD they, unde, jPt I The desgn asvmo*m. W*ng na'st4mm, %ndet-Alty and Me 0I alls leass to, any MokIng * Ins rMMIsdohly of Me Chynel the Chvnees Webb",ative 0( Sha BuOdno 9"Tw M ft mote of the IRC.. the W� the Reet0 bw" Wde an I PI I , The aqshwat 01the TOO and any hetal use of Truss, sums eV hand", sk�kje ansetlafibwi o. and ng, shag he thyespoesUfty o the HandingDes ng igne., and Convachtr. AN nolft�,tam u, ft, TW and the ;na" and phho,,em at 8.4dM9 CompoMM-, rate 1.onnaghn (BM) puto4sWd by TPI a,W SBCA we mfenmced So gentuat fpodan�, IM I det thot the It- and dohgs of 8by, T,nea t)esqne,. I roso , Dyson Eng"10'e'ad I MS Ma"rad-oK UaWSS 00uthayte itsfined by a Comma agreed upon fe wlaq by aR pareses oyooto.d Ttie Tuq L"n Engineer is NOT that Hutbittvg Despe, w T,uss System Engnfen fm any bo0ding Ail capenshel hthes we, as defined m TR I copy"ght 0 M14 PhASselroi F�nggneofgg, LLC, (DO) frevodWw of this do—nonn, m, any tram. o, praftUed Monet ygde," memyosen ftom PfOBWd DO EMINEERIAWitc, i- Z -Q -Q-- .......-..._-_mm . -1 :. a ------- __1 2-0-0 5.3,11 5,0,3 5-0-3 5-10-9 6-0-5 2-3,13 3-10-4 400 f-12' 4X10 11 5X$ _'_ 3X10 = Wo = 3X4 = 4X$ = 17 16 15 14 I LOADING (Psf)SPACING- 2-0-0 CS1, DEFL. in (loc) Well Ud PLATES GRIP TOLL 30,0 Plate Grip DOL 1.15T 0.48 0A8 Vert(LL) -0.33 21-22 >999 240 MT20 197/144 TIDL 11 Lumber DOL 1.15 Be 0.79 Vert(TL) -0,69 21-22 >511 180 �0 LL 0 BCL! 0 Rep Stress Incr NO VVB 0,85 Horz(TL) 0,07 17 n/a am BCDL 10.0 Code IBC2012rrPI2007(Matrix-M) ¢ ------- --- --------- Weight: 168 ity FT 4°l0 LUMBER- BRACING - TOP CHORD 2x6 SPF 21 OOF 1.8E TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except BOT CHORD 2x4 SPF No.2 *Except' end verticals, and 2-0-0 be purlins (4.9-14 max.): 8-21, 8-11 19-22: 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 3-1.4 oc bracing. WEBS 2x4 SPF No.2 WE BS I Raw at midirt 8-22,13-17 OTHERS 2x4 SPF No.2 SLIDER Left 2x6 SPF 210OF 1.13E 2-0-0 REACTIONS. All bearings 4-1-12 except ot-length) 2=0-5-8L (lb) - Max Herz 2-230(7 C 12) MaxUpfiff All uplift 100 Ib or less at joints) 2 except 14-=-1609I LC 2),17=-133(LC 12), 16--119(LC 2) Max Gran All reactions 250 lb or less at joints) 14,16,15 except 2=1488(LC 30), 17=3688(LC 2),17=3604(LC 1) FORCES. (to) -Max. Comp./Max. Ten, -All forces 250 (itu or less except when shown. TOP CHORD 2 -3= -314/31,3 -4=-2286/0,4-32=-210810,6-32=-2079/0,5-6=-204110,8-21=-5721115, 8-33=-37371205,9-33=-3730/206, 9-34=-1932/110,10-34=-19321110, 10-11=-19321110, 11-35=-26/1402, 12-35=-2611402, 12-13=-6712950, 13-14=-28/1563 BOT CHORD 2-22--195/2047, 21-22=-1 4113684, 20-21=-65/1932, 19- 20--1402/70, 18-19=-1 402170, 17-18=-29501111 WEBS 6-22--W836, 6-8--1674/101, 8-22=-2276/24, 9-21=_10412091, 9-29=-10381122, 11-20=-14413482, 1 1-1 8 =-14 54/104, 13-17-33221102, 12.17=-1936180, 1 2-1 8 =-5812165 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10-1 Vu1t=I lOmph (3 -second gust) Vasd=87mph; TCDL-6.0psf,, BCDL=6,Opsf; h=15ft; 8=45ft� L=33ft; eave=4ft; Cat. il� Exp C� enclosed� MWFRS (direcfional)� cantitever left and right exposed , end vertical left and right exposed; Lumber DOL=1 A0 plate Rrip DOL=1,60 snow: Lumber DOgory 0; Expi C: Fully Exp,� Ct=1,1, Lu=50-0-0 5) tel snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof road of 20,8 psf on overhangs non-toncurrent with other live loads. 7) Provide adequate drainage to prevent water pending. 8) All Plates are 20 MT20 unless otherwise indicated, 9) Plates checked for a plus or minus 5 degree rotation about its center 10) Gable studs spaced at 1-4-0 oc, 11) This truss has been designed foO psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 WARNING-PhafahW ra7vsear. tR "G.us4orttete R�3enea enrent of RraS:xkt Pandard remoo frxr Pham€ ad ptsrcYw^#s" roan Vea4 des n pie smokers azd rea¢i notal r>ex thre Lusa 9Teaglta Qrav4r (TY.Yrx and ft DO t�j i,ey 11,94ybtobe M U'Ve"Otheneme. maw cwt ohTDD, only MTekaoes*Mw piates shag be wed for NoTDO lobe vaW, Am a Specuffty Engineer) the "at 0. Any too reponfents ah wyepft.m of the profemmW engmeang mWn%b&My for the design of the skvgte Tt e depxned on the 700 only, unaff TR 5.. The deyW,, msurforom, kooda,f; 00"bons, Weabd4y end ," a$ tNS T lus% on ally Sugdsht m the restoombafty of the Owx,, Y, the Cy000rs authonzed agam of the Sthufffff Doavf.ef, at the conwmt of the RC� ther 18C, ft �ooal tookfug codo ard TPI I , The approvai of the T DO NO any Ifew me of floo Twm nddrq hawleof, slomp, Manlabco, and b, aonq, sh;0 b� of the So" Deegm, wd C onvactor An notes set W . the TDD and the Vadfaa,�,d qwdioMos of Wftg CorhpoheM SAWY tolk-atmo tDcsn puteethed by rN and SSCA are gefo, reeced tof general quMmoe TF1 I deAms the mponstbAtm aryl 4,0," of the Trawl Desqw, Trusa De,"n Engthee, and Ttas Manufactuhn, unh-at, othenm, e derned by a Ox toad agreed up," M wehng by alf padws snvotved, The Tame Dfttqn Engtnffer fi rhOn- the So C4%gm w Thtys Systm, Engine- Px ..y bwidng. Arf capdahzed terms an, as deffee4 m I R I Copyfebt 0 2014 P'Qrhou roj E-ty'"noffr LLC, fDQIRefood0000n of this ft000rtent, snopq faro. to zVOWNted wthow .*m peromohm "M Pmatow[oj 12) * This truss has heart designed for a live load of 20 Opsf on the bottom# i 1 tail by ..n the bottom other Provide13) others)hearing 14) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 15) !. been i.. designer must review loads to verity that they are correct for'♦ use of this truss, 16) "Semi-rigid pitchbreaks with fixed heels" Memberend fixitymodet was used in the analysis and designof provide17) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, LOAD CASE(S) Standard Except: 1) Dead + Snow (balanced). Lumber Increase= 1,15, Plate Increase=9.55 Uniform Loads (pff) Vert: 1-7--62,14-27=-20 Trapezoidal Loads (pit) Vert: 8-103•ta-13=-62 1NARPdiNCr` , fxt@8S@ dfaasoa g#Siy sebi y$tlp "taJS2 `8 ACkrrcaw§adparxusn# 01 f FG1§ t5�.€" :i2 ftd 41Ct i'aRT4V5 tP'S R h➢dAPa9i„fittaf$ €'tOF7ziCi4" 9'CIiBPi Whir 21&CM11 pariierreters and read RT7Ca' on the Truss 0tri1�fl!iNSiMltt� �'rY1".�l diel the DtJ Reference Sheet qrx v 11.14) b1fore use .uaxless othedvse Wated an the TDD Onry Wok ooraeichl; plain shak he tread for this ilii! to be, vaed As a Truse. De si E viffeurea v e , S1;2.ftg hnevie 1111 the sea! pn any Too mplesentt ass aCraptarace of the Pratessutsia! engoreena5r msponectr+#y to' the do&Vh of Urn rnief4e rfuxw deP ated on the TOO ashy, under TPP 1. 1'hte dasher, assurrahem i, 1-Mne cxxnfa eats, v sWaea ity and use at Mat Truss for any Satddeo 6 the fftilonsUrd, of the Owner, the Oanha'a adth+»taed a ni ev the Huruawtg 17s.� etas, Nm [fie crssxtext offt iddC, the 90C, the darer Gu kkrtg e;ads arz3 tRt a The aid? mad ai the Titlt wd any fie tx, ad Ole lww inducting ha deq; thorap, werhigat In and tlm prig char€ be the Othino w a,14y if the Biakieng Desque, and CanOw Cit. Aft notee, s&r oW ,h fire TDD and hitt ptauiSciee and gwdavfim5or Rotates s contf ineet xaftly €nformabon Bifc stg t5eAd Ohed by TFn and SBCA are sefennexid for thon f at yu rdirr e let s dentes the lespooreedit€es ams duties €pf the Trews Desigroh I tun fTasiepn ragArSeer arrcR'PnAs Manufactures, honors aathaewaae defined Or s 00,11,3 i eed upon at yofthr t by a& pantes invoNed The Truss Desgrd rsraps ar ts:v'QT the unearth; Ompner, or Truss System Erritaeer he any bcsaklrrroe At! apdtatraecS fct€nsare as dnruisU sn TRt ? x�. EiVJ1YRlAfGrc Cidtfne ha 2014 Pi*Baark ,DO Engi leen h UX, (0,JT picS%Fc�7¢rcnxi of Nfi r dourreent, iso- any ham re prahriadN�rti wkhsautl wvl.4nn Peem�atan tdnm PrsQua&d€SeS. 2,0}O 53-11 5-0-3 5-0-3 6-1-12 6-54 4co Ri" 2X6 H SX12 H 4xlO - 6x12M120HS -z Us = 400 = 3X4 = LOADING lost) SPACING- 2-0-0 CSB. DEFL. In (Ioc) Wall PLATES GRIP TCLL X0 Plate Grip DOL 1,15 Tc0.91 Vert(LL) -0.42 13-15 >795 24it 0 MT20 197/144 TCDL 100 Lumber DOL 1,15 SO 0.96 VerftTL) -0,87 13-15 >382 180 MT20HS 148/108 BCLL 0'0 Rep Stress Incr NO WB 0,92 Horz(TL) 0,13 11 me 111. BCDL 10 0 Code ISC2012/TP42007 (Matrix M) ------- Weight: 123 In FT = 0% . .. . ....... - -------- -------- LUMBER- BRACING - TOP CHORD 2x4 SPF 240OF 2,03E *Except* TOP CHORD Structural wood sheathing directly applied or 2-11.6 oc purlins, except 5-7: 2x4 SPF No,2 end verticals, and 2-0-0 oc purlins (3-1-11 max): 8-13,8-10. BOT CHORD 2x4 SPF 1654F 1,5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 8-15 SLIDER Left 2x8 OF 195OF 13E 2-6-0 REACTIONS, (Ibleize) 11=1533/0-5-8 (min, 0-2-6),2=137910-5-8 hmn,0-2-9) Max Harz 2=223(LC 12) Max Uplift I I =-47(LC 12), 2=-44(LC 12) Max Craft I I =1 533d -C 1), 2= 1 616(LC 30) FORCES. (to) - Max, Comp,/Max, Ten, - Ali forces 250 (to) or less except when shown. TOP CHORD 2-3--1351754, 3-4=-252310„ 4-5=-2375/0, 5-21 =-2322/0, 6-21=-22"7110, 8-13=-408/113, 8-22--4613/236, 9-22=-46031237, 9-23=-3455/149,10-23=-34551149, 10-1 1=-14"79 BOT CHORD 2-15=-19312279, '15=-19312279, 14-15=-163145503, 13-14=-163/45039, 12-13--1 0313455 WEBS 6-15=0/1061, 6-8=-18121104,8-15=-3080/46.9-13=-9481650, 9.12=-103631126, 10-12=-133/3560 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Win& ASCE 7-10; VuK-110mph (3 -second gust) Vasd=87mph� TCDL=6.Opsf; BCDL--6,Opsf; h=15ft; 8=45ft; L-28ft� eave=4ft; Cat, 11 Exp C; enclosed; MWF RS Idirectionap� cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat grip DOL= 1,60 3) TCLL: ASCE 7-10: Pr=30,0 psf (roof live kdad� Lumber DOL=I 15 Plate DOL- I 15): Pg=30,0 psf (ground snow): Pf=20.8 pst (flat to snclw� Lumber DOL= I 15 Plate DOL -1 1 5)� Category IL Exp C � Fully Exp, � Ct= I 1, LU=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12O Pat or 2,00 times flat roof load of 20S led on overhangs non -concurrent with other live loads, 6) Provide adequate drainage to prevent water pending. 7) All plates are WT20 plates unless otherwise indicated, 8) Plates checked for a plus or minus 6 degree rotation about its center, p Ca 0 9) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. fit between the bottom chord and any other members, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 2, 12) This truss is designed in accordance with the 2012 international Building Code section 2306-1 and referenced standard ANSVTPI 1, Ili' aets) Hi &&balm k e aigfno e 0 4le't M - truss 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Graphical purfin representation does not depict the size or the orientation of the purlin along the top andfor bottom chord, of PtDB+ WStWdaTd7em-4kNMwuta0wedProdwW foon Verity Qts pa a haler& a ei teatl notes and the DrJ Rehoence Shoot (toy 11-14) before use Unfen, Onyb,sw feared on the TM oqly NUTO connector Pat" shall be used f lhs TDD to be aand As a I russ Cenegn Engyneer (l e Sp*cnfoy Er,gmeon, Cho. sew on any TDD rMysents an accefoance of the fre the doSsin Of the Sor9fa TAhMS fleseCted On ffs, TDO only, Under M I The d,hogn WON condfronay su"Wdy as Use ur this Trust fix nor SuRdear . She resp-mbd4y 0 the 074 ,,, tha. Omowe authorised even of ft doodles Deykgren, to the, warext of the k, Dat t6T;', the local bAdna; code and IN I lhe aphernotl of the TDO and by heti nay at ft Toss, tmhyfera; eandthfl, swage, nstaffabon ad brameg, shard be the respohrob0ity oi the flwylah Desgnotlrbd CoverwA m 0� re As notes rad eTOD ad the 91reAlcor, and Q.rdehme of sevylval component Salary rnfahaaaker WSW published by TR and 58CA an, orhoonced to, qederal 9!j!sn- TPI I deffires 1henesp-Aaldle.. .11d dUhn. of the Tell Ver.,glon, ' Trus Dowa. Ero,atie, ano T as hfa.ufilcolno. unfess oelanstrae defined by a Coobado -rWor nt aqeycl epon by a# pffies imoKa� The ,.&, Damp EVrene them NOT Suckling Desolon, w Truss i�Malh Engs loo for any burt1mg AR calatalven ed fns an= as defibed a TPl I 21ki MMMINGuc C0hY1'1,4h1 0 2014 PloBlArDIJ Erarbeheng, LLC (DrA Reptedbeeref of has do ahem. m any hem, i% P'ohexted wahout yamen belesalslon flon, PtoreyCej LOAD CASE(S) Standard Except: 1 Dead + snow (balanced): Lumber Merease=1 15, Efate Increase=j, 15 Uniform Loads (pit) Vert: 1-7=62, 8-10=-103, 11-16=-20 ,&WARNiNG, Pleaseffewouftbly teviewthe "CusUnryea Ac.iTayModgenvndotPtah yl Staralatal Tentef W Manufactwed PnyducWhorm Verity design patmerm ani read Me& on this Trust DmIn DIAWnt; (MM and The LkJ Rehfunve, Sheet trey. 11. 14) before use UniessotheTAfte stated on the TDD, arty MTehoannodow plat" shah be used fw ows TM to be nand As a ums D", gn Elooft, fi . Speeuffty ENthelif the seW on any TDD tWewnts an acohAam, of the P'WessewtfM enomeefing rest'I"wWY let the dessp of the SNk., I has &�Wled on M, T ONY, UIWCV TPI I 'he aesp :r.� M;Xtorai, loadant oandymms Sud ease anof the Truss fob any BoMM, M the! wpoomtAgy of the C~, the 0—aft aukhonted agent "o BU03m "'w ,, 0y, votet of the RC, the teC, the RcW tk*hg,,,)de and TF1? 5n;' approve! of the TOO 4W any Innd .96 0 the Tommd4 , ,.9 hand", Storage, mtnagbon and blaOng, May ba the fonshonlai NY of the Baddog Desghyf and Contacts t. AM notes WA OW m the TDO end the P too 'boda""a U "ayof ,Wm Component Safety n:,nu4sw (SCSO pubtshed by 1'! ! and SOCA we r0wentuyl to, gene,ol qwdwce r0t I defnes too h,%pombM*s and eaves of the Twsa Desqnom I Dvogn Ellqyl?el"an`d Case darned by a Cataract ag'"ol "pon M -,Uq by a# p;dvs mohved The l,m resge Engnwer . NOT telae SuAde g 0".er w Trees Spied, Ereoen, Cel any bulldrof As capAaWed term are as defined m TPf I Y EMINEMMUC Cofny,ghl 0 2,014 fleoflvW�DJ Enq�ft,oet, UC, iCej) Reposimton of ftos downwt, . any Rom,,% porRoOd albotA wMen permaswIleyn Po8viW DJ 2.01.0 5-3.11 6.0-3 5-0.3 5-1-12 5.5-4 4 0 ('2 j" 3x10 ==. Us H .:-w: 5x12 €i axe ='- 3x10 3x4 41 LOADING (psf) SPACING- 2.0.0 i CSI. DEFL, in (loc) ilde fi L/d PLATES GRIP" TELE. 30.0 # Rata Grip DOL 1.15 j TC 0,80 Vert(LL) -£1.32 13-15 >"955 2440 MT20 197%144 TCDL 10.0 d Lumber DOL 1.15 SC 0.83 Vert(rL) -0,70 13-15 >441 180 1¢ BOLL 0.0 Rep Stress Incr NO 0,86 Horz(TL) 010 11 nta n1a BCDL 10'0 Code IBC20121TPI2007 (Matrix M) Weight 117 to FT O% LUMBER- BRACING. TOP CHORD 2x4 SPF Na.2 'Except" TOP CHORD Structural mood sheathing directly applied or 3-2-9 oc purlins, except 8-10; 2x4 SPF 1650F 1.5E, 1-5: 2x4 SPF 2400F 2.0E end verficals, and 2-0-0 oc porting (3-1-2 max.): 8-13, 8-10, BOT CHORD 2x4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 on bracing, BS 2x4 SPF No,2 WEBS 1 Row at midpt 8-15 OTHERS 2x4 SPF No.2 SLIDER Lett 2x8 DF 1950F 9.7E 2-6-0 REACTIONS. (lb/size) 11=1396/0-5-8 (min.0-2-3), 2=1270/0-5.8 (min. 0.2-7) Max Herz 2=223(LC 12) Max Uplift !!=-48(LC 12), 2=-41 (LC 12) Max Gray 11=1396(!.0 1), 2=1543(LC 30) FORCES. (to) _ Max. Comp./Max. Ten. - All farces 250 (tb) or less except when shown.. TOP CHORD 2-3=-1331679,3-4=-236510, 4-,5=..219510, 5-21=-213010, 6-21=-2068/0, 8-13--468/110, 8-22=-3827/212,9-22=-38231213,9-23=-2699/133,10-23--26991133, 10-11=.1336175 BOT CHORD 2.15=_18912136, 14-15=-'t 3763, 13-14=-138/3763, 1 2-1 3=-8 712699 BS 6-15=0 5, 6-8=.1699198, 8-15=-2437126, 9-13=_$8(1552.9.12=-1003/112, 10-12=-11812849 NOTES - 1) . EA i Exp enclosed;(directional); i exposed; en. vertical left and g t-. t plate grip 60 (roof live tober(groundis t: psf (flat roof snow� Lumber DOL -1,1 5 Plate DOL=I .15); Category 0 tf Unbalanced snowloads have been considered i -..y design. non-concurrent5]1 This truss has been designed for greater of min roof live load of 12.0 psf or 2,00 times flat roof load of 20,8 psf on overhangs other live toads, Provide adequate i prevent water ti. 7) Plates checked for a plus or 5 degree sabout 8) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other members.fit between the bottom chord and any other 10) Provide others)of truss to hearing plate capable of withstanding 100 lb upiift at joint(s) 11, 2, 11) This truss is designed in accordancet Codeand referenced standard truss 13) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis A design of this truss 14) Graphical purfin representationdoes not depict or orientation of the pudin along the top and/or WAt2NiNG - PleatF ihardtq#t58y review the "Ccashirrrers fia:k4n rmw"r;t of p4xaE3uFtd Sfandwd T erm s tcrx MaraaPactured Pt acts' fetus Verrty deso pronvWa of aro# read arias on the Truss Design CirismD; Jot and the VrJ 4?rsterence ShW (rev 11 141 t of xe SeUraew,nttcecasae SEavted on the TOO �1.iy Wee wwonfca ptalea shat%kn ogee% tar thaa'fCfa to tri wabd Asa Truss Dessh Eroeetr ite.. Specnhy EN reef i, the seat 01T any 'TO[) fefesents an acce}"nm of the professio nW e'Vv*of,n0 r"Poesa sly ewire design of the orgy, Te;rea afspsc[ed errs the TOO onty. under "tori 1-'tho tsesigaa assaanptdons, waddwo wriditmes, wftabd4y wo use of sits Tom -ow any t S-Odias K the le%PM- y of the Ovewys, tine {vr«AWs -if timed agerh oe krr, Buddies Desgrar, in ftmeleet ad the ozc' the fEtc the Sonat teeong code, and TPI !.'the approva€ of the'rDO and any Win use of tha Twits, uudettJ; handh saxage, ostaftaloo. alt o achov shalt be the resporeiltxlky o4 the 6udk3agg Ctesq{ and Cmoacdar. AN mates set not in thae Tot) and the g:cfRces ad gu^efairna.*s or AusSdxrg C`:anipatu3+>f 4ah`tY trrkasFnatWm (aCSt} putairak+ed by TPP difYd SaCrk ata t'uftkxesrucW Per gH2ncaa3 gsxnlariCal 7 S'! 1 defixetc 431e 4#sptsa'aafr3SiCias aPad d€stfa5 411 tiee Truss d7trsk{he,. 'truss s±V knmav aro% Trus &eaazcrfarct in, SM? M cftheieA&e derAW by a CoNlail at i"d upon ae av ang tsy aft parties 6 Ohad The T As Desrgh Eergm yr s NOT the sed dog Cita gnet' ox T,us:s System t.atgrneec tar any iwakdno An c poilved Won are as defined to TPI t. Cudry'r'4gh€ 0 2014 P,06, 4zi-DiJ E,,gineedreg, LLC, (DoPi. Repnotocnon of Mm docas cent !o any tohn m peohlhdted wwhmit warifen pern}lssm f om Po,8u o,fNj. 1A LOAD GASES) Standard ExcepL 1) Dead + Snow (balanced): Lumber increase -9.15, Mate Increase -1.15 Uniform Loads (plf) Vert: 1-7=-62, 8-10=-103,11-16=-20 WARnfiNG, = Pleme tho(Oughty iftdom the 'Custarnees Acle gement of Ptoffugil Standard Teem for ManneeAured fnf4hieW tonh VOlify design pwanhows end Ole Curt ROnfence Sheaf (lov. I t -14) befon we UrMe" otheneim stated on the TDO. airily MTok connector pWami stnof he used tof fts TOO to W uafid As a the seat M any MD mWe"Ate On acceptance of in. Mfitnnonat engmeennif lesponsoMy to, the dewn of the sing* Inn' depnoed on, the To only, Under rp soft INOY a -d use of tip Tftm, he any SuRdIng m the, lespemb0fty 0 ft ctoeer, the owmrp wthmTed agent 0, the AMXOVaP of the TOT, and any SOW," uof the ;,aZnt handfing, stmaV pructroos AW feedehms of SuOding ComponeIR Safety boAnihoftm (BCSQ pubhshcd by TPI and SucA Are fetemuen fTetign rqinm and Ftm% Manufacoinn, uniessothenemedefted by a Coi-tvact agreed open Ma Ung by au parboq to, any bwkiing AU c4plareed in we as cohned in TPI I Ids ares of the T,.ss DesV,%, Tn ,40to=Z,zz, x Toms Sysunn Em Ine;l, CoPynght 42714 NoRM-DO EiVineaffieg, Q. nxj) Repoodwim 0"M doinilhont, . Iny folin, m pfuhUted NY hout WIMm pelhvsFiiNY ft.n P,08nOd-Oj l.,__,ZQ,Q f_ __-__ 5-3-11 5,0-3 4-1-12 4-5-4 4,00192- 2x6 ll 7 5x12 11 WO 4X6 = 3X6 WO 20 11 LOADING (psb SPACING- 2-0-0 CSL DEFL. in (too) Ifidell Lid PLATES GRIP Pt TOLL 3(Y0 dtx� Grip DOL 115 TC 090 Vert(LL) -0,25 13-15 >999 240 MT20 197/144 TCDL 10,0 L. - bar DOL 1,15 BC 0 75 5 Vert(TL) -0,55 13-15 >515 180 1 BCLL 0, 0 Rep Suess Inor NO WB 0.80 HorZ(TL) 0.08 11 rife rife BCDL 10.0 Code IBC2012fT( PI2007 Matfix-M) M. Weight: 108 lid FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No,2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except 11-5: 2x4 SPF 2400F 2,0E end verticals, and 2-0-0 oc purlins (2-11-11 max,): 8-13,8-10. BOT CHORD 2x4 SPF 1654F 1,5E Bili CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WESS I Row at midirt 8-15 SLIDER Left 2x8 OF 1950F IJE 2-0-0 REACTIONS. (lb/size) 11=1257/0-5-8 (min. 0-2-0). 2=1162/0-5-8 (min. 0-2-5) Max Herz 2=223(LC 12) Max Uplift 11 =-49(LC 12), 2=- 37(LC 12) Max Graff I 1=1257(LC 1), 2-1467(LC 30) FORCES. Ila) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3=-136/618,,3-4--220510,4-5--2005/0,5-6=-1940/0,8-13=-5271108, B-21=-30961183, 9-21--30931184,9-10=-20151116, 10-11=1206t72 BUT CHORD 2-15=-184/1980,94.95=-911}3059, 93-14=-111/3059,12-13=-70/2015 WEBS 6-15=01747, 6-8=-1 5 7 7191, 8-15-181513, 9-13--78/1431, 9-12=-943199, 10-12=-104/2213 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2�Wtnd�ASCE7-10;VuU=110mp.h(3-secondg,d-87mp,b;TCDL=6.Oqsf,BCDL=6O Exp C� enclosed� MVWRS bffireoftonal)� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 sneber DOL -1 .15 Plate DOL=1 .15); Categorp C; Fully Exp,; Ct-11, Lu=50,-0-0 4) Unbalanced snow loads have been considered for this design, 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2,00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads 6) Provide adequate drainage to prevent water pending, 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, Wk% WWWWW"I truss. 13) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. AWARNING, Piewe thOnnx#fiy fooItte, -CUsmmefs ACknoWedge"Ol of Phiodda Standard'Fetm for Madiffestwed modwe' form Verk7deadfin pasamepts and read notes aro "Va Truss Deaqnmaexv qTrx)) and the. CsJ Sheet free 1 IA4¢ bidthto," Lt cess Oheioviea stated m Vot TDD, omy NVT&k CWVWIA� Phatm, SheR be wed fin 00% DOW00,00d Asa the seat are arty TDD repesives so tmc*Ptamx 0 the professional enfit ftdaNdy and owe of this tnee, for tfi�y SuRding is ffie fesponvo41ty 0 the Cow*r, the. 0=.10.1111,m;tTla'sids of the EkokfiN DeSTM in the C00bod Of the PC, Nee IEW, the, fmaf buotdoef Cole aW TF4 I The aprovaf of the TDO tod set, OeW ust of the TaM, inafudux, banditog, vottagn. wsaateiw, did tascmq, shag be d* nemoasbuy o the ou4doV Desgrfin and Corm doe, Am eess set not jr the Mo and the pla'ARMS a =d9nelfe me., I defines and dufin of the De.ghe,,Tnno, r',o, LSe_wjn E ansa Desi tnEimitimid fi to, A,fy te.keng Nf capelahzed tem. we ax,defined m TM I AV. C.ieasM 0 2014 Fsmfuiof-00 Ehrp�,uo, LLC, ([ejf R'Plodwfito, of thisdovmenf, in any rnm� s twohmded wiOW �avtn pio sees, hom PmSkeid�taj SWINEMNIGLIC LOAD CA6Ef ) Standard Except: 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate increase=1,15 Uniform Loads (pl#) Vert: 1-7=-62,8-10=-103,11-16=-20 WARNING .. PBeme thonxgtey em*w the "Crate mots Acrnowfedtivnent of Frrehr}uatd Staan wd Tema for Manufac wed f'srodlxrc h lona y e dy desen parametew and read nufes 01s thaw Truss CCoagn DItnvrro $TLU} and are CM,B eteferent l Sbod rIev 44 44y tcerNxe use (!Ness a@fYsrvnse slated ace dae'[`C7rd. wrky A8p7ek fetVseCitk` t *aiaa sfwfi tse uaca9 ear thaffi'FGC1 is isa vaisi. Asa Tcaras C,Yx {Tn Ee+ytnmert #= e . p+°caadFr Ee faneerb. fhn sw;33 are anY €Ct0 reprtrsents an actaptanca of tfre profewsta^at er>ftrnerring resptwxssWGfy Sac the dessda of rias serge: Truss depk.oed on the TDD only, Diner M 1 TF¢e t1es+�n aasurex#y'+ns, toat3+rrp roratltdwsns< utnhAWAy wal V*e of fes Toys for any eS4Rding ,% the P�phr*Mfty of the, Oervf, {Rr ri. 0~a a4R14onzeud agent of the t'MhWa Desgne, m the cargext of the IRC the iSC, 0,t Wcfn! bok1f€ot Goch and rfri I The app;ovaf of The TOO wW any hekf use. 0 the Tnrts, trndroh q haxadhaq Nfna , Ye A.Mahorr arad R ntonry shad be Me sesTxansibarry of are 6v sig Cees vee ams Caentearkas. AN ocAes set co ¢n nw, T'D€,. arl, the fsravfi:ms arrc7 guafasEtrae, of f�ud og ConvpaheM SaWy lntonsua¢ioav gt3f" rf txaebfaC,"+ed 4y t'!'r! ami.`aEiCA, are ewfaraarpad for gcnerac gu+rtance ➢'Fe t defines the respa: is h'fceJ AndttcsSies of 6Ma7 Tau: £3ksNdMsr. Tnr,Ss D} aq, E aufrraeer aaai Trans Manuractuw. vniess a4#anh se definfet by a CvWad agreed 19,on m oaMyfp by aR Srnoen nwo ve.3.. The t me% Crsvo EN mrer "es NOT the Bugdiog iJee raee r r i sue; SYstem E:fopmer W any b 4darg Aft ca€ tahze 5 karma we as dersve.d {n TM x. f L c Corr,*,, ht 0 2014 f YU'rtt3fik 0,J r~.CR{t*Ywenng. LLC, rDJ) Repwy,,d brrn.t fts 0aCtit ent. or wry fa m, at prY?1itC dee veyhout aTdh# n fMNtn3iNE4tw from {7dCefiiNid4,)t.}. l, ------ - — - ..._._..5431313...___..__. ..... -------- - - f ------- ------- - - -_--_- l,__ ------ 2_0-0 5�3-11 5-0-3 3-7-12 3-11-4 Soale - 1 oda :2 4,00 fii, 2.6 11 7 300 7=- 06 3Xfi 3*4 LOADING (p fl SPACING. 2-0-0 CSL 1 DEFL� in hoc) Well L/d PLATES GRIP 1 TCL 30,0 Plate Grip DOL 1,15 1 TC 086 Ved(LL) -0,21 12-14 >999 240 MT20 1971144 TCOL 10,0 Lumber DOL 1.95 BC &98 Vert(TL) -0,47 12-14 >587 180 BCL1 0 0 Rep Stress Incr NO WE 0,77 Horz(TL) 0,09 11 n/a ma BCDL 10,0 Code IBC20121TP42007 l (Matrix- M) Weight 103 to FT = 0% ------ LUMBER- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except 1-5: 2x4 SPF 2400F 2,GE end verficals, and 2-0-0 oc purlins (3-3-7 max.): 8-12,8-10, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS I Row at midirt 8-14 SLICER Left 2x8 OF 1950F 1.7E 2-0-0 REACTIONS. (lb/size) 11-1050/0-5-8 pnM,0-1-12),2=1083/0-5-8 (Hain. 0-2-4) Max Horz 2=223(LC 12) Max Uplift I I =-50(LC 12), 2=-35(LC 12) Max Gres 11 =1 132(LC 2), 2-1427(LC 30) E W=�Mimlwli NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vuft= I 10rnph (3 -second gust) Vasd=87mph: TCDL=6,Opsf; BCDL=6,0psf; bell 5ft; 8=45ft; L=24ft; eavezuht� Cat. III Exp C� enclosed; MWFRS pfireafionab� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 3) TCLL: ASCE 7-10; Pr -30.0 Pat (roof live load: Lumber DOL=1,15 Plate DOL=1,15)� Pg=X0 pet (ground snosv)� Pf=20,8 psf (flat roof snow: Lumber DOL=1,15 Plate DOL= 1,15); Category 11; Exp C; Fully Exp., Ct=1,1, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design, 5) This truss has been designed for greater of min roof five load of 12-0 psf or 2,00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding, 7) Plates checked for a plus or minus 5 degree rotation about Us center' 8) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads, avo"M fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) 11, 2, 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI I 12) Lp,,4, cosels) I *2smwe been �rfjifified_ midst vintienev fcfv4,.14* iocrify tly-A tleey are owrect f9r tl�e intawved *$a 0&i% truss, 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 14) Graphical purfin representation does not depict the size or the orientation of the purfin along the top andfor bottom chord. MNZ aM WARtANG, Pe,lare Vio,oughty ohnew the -CoVornef's AcknowledgeddiTe of Polfhoid standard rehes, ke Manufachved Products" form Vonfy deset. pndere and lead .0yal orlths TnMDelfgh Drowns (T00a M 1 4) beflneuse Teem illyheal" noted on the TDO, orlei Wok conn-Inx nato, fanao barred for fen, TOD to bal,,Axi Asa the SZO on ami TOO leproidelft an W.Ceplanoe of the vofmidrehif engineenng fiesseredshty on the cooir of My voyet, Tioss depend on Me TDO silty. un, M I The desay, assuesinyonly koishop coat ons. Wetalahty and are, of the T truss for any B.tOM9 is the fespearsdidiri of the Ch~, the Oansfes aulthemed agene or the ffiphyoti Naeg.,% . we the. Teneef uncle, the, RC, the W', the karat Warns code and TP! I The apte-af of the Too a any Man eye, of itle Tnrw eided'Ot hard agStators', 'Stagnietto holl blaceer shaK be the leSpresibbly of the Sulkireg Dyeapse, and Contracto, AN netes set hot rA the TOO and the M"o's gwisdaiter ofBifided; Go"Wrient sah"Y01fixraIT00 (BCSif pylyishad ey IR and SOCA are Wff,ehrrld kl, genandquidance TM I defines fhomportmoetes and duoth, of the Theis Dendeptet Truax tr'E w3j"'oero, and I nify, fiarehlfildroe" unteas oftleivole deft -ed he A Contest agift,10 UPM . vortrng by W1 tardest maned The Truss De ago Eaq li, NOT the B.Mong Deieftw or Truss SyVea, 6�eheer lzy. ex any biorliql AR capRwas akfed Wens e defim turd M I COPyhod ID 2014 Fee8orld-DIJ EntolleenevILLC, (DJ) Repoduchfee, od of domem ee, in any fohn, or pfebehed edhout �Armr pismedron hall, fhoioaid,00 MINEMNG L 1, C LOAD ASS(S) Standard Except: 1) Dead + Snow (balanced): Lumber tncrease=1.15, Plate Increase= 1, 15 Uniform Loads (P Vert: 1-7=-62,8-10=-82,11-15=-20 WARNING - Reaee thoroughty revuhs, lit, " usPdmers AcknowUMgemu^.n! of P10BUM Standwd Team. for Manufactured Prod-cts" Si ur, Vanity desgn paaeametets and read notes on thN Teuss D Ga Drs rrg {TDC?} ... _. and She P�,FJ Reto€araco Sheet (eevv. 14.14) lx:fwe use UNess Clthenow leaned oat the TM only Walk csthro oar oat" shaff be us sd hu etre TDD to be woad. As a Truss Design Engreew tt e , toxhoaky r.ttgmeerl, Uwe east on any TOO urpeseres as acoepunoe dY the prolessronat engrsa errng respons+ba6ty fw the dew4n of the sn ile Truss deN sated on the TCSD wgy leaser TPt t. The design aseumperets, Rrarkrvg cY>a�'dd4o+zs, suftubady and mare of the, Truss for wry Bolo anal s, tnu respdrrSdOMp Of the Cwnsr, Ole Croulefe aaddxxved agent of the Buukdani Del ner M the context of the ORC. the C&C, the Wool twxklt d; cxxies ale TPt R The aPProvaf of the TDD wrd any [raid lase of tree T muss (natu dMa twrditr ff Storage. InstaftRuaa and txaCeef shag tal Use rattrrerortAlly crt MI. 8110 f`erby DosNner and Cmtxscfot. At nates set are 10 epic Too end the ddd paaaSces and okedoltvs dt tturddiatg C<neomf t Safety Orly rrtstaan (SC punished by nor and SOCA ,are teferensed for r�eaI off ipcutdanre 'TPP i deunes thr, re±t*aattsaTttkfias last duties W the Truss Dcss,; E trusts Desstn ElVo �er and Truss Manutaaek elle uraen othenoute deflued by a Coratrazx agreed now . —Ungby A palsies lax ed. The Sous Design Erngnear r l NOT the: Ehafthg Dtmgaa r w truss 5ytttun Ehyieteel he any brrt due; All capeatzed terms are al dehoed m TPI t ]qy" C olsfurfht 0 2314 Pro8u,1d^Dt,k Era aneenng t 24, (0,J) Rer-od sctw. of this documme let any term M pioNeted w4houl -Ash, W. ter ton f,*. k'Yaf, uOd,UrJ. MIAMING 5-.341 ----- ...... . ..... --22-11-0 --------- 2-0-0 5-3-11 510-3 5-0-3 3-7-12 3.1 1.4 4,00 FF 2X6 11 6 N. IWO 2x6 iI 2X6 ji 2a6 IP I0X20MT20HS US 2x6 ti 11 10 5X10 6x12MT20HS E1 2x6 11 ---------- - ------- ------ ---------- 3-11-4 [2:Edge,0-5-81,17,0-7-0,0-4-01,18:0-3-8,0-2-iii, fiO:Edge,0-3-81,[Il'0-0-5,0-1-8],[11:0-3-8,0-2-8i,il3;0-10-0,0-6-01,115:6-i13.17«1-0I,20:0-1-12,0-1-01, LOADING (psf) SPACING- 2-0-0 CSI. TCLL 300 Plate Grip DOL 115 TC0,50 TCDL 10.0 Lumber DOL 1,15 BC 0,75 BOLL 0.0 Rep Stress Inca NO W8 0,91 BCDL 10.0 Code ISC2012tTPt2007 (Matrix -M) LUMBER - TOP CHORD 2x6 SPF 2100F 1,8E BOT CHORD 2x8 DF 195OF 1.7E WEBS 2x4 SPF No.2 *Except' 8-12,9-11; 2x4 SPF 1650F 1.5E OTHERS 2x4 SPF No,2 WEDGE Left: 2x4 SPF No,2 REACTIONS, flitsize) 10=816110-5-8 (min. 0-3-3), 2=758810-5-8 (min. 0-3-3) Max Herz 2=229(LC 51) Max Uplift 10=-253(LC 12), 2=-267(LC 12) Max Grav 10=8903(LC 2), 2=9021(LC 2) DEFL, in (foe) tided Lid PLATES GRIP Vert(LL) -0.3012-13 >905 240 MT20 197/144 Vert(TL) -0,59 12-13 >460 180 MT20HS 1481108 Horz(TL) 0.09 10 Wa n/a Weight: 485 lb FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, axe end verficals, and 2-0-0 oc purlins (6-0-0 SOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, FORCES, lfb) - Max, Comp,/Max, Ten, - All forces 250 (lb) or less except when shOWnL TOPCHORD 2-3=- 173981369, 3-4-150781287, 4-5-15015/298, 5-49-312/28, 6-49=-292/52, 7-12=-3231/151, 7-8-24644/718, 8-9=-152031459,9-10--8034/248 BOTCHORD 2-50=-519116267, 14-50=-519/16267,14-51=-519/16267,51-52=-519/16267, 13 -52= -519116267 13-53=-666t24650,53-54=-666124650,12-54=666/24650, 12-55--418/15203,11-55--418115203,11-56=-231348,10-56=-231348 WEBS 3-14-9012218, 3-13=-2167/114,5-13=-192/10064,5-7=-15393/417,7-13=-11021/268, 8-12=-293110619, 8-11--42601174, 9-11 =-483116738 NOTES - 1) 3-plytruss to be connected together with 10d (0,131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - I row at 0-9-0 oc, Bottom chords connected as follows: 2x8staggered at 0-4-0 oc, Webs connected as follows: 2x4 - I row at 0-0-0 oc. 2) All foifts are consr0pret equially'?tphist in 7,11 x1les, fsxre,�t if Aoteir vs front (F) #r a2ck (8) face in the LOAQ CASE($) riect4n, Ply tw ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated, 3) Unbalanced roof live loads have been considered for this design, 4) Wind� ASCE 7-10; Vult=l 10mph (3 -second gust) Vasd=87mph; TCDL=6,Opsf; 8CDL=6,Opsf; h=I 5ft; B=45ft; L=24ft� eave=4ft; Cat, fl; Eim C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate gdp DOL=1,60 5) Truss designed for wind leads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Indus" Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1, 6) TCLL: ASCE 7-10; Pr --,30,0 psf (roof live load: Lumber DOL=I, 15 Plate DOL=I, 15); Pg=30,0 pla (ground snovin� Pf=20,8 get (flat roof snovv� Lumber DOL=1. 15 Plate DOL=I. 15); Category 11; Exp C; Fully Exp.� Ct= 1 1, Lu=50-0-0 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 12,0 fist or 2,00 times flat roof load of 20.8 pat on overhangs CoW9rKfypghvt4h other live loads. WARNIr Penetteoaoqhly reviewtfw, 'Cusforneft Ar AckavAsesfarent of Standard feeVe, $0, tufadvfed F40ducWharra �'U, . Verify eiesggrro garatneQena arnd read orrice on ftxga Tru•.a.. i5caag+v C9zawxrxy dTY)t]p.. t _. .._ __. arxiltatC JRefelemeShWtrey the seat on wv roo mp M-1% an amiaanm of the p0aararfal = ah; re ;��ie Trthmf deaded an Me TOO oNy ureffe I'M 1 7he da.qi asa.ddtoml loaddg =Wdons uatab4gy and use of Mas Truss ed away SWdwai m the rrspohwtmoy 5 ovaries De%Vne"'n the waet 6f the IRC the, tac, Ohs Tocai WON code and T R I The ara",aal of the I DO ad any (WW use & the Tom. md.Mo h.ndneg, swage, m0abon and MMrg, shm be Me to, inambogy of the aww"at i�skjoer anxf Cwefactor. Aft We, eat W . the TDO and the ix Moea and Qwdelmeo of anfikang Corntrahent safety inbonatem (F.Cst; pubo -shed try T P1 and 58CAVe refererextd to, general gugiaoao. fr�� t dev fees ,n response aqui dugs of the Truss D.,rqmassm, � rVrw' e ami Thus Manfadwer, wass otteredet deffed by a Comoict agreed upc-n wAWV by alt rrwMNed The. Trus baig, E AH captaezed terms are," defined m TM I ;9rnmf SsNOTat S ruodvg Dfug eaeto, "MS syste. Eng"ve, for any bu0cfav 2 Copyrght 0 2944 PmFkAd-DQ Engoenrmg, LLC, f0lt3 RepWwrtwt of rNs dooernet. urarry farm. m taoNbAcd wAMaA �faen perormsm from P108mdraj ENGINEMNGa.c ROTES - 9) Provide adequate drainage to prevent water pending, 10) All plates are MT20 plates unless otherwise indicated, 11) All plates are 20 MT20 unless otherwise indicated, 12) Plates checked for a plus or minus 5 degree rotation about its center. 13) Gable studs spaced at 1-4-0 oc, 14) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 15) * This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widefifill fit between the bottom chord and any other members 16) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jointia) except at=fb) 10=253, 2-2,67. 17) This truss is designed in accordance with the 2012 international Building Code section 23061 and referenced standard ANSI&PI 1, 18) Load easels) I has/have been modified, Building designer must review loads to verify that they are correct for the intended use of this truss 19) "Semi-rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 20) Graphical purfin representation does not depict the size or the orientation of the purfin along the top andlor bottom chord, 1433 Itt down and 39 lb up at 7-0-12, 1433 tb down and 39 to up at 9-0-12, 1439 to down and 40 lb up at I I -O- 12, 1439 to down and 40 lb up at 13-0-12, 1439 lb down and 40 to up at 15-0-12,1432 lb down and 50 lb up at 17-0-12, and 1432 to down and 50 lb up at 19-0-12, and 1432 lb down and 50 In up at 21-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, 22) Studding applied to ply: I (Front) LOAD CASE(S) Standard Except: 1) Dead + Snow (balanced): Lumber Increase=1 .15, Plate Increase=115 Uniform Loads (pit) Vert; 1-6=-62,7-9=-103,10-45--20 Concentrated Loads Qtn Vert: 12=1 171 (B) 14=-1 166(6) 11 =-1421 (B) 50=-2181 (B) 51 =-I 166(B) 52=-I 166(B) 53=-1 171(8) 54=-I 171 (B) 55=-1421 (B) 56=-1421(8) old theDORefennme Sh4t(w 114reafoty 4)betQI—%eUo%fS%QVhW*W stated a. the, TOD, ohy RMUlbeve6d Asa TrvssDesrsatl otnEngnfts art ibis he , SpeldaftyEnqmper) ft seal 0. any TIM epesen" at weeptarev of ftle prof tewfv 'raltneerno fespomanuly for the destgn of the senile Truss duenftd on the TDO o0y, ander TR I The desqn, mau"ns, ileidoq oondhons, v.4aWny and erre cat this Trens to'"ny sudde,9 a the Tesponlew, AY of O's Owner, the Cion e auVxnved agent w the E00N, Desgnte, rt the can ext of ttw VRC, the SC, the kfcW Wdng code and I R I TireagaovW of the MD and She flew user of the Twss, inch de tol"a"ev shaato?, eMaa&Ud. Aad taontr Shell be the rnponloboly of the Rudowar Dehim, aref toelhado, AR nates set oul en. the TDD and the pnxte,os led 9.,dems off e," CWea,"W"t safety h4mnoboh rwso put*ew by I Pt &no "SSA an n4wenced 9w ttenieW quetwol, IN I defins the ntsponodxhhes and dutats of Ow T hate Oesv.et I rm F Desge tpnee, and T,ms Manuruawte, uohlss othe , he" dee.ed by a contrad awfoxi tem . munt; by ah paUes ntWved The Trun Des in Eovaeo al P40T the 8.4dwert Desogruv of Trews S)nstom fix aa� 21Y he aey t"Wni A4,,ar4alead Nom, am as de4,hd m TR I &WINaNwItc Colly1hile 0 2014 P1,BtaWDIJ Entoneenng, LIC, fDJi RepodmIlon at Ous doc.nant, m aeyftwm M Wor"baed mbaul taaw WMShW k.. Nokhot�tDr,, --2L--f--- ----- a110 -Q 5-4-12 5,3,0 5-3-0 5-1-4 5-1-8 5-s-8 ffxf2 !E iroo 2X6 312:x6 I0x20MT20HS 2xs 7x6 = 6X8 = 4X6 Z,-- 7x$ ;= 04 1 61-62'. _ 2 3 0-42 4 5 2xfi I! 2X6 if 24 11 1Zx14 6xii V1 -7"�ff 7A-AM,-Aq 9 39 86 87 18 So 17 89 16 10 go 91 92 15 93 94 14 95 13 96 12 97 98 11 99 Too - 6x12 MT20HS it TWO = irfe WS = 2x6 If 64 = 2X6 11 6x6 Bx$ = 2X6 1l 8X8 = 2X6 Ii 6x12MT20tiS 11 2A it 2X6 It 2X6 If TWO 2.6 11 M it 24 If 42x14 We = M II 2x6 If 2X5 11 2K6 It 24 11 24 11 2x6 If 2x6 if . . .. .. ...... ------- ------ 54-12 C i LOADING (psf) SPACING. 2-0-0 TCLL 30 Piate Grip DOL 1,15 TCDL 10�'G Lumber DOL 1.16 BCLL (Yo Rep Stress Incr NO BCDL 10,0 Code ISC2012rTP12007 C3 rye 2x6 SPF 210O�IIF 1,$E *Except* 6-7,7,8: 1.5XI 1.875MIcrotlarril-Vi- 2.OE BOTCHORD 1,5X7,25 Microilarn LVL 2,OE TG WEBS 2x4 SPF No,2 *Except* 1-19,9-10:2x6 SPF 210OF I 8E 1-18,6-12,7-12,9-11:2x4 SPF 165OF I OTHERS 2x4 SPF No,2 *Except' 13-13: 2x6 SP No,2 I CSL DEFL, in (toc) Well Lid PLATES GRIP TC 0,33 Vert(LL) -0.3414-15 >999 240 MT20 118/123 BC 0,45 Vert(TL) -0,6714-15 >660 180 MT20HS 811102 WE 0.98 Horz(TL) 0,10 10 Tire n/a (matrix -M) ------------------------ Weight :1155tb FT=O% - BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals: and 2-0-0 oc purists (6-0-0 max.): 1-6,8-9, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS, (lb/size) 19=1238703-8 (req, 0-4-8), 10=1083110-5-8 Max Horz 19�244(1-C 8) Max Uplift 19=-727(LC 10), 10=-1234(LC 10) Max Grav 19=15260(LC 2), 10=13387(LC 2) below for location(s). Building Designer is responsible for specifying' supplementary beating blocks, enhancers, plates, column caps or other special anchorage required to provide adequate hearing, FORCES. (to) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19--13786fl27,1-2--123991689,2-84=-19941112173-84=-1994111217, 3-4=-22935/166E, 4-85-2293511665 5-85=-22935/1665 5-6=-2202311805, 6-7=-14128/1292,7-8=-1371911265,8-9-10486/10029-10--1189211090 BOTCHORD 19-86=-2221304, 86-87--2221304, 18-87-2221304, 18-88=-618112399, 88-89-618112399, 17 -89= -618112399,17.90=-618112399,16-90=-618112399,16-91-1098119941, 91-92=- 1098/19941, 15- 92=- 1098/19941, 15-93- 1546/2 2935, 93-94- 1546122935, 14-94--1546122935, 14-95=- 1683/21935, 13 -95- 1 M/21935, 13-96- 1683121935, 12-96=- 1683/21935, 12-97-901110694, 97-98--901110694, 11-98=-901110694 WEBS 1-18=-927118180,2-18-8511/639,2-16--780/11141, 3-16=-36471556 3-15-662/4423, 5-15=-1781772,5-14=-155410, 6-14=-146/3543, 6-12-15222/1161, 7-12=-1238114019, 8-12=-6811653, 8-11=-8123/676,9-11=-1385115401 NOTES - 1) 3 -ply truss to be connected together with I Od (0 13 1 N3`) nails as follows: Top chords connected as foflofas� 2x6 - 2 rows staggered at 0-7-0 oc, 1, 5x 11 9 - 3 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 1,5x7,25 - 2 rows staggered at 0-4-0 ce, Webs connected as follows � 2x4 - I row at 0-9-0 oc, connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10� Vurrol 10migh (3 -second gust) Vasd=87mph; TCDL-6,Opsf; BCDL-6.Opsf; h=15ft: B-45ft; L=37ft; eave=5ft; Cat. 0; Exp C', enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed" Lumber DOL=l .60 plate grip DOL=I,W 5) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry CoAA4WbF0p`4#0 as applicable, or consult qualified building designer as per ANSVTPI 1, RZORMEMM9 WARMNG - tOeme 0wxvViay Ackme%dgemetot TeO8WW Skandald T,1W for Manulachood Photim-W iorm Vesthp kSdadprs pararnelemaha tend nofe, on tbky T,." Da, n t2waveng JDO� and the DO Rettneoce sheetye, Asa Tru%%DftQOENOom-toe the ",at on any IDD rep ootow W ao�fxaftce of the. Woettatnoud anarteenng fftpotnytehly Of the desVn of the %RVie Truax defected on the TOO Only, under FR I wflalfddy and me of Ous Twos to, aaft 8.0dtV *fi,fe of the Owew, the Chonet's Whonzed acent o, the SoOcynq Oftnar, m Ofe conn hdof the 4OC, the WC, the fecal buftfe; Code and TR I, The app,aete of the TOO and any WRI use of the Tot" 'ncludthff hardev, sbnaga� and bt,aceer shaft be the respombaky o the Buftng Designer and Contractor. AN hares net out to the, Ton and the PIWOOM and QUXIMMS Of SUttdtotf COWertDoolO 63fety hnfiv"abon f8f Sit puithshed by TIN and 1,38CA we refe,enced W riewal rthodance not I defavt,s the ,osponatehetht aM trAtes of the Tnent Desqne, 'Croats O.stgn Er9mot, and Tatte, Manufadum, un*.s crffieheote delthed N a CoMaot agreed upho, . vootng by ag pagmsmoved The frusa DeWe EOpneo, N NOT the BuMn Devgw o, Tem% System Eroynew for ayy bukiwo AR capdahzed terms ate as defieted . TR 1 -47U. EMINEMMuc LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase -1,15, Plate Increase= 1, 15 Uniform Loads (plf Vert: 1-6--62,15-7=-62,7-8=-62,8-9-62, 10-19=-20 Concentrated Loads (to) Vert: 15=Mfl 12= -913(F)11= -952(F)86= -1409(F)87 -1409(F)88= -1409(F)89- 1409(F) 9D= -1409(F) 91=-1409(F) 92=-1409(F) 93--913(F) 94=-913(F) 95--913(F) 96=-913(F) 97=-913(F) 98=-952(F) 99=-952(F) 100=-1093(F) ,&WARN940, Fleatot thwoagNy 11,14u bef.'e tUntets othysy stated on the TOD oury MiTey corevoto, PWM shaft be used for fear M wW be enrol As i Truss Design Ethpft, it e, Speeetky, Ehitineeti. the seal pan any TDDh,qw�?*.W an acceptance or the ptafestnanal eV pewtuhty nor the design of the SgW Truss deWed - the TDO miy, undw TPI I The deter, assu."ons, Rselost otowron., 'i fir surt.wity, and W. of live ?ruts for any avik1mg is the 'espMaeaty (=frojir, 0-W& mhunzed a�pvhl or the Braden;; Des1her, m the cent,ert 0 the rRC, the SC Ite, tocat bwIteng code ahti Yen I The approvat of the TOD and any fteld uw of tue Truss. mckeing Modena, so.affe, rnstatobon irst bniang, shalt be the, ahtpwshWAy , the Suddeog Onqsterwaf Contraciv AN heirs "it Get m the TEND and the p.choe% and gwoehoe's of Buitihng Cwhpone,41t Safety InfOratabon (BrSfs pubfished by TPI and SBCA are rehoweed for Vmthal guntwoo TM I dafners the lespowb4dem, and duties Wife, TI.S% Dtrqne,1 Truss De,egn Entpnew and UAS Manufadwel, u0fts otherhae. defene! ov a COT -Arad aqfeW laurel 11, -Ifeg by 0 pMers very ed Inc Ttlete 0"11 EAWmel Nr NOT the EeMnyt Dergre, or tome Setter, Entpheer Z nX any MuklIng Aif ceplethled renuo ale as d0finteler Ter I EAWNEERM t i c Copylght 0 20 W RoBrold-DO Ergree"ng, Uc, 0J) Rwrfducltou .1 thts doroxnthrt. er any form, m phyhthled wilhour wAteopem65loo losh profyudhyor,J ----------- -i--- . ..... .. .. . . ........ _--4e_ z . . .... 4Q&A-,.—j 6-911 5-1-8 7-10-0 3-4-9 3-60 6x12MF20HS 11 21 20 is 17 - 15 14 13 34 4x8 Sys We 3t0 = 5X6 We = 4x8 3x6 - 3x10MT20HS 11 3,6 = LOADING (pso SPACING- 2,0-0 CSI. DEFL, in (loc) Vdefi Ud PLATES GRIP TOLL 30,0 Plate Grip DOL 1.15 TC 0,85 Vert(LL) -0.30 17-19 >999 240 MT20 1971144 TCDL 100 Lumber DOL 1,15 BC 0,75 Ved(TL) -0.6617-19 >666 180 MT20H5 1481108 BOLL 0,0 Rep Stress Incr Yes WB 0 8 Horz(TL) 0A3 13 n1a n1a BCDL 10,0 Code IBC2012/TP12007 (Matfix-M) Weight: 214 lb FT = 0% LUMSER- BRACING. TOP CHORD 2x4 SPF No, 2 'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 7-8: 2x6 SPF 210OF 1.8E, 3-5:2x4 SPF 1650F 1,5E end verticals, and 2-0-0 as puffins (2-2-0 max.): 1-5, 8-10, BOTCHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oe bracing. WEBS 2x4 SIDE No.2 WEBS I Row at midpt 4-17,5-15,5-7 OTHERS 2x4 SPF No.2 REACTIONS, (lb/size) 21=1485/Mechanical, 13=179810-6-8 (mtn, 0-3-7) Max Herz 21=-209(LC 8) Max UpIift2l=-31(LC 10), 13--23(LC 10) Max Grav 21=1821(LC 2),13=2204(LC 2) FORCES. (to) - Max, Comp,/Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-2 1 =-I 755/68,1-2-2339/88, 2-22=-35421117, 3-22=-35421117, 3-4=-3542/117, 4-23=-3607/119, 5-23=-36081119, 7-8=-1893/99 BOT CHORD 19-20=0/2339,18-19-1313542,17-18=-I 313542,16-17=-14/3590,15-16=- 14/3590, 14-15=0/1116, 12-13=-2190!27, 9-1 2=-282154 WEBS 1 -20= -48/2753,2 -20=-13691114,2-19=-3511439,4-19=-646/104,5-15=-2927/99, 7-15=-1811927,8-15=-M402, 8-14-540176,12-14=0/1315,8-12=-1703130, 10-12=-261/50,5-7-2034/64 NOTES - 1) Unbalanced roof five loads have been considered for this design. Exly C� enclosed; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=l 60 plate grip DOL=I A0 f r Is kfu5s; fras oeelil aesigneu for a 11 a aY 0 i P on a am c or a areas w ere are ang - to y - y. fit between the bottom chord and any other members. 9) Refer to girder(s) for miss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 13, 11) This truss is designed in accordance with the 2012 International Buildin ode 4ection 2306.1 and referenced standard ANSIfTPI I A WARNING,Pteaselhow"fey,ene.1Venty desgo pararoeters,nothal enoors ort thet Thfas foeydin DotnafxyTDCo and ffatDOnnee RefeShool?f" 11,14� bub em Unsoothentare suda.d on the T' 00, onty Woo oreoredot thates Soar be need far M Too to no.aftd, Asa Truss Deren fogreen 0 a , Spyroagy Enqfneio, the seat an any TEO oneese,ots afn aeoetataoce of the protessrooff fo, the detop of the "* Truss depteted an the TOD onfr, urxle, TN I The dasW assumpearm, ;oanynq otenhhhem suttabOtly and use of fare Trtm for any BuAdng m the, teatenart,44y of the 0'affe, the O'sahe frothohzed Akqoot 0, the suadsof Dey7ner, to ft contest of the tRC, The vtC, tho local Wkeng way and TF4 I I no aporovat of the TOO and any fithJuso of the Twss Bnrhxang revefUntr stontge, rostaflateat and branafg, hatt be the ,esocenablOy 0, the 8u*JfN Destane, and Cootnrorx, AA notes set not e, t," MET, and the P.,noeys and quylehem, of kkaldes; Cornpom,a Safety f.finnnaean W..Sr# publanhed by IN and SBCA are Worenced for gem W quelance Tor I dernirs the responsbMaef and oub" of the Tars Destanar, Truss OftetA Erygmer -d Twm slanvotdfurv, carless othetsese, derrved by . coottact aqueol Avon . eating by as patlet ineoWed The rem DeWtin EMhee, a NOT the fdoldmV Dettapfe, w rhois Systen, Efohnere fee any WrIchog Ad catetatwed nene, am as defioetd in TF4 I Reprodudox, of Is MINEMNOtic ...... ...__+_ .....aa - ------- -- - ----------- -- - ---- ------ 7,0-9 6-10-13 6-9-1 4-11-0 4,11-0 1-4-9 3-6-0 22 21 20 1. 18 11 16 is 14 3X6 5,8 6x12MT20HS 3x4 = SX10 WO 3x10 MT20HS 11 WO 7- 6x 12 MT20HS "= LOADING (par) SPACING- 2-0-0 CSI. DEPL, in (roc) Well Ud I PLATES GRIP TELL 30.0 Plate Grip DOL 1,15 TC 0,89 Ved(LL) -0,50 18-20 >881 240 MT20 197/144 TCDL100Lumber DOL 115 BC Vert(TL) -1 06 18-20 >418 180 MT20HS 1481108 BCLL &0 Rep Stress Incr Yes we0 88 Horz(TL) 018 14 We n/a BCDL 10 0 Code IBC2012fTPI2007 I (Matrix M) Woight: 213 to FT = 0% LUMBER. BRACING. TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purfins, except 1-3; 2x4 SPF 1650F 1.5E, 3-5: 2x4 SPF 240OF 2,0E end verticals, and 2-0.O oc purlins (2-2-0 max.): 1-5, 9-11. BOT CHORD 2x4 SPF No.2 'Except- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 14-17,17-19: 2x4 SPF 1650F 1.5E 2-2.0 oc, bracing: 18-20 WEBS 2x4 SPF No,2 *Except* 3.11-10 no bracing: 13-14 5-16,5-7: 2x6 SPF 2100F I -8E WEBS I Row at midpt 5-16,8-16,5-7 REACTIONS. (lb/size) 22-1485/Mechanical, 14=1798/0-5-8 (min. 0-3-7) Max Herz 22-181(LC 8) Max UpIrft22-35(LC 10). 14=-19(LC 10) Max Grote 22=1821(LC 2),14=2204(LC 2) FORCES. (to) - Max. Comp./Max. Ten, - All forces 250 (to) or less except when shown. TOP CHORD 1-22--1752/72,1-2=-3305/100, 2-23=-50121151, 3-23=-5012/151, 3-4=-50121151, 4-24=-5665/175,5-24--5686/172,7-8=-1812/122,8-9=-1733/63, 9-10=-87/457, 10-11-87/400 BOT CHORD 20 -21=0/3305,19 -20=-33/5012,18-19=-33/5012,17-18=.58/5644,16-17=-58/5644, 15-16-0/1381, 13-14--2150/49 WEBS 1-21=-73/3575,2-21=-1365/119,2-20-56/1880, 4-20=-646/107,4-18-28/727, 5 -16= -4887/145,7 -16=-77/2503,13-15=-28/980,9-13=-2003/54,11-13=-450/89, 5-7=-2398173,8-15--490149, 9-15=-161491 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Writ ASCE 7-10� Vvk=l 16tiTph (3-secandXvst) Vasd=87inXh: TCDL=-i.Jpsf� BCDL=6.*psf, te=15ft; 1=45ft; L-41"aye=W Cat Exp C� enclosed; MWFRS (direcfionat)� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,46 plate grip DOL=1,60 snovr% Lumber DOL=1,15 Plate DOL=I, 15); Category H: Exp C� Fully Exp,� Ct=I, 1, Lu=50-0-0 4) Provide adequate drainage to prevent water podding. 5) All plates are r# unless otherwise indicated. 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10.0 Pat bottom chord live toad nonconcurrent with any other live toads, I'd between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IGO to uplift at joint(s) 22, 14, a truss is defa n in accordance with the 2012 International ui in ode section 2306A and referenced standard ANSVTPI I I . I Hrim 1jjL4MflWl1,aj#Vi i I , 1 1 UNIAMMM-nums Immulmlamattlal 3'� WARNONG . Pwaae thaoLghty F"MW the "Cult nso 'a Rckrxxvkcdgament of FeaSsald SWdwd I etm for Manufadwed Produov,"fom V rameM Ind te3dnotes of, ths, Trues De". Dmystet (TDD) afel the DO Reference Sheelf fres.11-141r bt^oe, uw,, Unhus o0womm stated on the TOD, sore WTek ea-edw� puyes /deal! be used tea tr�sa 3aD as ha aho As a Ines Oesqn 6r9raw ti a, Spevafty Enitseet), the ' qY sea( any TDO represents so acceptance �h Of rno POfttasuvvmeennrt fix the design the sesce Twos deWed re, the Too tn*y, waxier I "he destgo assumpbons, to"n�, o �M*ns 'o tat " s'N and use of thts 'u'for any flemking M the re%porstristay Of the Owner, the ovshees a0honzed ageou Of the0'-reto Ow CoMe'A at The IRC, the t8C, the focai Wid,nq code and TF'r I 71,e appr�srai of the TDO and any fikl use of the T,um,, sdud.o hanueng, serfaytc m%laRaWn ass badN, shao to the," . . .., 8.4dayj Desgm earlCoyaractof As rwor, set out m ft F DO and the Waafices avrdetms of suAdWQ comprexert SAWY dtabfonrtm secs/) pubhShed by TF4 and SBCA we referenced for genera( guslarwe TPt I defines the and wAms of the Truss Coe qnef. Twee Dessyr EN e, sod iltas mal"PAC1.1 er, usless othe"tAse def—d by a Cordmo ;agreed upon T, —tug by as part*% an The T,,,,s Desorr EroSsstae, NOT the Suddog Nvytoe, or Truss Systent E nfrnev,, thr any Woeng AR eaptrattzed Lerma anta, defoed kn TM I BIMNEWNGLIX' Copyright 0'2014 feoSwo,CnJ Etooeento, LLC (D -J). Repuyasether of thor dostrosers, . any knrh, m tootebdedwahom -Men ;wmmson ftom PmSuRd,Dd .......... . .. ..... ' 5-3-14 5,2�2 5.2,2 5-0ja slit 6124 4-9-4 2,00# MlIll]llllllllllI 22 21 20 i9 18 17 10 is 14 13 4x6 ==4x10 418 TWO MT20HS 4X4 12x14 = 4x8 4X6 2X4 4X4 = EM LOADING (psi SPACING- 2-0 CSL DEFL. in (too) Vdefi d PLATES GRIP TOLL 300 Plate Grip DOL 5 TC 033 Vert(LL) -0,75 18-19 >588 240 MT20 1971144 TCDL 10�O Lumber DOL 1.15 BC OSI VerpTL) -1,51 11---ll-l----------,----,-----,--,-,---,--I 18-19 >291180 MT20HS 1481108 BOLL 0,0 - Rep Stress Incr NO WE 0 94 Horz(TL) 0,14 14 richnja BCDL 10 0 Code IBC2012fTP12007 ------ _ 11-111-1-,"--.-.--.---.------.---.--.--, ---- l____ (Matrix M) ------------- ___ Weight: 225 to FT = 0% ------- LUMBER- BRACING. TOP CHORD 2x4 SPF No,2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except 1-4,4-6: 2x6 SPF 2100F 1,8E end verficals, and 2-0-0 oc purlins (3-1-0 max.}: 1-6. BOT CHORD 2x6 SPF 2100E 1.8E BOT CHORD Rod ceiling directly applied or 10-0-0 no bracing, Except: WEBS 2x4 SPF II *Except* 6-0-0 on bracing: 14-15,13-14. 1-21,2-20,3-19,5-18,6-17: 2x4 SPF 1650F 1.5E WEBS I Row at mapt 6-17,9-17 2 Rows at 1/3 pis 6-8 REACTIONS. (jbisize) 22=1752/Mechanical, 14=1932/0-5-8 imin. 0-2-12) Max Herz 22=-202(LC 6) Max UpHft22=-35(LC 10), 14=-74(LC 10) Max Grav 22=1817(LC 2),14=2179(LC 2) FORCES, (to) - Max, Comp,/Max. Ten, - All forces 250 (to) or less except when shown, TOPCHORD 1-22--1736/61,1-2=-3965/102,2-3=-6544/163,3-4=-7884/207, 4-23=-788412 06 6-23=-7884/207, 6-6-8483/236, 8-9-1855/1, 9-10-1643141 BOTCHORD 20-21=0/3965,19-20=0/6544,18-19=017915,17-18�19/8388,16-17=0/1300, 15-16=0/1 300 WEBS 1-21 =-84/4161, 2-21 � 144 2/100, 2-20=-6512822, 3-20--963/83, 3-19=48114 5,,19= -365180,5-18=-261599,6-18=-294/73 6-17=-7437/208,8-17=5512724, 9-17=-53/283,9-15-687/72, iO-14=-1902141,10-15=011610,6-8=-2613168 I NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) WI ASCE 7-10; Vuft=110mph (3 -second gust) Vasd-87mphl TCDL=6,Opsf� BCDL=6.Opsf; h=15ft; 8=45ft; L=39ft; eave=51I 111; Exp C� enclosed; MWFRS (directional cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL� ASCE 7-10� Pr --30,0 pet (roof live load: Lumber DOL=I .15 Plate DOL -I AS); Pg=30.0 pet (ground snow); Pf=20,8 psf (gat roof snosw Lumber DOL=1.15 Plate DOL=1,15); Category 11-1 Exp C', Fully Exp.� Ct=I 1, LU=50-0-0 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2,00 times flat roof load of 20,8 pet on overhangs non -concurrent with other live leads, 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live leads, 11:1 11 1 i INFIRM HE !I 222MP. {.. {� AWARNiNG Acknoydedge,"IntotProSuild Standahl, Term to; Manufactured Products' folm Ven she the re.lRefenrm. ShiI 11 14)befl jWm al stated he the TDC), ohlV Wee connedor plate's Arse tet wed to, ew) the SeW *e any TrIl da fiends ah acrendOtaMe a ihe WW"SaI earmermls leepmeot"I Im the desan of the seole Twits depy1had ., ft 100 only, underl P1 I 0 Na ST wMaWrty, and Use of t;; �ntt to, any 0.10" M the. lesstxersbddlr W the 0earal. the ?"wA are �Arllhtd "t 0, the swidiev NI 'n the, mWeA 0 the Inc, the il the local NA nolnedeard7pll I't"t aldinrm$ of the I M and any Anil use 0 the Thets, swelchro handifing, sftew instagahan and IX4.na =be the mternstmeiv a ru, Swidwei Nadine, irel ConI AN mtes leek W Wthe TOE) and the 'Aces ami ftaade%atea "Whon ISCSf3 puskshed ty, I Pf and SOCA We reehelAxi fm general guldwee TFf I dairies arva dI the ?rasa Derill lwss rI 312 ee, rx arty burkholi Ail captakindi rents we as d6n..d m TFh I COPYfight 0 2614 le,08U034,eJ Enaneeirno, IAX, iDIJ) Rephodue'llon at thm dtheenent, t. ara, fiam, * poNtAird 'ettlWA WOW, ter-silm, fess, P,08oI NOTES - 15) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord LOAD CASE($) Standard Except: 1) Dead + Snow (balanced): Lumber Increase= I .15, Plate Increase= I . 15 Uniform Loads (pt) Vert; 7-8=-62,8-11=-62,11-12=-62,13-22=-20 Trapezoidal Loads (plo Vert: 1= -62 -to -6=,-103 WARNM - Ptsaye thenorosynnothe the, "Ctorforsees AcknoWfuhtfonent of too6v0d Standard Teuse, ba Mahufactwed F%OdoChV'ffrflu VOnhydranyto, presedoteas and head notes no this Truss Doetin Drenvy; tTDD) and the DORefer nev, Sheet;oh, 11 stated wns. TEND, only Wakorwaaelorptaltshat! tae mod Mar thrSIDD to be yrwel Asa Tn"OestyasEhIsn"fpst, the, "of so any TOO,epossenft, an aseerrstow of the, pesetarstornn dVorefourg tressonsiNfly no the dessfir of the skyth, Truss deadest on the TDD anty under TPI I The desygn food" conorseens, suftatrifty and use of true Truss ku any Swaim is the ras tu7dy of the ohne e, The ornate stu"funzed atfoor or the Bus" Desfignef, so the constret of the RC, The t8C, too hear bakskeg entry she TIN 'I The efifinoyat or the IDD and any Ford use of the Truss, On'lushng hardlytr stwage, muefirteor, ord brasOng, IthOg be the tespoestsifts, of the BrOdrugs Deogaus, and Centmoor. As notes set W ei the, TDO and the, 33 plawfiesse Safety fidonnanw(ENCS4pubirsheo by TPI and SBCA wen,fetenced for TM I defrnm she wO Went of the Tsuss Desgrow, I toss Defer Esontee, and Irer" Montreensone, unlessothetense defined by a Coorad aq,ftd upon an wqfN by 04 21V to, any b,,Ikkr, AM sapdalved teans are as dearest s. TPf I Rephtdrdenn Onss docreafen, any fosse, rs twoNtedwMpout peorareas rare rroysurtj-Csj OVOINUMNauc ..... . . ..... ...... ...... . I_ ......... ....... 5,3-14 6-2-2 5-2-2 5-0-6 6,2-8 Fi.Q 2-0-0 5X8 = 2iv4 If 44 v:.;. 4X6 =Z 7x8 = 4x4 ",= 010 = 4x8 = 40 = 2V4 ii I LOADING (Pat) SPACING- 2-0-0 CSI. l DEFL. in (too) Udeff Ltd PLATES GRIP TCL L 30.0 Plate Grip DOL 1,15 TC 0,31 Vert(LL) -0,45 16-17 >999 240 MT20 197/144 TCDL 10,0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.9016-17 >509 180 BOLL 010 Rep Stress Incr NO vv8 098 Horz(TL) 0,08 12 he We BCDL 10,0 Code IBC2012/TP12007 (Matrix M) Might: 443 US FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 or, purlins, except 1-4+6� 2x6 SPE 2100F ISE end verticals, and 2-0-0 Vic purlins (6-0-0 max,): 1-6. BOT CHORD 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except WEBS 20 SPF No,2 6-0-0 oc bracing: 12-13. REACTIONS, (lb/fitze) 20=1832/Mechanical, 12=185210-5-8 (min, 0-1-8) Max Harz 20=-202(LO 6) Max Upfft20--38(LC 10), 12=-71(LC 10) Max Grav 20-1 LC 2),12=2089(LC 2) FORCES. (11g) - Max, Comp,/Max, Ten, - All forces 250 (lb) or Was except when shown. TOP CHORD 1-20-1824/64, 1-2=-41871110, 2-3- 6990/178, 3-4=-8559/230, 4-21=-8559/230, 5-21=_8559/230, 5-6=-9444/269, 8-9--2143/117, 9-10=_2318158, 10-12--20121104 BOT CHORD 18-19=0/4187,17-18=016990, 16-17=-1918596, 15-16=-5019335,14-15=0`1813, 13-14=011813 WEBS 1-19--9214391, 2-19--1527/103, 2-18=-7313036, 3-18--1046186, 3-1 7=-5617 694, 5-17=430/82, 5-16=-36/893.6-16--43 9. 6-1 =-8195/233, 8-15=-75/3261 9-15--341182, 9-13=-282/68,10-13=0/1736,6-8=-3048183 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131"x3"') nails as follows: Top chords connected as follows: 20 - I row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 no, Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Weboc- NA44"W-61A connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 3) Unbalanced roof live leads have been considered for this design, 4) Wind: ASCE 7-10; Vult-1 10mph (3 -second gust) VasdOpsf; BCDL=6,Opsf; h-15ft; 8=45ft; L-3911" eave=Sft; Cat 11; Exp C; enclosed; MWFRS (directional): cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 5) TCLL: ASCE 7-10" Pr --30,0 fist (roof live loadDOL-1,15 Plate DOL=1,15); Pg-3(rO psf (ground snow),- Pf=20 8 psf (flat roof snow: Lumber DOL=1,15 Plate DOL=1.15)� Category h; Exp C; Fully Exp,; Ct=1,1, Lu=50-0-0 6) This truss has been designed for greater of min roof live load of 12,0 old or 2,00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads, 7) Provide adequate drainage to prevent water pending. 8) Plates checked for a plus or minus 5 degree rotation about its center, 9) This truss has been designed for a 10,0 psf bottom chord live bad nonconcurrent with any other live loads, 22t,8ixs�-�Vnrdi e -wed fit between the bottom chord and any other members, 11) Refer to wer(s) for truss to truss connections, dAtRMW6d$rpog�e2ical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 20, 12, ,&WARNING � New theyefolky revxth, the;1folt0of ProkhoW Stancol Term An Manufactured ProderW tomVery dassan parvneetts and read rats on tiffs TooDesign D DO) anthe DfJ RerlenteSheat ibnt 11-14o==.1eJ on the 100, osity haTey. ism ensu* Maters shah be used W this Ton to be avid the net on any IDD rephattmis, an wcephos, of the PQUesioew engmeenotirens yneb0s, he the dair, of Etre iiiinf#e Tnxorte pVAed on the ]no stay, under TF1 I lire* desqhysetUateeNts ma2lingteysho iens sietaketAy and us, of has I'm her AV Buckling ss the umpcosibifin, of try. Owner, the Lentaft tedhonzed neel o, Uto Scum -g cesignet, xi the Welext & the, INC, In. 6E tree i;eoat ZkbN a� andTfrt I The aprenval of the Too Vine any AM "ite of Ole, yeas, including handeng, More", ensta"bon and bracast, shot be me re ponsibdAy at Me Needing Detsyriter and Coneanx As notes "t out m the TOO ia'd the and it.dweent 0 Suf4rog Compereent sanay inNneawn (KS4 pubeyead by TPi adWA are Oeneneyt kx giesnat porstbri, IN I deb.'s they nimonibbildws aid aafics of the TRow DimAniv, Twos rhpd ' And Tnitis matoitadurthunless, teh'ne"e deemed by Convad aghid upm in aonteg by ag harbes unmfoed Tire Tos" Dining. Emphee, Is NOT the Braiding Cfesqa, a, Tine& System Eninnee, for any WAdvAt All cardWeed kyrnsiety as defined to TPI I Caperight 02014 P,0BU1u-DrJ Ewebeenng, LLC, JWJ) Repiceludsoi of this dovionera . any fonh, ds potebted solhout wMen pennosion feen Ph6,AkJ,0,J NOTES - 13) This truss is designed In accordance writ the 2012 International Building Cade section 2306.1 and referenced standard ANSVTPI 1. 14) Lead case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) 'Semi-rigid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE{S) Standard Except: 1) Dead $ Snow (balanced): Lumber Increase= 9.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 7-8=-62, 6-I0=-62, 10-11-62,12-20=-20 Trapezoidal Loads (pti) Vert: 1=-62-to•6=-103 WARNING - Reease ttxyoueysty, teye w roe "Cutiteete'B Aeknn nkliat a€r rC BuMd Seeadatd Tevmm Re beanbTabheed prodoate' Por," Vehiy desgnn p anweetern and camel nflie6 D¢) thix Fnsn Osten D1a ZV (TDDi andthe Gad Ref`eamncd Shfab ( w t'S-t W} taapare u3e l.lniem5 eviiie+^.wnsc mated on the TOO, onto M: FCAe cxmrea#ur FGretcs nhatl be smaed dee tats TOD to be walal Asa diasygn Eevgdneer {s r., S}atrc€wtEy Er�rinecu), the meat on any'FDD sa^A'asunta an accep fhoe of Ohe puwtcssionm Nati e enng eewmitotdty fix the design et the singe« Truss depe3ed on the TDO only tee die TPI S The oeshirn assump'.aiotrs, kOacknq Mtd4,ons.. wea ity and uam of thh, Trues tot any Su+deV ra file rasp meetnity of the 0aatae, telae (Mneta authomed agent or the tf.,Wvag Desy m, m the emext of the IRC Roe.)RC the !aa'.ad hu4dtOtag7 code and"FM 9 Che :aptomai of the TOO and any feet u" cad the Twss, Sndudev hanxeng, Sebago, mstal rota," and txamott, shall to the mittvitsibild¢y o the BuOdwot rtesignie and Catlracto, Ail m4ef, set eat ae the TLSO and the pntetces art/ gueteiirnm8 of Sint nq Contpone,,k Safady ink emation (ESC,% perAshad by TR and SBCA are p,twb,.md Nae texaa p dance IN 4 defifts Hrc reals* r+ast».Hiles aal duple. of the inrsa Oes� ov, Terse IZ Deaign Eto�rse[ and Xmit M eeffiatu ee. oeteas othenew. detaaed by a cer#eadd 'ftd open m .h'yng by an {pan;;; mowed. t he Truss:%. eogn E+a;,pnees e Wthe SuaidN Ch eahefr v T naps SYsten Engnser for any be,06ir9 Ail caapiethZfel 10IMS We as basted in'€N 1. "" &GINEINOac Csspyrtght 0 20 W poo tWO.00 Eogmeenrxi. LIC, PJ) Repmyec tan of #his daccerwo, in any hem. a prohileth d without w often 1pethession from NotaWd,DeJ y �.._..... � -----------1 --- _.,------ .__._ _..___? a __ ____A. e_ _ . __ was .__.w.. _..JZ14 ._---- __4 ----------- 3 �._.... . 5.3-14 52-2 5-2-2 5.0.6 5.1.8 6-2.8 6.6.0 2-0.0 8,00 rfi– 23 22 21 20 1908:"'. 3x4 11 4x8 -"-: 7x8 �, 4x8 :::..: 4z44 -�- 4x4 ;:�:; LOADING (psf) SPACING. 2-0-0 CSI. I i3EFL. In (lot,) 11defl Ltd PLATES GRIP TOLL 317.0 Plate Grip DOL 1,15 TC 0.63 Vert(LL) -0,36 16 >999 240 MT20 1971144 TCD/. 100 Lumber DOL 1 15 BC 0 55 Vert(TL) -0,73 16 >524 180 BCLL 0 0 Rep Stress Incr NO WB 0,82 Horz(TL) 0.03 12 n/a n1a BOOL 10 0 Code IBC2012/TPI2007 (Matrix M) Weight 2:27 to FT = 0% LUMBER. BRACI G - TOP CHORD 2x4 SPF No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins, except 1-4,4-8: 2x6 SPF 21o0F 1.8E end verticals, and 2-0.0 oc purlins (4-4-2 max.): 1-6. BOT CHORD 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 4-8-11 oa bracing. BS 2x4 SPF No,2 WEBS 1 Row at mldpt 1-20,6-15,9-15, 6-8 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 6-9-5 except (jt -length) 12=0-5-8. (to) - Max Horz 23=-202(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 20,12 except 23=-11 73(LC 1) Max Grav All reactions 250 lb or less at joiaat(s) 21, 22 except 20=2149(LC 2), 12=1580(LC 2), 19=1230(LC 2), 19=1213(LC 1) FORCES, (1b) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 1-23=019 1 18,1-2=-213122, 3-4=_30021146,4-31=-30021146, 5-31=-30021146, 5-6=-4759/198,8-9=-1 358/105,9-1t)=_963814?,10-12=-1590196 BOT CHORD 19-20=-3122/220,18-19=-31221220,16-17=0/3084,15-16=0/4701, 14-15=011246, 13-14=011246 BS 1-20=-3296129,2-20-,-18441108,2-18=-81/3361, 3-18=-1529193,3-17=-7813202, 5-17=-961/90,5-16=-50/1835, 6-16=-718183,6-15=-3946/169,8-15=-5311802, 9-95=-401/84,10-13=011174,6-8=-1852/65 NOTES - 1) _. loadse fight2) Wind: ASCE 7-10; VUH=l I Omph (3 -second gust) Vesd=87mph,, TCDL=6 Opsf', BCDL=6LOpsf,, h=15ft; 8-45ft� L=39ft; eave=5ft; Cat, lf� Exp C; enclosed; MWFRS (directional); cantilever left and , + a plate grip DOL=1,60 3) Truss designed for • loads in the plane of the truss only, ♦Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/Tfet I 4) TCLL� ASCE 7-10; ProzX0 psf (roof live load: Lumber DOL=1, 15 Plate DOL=11 5); Pg=30,0 psf (ground snow); Pf-20.8 psf (flat roof snow', Lumber DOL=1, 15 Plate DOL=IA 5); Category If; Exp C; Fully Exp; Ct=1 1, LU=50-0-0 5) This truss has been designed for greater of Mir ♦ ai of * prif or a 20.8 pst on overhangs non -concurrent with other live loads. drainage6) Provide adequate to prevent water pending, 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Plates checked for a plus or minus 5 degree rotationabout spaced9) Gable studs designed10) This truss has been fit between the bottom chord and any other members. ContQW94 page WAf yaNG . Mesas thorough9y mo s e the "Cush n bra Ackoyarnesposeat of renewal Standard Tema for Manufacluoxf Fyodunfs' form Venn des n royarner ns and read notes an this Truss Desan CNasoN (TDD) spay the prd Reference 5hee€ (nf . 11.14) before use ,L�nk w oth—, se stated on than TOO, cznty M+Tek rm oodor G4ates. shall be asset frac than DO to bh wand, As a Truss Desel +Engineer n e' Shoo,i gty Erafnetel, the asap on any TDD reVemote, of, acceptance of @#re p reeorhor al ersonesen c responsWIfy tsar the dess9n of the yorhe Thfas deptcte r an the TOD star, under I R S.. 'She destgh assumpduans. kaadingy tondeons, sunt ybd4 and tray, of ttas from for any ' sedeb y,s the res satse 1St the C. .l's au7tmr ant , an rt P ! end i The Y Y h3 pmt dy Voyage, . the Course read hA or the yhonse*l ka t t e , the ca€a. if sa. Etas 0 C try, ew the scat yet 0,Ag l the Ft 1 e appxtw'a4 aP Stay, TiDT? aaaf .any ttekf use pt the Ttu»s, SnCiutiary} harn3iarag, stceage, tnStaNxtri+n sox@ Gvaaang shxP{ be the rt�spnnsr#kfrt4 at the t"tepsGdvtg bexo-gxaer aril Cantsac;cxr. Rd npirm set our tae tial t G'f'# and the pracecers and grader,we of BuOdxrg Con e r"M Safety louxnean n (SC511 pubashcM by M and %FCA are reftnonced fax generat guhhrhrb TF'; 1 outlays the rospotu boa" and duties of the Trues ofsonee. Trusts besW Engpmer and Tress Maraurachoer, unfes.. Whenrrose defined by s Conese agreed upon to moong by att panes moon The Imes naswpn Exorn", is NOT the fts;7aafy; 0..gns, of T— System Engeteer for any taokting. AG' eabAtozed oheys we no defined ur Trot t. Copyrgto 0 2014 Pheth ld-0.t Fng#neenaxg, LLC, {CNJi RepafK9a or , of loot' docu nent, tin any rare, is promoted ;a thout xreteof penon aaon hom F aEkoldDol 1.: ..,.,{�.... f Building13) This truss is designed in accordance with the 2012 international Building Code section 23061 and referenced standard ANSVTPI 1, 14) Load case(s) I has/have been modified, - . are correct for the intended use of this truss. IS) 'Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 16) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, 17) This truss Xas large uplift reach�wi(s) fr+rA gravity ioaf case(s). Proper conxecthfT; is required to secure truss 2gabifst uAvegid movement at tXe kearings. 4uditinf, fesig*er forrsi- provide for uplift reactions indicated. LOAD CASE(S) Standard Except. 1) Dead + $nowr (balanced): Lumber Increase=1.15, Plate lncrease=l.15 Uniform Loads (plf) Vert 7-8=-62, 8-10=-62, 10-11=-62. 12-23=-20 Trapezoidal Loads (plf) Vert: 1X62 -to -6=-103 WARMNG - Phone ehonyughly, ht evr the "Cmtonnyrs Aakhtrn tosifh N of PioBentd StafWard Terme kn matraff.ohmed PnKi s°, term ver: xe def agn paranuaws and feed notes on thtk Truss C��sg�en rlaAwmtp f � 01 and the W Reba€enca Sheat tm. 11 tA) betwe use Ung my, oflee se. stated On the TDO, only Marek conethlor water shaft Goa used hu thio iGO to be va8«t Rte a Trxasv canon En Wnee, h e , tl`tse+%aatty F.ragnnee'), Pf iA Pt YN)N 3nadtn G{kM1a@lYYtt h often oPessa ea +Hahn e s rt5atxbdP Far tree da n of ttte ear de tea Csr the Tr7C ONY, "i f i a dao zaau s f e seed cera dfl w offt T aerts tart ecce arae arra& e Y s a Y W Fra ra` N'S rL0 Po °aQ t P= g RCL, i E '.Y and F°r"S t i'he T 7 s � sn i ¢ t tx rMtk f the t the t:awrn is auttxxtaxed agent w the Burkisr. Dew9m, kx ttre wadaxF of tkse R{. Etre ?eC, the ora bark!+ e.'oz�. a Apye e W aria 1 a the naafi o. any f 910 g a too es W s Y o CNme e 9e ^E At$H'oYat at 1Rre 2 £Arf acrd am field case. of sxe Tstnas., annctuarreg hamd3a'ag, 5laragr., frrstaFalPron ar:;i beacrag, shads he the aesraana#bffdy of the 8udctzrttt y.TesgTr+cr and Gornna,;toeA& nates sr!C Net o» 1Ms T 0 and the geaataa:.,xa a1w clnxaleases of sumdeef Geanngornent Safety k4onnaroon ySC$S) p bIfOwd by f R same% 68CA are r>torenmd for geratan guelarca TFn f dehnes the r"gxmn zkh s and duties of the Trusur< Desgnea These Cts Eazgrtteer Caul Twos Mam0acSr€ratr. -less otheranae dedred ey a Contract a rpeed upon to + tmg by aii radw —Aved The Thom. Destgn Efepnew S Not the Cyretkisrg nesvotes w T", 4 sysUme Engineer W any Ma frog. NtcapfafaM Want are as defined nay TPS t, Cogy1191d 02014 Plotk an-DIJ hargkheenng U C, KOO) Reparoductm of thsa doo -ent, sn any t$ttm * rarah.bded w9bow eowen {,ee*aoSNrode, froth P,o&mW-D,,i. 6,5-4 6-1-12 5-1-8 6-2-8 6-6-0 2 -GO 3X4 11 400 = 6x12MT20HS r- 400 = 4X4 = 3x4 It I 901MIMIRM LOADING (psti SPACING. 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCL L 30,0 Plate Grip DOL 1.15 TC 1�3 Vert(LL) -0.40 13 >896 240 MT20 197/144 TCDL 100 Lumber DOL 1.15 BC 051 7 Vert(TL) -0V 13-14 >413 180 MT20HS 148/108 BCLL &0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.09 9 n/a n1a BCDL 100 Code ISC2012rrPI2007 (Matrix M) ----------------- Weight: 161 Hit FT - 0% LUMBER- BRACING. ------ TOPCHORD 2x4 SPF No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except 1-1 2x6 SPF 2100F 1,8E end verticals, and 2-0-0 oc, purists (3-9-14 max,): 1-3. BOT CHORD 2x4 SPF 240OF 2,0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No,2 6-0-0 oc bracing: 9-10. WEBS I Row at mkIpt 3-11, 6-11, 3-5 REACTIONS, (lb/size) 15=163810-5-8 (min. 0-1-12), 9=147540.5-8 (min. 0-1-13) Max Harz 15--201(LC 6) Max Uplift 15-36(LC 10), 9=-62(LC 10) Max Grav 15=1638(LC 1), 9=1684(LC 2) FORCES, (lb) - Max. Comp,/Max. Ten. -,All forces 250 (to) or less except when shown, TOP CHORD 1-15=-1571/69,1-16=-38641124,2-16=-38641124,2-3=-5599/186, 5-6=-15031105, 6-7=-1761/47, 7-9-1622195 BOT CHORD 13-14=013864,12-13-0/5533,11-12=015533, 10-11=0/1350 WEBS 1-14=-10813977, 2-14--1136/118, 2-13=-6712067, 3-13=-588187, 3-11--4755/158, 5-11=-5212070, 6-11=-387/85,7-10=011300,3-5=-2070164 NOTES - 1) Unbalanced roof live loads have been considered for this design. 4 Wind: ASCE 71 O� Vult=l 10m2h Q-secondgustI Vasd-87m,,gh; TCDL=6,0 BCDL=6.0,,qst h=15ft, B=45ft: L=30ft, eave=4110AZU., Exp C� enclosed,MWFRS (dlrectkfnafl� cantilever left and right exposed; end vertical left and rightexposed� LumberDOL=1,60 plate grip DOL=1,60 3) TCLL' ASCE 7-10; Pr- -30 0 pat (roof We lfzad� Lumber DOL=1,15 Plate DOL=1,15); Pg=30,0 psf (ground snow); Pt=20,8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1,15); Category ll� Exp C; Fully Exp,; Ct=1.1, Lu -50-0-0 4) This truss has been designed for greater of min roof live toad of 12.0 psif or 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water panning. 6) Ail plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) This truss has been designed for a 10D psf bottom chord live load nonconcurrent with any other live loads, fit between the bottom chord and any other members, 10) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 to uplift at joint(s) 15, 9, 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrP 1 1, 12) Load case(s) I has/have been modified, Building designer must review loads to verity that they are correct for the intended use of this truss, 13) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss, 14) Graphical purfin representation does not depict the size or the orientation of the purist along the top and/or bottom chord, 0620�� avt the DO Reference Sheet foo,, 11-14� breview ttnm efoo, two Unfess aMerm",, shoseet ed an 1he 700� anty Nitre it Tekmnoo.eea faat� sfchtsed haft be, used kettes DDto be own As T,�Doaxsad wg. Eromae,h e , SPecefty EogmeO the seas on any TDD represents an acceptance of Me, frofesmonat emmenso 'esponsoldy for the *.%gn of the sooke, Twus depded on the FIX) -ty, unde, I Pt I The de"n a"UhNa'ans' k0" conditims- ,notawely and W of IN, T,Uss tat 3.Y saymoof 'S the heshoo,6ky of fee Oetow, the Oweers authonzed spot a, #,e fftykfoV Omqow, .1 fro eontiod �n the fRC the MC, the Weal baA.g oyde and I Pf I Tot appowai of the TOO and any mod ton, of the Taws. =k4oyf halld", storage. ingagabonald blaawr SMA be the rmyonsnoldy of the SuAwng Dosfqno, and Cooltaotos Al notes set *4 rn the Too and the prachces and gudetines, of SuAdav component Safety tor,ma0w, (BCSif puskshes or, TPI and SKA we toterenced to, genefat g.4&nso TPo I definea the responswildes anal dutos of the True Doss,me. Tm&s Doeon Enwnee, and T hea Maulaclune, m4ewf Mhe000m� defined by a Contod agewl upon uo s htng by a# pabes mdeed The, T,.%, Cyoshn Ewraoer . NOT the Sueong Nsigoe., v Trues Systew Emgewo, —qy. to, aoy Wong ARcaplNeed Unnef we asde4lned of rot I ENINEERINOLic LOAD CASE{S} Standard Except: 1) Dead +" Snow (balanced); Lumber Increase=7.95, Plate Increase=7.45 Unllarmm Loads (pll) Vert: 7-3=-103, 4-5=-62, 5-7=-62, 7-8=-52, 9-95=-20 WARNING � PWna th mu gfay mss they {:usEomets Acknow#edgernent rat ReEkwkt S ^lard Terms to, MA-reeciuMd Rreasftrcts"farm Verify des gn parameters and read .des co Ibis Truss Desgn Citawtrag iT€ o) t atxJ ttbc ik,J Rwtcrence+ stases gev t 1-44) Wore usaAitaless MhehMse stated an the Tt7Cr, ably M170k coneecor plates Ghali tu: osea ter arm TDD to be vaset aks a iruxs t3esagn F"a�gsrsusr Q+ e Specdxay e.ng.neeat, Che sv^at tm .aPvy TCyrb repreeenCs art acce(xan- W the ➢:+eat :193aona! etayltldec eNitg resparmaNhty for Ura de"n of the swk{, e l suss depicted on the TDO ody, umv Trail 3. Sege desagn assunr;atmns haadirg aond€5�ns. eutta6s 4y caws usn Of ttas Truss Far easy urlri+. �e slrs ruspanc+,drEaty nt the c%M,, the to bees au[wwr+zed (gent rx "ewklwr , t7tma�ncw. rn the 00.teb err are RC me set',:.. tree rucat N aWee; c We ans7 7pr ^ sne aprxwaP aF Vss TDD aztvd anq W,kd use eel#te Truss iavc`A•,x1a�g 9.1%krg @fo4,ags, aestaRes0b ami Marang, shah be the respara Nely or the k:Ru#dmg Des+gaerer rued Cwtttado, As nokesa set Gut to She TDD V4 the fh3CtiG a' ®PtL# role 5 dI FSutk#6ng CttmpDetCre Sa(oy 4n[nrmeRPW (k CSC p bfthe 1 by M area S8C'A are feria€enc.ad for ge rarrPat guKiance, TPI t defewer a43& rG9p4!isrb�f!?.teW and firman of lite "€mw Des ar w"t T—" Ga*ssgn tzyrytrune: and sass Ma:xtruxxures SMVHYs6 eCheraateer dad ned try a COMMA atgrmeci new era wrcAuV by as raft+ss awls ed Tee Tw5a £9estgtz ttasg{neer s NOT the 6.4, ang Des grnwr ce Truss gysteth C;rteavyr tar any WtUr ft AR c'apit3toded Wes%are as laPaned . I PI 4. 'm AI" INt�'i�' NGdtc C.upyiht 0;*Ci94 Prrkyuaky nru E;r�arveetr+s{ Y t C. (Dr.Tt R e4"r'ektextk:n ai 1hB cktcamena, m .any roan. as p!'Gt4rdkSerl wRhn+..4 varittete Pse'+2riroauB(m VMFnSrsuaR1-JsJ. --------- ------ - ------ 5-5-4 5-1-12 5-1-8 6-2-8 6_6_0 240 R� 8,00 FF 15 14 13 11 11 10 9 3x4 li 4x8 U12 MT20HS = 4XIO 4X4 3A I ScAte = 1,67,2 LOADING SPACING- 2«O-0 CSI, GEF L, in (loc) Well Lid PLATES GRIP TOLL 30,0 Plate Grip DOL 1.15 TC 0,63 Vert(LL) -0,31 13 >999 140MT20 197/144 TCDL 100 Lumber DOL 1.15 BC 0.87 Vert(TL) -0.6311-13 >534 180 MT20HS 1481108 0 BCLL Rep Stress Incr NO WB 0:78 Horz(TL) 0,09 9 n/a rho BCDL 10,0 Code iBC20121rPI2007 (Matrix M) — ---------- Weight: 153 to FT - 0% ------- LUMBER- BRACING - ACING.TORCHORD TOP CHt1RD2x4 SPF No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc pudins, except 1-3:2x6 SPF 2100F 3.8E end verticals, and 2-0-0 or, purlins (4-4-3 max.). 1-3. BOT CHORD 2)(4 SPF 165OF 1.5E BOTCHORD Rigid ceiling directly applied or 10-0-Ooc bracing, Except: WEBS 2x4 SPF No.2 6-0-0 oc bracing: 9 -10 - WEBS I Row at midpt 3-11,6-11,3-5 REACTIONS, (lb/size) 15=150010-5-8 (min. 0-2-6),9=1367/0-5-8 (min, 0-2-8) Max Herz 15--201(LC 6) Max Uplift 15-36(LC 10), 9--59(LC IQ) Max Grav 15=15 LC 1), 9=1584(LC 2) FORCES. (to) - Max. Comp./Max, Ten, - Ali forces 250 (lb) or less except when shown, TOPCHORD 1-1 5=-1444/64,1-2=-30251109, 2-16--4706/167, 3-16-47131166, 5-6=-135111 01, 6-7=- 1629/44, 7-9-1524t93 BOTCHORD 13-14-013025,12-13=014650,11-12-0/4650, 10-11=011240 WEBS 1 -14= -9313186,2 -14=-10 721104,2-13=-64/1943,3-13=-655183,3-11=-39211141I .5-11=-45/1786,6-11--399/86,7-10=0/1191,3-5=-1836/58 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10: Vuft=l 10mph (3 -second gust) Vasd=87mph; TCDL=S.0psf; BCDL=6,Opsf,, h=15ft-1 B=45ft; L=2ft eave=4ft; Cat, 11; Exty C; enclosed; MWFRS hfirecfionad� cantilever left and right exposerl; end vertical left and right exposed; Lumber DOL=1,60 plate Yrip DOL=1,60 3) TCLL: ASCE 7-10; Pr=30,0 psf (roof live load: Lumber DOL -1,15 Plate DOL=1,15); Pq=30,0 par (ground snow); Pf=20,8 psf ("at roof snow: Lumber DOL -I .15 Plate DOL=1,15); Category it; Exis C� Fully Exp.� Ct=l .1. Lu=50-00 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2,00 times flat roof load of 20S psf on overhangs non-concuffent with of live loads, 5) Provide adequate drainage to prevent water pending, 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 5 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads, fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin1100 tb uplift at joint(s) 11) This truss is designed in accordance with the 2012 International Building Code section 2306, 1 and referenced standard ANSIfrPl 1, truss, 13) "Semi-rigid pitcbbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 14) Graphical Purim representation does not depict the size or the orientation of the purlin along the top andlor bottom chord, WARNING - Please thwoughly www the -Custolrels of PtersAd Standard Term An Manufactured FurytheW form other dsgo para yhooms and onful notes on the Ttuss DesV. Dhtmog atyl One DIJ Reference Shost (,ov. 11.141 beforeege,Unstss aflawbat stated on the TDO, anty agree coon, Wor ;%ale% 'hait be wed to, Phis 7 No to be oand As a Truss 0" 0. Erose,", h e, ky En�6 spatho, {TETE, 9 eef), She feel on any TDO brptes&nts an acceplance of the, prates; etal engberenng orapoesafrety let Ru, desgan of the saosW truss rans0ted he the TDD only, TPi I , The deset, assurbuslos, 4oafknq conch9one .ratelfty and use of fts T,m to, shy Butums's the espawbiny of ON omelf, the 0~s authonzed avhUx ft Ebou'rel Desjnec M the oonbotl the ORC the W�, the krAl buddse, ants aret'lPt � The appmat of the 700 war any fwki teh, of ft Imss, redudeg harldnng, lama0e, mrshegahon and b-ong shag be the responsibOgy o the SuArNet Oftigne, and Contaaro, AN notes Wt 00 ro the TOO aref the VacAxa,s and gublehrors of Buote" Cornponeth Safety irhoThagon (SCS9t pubeshed by t Pi And SBCA are tefitienced to, tifeehol guid-or, net I defines the '"Pobee'Wes, and wros or the rrm D'satne" N." Demp Eraph", anal Truss hernub.1urte, w0eaa ahnmos. seemed be a CtrVad ajmevi been . leneng by ag panics eesAved The Twstf besoin E;roeu s, NOT hre 8.0ding Cerner w Truss Seatent Ernpne. for any b.,khog AM tattekaized tehn% axe as dented ,u 7 Fo I Copylght 0 2014 Pbs&U0J,[bJ Envnetebut, LLC, l DTJ) Reptoduc6oh of egs docufemt, many torm, ss polheated sohxA when prsans�, hear porsuod is, I LOAD CASE(S) Standard Except: 1) Dead + Snow (balanced): Lumber Inerease=1,15, Plate Inerease=1,15 Uniform Loads (plf) Vert: 1-3-103, 4-5=-62, 5-7=-62, 7-8=-62, 9-15=-20 of Ord the DrJ Reterence Sheet (re, 11-14) AaWdwtheTD0, TDOWWvWat Asa "el seal on any TDD fel,aesents ah xCeptance of the pefoomanati e, uteetong raspoaadxafiy to, ft delogn 0(the savle'r,uss depleted a,, the TM) Q.ty elder Tpt I the dey9h kxltolq cowlrbw% suletb4th, and use ;i the iru," to, any Bufteg a the rftpaars&iy of the Caahe,. the Omwe auffitonzed agent or the Blikang Dl,mynto. m the ��W hvnit 6f the IRC. The IBC, the �aaal kkng ode and TR I The be, the tasporemtetoo the AN hates set our v,Thi* TDD am the P,aalexls area gw6netl Of BuOdmg cwntwent Satety e,tormattan lW—S4 preAsheal by TR am SBCA are ntehented Or WMeW qwdanl Tel I dlblws the IeWalsealthes and outws of The Tram Desgnw, Truss C. Englhev and Trus Maawlaaath, Inkes oftneea defined by a COMIC agreed upw In eaftg by 39 parres wwaved The Tru ,,¢ D"'On ENWOef . NOT the 8.4dax; Designs, or Tom SyMeni Engew to, any W0ong AM capdatmed hams we, as, defined ire TPI I CC",Vhl C' 2,014 Pr0BrWChJ EroneeloV UC, #DIJ) ReplodKWn of Ves doeaheat an any hero, 's wonlbded anthoW -Atee pem"'on f— Rasu'lor (),J __434._....__?_ .____..._.1_._.__. 8_ _..... . ... ...... .... 4,5-4 4.'1..12 51118 6-2,8 &15-0 2-0-0 5X$ = 15 14 13 11 10 9 3x4 11 �, 5X6 3X4 11 WO Wo 300 4X4 I LOADING (psh SPACING- 2-0-0 CSL DEFL. in (lac) Well Ltd PLATES GRIP TCLLPlate Grip DOL 1,15 TC 01' Vert(LL) -0.21 11-13 >999 240 MT20 197/144 TCDL 10�00 Lumber SOL 1.15 BC 073 VerhTL) -0A3 11-13 >721 180 BOLL 00 Rep Stress lost NO I WB 0,64 Horz(TL) OW 9 The We BCDL 10,0 Code IBC2012fTP12007 (Matrix M) Weight146 lb FT = 0% LUMBER- BRACING - RACING.TOPCHORD TOP CHORD2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, except 1_1 2x6 SPF 210OF 1,8E end verticals, and 2-0-0 oc purlins (4-11-3 Mater): 1-1 BOT CHORD 2x4 SPF 1650F 1,5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except VVEBS 2x4 SPF No.2 6-0-0 oc bracing: 9-10, OTHERS 2x4 SPF No,2 WEBS I Raw at midirt 3-11,6-11, 3-5 REACTIONS. (lb/size) 15=135905-8 (min, 0-2-2),9=1262/0-5-8 (min. 0-2-6) Max Harz 15=-201(LC 6) Max Uplift 15-36(LC 10), 9=-56(LC 10) Max Grav 15=1 359(LC 1), 9= 1485(LC 2) FORCES.ComplMax. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 1-15=-131369,1-2-2271194, 2-16--3815/145,3-16=-38191144,5-6-1199197, 6-7=-1497/41, 7-9-1424/90 BOTCHORD 13-14-0/2271, 12-13=013766, 11-12=0/3766, 10-11 =Oil 130 WEBS 1 -14= -7912483,2 -14=-1007190,2-13=-59/1760,3-13-721/80 ,3-11=-3107/122, 5-11 =-37/1505, 6-11 =-411/86, 7-1 0=011 080, 3-5— 1606152 NOTES - 1) Unbalanced roof live loads have been considered for this design. Exp C� enclosed; MVVrFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) TCLL"A$CE 746; fer--36.0 pvt (r#0 live leaO� Lven*-dr *g=3#,* Psf (lfr+urof anew); Pf=2*,8 psf (flat rvtftr� snow: Lumber DOL=1,15 Plate DOL=1,15); Category if: Exp C� Fully ExpCt=1,1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2 00 times gat roof load of 20.8 psf on overhangs non-cY ncurrent with other live loads. 5) Provide adequate drainage to prevent water pending. 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, iqa)raqTfa-Pw dfahtiwnehi frarof fivP_toahr!*.LU rfra�f fan fti, hryff�htv hfin-. in Art ggg.hha_ t.n �.. i.n_n eeig. egai INI I T`l3�wfa* cutters) t "I #en e 05. cy is P3151flarte Ween unuumout, Vulluing uesignur urtn5l laview luariti to therry trial Iney are correct ror Wtne in puss 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 13) Graphical purfin representation does not, depict the size or the orientation of the purfin along the top and/or bottom chord. na��� WARNthhj - PeOfSe, reyeae, the "CUietaheWs ACkPowkehitereel of FhoEhM Stanthfat Terms Or manufactuftef ProckKIV, foen Venty dean pahannem aed read hotel a. tha Tnm% Deter Dmohrg )TDD and the DO Reffaffeci, Sheet he. 11-14) tokee Use Wen olhenese Stated on the TOO only Wet, aotmedew ghatte, ohM be axsto to, th. tDO to tm YaNd As a Tots% Deiogn Ehipmeet, h e . Specaifty Foginev), the "A an any T[X) atp—ent's an acceputeex, of the ptolethawat etsMea,"Is MSPIDMINMY he eye fit"n Of' 030 aegfer thef% depohot m fee I DO onty, under TM I The desyin amnoAmns, keix "hoyeaf arof so of Ova T,uss he any Bu,klmg m Ihe resia"dulto of the owy�-,, V"', ooefOrs authohZed awnt ar, the staring Deagne, o, the cohend (d VO IFIC, the t8C the focW thAf*W oDde andl'M I The atephwat of the TOO and any fieW ute, of Me Thets, inckAng handuef, sheage, noansIxto ahl bFieang, shah be the newmAoMy, of the R.Mhag oeseiree alai Cwhacuo Ar Wes set out M OW TOO Slat the 33 = ,and 0iW S..g Coefpcewtht Safety tntonnabw i8C$t)pubk%hed by IN a�d SOCA we,etwenoed to, TFa I 40fines the m$ and dtlVea of the Trass Desighth, To m$ heal ed T1.1 Mahufahfhhv, untess o0havA,", defied by a Contmd agreed Sepses of eethng by We pafths vre3ved The Truss De wgn Etepneo.Is NOT the Bu#dwo Desqnef a Truss System Engaefer Y he any Wkeraff AU cap4aftZed levhs ale as deflatat m TFa I EMINMRIMuc LOAD CASE(S) Standard Except: 1) Dead + Snow (balanced): Lumber increase=1.15, Plate Increase=l .15 Uniform Loads (pit) Vett: 1-3=-103, 4-5=-612.5.7=-62, 7-8=-62, 9-15=-20 WARNING . Rease fdeeronghly meve,, the "Cuetofeer`s Ackrus, igernent at PrcSwHd Standard Kean„, kar tsAanuParAur�i Pardui l•" fart bet'ity d"91, Pirmilee%sra ded lead notes con INS Trus, Design Cult. g {TDDY and the Cej Rek^reice Sheet ire, 11, 14) befrare useUNesS Whe�.rwise stated an the T Citi. wity ebTek connectcu plass) $hail be used for My TW. to be valyl. As a Tars Dessgas Fn�pneer !e ff Specafty iinganeerp, the sea€ on any 2 CYT+ represents an ft' eptabce. 0 the profass'Mai egYeve'vat r.ay I *AMv fin• the )design of the feroe 7s detested cee the, TDO only, umfer T R 1 The d 85sumpbong tearing condrbean�s, 9uttafi�s'tty and use of lN. T tried fess arty 8uldang r,three resp ns tefrty W the Cusum. My C'?wr ,e 2aahouzed 'gem r; the He'" ties ner, �a the Mutest of the R the WCC. the War b ific er¢t code and i'P l 9 The .paxi vat of dee TDD vyi any herd Use of Ple, Tlium, Si4:.Fiidwy; handheq, siceaage, iFlstavatlob arm Wows, shag be Vie responstrA j` Qty the SUOM4,9 i.14GqtieK+i it Cover acre(. AN M eel W OW in the TDO and the Wamd guv3e0roeg of 8taht§rag ce€ Mia rrt S.areay Isev 30 an MC $0 pubbstaut by 7M and SBCA aita aetetenced itaa genera) $urians M a dead nes the vr�si�as€tW9;itiad and duties o6 the Trusts Cresipgner, rue s} broatgat grxy�neee and Karns Matulfad.frI use no afhearvesm defined by a coritmat a}reed Upon n %tircRnA9 by all parties Wowed- the Traxss CMtstgrr Lust r eel 8s NOT the 8.04eV Cerego e, or Tnrds System Err tmeis for any biskIng Ali rapltaltaed txmg a e as iWs ed o, TFf t ; {l i .T ZLG Copyright ep W1d PniEKufaDeJ E:ngmeenng tTC, €Ek b Repeadue fk9n a° #had doc meat, tri ay f—, M prohibited Mhcut w�rMru, pet e'nsion from Proeu W DO Prolnuld, coke ado stennirs.co 7,600 S Oaf 3 M14 MiTek industries, Inc Wed Sep 02 08,57:17 2015 Page I ID,IdeYtipMJQ75DRx3Ddbjlgyklk5-rqQWQnVsexrj\w.jw%ggvg\"P9gkKtkPLUIeEylNO .......... ..... . 12alUf__ _ i_ -------- 3-11-4 3.7,12 5-1_8 1 6-2-8 6-6-0 2-0.0 4A 3x10 = "'6 = 4x8 = 4A = 3X4 11 LOADING (psi SPACING- 2-0-0 csl� I I DEFL, in (too) Well Ud PLATES GRIP 300 P TOLL fate Grip DOL 1.15 TC 0.63 1 Vert(LL) -0.17 11-13 >999 240 MT20 197/144 TCDL IS Lumber DOL 1,15 BC 0,91 Vert(TL) 438 13-14 e800 180 BCLL 00 Rep Stress Iner NO WB 0,71 i Horz(TL) 007 9 n/a nada BCDL 10,0 Code WC2012fTP12007 (Matrix M) ------- 1_-_____-__-_- --------- Weight: 139 lb FT = 0% ---- ----- -__---_,___J ------- I - - ---- - --------- LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-5-5 no purlins, except 1-3: 2x6 SPF 210OF 1,8E end verticals, and 2-0-0 cle puffins (5-3-2 max,): 1-3. BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or MO -0 no bracing, Except WEBS 2x4 SPF NO,2 6-0-0 oc bracing: 9-10. WEBS I Row at midpt 3-11, 6-11, 3-5 REACTIONS. (lb/size) 14=128710-5-8 (min. 0-2-0), 9=121010.5.8 (min, 0-2-4) Max Harz 14=-201(LC 6) Max Uplift 14=-36(LC 10), 9=-55(LC 10) Max Grav 14=1287(LC 1), 9=1435(LC 2) FORCES, (Ib) - Max, Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=34101116,5-6=1121!96, 6-7=-1432!38, 7-9=-1376188 BOT CHORD 13-14=011867,12-13=013359,11-12=0/3359, 10-11=0/1076 WEBS 2-14=-20791121,2-13=-2/1764, 3-13=-741/86,3-1 1=-2740192, 5-11=-3511360, 6-1 1=-420/85, 7-10=011026, 3-5=-1487150 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) VIAnd: ASCE 7-10; Vuft=l 10mph (3 -second gust) Vasd=87mph� TCDL=,6,Opst; BCDL=6.Opsf,, h=15ft; B=45ft; L=25ft� eave=4ft" Cat. H; Exp C; enclosed; MWFRS (directional)" cantilever left and right exposed; end vertical left and right exposedDOL= 1,60 plate grip DOL=160 3) TCLL� ASCE 7-10; Pr=30.0 psf (roof live load� Lumber DOLr1,15 Plate DOL=1,16)� Pg=30,0 psf (ground snow); Pf=20,8 psf (flat roof snY w: Lumber DOL=1.15 Plate DOL=1,15); Category 11; Exp C; Fully Exp.; Ct=1.1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12 0 psf or 2,00 times flat roof load of 20.8 psf on overhangs non-cY ncurrent with other live loads. 5) Provide adequate drainage to prevent water pending, 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10O fist bottom chord live load nonconcurrent with any other live loads, fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jrsntb;) 14, 9, 10) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSVTPI I miss - 12) "Semgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, IMEMMMEM =7 WARIeNG - Please thotcuffhly Imew the °rutooeft ACyyowtedgey"ut of P'Oropoi shandent Turns tor Nuesoadwed Payonft," Tom Verity cyxyon Paconelem and mad noes or, INS Truss 0: you. D114%- , DD) op 11_14n beeuse Voless ohermse Voted on the TDO, orey WTO, conedox tAxes ehy0 be need to, #n TDO to be yand 9-h AaaTu%yDos,9nE,e,SPmft ey1 �L 118 seat on any TOD'eietwes, an wco�nco of fhe professmal engemetring respo,wexOly fin the desgin of the swque Tma depseted on th� TOO orst, tucuuMl The desve mwnapeons, ioadmg consatons' toncRehy, and "ye of ties T russ fin any 5.6d.0 a the umpenshily of to' cheher. the O"ers audynaze spent 0, Ire. swid.9 Ciftym, m the conkeet of the IRC, the 18C, the focat bukknif woe and TFN I The apihovat of in, TDO mul any fiekl use of She Truce, ctotuthug ha?Wlhq, exase, eudagal*n and bcacso,shag be the respowbddy a the Sn4d.sq DoK , jny, and Coteraclov Act notes "t Out m the TDO and the PfaMael, end it.delms of 801141.9 Cmpoyfent Safety trtfonnatm rat,'yhpulefieffed by I To ami SISCA we Weenced to, gemat toodame Tint I dehfts and dotxys of the T,,= Desgm� Tut,% Do5W LNwe,., aod Truss Manufthnuro, urefts, otherens, e defireci by a Contract aoeed poc'n "tent 4 yc panam meoeu Nhft Tee 7,uya Dewgn E�,, e NOT the SuAdeeg Designe, at Trus�Yste�m Eeyfrraaet Sar any hokcrof A0 cardoored berme ate asdefined n, TR I Rept,,ducuo-gens docu e -K irr any f0m, as phyNtoted e0hWeyene, pemawon e- Pn,8s,W-Dj LOAD CASE(S) Standard Except. 1) head + Snow (balanced): Lumber Inarease=1.15, Plate Increase=1.16 Uniform toads (p#) Vert: 1-3=•103, 4-5=-62,5-7=-62,7-8=-62,9-14=-20 4YARNtNC Roy, tta+uoUghty revIe w the "Custonters Ardcze reent of fhoSu iW Staralahl Texnts to, NhwhOwnwe>df Pro acts` Lora, Vv,fy des art yehameOns and read notes on thus Truth; Dategn 6eswry g JODi ere$ the Coa Re8u elvat, Sheet frew. 11-14) before tree. Uftes3' etheneve stow dui the T DO tmty Aar by oGstrred w ptates, sheet be used Far wu+s TOO to be vebd. As 3i Tr m 0,veg. € V er (I e , SpecIatty Engrneer), too seal an eov t OD mpresents a9 Koopwone oa tine pey esssturyt arett xeneag rarsponTwo ty for the deesgo of the %Yqe Truss defected on the TOO We under TFi t. The ", nn assumptions Wdi coardrt+ans, srsHahefb{y aoxi use of tLaSs Teases tzu aartp ButFiu,t xe ttrz eespor+sttatty of t£te CirmPe, dee ¢'nwrur's atsUt+artz %apsaed ar ars E4ca&Suag gesraner m khce Colderai of the IRC, the WC. Me tomf Not ang odes mewf M t The approvat Of the i,(hJ. arcs any treki arse of the Inee, in outerg h.,4qv, star;Qe instFaeret}on and bhn3rag wase be t#st+ vesr'<�+nsiWdy T, Thee Efogdo g CaeaVoin rind Cs nimo x AM ebeft yet ouf m the Try) am ",,I practices and godee"s of BustiN CWnponent Safety Ift—abon IW'tet pubkshhl by TPP and SBCA ore reteserced tot gen nfdt trodance "1`Pd 1 defines the Cesp betbietfss *IV duG4a of the Truss tbongn9c W was Nag, k radenees and Tnon; Manuflyok ren urass. s a%wease d0ined by a Conna.Y agreed upo si-Iblop, t y as parley levIeved The Truss nein EnDheeer to NOt the B.6da.g 6esrgm, x Tess S} atone C.m. e eer fm any pudding.. Ail caprtaE:rrus terms are as defined in TPI t.. ]Iv 11i`G"r/hI`&MMuc Copyxght 0 2014 FrzrE3wki�Cas„r &.reginda:nray. UX, (f7nJP E2aprod¢sctaan of miy siocurcaent iaa any term as gsro4altsseci uaAaasr", wrwcan petrttistzon from Fnaf#tnlddyrd. 3.11 4 a,7«12 5-1-8 6-0-12 6.4-4 2.38 8x8 = 1 14 13 __ ._ 12 _. __ 11 ..., N. 10 ,.w ..-, 2x5 6( S 54 it 4x10 == 4x5 ="' CSx12 =": 2x6 H ass=:-. 3x6 Ii 2X6 i! 14 8 24 it 2.6 it 2x6 1p 2x6 i# 3 -lid 77«e 42A6....._W._ 2864 2558_.. 3-15-4 � 3-7--12 5A_8 Plate Curr ets (?C,Y}- ..(1:0 1=i ,0101. [2:0 8, =sl.13.0-" 8),16:0-212;0=3-01,17 0-1=4,0-1 12],Ill.0 6-0,0.6.0], 112:0-2-0,0a=8i,.113: 8,0- 0), [23;0-1 11;0-1-01, LOADING (psf) SPACING- 2-0 0 w... CSL DEFL, in (too) Vdefi Ud PLATES GRIP TCL.L 313.0 Plate Grip DOL 1.15 TC 0,27 Vert(LL) -3.20 11-12 >999 240 MT20 1971144 TCOL 10.0 Lumber DOL 1,15 BC 0 59 Vert(TL) -0,40 11-12 >555 180 BCLL 0,0 $ Rep Stress incr NO We 0.99 Horz(TL) 0 03 10 n/a n/a BCDL 10,0 Code IBC2012ITPI2007 (Matrix M) � Weight 616 in FT = 0% %.UMBER• BRACING - TOP CHORD 2.x4 SPF No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except 1-3: 2x6 SPF 210OF 1,8E end verticals, and 2-0-0 be purlins (6-0-0 max.): 1-3. BOT CHORD 2x8 DF 195OF 2.7E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.. BS 2x4 SPF No,2 OTHERS 2x4 SPF No,2 REACTIONS. (lb/size) 14-6057/0-5«8 (min, 0-2-5), 10=922310-5-8 (min, 0-3-15) Max Herz 14--244(LC 37) Max Uplift 14=_21 i(LC 6), 10=- 07(LC 10) Max Grav 14=6450(L.0 24), 10=11134(LC 2) FORCES. (lb) • Max. Comp,/Max. Tens. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14--58661210, 1-2--10967%357, 2.3-.16977/465, 5«6=-36571114, 6-7=-253t958 BOT CHORD 14-54=_2101354, 13-54=-210/354,13-55=-96/10967, 65-56-96110967,12-56=-96/10967, 12-57=-192/16764, 57-5F,=-192116764, 58-59=-192116764, 11-59-192116764, 11-60--788/382,. 6/3.61=-7881;182, 61-62=-788/382, 10.62=-788/382 WEBS 1-13=«362112048, 2-13=•23251139, 2.12=•12416738, 3-12=-1030/33, 3-11=_146271457, 5-11=-5916422, 6-11=-17215016,6-10=-6298/450,7-10=-721/364,3-5=-5504/8I NOTES 1) 3 -ply truss to be connected together with t# (0131"x3') nails as fultows� BottomTop chords connected as follows: 2x4 - I row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc # staggered at follows:Webs connected as . i connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loadsbeen # 4) Wins:L ASCE 7-10; Vult-I 10mph (3-wond gust) Vasd-87mph; TCDL=6.Opsf, SCDL-6.0psf; h=I 511� 8=45ft; L=25ft; eave=4ft; Cat. III, Exp C� partially; MWFRS # ! # vertical left and right exposed, 0 5) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normat to the face), see Standard industry Gable End Details « applicable, + «# building designer as per ANSVTPI 1 6) TCLL� ASCE 7-10� Pr --30,0 pst (roof live load: Lumber DOL=1. 15 Plate DOL-1,15)� Pg=30.0 pst (ground snow); Pf=20.8 psf (flat roof # designed7) This truss has been roof live load of a psf on overhangs non -concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding, 9) All plates are 2x4 0 unless otherwise indicated. 10) Plates checked r a plus r minus 5 degree rotation about its cerfldr t .# w # y# September 3,2015 WARNING Please thosmohBy mexov the `Cuatootee, Admoobeedl evert of Froffutid soarulmd Twnva tsr P tmorictimed ProdwAs" htooV+rrstp �i�sryn patramlAfus and lead .'.iters aan rhes 1'euss Desisa t7::nuov f' DDb and the &c.E rXasterenca Sheat Jon, 11-1a} before weUnlesso hanegao stated ors the TOO, only MiTek canned., pi ws Mute ea ueaad for tEss pU fe nse vmcd..� e Truss riesrgn Eragsao-aes dd e apec+afty @.nganee e3, Vagseal oh any TDO na resents an asrM:6rtaeroe oft", for tate desstsa of the s+aegta royfa didncted on the'/ M oily, cinch. PFs t The € ngn assaumptwsr» krad ng ctmdetMs. sutat` fty a d use of this Trois far due Suatda,g as the, eespoevnify of the O finer the Costco is a-uthanzed age M a, tide Buttdang Pies non air the cwdext of the ERG mR iSC the {Swat owid,oft cootie and Y'FH I The atienavat of the TM and any Wet use of the truss, ind€ mns han ttguar stpratTa. �statktbvm and eenteg, sham te, the resgsanstYogy et the SuSidiog n tieffi r end Con0aete Ad mgees vu cam in the, TOn son dhe Diad d uH9sd Tf nn aaskkd C item Said dnRa defiiam bV as CoMnott agra.d utxan ie evothe toy an psarte% a+rorr�ed9.. Itef Truew Desrpt Engineer N NOT Thee flooding Dissgren cu T,; yf : yMeat Esnstwtess 9 eSt om pe Safety t ) phit'Nsw by Tpi aril SSCA are aeFrwmm tl for fat fada,ve. T7 t aafimfra the imponsbyttes and duties of the%was Gses imoz tarsi Er eaa:r and 7rU,ss dAaeuiasdusea PmEea. othatware debited Regia fUe any th.Id 9 .til caalifIReo team. aur as domed do I F� i_ ) Y itq INa r: CopyYrsghX143 � td Proeutsn-nrJ Ervglnearirsg tae.. Si}rd} #YeFvrxSir`#'sws of ti:is cbaevnaCayi, do any ,atm as proRtwkktad "A"Av+sfttert g?emaiasieaa ProcaRrokiyaidd}r,t. "evitz:h- 12) This truss has been designed d for a 10,0 psf bottom chord live load nonconcurrent, with any other live loads, 13) * This truss has been designefor a live load of 20-Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 14) Provide mechanical connection (by others) of truss to bearing plate capable ofiviffistanding 100 lb uplift atjoint(s) except 0t=lb) 14=21 1, 10=907, 15) This truss is designed in accordance with the 2012 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. 16) Load case(s) 1, 28 has/have been modified, Building designer must review loads to verify that they are correct for the intended use of this truss, 17) "Serri-rigtil pitchbreaks with fixed heins" Member end fixity model was used in the analysis and design of this truss. 18) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, 19) Hanger(s) or other connection devices) shelf be provided sufficient to support concentrated load(s) 1426 to down and 50 lb up at 2-4-4, 1426 to down and 50 to tip at 4-4-4, 1432 to dawn and 50 lb up at 6-4-4, 1439 lb down and 40 lb up at 8-4-4, 1439 lb down and 40 lb up at 10-4-4, 1439 lb down and 40 lb up at 12-4-4, 1439 lb down and 40 lb up at 14-4-4, 1439 lb down and 40 to up at 16-4-4, 1439 to down and 40 lb up at 18-4-4, and 1699 lb down and 330 to up at 20-4-4, and 226 to down and 146 lb up at 22-4-4 on bottom chord, The designtselection of such connection device(s) is the responsibility of others. 20) Studding applied to ply: I (Front) LOAD CASE(S) Standard Except; 1) Dead + Snow (balanced): Lumber Increase=l, 15, Plate increase= 1, 15 Uniform Loads (pff) Vert: 1-3=-103,4-5=-62,5-7=-62,7-8=-62,9-14=-20 Concentrated Loads (to) Vert. 54=-1416(B) 55--1416(5) 56=-1421(8) 57=_1171(B) 58.:_9971(8) 59=-1171(8) 60=-1171(8) 61=-1171(@) 62=-1171(B) 63=- 1378 64=_135(8) 28) Reversal: Dead + Snow (balanced): L umber Increase=l, 15, Plate IncMase=1 . 15 Uniform Loads (plf) Vert: 1-3=-143, 4-5=-62, 5-7=-62, 7-8=-62, 9-14=-20 Concentrated Loads (to) Vert: 54=-659(B) 55=-559(8) 56=-561(B) 57-564(8) 58=-564(B) 59=-564(B) 60=-564(8) 61=564(8) 62=-564(B) 63=-655 64=-45(8) WARNWC , lathes thaa,firorynn000, Aeldtoadedgement 41 Ptoifuittf &andahl T41M 1W Maftyad.ed Products` form soet7odceeg. pa"altoders and hool no" te, hot Three Desqh Drahang (TOD) and the CaJ Reference Sheet trey41-341Who, ton, UeNtsti onlefleAw Stated on the TOO, WS MtTak ofeenestor Sarna shag bouth,10 Ad any , ezae d the Seaton any TDD hateasents W accepolone of Thea to, the dsIn of the rMoofy, noon, jitt I rho dew at,ohopena, stolaw,ty and hoe Of INS ne sdey SUMSer M too. reShOleAstIty of On, 0onet" the 0eawns, authorized atietaor the BUM.9 DeaveN, to the ecantey of that irFr, tttft ter, That tonattlaotdog code ard Tie I The aprolevatot the TDD nod any Wd use of the Tents, mat' dmg hanctimo, s€ nayge eestattabon and u8coni, shalt ho the eloptans'lettO of the Sleafitai Desvntv and Ctshtacuo SO nates set W . the TOD ane "u, plwboel and TF41defewt. '04 ho' T' al'uss lzy- a S of Do the nen""a""a's "ad d"sn' My=QMVf' leer "te Tree I'llmDesIgn ElsTmeer is NOT the Ruddoog L w9twecaTruss, fia, any b.61mg AU -patahzed What ase he dfinLd to TFn I feetooduchle, of thh,dontentah, a, any Wet, is plehlioted W00W, nalften penesawon firoolPhl8teid DO RMINMMUC ------------------- 4-- - - - ----- 3-11-0 3-9-4- 3-9-4 3-11-0 -4 mzm� 2X4 11 3XID --,� U12 = 92 LOADING (psh I SPACING- 2-0 CSL G DFL. in hoc) Udell Up PLATES GRIP TCLL 30,0 Plate Grip DOL 5 TC 041 Vert(LL)-0.75 8 >999 240 MT20 1181123 TCDL 10 0 Lumber DOL 1,15 BC 056 Vert(TL) -0,30 8 >592 180 BCLL 0.0 Rep Stress flicr NO 0 54 Horz(TL.) 0,03 6 We n1a BCDL too Code ftIC2012rrPJ200 (Matrix M) 4 Weight 306 lb FT =0% LUMBER- BRACING - TOP CHORD 2x6 SPF 2100E 1,8E TOP CHORD 2-0-0 oc purlins (6-0-0 max,): 1-5, except end verticals. BOT CHORD 1,5X7.25 Microllam LVL 2,0E TG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No.2 *Except* 2x6 SPF 2104F 1,8E REACTIONS. (lb/size) 10=12539/0-5-8 {min. 0-1-8),6=12573/0-5-8 (min. 0-1-8) Max Harz 10=-58(LC 6) Max Uplift 10=-388(LC 6), 6=-383(LC 7) Max Grav 10=12759(LC 2),6=13153(LC 2) FORCES, (Ib) - Max Comp.lMax, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-10657/343,1-2=-20027/608,2-3=-25433/761, 3-4=-254331761,4-5=-19729/588, 5-6= 104701332 BOT CHORD 10- 11 =-661828, 9-11=-66/828, 9-12=-622/20027, 8-12=-622/2002 7, 8-13=-601119729, 7-13=-601119729, 7-14--39/867, 14-15=-391867, 6-15=-391867 WEBS 1-9=658/21764, 2-9=-2950/140, 2-8=-1751 9, 4.8=-9 9916562, 4-7=-3124/152, 5-7=-636(21381 NOTES - 1) 3 -ply truss to be connected together with I Od (0 I 31'x3") naffs as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, Bottom chords connected as foltogvs� I U725 - 3 rows staggered at 0-5-0 oc, Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 do, 2x4 - I row at 0-9-0 oc. connectiR ns have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 3) WincL ASCE 7-10� Vuft=l 10mph (3-seoond gust) Vasd=87mph; TCDL=6,Opsf� BCDL=6,Opsf; h=lsft; 8-45fL L=24ft� eavelvelft; Cat, 11; Exp (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate Yrip DOL=1,60 4) TCLL� ASCE 7-10; Pr=30.0 Pat (roof live loaf:L Lumber DOL=.1,15 Plate DOL=1.15)-, P9=30.0 psf (ground snow); Pf=20,8 psf (flat roof snow: Lumber DOL=1.16 Plate DOL=1.15), Category 11; Exp, C: Fully Exp.; Ct=1,1, Lu -50-0-0 5) Provide adequate drainage to prevent water pending. 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, aF62. fit between the bottom chord and any other members, 9) Bearing at joint(s) 10, 6 considers parallel to grain vafue using ANSVTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at pint(s) except Ot=lb) 10=388,6=383, 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1, d;AdA`&4,6l9Wj6"breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNNG Rene thoolughty moony the "Custonen, Atallotededgeresent at Phy8.4d Standaht"Teems for remoaawyef rlhdwtv, ahle wmft dMip palanleeemamd Fead /rotes on Itay Truss Dayeeggl Dhynthg i10D) aM 0* DJ k0wehee Sheet {rev v1-541 bekely am Uram Mh t - stated on the I DO tarty W'ek coftlledm That", SbAH be used tot th% OD to be eWd As a Tal" Desgth EnUmeet h e . SpeceAy EN.M, hal Sole On any TDD refxesthes ah accepte, h of the ptoleyeentee e";, meenng maplyniotesty he the dalegn of the swot/ Tluss depleted an the T W only, under Tlat I the daslgn as-elptontl, toad w, R. coodttmw -tatxhly anal use aftho, Thmtsar anychane", the BWtda oesyhw. ft MM"a offfat RC, the MC the h,,W twike,oi code and TN 1 , 1 he, ,h he, , hT .q,xo,nh of the I DD and any aged we , indodRat ha'0.9, Moleve AW Naleng, shag be the "te't, of the suodrq DasQnef and cwta0o, M otees."'t lad xh the I M and the pwtm" cly"Nelhe Safety klkahUthm KSO putakshod by TP) and SSCAahlaofemoled r1a) I dines the revaFraa axern and dugs of the I'm, a Desyple, T nee, Desq, Elyonee, and'P nags manufacaret The MeBUANCetwone"o, I,x ally WI&N; Ati.apittleed eyms we as,,kfined . TPI I OWINMRINO i i c C0rYY119lA02014 P108loWDIJ Engghanlong, LIC, Mot Replatuca*,,ot ftsdoeterent, It, ally folln, 4q -0aal povnelhon 1hnnP,08WW�0Q 13) Graphical purfin representation does not depict the size or the orientation of a purfin along the top and/or bottom chord, 14) Hangerts) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1888 lb down and 58 lb tip at 1-10-0, 1712 lb down and 65 lb up at 1-10-12 ,18881bdownandWdupat 3-10-0,1712 to down and 65 to up at 3-10-12,1888 Ity down and 58 lb up at 5-10-0,1712 lb down and 65 IS up at 15-10-12,1888 In down and 581bupat 7-10-0,1712 2 #• „ ♦ 65 lb 4 up at 11-10-12, 1801 lb down ♦ t♦.nand531bupat 13-10-12, and 1801 lb down and 51 lbupat x ♦ wresponsibility LOAD CASE(S) Standard 1) Dead + Snow (balanced), Lumber tncrease=1.15, Plate Increase -1.15 Uniform Loads (p f) Vert: 1-5=-62,6-10=-20 Concentrated Loads (to) Vert: 9=-3524(F=-1712: B=-1812) 8=-3524(F=_1712, B=-1612) 11=-3524(F=-1712, B=-9612) 12= -3524(F= -9i12, 8--1812) 13=•3444(F--9712, B=-1732) 14=-3178(F=-1712, 6=-1465) 15=-3178(F=-1772, 8=-1465) WARNING, - Please "I tt hsy ,levees, the "Cbstome S Ackren eWdgemnt of Fsoffudd Standat9 Te ns re Maint.t£ad hod Products" torn Veal destan paramete m and read Hayes he th4is Trust, ebon Chaeong (T M7 arxi Che i?tJ fdetcrcra^.ta She[ t {rev 11,14) n0are use Ulteott othesenet stated an the Ton, only W ek uadneybr states shag be Med for this OD to be vatNt.. Asa Tneni De"n Eromeet it e Ss"n`oiaStN 6ngeroeery. the seat on any TDD re{aaet,hn, an wt ptanax of the p rotaaszunat oxxhotshh, tar the dCsq, of tate estile Tnms depactm on the X DO ornfY. unieo TPI i. The deet grn assu"r )hens, kradrog c*,ohbonm, suaata hty amt Use of this TC¢aa..+` frnr Lely Buisitaxg+S she ht"Pons"Ay ai the ihvner, the Oyentts authadt+ol agent ar the; k3at ong Ceft rynlet, of ft context of Vey, RC, the Br— 0s, iorat tu- k*N oWs and TN i. The i� ap OVW 0the TOO aW any N ti use of the isuss. @avew'ng taendute storage iasn#aNatwn anal bra g shad be Che responwhety 0 the 6Uiirfeq Dewtxyt, and Contractor. A# betas set tut m the Too ares the � / stamens ante gusdavnes at PA'antang Component S.+Defy thorma£aan MCSI) pmatsemed by TF & an,$ SBCA arc.. referenced to, gettetai gus a *e TPI 4 defines One reWxy&etntEtext and duties of tine Y mass Desrgaeer Twy, Drgrn ENexte, and Theist, Ma?au ie uantrss othermse defcrend by a ,Read agreed ,,;rase n, —h€n{y by altt'idws tmoived. The Tress;:teaagn E manow �. NG't the Boating CSestynoe or T,u%s System E°.ngmear ='tar ang kuukimSp Att caprtanaA*d tsrrtrm ae aS 00,hed m IPP I � EMINE% "LCC Cwrpyr tafi 26 to peo[3aiakf CreJ f flgtneayrsng, li C, 4r -'Ply Rep, gaunter, of lhm dyteument, to any ext n, proft eh vatamut vanten rmassrver fee, PraF.teos dit" r. jjr5u- ---- - --- -,-.- .— - --- I T- - --- --- -- - � --- - --- - --pir- - � - - FlyILD ------ -- CS44ALMC ICA/i GABLE ....... qEtinpi 1,15 TC 015 TCDL 7 600 a Oct 3 2014 MiTak Indusfifes, the, Wed Sep 02 08,57 52 2015 ReI ?S ID IdeYhIpVV9JQDRx3Ddbilgyklk5-JZllmtwpOhFICNufz7.rtbtidcm%MORKmuSHTretMiytqMT Lumber DOL 1.15 I BC 0,07 7....__.....__..._._ ....... . --,— - ------- - 11-10-7 0,0 Rep Stress Incr Yes scale = @'.23.7 BCDL 10.0 I Code IBC2012fTP12007 4 I 7 6 5 3X4 2A 11 2A ll 2X4 0 LOADING (pst) SPACING- 2-0-0 CSL TCLL 30,0 Plate Grip DOL 1,15 TC 015 TCDL 10.0 Lumber DOL 1.15 I BC 0,07 BCLL 0,0 Rep Stress Incr Yes we 0.05 BCDL 10.0 I Code IBC2012fTP12007 (Matrix) DEFL, in (too) Wed Ud PLATES GRIP Vert(LL) rim n1a 999 MT20 197/144 Vert(TL) n/a n/a 999 Horz(TL) -0.00 5 file nta LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD BOT CHORD 2x4 SIDE No,2 WEBS 2x4 SPF No,2 BOTCHORD OTHERS 2x4 SPF No,2 REACTIONS. Alt bearings 11-10-7. (to) - Max Harz I= I 13(LC 9) Max Uplift All uplift 100 lb or less at joints) 5, 6,7 Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=432(LC 2), 7=377(LC 2) WE B S 3-6-348/67, 2-7-293158 Weight" 34 lb FT = 0% end verticals, Rigid ceiling directly applied of 10-0-0 oc bracing NOTES- ExpC; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) TCLL� ASCE 7-19; Pr --394 psf (r*of live le?.ft� Lthyfifer WPlateV-61--1, 15): P§ -3t.31 "f r&r,;tuAs! s69 -e,,); tkit-29,8 yaf (fl;zt mof snowt� Lumber DOL=1.15 Plate DOL=1.15); Category d; Feb C; Fully Exp; Ct=l.l 3) Unbalanced snow toads have been considered for this design. 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads, 3�!a September 3,2015 WARNING , PreaSe fthomfghly, onne. the "Cushhue'd AloutoWedgetnent of P108reld Standard Tents to, Manurtrunto Products" form whily dolop, pollhoote, And lead MAOS oh this Tams 0, mqn Dlavang tl 00) and the DfJ Refthence nbeta (tev. 11,14) baftae use. unfeas athehoore, mated on the TM o,hy MTek coneartio, payees shalt be wed for this TDO to be ra4d As a T,oss Desnih Eogonhr,, h I , Specterty Ffdpofoe). Ire seat tan any Mon,prestoas an acceptance of the prownerehal rre3rnoeras>Ag resposasrorfihy for the deough of the oinghr Th,w deWwd on the 100 way, codex TFf I forZabObty and use of this Thhar for any Buftdryf m the ofspofoeMy of She r, t"0onterif authonzed affere or the Bueding DesTred, ,, the, context of the RC , the t5C the Infra bahrN <o do amt for 4. The " appAl of the TOO and any fand use of the f6m s, d ketieg hard,ngm , onete, rnsnal uw Onavon anal M ahaR be the ofsporhobAdy o' the tytoldnq DeskIrroratel Centra lot AN rodeo, Set W r1he'rM and the Of ButdV19 cmpoorea safety 9okxnehon rBCSd) paosbed try M and SADA are to.fivenard for genwal qu4anoa, IN f def fest the fewtombbloo, and wave, of the Tw,% cresaouh, Trues Denogn t.ergonecs arxz Intso Marafactulel, unress monotone defined by a Contract agreedupor, or wdfthnf by ag padres red Tot, Imes Design Engrneo; as NOT the, BuRd.ft Deratafe, ca I ruse frpstem Eafthere, Vkk tor any bnareg All cap thved Woo, we as deftnedoi TPI I Tk- EMINMRINGitc, CopyIettA 0 2014 P,.fonkJ�DaJ Entpoeeorq, LLC, (DJy Repodocooh of tnts tkw. ontt Ih any had,. M oloartoted nothout oorden toorne,slora than F"offreld-Caj I 7-1017 2x4 N 3 R� SPACING- LOADING (psf)30.0 2-0-0 CSI. P TCLL late Grip DOL 1,15 TC 016 TCDL 10.0 Lumber DOL 1,15 BC 0.07 BOLL 0C Rep Stress Incr Yes 6WB 0,04 BCDL 10,0 Code IBC2012ITP12007 (matrix) LUMBER - TOP CHORD 2*4 SPF No.2 BOT CHORD 2x4 SPE No,2 WEBS 2x4 SPE No,2 OTHERS 2x4 SPF No.2 DEFL. in (too) taidell Ud I PLATES GRIP Vert(LL) n/a Tire 999 MT20 1971144 Vert(TL) n/a nala M Horz(TL) -0,00 4 n/a nto Weight: 20 to FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=7717-10-7 (min, 0-1-8),4=125f7-10-7 (min, 0-1-8),5=35117-10-7 (min, 0-1-8) Max Horz 1-71(LC 11) Max UplfftS--18(LC 12) Max Grav 1 =95(LC 2), 4= 153(LC 2), 5=430(LC 2) FORCES, (lb) - Max, Comp./Max, Ten, - All forces 250 (to) or less except when sho:m, WEBS 2-5=-344170 NOTES - 1) Wind� ASCE 7-10; Vultoll lOmph (3 -second gust) Vaisd=87mph: TCDL=6,Opsf,, BCDL=6.Opsf; h-15ft; B=451t� L-24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL=1,60 plate grip DOL=1.60 snow: Lumber DOL=1,15 Plate DOL=1.15)� Category 11; Exp C; Fully Exp,� Ct-1 1 3) Unbalanced snow loads have been considered for this design, 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 psf bottom chord live load nonooncurrent with any other live loads. i L"Mi 14 t I I M q 11 #1 fee I &I Lu, t 4 f Rju rag I RV a g WARMNGof Focerckatalactfavar reloyaWfManufanwertProdat"'Tocre Aden on this Trto$ DancQADeay,,o9(T0Ey, 1..14; Sefice use Undess 001"Sestated on the Too, only Maek orlema'yo ParartesSh0berlted lot thf%Vto be, yWd the seal on any TOO repIwInts an acceptance of the PIORSWaxterf elytoWeang ruskuar sast4ty Fax Ow deson, of tho WNW Taller der Ved 0. the TDD only -del I Pi I rhe "Jewor, awe mown, kalarkno otawfatkens, -carahty and ease oftPat Takaw, rx any 8.0dN ca theoc, XV,90a, = Of the ClAm" the Caeater's 80Wved agent ax ft surkhang Dena.ff' or the otevearr of the !RC That ISC, ft tocal burk-Mg code ai,4 I Fal I The aprywar of the TDD acrd any fieW use 0 the TnN& n tars, stmette, certa"Iyan and blaocatt wham tte the rfjyocAb*Y of the RuddNt Desenwal and Cotatracto, AA acres set out to the 100 and the pfwtoer, and 9netarfion; of SuAdent; Comyromor Safety anfomawl (Ea,:' 4 pta'Shed by TPa AM SfXck am ntheenwd forTnola De,etara Eeltaxe and Truss Mccrufactunw, plefesal othe,ves, a teAwed N a Contract agntod upon ire eoonq by all tuopol cycarved The Tluen, DyoNn Eloarnan . NO r the B.WvV 61;;v;ee N, rnss sy%Wtn E��at;cef RX a tantlarry; A11 cafacraived teornat .e as detered 60 Tot I , �01J� epoldw rAer,h14 FlIpcoellotInto of UnslIanurcery, as any form, M "Oho'cSt yefthoat yr,Vne,, rtes m� 0hom pray. Jai. C,gt 0 20, LLCR N mum LOADING (psf) SPACING- 2-0-0 CSI, TOLL 30.0 Plate Grip DOL 1.15 TC 0.11 TCDL 10.0 Lumber DOL 1,15 BC 0.05 BOLL 0,0 Rep Stress Incr Yes WB 0.00 BCDL 10.0 Code IBC2012ITP12007 (Mtrof) DEFL. in (ioc) Vdefi Ud PLATES GRIP Vedt[.L) n/a n/a 999 MT20 197/144 VerhTQ n/a n/a 999 Horz(TL) -0,00 3 Tiffs n/a LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No,2 BOT CHORD REACTIONS. (lb/size) 1=113/3-9-11 (min. 0-1-8), 3=11313-9-11 (min. 0-1-1t) Max Harz I =30(LC 9) Max Upliftl=-l(LC 12),3=-3(LC 12) Max Grav 1=139(LC 2),3=139(LC 2) Weight: 9 lb FT = 0% - --------- end verticals, Rigid ceiling directly applied or IG,0-0 oc bracing. NOTES - Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL= 1.60 plate grip DOL -1.60 snow- Lumber DOL=1,15 Plate DOL=1.15)� Category It; Exp C; Fully Exp." Ct=l.l 3) Unbalanced snow loads have been considered for this design, 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads, 32Y� and the . Pfease. tooKfUshry re~ the "Customers AcknoMedge.foo of PntEfuOd Standard Terms do, Manftchoed PtoduM'fiam Verify deyon pamMMerS end road makes tan this Tius% Desofn DfawrQ f100) and the DIJ Reftleono Shea (1" 11-14) befole use U.k% wee Vated W the, TM otoy M, Tek Wonelft toares ahoy be used IT, If.$ Too to be wand, As a Tots. [ang. Erqnee, n e , Specaky E,'fattetot She seat on any TDO lettleSents an acceptance 0 the, pofetoomat ,n PPP oeSpe-Uhty for the desig. of the $Mg* Truss depyfoo ot� the T DD at*, Qfyj,� TR I The desky, aftsumpleate takioAng concetans, tentatmen, and tote, 0 ffim Tono, ktr any 8u&fWVy, the lespoaskAty of On, 0yoffo, the, Oveters avOorized a"ot a, ft Stonreg oysy,ne� to The context f the IRC� the PSC, the fo�f WMadf onle and TPI I the aFevo�al of the, 100 and any Wat (m of too Tam, lodud"of haneboo, Storage inst.Nffiotf aml tXao4ht shad be the mpantnttfoy o the Buddro Dysgv,et and Confractof A0 notes set otWm the TDD and the praotgxtss and gwdoedtef of Bonding Coantootal Safety knfornuAm, fEK' S3) put*shod ", I on aW SSCA am Tefineryunt tot geocoal gueyom M I deoes Out reW.Sbhloa iwof dul,og of th. Tn,,,% Dmpe, T,U,% The Tms 4. no Esag tneer fe NOT tietSuftro Do;4+z;rw Truss Sy;ere Ehyftneei' fix any tonkloyi At oaptaozed twins are as dethed to TPI I ILC. hQfhj tomo duotwofthy dotnvnent sn any Rom's WMM%"g'f— Fo08V'kTD'J SEEM-MMEMEM 12 11 10 & a 7 3x4 M 30 ==: LOADING lost) SPACING- 2.0-0 � CSI. TCLL 39.9 Plate Grip DOL 1.15 TC 9.17 TCDL 19.9Lumber DOL 1.15 BC 9.19 BCLL 0,0 Rep Stress Ener Yes 3WB 0,30 BCDL 10.0 Code t6C201 1TP12097 1 (Matrix) LUMBER - TOP CHORD 2x4 SPF No -2 BOT CHORD 2x4 SPF No.2 BS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 DEFL. in (too) Well Ltd ( PLATES GRIP Vert{LL) nfa nta 999 MT20 197/144 Ver#{TL) nta nts 999 Horz(TL) 9 00 6 nta naa Weight 69 to FT = 0% BRACING. TOPCHORD Structural wood sheathing directly applied or 6-0-0 or, purlins, except end vertical NIE 5-1-8 9-11-12 9 8 7 6 3A 20 11 2X4 H 2x4 If 2X4 It LOADING lost) SPACING- 2.0.0 CSI. 30.0 Plate Grip DOL 1,15TC 0,29 TCDL 10,0 Lumber DOL 1,15 BC 0,17 BCLL 0.0 Rep Stress tncr Yes W13 0.19 BCDL 10 0 Cade IBC2012fTP12007 as (matrix) LUMBER- TOP CHORD 2x4 SPF No.2 SOT CHORD 2x4SPF No,2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 I OEFL, in (too) Won Lid PLATES GRIP Vert(LL) n/a nut 999 MT20 197/144 VerbTL) n/a We 999 Horz(TL) 0,00 5 We We Winghti 55 to FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" roc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. Ali bearings 15-1-3. (to) - Max Herz 9-161 (LC 8) Max Uplift All uplift 100 to or less at joint(s) 8, 6 except 9--114(LC 19) Max Grav All reactions 250 in or less at joint(s) 5 except 7= (LC 20), 8=4 LC 19), 6-622(LC 20) WEBS 3-7--265/13, 2-8--334191, 4-6-447/127 NOTES - 1) Unbalanced roof live toads have been considered for this design. 2) WinO,� ASCE 7-10; Vult=110siph (3-sec6&i gr,,ist) Vvsd=V7en,9h; TCK-,"pst, BCD"- Qyst h-15ft; B-45ft; L -24X; eavo=*A; Cat 0; Exp C� enclosed; MWFRS (directional)", cantilever left and right exposed : end vertical left and right exposed� Lumber DOL=l .60 plate grip DOL=1,60 3t TCLL� ASCE 7-10: Pr --WO [&sf troof live load� Lumber DOL=1,15 Plate DOL=115'' =30Z 11 round snovie,.; Pf=20-8, 'flat roof snow: Lumber DOL=1,15 Plate DOL=1 15); Category 11; Exp C; Fully Exp.; Ct=1A 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live toads. V4 we -e -re 1-2,9 &-wide-voil fit between the bottom chord and any other members, with BCDL - I 0.0psL 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6 except (jt=lb) 9= 114. 9) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSI/TPI 1 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. A WARNfNG•Piece anwougbfy,"ta,nohs chiennorsAcknowex,igemM of NoSiefifilaodantTerms to, manutiotearRod form van71QRere,a itrf,ead hhh,s on tees i`TM6 and rheDrJRhfioemeSheat hey 1 t44) b;Ge rase. Uote" offia�e nahadon the 7DDorey mirek oonhearh PWeftexf be fWthofD%o= Asa Tam, Nsign EVhft, h 0 , Spnergy ElVitlee6 thal, w,,R or, any TOOmpesents ai, acceptance of the Twofftsional em,merov resitonabidy fix the denap of the, n,Nlo Two% depicted io, the TOO ority underTP11 The desain aamumphoris. trot6N cooddien% 999 lodatideyand so of the Two,, he art v Suddifni as the respermWify a ea, C000et the Coynin's 3oftrized inn. or the friekeno Desmer, . the cordeA of the RC, hit, iSC, the focih buAdwV Code and rpI iThe ao po wat 'ff the I DD end airy rent of the Trios, ireoudN haralon, Morava, instaNabon am brawo, shalt be the mspohwalay of the Etwid" Desqwwef Cat tactor.AN o0trie' Sed of in the DD 3W t he Tiao TN I dahn" the f"poosrinkfearc!d.b.% of the I oisos Doingne,, Truss T", ' try A Conihad Weed ponin enteig by A re, nntewobed The Tiara; Oesgo, Erqn,% N07 he, Sedihq Dessim ernT,ros systm E,,giooe, oy� an F, _es of M.Turii'Aurro, onhsa themse defiftd faf, -y bwkeiot Ail cap tirfized teems a,w andefyied in I F1 I —q!j. EWIXEMNGt.tc 2x4 I 51118 7-11,12 9 a 7 6 UNT w 2.4 it 2x4 if 2X4 11 2x4 11 XW DEFL. in floc) Ildeft Ltd PLATES GRIP LOADING (Pat) SPACING- 2-0-0 CS1. TCLL 30,0 Plate Grip DOL 1,15 TC 0.17 TCCiL 10,0 Lumber DOL 1.15 BC 0,06 BOLL 0,0 Rep Stress Incr Yes WB 0.13 BCDL 10,0 Code IBC2012ITP12007 end verticals. (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No,2 XW DEFL. in floc) Ildeft Ltd PLATES GRIP Vert(LL) n/a die 999 MT20 197/144 Vert(TL) rata n1a 999 Horz(TL) O 00 5 rue old Weight: 44 lb, FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rod ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 13-1-3, (lb) - Max Harz 9=-1 18(LC 8) MaxUplift All uplift 100 to or less at joints) 9,5,8,6 MaxGrav All reactions 250 lb or less atjoint(s) 9,5 except 7=369(LC 2),8=405(LC 23),6=445(LC 24) FORCES, (to) - Max, Comp./Max, Ten. - All forces 260 (lb) or less except when shown. WEBS 3-7-291/0, 2-8=-336198, 4-6=-3501101 NOTES - 1) Unbalanced roof live leads have been considered for this design, 2)Wind�ASCE7-10;VuK=110m,sbL�3-sewnd-ust�Vasd=87m, ExpC; enclosed; MWFIRS(directional)" cantilever left and right exposed; end vertical left and right exposed-, Lumber DOL=1,60 plate grip DOL=1,60 snow: Lumber DOL=1,15 Plate DOL=I, 15); Category 0; Exp C; Fully Exp,; Ct=11 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live [oads. mow WARNWIG, plea Vhmuglih�y rNomw the�C.Vt =e�'Ankno of Proceed Slandafd Te� foc Matnuracluted Py0dX%"f0fM WWI deage parameters and read not" on ffiv, Tw�s DW IT, 14) _to,: '0' A%`eTnn,%Che, 'ame n a 1911Y A q, n EI the seat ark any xmp'e%Nnts Anaccepta.m wthe kh TIM, deolledoat ftTDO Only, utadee IR I The da ..%urnpbans. k,&d'ngCVX%t0ns, wtabady anduse. of this Tn'" far any ffinkfegmthe rpmatxtgy otthe Oanw, MVIehontexyofft fl Ta, lhelK, the f*ca1btoTdegrode ,NndTR I The VpWatotthe TDD and any hind ase dLam To mdong 5'24tw. Vw xestx#nsitatKy of the EAMNOem9nef and Conu.'W AN noWsselout more, TDO and the plactnoes aW rM I quino th. .%penset,Nees and duces of the Truss, Designt,, Truss '02!u� "'d T Y Devr, E The TnIn nesVeEngmew a NOT the Suftng Deaqw or T.ss Sysrm E Nete fm any WiNdIng X1 uajFWge d Wm we a% ata hed to M I ENGIN Copyrght 0 2,014 PmBwW-D,,9 Enpnee g, LLC (00) ReplcdWw, of tha, dormenr many form m pwIt hAed .9hout voNten pelou%Nm froomP?08.k-Ctai.EMNOtic --- — ------€____..._.,_,...._a___._. __..___.___1.1..1-3__. _.___.� 6-i"k3 5-91.92 4X4 z=4 20 �1 Us N� LOADING (pso SPACING- 2-0-0 CSI. TOLL 30.0 Plate Grip DOL 115 TC 0.31 TCDL 10,0 Lumber DOL 1,15 8C 0.22 BOLL 0:0 Rep Stress Incr Yes WE 0D9 BCDL 10,0 Code IBC2012fTP12007 (matrix) I DEFL. in (loc) Vdefl Ltd PLATES GRIP Vert(LL) n/a n/a 999 MT20 1971144 Vert(TL) hire We 999 Horz(TL) 0,00 3 n1a n/a Weight: 32 to FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SPF No,2 WEDGE Left: 2x4 SID No,3 REACTIONS, (lb/size) 1=201111-0-13 (min,0-1-11),3=216/11-0-13 (min. 0-1-11),4=449111-0-13 (ruin. 0-1-11) Max Harz 1 =-71 (LC 8) Max Uplift 1=-15(LC 10), 3-14{LC 10) Max Grata, 1=249(LC 2), 3=2684-C 2),4=545(LC 2) FORCES, db) � Max, Cornp,11glax, Ten. - All forces 250 ftb) or less except when shown, WEBS 2-4=-346/34 NOTES - 1) Unbalanced roof live leads have been considered for this design. 2) Wrmd� ASCE 7-19; Vult--I 1 llraigAh (3 ssngagiid irtest) 112sd47mph; TCDL-0R4.sf, BC*L-G.Qysf; h=I fift� B=45ft: L=2 4ft; eave=4ft; Cat, It; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL= 1 60 snovc� Lumber DOL=1,15 Plate DOL=1.15); Category 11-1 Exp Cl- Fully Exp,� Ct=11 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live leads, WARPHNG, Rease thmmonly hiewhe the "C.1byetees AcknoAedgrenwat at Pbsfaurkf St"ard Tenmr ra Manufactured Produdie" fare, VeflTy de&xw parameters And mad notes on thn rw", or €1.047 betwe use Unhiss offienstee stated an the 7M arty AnTee connector plates ahaR be osed to, hn T010 to he vand Asa Tnra-aCritswn EN4eete-e a , 21--,x1.11gD111!;%111�}1 Ten sear on any TOD'evesents wt aaaef 9acN at Via IYONSWO-i -9M.Mig t,hiphreStIfty be the t �e Z:dg;�Ntpweslaar�jl Truss detachid on the TiM on under TR I The dye?n aweinagons teadyst "Onninbeny Saltwater anduse at has TIOSS for 8.y B.41.9 K the riatypomdaMy f the 0— , try, oavrar,O -the he id'.g Deesne". g, The contem of the Rc' the IBC The a W teritaN oiwie Wid'Tte I the apiahwal of the Tra) and any eeki so of the, Truss, rAdWag; hardlet, Sio'aqe� treaababo" day taaarq, shag be the v,stramb0gy, of the 6.0,ang Desgne, and colwado, A0 hote", SO 0'A to the TOO and the reactw'ft and guekaes,s at swichng credponteft sawy kboahaUoh tErst) ratheshed by M abd SOCA we refeemeed far pmW g"ahrace M I defires the 'gario—I'Atre%and dunes afthe Trus'Deno w, TruesOedwt E,apeyef and T has ASasut4actuaer. wins cgheroase defiMd C4 a Conrad agreed aaOge In eyffifat by as parthey m,,*ed The Thars Desgin Deanna, rs NOT Ov guard net 0,tsygne, V ",ha RX shy Wicog At captahzed hems ane as defined v, I P1 I Copylght 0 Xil,t F`108.tid-te) E1V,hft1q';' Uc� 100) Repodwon at this dacwhyes, s, any san" M woletated effityft -me. pe'nessee, than pro8.0 DO 00��� N I "0462909 MiTek Industries, inc, Wed Sep 02 48:5755 2015 Page I k5-k8juOnyhhceK3W,DehPaDwF7'eiKkehoKBFh2zI ynMQ 3,11-12 3-11-12 4 20 1- 2X4 H 2X4 LOADING (ost) SPACING- 2-0-0 CS1, TCLL 30,0 Plate Grip DOL 1,15 TC (i TCDL 10,0 Lumber DOL 1.15 BC 0,07 BCLL O'D Rep Stress [nor Yes WB 0.03 BCDL 10,0 Code iBC2012ITP12007 (Matrix) ME I Scare - I 1$ 2 Dii in (loci III Ud c PLATES GRIP Vett(LL) No n/a 999 MT20 1971144 Vert(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a old Weight: 21 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SPF No,2 REACTIONS, (lb/size) 1=15317-10-11 (min, 0-1-8),3=15317-10-11 (min, 0-1-8),4=26417-10-11 (min 0-1-8) Max Herz I =-45(LC 8) Max Uplift 1=-18(LC 10), 3=-18(LC 10) Max Grav 1=191(t.0 2), 3=191(LC 2), 4=317(LC 2) NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wirl ASCE 7- 1 li� Vvft- I +JN-Ap'A (3-800*,Ad jtONt) Vast=*76iph: TCDL=4i,6Fsf; BC91.4,40f; h=1 5ft- B=4511; L=24ft; ewa=411; Oat, V, Exp C; enclosed; MMRS (directional); cantilever left and right exposed; end vertical left and right �xpsed; 1-tirritter DOL=1.60 plate grip DOL=1,60 31, TCLL: ASCE 7-10; Pr -30.0 asfJmof live load� Lumber DOL -1,15 Plate DOL=1,15lil2xl snow: Lumber DOL=1.15 Plate DOL=1.15); Category 11; Exp C; Fully Exp,; Ct=l.l 4) Prates, checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live loads, ,&WARNTIG-4fe. �hw o WymeleatoeiXotne"a yeWe a,W the ETJazz, oeo fj.4) atr.o,riseDy tATek, =Aeoey piattfs shalf W ueed for tbe, TOP to, by vWmd As a The,d D"n Efitpoev, fE e Speeafty EQtoeer), the "W on any TOD,eryeeeotsaur mloeplaol the Patea.mat engwee"N re roostouy to, the do sage of the, veal Tom depcted oe the TOO oNy under Tlet I The den. astotroany oadng comMoon%, S.48ofty ami user of Ues Th,so for 3oy ra4d.9 IS the Mloml of the Chhee, the Oettelsauthonzedaleerl 01 the SukkV DeSnel In the WIAW Of too PC, the €Sc, He totod WWII coloo And TPI I The approval of the TOO and any tWol vw, of the Tmee, ll ham, Storage, oetaboon atel tracl stl be the redroembd4y a the Buddev Deselm and Cantracky,. AN date$ too oofw, the Too and fee =zLowet , of Bw1deg Coxepo.ont Safifty Wohhabo- dBM� pubftheol by TR and SBCAwe,efewoed ox 9everat 9.4amv TR I dl the m-sloomoble" and duties o€ the Ims Designer, T'.%a Tans Mawlel uNoNs orhdenso defleed by a Cone lad A;1",d over, M -Ohg by 3R parloy., moWed The rmss De"n EogIve, ,,, NOT the Suddl 1i & Truo. Sy%lm Ehgoeer to, any Pfeelng Aft cap teNeed 1,oteS ao, a, Cfhl,,A, 7 PI I Copynght 0 Me ProBv4dD0 Fr9neenng, 6LIC, (Df J} RepfadwAwo of tuts downeM . any I— olprCy"blded wahw WA10A pfemasoo toxn ProBow-Orj EMINEMNOuc N 1-11-12 1,11,12 U4 � 2x4 r 20 '� I LOADING (pa� SPACING- 2-0-0 CS" DEFL. in (toc) Well L/d PLATES GRIP I TOLL 300 Plate Grip DOL 1.15 TC Vert(LL) n/a ma 999 MT20 1971144 TC'L Lumber DOL 1,15 PC 0�0'6' 0 Vert(TL) n/a me 999 BOLL. &'o Rep Stress Incr Yes we 0,00 Horz(TL) 0,00 3 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (matrix) Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purfins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (lb[size) 1=12213-10-11 (min, 0-1-8),3=122/3-10-11 (min. 0-1-8) Max Herz I =- 1 9(LC 8) Max Uplift I =-2(LC 10), 3=-2(LC 10) Max Gray I = I 50(LC 2), 3=1 50(LC 2) NOTES - 1) Unbalanced roof live loads have been considered for this design. Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL= is plate grip DOL=1,60 snow: Lumber DOL -1,15 Plate DOL -1,15): Category [I,, Exp C; Fully Exp; Ct-1,I 4) Plates checked for a pius or minus 5 degree rotation about As center. 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 pet bottom chord live load nonconcurrent with any other live loads 3092f September 3,2015 WARNI . Pismte kyyx0Uvhty review Acknoodiestaoutat of pechAw S13,40'd To'naa to, stanufa'dwed Prod. W toren Venty dftny, paromeets ard mad Me, on 0ys Trust Dyes. Does% (TDOP %6tA't t$aH ri¢�t $TvPbS{gC9C8 Shue„t {Se I. 7 i.iAj to TtkIC" Ilse. E}facai d}Chec§4tl+sm sfatttid c5n tk4R � tiff, oily tat iCM6 iX3t14Y6GtC4C �aitl?S +.>'ft4iP b@ Ea�A� :tYt tYai"a Ti}C3 to he VA'4tk.'f !`v5 � Tt3FVS'. DmaagPt t_tt�:5S�q`(lt e it�'ti y trF4gfYle05} the sea) on any TDO mpresentsae is,.mrAaece or the Voleasmai im the design of the skoffte- Tlufa,dqX-ted ora the TDD only. unatte Ten I Tho deco at rmfCaans wtaoidy and t m� at klon, 7 Wass to, wy Swidieg * t" ayspomadry 0 oy,4 a ,, the Owosrs autnsnZed agent"oideat To teDestits," s, the wntext of the Mac, the 18c, hut facat bwkeng he T"9 the TIM,Motu dao kw,toeeer, storaffe, mtalfation anI onvenS shag be 0,e reeponfahaty Zhe 8.0deV DeSQw,1 and Cianlado, APnotes Batt out i.ru, TOE)a'dlbe, ;.aOcksand thedehoes of B.O.,; Cmponent Safety infannation iSCSO pubefeed by Tot and SBCA weWwwwed for qetmoW pwlanoe TFN I defines the ami dWws of the T. Desqnec Tanis DeorEnitn,". The, Tnxme De%W EnWw at NOT the Bukks;Dfnt9hw w Truss SyMe. Eepneye LLC,p£dr.f Reploductos, W this doammamany fion, n pottaxted 'Ahme dom- se'remno, from PhAfwky[frJ �_._. 7-9.12 ° 7-8-4 7.64 8-6-12 2.0,0 3xiCY li 20 11 3 of == 3x10 = 4x4 = 3A = LOADING (psij SPACING- 2-0.0 1 CSI. DEFL.. in (toe) Vdefl Ltd PLATES GRIP TOLL 30,0 Plate Grip DOL 1.15 TC 0.66+ Vert(LL) -0,0911-12 >11: 240 MT20 1871144 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(TL) •9.23 12-14 >388 160 BCLL 0.0 Rep Stress truer Yes WB 0 32 Hort TL) OX ( 10 n/a nta BCDL 10 0 Cade IBC2012iTP12007 _li ------ (Matrix M) LLL Weight:134 in FT = 0% BIi- =-ACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: SLIDER Left 2x6 SPF 2100F 1.8E 2-9-0 6-0.0 cc bracing: 10-11. BS 1 Raw at midpt 3-12,7-12 REACTIONS. (lb/size) 1=1186/Mechanical, 10=132810-5-8 (ruin. 0-2.9) Max Horx 1=236(LC 9) Max Uplift 1=-I9(LC 10), 10=-78(LC 10) Max Gran 1=1453(LC 2), 10-1637(LC 2) FORCES. forcesexcept TOPCHORD 1-2-695/0, 2-3=-1965t75, 3-4-1392187, 4-5=-12141132, 5-6-1214/131, 6-7--1392,186, 7-8--1711170, 8-10--1580/110 BOTCHORD 1 -19= -80/1651,14-19=0/1651,14-20=0/1651,13-20=011651 12-13=0/1651, NOTES- 1) Unbalanced roof live loadsdesign. ,r , , Exp C� enclosed; MMRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL= 1,60 x f f 4) This truss has been designed for greater of r... of or overhangs non -concurrent with other 5) Plates checked for a plus or minus 5 degree rotation aboutcenter. 6) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live loads a s t t o • h2s r .. r 4" lsie-ti5wd fit a bottom chord any00 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at jointle) 1, 10 10) This truss is designed in accordance with the 2012 International Buittfing Code section 23061 and referenced standard ANSVTPI 1. 11) 'Semi-rigid pitchbreaks with fixedmodel was used in the analysis and design of this truss, WA62NIN13FT3v%34e tYeneuE.g}hty n9vkew Shu 'R".u6f'3ttk3K'S Ackrni meBPi 9k FrtrBvr?d ,^>tasdatd TGPttaS fn FAamtFaCtsxe¢f 6xttxis3Ct5"Seim Von dm: 't f3ar'a,nBtP:ta atAS ea. d rY}ieF CM4 Sh=e Snass C?e5q�ff GYta♦nnsxay 17iFCYy and the DrJ i eturerce Sheet (rev. t 1.141 befine cane, Unes�. Wha �se staled tree the TM only rhTek coenectcx pf stee +;,hnffi I*ussxf 4d« this M. ca ha vasal.. As a Touss S.`r,:s,gr E°n�:nuur t+ e SBu�rnNw k sw,�,rteesp. the saw on any 700 represents ah acceptance of the ptsr`t;39acasai teepo en g resporasrUdy for the deson of the wtat, Tnz!as deWaaeed on 010 TOO aany. undo M t rhe dea?.n aseumptions kaackng cotwtons,. wnaakity and aria of etas S rues tar any au a,s the responsebaity of We Cawmar, Me ontw o auihome d agent wthe Btr,MJetai Dos ner, of the cooled of the IRC the rSC, the oca6 oo tog scde and TM 5 The ateo Na) of the Too and any 6W use of the finis. snap V ha .. nveage.. ;enaaaahon aret tnanvo seaW be the ra pamb0fty o the Beading} rkesr oto and Cootrallor. AR resins sto out in the, TDO and the wwbohs and gcmpone'et saftny Intato anon (SCSI) puteseed t V TPI and SBCA acre nowenrrd tali genera= gudsa"Ce. Pro 3 defies the Cesk'at nadxtlm and dutw%of the Tt,m s Oeoeinef, Two Dyson Exaptrleear and =suss 9Rtrou,^.'eduler emacs othon aw dertwel kay a Corrirayt agf ead epaota . yaftq by ak parties ondved. The Trues DInn Engnher m NOT the 8,nkeng Des Deet mr Truss Systaern E4nTimear no any Wedan Ate caa"taed tasm are as definod t,, TPP 1. _qFY DWINEMNGta, Copy,kghi Cf X14 Foo8.0M,0rJ Engewetwo) LLC. f0Q) Rar ecducron of thm dneutno of m any form s ixoNleded e houf w Men peho 'on fron e^fa tudd`DrJ. __+_ -----____ - - -----____.,._..._2 JQ,_i_ ......... . 79-12 7.6-4 7-64 6-5-12 2-0-0 scaye= 168 3 500 i! 4x6 �' 7X8 = 5X6 = 6x12MT20HS 11 LOADING (psi} SPACING- 2-0-0 CSL DEFL. in (loc) Well Ltd PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 0.94 Vert(LL) -O,1611<12 I >999 240 MT20 197/144 TCDL 10.0 Lumber DOL IAS BC 0.53 Vert(TL) -0.3211-12 >999 180 MT20HS 1481108 BOLL 0 0 * I Rep Stress inor NO WB ' Horz(TL) O 06 10 n1a n/a BCDL 10-0 1 Code IBC20121TPI2007 (Matrix M) Weight: 267 lb FT = 0% ------- LUMBER- BRACING - RACING.TOPCHORD TOP CHORD2x4 SPF 2400F 2.OE *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4,6-9: 2x4 SPF 165OF 1,5E BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing, Except. BOT CHORD 2x6 SPF 2 1 GOF 1.8E 6-0-0 oc brixcing: 10-11. WEBS 2x4 SPF No,2 *Except* WEBS I Row at midpt 3-12,7-12 8-10:2x6 SPF 2100F 1,8E OTHERS 2x4 SPF No,2 SLIDER Left 2x4 SPF No,2 1-6-0 REACTIONS, (lb/size) 1=2201/Mechanical, 10=254810-" (min, 0-3-14) Max Hort I =235(LC 3 1) Max Uplift 1=-I tO(LC 10), 10=-164(LC 10) Max Great 1=2593(LC 2), 10=3028(LC 2) FORCES. (to) - Max. Comp,/Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1-2=-1926/0,2-3=-37011171, 3-4=-26891147,4-5=-25141192, 5-6=25141191, 6-7=-26871146, 7-8=-3349/163, 8-10-27861183 BOT CHORD 1-65=-7012957,65-66=0/2957, 66-67=012957,67-68=012957,14-68=012957, 14-69=012957, 69-70=0/2957, 70-71=012957, 13-71=0/2957, 12-13=0/2957, 12-72=012675, 72-73=012675, 73-74=012675, 74-76=0/2675,11-75=012675 WEBS 3-14=01690, 3-12=- 11181143, 5-12=-9312213, 7-12=-80111284 7-11=-115/383, 8-11=-2812645 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=l 10rnph (3 -second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=60pisf: h=15ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp C. enclosed; MWFRS (directional): cantilever left and right exposed; end vertical left and rig.ber DOL=1.60 plate grip DOL= 1 60 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlrTPJ 1, 4) TC LL: ASCE 7- 1 0� Pr=30-0 psf (roof live load, Lumber DOL= 1. 15 Plate DOL= 1, 15); Pg=30,0 psf (ground snow); Pf=20,8 psf (flat roof snotfio Lumber DOL=1,15 Plate DOL=1.15); Category it; Exp C; Fully Exp,; Ct=l,l 5) This truss has been designed for greater of min roof live load of 12,0 flat or 2,00 times flat roof load of 20.8 paten overhangs non -concurrent with other live loads. 6) Ali plates are MT20 plates unless otherwise indicated 7) All plates are 2x4 MT20 unless otherwise indicated, 8) Plates checked for a plus or minus 5 degree rotation about its center, 9) Gable studs spaced at 1-4-0 oc. '10) This truss has been designed for a 10,0 get bottom chord live load nonconcurrent with any other live toads fit between the bottom chord and any other members, with 8CDL = 10.Opsf, 1141M.#..� WARMING -Norse th=Ugthy P,0000, , the TlatimsenS Aoknaeled"nlent of P,08o6d Slandard Term for Manufachred FoodUcts" tone Venty 4ftgn goValoatelS and lead h0goo on this I Was, oft9n Q'anefet t T VDJ and the CnJ Reremnim Stt I � 41 exI tno, Want use Urges% ool"d m Se stateThe TEX), rutty Wfik whoeow paites, %hall on anted to, tilde I DD go he YWd As a Tnae D ",n EwPh"I ll -, SPecoetY E 'him -00 the waf on any TOO lepteserns a ,, 04 the proassethaf y to, the detato W Tbs single T,itss deplored oh the I DD chSy. urxfar I M I The detuirn asuanpemm ymur,19 congrhom ty any 8.4dwoghtthe re leetwlze'd agent a, the suadayi {,T ft at Out cor4ext at the suit;iaf� 011,11, 1 '�hc' the i8c, i;e' !"i ityakh.9 code and TIN $ the aWoelfi of the TDD AM any held use ol the Tmia,mehiding handling, stintygy, oislafl hon aml bracnig, shag he fteyriontordly o the R.Wwst Deagnef and Contradw AR Win, yall mg a, lite TDD and th. ti,acbeyet and godith nes of Subdoo Ctenroloeve Tgatay MR area MCS11 pubinshed by 7pt and MCA areofeoe.d=nid i Tre M I defames the nl%PGrswtek'hys and duhes of the, Tnln Desytw Tnms fo, any Wnfiq AN captahzed nam ne a% defined th TFo I J. noon Engirste, and Tm, Marelfadrel, unteso afhe�e defined by a COWav n enA g by, as pynnes Ther&s Desago EN neer m NOT Th. 8.0mg [notgoe, w Day,% Stisten, Erqoee, EMINEERINGLic designedAOTES- 13) Provide methanica$ connection (by others) oftruss to bearing plate capable tdwithstanding 100 to uplift attointle) except Ot=lb) 1-110, 10=164. 14) This truss is 15) 'Semi-rigid pitchbreaks with fixed heels" Member o.. this truss, connection16) Hanger(s) or other 1evice(s) shall be provided sufficient to support concentratedi # and 23 lb up at 21-3-4, 185 to down and 23 lb up at 23-3-4, and 185 lb down and 23 to up at 25-3-4, and 185 Ity down and 23 to up at 27-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber increase=9.95. Plate Increase=9.15 Uniform Loads (plf) Vert: 1-5=-62,5-8=-62,8-9=-62,10-61=-20 Concentrated Loads (lb) Vert. 13=-239{6) 12=-299(0) 65=-46(8) 66=_46(8) 67=-156(13) 68=-956(8) 69=-156(B) 71=-97(8) 72=-239(8) 73-239(B) 75=-356(8) 76=-156(8) 77=-156(8) 78=-156(8) WARNM - Pione thwougNy rev+. the! "Curtonner's Ackn ement of Fre SUM St andald Term for Manufactured €"acu3ww' tamer. Venn d4:sry� n pa,at otm orad mad rotes on th* Toss 0 n Dra ra (T W) asxS ths. nrJ Retes e +.".ha*t9 4rev. 11,14t before usaa.Ucilt^x.ro. aYttarnwse staNd oh dri TuD, very 6g, Tek comecto, oat" sr Wa Ge aAs .d to, Ms DD W ba va}ki. As a Tress R?¢esdpn S+etpnaee (d e Spacaaky Ftrgxveex}, the seas on any T DD urxf mpmr crretu an acceptance; a9 fhe yxoteasaonad etagrnzwxn ees{tixrma,h,kty tet the desugn pttiae s+reg7e Trams dera ta:i ora !fie ¢n€.T r er iF l t . l he destg+x aamumpvons ksarprreyt utaad9tkam s.Aakk y a W use of tNs Tr s levo any k3uaCurg s the ,v.5PMsab"y of the {h,or e, Une Csaacrs au¢fae>reaetl Ment nr the iTurklrauq t7esrgnes vn the vwaext atty, o1 tlhe iRc She 6c, The kxrar tna ng code sra! T3'f t Tho an lcvad of i4o, TIM and any faa41J use at tha T€us,,, a""lu wv; !"ea *von swage, mstasataon atni k° aaeq, shas be the nzgv)rrs t.WV o tori B.ad ng Desgner rand C.amfrwor. ,Aa ruaiesc set out m the Mo aatd the �xaotiaees a€>*f g A"nnes of eaatd„'N camponent sofey infonmarm 43CSIt pue4sBed ry TM arras SBCA are retemneed tar gemsat W0.mo, Tint i delvt4m thn eespoM61dKM and elWro% of the Y tzars Cresunea, T'-” C}eskgn y rtgtreeer arwi Tress kianuaaaduem rssteas+sU€ersmsas dtFlnetl by a CanCxzsc%ret d ar{rers >a3 wasara€7 tri aaN ywsrsais;azsokved. The Tr+rsa t;agst icnu,ns S NOT the Euurcvg C'k.:µgsse de traaa;, Systcr+s Cetgierees ♦♦�pa�tr. nefee♦t/+ fat any bu¢Wmg. AH cap+tWa d teamH are as d0oed ,n TP: t, ; wll4iffT G#Tl l9LL" Copyright 0 2014 Plot odd,DIJ E nonet mg, € c, €Cr€,;}. Rmoducton of this doa;ament an any imm is te0vttled -th vA wxaten pe mrawt €roan R.8toktDO All Protoald, Colorado Springs,Co EM 7-9-12 7-64 7-6-4 6-5-12 mom 3XIO 1°r 2t4 11 3x4 = 300 = 4A = Yol N ENSME M Scale =1:6'7.7 LOADING (psh SPACING- 2-0-0 CSL DE L. in (too) 11deft Lid PLATES GRIP TCLL 30,0 Plate Grip DOL 1L15 TC ' 6' Ved(LL) -0.09 10-11 >999 240 MT20 197/144 TCDL 10,0 Lumber DOL 1,15 BC &47 Vert(TL) -0,24 11-13 >999 180 BCLL OO Rep Stress Incr Yes WI1 0 ,31 Horz(TL) 0,07 9 me n/a BCDL 10 0 Code IBC2012fTP12007 (MatrixM)Weight: 131 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied at 2-2-0 no purlins, except BOT CHORD 2x4 SPF No.2 end verficais, WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing, SLIDER Left 2x6 SPF 2100F 1.8E 2-0-0 WEBS I Row at midpt 3-11,7-11 REACTIONS, (tb/size) 1-1191/Mechanical, 9=1191/0-5-8 (min, 0-2-5) Max Herz 1 =227(LC 9) Max Uplift 1--20(LC 10), 9=-20(LC 10) Max Grav 1=1459(LC 2), 9=1459(LC 2) FORCES,Comp./Max, Ten, - All forces 250 (to) or less except when shown. TOPCHORD 1-2=400/0,2-3-1975t76, 3-4=-1403188,4-5=-1224/133,5-6=-1224/133,6-7=-1405/87, 7-8=-173oV70,89=-1401/52 BOTCHORD 1 -18= -10811643,13-18-0/1643,13-19=0/1643,12-19=011643,11-12=011643, 11-20=0/1347,10-20=011347 WEBS 3-13-0/323,3-11=-7(>4/109,5-11=-33/827,7-11=-4831100, 8-10=0/1283 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) VAA4: ASCE 7- 1 li#.MpX (3-scc6roO gust) V2sfi*sf; SCI)L74.11otsf; h-1 5%; B=45k L=29ft; e2ve=,4-R; Cat, Ir Exp C- enclosed; MVVFRS (cfirecfionafi� cantilever left and right exposed � end vertical left and right exposerL Lumber DOL=1,60 plate grip DbL= 1 �60 snow: Lumber DOL=1 .15 Plate DOL=115)� Category 11 Exp C� Fully Exp.� Ct=1 A 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads, A tat iliptoly"W-W-WX fit between the bottom chord and any other members, with SCDL = 10.0psf 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb Uplift at fombs) 1, 9, 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPi 1 10) 'Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss WARM NQ, PUooeo tT!0%ny love. Aoknooiedrmmt of phos.W slandapt Tom, Re manufactmeld pmdmft" I= Venly desen parathefels atel read notes on Oft Tnea DenQn, Cuth,anyt (I 00� and the DO l2efe,04C So t rm 11-14) Wote use Onfess othenn," sfattd on tho TM only MiTek connectm pate% shuhlW uAed for ths TOO to W YaW As a Truss Desp#h Ery,"ef o e , Spee nalry Eniprmhu), the neat an any r00 ropreemos >w aseffptamu, of The, Pwnnwfxos fix Mede"n of ft, single Trues depeeed an the TDD crazy, undw TPI I The desw assupvwns, L'aneq corWous, S,slabddy and use of fh,% 7 w�, to, any BoAdoe; daof the oanv� the Oaroe.,% 301ho'Umd aytnA or the Wki,no Des"quer, an the w1eM of the PC, the 6C, the kcal bvWkq made foal sof i The am"onal of the ibb ;o; any' We use of the Tfuso ed"Wayi hand inn fuOulge, uWaffaean and Wadeor shag tv, the, esponeluidy of the SuWont Dgo "ef and Contranto, Aff noes tet ont I ,, the TDO and the ptactles and gnateeneq 0 Budde xr Compamnt Safety to ben {EV ST) pubehed by VI and SSCA are nffoeomd to, frena.,al tpfrdanm Tot I defines, the resp aed d.Wh, of nhe Tom Do.giffe. 1 "5 Desqn E�nwpneeY and Tez;n Manufaotuna, untess othefouee defunal by a Coramd agreed Upon n w ,effg by ae pad'es ow deed Th. 7raiso Desoto EnThe, is NOT the. Rukang D"ague, a, Twos Spaten, En9mmen to, any buWq An capesqed form, am as defthed io TPI 1 j_ EMINEM)WILC Spt ngs,Gn TOW s Oct 3 2014 MdTek tndustres, etc. Wed Sep 02 08 58,11 2015 P� ge f ID 1deYtlp JQ?5DRx3Ddxllgyklk5-C>DhxiF9kwXf3-«lrla2hKslvgtAbNLlkkhpl%uX6yh)MA .«, .:, .". ............._.�,._,_...,_t7 Q .,...,..,.._,�,. _ �t"„mdt.".. .... .,...,... _,_,... '" ...... _.... .5 ,,...,.._.,....._... _,,.. '.1 ....................p...« .._.,«..e_.,«_.«..... ." .a--_...>.......,_.,.,,.� 3-712 3.4.4 4-2-0 4.2.0 7,6-4 6-5-12 3x6 = 8x10 == LOADING (psf) � SPACING- 2-0-0 CSI. TOLL 30,7 Plate Grip DOL 9.15 TC 0.93 TCDL 10.0 Lumber DOL 1.15 BC 0.85 BCLL 0.0 " Rep Stress Incr NO WE 0,80 BCDL 10.0 Code 1BC2012fTPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 SPF No.2 *Except* 1-3:2x6 SPF 2100F 1,8E, 6.7: 2X4 SPF 1650F 1,5E BOT CHORD 2x4 SPF 1650F 1.5E BS 2x4 SPF No.2 REACTIONS. (Ibisize) 15=1441/Mechanical, 10=1220FMechanical Max Harz 15=201 (LC 8) Max Uplift 15=-30(LC 10), 10=-9(.0 10) Max Grav 15=1452(LC 2), 10=1452(LC 2) 3x1p MT20HS ::TM 12x14 e DEFL. in (loc) f1defi Lfd PLATES GRIP Vert(LL) 42412-14 >999 240 MT20 1971144 Vert(TL) -0,54 12-14 >648 180 MT20HS 1481108 Horz{TL) 0.10 10 nta rota Weight: 157 ib FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, except end verticals, and 2-0.0 oc purlins (4-10-1 max.}: 1-3. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, BS 1 Row at midpt 3-5,8-12 2 Rows at 113 pts 3-12 FORCES,y , less except when shown, TOPCHORD 2-3-4029183, 5-6=-1316/132,6-7=,-1198/115,7-8--1384170,8-9=-1725/55, 9-10=-1344/40 BOTCHORD 14 -15=012076,13-14=0/3942,12-13-013942,12-16=011341,11-16=0/1341 WEBS 2-15=-2373191, 2-14=0/2270,3-14=-1044191,3-5=-1529149,5-12=0/345, 6-12=-441905, NOTES- 1) Unbalanced i ♦: w 0. Exp C', enclosed� MVVFRS • end vertical left and ber DOL71,60 plate w M LumberPlateCategory1 Provide drainage to prevent water pending. indicated5) All plates are MT20 plates unless otherwise 6) Plates checked for plus or minus 5 degree 7) This truss has b designed i bottom rotationchord live load nonconcurrent with any other live loads, fit between the bottom chord w 9) Refer to girder(s) for truss to truss connections 10) Provide mechanical connection• to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 10, 11) Th is truss is designed in accordance with the 2012 1 nternational Buildingw a f ifiet—guirtiofw Zds t* verify 0mt they are c*rrect 13) "Semi-rigid pitchbreaksi:. . be i fixity model., i in the analysis and. 14) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. i w w WARNING - PWase thorowyAN r4va+.'w Sats'tusl ooers Acenrarttedpemeelt of P,ortski $swVasJ 'retm5 t!. Marffroswad Prodw.ds°' farm N'r, rzfy t#esq°1n paaaeiaelees arca seed Dates swx thxx Reyaa� CB r [iiaavtraj (Tk?C3) and the DO Re;ererxe Sheet (me 17 14) tyehwe use Urge ss oftwusse stated 095 the TOO, wo, MiTsk comemo, plates shall be mod Pons t1roAs Tr%ft Scr Gro vatkS Asa rears Deevs+ E hpnecs {, a spe,oafty Ersiot v g, the seef oo any TDD sepre"t as en acceGtarn;e of toe rr oEemotfo t enrfgoer eespons emy, for the des',p of She xtnpvo Truss depicted oo the Taft? o4y, urxPu TR! 2. The des+pr assmyptoum Saadoryf cembtsest, s.4thobty, a15d use: of T,s for wy £#Uittia4"a s the onponitiosy of the 0tu, "re 0,vusd'e t%?A%hEtra.;ed a�aGtt Crf tine t1#P[idi(1� (.7C9K�RYeC 44111SC iXWTid'Ki 4( ti✓\: #%tC: 1h9 #FSS. tk� 6UCTf bU�'kAftQ G'3t%e :SIY'i 7FN i. TFtC Afsp,waf of the f 00 reol any frOd eye of .tea; T€4" % rrducfmg har suryg, Potvy" ostatlatue1 a±".t1 k#ap{h�, shah be Igur teRpnei��51t4}' d ane Butsietp DeSgsw and Contracfar. AM We$ Wr hot :n the, TDO and the pras~ticess rd 9 wdes'se, « f swede g compatwes Safety moomatdnn {SC St3 C iftshe4d by TR and SSCA ,acts toss€e how Hxs tlenaaaatl puaganee TCS 1 dehoes the wspons6tMem arc! dubes of F�%treat Ttc,ra^. Ewes prar Tum v P � ere ae 91 toss Ma utacdu€et o o s o hetwm t dero x h7 a CbrY4racf g3 aed inn kt w ssnp by ak pad ss a xve 3 rhe Tmss Cesxtra mrot o * N6T the Liu i&j D"'prrer V Trvan System E.np.earus feu any b"AdWIwa.:ki, "fetatrxed %ernos ate as detrdcd an TPt 1. tarxTajsivdhC 7aP{ry[iwfiC}-fir.%(n.fiptttev^fYfKg u.LC ILif.T) Rop(zrdmlio.0temdocwrnmt trr Ainj"em- 1,v"prrshidxS9d,«athatkE lM1`SLiCR(AeSR#fYsom from Fe.8u,,fd-i.i\.t. LOAD CASE(S) Standard Except: 1) mead + Snow (balanced): Lumber Increase=1,15, Plate increase=1.15 Uniform Loads (Alf) Vert 1-3-103,4-6--62,6-9=-62,10-15--20 WARdNNG R>&.ase ttux9ugh revbuw fS4e "`Cus9stezees ACkn^ rn.nf of V raSurkt Stando€d S'errms tcrr MsrotzfdtC2uVs+u" Sttrtlax:M.,' tssrm Ve+ify dt+s rr Rr aramaNers a¢ui kwad notw:a on fk1e5 CfG54 tlrasu,+n Cuamerwg (TC1Lt3 and the 0,J Reerance Shark ire.. 11,14) t efoe use. Uhtews othe.Ma<zkr st afed cart the Tb3; only M Tek ex metS.x' plates %haPR be used for Uwn'€00 to to va3Kf. Asa 4 runs iTessfn Fn?drFtreF' Qi e . *"eaawCeakY Engx¢eer), the rasp nn carp n rep'asenfe as aeC.Nar . of the pofewsaonaf eragrneermg respaons"Idy ex the++leargn of the gie Tauss demded on the TDO wOy easatff TPP 7 Tha tl t assumturane. Wdang cocsf4ra»s,. svrtat»dt/ and usar o4 Shas'tcva+s Re any SuddW9 as the rftponsdmotp of the to seer, itt, tau aes e"tho€ zed agent of 0dtff' Nutomq Des nv cn the =Aext of ft IRC the SC, She ,rDt`ai bwtd,iasi Cade am Ti't 1 Fhti I arvov%0 of the TM) and any tktd k'", of the Turns, aais, dm hanrx"tg, storage, nslaffabonarsd t`ame% xhw8 Ge the ce^.,gkYzrGftdkAY o�the Bukhrg CRngme and CorWactoc. Ah axles set ¢rut rn Ow Too and the praeooft and yuulrft% of SuAd"'t; Cae po.erd Sa€eiy tntermatew tBCSty q.W,shae4 by TtN and Sere are reteren for genera➢ guadanft TR 4 dtfanes khw sespurvsat+s➢�tacrs and dvbas Wthe T can De�}taer Truss Design E oe�ar rind Trctss Ri-0facture . teles fa4hema¢ detme d by .e Contrad agrsert upon m —ting by ae pa taxes o.oNed. The Trusts D o gn Encu-w iw NOr she B.Odirg nes.gner crr Txxms SyMe n Engaw er ka any k+ta;4atno. tcl Gapta6raed fmvtns are as a'4ef+ntlt7 un Ti*; 2. xu L'iYGIAtLaTIV%`LlC Cory,QN0 ;ii}`f.t rra"}uairi-DIJ Engdnearstirptr tt.G. (S}r3) SEefmraYtw:taon afi tthTw dcsunaerrt, to any fcwm nz Wc%siCriiet3 wrtttzxd vniSteat wneassica tlrom PeaSeatei-Urd. 348 3-3.0 4-2.0 4.2.0 7,6-4 6-5,12 3x6 = 300 = 5x6 we = 4x4 = 3x4 ii 1 LOADING (psi) SPACING- 2-0.0 CSI, DEPL. in (loc) Udell Lid PLATES GRIP TOLL 30.0 Plate Grip DOL t.15 TO 1.00 Vert(LL) -0.23 12-14 >999 240 MT20 1970144 TCDL 10 0 Lumber DOR. 1 15 BC 0.83 Vert(TL) -0.52 12-14 >668 180 MT20HS 1461108 BCLL 0 0 Rep Stress mcr NO WE 1,00 Horz(TL) 010 � 10 Tide We BCDL 10,0 Code IBC2012frP12007 � (Matrix M) Weighr 157 to FT = 0% LUMBER- BRACING• ------ TOP CHORD 2x4 SPF No.2 'Except' TOP CHORD Structural woad sheathing directly applied, except end verticals„ and 1-3; 2x8 SPF 210OF 1.8E 2-0-0 no purlins (4-11-0 max.) 1-3. BOT CHORD 2x4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. "BS 2x4 SPF No.2 WEBS 1 Row at midpt 3-5,8-12,3-12 OTHERS 2X4 SPF No.2 REACTIONS. ptosixe) 15=1425/0.5.8 (min. 0-2.4), 10=1209/Mechanical Max Hors 15=-201(LC 8) Max Uplift 1 5=-30(LC 10), 10=-9(LC 10) Max Grav 15=1442(LC 2)„ 90=1442(LC 2) FORCES, {'lb) - Max. Comp,/Max, Ten.. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3W9/81, 5- =-12930/31, 6-7=-1 9 8211 14, 7-8=-1 368169, 8-9=-1712155, 9-10=-1383140 BOT CHORD 14-15=0/2006,13-14=013825,12-13=013825,12-16=0/1331, 11-16-011331 BS 2-15--2314/87,2-14=0/2230,3-14=-1050190,3-5--1512149, 5-12=0/339,6-12=-43/887, 8-12=-501/104,9-11=0/1269,3-12=-3032152 NOTES- 1) considered for this design. i gust)I: # # i rightExp C; enclosed; MWFRS (directional): cantilever left and # # vertical left and rightexposed;6 grip DOL -1.60 Ai Xaf i' Category 0 Provide#drainage to prevent water pending, plates5) All plates are MT20 about6) Plates checked for a plus or minus 5 degree rotation 7) This truss has been designed #r a 10,0 psf bottom chord live load nonconcurrentother live loads, ♦ f.. bottomfit between the ..d # any other members,} 9) Refer to girder(s)for o truss connections, Building10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ity uplift at jointis) 15, 10. 11) This truss is designed in accordance with the 2012 International ##'section i # WON # # # WARNING - fe!#ass th[wra�rhly reeiewthe "C .Senner"s Awk110 . Tit 01 F mEhaki SWery J Terrers ser Martutach rred p+mdwia" faam VetCry desltn pyr'snMara aed tend hot.% on this Tp�egg baaMn Ctravn0g IT00P end the DO ixeterc nc�e 4ihaei (tev d i-i4t Wine rase, o. nim, 01hervose Mated 0n the TOD cnty Wel, emus wilt plates etuW be 4-n i tor f4jte'S17G18ss ire wbill Asa Th a , OeSV. k nryneer his" SF`rua 11 Ri 1=1). the seat pit any TDO repteseMs an a hen E,a"Ce 0t the MW essmad ebsneerivrg resp nsabsty IM !firs design 0f the Were Yroas detained 0. Ole Too stay, aide, Tent t. The d"s, aMsipienls baring mod''sans. swhitAny and trse e,r thus Tim tar any 800dsst ua the resyx'uz3ahatiFy 0t the OMPK,, die CJVA*ea arthorrzed iWnt 0c the Sueule g Desnnee. in the cxxaaxt 0 the MyC, the t8Ce* (hcav eisd<I W Code and Val q The a#ayem.t at ine FCSCt and any fie,hi use 0f thr T1.%, ,,e dWeni he JUN, a s thre n siaNatazan aryl Means shaft t.x, the respxnsiliogY Wine 8.4dVo Deagteper and Conicaagr, Afi rewtes a0t Out an She'TOD and the p'adree+s aria 90hi' araea ca Ehxrh9ang comp Ment Sae4Y Wennanw, (E>c&" p t&st*d by IPI and SOCA are m e enced do gehydar guhrease 2'N t drMTsa the: rrsp orrnaetne»»r and detaes ofthe Tours CTesniner, Time Tiesrgn Engmeeo and'Russ Mamhic her unieig when wtr def"IyO by a ^0n:rad °agree*tl uTion Mr sm4eg by ag tats envekbed The 7"s Design ErKsnee^ a NOT tete EteeaiawV € es ra !€ or Truss E."pstezn C 0gtrreer &X any t)` /ding. Alt capdakled Untne We as a' A ed n, TFh ", copyrgle 0 -'0t4 P'08.6: D"i Engume, V LLC, OJ� Rea4fi dislkbn ut ntbi docioee.t, to aaay deal M piohoted w ghsut N Ateh penT tssm ragm i'"%r%#.,CidaV�Ofj September 3,2015 LOAD CASES) Standard Except: 1) [lead + Snow (balanced): Lumber Increase=1 . 15, Plate Increase= 1.15 Uniform Loads (pil) Vert: 1-3=-103, 4-6=-52, 6-9=-62,10-15=-20 WARN NS' "Cvskoe ears Aa:kszawk+tigdment a! T'raB4xki SIandwo Terms fist tAarta+Y4ciWctt PraynNw term Vesfy degdn parameters and read nates on tats Tneys raeswtn 6)rawremg {ttx): add the MI Retcvesae Sheet (rev. 31,141 be Fore case Otdosa cthehaefe stated am the IM only Wee, conneawr oat's were tw r t ex ttus 7 OD es tad wattd Asa T"s Des gn EErgtn"r {, e Spa:.t tity i'n¢y,naer„ Otte seat an any Too rapxrsents ase acceptarxe at ase P'oossaanad en9frxexna'o-g res{hamnLt7lty fere the de<sQf, of the single i rvss Oep cU d on tree TDD Noy. ur&n TM t flte dc*.sngn assunP¢.corrs i¢s xN+vg uwuadnraxs. — abrhly and uroe of Sit3s Trues ktr day Bu ean6 :s the cestranvWay at the Oreher, %tta C moe.rs the 8,nel,rg Desggsaet. w the cniseat of the iii{' the MC. the team txuo-€ lw g Cade and TF+f ! ?ho .a -r of me TOO aired any to gf user a9 the Tress' ladxbng tua+dfN stotafse, mta3talo n and brawar shag be the res3x mb ety of ftBt Mmg Desef of twig C :ntmeW ,A@ note set Wacre the,'TOD and the pw-joes atm g,rem"'es .1 su.ddarg Componeto Safety R Rweatex, iBMC f3utAn,shed by TRt and w Bre A we mWenced SOP geiP at fy.'ri yn"... Tr't 5 „fSt6ne5 ttEd± fe;+DgnSfifii;TtQ;3 4Fki dlltle 0(Q kC Te35§ k`,N„Sk�tSEf t;re«stgxe Ee }ritaer arsi a demes 2+larwfacTuxem, undc+w5 aShetw e deitned by a Catera4K agreed open do wsrtzng day atx p;lttxes lnyt54vawf. The v rods bn gvt E.9w eer free NOT the Bu4kNityy De,,Wcaer m Prates 5Vs2 rd E egmtee, ew any burk9 _ Ali aaorndeed eenes are as deemed kn T P i 1, ENGIlYEE lA1i+"r tt�t; Copytght 020 14 F eoSteM,00 ET4mee rot ES.C, tD,J4 Repodad on of Mm affowhent, . any ferm is {sMobde d vathaut wr4terr {aurnrmlea ft— 00 ------- --------- —2LA-1 4-o-8 4-2-0 4-2-0 7-6-4 6-5-12 U4 5X8 !--: 04 = 5X10 = 4x4 = 1x4 I mm� LOADING lost) SPACING- 2-00 CSI. DEFL� in (Ioc) Well Lad PLATES GRIP TCLL 30r0 Plate Grip DOL I., S TC3 Verth-L) -0.15 11-13 >999 240 MT20 197/144 TCDL 10,0 Lumber DOL 115 BC 3 V� erqTL) -0.40 11-13 >805 180 BCLL 0 0 Rep Stress Incr NO i WB 0.72 Horz(TL) O 06 9 n/a n/a "I BCDL 10,0 Code IBC2012fTP12007 3 (Matrix M) — -------------- Weight 148 to FT O% . ..... . . ............... ............ . . LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 *Except* TDP CHORD Structural wood sheathing directly applied, except end verticals, and 1-2. 2x6 SPF 210OF 1.8E 2-0-0 oc purlins (5-9-6 max.): 1-2. BOT CHORD 2x4 SPF No,2 POT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No,2 WEBS I Row at midpt 2-4,7-11, 2-11 REACTIONS. (lb/size) 14=1276/0-7-0 (min. 0-2-2),9-1112IMechanicat Max Horz 14=-200(LC 8) Max Uplift 14=-30(LC 10), 9=-6(LC 10) Max Grass 14=1342(LC 2), 9=1342(LC 2) FORCES, (b) - Max. Comp./Max, Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1-14=-1289149,1-2=-2755/62, 4-5=-1 1381128,5-6=-10271111,6-7=-1213166, 7-8=-1579152, 8-9=-9283338 BOT CHORD 12-13=012695,11-12=012695,11-15=011220, 10-15=011220 WEBS 1-13=4112942,2-13=-10851100,2-4=-1342,/45, 4-11=01291, 5-11=-391712, 7-11=-5201105, 8-10=011157,2-11=-1977/36 NOTE$ - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6,0pkf� BCDL=6,Opsf� h=1511� B=45ft; L=27ft; eave=4ft Cat. ll� Exp C; enclosed; MVVFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=I .60 plate grip DOL=1,60 3) TCLU ASCE 7-10; Pr -30,0 psf (roof live load-. Lumber DOL=1,15 Plate DOL -115); Pg=30,0 psf (ground snow): Pf=20,8 psf (flat roof snow: Lumber DOL -1.15 Plate DOL=I, 15); Category 11; Exp C� Fully Exp,; Ct=1,1, Lu=50-0-0 4) Provide adequate drainage to prevent water pending. 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10O bat bottom chord live load nonconcurrent with any other live loads, f#&,51-2,eopw #or-lhe fit between the bottom chord and any other members, with BC DL - I 0,0pst 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at tutorial 14, 9. 10) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSt/TPI I truss, 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord WMEMEMMEM VVARMWt - Fneast, thousathat verrow the "Cwtonsers Acksorwholgeosent of I enter for manufaNurod Fruoduchr'kere, Whir desstn patranaturn, and nfaO acres on thts Truss Crease Durese {TDD{ alld the 01J Ref rsersor Sheet rw 11,1,4 bdoor use troffers othenre a stated on the TDRanty Milek cohnecto, tMaes, sualf be mod for this TDO to be tete.sual on any Whrpe"4eft ter achepWee of the prcaPesawnwt engershonvufurannAkhty feu fords". futhe singla, Tass deo sohr or, the TDD onry, —1mTro I The dessyr, meuvoprom, Suohng c000ldrons, sudah4dr, She "a of tins Truss W any 6ued.9 va the reepossmifty, of the Chstyn. the 0x>+r o% authe'ved awml or fhe Ruddue, Com, net, . the cortext of the VRC, rhe MC, the, urnat brokhrot code and Tint I The doormat of the TDD and any flaadut, of ft Trusft o,,�i;�oyt hates eer and bcacer Baasesus to themspostsddy o the guftrs; Chrospro.r and Cooftwfor Ar, notes set not os the TDD and the pracrtusr;o 'uva u %daC :.Mtx�fro r SONAy Inform firs, RK Sib oub4shed by TFd and MCA amWerenood far gamust 9,wjarroe TPt I deftsea 0hruortoshrudesh, and d.4hem of the T,us% Desqner. Truss Ecu t any W41vo; AR catotahzed huths 'I are a. defserd of TIN I - Dessia Engineer r, NOT the therd.9 Chuhtoan or T,m% System Erypnew a,%ffn E ea s 011'eney a deffoed try a Co: tract agreed are. . arkesf byaD padw—sived The too EMINMWNGLLe Copyrothd 0 2014 Phrr.0,04i Lf -C, (Efs,h Reproduce— of 0ssootrumess, . any foon, r, woh,tsons$ Meant ,M- pe—enuor, few" tarofoohr[oj LOAD CASE(S) Standard Except: 1) Dead + Snow (balanced): Lumber ftrease=l .15, Pinto hcrease=1.15 Uniform Loads (plf Vert: 1-2=-103, 3-5=,-62,5-8=-62, 9-14=-20 VVARNtNG W-n "no pamm !nereaod read notes axe 9m Twssttesqr, O,avorg O'DOf II 14t before use Unfess otner;,m stated on the TOO eery M,Tekwoned� piates shaltee used to, 0=1 10 be, vMof the sari ran arry RMMW50.taserr ar,"PtanfV oft", M')ONy wefeTP11 M s0ab,hty afod w of this), s Tool toe a.BWd,.q'% the of the 4'ffiw' the OWaunt'WS aoylmved ant or the Surfdva; OftVner, va the Tonnxt �r the MC, the 16C, the koa) bwkent; oode aW M r ThanAp prorvat of the TDO v-4 any froid um- of the T,u%,. anddog harysm Vog, storage, mstagat'aW blaa% ShO Wfro, feSpongrottty of The B.,kIng Desgmr red C veladol AN rvxtro spA Prot m jneT[10 and fne 'rpt 104r," too espensbfldws and "yes of OW Trus; Det,gne, T,.vx Oes%r Engneel and Too M-ufad.vrl, tyrrtes% Othentaoe cly.need by a C.Ma,4 act ,tnoo upw r, —tW by AN fornesrooled Ira, Twn Dev)p Ergm.6�e., NtBoc Bvddmq Deogv re, Tns% reyste. Enq'eneef W -y haybN M ca;eM—d Wrns ree as defiotrNl Eo Tor I Copynght h°+ Mia Pv,8ukJ-OTJ E ¢H}1tSNEtcdV, U,C, it),Jt ReVodW, ex, at tNs downnvef vo any Wfn, m Wohn,l,,d vaboul NM1hltrn pw.ssm hoo, ptos.fd'l)"r 2.9"8 4.2.0 4-2-0 744 6.6112 2x4 tl 3A..= 3x4 II 3x14 ""= 4x10 =" 4x4 -- LOADING(psh � SPACING- 2.0.0 € CSI. De FL. in (Ido) Udeft Lid � PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) 0.09 11-13 >999 240 MT20 1971144 TCDt10 0 Lumber DOL 1.15 BC 0.66 Vert(TL) -0,25 11-13 >999 180 0 BCLL 0 Rep Stress Incr NO t WB 0 49 Horz(TL) 0,04 9 We fre BCDL 10 0 Code IBC2012/TPI2007 (Matrix M) VVetght 140 to FT = 0% m _ _ _ __e C_.._ w_ _.._. . " .. _ _ _ _,_ ---- LUMBER- GRACING« TOP CHORD 2x4 SPF No.2 'Except" TOP CHO D Structurat wood sheathing directly applied or -6-14 oc purlins, except 1-2: 2x6 SPF 210OF 1.8E end verticals, and 2-0,0 oc puffins (6.0-0 max.): 1-2. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS 2x4 SPF No..2 WEBS 1 Rowe at midpt 2-4, 7-11, 2-11 REACTIONS. (ttrsize) 14-1123/0-7-0 (min, 0-1-15),9=1019/0-5-8 (min. 0.1-15) Max Herz 14=-199(LC 8) Max Uplift 14 =W29(LC 10), 9 =-4(LC 10) Max Grav 14=1242(LC 2), 9=1242{LC 2) FORCES,t ♦ # or less except when shown, TOPCHORD 1-14-1222J28,1-2=-1625138 4-5=-9761124, 5-6=-8701107,6-7=-1057162, BOTCHORD 12-13=0/1585,11-12=011585,11-15=0/1110, 10-15=0/1110 WEBS 1-13--1511999,2-13--1106/89,2-4=-1173/41,4-11=0/253,5-LII-351535, NOTES - 1) R for this design, Exp C: enclosed: MV\TRS t ♦ # vertical left and right exposed;Lumber grip DOL -1,60 #. ♦- 1(ground snow:D . R i 4) Provide adequate drainage to prevent water pending, 5) Plates checked for a plus or degree 6) This truss has been designed for a 10O pet bottom i tlive i ofloads. #wt # R pitchbreaks with fixed used in the analysis and design 12) Graphical purlin representation does not depict the size of the orientation of the purfin along R op andlof, LOADStandard ARNfNG . €+Cease tVtBnvgSNy, review the "Custconet.s .dgene,nt of PrnBartd Standamf T arms for R41111tao led Pl dl,, s" term. Veeny ctesrgm paramcKc rs arxl real rrxSeS txn ibex %rvrsx 4ea n Drawyt (I M)s arni Gse far.! fYpiesetaGc t (tev. 11-14} Wthe mary U Ness otherwise Mated on the T€ D, wny uy Tak connedor Oates shat[ be Med Tot this TW tri bf vand A4s a Truas Design Eng+neer it e 4preoeny Engtcsnat , (( the seat on any TUC/ rcAxescMs a:a a xpome W the profeaswan;at ertxJmeena+q resporvsasRa' hw Sha Mneftn arf doe tungfe Tme, deputed on the IDD onty a ndw T Pt 7 The tlrsNt+s asscmpin. ns, daad� cvsrxkiwrxs. } suaahtirty arn! tasxe of thus levee fes amny 8uok,Axag #d:a, r Ruxra�2+41Y of fts .-, Aha i3>mranr�C ac.Ktaan'.a5tl agmai? ae @ve Banrhideap L?ss�ncr, ua Skve aunts et of ^fie 3K2#^ Ow itSC, the Inca} bnttltA, n" ire and "fPit The i a xowa Of the TOCP arud any he%d use of She i mess. see:7uMag han*np mWagz afoa eon a"d tvaeeng, Shah he t#>e ¢cspowaSsSmlNy of the Su#6avq daetogner and ConMaetor. AN notes set out m the Tdt"s a xt the practic.TrS and guistetlrtrS et! 3'3uak3uag Gum{xmrnt..aaiely 3nfto-rma4 oil tESC9tp Puiai�+tittec7 t'S TPa aril 2,BCA are rctnrerrued tw gc+ter at gcmiarrc:a TP 1 1 hef ton the a espnrsStbiOttes aw duh" of the Trus:"; FSr Vater. Toss Denn t'ergane h arca Toss Wont a0 ser wkms When o deer n+d by a Cootm d agmed u4m En AvNeg by aS parties anwatwJ The: Truss C!e"n E ny orn m NOT the 8vttdtog Demg,ocr ra Traass System Enn e n for am tw,aftV AR capd ah2e d Unnis :en as defiles �n TPI A. IZNJ- EWINEMMuc Copy,xiht 0 2014 Rdy.9d-W Krtgt qy Eat {sial) Retwodmbon 1st #tis e exam et, ha any term :S p€ahttatC.i eXhout vxitter pe rmocs ftm P,,. okJJ),J- LOAD CASE() Standard Except: Uniform Loads (p+f) Vert: 1-2=-103, 3-5=-62,5-8=-62, 9-14=-20 ARhd[PK , FIe.aae thcupughlp ravaW+w ttse `Cussonave'm AetvxruAesAfyenreeat of F t08aAd Sbwdatd Tens tog M,enutaciarvees prcrdtxls` Conn UreaPq desu,7n �xaranxeters an[i rsta5 rootem on EVIG isuzps Ct n nzavvsgy (Tix p Z a. d Tse DrJ R stehnx,e Sheat €rev '# a,t4f fetor? real umess utieemSe xiatai ort lh,a I'M creasy Md ek ooeueeutor pkates shall Wused be tt s TDIi to ke v alet Ar a y¢neas Dom. A fnnor h e SS:na+.tiaby Ergmekq the Beat he any IDD regrersaeats an all-tewee lif the >^ offls at eregtreenr,g resrw°ens 4y far the dc,+gre nt the^. ssxagk Truss dr{ ke d an the TDO oaNy, order TH i. Ttte design csumpt+ens. Wxtd rryg taandztertx, sualf;atlly and use re th r Truss fn arty F3¢rtk&p iS the rk; eP a tY*t4y ofthe t0. nen. the o wfefs aUCtvanzed age"t tlr thr Blemurg h'tr ssg le, rrn tate wMerxt. of Ste RC£ the IBC. the fesat t?urN3irs!j �'a.x^ ie: Y+ro(i TM 3 The .ptiiwao ui the FCL) and terry rwW use le die Truss, aedtee rg hi stdltrvg swa^y.e, ievaitawn arm; botong, shay be, telae resgtm�ixnip o the B fleleng Caeatgner aced Collvastor M Troths eb ouf . fire TDCT ;and the 17j- Copg isra :,es seed gutcietrnes of 8u4eiastg Come anent Saletg Enktrmataon d Sa} guWasned Ray 7 Pi grad SAGA ma retferenz rd tee gang ra! gruel trace FPI 9 defines the rasRnrnaebtiisxs and dutes of the Tn" Nsgzarr, Truss 1pp( V?ksSg¢t E rrgneerr arnd Tnoss 5@,araul'sc^ttzrer emtrss othan rase rfeftnes! by as Ceahtrar7 e+9rrsat,9 upcwr to wr.'srtSS by a!Y paatr¢*s �maNad The T,ma Delagn Engalwser as NOT 0he raufteg ficiagees carr i'aus�s system Eoffv e?er E ter any ku,W.g. Ail earrfairae: terms are as definee m TPI 8qht 0 2014 PhlB.,k!-[bJ E.raganee ,r ng, U,C, £CajJ Remoduutann of thele decrement, do any tour es prataftsYr;t wahwi waffern pY h,o ssw From PbfBurfdLW Catorado Springs,Ces 7.600 s Oct 32014 MiTek Indus#€less, Inc, lived Sap 02 68:59;14.2615 Plage 1 SD:1deYHp JW5DRx3Ddtbjigylk5-goM4NHBcCS1dri2tFBF1UwX87NiCb4n7VvpyY80yljM7 94 4,2,0 State - 1:71.4 14 3x4 c. 070 =w 04. -. 2x4 2x4 H ea.6 ...',542 _.._...®..� '1�ki�4 , � 6 e 9-A� fr&�t2 Plate Cktteis (X Y L2 t7 5 8 J 2 81 ji 9 0 4 8 iJ 2 fi] _ .. ,... LOADING lost) SPACING. 2.0-0 CSI. DEFL. in (loc) Vdefi Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0,06 10-11 >999 244 MT20 1971144 TCDL 94.0 Lumber DOL 1.95 SC 4.52 Ver[(TL) -4.1710-11 >999 180 SCLL 0,0 Rep Stress Incr NO WB 0,85 € Horz(TL) 4 02 5 old nla SCDL 10.0 Code IS 2012iTP12007 (Matrix M) __.- __ -------- ! weight 133 lb FT = 0% ..... _. __.. ___,__,_,_ ____._ .,____-,_ ---------- _ - _._- _LUMBER- LUMBER- BRACING" TOP CHORD 2x4 SPF No.2 *Except" TOP CHORD Structural wood sheathing directly applied or 3-91-13 oc purlins, 1.2: 2x6 SPF 2100E 1.8E except end verticals, and 2-0-0 oc purlins (10.0-0 max.): 1-2. SOT CHORD 2x4 SPF W2 BOT CHORD Rigid ceiling directly applied or 6.0-4 oc Gracing. SS 2x4 SPF No,2 VVEBS 9 Row at midpt 4-11,7-11 REACTIONS, (lb/size) 14=•15610-7-0 (min, 0-1-14),13=1160/0-7-0 linin, 0.1-14), 9=89214-5-8 (min. 0.1-11) Max Harz 14=-199(LC 8) Max Uplift 14--298(LC 5), 9= -4(LC 10) Max Grav 13=1364(LC 2), 9=1094(LC 2) FORCES, f 4 fib) or less except when shown, BOTCHORD 11-15=0/949, i VVEBS 2-13--1041/75,2-4�922/42,5-11--361316,7-11=-5741105,8-10=01882,2-1 1=0/562 NOTES- 1) toads 2) Vilied� ASCE 7-10; Vult=110.,riph (3 -second gust) Vasd47stitft; TCDL=S,Qosf,, 8CQL=&Qpsf; h=15ft;65=45ft; L=24ft: e&ve=4ft; C it, 11; Exp C� enclosed; MWFRS (directionsil)� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1.60 LumberCategory drainage4) Provide adequate to prevent water pending, Plates plus or minus 5 degree rotation about 6) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurpent with any other live toads, ! " i • i t f .. t i bottomfit between the other.p 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 fty uplift at joint(s) 9 except (It -lb) 9) This truss is designed in accordance with the 2012 international Buildingand referenced standard fixed11) "Semi-rigid pdchbreaks with heels" Member end fixity model was used in the analysis and design of 12) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord, LOADStandard Uniform Loads (pff) WARNlNC � Reale Orerough y femesvfhe: IY Us'tooaar4 Acknoatedgerya, nt of FolAtlaid 611Adant renin tar man enturtat 5+sTdwts' to— Varify dessqn patamaxefs and read rates he this lot. Do.sVt CSrawrrry E'T(M) aed the %l+J Rfeewe ,oe Sheet qts-. 91.44} berate use Uadass otharwese slated entry IDS, eaniy hoe rek en neelon p{,atee thaft na hffaf fyV this TDP? is be wlok A,, Truitt Deese Et;glneeer he SfseoafhEnqinetnD Me sea, cxn an Tt)d7 er ;rams ata asci+ ttam a ¢aY kte: +sBassfona! a nae®n k t h n TIN Iaa les 0ey w the e1 �t e #a Tntas de on the von xt amts; F t 1al bu g code, e, d: Pr liar+$ Y S nS# pd t'Y Fwd e e Hilt su€tacai . Cif Oe:s 7r : a p r f °g X, t1� ;f a use u%e Ild m auhe s , w ea libel€ o true Cserres. the riumes`s aattwnxed En ar tl€n t h r '6>a k SY § ' ` Fen V ha . t%9 K3�t hn, Stager, at the g Dessgu+f flan trtC� the lw the otos 4u#9daazJ etxtc= aril? t Tae a4X�ravat of Sire iL"ttP arts! any 5ekl rase M Oaa'€aus%. inc�statttt0 hand&sx1, gtar<rga, sastasatvan .arut taaa;ng thaw tai itne cespgesikxS,fty a(i7oat C3tuOdurg C,iayrgaar and Csurtra"trx, A#f ,wie% set wax an thn TJ&i anti the ptact,ces and gurdetartss of [tu6dnet Contponant Safary infoahatree yBVSIi ptdofineed try TP4 and SOCA we :et'gereneyd to, Wuhan pu�rlantra. FR# t ¢9ehrute ttse respatesalk&tle:s zvrsf dtrtaee o} fPaaz 9+aaa, CFesagn+:r. Ynass Demon E'Ve eer arni 1 nAs Manu6cture, unless pthewe e derned by a iC:Stastaca axf,a, d upot€ m wr¢m4 by alt paaues inatey.0 T he Tons Dessgn Enfpneer s NC71Klee eue:l [fW9n0tr w Trus% System Engmeer to, any fufseat. AR caxiahzad tfa ns are as &tl 6nem. IM t. C. pyrone 02014 € mSuW' DTJ Erkdineentyt LLC, (DrJ➢ Repomyotsan of Out cNso. ment, rn any ftem a P(lanbled -ONAat amttern r e:an4w0o from P1081..0d C)a'J- 2X4 4 3-12744 &5-12 3X6 ,= U4 =" WD =:� 4A = 2X4 It LOADING (PSI)i SPACING. 2-0-0 CS1, TOLL 30.0 Plate Grip DOL 1,15 TC 0,57 TCDL 10,0 Lumber 00L 115 BC OAS BOLL 0.0 Rep Stress incr Yes WB 0,37 BCDL 10,0 Code IBC2012frPI2007 (Matrix -M) DEFL, in (too) Well L/d PLATES GRIP Vert(LL) 420 9-11 >999 240 MT20 197/144 VerftTLL) -0.39 9-11 >686 180 Horz(11) 0,02 7 n/a n/a LUMBERp BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BLIT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD WEBS REACTIONS. (lb/size) 11=89910-5-8 (r`ffnL0-I-92),7aS99/0-5-8 (ninL0-1-12) Max Horz 11 =-271 ILC 8) Max Uplift I I =- I 7(LC 10) , 7=- 1 2(LC 10) Max Grav I I = 1 102(LC 2), 7= 1 102(t, C 2) Weight: 119 to FT = 0% end verficals, Rigid ceiling directly applied of'10-0-0 oc bracing. I Row at midpt 5-9,2-11 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind� ASCE 7-10� Vuft=110mph (3 -second gust) Vasd-87mph: TCDL=45.0psf� BCDL-6.Opsf� h=15ft; B=4511; L-2411� eave=4ft; CatH; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=I 60 plate grip DOL=1,60 snY w: Lumber DOL=1,15 Plate DOL=I, 15); Category fl� Exp C; Fully Exp.; Ct=11 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent vrith any other live loads, --N 32�R AWARyANG Verity and —e hoWs an thus Twss Chisge DhtM9 {Mni and the D,JRefe,ewtSheet very 11-14) befthoute Urem otherease stated or, the TDD the -W 02 any TDO,epesents ah wireptarK* of the roof wsrothO e V y he the da'sign of the S"'gie Tww depaled or, the TDD Viey, vede, TPi I The dewy:, assumplenes Wding, cerdawls, $he Xt ra iredbomedaptaho, the Stakeng D"qw bra ftv wieext ol the RC, the 18 ,1, She tonai Wdng code ars9 TPI I The Zpwal at the TDO and any fietri that of the Ynm vad.&IV haleleng, stip age, mWalawban and braciter Shay re the emponSlUkat pt the SuOhq Des,9.01 and Cmeanho AM holen set W h the TDO and rie, rda^5 Fa f Rey[ S a-fttlhlet t0hftS othateySir definad by a C.erad ageendupOhm w'WV t'y so pdie% —&�i The lwss bvr�"iin Exweer * NOT me shkierg 0'w j;;1 Tm"% systam ENn4w yal',�Iid hryMS of 8' 1 fin a—s any Wad.9 AD cripftateed , areas ddeemedttr ' TR I v EMINEWWw CopyrqhtQ20t4 PfatEiUad,00 Enpneehryr Ltc' (onit Rep"4w.Gtt ot th'sdoctenera any tarre, de wohiwed "thout w0ren pefinswA hom Pfa8wkhChJ NM + ...... 1,5,10A .... . ........ --------- ___+_24-,4_Q_.j 43-12 4-0,4 7-6,4 6-5-12 2-0-0 3x6 = 3x4'== 300='= 44 = 3X4 11 Sews = 1 M'9 LOADING (pst)SPACING- 2-0-0 CSI. DEFL. in (too) Iideft lid d PLATES GRIP TOLL 30.0 Plate Grip DOL 115 TC 055 Vert(LL) -0.20 10-12 >999 240 MT20 197/144 TCDL 10,0 Lumber DOL 1,15 BC &43 Vert(TL) -039 10-12 >686 180 8CLL 0.0 Rep Stress Inch Yes WB ( 37 Horz(TL) 0,02 8 n1a n1a BCOL 100 Code IBC20121TP12007 (Matrix A., y ight: 122 lb FT = 0% . . . ........... . ... LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except ESOT CHORD 2x4 SPF No,2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied of 6-0-0 ce bracing, WEBS I Row at midpt 4-10,2-12 REACTIONS, (lb/size) 12=89310-5-8 (min. 0-1-11), 8=1038/0-5-8 (min. 0-2-0) Max Harz 12=-291(LC 8) Max Uplift 12=-I 7(LC 10), 8=-70(LC 10) Max Grav 12= 1 094(LC 2), 8= 1 282(LC 2) FORCES. (ft) - Max, Comp,/Max. Ten. - Ali forces 250 (to) or less except when shown. TOP CHORD 2-3=-7431134, 3-4--843/118,4-5=-986/61, 5-6=-1239/23,6-8=-1224/103 BOT CHORD 12-13=01567,11-13=01567,10-11-0/567,10-14=0/928, 9-14=0/928 WEBS 2-10=-6/287, 3-10=-451374,4-10=-518/102,2-12=-970/0,6-9=0t911 NOTES - 1) Unbalanced roof live toads have been considered for this design, 2) Wmd� ASCE 7-10; Vuft=l l0mph (3-wond gust) Vasd=87mbh� TCDL=6.Opsf, BCDL=6,0psf:, h-15ft; B=45ft� L=24ft; eave=4ft; Cat, H; Exts C; enclosed; MWFRS hfirectforial)� cantilever left and right exposed: end vertical left and right "posed; Lumber DOL=1,60 plate grip DOL -1 AQ 3f, TCLL� ASCE 7-10� Pr=30.0 Xsf,,roof live krad� Lumber DOL=I. 15 Plate DOL -1 A5 round snWtPL=2Q3_0-f_jrflat roof snow: Lumber DOL=1,15 Plate DOL=115); Category 11; Exp C� Fully Exp.; Ct=1 A 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WARNNG, - Please teonaettey teethv the "Cledorhea'$ Acko"hedgentn4 of PotStaid Sleothad T -he fix manuf.dwed prodwos" to,", Went de%oln pa,meeoff and n," notes a,, thm Toza Desege Dmeang (TODt and the, 0,J ROvence Sheet heo, 11, 14p Wver use Uni m, othsneeeslated on the TDO Wy he T ek cannecte; plates shoe be used he thm TDO 10 be o0ld As a r hos Desoll Enoo ml h 0 , Spethlfty E V—, t, the seal on iby MAT eepotsehu an acceptanot, of the, professional enyoleenng nhoesovolefty he the delogn 0 the sotqW rtum dopkteel oh the TOO onfy�h under Tlef I The deS?n aSSuMppons, doadelqtrwoftons' suvtatxhly aW As ofPso Truss hot any Sweeng's the of the C"enter, Me OnoeWs wthonzed agent p£ the SaNra lRl: the IPC, nee apphleat of the TOO and any baby u"yof the Tway, letaxiao ho went stooge, magatee, arbl t"cnq� shag be the ma the BuWatq Des9m, aW Cleetacke AR mhht set out of the, TOO am the U.Mvet cmpoftst Salary leen, talon jFX'8lt PkAshed by I'M aad SBCA am,etereetod Re tie heal quolanoa, hPf I deAnet thami.etposibAd*s and donee of the Taws Drsgm Tants Maefila.ha ehoos othensoo, d0ood fee, a CoMiad agived ease a, modog by all had— hoofsxl Th. T— De%gn EWo,,o le NOT the Rose 9 Doogolnx T,uss xyten' Eagmeer Rah any heed q Aft eaterahuedterms ... asdefined ,. Tto I y. BIMINEMNOUC - - -_ ------- j k_L2_iL"Lj 1-3.8 4-2-0 4-2-0 7-6-4 6,5-12 2.0-0 15 14 1. 12 1. 11 lo 2.4 H U4 010 04 30 ii M� I LOADING (psl) SPACING- 2-0-0 CSI. DEFL, in (loc) Wall Ud PLATES GRIP TCLL 30,0 i Plate Grip DOL 115 TC 0,90 Vert(LL) -0.07 12-14 >999 240 MT20 197/144 TCDL 100 Lumber DOL 1,15 1 BC 0.55 Vert(TL) -019 12-14 >M 180 BCLL 0 0 - Rep Stress Incr NO WB 0,95 Horz(TL) 0.03 10 old n/a BCDL 100 Code ISC2012fTP12007 (Matrix M) Weight, 137 to FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-0-8 no purtins, except 1-2: 2x6 SPF 210OF 1,8E end verticals, and 2-0-0 no purlins (6-0-0 max,): 1-2. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing, Except: VVE BS 2x4 SPF No.2 6-0-0 oc bracing: 10-11. WEBS I Row at midpt 4-12,7-12,2-12 REACTIONS, (Iblsize) 15=99810-5-8 (min. 0-1-13), 10=109110-5-8 (min. 0-2-2) Max Horz 15=-218(LC 8) Max Uplift 15=-28(LC 10), 1 0=-6 1 (LC 10) Max Grady 15= 1 159(LC 2),10-1346(LC 2) FORCES, Qb) -Max. Comp.[Max. Ten, -Alt forces 250 (to) or less except when shown. TOPCHORD 1-15=-1180/0 1-2=476/14,4-5=846/120, 5-6=4461103,64=-930158, 7-8=-1326147, 8-10=-1290193 BOTCHORD 13-14=01796,12-13=0/796 12-16=0/1000, 11-16=011000 WEBS 1 -14 -011428,2-14=-1102177,2-4=-1036137,5-12=-29/402,7-12=-534/101, 8-11=01985 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2�, WincV ASCE 7-10� Vuft=l 10mqh Q -second must'. VasdE8_2�m_.%h; TCDL=6. : BCDL=6.0,,zsf� h=15ft; 8=45ft: L=24t eave=4ft: Cat, It Exp C� enclosed; MWFRS (directional); cantilever left and right exposed'. end vertical left and right exposed; Lumber DOL=1.60 plate Y rip DOL= 1 SO 3) TCLL: ASCE 7-10" Pr=30,0 psf (roof live toad: Lumber DOL=1,15 Plate DOL=1,15); Pg=30,0 psf (ground snow): Pf=20.8 psf (flat roof snow: Lumber DOL=1 15 Plate DOL=I .15); Category 11; Exp, C; Fully Exp.; Ct=1.1, Lu -50-0-0 4) This truss has been designed for greater of min roof live load of 12O par or 2.00 times flat roof load of 20.8 pat on overhangs non-concufrent with other live loads, 5) Provide adequate drainage to prevent water ponding, 6) Plates checked for a plus or ininus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads bill fit between the bottom chord and any other members, with BCDL = 10,0psf, 9) Provide mechanical connection (by others) of truss to bearing plate capableolwithstanding 100 Ib uplift atfoinds) 15, 10. 10) This truss is designed in accordance with the 2012 international Building Code section 2306.1 and referenced standard ANSVTPI 1. truss, 12) "Semi-rigid pitchbreaks with fixed heeW'Member end fixity model was used in the analysis and design of this truss, 13) Graphical pur-fin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, EMEM23M= YVARNM - Memo the oughNy review the "Cusemreft Ackh—Adgernerd of PmEkeid Standard Semis to, R4anutarRureet FroductV, f0he Venly deakgn panamotem And mad rey" an Dec T?.m Des9h DnmaV ;TDCn and the DIJ fratefeMe Sheet trey. I 1. 14) befole use Unless offie—me scar on the TDD, WRY We* cWthedv peahhtshaU ne med f., ttys'= V3 be valid A. a Imss Desqe Engew, to a , S'PecQWy ENmew), ftyeai of, any TOO fery".1ft In acceptance of the proleyewat efgftneesarYg lesponaboh, for the desp of ft %NW Truss depDled W, the rOD vdy, under TM Y The diems assn s, knKelv ho,"MKIns, sQAab*), a use of nes Thm to, any oudYerg M the mparawboaty of the Oeav'r, the 0,enete aulhom-ed agent ex the Eheld" Dmrj,,&. m the wnt"I of the RC, the W, the heal Witting code anyt I'M I Tne aermawlt ot 0e, TOR arel any held U%,, of The TWSS, mddhtt handWag, skaqe, drrstariahonand btav% ehak he, hm, hnaxhs&oy ti"ne r,'viyeN oesqher avid CoeVWor, AN notes %M 0,0 m the TOD and the rxwkes ariasv,q 9.,delctes of S.AdCoWpowe Sandy tnftwharyat QBCS4 pubbehed by I R wet SOCA are Womeced Wgewhie 9mla 16"1i jehnes The mpmewbakWes arct dhes of the Tnm Desgnw, TntF% tt Deagn F,,arew and T,.%, Manfach,ref, UMess by a Catered agleedupen M wTheg tly ad palUes moieed The Tnays Demp Engineer a rKYf Ove, BuOdnyty Devgner o, TShs% System E+hpheev fw any buNkfing AN catotahzed lems ,e as deAned . FP1 I _1V ENGIAUNNOux CoRyfStte 0 2,014 FeoBuOd DfJ EnVneenno U.C. 1Chj) Retaaftlm of tha, dacunwt,et am fodh* pmftbaed wehwt aamen pehnwthac rem P,08aydf)"J 7.60D s 0,1 3 2014 MiTek firhlusl6m fob Wed Sep 02 08,57 57 2015 Pa;e 2 IR IdeYHpW9JQ'75DRx3Ddbjigyklkf>-gXrepT_yDDu2l8mcm6R211 k IWYNMO LOAD CASE($) Standard Excetyt� .6 WARNEW— PA800 Maoughly htVi the `CtWoveees Acknw4edgenwnt of PoISM Skandwd Tereus. te, Mahutdovol FoMucW Gem VAINII-N.M-1y"' 414 mad noyes on this TI'M Des0e, DIAMN 0y)Df 100, only NUTekoohnedooatesshag beusw �brh.. 1. . 11 e Tons Oevgh EIgnee, tae Specetty Engm,ut, The desq, eau roma. �,daiofity ard uhe, o the Tluss W 8hy 8.0mg m the ftponsfofity f the, 0-w the 0,oeft mhavzed agem w the S.*I.g Desyhe�, th the, comext of tho RC the 18C, too kma� buI&N �d. PI I The apyewai of the TM -0 any hem use M the T'm mcludoot harKfiaYj et.lage, SUyfl8loht o0d toOOng, snaN kx, lho,"poosUdy o fhe Bot," Desyne, a,vI ContraMor. AV mAm let Ad in the TDD and the Pladt0ft and gdIAII&S of BUAdMg CoMpArytht Sayety Wwouthet, tBCSh pA*shed by TPI asci $KA xemhhenced Ro Wmmt gudanoy TPI I detmes the responsbAbes and duees of the Trus Dexqnec Imsy D"S'Ah Uopnem, and I nefs manufachm, w0evs Ow,rwstae definyxi by a Coaftad agreed upon ., v-ftog by mi p,e�,y t -O -d Tho Tw&& Dmgn Ege", m NOT the 8,,ddg Nsqmh sx 'fams Systf., Pngme, by any t)uqmklv Rd CaMakte'd ternvz am as defined m IPI t Copyrght 0 7014 RoSwM CoJ EnMo",-g, LLC, ([),Jt Rmodectom W thm, document, e, Any lohn, m prommed .0hout wntten pyhovymm, team Pfo8.MDJ 3-3-8 4,2,0 4-2-0 7-6-4 6-5-12 2-0-0 4X4 'w' 20 h 4x6 :aa = 010 = 04 = 3X4 H I RRM311111M LOADING (part I SPACING- 2-0-0 CSI'I DEFL, in (too) Vdefi Lid PLATES GRIP TCLL 30.0 1 Plate Grip DOL 1.15 TC, 0,92 l Vert(LL) -0.09 12-14 >999 240 MT20 1971144 TOOL 90.0 Lumber DOL 1.15 BC 031 Vert(TQ -0,28 12-14 >999 too BOLL 00 Rep Stress Incr NO WB 054 Horz(TL) 0,05 10 nut n/a BCDL 10 0 j Code iSC2012firp12007 (Matrix M) Weight: 144 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticats, and 1-2:2x6 SPF 2100F 1.81H 2-0-0 oe puffins (6-0-0 max,): 1-2. DOT CHORD 2x4 SPF No,2 BLIT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No,2 6-0-0 do bracing: 10-11, WEBS I Row at midpt 2-4, 7-12,2-12 REACTIONS. (lb/size) 15-115610-7-0 (min. 0-2-0.), 1 0=1 18010-5-8 (min. 0-2-4) Max Herz 15=219(LC 8) Max Uplift 15=-29(LC 10), 10--63(LC 10) Max Grav 15--125%LC 2), 10=1 (LC 2) FORCES, (lb) - Max, Comp./Max Ten. - Ali forces 250 (to) or less except when shown, TOP CHORD 1 -15= -1230134,1-2=1894/44,4-5=-10071124,5-6=-9011106,6-7=-1085161, 7-8-1458150, 8-10=-1389195 BOT CHORD 13-14=011849,12-13=011849,12-16=011109,11-16=011 109 WEBS 1-14=-2112208,2-14-1094/91, 2-4=,-1204141,4-12=0/260,5-12=-33/564, 7-12=-5121101, 8-11=0/1035, 2-12--1195/20 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Vlmd� ASCE 7-19; y/ult- I 10toph (3-secf, h* qth� TCDL=6,9,iiisf-, BCDL=6.Opsf; h=l 5ft; 9=45ft; L=26ft; 6aye-4ft; Cat. H; Exp C; enclosed; MWFRS (directional); cantilever $eft and right exposed ; end DOL=1,60 plate grip DOL=1.60 snow: Lumber DOL -1,15 Plate DOL=1,15); Category Ir Exp C� Fully Exp.; Ct=1.1, Lu -WG -0 4) This truss has been designed for greater of min roof live load of 12,0 psf of, 2.00 times flat roof load of 20.8 par on overhangs nR n -concurrent with other live loads, 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. truss. 12) "Semi-rigid pitchbreaks, with fixed heels" Member end fixity model was used in the analysis and design of this truss, 13) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. WMEM33M= September 3,2015 ,&WARNM flea", tholceqh4, tevowthe "CuMmef'a Acknoy4edgemint offtSuo 5t and Term for Manufactwed Fhodud%` fon, Verity 411E the 00 ReleteMV, Sheet lieu 11-141 beWe v" Untes%Nhermse stated on the IDD, only NUTek wme" featesshanbe used b, Shin PCi e be vWd A. a Tnas D"gn ENnuer (c e, $M,44y Engmew), IN azar *n any I Wmeyesmhf an arcepfanoe of a* pwfinwwas eryi'menng m'spo,'46MY kv the de%gn of the wngte Truss deWted on the TOO or4y, uedW TR I The ftson a u.;A*ny b0"g corMeom SwZiq a,W ." of fts Tm. To, any Suddwq as the mpms,ofty of the Chow, the 0~% `h or the Suftht; Dos7ew, . ft =WA of the RC the 0,, the imW Wkbm wdhi shad TR I The U= appowat of the TDO and any fwAtf use of the Tam"fthgeNg hadigey, Sheave, hnlagabw a a be V .spo"Wy o' ibe Buddohf Desgoyer aril Gareruta, Aftyhes set owl m the TOO and the arld gkoo'ne.6 of Seelceng cmpoee.l safety lheetnabw (SCSPi pubhshcd by TM and SBCA ammferw* d fm ge"TW phiance rpt I dome$ the'esponsoxWes and duces of e Fri lao"9M, Trow, The, Tt,m DesSinEogeneer a N01 the BoM.9 Dasew v Truss Sy%lm E.genew V. Axw,y NOON AN cap,Wved term am as defined I ENGINEMING L L c C opycoht 0 2014 Prc8,nW0rJ Erapnfttsrg, i t.c, (Drjf Fiteamimton ot a'" dmnesa, m any form, m ptoilteaed eathout wMen feemeeem fitm FhosutWcoj LOAD CAS (S) Standard Except: 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=115 Uniform Loads (pff) Vert', 1-2=-103,3-5=-62,5-8=-62,8-9=-62,10-15=-20 AWARNNG, Flsoe Utor"fity many oys —,yalmaes Acknovhedgenvot at FeDBUIRt Stanlald Terms to, manuradved PTOCkAft" Into, venty desg', panveyhos and ad ooyes ova ths irn&% Desqn Ch—vV (TDOt aW the, DJ R.feteme Sheet (rey 11 14) beftwe use. Untess olhe�, stated on the ITID, ohty Wek comedo, h4aks send be used to, Vee TDD to W vald As a Tems Deygn Etcomer n e , %Peoafty Engmee,0. thP �W on any TTyD fopesents w, aooernanat at the P'.hemon.1 eng'"'toong IesponsgAnt to, the, detegn of the swath, Ttuys ds ted on the TOO oNy, r4w TM I The des " asswopbom, Wden; oo,whnoes, so,tathfay .,d had of ha TIM 10I any StakIng e, The , f the Cfenw,". the 0~'s affetozel agem Of the fhow" Coeme, ' . the oorlext of the RC, the HBC the Sac WON cove ane I R I The apohwal of the "Dr) am any 6ekl use ot the Iu%% ddfy; haItotev, stma", oeetadatm aKt t."nang, Shop, oe the'espornmeley The BM.e; DesIgne, and Caa,ad AR notes yet hot m the TDD a,,d the ffaaaew and Q.'deh'vts of B.datng Coinpo"nt Safety $of... Dd,s,gn E'ngove' and rtuss umm othe"w a do'hhed by a coawt ag,-,d pon n nyg by ad paft.nhodod The T,.,%e Cdwgn f FapYbes, m, W the 80K an; Deam, 0, Tuss System Enghnee, 1W any bunn,q AH capdaheed tones we as defitunim TFn I Copy,,ght 0 2014 NoBukf t),j F ngenio i r UC, (CyJ} Repoduchon of hes dowmern, m any fano, m poh0led eetwt w,,"en penntesm than NoDuAd-OtJ N -------___21.1A Z . ... .............. _27-,ZA___ 5-3-8 4,2-0 4-2-0 7,6-4 6�5,12 2-0-0 lo 14 12 11 10 3x4 ii 5X8 = 44 11Z: 502 04 == 3.4 if I LOADING (psh SPACING- 2-0-0 CSL DEFL, in (too) 11dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 4.15 TC 099 Vert(LL) -0.18 12-14 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC I:00 Vert(TL) -0.4512-14 >726 ISO SCLL 0'0 Rep Stress incr o 0178 Horz(TL) 0.07 10 The n/a BCDL 10.0 )7 Code IBC2012,/TP120(N (:Matrix -M) Weight: 152 Is FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 1-2.2x6 SPF 210OF ISE 2-0-0 oc purlins (5-5-9 max.): 1 -2 - ESOT CHORD 2x4 SPF No. BOT CHORD Rigid ceffing directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 6-0-0 oc bracing: 10-11. WEBS I Row at midpt 2-4,7-12,2-12 REACTIONS, (Ith/size) 15=130910-7-0 (min. 0-2-2), 1 0=1 274/0-5-8 (min. 0-2-7) Max Herz 15=-220(LC 8) Max Uplift 15=-29(LC 10), 10=-6(LC10) Max Grav 15= 1 360(LC 2), 1 rho I 545(LC 2) FORCES. (ib) -Max, Comp./Max, Ten. -All forces 250 (lb) or less except when shown, TOPCHORD 1-15--1300152,1-2--3020166,4-5--1168/127,5-6=-1057/110,6-7=-1240165, 7-8--1590/53, 8-1 O=- 1487197 BOTCHORD 13-14-012955,12-13=0/2955,12-16=0/1219,11-16=0/1219 WEBS 1-14--45/3171, 2-14=-107IM032-4=-1373/45,4-12=0/297,5-12-37/740, 7-12=-492/100,8-11=011206,2-12=-2225/40 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wn& ASCE 7-10; Vult-110mph (3 -second gust) Vasd=87mph; TCDL=6.0,%sf; BCDL=60-irsf� tt=1511� 13=451t� L -210L eave=4ft,,. —Catit Exp C� encloserL MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber D0L=1 60 plate grip DOL=1.60 snow: LumberDOL-1.15 Plate DOL -1,15); Category H; Exp C; Fully Exp.� Ct=1,1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12-0 par or 2.00 times flat roof toad of 20,8 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water pending, 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. WHEMEMOMM September 3,2015 T_ WARNM Moose thoIoLgMy Acao,ow1bagament of Proewd Standwd Term for Manvfactured pmd PV deoVn pwo..Ws And read Mes 011 the, Toon Desip 01a;;N C1[ 3P acrd I" DJ Reloleryte Sheet (rev 11-14) bhrXe use U11tess OftrohMN nate0on tho T W, tarty MiTek eomedw rtatft %had bwelasl' Wfot2fol Vfhem"', 00 to be vabd Aa Twos Dmqn Ergoee, ti A , St 6aflyf E,,grhyeq, the seat onany T0D,e;xe,% 1hed'al Sudabddy and use ."KIS TIUSS to, any Surd" to lbehmopmub4ay of the Crnyne" the ONvoers --homed Avery of MN De e shrOyhe,1 .. If* CoMeot 0 R the C, VIA *C the � "I t fkkhg ofde And TPI I The .pp'o'm of the Tbo ;-; ..Y fieot r,%e of the Teras, "XIwing had.g storage, mataftWo And Nacmg, AhaR be 0 the fowldhV Ve5q,*, WO Coofractw AH Mefs Ser W o ft FDD and MA prWImN, arw p4eoan Of 8.01.g CWrPone"A Sa"Y lAtothfaam f8Mpuayshed by rPf and SSCA ale WeMOad to, gooelaf owdance TFv I dehms the t"ponwNhU,,f and dutw% of t" Tru wtftsothao,ove darrnyf by —Wed The %ssDmgnEt' 9neox m NOT the Bftod I,, any Wltdog AR �VehVed temrs-wo a%detyaedm TM I �N 0"Qm, v I nares RWodamofftsdocrehem ENGINEMNGLc GOAD CASE(S) Standard Except: 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate tncrease=1.15 Uniform Loads (plf) Vert: 1-2=-103, 3-5=-62, 5-8=-62, 8-9=-62,10-15=-20 WAfi'.NCFdf b - Pieasw nodoughfy myu ea 4MVAedqen lyd at Pro£tu,ki Staheherd Terme tos Mf oadadtwed 4 rndwAs' Corm Vehfy, diestgn pa,ameh es and reA holes on than Truss Otho n [Nav,vo; {7'G£Tf and She EXT Rek,eme %flrsrtiY trey t 5. , ap befiae use Linde%s ovo wee, stated on the TDD ante M"., Fete ae-el' Mates Shape bs used 1nr € o' ,,D to be e°W d As a Tnef% Damp F:'tVraee f h e , SpecutKyy E nptoeet ttns seat on aay FOD reapreserets nen acrerUnoe of the „uofeswama7 erdgeneer+aeg reapCNcatteViiy he the design nC the v,eq «! Tru%% d¢ prcrof oaa the TOO mD, ve}dcr TPt 4.. The cdcnae„ . amumplrecm Wading curtd+wns., sultatAh, and uSe at ti'a Tom tar any aull,hr g ea the, tespor otofty of tow Gvaewr. the: 0, a ef. autheaa ved age A or Vne E .Admg Desger, on the eomew of The sk'C, rine 166, She docai iukkeg code am TPI t. T o aG4noasdp of Ihk 7t'.1C3 and say Atrt7 u%w tk=" Che Tru, S. trw9udcrg hsa+rd4r'wT 3ttrr%gp 'estaflattod .,4 t':+`d1'Yng sheat be, the tesirotisftyMy u the Butdyo Detogner a+e I C:rnttructar. ALU cotes Set ouk to the 7 p(t artti She p+`acf.+.es and gwde&nes cat Suatdmg Cl nraohf a Safety two ntatrao fOCStk tatrSafsttwd of T Pi wend SSCA are rarno a ear krt gemsat gi%dianda?. TPP t de% the eesrxansatxbbew and whes of tre Truss L7w%ytcwr Tnoz Desogn #'.rtgrn"r ani# Truss M;anufatturer. to kn s off erwese defined Ory a C".ohnacn a weed upon m v+ ono by ;aO fay oo aavo vet. The Teas Desch Ew rnm ks € UT the E3u%drnp Defmgonr or Tteraa aysaen 4'nTmeee yyy for any to,06 ng AR wayntafacd !errs we as defined to TR '! ra vmrirxttel' capyifgilY 0 2014 PPiSd#tFffd-ri4a' E'!h}tneeFtng Li.t,, p()[vik fie{kaKpt±UtXMV 0 tif3 tkXaLrYftrFN, Cts wRy hrria 43 p€GdPiCnkl„W ,wNdhUUC +wfaYSCvt fNkfttt,SF#tWk nein PPdirTiNiKG {iij, Q-0-6- - ----------- - uss Y" ---- ---- ---- -------- -- -rot -y ........... f 00462924 L 1r,C_CS44AL!AC �E 13 Root S M 3 Job tn . . . ......... __JPP!L C0101adoSprings,Co 7M0 s 00 3 2014 MiTek Sndusthes, lnc. Wed Sep 02 08 57 59 2015 P& tD,IdeYHpVV9JQ'?SDRx3Ddbilgykik5-cvyPE8?Clr8mYSw-4XTWNmPdIKVdalqw3t ' yhjMM --a-ZA-Z ___j 7:0�0 --__.1.,.,e-.-. _112 __._ t, --- ____ _+1174:0--i 17-12 3-44 4-2-57 4-2-0 7,6-4 6-5-12 2-0-0 04 --- Scale - 1:71.7 3,6 3X14 = 3x101AT20HS = 4X4 3x4 '-= px� 0 M LOADING (pef) SPACING- 2-0-0 CS1, DEFL, in floc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0:90 Vert(LL) -014 13-15 >999 240 MT20 197/144 TCDL 100 Lumber DOL 1,15 BC 084 Vert(TL) 454 13-15 >661 180 1 MT20HS 148/108 BCLL 0:0 - Rep Stress inch NO0,80 Horz(TL) 010 11 n/a Wa BCDL Wo Code IBC20121TP12007 (Matrix M) Welght160 lb FT =0% LUMBER- LUMBER- — ----- -------------- BRACING- —._._._----_1-.--._---- - _- _-.. ,-.. ----------_1--------------- TOPCHORD 2x4 SPF No,2 'Except* TCP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins, except 1-3; 2x6 SPF 210OF 1.8E, 6-7: 2X4 SPF 165OF 1.5E end verticals, and 2-0-0 no purlins (4-10-4 max.): 1-3. BOT CHORD 2X4 SPF 1650F 1,5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except WEBS 2x4 SPF No.2 6-0-0 oc bracing: 11-12. VVEBS I Row at midpt 3-5,8-13 2 Rows at 1/3 pis 3-13 REACTIONS. (Ib/size) 16=1436/Mechanical, 1 1=1357/0-5-8 (min. 0-2-9) Max Horz 16=-220(LC 8) Max Uplift 16=-30(LC 10). 11=-67f LC 10) Max Grav 16=1 446(LC 2), 11 =1630(LC 2) FORCES. (lb) -Max, Comp,/Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=-4006181, 5-6=-1305/131, 6-7=-1188/113,7-8=-1371168,8-9=-1702/55, 9-1 1=-1572199 BOT CHORD 15-16=012066, 14-15=013920,13-14=013920,13-18=0/1311, 12-18=011311 WEBS 2-16=-2361/91, 2-15=0/2255,3-15=-1036/89, 3-5=-1517A8, 5-13=0/342,6-13=-40/888, 8-13=-474/99, 9.12=011298, 3-,13=-3126152 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL-6,Opsf; BCDL=6.0psf; h=15ft; B=45ft: L=2911� eave=4ft; Cat. ll� Exp C; enclosed; MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL= 1 .60 plate grip DOL=1.60 3) TCLL ASCE 7-19� fer=390 psf (r*of live l6a& LyFMter 9451=1 15 Plate QOL=I, 15)1- PI -30A psf (jrovn4 sminiv); Pf=294 psf (flat rovl— snow� Lumber DOL=1,15 Plate DOL=1,15); Category it; Exp, C; Fully Exp,; Ct-I .1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water pending, 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads, 2#,;4 e fit between the bottom chord and any other members, with BCDL - 10,Opsf, 10) Refer to girder(s) for truss to truss connections, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 11 121 This truss is delned in accordance with the 2012 International Buildin Code section 23061 and referenced standard ANSVTPI 1. Vur"T ra';—dre-uarn truss, 14) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 15) Graphical purlin representation does not depict the size or the orientation of the purfin along the top andfor bottom chord. WARMNG DO ardtiw LWRetentme SheOttne, 11.14) h0we ti e Uthwn otherwise Mere nnthe TDO ordy hiller, comledw taMes "I Sava mod da On. TOD to be, Valid AS.TismDeT,-,fyn TrmdephAe,0orrftTito oh1y,uhdh TPt I Thu" design ass—pbom Wdtattorinabrona, RabdAy aod .'", ca this � ws, to, any 8.Odmq m fre fespomadity of the Ceehe" the Cheners authehzed afterif ., the SuMes; Chmy,ua, in ft cantiad of the iiac, the MC, the locat buktq owe arx$ t Pi I The thermal of the I DD and any bekI usO of M. Thda thchxxny; h ant andi 9, shaft be ft,esteemnbah, 0 the 6.0dror Des and "Anvactof Al hotes yet ouf �. rhe TDD anti the paebeft aw gaax3etiavos of B.'W'N CMPO-Ot safety thfo,ebod {$M) p.1ekyhod by TR and SBCA,ve efinenced far getunat giadance TPI I dernes trien,sponsyabues at'd dunes at the T,V%, Deng— Tens 0,"hn Fnipeee, and True. Manufacture, Tkw Tves Nmfin Esqewe�na NOT Thins Sysk;,; th,goew to any mWeat Alt catetafeed hOms :aro as, dafanni re TPI I Copygetht 11.'4119 FhoSe,11,00 Ereti,,,*0119 LLC, 00t ReyeaduoLh011 Of this . any rOn, m pnd,,hted w0hout wyTem, pehhmwoh thne PnAfunJ-tsJ LOAD CASES) Standard Except 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-103,4-6=-62,6-9,--,-62,9-10=-62,11-16=-20 WARNING - Prease thMighly f'n3£tw Id Standind T'enna, to, Manufactued Ptoducta' Kirit Veh7 din paeametam loan read noted on thy,True% DesS�n (hawng JODI a:d pzr f7r,4 RroRerence Sheet (rov. 11-14t Wfive Se Unless niherviee stated ou the TOC} only Mai ea uamt+sudor Openshaft be Wed sur tku, EiCa to t� valid.. Asa Tn tes Design Ei dgwneer u r Spuetky Eeijmee t i, y the, seal on any T DO represents an acceptance of Ide pmtt>ssayhd vo fohnfitneitynnisitehot for they deW, et the s ngkt Truss de timtent on, the TDO and under TPl t The dawn assumpeans beans cards nsw sullabiety .mid use„ nt Chs Trues' ou any Soddagg M ttre 1"PoteAdsty wa the Cyahio,. the 0ayo is aulteenzed atteant oy Me, Build, Esesyner un the context at site TRC{ the t8C the fR na$ bultd eot code aroi Tot 4 'the atp maf Of the d M aced any field „ase Of the Grass, dudagf haraning stxage.. innianation and biaonts shall be the reaponsa trty 0 the t9oAdOat Diistgoo, and CoutuAtor.. AA nates vet out In the TDO wW Vee pranent et add pueNs'ow's of BiAdu Cantronstnt Safety khoneation f8CSts put fthed by TM and SBCA. are uderenced far gehetaf dvrdaorot l define%it�s +im poes ifte and dutees of the S rum Desgnea Truss E, R do E n9nve ono Thee Manufachose, uness othenroasw didWe i by a Contrao airmsd upa n 4n eud ng Say wi paawus mhv ythl The Tuts Detect, E-.rgneer m 140T the a iNtiny Desetm m Tntss System E;ngyyma V. to, any bu d ng a t raappoved uants are as dstmed m TPt S MOVEMAfCx u c !: ot?prQ110 ,2014 Fxt!"}tkayt-1". fJ F: rM,7 nosnuV LL QE.e,,o fsephidwsext of ttys dwi.2?nTCrii, tRl 19fiy FGCS?4 t9 jY'w'lYlkd Xi NNit1UUfr NRUGttNil (SU"(ttlV°.18MJn town P108o SdWJ 17-12 3-4-4 4.2,0 4-2-0 7-6-4 6-5-12 15 14 13 12 16 11 10 3X6 300 3x10MT20HS = 4A = 3X4 LOADING lost) SPACING- 2-0-0 CSL TELL 30,0 Plate Grip DOL. 1,15 TC 0.93 TCDL 10,0 Lumber DOL 1.15 BC 0,85 BCLL OO Rep Stress Incr NO fWB 0.80 BCDL 10C Code IBC20121TPI2007 i {MatrixM) LUMBER- TOP CHORD 2x4 SPF No,2 `Except. Structural wood sheathing directly applied or 3-1-4 no purlins, except 1-3: 2x6 SPF 2100E 1.8E, 6-7: 2x4 SPF 1650F 1,5E SOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD VVEBS 2x4 SPF No.2 WEBS REACTIONS. (lb/size) 15=1441/Mechanical, 10=1220/Mechanical Max Herz 15-201 (LC 8) Max Uplift 15=-30(LC 10), 1 0=-g(LC 10) Max Grav 15=1452(LC 2), 10=1452(LC 2) 8 I DEFL. in doe) Vdefi Ud PLATES GRIP Verbl-L) -0,2412-14 >999 240 MT20 197/144 Vert(TL) -0,54 12-14 >648 180 MT20HS 148/108 Horz(TL) 0.10 10 old n/a Weight: 157 to FT = 0% BRACING. TOPCHORD Structural wood sheathing directly applied or 3-1-4 no purlins, except end verticals, and 2-0-0 oc purlins (4-10-1 max,); 1-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midjft 3-5,8-12 2 Rows at 1/3 pts 3-12 FORCES. Qb) - Max, Comp,/Max, Ten, - All forces 250 (lb) or less except when shown, TOPCHORD 2-3=-4029183, 5-6=-1316tl 32, 6-7=-1 1981115, 7-8--1384/70,8-9=-1 725155, 9-10=-1394140 BOTCHORD 14-15-012076,13-14=013942,12-13=0/3942,12-16=0/1 341, 11-16=0/1341 WEBS 2-15--2373/91,2-14=0/2270,3-14-1044/91, 3-5-1529149,5-12=01345,6-12=-44t9D5, 8-12=-4971103, 9-11=0/1278,3-12=-3141153 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind0; Vuft=l 10mph (3 -second gust) Vasd-87mph� TCDL=6,0pst BCDL=6,Opsf-I h.-115ft; 8=45ft� L=29ft; eaveh=4fL Cat. H; Exp C� enclosed; MVVFR$ (directional); cantilever left and right exposed; end vertical left and right exposed: Lumber COL=1.60 plate grip DOL=1.60 3) TCLL, AS9,E 7 -IQ; Pr-3QA psf (ro,*f live Itad: LlihAor DQL=I. 15 Plate 06,L= 1A 5)" Pj=3&0 psf Pf=2*.8 psf (flat rvof-- snow� Lumber DOL=1,15 Plate DOL=1,15); Category 11; Exp C; Fully Exp,� Ct=1.1, Lu=50-0-0 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. V) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads. fit between the bottom chord and any other members, with BCDL = I 0.0psr 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joinbs) 15, 10, 11) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSVTPI 1, 1 oad casets) 1 he ve been morfifie I li I i i to r .x-. +..w WARNHIG ACknow WMenVnt of ProButidStaftdi0d TwItWor MahufadoredProdscts"Mon Ven D on this To,"Do9naAgiTCTOt AW Me DO Resoe," Sheet im,i 11,14) twnwe use twe" otherwise Stated W the Too, Only Wee Mentm uses shaft used 6,r Mts 11DO to be v0d As a tines DeW. Enpft, iw e, SpsciaAy Eremix), the, vint(e. are TOO '00,M,es an Wx*;oMtoe of the professenial ervinsining respooMMMY to, the dcssy, 0 the sYVfe Tom dephAed cxr One TEND ody, Me* 9 P! I Th. design asumpiom, oading comidions, ,WT,;;e qy and use, of 0vi, C ruses en any SuAdvo hi the 'eommoORY of Me Oteew, � the, antherved egeol 01 Me Suiltong Oosqme, M Une =Aext of the RCthe @o C , the tBC, Me �wbuftng cod. and Tfs 1 The anteovai of ens T65 wd MTy '*W use of the ru' ihnhhnd hIsd'n `dWagtr "90gethh, and blaralig, Stang IV, 11W IftoolVOW), of the BURRN DimgraT and Coaracto, AQ MAM set W wre the TOO attd the placecest;V go�,0 j,. �hh "'�AftDevgn E To�, M Autactum, wtess oftrfisedatmect be a Cootlact agreed up -m wib,,g by alt dnees mobted The Truss Dmtp, Erqmo, a NOT th, Butd.9 Oit%ignin, o, Tfuss System E""O'nee, eX ry WhIng Ail capdattzed Woe, we m definedn TR 1 EMINEuc Copy,ght 0 2644 Fno6wid DO Enqn",,nq bted vothm -Men pennswon fmn proseld,00 _ LLC, Repmexoon of doc.men . arty fwm, m T,oh LOAD CASE(S) Standard Except; 1) Dead + Snow (balanced). lumber Increase -9,15, Plate increase=1,15 Uniform Loads (pif) Vert: 1-3=-103.4-6=-62,6-9=-62,10-15=-20 °h+ARNpNG . f l �sz thrnra nip r€.*wa w th€: "Geaaxp-1 A:knaratetl terr+�nt afi i'ra@+u4i i arkanY Tel €Cs ary faadurth Plexus W fe�rm nanny deagn pa€arrratem and read :nates can tlrts Twss Delegn Dlawarg t TLD) arv3 thea C?rs Reference erect fzcv. ; A-td} laxa#re use. tkTa es. stated sen Sha 7:}f7 gnty Malek cersnvd+m' ptat+.*�s shako rie usaraM for mrs 7S'7Li to dC veld. Asa Trus!; L'ksgn Fngpneer,a e Spee sky k.rgoneeq the x, W ae ani° TDO seluesents an ancap aau^c Of,* proFastanai e arAtenrg revixxreedssdary for the desgn of the n"te Truss dewed en the, TOD othy, ureter IR ! 5 he desagae aSsumPstiaau, N.aa�aag oarrdat�ns. suaiata hty and ease sxf thh, Tmss roe any ktuddolg ,s the d,y%W%ahR9V of the Owner. the Dvmer's aaritvsawl agent or the 8v*$hg DAsr�he,, e, The context of ft lRC the 6r, dhe cha nt bwfduts� man ao t RI 15 he Aar WW of the, TDO and any field am,w of the T€crss, t. lucP q handnaf, ¢stacage. Bn hhl4bon aced t+ra alo s has Gra, t','re res, at�y o Cue noponfabs ne peg Dee gdrer and GonhaDa€. M renes set ow in the i DD and the pr acticam «aAai,yuav3eidnrs cE tfrssdtaag t,ac€t{xteerst'daf8ty lrakutaratk5ry (t3C"•S€} p:,adiatta:d oy 7P! asci Sfrk:.R a<e refezer*reti {w,t gAxreeat g akta+ec°. Tpi t dhow. the tc;rprFht ,Tbe% end d0ols of the Texas Uesomf F"iss Ciea;Mn Eru�l�€aaaa aml Truss Manu#actuhh, whess otne.nase defined by a Conaracx atdreed upon in lhob ,t flay aN polhes malve al The, i rues Dafogn E:ngcraeer s NOT the iduddwg Des=.ignm o, C n€as Seaton, Emjklee€ tar any tsaakPi,rg. AIT capdaTued teams are as daened m TPP f. !N XCE OapyrgglsP 0 ?454 f'rakSurkS DO f=ngava^.an. i.CC, #iax,lA Rcprtxfee<itCao- of thas rkuurnen6. En any roam as preh4bltax3 ti»nthtwt vnkta:e penttDaNarE from t`so8udwah.r'. 7-9-12 7-6-4 7-6-4 6,5-12 E� A an r Z 18 13 19 12 11 20 10 9 WIT If 2X4 U 3X4 =: 3X10 4A 3X4 fl LOADING (psf) SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 1,15 TCDL 10,0 Lumber DOL 1.15 BCLL 0,0 Rep Stress Incr Yes BCDL 10,0 Code lBC2012ITP12007 LUMBER - TOP CHORD 2x4 SPF No,2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No,2 SLIDER Lett 2x6 SPF 210OF ISE 2-0-0 REACTIONS, (lb/size) 1=1191/Mechanical, 9-1191/Mechanical Max Harz 1 =227(LC 9) Max Uplift I =-20(LC 10), 9=-20(LC 10) Max Grav I = I 459(LC 2), 9= I 459(LC 2) Scate � 1 67Y CSI, DEFL. in (too) Ildefi L/d I PLATES GRIP TC 067 Vert(LL) -0.0910.11 >999 240 1 MT20 197/144 BC 0 4 Vert(TL) -0.24 11-13 >999 180 WB 431 Horz(TL) 0,07 9 ma n/a (Matrix M) - --------- Weight: 131 to FT O% ------ BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end vefficals, BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MBS I Raw at intent 3-11,7-11 FORCES. pb) - Max, Comp,/Max, Ten, - All forces 250 fib) or less except when shown, TOPCHORD 1-2=-70010, 2-3=-1976176, 3-4=- 140318B, 4-5=- 1225/133, 5-6=-1 2251133,6-7=-1405/87, 7-8--1734170,8-9=-1 401/52 BOTCHORD 1 -18= -108/1643,13 -18=011643,13 -19=0/1643 12-19=011643 11-12=0/1643 11-20=0/1347,10-20=0/1347 WEBS 3 -13=0/323,3 -11= -764/109,5 -It --331828,7-11=-483/100,8-10--0/1283 NOTES - 1) Unbalanced roof live loads have been considered for this design. '24f fVb--UU �11 Exp C� enclosed; MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 SO enTbeL=.e,1.15 Plate-QQ-1=1 15%; PrA=30,0 P f , round sort B.pvi4flat roaL snow: L mber DOL=1,15 Ptate DOL=1,15); Category 11; Exp C; Fully Exp,; Ct-11 4) Plates checked for a plus or minus 5 degree rotation about ds center, 5) This truss has been designed for a 10.0 got bottom chord live load nonconcurrent with any other live loads. fit between the bottom chord and any other members, with SCDL - 10 Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jorriffs) 1, 9, 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbfeaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNNG Flease thoroughly twon, the. 'CosUnhef, Acemeoviechhoord & Pro8wid St shad TIhm W Manutadwed NodmtaSown Ve,,fy detagn tnnamehm and mad notes on the t Wee Deagh D'aaalet s TOD) and fh& 0,J Reknerase Sheet fax, 92 t4} bo ore use UWoss Wheroem stated an the TDO. onty MA ek acanectm rdeey 0,0 be Mod to, tha MIT to be Yand As a Tnw Desqh Engmeet I, e . Spemaky Enqmnou}, the meat/ on ,any TOD represents an woerka.cz of the poteew"mi "'neennyt f"PMvufty ter the deegn of the siege Truss depend on the TDr) arty, under TM I Teva desW mstoapnom, Io.deq conddhets swtab,fety aw uw of the I "M f., aMy B.06"a the nmpewmethty 0 th. 0aame, the 0—IS authom0d Tohnh or One 6.0.v Desyner, m V. conleo! ot the IRC, the MC, Ste kx�f N code md TRS The w amat 0 the M b I'Do and any fiew ." Storage, mstalathe am act'g, ah;0 tis Use o the Boddy,g Des e gC nearW whacto,, A# holes "b`t't m'the TDO and the Das,r EV, em 0XIMm" ex any W41.of Ah mpttatvod Whey am he defined 1n TPI 1 Reproducuontethis donmeM to any peohmm fm.NoSwAd DU M j__ _ 11 9.0_.. ------ 4-8-4 . 4-8-4 3.1-8 7,64 75-4 6-5.12 mmm 2x4 Hi .. 3x4 2x4 Ei 3xit3 iG 3x8 WO u= 4x4 = e LOADING (psfl SPACING- 2-0-0 CSI, 9EFL. In (loc) Well L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.08 12-14 >999 240 MT20 1971144 TCOL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) -0.18 12-14 >999 180 BCLL 00 Rep Stress tncr Yes M 044 Horz(TL) 0.02 10 We We BCDL 10,0 Code IBC2012/TPI2007 (Matrix M) Weight 139 in FT = 0% LUMBER- BRACING - TOP CHORD 2X4 SPF No.2 TOPCHORD Structural wood Sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-0-0 or bracing. SLIDER Left 2x6 SPF 210OF 1.8E 1-6-0 WEBS 1 Row at midpt 8-12 REACTIONS. (lb/size) 15=141810-5-8 (min. 0-2-12), 10=963/0-5-8 (min. 0-1-14) Max Herz 15=32(LC 9) Max Uplift 15=-290(LC 10), 113=-125(LC 10) Max Gray 15=1739(LC 2), 10=1191(LC 20) FORCES. when shown. TOPCHORD t WEBS 3-15=-15771232, 3-14=-9611109,4-14=-765/168,6-12=-65/407,8-12=-6DO1185, NOTES- 1) gust)2) Wnd� ASCE 7-10; Vuft=i lOmph (3 -second * a... Exp C; partially; M\NFRS a exposed,, load:DOL=1 60 3) TCLL: ASCE 7-10; Pr -30,0 pat (roof live ♦ i w aboutsnow: Lumber DOL -1,15 Plate DOL=1.15); Category 111, Exp C; Fully Exp.; Ct-1.1 4) Plates checked for a ptus or minus 5 degree rotation designed5) This truss has been for a 10O psf bottomy.: load nonconcurrent with any other live toads, S) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 left by 2-0-0 wide will fit between the bottom chordmembers,/p w International9) This truss is designed in accordance with the 2012 ? w d fixity model WARrANG . theme t1ha0,"ghty review t€ft"Cvsiomer's AcknmNmvBement of ProBoad Shand rd Terms kr Manutadwed Prodte'N+' torne fAndy deign gavamews and read nrles on One Trews Dersyn CSeavarg, QT DD) j and The DJ Rsteeenae Tateet n- 11. 14) W a e, ua4Ee Un4Cms Whom" ftWed an tete TDO oafy We&, conretdps p4ates shall bum aestet tae this T iii? to Ga: vWoi As a I toes Design Eoanne, ft y, . Syaaefatly haage ev ) thy, seat on any t CRL7 rerxesents an aceeptanoe: at the p ofesseanat errgo-neenag srsparrcrtxh+y Errs the desegan of the sngW,, Truss defected on, The TOO wo, vneier TIN t.. The design assuanrrtn"s * is v€teff t n3stgsta P4 sueabOny ann ase. of thio Them €c¢ any 9.,Wl,N to The resp nsfWay of tha, Oyater, the Qa .t h'., authonzed acted of files t3tsftne; Ciesirao, do ttYe conh,A of the IRC the WC, the tone tstnWIN owe and 'i'f f d Pre aptx" of the .,he and any real use at the Tlose, m t-, eov hahieeo g" storaga. d ";if itabw Wiei bnfoeag, shad be fha teopooshebor ;sf The Iffr0#and nesgnez ivyl Cfwara otoe. AN hote�s ;tact out'M the TOD am the pachces and Qndohhes of suodmg t",x,mpa rh Safety feffnf'earon (SCSI) puhhshed by TR and SBCA we nhereneed for freresrai goeJ anee I N B daeftoes the ramsppnsfibs8taa. arkf aeries of the Truth Dmq mr .utas Des'pe taTi neer andTruss Manna€acturee w4n%ethohaa a defined by a Car incl ;ago,. S s p xl m -, Arng by a9V pall" wfvoe,v d. Tho. Ttoss Ckeavpo Eo'guo v s NOT the Shiday; Ctaswgnesx wTruss Systam [;4 herr Opt aary Wkla of Alt ca5astahzed tenant axe as dome: S ail TPX 1. 31 re+ MINEERfM%Ij(i'r ILC Cepyllght0 'Of 4 femS tKW-fid Fhoneewaf tka"•" (D,Jfa,poafroafoo of thm (toonmett, 9n any fords M praohlbde d wdthort yogfem pend can real, PCOStaki 01J. . .... .... 7 912 ----- -- _22,2.42 ............. 4.84 3-1-8 7-6-4 7-6-4 6-15-12 2-00 WO 11 Us = 4X6 -- axis = 4X4 = 5X8 N I Snale -,- 1 ,68 3 LOADING ('psi} SPACING- 2-0-0 GSLDEFL, in (toe) I/delt Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0,90 Vert(LL) 0.06 13-15 >999 240 MT20 1971144 TCDL`0Lumber DOL 1.15 Be Vert(TL)L) -0, 11 12-13 >999 180 BCL( &0 Rep Stress Incr NO WE0 86 Horz(TL) 0,02 11 n/a We BCDL 10.0 Code IBC2012rrPi2007 (Matux-mi ------------ I I- - ----- Weight 271 lb FT = 0% LUMBER- BRACING- ------- TOPCHORD 2x4 SPF 165OF 1,5E *Except' TOP CHORD Structural wood sheathing directly applied or 3-8-5 cc purfins, except 1-5,7-10: 2x4 SPF No,2 end verticals, BOT CHORD 2x6 SPF 2100F 1,8E BOT CHORD Rigid ceiling directly applied or 6-041 cc bracing. WEBS 2x4 SPF No,2 VVE BS I Row at raider 4-13,8-13 OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No,2 1-6-0 REACTIONS, (lb/size) 1=155/Mechanical, 16=146410-5-8 (min. 0-2-10), 11=1357/0-58 (min, 0-2-5) Max Herz I =238(LC 9) Max L1pfifl1=-115(LC 10), 16=-753(LC 10), 11=-636(LC 10) Max Grav 1=246(LC 24),16-2063(LC 40), 11=1804(LC 41) FORCES, (lb) - Max. Comp./Max, Ten. - All forces 250 db) or less except when shown. TOPCHORD 091452, 3-4=-1051/413,4,-S=-13621518,5-6=-12231563,6-7=-12061565, 7-8=13471520,8-9=-1906/701, 9-1 1=-1679/587 BOTCHORD 1-66-252/275, 66-67=-2521213,16-67=-2521213,16-68-2521213, '15-68=-252/213, 1569=-217/951, 69-70=-217/951, 70-71 =-2171951, 14-71--2171951, 14-72=-2171951, 13-72=-2171961, 13-73=-39711476, 73-74=-39711476, 74-75=-39711476, 75-76--39711476, 12-76=-39711476 WEBS 3-16=-1761/,581, 3-15=-41011311, 4-15=-684/207,4-13=-147/279,6-13---433/812, 8-13=-7451361, 8-12=-210/316,9-12=-39311397 NOTES. 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult-I I Omph (3 -second gust) Vasd=fritmph, TCDL=6,Opsf, BCDL=6,Opsf,, h=I 5ft" B=45ft; L=29ft: eave=4ft; Cat, 11; Exp C; partially; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=I .60 plate grip DOL=1W 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1, 4) TCLL: ASCE 7.70; Pr=X0 psf (roof live load: Lumber DOL=1, 15 Plate DOL=l, 15): Pg=30,0 psf (ground snow); Pf=20.8 psf (flat roof strove: Lumber DOL=1 . 15 Plate DOL=I. 15); Category 0; Exp C; Fully Exp-; Ct=I . 1 5) This truss has been designed for greater of min roof live load of 12,0 par or 2,00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 6) Ail plates are 2x4 MT20 unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) Gable studs spaced at 1-4-0 cc, 9) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads, 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with Be DL = I 0Dpsr 11) Refer to girder(s) for truss to truss connections, Continued on page 2 '&WARNING, Foeasfthox*Wbgy,",*w the 'Custon,*rs A*w.4edpoh,,o1 of P,o8und Stanctand Teollf, fof fkax ufoftled FoodmIs" for. VerlydeMn and lead netts On this Tri Deso, Dlawott JOE and ate DO Retweee, Shoot (rev 11-14) bewe use Udew other stated on the TDc only MTek W-ecrx pfafies, shWf be used to, Vve TOD to be valid. Ws a T", S DeSigg, Engoahtf R� e , Spe6alor Erbfwgno, 0.1 sent on arty coo an ac'ner"AW, of the oofenewat tnopneenro respos6my No the rhfwgh of Vie sm9fe Tfflml cure ted on the I On vVy. ur4w I Pf I Tho dfoogn "g-omm, Poafhaq conegeom, swab,"Ay a 4 UW Of th's "m No any Budd'nq * the,ftPoMbOdy of the Ooov" the 0o hers teAhomeof agent W fee SuNhang De"of- . the Cleeef,t of the RC, the SC, the fXal WoMq Moto and I F4 I rhe appmW of Too and any hew use of the roomt, leduwong hancOnor stoage.mstagallonarld blomg, shag be. the esponsdWAV of the BeAftno Destsnef anIJ Conflantor A4 notes "t not n the ' Dest 00 and the pachoes;dcu Mldof es dvW5 of the too goe, Trust Desffot E r "M% M8.03"I'pre" unless ofthase d0o',xi by a Coonad aR,".,d uport . voAvot by ad pad,ea motled Vie Truss Des.9n EnWoew,% NO 9w BuOtog De.pe, ., T, -s System Eng roon fix any b.,no,; Vf ca( lahzod teoes am as donned m TF I Corq,ntht 0 20 f4 NoaWd�D,J L ngnv g, UZ, (W) Rereoductel. of thildocmero, a, any Ram, Is r.onaoftl oqhofA "Aten pennnooef foo. PmBuAd DO September 3,2015 n*TES- 12) Provide ♦ to bearing plate capable of withstanding 100 to uplift at jorritts) except (jt=lb) I = 115, 16=753, 11 =636. Building13) This truss is designed in accordance with the 2012 International Code section 2306,1 and referenced standard ANSIrrPI 1, model14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity # design of this truss, 15) Hanger(s) or other connection device(s) provided sufficient to support concentrated load(s)# 89 lb up at t down and 89 to o down and 80 lb up at 6-3-4, 77 lb down and 80 to • to down and 80 to up b down and down and 80 lb up at 14-3-4, 77 Ib down and 80 to up at 1644, 77 to down and 80 lb lb down and 80 to up at 22-3-4, and section,7 7 to down and 80 lb up at 24-3-4, and ISO Ib down and 173 to up at 26-3-4 an bottom chord, The design/sefection of such connection device(s) is the responsibility of others, 16) In the LOAD CASE(S) # to the face of - # as front LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber lnerease-1.95, Plate increase -1.15 Uniform Loads (pit) Vert: 1-6=-62, 6-9--62, 9-10--62, 11-62--20 Concentrated Loads (Ib) Vest: 62=-3(F) 66=•3(F) 67=-3(F) 68--38(F) 69=-38(F) 70=-38(F) 71- 38(F) 72=-38(F) 73«-38(F) 74-38(F) 75= -38(F)76= -38(F) 77=-38(F) 78=-71(F) lhto-tRNlNC fr6ease ttvnroEvty revkaw the °Y:vs4c'arrar's ,ACknowiodgemeaC of lead antes nn Sftiie T+tr:as d'>esyn 3?eawarag £Tf`" } ar,4 tree 00Refenemot Shut (rev 11.14) refine uw Untess otfaa:-ow thaw on the TOO, only Why comedo, plain shaft be, uuad tde rhes DO to be vagi. As a t,wol D logn ERr9neer;i e . S}xcsaHy krnrg'noer;, the, seat on any TOD xe#xese?nts an 8a5ceplame of the Rotesawal efohneetell, resFont,"KV foe thee orsrgra of the vogio Thtee depnded no the TDD onty, undw M 4 The desrgn assumr'sdns duaeting c>n ahooe, suetabdity and use of Vos T,utol for any Blooding cs the notparefoxfAy at the <hwxex, ane Ol -t "s atafCtiaataad agent of the SurkWV F,' o Baser, wt the context of the RC, the CSC, the tenni nodding mle:and Tot o The ap4`oval of the TOO and any fmW use of khat muss. odudentry fete'Jimg, shsmact'z'AW4 ,folf and btleong, ahatt to the oblpcSdnobd Ay at the B.Aterg Close,*, aaauf Cooftw er. AN nodes sei tnAt . the .4'OD and the peaoocuas aced yiWeh-es of Budding Coll000-nt Safety an onlsanon (SCSO puboshed by Tp! aryl SRCA are nnerenced for geraa%at 9i.0arkol Tilt t defines the aa''4'ncr¢+rtSaMfe9 arat daniba at the Truss tiesigrtar. Tows G1a5sayyxe Srglafxssr pYef Seuss +Wzana,dacRorat:. zaeve�;a xvaaervwfse d nar1 Cry a Cdi'&fCdGi egaecW sapnev do s+uxtarxay n§" a;,` FaYeCWS tnvnivsrt. —3k - The Tnrss Cnnargn Estityneer dw N01 the f3fionety C3eadayne, nes E rusts Sa+ata to r 'gl,10y, tsar any Lwtyre g_ All c;afldatved uwaot are as dehnnd is TRS f jEMIr� I..LG Copyrotht 0 2614 6"roBulki-Dej Edngicarenng, LLC„ (00). Rewoducciazn of rn§x doclanere Sit ahy f0oh es ww r -oh oted Melon Men pernxestow he.Foot3odkl,00, . i__-_______-__,___, , .UL i . ..... .... . ....... 2-0-0 0_10A5 3A �_ LOADING (psI SPACING- 2-0-0 CSI. DEFL, in hoc) Vdefi Lid TCLL 30,0 Plate Grip DOL 1,15 TC 0,35 E Vert(LL) -0,00 5 >999 240 TCDL 10,0 Lumber DOL 1,15 BC 0.00 VertjL) 400 5 >999 180 BCLL 0,0 Rep Stress Incr Yes WFl 0.02 Horz(TL) -0.00 3 n/a n/a BCDL 10,0 Code IBC2012fTPf2007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WESS 2x4 SPF No,2 BOT CHORD REACTIONS. (ib/size) 4=8/Mechanical, 5=35410-5-6 (min. 0-1-8),3=-169/Mechanical Max Harz 5=60(LC 9) Max Uplift 5=-79(LC 10), 3=-313(LC 14) Max Grav 4-15(LC 5), 5=557(LC 14), 3=18(LC 11) FORCES. (to) - Max. Comp,/Max. Ten, � All forces 250 hb) or less except when shown, TOP CHORD 2-5=-5491229 PLATES GRIP MT20 197/144 Weight: 9 lb FT = 0% NJ "I'll, I except end vericals, Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES - 1) Wind: ASCE 7,1*: Vuft-444irsph (3-scoseid gust) Vas*=Vifflph� TCDL,,"psfBCCiL=6,*pst fi=1511� 8�45ft; L-L'41ft; eave=41t; Cat, 0; Exp C� enclosed; MWFRS (directional); cantilever left and right exposed ght exposed� Lumber DOL -1.60 plate grip DOL=1.60 snow: Lumber DOL=1,15 PlateDOLI=1.15t; Category 11; ExpC; Fully Exp,,- Ct-1,1 3) This truss has been designed for greater of min roof live load of 12 it pal or 2.00 times flat roof load of 20.8 psf on overhangs non"concurrent with other live loads, 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, fit between the bottom chord and any other members, 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate Wable of withstanding 100 lb uplift at joint(s) 5 except (#=to) 3=313. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 10) "Semi-rigid pitchbreaks with fixed haste Member end fixity model was used in the analysis and design of this truss, 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500m. WARRANG , Reese thwougaky revww the Cdaegnela oted Terns. Fw Manufactured Nodhom" form Vo6e, 4"n. panymetem aM dIad 110at on fts I �M Dogn 014yely; (TDO) aad fee DO Refivenee Shh�-t new. 11 14) �40,e use U: otey Mr Tek. W-Wdw MaM Veyl IN, -WJ fW floc TOO W be e"Wld As a TI.as DesIgn E19.eb, (v e SpeoaRy Engywnn), the. "M an any Too mixeymas an acwpecme or aw woilns.M40 cnpeneenreg responeothy for the desein of the uy4e, Item der ackel be the ME) ofgy, uM& TF4 1 The dosage, assumixon%toIny, N, oo chryios sodab), y'and use of thm Tee a to, any swnhgb, a"b'MIsbedy 09 the oey�w the ovate is awhanzed ageld W the Buefrq Dtnag"et In the foramd of the RC the NBC, the to tnakfing ' and'TN ! I h, appr-at of it,, toom aany raw "" of my, truss,md"doyf han'log, 'taoyeI 9e, ta"k," Ami txIeeno, shad be the h,aryonsuIty of iRe'iyuollhyi Desainth and Cohtr�fto AS note% set out In =eT1X1 and the praeocet, and ekaft e, of Bu -9 Componend Safety W ~ and 01M14- (EKSO Pbhby I Pi aSBCA am ref erenw, W gemyruo e,.l hIem, TPI 1 defines themspomOd" and outw,% Iolhe I ru!�, Dosq,2e,, Toney De'ain erv,=Xy Inea, hilnvlaOulel, a fms ofhea e deftned bva CoAfact agshtxfinxh . ae4mg by a4 parres—ohed The 1w." Deshto Enfinme, % NOT the Suki,,,q Doogne, M TIM% SysRon, Engineer ea any buiWeet X1 CaPtayead kerma we as deened In TPG I C.Pylght 0'M14 Pyo.ndlirJ Eepnee-9 LM gDYJl RecodIedw of thM doemeo, h any farrn, e, proMded w9hout waft en perInanew from Noyento-coo 2-0-0 1-106 2x4 3 2.4 11 3x4 = LOADING (psh SPACING- 2-0-0 CSL DEFL. in (too) lideft Lid PLATES GRIP TOLL 30,0 Plate Grip DOL 2.15 TC 0,33 Vedd-L) 0.00 1 ntr 120 MT20 197/144 TCDL 10.0 Lumber DOL 1 i BC 0.01 VerftTL) 403 1 n1r 120 BOLL 0,0 Rep Stress Inor Yes WB 0 01 4 Horz(TL) -0.00 4 old n/a BCD1. 10,0 Code IBC2012fTP12007 (Matrix) Weight 10 lb FT - 0% LUMBER. BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or I-105 oc purlins, except BOT CHORD 2x4 SPP No1 end verticals. WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS, (lb/size) 5=286/1-10-5 (min, 0-1-8),4=-26/1-10-5 (min, 0-1-8) Max Harz 5=63(LC 11) Max Uplift5--97(LC 12),4=-120(LC 16) Max Gritty 5=404(LC 16), 4=37(LC 12) FORCES. (1b) - Max Comp,/Max, Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-5-3881106 NOTES� 1) Wind: ASCE 7-10; Vu#=IlOmph (3 -second gust) Vasd=87mph; TCDL=6,Opsf; BCDL-6,Opsf", h=15ft" B=45ft; L=24ft; eave=2ft; Cat, It Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL0,60 at grip DOL=1,60 2) Truss designed lot, wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSnTPI 1. 3) TCLL� ASCE 7-10� Pr --30.0 psf (root live load: Lumber DOL=I, 15 Plate D0L=1 15): Pg=30.0 psf (ground snow); Pt=20.8 psf (flat ro snow: Lumber DOL=I. 15 Plate DOL=1, 15); Category fl; Exp C; Fully Exp.1, Ct= 1, 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12 O pid or 2.00 times flat roof load of 20.8 fist on overhangs non -concurrent with other live loads, 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) Gable requires continuous bottom chord bearing, p 2 I I I f s n d If0 aC "a tp I rr 0 at y 0 8) Truss to be fully sheathed from one face or securely braced against lateral movement Ire, diagonal web), 9) Gable studs spaced at 1-4-0 oc, 10) This truss has been designed for a 10,0 psir bottom chord live load nonconcurrent with any other live loads. 4 ?R54, Y fit between the bottom chord and any other members, 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 5 except 4=120, N 13) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSIrTPI 1 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 39 s a AWARNUNG Ask of.4ed90M1Mt0fP1,78Wtd Standard Term to, MAffvNotwedPodwW form aWlftle DtJ yfefelee Sheet rev, 11,14) betwe Use Untesaa otherw," stated an the TOO, ony Wee ownye3oe efarof shaft be -NJ to, iNq Too to be valet Ay a Tross Design Enfpmw J, e , Speceirt El1. the voO o,,affy TEN) eptestoly, an atmpta� of the rVoreewAW eng'oeeneg,espoesallay to, the deagin of the suVat Tam, depofed a. the I DD omy, e4ye i P� i the desql �Urepvym kaftg == U0,46RAY M$ o5e Of thM 1IM5 fol Wq RUAMN IS thV1 tesPmeetAtty Offt llwi*,, try 0—re authooZed agent of the Boklmg Destg th, !n khe corgeot at 0* aaC, the *C. the fooa➢ tevidetif mle aral Tint I The Wal of fee I 6D app"WXT any held hay of the Ilet d1>dudllo handog, ltvge s,WaRatxfn aM towong, yhA0 be the respoosbky *f the Suakf,ol Desgm &,W Cwtsaoo, At oates set 00 an tN- TDD ano the pmftes, and g.dehms of trold.St C mptnenf Safety tnior,"too gBC St) ;aaaseed by IN and SBCA ave referenced to, qenmt gumoce TPJ I darme� the ano duths of the I ruse Deet'gne, T,.,,s Do,soo Engmofwxt They% homodum, hro mw carywote deMed by a coovad agote'd upon 1'3 atee% by M padife'ln-Nod T6ft Tuef Detogn Engthea, m NW the 84MN De%qm at T,vss Systan EngM W ally NAb.9 AR CAPIWIZed telm are asclef sed . TR I Copy,ght 0 2014 NoSuO:104 Enceenro, LLC, rD1Jf. Reprodurtxo, tt IN5 ftcutnelt ire anY So-, M Pfatotelad eathaut -Ren relot6son flort PloSIAW DIJ MENSEEMMEM 44-0 3.6 !1 2X4 1I LOADING (psi} SPACING- 2-0-0 1 CSL DEFL 'in (too) Ildefl Ud TCLL 30,0 Plate Grip DOL 1.15 TC 018 Vert(LL) -0,02 5-8 >999 240 TCDL 10.0 Lumber DOL tL15 BC 0,15 Ved(TL) 405 5-8 >999 180 BCLL 00 Rep Stress Ina Yes WB 0,00 Horz(TL) 0,01 2 n/a n/a BCDL mo Code ISC2012fTP12007 (Matrix - M) LUMBER- BRACING - TOP CHORD 2x4 Slap No.2 TOPCHORD BOT CHORD 2x4 SPF No.2 VrEBS 2x4 SPF No.2 BOTCHORD SLIDER Left 2x4 SPF No.2 1-6-0 REACTION& (lb/size) 5=168/MechanicaI, 2=215/0-" (min, 0-1-8) Max Herz 2=54(LC 11) Max Upfift5=-3(LC 12)� 2�20ILC 12) Max Graft 5--205(LC 2), 2=267(LC 2) Weight: 14 to FT = 0% Structural wood sheathing directly applied or 4-4-0 cc purtins, except and verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- lt Wryd� ASCE 7-10 Vult-110mii'th �3-sectoncl .. ustli Vasd1=87mW TCDL=6 Oirsf� BCDL=r6,0,*af; h=15ft: B=45ft: L-24ft: eave-4ft,,-Cat. It - Exp C� enclosed: MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL=1_60 plate grip DOL=1,60 snow: Lumber DOL=I, 15 Plate DOL=1.15); Category lt� Exp C� Fully Exp,; Ct=l,l 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof load of 20,8 pst on overhangs non -concurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10,0 pst bottom chord live load nonconcurrent with any other live loads, 44-,xm�t mpmft Is rm-ft Wrvurwx fit between the bottom chord and any other members. 8) Refer to girdeffs) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 5, 2, 16 This truss is des4nad in accordance with the 2012 InteWma• « «ode section 2306, 1 and referenced standard ANSVTPI 1. M INNER, 'IN WARNNG to,MVvu7 des-qn pa,amebaeand read notes on thsTross Desgo Only'Ang (TDC and the DQ Refoleme Sheet ne,,, 11-14} before use TM ons, otheowher stated on the Tons, Won sonnastor to, , ths Wlober,asd Asa truss Desan Erarew l,e, SpmeaRy Entpoeen), hbe'watl no any W ferylasores as acrersanse saf the phsfimononai eryiyareragn,eponsookly far the desurn or wNW Imes deWTed On Me TDD leas, uorks FM I 'A"Wh,deyaod "a. often, Tr ter set S'Aldq e ofthe Omva' Ins oseeno, Whomed aqeM or the SuMloy; Desortne,sr the mrsext of the ?RC the MC, are knelt Netting end. and"M I The apVc.oe eat TOD and any held oye of are Truss, rodrAng fiandfinq. sewage, ancl toaang, shA be ft,esponydattyo? the Bvddshi Desiane, and ConraMn P1,xAW,s'a,y1 gual&��s 01 BuddM Coedparesef Safely kowmatow, (BCSh pubh%her! by TPI and SscA are 'efeerrmed for tivwral gradanse TN I defines tee uerpornsasmyer, am Wws of the 7 (.as Desegm, T, D'Stgn C' stpener and , has Manufacturer, Wfi,5% Veoosy' harmed by a coutrad W'fneed vpw e, ahbeq. by Wt probes oa&,ed The T rarss Deagn Eq ear, , N01 the ferskers; Deshwee, w Throy Sysuse Ebpwe, re, rov urrikheq AN caplaWred teener we as ddw,ed its TRE I 1-9-0 4-4c 4A 11 Scale - 9:166 LOADING (pst SPACING- 2-0-0 CSL TOLL 30:0 Plate Grip DOL 115 TC 0.25 TCDL 10,0 Lumber DOL 1,15 BC 0.32 BOLL 0.0 Rep Stress Incr Yes WB 0= BCDL 100 Code tBC2012fTP12007 {Matrix -M) DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.05 3-5 >999 240 MT20 1971144 Vert(TL) -0.12 3-5 >591 180 Horz(TL) 0.04 5 n1a n/a Weight: 21 Its FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD ROT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD SLIDER Left 2x4 SPF No.2 1-5-11 REACTIONS(lb/size) 5-232tMechanical, 2=351/0-5-8 (min, 0-1-8) Max Horz 2=65(LC 9) Max Uplift 5=-1 (LC 12), 2=-44(LC 12) Max Grav 5=283(LC 2), 2=437(LC 2) Structural wood sheathing directly applied or 6-0-0 oc purfins, ex"I end verficals. Rigid ceiling directly applied or 6-0-0 oc bracing. llnoyfallffim Exp C: enclosed; MWFRS (4irectionat); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=I 60 snow: Lumber DOL=1. 15 Plate DOL=I, 15)� Category 11; Exp C; Fuity Exp. � Ct=l. 1 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 12,0 pfft or 2,00 times flat roof load of 20,8 psf on overhangs non-toncurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center 6) This truss has been designed for a 10,0 Pat bottom chord live load nonconcurrent with any other live loads. WA? oRNG-Reaofyth0o5Wt4yfe.— the Of PIPSWIdSatedRod Toole* effManueaduredFhoducito'eteo Veu, $on paownews ano'ead "Oes on flays11-14f before use Uhov�oftaeuuso Owed on th. 100, ooly Woo m000dof foates &yelO I* used f", zh=i to bhvand AaT,ussDe%o;-E,9fah,0,y Spec aRtyEnOteet), Itte fouh and "Dompesents a. Xceponce of Of the —9h, 1.ftdopaAed *I, the K)Danly, wxe,�, IN I Th. detognmureptima, badmIlweehoons. statab,IKV and use of thm Tww he of the Ouie" me m the cordeyt of the ifRC the $C,fhejocalbuddytq�deaod Wt I Tne appovat of the TOD and any Not use of the I �, mchxAryg hancong, atxage, nsf.Raefon ad bmcllor ShO, by the leepooWNey 6 the SuAdenl0escloe, and Contwun AR note% let 00 anthe, I Do am tte Vad"es a.d 0-1o"m of soadWor c—p000..'I S.fen, Wafmtw (SCfc) rehashed by TPI ana SBCA ate ,efyaumced tof ge,uhat goelance T I eta hnes, the mos�o'(t"Mtes a,YJ dut,e. ofthe True& 0.sqoef, Tws� f wgn N , jyoW )e EN—wand TuAs Manufaccnw, arafts Me -%e defined by a Coubal agleedup- M -dog by alf pa,1m, uoofed T" I fuss Deoqo E.9wee, tov Deeom" n: Does systm Erhimee, Ry coy buAkt ng Aid cap taluod team afe �" defiru-J if IN T Corporate n14 NoBudd'u'j Eovaeenng CAC, 400RepooducUo. of thm dxmr,uhh, to any ro-, M1,a loofbled dboul, yodee pe—somfo firom PcAywW-DJ MENRIOMMIMMM9 NOTES - 1) a rightExpC�enclosed; MWFRS (directional); cantilever left and rightexposed; end vertical left and Lumber grip DOL=I A0 ' i 4 (roof ♦ # r snciw� Lumber • ♦ x# # loads3) Unbalanced snow considered#: this design. toads.4) This truss has been designed for greater of min roof live load of 12 0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live degree5) Plates checked for a plus or minus 5 rotationabout 6) This truss has been designed for a 10.0#bottom chord live load nonconcurrent with any other live loads, betweenfit the bottom# t any other members, 8) Refer to girder(s)f for # 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joiritt$) 4 except fjt=Itd 10) This truss is designed in accordance with the 2012 International Building Code sectionand referenced standard ANSVTP1 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, igFA�iiWtNE.m . P1$ +"a8 id4JY0td�rPlp• $�VidW GhC •i. tisiOMk"CF� ASb"ktStMWkXif 4:5Y1A9tli 7i 3�f l fAd i YkidR'}+@rdR9 4 M{&XFfiQ"YCCCASCJ" !�1'0.Mi9F",GS iYY'ft VtaF fy doo90 (, wantatem and lead n les- on ten Nufa Deane clowns (TOC .aMi dbC nfJ R@�4?P$`IMk Shit (ttGv'_ 77>14f befole Use, .Gttieef olf elafse stated w3 the TDD, only i`APT ebk i',K onect* of Plates shall be utod Tel n" MOW tef ,ntl i. Asa TrSSbY' [1&6,911(.1s'thnevo 0 es S;%hoB#V Ensmel f the moo on any TM a tweeents an acceptaroe of the protessaorno eNtneeeng re spans b iltty Cdr 9w dologn of the s.9to T,.0 dei'sded on the TOV w 0y. nndef TPI I I he desggn aesumprons, 8+aa+3€n , ntowana. iVitRkJ� it d 4i5t: at t}yg itt Sc r � n 1n 2 a P E3 t P f` 3n ass a v awtd s the ea c g ha a the lage,f Sri. abon s aattha ev , x slat or the taronv [les nrt n Ode+. D axt rat ire d C ! t h 0 3 e z ao : e x g €+ � g 9 t the Etc..: + acs bte&iing t.e<2 a xi c a�reovaxt of ¢t+a Mn and Gray fwh3 uav� cat the Truce.., mnCt# narrd?m9 stseragd, ;ns:asa6are aasd Yx zeaag7• ;thae be the aexipxrasSh54y e 5h¢ i3ao-iatrag €7a*c�ysiet srwX Gtxnhsecersr. A5 nsste^s eet w"S ,rt srie P C3CJ ;3wd dhe pume"ar py arsi guttfellnes oC E3atvk9ura t;wn(wrewet r"a:Fefp tnMarmsei:oYz {}iC,S+y pevkskshed try a Pi msed SC3CA ms r "eeenc i¢u a7eraeran: guaea^ c TS't 1 tlaatraes the rrestwmarGnF+. ss «rruf autres of Zi+e'aetse {?es•; ndx t'eusa &destgrro Eagtneer acrd Teazzsss A9artaxEaeSureY rsnieue tattxtawsae dehnoo by a Contract agaeed upon f'n oefteeg by aN �rtaes arna, ZX la Trans Ceough Eng nee C NOT rote 8 dog olo Vnel pe Tam System Erginew tore any bu,t'tirvg. AU capatatrzwl terms are as defined dn'i of A. Copeoght 0 2014 Pro8o fd,D J Enipneenfar CCG. (Odf Retoolloe.4,oh of arcs docar o.m, Fel ,ant, team, Is pac hil'atmd olthout endttee Tonesvon he. PloC eki-OtJ- • !'» 1 Plate ofFsets Y __ j2 o is calci 0 4j .,_.w,__ew W ,.w ... ._ - ------- LOADING(psf) SPACING- 2-00 CSI. DEFL in (too) Well~ Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 9.15 TC 0,19 Vertd L} 0.02 4-7 >999 240 MT20 1971944 TCD. 10,0 Lumber DOL 1.15 BC a 13 Vert(TL) 0.02 4.7 >999 180 BCLL 0,0 Rep Stress their Yes W8 0 Oil Horz(TL) 000 2 nia n/a BCDL 10D Code IBC2012ITPI2007 (Matrix M) Weight: 21 Ib FT : 0% LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 no bracing. REACTIONS. (lb/size) 4-93/Mechanical, 2=449/0-&,8 (min. 0-1-8) Max Harz 2=63(LC 19) Max Ltpltt4=-46(LC 16), 2w_125(LC 12) Max Grav 4=117(LC 17). 2=570(LC 2) FORCES. (to) -Max, Comp./Max. Ten. -All forces 254 (lb) or less except when shown. TOP CHORD 2-8=-185A310 BOT CHORD 2.4=-397196 NOTES - 1) a rightExpC�enclosed; MWFRS (directional); cantilever left and rightexposed; end vertical left and Lumber grip DOL=I A0 ' i 4 (roof ♦ # r snciw� Lumber • ♦ x# # loads3) Unbalanced snow considered#: this design. toads.4) This truss has been designed for greater of min roof live load of 12 0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live degree5) Plates checked for a plus or minus 5 rotationabout 6) This truss has been designed for a 10.0#bottom chord live load nonconcurrent with any other live loads, betweenfit the bottom# t any other members, 8) Refer to girder(s)f for # 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joiritt$) 4 except fjt=Itd 10) This truss is designed in accordance with the 2012 International Building Code sectionand referenced standard ANSVTP1 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, igFA�iiWtNE.m . P1$ +"a8 id4JY0td�rPlp• $�VidW GhC •i. tisiOMk"CF� ASb"ktStMWkXif 4:5Y1A9tli 7i 3�f l fAd i YkidR'}+@rdR9 4 M{&XFfiQ"YCCCASCJ" !�1'0.Mi9F",GS iYY'ft VtaF fy doo90 (, wantatem and lead n les- on ten Nufa Deane clowns (TOC .aMi dbC nfJ R@�4?P$`IMk Shit (ttGv'_ 77>14f befole Use, .Gttieef olf elafse stated w3 the TDD, only i`APT ebk i',K onect* of Plates shall be utod Tel n" MOW tef ,ntl i. Asa TrSSbY' [1&6,911(.1s'thnevo 0 es S;%hoB#V Ensmel f the moo on any TM a tweeents an acceptaroe of the protessaorno eNtneeeng re spans b iltty Cdr 9w dologn of the s.9to T,.0 dei'sded on the TOV w 0y. nndef TPI I I he desggn aesumprons, 8+aa+3€n , ntowana. iVitRkJ� it d 4i5t: at t}yg itt Sc r � n 1n 2 a P E3 t P f` 3n ass a v awtd s the ea c g ha a the lage,f Sri. abon s aattha ev , x slat or the taronv [les nrt n Ode+. D axt rat ire d C ! t h 0 3 e z ao : e x g €+ � g 9 t the Etc..: + acs bte&iing t.e<2 a xi c a�reovaxt of ¢t+a Mn and Gray fwh3 uav� cat the Truce.., mnCt# narrd?m9 stseragd, ;ns:asa6are aasd Yx zeaag7• ;thae be the aexipxrasSh54y e 5h¢ i3ao-iatrag €7a*c�ysiet srwX Gtxnhsecersr. A5 nsste^s eet w"S ,rt srie P C3CJ ;3wd dhe pume"ar py arsi guttfellnes oC E3atvk9ura t;wn(wrewet r"a:Fefp tnMarmsei:oYz {}iC,S+y pevkskshed try a Pi msed SC3CA ms r "eeenc i¢u a7eraeran: guaea^ c TS't 1 tlaatraes the rrestwmarGnF+. ss «rruf autres of Zi+e'aetse {?es•; ndx t'eusa &destgrro Eagtneer acrd Teazzsss A9artaxEaeSureY rsnieue tattxtawsae dehnoo by a Contract agaeed upon f'n oefteeg by aN �rtaes arna, ZX la Trans Ceough Eng nee C NOT rote 8 dog olo Vnel pe Tam System Erginew tore any bu,t'tirvg. AU capatatrzwl terms are as defined dn'i of A. Copeoght 0 2014 Pro8o fd,D J Enipneenfar CCG. (Odf Retoolloe.4,oh of arcs docar o.m, Fel ,ant, team, Is pac hil'atmd olthout endttee Tonesvon he. PloC eki-OtJ- • !'» 1 2-0 0 3-0-0 LOADING (psh SPACING- 2-0-0 CSL TOLL 30.0 Plate Grip DOL 1.95 TC 0.33 TCDL 10,0 Lumber DOL IAS FIC 0.05 BCLL fro Rep Stress Incr Yes I VVB 0.01 BCDL 10,0 Code ISC2012(TP12007 I (Matrix -M) 5 U4 2e4 DEFL, in floc) Well Lod PLATES GRIP Vert(LL) -0,00 4-5 >999 240 MT20 197/144 Vert(TL) -0,01 4-5 >999 180 Horz(TL) -0,00 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No,2 BOT CHORD} REACTIONS, pb1size) 5=29510-5-8 (min, 0-1-8),4=58/Mechanical Max Herz 5=62(LC 9) Max Uplift 5=-75(LC 12), 4=-34(LC 16) Max Grav 5-375(LC 2), 4=69ft-C 24) FORCES. (to) - Max. Comp,/Max, Ten, - All forces 250 (lb) or less except when shown, TOP CHORD 2-5=-348/92 Mzm� Weight: 15 to FT = 0% end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MOTES - Exp C; encfssed� MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1,60 snrnv� Lumber DOL=1,15 Plate DOL=115), Category 11; Exp C; Fully Exth; Ct=l.l 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof five load of 12.0 psf or 2,00 times flat roof load of 20,8 psf on overhangs non-toncurrent with other live loads. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6� This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. oil WARNING , Foew thmpidtay "we, the, 'Custamaes AcknoMedgemra of P'08.dd qtama'd Tffs to, Manvfayfixed Products" fix," Ver'70dCoov mmeem a.6 mad mtes on ths Truss Deso D's'norg ITM aM the DoRefemnce Sheet free II 1,R beWe use UrOss otheNnse� M stated on the Totey Mirek Mmedor PWM OSSfeht be ed dor INN, , AL na, Ate TDD) ,eposehisan whheplanm 0 the to, the te.zqnafthe store T,usdepcted a. the TDDw�y, wder M I zatyhty and u,", othus Puss fix any 8.9d.o * the responybMy of the owith, the Owners awhomed aWnI m Me 0uAM9 Dmgnet, mthe Geta olftWC,the taC I The ohaagarmaedIaeohq, shaN be the m3.pomb4dy Of the SaAdaq Demgmy and Cornhxto, and SOCA are efeenced fta W.ne,Wgixdan" M taeftnes ft see and duta,.% at the I runs Deaqgw Twss .,�ets othe. ems. e dohned by . C.hftcl agmed upw m wohng by ag pwbes,deoNed tv an' fxokfeig Ah captateed tem are asdelmed m TM I Y EMINEERINGuc Copynght 0 2014 PmB.M-DO Enivnee y�, LLC, Pf,* Repoducwn of taIs dowhem, In any Nrth''% fooNtad we"m anav, pemasm ehne P'08wo tt"� 2-0.0 3.0.0 2.4 1G 3 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD ROT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS, • FORCES,Max Horz 5=122(LC 7) or appliedTOP CHORD 25348[75 KI end verficals. Rigid ceiling directly NOTES - 1) • Exp C� f. ; MWFRS (directional); cantilever left and right exposed", end vertical left and right exposed� Lumber DOL=1,60 plate g A, TCLU ASCE ► r . ♦ . snow: Lumber r s 3) This truss has been designed of * psf on overhangs degreenon-concurrent with other five loads. 4) Plates checked for a plus or minus 5 designed5) This truss has been psf bottom chord live load. other live loads, fit between the bottom 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 9) This truss is designed in accordance with the 2012 friternationaf Building Code section 2306.1and referenced standard, 10) 'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was *in the analysis and design of this truss, WARNWO, - Rama t,srex ghty rrvievu the, 'Cu.Wa=la Act no .mkr;S of f"roactud SBa+reeialks Tol"M W Winataa`haved pmdeear* rotor Vent de.9h paratnetars and Mad, ncaes on pas Taus Dino n Dr avni vg (roof and the Ey,P Reference Sauk t (se, i �! 44) tehrre ease U.%na nkaen5wuk axax#nd u€r ttre "€C.1f#. d�tiy N% ek Camel^ a r'Aate9 shale he used kaa thta DD to be vaild As t9 Them; Design Entanaer {r e , WIcanty E rntm wr the seal oer any TDrb represerc#s ser acceptance of Che pcopubhonalengnuenTo res;k'ar rhri ty Son the desagn of the iunav T rues deriacted a. the TDD near, uedae TF1 t. Thor dtscytaz ssmurn�t�ar+s 3eaticuF cus'srlfsans. a IlIantaf and uses at this t nusz £ r:an yr9us r, t r . o £#t. �% t to es ' GiEai of the i?wnCf. the C1�vtei5 dRUSf'snt agent nr r n % V g PovT*�+ y azet9 age the sp ktu+g Ay ae ru the i lye xT of the ERC. dna GE3C`,, the foga! bus;out code 0 an t. 'i`he approwwC cror the 7l:D aAui anq taeki case of tfsa Fnac+a, tuudcwJsr� ftavXPteay sioaafye ansfa4tattun aray txaeaaaag, shall }ypy Use res&'cflsrtasaty cf the Rtrsikfmg Drsgrnes sw�+ Can{7actrwr. ,alt esaF fret uu¢ ,ax Xtle T00and the pra'Aynt% and Safety kfbhmfiwMCShpatfthed by TF4 and "xnCA a€e setetemced foe gsneraf gcus3aarace TPI 3 detnres flak sa,;;{aarussdsut€ms and dut.s of the trust. Ckr3spt t. Tates y3e,gyn Enobeer and T,us% MtanatCachayl, -tens otherwvse darned by za C orttraet a9yoodufmt,-Awls by aw The I tLes Oman E.ngrrwrer n NOT the Sfiusdget Desgban tx truss, Scam Engmee, tut any twAdant. AU caprtaiaaef hanas are as detiMW ars Tri! 1. Copynght 0 2014 Pp tiextddD 6 Ergaeo,,ng, LLC, (CnJ} Repeoducuan of this (1Ch aaect, In any Ram a rnobayted 5ll bc&d Hrgygc (}P.fixBaea n ftpni Prt8ugd_TNJ, SMINSEMMMIUM 2x4 +i 3X4 =" } .,_ coo .__-_.._.._.,__I ....... _..P�Ai` LOADING (psl} SPACING- 2«0-0 C€._... D�F�. in(koc) lfdefi_,_..-_ iJd.a..__n GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Ved(t l.) -0.00 4.5 >999 240 MT20 1971144 TCDD 10,0 Lumber DOL 1.15 BC 0.05 VergTL) -0.01 4-5 }999 150 BCCI, 0.0 Rep Stress fncr Yes W8 0.02 Horz(TL) -0.00 4 nta nta BCDI 10.0 Code iBC2012/TP12007 ( atrix-M) Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD ROT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS, • FORCES,Max Horz 5=122(LC 7) or appliedTOP CHORD 25348[75 KI end verficals. Rigid ceiling directly NOTES - 1) • Exp C� f. ; MWFRS (directional); cantilever left and right exposed", end vertical left and right exposed� Lumber DOL=1,60 plate g A, TCLU ASCE ► r . ♦ . snow: Lumber r s 3) This truss has been designed of * psf on overhangs degreenon-concurrent with other five loads. 4) Plates checked for a plus or minus 5 designed5) This truss has been psf bottom chord live load. other live loads, fit between the bottom 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 9) This truss is designed in accordance with the 2012 friternationaf Building Code section 2306.1and referenced standard, 10) 'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was *in the analysis and design of this truss, WARNWO, - Rama t,srex ghty rrvievu the, 'Cu.Wa=la Act no .mkr;S of f"roactud SBa+reeialks Tol"M W Winataa`haved pmdeear* rotor Vent de.9h paratnetars and Mad, ncaes on pas Taus Dino n Dr avni vg (roof and the Ey,P Reference Sauk t (se, i �! 44) tehrre ease U.%na nkaen5wuk axax#nd u€r ttre "€C.1f#. d�tiy N% ek Camel^ a r'Aate9 shale he used kaa thta DD to be vaild As t9 Them; Design Entanaer {r e , WIcanty E rntm wr the seal oer any TDrb represerc#s ser acceptance of Che pcopubhonalengnuenTo res;k'ar rhri ty Son the desagn of the iunav T rues deriacted a. the TDD near, uedae TF1 t. Thor dtscytaz ssmurn�t�ar+s 3eaticuF cus'srlfsans. a IlIantaf and uses at this t nusz £ r:an yr9us r, t r . o £#t. �% t to es ' GiEai of the i?wnCf. the C1�vtei5 dRUSf'snt agent nr r n % V g PovT*�+ y azet9 age the sp ktu+g Ay ae ru the i lye xT of the ERC. dna GE3C`,, the foga! bus;out code 0 an t. 'i`he approwwC cror the 7l:D aAui anq taeki case of tfsa Fnac+a, tuudcwJsr� ftavXPteay sioaafye ansfa4tattun aray txaeaaaag, shall }ypy Use res&'cflsrtasaty cf the Rtrsikfmg Drsgrnes sw�+ Can{7actrwr. ,alt esaF fret uu¢ ,ax Xtle T00and the pra'Aynt% and Safety kfbhmfiwMCShpatfthed by TF4 and "xnCA a€e setetemced foe gsneraf gcus3aarace TPI 3 detnres flak sa,;;{aarussdsut€ms and dut.s of the trust. Ckr3spt t. Tates y3e,gyn Enobeer and T,us% MtanatCachayl, -tens otherwvse darned by za C orttraet a9yoodufmt,-Awls by aw The I tLes Oman E.ngrrwrer n NOT the Sfiusdget Desgban tx truss, Scam Engmee, tut any twAdant. AU caprtaiaaef hanas are as detiMW ars Tri! 1. Copynght 0 2014 Pp tiextddD 6 Ergaeo,,ng, LLC, (CnJ} Repeoducuan of this (1Ch aaect, In any Ram a rnobayted 5ll bc&d Hrgygc (}P.fixBaea n ftpni Prt8ugd_TNJ, SMINSEMMMIUM 2A R� 2X4 LOADING (psh SPACING- 2;00 CSL DEFL. in (too) Vdeft Life TCLL 30.0 Plate Grip DOL 1 TCVerth-L) 1 -0,00 4-5 >999 240 I TCDL 0,0 LumberDOL 115 0�' BC 004 Vert(TL) -0.01 4-5 >999 180 BCLL 0,0 Rep Stress Inor Yes WB 0.02 Horz(TL) -0,00 4 n1a n/a BCDL 10,0 Code ISC2012fTP12007 (Matrix -M) LUMBER- BRACING- TOP CHORD 2x4 SPF No,2 TOP CHORD BOT CHORD 2x4 SPF No.2 VVEBS 20 SPF No.2 BOT CHORD REACTIONS, (lb/size) 5=324/Mechanical, 4=23/Mechanical Max Herz 5=185(LC 9) Max UpliftS=- I 18(LC 10), 4=-78(LC 14) Max Grav 5=427(LC 14), 4=70(LC 8) FORCES, (to) - Max, Comp,/Max, Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-5=-4021132 PLATES GRIP MT20 1971144 Weight: 18 to FT = 0% Structural wood sheathing directly applied or 2-8-8 oc puffins, exc end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vuft=l 10ndph (3 -second gust) Vasd=87mph" TCDL=6.Opsf; BCDL=6,Opsf; h=15ft; B-45ft: L=24ft; eave=4ft; CatIf; Exp C� partialty; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL -1 60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pr --30.0 pal (root five load: Lumber DOL=1.15 Plate DOL=1.15); Pg -30.0 ptif (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=I .15 Plate DOL=1 AS); Category 11; Exp, C� Fully Exp,; Ct-1 A 3) This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof toad of 20,8 psf on overhangs non -concurrent with other live loads, 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 pill by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girderis) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 5=11& 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/Tiol 1, 10) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, WARN NG Fleme tholyoxeity renew the Cuss 's Acknoefedionfent ePraitla$d Staodard Tom to, Manytalstihed PtoductV for", Venly design palroaters and mad holes on lhs Tense Desq. onfavh; ft`00p and" OJ Refeninci, Styled t,fl 11, 14) Wale use U,%eos olheniowe stated oa the TDD mh, M,Te.k comedo, phVes sha[i te wayi for th!% TEXT bo be Voted As a I oSS Ongil EnytiotfaT (. e SWaiky Engheo,), the eoW on any TOO ieptesents an axejeoe.w of the wofellewhh fQ"*.nW mspohedlyKy tof th, dewtin of the sreae Tmij defected 0. the TOO one, imilfer M I The idsogn murejdv,a' holioN wndoleovil lhotabody and use of this Tess to, any Ekitrung . 1h.,eypo,nnWAy of the Csoat, me 0,soors wmnveri agent o, the 8.6deo Doane, o the cotftet of the RC, the EBC, the focal bh'Xhoq�difardllfsl The w iensal of the TOO aod any Wd a- .1 the T,1y`t3r 'edie'log 'ofed"'r, storage, ON3`,attah and tyat,,og, shag te o the, B.Adoig Dea'gml and C MUKA01 AP Won, ief 019 m TV TDO and the -11 gudet".5 of 8.0119 Component safelp tokgrnahw ts'lsi) Ptothed by Tio alsl SBCA we rete,woed for itereoW queyvnle,. I tol W defidem the mmpooetwkaes are( duties of the Truss Designex, Tom Desef" ErKi—o' and Tftiss untlofs orhavosse caffined by a Comma agredyi u;= m ftg by as poll*% mastwed The Twits Desgo Eegeeef s NOT the. Blooloei Desone, x Tyus,,Syston Logy,", fog' ally Lw thott AR capRalved lanes we a,, defineyl . Tot 1 C,o.1oqhf 02014 Fllo&nkr(hJ E,,nhtee,% LLC, (DJ) Roploductm of ths, doome'd s, any tomm P'tooeted enihout eafflon pon'4moo f'", pouf aw DO Prothutd, Colorado sitr€ngs.Co 7,600 s Oct 3 2014 MITek Industries, Inc,Wed Sep CP2 08 58,19 2015 Pv e f..._,.___,. ID 1deYHpW9JQ?5DRx3Ddbjlgykfk5.lnTAz4_Fl1_.fwxWSrakgtii3..:FDKQ XYsi_iJpeyhIM2 2-11-0 2-6-4 M = 5 3x4 '.-.: 2x4 II DEFL. in (too) Well Ltd PLATES GRIP Vert(LL) -0,01 5-8 >999 240 MT20 1971944 Vert(TL) -0.01 5-8 >999 180 Horz(TL) -0.00 1 nla nta LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD SOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (lb/size) 1=162/Mechanical, 4= -66tH anical, 5=33010-3-8 (min, 0-1-8) Max Horz 4=51(LC 11) Max Uplift 1=-1(LC 12), 4-74(L.0 24), 5=-4(LC 12) Max Graft 1- 198(LC 2), 5=403(LC 2) 111, 1311 1 15 1 IQ s m 00 1'* . 1 Weight' 18 It3 FT = 0% Structural wood sheathing directly applied or 5-5-3 * Wind:end verticals. Rigid ceiling directly applied or 10-0-0 or, bracing, NOTES- * A Exp C� enclosed; MWFRS (directional); cantilever left and right * vertical left and right exposed; Unbalancedgrip DOL=1.60 2)TCLL ASCE 7-10; Pr=300 psf (roof live load � Lumber DOL=1.15 Plate DOL=1.15)� Pg=30O bell (ground snow); Pf=,20.8 psf (flat roof * loads 4) Plates checked for a plus or minus 5 degree rotation about designed5) This truss has been 0 psf bottom chord live load nonconcuffent with any other live loads, +" * iIRA *�Xvvllitrmv," fit between the bottom * any other 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. connection9) Provide mechanical • * to bearing plate capable of withstanding 100 t 10) This truss is desi ned in accordance with the 2012 Intern Buddin Code section 23061 and referenced standard ANSVTPi 1. *,* WARNING NtsM thawsaucthly revdtw the "Gur;tsamers la;sW*aosWcdytaeaent of F'rn6rub5 $tandard Temxs for ManuotIoUsd F'raduN taxm Verity defron ry ahueao and 111d rots, own this Trust, 0*ron NJravong JON) I and the NJ Retertoce street trey 11,141 be#rase use.uleoss. othemse statesb on the T C3t> arty, 10a Fek We ctw PII :shat[ be used for nee TOO to be vatkf. As a Truss s"tesrgar E ciprecer tk e SPItta#tp rrgcrmeetr}.. the seat on any 100 reprewns an aex^e ptanca of the pnotcsa}arSeP. a:rg ru:enng routxgnS+tvM¢y to, Ne deson of the fongk' Tants dop}lecd on the TDD only. unde, TPf t The dtsgrt more cions foa0mit cunc3iisorts. suatabddy ae}d mm or It" Truss to, any Sutldw'g ra thtt eesF mkbahay qt the Cw,rtxe, be 0v ens authonged agent or She 6u+klmg foesrel, iPt the Context of the $R? ,, the INC the foal bwid,s«g code and 'TPat 4. The aperaava} qI te¢ ti7Cf trni dnY' tsl use ert fire Trer.�v, treo2ulzrg ha ikng st0hete mst u'tatrsn and bUtarg, Shot be [het o,%N x%6dAy od the ttuoidmg De., Tner Gnat tsrrktratroz. A# rtatrt �t *nut an She T Ch.r erns the ;.=sm and 0e hrIes of 6acot Coto nent Sefn.Y EntoFinadata't t3T; 2-9-45 4-1.7 RM LOADING (psp SPACING- O CSI. DEFL, in (loc) Ildeft Lid TCLL 30,0 Plate Grip DOL, 1'�2-0 5 TC 0,26 Vert(LL) -0.01 4-5 >999 240 TCDL 10.0 Lumber DOL 115 BC OA2 Vert(TL) 402 4-5 >999 180 BCLL (ro Rep Stress Incr NO WB O.02 Horz(TL) -0.00 4 me n/a BCDL 10.0 Code J8C2012fTP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1 TOP CHORD BOT CHORD 2x4 SPF No. 2 WEBS 2x4 SPF No.2 SOT CHORD REACTIONS. (lb/size) 5=313/0-7-6 (min. 0-1-8),4=41/Mectianical Max Harz 5=1 34(LC 11) Max Uplift 5=-I 03(LC 12), 4=-65(LC 16) Max Gran 5=454(LC 16), 4= 70(LC 7) PLATES GRIP MT20 197/144 Weight: 28 lb FT= 0% Structural wood sheathing directly applied or 4-1-7 oc puffins, excl end verficals. Rigid ceiling directly applied or 10-0-0 oc bracing. lilillim,= Exp C: enclosed� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lurnher DOL=1,60 plate grip DOL= 1 60 snow: Lumber DOL=1.15 Plate DOL=1,15): Category 11; ExpC; Fully Exp," Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10O psf bottom chord live lead nonconcurrent with any other live loads - TM7MMAV710� 4 fit between the bottom chord and any other members, 2) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 Ib upfift at joint(s) 4 except 0=16), 5=103, 10) This truss is desioned in accordance with the 2012 International Building Code saron 2306,1 and referenced standard ANSYrPJ 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end hardy model was used in the analysis and design of this truss, 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1 15. Plate Increase=1 , 15 Uniform Loads (plh Vert: 1-2=-62 Trapezoidal Loads (plf) Vert: 2=-2(F=30, 8=30) -to -3=-65(F=-2, B= -2),5=0(F=10, B=10) -to -4= -21(F= -I, B= -I) WARNNG - Foetvie thmo,q6ty, arArina the 'Cuglaniet's ArikiwoohncfenriaI of Pmfyord Standard Tetrns to, Manuohatutiod Pwdueo" lovo 11-141 Who? tree. Unrenothe—senabldonVie TOD too ever on any TOD'erft-eats an woeteance of vie lorofiwismal eral—eanfl r."bybik(y to, the dwstb, of th--or, Trussdp0ed on Ont I DO apte udN TF11 I The de%uh nounaemit, Wallis sueaNiq and int oFthis Trues for any cutlet at 0" oeawn, ",a Oyhens auvernzed4frent 0, the Rwkinbr D"eirie, m the mdexi of tow RC, the &_ ft" locat oulot, �q cirde anda TPP I The approval of the TlX,) and arae fieW use of Este toadlo'g, sivage, ioslapatorn ard bracing, shah be theesp000,,Wyo? My Swattog CiLesgoe" and CM(Mcirw M norm, set wfe,line 1, M anatne emaeor, mc% one, Tim P'.0horel and grx1,4ineS of sudd*19 cor0000.m salety W, e Dytogn Elqme, tout T has Mamfaduier, woess oteeose defined by a ContstyAwt000k uponm wolneg by of parfiwm, moNed Tne Truss Deog. Eqnh,er * NOT the Bividnty Deope,e o, Tlv%s SpAWW Fnfb,ww ho any boddral. Ail otrotahzed le -ti we as defied M I . . . ...... ........ -1f-----JZ-1i4 ..... ......... 2-3-8 4-10-14 4-10-14 2-3-8 04 :; B 2y4 WO 2.4 LOADING (psf) SPACING- 2-0 C DEFL, in (loc) Wed Ud TOLL 30,0 Plate Grip DOL 1.15 TC` 0,45 Vert(LL) -0.01 7-8 >999 240 TCDL 10,0 Lumber DOL 1,15 BC 0,11 Vert(TL) -0.03 6-7 >999 180 BCLL 0.0 Rep Stress Bracy Yes we 0.06 Horz(TL) -0,00 6 n/a n/a BCDL 10,0 Code iBC2012/TP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD SOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (Ititsize) 8=538ablechankef, 6=53811tilechanicaf Max Hart $=-144(LC 8) Max Uplift8=-1 19(LC 10), 6=-1 19h -C 10) Max Grav 8=67 1 (LC 2), 6=67 1 (LC 2) 1311LIEM MWIMMMELL PLATES GRIP MT20 1971144 Weight: 51 Ib FT = 0% 7 end verficals, rfic � gid ceifin'lg directly applied or 6-0-0 oc bracing, NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Win& ASCE 7-10; Vuft=l 10mph (3 -second gust) Vasd-87mph; TCOL=6.0psf� BCDL=6,Opsf; h=15ft: 8=45ft; L-24ft� eave=4ft; Cat. fi; Exp C; partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 3) TCLL� ASCE 7-10; Pr=30.0 psf (roof live load� Lumber DOL=1,15 Plate DOL=1,15); Pg=30,0 psf (ground snow); Pf=20,8 pst (flat roof snow: Lumber DOL=1,15 Plate DOL=I, IS)- Category 11; Exp C; Fully Exp,; Ct=1A 4) This truss has been designed for greater oi min roof live toad of 12.0 psf of'2,00 times flat roof load of 20 8 psf on overhangs non -concurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a I OO psf bottom chord live load nonconcurrent with any other live loads, 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide vAll fit between the bottom chord and any other members, 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearin"fate cagabie of withstandin.Q 100 lb ueklift at i0intf t exce 11 1=11gL8--� �19, 6= 119, 10) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSV7'Pl 1, 11) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. VNIARNANG - Fhetme thomedfay ntmww the-CoStomers A01Wodedgement of Profghdd Standael TIMIS t1l M1,1fielled FeldWflll Veng a -got panentem arra Bead mate on that Trus, Desxth New% fTDC and the I , )IJ Refinence Sheet (w 11,14p tatfon, ese Lego otteavese stated an the T00 arty Wee conmdot ;Matft shay`behaed to, the, TDO to bt, vwyy As a f,ws D"n Env.", i,e , Sid,,naky Enyneeq the deal any TDD IOPInutey4at aocepganottoffise lo, ff* desVn0the. sge T,usa deptoedanthe TDOmy, urde! M I ThedtVon assumpletas t-anygoandonyat suttathhh, aod use of fts Trus% eg any Buadw�g 6 the hespornobeAy of Ole Choder agent te the 8n,itheq oftyne,, at the C019ext If tee IRC, the SC the, keot buhchlnq Mae agd'rN I The a Wcl"l W the '00 and any fiepi use of The T'.55, egaldlog hAldaq, SUNage thst.4abon and blaona shag no the the Seftnq Deagnev wet C.Wado, AM hoets, set oW",n the TM anh the phwte,es and quyu,0neet Of awdtm component Wety thfQMURIM {BCSI} putegeext by M anti." 'ECA are mexenced to, gyhdal qeadascue TP f I cadews the e%pcea Adinws and holes of the Twss Catogran, Twss De—j" Eqgmet aml Tate, Manufaghum, amifts offenveme defined by a Coneut aghted upey, . —ung by a# The Truss Do,"n Env. w ya NOt the Buddtayg Desqnwor Truge System Eng he rx any hu agnq Ail eapdateted Ohms We as deleed,h IPP I -------------- 2-3-8 410-14 4-10-14 2-3-8 04 -'." axe --- Plate PIate Offsp Y-) AOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd� ASCE 7-10ond gust) Vasd=87mph� TCDL=6,Opsf; BCDL=6,Opsf; h=I 5ft; 8=451t� L=24ft- eave=yift� Cat. If: Exp C; partially,- MVVFRS (directional): cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -160 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1, 4) TCLL� ASCE 7-10� Pr --30,0 psf (roof live load: Lumber DOL -1, 15 Plate DOL=I, 15): Pg=30 0 psf (ground snow); Pf=20,8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=I. 15); Category 11; Exp C, Fully Exp.; Ct= 1, 1 5) This truss has been designed for greater of min roof live toad of 12,0 pet or 2.00 times flat roof load of 20,8 psf on overhangs norr-concurrent with other live loads, 6) All plates are 2x4 MT20 unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) Gable studs spaced at 1-4-0 oc, 9) This truss has been designed for a 10,0 psf bottom chord five load nonconcurrent with any other live loads '1 .0 90.*41601" MWWWW"* NoW 1111140h,11"Null 6=222, 12) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSVTPI 1. 13) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 14) Hanger(s) or other connection devicefs) shall be provided sufficient to support concentrated toad(s) 57 lb down and 49 fti up at 1-9-4 57 to down and 49 to up at 3-94 57 lb down and 49 to up at 4-10-14, and 57 to down and 49 to up at 6-0-8, and 57 fty down and 49 lb up at B-0-8 on bottom chord, The design/selection of such connection device(s) is the responsibility of others. 15) in the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or WARNWC; , Nease Iftwoughly ray� �� Autnowxwgernere W Pro&Aal Standwl Team to, Manaeyoww� PrMuds" neem, vaerOydemp Temmetets ural read wkes an the Truss DesQrt CesOang /Tor. and t". 00 Reumme Sheet ne, 1 tA,tl berat use Unhtssogene3se staled ort the TW Wy Wyk vmedv oates shard be used lo, this TOO to be vWd As a T,,*, DOKO Evotme, n e„ Spemofty EsvateeO, ihe seat te, any TDO,noemaas an a ittanae of 0* prohmsonal vyprateennq respo,aa,tutey to, the dewy. of the seoW, Twss, departed art the T M) wdy. under Tel i The detay, assunlrAytm toady MdAms Aabhty 8"d Se 01 tM 7,� to, any EhAd of the th�� Gvote,yi atahenzed WnV� t a, ine rtugd�,ryeaJOW, m OV, M,04 ceft IRC, the MC, the exyOl bwktolg code and 'Pll The ap%awat W the TM and ay hod ,�, oth f n9, 5tXa9C SWaIna, Old taamyt. shaff ye, the emyytnseyfey 0 the StW&I9 Qasqne, and Cwtlacv:a AS rWft seT avd ¢n ffae TEX) w the ixwn,,�, and qml",,es 0 6,nyjeq Compenent Safety IntmmaVor, 69CS�� pubkshed by rR 3W sack ate mWenc&.6 et qenerW 1, 1 Maas the netynetsaytdes WW W*y W the I'nst, Doegnt," !"U", Dmleyn EroNn and Truss Name , aa.w wietes otheremae d.N,ed by a 60ml aqfmd upm,,, ye*ng �ag pa;�i,W4,m rh=T� Tgn Ergo,", m NOT the SuMeng De.Vne, v Nuns System Engaeo, tCW any Wkimq AR tapltaltzad 1¢ .s .1e are deleted v, TPI I C.pgght 02014 NoS.OrDJ Enypneennyi. LLC, (Drjt Repmdwhon of fts dmvaenz. e, any fwm, A prohlblied aaftW -a- pert' won Flom P,.8.04),J LOADING (Pso SPACING- 2-0-0 CSI. DFL, in (too) Well Lid PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TO 039 Vert(LL) 0,01 6-7 >999 240 MT20 197/144 TCDL 10,0 Lumber DOL 1,15 BC 0.06 Vert(TL) -0,01 6-7 >999 180 BOLL, 00 Rep Stress fricr NO WB 0,07 Horz(TL) -0,00 6 nia n/a BCDL 10,0 Code IRC2012/TP12007 (Matrix M) Weight: 85 lb FT 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 do purfirts, except BOT CHORD 2x6 SPF 210OF 1,8E end verticals. WEBS 2x4 SPF No.2 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-8,4-6: 2x6 SPF 2100F ISE OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) 8=657M-6-8 (min, 0-1-8), 6=65710-6-8 (min. 0-1-8) Max Herz 8=-143(LC 8) Max Upftft8=-222(LC 10). 6=-222(-C 10) Max Grav 8=813(LC 2), 6=813(LC 2) FORCES. (lb) -Max, Comp,/Max, Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-4931152, 3-4--493/152, 2-8=-7241216, 4-6--724/216 WEBS 2-7=-69/293, 4-7=-70/293 AOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd� ASCE 7-10ond gust) Vasd=87mph� TCDL=6,Opsf; BCDL=6,Opsf; h=I 5ft; 8=451t� L=24ft- eave=yift� Cat. If: Exp C; partially,- MVVFRS (directional): cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -160 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1, 4) TCLL� ASCE 7-10� Pr --30,0 psf (roof live load: Lumber DOL -1, 15 Plate DOL=I, 15): Pg=30 0 psf (ground snow); Pf=20,8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=I. 15); Category 11; Exp C, Fully Exp.; Ct= 1, 1 5) This truss has been designed for greater of min roof live toad of 12,0 pet or 2.00 times flat roof load of 20,8 psf on overhangs norr-concurrent with other live loads, 6) All plates are 2x4 MT20 unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) Gable studs spaced at 1-4-0 oc, 9) This truss has been designed for a 10,0 psf bottom chord five load nonconcurrent with any other live loads '1 .0 90.*41601" MWWWW"* NoW 1111140h,11"Null 6=222, 12) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSVTPI 1. 13) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 14) Hanger(s) or other connection devicefs) shall be provided sufficient to support concentrated toad(s) 57 lb down and 49 fti up at 1-9-4 57 to down and 49 to up at 3-94 57 lb down and 49 to up at 4-10-14, and 57 to down and 49 to up at 6-0-8, and 57 fty down and 49 lb up at B-0-8 on bottom chord, The design/selection of such connection device(s) is the responsibility of others. 15) in the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or WARNWC; , Nease Iftwoughly ray� �� Autnowxwgernere W Pro&Aal Standwl Team to, Manaeyoww� PrMuds" neem, vaerOydemp Temmetets ural read wkes an the Truss DesQrt CesOang /Tor. and t". 00 Reumme Sheet ne, 1 tA,tl berat use Unhtssogene3se staled ort the TW Wy Wyk vmedv oates shard be used lo, this TOO to be vWd As a T,,*, DOKO Evotme, n e„ Spemofty EsvateeO, ihe seat te, any TDO,noemaas an a ittanae of 0* prohmsonal vyprateennq respo,aa,tutey to, the dewy. of the seoW, Twss, departed art the T M) wdy. under Tel i The detay, assunlrAytm toady MdAms Aabhty 8"d Se 01 tM 7,� to, any EhAd of the th�� Gvote,yi atahenzed WnV� t a, ine rtugd�,ryeaJOW, m OV, M,04 ceft IRC, the MC, the exyOl bwktolg code and 'Pll The ap%awat W the TM and ay hod ,�, oth f n9, 5tXa9C SWaIna, Old taamyt. shaff ye, the emyytnseyfey 0 the StW&I9 Qasqne, and Cwtlacv:a AS rWft seT avd ¢n ffae TEX) w the ixwn,,�, and qml",,es 0 6,nyjeq Compenent Safety IntmmaVor, 69CS�� pubkshed by rR 3W sack ate mWenc&.6 et qenerW 1, 1 Maas the netynetsaytdes WW W*y W the I'nst, Doegnt," !"U", Dmleyn EroNn and Truss Name , aa.w wietes otheremae d.N,ed by a 60ml aqfmd upm,,, ye*ng �ag pa;�i,W4,m rh=T� Tgn Ergo,", m NOT the SuMeng De.Vne, v Nuns System Engaeo, tCW any Wkimq AR tapltaltzad 1¢ .s .1e are deleted v, TPI I C.pgght 02014 NoS.OrDJ Enypneennyi. LLC, (Drjt Repmdwhon of fts dmvaenz. e, any fwm, A prohlblied aaftW -a- pert' won Flom P,.8.04),J LOAD CASE(S) Standard 1) Dead + Snow (balanced): lumber Increase=1,15. Plata increase=1,15 Uniform Loads (pl#) Vert: 1-7=-62, 2-3=-62, 3.4=-62, 4-5=-62„ 6-8--20 Concentrated Loads (lb) Vert: 7=48(13) 18--48(8) 19=48(B) 20=-43(B) 1=-43(13) WA.RNNGd Mea%e thearoughh, r o*. tksc€ "ticrvtanca .Astkno.4.dgenwnt at 4 to eww Sta doral Terma kw Manutacdwed Feodwft' RxM Veld'y desgn pawhAem wool 0 nasfes Cron If,* Truss Das, o LNayAnq (2'DOt and She 0rJ Refveme puttee# (rLv 's 3,14F bewe uSa, E,31jec�s9 the for), ona Ads yek 0.zyrrnedo, yatates shah to; wed Mar Vvs TOO to tw, -iii as a T,ws Devgh f,SWseet 6 � S(aeda(Py #kra seat,rn ar y TCTO reraeseats as xaeceptarwe od the of the atrr;Tte Truss depeoed on Gar TDD oNy, undee I'M i. The: deaern msuoV#tws e acmg wnaoeom' ZaWyy and core: o4 thus T eusw hat any Bu4dxog is than €estTansdaagy of the 0.,Mr, the t'T-ores auttwrued amort o, the R.M,m Ci gwee'to the ewgext of the W, the tlyc, the 10"'Mbw d g c.." am I Fo 4 The rretr awat at 8tre I DD and any oeki use c! the °to%%, trokakrgd ham-Af g. stc✓ et., sastagaWn 4M le narpy: rusk be of the Bu*JN De%q aaC and tTo; U actw ,off noW ut ¢wt cn the TOO and dtre c# ce;; and tgSNdRtutc;:S dS Suahisexg Opme{w<venr Sa{ety reatorrrratraxs (rk.Si} putvshetl by 7h r atau SfsC.A are raPetenavai fee gcr eea� gao±daraoe. TFi T tle(srro`s the rrs{,wrrsrhadi#acs a+ttt d°atns oY xa Twsa khr. Trues SAew9grws, dNsswggax E're;Trr�aes acrd Trasa &tanuhasaurc's, u+ttysa drt� cnrdaned by a CcacrMaeX geed upon tea w,aiargT by to t»ahuss rr>vptvsd, T he Truss C`icwagn E7ar,�ataer MNOT hre Rcn7Usxdy 9.Y2sn�rnre w Tn.�ns "a'YstNtta Mra(7t+*eerr Par any tnccWng Ail e aptatzed Seems we as defood. TPI i. GtxpyaiphC 0 2014 Rc6sa4d'hS YTaTy7tttrwzvrg. £2^. (Ctsi3itet»scukattan or mizs documenR to arry raum ,a ptoh4kdtre4 uail5aer!'nxi¢kea pre;mnr, %rqn T'caiiui&i0n;. 1 2-0-o Serie 9:21.7 LOADING (psf) SPACING- 2.0-0 CSI. DEF'L, in (loo) Miert LJd PLATES GRIP TCLL 30.0 Piste Grip DOL 1.15 TC 0.07 Vert(LL) -0,00 6 nlr 120 MT20 197/144 TCDL 10,0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 6 nlr 120 BCLL 0 0 Rep Stress Inor Yes We OW Horz(TQ 0.00 n1a ria BCDL 10.0 Cade t8C 012rrPI2007 (l atrlx M) Weight 6 to FT 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 2-0-0 oc purdins. BOT CHORD 2x4 SPF No.2 BLOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS, (Wsize) 3-68/Mechanicai.2=3111Mechanicsl Max Herz 3=-151(LC 2), 2=151(LC 2) Max Upli#t3=-29(LC 10), 2=-109(LC 10) Max Grav 3 =83(LC 5), 2=389(LC 2) NOTES - Exp C: partially; MWFRS (direcfionah� cantilever left .•flight exposed; end vertical left and right0 plate grip DOL= 1.60 0Pr-30,0 psf (roof live load: Lumber DOL=1 15 Piate DOL= 1, 15); Pg=30.0 pst (ground snow) � Pf=208 fist (flat roof Categorysnow: Lumber DOL=1.15 Plate DOL -1.15); designed3) Plates checked for a plus or minus 5 degree rotation about its center. 4) 7his truss has been n 10O psf bottom chord live load .anytoads, 5) 'This truss has been designed for a live load of 20,Opsf on the bottom fit between the bottom V 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplifti.• 9) This truss is designed in accordance with the 2012 international Building Code section 2306. 1 and referenced standard ANSVTPI 1, 10) "Semi-rigid pitchbreaksof 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in, i' • • i others.on top chord, and 48 lb down and 16 to up at 1-10-4 on bottom chord, The designiselection of such connection device(s) is the responsibility of toads13) in the LOAD CASE(S) section, #lied to the face of the truss are LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber increase=1,15, Plate Increase=1,15 Uniform Loads (plh Vert: 1-2=-62, 3-4:-20 Concentrated Loads (tb) Vert: 3-_39(8) 2=-180(8) WARNING- Please of Plo8w1d 5;Nsee r`d Teens kaa Manun1dVred Predudts° #arae WWI des*",Gwaraseete s arxi xaad notes on this Trusu S)essgn t7rawnrvg (TiY:7 sraX ilea €?aJ Refass.ce'Shwe# {sev. 9 A_ ,rt hef�see Use.UNfts WheTayse staked on the TDD, only .Af sk e0neentot rytte ,% shall be used lot ea$ 7'cr.. to tie weiwi. fa',a � TruN6 #,7sStgR r±rg`nk`s'r jr ti.. Spcedsity F,".reri. etre seal oa any TDD eeis"ese,as art awgaanon err the taofes8rMM e'dimeaang respom ady ra f the Amp of the smste Trus%depMed an the TOO onto undo, tali t. The des assumptfttas fcaaVdsstg arsrtrsTkao-xu. et i!t r € hi 'Pre SU RF t 3 Yq U e 0 t d i55 SOf 34t eG k':} ¢9 the Kea 4�dtsk ,: ofthe Ci+kPrCF. P f 5 �.t i iia q , , th , ftVon e <Fbla A }i tit $fke E pin ldy `flus IR the C`eP4kCX PSt tYa NP f r l Y les f 1 TPI t i y X � k 't1i2 t � , h8 F}i., tPC txbid� CGWXY? saPb3 k he ,synxtitiaf OfM, TDO and any h@PCS 6151,} ofthe rba5e, SPK93�ttF� f3u'frle'"fFU't"t¢, Fk:=FddgC 6netde&$VfJR A� t#skt"r'4�,. shag t,*� lax° ke;:rYktt5liatefy flf $:lk: ['£U(SCI�IW'�t (.b43s4�Rd°t YYdd 4,.tNiCtk3Citi€. fid` CRJiGN3 9kP.i E'tU3 411 !et4* `riSi} dnrti tYlB pr tires a..Y g nal nes of Beefmg C:a€x gaTnent Sa4eSy 4nr urnatldxa ,Pi Sf} publacisa+d kry TAi arni S€tGA axr. rHerenced One grneraY guld«tlxaw. F.PR t detr�:rs the ea ti4 rnr9+tukties afrJ dcritrs r f khe F rasa t?esvprrer Y'.russ 0", qn rrkEaraspr aAr4 iru�v siantasa urea, anrks othm+'++Ese def areal hY a 4;4m4tatff atpr�rd urxux ve vrohrag 4v ae Patlr� rtevca'vetX_ The Tnus%Cae rv, F.nd ne:o d M'J'r'The Skai nee Omgnew of 1 mans Systen, Enagnneer One any WkBuyl- Ail Gaptatk.ed team s ate las defined in tilt Y. i:epya hP ka'N.1ia Ficaatr+#X GvJ Prag;.a eetq, rd.G. MJk Rejanydmnon of thm dWnttle,14, in any Paan. ,s ptohdmted e%tthauk andlen pen gestin feat. rarasudd-DeJ September 3, 2Q 1 ferobuiikr CaRrOrdo Spongs,Co 7,600 s Oct $ 204 ID, I deYHpVV9 JQ'1SDRx3D(ibjl8yk1 2,8-7 LOADING lost) SPACING- 2-00 CSI, TOLL 30 Plate Grip DOL 1., 5 TC 0.13 TCDL too Lumber DOL 1 115 SC Orl"if SCLL OC Rep Stress incr Ye; 0,0,1 BCDL 10,0 Code IBC2012fTP120 Z (Matrix M) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No,2 REACTIONS, (lb/size) 2=180/Mechanical, 3=39/Mechanical Max Herz 2=286(LC 2), 3=-286(LC 2) Max Uplift 2=-64(LC 12), 3=-1 6(LC 12) Max Grav 2=225(LC 2), 3=48(LC 7) TOP CHORD 1-7-941342, 2-7=-841354 BOTCHORD 1-3=-286/107 M DEFL, in (too) Well Lid PLATES GRIP Vert(LL) -0.00 6 nIr 120 MT20 1971144 Vert(TL) .0,01 3-6 n/r 120 Horz(TL) 0.00 We We Weight: 8 in FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 on purins, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wtnd� ASCE 7-10; Vult=l 10mph (3-serond gust) Vasd=87mph., TCDL-6,Opsf� BCDL-6.Opsf; h=15ft; B -45t L=24ft; eave=4ft; Cat. 11; Exp C' partially; MVWRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL= 1,60 plate grip DOL=;60 2) TCLL: ASCE 7-10; Pr -30.0 Pat (roof live load: Lumber DOL=1,15 Plate DOL=I, 1 5)� Pg=30 0 psf (ground snow)� Pf=20.8 psf (flat roof snowi Lumber DOL=I, 15 Plate DOL=1. 15); Category If; Exp C� Fully Exp.� Ct=I 1 3) Unbalanced snow loads have been considered for this design, 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 6) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 fail by 2-0-0 wide will fit between the bottom chord and any other members, 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 3. 9) old, 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI I 11) "Sem�rigid pitchbreaks with fixed heeW'Member end fixity model was used in the analysis and design of this truss, 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,600in, A WARNWC, . Prem lfoxotaWy wtew the "c.stome(W AC)'XfOrVeRthement Of PfOSWId StoWald Terms 90, k4nutaclwed Fhoduber' 101M Verity dftqn panvndm and read hates on the, Truss Design Dheatrq arf the JIX a DIJROI�MmeShWrnh, t1-14) Wale uu, Unten obenante statm on the TOO, onty % rek eomedor pWon shaft be �,d tent thh, TOE) tab. vOd the aeab 0. Any DO epesents - a,'xoptanah of the tegMeong mspons.thlyy rx the otmon of th. "In Truth, deMbed 01, thel DO Wy, undv M I The oetogn asob.'pt,ons, ltnOteo� metirons. suaaway and S' of tNS Mtn tw my suadq;m the i;4;�NNY at the ow", vw M of Me B.'Werg cesq'16" M the ImMed of 9V IRC, Me W, toe 10MI buftnq 000� aml tR I I he aWo,W Or the RX) and any Wd v", of th. Tntls, du&V havifmg, mWage, hogartat*. a, et be khe tosNOSIWAY of the BuOdeQ De.qw abd Conuacto, Al holft setoutm Uv, if.7i3 $ttQ%I#ttS Wftvs aed Q, ndei,b�ny & Buodmq Comr,"",t Safely Wxtnahon (RC, SI) thOAstutd by Tto and SoCA are referelfrard ' for rmelat qwrOmMoe rpi I d."% and dutw.s 0 the T—, Desgra,,, Truss Cksyto EOtev and mm M—Aacthr,n, ohlees obwh�* defined by a Cootract aqecO ufm m vwtVnq by arl d*iboe —dned The T rum, DeV911 Erypneer 4 NO V the 6to',&,a Dwsqtw . Trans SyveO Enqmv to, -y W0dN AM eapdahzd te—s are ms deftod to M I Copyrght0GV14PrWqVO-DRiEn,gvneenng LLC,frxj) 00��� 44 --- - ------------ 2-t}0 6,6-15 6-3-7 2-&6 4-10-8 5-2-0 2-3-8 2x4 19 4X4 = 3x4 = WO = 3w4 = 3X4 -= 2.4 41 I LOADING (psi} SPACING- 2-0-0 CSI. j DEFT., in fioc) flood Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 0145 Vert(LL) 404 16-17 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 115 BC 024 Vert(TL) -010 16-17 >999 180 SCLL ()ro Rep Stress Inrr Yes WB &35 Horz(TL) 0,01 11 his rhe BCDL 10.0 Code ISC2012fTP12007 (Metrix M) L--- Welght145 to FT m 0% ---------- - ----------- .... ....... ------ LUMBER- BRACING. TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or -11-15 oc purlins, BOT CHORD 2x4 SPF No,2 except end verlicals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. VVEBS I Row at mkipt 3-14, 5-14,6-13 REACTIONS. (lb/size) 17=76110-5-8 (min, 0-1-8),13=100410-5-8 (min. 0-1-15), 1 1=56911vilechantral Max Horz 17=242(LC 9) Max Uplift I 7=-127(LC 10), 13=-182(LC 10), 11-97(LC 10) Max Grav 17=945(LC 2),13=1226(LC 2), 11=711(LC 2) FORCES, (lb) - Max, Comp./Max. Ten. - All forces 260 (lb) or less except when shown, TOP CHORD 2-3=-783/112, 3-4=-362/112, 5-6=-2901182, 8-9-42fiffiat, 2-17=-887/16 1, 9-11 =-666/124 SOTCHORD 16-17=-184/284,16-18=-61661,15-18=-61661I 14-15=-61661,12-13-0/259 WEBS 3-14--609/174.6-14=0"/583,6-13=-896`/"`120,8-13=-410`/133,2-16=0/`4`87,9-12=0`/29O NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-I 10mph (3 -second gust) Vasd-87mph; TCDL=6.Opsf, BCDL=6 Opsf; h=15ft" B=45ft; L=2511� eave=4ft; Cat. It, Exp C� partially� MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL -I 60 plate grip DOL=1.60 3) TCLL� ASCE 7- 10; lar=WO psf (roof five load: Lumber DOL=i,15 Piate DOL -1. 1 5)� Pg=X0 psf (grou. 0.8 pal (flat roof snow� Lumber DOL=1,15 Plate DOL=I .15); Category ft� Exp Cl Fully Exp,; Ct=l.l 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads. 5) Plates checkedfor a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10,Opsf. 8) Refer to girderts) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joings) I I except Ot=lb) 17=127,13=182, 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1, 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, WArwANG Phease thwonghty myww te ActmaMadoement of foofeutfid Standard Tethm kh Manutadured Phylude" loan Von dyel Phew and seed Wes A thfi, Tom Desve Dr."m (I X a P: aid As a Now Oman Loqee, o e S Eq, , q a.IJ6, 41-144LvfweuwVn;euoth�w%o.staledonthe Fort, pecnIlty , n" the oat on any TOD ntponenf% fh aecpfytamn of Vne poones horoh ergmeown; fee the de%W of the whgat Inues deWted on thaTD0 only, ndw TN I In, d—iin assumMehm loWmg MxWeIns, $uRAAAY and Use of th's I wss to, a�y suo,hq n, the espohshody of the Oman Me chtanh'. aWhoqed agere 0, �he OWWN Des1m, In eta mMeM d the RC, th� 6C, fhe, tocai, bAdetii .W. ard TPt I The aglpl.al 01 Me z DO and any fifeat use a the Thais. oneeANc hancterhi, More" , , etstaftbox, and W aunri, Mae be the oespormlhif, e the EhAdyg ne.gne, and Cohlralo, ALI Who, Wa 001 . the TOO Vf the ptacfte, a.1 0-ioteae, of SWORV emporIent Safety ftebooaloo (SCSh pot*shed by TPI ana SBCA we mh,hthcod f., tpnooal 9.0.hav TPI t defines fee hnnIveA'An"s and dunes of the Tronas Deswee, T,uss Cyprus E enwa-r and Triers Marwrfdweratherrather, hothery e dhtuyxt by . Cwwwe agpoA ,"d th .,At by panym —c feed The 14aas be", Era nee.r ni tW)T the auddee; Deee;n;, V T'We sy%hnn F,nineen in, -y Wuhg Ali nam, xe,,.d,,wneJ,n TN I UC, $D,Jf Repoducton KSI M—locure.M, In any farm , is Vohtbaed PY M M3#& punemoo from PwBuIfd-D�J nn�•*� 7,600 s Oct 3 2014 MiTek Induunes, $AC, Wed Sep 02 08:58,28 22015 Page I ID: I deYHpVV9JQ?5DRx3Ddbjfgyk1 k5-OUDMJ3MOvtc*WveZ47VK2t6dbObnitXFOkuBlddyNLv .. . . .................. 2§_,54 2-0-0 6,37 4110-8 S-Zo 2-34 8 Do HT 22 68 69 202071 1918 f7 1672 15 7* 13 3A M15[i]WI I S I ,�ak, = 1 LOADING (psi) SPACING- 2-0-0 CSI, DEFL, in (too) f1dell Ud PLATES GRIP TCLL 30'0 0 Plate Grip DOL 115 TC 013 Vert(LL) -0,01 21-22 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1,15 BC 0.11 Vert(TL) 403 21-22 >999 180 BCLL 0.0 Rep Stress Incr NO WS 034 Horz(TL) O 00 11 rha did BCDL 10,0 Code ISC2012ITP12007 (Matrix- M) Weight: 261 to FT=O% . ......... ..... LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purring, except BOT CHORD 2x6 SPF 2 1 OOF 1.8E end verticals, WEBS 2x4 SPF No.2 'Except* BOT CHORD Rigid ceiling directly applied or(5-0-0oc bracing, Except: 2.22: 2x6 SPF 210OF 1.8E 10-0-0 oc bracing: 12-13.. OTHERS 2x4 SPF No.2 WE BS I Row at midirt 3-15,5-15,6-15,6-13 REACTIONS. All bearings 15-7-8 except (jt=lenglh) 11=11liercharfical. (lb) - Max Herz 22=241(LC 31) Max Uplift Ali uplift 100 In or less at joints) 11, 16,17,19,14 except 22=-246(LC 10), 21=-176(LC 10), 15=-177(LC 10), 13=-104(LC 32),20=-270(LC 5) MaxGrav All reactions 250 to or less at joints) 16, IT 19,20,14 except 22=994(LC 24),21=810(LC 24), 15--663(L.0 2),13=605(LC 21),13=470(LC 1), 1 1=687(LC 2) NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=1 I Omph (3 -second gust) Vasd-67mph; TCDL=6.Opsf; BCDL=6,0pisf� h=I Sft: B=45ft; L=251t; eave=4ft; Cat, if; Exp C� partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=160 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult quatlified building designer as per ANSpTP1 1, 4) TCLL: ASCE 7-10; Pr --30,0 par (roof live load: Lumber DOL=I. 15 Plate DOL=I. 15); Pg=30,0 psf Iground snow), Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL- 1, IS)" Category 11; Exp C; Fully Exp.; Ct=l.l 5)'rhis truss has been designed for greater min roof live load of 12,0 per or 2.00 times flat roof load of X8 Pat on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) Gable studs spaced at 1-4-0 oc, 9) This truss has been designed for a 10 0 psf bottom chord live load noncoracurrent with any other live toads. fit between the bottom chord and any other members. 11) Refer to girderhu for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint,(s) 11, 16, 17, 19, 14 except ot=lb) 22=246, 21-176, 15=1 77, 13=1 04, 20=270, 13) This truss is designed if) accordance with the 2012 international Building Code section 2306.1 and 1111. standard ANSI/TPI 1, T4) 'Sem�rlgkl pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 ,&WARNING Pt=e0hoZNle1W" Ift Acueayledy.allha at horoButd StandaM Tonner ',a, Mandadwed FoodmIll" lthro Veley deagn paramerm and told nofes on ffi,% True$ Desgn Dtaolarg {TDD ,,a., &Wfd a. the TOO, ",4 mit ekwmeaW mates halt be used to, ft, T6 to W raid, Za TrUSA Despirfal"No, h . SpeeutOyElophw, Aed the � Sliest g" 11- 4) befom use h1r, rum" he any TDO lepeseMS an Xceptance of tragi it-ofes%looth ennurellng lestoraosreldy Ve the delogn of the slnow Tnhto dep'ted on the TOD only aide, TFh I I he, des,gn "Suhaellons, W, 619 modAm., sugabd4y and use o t tt", Ttn tat any 8 kerge, The onponwbdgy of ft cowee, the 0,elele arlftond we.nt 0, the s"W2 Desyne" 0 tht carated of the, RC the, 6G, the loca� balakag Wde and TPI I The achlooat of the TDO old ally fithd Use, at the I tfms. errJud,rg handl", ael teaanq shah be the el%ponabthtg o' the Sulkhry; Desqwe, end Col-emw AR holes sel w r, the TDD aod the Toacnoes a, -A poor hens at 8.4d"ar; Safety r,hooalfhoa lKSU plAfthed 4 Tot and SK A we, reNvemed for gforo,al Thlot �,ce TM I oefivee, the m%ponstbleerfs alwi dtAxni o Me Trust, Cohratner Tlarr% Desoin Entho-, and Tw%s mroaaacelm, aro-'s olleelon e deftlaml by a pe,-, -1VIV hy 10 fladoo, hahihet The rhors Desqn is NOT the RuAllng Desrg all or T cuss ,,item E,,,TpA,,v fo, any hs4derq All lotphOrzed Tema wlae, defwad o, TF4 t. Copyoght 0 2014 P,10BlAkhCkJ Engle"frN, f LC, €Dlj) Relmodudran of On downerR, in any hom m prahlbted wahmt aeorel pemestort fhee PtoRuerEoi September 3,2015 VTOTES 15) Hanger(s) or other connection device(s) Shoff be provided sufficient to support concentrated loards) 369 lb down and 135 to up at 0-G- 12 on top chord, and 83 Ib down and 29 .. . do8-0-12, 57 to down and .. d d abottom chord The design/selection responsibility of others, 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8), LOAD CA BS) Standard 1) Dead + Snow (balanced): Lumbar Increase== -1.15, Plate Increase= 1. 15 Uniform loads (Fl) Vert: 1-2=-62.2.5=-62, 5-9=-62, 9-10®-62, 11-22=•20 Concentrated Loads (ib) Vert: 22=-68(B)2=.250(B)17=-48(8)68=_48(B)69=-48(8) 70=-48(8)71=-46(0)72=-48(8)73=-48(B) 1 AkfiNiNG , Me— thwooghtl, mytew the `"vstoZ% AnknowsmVelmfot of F°fO&ARI St&,Wwd Tt nres for Mythidadwed Noducts' Paras VefvN ciesrRn park1ohlarrs cavi ea?a3 ne4a� yin ihi� Truss Design r?rmwntq tT0D1 i aysd the D J RefoTeest Sheet $w12..,45 tae€me use.Uotese athwe se stated con the Von cwrty Wes nne;.;tu Wales Seas I* s to, tens i rrq is he vatai. As a rrraxs Cass27n (wrzgarrfitr lee ;ilrVciauy Eogzmef f Phe seat on any Mf) f0pesaot5 an noeptance of the Mlcasxcatal m go efew`y resp+>nsbldy to, the desago of ttte s,oq , T suss rteFs-^Sedan She T(7Ct avny. urrdez Cr'I 9 Tire of�st�rr ,assringYtia*ne. kzas�t+rr�e�ortCaiwm:+, soo-tai W4 and vse of SCe s Teuss far any Suad4V m the. v� ;xetwtwety at floe "�?xw2er, the G?u»w t a IIhwized spent of tdrt t owsog ryes y nes e¢ the. wolext at the. 1124, the 10ce, ttaw &:1 hu+k oIg z~;,.de aeaei ,; Pi t Tne approvat of She TDD a d any held use of the Txuss, u,,o.MMj hared stw Ve ksstagai ars and braang shO teen the of%ponsah0gy 0 the Bo4d" Desttlmo aaa Contracits AN nates sr: ,.A an ft TDD aW the pr;uustw,, and gwdehhes of Bots es C,Wponent Sa4e1y lntmo tto. WSt) petrhshud ¢ry TPS aed SSCA are nsesenoed for gerwai gvcfae ce TP& 1 cielinesthe respsro- 141ee seat da�taas of the TIU&I Desgoee.. T reefs S3-wgo ENwe, anti Trus, thandiatww unless ache—se derated by a l:¢a ,wo a ,eed upn,.. io waattng by sip partef r x�vvesved. t he Truss Dego Ergo", dx hia7T ths. Nut dutgi CSesapaYe: rx Truss System Efspoeor for any, butting AR oapltaiaod tenses etre a% defined m TP4 i ane �vaAt�`C^.14J11 FLC C.aCaYeA,Thd 0 a'`L+" 14 i>eoESceittt-fit.i Fnpint<^v^rSenx. CL(; {f}r<t}. SSegta"iuGtian of teles dofiumdrrf us any farsrr, as p+gtHtdE'esk awt9Ywut wmefen permas<sn frwa t'roauikl��ESrS. 4X6 10 9 11 a 6x12MT20HS 7X8 = afts 1------4 -_.4m.........._ .. ___......m. _�� 4-5-13 --------- 4-5-13 4,2-5 4-2-5 2-9,2 4X4 = 7 11 6 =,3xlOMT20HS II LOADING (Pat) SPACING- 2-0-0 CSP, DEFL, in (too) Vdefi I,,, PLATES GRIP TCLLPlate Grip DOL 11! 066 Vert(LL) -0,08 '10: TS 8-9 5999 240 MT20 197/144 TCDL 0, Lumber DOL 1AII: 0.31 Vert(TQ 415 8-9 >999 180 MT20HS 148#108 BOLL 0.0 Rep Stress Incr NO WB 1,00 Horz(TL) 0,01 6 not not BCD L 100 Code ISC2012/TP12007 (Matox-M) ......... . .- Weight 2.54 Ib FT = 0% - - - --------- LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-9 on purlins, except BOT CHORD 2x8 OF 1950F 17E end verticals. WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VVEBS I Row at midpt 5-6 REACTIONS, (IbIsize) 10=462810-5-8 (min. 0-3-0),6=4845/0-5-8 (min. 0-3-2) Max Harz 10=289(LC 9) Max Uplift 10=-89(LC 10), 6--97(LC 10) Max Grav 10« 5615(LC 2), 6=5837(LC 2) FORCES. (to) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-58091120, 2-3=42701131, 3-4--1793/136,4-5=-17431152, 1-10=4725W, 5-6-53451135 BOT CHORD 10 -11= -2711382,11 -12=-2711362,9-12=-2711382,9-13=-197/4749,13-14=-197/4749, 8-14=-19714749,8-15=-139/3481,15-16=-139/3481, 7-16=-139/3481 WEBS 2-9=-5211914 2-8-1808193, 3-8=-5414497, 3-7=-4050/137, 4-7--1 1 811 670, 1-9=-2514655, 5-7-105/4533 NOTES - 1) 2 -ply truss to be connected together with 1 Go (0, 13 1 "x3") nails as frfllows� Top chords connected as follows: 2x4 - I row at 0-7-0 oc Bottom chords connected as follows: W - 2 rows staggered at 0-6-0 oc, Webs connected as follows: 2x4 - I row at 0-9-0 oc 2) All Wiads arv, coAsWered etually apitiitaV, I* all idles, exczpt if rutterf as4ft�-it (F) or back (t) fatee in the LOAP CASE(S) sect4n. Ply t* ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design, 4) Wind; ASCE 7-10� Vult-- I 10mph (3 -second gust) Vas3=87mph; TCOL-6.0psf: BCDL=6,Opsf: h=1 511; 8=45k L=24ft; eave=iift� Cal. H; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL= 1,60 plate grip DOL=1,60 5) TCLL: ASCE 7-10; Pr --30,0 psf (roof live toad! Lumber DOL -1, 15 Plate DOL=I, 15)-1 Pg=30.0 prif (ground snow); Pf=20,8 psf (flat roof snow� Lumber DOL= 1, 15 Plate DOL= I 15); Category 11; Exp, C; Fully Exp,; Ct= I 1 6) Aft plates are MT20 plates unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. i I HAW 4 1 i MINNIE IMEMEMEM '&4NARNolG,FneaS.9Sr1oWhN levreethe, "Cubtom,'SAC*naMLdoementofF+foBwtdSSandmdTerrors *os Vehtrdertetn PwWoetffe and read hrAeSran thte TIM DftVn DI"vV JOD) and the EhorRefelehey, Sheet (oor tatedalt the TDD only Wok wornethtf 0aws.9h0l be used fier 0ris Mute be,,,Wd SpeeaftyEhxww�f the Seat 0q any TOO orwetertis 0n amepyanm of the wotmearrea erSpoeennytotspothohryly to, ret, Omqo of the sagle Thrim, defected on the TOO only, hmjefTpf I the o0elin xtsumptIons, Sudab4fty and uw� of thm T'tola fin any SUM"19 or the lespeoWbAdy of the Owele, the 01olel's mAhoheed agent or the nu,yung now, ol the colettIl Of the IRC, the *0 the IWW NAM119 code and I Pt I I he asrpooai Of the TLV and any ran oar, of the ws%, todudeg hhdnhT, slotage, frelta0anoo and kyaa% shot be the espr ormtoory o the Bodreng D059ne, She Corelaefte AN ower, Sol W in the TOO and tho pIrnes wee 9.deho0% 0 SuldeV Cwwtone, Iff tel" let—W (60frt) puce by TFT and SBCA we 1011onced to, 901ref al quetance T Fn I heroes the r and terbes of the T hAS DeS191*1 , Irate, The Truss Desoln Entphftw is NOT the ShAdfog D&Sgoar 01 T"S Sylae. Elepheff Pee aoj Wheeel me"Utuord ree's She "droned o' I Fo I LLC,3W) RPyfydm%tn&tho,0oci,naeh, to any fim, ae Iyohftled'ohouf _'Ury, prernersorn ftom proDual-Chi AOTES- 13) to down and 40 to up at 2-0-12, 1439 lb down and 40 to up at 4-0-12, 1432 to down and 29 lb up at 6-0-12,1432 to down and 29 W up at 8-0-12,1432 lb down and 29 to up at 10-0-12, and 1422 lb down and 29 lb up at 12-0-12, and 1322 In down ybottom LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15„ Plate increase=1.15 Uniform Loads (pit) Vert: 1-4-62,4-5=-62,6-10=-20 Concentrated Loads (Ib) Vert '11=-1171(F) 12=-1171(F) 13=-1200(F) 14=-1200(F) 15=-1200(F) 16=_13 5(F) 17=-1092(F) Vx+'AE'fidfNG r iaa~sse ttaaeougnip revtaw the `efoef rners Ackxr itg srocnt to on Sd otay M,Tek:. dor none uta heft hag be used N VeptF9p dreg' parameter€ uru9 Peal notes an the f'russ Smog y Eegm eO, aL%7 GkaTM. DX,f i7etWtABtMaJ ,;a7nL^e1 {r45Y. f i -t$} tSerwe EtEe.d,1Me;FP dYtheCNMae� Mated Cl45 the T Lei etR9p` tr3eieK Cdf4Y94"�ldOt' �Yi9YRkS ai3X7 b0 U.ied t±:U prfa iL?t7 SQ t76a" �LNkt. Asa � tC�9,E° ik.+�gt} b+tgCnE.Y3t Qo e, SGarCsa3tp° E."+gGtP'2St. the seai on any S DD represents ars ancePtance of the pfas#ee Swaf erryrraeenng ne p a sd agn tear the aesugn of the Smgte TIkM*e dee Cbmt un the TEO only, under TPI t. The dasrgn assumatroos, toad n� uarnht e %, sWabdety and use W tttis TI.11, for any EWdduey a the ecspombddy of the Chemet, krr 0,eeei s authwved agent o, the 8 k9ng Design o,, Re, antes£ M the RC, the iBC, the drwaf traekfe g woe, wd TFe i. The ar -Aa 0 the TDD and any N W we of the truss,. insdul,,V harn� eV storage, arva4aho,, and oaohvg sha# W ow, resp nwhkly of the awebsq Vesepaf, acrd Cw va.aw. AD ncee sat W n, the TOO and the E g,wftesand gae;ea i nes eat 83 f N Component Safety le+fatraaatsnn (SC4t) pubashed by M ar,d tSecA are mfemhow tof genera gsod anc°. M t depteaa Me re attosb dors ane duiws at' oh, rrun C.'fes�}ne: truss C7 w n Eryg neer ;ard Truss Maputacturef, ew IM whetvaae n'eiened D9 a Conheatd asgeed gex, . ,hUng ey aN r. dors motvtef. The Twtfs. Detogn Enefrneer a NOT the feuddevT Oestgner ra Truss S"Wo, Etewneer It. fix any bee&. ng A# eardal ed t nhf are as defined h, TR F eae 1�tlVEMNO ,.c 4",Upy ht 0.e Z) i# $�foE3ttrkt"DtJ EfCgttteePKPg, LM MO) izepr:,riaa;karo CS iEii%d4N:U4,5 f i@any?orm, Ln pSohtwed wihout eoge,t pferlSte—o ftoo, Pty&wW,D,J I 11-18.1 11-101 ' Scale ac 1.493 3x4 ?' 13 12 fl 10 9 8 3X4 3x4 �.,, ..w._..__ ., __,_.w�,.�....m......,.... _A.._.w .. ......... .,__,__..,_,. Z3713__..... 23 3 � LOADING (psi) SPACING- 2.0-0 GSI. DEFL, to floc) Well Lid PLATES GRIP TELL 30.0 Plate Grip DOL. 1.15 TC 0.15 Vert(LL) nda nla 999 MT20 1971144 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) We n/a 999 BCLL 0.0 Rep Stress incr Yes WB 0,24 Horz(TL) 0,00 7 nta his BCDL 10 0 Code IBC20121TP12007 (Matrix) Weight 82 to FT = Oa r LUMBER_ BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-7«7. (14) - Max Harz 1=-148(LC 8) Max Uplift All uplift 10014 or less at joint(s) 12, 13, 9, 8 Max Grav All reactions 25014 or less at joint(s) 1, 7 except 10=430(LC 19), 12=464(1 C 19), 13=405(LC 2) 9w464(LC 20), 8=405(LLC 2) NOTES - roof live loads have been considered for this design, Exp C; enclosed; MVVFRS (directional); cantilever left and right exposed � end vertical left « rightpiate grip DOL=1,60 s t snohv� Lumber DOL=1,15 Plate DOL=1,15); Category fl; Exty C: Fully Exp,; Ct=l,l 4) All plates are 2x4 MT20 unless otherwise indicated, 5) Plates checked.about its center, continuous6) Gable requires 7) This truss has been g0 « «nonconcurrent with any other live loads. MON A �1 1"VAiiaR+tF3t', . Ndeasy tfitorde , ttlp rEtiaYaYPNP `GllSk'�mw:C�s ACkn¢P.� tSgtatt ni 4Yi i>eg ti§fdf *w"kaVdtani Tyms ho Mah.radho d Prodach," iv m Ven�` i�3a5rgn patameto S sod mad holes on too Taha Dyson C aaao ?g JDD3 aexR then 6a3 f€eiar rr o SBroCot Qee4, t y-7kI k+eteu^ta use ltniess ethehWse -!Steil an ifi& 7CG6,7. ooh, Wel, connea£M Otte shag be used Nor ftS d 40 fn t& wghl As a Trxts's TYepsb rrt Er+gtnepx (a e SW1cz ^k"f�y &ng+netg). thy seat on any TDO eelxesents an a eptaa ce of tier, pofmoatat erupe§oe§rag reapans obty fol the de%q. of the s L Twt a dep chyd on the Y tar only. under T h t i Mo dr^aagn r aeum tno Hradog conateo- suatabd'h, med use of thea Tsues he - iane"T is tha rnapnns t'4 at, C>wmer€, tae ow *"s authanzed agent at the B.'oaag neargntr. en The context at the fRC the e€TC the WW W t hq Catty and TF1 t_ The applfo ,' of the FOD and any leakt use ag the Trans. it,clud§ng harwXY4 etora_ vahaf abon aqui macetg. %hap hU the respon*SeAdy� a the Rank ng besrgnes area Contra.,tur. Act noel a set out m the Tear) and the P'octiceo and 9.0ehon of anodes acognpohynt Sa#eta treWhlath,h gBCSq rxata Ahed by T f1f and SOCA are aatem aced € x gemat gut moat. TR i d.ftnes the hese oh ob4t ho and duties of the Truss Dosagrer. Trua;;. nesgh Enq R#:t C and I'MS Aran aGtwo, uotesS ottVwoete dehoed by i Cont act aWeed upon .et eotbo tky ate the Tam Damp Engnext,"t'33OT The Rudiftiog Desky oar or Then,'. ythent EY1gR1 v foe any tau Meng An c apdalved Won,, ata as dettred to TPI 4 Xis ENGINEERINOUC GOPYa9146 ;?tkta f>eci;vtki%k,t Etay}kn�.wwTr tt G:.{[ieyi F2etraoaius;tBon ni t4aas ducurnent, rn axay fsw'n1 hs prohitktcm whthxt�t vreisuso- perensasian £euro Carofia+ita`aCstJ. y 9.1011 9-10-1 ° 3.4 r^ 9 10 a 7 116 3x9 2x4 ll 3x9 2x4 It 2x4 11 rw_....w__.._'-'____...,-.__.--- –..___.._P.__._.,.._.......�,..__.A,...�._....,.. LOADING lost) a" PACaNCs._r�,..�.._.. 2 0 0 CSI, TCLL 30.0 Plate Grip DOL 1,15 i TC 0,26 TCOL 10,0 Lumber DOL 1.15 BC 0.16 BCLL 0,0 Rep Stress Incr Yes WB 013 BCDL 10 0 Cade IBC2012tTP42007 (Matrix) LUMBER - TOP CHORD 2x4 SPF No,2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 I DEFL. in (too) Well Ltd PLATES GRIP Vert(LL) nta me 999 � MT20 197/144 Vert(TL) nta - We 999 Horz(TL) 0.00 5 rata We Weight: 62 ib FT = 0% RACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19.7-7, 0b) - Max Horz 1=-I 22(LC 8) Max Uplift All uplift 100 Ib or less at joiratts) 9,6 Max Grav Ali reactions 250 Its or less at joint(s) 1, 5 except 7=357(LC 19), 9= (LC 19), 6=606(LC 20) WEBS 2-9=-441/126,4-6=-4411126 Unbalanced roof live loads have been considereddesign, a 1' ♦ a ik rightExp C; enclosed; MVVFRS (directional); cantilever left and i ♦ a rightLumber grip DOL=1,60 a R snow: Lumber DOL=1,15 Plate DOL -1,15); Category rl� Y degree4) Plates checked for a plus or minus 5 5) Gable requires continuous bottom ch! X. 6) This truss has been designed bottom 14 the e< rsemwe Sh x gb t sv ew Sha r`s Hess othu grm *o tod o the 9a Tertrrs for eed0t h floes hM be4u ° fcrm the, Fc to b ra d A � Tn S 0 wgh 'e e e 1 t, 0 , Lbrnw g (TS7C A+ni dee tkrt FYaferne=v^e t'iM@S3 in v. 11, 'a9 j treiprce e,'s+.A7naess ntheebwse 5tatcd on the TC4t), oniq 3v9uTo5# sxannst^SKw' plates stsFa#i be used tstr /has � rkt'p to be v;Aiki, As a T€srss tgesrgn f:n�naer q, a . arzscuxky 6nyTuaesrp. INi se al oe any TPD eepvaaeots an ac:.u-,WanC* of ew, {x�nrasru5raat rxrgsaee nrtg eegprnt5xh¢ufy To, Le& desagn of toe %"e, True depoled or, the TOO maty, erdW TPI 5. 'rhe dafogh .assumpth,ns.. kudterrg t onddtMarts�.. suAab dy A xf uro ta€ ilia Truss to, any E¢aaO ng m the res€ wfolofgy of the €,'ironer, flee O—ers m toorcPad agent of the Foufthg Des gne uo the a efem of fe. RCb the tY C, the baro# IxeWrng cod, sod TPt S. The agprovat of the 1-00sm3 aey reef use of Me frussn ef"dev h1rrtdesop st.'age, NrStakatlon atO fs' ale/ sh al be the leepsns,Wdty of the BoWtog Nsrvgf>ed tart:/ CuniF&aCtor. ,NY notes SflF stat an The T£76`T &vsT the poxl'oen ,ami geode%toes of iauddwv c and wr l Safety iva e , of tox' {BM! peffthw$ by TPI Arad 138CA are re€erencee for twzneest gwdance, TPa 1 defewe the re<,pwnsat hoes Arai tlwkrs of the T oras 'rias" NsQ. k ryto:a w and Truss Mawfastwet, -less othoow. e deteed by a L. rAvo i agreed won iia w 4evg by of foebes —criv.M She Trate. GesVo Engmefe to N07 the 8.6de ft `?eafg,aet or Toes t ineer W ally tw id.9. M caFdPslrrG4i to eos we as deteed to M 1. 4"apyvgtR1>6i p.CiT4 ParsRu�kt-t7rJ Srogiree+t:na�}. 9.S.Q:. CC>eJi �sisreela,atnrn at ihi> eicCument <ru ar+y flacon is racahikrafeci wrettuoras wriEiasa gx^rsnYssiott hkm Frti3xa�n9�L9fJ. 1:1 V EAWNEMNGiux I 40 = 3X4 ':- a 7 6 3X4 2x4 ii 2X4 U 2A it LOADING (PS4 p SPACING- 2-0-0 CS1, TOLL 30,0 Plate Grip DOL 1115 TC OA5 TCDL 10,0 Lumber DOL 1,15 BC 0.06 BOLL 0,0 Rep Stress Incr Yes WB 0,10 BCL 10,0 Code ISC2012rrP[2007 (Matrix) I DEAL. in (too) Ildeft Lid PLATES GRIP Vert(LL) nya nits 999 MT20 1971144 Vert(TL) We We 999 Horz(TL) 0,00 5 n/a We Scare - 1:32 5 Wtught: 48 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF W2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no purlins. BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing, OTHERS 2x4 SPF No.2 REACTIONS. All bearings 15-7-7 (lb) - Max Harz 1=-96(LC 8) Max Uplift Ail uplift 100 to or less at joint($) 8,6 Max Grav Ail reactions 250 to or less at joints) 1, 5 except 7=312(LC 2),8-438(LC 23),6=438(LC 24) FORCES,Comp,/Max, Ten. - All forces 250 (to) or less except when shown WEBS 2-8=-346/100,4-6--3461100 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Vhfimet.� AliCE 7-11,; Vultlul 1&,nlvX (3-sec6rr& just) Vasd=87mply; TCDL=o—Spsf; SCDL-%,O�W; h=15ft- V=4511; L=2.4ft; ewre=1411; Cat, h; Exis C� enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL0 plate grip DOL=1,60 snow: Lumber DOL -1.15 Plate DOL=1,15)� Category fl; Exp C; Fully Exp.; Ct=l,l 4) Plates checked for a plus or minus 5 degree rotation about ds center. 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads, es a 0244beifisritlil WARNING deasta prameteAt and mad notes m the, Fines netiQn Ceawng {T M) 1114) beene use Unfiew othere"t, stated an then TDD, OieY M40k —1.101 testes y1e,41be used &7, th=Dtet be w141 Asa rius%Desiqn Ehqnee, {r o , Speciefty Einpneen, the sial on any run rep sets an accepaNx of the mavesdAly Aw Uel d—gn et the stegte Nuily degetledon the TOO onty. uedw TM I Thedesy;tn assmmplyee,, knichnit wndlhons, Wdetth,fth, and use Otte* fess for AV Buking 4 Ute 'P*nWtxaY of the 0eaw, O. the VA's aulhonWarm t o, the Swkhitt; Dmgm c the mntoxl 6f the, IRC, One KiF. the golmil Wh1mg cod. ami TR I The arlphneaklf the, TDD and ariy fi,ed vise of the Taws, e0txelg hencolec, Worage" .""eaten, and buiang shag t. the 'espomuity of the 8.0d'" oll.qw and COWWO, AR mates set out rn the TOO «tired the pwNeee 4a'? ='M,ef Duad.19 condlon"At salety (Eycsi) putfthed by TPI and SOCA am mtswced to, gemrW gualttnvV IN I ayfims it iespons,teht*% and duties 0 The I ,m Tl�me ceser, E % r1ah"4vlw'e' enkm otheauae defielet by a (Unam"t agme d q= 01 -'W'Q h'Y a ex any tuld.V A9 -Agetaleed tenne .. m, delAed m TF4 2. , li parhes earoned The rnei� Desqn Erpnftv k NOTe Su thMing DeshlAef tx T¢rA% Busters �,etinh,; il!kl C.Pteght 0X14 PleS.IWOO Engnelneet LLC, (DO) pReodWteih of0es dmheeel, hr anfvm' m P"Nuted 'hthmit written p, nessm km P'0c'AJ'OiJ MNSWINGuc 5-10-1 5-10_1 UIl= Us 4 2X4 U 3)e '~ LOADING (psf) SPACING- 2-0-0 CSL TCLL 30,0 Plate Grip DOL 1,15 TC 0,29 TCDL 10.0 Lumber DOL 1A5 BC 011 BCLL 0,0 Rep Stress Incr Yes VV13 0,09 BCDL 10.0 Code IBC20121rPI2007 (Matrix) I DEFL, in (loc) Udell Ltd PLATES GRIP Vert(LL) n/a n/a 999 MT20 197/144 Vert(TL) n/a n/a 999 Horz(TL) 0,00 3 ma n/a Weight-, 32 to FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SPF No1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceffing directly applied or 10-0-0 oc, bracing. OTHERS 2x4 SPF Nc,1 REACTIONS. (lb/size) 1=208/11-7-7 (min. 0-1-11), 3=208/11-7-7 (min. 0-1-11), 4=457111-7-7 (min. 0-1-11) Max Harz 1-70(LC 9) Max Uplift 1= 14(€.0 10). 3=-14(LC 10) Max Grav 1=258(LC 4 3-258(LC 2),4=556(LC 2) FORCES, (to) -Max, Comp,/Max, Ten, -All forces 250 (to) or less except when shown. WEBS 2-4--355136 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind� ASCE 7-1 O� Vuft=l I Omph (3 -second gust) Vasd=87mph; TCDL=6,0&st, BCDL=6,0jsf; h- I 5ft; 8=45ft: L=24ft� eave-4ft,'_C_at.IV Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL- 1,60 2>,= L 4 f I A,* 4 * a 1 40 t;�, I S. i -p*0jmdt iO-s mw" -2 If 9 oft Nftt-mof snP w: Lumber DOL= 1, 15 Plate DOL- 1, 15); Category ll� Exp C� Fully Exp,; Ct- 1, 1 4) Plates checked for a plus of minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live loads. IN 01OW"NOWN I 00�1 �� 0 Of P10811M Sta'd.1d Tam. te, Malbtadwl 1,edl desqn parmete's ald mod noes 0� them 11u" Efft9n D&W.9 JDD� We � e .&S Ott=" ald the DO ROewce Srwt y,ev I 7A 43 led o, lue TOO, VV� WTek wnrmcbx pules V41 be �ed lbt Me DO to be vW4 A% a Tnas Desqpf Ergnftf ti e . Speotiny EnVnvm, She 'op, DD oWy, uWe TPf I She d -V �wMptxms, toadng rbncfiWn& "o T ""S f4ext 6f V* RC, Me 6C, I" Wat bwfdglg codi� and TM I The 11-101-", 1 1 h, 11-te-1 _T7 T app'�W of the TOD ww Efesgw amt CMVWV0 AN robe Set out m the TDO mid the "whees as g. eh'� I defims the r"rx�nvbMws and du�ws o dhe T." Desqne,, v,uss 1z -1 __ — I I- - — .1- -.1,- It, "p, Dew EVmee' a. T"_e __� _11=e . 1.1 — = f 1.11 -�n EWee,�,S NCIT the Sung Deslp� 0, Tr�s System Enqnft, try arty bwW� AR c e, TiT" , L t c 0 i. - - — ____ __ ... .. ........... 3-10-1 3-10-1 4 2A 2A fl 2X4 'O LOADING (psh SPACING- 2.0-0 CS1, TOLL 30,0 Plate Grip DOL 1,15 TC 0A7 TCDL 100 Lumber DOL 1,15 BC 0,07 BOLL &0 2emp Stress Ina Yes WB 0,03 BCDL 10,0 Code IBC2012fTP12007 (Matrix) I DEFL, in hoc) Udell Ud PLATES GRIP Vert(LL) n/a me 999 MT20 1971144 Vert(TL) Ora n1a 999 Horz(TL) 0.00 3 n/a nia Weight: 20 to FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD BOT CHORD 2x4 SPF No,2 BOT CHORD OTHERS 2x4 SPF No.2 REACTIONS, (lb/size) 1=147/7-7.7 (min, 0-1-8),3=14717-7-7 (min, 0-1-8),4-254)7-7-7 (min. 0-1-8) Max Horn I =44(LC 9) Max Uplift 1- 1 7(LC 10), 3=- 1 7(LC 10) Max Great I = 18 3(LC 2), 3= 1 83(LC 2), 4=305(LC 2) y. I Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wlnd� ASCE 7-10: Vuft=110mph f3-secofndvust�, Vasd=87mKh: TCDL=6,0isf BCDL=6.0%sC h=15ft! B=45ft: L=24ft: eave=4&_�' Exp C; enctosed; MWFRS (directional); cantilever left and right e"sed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL= 1 % 3) TCLL: ASCE 7- 1*; Pr=39,,t #s4csf*�-We lo24: Lwfter,"L-1 , f6=PA-?.te DOL= 1, 15): PS=394 psf (gr*wAd srvvw)� Pf=22,8 fitof snow: Lumber DOL=I, 15 Plate DOL= 1 15); Category IL Exp C; Fully Exp.; Ct=1 A 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10,0 pal bottom chord live load nonconcurrent with any other live loads, 'AWARNING, VeTI1jdea;'111 paranhAess and read hote%oI this Truss Dotal. Dmoeng {IDD} alld M. DIJ R0,hoenne Shaer oe, 11- 14} 1x4ore au, Unlem othersov, stated on the TDDorVy %rek connecrof ptates%ho be Atari taf ne.r'. Ca tae Asa ;�th, seal an any Trt f The Votossoral engmeeneg otspamAoigy kI the deago of the Antre Iwss depwital on the TOO only, an 1 P; I Tice daS9n aSSUVINWS, badov 00ndMohS, QQ Izl i� In 0 % 0 '?f "T alBle� Z 131.1a *% 0'A r es poreetm y 6C the 0"t I, the ismer,, a.thIh V ad ase, o or I h 0 8,lMm Des aIA et[4 , V* 'w wl t,,I I Of ft IRC , ;ha I ac I ;9 to I'M that 6,V on 0 a, W 7M I I he apps yth of the TOO and any k4d not, ol, the Te'ss, �,,wd'eq handfuQ, stowage, lraoa4aron and NAM% %h, A0 W the MM04ty Of tho'&AdIng Doo-yxtot and C000actof Ar Wes set out M IN, T00 " the iqy pe'yve.e5 and 9'a"nat% Of Bnodwet Co N'nent Safety tekllmsfrw (SCSI) put6shed by TR and SBCA we, f.hretioed to, gesonal gudao�, der -I, ttwt 'e'SP=%AsfAsm and duton, o`. the I ohIs Dosqw, Two% DeV911 Frftaeer and TIM% MZ othenome defined by a ContmdVNtn w agreed onpv PaMes OW'd . TI. T,DeUgn Elqmw is NOT the SuIehoq Devqot wTnatS Syeteln Engiftew go, h .IJues; AMcaptalved farm are as def rod rom TPI I oUon of thm dow-Ioa, m a�y fohn, a w0haared vathout -*an petrsehan tsom P'QBUIW�Dej Clpyrghl 0 2014 Ploftdd-DIJ Ehqvte,.V, U.C� R�wodw I &VONEMNOux 110-1 1-10-1 30 '- 2x4 t 2x4 '� I LOADING V SPACING- 2-0-0 CSL DEFL. in (loc) Vdefi Ltd PLATES GRIP TOLL 30.0Plate Grip DOL 1.15 TC 0,02 Vert(LL) old n1a 999 MLT2 T 197/144 TCDL �0 Lumber DOL 1.15 i BC 0.05 Vert(TL) n/a his 999 BELL 0,0 Rep Stress Incr Yes fi WB 0 00 Horz(TL) 0.00 3 n/a n/a BCOL 10,0 Code IBC2012(TP12007 (Matrix) Weight 8 to FT = 0% LUMBER- GRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 3-8-3 on purlins. BOT CHORD 2x4 SPF No.2 ESOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=111/3-7-7 (min, 0-1-8),3-111/3-7-7 (min, 0-1-8) Max Horz 1=18(LC 9) Max Uplift 1=-2(LC 10), 3=-2(LC 10) Max Grav 1=136(LC 2),3=136(LC 2) NOTES - 1) Unbalanced roof live loads have been considered for this design, Exp C enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1,60 plate grip D6L=1,60 3) TCLL� ASCE 7-10; Pr=30O r ,at �mpf live load� Lumber DOL=l 15 PIa1pD0L=-tj5�-R9= snow: Lumber DOL=I. 15 Plate DOL -1 15)", Category 11; Exp C; Fully Exp,� Cte,1. 1 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10,0 get bottom chord live load nonconcuffent with any other live loads. 9 W1 " 4 1 VAN, IX Is I.J., ME02099011= A WARNUNG , Please Vuwougt0y remwOT PM14ulo ShVKht'd Terms raM l 111t1d,11d F"advats" real Ven I andhPDsJRateulMeShaej(,e, 11.141 Won, late Ulam otheraSe stated on the Inc, mly WeR comeerth igarm shalt be "d S, jt,57Dte)1'0 Pae `S%d the SeM 0. anymo IVesents an xoemallceofthe punmrxelai ougheenng le%P'e,A'hry What desgeottho,"Oht Truss detected on the TOO only, mlef TPI I The deeq. aswWaelbres, toaang woftom stntasw,ly ams use, or On Tnlul kX SAY iiktddaw�j IS ate. I-PoAsthirry of he 0,sner, the Cheeer% mAh.nzed agent ce he B"W-V Des cordext 01, V., RC, On, Ole PWat bwdng Code and TR I The -qo, uart.gason sun b's"N' "Iraq be her In har,b'es and 9 Ise"we of 8.0.9 cmpa-t safen, tnion,natw (WV) punkshed by TM and SBCA we Idellornal lot 90mmi 0.44on, I Pr I defim% the 'esponlnwilift and dbk"S & theT f,m NA40,1 TI.S5 SW ng'hSe' ez Do E TIMS Manu4clutef, nniess othveAhr darned by comad almon ara," s, —tuq by as paree$ nwolaed The T(.% Daiup, Fraph", Is NOT the 4iUMM9 Des9len ori "Aa Syetk", �rtqmaI fax any bud rag AM curtdaleed nere. we as alfturmat al TPl I Copynght 0' 21014 Pm6uikt-00 Eqxmvul9, LLC PJ� RePoduCholl 0(th* dm.thn, 1. any forn"'s pSatvwed thwi Snaten pe-s'm ham rlosww�t)"l SWINE WNOuc 2,0 ,0 6-9-0 6-9-0 2-0-0 04 -� 6M If LOADING (psf) SPACING- 2;0�O CSL 1 DEFL. in floc) Well Lid PLATES GRIP TCLL Wo Plate Grip DOL TC 0,44 Vert(LL) -0.04 6-7 >999 240 MT20 1971144 TCDL 10.0 Lumber DOL 1.15 BC 1�2' Vert(TL) -0, 10 6-7 >999 180 BCLL 0,0 Rep Stress Incr Yes VVB 0 07 Horz(TL) ODO 6 Wit n/a BCDL 100 Code IBC20121TP12007 (Matrix M) ............. VWfight : 64 lb FT = 0% LUMBER. BRACING. ------ TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except SOT CHORD 2x4 SPF No,2 end verticals, WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=671/0-5-8 (min. 0-1-8),6=67110-5-8 (min. 0-1-8) Max Harz 8=- 158(LC 8) Max Uplift 8=-66(LC 10), 6=-66(LC 10) Max Grav 8=832(LC 2), 6=832(LC 2) FORCES. (to) - Max, Comp,/Max, Ten, - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-616149, 3-4=-616149, 2-8=-773/100, 4-6=-773/100 WEBS 2-7=01297,4-7=01298 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) VMnd� ASCE 7-10; Vuft=I 10mph (3 -second gust) Vasd-87mph� TCDL.=6.0psf: BCDL--6,Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat, 11" Exp C; enclosed: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) TCLL� ASCE 7-10� Pr --30.0 par (roof live load: Lumber DOL=1,15 Plate DOL=1,15),: PIo=30.Lj "fvround snoW,-, Pf=20.8 flair snovr: Lumber DOL=1.15 Plate DOL=1.15); Category 11 Exp, C; Fully Exp.Ct=1,I 4) This truss has been designed for greater of min roof live load of 12,0 psf -� 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ----------- -all 1 Ri tea" WWARrVNG Patase thorouatay he,hne the cwtomers Ackmehiedgenafra of PmeWd Stadeel Telots fo, Mahufar,,foms Poh,,JW'oga� Voo - I - re,afoefe,_s_m_,d _,aal hote's—oh —thn 'rrufy� _OftgnDrawng (Tor ho the DO Reeneoce Sheet hey I A,%aTn,%%C*rs#,qnEhTmeo SpeoaftyEryiefee), VW seat on any 700'Moesenot ah acceptance of the rnofesfawai fe"goa,ea.9 nesoon"b1hy for the defogn of the fm' W Teho dewhol on the rOD oray kooerTfol wtabdey wxf w, of ftm fo, any ifnihyrq,s the mapeh,eraoy o6he 0,a,6s5;h 6'henes authoozed sagant 0, V,e BaWoo; Defogner, . the ayyext of the INC, the. MC, the, t0caa Wktnq code and TR f The apext W of *,a Tavel? we any Wd use of the , now'' htdodog lvoyfiaot ekeage, nounkabm and otaoner Oar be Mo ns yo of the Bwtafyat Dyyyaa and Conyacto, Ae notee yet out rr the 100 and the TFIldefinestho,espons hae%aoddahethe e truse Destyah T,.n oesqyn Eo�jO 'oeer SOT Ply T� Ina, floop i.gvhte,,, . "NOT the aotefing Cofs%tno, or Tnvs. System Enguent, fey any tyattlyng Ah r.ag3sa4arexl WhIS are as defthed in TM I September 3, 2015 &WINEMMuc 2-0-0 6-9-0 4x6 --_ a 24 25 26 7 27 28 29 62-6 0 2.6 0 4X8 .-- LOADING (psti SPACING -2-0 CSL DEFL, in (too) Waft Lid TCLL 30.0 Plate Grip DOL, 1.;O 5 TC 015 Vert(LL) 0.00 5 n/r 120 TCDL 10-0 Lumber DOL 1,15 BC 014 Vert(TL) -0.02 5 ntr 120 BCLL 0.0 Rep Stress fincr No VV8 0120 Horz(TL) 0,00 6 We n1a BCDL 10.0 Code IBC2012frPI2007 (Matrix) LUMBER- BRACING- TOPCHORD 2x4 SPF No. 2 TOP CHORD BOT CHORD 2x6 SPF 2100F 1.8E: WEBS 2yr4 SPF No,2 'Except' BOT CHORD 2-84-6: 2x6 SPF 210OF 1.$E OTHERS 2x4 SPF No,2 REACTIONS, (Itilsize) 8-840113-6-0 (min. 0-3-8), 6=840113-6-0 (min. 0.3-8), 7=581/13-6-0 (min, 0-3-8) Max Herz 8=- 1 57(LC 8) Max Upfiftlt=-249(_C 10), 6=-249(LC 10), 7=-104(LC 10) Max Grav 8= I 044(LC 2), 6= 1044(LC 2), 7=690(LC 2) FORCES. (lb) -Max. Corrip./Max, Ten, - All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-304/95, 3-4-304/95, 8-9=-854/215, 2-9=-858/224, 6-11=-854121 5, 4-11 =-858/224 BOT CHORD 8-24--1611280, 24-25=-161/280, 25-26-1611280, 7-26=-1611280 VVEBS 7-10=-30219, 3-10=-302111 ritfinght: 105 to FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, Rigid ceiling directly applied or 6-0-0 cc bracing, NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vuft=l 10mph (3 -second gust) Vasd=87mph; TCOL-6.0psf� BCDL-6.Opsf� h=15ft; 13=4W L=24ft; eave-4ft; Cat. d; Exp C; enclosed: MVVFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL -I A0 plate quo DOL=1 60 3) Truss designed for wind foods in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) TCLL: ASCE 7-10; Pr=30,0 psf (roof live food: Lumber DCL= 1, 15 Plate DOL=I. 1 5)� Pg=30,0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL -I 15 Plate DOL -1,15); Category 11; Exp C� Fully Exp,; Ct=I 1 5) This truss has been designed for greater of min roof live load of 12.0 pal or 2,00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Plater, checked for a plus or minus 5 degree rotation about its center - 8) Gable requires continuous bottom chord bearing, 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads. 11 This truss has een 1 4 , zalfli�im*w"l fit between the bottom chord and any other members. 12) Provide mechanical c*xnectio* (,*y otXers) of truss t*, 5vearinorilats, ra�,akle ofNJtXst?.n4WrS 10# lb upfift at jointis) exceXt (jt=lb) 8-249, 6=249,7=104 13) This truss is designed in accordance with the 2012 International Building Code section 2306,11 and referenced standard ANSVTPI 1, 14) "Semi-rigid pitchbreaks with fixed heeW' Member end fixity model was used in the analysis and design of this truss, IMEMEMMIMM WARNM3 , - Please thmughly mrna the 'cufornyer. Arkobyr`WOOrabat ef FrOBWO Staodald r0hM An MOAuudwed FnodurW form Veefy desQn paramelem afWJ read note$ A thS TIUM feman Cb'�Ahal JDDr "'o and lhe Cad RoffrrelXar Sfeae (t- 11 14 p bofee, wo Uniess aftr �_* stabod o. 9a, TM VIfy W ek comodor patas- shaR be ueet$ for vys I DD do 0, e vWa As a Tom De%q. f t9treer p e , ipm4y , no bmi-f on any PCD o, an ac-ptapoe of �ha, pmreysafnal efoaneeong fewnsbwy for the dsqn of ft wVW Truss depicurd or, the IT)D .10 W TP�tVd �wrumpWns foadraf� mrufto �f �he RC 6o' ' a,, el 0w C.Ne.t "M �` tud, oclarr he sue.bddywd v", oftro Truso fo, aoy 8U4dv191S0W IftponwWN, of the 0,ollo� tho 0wrao's Whylvedagern y #,o In. � C, #11 , and'M I T arptaval W th, TDD �d a.y held um f t". T.,yr, mdof q h`en`oQL Stb`W 'Sta"A"'re anIt"aan1j, %n 'a# be rhe '15 rar 4�.ytnha Borrdrg Ltsgm, ard Coblmto, AR hot" ut W . the TDD and the W acbcftl Z Cvyp�.M Safely Inkmatao, (SCSO pubhsh0 by TPland SaCA e,0e,,,md he a Desgpe,, Toy, Tnesw N,97 a dule, sobs alb4lM%o darned try a Ceram* aypeed -W,9 by as Ware,,, irynared The Taw Dovgn Erqrorer r NOT thyr SuMing DesVnfa or ffms SyMem "q.ew yp any Wdrfq Mcaptalzed term afe as detoed,n TF4 T IS) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated road(s) 369 lb down and 135 In up at 0-0-12, and 369 to down and 135 Ib up at 13-5-4 on top chord, and 83 b down and 29 Is up and .. # down and+ t doylin and 49 lb up at 7-5-4, 57 to •! gchord, leadsdesign/setection of such connection device(s) is the responsibility of others, 16) m the LOAD CASE (S) section, i, the face of the truss are noted as front (F) or back (8). LOAD GASB(S) Standard 1) Dead + Snow (balanced): Lumber Increase -1.95. Plate Increase= 1.1.5 Uniform Loads (p#t) Vert. 1-2=-62, 2.3._62, 3-4=-62, 4-5=-62.6-8=-2Q Concentrated Loads (Ib) Vert: 8=•68(B) 6=-68(8) 2=-250(6) 4=-2501(B) 24=-48(B) 25=-48(B) 26=-48(B) 27=-48(8) 28=-48(8) 29=-48(8) WARNING teeae thytCsyghty rev Sw 4he"Owt�o"M fatknowPeelrgthns, d of Pmyeald Starsdasd Temxs hkr Manubtawed F*rodw9W fern Ve'4y doagn pamme+lem and rea d mates an ttt. Thaw Dft,4n Oladang.(TW� and the Dlj Referersce Sheet ;rev A s,Pa) befaee use-Uyie€st cthaxwis&, stated on the TOO qMy MITaak 10-onor Wates shatl he used or lhr TDD W be o40 A% a T(ws news. Engnea h e.. Sta."aity En gsteazh the "M a,r ahV TCti'.ly esente as accaptanena of the rwofcs".W etx, neemn; re wnsftkty to, the d,%Vn cat the wngkeY Thlas tselbyum un the rcD ohs, artier TP t T She desyln asrwrrtgt orta Voddsng cola hoes, suaiatutdy and use a€saps Truro tar any B.Adtag is tha teSPOh5h My Of the 0-1, the 0—el'ts e tewo Ved agent syr dae B.'Wh; y+esaim ho Its W"text o% rhe RC, Va, e6C. the Procal € u,t6eg axle arca TPt P. The +' Tk(:ard?bi41 01, VW. f 1.0 a; f:$ any fkFld uSie of the T lies. Si9GV'J64t"g handEvrig stvace, tt%9w4t^ilPtPd55 aY4' iNYiu"stl; , §.ha41 lk5 4hff Pe;rG'KMY'3tb lMy t%i f1f@ �iVY�iitttg g1CmHf�nK+x and uAtNC3Y'.iiz[. ,A� Pk"3±tti.'9c'K YJttk ttt the Y(:}€} ,grid P?EY gxacbce+r,: w'd guyl Manes of Buei+ng cmpanetxi Safely attletatiars {F's:.;it! P ytmhed by "PP ani SSCR ase merelced fo, genera3 guadaroce.. TPI , s10,des tho monoredAhes abd dutaes at the Truss Oeaigner, Truss Desylln EExgtrn,er and Thae, &Wufaa1we,, wgem o terwwe derned day ax U"aatiracf agresvd uaan'n enbro by 0 pahes anw+zarred. She: Tttass bmgn Eag neer ha Nor the Busdmg {7esegrstr to ?Dasa syaiem;;rasjinesn Pot ally t.,k4hq AR caplah e d term,. are xs barb hl it TR 4 au ENGINEWINGtte i:agryr�ryhT §a '1014%"vailutEn d}r,; F.ng+alder rrg, t.t.t., irlYJF, fders+airto#wn uP tuaka doavauees# osay item ee larethtetited w^3he'asx4'aua`aturn 7atremassdais Prcien F'rasatak!-i?e,F. State - 4:38.4 LUMBER - TOP CHORD 2X4 SPF NO2 BOT CHORD 2x8 DF 195OF 13E WEBS 2x4 SPF No.2 REACTIONS. (Ib/size) 7=453310=5-8 (min. 0-2-15),4=4761/0-5-8 (min. 0-3-2) Max Herz 7=-1261LC 8) Max Upts 7=-106(LC 10), 4=-123(LC 10) Max Gran 7=5539(LC 2), 4=5850(LC 2) FORCES.#forces TOPCHORD 1-2=48561137, 2-3=48501139,11-7-3978/101, 3-4-3975/102 BOTCHORD t WEBS 2-5=-4012557,2-6=-3712569,1-6--40/3727 3-5-41/3728 TOPCHORD Structural wood sheathing directly applied, except end verticals, BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES- 1) connected# # BottomTop chords connected as follows� 20 - 1 row at 0-7-0 oc, # . as follows:# Webs connected # # 2) All loadsare c+xosifeveg ei�uatly apilifivi I* all �lies, except it A*tet as=ftnt (F) 6r Nick (9) face in the LOAD CASE(S) section, -P4y t* P connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=l I Omph (3 -second gust) Vasd=Vrrph� TCDL-6.Opsf; BCDL=6,Opsf,, h=1 Sft� B=45ft; L-24ft; eave-sfft� Cat, ll� Exp, C; enclosed; MWFRS # Y # vertical left and right exposed;Lumber grip DOL=1,60 ! # • #. (ground snow� Lumber DOL -1.15 Plate 00L=1 - 15); Category it; Strip C; Fully Exp,; Clot A 6) All plates are MT20 plates unless otherwise 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) This truss has been designed for a 1 psf bottomother live loads, 9) * This truss has been designed for a live load of 20,Opsf on the bottomA wide will fit between the bottomchord and any other members. 10) Provide mechanical connection (by others) of truss to bearinW 11) This truss is designed in accordance with the 2012International 12) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated bad(s) 1432 to down and 29 In up at 0- 11-4, 1439 ib down and 40 4 up at 2-11-4, 1439 lb down and 40 lb up at 4-11-4. 1439 to down and n 1 1439 lb down and 40 andbottom 1pt2 of such connection device(s) is the responsibility of others . K WARNING, P*ase th= ghty re'rew the "Cushsanele Acknotovensiat of peoeuaw su idfrd To,” for manonroa aed F>st43r.�$s"' Mrnr Vest deagrf paeamk4ets and 14,11 Wes On, treis I here De�,se n CYaatio (TDDf _.. and the 03 Refecen ee Sheet (tev 11.14) betwe me Unexa, Marro, rro, stated on the v DD, *,sy hrTek r.. aaruretfsrar 3'+iates sla sCE C�: uscd Rw Ito 7400 da be maird. Asa i ru.s t')estgn Crgieneer ti e . $ 'afty Edtrnri r):. fee the 0x any Too f opresents on iar:uaptapm of the prnfftae rat ernga a*A.p 10sreor4 bAgy tw the deur of tree wngte Y uss de.pse?.ed W. the T£Wd tansy, trade TR t The dsrsrgn :assu:npYbor.a, krfda s:arofnent. sueaka�¢Ty arwi ua, of this TPusB Opt ury S,a+tdm8 She revpovrsrGnrty of aas mer the eiwsrdt"s dolav,'.od ; ent W the Sw1a,og riea, neer, ea the ewrrtext o$ the IRC the if4i'.. dte Ioeiai buneikEt aide rind TFIF Y Tile apen.fi of tho TD ars'f any Heid acre of ttre d roes, kar`.tsp"Arr;{t EtaradtMpp, s¢asaela. uemSaktaGc+eo-+adid Lu30.9, ahsd ba 0w, ruspoersmAAV dd 4ha defeat tiengner ad Ccx n frzr- AW Mos set W 11a 1111 TOO and the pr ac%Ces and gwdenses or treddassyf Coniparnest Safety €ntrtnoren (iii Si) paboshed by TPI and SBCA are ssCemro ed for rpemnM pus¢3a es Tint 3 deores the P sp+. avwUbes and dubes of the True. Des nea, Tress iiesrygav E:rrgn+eei and Ctrawa A6ancstacturot un4a5s sattzaemwxe def natf by a t'.antekdt aaprord tcyro a itz vx«daag by oN !'aadaea �ma!vets. The Truax Des9n Fn(hnwex as NOT the Bsee ho Desotnre, or TPu%%'ifistem 6ittFnc�ar r. any" W Iden t A# capiiatated term% fro es defined uz TPt 4 n+ PY aT rvR"-raeenetnd t t C dDr,1} Rapscbdru;ti5n of thSs dtrcctrtirzeat h, any iwm 'a prt:iaflsted xntta�xrt vrfttsra pamtaasecn trRan r'rot3snkbGnrJ. 6x12MT20H5 i3 axe - 6 x12 MT20Hs It min LOADING (Pat)N�VSPACING„^ 20-0 CS#___„ DEFt (loc) VdeftL/d � PLATES^_. GRIP TCLL X0 Plate Grip DOL 1-15 TC 0 98 Vert(LL) -O..05 5-6 >999 2407 MT20 1971144 TCDL 90.0 Lumber DOL 115 BC 0.28 Vert(TL) -0.10 5-6 >999 180 MT20H 148/148 BCLL 0.4 ` Rep Stress Iner NO WB 0.48 Horz(TL) 0,01 4 nta n/a BCDL 90:0 Cede IBC2012tTPI2007 (Matrix -M) Weight: 164 Its FT = 0% LUMBER - TOP CHORD 2X4 SPF NO2 BOT CHORD 2x8 DF 195OF 13E WEBS 2x4 SPF No.2 REACTIONS. (Ib/size) 7=453310=5-8 (min. 0-2-15),4=4761/0-5-8 (min. 0-3-2) Max Herz 7=-1261LC 8) Max Upts 7=-106(LC 10), 4=-123(LC 10) Max Gran 7=5539(LC 2), 4=5850(LC 2) FORCES.#forces TOPCHORD 1-2=48561137, 2-3=48501139,11-7-3978/101, 3-4-3975/102 BOTCHORD t WEBS 2-5=-4012557,2-6=-3712569,1-6--40/3727 3-5-41/3728 TOPCHORD Structural wood sheathing directly applied, except end verticals, BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES- 1) connected# # BottomTop chords connected as follows� 20 - 1 row at 0-7-0 oc, # . as follows:# Webs connected # # 2) All loadsare c+xosifeveg ei�uatly apilifivi I* all �lies, except it A*tet as=ftnt (F) 6r Nick (9) face in the LOAD CASE(S) section, -P4y t* P connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=l I Omph (3 -second gust) Vasd=Vrrph� TCDL-6.Opsf; BCDL=6,Opsf,, h=1 Sft� B=45ft; L-24ft; eave-sfft� Cat, ll� Exp, C; enclosed; MWFRS # Y # vertical left and right exposed;Lumber grip DOL=1,60 ! # • #. (ground snow� Lumber DOL -1.15 Plate 00L=1 - 15); Category it; Strip C; Fully Exp,; Clot A 6) All plates are MT20 plates unless otherwise 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) This truss has been designed for a 1 psf bottomother live loads, 9) * This truss has been designed for a live load of 20,Opsf on the bottomA wide will fit between the bottomchord and any other members. 10) Provide mechanical connection (by others) of truss to bearinW 11) This truss is designed in accordance with the 2012International 12) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated bad(s) 1432 to down and 29 In up at 0- 11-4, 1439 ib down and 40 4 up at 2-11-4, 1439 lb down and 40 lb up at 4-11-4. 1439 to down and n 1 1439 lb down and 40 andbottom 1pt2 of such connection device(s) is the responsibility of others . K WARNING, P*ase th= ghty re'rew the "Cushsanele Acknotovensiat of peoeuaw su idfrd To,” for manonroa aed F>st43r.�$s"' Mrnr Vest deagrf paeamk4ets and 14,11 Wes On, treis I here De�,se n CYaatio (TDDf _.. and the 03 Refecen ee Sheet (tev 11.14) betwe me Unexa, Marro, rro, stated on the v DD, *,sy hrTek r.. aaruretfsrar 3'+iates sla sCE C�: uscd Rw Ito 7400 da be maird. Asa i ru.s t')estgn Crgieneer ti e . $ 'afty Edtrnri r):. fee the 0x any Too f opresents on iar:uaptapm of the prnfftae rat ernga a*A.p 10sreor4 bAgy tw the deur of tree wngte Y uss de.pse?.ed W. the T£Wd tansy, trade TR t The dsrsrgn :assu:npYbor.a, krfda s:arofnent. sueaka�¢Ty arwi ua, of this TPusB Opt ury S,a+tdm8 She revpovrsrGnrty of aas mer the eiwsrdt"s dolav,'.od ; ent W the Sw1a,og riea, neer, ea the ewrrtext o$ the IRC the if4i'.. dte Ioeiai buneikEt aide rind TFIF Y Tile apen.fi of tho TD ars'f any Heid acre of ttre d roes, kar`.tsp"Arr;{t EtaradtMpp, s¢asaela. uemSaktaGc+eo-+adid Lu30.9, ahsd ba 0w, ruspoersmAAV dd 4ha defeat tiengner ad Ccx n frzr- AW Mos set W 11a 1111 TOO and the pr ac%Ces and gwdenses or treddassyf Coniparnest Safety €ntrtnoren (iii Si) paboshed by TPI and SBCA are ssCemro ed for rpemnM pus¢3a es Tint 3 deores the P sp+. avwUbes and dubes of the True. Des nea, Tress iiesrygav E:rrgn+eei and Ctrawa A6ancstacturot un4a5s sattzaemwxe def natf by a t'.antekdt aaprord tcyro a itz vx«daag by oN !'aadaea �ma!vets. The Truax Des9n Fn(hnwex as NOT the Bsee ho Desotnre, or TPu%%'ifistem 6ittFnc�ar r. any" W Iden t A# capiiatated term% fro es defined uz TPt 4 n+ PY aT rvR"-raeenetnd t t C dDr,1} Rapscbdru;ti5n of thSs dtrcctrtirzeat h, any iwm 'a prt:iaflsted xntta�xrt vrfttsra pamtaasecn trRan r'rot3snkbGnrJ. LOAD CASE(S) Standard 1) Deada- Snow (balanced): Lumber Increase=1,15, Plate increase=1,15 Uniform Loads (ptf) Vert: 1-2=-62, 2-3�-62,4-7=-20 Concentrated Loads Qb) VerL 5r-- 1171(F) 6=-1200(F) 9=-1171(F) 1Q= -1171(F) I I =-1171(F) 92=-1171(1=) 13=-117l(F) ,&WARNING of P10B.MSbaet weed Wenm, tyd renates on avid the CeJ RefereMe Sheet 4w 1S. Sap Wage uj I UNe% OtherMeeseated on net TM Mir h%Tek wont lm plates yeah be wed An h" a tye,,aW As a T,ws Dewgn Enyteate, h e, Spemfty EnganeK), the "'M an any I DD leple"Ift w weeptavee of the reotetmwtnhtE be the, design of the settrw Them, lopected he the TDO 01", uratesTF4 I The desea. assteroholet, loadIng MadMons, 14aok4y, and Sa Oft's t,teyt to, any attod,, fte,eapomb9drofflae tonne" the O—,'% authorkred agent aWt Me B.'eIg Deane,, ¢h the coMext at Me IRC, the MC, the taco{ WM ao Code and 1 The apye.t oltho ME) and any NyW nettof ftwx Indudmo handhq� ewage P13Uey3Jhyt qk�141 *s of M"MM9 (=Mwta % , t11fteTau.e tBMpueeshed by TPI and SACA Am 'efe'eaced to, ge,w,aj gwmne M I dehmethe tespombyeet and dwesoRhe, haws D"e, TrussDe%o, Er'"',;dT"4,Mybyawj�ate, The Trues 0evq,,)Eq;phftx is NOT the 8,at&V O;WWel w ky any b.,"eg AH ca;eNduted twee, afO as'detmed wt M I 9fqY. EMINEMAVitc � rsgd8lttr#t(y, k.LC. [ns. h F2eparx4uC#kkCr U! that dG'rGtmnenf ur aety sawn. aS {)IatttCutaw9 evCh+tet4 wrPdhea permtTsean tram itrve3u�kf%'T+'.f. Scale V2' -V U6 4 2x4 It Us c� LOADING (psh SPACING- 2-0-0 CSL TCLL 30,0 Plate Grip DOL 1,15 TC 0,28 TCDL 10,0 Lumber DOL 3.55 BC 0.20 BCLL 0 0 Rep Stress incr Yes VVB 0.08 SCDL 10,0 Code IBC2012fTP12007 (Matrix) LUMBER - 999 MT20 197/144 Vert(TL) TOP CHORD 2x4 SPF No.2 n/a 999 BOT CHORD 20 SPF No,2 0,00 3 out OTHERS 2x4 SPF No, 2 I .. . . . . . . . . ..... .... .. .. DEFL� in (loc) Udefi Ud PLATES GRIP Vert(LL) n1a n/a 999 MT20 197/144 Vert(TL) n/a n/a 999 Horz(TL) 0,00 3 out n/a Weight: 31 lb FT = 0% BRACING. TOPCHOPD Structural woodsheathing directly applied or 6-0-0 oc purfil BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS, (lb/size) 1=204/11-4-11 (min, 0-1-10), 3=204111-4-11 (min, 0-1-10), 4=448111-4-11 (min, 0-1-10) Max Herz I =-68(LC 8) Max Uplift 1=-14(LC 10), 3=-14(LC 10) Max Grav 1=253(LC 2),3=253(LC 2),4=544(LC 2) WESS 2-4--347135 NOTES - 1) Unbalanced roof live loads have been considered for this design, Exp C; enclosed; MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate gdp DOL= 1,60 3) TCLU ASCE 7-10; Pr=30,0 psf (roof live load: Lumber DOL=1,15 Plate DOL=1,15): PY=30.0,1,sf .Lrrouod snow): Pf=20,8 Asf 6 at roof snow Lumber DOL=I. 15 Plate DOL=1,15): Category U- Exp C; Fully Exp.; Ct=l A 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bafforn chord bearing, 6) This truss has been designed for a 10,0 Pat bottom chord live load nonconcurrent with any other live loads ----- ------ MUM 39=29301U= AVIARNM Pkme lhooteghly as" the "Cleueeo`% Ackholseedgelmeeh0f RoBtldlearxecd Teams iW Manufacteed Foodlytis" root veht� dyeegnparamehell and read nothiffenthh, TFUW Dfthin Ortoeng (TOO) acrd the Of, ' teofemm. Stseet h" n 11-14� chwo, use Unte01henos, e tualed on the TDO , they M,T,* conleld, phe,, ofalf tin Lsj so ehs' DD to be vVel As a I lose Desugn Egoete., (� e , Sithelafty F, rhp� the -.t Gertwe, TODoahe,"he, an acceptanet of fee Voletsewtat to, the deseyl of cle, thrette Trese depelled oo the TOO *,ty, urdef Teo I The deouto tooluntrAwn, hTatlapxj candftm, s.A.hQ.h, ye,1 use, of the Thee, to, ally BuAdes; M tree 'espoulobuy of me �:,ovh' the (Teme"s atImectUl ethos Of the Suftrur i}PS90er stn the w0sext of It* IRC , the ISO, the khhh"'g oode nd TPI I The atwee,,at T the Fort and any thlO Use of ft TA"Is t;'irjuv harobog, skmaq'. mthstatur, and tNowhy sham tee the re"(eo"fuietAy of the 8,l td Desetew and Conthetto, AN notes est out u, the T 00 and the pme"Ies hod 9 Idelel O'Butkeng conhMeM Eatery thromahon (BC Sit purtlshed by TPf and SBCA we mont.ed he trelsoat 1psda,ox, TM I wheles the houens "tes well dMell, M the r,ols rI." Dix"p, E hrl-todU101, mkm other-te defleed by a Colelact agheel pole . -thoet by all revues m,,fived the Fh,n 0�,,,hv, Enoneer * NOT the thaidleff DsVnfe ,, Truss S�::. 1711;1.1. is _qyu she W43,elf, Att ca ohm a", abs, rPf I Copy,qhi 0 h X14 PAlutlet-00 EtOrnewel t, LIC, tDJ) Reptodtohon of th,s docaplT smany fshe, m ref hieted e4hout _Mw puhhowm femh P'Oauod•o"t EMINEOWNGLtc 4x4 -= 4 2x4 2x4 11 2x4 DEFL, in (too) lfdetl Ltd Vert(LL) n/a n/a 999 Vert(TL) rite n1a 999 Horz(TL) 0.00 3 n/a n/a 1 PLATES GRIP MT20 197/144 Weight: 19 to FT =' 0% BRACING - wood sheathing directly BOTCHORD Rigid ceffing directly applied or 10-0-0 on bracing, I REACTIONS. (tti/size) 1=14217-4-11 (min. 0-1-8),3=142/7-4-11 (min. 0-1-8), 4=24517-4-11 (rein. 0-1-8) Max Harz 1=-42(LC 8) Max Uplift I =- 16(LC 10), 3=-16(LC 10) Max Grav I=177(LC 2), 3=1771LC 2), 4=294(LC 2) NOTES - 1) 2) Wind: ASCE 7-10; Vuft=l 10mph (3 -second gust) Vasd=87mph� TCDL=6.Opsf; A Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exprtsed� Lumber DOL=1 .60 plate grip DOL=1,60 !0p i. N. s r. r roof snow:e Category 4) Plates checked for a plus or minus 5 degree rotationr.. continuous5) Gable requires 6) This truss has been r. + for a 10,0 Pat bottom a . s r r WARidtEit Ptea*>e thoroaAto4y r�vic n khe 'C:e+stortr'a Ac&n rrro:nt aid>res$sxki SEa+seYaM Y'e¢arers, to, F4asE•ufaeteutxs S�rs,cfe«,` Sartrs bccrit}+ eesra parzmcNers arce9 reef! notes u�.n iters T'ru�a r1srt Ciraw+nki #Y{?pi... a ki the tat 97rlrrcr�ra 5hec^t {eay. i 4..731 hetrose ue,P.t1a'Se5& atheANuti+SC :ciaketl en tits TDD, onty WTe:k eorutdsrxrn' peoft- strati he med &ae ChPr, TC3i} to Cee va;Kf. rLa a trees CYes�gr+ Ertg neer it e SS CeabeY f ngareerl, et Snag on arty TDO mprements as actoptamn of the pruta:s umW e orhf tmA tesrttsrsa>soAy ttu tree ate of the snpte rnm a depe tad fan the TL'a,7 ofn uMe, Tfla 1 The destgn assumptans, knot r q cor,dde sa" suaaby'ty and use Of flys. 5 nits to, any Ruakta o is the resgac taahaaky of no 4A,x^tex, Mee 0,ehea% auahonxere ageM or the kkmd "R C?ngm, kt khe MrAext 0+ the Re toe Isc, the h0ra8 wlcrN awe and M ? The app—at of the Tt"M end any tMeki rase of the Twos, HcnlrWa,'4 tondis gg %/mo st, a otHahon and kxaxrsng, 033 be the aesgt muibFSity of the ImAdtog Destgno, and C014141001 Al ruates ,at oux arc tate+ Too and tre ?? p+r dcws 3nt3 gudeisnn, of Sucdoirrg corhponent "Safety irafarnrat)eon {#'?C: 4 p UN Shed hW TR arra SBCA are referenced tax gewai g ancr. 3'P� t defewt the, aeysonslb0d es ahO sties n4 the Truss Deyon.,, 1€aeae S Des+:,Y-.: Erxtsneal aW Testas Mallutacturer ¢sn thM othenmse dehraaey by a 4.erratraci ageeeo cPan an;;4,.q ay a3 Fart,es arwa, ed.. The Truss L "Ir Envoeer * NOT the Had4doef Deugnea or muss Systeot Eeog.eer P dee soy Wki ag CAU capytteed kePm one as 4YtAneo ids 7 N s21 Jnr 47Y /i1tlE 'iNOuc" <.ggsyr@TCtf 0 2014Przur#}�Cfe.D .u"«rgicxervu�#, LTC, (C7aJ) S�spdti�rae.#eoa of &kNr ddCavx+eaa s. asaJ folPn es gSrW'nCAA4+# sw^ihosatwratest pesm+e.+sao¢t dreum!'n5$u3N.i'Ltr.. . .._ LOADING (pst) SPACING- 2-0-0 CSI.., TOLL 30.0 Plate Grip DOL 1.15 TC 0.15 TCDL 10.0 Lumber DOL 1,15 BC 0,06 BCL/ 0Z Rep Stress Incr Yes WS 003 BCDL 10.0 , Code IBC20121TP12007 (Matrix) LUMBER. TOP CHORD 2x4 SPF Nat BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 DEFL, in (too) lfdetl Ltd Vert(LL) n/a n/a 999 Vert(TL) rite n1a 999 Horz(TL) 0.00 3 n/a n/a 1 PLATES GRIP MT20 197/144 Weight: 19 to FT =' 0% BRACING - wood sheathing directly BOTCHORD Rigid ceffing directly applied or 10-0-0 on bracing, I REACTIONS. (tti/size) 1=14217-4-11 (min. 0-1-8),3=142/7-4-11 (min. 0-1-8), 4=24517-4-11 (rein. 0-1-8) Max Harz 1=-42(LC 8) Max Uplift I =- 16(LC 10), 3=-16(LC 10) Max Grav I=177(LC 2), 3=1771LC 2), 4=294(LC 2) NOTES - 1) 2) Wind: ASCE 7-10; Vuft=l 10mph (3 -second gust) Vasd=87mph� TCDL=6.Opsf; A Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exprtsed� Lumber DOL=1 .60 plate grip DOL=1,60 !0p i. N. s r. r roof snow:e Category 4) Plates checked for a plus or minus 5 degree rotationr.. continuous5) Gable requires 6) This truss has been r. + for a 10,0 Pat bottom a . s r r WARidtEit Ptea*>e thoroaAto4y r�vic n khe 'C:e+stortr'a Ac&n rrro:nt aid>res$sxki SEa+seYaM Y'e¢arers, to, F4asE•ufaeteutxs S�rs,cfe«,` Sartrs bccrit}+ eesra parzmcNers arce9 reef! notes u�.n iters T'ru�a r1srt Ciraw+nki #Y{?pi... a ki the tat 97rlrrcr�ra 5hec^t {eay. i 4..731 hetrose ue,P.t1a'Se5& atheANuti+SC :ciaketl en tits TDD, onty WTe:k eorutdsrxrn' peoft- strati he med &ae ChPr, TC3i} to Cee va;Kf. rLa a trees CYes�gr+ Ertg neer it e SS CeabeY f ngareerl, et Snag on arty TDO mprements as actoptamn of the pruta:s umW e orhf tmA tesrttsrsa>soAy ttu tree ate of the snpte rnm a depe tad fan the TL'a,7 ofn uMe, Tfla 1 The destgn assumptans, knot r q cor,dde sa" suaaby'ty and use Of flys. 5 nits to, any Ruakta o is the resgac taahaaky of no 4A,x^tex, Mee 0,ehea% auahonxere ageM or the kkmd "R C?ngm, kt khe MrAext 0+ the Re toe Isc, the h0ra8 wlcrN awe and M ? The app—at of the Tt"M end any tMeki rase of the Twos, HcnlrWa,'4 tondis gg %/mo st, a otHahon and kxaxrsng, 033 be the aesgt muibFSity of the ImAdtog Destgno, and C014141001 Al ruates ,at oux arc tate+ Too and tre ?? p+r dcws 3nt3 gudeisnn, of Sucdoirrg corhponent "Safety irafarnrat)eon {#'?C: 4 p UN Shed hW TR arra SBCA are referenced tax gewai g ancr. 3'P� t defewt the, aeysonslb0d es ahO sties n4 the Truss Deyon.,, 1€aeae S Des+:,Y-.: Erxtsneal aW Testas Mallutacturer ¢sn thM othenmse dehraaey by a 4.erratraci ageeeo cPan an;;4,.q ay a3 Fart,es arwa, ed.. The Truss L "Ir Envoeer * NOT the Had4doef Deugnea or muss Systeot Eeog.eer P dee soy Wki ag CAU capytteed kePm one as 4YtAneo ids 7 N s21 Jnr 47Y /i1tlE 'iNOuc" <.ggsyr@TCtf 0 2014Przur#}�Cfe.D .u"«rgicxervu�#, LTC, (C7aJ) S�spdti�rae.#eoa of &kNr ddCavx+eaa s. asaJ folPn es gSrW'nCAA4+# sw^ihosatwratest pesm+e.+sao¢t dreum!'n5$u3N.i'Ltr.. I 1 8-11 1-8-11 U4 2X4 �- 2x4 � I scwe - 18'6 LOADING(orp ' I SPACING- 2-0-0 I CSL DEFL. in (lac) Ydeft LidPLATES GRIP TOLL 30LO late Grip DOL 1.95 TC 0.02 V,,,,,ILLI n/a n/a 999 MT20 197/144 TCDL 1 0 Lumber DOL 1,15 BC 0,04 Vert(TL) n1a We 999 0 BCLL 0 - Rep Stress Incr Yes WB 0,00 Harz(TL) 0.00 3 n/a We BCDL 10 0 Code IBC2012ITP12007 (Matrix) 'Might: 7 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purfins. BOT CHORD 2x4 SPF No1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ity/size) 1=10213-4-11 (min, 0-1-8),3=102/3-4-11 (min. 0-1-8) Max Herz I =- 16(LC 8) Max Uplift I =-2(LC 90), 3=-2(LC 10) Max Grav 1=124(LC 2t, 3=124(LC 2) NOTES 1) Unbalanced roof live toads have been considered for this design, 2) WAC ASCE 7-10; VYft-1 1 GeuAs (2-soewrt tush Vasd=?7m^ TC6L-6.0psf,' RCDL=S.Qps I'll =1 5ft; M=45ft; L�—Mft; eavc-4ft� Cat, ll� Exp C; enclosed; MWFRS (directional); cantilever left and right expod right exposed; Lumber DOL -1.60 plate grip DOL- 1 M 3) TCLL� ASCE 7-10; Pr=30,0 psf (roof live loadi Lumber DOL -1 15 Plate DOL=1,1 5)� Pg=30,0 psf (ground snow); Pf=20,8 pat (flat roof snow� Lumber DOL=1 15 Plate DOL=1 15); Category 0; Exp C; Fully Exp. � Clot, 1 4) Plates checked for a plus or minus 5 degree rotation about As center, 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a I OO psf bottom chord live toad nonoDncurrent with any other live toads, WIN WWI I WARNING , Plane 1hohoughty row -the 'Cutsadtas 'aPokeowledgerryed of PmEheklStandwo Tehat, to, Manuncheed PmtermWW toohn,=1911 palannetee, Met head nates 0" Vote Truss loyeagn Dfaenog � rro) 3W the W Refererce Sheet fee, 11, 1 4) Wale aria:thews a' h1ehaSO Stated on the T00 ONY M, trek canneety, femes %haO be und ex On a tvvafey $lleaAyEngmetelt tiv sex he any TDO'evosenat an, accepa'ate cal the profiesvorhat srvgureenng eesFunsrMhCy for the desnp of the sheht Tn,ea duscted on the Too ody, oraynTRI The detax, assumpoteef, keldnt; WAdAne's, fahtahMy and See of ttes Truss to, any EmOnv . ttl� t the Ctyhvfr, the 0andt" a hthtuved agaM 01 the Budding Deny= h 0—ondeA ofCheHaC, the MC, the tnat bund ed oade and TPI I The the T"n o a;sx,e,WcSthe TD0and myfwadu%e it shtoage, the BunIN Deegtwl wd CantrAyetor Ata,mots Selput inthe, Tootold the TPt $ThedlNsghe�,' T,-% NSQe Engineer aryl T,o%s knewenh,ve,V-- - a , wens,,, d0fead by a Contract agreed now, �AenM q by tames efvoNed ", The T,.Oesge Engokee, . N01 the Buddeg Ntygne, v I'Ass System E,ypnee, ptl ilk. ro any teoodho; As catyu0teed oxhts am as deNqed i,, TF11 t EWINEMKOLLc _i,__ -------- _14-1-11._...-_ + --__ x . .... ........ 2.5-0 2---5.8 5.11E-3 5.10--3 7.6.4 5.10,3 5.10.3 2.5-8 2-5-0 sxs :..: 5X6 .: ...� 3 4X6 = U4.- x4 =3x7r3 - w - 3x4 - sxs w=: as Y9 z� t LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOPCHORD 6.7: 2x6 SPF 2100F 1.8E BOT CHORD 2x4 SPF No,2 BOT CHORD WBS 2x4 SPF No.2 WEBS REACTIONS. (lb/size) 21=161410-5-8 (min,0-2-11),13=161410-5-8 (min.0-2.31) Max Harz 21=-302(LC 8) Max Uplift 21=-270(LC 10), 13=-270(LC 10) Max Grav 21=2040(LC 20), 13=2027(LC 21) FORCES. (ib) - Max. Comp./Max Ten,. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-1809/196,3-4=-1729/21l, 4-5=-22731303, 5-6=-2007/356,6-7=-l555/343, 7^8=-1956f356, 8-9=-2211/303, 9-10=-1610/211, 10-11=-16901196,2-21=-21041251, 11-13=-19801251 BOT CHORD 20-21=-345!288, '19.20=-3 4411 642, 19-22=_4511917, 18-22=_4511917, 1 7-3 8=011 599, 1 7-23=011 599, 16.23=0/1599, 1 6-24=011 7 38, 15-24=011738, 14-15=0/1372 BS 4-20=-7841111, 4-19=-181479,5-18»_480/160,6-18=-371649,7-16=-37/561, 8-16=-4641160, 9-15=01421.9-14=-7341111, 2.20=-65/1679,19-14=-65{1583 Structural wood sheathing directly applied or 3-7-2 oc pridins, except end verticals, and 2-0-0 no purlins (6-0-0 max,): 6-7. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6w 0-0 oc bracing: 20-21,13-14. 1 Row at midpt 5-18,6-16,8-16 NOTES- 1) Unbalanced !. Exp C; partially; MWFRS (directional); cantilever left and R.exposedf vertical)e 3) TCLL� ASCE 7-10; Pr --300 psf (roof live load: Lumber DOL=I, 15 Plate DOL=I 15); Ing=30D pal (ground snow)� Pf=20.8 get (flat roof Lumberii { non-concurrent4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 Pat on overhangs drainage5) Provide adequate bottom6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10O Pat bottom chord live load nonconcurrent with any other live loads, 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit between the other members,} Beating o grain value using ANSVTPi 1 angle to grain formula, Building designer should verify capacity of bearing surface, connection10) Pravda mechanical (by others) of truss to bearing plate capable of withstanding 100 Its uplift at jointie) except bt=1b) designed11) This truss is in accordance with the 2012 international Building Code} fixed12) "Semi-rigid pitchbreaks with design 13) Graphical does notof bottom chord YtARNUNC, -!/tease anX009hty Wen the "Cwus4con !rS xeknoodedpernent of FooEhoW Standard Terns for Manutac h aw thodece, ` €oer vwtty atmeln pwaonAerx, anal road notes are iNo Thos Do tvn Ddt atng t YG C and the CAS 62eanmelce Sheet {+ev, 11 14E betaae ase Urgese. a kho ved Mated on 14, tixi, o aty MTTek oennedta Makes shad( be used aa¢ thm TOO to be sqW As a Tacaas Devon @.etgmeer ga e xpeeva#y ENneer) he aP n Y x n t sd O as r:E1 tl f:Rf E92R!l utCCU` it4'tl Cdi Nit 5raft3&@ t5Cl2tY 'x!i eA` Fu' tis re xmsad+HC k so rlaxn nfi thcx e to Trecss dee a as Sha t7C7 x iPt a T ma ray xo s Y c t T art , he to the as eu tt s k, badM Part,+ir es 3i t 4 r L.frt SU3dT'M.. and i31i4 iY, $tYMS TCYAa9 U df! AV MJ t `i° d.. 8a tl a tRu,* 4°s ns a R aro4 he Gwazax.. the Ctwm:a's atRiwr� ett a r r z s. n tr An z ff i a The tv kta lly er as the g Des t cut!tar ,Ftf. Eha,BC AX 6 E set o , e^ acre! an t The appve+aa, ettht tClCB and any Ned oete3 aY the 70ruva. Sn-au6rrro�} haru�rrzy star%.a�. in�,at„#sai3rtr+ aeui luac¢rg, tE aaa taea rm;Gormkttry u�t the Oua'ktarsp Cies�ner and t.+m4ra„ind AX ra ea s.?# w.R r tMe 74e7 and the peacarres and sada3d w s at 8uskdrnfa t^, mpohent Safety YhronutVoo tB V� p ahshed, by M and SBCYA ase ddenattmo fee 90—at Sudan-, ii"i i dmhnes rho sesF+hsserat3iec arxi dtdlea ia6 than Et+ss r3evau�*r r. T`nrss. Dosain E;'hev enri Truss Manufacturer vanVess c+%4aeswicv ileft txe, tay a Ggrrtr;§ci a,Trooti +. a.'A n vmk�ng b} att /rehire izivc??r wi The Tned' Cresg,, F%paeef ; NOT the 8u4dent C.ie%gnet me7,v%s.5Y of , Ehg nets fiat any b.,W.V A0 aapdatec;e t !isms are as defined on Tp, t. Gc pts'<i#Y$ 0 2..014 P,.8,hW-C#J EnSa:*t@t4nng, %.%.t.:. iDt,id. Rfip`YY.,Yk: on, of in* VStAcudha h .3hy kern m ruth t npd SbFid8i9 e -Thah veY#TYhanh ft— Prt38if'ekrCaJ 21 2x4 V C 20 = 6.40 tTf2_, 2^S-8 8 3• i 9 __- _- .. 14.9 14 21 3R_2 2Zw8-„? __... ......... _.. 33 6 36-i3-4 u 2-56 510 3 5-111-3 7.8-5 5-90.3 5-14-3 5•8 Plate Offsets X Y LOADING (psQ SPACING- 2-0-0 CSI, DEFL ,n (foe) 11def1 LJd PLATES GRIP TOLL 30.17 Plate Grip DOL 1.15 TC 0,50 VergLL) -0,18 16^18 >999 240 MT20 197/144 TCDL 10.17 Lumber DOL 1,15 BC 0,52 Vert(TL) -0.3816-18 >999 180 BOLL 0.0 " Rep Stress incr Yes VVB 0.38 Horz(TL) 0,15 13 tela not BCDL. 10,0 Cade 1BC20121TP12007 (Matrix -M) height: 205 fka FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOPCHORD 6.7: 2x6 SPF 2100F 1.8E BOT CHORD 2x4 SPF No,2 BOT CHORD WBS 2x4 SPF No.2 WEBS REACTIONS. (lb/size) 21=161410-5-8 (min,0-2-11),13=161410-5-8 (min.0-2.31) Max Harz 21=-302(LC 8) Max Uplift 21=-270(LC 10), 13=-270(LC 10) Max Grav 21=2040(LC 20), 13=2027(LC 21) FORCES. (ib) - Max. Comp./Max Ten,. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-1809/196,3-4=-1729/21l, 4-5=-22731303, 5-6=-2007/356,6-7=-l555/343, 7^8=-1956f356, 8-9=-2211/303, 9-10=-1610/211, 10-11=-16901196,2-21=-21041251, 11-13=-19801251 BOT CHORD 20-21=-345!288, '19.20=-3 4411 642, 19-22=_4511917, 18-22=_4511917, 1 7-3 8=011 599, 1 7-23=011 599, 16.23=0/1599, 1 6-24=011 7 38, 15-24=011738, 14-15=0/1372 BS 4-20=-7841111, 4-19=-181479,5-18»_480/160,6-18=-371649,7-16=-37/561, 8-16=-4641160, 9-15=01421.9-14=-7341111, 2.20=-65/1679,19-14=-65{1583 Structural wood sheathing directly applied or 3-7-2 oc pridins, except end verticals, and 2-0-0 no purlins (6-0-0 max,): 6-7. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6w 0-0 oc bracing: 20-21,13-14. 1 Row at midpt 5-18,6-16,8-16 NOTES- 1) Unbalanced !. Exp C; partially; MWFRS (directional); cantilever left and R.exposedf vertical)e 3) TCLL� ASCE 7-10; Pr --300 psf (roof live load: Lumber DOL=I, 15 Plate DOL=I 15); Ing=30D pal (ground snow)� Pf=20.8 get (flat roof Lumberii { non-concurrent4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 Pat on overhangs drainage5) Provide adequate bottom6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10O Pat bottom chord live load nonconcurrent with any other live loads, 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit between the other members,} Beating o grain value using ANSVTPi 1 angle to grain formula, Building designer should verify capacity of bearing surface, connection10) Pravda mechanical (by others) of truss to bearing plate capable of withstanding 100 Its uplift at jointie) except bt=1b) designed11) This truss is in accordance with the 2012 international Building Code} fixed12) "Semi-rigid pitchbreaks with design 13) Graphical does notof bottom chord YtARNUNC, -!/tease anX009hty Wen the "Cwus4con !rS xeknoodedpernent of FooEhoW Standard Terns for Manutac h aw thodece, ` €oer vwtty atmeln pwaonAerx, anal road notes are iNo Thos Do tvn Ddt atng t YG C and the CAS 62eanmelce Sheet {+ev, 11 14E betaae ase Urgese. a kho ved Mated on 14, tixi, o aty MTTek oennedta Makes shad( be used aa¢ thm TOO to be sqW As a Tacaas Devon @.etgmeer ga e xpeeva#y ENneer) he aP n Y x n t sd O as r:E1 tl f:Rf E92R!l utCCU` it4'tl Cdi Nit 5raft3&@ t5Cl2tY 'x!i eA` Fu' tis re xmsad+HC k so rlaxn nfi thcx e to Trecss dee a as Sha t7C7 x iPt a T ma ray xo s Y c t T art , he to the as eu tt s k, badM Part,+ir es 3i t 4 r L.frt SU3dT'M.. and i31i4 iY, $tYMS TCYAa9 U df! AV MJ t `i° d.. 8a tl a tRu,* 4°s ns a R aro4 he Gwazax.. the Ctwm:a's atRiwr� ett a r r z s. n tr An z ff i a The tv kta lly er as the g Des t cut!tar ,Ftf. Eha,BC AX 6 E set o , e^ acre! an t The appve+aa, ettht tClCB and any Ned oete3 aY the 70ruva. Sn-au6rrro�} haru�rrzy star%.a�. in�,at„#sai3rtr+ aeui luac¢rg, tE aaa taea rm;Gormkttry u�t the Oua'ktarsp Cies�ner and t.+m4ra„ind AX ra ea s.?# w.R r tMe 74e7 and the peacarres and sada3d w s at 8uskdrnfa t^, mpohent Safety YhronutVoo tB V� p ahshed, by M and SBCYA ase ddenattmo fee 90—at Sudan-, ii"i i dmhnes rho sesF+hsserat3iec arxi dtdlea ia6 than Et+ss r3evau�*r r. T`nrss. Dosain E;'hev enri Truss Manufacturer vanVess c+%4aeswicv ileft txe, tay a Ggrrtr;§ci a,Trooti +. a.'A n vmk�ng b} att /rehire izivc??r wi The Tned' Cresg,, F%paeef ; NOT the 8u4dent C.ie%gnet me7,v%s.5Y of , Ehg nets fiat any b.,W.V A0 aapdatec;e t !isms are as defined on Tp, t. Gc pts'<i#Y$ 0 2..014 P,.8,hW-C#J EnSa:*t@t4nng, %.%.t.:. iDt,id. Rfip`YY.,Yk: on, of in* VStAcudha h .3hy kern m ruth t npd SbFid8i9 e -Thah veY#TYhanh ft— Prt38if'ekrCaJ 2-5-4 2.5.8 5-10.3 5.10.3 7-8.4 5-90.3 5.10-.3 2.5.8 2-5.0 1 24 WO ::-'6.00 RT 4X4 = 4x8 ._= 7xs ry LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (lac) tided UI TCLL 30.0 Plata Grip DOL 9.15 TC 0.82 11 Vert(Li.) 0.21 18-19 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.22 VergTL) -0.20 111,111 >999 110 BCLL 0.0 ' Rep Stress Incr NO VVB 0.43 Horz(TL) 0.10 13 rata nia BCDL 100 Cade IBC2092irPI2007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 SPF Na.2 *Except* TOP CHORD 6-7: 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 2900E 1.8E BOT CHORD BS 2x4 SPF Na.2 WESS OTHERS 2x4 SPF No,2 REACTIONS. (lb/size) 24=138710-5-8 (min. 0-2-11),13=138710-5-8 (min, 0-2-11) Max Harz 24=299(LC 40) Max Upiifl24=-1781(LC 10), 13-_7779(LC 10) Max Grav 24=2551 (LC 49), 13=2538(LC 50) FORCES pforces (lb)or TOP CHORD 2-3-2397/1731, # « 7-8=-248111854,8-9=-2634/2027,9-tO=-281912006, 10-11=-228711742, 23-24--2590/1734,2-23-2589/1746, 0-15=4492/1774, 11-15=-248411753 BOTCHORD 24 -84= -3691344,22.-84=-407/333,22-86=-1400/`2`,102,86-87=-1400/2102, 21-87=-1400/210Z .# 19 -20 --1480/2423,19-90-118812030,90-91=-1188/2030,91-92-118812030, 14-97--126811837 WEBS 3-22=-8031315,3-21=-213/522, 5-21=-425/273,5-19-5871452, 6-19�8641935, 7-18-8671852, 9-18-5661448, 8-16-392046, 10-16� 169/463, 10-14=-7631304, 2-22=- 150612215, 11-14 =-I 509/2119 5x12 PLATES GRIP MT20 1971144 Weight 400 to FT = 0% end verficals, and 2-0-0 oc t bracing. I Row at l loadsNOTES- • design. +.. •... Exp C; partially; MWFRS Y and right exposed;M vertical left and rightexposed; .. grip exposed3) Truss designed for wind loads in the plane of the truss only, For studs Standard Gable # Details as applicable,qualified building designer « t(roofX.. # # " psf (flat roof snow: Lumber DOLr-1,15 Plate DOL=1,15)� Category 5) This truss has been designed for greater of r of 12,0 pat or 2.00 times flat roof load of 20,8 Pat on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water pending. 7) All plates are 20 MT20 unless otherwise indicated 8) Plates checked for a plus or minus 5 degree rotation about its center, (%#AW&"dlpifed at « i NI Vin, DI , efele Usor€at"I ee I1 r 1Cu) 600 t use Aces othehier, si to £^sone s¢a mfy i ek Aar nectar pl a e 0 rcxfuta tot Van Veerhayr� efes,�n paTmlidens and read r•`QW% rra this TRAS Dftge Dm" (Ii: ) arxt khe C?sJ 53cia ranC.m „.bees grev l9 2a} kawtare arse-tfnFass c*#hexavtisaw siata i ca~`r "hm 7Cx1 autdp AhiTek crrnnecCau gtia#,ss iii toy ansed to has "a'Q' 1 to oe vWu As as TIM$ Desch Eexneem (i a . Spxtmaiy Ergmcerp. Va, wit on any TM. remsene, an a Rtahae of €he {arW.a wonaP eargYo-wawxar�! raspasaraOrAiy rX tn� doMe. aAthe sa+ag4s truss oewlad on the Ta7n may, hexer Tym 4 she design amwrrts nw ase �,ar¢owh'. to a Ts euS tvai axEd Use o cMs eras 8tnr aU C3UiGSH as h: P axr EY t @ es tx6+Y of the awmrr Phe i'lm t's au � n y 7e i±A'? tXv.7 i nS (ilft E§!i{�{5E [Tk5 fTeY ttk itte n a ` "g y h7 uro text tai tletlFE�. thr^ F}G the #creak buipcfite;9 ^r.mae drmt Ttrt 9 The a(�vawa4 saC the TpCt arri any iw.kkt ease ofthe T€tmta i{a�raa,na txxYx4tmt7, sSorage, arwitvAaocsn aaxt twee .Ay tahat§ kin SFam sesporxmata'taip o Cate ikutSdtrPg YJe;xw�ttes tnd Crn+axn^tor A9 nates sial ea:R Pre the 7 CiC4 aaxf the Rraenre^s ar+d qutdehxzas ci 5utkfxx d7twngtxeteaat Safi*:y trtic7rmatwan t!'dC51) pud3aahed C.go iR6 ami SCA are refmruxxEced Pee general gwdas, rRi ? dmtsrwmn: the r+^ffis=mnsvku6t+ms ;+;wi ¢axH+s of itxt Yrxo;.a 4krsi2+ase, 3rtnas ok"% to A'irEylaneest aed rn s M«enrh9s urazt. uotass n4herwxse skefinme..i i+y a �mratraa'4 aa',•i taxon an w^,tArrp b§" an grarfnw EtsvoNva(i. rhe Tauri DeSQ. E116 -ft, M NOT the FMdrq, Oescnfrr et Teams SyataUe inner fM any boddng. Ast eaa talixex# trrsrrs are as cicircaed in T4Tt t. 'wlrr✓ h4 tb928Yf d RrgFlurk# 4?aS Eng€tteertnr7. ! C.C" (DI n Ret.Q ductinat of this dcicacme:o-S. ¢n arty fix"', Es Ptoh'L fe+.9.1hWt w Mara Petrtsasetnn Inert i^.ra43tsttd_nrJ. WMEM NOTES - 10) This truss has been designed for a 10,Opsf bottom chard live load nonconcurrentwith any other live loads. 11) * This truss has been designed for a live load of 20Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - 10,Opsf. 12) Bearing at joint(s) 24, 13 considers paraller to grain value using ANSIfTPI I angie to grain formula, Building designer should verify capacity of bearing surface, 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 24=1 781, 13=1 779. 14) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard AN$ItTPI 1. 15) "Serm-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, gdj,q� LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=115, Plate Increase=1,15 Uniform Loads (pff) Vert: 1-2=-62, 2-6=-62, 6-7=-62, 7-11 =-62, 11-12=-62, 22-24=-20, 14-22=-20, 13-14=-20 Concentrated Loads (ib) Vert: 20=21(F) 21=21(F) 19=21(F) 18=21(F) 16---21(F) 17=21(F) 84=67(F) 86=21(F) 87=21(F) 88=21(F) 90=21(F) 91=21(F) 93=21(F) 95=21(F) 96=21(F) 97=21(F) 98=67(F) AWARNiNG Term ;or ManUfaCtUted PrOdUCOV10ho Whir dnon tXaametm and mad reAeS on shit Truss Dmgn Drawing (TDM and the WJ Ref aence Sheet yo,11,14) Wove use,UNMS k1thewSo rated 011 ,he TDO onty Wet, coned., rewes shag be used tw tho, TuD t. be' a*d As a Ttms Dowtih EoVheer (, e Spmaky Eng—ex), the seal 0,, .Thy IDD,opesenh,ah acce0ance of rte foofa.=W eogmee,vmhaeponsUhty tw the de of the sng8o TRom dotocted an the TOO at#y, univt TN I The, aerate ass,opr4om, ktatfia; =ft sudatoloy acrd use of hh% Tlu," to, We ftodmg M ft resp"Wky of me ohne" the OWW, 5 4,emnzed arene h the rhAt.V C),%Qw m Vo, corttee d e e the RC they not eh* temhr,V node aod' I'M I T0111.1O, .pphy,'A" at theiry) and ON fetid knwi of The Trus„ ehludatg handWo, stthf9e, Mtafttm alld blaoref, sha§ W the lespD.SAWY 0 6;; goer and CoMmAw AR Mes, W out an the TOO aed the gswctScsroa and cgodeb,,es of BuOdmq Catnpamnt Sento Informatm {BCSq pubtshed by Tot and SBCA are heferwved=r3tg.KfaoCe TM I 5eflm% the onxombhuh, and duties Of ft T,�as Delghel, Yl� Gies n andrginew aTraria Manotaduste, hat"a athoomme defintyt by a Contract agryad utfhn as -hag by aN parte The, T,.ss Desgh Enpnee,, m NOT tte, Sukhnq DeOne, or Trass System Fngmev he any thftng A0 cApWttW tat.% am . M I (Df,h ReprWhatmOffedownent m any Amm P1010ted afthout hdtm Winavo. ftm al Ph CEMINEWNGac ......w_ .... 2-5-0 1-2,0 0-100 LOADING (psi} SPACING -CSL TCLL 30.0 Plate Grip D, OL �0;05 TC 0,50 TCDL 10,0 Lumber DOL 1115 PC 0,04 BCLL 0,0 Rep Stress Incr Yes WB 0.04 BCDL %0 Code IBC20121TP[2007 (Matrix -M) DEFL, in (too) Udell Ltd PPLATES GRIP Vert(LL) 0,00 7 >999 240 MT20 197/144 Vert(7L) -0.00 7 >999 180 Horz(TL) -0.01 4 n/a We LUMBER. BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No,2 BOT CHORD REACTIONS, (lb/size) 8=34610-5-8 (min, 0-1-8),449IMechanical Max Herz 8=174(LC 9) Max Upffft8--143(LC 10), 4--164(LC 14) Max Grav 8-497(LC 14), 4-88(LC 11) FORCES, (lb) - Max, Comp,tMax. Ten. - All forces 250 lie) or less except when shown, TOP CHORD 6-8=4881145,2-6-4951149 Weigift 17 to FT = 0% Structural wood sheathing directly applied or 2-" oc purlins, except end verficals, Rigid ceiling directly applied or 6-0-0 or, bracing. NOTES - 1) Worw gust) Vasd=87mph� TCDL=6,Opsf; BCDL=6.Opsf; h=15ft; B=45t L=24ft; eave-sift; Cat It Exp C; partially� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=160 2) TCLL: ASCE 7-10� Pr --X0 pal (roof five load: Lumber DOL=1, 15 Plate DOL=1.15); Pg=30,0 pst (ground snow)� Pf=20,8 prif (flat roof snow� Lumber DOL=1.15 Plate DOL=1,15); Category It; Exp C; Fully Exp,, Ct=l.l 3) This truss has been designed for greater of min roof live toad of 12,0 psf or 2 00 times Oat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 4) Plates checked for a plus or minus 5 degree rotation about fts center, 5) This truss has been designed for a 10,0 mif bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20,Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-G-0 wide wilt fit between the bottom chord and any other members, 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except O=lb) 8=143, 4=164, 9) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSVTPI 1. 10) "Semi-rigid pitchbreaks vath fixed heels" Member end fixity model was used in the analysis and design of this truss, WARMNG.Pleaset Oa5 TWO$ SD� I !,103110`9 iT DIM 'forouse unkm .0unevee, Stahel on her MD, =�y Wall cohnecter Oaten shall be tilled ft, On T as Carrs pr" E,,I,nft, ii e, y Fvlfnen� and the DO Ref"exh"I h-0,, I 1� 14� be hantem alo lead "Ats as I Its, seal m any TDD,eprewts lin xmoatrw 11the Imspomiahh, 6W thad"1911afthe Syik, Twas dsilcted W Ole TOD onty ilode, M I the desgri assuinlyferns roadtry; cllmtrons, suelknrlly -6 uw. o�1N,lTh,ss for any BulidrV afthi, 0_e,� lineosaws aullhonmyl agelew the 8Wk*yf Desynn" M the con 6ftre iRC, Me 18C, the letnil Wlidwo �deaad TPl I FY. W. of the ffiD And -V Wel itsii of the Trm, sciu�arrt handeo atolase. ilWa4ator, and oalladr ShOl W the, espomrsr y a, file $hong De,,em wd Cmnwni, All rerle% ect ont dtlt tee, rMand fin, p,asbciis and fhrUAn!,s of S,Advo Coonpine'n Salary inkilinevoll hsc,&� P.LAsted by S Pt and SSCA ale h0slenced Ax 9.fan Of yinelarroe I R I definel, We and *A*s of in,, Nusi Desg,eyr, Tneal Desq,, Engmeer iM 1,ull5 mllmftclumi, wtes, oche—se dftned by a Conrad agmed rapona, aaflayg by art paltres moNed I hil Tdals Dessin Ernin"m w NO r tbe BuddsOr r�kwgnn, or r.,a, Syste. Entpeee, Wany tindd rro,P. Ali aptarzed telde, .0 as dernerl In Ti I C.pyngnt 02M14 P3'f9Sld-00 ElIMPearing, LLC, 101J) Replod.Crin, & thM dWwntsO p any tarn" Ss Wayeale'd wnhwt fan, P10OW16DIJ 3-5-a 2-8-7 •; #. VVind� ASCE 7-1 rl� Vuft= 11 Omph (3 -second gust) Vasd=87mph� TCDL=6,Opsf' BCDL=6,Opsf; hot 1 5ft; B-45fi; L=24ft, eave=afit� Cat, 11 Exp C� partialfy� MWFRS bfirectional)� cantilever left and right exposed � end'�erticat left and fight exposed, Lumber'DOL=1.60 plate grip DOL=1,60 2) TCLL: ASCE 7- 10" Pr --30.0 psf (roof live load� Lumber DOL -1. 15 Plate DOL= 1, 15); Pg=30O per (ground snow); Pf=20.8 fist (flat roof snow: Lumber DOL= 1. 15 Plate DOL= I 15); Category ft; Exp C; Fully Exp.; Ct= 1, 1 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 12,0 pal or 2,00 times flat roof load of 20,8 Pat on overhangs non -concurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10rO psf bottom chord live load nonconcurrent with any other live loads, 7) * This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections, 9) Bearing at jointle) 5 considers parallel to grain value using ANSVTP1 I angle to grain formula, Building designer should verify capacity of bearing surface, 10) Provide mechanical connection (bj othersi of truss to bearing -plate caryable of withstanding 100 to uplift at fointf exceoA '=Ib) 5-128, 4=267 11) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSVTPI 1, 12) "$emi-rigid pitchbreaks with fixed heels' Meantyer end fixity model was used in the analysis and design of this truss ,&WARNING raM ... faynr,1 Prodn,HWlwro Vify,AN dessa Twarnerns, ansf read nonis on thot Ttu" Design Oiaoonq iTDD) 11- 4) befty, use uniess otheriese gialedoll ft Tot). so), refer wftniocto, pnibeyL haBbevyWfor ffos WyotieloW A,,, T loss Deno Erqpruotl t, 6 , Speinafty Egesusn. 1he wal on a,oy TOE) unfxeseN4 an �Ceptancs of ft, pofaysamat ismu�q , S.Aabd#y a I use of troy Tissyl �ls any Stuld,ngoi thn s%paopbd,q �f - , n, Trmileirstedionffie, TOO ona,. under Tot I yoaarnfix,nddove, ghe =,v's authiecild agent 0, toi rniikaog Oft Inv, W, the Coleco of lh� R e 'ITC, the locai NAding liody, araf Toll I I" aleft, nava. of the i DO en'� any faod %, of the T"`f%$L e'dZig hals1hov surage, and inac'.9 ShAR ts, ft. fesponse.fAy 0, ffie suodu'Q Dn'sxv, arld cc, onhadw AN nonfs, sey Out ei tre. I DO and the Mand SBCA ate rofteen-Vo, Engmeis to, arty h.tdnq AN aWlahoad farms ayt, as droned in Tini I Copy;yjful 0 2014 Pni8u*J-f)rJ Euypneenrey, Lu',' qxj) Rs.,uycnenn,. of the, douuvomo, in any form, in Wselbyted without woen twmalwon fnlin Pne S# auf raj September 3,2015 LOADING (psQ SPACING- 2-0-0 CSI, DEFL, in (too) I/deft Let PLATES GRIP TOLL 30,0 1 Plate Grip DOL 1,15 TC 0,23 Vert(LL) -0:00 4-5 >999 240 MT20 1971144 TCDL 10,0 II Lumber DOL 1,15 BC 0,03 Vert(TL) 400 4-5 >9W 180 BOLL 0,0 Rep Stress Incr Yes WS 0,02 Horz(TL) -0r00 4 n/a n/a BCDL 10C Code IBC2012/TP12007 (MatrixM)Weight: 26 to FT - 0% ------------ LUMBER- BRACING - TOP CHORD 2x6 SPF 2100E 1,8E TOE' CHORD Structural wood sheathing directly applied or 2-8-7 cc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SPF No, 2 REACTIONS, (ibsize) 5=490/0-6-4 (min, 0-1-8), 4= Max Herz 5=121(-C 9) Max Uplift 5=- I 28(LC 12), 4-267(1-C 16) Max Grav 5=719(-C 16), 4=55(LC 10) FORCES. (Ila) - Max, Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-5=-698/170, 3-4=-90/288 •; #. VVind� ASCE 7-1 rl� Vuft= 11 Omph (3 -second gust) Vasd=87mph� TCDL=6,Opsf' BCDL=6,Opsf; hot 1 5ft; B-45fi; L=24ft, eave=afit� Cat, 11 Exp C� partialfy� MWFRS bfirectional)� cantilever left and right exposed � end'�erticat left and fight exposed, Lumber'DOL=1.60 plate grip DOL=1,60 2) TCLL: ASCE 7- 10" Pr --30.0 psf (roof live load� Lumber DOL -1. 15 Plate DOL= 1, 15); Pg=30O per (ground snow); Pf=20.8 fist (flat roof snow: Lumber DOL= 1. 15 Plate DOL= I 15); Category ft; Exp C; Fully Exp.; Ct= 1, 1 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 12,0 pal or 2,00 times flat roof load of 20,8 Pat on overhangs non -concurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10rO psf bottom chord live load nonconcurrent with any other live loads, 7) * This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections, 9) Bearing at jointle) 5 considers parallel to grain value using ANSVTP1 I angle to grain formula, Building designer should verify capacity of bearing surface, 10) Provide mechanical connection (bj othersi of truss to bearing -plate caryable of withstanding 100 to uplift at fointf exceoA '=Ib) 5-128, 4=267 11) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSVTPI 1, 12) "$emi-rigid pitchbreaks with fixed heels' Meantyer end fixity model was used in the analysis and design of this truss ,&WARNING raM ... faynr,1 Prodn,HWlwro Vify,AN dessa Twarnerns, ansf read nonis on thot Ttu" Design Oiaoonq iTDD) 11- 4) befty, use uniess otheriese gialedoll ft Tot). so), refer wftniocto, pnibeyL haBbevyWfor ffos WyotieloW A,,, T loss Deno Erqpruotl t, 6 , Speinafty Egesusn. 1he wal on a,oy TOE) unfxeseN4 an �Ceptancs of ft, pofaysamat ismu�q , S.Aabd#y a I use of troy Tissyl �ls any Stuld,ngoi thn s%paopbd,q �f - , n, Trmileirstedionffie, TOO ona,. under Tot I yoaarnfix,nddove, ghe =,v's authiecild agent 0, toi rniikaog Oft Inv, W, the Coleco of lh� R e 'ITC, the locai NAding liody, araf Toll I I" aleft, nava. of the i DO en'� any faod %, of the T"`f%$L e'dZig hals1hov surage, and inac'.9 ShAR ts, ft. fesponse.fAy 0, ffie suodu'Q Dn'sxv, arld cc, onhadw AN nonfs, sey Out ei tre. I DO and the Mand SBCA ate rofteen-Vo, Engmeis to, arty h.tdnq AN aWlahoad farms ayt, as droned in Tini I Copy;yjful 0 2014 Pni8u*J-f)rJ Euypneenrey, Lu',' qxj) Rs.,uycnenn,. of the, douuvomo, in any form, in Wselbyted without woen twmalwon fnlin Pne S# auf raj September 3,2015 -------- - ---- 3e,101 3-10-2 40 = ml!=l =11-=-111",1 ------------ rvN^N 7.8-4 -------- -- LOADING (psh SPACING- 2-G-0 CSL DEFL, in (too) Well Ud TOLL 30.0 Plate Grip DOL 1,15 TC 0,13 f Vert(LL) 0.01 5 n/r 120 TCOL 10,0 Lumber DOL 115 BC 0.06 Vert(TL) 0,01 5 nIr 120 BOLL 0,0 Rep Stress Incr Yes WB 0,03 Horz(TL) 0,00 4 We n/a BCDL 10,0 Code IBC2012rrPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No -2 TOP CHORD BOT CHORD 2x4 SPF No2 BOT CHORD OTHERS 2x4 SPF Nci REACTIONS, (lb/size) 2=167/6-2-6 (min. 0-1-8),4=167t(5-2.6 (min, 0-1-8), 6=230/6-2-6 trion. 0-1-8) Max Herz 2-46(LC 9) Max Uplift 2=-31 (LC 10), 4=-31 (LC 10) Max Gray 2=209(LC 2), 4=209(LC 2),6=276(LC 2) FORCES, (Ib) - Max. Comp,/Max, Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 1971144 Weight: 20 Ity FT = 0% NOTES - 1) Unbalanced roof live loads have been considered for this design, 2�W�nd:ASCE7-10;Vuft=110m,$h�3-secondg,ust�Vasd.0*sfh-I5ft:Bzr45ft L-24ft:eaye=4ftS_at.__1_1 Exp C� enclosed; MVWRS (directional); cantilever left and night exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 snow: Lumber DOL= 1, 15 Piate DOL= 1. 15)" Category ft; E�xp C; Fully Exp,; Ct= I 1 4) This truss has been designed for greater of min roof live load of 12.0 pat or 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) Gable requires continuous bottom chord bearing, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 0-W& fit between the bottom chord and any other members, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 2,4. 101 This truss is 4' #. in accordance with the 2012 International Building Code section 23061 and referenced standard ANSirrigi 1 11) "Semi-rigid pitchbreaks with fixed hee[V Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer, WARNUNG, Rene lovougha f -l" AlknolViedgernent of P10810d Standard Tenr or Manufacgia.d Phduo " firm, Venty dristgn, inerhoidem and mad ,(Aes an flon Pura to (TDO a,W 111" DJ Re*,ehoe Shftl h- I I - 14) teAde use, toans Mew" &IMed on the TDO, roar Write cohneyce prays, halt be, med to, fres TOO to bit ,Wel As a Trines tariego Engamy, u e =Igngmhe f It'. wW ors any TDO hooeuhly, an atympmcce of the plot-ermi.1 en 9 ifereg,eirprimcbUty W the dessi, of the seoW rums doge eand on the TOO onty, under t PP I The, d,..gn assuovtoem. iexaho conditions onifat%14 and Se of the, Theis fol any B.Arkic is hamorpo�%ofyry of the (yeaw, the 0eaws yerodonzed agent wthe 8.41ing Deeqhro of the caumid of Me tRC, the IBC the Weaffoulwing oode arid lot I Th, zfewat ot too TOO arid any herd seat the T— fhood"N rofnyuhg stmage, rostauboe Aret wadirty shrig be the 'esponwNtey of the Building Dfroqimn and Coutwitte M eoxm set not e the TDO aid the and ipixtefetio, of 8"Acerig cofir oaxed Safety infe—eir. tBiCIU) fnitayod oy TPI and SBCA arca h4emniced to, gge,errad gueJanym Tr I drfinfes the res rgahsUfns end &,fec, of Me Two% Dirruirow, 71.n foaxot, add Tnon, manuotinum, a ns otheoeele defines try a Contract artmed urm . oarbog by a" pwbex invroved The, rwea Diysoge Enterred, * NOT The EkiAdeaq toesooe, ., T,ure Syetom Etorrow, fat any toe4mg Air captaifzW Were, are aedefirood id T Pr I Capalghl 0 20{ 4 P1e8U1W-CoJ Entro",1mg, LIC. tfoJr Reproduction of thei dvourmett dh -Y fixnt, ", proh,bded WOW wMen peonlissw then PMsWdAeJ 1119911T�w i ,10.2 3-10-2 les -�= 2x4 Rt 2x4 8i 2x4 G1 LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOPCHORD BOTCHORD 2x4 SPF No.2 BOTCHORD OTHERS 2x4 SPF No.2 REACTIONS. All bearings 6-2-5. (Ib) - Max Harz 2=-46(LC 8) Max Uplift All uplift 100 lb or less at Joints) 2, 4, 7, 8, 6 Max Grate All reactions 250 lb or less at joint(s) 7, 8, 6, 2, 4 except 2=256(LC 2), 4=256(LC 2) Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 Be bracing, NOTES- 1) considereddesign. t « . s Exp C; encloseiL MWFRS (mrechonal)� cantilever left and right exposed: end vertical left and right exposed� Lumber DOL=1,60 plat- buildinggrip DOL=1 60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details designer per ANSVTPI 1, 4 O #'(roof(ground snow: Lumber DOL=1.15 Plate DOL -1.15L Category ll� Exp C� Fully Exp,; Ct=l,l 5) This truss has been designed for greater of min roof live load of 12,0 psf or 2 00 times flat roof load of 20S psf on overhangs non -concurrent with other live toads, 6) Plates checked for a plus or minus 5 degree rotation about As center. spaced7) Gable requires continuous bottom chord bearing. 8) Gable studs k 6 designed9) This truss has been for a 10,0 psf bottom chord live / fit between the bottom i. and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2,4, 7,8,,] 12) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANShTPf 1, 13) "Semi-rigid ..eaks with fixed heels' Member end fixity model was used in the analysis and design 14) See Standard Industry Piggyback designer WARNINQ • F -Wase thohlu ly MV*W the-CUStomer5: ac tno " etredl of ProBu ld Staewsa d Sones he, suielOarsred Prodects" foam Veeyr me desgin paetem aM lead notes do then Y'reeas Dosoe Drawyt €TGrit aa'ttf the QrJ Retrrenda Shaet free 1 r 14f before use oriels otheruasa stated on the TDD oNy M Tek uyaaaww plates %half he used tar the TDD k ire ,,vW Ae a Feu%s raessgn Eerynasas it e Sfx caa#p� d:raa7xteer), the seat an any t DD hawetehats an accerhame, of the {xdfeammo t en gnateerg res}adrrsttr kty Rae ttrr dearg. 01 the weytfe Truac detected On the TDO onty, code, TPP 9 Thr d¢argn assutnFaeans. 1oa6 ttg danndrtxaras. %UdattaKy and ule of this Trues tof any Puddyg as iter resprnaatefey of the Oeler, the 0yebles aufhoozed agent of ale Buldeot Desk nr.0 su the tm+ to n 6f the. flRC. the € 3E, the khW seeking mudle and TPI t "he ,ngsovaf at r w^ ME) aed airy feet usm et the Trusa. rneaweyd hamfloag shl,"O, prtVaRaese lest b teeN shaft be, the respardsrtsiWe d# the C3ugdmg iDeev.w and Cotltrador..AN Mm ea aat out un the TDO and the, praatx,e thsi y4.oeheas of Bleteltas Ccaaettwr+eat lately tnfontvho? (GKM7 pattasfted by TPI and SCSC 0..ara ceaterenceti icer prneea'r guutanct FPI I dettnes the reapoosle Wes and dutrea of tell Trus& tJasig€ser Trues ideskT+r F;rtC rreee are6 Tnass 4iatstdmefur«er, ureters Wherwrso dstsatad 6tY a Caratracf ggrumve9 ucxxa ks yrr�onq by aN Un'tuts artmbt+eed. The Truagi iiesltn rrrcgeroee[ B flkiDT ttee BuRdans2 i7esxyyrsctr A Trae:.x lVrCerot Enqueeer fel any tulye� &i capttatfee6 Fernee ase as tde%raed. TR t. 2Zave f:aPYrgThd 0 2tF £4 F°vo€}earre500 Eng"sr+eer.ng. ;f -C. iCks.➢Y k2eKuuRoovs at EfNs tuneeret im any We, rs prclydta6ed cuafhors wrtTCesi iarn'rnks.5u?n knm Psa€3Qdd-fkJ. f EMIXEMINGur -------- 7-8-4 P€ate t3ffsets $X,Y (2 0 3 90 1 Qj _YL t3 U 1 Ct -_, ____...._-_...... ___, W_.A, _.,.._._.. ..,_..,_._,_ . , .._..__ , .m..„.._.....,__..._......._,.., .._.....--._ LOADING (p51 SPACING- 2-0-0 CSI. DEEL In (€oc) Web Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0-07 Vert(LL) 0,00 4 ntr 120 MT20 1971144 TCDL too Lumber DOL 1,15 BC 0,08 Vert(TL) 0,00 5 n/r 120 BCLL 0 0 Rep Stress Incr Yes WE O 00 Horz(TL) 0.00 15 nfa nta BCDL 10,0 Code ISC2012fTP12007 (Matrix M)Weight: 22 Ag FT m 0% ----------- ._._ ---.. ........ .__._, __. __.. LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOPCHORD BOTCHORD 2x4 SPF No.2 BOTCHORD OTHERS 2x4 SPF No.2 REACTIONS. All bearings 6-2-5. (Ib) - Max Harz 2=-46(LC 8) Max Uplift All uplift 100 lb or less at Joints) 2, 4, 7, 8, 6 Max Grate All reactions 250 lb or less at joint(s) 7, 8, 6, 2, 4 except 2=256(LC 2), 4=256(LC 2) Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 Be bracing, NOTES- 1) considereddesign. t « . s Exp C; encloseiL MWFRS (mrechonal)� cantilever left and right exposed: end vertical left and right exposed� Lumber DOL=1,60 plat- buildinggrip DOL=1 60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details designer per ANSVTPI 1, 4 O #'(roof(ground snow: Lumber DOL=1.15 Plate DOL -1.15L Category ll� Exp C� Fully Exp,; Ct=l,l 5) This truss has been designed for greater of min roof live load of 12,0 psf or 2 00 times flat roof load of 20S psf on overhangs non -concurrent with other live toads, 6) Plates checked for a plus or minus 5 degree rotation about As center. spaced7) Gable requires continuous bottom chord bearing. 8) Gable studs k 6 designed9) This truss has been for a 10,0 psf bottom chord live / fit between the bottom i. and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2,4, 7,8,,] 12) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANShTPf 1, 13) "Semi-rigid ..eaks with fixed heels' Member end fixity model was used in the analysis and design 14) See Standard Industry Piggyback designer WARNINQ • F -Wase thohlu ly MV*W the-CUStomer5: ac tno " etredl of ProBu ld Staewsa d Sones he, suielOarsred Prodects" foam Veeyr me desgin paetem aM lead notes do then Y'reeas Dosoe Drawyt €TGrit aa'ttf the QrJ Retrrenda Shaet free 1 r 14f before use oriels otheruasa stated on the TDD oNy M Tek uyaaaww plates %half he used tar the TDD k ire ,,vW Ae a Feu%s raessgn Eerynasas it e Sfx caa#p� d:raa7xteer), the seat an any t DD hawetehats an accerhame, of the {xdfeammo t en gnateerg res}adrrsttr kty Rae ttrr dearg. 01 the weytfe Truac detected On the TDO onty, code, TPP 9 Thr d¢argn assutnFaeans. 1oa6 ttg danndrtxaras. %UdattaKy and ule of this Trues tof any Puddyg as iter resprnaatefey of the Oeler, the 0yebles aufhoozed agent of ale Buldeot Desk nr.0 su the tm+ to n 6f the. flRC. the € 3E, the khW seeking mudle and TPI t "he ,ngsovaf at r w^ ME) aed airy feet usm et the Trusa. rneaweyd hamfloag shl,"O, prtVaRaese lest b teeN shaft be, the respardsrtsiWe d# the C3ugdmg iDeev.w and Cotltrador..AN Mm ea aat out un the TDO and the, praatx,e thsi y4.oeheas of Bleteltas Ccaaettwr+eat lately tnfontvho? (GKM7 pattasfted by TPI and SCSC 0..ara ceaterenceti icer prneea'r guutanct FPI I dettnes the reapoosle Wes and dutrea of tell Trus& tJasig€ser Trues ideskT+r F;rtC rreee are6 Tnass 4iatstdmefur«er, ureters Wherwrso dstsatad 6tY a Caratracf ggrumve9 ucxxa ks yrr�onq by aN Un'tuts artmbt+eed. The Truagi iiesltn rrrcgeroee[ B flkiDT ttee BuRdans2 i7esxyyrsctr A Trae:.x lVrCerot Enqueeer fel any tulye� &i capttatfee6 Fernee ase as tde%raed. TR t. 2Zave f:aPYrgThd 0 2tF £4 F°vo€}earre500 Eng"sr+eer.ng. ;f -C. iCks.➢Y k2eKuuRoovs at EfNs tuneeret im any We, rs prclydta6ed cuafhors wrtTCesi iarn'rnks.5u?n knm Psa€3Qdd-fkJ. f EMIXEMINGur N Ham 3A H 7 4* 11 13 12 11 10 9 a 3,4 m®= 3x4 LOADING (psi) SPACING- 2,0il) CCL DEFL, in (lot) I/deff L/d TOLL 30,0 Plate Grip DOL 1,15 5 TC 033 Vert(LL) n1a n1a 999 TCDL 70.0 Lumber DOL 115 BC 0,15 Vert(TL) n1a n/a 999 BCLL 0.0 Rep Stress ITYes VV8 025 Horz(TL) -0.00 8 hie old BCDL 10,0 Code IBC20*;�TP12O07 (matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF Nrh2 WEBS 2x4 SPF 2400F 2.0E BOT CHORD OTHERS 2x4 SPF No, 2 WEBS WEDGE Left: 2x4 SPF No.2 REACTIONS, All bearings 17-8-12, (1b) - Max Herz 1 =383(-C 7) Max Uplift All uplift 100 lb or less at joint(s) 8, 9. 10, 12, 13 except I =- 12 1 (LC 8) Max Grav All reactions 250 lb or less at joint(s) 8, 1 except 9=543(-C 19), 10=501(LC 19),12-462(LC 19), 13-333(LC 2) Weight 82 to FT - 0% Structural wood sheathing directly applied or 6-0-0 an puffins, exc end verficals, Rigid ceiling directly applied or 10-0-0 oc bracing. I Row at micipt 7-8,6-9 1 NOTES - 1) Wind; ASCE 7-10; Vult=I 10rn�h 6,3 -second 9 Vasd-87m h, TCDL-6.0, Exp C- enclosed; MWFR$ (directional); cantilever left and right exposed: end vertical left and right exposed: Lumber DOL=1.60 plate grip D6L=1.60 2) TCLL, ASCE 740: Pr--XP4 cat (roof live Inpi: Lwmt>er #OL -1. 15 P12te DOL=I A 5),A1�S-30A asf (grvtmt sngw); Pf=2*,f �sf (flat rrutf snow: Lumber DOL=I .15 Plate DOL=1,15); Category 11; Exp C; Fully Exp.; Ct-1A 3) All plates are 2x4 MT20 unless otherwise indicated, 4) Plates checked for a plus or minus 5 degree rotation about its canton 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads, 7 fit between the bottom chord and any other members, main BCDL =, I 0,0psf 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinfia) 8,9,10,12,13 except Ot=tb) 1=121, 9) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSI/TPI 1. 10) "Semirnrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, WARN' NPtease kh�ot,ghry,e,,o.tt* Rtratota's of FT,18WkttAi1hdX TetIft for Manufaduard PRdwtW'f,,nr Vwl d"QApyfa,nue,%andhredrAss on the Truss Desgn Chaerho; 0 , O"DD� 11,14�tloteuo� Dd 0"Itay TOO, antyMITekwMeMor ptatesshaffboused to, No E)Dloyevand the vew a,, any,70D,4"senet an, itcotyphanceaf 9nepoSeysranal orgeaneeat'"Po',soyidy fsw the domfin or the sextort Truss dep,ved or, Che TDD edy, ureter Tlef I Ttra ,,dDart he, yr Context lithe IRC, the, SC, the Irmll Nay1wQ aAe and Tpg I rho appoval of the TOO and any hey$ u%, of the Trm,� 6ulahru o x9mg, Wontae, �n%WW*r, aual Waore, yhM be oythe BuddN De%srne, end Coo}lac kt, AN Mies yer let m he, TOD amlft putoboeo and gutyt6rnys of Buolng Cunpruernf Safety, hInnnatern MCS} arb4shed, by TPf ad SBCA wen,tem.hod on tphtehe guidance. IN I deftrors the ,oypoRsb4,les and dues of tee* Twos D"g.er, Tows Desos, Erprere, and TRAS man.taduhm, we,, afbyny defirvol kyr a conewo AyReo utm m sobi; by or radymhu,66ed Vne Tms Nmgn E;tsReer o NOT the fit.ohng Dasegne, or T,utor Sysoon Lug.a., —3k. for ahy bwWarg Mr arodr0eed Sewer we as dato, ad soT F4 I Copynih 0 2014 PmEeekt-00 Eroneenov U -C, (rJ) Reptwoohy, 0, thm dwyoneh m any Rom o' potrobsed vothout -Meu penhasm 1'ren pmeukt-00 EWINMINGttc, LOADING TCLL 30,0 TCDL 10C BCLL 0,0 BCDL 10B LUMBER. TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1,15 Rep Stress Incr Yes 3X4 #I 6 3x4 r' 11 1¢2 9 8 7 2x4 14 3x4 "-- 2X4 19 2.4 It 3X4 92 -_._...,.....�....,....,�.,....___.._ .._.a..__ 9rr7 13 ,. ........... CSI. REFL in (too) Webb Lld PLATES GRIP TC 0.46 Vert(LL) nla 999 MT20 1971144 BC 0.13 Vert(i'L) old Wola old 995 0A0 (Matrix) Horz(TL) 400 7 nta n/a I Weight 71 tb FT 0% BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns, except end verticais. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. BS 1 Row at rrtldpt 6.7 REACTIONS. All bearings 16.7-13. (to) - Max Herz 1=341(LC 7) Max Uplift All uplift 100 Ib or less at joints) 7, 8, 9„ 11, 1 Max Grav Alt reactions 250 to or less at joints) 7, 1 except 8=552(LC 19), 9=477(LC 19), 11=468(LC 19) }except TOPCHORD 1-2=-306/202 NOTES - 1) } Y.,} *wall? e.. Exio C; enciosed� MWFRS (directionaf)� cantilever left and right exposed � end vertical left and right exposed� Lumber DOL=1.60 plate grip DOL=1,60 }.:. .. snow� Lumber DOL -1.15 Plate DOL=I 15); Category checked3) Plates for a plus or minus 5 degree rotation about its center, chord4) Gable requires continuous bottom bearing, 5) This truss has been designed for a !i pet bottom chord live load nonconourrent with any other live loads, WARNN Rease fhnrnughdy n v+envitha "Couavner's Ac Rga "nt of NorSur&i a'te as'dwd Terns, hat tsaanwactwetd Rrzs^ ho"'" force veaty c mqn Kw°ranao;em aml rears tts�rnn can Phs Tress Dess{yrs O,wm^V t rrto} � seed the C}ig F?e.errerx a':'PFeC'@ irrov 3 S-'k.#j Psi?to+n srse.t¢oe! es'a oRt tuvAa# atatnsS ars Site iCN7 an8y R4rT p% c"onexec¢oe t��atus sha#t kas usntl Crx than Tfiill t+a ke wadi. A.�s a 9nwss f'ktsn2n F ;'^t un er he Apeceasy Eexteawvf the se. ¢» r wh, TDD mpsesersts an audeptam� a, ills i%t'01ft *maF r„ugar+eenrzg scrpcstxnroskty tar the dasgn of the Whyte Truss depOed o+e the CGts ONY ovdef rR S This aciugn ;r„searnpkkaras kSadvr,5p zxmdshvrts, ,. ruodaFnsttY acid use eP Eh{a Tnass tq¢ xuvg ¢iPpadsng as she..^ raarwnskca�4y ai the C'avnsr, lyse ttaw o"a wAhovzed at{ m or the, Wk 8., n btnsynea in She card.4 M the RC the Cast, the focat iwtBetdng wce and (Pi t W”:appeov�ai a4 the TOOantl any Cie to me,g suss TMawta. =Axrvq hars�mqstwage, amtaffatwh aald Iv^neg, shah be thd, resp_ww fty n, the da:*Sdu y raevlrwr and CanRtaCRe€. Aa rrirtes flet eu! set the T CICS and the ruactases acd gUkT04 MIS of F3uttieng Cavnparmnt Safety iWe mmw (Si» St) pu€rkshe i by 7 Pt and SBCA we ette sed fir g me at qu,4xhR I F P f defines Nae reag Nv,askties arra? dutws orthe 7 Hass Desom Trtrss De 4^a Ettyµewae diad Teams Manu9csv*turar artists atleer *e deta ed fly a C.oniaacd a gleed z pert . wtAh g say ata rrartws rnwoNed. *. Vht? Tw" S}e!ar;ye Engrave, n NOr the, Efugtcung Chn grzer oz Teuss Sybs es i 66'naer to, any bu,Msnp. A#1 capdaNxed temm are a5 dei4rted e, TPI 1. rad MEMi#"a t t_G C,)ppyrd961 0 2RB14 P>ra£3raa0-GrJ Enqmeaeugy. 6E.s^., ti7rw'} o-'Seprcixlerctiose at thus dacaatatent kn gnnY fewm rs fxaRed ",tht%at waaadaat.permkssao¢t "tum Ptaiiadit4f.'rJ. Scale - 1:3'7.2 3x4 10 9 a 7 2X4 19 2A fl 2X4 13 3A 11 LOADING (pso t SPACINGx 2-0-0 CS1, TCLL 30.0 Plate Grip DOL 1.15 TC 034 TCOL 10 0 Lumber DOL 1,15 8C 0"I9 BCLL 0,0 Rep Stress Incr Yes VVB 0.28 BCDL 10,0 Code tBC2012fTP12007 (Matrix) DEFL, in (too) Ildeft Ud PLATES GRIP Vert(LL) his n1a 999 MT20 197/144 Vert(TL) We old 999 Horz(TL) -0,00 7 old n/a Weight: 60 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc, purlins, except BOT CHORD 2x4 SPF No,2 end verticals. VVERS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied at, 10-0-0 oc bracing. OTHERS 2x4 SPF No, 2 WEBS 1 Row at midpt 6-7 REACTIONS, All bearings 14-7-13. (to) - Max Harz 1=298(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 7, 8, 9, 10, 1 MaxGrav All reactions 250 lb or less at joints) 7, 1 except 8=551(LC 19), 9=44$(LC 19), 10=350(LC 2) FORCES. (1b) -flax, Comp./Max, Ten, - All forces 250 (ib) or less except when shown. TOP CHORD 1-2=-278/167 WEBS 5-8=-344183,4-9=-323/107, 2-10=-278/82 NOTES - Exp C; enclosed: MWFRS (directional)" cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL= 1 60 2� TCLL� ASCE 7-10: Pr --30,0 *,lif ',roof live load: Lumber DOL -1. 15 Pjarsr-=--=L snoyv� Lumber DOL -1.15 Plate DOL=1,15); Category It Exp, C; Fully Exp.; Ct-1'I 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Gable requires continuous bottom chord bearing, 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. WAWA the 'CUelQ—SACkn*v4adeenVM of Pr0EW1WSrwdWdTerms ke and She DO Reltoynot Sheet jd,w I 7 -til befole ese Uram othemse stated on the, Too, Wy MhTek oen,'eotor r"Iet shag bo, useh be oes TC>P to be v411 As a I lose Deslon Erhr.ftr. (I e Spseaffty Engroeef} Ve, seai on any TDC),eptesooft an xcephyr,oe of the e.rosteehng resyurs«Hey he ity, deage of the steyiW Too depeted a. the TOO on),, under TM I The demogn asweid-5, toaa,,o chyMeMs, sodabmay and use at fles Truss fo� any ask1why; �s The, Mspa�sltblty of the C-Aanet. the 0'vear5 a4honnd ageM 0, Ow Owking Dasynis, . lhe boet"I of the RC, the TeC the I.sam owMae; coder and TF4 I The apex,o,ea of 9* TDO and any FWW -0 of the Twos, =Mdag .1smdhng, sbaemie, osaagaroe ard Mamg, sham be thy, emsponsteavo the swdmg Lsymny, hl raeawtoi AD Mtey set OW tA ft TOO And the pance% ahd gwel"fes of Staking Compoo0al Safstr MfOolhAW MrSly PuAkshmtd by rN and SBCA we r0efenoed to, Oahe, fEI d'ehes, ther,"pmb4hes and doses 0 the To— DMarrah, Truss DewM, ngtnew aed Tay Maouia�ufef solves, otbemse defind by hCeaIrMA agleed PW Irg O by psote oh Enmsysr as N0'r the q.*haT obeg,ey w Tnsss Stoomho Engmeet t. -V bufteg Alt utptahzed Waft, are .ro dehhed,. rP1 I PhemmWeehos of 1A ally ReM, 91 3x4 , 7 a is s 2x4 H 2X4 It 2.4 d LOADING (psf) SPACING- 2-0-0 GSI. DEFL in {torn ttdefl Ud PLATES GRIP TCLL 39.0 Plate Grip DOL 1,15 TC 0.25 Vert(LL) nta n/a 999 MT20 197/144 TCDL 10,17 Lumber DOL 1.15 BC 9,10 Vert(TL) We nta 999 BCLL 0,0 @ Rep Stress Incr Yes WB 0,18 Horz(TL) 000 5 old bra BCDL 10.0 Code IBC2012frPI2007 (Matrix)Weight: 49 Ib FT = 0% LUMBER- GRACING- TOP CHORD 2x4 SPF No..2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SPF No,2 BS 1 Row at midpt 4-5 REACTIONS. All bearings 12-7-13. (lb) - Max Harz 1=256(LC 7) Mak Uplift All uplift 100 Ib or less at jotnt(s) 5, 6,7 Max Grate All reactions 250 lb or fess at joints) 1, 5 except 6=527(L 19), 7=459(LC 2) FORCES. (to) -Max, Comp,/Max. "fen, - All forces 250 (lb) or fess except when shown. VVEBS 3-6=•337%84.2.7=-34611 07 NOTES- 1) rightExp C; enclosed� M\NFRS (dlfecfionaf)� cantilever left and a grip DOL- 1 60 « r + . ♦. pat (flat rooL_ snow: LumberCategory bottom3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Gable requires continuous bearing. 5) This truss has been designed for a 104 pet bottom chord live load nonconcurrent with any other live loads. w h ARNtN" 6 iea4e tsora glvty rxvarrw the CusNan rs Aekm etra*o! of P,o8.W St utdard femxs ke PRan¢alaciuxest Prex#zrcts' Coa+n Va0ydesQ,,pIateeters awl s"d notes on thiz<7trr*: taa��n CCNa>+nr�;'FLtC'$ ana the DIJ Retrsence Sheet as*ry tt-14} before aaxc,ttsaiesa ,Ahawase stated on ev TCC}. Wy Klek conrneatp n Smarm. ,shaft he used pit thus IDD to be l aild AS a TIM$ Bbe%V,, hrapneer 1u t ,.x�.caakg A+�rneerk, ft sear our a"y 7 R'kCk rersesenrs an acceplam* of the Suutassd oai eng+f4vanyt rasarooresxxitty for kine dmo, oft," Iengfa True•„:: d pyled ort lac. TDD only, moiler TPf #. The desge AssurraptiOes. Soling cureAboIo, atnl,8W dy ar 4r wa at the 1'." fGt any B,U, ty x the mtewmt)ky of the i�ownio, the Oan ee, s atFthhhzed agent or the ri.0deat €�E'yVef Y !o the CY hand of ft, RC the ler. the lac* k:�tNtt'tmg ✓",�'k1N �3hd T Pt i The Cn,`} �. .Wwat of the Tand aysy Why arse of the 'rues. no lu ea; hanahng, efrnage msstanaton and Waang, shag to? the wpoeau�iay of the Hire;# V Da,otpwl and C-eatfov. Ad Ienen ;let e 1 rr, fhe TOO A -d the rxeaclecea and tfiadotinas of SWrun2 Curarrars .1 Safety Woos ahon tW St# p tushed by M ars% SHCA are refeeaced for gane,a4 gt edance TAC t drSracra trite rearxaseartar€Ptes,lrea E4uhes+f tae t r�ssr, f>os4fnee, Tstrss Desrga't Engme, ared T,vey Maaruiacturer uniese other-Af darned by a CorararA agrtaeo Upon in w Owe; by elf partum ne,d e 1 The Trust Des qua i.nfonee, as NOT the eukl eq DesgfnezIn i gess *Syste+n E.grredr tux any, ks klmg AM ca%ssWved tems are as dr, and ort Tr'i 4. V., Copyrght 0 2014 prnrtaatkl DJ rr t.o crag er.c, trar,fd Re edmeon of has aran ontntc En at, €San, M efte ted a4h,ee,�rMkl,I � iN Cs t t z' Fs>• Y Pa pe+`roisst€xa !cern ArroE".'.uedC"hJ. I 2X4 U 3X4 7 6 5 2e4 it 2X4 1i 2X4 H LOADING lost) SPACING- 2;0-0 CS1, TCLL 30,0 Plate Grip DOL '15 TC 0,18 TCOL 10.0 Lumber DOL 1.15 BC 0,09 BCLL 0,0 Rep Stress Incr Yes WB 011 BCDL 10,0 Code IBC2012fFP12007 (Matrix) DEFL, in (loc) Vdefl Ud I PLATES GRIP Vert(LL) n/a not 999 MT20 197/144 Vert(TL) No n1a 999 Horz(TL) -0.00 5 n/a nia LUMBER- BRACING - 'TOP CHORD 2x4 SPF No.2 TOP CHORD BOTCHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD OTHERS 2x4 SPF No.2 REACTIONS, All bearings 10-7-11 (lb)- Max Herz 1=213(LC 7) Max UpUft Alt uplift 100 fti or less atjoinbs) 1, 5,6,7 Max Gran Ali reactions 250 to of, less at joint(s) 1, 5 except 6=497(LC 19), 7=339(LC 2) FORCES, (to) - Max Comp./Max, Ten. - All forces 250 (lb) or less except when Shown. WEBS 3-6=-355/95,2-7=-26B/87 Scale = 1A1.3 Weight: 39 In FT = 0% end verticals, Rigid ceifing directly applied or 10-0-0 no bracing, NOTES - 1) Win& ASCE 7-10; Vufl=1 lOmph Q -second 0,ust�. Va�d=87mgh7 TC01.=6.0,20� BCDL=6,0-ssf: h=15ft: B=45ft� L=24k eave-,-4ftjC-a—t'IL Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .60 plate grip DOL= 1 60 =384 XSf (gN-eyrJ`— #Wj; ?Nf=V-* snow: Lumber DOL=1,15 Plate DOL=1-15); Category U; Exp C: Fully Exp," Ct=11 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Gable requires continuous bottom chord bearing, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, Sh WARNING - Potase thWoUgMy eveon the 'Costonahl's Aa—.kJ knonfixafitof 09 Pe,8,wadyd F.'eac h" firootfilcoaed pnoydo' form. Vast, seats, P""'e" -I ,ad notaff he nus Tree Nosago D'Anotwj � Turn A"d the DIJ Reference Sheet j nv W 1.14/ 0effne 4" Untess oo'efanoa stated on the s IDD Ta0y MR or M-Wwl Not" 1hao W, mod to, has TQ0 to be Vaod As a Tndfs DosW Eronvd,t e e, Specetty Ehqrwafi} 0h, '"M on any I DD,epeofnes aa of the, lyofimumai o%,othhweI,e%Icn,%s%I1y for do, dftoo of the saefin, Twn depoorfil on the TDD cefiy, u,do, I Pt I "he dtaugn assumptions, uTad,ro Q.,41wne; SW.Way and use ofth. Toas ke any ky.,kfing a, On, Impnwhifty fa the 0,yea, the Ovolery autholqed asne 0, the Suvidso rots'ypan, to, thy wor"t orf ow RCft, 18C the hInat buldsg tame And TIN I The w the e TOCKa"d oh, kof the Ituss, njZchaten9, ec"agOr ferstsA4taorr nod Ixacao, shelf to na, ntadxonbdey of the BuIldye; Desvoef ani: Coro. mor. AN afTMIS %et alato IN f DD add 91a P1ndK`.SZAV Ing Bwfd Coferonent Safety infinoetane, fw-sif pubfiahed by TFT and SSCA Tat flanenn 9.4ance TPI I defines the reepombldoof nol duces, of the Tws. ()e%Vne., Tam DoWn E man't-ohn' .0fitse fetlevose defoed th, a Coonad at1nedupon . aat g by aft I ne I fus,'C*sqo Ergoeff, * NOT the B.Adnq Desgloohr TIcee System Fl;'ofes fix any bok1fog AH cat aahze teoes ne of, deft led in TM I -qy. Copyngto 0 2014 pfolenal 0") EvInhong, Ile, (D'J� Rewoducton Id Xh�"Joc'eoefdjn any term, z fooh,laust vothoutandee twoneefew tnen P,o8WdD0 EWINEWINGuc 7 600 S act 3 ID: 1 deYHpW9JQ?5DRx3Ddbjlgykt _7-1_ Sita 2x4 11 2x4 'r S S 4 2x4 ll NOTES - 1) w exposed;Lumber grip DOL= 1 60 + . # , ;. snow: rotation3) Plates checked for a plus or minus 5 degree continuous4) Gable requires designed5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 6) ' This truss has been of fit between the bottom chord and !•. Provide withstanding 100 lb uplift at joint(s) 4, 5, 8) This truss is designed • a + - section 2306, 1 and referenced standard ANSp`TPf 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, r WARNING felIM kit V+wlh design parwnVers Seel mad notes on thb'Nwe DiiSKJA OM -V S'r€TC1 atr! She MS RdataP@ me Sh"t (rew, 11,14) beexe uta. uNe s asthe.=arks . stated on the Tart. wIV MIT& cea wectbr iaAteea shatf be need for tdst kttb to be, v tkt. Art ;a'rnass 4 wjh Enytanear f! e Spe,,uatzy k atquh eq the al a4 Y to eb f tY C �A ;![! a� ta'$$ t,'a'h 5 d't ac"Tome Cop` fdt8 eCP~#.rorefnai Nt"� recta fe nwliRe4 e" fftc Amp Ut fife S ik 1"YU;§fi J% e l'kt'k h � 7 ('i 4 n ' Yi9' {' it t pr pts rs etl t0." CR. cant uhe t S rhe cIn t astir? xa S e w ca sd+Sk' e y � y � y p nq i f 't '' K:+p uotaGe'. atxi use of tS.rs rut,+ fa+ any Laurts'tr€ s: f, es s ret o! .h z e aw e t f r r a he e h l * 0 -WI, . St C) ri4 , au het t g, a ani t the icon, C}r*s r hr Fn the n^Des netae d C t the Ht¢ ol< ", a at C'cttd tt ! t e he tt Y aS Rx+n J � � tq GxSd ,Yp{.ercau»3 „�{ kFre TnC? dt+xKt any tteAi .aa 's" %fvax i¢ra�, irx5cattn�} ftarMTFtrk� stcw'Jgik. 4aSttlidtYrwn arxt 6fac+t&J sha4 kw{ {nu tatFiannsttmNly, a the 0utcd�s+g CFa�.g{ tt:f and Contractor ketl txites tY±@ tYUR 3n thu TDO al2ci Shs pr;rcisc€*s vrnh gas a anes of Eatictetg r%onrpgf>ar�t:raferiy 81d04ltr;3tKm (Eafa53) pub:0.a4xrd by TPI and ;i9{J.+t we axeterx:ra t3 fes gem, at gwadarwe TPP 4 chef acs the eetpch't.52Ci1tift5e arni duras a€ the truss De53t ne,,, Truss faesz,3n t=+w„yawer and Trsxas PAanuf acturer.. u+m'ess atheasrrese efwd[rse3 by a C'vmSracE agireed u{nnn kr aw'rxtxerg by uvf panaen. swvravecS. The Tsyss C,xatagn Errwinc' ,r i, NOT the EukirDatgiVten Ertyi iew €or xeey bu*J.q. AH oxxtaivshi Turn &are rss tWfl,wei a¢e RA't i. T""apyr'�tat � e"tk14 rxec4rus�-t7rJ Exrgfneanro,; t k.t,;, t4irJ}. herWur3us~*voe"� o€this s(aawm�rst, frr arty 6axm � pcyyhttahed w>Thcwt w[Nfa!t pssaroswftmt irwm €*r+aiawY¢!-t7r,k. to LOADING (pst) SPACING- 2.0-0 GSI, DEFL. in (toe) Itdefl Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) nla nta 995 MT20 1971144 TCDL 10.0 Lumber DOL 1.95 BC 11.09 1 vert(TL) nta me 999 SCLL 0,0 Pep Stress Incr Yes WE 0,07 Barr(TL) 000 4 nip nta BCDL 10 0 Code IBC2012ITP12007 (Matrix) Weight 30 to FT = 0% ------ LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly spotted or 6-0.0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS, (Iblsiae) 1=13118-7-13 (min. 0-1-8),4=115/8,7-13 (min. 0-1-8),5=409/8-7-13 (min. OA -8) Max Harz 1-171(LC 7) Max Uplift4=-28(LC 7), 5=-63(LC 10) Max Grav 1= 172(LC 20), 4=189(LC 19), 5w512(LC 19) FORCES. (Ib) - Max" Comp.lMax. Ten. - All forces 250 (to) or less except when shown. BS 2-5=-4011123 NOTES - 1) w exposed;Lumber grip DOL= 1 60 + . # , ;. snow: rotation3) Plates checked for a plus or minus 5 degree continuous4) Gable requires designed5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 6) ' This truss has been of fit between the bottom chord and !•. Provide withstanding 100 lb uplift at joint(s) 4, 5, 8) This truss is designed • a + - section 2306, 1 and referenced standard ANSp`TPf 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, r WARNING felIM kit V+wlh design parwnVers Seel mad notes on thb'Nwe DiiSKJA OM -V S'r€TC1 atr! She MS RdataP@ me Sh"t (rew, 11,14) beexe uta. uNe s asthe.=arks . stated on the Tart. wIV MIT& cea wectbr iaAteea shatf be need for tdst kttb to be, v tkt. Art ;a'rnass 4 wjh Enytanear f! e Spe,,uatzy k atquh eq the al a4 Y to eb f tY C �A ;![! a� ta'$$ t,'a'h 5 d't ac"Tome Cop` fdt8 eCP~#.rorefnai Nt"� recta fe nwliRe4 e" fftc Amp Ut fife S ik 1"YU;§fi J% e l'kt'k h � 7 ('i 4 n ' Yi9' {' it t pr pts rs etl t0." CR. cant uhe t S rhe cIn t astir? xa S e w ca sd+Sk' e y � y � y p nq i f 't '' K:+p uotaGe'. atxi use of tS.rs rut,+ fa+ any Laurts'tr€ s: f, es s ret o! .h z e aw e t f r r a he e h l * 0 -WI, . St C) ri4 , au het t g, a ani t the icon, C}r*s r hr Fn the n^Des netae d C t the Ht¢ ol< ", a at C'cttd tt ! t e he tt Y aS Rx+n J � � tq GxSd ,Yp{.ercau»3 „�{ kFre TnC? dt+xKt any tteAi .aa 's" %fvax i¢ra�, irx5cattn�} ftarMTFtrk� stcw'Jgik. 4aSttlidtYrwn arxt 6fac+t&J sha4 kw{ {nu tatFiannsttmNly, a the 0utcd�s+g CFa�.g{ tt:f and Contractor ketl txites tY±@ tYUR 3n thu TDO al2ci Shs pr;rcisc€*s vrnh gas a anes of Eatictetg r%onrpgf>ar�t:raferiy 81d04ltr;3tKm (Eafa53) pub:0.a4xrd by TPI and ;i9{J.+t we axeterx:ra t3 fes gem, at gwadarwe TPP 4 chef acs the eetpch't.52Ci1tift5e arni duras a€ the truss De53t ne,,, Truss faesz,3n t=+w„yawer and Trsxas PAanuf acturer.. u+m'ess atheasrrese efwd[rse3 by a C'vmSracE agireed u{nnn kr aw'rxtxerg by uvf panaen. swvravecS. The Tsyss C,xatagn Errwinc' ,r i, NOT the EukirDatgiVten Ertyi iew €or xeey bu*J.q. AH oxxtaivshi Turn &are rss tWfl,wei a¢e RA't i. T""apyr'�tat � e"tk14 rxec4rus�-t7rJ Exrgfneanro,; t k.t,;, t4irJ}. herWur3us~*voe"� o€this s(aawm�rst, frr arty 6axm � pcyyhttahed w>Thcwt w[Nfa!t pssaroswftmt irwm €*r+aiawY¢!-t7r,k. to LOADING (psf) SPACING - 2 -0-0 TCLL 30.0 Plate Grip DOL 1,15 TCDL 10,0 Lumt>er DOL IA5 8CLL 0,0 Rep Stress Incr Yes BCDL 10 0 Code IBC2012frM2007 LUMBER - 'TOP CHORD 2x4SPFNo,2 BOT CHORD 2x4 SPF No.2 WEBS 2x4i SPF Nrr2 OTHERS 2x4 SPF No,2 6-7-13 2X4 It 3 20 5 4 2x4 it 2A 11 CSI. DEFL. in goc) Vdefl L/d TC 0,15 Vertg-L) n/a n/a 999 BC O 07 Vert(TL) We n/a 999 WB 0,04 Horz(TL) -0.00 4 nta n/a (Matrix) Weight: 22 lb FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing, REACTIONS, (lb/size) 1=3616-7-13 (min, 0-1-8),4=12816-7-13 (min, 0-1-8), 5=328/6-7-13 (min. 0-1-8) Max Herz 1=128(LC 7) Max Uplift 1=-13(LC 8),47--22(LC 7),5=-50(LC 10) Max Grav 1=74(LC 20),4=158(LC 19), 5=402(LC 2) FORCES. (lb) - Max, Cornp,/Max. Ten, - All forces 250 (lb) or less except when shown. WEBS 2-5--321199 NOTES - 1) Wind: ASCE 7-10- Vuft=1 10m 3-secondqust�,Vasd-87mvh�TCDL=6.0 �BCDL=-6.Omsf,,h=15ft:B=45ft�L-24ft�eave=4ft,-CAL-LL ExpC;enclosed; WFRS (threctional); cantilever left and rigd right "posed; Lumber DOL=1,60 plate grip DOL= 1,60 2) TCLL: ASCE 7_1*; Pr --3&Q *0 (ro*f live lqad: Lumber DQL=1.15 PI2%ylbQL=IAS); Pg=30A ffsf **wnd sn*ve);?wf-26.S psf (flat Toot_ snow" Lumber DOL=I, IS Plate DOL -1, 15); Category fi; Exp C; Fully Exp.� Ct=l 1 3) Plates checked for a plus or minus 5 degree rotation about its center, 4) Gable requires continuous bottom chord beating, 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other five loads, AWARNING, ix eno thevoughyt mm. 9.1 "CtImmotna ACAM. "'ealall at pfoBteid IWW"UM Tellm, to, Manutaonled P?,)dUC%`kXet Vahfy dylaVo pahlmdWhy aid outd notes on Mm Ttulm De%gn or#" fTOO) ald Me 5J Reteteece Speed (no 11-141 b0om us. UnIm Otherwise stated mtbe TOO, oNy MTek bonvete, pules Ralt be Wed to, Haas TryoutBaa vast. As a iwsa Deeo. Fleeneef b 0 , SrtemtIIr the seat On W,,y TOO repm..Ms M, aaaefela.se of The ex the d'Isgo Of The Vottyn 1,tes depaled on the TOO .?9V1 ustho TM I TTheoesoo adoun"Ons, foadNz= tfuflat,44y and bee a' Mm TYfnl% Is,, any SuOyahg m the hnMm A04y of the 0—a" ow 0am"s asttoed "*of a, the VeAklmg rA-?m,, sat the contest of the WC, the dSC the fayml boklIng made and TPI I The aWaonM of the TDO Wnt any feld use of the Toss, mdwm ha'efldhg, SOWpe W'stalfalloo, aw t1acoV, 5"S be, the lespetstatay 0 the BoOdV Deebim, and CWleacfo, AO n0ey, set tut an th, rD0 md the r.acixes 0 Wd rw? of 8sh fAO C=P0o0nt Satarf MMsRnAoX1 lFGGi� put'415hed by TF't and SSCA We referernt to, qvwat gudam, TM I deftIves the lespomboItes Iewl dtieff of the Tmot Desgsv, Tn,s% In. _W4!j. D.sW, Ezz at T'nas M: The Troy%rfmqnEVPeer Is NOT me HuMN DA*gner al Truss Z,:ysle Fqrpteer RR fio any hfftraf All aafakatyted be-swe a, darned m rN I JENOINERINOur Copy,aht 0 2014 PmEtudr(TO E,,qmeenwo UC. (004 Repeoduvlorl 01 thst doctoo,re, u' anY ow- Is Ploh0bot lerlfeA wMen peoess— "el PolfyuW DIJ I I LOADING (psf) SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1,15 BCLL 00 Rep Stress Incr Yes BCDL 10,0 Code IBC2012/TP12007 n1a UMN 2X4 It 2 3 M 2X4 1i WMWEEM CSL DEFL in tract Well Ud PLATES GRIP TC 025 Vert(LL) nia n/a 999 MT20 197/144 BC o�ll Vert(TL) We We 999 WB 0,00 Horz(TL) -0,00 3 n1a nia (Matrix) Weigft 14 to FT=O% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS, (lbisize) 1=16414-7-13 (min, 0-1-8),3=16414-7-13 (min. 0-1-83 Max Horz 1=86(LC 7) Max Upfift3=-17(€,C 7) Max Grav, 1 =201 (LC 2), 3=201 (LC 2) Structural wood sheathing directly applied or 4-7-13 oc purlins. except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MOTES - Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLU ASCE 7-10� P�41CO pst (rdref Iries-19.ad: Lund�er DOL=1,15 Plate DOL=1.1 5); P*=3&6 otid (%r*vwd snow); Pf--21,8 O.sf (flat riiof snow: Lumber DOL=1.15 Plate DOL=1,15)� Category 11,Exp C: Fully Exp,; Ct=1 1 3) Plates checked for a plus or minus 5 degree rotation about its center, 4) Gable requires continuous bottom chord bearing, 5) This truss has been designed for a 100 pet bottom chord live load nonconcurrent with any other live loads. IBM WARNtNG, Pd' "a thorowhly '"do, the "C'mrame's Avknowkeetryter of PPE w0d StareMai Tehes Re Mehtdacheed fooducts'folm Vm'y lemein halandAdm 4M lead Wes on V's r1uss De ssin Deolhog JOD� 11-14) befine V%e UNesl ahw~ stated an1heTD0 the�—af an Wy TTID lerne"Me an aocephtdoe 0 1h';X0fewMV ang"'we"ng osletom"Noty foe the design at the seeff",undeflinfl The deyw ase.mixons, f036ng C.AdAe—, .— sudaboty 'd at thus T'Ussfw any SwOng Is it* I-SpensItl4ey of the 01-01, the Chaow's;elioslved agent ax ne 8u,keret Deset an Me olvVeA ee the RC, the i8C, the iocta Wkfing Case and Vat I I he atdmoo,al of the TDD and any fte,14 td of the Truss, haedmv facra—W, lowagaton and th.mn ataw be th*,espwwohtv at ft Buylos Deseret, and CoMw3le AN now, set okA fn the TDO and Poo pwo,m, -hat". of ('a *A�5:�thM, �WSh ptthatefd by TR and SBCA emfmmd tar Qcoxhw4.'dano0 TR f defrost thetespons4shnn and djees oliho Teets Deseine, Truax nvrl Desqjh E , 1, by a Cold'ad atioled u;,on . rolng by JA rn-Nd I he In.% Dewge E,eaftr 6 NOT the SuA&V Desqinw m rrms qyetem EdWew g do fix any WiAdmg All capaahzed Wets afe as detned l?, TFd I Copy,g0 ltt 20 �4 Pmitwo-DQ E 1q,tumneet, LLC, {CoJt Rtoopoddm of ttyskmmenl' m any forho"s pmlowed'mat"MA �Ohto pe-Aslon fron, r-'e.suad'DO E=1NWRWtLc I LOADING lost) SPACING� 2-0-0 TOLL 30,0 Plate Grip DOL 1.15 TCDL 100 Lumber DOL 1,15 BCLL 0,0 Rep Stress Incr Yes BCDL 10.0 Code ISC2012fTP12007 2tt4 P 2 R� CSI. DEFL, in (too) Vdeft Ld PLATES GRIP TC 0,06 Vert(LL) the n/a 999 MT20 197/144 BC 0.02 Vert(TL) n/a nta 999 WEI 0.00 Horz(TL) -0,00 3 n/a n1a (Matrix) Weight: 7 by FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF Nch2 TOP CHORD BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No2 BOT CHORD REACTIONS. (lb/size) 1=8312-7-7 (min. 0-1-8),3=83/2-7-7 (min. 0-1-8) Max Harz I =43(-C 7) Max Uplift3=-9(LC 7) Max Great 1=101(LC 2),3=101(LC 2) end verteals, Rigid ceiling directly applied or 10-G-0 on braci% NOTES - Exp C� enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed: Lumber DOL -1,60 plate grip DOL=1.60 snow: Lumber DOL=1,15 Plate DOL=1,15); Category It; Exp C� Fully Exp.; Ct=1-1 3) Plates checked for a plus or minus 5 degree rotation about its center, 4� Gable requires continuous bottom chord beating, 5) This truss has been designed for a 10-0 pst bottom chord live load nonconcurrent with any other five foods. I aw '&WARNNG re—an MadundwedNodeels"foon anti the DORetentoceStuan€,ev i1 14t eared use Uateas othetooser wMed an the, TO(I onty NfiTek cannedw fgalam shall be need tattled TDD to ba, Wed Asa Me seei on ad, W DO, leptese'tae an wtoetrtance of toy ywot asionat he thed". at the sny;he I me depclad on the T QD My, -de, T Pt t The deter sesumphons khtda ne"y"'a'S' eu,UINKy and use to #e5 T Ims to, why Boaktag e, the , p—bky==11111111y =S mghoozod agent M ft 8.,W.v Nor,, n the context ef Ot RC, the Gr, the tocat bunk code asa�'P1 I The arP1,1w,W at the I DD and any teed had of the feuss-, achehng ha"mg, stwatte. InMaftayoo aNd Naong they be, V* fftpvyhbh1y 0 Ida B.,Mwg Desvee, wd Consume, AN hoses set W an the TOO and the VnCUC^ a f sulbnIQ cobapohent satetv I-fiemsteon (SC " S4 'Shed by 1'P1 and SBCA we, mWenced N, ged,eat gu4stme IN I demes the'"Poetdan, s'eacrd duces of the Truss Desgne" Tnm Ny9n EhgV S MahWachvel. Whose olheot%u: def W by a Contad atpeedu;m a, w0N by as patnes anoNed The T,ynts Clamp ythrift, a NOT ew Etwydyat Denqne, o, Ts— Sysetn E.qmee, he aNy btaLl'N Alt catxeevtet bems we as dthh'd . TFN I qV CoppsghtO 2014 P,oB.WAXJ E,,gwatemv, tSC, (Dfjy RetrydeChOn of thS dayeh'Qhl. Xh any nxm, is tuohne0ed ethotA wAten Wbestaw hon9 P*Buad-DtJ M T,-1 5-7-12 5-4-4 548 6-4,8 5-10-1 2-0-0 Scale - 163,0 14 13 12 10 9 3A H 3X4 = WO 3A 3X4 == 2A R1 8X12 H LOADING lost) I SPACING- 2-0-0 CSL TCLL 50.0 Plate Grip DOL 1.15 TC 0.82 TCDL 10,0 Lumber DOL 1.15 1 BC 0,82 BCLL 00 Rep Stress Incr Yes W13 (]r52 BCDL 10L0 Code 1BC2012/TP12007 (Matrix M) LUMBER. TOPCHORD 2X4 SPF No.2 *Except* 5-8: 2x4 SPF 1650F 1.5E BOTCHORD 2x4 SPF No.2 *Except* 7-11: 2x4 SPF 165OF 1,5E WEBS 2x4 SPF No.2 SLIDER Right 2x8 DF 195OF IJE 2-6-0 REACTIONS, (lb/size) 14=1115/0.5-8 (min, 0-2-2),7=124710-" (min. 0-2-7) Max Harz 14=-227(LC 10) Max Uplift 14=-17(LC 12), 7=-73(LC 12) Max Grav 14=1366(LC 2),7=1538(LC 2) I DEFL. in (too) Udeft Lld PLATES GRIP Vert(LL) 420 9-10 >999 240 MT20 1971144 Vert(TL) -0,43 9-10 >765 180 Horz(TL) 013 7 n/a not Weight 139 lb FT - 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 do bracing-, 9-17, WEBS I Row at midpt 2-12,4-12 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2)\Mnd�ASCE7-10;Vuft=110mph(3-secondgust�Vasd=87M,Liih�TCDL-6,0r-jsf,BCDL=6,0_,4sf;h=15tB=45ft:L=2$ft:eave=4ft�- Exp C; enclosed; MWFRS (tfirecfional)� cantilever left and right exposed � end vertical left and right exposed� Lumber DOL=1,60 plate grip D0L=I 60 3) TCLL: ASCE 7-10-1 Pr=30.0 psf (roof live toatL Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow): Pf=20.8 psf (flat roof snow Lumber D01-0,15 Plate DOL -1,15); Category H; Exp C: Fully Exp,: Ct=lA 4) Unbalanced snow toads have been considered for this design, 5) This truss has been designed for greater of min roof live to of 12,0 psf or 2.00 times flat roof load of 20,8 pat on overhangs non -concurrent with other live loads. 6) Plates checked for a plus or minus 5 degree rotation about fts center, 7) This truss has been designed for a 10,0 pst bottom chord live load nonconcurrent with any other live loads ,&WARNWO, I fNeato, thot"My AcknoOedge.wnt at P'08,old sNodaf.- rem* ft, Maeutadwed P,ottmoy' Tom, Ve,,7 desNe, reamitem and leadnottof oll 91M TIMS Dmrjn Caawq; (TOO) .od the Oj Refew" Sheet (rev_ 11, 14f Wale .1,W Unten Whe—se stated on the TDO, Wy MITek cormedfo Mate,, ShaR to, SM so th'. DD to bo labd As a Tae s DeWn Exgmftl a e , Specsy EnMeettf) the se8i 01 w'y Too ropewts an woe;*wCoof ft padmex'W enumsmq fesporembley far the deson of the Wave,' Trus 19tPeAW ow the TOO ONY, 101de, Tfa f The d.aW, a%smpt,ons, kfachoq oondft.s, .oswty see use 0 ths fluss to, ZoY BuddNs ftamtopfowdy of ta. (efew" the Oarsers a4ho'Ved agent as Phe SWIng D,61 el m tie,co.te.1 a V, IRC, the 443a3, ine tows=WhiN mde a,4 TR I The awfeoO of the TDO and any ftMuse of the 7a,", otddN ha.&q, sfmatte, mtawahwaMffci;f' .4ai be the 1,eqVnwbdAy of the 8.40.g Deo goer wet CWwfos Ai' mtes set oA a» the TOO aed the txan�Wot% a"d 911404MS of BuddIN Cornpx1sto Sa" WO—Von EBCS" pubfthed by M aW t' ISCA wa elersoced lo, tollwaT 9111dame It'i I dollne, the ofSpollSOM.'s, aml dta— 0 the T,-% Dftqnw, T,uss Doson Engme, aod I "s Mamyfadwef, womf, othe'�. defind tw a c4nvad aq��'-j 11ree . .1� I tes by 0 pad es mvoA,ed I as I ww D—g,, E,af.", % NOT she DeSQ0., . Ie— Sy.Wa Engoew ka any fsaOwV M caotaWted rmm% ofas deffnad . rpt I ".*ssen hem P'08�"�oc'j Copolgh! 0 X)14 Pg.Buad 01J EVowell1g, LLC, eCoJ) Reprodocuon of thts doowwy�t, o' ."y fso, * p0haoted Meow oreo P" EMINEERINCLIC -------- _ {. ,.. ____1.__ ............ _.�.,-__d 10-11-15 10-9-0 5.16-1 22-0.0 44 4643 4742 41 40 4839 38 37 493635 34 33 3250 31 30 2951 28 52 27 25 25 24 WO It 3x4 == 4x6 27-�-cs Plate Offsets (X Y j22Q 7 92 0 -1 1 LOADING (psf) SPACING- 2.0.0 ; CSI- � DEFL in (too) tidefl Lid PLATES GRIP TOLL 30,0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) 0.00 23 ntr 120 MT20 1971144 TCDL 10.0 Lumber DOL. 1.15 BC 0.09 Vert(TL) -0,01 23 my 120 i BOLL 0,0 Rep Stress incr NO WE 0.15 Horz(TL) 0.00 22 We We BCDL 10,0 Code tBC2012rrPI2007 (Matrix) Weight 210 in FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SAF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 210OF 1.$F end verticals. VVESS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 do bracing. OTHERS 2x4 SPF No.2 WEBS i Row at meter 9-36,8-37,10-34 SLIDER Right 2x6 SPF 210OF 1.88 1-7-13 (lb) - Max Herz 44=-222(1_C 10) Max Uplift All uplift 100 Ib or less at)oint(s) 36, 37, 38, 39, 40, 41, 42, 34, 33, 32, 31, 30, 29. 26, 25, 24, 22 except 44=-233(LC 10), 43=-363(LC 12), 28-=-198(LC 12), 27=-112(LC 12) Max Grav Ali reactions 250 to or less at joints) 37, 40, 42, 34, 31, 29, 26, 25, 24 except 44=364(LC 3), 36=434(LC 2), 38=337(LC 17), 9315(LC 17), 4'1=346(LC 36), 43=928(LC 52), 33=314(LC 37), 32=306(LC 2), 30=334(LC 37), 2.8=756(LC 2), 27=498(LC 2), 22=367(LC 16) NOTES- 1) considered 2) Wind: ASCE 7-10, Vult=110friph (3 -second gust) Vasd=87mph; TCDL=6,Opsf; BCDL=6.Opsf; tl=lffft� 8=45ft: L=28ft; eave=2f(; Cat, 11; Exp C� «. and right exposed ; end vertical left and rightt plate grip DOL= 1 60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Indus" Gable End Details as applicabfit, or consult qualified building 4) TCLL� ASCE # # « « Category 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed « « • psf or 2,00 times Oat roof load of 20.8 non -concurrent with other live loads, 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Plates checked for a plus or minus 5 degree rotation « requires9) Gable 10) Gable studs spaced at 1-4-0 oc 11) This truss has .. designed for a 10.0psf bottom chord live load nonconcurrent with any other live loads, otherorrtitte fit between the bottom chord and any 13) Provide mechanical connection «. of bearing accordance14) This truss is designed in * ode. section 23061 « referenced standard ANSVTPI 1, WA&4,619' breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss ydAk2h RoG - `ei;aserttaercwaghfy a'euiCw Yklt ""fk %col ees Aekn f ement of P tetetuod Standard T'etms for S1aleeaf+" Ufetd Ploduchr Ro. Venty da;.. patahrtktls atld Bead hNes on the f ams i)eat�n 013arrt3 (T14➢i and the OrJ tdasteraru;e Sha®a (rev, 11-14) Uaiore uw, , Uertm othemse surfed an the TOO, oney Mtiek i;'omeclot kms Shoo be~ uaex3 for hey 10r) is be valet As a raws Desfors EnytYaftr (a e Speo aky Ergll* ), ? i n f h 7- Y t tYt➢ t' Y51£ ,1t fro elk£ dN fl f the akh T de re t h e T O only,ueAef 1 M i i he ede-s assn nw bad n c 4l,4bms aM18 5L`eA1 ett 3tS TOO #: C§BtY S an :ac,re R "u° Ch Por tJ . 5 CZXSa. n rf@e a3 8 Q ke ¢S53 £Efa th PY P+ F`'A Y 3 P9n 'TrFtw% 9 r x f t rot i The, at ria f tiPwi t r �, r an Ys v a Ehe res ,xatN34t ai tlee vawt. thr i":awkafs atrt4xbhxe9 aex!:: or he C3crokim £?ew ae w the cocawel u4 the 8€i th£ aE C roe tnca buaktt. saxie acrd sv n o t thof a e T s ror Y 57: s3 xxJ aylawrataE 4f the TLEi7 and �tYy raekl iAk'i@ � d7#tl 1"f(p„eg IhCieX'F tYJ l4atiSttb113 storage, $436iaioaAY}h diH3 CA'RCMi�, "„Kflata Ek4 ibe f 4^°.P'hnfiYM35fY of the a4trviKidf'�,� tTiStil�itkkF %3h£4 i hi snk.lhr AR notes set Oda# or the YC?C and .iti3 ixarkrsess ,am tauedolines of 8uftq co,opo wni sataBy tnetrmawo (aCSt) puokehrsd by Tot and SBCA a,e lef.mnced foe yemet tJuk am„we.. Tor F defioes we llod dut.1% of the Truax Desgw, Tons fJexst¢7r E,gneeer aml "dress untess o1he-sebeto ed by a Convad a t'"d open, . -4mg by aM tontos hsvtatved 1Yo-e 1,uss rresoin F, %f areer is CFC?' the Nukormg Desi3Esee to T o.% Cyprtern $mime¢, lar any Nokhnkl. AEl cntrAlfAred terms ,am as -meed eat Tpt t. Go;Yyelght 0 At14f1,lAkutW,0,J F. lorneen%E.. LC. {DJ)Rep, odvchenofthisdocument, or aay hole eY iwaah0hot Whcut vesera;wor *,eonflun PreevCd'[hJ NOTES - 16) Hanger(s) or other connection device(s) shalt be provided sufficient to support concentrated load(s) 754 lb down and 243 to up at 1-1-0,2291bdownand591bupat2-5-12, 22914down and 591bupat 4-5-12,229 lbdown and 591bup at 6-5-12,2291bdown and 59 lbupat 8-5-12,229tia4ownand59ibuftat 10-5-12,229 to down and 591b up at 11-6-4,2291bdowriand59itirspat 13-64,2291bdownand591bupat 15-6-4,2291bdownand591bapat 17-6-4,and2291bdownand591bupat 19-6-4, and 754 by down and243tbupat 20-11-Oon bottom chord. The design/selection of such connection device(s) is the responstbility of others. 17) In the LOAD CASE(S) section, leads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plh Vert: 1-9=-62, 9-17=-62,17-23=-62, 22-44=-20 Concentrated Loads (lb) Vert: 35=-217(F) 38=-217(F) 41=-217(F) 33=,-217(F) 30=-217(F) 46=-728(F) 47=-217(F) 48=-217(F) 49=-217(F) 50=-217(F) 51=-217(F) 52=-728(F) WARNONG, Pkase th-outrhyww,,e the Act ho.Wgembt of Foo6wW Standahf Tem. to, Mawhadwed products" to- VVC,1esag pyeare am a,,d mad em gees tthina- Dmeq�DD T, � TR (T� and the 00 RO'ewne Shftt{rav 1 1.14f be.10M We UOes% othe�� MAW$ ob the Tno, w0yWye wnnedw Pates snack bomed to, "es 3 1�' t.;o vW4 As a Taus rmopr, Earne., P e Spemagy Engneo,¢, the seat W)ana MID fereew"o, w wceptanoe of eeg"Vennq rewmb'my fo, the deson W the syvt' T'o'" depcied ors the TrID oaht, wden TPI I The de"ass.mrAww kwidq =Meon, eymbfty awed m. of tNS TV�% V0, arty 8.4 M d" the '.spo'ehbkyof the 0—o" M&0�'a's a.ftw'Zed agent or the auyly'q oesqrof",� the �nW� .1 the IRC, the eC, the, SoartoWdog body and TPf I the, awoeal Of �t" ran wee ay e'em uae of the f hme ed0eq hamIng stoyage xht bram.1, shag be ", '"Pombeay of the suodg Deagee? a"d coht'acrx M potft 'Alt W, 1. It"W" TDID a"d idleP I I I mdm�n. 3nd ge�dyWws of Budd'nyt cmwx�oet Safety eftruatw (BM i ",shed by TPP and I -AWA are referenced to, genera} g.Wanoe TM I d0ees too mWmAeMws ard Weer of th& Twn L - I— Fwso the T,u" m NOT the BuWmg Deb9m,, at 4hsy Syaten EN,.ee( to, Any bu,Wf; AH cap'Nowel Wne ale as Oefi", I in IPS I _W79J. EMINEMMI.LC Copyllght 0 204 Pf*8.M-DJ Efgawemq, l LC, (00RepmdmUoo of bee dowmeo, . any rem * pmhdaW mnoto wr4vn {Wxnesvw fto. P*LheTr3-D'1 3X6 ---- 4-5-8 B -C, 7 5-4�8 5-4-8 149 2-1-0 2-4-8 2-0-0 04 Scale - I t&yt 16 15 Ulo Sera 10 4x4===2X4 If WO 5X10 lE LOADMG lost) SPACING-' CS1. DEFL. in (toe) 1/dell Ltd TOLL 30,0 Plate Grip DOL , ;0�05 TC 0.54 Vert(LL) -0,17 11-12 >999 240 TCOL 10,0 Lumber DOL 1.15 BC 0,71 Vert(TL) -0A3 11-12 >764 180 SCLL 0,0 - Rep Stress incr Yes WE3 0,91 Horz(TL) 0A3 8 nits n/a BCDL 10,0 Code IBC201217'PI2007 (Matrix -M) LUMBER. BRACING - TOP CHORD 2x4 SPF Nd.2 TOP CHORD BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No,2 BOT CHORD SLIDER Right 2x8 OF 195OF 1.7E 2.-11-0 WEBS REACTIONS, (Itrisize) 16=111510-5-8 (min. 0-2-2), 8=1247M-5-8 {min, 0-2-7b Max Horz 16=-227(LC 10) Max Uplift 16=-1 7(LC 12), 8=-73(LC 12) Max Grav 16=1366(LC 2),8=1538(LC 2) FORCES. (to) - Max. Comp,/Max, Ten, - All forces 250 (to) or less except when shown, TOP CHORD 1 -2=1377/55,2 -21-1370/79,3-21=-1207/108,3-22=-1207/116,4-22=-1336/83, 4-23m-1923165, 5-23=-2137/45,5-6=-3503110,6-7=-3294/18,7-8=-811384, 1-16-1320130 BOT CHORD 2-14=-374/66,13-14=0/1119,12-13--011686,11-12=013154, 10-11=011245, 8-10=0/1836 WEBS 2-13=-252186, 3-13=-311900, 4-13=-976180, 4-12=0/675, 5-12-1554t68, 5-11 =01354, 7-11=012915,7-10=-183200, 1-14=011177 1 4 Weight: 146 to FT = 0% Structural wood sheathing directly applied or 2-11-7 cc purlins, except end verficals, Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 6-0-0 cc bracing: 15-16 2-2-0 cc bracing: 11-12, 1 Row at micipt 4-13 NOTES - 1) Unbalanced roof live loads have been considered for this design. 4 Wnd: ASCE 7-10: Vuft=l 10mph Q -second ?,ust,� Vasd=87msh� TCQL=6 Qlgsf� BCDL=6.0,,Psf. b=1 Sft� 8=45ft- L=28ft: eave=flfhs,�11-- Exp C; enclosed; MWIFRS hfirecffionah� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60 3) TCLU ASCE 7-10� Pr. -30,0 %sf (,roof live toad� Lumber DOL=I. 15 Plate DOL= 1. 1 5l�g=30.0 snow. LumberDOL-1.15 Plate DOL0.15); Categoryll; ExpC; FuliyExp,,Ct=l.l 4) Unbalanced snow loads have been considered for this design, 5) This truss has been designed for greater of min roof live toad of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-conouffent with other live toads, 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads, A I Iwo—, AWARNUNG-tMea, y�str IT irry— ere, "Cusoxnahe Aefarnaedyolmeat of Standard Iftner tor Manufacluee,11 ProdAKW" real Verify den parametria and read nonm ort this TRAa, Dt'sq. DWA19 d TDD7 'eMr I I UnfreA othe—me, gaWd oil the FDD, mly Wen amodht plaunr Vim be Wort N, thal too to be ,al d. As a T,ir%e 0o%Qa Eagneeft Gee-. Speorafty, Erefitiete r .ad vot Cynt �rtw I t, 4) berm .0 hrr�'31 on any fors ""ptireerroan araceptarVe 0 Rhe pao ator,aa etgpftwohf tespohsyh4ky for the desqr, or the sMW I wss,,UWW a. the TOO onty, layfe, TF11 I The desv, aes'saaws, aera,,gooreldre- sw'aw'ny arld lme of tras llihm to," 8,Aling is OW respovototer of the Carmen, the O,es yfuthonzed agent or Vel 6.0" Dftguh, to the M'Meirt Of the Rc� tee, 8c, /tae Wal blain" V Cade am Tia t the, as, treaxboq harth1% sexaqrr,, ifedaR.0w aW bowmg, emH ze, the ,essp .. lbelty at The 8.00" Defail-, zind CoMmclo, AM ectes ul 014 il, the" roll) and the, pr brrft and g.,deffines or Bunking C Safefy khroffmatw lBC&t ;x&Artm by TFa and SBCA are mfe,rerced to, Wnenrt pulaxe TPI 1 defines the €esparm, bfrws and &dws 0 fhe T,u,% DerlprtK, Tms, Des,p Enlyneer mW imis fah! aufactune, defir,ect by a C,.Vad agreed Upon tow entrigby a0 partes aMolyed The Truss. DeWnErqhhar is NOT the B"'heng Dearyew of Tom" sythilm r..qiheow far any burktpq,AR capaWle". to ave as deftried m Tpr I LLCJD,J) le any form, m protetaftal wahohlaoiltrar, feerivasim trona mo8wld,DrJ M I .. ....... . 4-5,8 4-0-0 2-6-7 4-0-12 40-12 2-7-7 1-4,9 2-147 2-4-8 2_0_0 21 204x8 == 2X4 It 3X4 11 11 3X4 2X4 H 5X10 Z� W = 5XI0 It We M Scale - 1:69 7 LOADING (psh SPACING- 2 -OO CSL DEFL, in (loyl) I/deft L/d PLATES GRIP TCLL 300 Plate Grip DOL 1.15 TC 0,55 Verth.,L) -0,26 14-15 >999 240 MT20 1971144 TCDL 1&0 Lumber DOL 1,15 BC 062 V JL) -0.64 14-15 >518 180 BOLL 0.0 Rep Stress intor Yes WB O 82 Herz(TL) 0,18 9 his We BCDL 10LO Code ISC2012fTPI2007 (Matrix M) Might: 155 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, except BOT CHORD 2x4 SPF No,2 end verficats. VVEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Right 2x8 OF 195OF 1,7E 2-11 -0 REACTIONS, (lb/size) 9=124710-5-8 (min. 0-2-7),21=1115/0-5-8 (min. 0-2-2) Max Harz 21-227(LC 10) Max Upfi4t9=43(LC 12),21=-17(LC 12) Max Grey 9=1538(LC 2), 21-1366(LC 2) FORCES. (to) -Max. Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown, TOPCHORD 1-2--1587147,2-26=-1488/50,3-26-1324/90,3-27=-12511102,4-27=-1414[78, 4-28--3351/106,5-28=-3438/90,5-6=-3295134,6-7=-3499131, 7-8=-3280/24, 8-9--801379,1-21=-1277128 BOT CHORD 2-17-295/61,16-17=0/1102,15-16=0/1304,15-29=011645, 29-30=011645,14-30=011645, 5-14=-334/88,12-13=-22/328,11-12=011197,9-11=011833 WEBS 3-15-21/1066, 4-15=-930196, 4-14-2911910,12 14=013339,6-14=-983/37, 6-12=501/10, B-12--012849,8-11=-175910,1-17=011291, 17-21=-2541118,2-15--315M NOTES - 1) Unbalanced roof five loads have been considered for this design, 2) Wnd� ASCE 7-10� Vult=110mph (3second gust) Vasd=87mith; TCDL=6.Opsf; BCOL=6,0psf,h-15ft; 8=45ft; L=2811; eave-4ft; Cat. fl; Exp C� enclosed; MWFRS (directional); cantilever fell and right exposed; end vertical left and right exposed; Lumber DOL=l 60 plate grip DOL -1.60 �4 T snow: Lumber DOL=115 Plate DOL -1,15); Category 11; Exp C; Fully Exp,; Ct-T 1 4) Unbalanced snow loads have been considered for this design, 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2,00 times flat roof load of 20.8 psf of) overhangs non -concurrent with other live loads, 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has heart designed for a 10,0 pal bottom chord live load nonconcurrent with any other live loads. AWAReRNG Plena lWoughty &'knoan"Itteem of Pfosuim SWdant Te es Re hta.ufadfaed Photucey"' and the DO ReAseme StrenA irey. 11'14, bfiae u", Leans% InheR w stated on the TW'Only We* .0n,nlCtV Oates vnR be Men ea the ftX) toBae kaW Asa Spon aftyEngoh,e,i :Truss deraakxlmShe Wonty,uedtsTrlllt ty"'tatuffty and nee of they Ituss yet say Bumeat IS the reonWSIbOty of th, Caea01, OW Vento, too 8= o7ne, m the weeyl .9 the RC, the SOC the ktcf b.01119 Code Wd Ton I The appre,ott of the TDO and any real use et the Truss, mcfebeg harnift,nf� SoXage, VaAagabW and blaCOV, nhag be the nox the SuAd" Contneno, Ahoote,4 tutt not . ft, TOO and the j"'SS , ey DeMet Engsow and rna%% Manufaclum, unt"s othene;e def ed by a CoWnt agmed upayn t,, -afto; by la aft wteml—oWed In* Tena Dv_qn Engacnee, NOT ln, rowooN Desorne, w "le, gqnef to, any to nknoi) Aolcapdahzed germs we a deNeed el M I Coloynght 020114 PnoStzkl, DIJ Eg,,,V, LL C, 11l0l Reraodximot Ih,% dmueeny, On, any kVOI * pothalded w4hsul when petmoomon fteen ProRuh:nNJ WIY,. ENGIN EWNGuc -41-110:'11" 1, 27.1- �� AL4.111-11-11.5 QI�121-�-11-�l-,�"",-19�-'7a�,----,--+-Zl,-O--15��,�,P1,04--,2,"'!§-,- - , Q- _-Z-Q-i 4,5-8 4-0-0 2-65- 1 ' 4-0-12 4,0-12 2-7-7 14,9 2,11-0 2-4-8 2-0-0 3,6 8,00 R-2 3 31 4xiO ti4s I Us 1. 2 32 4X8 4 ✓ 6 10.20 MT20HS e. 4.00 LIZ 4.6 3, 1 �0 5 7 2x4 H 2- SX10 2 -19 61 4x6 zz� ----- -- --------- 10 j, 12 20 19 3 35 36 37 38 39 25 33 24 34 22 Us 5X8 17 40 le 6x12MT20HS 2x4 It QX14 14 13 6XIO It We dilo calls MT20HS 2X4 ti 4X8 606MT20HS LOADING (pso SPACING. 2-0-0 CSI. TCLLro Plate Grip DOL IAS I TC 0,55 TCDL 10.0 Lumber DOL 1,115 BC 0,66 BCL L 00 Rep Stress Incr NO 0 9b BCOL 10,0 Code IBC2012rrPI2007 (Matrix -M) 11 n1a nia TOP CHORD 2x6 SPF 2100F 1,8E Weight: 808 W BOT CHORD 2x6 SPF 2100F 1.8E BRACING- VVEBS 2x4 SPF No,2 *Except' - ------- --e_ - 16-18: 2x4 SPF 2400F ZOE, 9-15,6-17: 2x4 SPF 1650F 1.5E SLIDER Right 2x4 SPF No,2 1-6-0 REACTIONS, (titsize) 25=8928/0-5-8 (min, 0-3-8), 1 1 =813510-5-8 (min, 0.3-3) Max Herz 25--223(LC 10) BOT CHORD Max Uplift 25=-1 120(LC 12), 11--945(LC 12) Max Grav 25=1 1015(-C 2), 1 1=,9955(LC 2) Scale w 1:69.4 DEFL. in (too) Well Ltd PLATES GRIP Ved(-L) -0.3118-19 >999 240 MT20 1971144 Vert(TL) -0,60 18 19 >545 180 MT20HS 1481108 Horz(TL) 0,24 11 n1a nia Weight: 808 W FT = 0% BRACING- - ------- --e_ - TOPCHORD Structural wood sheathing directly applied or 6-0-0 cle purlins, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, • i .- AT FORCES, (to) Max, Comp,/Max, Ton, - All forces 250 (to) of less except when shown TOPCHORD 1-2=-1 115511162, 2-30=-1253511304, 3-30=-12393t1313, 3-4-1098311188, 4 -31= -1100411196 5-31--11166/1176,5-32--17054/1722,6-32--17113/1708, 6-7=-30499/2954,7-8=-32392/3000, 8-9-31726/2924, 9-10=-1525311390, 10-11=-87431790,1-25=-9835/1005 BOTCHORD 25-33=-59/567, 24-33-591567, 21-35=-901/10339, 20-35=-896/10286, 20-36-1278114238, 36-37=-1 278114238,19-37--1278/14238,19-38--2393125676, 38-39=,-2396/25717,18-39=-2400/25757,17-40=-671715, 16-40=-67/71 6, 15-16--2681/28936,13-14--137/1539,11-13=-I 189113522 WEBS 3-20=-27031338,4-20=-1220111479, 5-20=-82601852,5-19=-923/9640,6-19--13557/1320, 16-18=-2721/29349,7-18=-29381259,7-16�89301804,7-15=-184/3277, 13-15=-1118/12736,9-15=-1604117361, 9-13=-7339/685,23-25=-4471232, 1 -23= -93519619,2123= -843/9143,2-21=-130/1626,23-24=-26312487,2-23--22321204, 21-22=-22912165,3-21-384/3478,17-18=-IlOtIO86,6-18=-1329114296 14-15=41 1/1348,8-15=-1011319 NOTES - 1) fire, 2) 4 -ply truss to be connected together with I Od (0, 13 1 'xT') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 no, 2x4 - I row at 0-9-0 be, Bottom chords connected as ftllloows staggered at 0-4-0 oc, Webs connected as foflows� 2,x4 - I row at 0-9-0 oc, Except member 9-13 2x4 - I row at 0-7-0 oc, member 24-2 2x4 - I row at 0-4-0 oc, member 22-3 2x4 - I row at 0-7-0 oc, member 14-8 20 - 2 rows staggered at Attach BC w/ 112" dram. bolts (ASTM A-307) in the center of the member w1washers at 4-0-0 oc, connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 4) Unbalanced roof live loads have been considered for this design, 5) Wind: ASCE 7-10" Vuft-110mph (3 -second gust) Vasd=87mph; TCDL=6,Opsf� BCDL=6.Opsf� h=15ft; B -451t; L=28ft; eave=4ft; Cat, li; Exp C; enclosed� MWFRS (directional): cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate Coil*&j@966�*e 2 -3310MMMEME WARNM R.aese ttertorch'iy Wenorhe'CuStoraef's AcknoWedgeolerlt of PmSwrd Standard Term fm Manufazeeed f"Mducty"lOhn VIOLA (leelge feet read nates an tho Tines De Dra..9 (TDD� and the DO Rei'�;Me Sheet row ll.4) beeee u%e Ureolet othere,"m vacef on, The TOO, only Wee, mmeefif, pfalne slag he used tor this TDD totae valyl the seal on any TIM) represents an acceptanoe it Pre worlssWI0 a 'XIV spo"Isdahay ft'r the, dlefovn.9#,e %,olle 1,,moepmled 0. the IDDoety, ndw FF1 I wlabky and to oft" Truss he any8uAo,nfl s Poe oatleonotbildy the oeowmea 0wev"da9tah or the R."do Democal, lnShe VonrA of the RC, the 0C fen locathorkieIgcede and TPP IT" app'ma8 Of the im aad any iyjd use of the I rr ss tndd"'yy hrOhng, %wage, nvavlom ams carang, ShaK be the, IMIXOS, -thy of ffiff S.Adee; [yes-9ne, and Cocca,19), AM no" Set QIA of the t DO and the pacum, arod gedoae% at swone; coaqhwh Safety kab'realoo, €89'so pubblenefi by I Pr and SSCA we mfIve,ncd to, general frodanft rth I daftmoo the 'espercetAfts aed &,beg of the Ttcrss De101ee' Thols D"Sle, ErQue", aref T,,m Nvorafaww, welyne olhelvfte d0ned by a CoNrad, apreed upon oi were; by of pad es-,oved she Troef DesqElfprcre�r m NOT the aeMN Ornegne, or r,,yrj Sprah, Engmer SflSd far any endmtl All ca;aUhzd tems are as defned,n TPI I qV" tt-r,@D,J) MOINEMNG t L C Nulhzi- 6) TOLL: ASCE 7-10: Pr=30,0 per (roof live load. Lumber DOL=1,15 Plate DOL=1.15L Pg=30.0 psf (ground snow); Pf-208 psf (flat roof snow: Lumber DOL=1 15 Plate 3 OL=1.15) Category 11; Exp C; Fully Exp.: Ct=l,l 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads. 9) All plates are MT20 plates unless otherwise indicated, 10) Plates checked for a plus or minus 5 degree rotation about its center, 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads, 12) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 13) Provide mechanical connection (by others) of truss to healing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1120, 11=945. 14) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSIfTPI I IS) 'Semi-rigid pitchbreaks with fixed heels" Member end Sadly model was used in the analysis and design of this truss. 16) Hanger(s) or other connection devicats) shall be provided sufficient to support concentrated loads) 1943 lb down and 241 lb up at 2-2-4, 1515 lb down and 182 lb up at 4-5-8, 1479 to down and 184 lb up at 6-1-12, 1479 lb down and 184 to up at 8-3-12, 1385 lb down and 163 lb up at 10-2-4, 1385 to down and 163 lb up at 12-2-4, 1385 to down and 163 to up at 14-2-4, 1385 to down and 163 to up at 16-2A, 1385 to down and 163 to up at 18-2-4, 1479 to down and 184 lb up at 20-2-4, and 1167 to down and 157 Ild up at 21-6-4, and 2083 tb down and 120 lb up at 23-3-4 on bottom chord The designetelection of such connection device(s) is the responsibility of others, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1. 15, Plate Increase= 1. 15 Uniform Loads (pit) Vert: 1-4=-62, 4 -7= -62,7-12=-62,24-25=-20,22-23=-20,18-21=-20,15-17-20,14-26=-20 Concentrated Loads (lb) Vert: 24= 1 227(8) 22=.1197(8) 16=-948(B) 15=-1802(8) 33=-1582(8) 34=- 1197(8) 35=_9112(8) 36-1112(B) 37=-1112(B) 38--1112(B) 39=-1112(B) 40=_1197(8) VVARNft nniew Me 'c.tnonw % ACkMeVedgetaord Of PlreWdStanatd Temvs n, mahundwoj Rod"Orr" TO- Vwtnde sqnpara marrs and read rerIft on the, Trues Dooge Drwetnq i7D[n .1d the DSRale,eMe Sheet 0ev 11.14)tryfon, use, TOD, hoty MtTek � edorryatea%hatt be n ..dtrrthe TOD G be wand. As a SpecaRyEnqfte,t the Seal oe any TEV,eprewnts an acc,fata-e et the wohmmohal e,9—eaq msponsbfay W the desqn of the renwe Ouso depcted on The TOD only,.WtNTRI Thedesgnatnamoons tod, a mnd*ws, SWAURY na Sr, of rNe Truss tar any Baddog's tho'esp"rWAY of the ove;m the O�Ws Aahomed "eB,nt 0, the "Mmg Dmqnel� tele conteA �the rRC, the 186, the RcW bula"y; Wde a14 TPf I The arydr-al M nae 7 DD a1W any Wd use of Me Twss, m0odnq handmg, swage, mhft[abrao and tva""g, teefR bm the M'Spoenhaty ar Me B.gdfog Dee gne, and CaMlactol AN WO, un W ¢,, no, I'DO and the 7 macer arnd or s l at floe i nsss Damp Exqeee, wrd D.'s ma�vfacaew raft o1h,—so derned by a To,eact atneed Mw at orAnh by 40 1 ho Tl�s DesgP Eroneer m NOT the Eorftg Desk�,,ai rX T�rars Systern F.ng,new to, any WaMnq MIL CapWrQed rrehnr Wt, as deterod,a, TPI 1 ENGINEMNGLIC Copynglo 0 X14 P,,M.,W DJ Eaq aefeg, UC fWt Rerhxlud— t th. d-rennl-,n Any form M Pronghted Wold at —nen pwnrmlon from Prosulay0ai 2-3-8 1,7 ,7 2A 3 2X4 If 5 3*4 ='= LOADING (psh SPACING- 2;0�O CSL DEFL. in Qoc) Vdeft Ltd TCLL X0 Plate Grip DOL 9,15 TC 0A3 Vert(LL) -0.00 5 >999 240 TCDL 10.0 Lumber DOL 1,15 BC 0.01 Vert(TL) -0,00 5 >999 180 BOLL 0,0 Rep Stress Incr Yes VVB 0,01 Hofz(TL) -0,00 4 n/a n1a BCDL 19.9 Code iSC2012ITP12007 (Math. -M) LUMBER- BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD SOT CHORD 2x4 SPF No -2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. flb/size) 5-342/Mechamcal� 4=-84/Mecha"li Max Herz 5-60(LC 9) Max Uplift S=-1 I I (LC 12), 4=-204(LC 16) Max Grav 5=509(LC 16),4=41(LC 8) FORCES, pb) - Max. Comp,/Max Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-5=-495/119 Scale - 9:f32 Weight: 11 to FT = 0% Structural wood sheathing directly applied or 1-7-7 oc purfins, exel end verficals. Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES 1) Wind� ASCE 7-10; Vult=l 10rnph (3 -second gust) Vasd-87mph; TCDL=6,Opsf; BCDL=6,Opsf; h=I Sft: 8=45ft� L-24ft� eave-4ft; Cat It Exp C; parlrally� MWFRS (direcfionah� cantilever left and right exposed; end vertical left and right exposecL Lumber DOL=1.60 plate grip DOL --1,60 2) TCLL� ASCE 7-10-1 Pr -30C psf (roof live load, Lumber DOL -1. 15 Plate DOL=1,15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1,15 Plate DOL=1.15): Category U; Exp C; Fully Exp,� Ct=l,l 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof load of 20,8 Pat on overhangs non -concurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10,0 pst bottom chord live load nonconcurrent with any other live loads, 7) * This truss has been designed for a live load of 20.0pef on the baftem, chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 to uplift at joint(s) except Ot=lb) 5=1 11, 4=204, 10) This truss is designed in accordance with the 2012 international Building Code section 23061 and referenced standard ANSI/Trel I 11) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING TOD, only M11001 be asedbol ffic, TWMNvWyf. Asa Speoc0tV Engoel,'Y the seWonanj M0 mpesows at, locvpkat,� of Ow, profmwa$ eg�ne.eofxj rel*nsObty fia the del,on of the S941. Teas deractedon foe T DD wte, wov TR I The aevgn assneewtq, f-dagwredd—S, i;e 6-0"a yuftwedagank ot the BwWya Desgoer, m the awdext ollhe RC, Me WC, the �otal WA*oq CoTleand FR I the alao�al of the TDD wW any f*01 use of ft Frm, �ndhomv harm% l4mage, mWanon ana team,yt oM bo ft afspormcRAy cd the Btokhnq Desetne, ww Conoxia, Xq mees set oU6, the, TCM lIWJ the YM and SBCA ane efo.,enced lot TM I defines thefeepom0kees and dubes ofthe I'myt, D..gm T,m Desgy, C+' neer and Tnma ManIft0uW wkm olervose de=an ey a cant'aa agmd P- g, w qcg by Sap ca lres 1W.Wed rhe Tlaw' Desqn Eotptf",. NOT 0* 8u,fanly De%jao w Tn,as SYSM,ee Erat.eel M, aay buNlop AU captalvlyty teeters ate 45 deled,, TPP t Copy,ght 812014 P,0B.4d 131A Erqeenlel, LLC, fDIJl Repradootlm of tfus doctanwIC .1 any yxm, 's e'.Mded MOW ."'Rea, penamston ft= py0a.kIC10 September 3,2015 _._.,21,11...___, ___ __.______ gym.__ 2-3-8 3.7-7 0 # # • Exp C� partially; MWFRS #.. and right exposed;_# vertical left and right exposed; r (roof# # f snow� Lumber DOL -I 15 Plate DOL=1 .15); Category ll� Exp, C; Fully Exp.� Ct-11 Unbalanced 4 been considered designed4) This truss has been of non-concurrent with other live loads. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10,0 get bottom chord live toad nonconcurrent with any other live loads. 7) * This truss has been designed for#rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to for truss to truss connections, 9) Provide mechanical connection others)bearing#, withstanding 100 1b uplift at jointic) 5, 4, designed10) This truss is in accordance with the 2012 International Building Code when 2306A and referenced standard 11) #. pitchbreaks with fixed heels"Member 1., in the analysis and design of this truss, ,&WARNING, Please acre VIVIonglay re ,e,. the "C.atontee"s ACR ow e kie hent of Pnyyfi art Staanda d Ttwnts for Maaeuta+.^dcwe i E nX41ON" to,. Varity dost to p la—Ates alai react notes on the Tn oI Ofton Caavo e { t DC and She CSrS rrctrer,nerc& S+haat f trey IT 14) 4 tkne, use.4dnlrsa ntRs"remtse stated M the TUGS. Vay MIT et§ nennedex oat" shah be,1W fol th* TEX) 6 no valyl. Asa Ynraa €)ea gn Engtnaer qt a SpynnaIXy Eegm�'j, the year xY G,a an TiTi7 f& 4"5L'fttffi &tik+"lCLe ,anew of ifttb Paa t n n f e i� tR'4 S Q et? d §RHR f t3S sa FkY2 w the day Y4 ad tk3C WI iP Tr t Y F't iwnt [e m, n ttea G ortt ortt Uhe. c, th 6nz n � Km Y Kl iw E9 aNa5i! tt"CR5 k1r}.1' iXSiF'�lilreiki suf2a i' at t k'. i 3 � Y w3 Uy taw . I d t:9& ? f k9 T a�5 of 93E C�U;Sd f3 dik. CR9 t iN } ft t}' R b} t a t e r3VA1Ct, ti!@ �.nMSBfit'4 itiih96FS ti %.. k Y Y F e agent re are taX to i1y t eY wt Aal C,onaext ed, 4 f€i t d a: :h i 4 e i` T i T Ta Y zf aJ Ni s. h+. rS .. 3 e ars !na Xout I e:the ! k hr. apt;sovat of klre GUf3 and any t€eia3 ureoY cat the Trt€.�§a, drvettafse harahMug Stc`ayr #rxateC#af+san ,alai txzpng ffCkztE txs the rexttan.�tvYay 0, the Su§tdtent rlreepygnar znd t anYtx Ser. AM w res. sc E usaE n faro 100 aneY Pttu padtore% and G ¢ 6ebeew of huatdrng CcmComet Safety infontra ttan f DCliq prINothed try TPP and SOCA are rete. renced for gene—t queetnee M i defines tha +mronsekhnnoss ars: duhas at hat Ttr sa UetauTm, ;`he* Nd" .r mane e a¢,rd rt,;a tiryn aou sr. wess othervenre deCa+ted bye CoNtact Agreed ugxaa an aehh,a by aft Page n arkavMwaai. Y he. I nae a Ottagn £ ng,nersr m PSVT the B. Adn,7 Uaagtoe, or Tia sa SeMere E,hyneer he arzy hetfkl+rxl. AP capatahzel tents zee as defwntd e, FPI t. CoPyrighE T{4 f+8 s>roSuz&}-i34a Fxrv,T±r+ernsgt LLC, lIhJt RetInaludryn at th€s d wusnent In any harm iz t rcenteted wQthl.,A -,"en pernasshe) finam Phefy U147 aU- U4 2it4 If W .,_. LOADING lost), � SPACING- 2-04) CSI. DEFT to tot Ildeii Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,43 Vert{ -L) 0.01 4-5 >999 240 MT20 1977144 TCDL 10,0 Lumber DOL 1,15 BC 0,07 Vert(TL) -0,02 4-5 >999 980 SCLC 0-0 Rep Stress tncr Yes VvB 0.011 Horz(TL) 000 4 old nta I BCDL 10,0 Code IBC20121TPI2007 (Matrix M) Weight 18 lb FT = 0°fit LUMBER- _RACING....._ TOP CHORD 2x4 SPF No. 2 TOP CHORD Structural wood sheathing directly applied or -7-7 be purlins, except BOT CHORD 2x4 SPF No.2 end verticals. VVEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.4 be bracing. REACTIONS, (lb/size) 5=341fMechanical, 4=81/Mechanical Max Herz 5=81(LC 9) Max Uplift 5w-981LC 12), 4=-33(LC 9) Max Grav 5=433(LC 2),4=1 09ILC 24) FORCES. (lb) -Max. Comp,/Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-4001118 0 # # • Exp C� partially; MWFRS #.. and right exposed;_# vertical left and right exposed; r (roof# # f snow� Lumber DOL -I 15 Plate DOL=1 .15); Category ll� Exp, C; Fully Exp.� Ct-11 Unbalanced 4 been considered designed4) This truss has been of non-concurrent with other live loads. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10,0 get bottom chord live toad nonconcurrent with any other live loads. 7) * This truss has been designed for#rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to for truss to truss connections, 9) Provide mechanical connection others)bearing#, withstanding 100 1b uplift at jointic) 5, 4, designed10) This truss is in accordance with the 2012 International Building Code when 2306A and referenced standard 11) #. pitchbreaks with fixed heels"Member 1., in the analysis and design of this truss, ,&WARNING, Please acre VIVIonglay re ,e,. the "C.atontee"s ACR ow e kie hent of Pnyyfi art Staanda d Ttwnts for Maaeuta+.^dcwe i E nX41ON" to,. Varity dost to p la—Ates alai react notes on the Tn oI Ofton Caavo e { t DC and She CSrS rrctrer,nerc& S+haat f trey IT 14) 4 tkne, use.4dnlrsa ntRs"remtse stated M the TUGS. Vay MIT et§ nennedex oat" shah be,1W fol th* TEX) 6 no valyl. Asa Ynraa €)ea gn Engtnaer qt a SpynnaIXy Eegm�'j, the year xY G,a an TiTi7 f& 4"5L'fttffi &tik+"lCLe ,anew of ifttb Paa t n n f e i� tR'4 S Q et? d §RHR f t3S sa FkY2 w the day Y4 ad tk3C WI iP Tr t Y F't iwnt [e m, n ttea G ortt ortt Uhe. c, th 6nz n � Km Y Kl iw E9 aNa5i! tt"CR5 k1r}.1' iXSiF'�lilreiki suf2a i' at t k'. i 3 � Y w3 Uy taw . I d t:9& ? f k9 T a�5 of 93E C�U;Sd f3 dik. CR9 t iN } ft t}' R b} t a t e r3VA1Ct, ti!@ �.nMSBfit'4 itiih96FS ti %.. k Y Y F e agent re are taX to i1y t eY wt Aal C,onaext ed, 4 f€i t d a: :h i 4 e i` T i T Ta Y zf aJ Ni s. h+. rS .. 3 e ars !na Xout I e:the ! k hr. apt;sovat of klre GUf3 and any t€eia3 ureoY cat the Trt€.�§a, drvettafse harahMug Stc`ayr #rxateC#af+san ,alai txzpng ffCkztE txs the rexttan.�tvYay 0, the Su§tdtent rlreepygnar znd t anYtx Ser. AM w res. sc E usaE n faro 100 aneY Pttu padtore% and G ¢ 6ebeew of huatdrng CcmComet Safety infontra ttan f DCliq prINothed try TPP and SOCA are rete. renced for gene—t queetnee M i defines tha +mronsekhnnoss ars: duhas at hat Ttr sa UetauTm, ;`he* Nd" .r mane e a¢,rd rt,;a tiryn aou sr. wess othervenre deCa+ted bye CoNtact Agreed ugxaa an aehh,a by aft Page n arkavMwaai. Y he. I nae a Ottagn £ ng,nersr m PSVT the B. Adn,7 Uaagtoe, or Tia sa SeMere E,hyneer he arzy hetfkl+rxl. AP capatahzel tents zee as defwntd e, FPI t. CoPyrighE T{4 f+8 s>roSuz&}-i34a Fxrv,T±r+ernsgt LLC, lIhJt RetInaludryn at th€s d wusnent In any harm iz t rcenteted wQthl.,A -,"en pernasshe) finam Phefy U147 aU- 23-8 177 ` NOTES - 1) R R y, M. Exp C; partially; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1,60 plate grip R 2) TCLL: ASCE i • 4 : roof Categorysnow: Lumber DOL=1,15 Plate DOL=1,15); 3) Unbalanced snow loads non-concurrent4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs other 5) Plates checked for a plus or *rotation designed6) This truss has been designed for a 10,0 per bottom chord live load nonconcurrent with any other live loads, 7) * This truss has been - bottom chord in all areas where a rectangled betweenfit bottomY and any other members. 8) Refer to girdens) for truss to truss connections, Provide♦ of R 1This truss is designed in accordance with the 2012 InternationalCode « • referenced standard ANSVTPI 1, 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Y4gh'iRMii Fiene ifi;Mohly rev&e. the �:.CS�tO{kDR("E AL'�tPP JbUfi"4iflof lit# 101=i'�WRIT kaY3i a d To:i n f0f uMgn-tailLli'9t! #tik'4VM" f4YR4 VaftN df f4 palad2b@PaPP$ V3fo mad notes m thy, Ttvtm ii PJ%k�I a±F�YaSiYf$ f TDDt axnd Uxe iar,F Rrafercnras Shcw*t grzv Si -4n) taeYprc uartiaainss as#lanstwise ta# 4 oaa e Tilri, icily Wyk x ofed w btatea „hah be used fet th+s TDD to be Bated As a F", %CTeaargn Engtnevr $a e Sp�etaHy Er�{w'm:e, the seal o -n any TCO rWnI'sentx atn ua^apcantw of @lye mof"Sno wai ergsrwxeerr>tg hhtp nsbw ty Re the dwsryyn of the seoW TIvM dewted on the T€.16 alt;, o xfer TPt eens xRrons,sydiwcwd yvotaNdky iiPld f1Sm i➢t 3his o e�aam iCN ikPflf rSuediiN�} i i R4YC P4arw#tk'NkNtdy �^,`t irte r)WtlY@t, Ehm dT454t14thJ fi4UiitbPYi£'d ay}ent iTY /Nle Ci4Nh#xAp aieB�gCeRS, iC4 the coa htxt'A the oc, the EBf, £t1! id, i b klmq ood4* aM TN i The p *"ovat uP the TG incl atsy find .rse rn" �e Teuss, G1Catch's harrditras} sewage, etstahaa+sPw+ aarf wac,ng shays be Phe rasiwaztsi64y Rd d8e fluati"tc De%g mr and C+rvrtsaetaa. AN .notes sw oot i. the IDD and the Wactime%anva gjeo'es of Bu6&,q CorepDo of $a" Wkrh A"l fBC WS puNoAed M` TR and SBCA ace referewx d fmgeanrat p dame YR E P det,�s the res{rseYastnuiGaru ae5si rlu4¢ex of tfae Truss P.ies�nnr. T',cyrs taeseh E ,wTtsae and uss %Ea3if.PS?LQIfPef, unless attaahme eleam, i by :a coh ead agreed =span 04 -,t"tq by ao 1 sutras +rrvamed, Ttv Tnm Devell Eris .V: l a NOT the ftudi q D sqw en T,Mt3 System E:.n rnea ft. any WAdevq fan cap4alved Wms are as defmmd vn TTvt i. rw �CAti4lNa:i€� CcAzYrsgn#a9 2014 F*rs06eHtd-00 Eny#inaenrg. [.E.C1, ITfr.YE S'teE+'eductoan of tfats d{sesarrent. Sal aarY €ar»n M iZre+RalstfXi wathawtweaten parnrirzsicsss d¢crtl Prc+i3n€hS-00. 877 9 LOADING {gasp SPACING- 2-0-0 CSI. DEFL in {laic) Ildeti Ud � PLATES GRIP TOLL 30.0 Plate Grip DOL 1,15 TC 0,43 Vert(LL) -0,05 4-5 >999 240 MT20 197/944 TCDL 10,0 Lumber DOL 1.15 BC 0,20 Vert(TL) 0 12 4-5 >529 180 BCLL 0 0 Rep Stress Incr YesWB 0 02 Horrz(TL) -0.00 4 me rain BCDL 90.4 Cade IBC2012/rPI2007 (Matrix )Weight: 26th FT O% LUMBER. BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REAC'T'IONS, (lb/size) 5-402/Mechanical, 4=18311itlechanlcal Max Harz 5=102(LC 9) Max Uplifi5 =-102(LC 12), 4=-37(LC 9) Max Grav 5=506(LC 2), 4=224(LC 24) FORCES. (Ib) - Max, Comp./Max, Ten. - Ail forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-4531134 NOTES - 1) R R y, M. Exp C; partially; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1,60 plate grip R 2) TCLL: ASCE i • 4 : roof Categorysnow: Lumber DOL=1,15 Plate DOL=1,15); 3) Unbalanced snow loads non-concurrent4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs other 5) Plates checked for a plus or *rotation designed6) This truss has been designed for a 10,0 per bottom chord live load nonconcurrent with any other live loads, 7) * This truss has been - bottom chord in all areas where a rectangled betweenfit bottomY and any other members. 8) Refer to girdens) for truss to truss connections, Provide♦ of R 1This truss is designed in accordance with the 2012 InternationalCode « • referenced standard ANSVTPI 1, 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Y4gh'iRMii Fiene ifi;Mohly rev&e. the �:.CS�tO{kDR("E AL'�tPP JbUfi"4iflof lit# 101=i'�WRIT kaY3i a d To:i n f0f uMgn-tailLli'9t! #tik'4VM" f4YR4 VaftN df f4 palad2b@PaPP$ V3fo mad notes m thy, Ttvtm ii PJ%k�I a±F�YaSiYf$ f TDDt axnd Uxe iar,F Rrafercnras Shcw*t grzv Si -4n) taeYprc uartiaainss as#lanstwise ta# 4 oaa e Tilri, icily Wyk x ofed w btatea „hah be used fet th+s TDD to be Bated As a F", %CTeaargn Engtnevr $a e Sp�etaHy Er�{w'm:e, the seal o -n any TCO rWnI'sentx atn ua^apcantw of @lye mof"Sno wai ergsrwxeerr>tg hhtp nsbw ty Re the dwsryyn of the seoW TIvM dewted on the T€.16 alt;, o xfer TPt eens xRrons,sydiwcwd yvotaNdky iiPld f1Sm i➢t 3his o e�aam iCN ikPflf rSuediiN�} i i R4YC P4arw#tk'NkNtdy �^,`t irte r)WtlY@t, Ehm dT454t14thJ fi4UiitbPYi£'d ay}ent iTY /Nle Ci4Nh#xAp aieB�gCeRS, iC4 the coa htxt'A the oc, the EBf, £t1! id, i b klmq ood4* aM TN i The p *"ovat uP the TG incl atsy find .rse rn" �e Teuss, G1Catch's harrditras} sewage, etstahaa+sPw+ aarf wac,ng shays be Phe rasiwaztsi64y Rd d8e fluati"tc De%g mr and C+rvrtsaetaa. AN .notes sw oot i. the IDD and the Wactime%anva gjeo'es of Bu6&,q CorepDo of $a" Wkrh A"l fBC WS puNoAed M` TR and SBCA ace referewx d fmgeanrat p dame YR E P det,�s the res{rseYastnuiGaru ae5si rlu4¢ex of tfae Truss P.ies�nnr. T',cyrs taeseh E ,wTtsae and uss %Ea3if.PS?LQIfPef, unless attaahme eleam, i by :a coh ead agreed =span 04 -,t"tq by ao 1 sutras +rrvamed, Ttv Tnm Devell Eris .V: l a NOT the ftudi q D sqw en T,Mt3 System E:.n rnea ft. any WAdevq fan cap4alved Wms are as defmmd vn TTvt i. rw �CAti4lNa:i€� CcAzYrsgn#a9 2014 F*rs06eHtd-00 Eny#inaenrg. [.E.C1, ITfr.YE S'teE+'eductoan of tfats d{sesarrent. Sal aarY €ar»n M iZre+RalstfXi wathawtweaten parnrirzsicsss d¢crtl Prc+i3n€hS-00. 2-3-8 6-4-8 2.4 LOADING (pso SPACING- 2-0-0 CSL DFL. in floc) ildefl Ltd TCLL 30,0 Plate Grip DOL 1,15 TC OA3 Verfi(LQ -0,07 4-5 >999 240 TCDL 10.0 Lumber DOL 1,15 BC 0,24 Vert(TL) -0A7 4-5 >412 180 SCLC. OLO Rep Stress Ener Yes WB 0,02 j Horz(TL.) -0,00 4 We We BCDL 10.0 Code IBC2012rTP12007 (Matrix -M) LUMBER- BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 VVEBS 2x4 SPF No.2 BOT CHORD OTHERS 2x4 SPF No.2 REACTIONS, fifilsize) 5=418/Mechanical, 4=205/Mechanical Max Harz 5=106(LC 9) Max Upfifi$104(LC 12),4=-39(LC 9) Max Grav 5=526iLC 2),4=249(LC 24) FORCES. (lb) -Max, Cornp,/Max, Ten, -All forces 250 (ib)or less except when shown, TOP CHORD 2-5=-468/139 U6 30 I Weight: 32 to FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wnd: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL-6,Opsf: BCDL-6.0psr h=1W B=45k L-24ft; eave=4ft; Catit; Exp C; partially; MWFRS (directional); cantilever left and right exposed ber DOL=1 60 plate grip DOL=160 2) TCLL: ASCE 7-10; Pro,30.0 pat (roof live load: Lumber DOL=1,15 Plate DOL=I. 15); Pg=30.0 psf (ground snowy Pf=20.8 per (flat roof snow: Lumber DOL -1,15 Plate DOL=1.16); Category 11; Exp C� Fully Exp,; Ct=I A 3) Unbalanced snow loads have been cGnsidered for this design, 4) This truss has been designed for greater of min roof live load of IZO psf or 2.00 holes flat roof load of 20,8 psf on overhangs non -concurrent with other live toads, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10.0 fist bottom chord five load nonconcurrent with any other live loads. 7) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 4 except 0=1b) 5=104 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and, referenced standard ANSI/TPI I 11) "Semi-rigid pftchbreaks with fixed heels" Member end fixtity model was used in the analysis and design of this truss, September 3,2015 WARNNG Ftease VoOntiohty revem the 'otWoneo's Arky Standard Terms to, Manufactured Ptalaxft` fo— Verity deage, pwamehOs Ord olad notes on they I less, D"n Ceahang (TD[o alef the 00 ReWence Shftl thel 11 14y before Nay Miter eonne'do, Plates shtalf be used Re tats TW to be vapt As a Inuss Desqla E rnhratey ti e , Speralfty Eogioew), toe seal on any flIrDnetheopoduan ahophlnood the of trefettsby T,ussdefeefed oft the T00-fy Mel I P1 I wgatoldy SagntTvs the lesponspody0fifet cey;v, onto—ees the 8loWNDesgoal, 11, tyle mld,.t of the IRCAh. MC, V" 6oal WA*.gfahieaX1 TF1 I The applo"M Of the TDO AM 140Y flela use 0, the ho,% ndwov haodhng, Vocage oslaNaboe and b1hoing, shag be 0. lespoloob0gy & the &lAdong Deaegm and Contaoe, AN en nes. W out n, the MID amf the yewfte%,El; %guhl0ees at awkfeffi coloponeof Woo, WOermew (BCStg rXbhaoed by M And SBCA am n_qehfo,,,xyy to, gotne,af 9u�anoe TPI I defines thearef daisesdaisesof the Two% 1r,,gffEn' 'm yp DI fter lot any RhgJN All oxetatum Wets am as debood m TFh I C hf tel ENGIN&WNGuc MIQ0 �V,P108ultdOl o Enveenng Af 0go ollon oRe,,ument. a , oy fooe"s tantobaed 'Ahouf eadeO, pe.-neow ftom pmen,id,f),J _ i � C, (DJ) Repr, 2-3-8 5 Erf 4 3X6 '. 3x4 NOTES - 1) • i a. 'i i i Exp C; partially; MWFRS (directional); cantilever left and right exposed;r DOL=1.60 plate grip 2) TCLL: ASCE 7-10� Pr --30O lost (root live load: Lumber D0L=1 AS Plate DOL=1,15); it(ground 8 pet (flat roof snow� Lumber DOL -1.15 Plate DOL=1.15)� Category ll� Exp C; Fully Exp.., Ct=l. 1 Unbalanced o non-concurrent4) This truss has been designed for greater of min roof live load of 12.0 pst or 2.00 times flat roof toad of 20,8 pat on overhangs other between5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toods. 7) 'This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 4 considers parallel to grain value using ANStrrPI I single grain formula. Building of 10) Provide i 4 plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4 except Ot=ib) 12) This truss is designed in accordance with the 2012 Internationali Code section 2306.1 and referenced standard 13) "Sernkrigid pitchbreaks with fixed heels" Member i fixity modeland design f VVARNloG - RSeasr tharaurMy revmeo ft "CaMorners kilnthaloolehent to F'rl Slekd Shexim d Ulm toaMamifa<lwlef Fhodssrs" ixasm V eoy dee an pattmeres and read notes he Chet r,uw F)esgn 01 4-4ITOnt an: the F. O Reform„ ne Sired (rev 11.14t beEt+a`e u�.w.Voless nYtaavw:sP stated am the TOD Wily Wilk othefectol Wats shy€i be aria/ gar Me, TDD to fes uaed Asia Din% Down Evoilpc'ae (r a . SSatcslary t.r.-pureex},. th.° seat on any TDO 'etx 9v'"rfts ah a�„ceptalfee of the %Rohe siarmit thyrnftl^YY 9 PCSrtilCltxh�:tEY`( he the dell t} of he, soxite Tnewt +depatm lei the TOO twdy, were, TP; 4 ffie dt`sir a59i0YRp'iNN1< {foefee; ogre ens, suiRybfdty dntt uaC if; aines, Wetly g da y a ilkia . the Pe lteire t 4ag of Nle O efee,. Me 0yowif g authonzed ageaft ix the P1urklaetg Dere neo, ill the WfAt #t of the tRC dhe, 0',, tyre tocat bt;.{drflit Chat, Lexi I R I The* attatoons W the TOO and Carey WW uee 01 Me, Theat uldt ng ha,atit6np swage, aoveliatuel aW Ysr�liorg, shag tae Veil respelefewhty at the @txihi lg Dasgw and Cmea�;Eor. AR waifs esti ohl et the FOD feet the gx,aclacy^a ancf guideilrres of Buttlitrig compaheM Safety inglren hal jaC ih putasahO, d y r`E told $BCA ass refire khaki tos genera! gtsetanca. Tto a df wtifsa the lee, haitwi bn yrx4 dutras of the Yeast Desgner. Iwsy I i ra E'f ;,trnres arei Inas ma-fadvrec rayless otheoeht, de fined key a Col/rad agree¢l uPoll in wratt Q b'i' au Panels rrwafeed The Trails Uesiga Fnypelue a. NOT the SAAdmCt t7evphy t ne T nota Steflon Er gAea ! to ally, T.t[RdlIg Atl citpoahzed Wine we dpi 2 ioneii. TM i. pitp }„�It171lWF.fi'RINf`t11� Copyright 0:Tof4 Ploffulki-DIJ Frtgknevee, LLC 0J) frop oductton ut slut dooh e,nt. to any =crm, rs prohrbded aetbotA ea ten pef oliesdon linen fetter dkFd' O ! 6-6 LOADINGG 1psf} SPACING- 2-0.0 CSI. DEFL in (loc) Intel! Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.75 TC 0.43 Vert(LL) 404 4.5 >999 240 MT20 997/144 TCDL 10Z Lumber DOL 1 1 S BC 0.17 Vert(TL) -0.09 4.5 >660 980 ! BCLL 0Z Rep Stress finer Yes VVB 0,02 Horz(TL) -0Z0 4 me rola BCDL tOC Code IBC20121TPl2007 (Matrix M) Weight 8 in FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) 5= 691Mechanlcat, 4=16510-2-14 (min 0.1.8) Max Harz 5=98(LC 9) Max Upfi t5= -101(L 12), 4=-36(LC 9) Max Grav 5=490(LC 2`, 4=204(LC 24) FORCES. (Ib} -Max, Comp,/Max, Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 2-5-441/131 NOTES - 1) • i a. 'i i i Exp C; partially; MWFRS (directional); cantilever left and right exposed;r DOL=1.60 plate grip 2) TCLL: ASCE 7-10� Pr --30O lost (root live load: Lumber D0L=1 AS Plate DOL=1,15); it(ground 8 pet (flat roof snow� Lumber DOL -1.15 Plate DOL=1.15)� Category ll� Exp C; Fully Exp.., Ct=l. 1 Unbalanced o non-concurrent4) This truss has been designed for greater of min roof live load of 12.0 pst or 2.00 times flat roof toad of 20,8 pat on overhangs other between5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toods. 7) 'This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 4 considers parallel to grain value using ANStrrPI I single grain formula. Building of 10) Provide i 4 plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4 except Ot=ib) 12) This truss is designed in accordance with the 2012 Internationali Code section 2306.1 and referenced standard 13) "Sernkrigid pitchbreaks with fixed heels" Member i fixity modeland design f VVARNloG - RSeasr tharaurMy revmeo ft "CaMorners kilnthaloolehent to F'rl Slekd Shexim d Ulm toaMamifa<lwlef Fhodssrs" ixasm V eoy dee an pattmeres and read notes he Chet r,uw F)esgn 01 4-4ITOnt an: the F. O Reform„ ne Sired (rev 11.14t beEt+a`e u�.w.Voless nYtaavw:sP stated am the TOD Wily Wilk othefectol Wats shy€i be aria/ gar Me, TDD to fes uaed Asia Din% Down Evoilpc'ae (r a . SSatcslary t.r.-pureex},. th.° seat on any TDO 'etx 9v'"rfts ah a�„ceptalfee of the %Rohe siarmit thyrnftl^YY 9 PCSrtilCltxh�:tEY`( he the dell t} of he, soxite Tnewt +depatm lei the TOO twdy, were, TP; 4 ffie dt`sir a59i0YRp'iNN1< {foefee; ogre ens, suiRybfdty dntt uaC if; aines, Wetly g da y a ilkia . the Pe lteire t 4ag of Nle O efee,. Me 0yowif g authonzed ageaft ix the P1urklaetg Dere neo, ill the WfAt #t of the tRC dhe, 0',, tyre tocat bt;.{drflit Chat, Lexi I R I The* attatoons W the TOO and Carey WW uee 01 Me, Theat uldt ng ha,atit6np swage, aoveliatuel aW Ysr�liorg, shag tae Veil respelefewhty at the @txihi lg Dasgw and Cmea�;Eor. AR waifs esti ohl et the FOD feet the gx,aclacy^a ancf guideilrres of Buttlitrig compaheM Safety inglren hal jaC ih putasahO, d y r`E told $BCA ass refire khaki tos genera! gtsetanca. Tto a df wtifsa the lee, haitwi bn yrx4 dutras of the Yeast Desgner. Iwsy I i ra E'f ;,trnres arei Inas ma-fadvrec rayless otheoeht, de fined key a Col/rad agree¢l uPoll in wratt Q b'i' au Panels rrwafeed The Trails Uesiga Fnypelue a. NOT the SAAdmCt t7evphy t ne T nota Steflon Er gAea ! to ally, T.t[RdlIg Atl citpoahzed Wine we dpi 2 ioneii. TM i. pitp }„�It171lWF.fi'RINf`t11� Copyright 0:Tof4 Ploffulki-DIJ Frtgknevee, LLC 0J) frop oductton ut slut dooh e,nt. to any =crm, rs prohrbded aetbotA ea ten pef oliesdon linen fetter dkFd' O ! RM 4 2e4 11 LOADING (psf) SPACING- 2-0-0 CS1, TCLL 30.0 Plate Grip DOL 1.15 TC 038 TCDL 10.0 Lumber DOL 115 BC 0,17 BOLL 0,0 Rep Stress Incr Yes W8 0.02 SCOL 10.0 Code ISC2012rrPI2007 {Matrix -M) Us 3A DEFL. in doc) Ildeft Ltd PLATES GRIP Vert(LL) 404 3-4 >999 240 1 MT20 1911144 VerftTQ -0,09 3-4 >660 180 Horz(TL) -0.00 3 We We LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No, 2 BOT CHORD OTHERS 2x4 SPF Nyi,2 REACTIONS. (lb/size) 4-202/Mechanical, 3=2020,2-14 (min. 0-1-8) Max Herz 4=87(LC 9) Max Upfift4=-25(LC 12), 3=-35(LC 9) Max Grav 4=247(LC 2), 3=247(LC 2) 9311� Weight: 25 to FT = 0% I of end verticals Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES - 1) Wnd� ASCE 7-10; Vult-I l0rnph (3 -second gust) Vasd=$7mph; TCDL=6,Opsf BCDL=6,Opsf; h=15ft; B=45ft; L=24ft; eave=4ft: Cat, 11; Exp C� parfialty� MWFRS (directional); cantilever left and right exposed; endverfical left and right exposed: Lumber DOL -1.60 plate grip DOL=1,60 2) TCLL: ASCE 7-10: Pr --30,0 psf(roof live load: Lumber DOL=l, 15 Plate DOL=1,15)� Pg -30,0 fist (ground snow)� Pf=20.8 psf (flat roof snow, Lumber DOL -1,15 Plate DOL=1,15): Category It Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a I OO psf bottom chord live load nonconcurrent with any other live loads, 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in ali areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7) Refer to girder(s) for truss to fitans connections. 8) Beating at joint(s) 3 considers parallel to grain value using ANSIrrPI I angle to grain formula, Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at jointo;) 3. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinits) 4, 1 11) This truss is designed in accordance with the 2012 International Building Co4.... section 2306.1 and referenced standard ANSVTP1 1, 12) "Semi-rigid pitchbreaks with fixed heeW' Member end fixity mol was used in the analysis and design of this truss, AWARNNG RP,i,ta: yad .11te, C'm "es TIon Desin D"a (Wc hee 4) berhe �0 LIN�. � I" �_ e slated 011 the TDD, Only kh t ek cohneato, pates shah be us t"'Mth, M9, ed r1( h70 Ve aw' ."d the ON thl, f, h,e sear 5^ any IDD'efemteoft an, wmihanc4l of the ploteumM eternemeogmspomdeNty �W the d119. of the —gh-, Tnomtwplleld on the TOD vey, w4w IN I The desge as%,nnpWh% kl.*hg 0001hhole, S.Aabky and se 01 thh, TnKs to, aoy Svao"; �. the,mpnrhele�vty of the 0��' the ChWhh% authlnl�ed agent V the Balklmq Denagnel, In the �.*,ecxt 0 the W. the. 18C, the to�W buft,19 �;4� alld TPI I The apwmat 0 the TW and any few me of Me Tye", md'en'ng oa,,dfo�' stohtge, heaoakhe'aodt 9 Sher ty) tN lesmm , bley of the EWOdeg Dthogm, and Coneww, Ay nates "t out . the TOD WW the hplee, apd ThsSs Man,jeaenge, X ,e", her , deNuxi by a Con eaa agftd pop h, —ung by ab panwy,,%,4ved The TIM De soh Ewneef es NO3 t" yy.,WV 0e:+aqhw . Th." Sytreh Ehvnee' kh wq Wmeg At cafatatqed to We as defined to Tpt I copyrtght 0 X14 teoBwd Cei LLC, {DJ}Repoawlwh of in, dmtuxrtee, 'n any Rhm 'S p.f"thwd edhwt -met, pe—stew fmm Fh")8.00-D'J --------- 9,414-- 2-9 04 -15 -15 4-3-9 4-7-1 l to 11) 9 20 0 48 Us it Scate - 1:.2.3.5 ca 9 U4 10 LOADING (psh SPACING- 2-0-0 Csl.DEFL. 1 in fjoc) Isdefi PLATES TES GRIP 1 TOLL 30C Plate Grip DOL 1.15 TO 07, 1 Vert(LL) 0.07 2-8 >999 240 MT20 1971144 TCDL 10.0 Lumber DOL 1,15 BC 0,52 Vert(TL) 0,08 2-8 >999 180 BOLL 0C Rep stress incr NO WB 0.15 FlorziTIL) -0.00 10 n/a n,, BCDL 10,0 Code ISC2012fTP12007 (Matux-M) ------------A. Wiught49 lb FT = 0% .,__.,__- LUMBER- BRACING - TOP CHORD 2x4 SPF 2400F 2.OE TOP CHORE? Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E end verticals. WEBS 2x4 SPF No, 2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, OTHERS 2x4 SPF No.2 REACTIONS, (lbitsizet 2=677/0-4-9 (min, 0-1-8), 10=699/Mechanicat Max Harz 2=95(LC 43) Max Uplift 2--249(LC; 12), 1 0=-215(LC 12) Max Grav 2=832(LC 2), 10=783(LC 2) FORCES. (lb) -Max. ComplMax, Ton, -All forces 250 (to) or less except when shown. TOP CHORD 2-11=-6991142, 3-11=-6411150,3-4--6851176,5-9=-104/413,4-9=-104/413 WEBS 6-8=-312/124, 3-8=-282198,4-6--184/641, 2-6=-2071673 NOTES - 1) Wind: ASCE 7-10; Vuft=l l0rnph (3 -second gust) Vasd=87ndph� TCDL=6,Opsf' BCDL=6.Opsf� h=1W 8=45ft L=24ft; eave=4ft; Cat, 0; Exe C; partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right ex itsed-, Lumber DOL=1 .60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=30-0 psf (roof live load: Lumber COL=115 Plate DOL=I, 15)� Pg=30 0 psf (ground snow); Pf-20,8 psf (flat roof snow: Lumber DOL -1,15 Plate DOL=1 15)� Category [I; Exp C; Fully Exfh� Ct=l,l 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live toad of 12.0 pet or 2.00 times flat roof load of 2(Y8 pat on overhangs non -concurrent with other five loads, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10,0 psf bottorn chord live load nonconcurrent with any other live loads, 7) * This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 8) Refer to girdens) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=249, 10=21& 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPf I 11) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection devire(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 141 to up at 2-", 43 to down and 141 to up at 2-9-8, 73 lb down and 61 in up at 5-7-7, 73 lb down and 61 lb up at 5-7-7, and 194 lb down and 66 to up at 8-5-6, and 194 lb down and 66 to up at B-5-6 on bottom chord, The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASEIR) section, loads applied to the face of the truss are noted as front 32��� IMMM32= A0WARMNG,Fheasettl =My wme, the Tuselean's AlnutoMedgernethl of Plo8wW Wert delig. Mamuss W lead -des On 91muss Desaill Diawg (TDDt kaW#,*D,JReetee=h Sheettrey. the seat on ahv TOO moese"M W aih�*Phehv of Ire pastet hhxna eVeieenng fasponsileiny, kv the d"Vn At the %+i Trmaepicted in, the I DO 0,My, under tint I The do", n atwhapew" kyadint; caftthlyi.. Sitearlelly and use at the, T,nsil An .,y 8 kengm the,ftiallneitnky d ft Ovenih. the 0—es authdmedtxaint 0, 0,il isyknnq Did, R wd0aadTFh I the ,,e th "d U�hq shait rl, Tnel., in the core"M Of 1h. i C, the i8c, the tocae Widely; 'y"ihigyex of the SQtdN rheyine, notes �j laij �, a WwW e TD' D wd any Note ale, cativ Tim,etteddhei ha�cfing a 0 ,eW rontwlor AN the 700 w the re"Katces Wei DeWl EINhev truss f Ims M.-factuw, net". athenese d,,fiw by a Cowed A%fead ann"n T'e"it by on Parties "wooed The Fuss D, -,q,,, Et,,qh", w NOT ft €turkftag rinanyhe M I hm System Einhheal for any bufthg Ali -punaed hene, we ss dehiedan rth I ers Cooylght C 414 P108Keld Dlj Enipnee,.,q, LIC, rXrJt R.pwduntrle ofthts docthe'n"n any W. xs Teomewd rhoel Wow penniesex) inan P,08Wd,0,J EMINEMINGLIC C Ca44ALMC Ptt jEtiagonal Hagg Garden 12 t £ _.-_-eprf,: Prphupd. Cathra€o Sgrings,Co i 600 s Oct 3 2014 #A,. ID:9 deYtipW9 SQ'5DFtx3Ddbjtgyk1 LOAD CASE45) Standard 1) Dead + Snow (balanced): Lumber increase=1.15, Plate increase=1.95 Uniform Loads (pit) Vert: 1-2=-62,2-4=-62, 2-8=-20, 5-7=-20 Concentrated Loads (lb) Vert; 12=93(F=46, 8=46) 14=>131(F=-65, B=-65) 15=µ366(F=_183, 8=-183) AWARMNOt. F>tease thareakyhky review Bhx C:omonwes Acknowabdgeawnt tit r* oBtokf Shy lard Terms for Maouoyota.eNd t*roduc HIM Verity dolgn Parameters and mad xwoln on tthtn Trus "Jc:>+�n praw�`+tia i �L)iSk zrd the D"i ReeePemy, Sheot (rev1'1-14) b¢trre use.0+raat€s o0hervose st1w, 0. the rDn Only Wol, obertw skates shaaK t* uo W NW th.'W to be vtaixt As a Brads ( eMw Engrnesf(e x ttpe6afty E+apoeevir the seaat on avw d Dul +epresaatts are aacelatanr> rat ihtt tsefasmr,.eral erak�meartryy rrsgpr2gate§aty Spa Bhe: decgrt of ttoe sux3de F"isa demied w then Top+,lsky, t�rsder rr't t Thr tie*�5pn axtwtnrt§ons, tuadanti rmnaat+Ons. suet ah My awj test of thin TrUSS lot retry Ehi,ldtog is the res w wtrbity Of Vw o—el, the 0awne^rt, autlaphaed agent xs the E#tx,kCk to Nsyner rte 0A, oro4e.1 of the iRC, the SC, the Cost tWI*hq route erns TPI 1. t he apawtFthti eF Phr TLS? ndd arryr field rtse of Vhe Trusa, SncfYax handdwsg. sir': age. 5rata#alzan arst to -19 MAN Wthe rxsgsxrtlatkstl at the 6tt6kfi€Vg (ia4aetrswrt andC:atdtaCitaE, fit troikas s4'M pcR or the t DDasuf'the prriac s ;atx1 gr adatne, of S3wtdoig Coaopww =t Satiety Wormalm tBCSO ptsbftt*d by TM anis SRCA we .efa?.re�rt xr d foe grneraa gera3t.M TPII i Char zs the resFk°*ss+Aryoos, ar d dutres or the Sans i7r^a9rr,r. Trues cl'sw Engin+', and Truss Manufactwer, a; 4os pthety fae dbr t eed by, a G M,fu a a '"' d W'rn to oow q by av paft os ¢»vowed, flee O'ss Dovq' o Eng"Iye«r M NOT Noe au6detg ttat-gnor pr rmS SyWem Erag.m Ca¢ atny W0,rtg AN ta(xtarzed telco. are as detrned m TF'a% 9 ENGCNUMAOi.tc, i:opvL9ty tL s"Jt e WserTier k.•d)x,i Frty}ireAaneg t[ C $rSrJk C:aprrxiue taus of #es drsuunt<.rtt art tarry &oma ro p+c�bArred �. 1hawt ooft- rm rnasserrh krom P,,,9 mr#-L"aO I 8-9-12 6.9.12 ° 3x4 'r` 9 E 10 7 11 6 8x4+"`. 2x4 &i 3x4 ``= 2x4 13 2x4 ll .SPACING- ._ ---------- __,___ _LOADING LOADING(psi) 2.0-0 GSI., TOLL 30.0 Plate Grip DOL 1,15 TC 0.19 TCDL 10.0 LumberDOL 1.15 BC 0.10 BOLL 0.0 " Rep Stress Incr Yes W8 0.12 BCDL 10'0 Cade 1BC2012/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 I DEFL. in (loc) tJdell Ud PLATES GRIP Vert(LL) We nip 999 MT20 1971144 Vert(TL) nia his 999 Horz(TL) 0,00 5 nta nla Weight: 551# FT - O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 17-6-11. (to) - Max Hone 1=-i08(LC 8) Max Uplift All uplift 100 to or less at joint(s) 9,6 Max Grav All reactions 250 lb or less at foint(s) 1, 5 except 7=360(LC 19), 9-504(LC 23), 6=504(LC 24) FORCES. (lb) -Max, Comp./Max. Ten. - All farces 250 (to) or less except when shown, BS 2-9--387/111, 4-6=-387111I NOTES- 1) considered Exp C; enclosed; MWFRS (rfirecfionah� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate ♦ W 1W 0 (rooft 4 Y. * �, snow� Lumber • Y 4) Plates Y for a plus or degreeM. 5) Gable requires continuous bottom chord bearing. 6) This truss has been ned for a 10O psf bottom chord live load nonconcurrent with any other live loads, t,y t N.. t. WARP N G Plea" tdxro wgisty rev'euw the 'Costa ue's Ataknowledge.�anerd of Foosued staada!d Terms ae htaanetacturnd Fhodufat form Veaity des qa pararyeters aext rsea notes alb that Taus Desyn Drayarg i TDD/ and the Ciro Reteteace Sheaf taev. `Ct_1aj 4etare use .Unless ottieretea Mated w We 100 orny WTO t x wax.ips relays shall be re thea I DD to be vNd abs a Ta nf%Dman in gntme f v e.. Spen!afty, Erg be"L tfiAG snag f5n'% i 1 So @ ht f Th rt O oe s an a;.ae: farce o a adCS,ffiSUakl4 e sneer, les seixAt fex n S as n k p' p is ith at J the SiXE 8 i„ og Qte `tnd ai3 0, TDO Jfl: S4ndd.F I t the t}t.: r d45UtYd }p 14 kkad c.OikiYhhe rid rxan } tats a, g � w sa..+tatxfvl. assd ¢ace of uses FrsrsY, los are Buaki is ihc+ x �, se4av!'. . t ttr k Y e. d u e gwveer tlta Eiweter c asatRanted rr4 ar dve Ocrs&t sea kr. e4 i ; �` , ! t ' Y Y Syn seg ly of t a t e pear rout ne, as 4it e ., She aa.a9 Wouty ,tee TO T the ,apceav,Tp of Stca T1,7i7 ,avdd any €rek5 usa of the r�uffis. !rn`dtceferrg ltandia'sg ffiYaee'Age^, uat&atiatcor: arx3 hraorrag sha#f tkti tna aegpprnestrs7Ty 44 if+e Bua+tfvatkl wta>wyroc and taa°rirac oa. J1PF antes ffit3 out cra she, €€ip and tPse dxa,om,.es unt ytwdef aess at 8.'klao-g con ele Safety POofata£estt f8cSn le,Xshed by t'N and SOCA are nets*renmet aov yryC9tettasd geasda tu:e n>t 7 /def rtes the esputas�txd0ies and dutaes of the Traesxs Desa,°trar ratoss Ns,f). E topneer and Tnrcus M,a'aZawxs' unt b thherrxrse tlninet by a Bon#tac3 t tna-a upon to Kno g by ads caart+ee vneol ad 1txn Ttvss £ -ov, Eegnoy r is NOT the 8w1d,n9 Destghes w Trac Swaim Frnie f'W far as v iaxpr€ aoi Art napiw zed udont 1'e'N as derdes. Ft:'S 9. CopyrIWo 0 d) l4 Plofiwc-DIJ E119oree€Irxg, L E C, t'DfJk ReprordtnAlob of this docunseot m aysy /,arm. es prah0ted wdhaat written permisvori farm Pg acuod'rat i. I c -q- 12 6.9-12 3X4 '" 8 7 6 3A ti 2A It 2A !I 2x4 1i LOADING (psb SPACING- 20 CS1. TCLL X0 Plate Grip DOL , 15 I I TC 0.14 TCDL 10,0 Lumber DOL 115 BC 0,07 BCLL 0.0 Rep Stress Incr Yes WB 0,08 BCDL 10.0 Code IBC2012/TP12007 (Matrix) N DEFL. in (too) !/deft Life PLATES GRIP Vert(LL) nm n1a 999 MT20 1971144 Vert(TL) n/a n/a 999 Horz(TI-) 0.00 5 n/a rite Weight: 40 lb FT = 0% LUMBER« BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 13-6-11, (1b) - Max Herz 1=-82(LC 8) Max Uplift Ail uplift 100 lb or less atjoint(s) 8,6 Max Grav All reactions 250 lb or less atirungs) 1, 5 except 7=328(LC 23.8' =387(LC 23),6=387(LC 24) FORCES, (to) - Max, Comix/Max, Ten, - All forces 250 (to) or less except when shown, WEBS 2-8-317193,4-6-317/93 NOTES - 1) Unbalanced roof live foods have been considered for this design, -VAq4—A4Q& —114; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed " end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1,60 3) TCLL� ASCE 7 -lo; Pr=3*,0�tsf(r*sfIllfe 1*od� Latm*,iirQOL-1,15 Plate D#L-I ",psfd12trovf snow, Lumber DOL=1.15 Plate DOL=1,15); Category It, Exp C; Fully Exp.; Ct=l,l 4) Plates checked for a plus or minus 5 degree rotation ZZ its center, 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconeurrent with any other live foads. WIN" ME= almma as in I - an W"MOMMON WAReONG � fasimie PirXii ty kl%,*,. lon'CUMoree,"a AeklenAedgenevIt of NoNAd Sefrodaid renrii, fo, Perdools" forni Verrifl deskin pamereterslind nrad itans, on tha Trus Des9l, 01a,lerb, MM rt��linbo� Sh%h and O'n, DO t beV 11.14P before use.UMM. on the TOO, We haliek infirmchx Males shaft be used tor into'*Gtr DD to ti vfhd Ae a Tarins Cheogn Engmeei h e, $Peasitky E,heuov�f the Seat o» any I a) teve"'tas an of tio, protewo.4i for the cknoth, of the single I tues, dttroled on the TDO only, undle Ifir t The direst, athoonpooes, iasing wedrooirs, sonata rly am use Of taxis Taus to, sexy s"Oding's the negeimonih, Of ihif coo;l" "hi comoe"s ".thenzed vent or the 80J.'9 Desxwn, in the cortert of 'he RC, the W, the lo bievubt code aur TR t The aptel,butt cef the TDD aixt any ffted one. of the T "nis, ind"dav handtt's Storage invailinnin ned loot rang, 0,alt be, the tenohrSoAty 0 th. SuMog Dewq,eh and Crinoacke AO min set inti'm ft TDD and ft TR I deh"es the heipons.bdinins and 6Amm, of ore, 7r.ss oft—goo,'i, Toolo DeselhEng the, and T,.%&Sea ,,oftbouo,,, wNess othe-ft de"M bV a Coveted agmedpon an tang by ale ralreoebowen The russ Des to Ehipotoo m N01 the faotdnq Uitssertf re I tum SyMe kgmw —q!j- fo, sexy bond ng A. caproozea lwm afe,� defined ao TPi I EWINEWINGttc, 4-912 4-9-12 l E� 4 2X6 r 2tl4 It 2Xz M I LOADING lost) SPACING. 2-0-0 CSL DEFL. in (joc) I/deft UdPLATES GRIP TCLL 30.0 §i Plate Grip DOL 115 TC 'I Vert(LL) We We 999 MT20 1971144 TCDL "o Lumber D115 FIC 01OL 3 Vert(TL) old We 999 BCLL 00 Rep Stress Inor Yes VVB 0,05 Horz(TL) 0.00 3 rea We BOOL 10 0 Code 1BC2012ITP12007 (Matrix) —_---- Vftght 26 in FT - 0% LUMBER. BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purfins. BOT CHORD 2x4 SPF Nrr2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No -2 REACTIONS, (Ibliaze) 1=168M-6-11 (min, 0-1-8), 3=16819-6-11 (min, 0-1-8), 4=369/9-6-11 (min, 0-1-8) Max Harz 1-56(LC 8) Max Uplift 1--1 l(LC 10), 3=-1 I(LC 10) Max Gray 1=208(LC 2). 3=208(LC 2), 4=449(LC 2) FORCES, (lb) - Max. Comp,/Max. Ten, - All forces 250 (lb) or less except when shown, WEBS 2-4-287129 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wmd� ASCE 7-10; Vult-I lOmph (3 -second gust) Vasd=87mph; TCDL=6,Opsf; BCDL=6,Opsf, h=15ft; B=45ft; L=24ft� eavelllufft� Cat. 11; Exp C� enclosed� MWFRS (directional); cantilever left and right exposed I end vertical left and right exposed; Lumber DOL= 1 60 plate grip DOL=1.60 3) TCLL� ASCE 7-10; Pr=30-#,ksf (re4-W.- 4,94: Lymber DOL=1.46 P12,to D61-=1,15')�111-30.a pal (,lir*und snow); Pf--2i,8 prif (flat "t snow: Lumber DOL=1.15 Plate DOL=1 A5)" Categopy 11; Exp C; Fully Exp,� Ct=l,l 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads, WARrANG Pfeme tholehltltey Onalhe If* "'tnooh of PeoStAO StandOld TWTM f0f Manufacered looducWtol. Vellh, dftatn palatnete's 4M lead "afte he M4 T'n" D�qn teawot; JDDi and 010 Of,; Refenmon,, Sh"t t— 11..„¢t beftol 'A” U190t4 (Afth—fat WOW On the TDO, heel Wer, Whreenm P&Wetl SNOI be used W fts T DO to be, wlid Z' D. Dow" E'Veft, e e, spec Engelee'), 1hp SeW oh any IDD teph,unts ae Of the f-fewon.1 elumeenhq OfalhomdAty for the dm9n of 9m smgfe Truss de;hcled On Me. TDO oWy, under TIN t The desp mumptws, kedlv coOtrhom teetakebto .'d use TO this TWU to, t y 8.44ah; m the lospavalthfAy 0 the Ovener, thf, 0—ft eft aumed lehlet 01 lhe S.Mwtr 0,mQhff e, the .0-tex1of the RC, the t8C Joe knoll Wldotq Cale and No 1 7 h. 'Wonat W the I DD and anyWd use of the, Twss, vhtWhg harMg. stvage, 41MMaWn andblaoN, Wtag bO the ICN.—haly 01 the'8.4dalft Deigele, aw Cohlwkh Ail hoNh, MIT Ouf e, the TDD Xhi Me. rhachloa and gVelOOVS 0 &44dQ (,Mr01hh1Z SOlfet,` WO—Wl SSCSn NekShed by TPf and SBCA a, referbecod to, ge.01W guahvme I Pf I dOwm �h� lesthomtx 1, Ae,f, Dnq a e of thO lr.% Desirf, T,.aef The TrussOPS911 Enpllftl a NOT tne SuWIN De",ne1w Tlhf,%ShA0,O, f11lal!YbnAd,l-Q AHCaP4119eCtemn ale "dkfn1M,.Tr4 I Cot000hh 0' 2,014 PoAkne-00 Eegmee,eag, Lf,C hDOt ReWoduchoe of rm% dochent, . any heth a, V'hafaed Vathout VkhOl pennehho" thee P'08.W-V'j EMINEMAIGuo 2-9.12 2-9,12 r 20 w M SCMe a 1:49.2 DEFL, in (loc) Udell Ud PLATES GRIP Vert(LL) nta 2x9 EI Vert(TL) We ._O.,.,..»..,.,._A„...._,...w.,..,�.._,_,__..,__,.,_....._,. Horz(TL) 000 3 We nfa ` i BRACING - w...,.a.m....,,..,.....,..,.,_,.,._..,.. LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30,0 Plate Grip DOL 1.15 TC 0108 TCDL 10 0 Lumber DOL I 15 BC 003 &CLL 0,0 Rep Stress Iner Yes 0.02 BCOL 10 0 Code IBC2012/TP12007 — . ...... (Matrix) LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No,2 20 w M SCMe a 1:49.2 DEFL, in (loc) Udell Ud PLATES GRIP Vert(LL) nta We 999 MT20 197/144 Vert(TL) We nfa 999 Horz(TL) 000 3 We nfa Weight14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=10215-6-11 (min. 0.1-8), 3-1 0215-6-1 1 (min, 0-1-8), 4=17WS-6-19 (min. 0-t-8) Max Herz 1--30(LC 8) Max Uplift 1=•12(LC 10), 3=-12(LC 10) Max Grav I = 12 7(LC 2)„ 3=127(LC 2)t 4=211(LC 2) enclosed;NOTES 1) Unbalanced roof live loads have been considered for this design ExpCcantilever grip D6L=1,60 snowr Lumber DOL=1,15 Plate DOL=1,15); Category 11; ExpC; Fully Exp,; Ct=1,I s. 4) Plates checked for a plus or minus 5 degree rotation about Gable requires continuouschord beating. 6) This truss has been designed for a 10O psf bottom chord live load # Wif ! Y • VtcAFfNft+lC" F#east 1is=xatxthfy rwvo-ew tSut `Y�tr5fomePs Fc3crea. nr rot of r�re?Scwttf Stamwey Taims for ector w�x,ts e ante, fef ra Veftldas.�et paaarvxesex, arnY re aei aaott�;t pn th�t"€rus,+ti i3rs+g.. £ir,�wera,}tTC7Ct! and the DrJ Refeterh Sheet ifev 11 -td} before use t),ge%%of eehhae staled oe Vto TDO, wxfp M¢Ta�fa cor.n#;.cter Warte+s stkttl S� ca9+;v5 tta< ;Crew 317n to be -I'd As a rnag k7eegin Protea ('e' spec'arty t ngmee't, 4he seat o t any Td3 mprese ets a, accereanee at the p of tvuonat efoneemV respolooblky Stu th, dm9n of gee atxgfe Truss depacttd he the TOO oftty, umud Tal i rt*uetty nt afmptutxts QoaaSng co 41tons, avrtabr#:ty anal +;sa eat dhrs inns for any laukft"d os aw, mpanwtmtay 0 the Ctoh e" the 4"hewo's a'ahoozed aeof ar t?rn Bo'0;;;nee fn the oo-text [ft the ?RC that SC, the so,hg buftxag wde aW TR 7. The apgxovat of She IDD and ar f Wei use: of tttt buss. netaxlt+atj laaradtfng storage, iraszaKaem and tr,arartg. shag Eat the respontt,Way of the 81yiW19 ne Y -d Cotolacto{. AY mates srt W rn the TOO and rhe a pra lines a.i gsedf4mes of euadN Coerpawf Safety vrerorntatex,St;4t) published t y Tt d Brad SBCA are wterenced few geoe,e a g hi-ce 14 t defewra the resimstCn efs and Ghee of V* Txwsc a;ttsAyruar 'Srnrss I Nson Ra pht*er and i rues Manufaug on uotess ottheti+ e earthed by a Contaartd .breed super En wnrlvrag by atS puad," tnwotvod The T,.%%Desain E irm ", 1a N01 the Sukhrel Getsc?rzrrr zx T ass 4"}:1@rsnl E n taroar he any tReddmg M eap+ta(oed teems e t as lefolel tr M 3. r,a t�iw OINYa R4/NG are^ u=ot:YsA#h[ 2tYta fTix.+ecb&hCIDrJ t:taglnpwrarag, x.G.c (0'r e Rewadw�Taan of thn sluoowe »t, ire any kxm. is protstbcCtsd wrthoE+t w7St#,- pe"hwem !mat prhf'keite�Cad. I 414 =� 2.4 11 Sys = 4A = 56 = WO - 4x8 = 2X4 H 8X8 = a.00 h2 - 22 28 29 30 21 31 32 33 20 1934 3S 36 1 8 37 38 39 17 40 41 42 16 43 44 45 i5 46 47 48 14 34 H 5X8 08 6xa :r;5X6 Us U12 2X4 48 Sea = 6-2113 LOADING (psh SPACING- 2-0-0 TILL 30,0 Plate Grip DOL 1,15 TCDL 10.0 Lumber DOL 1,15 BCLL 0 0 Rep Stress Incl NO BCDL 10,0 Code IBC2012fTP12007 li LUMBER. TOP CHORD 2x6 SPF 210OF 1.8E *Except* 10-12:2x8 DF 195OF 1,7E BOT' CHORD 2x8 OF 1950F IYE *Except' 14-16: WO OF 195OF 1,7E, 11-13:2x4 SPF No,2 WEBS 2x4 SPF No.2 *Except* 7-16: 2x6 SPF 2100F 1.8E 30-0.8 2 CSI. DEFL, in (loc) Udell Lid PLATES GRIP TC 025 Vert(LL)429 18-20 >999 240 MT20 1971144 BC 0:28 Vert(TL) -0.5518-20 >644 180 WS 0.82 Horz(TL) 0 0 16 n/a n1a (Matti) Weight 550 lb FT = 0% -_-_._...„_._a. _.._ ..__ ......_ ----------- BRACING- BRACING - „ __.._,._ TOP CHORD TOPCHORD Structural wood sheathing directly applied or 10-0-0 on purlins, except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 1-10, 10-14. Except: 6-0-0 cc brato% 13-14 BOT CHORD Rigid calling directly applied or 6-0-0 cc bracing. REACTIONS. (lb/size) 22-1822/Mechanicai, 16=3744/0-” (min. 0-1-0), 14=1027/Mechani Max Herz 22=-74(LC 27) Max Uplift 22=-100(LC 10), 16--555(LC 10), 14=-292(LC 7) Max Grav 22=2103(LC 2),16=4332(LC 2),14=1220(LC 2) 1 FORCES. (to) - Max, Comp,/Max. Ten, - All forces 250 pb) or less except when shown, TOPCHORD 1-22=-1768/102,1-2=-55241186, 2 -3= -7364/339,3 -26= -7364/339,4 -26= -73641339 4 -5= -73641339,5 -6-5911/464,6-7=-I198/166,7-27=0/1824,8-27=011824,8-9=0/1824, 9-10-011824, 10-11-75/315 BOTCHORD 22 -28 -0/250,28-29=-01250 29-30--01250,21-30--01250,21-31-14515524, 31-32=-145/5524, 32-33=-145/5524, 20-33--14515524, 20-34--423/5911, 19-34=-42315911, 19-35=-423/5911, 35-36=-42315911, 18-36=-423/591 1, 18-37--126/1198, 37-38-12611198, 38-39=-126/1198, 17-39-12611198, 17-40=-52251403, 40-41 =-52281403, 41-42-52311403, 16-42-52341403, 16 -43-52221401,43-44=-52221401,44-45=-52231402,15-45=-52251403, 11-13=-3021133 WEBS 1 -21= -15015484,2 -21=-998/198,2-20=-160 11916,3-20=-453/136,5-20=011513, 5 -18= -914/102,6 -18=-31014908,6-17=-17161207,7-17=-551/6707,9-15-4141183, 10-15=-1741/0,7-16=-36821474,7-15=-49613562 NOTE$ 1) 2 -ply truss to be connected together with I Od (0 131 "xX') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc, W - 2 rows staggered at 0-9-0 oc Bottom chords connected as follryws� 2x8 - 2 rows staggered at 0-9-0 oc, 2xI 0 - 2 rows staggered at 0-9-0 oc, 20 - I row at 0-9-0 cc, Weds connected as follows: 2x4 - I row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 cc. connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Intimated. 3) Wind� ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mpb; TCDL=6,Opsf� BCDL=15,0psf� h=15ft; B=45ft; L=43t eave=!yft� Cat, if", Exp C; partially; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL= 1 60 plate grip DOL,=1,60 4) TCLL� ASCE 7-10: Pr=30.0 psf (roof live load: Lumber DOL=1. 15 Plate DOL= I A 5)� Pg=30,0 pat (ground snow)� Pf=20.8 Pat (flat roof snow� Lumber DOL= 115 Plate DOL=1. 15); Category it; Exp C� Fully Exp,; Ct=1. 1, Lu=50-0-0 5) This truss has been designed for greater of min roof live load of 12O Pat or 2.00 times flat roof load of 20.8 psf on overhangs non-ooncurrent with other five l#ads. drainage to prevent water pending AwAr,'NtNG,Pt,al,ethvotPVMYreulewtho,"Cmtomee$Alk��*dl;e��,'farm a ,m lent, pacametem and teed nudes on the TrussNmp Drawler fTDC awl ev Daj feernea , sh"'t ime I i-14) ee'exe me Unyas other;,ae, slaWd m the TDD, only Wek vorroylaor pules,"M be usW he Ows FDO to be aaed As a Tma Dralagn E.gover I, a Spe.e,aqy ENorele), the wat on aoy TCO represents w aefertwce of the prrAfte,00W erepneenng 'e"ra Wty to, th, desVo of the %eVle I , runs departed a,, the I Do Me, under TF4 I The dW asurnato,%, toaaeoq =Weye,% wrtab,tda y Md "s. at tre, I ems or, any Boolrng to thy, resyl�bddy of the (Aoner, Me Owner's auttonzednent or the Burehng Deajr,af, W1 the WNW of the RC. the t8C, fth, Waal tru,40)9 o0de ml"M I The apt"ovai ra the raadore% and 9tod0lat- W8.46.9 Cmpoalno Safety tntehmavor, t8cftlk perb"hed by M and SBCA are o4vourreld tv gemod qwllanmTPf I defines the respombbeell and Wfres of thy, fwss Desqaylt If." Dbogn E rgoree, ar d IW" ma,wobileo,' ueim meraose defined by a CoMad aVleed upon a, eadHN by AD pwor,Smorved The I wea Dealgel Eteame, or NOT Me BuAdeq Doorgelo a, T,mo Systlon, EMeree, dao ,-,any wfteq NO eaMated lame are as clefinad er TR I 2zY. EMINEERINGtic Cororado Stalings,Co NOTES - 7) Plates checked for a plus or ininus 5 degree rotation about its center. 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20-Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections - 11) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPi I angle to grain formula. Building designer should verify capacity of bearing surface 12) Provide mechanical connection (by others) of truss +b plate capable of withstanding 100 to uplift at jointia) 22 except (#--lb) 16=555, 14=292. 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 14) 'Semi-rigid prichbreaks vinth fixed heels' Member end fixily model was used in the analysis and design of this truss, 15) Graphical bourn representation does not depict the size or the orientation of the puffin along the top and/or bottom chord, 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loadle) 116 1b down and 27 to up at 0-8-12, 116 lb down and 27 Ili up at 2-8-12, 149115downat 4-8-12,149 to down at 6-8-12,149 1b down at 8-8-12,149 to down at 10-8-12,149 Ib down at 12-8-12,116 lb down and 27 lb up at 14-8-12, 1161b down and 27 lb up at 16-8-12, 116 to down and 27 in up at 18-8-12, 116 to down and 27 1b up at 20-8-12, 116 lb down and 27 to up at 22-8-12, 116 to down and 27 In up at 24-8-12, 116ibdownand271bupat 26-8-12,116 to down and 27 lb up at 28-8-12,65 lbdown and 56 lbupat 30-8-12,651bdownand56lbupat 32-8-12,65 ibdown and 561bupat 34-8-12,651bdownand56lbupat 36-8-12, 65 to down and,56 In up at 38-8-12, and651bdown and 561bupat 40-8-12, and 1156 Iticlown and 791bupat 42-4-4onbottom chord, The design/selection of such connection device(s) is the responsibility of others, LOAD CASE($) Standard 1) Dead + Snow (balanced): Lumber Increase=1A 5, Plate Increase=l .15 Uniform Loads (pit) Vert: 1-10=-62,10-12=-62, 14-22=-20,13-23=-20 Concentrated Loads (tm Vert: 14=-986 28=-107(F) 29=-107(F) 30=-142(F) 31--142(F) 32= 1428 33=-142(F) 34=-142(F) 35=-107(F) 36=-107(F) 37=-107(F) 38=-107(F) 39=-107(F) 40=-107(F) 41=-107(F) 42=.107(F) 43=-31(F) 44=-31(F) 45=-31(F) 46=-31(F) 47=-31(F) 48=-31(F) WARNtroG - Palele the", fee r"ehm He, 'Cuskonlv' 5 of P10Rld 841hdWd Tedrs W Ma.urslured FoedoWrom VeA7 Mde$gqU:1;.0heS AMI madnotes 0h Ths Tlu" Dettain Dutaory fTOO and the W RetereeepSh"t (fee 41.84E b0fitre, tlW UNeW WiUdvalta Skated on the TOO, mit, rhTek aemedw prates shan oe uto,4 he Me he A, a I less Desgn EsOfhee, h sr . Spe—Ky EoT—h, ale SeW on a% TDD,eivefte.nts an accepta,m at the pneesta-W lfep�ntohspohsottiv he the detNin ot the soeta, T,utoi deqrAed W the TOO ONY, kewe" I P1 I Teet detacr .".Mpthsna, Wdlv 00wavo, s.4atAty and so, of Itel Tates fln ally 8.0"to a of Me oehe" the owal"s authoreeliagent 0, the Swaim Desynex, af the tvlew lA the VsC, the kBC� teo w -W W"I'm aAe "d TPt I The appoeto Of the Too alsi my fkae late 0 the Tolel a,duchsg hahtrents v tftlxage mstafthon and bleatar 040 be the mpnWWAy a the 8 W#V D—g-, -d Coranictor AN mhet set ovt'ilf 0* TOO and l" alld SSCA ale lotelemed has 9,aw,aig.,dande TR I deMws the �espovolhlllats and ddam0f0alt IrwS Eatelan, ot,Fhis% Doelatin E`ngmwatld Tolal lehteufacftvv, .0loet oftrwete deseed by . Contrail alhead Upon as -A by 40 feelse, —oteee The losts rohop, Ergal,ft, M NOT the o,4duet Deseine, et I was Sham, EV.ew Yew any Wftog AA capdaittet hame see as defined. TR I C,,p,j,ejbl 02V4 Poa.W-00 ONheefoo, LLC, JL)IJt Repl,Awthal & this dxunlelA, to any darn m, raNebled'"Ahout v vROA molismoo fiah5 ploeuild-Enj - -- -------- ....... . ... ----------- 6-7-4 6-312 6-3-12 6,3-12 4-6-0 5-7,0 5-7-0 1-3.8 2-8-8 48 -- 3A = 2X4 p1 Wo = 3X6 = Scale = 1:7&8 SX8 SX12 --7 WO 44 Us SX6 a so in - 2 416 -_- 3X4 iE 5X8 44 Wo 4x10 17 16 is 14 13 2.4 l9 exil w= 4X6 3X6 11 LOADING last) SPACING- 2-0-0 CSL DEFL, in (los) Wait Ud PLATES GRIP TOLL 300 Plate Grip DOL 1,15 TC 089 V.rftLL) -0,43 20 >841 240 MT20 1971144 TCDL 10�O Lumber DOL 1A5 FIC &85 Vert(TL) 486 19-20 >415 180 BCLL 00 Rep Stress Incr Yes WB 0 , 92 Horz,(TL) 006 16 nVa n1a BCDL 10,0 Code IBC2012rrPI2007 (Matrix -M) Weight: 196 lb FT = 0% LUMBER- BRACING• TOP CHORD 2x4 SPF 1650E 1,5E 'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 on purlins, except 10-12:2x4 SPF No,2 end verticals, and 2-0-0 oc purfins (3-1.8 max,); 1-10. BOT CHORD 2x4 SPF No,2 *Except* BOT CHORD Rigid ceiling directly applied or 5-5-3 oc bracing. 13-16: 2x8 OF 1950F 1.7E VVEBS I Raw at midpt 16-18,9-16 WEBS 2x4 SPF No.2 REACTIONS, (lb/size) 23=968/Mechanical, 16=2562/0-5-8 (min. 0-4-15),13=88thilechanicat Max Harz 23--107(LC 6) Max Uplift23=-1 37(LC 10), 16-339(LC 10), 13=-133(LC 25) Max Grav 23=1 187(LC 25),16=3155(LC 25),13=275(LC 14) FORCES. (to) - Max, Comp./Max, Ten, - All forces 250 fib) or less except when shown. TOP CHORD 1-23-111 7/1K 1-2=-31191391, 2-3=-38501482, a-24=-385014$2,4-24=-38$0/4$2, 4-5=-38501482, 5-6=-24991338,6-7=6611184, 7-25=-28213360,8-25=-282/3360, 8-9-282/33K 9-1062/1087,11-13�305/138 BOTCHORD 21-22--22813119, 20-21=-22813119,19-20-17612499,18-19-1112/218,6-18=-14761237, 15-16=-1087/205 WEBS 1-22=-363/3132,2-22-755/187,2-20=-951763,3-20=-494/142, 5-20-17711412, 5-19=-9N/l94,6-19=-40913756,16-18=-3166/428,7-18=-222122759-15=0/604, 10-15=-1076/94,10-14-84/268,7-16--1264/196,9-16=-25461266 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wnd: ASCE 7-10� Vult-1 I Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h-1 Sft; 8=45ft; L=43ft; eave=Sft; Cat. 11, Exp C; partially; MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 3) TCLL: ASCE 7-10� Pr=30 0 pst (roof live foad� Lumber DOL -1,15 Plate DOL=1,15)� Pg=30.0 list (ground snow): Pf=20.8 psf (flat roof snow� Lumber DOL=I, 15 Plate DOL=I. 15)� Category 11; Exp C; Fully Exp,� Ct-1.1, LU -50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water pending, 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live toads 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except fit=lb) 23=137,16=339,13=133. 11) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSIITPI 1, 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss dAtfAU00�%*rgrepresentation does not depict the size or the orientation of the purfin along the top and/or bottom chord, WARNING FePase thwoohly neatya, sowe'd r"'Aa h', M .. l'or"t'd faod,,ow fe,' V"'e, desqpeearnefina anal AtadnX m 0% 1 nm Deagn D",V JDQ 1we vs U and Ole DIJ Rei��Iencn $lyeat I,,o 11 14) DD, anty KTO �aadm ped � shaR be used to, Aes T06W be a,91d As a Ttuns Dnqn Engmnet ;V e Specialty Erclmawf qseat 00 any TDO mpeeents an acyenjole of the PQrcoeanai by the dl,,Qn of the SMVW Isu%% dopled on the TDD m4y, tw4e, TPf I 0,e desW ass.mpWns, &oatteg noemions, wtabMy andvae of V" T1,a Ro a,,y 8.4daV * lhe of Me OYAWI', the 0-101a Whxvedapnt W M. 8v0d.9 D .0 1 The gw, In thc ml�xf of the RC, 11ne, t8r, In, i0cal Wid,ng oady and I'M aoea0w.% 01 01t, TOO and any WAI nw 0 the Twas, mmxrg haaltarx, Mwace avela8abo� and bAc.;i, snau no lAemoaxwlxrty 0 Ira suolv f])eaQn0r and convacto, An notos� put "w f6b " fne pwacoa and pdeyms 0 BUIkrr,g C:Ompnenl Safely 4ftnucan (8c$4 pushed by TM and SKA am Wemnaad to, gem,af 9,ndanm TM f defmn the I.%ponaaVbtws aW dubes of the r stray D.Sqm l'usa W any buAd" A0 cap"wwl relms e m delayed m P F4 I COPYIght 0 2714 Pf0a&Ac,DJ Ernrnvernaf, U C, (r Q) Repodwvn of fte don gnen: , ., any NUM, IS WOMWed IvAhMA mn 0e, ;anAA%,A,u1 Flo. FA.SUIWDIJ m WARNING Mew rh raas Plty €eviewv the "Cusmmees Amowiadgrtmere of F�'+tl..m80d Sta Ward Terms fur maeutaeium l Eaadu w' to.. Vnettr drft' s p�nar"e"'rs max€ load nw on the Tsasr, i3es p Etta," d IDE 1 i and the NO Refeaence Sheri tsea 11,M b0ow use umesa oltrewse stated on the rM, WR M3 E ek comae Rcw Dates Yet,h be: aweii for D.,, L?Ct to lnz v TIC AS a t ams Dvs4 n Enomeer toe speeway ENirreaq the mat on any IOD resxoa—h¢ en ac Ptamc'o at the yxofessmat ehglmomg tespoesdahly+ tA, the desvo of the srfrgw T -1S:6 aa.{,ll.A ora the YEA) QMIV, uMer FPt I The desy�r, aasur¢sq.%wans, kimding erratTst�orzs. suatabrt,ty arer3 use of this Tw%, to, any B -Ad rrg is aRe respw5r duty of the L1muv�axm the eft aANtnzed aDDVA oa me 6 uT.eeaap oes«yreea ur are coretnxl of Ow IRC,the t8c, the tocat bwAJf <osde ;arxt T Ol 1 The l "ewat of thr TOO and ang trekY uae aC ti+e T€a:m5.. sndcxYa�wz ha han,. stor«zge. rnatalVatrun rind hra�ng,. sraK be the ras4x. rIsrb0hy ni tge S¢;.i c mq DOSVIAn.anp C -trader AD nota;. set AD osa t1h. TDD WIN 611, wwhces aw 9rr!.de4 rae5 at Su+souaST G.:aan€ aneaa S,xtety InA,aet7af ere t£4.Stk Peaedrahsct by TF'f a,W SBCA. are rhtsteeac :,i too c}cam ra4 gurodanue. TFA t aSetoeaes the nesporrsthNrha v ara! slcgioe of fhs T us Lk-gncr. T totes 1.7rsngn Err me, a'd Trma manafadwer unfoes pt+aeeemrae d rigid by a Conteact agrcud aArun to WATT by 10 Tins mwNed. The T neam., Deesapaa Engmm r~% NOT the fiuftnq Desst)+�re;r ct Truss Systawn C rayt,ew g far any be 0dl by Alt cagxtaMM tN-%a*e as dethe d it TM t. I ��y�r.�w+w. �)�py� IN,rN^ mx GiPl4lflTGiTlSft'T4F u,l,%, Cayapryght 0 2014 F'caf.Aurtd,tlr,1 kaapineanrrrg LLC, (°JrJ� ReF"rGdGu3Sgn+°at Vas tlocasn*ent re arry Yorr» vet TScu6nihtHaad satttvaut vmTien C+esrnrtSm fictm kxrU"�urkt{ka. 4X6 .......... .. ..... __,_jA�2-AA 6A14 6 7-1A 4,100 24-0 2-34 6_14 64-8 2-0-8 8,00 RT 5x6 7" 2.4 H 6X6 :r 14"e" 3X4 34 3A :::„=3x354.x817 13 12 11 4X4 H 4x,6 08 2X4 ll 2X4 0 2X6 SX12 3X4 iE 3A 3X4 3X4 T 711.1 4-104 '2-3-0 2-2-8 &1,0 6-4-8 LOADING (Psf) # SPACING- 2;0 CSI' BEFL, in (lot) toad Ud PLATES GRIP �;O TCLL 30,0 Plate Grip DOL 5 TC 0,63 Vert(LL) -0. 11 19-21 >999 240 MT20 1971144 TCDL 10,0 Lumber DOL 1.15 O�60 Vert(TL) -0,23 19-21 >999 1 80 BCLL 0 , o Rep Stress Iner Ye fr6l � Horz(TL) O 05 16 n/a his BCOL 10.0 Code IBC20121rPI2007 Weight 271 to FT = 0% ------------- -'- -------- --- ---- LUMBER- BRACING- TOP CHORD 2X4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 2x4 SPF No. 2 end verticals, and 2-0-0 oc purlins (4-10-3 inax.): 3-5. WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: I Row at midpt 6-16 WEBS 1 Row at midpt 2-21, 3-19,4-1% 5,15 JOINTS 1 Brace at A(s): IS REACTIONS. (Ibisize) 23=1217/Mechanical, 16=173110-5-8 (min. 0-3-9), 11=672/Mechanical Max Harz 23=291(LC 9) Max Uplift 23= 164(LC 10), 16=-249(1_C 10), 11 =-I 39(LC 10) Max Grav 23=1601(LC 20),16=2278(LC 21), 1 1=865(LC 25) FORCES(1b) - Max, Camp./Max. Ten, - All forces 250 (to) or less except when shown, TOPCHORD 1-2=- 17981235, 2-3=- 15581304, 3- 24=- 10541288, 4-24=- 1054/288, 4-5=-1 0541288, 5-6=-4871230,8-9=-517/113,1-23=-1539/M, 9-11--8141171 BOTCHORD 22-23=-2511309, 22-25=-4611531, 21-25=-46/1531, 20-2 1 =011 211, 20-26=0/1 211, 19 -26=0/1211,19-27=-73t367,18-27=-73/367 18-28-01547,15-28=01547, 14-15=-117/299,14-16--21421321,6-14-1890/177,12-13=-425/59 WEBS 2-21=-4451171, 3-21=-431570, 3-19�279142,4-19=-663/'186,5-19-13811275, 12-14=0/683 8-14-4221172,1-22=-5111293, 9-12=V340, 5-15=-1 143/86, 6-15=-1511458 NOTES - 1) Unbalanced roof live toads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph: TCOL-6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=43ft; eave=5ft; Cat, III Exp C; partially; MlAfRS oftrecirtnxrh� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1,60 3) TCLL: ASCE 7-10; Pr --,30.0 psf (roof live toad: Lumber DOL=I 15 Plate DOL=1,15); Pg=30,0 list (ground snowf� Pf=20,8 fisfiftat roof snow: Lumber DOL=1,15 Plate DOL=1,15); Category 11; Exp C� Fully Exp.; Ct-1,1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20.8 par on overhangs non -concurrent with of live loads, 5) Provide adequate drainage to prevent water bonding. 6) Plates checked for a plus of minus 5 degree rotation about its center, 7) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20,Opsf on the briftern chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I(r0psf, 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at lamps) except 01=lb) 23=164,16-249,11=139. 11) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSfrTPI 1, 12) "Semi-rigid ptchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, dXtrgoo6i��%*rprepresentafion does not depict the sizze or the orientation of the purlin along the top and/or bottom chord, WARNMG, Rea*w k1twouithiy reve- the "Cuytonvys of PmSoM Standad Te,ws for Manufactured P,.dwks" tone and the DO Refioeme Sh"I (ry, 21-14) before use Urgen atheoose srgedon the TOD, miy MiTek minedw pWtes shaft be used by, Ogy TOO mtv v410 As a T,ms DesV,Eqpmer :,,e SpK.%NV �,nypheeq the sea! W.ts Nusdetydedare, rhe TOO ott4y, undty TS i %.Arihiily and w. of V#% Trun to, -y 8.4ohng s, the xesporstodev of ft Cgynef. tits agent or the keykeng Designer she #i34;:.. The awote.fthe fn,%% Agnotes,%MW,nthe TDO and the P -Mesa Q Aho"I BU012 compment Safety fnitemho" M (srgf� prkoshed by TM aSSCA are rewenced tot venef.r quidgiAm De,�W, Frryersrer hd I ml My, wer, tevess othe',,% r, defi,,ed by a Cootted agreed erpw ., ethfgq by aV panom nywved The, Tnm; Desgn Ergo", as NO F the UvWo Desbine, to Tn,sit System ENtrtpe, _EZY io, &0, bftnq A0 cap"ived keftne am 3. der W ro I M I EMINEMMuc to any febe,,spygvbAM w9hweyaten perms"rr rm Ptoowid Dd WARPONG Ftled4W thtxoYrc,}ixig raa ew tt'Cuatotvrenn Acf n0v Wdgemess4 of Rra:S.U. Standard i firms taro, ,Manard dwed rratlurfn' form Verify dbrs�i�n Parameters, and read totes - this 7nsss 0 niign Drtrvsrx,� {SMf deed €hC aFvC it@dCfd!!NiE 5iieet (fNV.. f i.tA} C.'rs'YofYa itSC SkntCs6 OtFiP.tWY%k St'xot d otk Skiff TctYi, tlR1p Ndei Qk 1?;4R1Yl P+.2ot dt*aa Nd3$ti Ybe kP>sKt fors tarn i[)C 26 CNT Valid ,+G@ tk i`P4fS'S% st and iti ' (0 E S}rec4aNy i.F rfteBY}. the scat oer any TOO redseceo% an =xfpfamce at ttm* frof,,swonas enSJstaaennq revPaRstbr6t4y Cru the tdeno of the a+vyTie i ruse dirpvlod on Cha TOO orgy. Soder TPII 1. The desay, assum le,irs, eoactierap aun+3atawas.. Uif6my ano arae sat this Truss for any E4arnJu:q is thea a spex>w+4xr y of the i 3xnec. the Gttasrr auttxnnxed agmnt'sr the �Stsrkdmc,7 &lmafgarour. rrt Ehs rnrtsxf ri ttte tCB.. ips FYY;, toe Eeh; v taa"dig coiled :a d 7f"^s t fee .W -al of too iEX, and any few tis^ of thv fuss, ;rnciud.r� ttasn�Orwj, ste,age., iWaNation and teaomd shat, be la, ro%pLxleytAey o the € .9duaS Desgrie, a,,d Cootradmr AN mates set One sn tiro T DD ww the Ssaa&ryc chs asrbf gus<iet rto; at E'iurtd C om�rranenC Safety4ntxzrrnattort {E3i.:SVi pubintthd t±y 76'P .a; ti 5'.3t',A are re#eters,' ti @or {ier2er,3 ,au#ias5aa. 7Fi 1 dd*ftr»:s tht> reaPote^aahiktN:s asxi autkss of the, ,f n t;fassu„gg; Trcn.,.a [1,5x,, @ r+tdrnetar arni T ea,sss rdanufxacta�eer uRlt^a.5 ofEfNM✓r9e datAneA fsY a t":ontaut:# a$arewa utsara iv3 arsfisAg 6y aN puxrtras amsMvecC t`he 7 es,e„.s C}eaager P:rtt3 av sr is NCr d the t3¢siEdirq^t rt.esadsinr rJ+ P rasa Eaystcnr E`srS rai„sr f€m my f-kloiig. AN cab tved tnerens are as aefow d u, TPI 1. eu ENGIN&WNGuc foPYw$t't 0 2014 Pc;>tiuik4 t.At,l Errdina¢rnattt, CLG. (Cul). 'ru&tnMuCkrtlrt of this doosunert3, ;n tarry form IS taaohshP?we',I xautAxoui wrhfen S"u"tmsusiora Paaun PaoE'u"niehClrJ. _.6-4.8 _..'Z 8 :7.f � �..._�c �z.�0 s,. � s-a�- Ea spa �d ar^3s sX6 .: 8 as f, Y, 5x6 ::: 7143 3 _ 344597 ..msr4 5 4XID v 48ti44 n, l9 66 7 _ -76 6 Sx1a 49.60 + 31 9 5 7 5x8'` {{ 26 3 4 7 3x8 0 2 _ g r sz 72 3 1r Bo r tt 64i•�P-5J '" 4Q :i � 9 5 � 1 9 I 85 •14 ';rr 7 4x6 5'F5 4 I I 3 1 5 5. 96.94 1?3te s 2 21 34 6 F9 0 7 95 w 2 10 i 23 22. 96 21 20 99 19 100 16 15 54 3x4 =,:: Us:. 3x4 =5x6 4x8 ='=. 17 13 12 ti 4x4 II 4x6-= 4x$ :-- 3xti) =2x6 w.;. 5x02 3.4 it 9x4 f 3x4 3! 3x4 It itTd2 .Q__...a...._41110 a � .a f 611-0{ „a 6 Plate Offsets (X,Y)-• 11:Edge,0-1-12], [2:0.5-0.0-3-0], 13.0-3-12.0-2-0}, [5:0-3-12,0-2-0], 16:0-3-4.0-2-01, j7.0-3-8,0-3.4],19'0-3-0,9-1-8), [14:0- -0,0.2-8),118:0-2-0.0-0-0], 120:0.3-O LOADING (pst) SPACING- 2-0-0 CS). DEFL. in (too) Vdef9 Ud TOLL 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.11 19-21 >999 240 TCDL 10.0 Lumber DOL 9.15 BC 0.60 i VerhTL) -0.23 19-21 >999 180 BCLL 0.0 ' Rep Stress tncr Yes WB 0.61 Horz(TL) 0.05 16 Tire old BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 SPF No,2 BOT CHORD 2x4 SPF N0.2 `BS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BOT CHORD BS JOINTS REACTIONS. (Iblsize) 23-1217/Mechanical, 16=1731/0-5-8 (min. 0'3'9), 11=6721Mechanical Max Hera 2 =291{LC 9) Max Uplift 23=-164(LC 10), 16=-249(LC 10), 11=-139(LC 10) Max Grav 23=101(LC 0), 16=2278(LC 21), 11=865(LC 25) FORCES, (to) - Max CompJMax, Ten. - Aft forces 250 db) or less except when shown, t "-4871230,8-9--517/113,1-23=-15391199, 9-11=-814/171 BOT CHORD 22-23=-251/309,2298=46/1531, 21-98=-46/1531, 20-21=011211,20-99=0/1211, WEBS 2-21=-4451171, r 12 -14=0/683 B-14=-4221172,1-22=-5111293,9-12=01340,5-15--1143186, Weight: W9 to FT = 0% Structural wood sheathing directly applied or 2-2-0 oc puffins, ex end verficals, and Rigid R R 1 Row at midpt 6-16 R NOTES - 1) w(3 -second gust) Vasd=$7mph; TCDL=6.Opsf; . Exp C: partially; MWFRS (directional); cantilever left and right .« posed; Lumber , 3) Truss designed for wind loads in the plane of the truss only, For studs exposed Gable R Details as applicable,qualified building designer as per ANSI/TPt 1. 4) TCLL, ASCE R •. . ♦. ird (flat roof Categorysnow: Lumber DOL=1,15 Plate DOL=1,15); i/ other5) This truss has been designed for greater of min roof live toad of 12.0 pat or 2,00 times flat roof load of 20,8 psf on overhangs non -concurrent with 6) Provide adequate drainage to prevent water pending, 7) All plates are 2x4 MT20 unless otherwise R checked8) Plates for a plus or minus 5 degree rotation about 9) Gable studs spaced at 1-4-0 oc, 10) This truss has been designedbottom R R live load nonconcurrent with any other live loads, ♦ i } fit between the bottom chord and 1 4 R R,, (2) for truss to truss connections, WA{SdiN • Please zho*o 0ty Stande'd Toms tx manv%cegeo £"rodents` to", Verify desgge paEama.ters awl feed ¢roars on thea Truss C7araa411 Cara -V yPCTz.7! and the 00 ReFwreftna Sheet {,ev 1-14} Wm uw Untess mhe,;Ase stated on One Turf We MSrt ek >;ofeem Pietas shad be used re No TOO ke be vW d As a Truss Demote E r vnew 0 e, Spoctaty Engmeeo the, seal o ! any IDD D repsawns an acoeptanoe of the: potesmorraai esxyes*aersrag respuzkaaSutaty kX the deargn of Etre s+.agtr Tcuss dartcted on Me TDD o eey, axlxko Tr! 9. The desere aseumpWns toadrof r'a Mws wtatAty and we of Pats Truas fat any Su rdrag rs Bhe reaspax+wbriftY 06,e C}aame,. the omeeers arsiharrzed ageeat or the Owidng ees%ea an kkte cordeA of the fRC the WC, the focaf Wid ng Code arni TPK 1. Sha atxwwat at She TDO atw nary fww uao ad the t wee, mdtx waw haatdbiaxir a4G,Yage, !nstatE;rrkt>n atn'J iar:atarvg shat t the tce g ems ttittty sR42he d3uakiirary L'1e�argtrer atx5 t,aatrau^Eoe..?a nCfE^s r+qP oad �n Stas 7C3Ek attc! rtes ptaclu,.m mxi guneeex ±s of 8.4dmg C,antppnent Safety tntrar nawo §&Csf t puumhed by TH atel SCA are te5eeerrned fw sierra.;af gunlance, . TPP defines the r.%p,vrrtsat>vGKhss anei dtrtaes of the Cruss. Desigor„t. Teas;, f tieogn E:. ap- P a by 1 CU., ManutaC:.w' ut "s ov,eN t+.e de.'d it a t.00t'aaa n gleed upon m',ifteg by at p'aiEtH'S SYN6iNl:d. The rwos 4fG*wg,, Eng neot m N01 the: iit4hEtYnq krx) nP( eeY a, T, s:'ay'mtem E of ar ,e, any he Ieerq AU eapatahzed !eros we as deMed m TPI 2 ]:Zy- In, IN NOt.:.c C4[t}'YbgiSf s"ti54 PiiNdV#txt E:(.i EfSg1fYCCFPlk EE l iisf,r; E{9`PR•i kN:KO?n of h't'.5 t9di'6flleM, to a -Y Rn..'s j.NGh txtC"d WftEieUV hRlfCekt jTp;YYl41S'"�4CFfC fCtlX1Y p("eRANfi{-t'sIX.i. Im 7—s- -st.Ttt 32014 Wek It? 1deYHpW9JQ?5t?Rx3Ddb0gykIk5 13) Provide mechanicat connection (by others) of truss to bearing pate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 23-164, 16=249, 11=939. 14) This truss is designed in accordance with the 2412 International Balding Code section 2306.1 and referenced standard ANSI/TPI 9. 15) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. WARNN Faea e Uec otoNy mviecw the 'Y' stomea:'s ACYvtuW .meet of P,o8u k9 S"tandtad Team leu Manufacanre t Nod,,cts"farm VtooN dcsgar eeararnetem and read notes on the Puss ties p XTas ng {T'M) arMi the S7rS R to maws St*eeE vev ! t -t nt before use Udem other Al stated an the TOO only M Tek =,o0cdar plate. shap4 be used fear this To to L vaab, As a Trans Desa„tin Fngineor ft e Spenaay Gngrnewr), the seat on any TOO mprewnts an ;r.urF'�rra.e ra( thn, pratcssrcarrai errgsr�enrmp rsst+ort"�oivtray tsu the cfa,»;gn of fhe urc�tt 'i'russ ei+?P�ctetd ron ilii:. TCH? or+ia wrier lPt t ThedoiWasitnetopm taadarq conta*t�ns, suhat Wq and use ,b thts /rust, for arty Budd,og3 to ttte* resoon,otxtfy of the 0&ner, the Dwner's atAhe<ued atteaat nt am, 0uc&datq t"esagner e? thx: coaaext nt the er?+'. the a8C. the t.0,W bwtdirp rrade ara3 TPf i. b'he 0WnaaE of the TDD and `Any Aetd Uw of itte /runs, fm1noern handling, atwtee. enAaHaVon and braanq. 5hat t be ft eespnesvhMy at the &fadt�duq Desgoer and e onttai ox All e Aes saet fa tt, eta the TOO and the k pe'aetwesx and gu.Sslines of Buhceng t%rxnM-rd Satety v Awn au¢aa (BC.:Sey putAshed by I N ," SBCA .ace mfee ced fur yenene qurdarn.. TPI t cfahrhr.a She raasp4ans.Sntrtas aril dsatiw. of they 7ra+ss t3esigner i rune. d"Desq,,, Entin eer and Trrr+as M.oufwlwe , uniesc .ele.v e defined #>r a f..cntracd agreed upw st w^a.,g zt apt pa taes mo&veeJ.. F9ae 7 rxesrc f3esugn E: req neer B h4CtT Ehe Neaixrg t5asigrecr ar 'I cuss Spstr„m t".xg3meer to, any Lunt g All aae>iohz ed €erms.—is dwf rtw In IPI R &WIn W I% CGf' C:opyrtt,}txt dY 7U iA PreaBuRkt-iir.t E'nGtsteesarxd, o�c. ttxrip. Ratisa~sxtctkaer oP tt+rs doratn±PnP ea anp farm e, ptrkrotks%eel swthoeat Ytsn j'utr*nx5Sa4at tsorre F"tpk3¢afd-C7rs. LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No -2 WEBS REACTIONS, (Ib/size) 25=1 132/Mechanical, 12=48S1Mechanical, 15-2000/0-5-8 (min, 0-4-1) Max Herz 25=294(LC 9) Max Uplift 25=,143(LC 10), 12=100(LC 10), 15=-310(LC 10) Max Gray 25=1491(LC 20),12=676(LC 25), 15=2586(LC 21) FORCE& flat -Max, Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1847t2l5,2-3-1482/265,3-26=-898/240,4-26�898/240,45--8981240, 5-6-379/la4,6-7=01385,7-8=01474,8-9=01270, 9-10--300/108,1-25=-14261179, 10-12-62,51132 BOTCHORD 24-25-216/359,24-2734/156923-27=-34/1569,22-23--3411569,22-28-Otll48, 21-28=0/1 148,2G -21=-951360 20-29=-1031256,19-29=-103/256,5-19=-1327/188, 7-15=-417/176 WEBS 2-22=-5541181, 38/627, 3-21=-428/54,15-19--228/293,6-19=-54/1526, 9-16=-573/173,9-13-0/260,1-24�25/1228,6-15=-1834/0, 4-21�57611158, 5-21=-126tl241 • end verticals, and 2-0-0 OC purlins (4-11-11 max.)� 3-6, Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 no bracing: 13-14,12-11 1 Row at mirfla 5-17,7-15 1 Row at midpt 2.22,3-21,915, 4-21 2 Rows at 1/3 pts 6-15 NOTES - 1) Unbalanced roof five loads have been considered for this design, 2) Wind: ASCE 7-10; Vult-I l0mph (3 -second gust) Vasd=87mph; TCDL=6,0psf; BCDL=6Cpsf; h=15ft; 8=45ft; L=43ft; eave=51`t� Cat, fl; Exp C; partially: MWFRS hfirecfionafl� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=I 60 plate grip DOL=160 3) TCLL� ASCE 7-10 0,0 psf (roof live load: Lumber DOL=I. 15 Plate DOLr,1.15); Pg=30,0 psf (ground snow)� Pf=20,8 psf (flat roof snow: Lumber DOL=1,15 Plate DOL=I, 15)� Category it; Exp C; Fully Exp,; Ct-1.1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20.8 Pat on overhangs non -concurrent with other tive loads. 5) Provide adequate drainage to prevent water punning, 6) Plates checked for a plus or minus 5 degree rotation about its center 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 8) * This truss has been designed for a five load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - 10,Opsf 9) Refer to girderic) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb) 25=143,12=100,15=310. ddAtft6Ahsp4gtqfgned in accordance with the 2012 international Building Code section 23061 and referenced standard ANSVTPI I September 3,2015 WARNING . Neese thonntthiy ho,wn,, the "Custanter'S A-kemaledgement of P108uW' lotwetahl Tants for Manufactured Ptolucts" Rem Venty d000gn p4moteets ante read xces on this Tw%, Defog. Naethg� D� 11 141 b;i�;; TOO , lla%moc�'re.od the "W o. any TEY) an occeptahm od the P'ofeswona, .'NpA0.vwj m%pombihn, for ft dosqn of the Sov,41e Trow dhpKhed on the I DD onty, w4ef TPf I The desf9i 3oatkqq mndtom, lu'rflNoty and use of thew I Ans to, any &A,ong m the respoholblMy of the (owhel, the 0 's aurmfenel agent of th, s"WhI Deupec . the, contefl of the IRC the *C the boat reAdnet code and TR I The aw.W of on, TDD and any 4,nd ufer of Sha Tru%, uxetektig hantUng , , otmage uzataNAW. ad brateh9, ,hall W The nmpotokbky of In. NoWN De�.qtoef and Cwflactm Al wexf,"t mA so the TUU wfa the t"a0ces � ghj'as of swhf�"g Compomo SautV Wonegm fKO4 ftshed by TR AW SSCA are recnenmd to, gehe,.t quefano, TPt I dooms the and dtAvs of ffie 1 3% Nmow Tre%s P, N,togn E4 c" ;d i'm Man CIUMI, UenSSAhehe0w, def nee by a Cohtlacl aglead UPOo - aheng hy he ot'llos in Th , o Tnun Dovp frefoene t% NOT the SuMing Ehmqn�n of T-, S"Non Eooee( fe, any Wong Att capdavved teens xe on deftne4ut Tlef I J X4 Repodmice, to hon do�oh,em' �� a.y fone, 's pro voth'AA -Aten fehn��N' I'm Poswid�D'J Copy,gM 0 V� 14 P�oRuod DO EN ew,ro LLC (L VVINEMNGux .. ...... .... . ....... slr� C Ak2A CO -0 2,3-0 2.3-0 6-1.0 64-8 2,84 8,00 5X6 3 5XI0 2x4 if 441 Us 4 5 6 4X6 Scale 1:1 t 15 1� 2 21 06 2 I '/19 4 4 8 Us 1-25 2 4 9 9 3 8 See 1210 28 2327 22 25 24 21 1? 3x4 4x4 3X6 30 is 2A 11 16 tS 14 13 12 20 1i 2x4 == 2x4 08 2X4 if 4x8 2X4 If 12x14 5X12 3X4 If 3X4 IE 3X4 ll 3A lI 301" �__AAIA_ .... ........-'r- 6 IlA 4410 64-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well LtdPLATE$ GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,63 Vert(LL) -0.13 21-22 >9W 240 1 MT20 197/144 TCDL 10,0 Lumber DOI. 1.15 BC 0,66 Vert(TL) -0,28 21.22 >999 180 BCLL 0.0 Rep Stress Iner Yes WB 0 '82 Horz(TL)-0,06 15 nta rim L------ BCDL 10.0 Code IBC2012ITP12007 (Matrix -fith - ------- Weight: 284 lb FT = 00/6 . ...... --- LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No -2 WEBS REACTIONS, (Ib/size) 25=1 132/Mechanical, 12=48S1Mechanical, 15-2000/0-5-8 (min, 0-4-1) Max Herz 25=294(LC 9) Max Uplift 25=,143(LC 10), 12=100(LC 10), 15=-310(LC 10) Max Gray 25=1491(LC 20),12=676(LC 25), 15=2586(LC 21) FORCE& flat -Max, Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1847t2l5,2-3-1482/265,3-26=-898/240,4-26�898/240,45--8981240, 5-6-379/la4,6-7=01385,7-8=01474,8-9=01270, 9-10--300/108,1-25=-14261179, 10-12-62,51132 BOTCHORD 24-25-216/359,24-2734/156923-27=-34/1569,22-23--3411569,22-28-Otll48, 21-28=0/1 148,2G -21=-951360 20-29=-1031256,19-29=-103/256,5-19=-1327/188, 7-15=-417/176 WEBS 2-22=-5541181, 38/627, 3-21=-428/54,15-19--228/293,6-19=-54/1526, 9-16=-573/173,9-13-0/260,1-24�25/1228,6-15=-1834/0, 4-21�57611158, 5-21=-126tl241 • end verticals, and 2-0-0 OC purlins (4-11-11 max.)� 3-6, Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 no bracing: 13-14,12-11 1 Row at mirfla 5-17,7-15 1 Row at midpt 2.22,3-21,915, 4-21 2 Rows at 1/3 pts 6-15 NOTES - 1) Unbalanced roof five loads have been considered for this design, 2) Wind: ASCE 7-10; Vult-I l0mph (3 -second gust) Vasd=87mph; TCDL=6,0psf; BCDL=6Cpsf; h=15ft; 8=45ft; L=43ft; eave=51`t� Cat, fl; Exp C; partially: MWFRS hfirecfionafl� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=I 60 plate grip DOL=160 3) TCLL� ASCE 7-10 0,0 psf (roof live load: Lumber DOL=I. 15 Plate DOLr,1.15); Pg=30,0 psf (ground snow)� Pf=20,8 psf (flat roof snow: Lumber DOL=1,15 Plate DOL=I, 15)� Category it; Exp C; Fully Exp,; Ct-1.1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20.8 Pat on overhangs non -concurrent with other tive loads. 5) Provide adequate drainage to prevent water punning, 6) Plates checked for a plus or minus 5 degree rotation about its center 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 8) * This truss has been designed for a five load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - 10,Opsf 9) Refer to girderic) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb) 25=143,12=100,15=310. ddAtft6Ahsp4gtqfgned in accordance with the 2012 international Building Code section 23061 and referenced standard ANSVTPI I September 3,2015 WARNING . Neese thonntthiy ho,wn,, the "Custanter'S A-kemaledgement of P108uW' lotwetahl Tants for Manufactured Ptolucts" Rem Venty d000gn p4moteets ante read xces on this Tw%, Defog. Naethg� D� 11 141 b;i�;; TOO , lla%moc�'re.od the "W o. any TEY) an occeptahm od the P'ofeswona, .'NpA0.vwj m%pombihn, for ft dosqn of the Sov,41e Trow dhpKhed on the I DD onty, w4ef TPf I The desf9i 3oatkqq mndtom, lu'rflNoty and use of thew I Ans to, any &A,ong m the respoholblMy of the (owhel, the 0 's aurmfenel agent of th, s"WhI Deupec . the, contefl of the IRC the *C the boat reAdnet code and TR I The aw.W of on, TDD and any 4,nd ufer of Sha Tru%, uxetektig hantUng , , otmage uzataNAW. ad brateh9, ,hall W The nmpotokbky of In. NoWN De�.qtoef and Cwflactm Al wexf,"t mA so the TUU wfa the t"a0ces � ghj'as of swhf�"g Compomo SautV Wonegm fKO4 ftshed by TR AW SSCA are recnenmd to, gehe,.t quefano, TPt I dooms the and dtAvs of ffie 1 3% Nmow Tre%s P, N,togn E4 c" ;d i'm Man CIUMI, UenSSAhehe0w, def nee by a Cohtlacl aglead UPOo - aheng hy he ot'llos in Th , o Tnun Dovp frefoene t% NOT the SuMing Ehmqn�n of T-, S"Non Eooee( fe, any Wong Att capdavved teens xe on deftne4ut Tlef I J X4 Repodmice, to hon do�oh,em' �� a.y fone, 's pro voth'AA -Aten fehn��N' I'm Poswid�D'J Copy,gM 0 V� 14 P�oRuod DO EN ew,ro LLC (L VVINEMNGux NOTES - 12) "Semi-rigid pitchbreaks wfth fixed heels` Member end fixity model was used in the analysis and design of this truss, W FaRNSNi✓ w taPease tAcscugte!} revues f»e'C;us4oraxwr`s Achnaa ;{gement of PruETaukk ?>larw9arrl fe,.% to; V.or fy t ngn p ar„a"Wem awl mad noes wt th,% , i¢rsro utasr�n £' ra+m<wq tTUCi aI.J eae CJrJ R,4ererste Sheet &rev. 11-14y t>e'urw srse.htndass US#eaarvnse stated en the 700,0,,€v hhTTek C0ttnedW ptata Wm f be used kx mss tDD to t e -alas. Asa Ni sd Ctewsgn rrgpneet t+ e Spacsa y crx}atea r}. the seat on arny Tm rewasents an acwcepran x of €he p0ossmat rewtt #.fty t€u the d.":t a" Of the sant;W 7 tabs demled 0" the IDD oNy, v,xier YN i The derma p ;rtwmpwas toadiN taN2tSma as %VIIWmi,ty amt use of this rlu br any Etuedwg m the rL.,poneJtNS4dy of the C., r. the C,—tir's authnsratsh "Oel hr the ituakiirwg itestgner, rn Oat CC MOA +71 Ow RC the fSC Che t ar„at Ptts+}J¢r'y"x cxuSe siM 7i?t i. The apgrovai of k a TiDL a;.d ar y tre&i vae cn the irs ws. 'edd.a3 rtp haatdset +tea, -fir+. asta#Eatieast plat ka nd t has the raw{ rrsTaisy atCtze CJox iootag S1esaine. antl cant ariaa. A u notes. serY {seri n ft, RM and the R acbm and 9sd0lws ur s#ur d.V CNar o,ent Welty krrfwnahw OaCSr } SasL`si KM by TR a+N SBCA are mfewced toe general gWwc. TM f detrates the ami Out— aft»e I wu i✓r.*e qmr I rus, � „)rwget Cr rtgMeater ancf Tresss PoSana.BasYursrr amde, s otherwase dc±trnes5 by a t:nrtfr Sea arryrecd upexr k? vnrtaxg fly att paYSees ,etvarve<1. '!;e Tams Clesrgn [ta!,tr+tces ss NOT the B acd7r+a{} t.T; srty v, ar Truss Sy we r:rguteer fpr any WW -j Att cap lAzed fems ace as d f ned vi TPi 1 J. EN1,1iVEWINCir t.t, e Coptt, gM 0 2,014 t raBWd,,IXJ E.eg eer}ng LLC. f'3rJ} Repmc docvon o[ dteis+.Tacumenb. tn any kxm as prePuwed mhaut ea fton pat 4salarr irxm PtDBWW.DrJ. [[[ 30 6-11-8 6-810 7-14 7-111 2-3-0 6Ac 64_8 2ss 8 00 r1,2" 5h6 2X4 it 5X6 Ea I. 12 11 3X4 3x6 3A 3x10 20 W 20 H 3x4 = 3X6 = LOADING (ptift, SPACING- 2-0-0 I S1, TOLL 30,0 Plate Grip DOL 1,15 TC 0.63 TCDL 100 Lumber DOL 1 1 Bc 0,42 BCLL 0 0 Rep Stress incr Yes WE 0.66 BCDL 10,0 Code iBC2012fTP12007 (Matrix M) LUMBER - TOP CHORD 2x4 SPF No,2 BUT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No2 600 3x4 3X4 30 II 3X4 11 1014 -CT MM DEFL. in (10C) Well Ud PLATES GRIP Vert(LL) 411 16-18 >999 240 MT20 197/144 Vert(TQ -0,22 15-16 >999 180 Horz(TL) 0.04 11 not old WEBS REACTIONS, (ttitsize) 20=1247/Mechanical, I 1=746/Mechamcat, 14=162605-8 (min. 0-3-4) Max Horz 20=-298(LC 8) Max Uplift20-162(.0 10), 11 =-130(LC 10), 14=-260(LC 10) Max Grav 20=1645(LC 20), 1 1=938(LC 25),14=2090(LC 21) FORCES(to) Max, CombdMax. Ten, -All forces 250 (1h) or less except when shown. TOPCHORD 1-2=.16851229,2-3=15361309,3-21=-1065/292, 4-21----1065/292,4-5-1065/292, "--568/241, 7-8-289M, 8-9=-6001102,1-20IW/198, 9-11-8861161 BOTCHORD 19-20--265/299,19-22=-48/1438,18-22-48/1438,17-18-0/1194,17-23=011194, 16-23=011194,16-24=-36/434, 24-25=-36/434,15-25=-36t434,14-15--1561272, 6-14=-17641184 WEBS 2 -19= -304/103,2 -18=-3591168,3-18m-481527,4-16=-6631186 5-16=-137/1230, 5-15=-1077180,6-15--1811341,12-14=013288-14�--460/165,1-19=-44/1267 9-12=01414 Weight: 273 lb FT = 0% end verticals, and2-0-0 oc purfins (4-10-1 maxj: 3-5. It fly �1-' br Except d ceiling directly applied or 10-0-0 no bracing, Except: 6-0-0 oc bracing: 11-12, 1 Row at mitipt 6-14 10-0-0 no bracing: 13-14 1 Row at nakipt 2-18,3-16,4-16, 5-15, 6-14 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vuft=1 10mph (3 -second g,Opsf,, BCDL=6.Opsf; h-15ft; B=45ft; L=43ft: eave=Sft; Cat, ll� Exp C; partially; MWFRS (ifirecfionah� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL,=1,60 3) TCLL� ASCE 7-10� Pr --30.0 psf (roof live load: Lumber DOL=I .15 Plate DOL=1.15); Pg -30.0 psf (ground sncvv)� Pf--20,8 psf (flat roof snovv� Lumber DOL -1 15 Plate DOL=1.15)� Category It; Exty, C� Fully Exp,; Ct=1,1, Lu=50-0-0 4) This truss has been designed for greater of min roof live toad of 12.0 par or 2 00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water pending, 6) Plates checked for a plus or minus 5 degree rotation about its center 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10,Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except On:ltn 20=162,11=130,14=260, 11) This truss is designed in accordance with the 2012 International Building Code section 2306,1 and referenced standard ANSIfTPJ 1. d,At4/breaks with fixed heels' Member end fixity model was used in the analysis and design of this truss hnnt Acsfunatedgemet of P,o8u0d Stwxrod Term to, Manufactured kod.ou" ffor, Vowylesqo pwanuaws and yead notes on thet I sum 0 Cnn Drawng ( T DO and the DO rkawense Shoff (rev 11-14) T*Two CC* Uovss othemse, otatod on the TDD onlyhr'l k coneyoftor ondes %hO be used to, thas TDO to be vatot A% a Truss L'Imsv. Engmft, 0 e", Srecrosity Engfne}, The wCCo on v,v Trff)h,tsesents an aoxreaone of the pro snout e'reaneeCt aa9 responstinddy To, Thy OeSgo of The sngle'rluss fttad On the TOO only, urnea^ TFn I ThedesqpC aur sump baits , nCywtstg condItIonn wdaytdy and 6se of E.. 'e 7nnfs Ro any 8.0drgmt the heponetAdy of the (yoew, me Oaoers am0omed agaet Io we Owshog Desjlax� In the, ao4ext of the AC, the 6f, the koCAC w.WoC9 oode Teal TFo I The ApprCoW ot lh�� TW and any fCoW �a� at the, I rufIs, nofuthog na'armo, stwage, solahshon arnl Win% shag be the responsaWAY . Too BuRnog Desyye,, and Coht,aclo, AR nOes set oot q, ft IDD Inul the plaorofal and quelaknes CA Swkyokj Cotnpxnno Saody woonaron (8c at z T000Csfeed by TPI and 59CA we eheenced W fte, whe gkodanoe I of I defimo the e&p*mo*TCs and chores of the Tfsa Desom , T so Desigh EogInear ;�o I ruSs Manufactune, untess othereost, deftnfeS of a C ooUad aWend I px� omaov by A fantenCeCoove'd I he "fuss Devqo El"141Wft, a, NOT to, Sys 0hoothe, . Truns SYSNon Engaene to, any Won ft AR Capsta8ixed tenem we ,� daMod . TR I COPY19te 0 A114 foffeikakl-DIJ Enghfthng, LLC, CDfJ! Cyep(o0u,o*n of th.locuffleM, Chaoy foon * phnnroted Cahoot —ften peononeon from Fooleuki Enj NOTES. 13) Graphical purlm representation daces not depict the size or the orientation of the purtin along the top and/or bottom chard. i dARMra . Prea: a Ctrwc':'xWy €evmne the' ^:sS"ne ar's Ackno edgwde A W Pena wid rtnndard €eoty, for Manafaciured PmducW Ftrrni Vwty de%Vn paramearm and road nates - that r'. r ors ibrego Dra vee (I DM and the 0,J Reterenot aShee (lee t 1.. tai b€foo, ash L1rq.SS Mhermse stated on the tuff way Mti ee conoedor Oates &;Noxi be used foo thfs WD to be vWd AS a Tme Mrsgo trngtrf"n f e Speetatty E.ng eert. the seat ore any TOO rerte.aer€ts ae al cs;Aamo of the przatess,anat ergmeeeing rc towi5sb dy ex the design of tha soap: 3 ¢tars: ettascIed ea the TDO oNf unxier Y Pt i. The dns i ,ast"nro4ataons kaarsrag cOhddyrns, ,o atatas ty and usa n4 that ,rust, Car ahv 8vatitntf re the re:+pora nb dy of the Ow6e,r, the QWCde"S auttwnaed agent vthe Bu0mg De�stgner an thu ktxnMotext of Ehe !RC The tSC, the tooW buttnea; code and 7'Pt 9. T'Re approyat of the Td' D ;,arid any trek! vse. ,:at the r1ars. 6n y1d,seg tktexfiN SUxage, uastattahon and beamg s 10 be tae sespaieslbilP:ty otl the eq Desadnef ars/ f ootractaar. AR hotefs tw, r esu/ 1 the Too and the grackles anti C,gu.dM➢Ite1„` o atfA1"BNSg R':o5t"bg3ptkYCit t';25c+ty ! eNornr;>p tan (e::4f# ptbCib;o-heh t?`j iPi ark/ SeCF+dYfC tClfirenGGd tot gee++Stub g'3k7AtiCe. 'tPt ? dG'PdtYt+a the YC'S¢k:VdR„Ica�G#u^.3 and rf,aw! of ha, TruvS. k)VsN.dm, truss ii C?e,Wy kv>gnse"%T artd Tr ac, Maodonh a., uni txs othr+nvese deftirred bt` a cora ,,' t ayeae6 him sa -nte gg try ay Esrt es artvofwsx7_ The €rto-as DesAgn EnOoevr * NOT Slee Blytdwe; Ctniscgseeer or T,tssa ;iynieraa Er¢gttt¢ar ks any W M]utg AfI aapWared entns a n detowd to TPt r f J N I fi, i7!!!C "t�t.G' f npysi'g7ti Bola Praeuvkl-fk3 Erag7e+uv rraa, t E.', #S3ct} Pep,odnern n of thiel dovudoaot in any Gxm, * proN bAea w1hdut remtten peon*vioar heat n^ec5Bwey d t Im . ..... . ..... ------ ___ . ......... .... . .....%Z ..._- -,_..34_x-9..__ .e__3%,_1-_AZ1 _ -,.f 6_11.8 7-1-1 71-1 6-8-0 5-2-3 3-1,12 2A Ii 5X6 n, 19 is 3x1OMT20HS 11 Us . ........... . .. — ------ 6-11-8 ----------- — _1P.ab_0_ff_s#t§.Q LOADING (ps€} SPACING- 2-0-0 TOLL 30.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 115 BCLL 0,0 Rep Stress Incr Yes BCDL 100 Code iSC2012/TP12007 LUMBER TOP CHORD 2x4 SPF NO,2 BOT CHORD 2x4 SPF No.2 VVESS 2x4 SPF Ne2 41 17 iff zz 3A -.- Us 15 1. an 13 11 12 WO == 3A 3X6 U6 = 11 10 Us = 20 li 9 x, CSL DEFL. in (too) Wed Up PLATES GRIP TC 069 Vert(LL) -0,1515-17 >999 240 MT20 1971144 BC &50 Vert(TL) -0.3015-17 >999 180 MT20HS 148/108 M 0.76 111 Horz(TL) 0,08 11 We n/a (Matrix M) VVeight: 238 to FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals, and 2-0-0 oc purlins (3-3-12 max-): 3-5, BOT CHORD Rigid calling directly applied or 10-0-0 do bracing, Except: 6-0-0 oc bracing: 11-12,10-11. VVEBS I Row at midst 2-17,4-15,5-13 REACTIONS, (lb/size) 19=1602/kilechanicat, 1 1=1869/0-5-8 Max Harz 19=-277(LC 8) Max Uplift 19=-221 (LC 10), 11 =-266(LC 10) Max Grav 19-211 O(LC 20), 11-2406(LC 2 1) FORCES, (lb) - Max. Comp,/Max. Ten, - All forces 250 (lb) or less except when shown, TOPCHORD 1-2�2210/296,2-3=-2179/391, 3-20=-18791395, 4-20�187W395,4-5=1879/395, 5-6-2019/371, 6-7= -1722/262,l -l9=-2049/257 BOTCHORD 18 -19= -241/279,18 -21--88/1862,17-21=-8811862,16-17=0/1714,16-22=0/1714, 15-22=Otl7l4,15-23-0/1524,14-23=0/1524,13-14=011524,13-24=-l6tl3l7, 12-24-16/1317 WEBS 2-18--4651125,3-17--33/423, 3-15--60/523,4-15=-652/179, 5-15=-65/695, 6 -13= -91367 6 -12=-833/139,1-18=-103/1740,7-11=-22681278,7-12-112/1697 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Who: ASCE 7-10� Vult=1 10mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf' BCDL=6.Opsf; h -15t B=45ft; L=4311; eave=5ft; Cat, It; Exp C: pafflally� MVVFRS (directional)" cantilever left and right exposed; encivedical left and right exposed; Lumber DOL -1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=30,0 psf(roof live load: Lumber DOL=1.15 Plate DOL=1.15)� Pg=30.0 psf (ground snow); Pf=2D,8 Pat (flat roof snow� Lumber DOL=1,15 Plate DOL=1.15); Category it: Exp C; Fully Exp.; CWA, LU=50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water ponding, 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10,0 psf bottom chord live lead nonconcuffent with any other live toads, 9) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - %0psf. 10) Refer to girdens) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (ft=lb) 19=221,11=266, 12) This truss is designed in accordance with the 2012, International Building Code section 2306A and referenced standard ANSVTPI 1, 13) "Semi-rigid pAchbreaks with fixed basis' Member end fixity model was used in the analysis and design of this truss. 14) Graphical purfin representation does not depict the size or the orientation of the purlin along the top anchor bottom chord, ffllym�s �. WARoRNG Ackmledtorbent of PKo8wkJ Skandwd Tenon by Manufactwed tatoducts"hem Ven p I ews aW mad n,Ato, oh this Thm Desq. Lka�ng {TOD� and the DIJ Refwemx� Sbeel tle, It- 14g beret W Unfete, Whenmeo, staW an the 100, only NrTek ononeNo, WaUm ShA be wed of this VM11�91�11. a�land As a I nss Des%n E V"W, ti a, spealafty Etepeeia) th. .at on any TOOmprewas an atceputme of the P'OhnnimM far the deaon of the seoW Tww depcted he the TDO only, uede, Tat I The Oreagrf asswnrAah,s, kta*N mufftns swak*hy ad .5 0 thof 1,rss tar any Bugdex, * hot Wmbfty of the O~ nm the Omfhs aulhoyved apot o, the 6.0mg Desynin, q, the na,yekt of yhe lRC, theIBC,, tne local b.,k*,V mle and M I The apfemw Of th, 3 Wand any fhhd nee of tow Truss. SoXa9br 'ote4ge"ah' b"a b"'OW, %ha ba 0. .%P0nbb04 . the awdtog oXegfxe and Convactv AR ootft Iti out . In. TUV and the TPJ I d 5 -s the and dbhet of the T,eby D-unt, Tnis, by a rtal'act orfmW "Poo th -AWQ by all panies,re ofyed The NOT the Buwg f5ecagrn r o, Tr,;&; fty.t;,W E"qw fol any iommq Ab cap tMezed Ser—, are as definer! in TFn I V. BVIGINEMNO LLL) C.pynghl a 24114 PmSuW Clef Er9neentV, UC, fCJt Refood.0w, of has docueent, . any nem, M r-Niated amhout nefte. hemoyeoff 4m Ell pratnow, cowado slanngs,co MM QI deYHpVV9JQ?5DRx3Ddbjigyk I k5-LSkkkRMSMFFt-fOWR3UtiwN2qPUqCpyGI 6-8-0 7-1-1 7-1-1 1 2X4 H 5X6 = M 1pm� 9xtOMT20HS if 3*6 Us 30 ..... ... . . ....... . .. >999 180 MT20HS 148/108 Horz(TL) p 0 7-' 2, LOADING (ps� SPACING- 2-0-0 CS11 TCLL 30.0 Plate Grip DOL 1,15 TC 0.69 TCDL 10.0 Lumber DOL 1111 SC 0,49 SCLL 0,0 Rep Stress Incr Yes WEI O 82 BCDL 10,0 Code IBC2012/TP12007 (Matrix M) LUMBER- TOP CHORD 2x4 SPF No,2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 REACTIONS, (lb/size) 16=1596/0-5-8 (min, 0-3-1),8=1596/Mechanical Max Herz 16=284(LC 9) Max Uplift 16=26(LC 10), 8=-27(LC 10) Max Grav 16-1956(LC 2),8=1956(LC 2) Wo �', Us = 3x4 = 3X6 :_"- H![1= DEFL, in doc) Wall Lid PLATES GRIP Vert(LL) -0,1512-14 >999 240 MT20 197/144 Vert(TL) 42912.14 >999 180 MT20HS 148/108 Horz(TL) p 0 8 n/a n1a Weight226 in FTM 0% — ---------- BRACING - TOP CHORD Structural wood sheathing directly applied at 2-2-0 oc purlins, except end verficals, and 2-0-0 oc purlins (3-3-7 max.): 3-5, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WE BS I Row at midpt 2-14,4-12,6-10 FORCES. db) -Max, Comp./Max, Ten. - Ali forces 250 db) or less except when shown. TOPCHORD 1 -2= -2041/90,2 -3=-1991/162,3-17=-1689/169,4-17=-1689/169,4-18=-1689/169, 5 -18= -1689/169,5-6--1817/163,6-7=-1648/98 1-16-1891/62,7-8=-1900159 BOTCHORD 15 -16= -255/272,15-19=1911748,14-19=1911748,13-14=0/1624,13-20=0/1624, 12-20=011624,11-12-0/1430, 10-11=011430,10-21-0/1281,921=011281 WEBS 2-15=-462173, 3, -14=01396,3-12=-241519,4-12=-6561104,5-12=-101708,6-10=-241340, 6-9-745/53, 1-15=0/1 625, 7-9-011509 NOTES - 1) Unbalanced roof live loads have been considered for this design, " I * Exp C; enclosed; MVVFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 snow: Lumber DOL=1,15 Plate DOL -1,16); Category 11; Exp C; Fully Exp.; Ct=1,1, Lu=50-0-0 4) Provide adequate drainage to prevent water ponding, 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads, rtrj ZVWr_�. fit between the bottom chord and any other members, with BCDL = 10,0psf 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16,8, 11) This truss is des ned in accordance with the 2012 International Build' Code section 2306.1 and referenced standard AN ItTPI 11 mp'lW =40WITIMM7W IVA 106 KWISHEM, 1111MI'mmomp I WARNlNG - Plefte 0,0roushly AeoeW the "Castalte,'s AavKh&fad9eaohA of Phtflulot Stlodael Tzars lot Manutachoed Pooducle'loor Veh7 eallo 31o, fcadexaolnthn'r SsDeSe"0'oMfVlT00f , , ow Use *to Tneel Canagn Eov-0, f,e, Spvaqy Entfiltflef aml the DO Reffhental Sheol (,a, 11, , 41 bd � , LJOWof o1heranat, stated an ffie TOO W�y MJ, heector oat" shaef bee foe thi, Zo . scat at any 700m;rtteeMs anvoceptahr. of the ptotessoaal for aw, defagn of the ll.%W Thad deplled on the IDD omy unde, TR I The defulat assunaxeles, knoloog ahald,00rls ood Ab4hy and hot of h"a T� to, toy suadyflt's thempantowify of the (Oahe" the olore,rs aethomm, aye't a' the B.Omq offs,glox, 0 V. ow'dext of the 04c, the ffiC' Ole to"i M'khre chat aW TR I The, .Prez of the TDD and any fieW use of an, Tates waudoli hoodaro; aroole,, lnoagelaw, am btyong, aha l be the, hnponloteky of the Ehadnq Desqse, alto Clfhtlactw. AA, loAtm oet to al the TOO .1of Ole pra^sxers alai hodn"d 111MV19 cfa� potbhShed by Tfo antf SSCA arerotereaed lot gidaM quylantol, TR I qef,neh the resplehofAfees andtimes�Iofital Tntel Deeqw. T,4,%s Des-ttill E he T" as Manfaabole, wfeas otheleose defowd by a contract o9ofed allot a, —1mg fly alt theses molwd The Tnett'Deage Fnpnae, G NOT ffit, Beolding Desnpyef 01 Truss Systm Eragno no any buMlnq A8 capdailzed othas art dfied . M I 2Q -kb,___ ___+_ _____V3,9 ..... ..... ......... . 3-9-8 6-11-8 6-&0 7-1-1 7-1-1 5-8-0 5-11-8 M 11 17 is d V 15 14 ;di 13 17 5 1 22 10 9 3.10 MT20HS 3X6 = 30 '�, Us = Wo =- 3X6 3x4 = Us == 3X6 LOADING (psh SPACING- 2-0-0 TCLL X0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1,15 BCLL 00 Rep Stress Incr Yes SCCL 10,0 Code IBC2012ITP12007 LUMBER - TOP CHORD 2x4 SPF No.2 'Except* 1-3:2x6 SPF 2100F I .8E BUT CHORD 2x4 SPF No.2 WEBS 2.x4 SPF NO,2 N 9 9 9 CSLin (lac) Well Lid PLATES GRIP TC 0.60 V,.',i.) -0,14 13-15 >999 240 MT20 1971144 BC 0,49 Vert(TL) _0.2513-15 >999 180 MT20HS 1481108 ws 0 81 Horz(TL) 0,07 9 n/a n/a (MatrixM)Weight: 240 W FT = 0% _----- __ -------- TOP CHORD Structural wood sheathing directly applied or 2.2-0 be purlins, except end verticals, and 2-0-0 oc puffins (3-3-14 max,): 4-6, BOT CHORD Rigid ceiling directly applied or 10-0-0 be bracing, Except; 6-0-0 DO bracing: 16-17. WEBS I Row at midpt 3-15,5-13,6-11 REACTION& (firlsize) 17=185110-5-8 (min, 0-3-9),9=1584/Mechaniral Max Harz 17=320(LC 9) Max Uplift 17=-1 33(LC 10), 9--25(LC 10) Max Grav 17=2287(LC 2),9-1940(LC 2) FORCES. (to) -Max. Comp./Max, Ten, -All forces 250 (lb) or less except when shown, TOPCHORD 2-3-2017197, 3-4=-19541153,4-5=-16671166,5-18-1667/166,18-19-166 66 7 513 6-19=-1667/166,6-7=-1804/161, 7-8=-1638/96,2-17-22251171, 8-9--1885/5 BOTCHORD 16 -17= -2881262 16 -20=-24/1678,15-20=-24/1678,14-15=011596,14-21=011596, 13 -21-0/1596,12-13=011416,11-12=011416,11-22=0/1272,10-22=011272 WEBS 3 -16= -440/45,4-15=01345,4-13--251523,5-13--655/102,6-13-71689,7-11-2 7-10=-737152,2-16=0/1638,8-10=011498 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Vilind� ASCE 7-10; Vuft=l I graph (3 -second gust) Vasd=$7mph; TCDL=6.Opsfl- BCDL=6.Opsf,, h=1 Sft� B=45ft� L-39ft� eave=5ft� Cat. 11; Exp C� enclosed; MWFRS (directionah,, cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLU ASCE 7-10; PD=30.0 psf froof live load: Lumber DOL=1.15 Plate DOL=1,15); Pg -X0 psf (ground snovn� Pf=,20,8 Pat (flat roof snow� Lumber DOL,=I .15 Plate DOL -1,15); Category It: Exp C; Fully Exp,; Ct=1.1, Lu -WOO 4) This truss has been designed for greater of min roof live load of 12D psf or 2,00 times flat roof load of 208 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. fit between the bottom chord and any other members, with BCOL = 10DItsf. 10) Refer to girder($) for truss to truss connections, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Ot=lb) 17=131 12) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSVTPI 1, 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. WARNING - peraw, ff'oTu'lloy reefed, The "Cusoveees Acknooledgeerent of P,o8wk! Slovotaut Tents to, Marafitotwed Products' torn Want dawun pafaMelemarld lead reNra on the I lose Dtfsrp CeavAler Q Too f 11 -fah beton use Onfess othereaso stated ort the TOD, vey We* conneoux Mates %W be unad to, voP1 As a Tmoo, Deagn EVneer f! e . Spectate Enrlfer). Ver sea! onany TuDieperfeedswaocemare ftha the dotOgn of the Sgetie Twos depMedtri tale TDD onry warto I Pt I The... depp msuodftus, zoa*n9ohockahe s fab6ty and use of Me Dun to, any Sudderg of the i7rvner, The, 0.1arrS atArocaudaveM of the 8tafdloft Decogm, M the ooflext 6f the RC, the 18C. the rural tyotclalft code and TPf I Th. arl"OYM Of the TDD and any ffefd utor of the I hm, uwWag handirng, stonc go acd bradog, shag td, the toapi,araxnry of the B.,khra; Destgne, end Ceo,aclo, AR notes cel 9 m the TOD cod for, P'acboes aw go, e:hnes of suadyet conn Dome fortnty Woreldbon (SC$0 9.4141had by TR and SSCA we, mfehchceA to, gemn,al gadarce Tfh I deforo's fee 'esphmno, -4 an Whtes Atthe Ta Desger" Trina Desgm o Epbee, aed Trusss "Ah hhheffactule, tnueser'Abb dermd try a CoMoCt aVteed uVon 0, went ng by ag fed es mv000nf The Thu, befsr9l, Erepnew .' N`0T 0W. 8.90off Desqoe, of T,ms Sysete, Eratmeer Poe any Cd, fog AR catratateed done, we a$ defined un Tor I trwhotson Cafe, FlrosuAd Drj Copy,ght 0 M f4 PfoyhoW DO ENTneenrog, UC, fDJ: Repofructono at the, Wcurrwnl� w any loor,, * beandyled ochout aame,,I IN LEC; I 7....__..,.._.. ......... ... -t%14- ---------- 3," 6.1 1 .8 6-8-0 6-1-13 1 442 4-0-2 3-1-4 4�1�6 4-4-14 5X6a. 2X4 H 314 5X6 21 20 Z4 i5 18 17 We :--, 13 12 11 3x1OMT20HS 11 3x6 3X6 = 2X4 11 2X4 11 08 3A R� LOADING (patt J SPACING. 2-0 CSI. DEFL. in (foo) Well Ltd PLATES GRIP TCLL 300 Plate Grip DOL 1.95 TC0'.59 Vert(LL) -0.25 1 15-16 7999 240 MT20 197/144 TCDL, 1&0 Lumber DOL 1,15 BC 0,66 Vert(TL) -0,54 15-16 7868 180 MT20HS 148/108 BOLL 0.0 Rep Stress Ina Yes 0,40 Horz(TL) 0,15 11 arta We BCDL 100 Code ISC2012/TP1200 7 Mat I M) in Weight268 lb FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SPF No,2 'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-3: 2x6 SPF 2100F 1,8E end verticals, and 2-0-0 oc purlins (3-5-2 max.); 4-7. BOT CHORD 2x4 SPF No -2 BOT CHORD Rigid ceiling directly applied or 10-0.0 no bracing, Except: WEBS 2x4 SPF No,2 6-0-0 oc bracing: 20-21,17-18, 1 Row at midpt 5-16 WEBS I Row at midpt 318, 4-18, 6-15, 9-12 REACTIONS. (lb/size) 21=1851/0-5-8 (min, 0-3-9),11-1584/Mechanical Max Harz 21 =320(LC 9) Max Uplift 21 =-I 33(LC 10), 11 =-25(LC 10) Max Grav 21 =2287(LC 2), 11 =1 940(LC 2) FORCE& fitu - Max, Comp,/Max. Ten. - Ali forces 250 (to) or less except when shown. TOPCHORD 2-3-1998197, 3-4=- 1928/153, 4-5--19631142, 5-6--1963/141, 6-22--16251133, 22-23=-1625/133,7-23=-1625/133,7-8=-20491141,8-9=-2174/108, 9-10=-1399186, 2-21 =-2225117 1, 10-11 =- 1899149 BOTCHORD 20-2 1 =-289/261, 20-24-2411595, 19-24=-2411595, 18-19--24/1595, 5-16-461169, 16-25=0/1860, 25-26=011860,15-26-011860,14-15=0/1732 \AEBS 3 -20= -440145,4 -18=-35318,16-18=011597,4-16=011004,6-16=01370,6-15=-714/40, 7-15=-29/824, 8 -15=-260188,12-14=011217,9-14=01977,9-12=-1529110,2-20=01163l, 10-12-011483 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wtnd� ASCE 7-10; Vail= 11 Omph (3 -second gust) Vasd-87mph� TCDL=6.Opsf, BCDL=6,Opsf,, h= 1 5ft; B=45ft; L=39ft; eave-Sft� Cat, It" Exp C� enclosed" MWFRS idirectional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip D0L=I AQ 3) TCLL: ASCE 7-10; Pr --30 0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1,15): Pg=30,0 psf (ground snow); Pf=20,8 did (flat roof snow- Lumber DOL -1,15 Plate DOL=IA5); Category 11 Exp C, Fully Exp,; Ct=I 1, Lu -50-0-0 4) This truss has been designed for greater of min roof five load �f 12,0 act or 2,00 times flat roof toad of 20,8 pat on overhangs nonconcurrent with other five loads. 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads. fit between the bottom chord and any other members, with BCDL - I O.Opsf. 10) Refer to girder(s) for truss to truss connections, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) I I except (jt=lb) 21=133, 12) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSVTPI 1, doiifj'm1o'�-6j9Wj$ptbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, AWARN(NG - FheaSe th(afiusrey 16,hem, the "CUVItriter 's Ac.knovaiogenvien of PnOwd StandaW Terms ex Mandisfared Pptfttr`W $whi Vetify dorpi p,howheh, aad read nA.% on this Truss Desgir Coerurg it DTT, Arid the W Rextentis Sheet (rev. 11, hr) befret, use k.euess wtiesmw, stated on the TOO only Wee conae.dw ptaw shalt be used to, tho, tDD to tit, affirri As a I ry s V*sq. Efrou", {k e . spectafty Fngaete,}. the %,wl on any TDD itipertemor an aawrtmer, Of her lowesswitti tirommong resgxn¢asrtxsty to, the desgo of the rersk Twss deWtod or, Vie TOD onky. Mel I of f the deown M-1,0hons, k-ttoq mrstorm, S.4atrinty arad U" of The Th -'s to, ivty sum.4 * the respo,vatody of #is owme, It's oarhers author ,r.;{ Vow or we Bwdrq 0yrsh T1 the wntmd 6f it. RC, the 41C, her local Widifig �Wir AN Tfil I The I out . u, . TnD and t, oWr rhuh of the TDD and any befd war Of the fires, riicsw 9 hafligni'v 5hWa",W`o`fxfWh4., am haang shiil he nmorsponstroty � th. BoAdrief Doing- W Coutfacto, All iart",w tor C Tot I drabittor theh,wernbftes ard dutles of the Truss pas Or In - 'd alo" of 6=2 h`chn WX =0 De"rFlIql, IdTlISM ul The T,unfTesign Ev�,efe--40T Me £'VAdnrpq Y:2eShe ee or MAW Sysinin E1,9+fee, W any beidshi A4 otipflahZed Nvion, are as delleedq, TPl uuodexruov, of thmliauavrial's, aoy oron, u, proh'teed aeftwt neAter, pfruffenu- awn PhAntddtej ffojm•�g EM Protelikf,. Colorado Springs,Co NOT • us 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chard. VVAiEA7PNG , Rife as, e mcr<aWgtRe revac'w the' "C VSVhnht S Acknowied;gement of Pvthiwht Standard 7'etins fm Maoufactsaeud Reduces fame Venfp dthogn parameters aut rend notes on thm T wt% Dfw gn Dravong 6TDDt aani the DIJ vtefemnce Sheet no, 11-14! betave use unle", othervhsve stated on the TOD catty M Tek eoModOr utas share be tnhtd b thea TOD to be vaNd Aa a Tears Dnsgio Erxgxnhth fe ar SWt atty Evrgmeeo; 16 the seat oh vany 700 h,'Veeseests an aeceptance of the prearee't,waP exxtrtrarrmg rae;peassviakty to, the des�a at the 1ue 7 ",&S dep'.Wd ort the TDD only, ummer TPI 4 She de+axyn aesurnpoons kwaa*ng candex e,s. >uxMahty ae d use h Vus Trues tax any Ldud6irttg rs the respavesmbiity at the Ltwner, e+aEthe Oeavesm. . t uuthnnzed avant cr the, @iuenimg K7rsx her m the sentext of the, RC, the WC, the fc7caV buFYdtr«g catle analTS'i t the - c arexoa t W epee TOE) and any hew use of the rams, �rmcz dev hancie ti, see've. t4the d hracrrng shao Cee tine xexperowtzuty o the 6.0dng Ct eshtner and Cooltactnr. AN nates uci out .n khe MD and the p+acUr;ea ants ghoto fines 4t ea tlat ag Co:'niN.ahoni h ahny Xn bhhaboh fSCS0 {sukstshed by Thh anti SPGR are, otfieemed for genen0 fluadanoa.. TPI S defows the rhspohsdehues Red dutlexs of Rhe Tor's C)"Goet B"atxcs daecgp't Erx,Trereer and Truss h4rh0adureo untes athwve e defined by a Ewa'aSrad age xs ugxsae M s etiaht op ak pa.txafi,;,u,^�[ven'3. The Trarss Da&gat Grew a sa NOT the A'rai3dxrea Ekecapr cr sx ireS'e 5ymtanv Efsg ee tui any WON AQ capdetzed d nom, aafe a;, teethed is T fes 7. ru t.,rs}aystght 0 2014 A*eraS'uridJ'?rJ Enganreetaaef, t..LC. ti'#rJ#. F2aprodzrcte>vv as[:hes dczccamenE stt any Oorras ea p,esnit$teci vrthzxrt wstric+n permesatsan koro- Peat}uik!-Dc.f. x am PrOW11d, Colorado f GaNe f Gable COMMON I i Gable I 12-2 J&5& . . __..t 6-1-13 4-0,2 4-0-2 3-1-4 4-1-6 4-4-14 3A if 5X10 3x4 See E �Z' 27 26 25 2423 22 20 18 17 13 12 11 30 21 96 19 600 300 3X6 = 30 LOADING (psf) SPACING- 2-0-0 TCLL 30O Plate Grip DOL IAS TCDL 10'0 Lumber DOL 1,15 BCLL 0,0 Rep Stress Iner Yes BCDL 10,0 Code IBC2012fTP12007 LUMBER - TOP CHORD 2x4 SPF No,2 *Except* 13� 2x6 SPF 210OF 1,8E BOT CHORD 2x4 SPF NO,2 WEBS 2x4 SPF No,2 OTHERS 2x4 SPF No2 K� 9 CSL DEFL, in (Ioc) Won Ltd PLATES GRIP TC 0,47 Vert(LL) -0..2015-16 >999 240 MT20 1971144 BC0 4' Vert(TL) 442 15-16 >762 180 WE 0.97Horz(TL) 0.06 11 n/a No (Matrix -M) Weight: 503 to FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied of 5-0-15 oc puffins, except end verticals, and 2-0-0 oc purims, (6-0-0 max): 4-7, BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: I Row at midpt 5-16 VVEBS I Row at millet 3-19,4-18,6-16, 6-15, 4-19 REACTIONS. All bearings 12-5-8 except Ot=fength) ll=Mechanical. (to) - Max Harz 27=320(LC 9) Max Uplift All uplift 100 Pis or' less at joints) 11, 24,19,20,23,26 except 27=-I00(LC 10) Max Grav All reactions 250 Ib or less atjoint(s) 20, 22, 23, 25, 26 except 27=591(LC 24), 11=1265(LC 25), 24=412(LC 24),19=2001(LC 2),19=1618(LC 1) FORCES, (lb) - Max. Comp.lMax, Ten, - All forces 250 (lb) or less except when shown, TOPCHORD 34-28/39Z 4-5=-602/116, 5-6=-6011114,6-94=-8471117,94-95=-8471117, 7-95=-847/117,7-8=-10901122,8-9=-I261190, 9-10=-896/76, 2-27-601/142, 10-11=-1226136 BOTCHORD 26-27=-304/236, 25-26=-3041236,24-25=-3041236, 5-16=462/69,16-97-0/784, 97-98=01784,15-98=01784,14-15=0/971 WEBS 3 -24= -312135 4 -16=011200,6-16=475/33 7-15=-19/333,8-15=-341/90,12-14=0/748, 9-14=01452,9-12--903/0,10-12-0/910,4-19=-1612tO NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=l lOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=15ft; B=4511; L=39111L eave=5ft; Cat fl� Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIyTPl 1, 4) TCLL: ASCE 7-10" Pr=30,0 Pat (roof live toad: Lumber DOL -1. 15 Plate DOL=IA 5); Pg=30,0 psf (ground snow); Pf=20.8 del (flat roof snow: Lumber DOL=1,15 Plate DOL=1.15); Category It; Exp C; Fully Exp.: Ct=1,1, Lu =50-0.0 5) This truss has been designed for greater of min roof live toad of 12,0 list or 2,00 times flat roof load of 20,8 pal on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water pending. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Plates checked for a plus or minus 5 degree rotation about its center, 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads, 11) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12) Refer to girder(s) for truss to truss connections. Continued on page 2 Fem for Stabusidwed P,odocbn'fiwon Vonly desgo Otfameters and read Meson bes Ts,m Dvtmoin Dra.nt) (TDDt a, -,d the Do Rove" sheat �'1 t-148 before use Uldess othelmAu stated 0. the TDQ angy We* confoo1v tSabts shat! be used so tho, TDO 10 taeeald As a Trees DesOn EVow {, e , Sponafty Enqe alery, ft"sell os any TDO repesents ao aCnelsmoe 0 the w0fesm"m to, the, deogn of the arqye To,%5 deputed oe !hat's OO o.),. under TPI I The devso, ;e sumptslns, loodN wmeboas. ,ealaWy and use of thts Trtote be a'y soovals 0"o 'espoassoday of the 0mus, the 0'aner's W'dhobzed age"t n' the EhufaeO DesTnel. s, Ufe: wotet of ft RC, the IBC the iocyo Wdro coy. ani 1111 1 The Og'o T. mopooesfty o toe SuodwO Des ne, � and Co to ot k1proovys of the ICS. and aev Wet mOud 9 haANV, storage, sAagabw and boctrg, shag be too , g re "t A0,gXe&se! out mtoe1bg)bndNae praoltotm, and q,,detvxes alEgOdocCom penynt Safety tnotmbon {80$Pt roftgohed by TR and SBCA are referenced tar dw.neeal cpukiana re. TPI I oefines the mytoro4aKws " dunes of the, Tfuss DefyVmr. Truss Tt e rwes DeOgn Enqu,"w s NOT the GuaJeer Dmg�';" V I'us$ Syog. E.fgpnee' ter any sankubt X1 capefleed bnns we a, defined g, IN 1 _47V. EMINEERINGUr C.py,OM 0' A')14 Pyo§oAd,Det Enyneboog UX, (En.)t Refsed-%m of too doeuse,,T, �b any loon, '% rooteoted we aaften pe"freown em P't'leew DO N0462999 I Gable I GaWe COMMON i t Gable I Colorado spongs,co NOTES - 13) Provide mechanical Connection If others) of truss to bearinj;late egable of withstandin 100 In u lift at int s 11 24,19 20, 23, 26 except 0=1b), 27=1M WWWWWW"MURN Mom, ww"I Imi" mgaaa�� AARyfififf, � flkafre tho,oug" fev*,o the "Cuslomo,d ACXnowW%*deoA of tntrBoAd Standard TV" for ManuftNuont Prodww fotor Vtthfi, deoNe gdoa elws ancl mad mAer or, Res I rues Daeqn Dra.,)g lIODT ami the DtJRehaetx,&Sheei {rev. 11 - tap 0effnetrio Ur4mothemw stated mthe TOO orey Weicomeolor playeareoW be used fm this TDDter tan vaod Asa 0 e , Spocraftyyogeodot, the oar on any I hoyesent% ae acxxtPhr.or of the pofiessontat eVwen,V,ewmbddy to, the design of lhe soore Truss ck-.Wktd on the TDD only undw TPJ t Tho tewyn aston%Wrons, ba o" oo,o, .h",.tA �y ew usaTf fled rhalas fell any S.AdrIV M the Vesprymbooy of on, ('timer, the O.Tefew1horve0 agent o, the 8.00oft Desyne, to dw moNect of She IRC, the TSC the iocaa brakery; code 1.,,,,dip, I ITho o " W,wa! of rhe TDD and any twAd ue of the Truss, Inmed"V haodefif, etwar, K"Aallau'XI alel blaorot Shall be the mpo',,mobly ., the BuAdnq fifeegm and comaelo, kw Meer yet Out M the TDO and V" p,.ath,eo, and guoielms of Bugeffing Cwepoderd Safely Way ahw {SCSO pubfthed by CR and SOCA are. referenced ro, gemal guidance I Pf A defino% the wW draw% of the Truss Dosq�fio, T'rear T , 17k. 'd _hwn— i Tfuss otheoese defined by a Contnef Th. Stuns DefQe rOpoyah m, NOT ffe Sagoodl De5gret, Two Sooked, No, a,,y b.*ug A0 captakud term, ase as defined �o TN I copy"'ght 0 1014 phscod DJ Erefrneelec, U C, QDIA Reprothtcten OfOos dw.we,M, v, ztrey Rod, er poedyteal wdhwt eteftee rwAvsWon from ProEuW IfiJ ..-_...i.__.1111.x...,_.T{sa .__ z... I,_ so�a,.t.,_,.t as�,..�. 39.5 6-1-8 5,1trID 7-15 8i.tg. 4.02 4.0-2 3-1.4 4Ae 4444 Us mr. 20 ti 5xs t2_ :. 8.00 j.. 3xA r t ej 2x4 3l 3xto 2x4 = 3.4 If 2.4 19 3x10 2x4 II 5xt2-= 6x10 :,:z 6x8 3x4 II 3x4 If 3x4 11 3x4 If 1.., ..._ �'.,,..�. � � _..,.,._.._..t � � 6-4-8 5 to 0 D 6..3.,83 80,S 3-1-4 .#,6 4 4.#«14 4 44 ta'n".7 Plate Otfse#s (K Yj j2 0 3 Q 0 4j j4,_C) 2 12 t} 2.1, j5 ii 3- 0 i,_! 2 8 t 3 rv# 2 t}y ti 15 C1 5-121;#-4.t7j1-07- 0 3 $ £} 2_ I�L,_,__ LOADING (psi SPACING- 2-0-0 GSI. � DEFL. in (loc) Wall Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 1 TC 0.33 VerbLL) -0.20 16-17 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.49 Vert(TL) •0.43 16-17 >770 180 BOLL 0,0 " Rep Stress Incr Y, WB 0.92 Horz(TL) 0.06 12 n!a n[a BCDL. 10.0 Code IBC20121TP12007 (Matrsx-M) Weight: 310 Ib FT = 0% LUMBER- BRACING - ---------- -. -- ____LgBER- TOP CHORD 2x4 SPF No.2 *Except" TOP CHORD Structural wood sheathing directly applied or 5-0.7 oc purlins, except 1-3: 2x8 OF 1950E 1.7E end verticals, and 2-0-0 oc purlins (5-10.10 max.): 5-8. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. Except:. WEBS 2x4 SPF No.2 9 Row at mdpt 4-19,6-17 OTHERS 2x6 SPF 2100E 1.8E WEBS 1 Row at miript 7-17,7-16,5-19 REACTIONS, (lb/size) 12=1026/Mechanical, 19=184910-5-8 (min. 0-3-10),24=55610-5-4 (rrsin. 0-1-8) Max Harz 24=331(LC 9) Max Uptfft 12=-145{LC 10), 19=-236(LC 10), 24=-174(LC 10) Max Grav 12=1301(LC 21), 99=2311(LC 20), 24=771 (LC 24) FORCES,« forces except 25 -26= -9561254,8 -26=-9561254,8-9---12031276,9-10=-1322/242 10-11=-9571187, 11-12--12641170 BOTCHORD ♦17-27=0/786, 27-28=01786, 16-28=Or786, 15-16=01973 WEBS 3-21-459/191,4-21=-1761662, S-17-6911233, 7-17=-485172,8-16=-711376, ♦ r5-19-1475114 - • 1) Unbalanced roof live loads have been considered for this design 0p rightExp C; partially: MWFRS (directional); cantilever left and exposed; plate grip • « « snow); Pf=20,8 psf(flat roof snow� Lumber DOL=1.15 Plate DOL=1.15); Category 11; Exp C; Fully Exp,; Ct-IA, Lu -50-0-0 4) This truss has been r ..«for greater of min roof • of M psf or 2.00 times flat roof load of ;.. psf on overhangs non -concurrent loads, 5) Provide adequate drainage to prevent water pending. « 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for « Pat bottom« live load nonconcurrent with any other 8) * This truss has been designed for a live loadof 1« fit between the bottom chord and any other members, with BCDL = I GOpsf, 9) Refer to girder(s) for truss to truss connections bearing10) Bearing at joint(s) 24 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to plate capable of withstanding 100 tat uplift at joint(s) except dAtW64rtj#isp"igned in accordance with the 2012 International Building Code section 2306A and referenced standard ANSVTPI I September 3,2015 WARNING � Foetsoe thout.9hj, iea6w the "Custunt's Aaknootedger.aent sat s" rak3utdd Stwetatn3l erms ex PManntaduna NoducW loxes Vt nty, dmx;� pa,wroAkes acrd read ¢wr r earn this Tsu56 SYaa+si9n CNawuK,d {ToDf and the 00 Reho once Sh"t hev, 11.141 teetear rase Unfaxs otherva" stated can the T n67. wiy N, F,,* cunnear x pates shah€ be wed Sot th±s 100 to ts8 ward As as rrusa NsVo Ongezaeet ase -1 1. r".rtgna+ I, the sear 0`n any Tf ) mpoesehh; an arcepea'te of the ¢xtlreffs%Ga w ergen "tut'esp nsfi?rlly tot Ctae 1 1F5b,�n f5t lh# 6rQty 1mvm, detscked on the Too only, w n", w TPI 1. The dCJA 3:SMMP+Gn5 katOng ound fion5. s.hRuhXy ruaJ usa of Sus Truss icor any auodalq m the rest oaub6hr of the Owner, fide owheat's an@l;axtr4ed agefrk oe the Bwko >g Cnosjne, us the const a of etre tRC the Set«, the ro,;.f to akf rxg wdx aarxl Tt 1 1 The: apzgtrevaP pt the TC¢C7 sod ady feudW, ofthe /Issas. lnulvdt+yf handitrsg. stesa~je. irvstaClaataa;, aawi ksacarx$. 5h'atlt Cx: 1#ce tesrxar+stivttlp o1 the F3saarnr.81 r#asksrxnr and CLmNrse@dor. Art nates ;:e1 out or the Trus anal tPxe practices and gztsU�:E"'a or F#urrding Css'tr. a�tettY 'u"3te4p lR€gttnafisn ¢if.R: SYj pvditiUE'aet# b4` T1nC raid Sftt�A.Ite t2fetetit,�;S 4C+t gt*xteiat q:src mice. T F'f r +lcYtrsas tits rCsedta3!PwHtzkc atx# dvfic;a a£ Etre't tusr. f,9eshfo or Trues i,e ngrt Er treeet orad 11. A3aaxufaad#aser. error ettrel"le. defireet by a Corerretd geed ukpon kz we,bN try as sareo-es an of=d The T=urs De.,ngre C.tByitie^nr as N01 the 869drof 0shrop., aae T,uas;dystem Engineer c« aoy b,.rklrrrg tilt parufaksed ter as ate am defined e, Trek 7. ENGIN&MNG 11,s:.. Copyrrpht 21^T4 Fa¢o8uatci C}e,N ESrrcp#aeenrrcp, t �f', (01J)FYeptek#ua^.dxrn t t llafa d a" CU,i"tGnSi, io,any darn, rs prcxhthMmTed nRthaut wn43cn ^rsxz iawro fitRzm F'rnauad tJaJ. NOTES - 13) ".Semi-rigid p(tchbreaks with Fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. i WART NG . Rome ftloo tghiy rein the "Custom ees Acknonved9anyord of FyoOaeld Standard Tettsas ko tRanufachoatt Pf0doc " foorn Vent# iesgn Parameters and road rimes on the Tru*.s De qn Offoom {TpD} aaed the DQ ftekoen e Sheet trey. 8 4.I4d befexe usx. Llnieas attNmvran stated tin lira FC}P}. only ARTeA€ ca+trraeefsu raatas :e'.a33 kr+^ armed hat tsars Ti'?i) f6 ya7r# Aa a Truss t7esagtx F nganeer f: e . sg tatty Etagtnper}, the ae,ai on any TDO represents an weespaxada of the prcoess n of e.egrnr O n -e tatsGs''es:;twL'gr to, the ale agn,a4 the suffife ThIss depxled an the TDO omy. wrier Y Pi t I he desgin a .iehong, loadq oleheho", aao-statxd€rty and uw. of ting 5 wss tar any 43uedxxq is the zysponsdhiaty of the 0 r e,,, 01., 0ey e a' autholized aggele eros the Hurus,ray "ae,,ayner nx tF� eu<aext 0 t", RC? the IBCI the tenor S,, akin; a'.W ! aed TFn t Tn. apfxovat z f the TnD and any £edit uwe of the Trus.¢, e,dunmV haodw q Bu rage. mslag0on and tra ang, atxast be tna aespwtsibckaty ta£ Pae &,*NV Deagaet..e aad C antracaor. AN nota s set out on the ttit5 and the yrax:#ces ami a7u+delrrn :c of @3,s¢kSir+g Carcxpasu:ni E aie;y srtc+smasan !£SCSn p+asxa hay} no TP! and SOCA are re;texeneed fotgeneral gw:anre:. TFn f deffnem the responsgxtaxta aril donee, of the Truss oesgtwh, VMS,, 00 �gn i. rxgthe "I 7r rv„a Manufacturer, vrxiess othe+wase de{+d by a ConitaC agreed upon of weattrap by sari grooms smr &ori T4 Truss rlesagn Enat he % NOT ftw £iu+idury Dfoogher N i rrrns System Enguxeaa' 21 too any r 4hng, .Ao eapdabtu ed ahms a+'e ae defined rax pi t. tynPendght g 2014 f+rt>8uvka-"JeJ f atgirrmereerg UC, {iTt3k rLrperr9uGPwart of sta%do~aaneink in ;any dsan so- preaisiksYed w+RYYsnat asd(ters Fa:onissisvx irwrx pro6udid-Cir,fi. i e . .......... E -LA --------- I 9s 6.1-8 5 -IG -0 8_0 6 1112 442 4-0 2 4" 2 5-3 W 4- 5-7 2 8 00 FT 5'5 =,� 4X6 = 2X4 It see =2,,4 Er 4X8 ✓ 5 6 526 8 9 4 5.6 3X6 8-1 10 3 4 6! 6- 7- 3 4.6 6X10 IT ma 10 1 27 6 28 300 = USE Scale a 1:.10;J.8 LUMBER- 22 21 20 18 14 43 12 2x4 11 300 20 3X4 14 2x4 li WO Z 2.4 If OTHERS 2x6 SPF 2100F 1,8E VVEBS U12 6X8 Max Upfiftl2=150{1-C 10), 19--218(LC 10), 24=-187(LC 10) 3X4 ti 3X4 11 3*4 Sj 3X4 If 13,74 5,10,0 ow 64,12 4-0�2 4.8-14 5,110 5-7,2 -- ---------------- -------1---- - --- LOADING (psf) SPACING- 2-0-0 CS1, DEFL. in (loc) Vdefl Up PLATES GRIP TOLL 30.0 Plate Grip DOL 115 TC 0,37 Vert( -L) -0.11 18-19 >999 240 MT20 197/144 TCDL 10,0 Lumber DOL 1.15 SO 0,27 Vert(TL) -019 18-19 4'999 180 BOLL 00 Rep Stress Incr Yes VM OLSit Horz(TL) 0,05 12 n/a ma BCD/. 10,0 Code fBC2012rrPI2007 (Matrix -M) Weight: 306 to FT = 0% LUMBER- BRACING - RACING-TOPCHORD TOP CHORD20 SPF No,2 *Except* TOP CHORD 1-3 � 2x6 SPF 2100F 1,8E BOT CHORD 20 SPE No, 2 BOT CHORD WEBS 2x4 SPF No.2 OTHERS 2x6 SPF 2100F 1,8E VVEBS REACTIONS, bb/size) 12=1051/Mechanical, 19-1759/0-5-8 (min, 0-3-8), 24=61310-5-4 (min. 0-1.8} Max Harz 24=331(LC 9) Max Upfiftl2=150{1-C 10), 19--218(LC 10), 24=-187(LC 10) Max Great 12=1 337(LC 21),19=2218(LC 20), 24=820(LC 24) FORCES, (lb) - Max, Comp./Max, Ten, - Ail forces 250 go) or less except when shown, TOPCHORD 1-2=01252, 2-3=-3131113, 3-4=-2951254, 5-6--761/249,6-7=-954/264, 7-25=-954/264, 25-26=-9541264,8-26=-954t264,8-9=-1266/344,9-10--12961267, 10-11=1087/205 11-12=-1289/180 BOTCHORD 20 -21= -272/165,4-19=4311249 6-17=-8811173,17-27=0/675,16-27=01672, 16-28=0/860,28-29=0/860,15-29=01860, 9-15=-2791131 WEBS 3-21--4681198, 4-21-169,1626, 5-19=- 1405/7, 5-17-6611216, 6-16=-421494, 7-16-302/87, 8-15--161/582, 13-1 5=0/8 11, 10- 1 3=-725/84, 11-13-361924 end verticals, and 2-0-0 oc bodies -9-1 max' ):5-8, Rigid ceiling directly applied or 6-0-0 oc bracing, Except: I Row at midpt 4-19,6-17,9-15 1 Row at midpt 5-19,7-16, 8-16 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10" Vuft=l I Omph (3 -second gust) Vasd-87mph; TCDL=6.Opsf; BCDL=6.Opsf,, net Sft� 6=45ft: L=39ft; eave-511; Cat, It: Exp C� partially; MMRS (rfirecfionoh� cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=IA0 3) TCLL� ASCE 7-10� Pr --X0 list (roof live load: Lumber DOL=I, 15 Plate DOL=1,15); Pg=30,0 pat (ground snow),- Pf=20,8 psf (flat roof snoov� Lumber DOL -1 .15 Plate DOL0,15); Category If; Exp C; Fully Exp.; Ct=IA, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20,8 pat on overhangs non -concurrent with other live toads, 5) Provide adequate drainage to prevent water pending 6) Plates checked for a plus or minus 5 degree rotation about its center' 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other five loads. 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with GCDL - I 00psf, 9) Refer to girdens) for truss to truss connections, 10) Bearing at joint(s) 24 considers parallel to grain value using ANSVTPr I angle to grain formula, Building designer should verity capacity of bearing surface, 11 l Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tb uplift at joint(s) except ot=lb) 12-150119418, 24=187, 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. dA��AVWOAV�Wtbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. AVYARNING Acknowkdyatonh of ProStood standard Te -5 to, Marottactfed PtohX19,1010, 1160- pa -tem aed lead outos on tTos Trios Dner, Chweng g1 DO ", nee DJ1 Retemme Shat hh.w 11,14f Woo, IS@ UhWss obehavrae Voted on the TM only rem ohMeehe Oeteo short he heed thr the, Wca 0. eabd A. a Tluth, Dosch Engelow h . , $Pematy Ehtpheih) the seal th, sup TEX) mprosota, ae accepothm of Ve, prareass&rtrat eVh"o1V teepoosaomy to, thedeiog. of the s.the Tn,�, depwked he Tho, TDO ohly, v.dw CN I The desan astectn9tans 4oadsrrg oxv14,oas wRatolly and use of ffe, Now hx aiy B,oldng hi the lespeombdAy '71 the Omw, the Chew,* "ho6zed ageet 0, t ' SwrAng Domytho, . the cohh,,d of the flFoC, the tSC� the IMM bQW,thi Wd6 414 1 Fe I The 'hi Looms, shaft be 0, the ShAdvhT r)4net aod CordlacM, AR -teswW out m the 100 and the apWovW of the T-00 encs any fiew use at th, Tnm, oohVJo19 WhAlq, Vaagft, MetHafto. a, praokh," and gueaeows of suddoq cope.ent sawly wtomatwo (EK'Sr) pureshed by M and SSCA we mten,.col to, gene,W thedahoe TPV ldeftoe% the aespaoobtees arcl datme, 0."a/ Ore tnam 00%cm, thm €se;terrae Er rrneel scut Tr ss ;ot The Tw%% Devp E,cnee, a NOT the Rr Mng N%qtno, bx T -S Syetea, bemm rx, a.y thakeng AR map &h teems are asleened ie To' I Coperght 0 , 2 114 P108.0 -DJ Engmehm. LLC f D 4 Rnvodhaj*. of 0m, domoneth el any rem m p,.tubded w4hout waste. potthmwah from P,.D,,,Wrej NOTES - 14j Graphical Aurin representation does not depict the size or the orientation of the purkin along the top and/or bottom chord. *.r WARN Nr - Pewa @hnreaagNy rar(ew the'rust rs acicrxax5ed{gomant d4 *e'rtxt3usid a4n449d Tema, Sex Maaafattured P ICAtw.t" Parr, Veri ft dihOjn parirref tra Ohd load sotto, on titht'7rsass £3esa�,trt C' r� JOCT) arnd the DIJ rTfoi;;enre Sheat {rev, i1,14} befoh, uses unfe" other.Aw shifted on the TDi? ono, MT,* torxe nhoo Plates shat/ be used W fhtx rDD to be, vWhf As a Tram.,, Deaagre Eng ea, h e SpeaeOly Er mevep, the shot on arry TDD reties nii, an nfxtptar sof the. pofeewmat e+T,,.anren�ngr respmrsabrHty few Sou.dessgae rsi Eha* 5 Rhues dropoSed on tee Tik7 untg, ureter 4 F4 5 The des9i oto urnatraras, kr,atN clexoltono SUdatllgy and uae of #Pars Trus,, lot any Su�ktN M the Inspombelly of the Oohor, The,Onev-'s 3uteuanyed age[rt ar the auekIlog Dens .01 ax ft aolntexi of the RC, Pe 8C. the Weal WON erode art I Fol i Th. ,Born v of of fere TDD arno one Wkd use of The Truss, indfxlmg hatOlifir si+uage, knsWahon afx9 MaWhr Shalt be the hoopnn, +.bb AY of for, Buid:Ttog Dep%ow wj Cote aatae. Nf olxes set out :a the FDO and the Pracur,ra and rerdehhes t BIddo j CotnpoSx„+nS Safety knkttaeaitlon (EkCbei CewVuxhed tsy TPs acrd .A ave ee€erc.ced £oar gunamX guadance. TFo 1 orlYaees thr se5poov;,rtwkfus and dufres of tree r s Desgnhn, Tom Der.. yn E rx,;txnc�er arx9 a Manes aderer un S ofherw Me d'he' f k+u a 6wact agleod upon ire vrnett V by as parties —Ove d 7 he Prtass Czecrip EngeeftS * NOT the Neideor Ck sgrles ax t run$ Son-, Enginene SSC afty to k4 ng An captatolloi hnn,' ave on defliVed do f P6 Y. t�}r�,{�*y+�})���M1 I:zy, E�1�iiT!"GIY Nei. c Copyreght a 2014 Fe00u0a Chi Ertpsaeenny. TLC, j[),Ji RefoodWloh, of thif. dowroent m afty faxen as phttle ifed Mho,n wx;Qta=a rono ;!inon konf PloO uld-D,J. ...& --.._t._ 11 14, . ......... 3-9 611-8 5� 10�0 -so 4-1110 441-10 4.2,12 0- % 51310 5-7,2 8,00 Fly' 5X6 U4 20 5-6 6X105.. 2'23 SX6 2 4 3 4 4 ------------------ 3X6 8-1 10 6-7 7 64S 8 -15 4x 3- 10 3 15�3' 24 2-2 9 29 620 27 28 18 17 5X8 14 13 12 22 2A 11 21 3X10 20 08 2X4 SI 2X4 11 Wo 2A Sf 5X8 w.. 5X8 3A If 3x4 11 30 0 3X4 if 137.5 "Pik 5_10�0 0- .8 4-11,10 411110 411118 5-3-10 54.2 LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (toe) I/defl Lrd PLATES GRIP TOLL 30,0 Plate Grip DOL 1.15 TC OX Vert(LL) -0,10 18-19 >999 240 MT20 1971144 TOOL 10,0 Lumber DOL 115 BC 0,30 Vert(TL) -0.19 18-19 >999 180 BCLL OB Rep Stress Iner Yes WB 0,82 Horz(TL) 0,06 12 We n/a BCDL 10 0 Code IBC2012rrPI2007 (Matrix M) Weight: 308 In FT = 0% Et LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 4-10-0 or, purlins, except 1-3: 2x6 SPF 210OF 1.8E end verticals, and 2-0-0 on purlins (5-9-10 max.): 5-8. BOT CHORD 2x4SPF No,2 BOT' CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SPF No,2 I Row at midpt 4-19, 7-16,9-15 OTHERS 2x6 SPF 2 1 OOF 1.8E VVEBS I Row at midpt 6-18, 8-16,5-19 REACTIONS. (lb/size) 19-167010-5-8 (min, 0-3-7),12=1084/Mechanical, 24=67110-5-4 (min. 0-1-8) Max Harz 24=331(LC 9) Max UpIff1I9=-221(LC 10), 12=-150(LC 10), 24=-183(LC 10) Max Crary 19=2192(LC 20), 12=1362(LC 21), 24=886(LC 24) FORCES(lb) -Max. Comp./Max. Ten, - Ali forces 250 (to) or less except when shown, TOPCHORD 1-2=01252,2-3-367/105,3-4=-3491250,5-6=-653/263,6-7=-982/266,7-25�-985/265, 25-26=-9851265,8-26=-9851265,8-9--13041342,9-10�1334/265, 10-11=-1109/2K 11-12=-13151179 BOTCHORD 4-19=-748/261, 7-16--378/109,16-29=01907,29-30=OJ907,15-30=01907, 9-15=-280/130 WEBS 3 -21= -4681198,4 -21=-1711597,5-18=-11211164,6-18=-11261130,16-18-0/596, 6 -16= -71779,8-15=-154/598,13-15=0/846,10-15=-8/272,10-13=-758183, 11-13-36/958, 5-19=-1306/28 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind� ASCE 7-10; Vuft-110mph (3 -second gust) Vasd=87mph; TCDL=6,Opsf� BCDL=6,Opsf; trmlfift� B=4511� L=3911� eave=5ft: Cat, R; Exp C� partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 3) TCLL: ASCE 7-10� Pr --30.0 psf (roof live load: Lumber DOL=1,15 Plate DOL=I A5)� Pg=30.0 Pat (ground snow); Pf=20,8 psf (flat roof snryev� Lumber DOL=1 A5 Plate DOL=1,15L Category It; Exp C; Fully Exp,� Ct=1.1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12.0 pef or 2,00 times fiat roof load of 20,8 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water pending. 6) Plates checked for a plus or minus 5 degree rotation about As center, 7) This truss has been designed for a 10,0 par bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10,0psf 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 24 considers parallel to grain value using ANSIfTPI I angle to grain formula, Building designer should verify capacity of bearing surface, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lm 19=221,12=150,24=183, 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI1TPJ 1, dAhm��-619�Wtbreaks with fixed heeW' Member end fixity model was used in the analysis and design of this truss. WARNNG, Please V"IM91111 10,new the TWonwes AOmoed ge"M of Pro8wM Stwxyad Te,,m fix Manvtadweci Products` ftym Verity Oftein pa,afacke and mad Wn ay , thea I rwa Neon D,awog gTDC,f Sheet and the 00 Reremmntteen. 11 14) before ow UWe% otbeywMe Mated On the TDO, only Milet, wmeainy Matte% shall be �sod tor the DDtobevaod the w.1 do a" 47a'7 cerue nts w acceptance & the py0mwit e,9neang,"pom0hhty ex the de�W�n of the %wq10 rmmtiered onthe l'Wo,oy r4w, Ultl ktade9weW*ns, the Ce m's aothavvyd arm a, the 8Wdyng 0myner, to " oorftA �flbk WC, the 06,", Vo, hew I -Ong code and TR I The appw"i of the I r)r) wfd any new U� of the t russ, mdud,m he Nhtr awarfe , 09taftadoo amd bramg, whet;! be Me . the fie,iehrot C*.,Jne, and Cordtado, Al Nv set o0f i,, the TDD atul 9e, pfletwes and guetehms W 6.,khnM (;ompohW SM ay kdonhalwoh (RCSfit P.Whed by rP1 and SBCA are bheoo,oed W qene,at quWanoe Trot I dehthe htspormeNhaem and dohes ofthe Ims De%qw, Wes Nag, Erg nee, wd Tom Mamnctuef,,, unk%s ottofwse dyfinyxf by a Cantood a;rftd Man In -Ung by 30 palbe% tWed. I he Tfuts Detafth Evqneer a N01 the ynnideq Elmpet ar Trow Systom Enqme , a � ke any buRdmg AD oipdWe:yy$ term,� we as deitsfined � TPI I , U. EMINEERINGUC Capylerta 0 2014 Ploe.14-0,t Engeteemg, LIC, dDed RernodufAm to thni ftaenmt m any yaoo, n, pmNtated aghod eyeten pehamsm hoth PmBuild VvJ NOTES - 14) Graphical puffin representation does not depict the size or the orientation of the purtdn along the top and/or bottom chard.. WARfhNG . Please thnroutthiy revaew the cust.amervs AcknmakylfbIofent of 3P"Itoat Slanotwd Tema Nor Manufasheed Ptoducts" forma Veto dcng, Aworavlee's a"d rcad nates Pn thus Truss Dee, 7Di atkt Ehe rtrJ Re3ert+a":e dhttt fr r t ^,A} t e*h>re Use tgn4ess asrxerrrse grated ore tF e Tt.X� Defy hil r ek Mhatrfor piAtes shat) be 4400 tar @his FDD to hxe va#u7 As a Tevss f)esrt(n E rtganet:a t E Sik+caar y C.ragtre:erj. q%,, tacit! on any TDO rephse' e arrr alxxe mance ad the raof ywotaE e+agsaetrvsrg reapA,tsmrNty fw the aestypn of the "loe Truss depoteei on the TOD ants trmres TPt I the deswaaaufrrphom low,Naag ouras3ikwa2s. 6638 woothhh, and use of rMa Truss for any Ebaratciwy as Srvc fesp oraM say of the tyow, the O%ner s Whonzed ;agent Of the 8aakJoyt i}esKFnmr o the corner,# of tht„ INC the SC, the acct Wblexy7 rsvviet ars/ Tp! i. Ttae P that wM of the TCC atol aro reel use of the truss. Imcfssder r harvdw'g. storagr„ e striata arvd oaosng. shat' txa the heypoesrWdy oP Me ERWdetff Desylnea ami C—taacior. AR meet set out ori the '00 artU ktte p; acUoes acrd guidcfma of Stele kry Ccmpomnt Safety rnfohfvrothot lBCS4 pully0ed by let and SSCA tam referenob$ for yerarar gudance. Tf-! t def leo the as,'Scavvsstsiities and duttss of fhe Truss S: foyyjhrr. T€wss 6p Dm,go f;yt eneer andTruss M anufaidwes unaesr, olf. vr+ae deCmed by a a.oMad agmed uptn !n wrAes; by al patties irtvK cad The T rem Caesepn Ea,pne f ss NO d the 0tn'?dre� Desagtter o ( russ Sys3e. sg.ees 4 to any beidrng. AEE rapdYatuad to mo ase as def nazi to t Pf i. f cea iN ATG tt t t",upye'S3krY P.320S2 fl'co-Ciusk9-Cx,3 C�rs{gne: W. LLCt #S.tr„r; ReprcasuaUcsn a4 k4uit docvmtnf, on Gray darer rs p"o'vitaiaed vaiths.:crt aarci#Cc'zv perrniusaarx fsgzo srrailuidf7ci. 11LO ... .... .. . ..... . ..... _27:9 -it ..... ...... .. _3e_Q-D____3 3-9-8 4-0,12 3-10,12 5-8-0 7-1-0 7 -TO 4-11.8 6-30 RRUMEERM 2o4 4i 5X6 = — I am 19 18 17 2A 11 300 2te4 11 3X4 1 LOADING mst) SPACING- 2-0-0 CSI.I DEFL, in (too) Well Lad PLATES GRIP TCLL Plate Grip DOL 1,15 TC 0,56 Vert(LL) -0-10 12-14 >999 240 MT20 197/144 TCDL IN, Lumber DOL 1.15 BC 0,40 VerpTL) -0,21 12-14 >999 180 BCLL 0.0 Rep Stress Incr Yes WB 0 35 Horz(TL) 0,03 10 rim n1a BCDL 10.0 Code fBC2012ITP12007 (Matrix -M) Weight: 256 ftg FT = 0% LUMBER. BRACING - ... ........ TOP CHORD 2x4 SPF No,2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-7-9 oc puffins, except 1-4: 2x8 OF 1950F IYE end verficafs, and 2-0-0 oc purfins (4-4-7 max.): 5-7. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No,2 WEBS 1 Row at miapt 5-15,6-14,7-12 OTHERS 2x6 SPF 2100F 1,8E REACTIONS, (lb/size) 16=1614/0-5-8 (min, 0-3-6), 10=119610-5-8 (min, 0-2-6),21--,50010-5-4 (min. 0-1-8) Max Herz 21=274(LC 9) Max Uplift 16=-231(LC 10), 10=-162(LC 10), 21=-144(L,C 10) Max Grav 16=2166(LC 20), 1 0=1 531 ILC 21), 2 1 =663(LC 24) FORCES, (lb) - Max. Comp,lMax, Ten, - All forces 25G (ib) or less except when shown. TOPCHORD 1 -2-01252,34-861371 4-5--10341225,5-6--12631291,6-22=-12631291, 22-23--1263/291, 7-23=-1263/291, 7-8=-1475/289, 8-9=-1382,1212, 9-10=-1477/190 BOTCHORD 4 -16 --1947/269,15-16=-257/109,15-24=0/708,14-24-0/708,13-14=0/1043, 13-25-0/1043, 12-25=011 043, 11-12--1711013 WEBS 4-15-17/1192,5-15111-644/91, 5-14�961856,6-14=-658/185,7-14=-221329, 8-11 -499191, 9-11 =-64/1140 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -IQ Vuft=l 10mph (3 -second gust) Vasd=87mph; TCDL=6,Opsf,, BCDL=6,Opsf; h= 15ft; B=45ft� L=38ft; eave=5ft: Cat 11; Exp C paqiaily� MWFRS (direcfiobafi� cantilever left and right exposed I end vertical left and right exposed; Lumber DOL=I 60 plate grip DOL=;.60 3) TCLL: ASCE 7-10; Pr=30.0 psf (roof live load" Lumber DOL= 1. 15 Plate DOL=1. 15); Pg=30,0 psf (ground snow); Pf=20,8 psf (flat roof sno%r Lumber D0L=1 15 Plate DOL=I, 15); Category it; Exp C; Fully Exp.; Ct-1, 1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2,00 times flat roof load of 20.8 pet on overhangs non -concurrent with other live toads. 5) Provide adequate drainage to prevent water pending, 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit between the bottom chord and any other members, with BCDL = 10,Opsf, 9). Bearinof at foiliffso 21 considers Parallel to mrain value usinst ANSVTPI I an le to &rain formula. Buildin, desisfner should veriffi-caltacdo of bearing surface, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at jointia) except Ot=lb) 16-231,10=162,21=144. 11) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSI/TPI 1. 12) "Semi-figid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purfin along the top andlof bottom chord. WARNNG Ttom, rn Materfactured FooetteAff"form VenbrfosgrIfavametoot, and yeaddotes onthn and the DIJ ra,,k1fo,,,er5ha1 (on, TDD Wee.abd Asa fee, seat on any TDO,opesems ao a000rtance .1 fhe be too dWn of the, soNfa Tms dayerlod oh the TDO reta rooler TPI I Ina, cesgo "swepthom rae0eff ofocKoroe suttabddy and use of this truta, fro any BuRdIag is be, responvb0ire of the Ceeny, 9v Oetwaa attthoued aseml, or the 8.4drog Desjieel, In the context of the k,� the MC, the I�W buftott onra, iewl Mf I The, arrafteaf of the TDD and ally faodu", If the Twss, mrouceaq twokIng— stge, wogagaeon aorl boyoner shag be the om"Rsttrb, 0, the Buderng DaI,,9,oe and Cytt'adIx AS naes Mf oof In the T0.1) 3MI the fearrhoon and gorrim,nes of Burhet-,g componeM Safety orfotmahon (BCSff potestad by f Pt and $8C A Wo b4eleomd try, faefeeW 9.4-C. TP; I defines ",a "Poe drah fifmI, and tyhe% at qw, NI'm Degoe, Tws% Darbin Eremee, aod ThIss Marrraredarra, wkya, oche, t . darned by a Control aq,oed Irfoo he Vnto by go twee es mabvw The Tw�, Desgo Eog,nee, a NOT the S.Meof Detagne, o, T,u%% Svyfea, Eng mew for fner WIMoof AR oapffaLled Wars we as teff ned lo tf-r I Copynght 0 2014 Po8.,tJ-iii,t Err9bee,00, UC, fD,J) FrepodootIon of too rkbontrent, fn -Y foon, Is wraecled'aaboat aeorre, tet—sho So or P,08.1of-W ME .... . ..... f . ...... __3 z -"9"-.Q ._...f_.._._31 -0D_ __004-ai 7-11-8 5-9.0 7-1.0 7-1-0 4,11-8 53-0 2-0-0 2,,4 il 5X6 E� LOADING (par) SPACING- 2-0-0 TCLL X0 Plate Grip DOL 1,15 TCDL 10.0 Lumber DOL 1,15 BCLL 00 Rep Stress Incr Yes BCOL 10.0 Code IBC2012/TP12007 LUMBER - TOP CHORD 2x4 SPF No,2 BOTCHORD 2x4 SPF No,2 WEBS 2x4 SPF No.2 OTHERS 2X6 SPF 2 1 OOF 1,8E 3A it 3A 1i 1� CSL DEF in (10c) Irdell Lid I PLATES GRIP TC 0,56 LL) -0,10 VertiL 12-14 >999 240 MT20 197/144 IC 0�415 VerbTQ -0,23 17-18 >400 180 W8 5 Horz(TL) O 03 10 n/a n/a (Matrix M) Weight: 227 to FT = 0% ---------- BRACING. TOP CHORD Structural wood sheathing directly applied or 4-7-14 do purlins, except end verticals, and 2-0-0 oc puffins (4-4-7 max,): 4-6, BOTCHORD Rigid ceiling directly applied or 14-4-0oc bracing, Except: 6-0-0 do bracing: 15-16,10.11. WEBS I Row at micipt 4-15, 5-14,6-12 REACTIONS. (lbisize) 16-1648/0-5-8 (min, 0-3-7), 10=1338/0-5-8 (min. 0-2-10), 20=18510-5-4 (min. 0-1-8) Max Herz 20=245(-C 9) Max Uplift 16=-218(LC 10). 10=-220(LC 10), 20=-38(LC 10) Max Grav 16=2189(LC 20), 1 0=1689(LC 21), 20=268(LC 2 1) FORCES, (lb) -Max, Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOPCHORD 2-3=-321325, 3-4=-10241236,4-21=-1261/299,5-21=-1261/299,5-22=-1261/299, 6-22=-1261/299,6-7--1462/296,7-8=-13721230, 8-10=-16371249 BOT CHORD 3 -16= -19921288,15-16=-2501149,15-23=01742,14-23=01742,13-14=011054, 13-24=011054,12-24--0/1054, 11-12=0/999 WEBS 3 -15= -811162,4-15 639/86,4-14=-96/848,5-14=-6581185,6-14=-251337, 7-11=-496171. 8-1 1 =-2511135 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vuft=l 10mph (3 -second gust) Vasd=$7mph; TCDL-6.Gpsf, BCOL=60psf', h=15ft; B=45ft; L=38ft" eave=Sft; Cat fl; Exp C; partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed, Lumber DOL=1,60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr�-30O psf (roof live load: Lumber DOL=1 15 Plate DOL=I I 5)� Pg. --X0 psf (ground snow); Pf=20.8 list (oat roof snow: Lumber DOL=1,15 Plate DOL=1.15); Category 11-1 Exp C� Fully ExCt-1.1, Lu -50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psr or 2.00 times flat roof load of 20S list on overhangs nY n -concurrent with other live loads, 5) Provide adequate drainage to prevent water pending. 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads 8) * This truss has been designed for a live load of 2,0,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10LOpsf ................ WARNNG - home thchoughty review thoCastoroeft Acktaeotedgettont of Phfittef Skandaar Term he manufackoed Pywoets, Rath Venly d"'Agn parametets goal read notes on tho rfuss Dwoh, D'a—V f1€' D arel the DIJ R�xogl" sheet haV 11, 14� belote UWUAIM othoPose share/ oh the I M onhr Atil ek foonedex Wes rehat be wed tar oes I Dc to be nate. AS a Th a4 D"qr, Engmee, Specortty Engevtet the a "eat hogimemat'espoehbohly Re the desen of the swagle rmtr de ed oh the I Do .,gy, older TR I The des4n asrevnoahte troel1mg cotifibefts, on aoy TrXI teraeseres ah aompaoce of tt* phe %smat a &.1aboet, aed 4w, of thn Ttustr to, any 6.9doaft M 0m, mponsobedy 01 the orone" the 0—V's authmitof A.1 0, the tarakeett Desqw, n the wateet W the RC, rho W , the f*Cai bUddeng �Ie aed 'FPI I The arroevat of the TDO and any haki so of ther, Trusa"ndwi'g; bart'loot, "exag., geeottwhro ne bmto% shag be the '", poesomAy of the, fauddoet Devqm, aed Contrazlof A9 notes at W . the MD and the 111foanation t8CEaipU61gJ*dby,P1and%CA are, reNeenoedto, TM I defores the mspoesdetdres and dares of the Tvae, Dftqnw, Twig Deep Ev,new stud Twsa MaereAe oee" ontess othehotso defithef ray a C.'A'ad ateeed u;xgo in wvbnq by 0 part" h,volved I he, Tress Nregn EWee, of NOT V,o Elvedeet Leaefther or Tom$ gaeren Engmer for " ouftof AR capetaftoed Whe, ate as Wood m Tot I cotheght 0 2DIA FroB.0014 VsrWeteenaqL LLC, iDr,h Prepoduchan at tho, dochonva o' 3"Y fore, as reoNtatod "thtad oed re, pe'ato."mon fteor po,B.O",± D'j September 3,2015 L 170 Colorado spftnq$,Ctt 66 Base supporked Gable 8 la ... . ....... 19-10-1 10-2-8 2-0-0 4x8 W rise - 34 -Z 6x6 1 2 3 4 5 6 7 8 967 10 11 12 1413 0 1AWL 6 T7 18 1+3.µ2O V6922 73 24 �00 a 25 I I 26 8,00 L17„. 27 211 2c 3B4. 2 3 8 "1 30 4,1 6 31 56 55 54 53 52 51 50 49 48 47 46 4445 43 42 41 40 39 36 37 36 35 34 6463 62 61 60 59 58 Us 6X12M720HS fl 6x12MT20H3 = 9� 32� 33 I LOADING (psri SPACING- 2-0 CSI DEFL. in ' dor) Ildefi L/d PLATES GRIP TOLL Plate Grip DOL 1.15 5 TC0.49 Vert(LL) 0.00 31 n/r 120 MT20 197J`144 TCDL 100 Lumber DOL 1,15 BC 0,48 Veft(TL) -0.04 32 n/r 120 MT20HS 148/108 BOLL 0,0 Rep Stress incr Yes VVB 0.11 Horz(TL) 0,23 33 nla We BCDL Wo Code IBC2012ITP12007 (Matrix) ---- ------ Weight� 418 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No,2 end verticals, and 2-0-0 oc purfins (6-0-0 max.): 1-23. VVESS 2x4 SPF NOL2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SPF No 2 'Except* 10-0-0 oc bracing: 57-58. 1-66: 2x6 SPF 2109E 1.8E I Row at mirgst 7-57 VVEBS I Row at midpt 1-64,2-63,3-62, 4-61, 5-60,6-59,8-56,9-55, 10-54,11-53,13-52,14-51,15-50,16-49, 17-48, 18-47, 19-45, 20-44, 21-43, 22-42, 24-41, 25-40 REACTIONS, All bearings 38-0-0, (to) - Max Hors 64--376(LC 8) Max Uplift All uplift 100 to or less at joint(s) 64, 61, 60, 55, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 34 except 33=-212(LC 9), 58=-205(LC 9), 57=-247(LC 6), 59=-349(LC 6), 56=-157(LC 9),35=413(LC 6) Max Grav All reactions 250 to or less at joilifts) 64, 57, 63, 62, 61, 60, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36. 34 except 33=558(LC 20), 58=300(LC 6), 59=305(LC 9), 56=328(LC 8), 35=307(LC 9) FORCES(ftt) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TORCHORD 31-33=-5541173 BOTCHORD 63-64-1961269, 62,-63=-196/269, 61-62=-196/269, 60-61--196/269, 59-60=-1961269, 58-59=-196/269, 56-57=-203/27% 55-56-2031279, 54-55--2031279,53-54=-2031279, 031279,51 -52=-2031279,50-51=-203/279,49-50-2031279,48-49=-203/279, 47-48=-2031279, 46-47=-203/279, 4!i-46-203/279, 44-45=-203/279, 43-44--2031279, 42 -43= -203/279,41 -42=-2031279,40-41-2031279 39-40---2031279,38-39=-2031279, 37-38-2031279, 36-37--2031279, 35-36-2031279 VVEBS 35-65-3131494, 31-65-27114 t6 NOTES - 11 Wn& ASCE 7-1(r Vult-110m 3 -second v,,,, I Vasd=87m TCDL=6.0 ExpC;enclosed� MWFRS(directional)"caberDOL=l 60plate grip DOL -1 60 snow: Lumber DOL=1.15 Plate 001_=115); Category It; Exp, C: Fully Exp.� Ct=11, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12.0 per or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. MT20 unless otherwise indicated. WARNING „ Please VIaXMQ?Vs` feWWW the at PmBuIld Standwd Term for maftufachged Pfcduaw, form Wore dessin Pats"'M eSjPdh,ad antes 1h tho T'h,% DR%tgn Dravang JIX)I 0w seahan any rOD,eposents an acceptance ot the votessww 0%,ne'e"N 10, the e*"h of the S:hs* ths, �% deswAad on the TDO stay, under TPP I The desq, am-rhons, wiueq coM*m, %watatity and use of ttvs ThIss lof Wly 8.9&V ta the msrmsxody of the 0sonee the 0,seees authou'ad agent 0, the auddho De%jllel, n the althext of th, RC, the 0C, the IWA9 Wt,*N we and TPt I The, aIVw ,wW of "TOD and any hod Iu of th. Tru", Erse hamInho, Vmw_ noatondw, and ".jarq, shati be the msphmNhh, o. It. cued" Desqne,, aW Convacto,. AR afts set out.h the, TOO ad tae 8.39dev C,=;Xhe�t safety Wannah"', $8C154) puteshed by TPI and SBCA Bae stendced fie, gamai geddalence M I dale aura dupes of the Trues stm Des ' T -S DeIngn E $s as "'od " uI"I"a othease darned by a CkWftaa kyeed upw, az �N by ail tevees mowed The T,m% Dfam� p Eex,e, A NOT the e 8.Des,,Tmoi Trnss System Entr.dw for any Sacro N An captahzed te"hs we as 0A ed . 7 Fn I September 3,2015 17D iNgybark Base supported Gaite Probickl, Carotene songs,co 7,600 s Oct 3 2014 MITek industries, Inc, Wed =2 08:59:33 2016 Page 8) Plates checked for a plus or minus 5 degree rotation about as center. 9) Gable requires continuous bottom chord bearing. 10) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal Y spaced11) Gable studs 12) This truss has been designed for a 10.0 pef bottom chord live food nonconeurrentloads. # Buildingother members, 14) Bearing at joint(s) 57 considers parallel to grain value using ANSIITPI 1 angle to grain formula. designer should verify capacity of bearing surface, 15) Provide .l connection others i of truss to beanni ilatea iuplift at ight(s), 64. 61 # 49.48 47.45.44_4342_41, 17) Thistruss isdesigned in accordance with the 2012s ♦de section 2306.1 and referenced standard ANSVTPt 1. Graphical18) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 19) not wict the size or s 2 WARNM Rease thoxe t r}hty rewRw the "T')[r%WM1% Arkor edgenaent of pcerrold ^six lord Teens At, Manu[ao'tu'ed Pmducts` fwnv Veeafi+eies n picamaaers avid rand noiux arr ttrts'F'oes C eai; u'e ikrawa+gg (TDof and ttva DO Real emcee Sheet frau. 9I- 4trefode se UnNn rtther;" a#ated on the Too arty Mi eek Cormeudor Wates Mae tre used dx teas , 110 hwa hd, As a Tsars De%gn E gfieer it e , SpeT1 Fz191 rl. per ceaf on any TDO reixesuris an ar;:eptarce of the yro#erasrma4 eaTgEnearnng leddonsatuirty fur the desVn 0 the W,194Teuati depicted ex+ tier, FU) O N)% uradea Tit f The decay a assuneetm hs Maareiag condilde n, sat+tsabArd, and use of thea rain for any Eiu+Rix+; is the sespiev bley ci Nrr r;)urrna€, text 0ocers aut enazed agent of the kkekh +yy tSeu.gow e, the conteXt of it* RC. Ehe e€75:, the farad bevidoeI code ind TPP i The approvA9 of Nee TDO ami any Eyck[ one at the Truss, edud" handbrig. suvaqie-, Ni 4alkin arxi tined,i shaft be the rasapso.&Wdy of the 63u0,hy Die,191W and Coniaactor. N oytes set cad A the TOO and the paaw::6fnes and gamlet ces of Buddav C onairey rsf Sated, Rdatmithon (S , 4 pubf shed iry TN and a&c.A are rciarerema for ygenei,d Burd agree. Tis 7 z iifil es tie re%paaas64hea And daises of the TInss Des no, Trease ones. Engineer and Tit— Manure duvet.. unh ss oth odnse defied by a cones dt aghxed, Aston m wmbng by al pxarttae in eved. The Time k>a:s qn F.ngdnser n NOT ft Hug trig De wine, or i',uss System E'rtgmeer tai" ar q t ut,e sg AA Nl gdatvfid swans are ai, defEted Err TM i. N / u c. atcpay=pg?t9 ",'?d54 PruR+snFzi•NtS prgsnoererrtg, t..C.C. £f4rJ) 62x tx@�,r Dem of this docunuxil, dar any Poem, is puohno ed ^ithoW xrcME perreiseo, Win aro£iued,D J. 1 2.6 20-241 06- 7-1-0 3xA =: 3#A 1H 4443 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 '3x4 -.-. 3x4 3x4 :.�. LOADING (Psf) SPACING- 2«0.0 i CSI. TCLL 30.9 Plate Grip DOL 1,15 TC 0.06 TCDL 10.0 Lumber DOL 1.95 GC 9.07 GCLL 0.0 Rep Stress tncr Yes WB 0.04 BCDL 10.0 Code #GC20126TP12007 ( atrix_M) TOP CHORD 2x4 SPF No.2 GOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 DEFL. in (too) Well Lid PLATES GRIP Vert(t.L) 0.00 22 n6r 129 MT20 1976144 Vert(TL) 0.00 22 n!r 129 Horz(TL) 0,00 22 ma old JOINTS Weight: 147 to FT = 0% Structural wood sheathing directly applied or 6-0-0 ot pudins, ex t rot Rigidcalling directly y t or 6-0-0 oc bracing, Except� 10-0-0 oc bracing: 43-44,42-43. fib) - Max Herz 4=-143(LC 8) Max Uplift All uplift 100 that, less at joint(s) 28, 29„ 30.31, 3 , 33, 34, 36, 37, 38, 39, 40, 41, 43, 26. 25, 24 except 45=- 178(LC 8) Max Grav All reactions 259 Ib or less at joints) 45, 27, 28„ 29, 30, 31, 32, 33, 34, 36, 37, 38, 39, 40, 41, 42, 43, 26, 25, 24, 22. 22 FORCE& (lb) -Max. Comp,/Max, Ten, -All forces 250 flb) or tshown, NOTES- 1) considered for this design. Wind: y { enclosed;Exp C; w. t + t! i t exposed; DOL=1.60 plate grip DOL=1,60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed R t Industry Gable End Details as applicable, or consult oar qualifiedLumber DOL -1 15 Plate DOL -1. 15), t 0 t (ground'Rf snow� Lumber DOL=1,15 Plate DOL -1 15); tt t 5) This truss has been designed for R of t R of 20.8 psf on overhangs non -concurrent with other live loads. Provide adequate drainage to prevent water pending, 7) All plates are 2x4 MT20 unless otherwise indicated, 8) Plates checked for plus or minus 5 degree ♦.. about its center, Gable requires continuousbottom bearing, spaced10) Gable studs 0 do. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 12) * This trus;t_haa�i�idi? t ! r fit between the bottom chord and any other members, 13) Bearing at jointis) 45,44 considers parallel to grain value using ANSI/TPI I angie to grain formula. Buildingshould verify capacity of bearing surface. 14) Provide t bearing placapable of withstanding t 15) This truss is designed in accordance0 .. t Building Code'.. t referenced standard ANSfTPt 1, Member16) "Semkilgid pitchbreaks with fixed heels' s design 17) See Standard Industry qualifiedor consult v „wit,i t• representation does not depict the size or the orientationalong the topchord. September 3,2015 WARrONG PSease thtartsaaghfy tevx?.w dhC Customer° Ackr gZ'mFnt of Pro@3urod S4an:9arx9 Term, Por Manvre1ursd PetducW' Eaton Verify da„svdn d>arasnxf4e:a arct raTad noses ore thio Touss caessga i7(avntM,t (TCEdf k and the 00 iZe4erence E;heet 1raw 11,14) beta e Use.Uafe'as othetv4oe stated tra the TM, Grey Wee cvanacwtsu gkatea shakt be used far On 'TOO to Pre va0d.. Asa P rads agsa Engenow h o SpecP,oy EnpneaTa , the seal ora anv FLYL re:P'eseraks afo- acxepiara ;af the F aSxss¢arraa! erxicr acting respCam,atasNty f w t1±e de9ogn of Phe situ7te Crtr*x"n. deFacfeel+sn tt3e i t.N3 army urefee I'M 1 The dewtTe assumptd+>n5. kez O,o nci Ws, dfli w w,T ,aird ow of ih s Truss fte -hY TiuO&V ea the taeptsnstWRY a{ team tenure¢, the 0"e✓s aQftlaaed agent at ttae rhofmog on neo on the eas tea4 nrthe IRC,tho t8c, the intra t daq ceeae whf M S. Tris 3 AW, Ovai of the TOO and airy rekl of rase the Thee, mdudarq to tmllh g1 Wmage, mgtaItathth ami:oaa% shall be: Ut rest*ns%bMy cro the t?aelmog Desgoer and Cantsactw An rales W aeA Fes tete R'Lk.? axx# The 2 rarartic s S ad yae3ettr : o{ Nu4Sxag Comgxsnvat Calm tnsarexatiun tE;41fiiI puSfsShed by tf d aid t3kTCA ese te{e¢cmued Icr g+:asrat 1Trxdanoe. T#nt 1 defia," there^cpon, rvhrlat:• % arut dares of the Tmss Desg he, Twos CDe.9n Erg,neer and utas ManitfaTC$w r, unless otneh,ese dell»cut aY a €:ohlaaax agreed utxva . wr¢ttny by aR partas theoteed The t'raa+as Come a Ertganeer to NOT the SuikMg rteMfhee or f teou System E-.eag¢ icer to ally WUIN AH tatellhZed Nehs s are mi deth vd m TM t. Gapg€agM r:5 2Lt44 h`ro$uski ik3 Er.gtnerYaary t P.C. {t7rJ} F2ecrraduntuan of Sh3s 4t,A4'�Wrie+11, m any term rs prat^itRied W9*h.:snt vssfcxt per!€tkwsmn #re¢n Prr,k3uid-C.1x,SMINEMINGmc. bNA!'$NRtM pteasas tte ouyhfy revNe, the `rustorrelft Alanoaatt^ttgernant of F'rsgu+tg SaamSatti Ternxs for Ehaauiaduasai Crcaiuets'tornr Vneiiy desrgn trasarsretees as rea;S Baryes on Cn6s Terr%4 t?essgn rawsv ;TpCit 9, and the t.Pru itch=Basta Slot (rew 11,. tey eheee uge..ti+tfess othrsvar.se stated on the TDD only ARriak nnncsect�x p4atc*s ,ana€€ tv: used fol this it)D to tar valid. Asa Truss Lesrgn Evneer h e . Spceaatty t=:ngsnarr#. qle scat m arvv €Coct ¢eP"esents an txxxfatance of the psoteswonai et�aosen>ag restaoarsi v tzar the dessgn of the SNB,. 1 stars departed on Ule TDD oNy asxter TPI 1 The desegei asauoapttovs, feaalltt}g cc�rhUbcow {E ger+tatrvi+ty and uY;a+:1 has Truss f r ;sr,.y ftt.l 10"In. is She ra^s wo,'tts#ity cf thtt Oveler. Na, CssGnw,.r'5 aetihttra.�e{f agent a, the aneldee; iTw6Oln in Vd on text to the RC eyeiK, the Rxmi binkl et code araE TPJ t The i .T#a(atavat t 4ha 7tsD and ally teed use 19 z i ................ . Z-"��L,5--,�-,-."-"--,-.--"-�"--,--,---,.� i 2-5-0 2-3-5 214 It Scale, 1:9,8 3 LOADING (psf) SPACING- 2 CSI, DEFL, in floc) Well Lid TCLL 30.0 Plate Grip DOL ;0;05 TO 0,42 Vert(LL) 0,01 1 iorr 120 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0,05 1 nir 120 BCLL 0.0 Rep Stress tricr Yes VvB 0,00 Horz(TL) -0.00 4 We We BCDL 10.0 Code iBC20121TP12007 (matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No, 2 TOP CHORD SOT CHORD 2x4SPF No.2 WEBS 2x4 SPF No,2 BOT CHORD REACTIONS, (lb/size) 4=3/2-3-5 (min 0-1-8),2-32012-3,-5 (min. 0-1-8) Max Harz 2=37(LC 9) Max UpiffW-99(-C 16), 2=-105(-C 12) Max Grav 4=37(LC 12), 2-433(LC 16) Wekftrt: 9 lb FT = 0% Structural as sheathing directly applied or 2-3-5 oc purists, exc end verlicals, Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES - 1) WricL ASCE 7-10� Vult-I 10mph (3 -second gust) Vasd=87mph- TWI-=6.0psf� BCDL=6,Opsf: h=15ft; B-45ft; L-2411; eave=2ft; Cat, 11 Exp C� enclosed� MVVFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 pi grip DOL=1,60 2) Truss designed for wind foods in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TFf 1, 3) TCLL� ASCE 7-10� Pr=30,0 psf (roof live road� Lumber DOL=I, 15 Plate DOL=1, 15); Pg=30,0 Pat (ground snow); Pf=20.8 pat (flat ro snow: Lumber DOL-I,l 5 Plate DOL= 1 15); Category fi� Exp 0; Fully Exp,; Ct=l 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12,0 psf or 2,OD times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads, 6) Plates checked for a plus or minus 5 degree rotation about its center, ,d fl0 aC a P t r 0 at y 0 it 7) Gable requires continuous bottom chord bearing, 8) Gable studs spaced at 1-4-0 on. 9) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. fit between the bottom chord and any other members, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joinfis) 4 except (jr-lb) 2=105 12) This truss is designed in accordance with the 2012 International Sullifing Code section 2306.1 and referenced standard ANSVTPI 1 13) "Semi-rigid pdchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, AARNiNG - Plaase th.,ee;hfy me*w Ire TkMa es Acknowaxigetneniof Prc8WM Staodwd Tenortw Manufw3wed iomducWtorm Von do"' � paloml.tele arni rend ItIA.5 on 01i. T 1,eot DftLX gn Dfamhg iT a`11,1 the 00 Rakrence %heei (lew 11, Stag seal on any TDD,e)y"enti an aecertame of the P Wftson,W ehgmeweo fewm0MY fm the ewnn of the sngte T,.w depood on the I DO o,ey, undel IFN I tootabfhx and nae of eve iSYF3ff tnr any Suftaq as the msponwb0dy ot On, uo�MCl ,, e enens auft've'd .3—8�d T ., 1he o. g0es7her, 0, Ire, coreext di", ZC, N the 16C, the toosi botkhwde Ard TPP I rl", awovw of the FDDa'd any YieldU�, of the I , cUss o,dudov hwvA.V, waage- n9aftd ew a'toaamol shag be to. ofspans�Ay to V* 6.9doag Desitim,a-d C, etdea Ulf AA mr,e W not n, Ow TOD am the ptaceces and 9.dehnes Of suddong component Wen 4nkh,k pBCS4) putfthed by TR aM SCCA we n4eenoed iorgene,W gwdanoe I'M I defines the r"paosfthotn nA fto" W the Twss, Cosqw, Tnm DmVn F rg,hie., a,,l trans Mmud-who, uetiess oih —%. de, ened by a Cohvw agreed upon M Werol by 30 ;%ore%,nvoteed 7 h, Puce Dne;n Engime, is NO r the B.&Mq 0,%one, A Ttmo System E,,q,hew rx any bukIN tenas am as fief ed :n TR 1 Copyroht 0 2014 NOSWof DO EnglofttMr LLC (01J) Rex.,Wlftm of the dccumW, ➢,, any Nxte, is PtohtddeAhW --ten peonetsmn I'm pmateel'OQ EMINEMNOuc ?•8-8 3.3.8 Seale - 1:161 2x4 it NOTES- ,.. s . 0 ,. ExpC partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip 1 pst (roof live load: Lumber DOL=1.15 Plate DOL -1,15); Pg -30.0 psf (ground snow); Pf=20,8 psf (flat roof snow: Lumber DOL=115 Plate DOL=1.15); Category 11; Exp C; Fully Exth; Ct=l.l f Unbalanced snow loadsbeen Y. for this design. 4) This truss has been designed for greater of min roof live load of 12.0 Pat or 2,00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads, 5) Plates W for a plus or 6) This truss has been designed for a 10O psf bottom chord live load nonconcuffent with any other live loads, 7) * This truss has been designed for a five load of 20,Opsfon fit between the bottom chord and any other connection8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical of f plate capable0 M 10) This truss is designed in accordance with the 2012 International Building Code section! standard ANSIfrPi 1, 11) "Semi-rigid pitchbreaks with fixed heels” Member y fixity model was used in the analysis and design of this truss, ° * R -d thdfKC, .Prof INel ib Sheel3y ro 11 true "Cusdc:. Use L ryfma t eggs e su eati'art�theli t,".tarxS RYY'fenxtm &ar ee m f Oates Ta tt be d o Vtsatq DO W e oOldeAs a t, D mate � un saw Th e C.aem�n Ciravnnr3 q I'C.`�, arM the Ci+,3 t2etetewvae °u"he�i trev P t,798 kaefe tm�a..YAnt>*.sa aUtarwrrse sEaFer4 on thax tC3r} etsaty 1n9iit*Y�. exsaner.#cv ;aSateu;rhaP& be ustce! or tics 7'Cti} tu�^ tit vai�i. As a'!`sxrc; aemry'Jn h'.rv,7attsae (1 e Stasaaay Ln�tmntx7. the Seat usn • 7' D r e ems rr: e n �sY 4 t r 3 T a &f se a acw ¢. q. tilt: s rssavrsrea & r sail, sqm xsnsys'sHE kx the sou ro tax sm Ye aces depmed ran the foo grfi s rm# if>i t T fid iq 9t eu!tabc2at C YPSw Ft r - r 1 calci use n ums to do EFu xi €. SZroe rr+. rcwrsakm?t o! she CSwrfe€, the C3aw+e 5 av4F�care amr �rbd m the 6uvW,a E')es. r�er �n the sY he R rte ! by € is ' `PS t Th Y Y "s3 L Y g Desi 4 t C c Fat . 4 fart fleft x3 ce1'Ye arni d e aPprm✓ut of the 5L1t:a arad any tbxF:f use t the nrea tnsttxRarrg haaxftaeeg scary iErsta%afKtn iR?i [ma+s�ap mteaN tsz tnw res{WrrGatudrtt4 of tdse i3utt3fro} tkesggave€ aratJ i7ste+trrsctos. fUd m'atexa sek tx& n shro 7 Mate! the (F esetaks ntati a uze,#Lit Tl lei f3 aeul`a e, lA,l oV,,o tr * def reilt fC3i".a ontl VdP q f u ae, 4mg b tag parker _ ed ti 1 tlChrte9 R4 e, B. e� 9 C4..ero t!f kh8 ? fuE9 sehe}nv*t. Yat; iP�.cizq Fsejvrtts ' roam 9A.r,talhxcfura€ axx4em< atheraisz eNa�secR h'f a Ganhaa" ogress! uperx rcs uraitrsg by aN tsps ,vas trrva&v~esi. Ts;t Tr,xmr, quzY £rrcxtx�r tar to€7i yaa kivRttang beSsag+ses yr Fruas Symterz. C.rxfreuter W any tWaM.V All ovAihAVyd terms Wells cteVtned in TPP F. Capy,aett 0,-014 fho6oM DlJ Eag llf0 m g UC. MIJ, tiegs;x3crrtusxs at Oes t"faaorment. fn any totm s PlA t ao'd xwthout -nen p r evvean over F*rpeueerrhi ._.Lo LOADING (psi) SPACING- 2.0-0 CSI DEFL in GRIP__,__ (tae) Udef!_„e PLATER TCLL 30.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0,00 4-5 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.95 BC 0.05 Vert(TL) -0,01 4-5 >999 180 BCLL 00 Rep Stress Incr Yes WE 001 Horz(TL)000 4 nta nia BCDL 10 0 Code IBC2012fTPI 7 (Matrix M) 18 lb F1...._, 0 LUMBER- BRACING- --Weight: TOP CHORD 2x4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3.3-8 oc puffins, except BOT CHORD 2x4 SPF 1650E 1.5E end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=382/Mechanical, 4= 39/Mechanical Max Harz 5=84(LC 9) Max Uplift 5=- 1 1(LC 12), 4=-80(L,C 16) Max Grav 5-494(IWC 16), 4=69(LC 10) FORCES. (Iia) -Max. Comp./Max, Teck. -All farces 250 (to) or less except when shown. TOP CHORD 2.5=-464!134 NOTES- ,.. s . 0 ,. ExpC partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip 1 pst (roof live load: Lumber DOL=1.15 Plate DOL -1,15); Pg -30.0 psf (ground snow); Pf=20,8 psf (flat roof snow: Lumber DOL=115 Plate DOL=1.15); Category 11; Exp C; Fully Exth; Ct=l.l f Unbalanced snow loadsbeen Y. for this design. 4) This truss has been designed for greater of min roof live load of 12.0 Pat or 2,00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads, 5) Plates W for a plus or 6) This truss has been designed for a 10O psf bottom chord live load nonconcuffent with any other live loads, 7) * This truss has been designed for a five load of 20,Opsfon fit between the bottom chord and any other connection8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical of f plate capable0 M 10) This truss is designed in accordance with the 2012 International Building Code section! standard ANSIfrPi 1, 11) "Semi-rigid pitchbreaks with fixed heels” Member y fixity model was used in the analysis and design of this truss, ° * R -d thdfKC, .Prof INel ib Sheel3y ro 11 true "Cusdc:. Use L ryfma t eggs e su eati'art�theli t,".tarxS RYY'fenxtm &ar ee m f Oates Ta tt be d o Vtsatq DO W e oOldeAs a t, D mate � un saw Th e C.aem�n Ciravnnr3 q I'C.`�, arM the Ci+,3 t2etetewvae °u"he�i trev P t,798 kaefe tm�a..YAnt>*.sa aUtarwrrse sEaFer4 on thax tC3r} etsaty 1n9iit*Y�. exsaner.#cv ;aSateu;rhaP& be ustce! or tics 7'Cti} tu�^ tit vai�i. As a'!`sxrc; aemry'Jn h'.rv,7attsae (1 e Stasaaay Ln�tmntx7. the Seat usn • 7' D r e ems rr: e n �sY 4 t r 3 T a &f se a acw ¢. q. tilt: s rssavrsrea & r sail, sqm xsnsys'sHE kx the sou ro tax sm Ye aces depmed ran the foo grfi s rm# if>i t T fid iq 9t eu!tabc2at C YPSw Ft r - r 1 calci use n ums to do EFu xi €. SZroe rr+. rcwrsakm?t o! she CSwrfe€, the C3aw+e 5 av4F�care amr �rbd m the 6uvW,a E')es. r�er �n the sY he R rte ! by € is ' `PS t Th Y Y "s3 L Y g Desi 4 t C c Fat . 4 fart fleft x3 ce1'Ye arni d e aPprm✓ut of the 5L1t:a arad any tbxF:f use t the nrea tnsttxRarrg haaxftaeeg scary iErsta%afKtn iR?i [ma+s�ap mteaN tsz tnw res{WrrGatudrtt4 of tdse i3utt3fro} tkesggave€ aratJ i7ste+trrsctos. fUd m'atexa sek tx& n shro 7 Mate! the (F esetaks ntati a uze,#Lit Tl lei f3 aeul`a e, lA,l oV,,o tr * def reilt fC3i".a ontl VdP q f u ae, 4mg b tag parker _ ed ti 1 tlChrte9 R4 e, B. e� 9 C4..ero t!f kh8 ? fuE9 sehe}nv*t. Yat; iP�.cizq Fsejvrtts ' roam 9A.r,talhxcfura€ axx4em< atheraisz eNa�secR h'f a Ganhaa" ogress! uperx rcs uraitrsg by aN tsps ,vas trrva&v~esi. Ts;t Tr,xmr, quzY £rrcxtx�r tar to€7i yaa kivRttang beSsag+ses yr Fruas Symterz. C.rxfreuter W any tWaM.V All ovAihAVyd terms Wells cteVtned in TPP F. Capy,aett 0,-014 fho6oM DlJ Eag llf0 m g UC. MIJ, tiegs;x3crrtusxs at Oes t"faaorment. fn any totm s PlA t ao'd xwthout -nen p r evvean over F*rpeueerrhi 2-0,0 4-0-0 2X4 11 4X4 -_. LOADING (psh SPACING- CSI. DEFL, in (too) Yeah Ud TCLL 30,0 Plate Grip DOL 1.15 TC 0.33 Vert( -L) -0,01 4-5 >999 240 TCDL 10.0 Lumber DOL 1,15 BC 0.09 Vert(TL) -0,03 4-5 >999 180 BCLL 0.0 ¢ Rep Stress incr Yes M 0,01 Horz(TL) -0,00 4 n/a n/a BCDL 10r0 Code ISC20121rPI2007 (Matrix - M) LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD ROT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No,2 BOT CHORD REACTIONS, (Imsize) 5=322/0-5-8 (min, 0-1-8), 4=1113/stlechaturof Max Harz 5=72(LC 9) Max Uplift 5=-71(LC 12),4--7(LC 9) Max Grav 5=407(LC 2), 4=1 36(LC 2) Rmm� PLATES GRIP MT20 1971144 Weight: 19 to FT = 0% Structural wood sheathing directly applied or 4-0-0 oc purtins, except end verficals. Rod ceiling directly applied or 10-0-0 cc bracing. NOTES - 1) WintL ASCE 7-10� Vuft=110mvjh (13-secondrusti Vasd=87mim: TCDL-6,0asf,' BCDL=6,Qe8=45ft: L=24ft� eave=4ft, Cat. It: Exp C; enctosed� MWFR8 (directional); cantilever left and right exposed ; end vertical left and tight exposed; Lumber DOL=1,60 plate grip DOL=1,60 2) TCLL: ASCE 7-1t: Pr --al,,* -,tsf (rest fitte laod, Luyn*er DOL -1, 15 Plate DOL -1,15): PS=3Q,P,*sf (iirsund sronv); Pf--20 V,,vsf (flat ro*f snow� Lumber DOL -I .15 Plate D0L=1 .15); Category 11; Exp C; Fully Exp,; Ct=l,l 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2.00 times flat roof load of 208 get on overhangs non -concurrent with other live loads. 5) Plates checked for a plus or minus 5 degree rotation about its center 6) This truss has been designed for a 10,0 pet bottom chord live load nonconcurrent with any other live loads. fit between the bottom chord and any other members, 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4 IO)Thistrussisdes ned in accordance with the 2012 Internationa ode section 2306.1 and referenced standard ANSI/TPI I WARNING "0117011OM" and read nolettm Phs Truss Domgn tea -9 ( I'M Atxi the DIJ Refefence Sheet h" t tte �Wet As a `Truce, Destgn ErGatee, to e, SI*wky Engmeq the seat 0" aey'rDD Iepresseas ah xoeretattm of the prof tm.taonal erqIheenrtq he thefeWn ofthe sstyw Truss defeeted (a, the TDO etas unlw TM I The dmp aa.mphtats, Ioad,og oolayt,11m, aral vie of this T,en to, WS BUIldRyt M the 10taX,,MWyy of the Oy,4f, the 0— a atteeahztbl IttIthy" as the tAskeN De7m, m the �Next of the, FRC, the flyC h. Oct bu V code aed TPI tThe app—M at eet, FDD aryl ahy(wel use area, Thmt, dudes; hamdht, sraaae, tslhagbl abW MM aanq Sha# be the leSpoatabitty 0 the and Contlacto, A# scutes set cast na the I DD tod the prackes aedquJewws offbatherat ('MP<hte,h Safety Info—aum qrs4) pettitshed by TIN and S$ -CA are etweboed TFN I deNtem the geepormobrem and Truss Deans, rnm Des"V Ehgm `h and iene; Manufacturer aeft's othe,atse defimd by . Conv.a aWeed :spot Tee �Iyng by 0 pvtwn ,v,,w&J The Theta Deslct yth Eneer I NOT the Bukkd.9 sysNvs �'W'ee' for aey bueeng Ah catetsested tems are as deAned to TR I Copy,,4ht 0 21)14 Rhfyhsy01J Erspho-ag LLC' to'z Repmothcfm ot te's doom re, m a"y fix., I, Intst"Bled' Ahwt w Mee pybmtssoa prose, phoetawo'j MI Prahuiid, Cftrado Stanngs,Co LOADING (pstj TCLL 30,0 TCDL 100 BCLL fro BCDL 10,0 7,WO ry Oct 3 2014 Wax ID: IdeYHpW9JQ?5DRx3Ddbjlgykl k5-11 116-0 3-1-0 MEMEM 20 ii scale- i las 5 SPACING- 2-0-0 CSL Plate Grip DOL 115 TC 0,16 Lumber DOL 1,15 BC 0,11 Rep Stress Iner Yes WB 0.00 Code ISC20121rPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-6-0 DEFL" in (loc) Udell Ltd PLATES GRIP Vert(LL) -0.02 6-7 >999 240 MT20 197/144 Vert(TL) -0,04 6-7 >999 180 Horz(TL) -0.00 2 me n/a Weight: 28 Ib FT 0% BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 he purlins, except end verticals, BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing, REACTIONS. (Ib/size) 6=139dillectfanical, 2=20310-5-8 (min. 0-1-8), 7=31610-5-8 (min, 0-1-8) Max Harz 7=76(LC 9) Max Uplift 2=-47(LC 12), 7=-4(LC 12) Max Grav 6=169(LC 2), 2=255(LC 2), 7=390(LC 2) FORCES, (ib) -Max, Comp.lMax, Ten, -All forces 250 (lb) or less except when shown. BOT CHORD 4-7-340/45 NOTES - 1) Wnd� ASCE 7-10; Vult=l 10mIL13-seogrid Lcustr, Vas4=87mF*jh: TCDL=6,0wsf; BCDL=6,QVsf. h=15ft: B=45ft: L=24fL eave=4ft� Cat, IIL_ Exp C� enclosed; MWFRS (directnonalL cantilever left and right exposed: and vertical left and right exposed� Lumber DOL -1.60 plate grip DOL=1.60 snow� Lumber DOL=1.15 Plate DOL=1.15); Category it; Exp C� Fully Exp.; Ct=l,l 3) Unbalanced snow toads have been considered for this design, 4) This truss has been designed for greater of min roof live load list or 2.00 times flat roof load of 20,8 psf on overhangs non-roncurrent with other live toads, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, fit between the bottom chord and any other members 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by otherst of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10) This truss is designed in accordance Mh the 2012 International Building Code section 2306.1 and referenced standard ANSf/TPI 1, 11) "Semi-rigid pitchbreaks with fixed heels" Member end fix4 model was used in the analysis and design of this truss, MENUZZMEMUM ;ne sway desgr, pavalyacs and read soles on thoy Truss Desqn Meeting (TDD) old the Ora Refinehle, Shftt(lel 11, 4} blfisle usa, U10"S cAhWl ;�� stated on the TDD, not as c Asa Truses De"n Engmtreern. . IraystalyEllyforeon, the SeW on any TDD tepawes, an accottarce of the pulustsmWryiea,.eN,y%pT,,yr,WTy for V,,e, de Were a. Tae dt5.gr+ 2ssum4tuans S.Aabdiy am use of this Trass fic, any Bus long mane, esponteatty cat the Oaayovie Oyows authloread arrant w the SoAx.9 Detase, e Vle. w,told of afire IRC, the *C Me e kcal be way, texl'l N I The appywalof the TDO and any year use of ff'A T Fury, urdurd'N 4a11MlV Wmage, a,'IaRahan and tyacnai, rasaa be "af 'esprohstAlry of the, Onnystv Dasypne, and Coss aetor Ate mler, ser wt m the TDO and Vu, fxaaftc,and l"I'A'swas of BuMse; Cmreodam saftey Woneether, #W. Stt pbrsfvd by Et Aral WCA are efeemed W cynoutf gunitrum, De'sm F"yoftZaad Truss manufausuht" umees 001b, nome deerryd by a Clurur t atneed capon . —tog by ail partum mdved The ,a ., riewp Erryynery,, s NOT the Buorsuti Orr speer 01 Eageles" cyt any WAdmg Ad capatfued Woo, are as defwea . 7'P# I ilk. EWINEWINGttc cc,pyugM a 21014 P,0BueW,DsJ E oqCSftmvUC, IDO T RepodrcA*,, of #ra,*KxvnrmA, re wy elayu, 's ty"NhIed w9bout ya'"e. pe'vmson firem, pmsurkstyj 2-8-7 3,11-5 END VERTICALS THAT ARE EXTENDED BELOW THE TRUSS PROFILE MAY REQUIRE ADDITIONAL DESIGN CONSIDERATIONS (BY OTHERS) FOR LATERAL FORCES DUE TO WIND OR SEISMIC LOADS ON BUILDINGS, LOADING (pso SPACING- 2-0-0 CSL DEFL. in (loc) Vdefi Ud TCLL 30.0 Plate Grip DOL 1,15 TC 0,18 I Vert(LL) -0.02 7 >999 240 TCDL 10,0 Lumber DOL 1.15 1 BC 0,18 Vert(TL) -0,05 7 >999 180 BCLL 0,0 Rep Stress Incr Yes WB 012 Horz(TL) 0.02 6 me ma BCDL 10.0 Code WC20121TP120V I (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 SPF 2 1 OOF 1,8E TOA CHORD BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS, (lb/size) 1-177/Mechanical, 5=97210-5-8 (min, 0-1-14),6=-602/Mechanical Max Harz I =74(LC 11) Max Uplift 1=-22(1_C 12), 5=-57(LC 12),6=-728(C 2) Max Grav 1=216(LC 2),5=1 178(LC 2),6=19(LC 12) FORCES. (lb) -Max, Comi:r/MaXr Ten, - All forces 250 ftb) or less except when shown, TOPCHORD 210=-441456,3-10=-401506,4-6=-191728,3-4=,101544 BOT CHORD 2-5-446t96 WEBS 3-6�953/55 PLATES GRIP MT20 197/144 Weight: 20 to FT = 0% NOTES - 11) Wind: ASCE 7-10� Vuft=l 10mph (3-serond gust) Vasd-87mph- TCDL=6,Opsf, BCDL---6,Opsf; h=15ft; B=45ft; L=2411� eave=4ft; Cat. 11; Exp C; partially; M\NpRS (directional); cantilever left and right exposed; end vertical �eft and right exposed; Lumber DOL=1 60 plate grip DOL=160 2) TCLL: ASCE 7-10; Pr --30O par (roof five load: Lumber DOL=1.15 Plate DOL=I AS); Pg -30O hat (ground sngbgg)� Pf=20.8 pet (flat roof snow: Lumber DOL -1,15 Plate DOL=1,15); Category 11; Exp C: Fully Exp.; Ct=I, 1 3) Unbalanced snow loads have been considered for this design, 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live loads, 6) * This truss has been t for a live load of 20 sf on the bottom chord in all areas whem a "ec anill 6 0 to! bWfa"AiflMR0L__ fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections, 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except gt=[b) 6=728, 10) This truss is designed in accordance with the 2012 international Building Code section 23061 and referenced standard ANSI/TPI I 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNNG Reath, tb=tqNy rev the AcknoMedgemenj th Ptofitad atadard reams tw totatufactured Pfadwin-, real Verify destqn eartonetebt and had ,Oes be the, Twss Desgo Dawoq (I DC and the 00 Reeoew'lp qh4t (10, 11 1+q bermiuse Urge,% ofhoso, staW on the TNI OtAy Wek comtclor goatee W41 he etted to, thm T CIE) to be, uWbl A% ,, Taus Desgrn Eogmeer o e. , Specotmy Engeen", the "at on anv TDO beere"tes an aomptaace, W rth, polena,waf ehgpht,� anog reWhtobdAy fix the "11 of the swahe TIUM dep4ted on the TOO onh,� unde, FPt I Th. desV aw-ptym WaCQ mr4tae's. SC44bft alld ase of to,., TIm to, any Butid.g Is the. lespotentblao, of the Owrwe. the OaeatrS auftfVed agent or the StakKot; t1mpe, . the mege,d of V* RC, the t8C the iWat bwkrog Code abd TF4 I The aprewat of the TOD," 40y earl �, d tN r,nn voldoo tyoog'nq. atwage betamahoet aed b'a",rtg shag be the reapambetty olf the Eg.daoV 0b%qbttAh0 Cohllachtl AR notes Set out m the TOD WO the txacrt,, and g.aw'—s of B.,khnq Corn pane e Safely Wwnhehot, jEtC$h putelmhed byl Fn and SRCA are tefebhoed to, gyneral quetance TPI I dernes th. "pombotues and buttes et the "Cross Desow Tru., Co's,ge Erep4h, acid ?:'suss ne% maboom", We%% otheTeoey defined tj a CooWld aq,.edupon, M _dbts by an pad eesmoned The "GrassoDeson Eqoeel u%NOT the 8.4d.Ct Desgoe, or Nteo SY,Aeet E;mflol ho any knnW,,vg Ay candattzed Chnat we, M deMd ua rPt I M ------------ z.� I "Q 7-1-0 7-1-0 3X4 = 2A [( LOADING lost) SPACING- 2-0-0 CS1,DEFL. 1 in (too) Well Lid TOLL 30.0 Plate Grip DOL 1,15 TC 0,14 VerbLL) -0,00 11 W, 110 TCOL 10.0 Lumber DOL 1,15 BC 0.07 Vert(TL) 0-00 6 n/r 120 BCLL 0,0 Rep Stress Inor Yes VVB 0,08 Hort(TL) 1 0:00 15 We We BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Scale v 12,9,5 PLATES GRIP MT20 1971144 Weight: 42 0d FT = 0% . ....... ......... ---- -- ------ LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD 2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, OTHERS 2x4 SPF No.2 REACTIONS. All bearings 12-8-3, (to) - Max Harz 2=88(LC 9) Max Uplift Ail uplift 100 lb of less at joint(s) 2, 10, 8 MaxGrav Ali reactions 250 lb or less at joints) 2,6,2,6 except 9=327(LC 2),10-383(LC 24),8=383(LC 25) NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) WinrL ASCE 710� Vult-I I Omph (3 -second gust) Vasd-87mph; TCDL=6.Opsf; BCDL=6,Opsf; h=I 5ft" B=45ft; L=24ft; eave=4ft; Cat, 11 Exp C� enclosed; MWFRS (directionah; cantilever left and right exposed I end vertical left and right exposed; Lumber DOL=1,60 plat grip DOL= 1 Ad 3) Truss designed for wind loads in the plane of the truss onlyFor studs exposed to wind (normal to the fate), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 4) TCLL� ASCE 7-10; Pr=30,0 psf (roof live load� Lumber DOL=I. 15 Plate DOL=1. 15); Pg=30-0 psf (ground snow): Pf=20,8 psf (flat ro snovv� Lumber DOL=1.15 Plate DOL=1,15); Category 11; Exp C: Fully Exp.; Ct=l 1 5) This truss has been designed for greater of min roof live load of 1ZO pet or 2.00 times Pat roof load of 20,8 pet on overhangs non -concurrent with other five toads. 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) Gable requires continuous bottom chord bearing, 8) Gable studs spaced at 4-0-0 oc, I S) This truss has been designed for a 10,0 psf bottom chord live Wed nonconcuffent with any other live loads. fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joinfle) 2, 10, 8, 2 12) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSIfTPI 1 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. I :htteotier o:w1sue'da'd TT" Rn man.fitawed pnolodo, Soren Vw,fy rr�,eio yoneheters NJ Mad h,%" 0.0,6 Imes 0MV11 01"llot (100� 'k oonne, Ice Vus Tr.X by -'r she the feJ Reouesce Sheet {Ite, 11 14t tobelf, use Uleen M_ OMY We As, potter Shelf be raced be vatid M a Texans Desotn Ergn".r b e, 1'3 etuady fobhiewy the ;'was - any Tmmp.ve,ot an occeptano. of the Wifetewat orome.."O'e'"os'Uhty he rnm deputed Mn the TODoofy olef TFN I The hats m.�m;Aymc keheN con'Abore, %. 0 aWdy and use of thts Tee e, f. Katy Btaki,ng a the a c1pmsdW4o W Me O—e,, %he, Ovew Is JZ=11.1;11�111elllv. let ts'Weei Design th, ao the owlext of the IR(. , the SC' , the foot boyeetr oude a,O I P1 I The aprho-t of the TW and any fiehl usa of the 71uw mionq hwhong stwege, ehualebon and btaeeq, shaO Ju, 0w nn, pon.Way of he, Bwoeq D"g-n 3.d Con0actm AR hotes fee " nn the I DD pared the Basalt es sod gdehoes of B.*Mug cornpone,,e qaimy inesmabon (8(,Sd putohthod by Ti aml SKA we,.ferenotot to genera! guylame Tot I defin",, the neestmWAos and Whes oT the Tner, txfsgaaser, Tr.,,,' Dosh;n Enthnee, and Tatte, A§anadacF.,er unwey ooweme deft -0 by, a Contact to,yedgm . whtsef by A palt,",,hothoef The Truss Dy*qo Enqrheor * NOT the BuAdeiq Deugoec 0n Thms Syetem Erephee f arty buftroi Aft captafigeo le -s are as defined . YN I 7.1 ,.0 7.11.p , 18 17 16 15 14 13 12 LOADING (psf) d SPACING- 2.0-0 (k CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.03 TCDL 10.0 Lumber DOL 1.15 BC 0.03 BOLL p 0,0 ' Rep Stress Incr Yes Wa 0,03 BCDL 10.0 Code IBC2012ITM2007 (Matrix -M) sate - 129,5 t- t DE6L. in (Icrc) tide6i UdPLATES GRIP Vert;LL) Vend -L) 0.00 10 nlr 120 MT20 1971144 Vera(TL) 0.00 10 nlr 120 Horz(TL) 0.00 23 n1a me Weight. 54 to FT = 0% LUMBER- BRACING TOP CHORD 2x4 SPF No 2 TOP CHORD BOTCHORD 2x4 SPF No.2 BOTCHORD OTHERS 2x4 SPF No.2 REACTIONS, Ali bearings 12-8-3, (lb) - Max Herz 2=88(LC 9) Max Uplift Ail uplift 100 tb or tess at joints) 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 to or less at joints) 2, 10, 15, 16, 17„ 18, 14, 13, 12. 2, 10 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES - 1) « . LumberExp C, enclosed; MVVFRS (directional)" cantilever left and right exposed; end vertical left and right exposed: grip D6L=,l 40 3) Truss designed for wind loadsthe plane in of the truss only, For studs exposed o the face), see Standard Industry Gable End Details as applicable, or consuft qualified i . • i e.. loads.srrow� Lumber DOL- 1, 15 Plate DOL=I, 15)� Category It,, Exp C; Fully Exp,; Ct=l, 1 5) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20r8 psf on overhangs non -concurrent with other live degree6) All plates are 2x4 MT20 unless otherwise indicated, 7) Plates checked for a plus or minus 5 continuous8) Gable requires ♦ k Gable .d o 10) This truss has been designed for a 10,0 pst bottom chord live load nonconcurrent with any other live loads, } . *. Piggybackfit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb, uplift at joint($) 16,17,18,14, 1 12, 14) "Semi-rigid pitchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss, 15) See Standard Industry ♦ ♦ ♦ JANSIrrPI designer. j , i V ARNiN Please€ axotattthty rewesw the"Cus#rnxreey Aek uye4edgPe e a of PrafletW Szabey d I "M for MAV ey'neesY yeed"'t " Coup Venty desepe p aremeleht and read ndes qn tn. Tw s C esg, CeawealV i TOr and the £} J Reh ,exy, Sheet tfee S1,141 bnMe trse.Urxteas othelae slated ole the TDo o,riy W ek cunneder plates sha# ee u%ext to, IN, TOO to be uWd. As. i russ Dyson Faganaer {:.er _ Spec:aAy Ergm ) the SFdd y a ariy 11'xt Gttr,M'F919c 2�a >fl mfe" RUIRt1SY? IS he eetyona.!OPw of thf. the i9AY} e" (UY th dYej agent ealba 8 'uWq Cyl%yee , a EU1. DCd yt 0 t.fy, TPM 1. IBC KVle P,'t tV OtN¢tj:ik.Yt35 iyY awl pt I The. r e. v, , ty ,s+tladY3 rt ait3 .. U{ PMS Tt { s ti UM1k tA3*l 9 x'Mt'f C1U d 18 415@ e4 ibie? L+{ t1sC r%)d`f. #Q5e Q4tinCt i A ak t y twae N :tb t G. sport Vy t e{ Yn l6 g Dn C y t f} dd @ 8 +sh1 Y Ka # a t u { the 6G. ¢ts� Reea iw.� hk ea5ddc arx5 T P, i irte agprnwat e& the T€1i7 aaxf any 3aek3 seed ut lite ?chase, AcGua}+r1g hareUP0.�a;,i tit�racye ttss3„A#lktar atxf kaae ng sJ be #Rs raaspfxaat`tnfivty at Ydre A#u«ZdAtg iTet;ar ax+i! &"on4raaar, Fts npaes sei VIA ,1 the tE'TCa arsd the ps,ar,6se0. anal gaa+;letirtcs e€ suadhng G+xnt e ut Safety ErtipetAaatAeet t8C S0 pstbahed by TPP and SBCA Me referen^ed to, TPf s defi e #hit rC5(earsamNYies a€ d Ues What Tway Dolgheal, Truss Y7e sics�a E V�pn eel a+sd Teuas AAanufrt,,wmrureses otheree e defahat by a Cml,ad ag,hod ure,,, m -Mg by as pNfik*5 artvdrad. The 1,nss Ctaup Fr+gnneer is NOT the Sudd.9 i,wegmsr Ix "Crus% System kErQT eet fa€ ,%ay b kJw,q At,, rtretahzed lean% ate as a teed ftt TPS E. C:e;>yhythd 0 2014 t',oEyril Dat Enoettegeo, LLCt (01J), fteprfxft twe of f e dhyCxlrneVt ire any Rea, e%P" exTed HIih{%At-Men pt elmheoh ey. P108arAd,„Trk Y �S i 6 -1 0 7-1-0 , Scale - 1 29,8 3x4 == 18 17 16 is 14 13 12 LOADING (psff) SPACING. 2-0-0 TOLL 300 Plate Grip DOL 1.15 TC 003 TCDL 100 Lumber DOL 1.15 6 Be 0,03 BCLL 00 Rep Stress Incr Yes WE 0.03 BCD[ 10,0 Code IBC2012JTPI2007 (Matrix M) LUMBER - TOP CHORD 2x4 SPF No,2 BOT CHORD 2x4 SPF No,2 OTHERS 2x4 SPF No.2 1 '� ax c* 3x4 a;; OEFL, in (too) Yeah Ltd PLATES GRIP Vert(LL) O.00 10 rdr 120 MT20 197/144 Vert(TL) 0.00 10 nlr 120 Horz(TL) 0,00 23 nla nta Weight` 54 to FT 0% BRACING - r sheathing directly applied BOTCHORD Rigid Ceiling directly applied or 10-0-0 oc bracing, I REACTIONS. All bearings 12-8-3. (lb) - Max Harz 2= 88(LC 9) Max Uplift Alt uplift 100 in or less at joint(s) 16, 17, 18, 14, 13, 12 Max Gran All reactions 250 to or less at joints) 2, 10, 15, 16, 17, 18, 14, 13, 12, 2, 10 NOTES. Unbalanced 2) Wnd� ASCE 7-10; Vuk=110mph (3 -second gust) Vasd-87mph, . «# • Exp C; enclosed; MVVFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=l 60 plan grip DOL= 1 60 3) Truss designed for wind loads in the plane of '^ truss only, For studs exposed to windStandard# Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 4) TCLL: ASCE 7-10� Pr --30.0 psf (roof live load: Lumber DOL -1. 15 Plate DOL -11 5); Pg=30,0 psf (ground snow): Pf--20,8 psf (flat rool snow: Lumber DOL -1,15 Plate DOL=I, 15); Category 11; Exp C; Fully Exp,; Ct=l, 1 5) This truss has been designed for greater of min roof live load of 12,0 psf or 0 times flat roof load of 208 psf on overtrangs rotationnon-concurrent with other live loads, 6) Ali Plates are 2x4 MT20 unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree about chord8) Gable requires continuous bottom bearing, 9) Gable studs spaced at 0 # 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. designedfit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 17, 18, 14, 1. 13) This truss is in accordance with the 2012 International Building Code section 23061 and referenced standard 14) "Semi-rigid pitchbreaks with fixed hems' Member end fixity model was used in the analysis and design of this truss, 15) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer - 9 1! WARNING - Rease thsxoushty f" ew flu: "t„ ustornetS Acent.4edgeoetm of ptoLl w slaxra &d €ehs €e, mattertowed T'radWs" tantlt VWY 3enagn pararnMem and teed note% wtate Teas De%,Qn Drae gt i TDD ... g...... __ ars! the NJ NeaonSneaa Sheet €rev 41-f 4) beene use,Uhtese oyhexra M SnItef ork the TDO OeN hel ek o,anrredW paahm what be used to, this TCA;} Aa be vtgm M a Truss €?e n E n9rateer (t e, swariafty F.rgtrnear). the Seas on aay't"e mposeeW M the wotesxuutaf ervdarseerxrsg resFo`"rsxSanty An the, dessp of she sonytte Trues dep60ed ars the TOO oNy, under TW# 7. The doh;e ,assrx,egAx ts, %,M, eq =mlrtmees, w4at ty aW use atthe, Trerss Oke Bury 6u4dRV s She e"PO WAY Of Nre OmerOle 0a0e€'s Mhonzed aget or Me € .06I rg Cywyhea In the ootled dt the IRC, ft (6C the iClas tnaadrot T_,We 4"d TPI 4 The apvaoeW of the TOO and any how rase of Ilse Tttrffie,.nd eq handtrng, Storage. mVa#aho", suet braawr shaft be It*,respo-gadiy of Me SvM, 3 Desn het Well Coetracrn AU aM t. so, ow on the T66 as,d the De t,lgvars Saws cec ad Fr, of i3uA4nufa t,, er piewWs Sudety' eed,f,; Y (H w. "t a,,g ,mn b �derensWs tun nertrk e Tws^rr wt i Engme the resTrrzSsd ekh .g D ctaat arf she T es $ iLe. Eir t, ew Cl�ewdn En(}Ee:uea and (toss MarauCacterrxw. unless attteavrese det�rser8 hp a C¢sagrar„t a6renxt uptrn m ucasug y a�n8f ,x�oe¢w:tt €nrrert. Fhr, 'CxuSs C :;cs�n F�rtgineaer is PdC)T Rhe [urA:snq Ck+rn:r ;r i retia ;+ysta,m Cir+glncater Our we, truandmg, Aff capdasred term, we ,as clotted m I Pi ?, bVQ� $L F Lte>€Wr ht &7 2014pdg8urtf %h,i n5fkr¢eonrrd YCST, tD,4 Resx'odochon of th* sle 'W'mtt. m any form na cxtdffik tW eethont Wreten pe w asicn from F"roHsuka's'Do 5-4-0 5-0-8 5-0.8 8.7-0 6-7-0 5.0.8 5-" 5-4.0 2x6 $I 2x13. H 2"6 d$ Us :. US ii 2x6 !I 2x5 II 8x8 8.00 )22 6 2x6 II 2xe 11 7 26 Il A Scala - I;93 6 2x6 0 19 __.2x6 fi 2x6 II '2x8 !I 16 .m, 2x6 II is 2x6 11 tOx20MT20k$5 It 40x20 MT26H5 it 2x8 CI 9rixtq a•• 12x14 r" 8x8 '�= 2.6 II S2x�'94 -. 90x10=7 Zx#Y 612x& #$ 2x8 ti 2x6 lE 2x6 i$ 2.x8 Ii 2 ti 218 " I 2x6 h 2x6 €I 2x6 €E 2s it 2x61 Ii 2x6 Il 2x& ft 2x8 Ig 2x8 ll 2x6 IC LOADING (plop SPACING- 2-0-0 6 CSI, TOLL 30.0 Plate Grip DOL 5.15 TC 0.80 TCDL 10.0 + Lumber DOL 1.15 � BC 0.36 BCLL 0.0 1 Rep Stress Ener NO WE 012 BDL 100 + Code IBC2012rfPI2007 ----------- (Matrix M) g i_ LUMBER - FT = 0% TOP CHORD 2x6 SPF 2 100F 1.8E "Except' 6-8: 2x8 OF 195OF 1,7E BRACING - BOT CHORD 1.5X11.875MicrollamLVL 2,0E TO "BS 2x4 SPF No.2 Structural wood sheathing directly applied or 6-0.0 oc porous, except OTHERS 2x4 SPF NI:T2 -0-0 oc purlins (6-0-0 max.): 6-8. SLIDER Left 2x6 SPF 2100E 1,8E 2-6.0, Right 2x6 SPF 2100F 1.8E 2.6-0 REACTIONS, (lb/size) 1-1432810.5.8 (min, 0-3-14),13=1717510-5-8 (min, 0-4-11) Max Nora 1=220(LC 9) Max Uplift1=-13 5(LC 10), 13=-734(LC 10) Max Grav 1=17576(LC 2), 13=21023(LC 2) NE DEFL- in {toe) I/deft Lid I PLATES GRIP Vert(LL) -0,2316-17 >999 240 MT20 1181123 Vert(TL) -0,4716-17 >999 180 MT20HS 81/102 Horz(TL) 016 13 n1a No d Weight 1966 In FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc porous, except -0-0 oc purlins (6-0-0 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 10--0-0 oc bracing. ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED FOR LOAD SHOWN IN DOTES BELOW, ALL NAILS HOLES MUST BE FILLED AS PER DANGER MANUFACTURER'S INSTALLATION PROCEDURE WITH A MINIMUM OF tOd (,148" X 3") NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES, FORCES. TOPCHORD 1-2--10015/755,2-3--2109811611, 3-4--22614/1633,4-5=-22517/1659, 5-6=-20930/1488, 6-7-1975611194, 7-8=-1975611194,8-9=-22771/1126,9-10=-2541611095, 10-1 1=-2551411073,11-12=-246221940,12-13=-I 1764/426 BOTCHORD 1-97-1229116805,97-98�1229116805,20-98-1229116805,20-99=-1229116806, .4 t 108-109=-699/18577,109-1 10=-699118577,16-110--699/18577,16-1 1 1=-773121360, 111-1 r i 114-1 15=-693/19624,115-116--693119624,14-116--69WI9624,14-117=-693119624, WEBS 557, 6-17=015365,7-17--632/126,8-17-48+ « . ♦ * .0 NOTES. 1) nta- 2) 4 -ply truss to be connected together with 10d (0.131 "x3") nails as foltowsc Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x8 - 2 rows staggered at 0.9-0 oc, Bottom chords connected as follows: 1.5x11.9 - 3 rows staggered at 0-5.0 oc. Webs connected as follows: 2x4 - 4 row at 0.9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc.. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced r0of live loads have been considered for this design. 5) Wind: ASCE: 7-10; Vutt=110rnph (- and gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=-t5ft; B=45ft; ! = 44ft: eave=5ft; Cat. 91; Exp C; enclosed; M\ayFRS (directional): cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate CoRi#Rg%T� e2 t WARNiNG Phn"e Chnot he revkww� Cha "'Cu&Nneetats AcRnez +casru of Arcn9k¢+id wiYseruSa¢d Teems Cat ARanuFacdxu�ett Prcu3e�te:" Sorin Vte6Py des4ta+ 2etameturs aars3:eau9 snaSetis on dxtx efal36 ita�aGn fita»trrm. 4TED) card the Cn 3 rdef race Sheol {acv 11-1141 beave use.d,irness 00tervtise Skated en the TOO only N&Tek vconne0eae Saates shag be used Par iters TDD to be vatad. As a Twos% De%Qn Entt+na er (i e .SCtecraSfY ra�gurearo+s. IT* ±seat ore any X Do m ee5ents an acceowym of the exoressawaP for th x e:s9n or the svNh, Truss deputed un the TOO arty, t, ndw 1 PI 5 The design assee nt ato >s. uaackap wNha?n^... se+xab#fky arv9 Uee of intra truss tear any Buedaysyy * the €esFo� MAY of the fo men, the 0 veaer';a yacat!%dued a nt of the StoWtoo Ce y"lo r, mthe cool �k wf the'Rr Thy fSC. the Saba i�,. rbng catie errS'TPt 5. TTe araaxooAt of the 7 ('347 ww airy tied use d, the, musts,. 4mMotrxt handkav ',hofagte eaataxxeen arcs! tXaCo , Stoke be Me xec$SnnaitAiey of me titarbdeq 0"mo and Con,113 tsr. At wles SO out en lee TOO and th. readflres aaad gu lfe"tes 0 suk."t{ng CasnsPrneeaf Safety holeanat'ara+ (BCSkt pubA shed by TT°! a xf S@CA aza reterem^ d for gene,at gsretw e TPi t Oerh % the sgsp,+rs!9,rtxti and dvUee of free Taus. ",3esgne, 5uas „}a+;g3n Erageneer arxk Teaas,: hlanatfa tiurei antras e4inersuaae eSePrrn�x3 by a C,arztracC a;,tren,:xi iapan ue v,^rzrr;# by aR raaceues ,nvaSve+r, d. the Nun Desyn Engow as N4iY the siaaiit3ttKaq L-Msry.3na;r tar P toss Spstam rraginee!r Yc+ da'f ixatbitrrg Aki carsitanzed Sern15 sae as da5na*,d In PP7 1 rw E;xxyrynpkrcti'a 718 7�reEkua&i,C%eJ Erxronea*ca. , it G. SGz.#t untMany Monesoh vmPmll.&{OReFxmYsdonor2hsdoeEWNMING 6) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPl 1. Category 11; Exp C; Fully Exp,; CWA, Lu=50-G-0 8) Provide adequate drainage to prevent water pending, 9) All plates are MT20 plates unless otherwise indicated, 10) All plates are 2x4 MT2.0 unless otherwise indicated, 11) Plates checked for a plus or minus 5 degree rotation about its center. 12) Gable studs spaced at 1-4-0 oc, 13) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live lfyads 14) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = a 15) ,id blocking is required on both sidesof the truss at Jointia), 13. connection16) Provide mechanical of 1 to uplift at jointfi$) except at=ib) 1 = 1335, 13=734, 17) This truss is designed in accordance with the 2012 International Building «.. section 23061 and referenced standard modified.18) A + following a basic load indicates that the load has been modified in one or more load cases. f loadsmust review f verify that they are correct♦ t use of this truss, 20) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 21) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, 22) Hangena) or other connection device(s:) shall be provided sufficient to support concentrated Instills) 1304 lb down and 183 lb up at 2-2-4, 1304 lb down and 183 to up at 4-2-4, 1304 lb down and 183 lb up at 6-2-4, 1264 to down and 183 lb up at 8-2-4, 1264 lb down and 183 Ib up at 10-2-4, 1264 lb down and 183 lb up at 12-2-4, 126,4 to down and 183 to up at 14-2-4,1264 1b down and 183 to up at 16-2-4,1234 Ift down and 178 lb up at 18-2-4,1234 to down and 178 to up at 20-2-4,1232 to down and 45 ib up at 22-2-4, 1907 to down * 58 lb up down and 58 to up and 58 to up at 32-2-4, 1907 In down and 58 to up at 34-2-4, 1907 lb down and 58 lb up at 36-2-4, 1923 lb down and 60 lb up at 38-2-4, and 1923 to down and 60 to up at 40-2-4, and 1923 It, down and 60 lb up at 42-2-4 on bottom chord, The design/selection of such connection devioets) is the responsibility of others. 23) Studding apphed to F LOAD CASE(S) Standard Except: 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1 . 15 Uniform Loads (ptf) Vert. 1-6=75,6-8=-75, 8-13=45, 89-93=-33 Concentrated Loads (to) Vert.19=-1018(F)17--998(F)97=-1051(F)98--1051(F) 93= -1051(F)100= -1018(F)101- 1018(F)103= -1018(F)104= 1018(F)105= -993(F)107= -993(F)108= -1551(F) 109--1551(F)110=-15 1(F)119=-1551(6)113--1551(F)114=-1551(F)115=-15 1(F)118= -1563(F)117 -1563(F)118= -1563(F) 2) Dead + Roof Live (balanced): Lumber Increase=1,15 Plate Increase=1,15 Uniform Loads (pif) Vert: 1-6=-93,6-8=-93,8-13=-93,89-93=-33 Concentrated Loads (Ib) Vert: 19=-1264(F) 17=-1232(F) 97=-1304(F) 98=-1304(F) 99=-1304(F) 100=-1264(F) 101=-1264(F) 103=-1264(F) 104=-1264(F) 105=-1234(F) 107=-1234(F) 108=-1907(F)109=-1907(F)110=-1907(F)911--1907(F)113=-1907(F)114=_1907(F)115=-1907(F)116=-1923(F)117=-1923(F)118=-1923(F) 3) Dead + 0,75 Roo€ Live (balanced) +0.75 Un nhab. Attic Storage: Lumber increase=1.15, Plate Increase=1,15 Uniform Goads (pit) VeM 1.6=-78, 6-8=-78, 8-13=-78, 19-89=-33, 19-102=-63, 18«1132=-33, 18-106=-63, 106-108=-33, 16-108=-63, 16-112=-33, 15-112=-63, 15.93=-33 Concentrated Loads (to) Vest: 19=-1128(FF) 17=-1096(F) 97=-1151(F) 98=-1151(F) 99--1151(F) 100=-1128(F) 101=-1098(6) 103=-1128(F) 104=-1098(F) 105=-1066(F) 107=-1096(F) 108=-1722(F) 109=-1822(F) 110=-1822(F) 111--1852(F) 113=-1822(F) 114=-1852(F) 115=-1852(F) 116=-1865(F) 117=-1865(F) 118--1865(F) 4) Dead + 0.75 Snow (balanced) 4,035 Uninhaty Attic Storage: Lumber Increase -115, Plate Increase «1.15 Uniform Loads (plf) Vert: 1.6 --64, 6-8=-64, 8-13=-64, 19-89=-33, 19-102--63, 18.102=-33, 18-106=-63, 106-108=,-33, 16.108=-63, 16-112=-33, 15-112->-63, 15-93=-33 Concentrated Loads (lb) Vert: 19=-943(F) 17--920(F) 97=-962(F) 98=-962(F) 99=-962(F) 100=-943(F) 101=-913(F) 103=-943(F) 104=-913(F) 105=-885(F)107=-915(F)108=-1455(F)109=-1554(F)110=-1554(F)111=-1584(F)113=_1554(F)114=-1584(F)115=-1584(F) 116= -1894(F)'117= -1594(F)118= -1594(F) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase= 125, Plate Increase=1.25 Uniform Loads (pit) Vert. 1.6=_33, 6.8=-33, 8-13=_3, 89.93=_53 Concentrated Loads (lb) Vert:19=-715(F)17=_717(F)97=444(6)98=-744(F)99=-744(FF)100=-715(F)101--715(F)103=-715(F)104=-715(F) 105=-698(F)107=-698(F)108==1117(F)109=-1117(F)110=-1117(F)111=-1117(F) 1'13=-1't17(F)114=-1117(F)I15=-1117(F) 116=_1121(F)117= -1121(F)118= -1121(F) 8) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase= 1,60, Plate increase=1.60 Uniform Loads (ptf) VerL 1.6:-46, 6-8=-34,8-13=-24,89-93-33 Horz: 1-6=13,8-13=9 Concentrated Loads (lb) Vert: 19=183(F) 17=45(F) 97=183(F) 98=183(F) 99=183(F) 100=183(F) 101=183(F) 103=183(F) 104=183(F) 105=178(F) 107=178(F)108=58(F)109=58(F)110-=58(F)111=58(F)II3=58(F)114=58(F)'915=58(F)116=60(F)117=60(F)118=60(F) 9) Dead + 0,6 MWFRS Wind (Neg, Internal) Right: Lumber Increase= 1.60, Plate Increase= 1 .60 Uniform loads (pit) Vert: 1-6=-24,6-8=-34, 8-13=-46, 89.93=-33 Harz: 1-6=-9,8-13=-13 IMEMEMSEM WARNWO PWne ihsx'asArhay. eervtew the "i)crstorrtet^s .4G6s mesal at P108 0 Slandaed Terms ier Manuteat red exaa" torero Vvl dv�s' @ gara+roetera arxu read ntxea can thse Tnsse Cies n oravwig Q7DD? arsi the DO nfeie,e ce Sfreat free 1,1141 behae use LtNess othe nese stated nn the Too, We MiTek axes -aster pfaTe% shaft be u ,d tar this CS4.a so Ise vaifd. As a Frew De,&Vn r repmv� da e 5re:rnxTY �ngtmarvk, rhe seat or, any TDD eevesaeam as 'accept trace a4 are p aeftesaraar empmeeng to pombtrty for the dewgn of the Save, Pteey de!gmow use t1w T DD omy, .,4fh 1 EZ i The desg, mumpbons toadov aaraebo c, sea uaxtay &ad use of aids rnna, W my 8u4deng as the +ez:M'^3hvbf y W The {lamer. the Uv wer a.thorweei agem o tate 8 tar q De voer m tires. coM.N at the RC. the IBC,. tine focal tyea, g sw1e wel TPI f, The aiep'u'arai aP lire rata alert any freer use of tea Srus9, e�tidvyi daarae5ta g, sef+age, bnvaNatroh yea Waxorg, seal oe the rvfipxesdt?w4Ty 03 the 8u,0119 iteGanel arad Coheradw ,41? -tax sect (aA in the TDO end the p eaftes amd ganda4asses of 8uAd N C,mp aeaaa SaWy h t that^an 0,opu *ml by rPf ams SoC,.A am mh,e ued he genteat gundame. TR 7 der=nfa the re�s;*nsaktXinn and dub" of the Taal Dee gner. Truss DS ,vt ex EfWaysu anti Truss +4B aouradulel, unta.ws o t ooso, dekned by a 4 o"Vacx agtaed "Pon . wnhag by alt p1ttea moi let The r russ Clee4n Enyvow n NOT haaa eoadresg @seu3ner or Te- Sysh mt Enguheaa jzk/ ra any bkeUhQ Att capitalved teemne s air as defid Ary 7 Pt 2. COPY.FghtC,2014EouwortlSn ?g t:, (r'J) yetrfHlQtpt Ut eo dnttY918tM @ryg 9diff tKid6AtM$94kh3\FdYktjesnaxarnt'U+i+rkprUdiT1, EMIN RN ILC LOAD CA 6(S) Standard Except: Concentrated Loads (lb) Vert: 19=183(F) 17=45(17) 97=183(F) 98=183(F) 99-183(F) 100=183(F) 101 =183(F) 103=183(F) 104=183(F) 105=178(F) 107=178(F) 108=58(17) 109=58(F) 110=58(F) 111=58(F)113=58(F)114=58(F)115=58(F)118=60(F)117=50(F)118-60{F) 12) Dead + 0,6 M\NFRS Wind (Neg, Internal) Parallel: Lumber Increase -1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-6=-34,6-8=-34,8-13=-34,89-93-33 Horz: 1-60, 8-13=-1 Concentrated Loads (lb) Vert: 19=183(F) 17=45(F) 97=183(F) 98=183(F) 99=183(F) 100=183(F) 101=183(F) 103=183(F) 104=183(F) 105=178(F) 107=178(F) 108=58(F) 109=58(F) 110=58(F) 111-58(F) 113=58(F) 114=58(F) 115=58(F) 116=60(17) 117=60(F) 118=60(F) 13) Dead + 0,6 MWFRS Wind (Neg, Internal) 2nd Parallel: Lumber Increase=1,60, Plate Increase=1,60 Uniform Loads (pit) Vert: 1-6-34, 6-8=-34,8-13=-X 89-93=-33 Herz: 1-6=1, 8-13=-1 Concentrated Loads (lb) Vert: 19=183(F) 17=45(F) 97=183(F) 98-183(F) 99=183(F) 100=183(F) 101=183(F) 103=183(F) 104=183(F) 105=178(F) 107=178(F) 108=58(F) 109=58(F) 110=58(17) 111=58(F) 113-58(F) 114=58(F) 115-58(F) 116=60(F) 117=60(F) 118=60(F) 14) Dead + Uninhabitable Attic Storage: Lumber Inerease=1.25, Plate Increase=1,25 Uniform Loads (plf) Vert: 1-6=-33, 6 -8= -33,8 -13= -33,19 -89= -33,19 -102= -73,18 -102= -33,18 -106=-73,106-108=-33,16-108=-73,16-112=-33,15-112=-73,15-93=-33 Concentrated Loads (to) VerL 19=-560(F) 17=-547(F) 97=-563(F) 98=-563(F) 99-563(F) 100=-560(F) 101=-520(F) 103=-560tF) 104=-520(F) 105=-500(F) 107-540(F) 108=-886(F) 109=-1019(F) 110=-1019(F)l11=-1059(F) 113=-1019(F) 114=-1059(F) 115--1059(F) 116=-1063(F) 117--1063(F) 118=-1063(F) 15) Dead + 0.75 Snow (bat.) + 0.75 Uninhati, Attic Storage + 0.75(0,6 MWFRS Wind (Neg, int) Led): Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (pift Vert: 1.6=-74, 6-8=-65, 8-13-58, 19,-89=-33, 19-102=-63, 18-102=-33, 18-106=-63, 106-108--33, 16-108=-63, 16-112=-33; 15-112=-63, 15-93=33 Herz: 1-6=9,8-13=7 Concentrated Loads (lb) Vert: 19--69(17) 17--35(F)97=66(F) 98=66(F) 99=66(F) 100=69(F) 101=69(F) 103=69(F) 104=69fl 105=66(F) 107=66(F) 108=-65(F) 109-65(F) 110=-65(F) 111--65(17) 113=-65(F) 114--65(F)115=-65(F) 116=-64(F) 117=-64(17) 118=-64(F) 16) Dead + 0.75 Snow(bal,) +0,75 Uninhab, Attic Storage +0.75(0,6MWFRS Wind (Neg. Intl Right): Lumber mcrease=1,60, Plate mcreasen=1,60 Uniform Loads (pit) Vert: 1-6=-58, 6 -8= -65,8 -13= -74,19 -89 -33,19 -102= -63,18 -102= -33,18 -106=-63,106-108--33,16-108=-63,16-112=-33,16-112=-63,15-93=-33 florz: 1-6=-7,8-13=-9 Concentrated Loads (lb) Vert 19=69(F) 17=-35(1797=66(F) 98=66(F) 99=66fl 100=69(F) 101=69(F) 103=69(F) 104=69(F) 105=66(F) 107=66(F) 108=-65(F) 109=-65(F) 110=-6a(F) I31=-65fl 113=-65(F) 114=-6.5(F) 115-65(F) 116=-64(F) 117=-64(F) 118-64(F) 17) Dead+ 0.75 Snow (bat,) + 0,75 Uninhob Attic -Storage+ 0.75(0,6 MWFRS Wind (Neg, Intl 1st Parallel): Lumber lncfease=1.60, Plate Increase=1.60 Uniform Loads (pff) Vert: 1-6=-65,6-8=-65, 8-13=-65,19-89=-33, 19-102=-63, 18-102=-33,18-106=-63,106-108=-33, 16-108=-63,16-112=-33,15-112=-63,15-,93=-33 Horz: 1-6=1, 8-13=-,1 Concentrated Loads (Ith Vert: 19=69(F) 17=-35(17) 97=66(F) 98=66(F) 99=66(F) 100-69(F) 101=69(17) 103=69(F) 104=69(17) 105=66(F) 107=66(F) 108=-65(F) 109=-65(F) 110=-65(F) 111=-65(F) 113--65(17) 114=-65(F) 115--65(17)'116=-64(F) 117--64(F) 118=-64(17) 18) Dead + 0,75 Snow (baL) +0.75 Uninhab. Attic Storage + 0,75(0,6 MWFRS Wed (Neg. Intl 2nd Parallel): Lumber Increase=1,60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-6--65,6-8=-65, 8 -13= -65,19 -89= -33,19 -102= -63,18-102=-33,18-106=-63,106-108=-33,16-108=-63,16-112=-33, 15-112=-63,15-93=-33 Horz: 1-6=1, 8-13=-3 Concentrated Loads (to) Vert: 19=69(F) 17=-35(F) 97=66(F) 98=66(F) 99=66(F) 100=69(F) 101=69(F) 103=69(F) 104=69(F) 105=66(F) 107=66(F) 108=-65(F) 109=-65(F) 110=-65(F) 111=-65(F)113- 65(17) 114=-65(F) 115=-65(17) 116-64fl 117.---64(F) 118=-64(F) 19) Dead + 0.75 Roof Live (bat.) + 0,75 Uninhab, Attic Storage + 0,75(0,6 MWFRS Wind (Neg. Intl Left): Lumber Increaae=1.60, Plate Increase= 1 M Uniform Loads (b1f) Vert: 1-6=-87,6-8=-79, 8 -13= -71,19 -89= -33,19-102=-63,18-102=-33,18-106=-63,106-108=-33,16-108=-63, 16-112=-33, 15-112=-63,15-93=-33 Harz 1-6=9, 8-13=7 Concentrated Loads (lb) Vert: 19=69(F) 17=-35(F)97=66(F) 98=66(F) 99=66(F) 100=69(F) 101=69(F) 103=69(F) 104=69(F) 105=66(F) 107=66(F) 108=-65(F) 109=-65(F) 110=-65(F) 111=-65fl 113=-65(F) 114=-65(F) 115--65(F) 116=-64(F) 117=-64(F) 118=-64(F) 20) Dead + 0,75 Roof Live (bal.) + 0.75 Uninhab, Attic Storage + 0 75(0.6 MWFRS Wind (Neg. Intl Right): Lumber Increase -1.60, Plate Increase= 1.60 Uniform Loads (pit) Vert: 1-6--71, 6-8=-79, 8 -13= -87,19 -89= -33,19 -102= -63,18-102=-33,18-106=-63,106-108=-33,16-108=-63,16-112=-33, 15-112=-63,15-93=-33 Horz: 1-6=4,8-13=-9 Concentrated Loads (to) Vert: 19=69(F) 17=-35(F) 97=66(F) 98=66(F) 99=66(F)100=69(F)101=69(F)103=69(F)104=69(F)105=66(F)107=66(F) 108=-65(F) 109=-65(F) 110=-65(F) I tl-65(F) 113=-65(F) 114=-65fl 115=-65(17) 116=-64(F) 11 7=-64(F) 118=-64(F) 21) Dead + 035 Roof Live (bap,) + 0.75 Uninhab, Attic Storage + 0.75(0 .6 MWFRS Wind (Neg, Intl 1st Parallel): Lumber lncrease=1.60, Plate lncrease=1,60 REMMM33MB= Atonen on th*Tn s0m;dD,avOrglIDD� an! aha 8,)uf its iererase Sleet loco. IIAO Wwa ahe UWeme athemse%tated on the TDLIwd, plalesaehatl be a ad hd ths tDO to t� vabd An; o Twos DeKe F r,rram d. a_ Spec,agyEngmeeO, the Wai m alw TOD'evese"Is ora.'xV;a1d0e of the EWolesldmli 1w the desgn of the vogle Truss dapaedon She TOO only'ur4e' TPI I 2n,,Wdy and rasa of ltos Truss Are -y SUMMIm the restonsUdy of 0w cl+eaea' , the One"s auftoonzed attmt Of the 8 N'o Des 1el, In Rhe ext Ott the IRC, th. nBC, the !kloW toOdIN axle aed TPI t The arqnr�Wol " W mo n, TOD end any N - u" of tne T,-%, Wdq han(rng %%oage, a,%Wata oo vol braaV shag be the mspons&My ozml ee S.Admg Onsgnet and Coavao., Atl nolem W not m the o DD sad than prat wes 'Maman The I ium DeWli Engoowr is NOT the Bukhrg, Desgw v Tans, System Elor cw 2 to, aly Nl,lcoln; All catxaTaka�i iernae are ons deta'sad 4n 7i># ^. EWINEMNG LLC lDJtReMWw-of0,mdoom-! m.rOftm, Probudd, Colorado springs'co 7 60D f, Oct 3 2,014 MTrek Industries, Inc.Wed Sep 02 09'M 14 2015 Page 4 M: IdeYt,ipW9JQ?5DRx3Ddbjigyklk5-qudRZJetyJ8cEBlxHOOALE\rjplijiNWo6NSvLTytiiKF LOAD CASE(S) Standard Except: Uniform Loads (pit) Vert: 1-6=-79, 6-8=-79,8-13=-79, 1"9=-33,19-102=-63, 18 -102= -33,18 -106=-63,106-108=-33,16-108=-63,16-112=-33,15-112=-63,15-93=-33 Herz, 1-6=1, 8-13=-1 Concentrated Loads (lb) Vert 19=69(F) t7=-35(F)97=66(F) 98=66(F) 99=66(F) 100=69(F) 101=69(F) 103=69(F) 104-69(F) 105=66(F) 107 =66(F) 108=-65(F) 109=-65(F) 110--65(F} III= -65(F) 113=-65(F) 114=-65(F) 115=-65(F) 116=-64(F) 117=64(F) 118=-64(F) 22) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab, Attic Storage + 0.75(0,6 MWFRS Wind (Neg, Int) 2nd Parallel): Lumber Incroase=1,60, Plate lncrease=l .60 Uniform Loads (pit) Vert: 1 -6= -79,6 -8= -79,8 -13=79,19 -89= -33,19 -102= -63,18 -102= -33,18 -106=-63,106-108=-33,16-108=-63,16-112=-33,15-112=-63,15-93=-33 Herz: 1-6=1, 8-13=-1 Concentrated Loads litu Vert: 19--69(F) 17=-35fl 97=66(F) 98-66(F) 99-66(F) 100=69(F) 101-69(F) 103=69(F) 104=69(F) 105=66(F) 107--66(F) 108-65(F) 109=-65(F) I 10=-65(F) III= -65(F) 113=-65(F) 114=-65(F)115--65(F)116=-64(F) 117-.64(F) 118-64(F) 23) 1st Dead + Roof Live (unbalanced): Lumber Increase=l. 15, Plate Increase=1. 15 Uniform Loads (pit) Vert: 1-6-93, 6-8=-93,8-13=-33,89-93-33 Concentrated Loads (to) Vert: 19-1264(F) 17=-1232(F) 97=-1304(F) 98=--1304(F) 99=-1304(F) 100=-1264(F) 101=-1264(F) 103=-1264(F) 104=-1264(F) 105=-1234(F) 107=-1234(F) 108=-1907(F) 109=-1907(F) 110--1907(F) 119=-1907(F) 113=-1907(F) 114=-1907(F) 115=-1907fl 116=-1923(F) 117=-1923(F) 118=-1923(F) 24) 2nd Dead + Roof Live (unbalanced): Lumber Increase= 1, 15, Plate Increase= 1, 15 Uniform Loads (off) Vert: 1-6=-33, 6-8=-93, 8.13=,.93.89-93=-33 Concentrated Loads (lb) Vert: 19=-1264(F) 17-1232(F) 97=-1304(F) 98=-1304(F) 99=-1304(F) 100=-1264(F) 101=-1 264(F) 103=-1264(F) 104=-1264(F) 105=-1234(F) 107=-1234(F) 108=-1907(F) 109=4907fl 110=-1907(F) 111=-1907fl 113-1907(F) 114=-1907(F) 115-1907(F) 116-1923(F) 117=-1923(F) 118=-1923(F) 25) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber lncrease=1.15, Plate lncrease=1.15 Uniform Loads (plf) Vert: 1-6-78, 6 -8= -78,8 -13= -33,19 -89= -33,19 -102= -63,18 -102= -33,18 -106= -63,106-1G8=-33,16-108=-63,16-112=-33,15-112=,-63,15-93--33 Concentrated Loads (lb) Vert; 19= -1128(F)17= -1095(F) W-1 151(F) 98=-1 151(F) 99=-1 151(F) 100-1 128(F) 101=-1098fl 103=-1128(F) 104=-1098(F) 105=-1066tF) 107=-1096(F) 108--1722(F) 109=-1822(F) 110=-1822(F) 111=-1852(F) 113=-1822(F) 114=-1852(F) 115- 1852(0) 116=-1865(F) 117=-1865(F) 118=-1865(F) 26) 4th Dead +0,75Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber lncrease=1.15, Plate Increase=1.15 Uniform Loads (plb Vert: 1-633,6-8=-78,8-13=-78,19-89-.-33,19-102=-63,18-102=-33,18-106=-63,106-108=-33,16-108=-63,16-112=-33,15-112=-63,15-93=-33 Concentrated Loads (to) Vert: 19-1128(F) 17;= -1096(F)97= -1151(F) 98=-1151(F)99--1151fl 100=-1128(F) 101=-1096(F) 103=-112$(F) 104=-1098(F) 105=-1066(F) 107=-1096(F) 108=-1722(F)109= 1822(F) 110=-1822(F) III= -1852(F) 113=-1822(F) 114=-1852(F) 115=-1852(F) 116=-1865(F) 117=-1865(F) 118=-1865(F) 29) Reversal: Dead +0,6 MWFRS Wind (Neg, Internal) Left: Lumber lnerease=1,60, Plate fncrease=1.60 Uniform Loads (pff) Vert: 1-6-46, 6-,8=-34,8-13=-24, 89-93=-33 Herz: 1-6-13, 8-13=9 Concentrated Loads (Ib) Vert: 19=-724(F) 17=-571(F) 97=-744(F) 98=-744(F) 99=-744(F) 100-724(F) 101=-724(F) 103=-724(F) 104=-724(F) 105=-706(F) 107=-706(F) 108=-819(F) 109=-819(F)110=-819(F)111--819(F)113--819(F)114= 819(F)115=-819(F)116-.822(F)117=.822(F)118=-822(F) 30) Reversal: Dead + 0,6 MVVFRS Wind (Neg. Internal) Right; Lumber Increase=1 .60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-6-24, 6-8=-34, 8-13=-46, 89-93=-33 Harz: 1-6=-9, 8-13=-13 Concentrated Loads (lb) Vert: 19=424fl 17=-571(F) 97=-744(F) 98=-744(F) 99=-744(F) 100=-724(F) 101= -724(F)103= -724(F)104= -724(F) 105=-706(F) 107=-706(F) 108=-819(F) 109=-819(F) 110=-819(F) 111--819(F) 113=-819fl 114=-819(F) 115-819(F) 916=_822(F)117= -822(F)118= -822(F) 33) Reversal: Dead + 0.6 MWFRS Wind (Neg, lntema4 Ist Parallel: Lumber Increase -1.60, Plate Increase=1.60 Uniform Loads (phi) Vert: 1-6=-34, 6-8=-34, 8-13=-34, 89-93=-33 Harz: 1-6=1, 8-13=-1 Concentrated Loads (lb) Vert: 19=-724(F) 17=-571(F) 97=-744(F) 98=-744(F) 99=-744(F) 100--724(F) 101--724(F)103=-724(F)104=--724(F) 105=-706(F) 107=406fl 108=.819(F) 109.--,.819(F) I 10=-819(F) 11 1=-819(F) 113=-819(F) 114-819(F) 115=-819(F) 116= -822(F)117= -822(F)118= -822(F) 34) Reversal: Dead + 0.6 MWFRS Wind (Neg, Internal) 2nd Paralief: Lumber Increase=l .60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-6=-34,6-8=-34,8-13=-34,89-93-33 Horz: 1-6=1, 8-13=-I Concentrated Loads (1b) Vert: 19=-724(F) 17=-571(F) 97=-744(F) 98=-744(F) 99=-744(F) 100-724(F) 101=-724(F) 103=-724(F) 104=-724(F) 105=-706(F) 107=-706(F) 108=-819(F) 109-819(F) 110---819(F) I I Iml-819fl 113=-819(F) 114=-819(F) 115=-819(F) 116= -822(F)117= -822(F)118= -822(F) 35) Reversal: Dead + 0.75 Snow (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Intl Left): Lumber Increase=1 .60, Plate Increase=1.60 IMMMMEEM= AWARNING Please thtaouot4y fe,ee,. the "Cusl000e's tolknovtedgm-t 0 Plotheid' SIAWwd Terns W Manuellured Modwft" fol,oVet0y deogn ira,ameftm and read tronts on 3116 the DIJ Raferelve Sheet tree 11-14) rAfte est Votess othelvalle stated 0. Ole TIM, only &ATok corme"do, foloce" Sows be, *ed to, ffas 100 to be vand As a Trlos Car"n Erdoiev (a e Sp"aafty ErSvieoty, the Saw or any TDO represents all mPtamr, of the pmnetheonat ergol—'org 'k-spoolobAly fc, the deagn of tht,, —qio rw%-, lefpcted err 9e, TM ody. loolto TM I The deshpi essunVaons, ktadrq co.ftorh, sutawdyard "Si, 01 O.S I nom for any Buton M the 'ospoe'�'wty of the 0-ter.the & h% Bwa,N Dmy.er, m are m4ext of the fRC, ft TBC, the Carat 1-4� 4 and. anal TPP I Tht,, applwai nr ftnt ibD and wo, felo,me of Ole TnM' mate 'off t1andlott, stns 9c, 'Mwatlao t",�lspombffty a the B.fth; Eofsoyrer V4 Cohtlaeux Alt .0tft set m& the TI'M Nor Ow "d Q deti'r of B.gd#V Coh,pwtent Sa" Inkrah,ftm (BCEA) fol MrshW by MloW SBCA we,efemrceo to, go ... 4E qvnofntw rot I deed", aoct duties of the f,lom, 0.1sone, Tmsa Do's90 Ezea' and rose Mllluta'Aofelootm Mtrv o defintol N " cootrtmlt agoee,0 uTem . -Arog by or paddt%ar alh,ea The lwm Oltogn Enqmftas N07 the Bokhrg Corsfoe, o, Tgv.% Sy%onn Logmee, fm any We,.,g —WIV. AR apn.TQPf tem we. as delefettm TPI I EMINMINCUIC Ca;oyrQht 0 X" 4 for,803 0M Eng—,enrq LrC, rDJ) Rfood"bon ot thm ftcumea . ay forlo"s P'0NNTed .4hool loAkeo penowo" ftom P'0804-00 LOAD CASE(S) Uniform Loads (pit) Vert' 1-6=-74, 6 -8= -65,8 -13= -58,10, -89==33,19 -102= -63,18 -102= -33,18-106--63,106-108=-33,16-108=-63,16-112=-33,15-112=-63, 15-93=-33 Herz: 1-6=9, 8-13=7 Concentrated Loads (lb) Vert: 19=-1009(F)17=_880(F)97- 10308 98--1030(F)99=-1039{F)100- 1009(F) 101=-979(F) 103=-1009(F) 104=-979(F) 105=-952(F) 107=-982(F) 108=-1333(F) 109=-1400(F) 110=-1400(F) I I 1-14308 113=-1400(F) 114=-1430(F) 115=-1430(F) 116--1437(F) 117=-1437(F) 118=-1437(F) 36) Reversal: Dead + 0,75 Snow (bat,) + 0.75 Uninhab, Attic Storage + 075(0.6 MWFRS Who (Neg. Intl Right): Lumber lnerease=1,60, Plate fncrease=1.60 Uniform Loads (df) Vert, 1-6=-58,6-8=-65, 8-13=-74,19-89--33,19-102=-63,18-102=-33,18-106=-63,106-108=-33,16-108=-63,16-112=-33,15-112=-63,15-93=_33 Harz: 1-6=-7, 8-13=-9 Concentrated Loads (1b) Vert: 19=-1009(F) 17=-880(F) 97-1030(F) 98=-1030(F) 99=-1030(F) 100=-1009(F) 101=-979(F) 103=-1009(F) 104=-979(F) 105=-952(F) 107=-982(F) 108=-1333(F) 109=-1400(F) 110=-1400(F) 111=-1430fl 113=-1400(F) 114=-1430(F) 115-1430(F) 116=-1437(F) 117=-1437(F) 118=-1437(F) 37) Reversal: Dead + 0.75 Snow (bai,) + 0,75 Uninhab. Attic Storage + 0,75(0,6 MVVFRS Wind (Neg, Intl 1st Parallel), Lumber Increase=1,60, Plate Increase -1,60 Uniform Loads (off) Vert: 1-6=-65, 6-8=-65,8.13=-65,19-89=-33, 19-102=-63, 18-102=_33,18-106=-63,106-108=-33, 15-108=-63,18-112=-33,15.112=-63,15-93=-33 Harz: 1-6-1, 8-13=-1 Concentrated Loads (1b) VerL 19=_1009fl 17=-880(F) 97=-1030(F) 98=-1030(F) 99=-1030(F) 100=-1009(F) 101=-979tF) 103=-1009(F) 104=-979(F) 105=-952(F) 107=-982(F) 108=-1333(F) 109=-1400(F) 110=-1400(F) 111=-1430(F) 113=-1400(F) 114=-1430tF) 115=-1430(F) 116--1437(F) 117=-1437(F) 118=-1437(F) 38) Reversat Dead + 0,75 Snow (bat,) + 0.75 Uninhab. Attic Storage + 0,75(0,6 MWFRS Wind (Neg, Int) 2nd Parallel): Lumber Increase=1,60, Plate tncrease=1.60 Uniform Loads (pill Vert° 1 -6=65,6 -8= -65,8 -13= -65,19 -89= -33,19 -102= -63,18 -102= -33,18 -106=-63,106-108=-33,16-108=-63,16-112=-33,15-112=-63,15-93=-33 Harz: 1-6=1, 8-13=-1 Concentrated Loads (to) Vert- 19-1009(F) 17=-880(F) 97= -1030(F)98 --1030(F) 99=-1030fl 100=-1009(F) 101=-979(F) 103=-1009(F) 104-979(F) 105=.952(F) 107=-982(F) 108=-1333(F) 109=-1400(F) 110=-1400(F) 111=-1430(F) 113=-1400(F) 114=-1430(F) 115=-1430(F) 116=-1437(F) 117=-1437(F) 118=-1437(F) 39) Reversal: Dead +0,75 Roof l-fve(bal.) + 0.75 Uninhab. Attic Storage +0,75(0.6 MMRSWind (Neg. Intl Left): Lumber lncrease=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-6=-$7,6-8=-79, 8 -13= -71,19 -89= -33,19 -102= -63,18 -102= -33,18 -106=-63,106-108=-33,16-108=-63,16-112=-33,15-112=-63,15-93=-33 Harz: 1.6=9, 8-13=7 Concentrated Loads (to) Vert; 19 x -1143(F)17= -1009(F) 97=-1167(F) 98=-1167(F) 99=-1167(F) 100=-1143(F) 101=-1113(F) 103=-1143(F) 104=-1113fl 105=-1083(F) 107=-1113(F) 108=-1533(F) 109--1600(F) 110=-1600(F) M-1630fl 113=-1600(F) 114=-1630(F) 115=-1630(F) 116=-1640(F) 117=-1640(F) 118=-1640(F) 40) Reversal: Dead + 0,75 Roof Live (bat.) + 0,75 Uninhab. Attic Storage + 0.75(0,6 MWFRS Wind (Neg, Intl Right): Lumber Increase=1,60, Plate lncrease=1,60 Uniform Loads (plf) Vert: 1-6=41, 6-8=-79,8-13-87,19-89=-33,19-102=-63,18-102--33,18-106=-L63,106-108=-33,16-108--63,16-112=-33,15-112=-63,15-93=-33 Herz: 1-6=-7, 8-13=-9 Concentrated Loads (to) Vert: 19=.-1143(F) 17--1009(F) 97=-1167(F) 98=,1167(F) 99=-1167fl 100=-1143(F) 101=1 113(F) 103=-1143(F) 104=-1113(F) 105=-1083(F) 107=-1113(F) 108=.1533fl 109-1600(F) 110=-1600(F) 11 1=.1630(F) 113=-1600(F) 114=-1630(F) 115=-1630(F) 116-1640(F)117=_1640(F)118=-1640(F) 41) Reversal: Dead + 0.75 Roof Live (ba[) + 0.75 Uninhab. Attic Storage + 0.75(0,6 MWFRS Wind (Neg, Intl 1st Parallel). Lumber lnerease=1.60, Plate Increase=1.60 Uniform Loads (p f) Vert: 1-6=-79, "=-79,8-13=-79,19-89=-33,19-102=-63,18-102=-33,18-106=-63,106-108=-33,16-108=-63,16-112=-33,15-112=-63,15-93=-33 Horz: 1-6=1, 8-13=-1 Concentrated Loads (lb) Vert: 19--1143(F) 17=-1009897=-1167(F) 98=-1 167(F) 99=-1167(F) 100=4143(F) 101=-1113(F) 103=4143(F) 104---1113(F) 105=-1083(F) 107=-1113(F) 108=-1533(F) 109=-1600(F) I 10=-1600(F) I I1= -1630(F) 113=-1600(F) 114= -1630(F)115= -1630(F)116= -1640(F)117= -1640(F)118= -1640(F) 42) Reversal: Dead + 0,75 Roof Live (bat.) + 0.75 Uninhab, Attic Storage + 0.75(0,6 MWFRS Wind (Neg, Int) 2nd Parallel): Lumber Increasez:1.60, Plate mcrease=1,60 Uniform Loads (plf) Vert: 1-6=-79, 6-8=-79,8-13--79,19-89=-33,19-102=-63,18-102=-33,18-106=-63,106-108=-33,16-108=-63,16-112=-33, 15-112=-63,15-93=-33 Horz. 1-6=1, 8-13=-1 Concentrated Loads (1b) Vert, 19=-1 143(F) 17=-1009(F) 97=-1 167(F) 98=-1167(F) 99=-1 167(F) 100= -1143(F)101= -1113(F)103= -1143(F) 104=-1113(F) 105=-1083(F) 107=-1113(F) 108=-1533(F) 109=-1600(F) 1'10= 1600(F) II1=-1630(F) 113=-1600(F) 114=-1630(F)115=_1630(F)116=-1640(F)117=-1640(F)118=-1640(F) WARNflu'-Presse Ox,raughoy www the 0 'arx-Ins Acbowfedgernwan of PmEhAd Standard Teens iii anufadwad 61,amb d" knot Venty desvp funstbehns and mad napes be try, Truss Dessgo Draano; fT DDI and the DIJ Refionme Sheet (It, I I1 a; befin"use UakVa otha�,"staled On the TOO, only Wet coneecha plats uwH be mod he firm TOO to be ~rand As a I nays. Nave EIers"�pt h . Sax Erd,Ius tae seat ran any wompasahts, an acceptarce of tho, phoreatuahal =. =Vrax"ahtly for tan de%gn of Ther swore Thusa, depcted, on #I, F DO -IV, hroax TTn I The dooW as—ptiorm, Wong conyMom, sratalahty and rasa: at this Truss An any 8.4dry m the 'empM.Nroy I the Ovoey, s wthohzeo aperh or tare Semb" Desynet, ru the, collexi of the HVC, Me 18C, the loeaq huklmg co de add I M I The I ap,soeeat of toe, TDO ed any WKI use of On, Truss, andel ng hand oft storage,ngagaton and tahuhg, 00 be the naerorayNMY 0 the BuIdwq and Coaeantof A8 Who W OW In fee, TDD ani the wachces ami Q.'doms Of owd"op compea"no Safely Ineennathno (K" oi pubkstehf by TM and SBCA are,efefenmd foi 9eneoh g.yfalw. TPr I de antis shy responsWIfft ants Iftees Of The Inns nesgoor, lwvh Dearva E.9tup., and Ims. Manufactudn' wiess hheteao, dVfOd o.Y . C.""hani agnato now . tnehut by aft pathaa aeeVred rhe Truss 00"n F'wj.heo, o NOT the Buddrrg Dr,,SqWl 0 Tw lsi III;' k"re; tow, ex any buadrog AH capula tled nu— ato as detwOrd in TM I —1j'. ENGINEMNGiuc Corsught WM 14 P,VBoW Off Eagoefeng, I,'. CEXJ� hm , �Rejoadochou of �docoent, . any to., a P'NoNted w9ho'n ao"ren Thornssm foon f"ON4g60"i 2-0-0 7,10-4 7-6-12 6-7-0 6-7-0 7-6,12 7-10,4 M 8 00 r;;- 4 5 .1. 17 16 6x92MT20HS 4Xfi to 14 416 U4 ou 13 300 12 10 9 3A 4X6 3x OM120HS It 3X6 LOADING Lost) I SPACING- 2-0-0 CSI, F DFL. in (loc) Vdefl IJdPLATES GRIP TOLL 30.0 p Plate Grip DOL 1.15 0"", Vert(LL) -0,18 13-14 >999 :240 MT20 1971144 TCDL 100 Lumber DOL 1.15 BTC O�57 Vert(TL) -0 .36 13-14 >999 180 MT20HS 1481108 BCLL &0 - Rep Stress Incr Yes VVB 0,50 Horz(TL) 0,12 9 ore n/a BCDL Code IBC2012ITP12007 (Matrix M) .'l -----,..,--,,-, ---,-, Weight: 236 lb .1..-11.."--,� ----------- - FT = 0% ------ LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1,51E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 4-6,1-3: 2x4 SPF No.2 2-0-0 no parkas (3-2-12 max.): 4.6, BOT CHORD 2x4 SPF No, 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No,2 6-0-0 as bracing 16-17. WEBS I Row at midist 3-14,5-13,7-12 REACTIONS. (lb/size) 17=1 91810-5-8 (min. 0-3-11), 9=1780%0.5-8 (min. 0-3-7) Max Harz 17282(LC 9) Max Uplift 17=-87(LC 10), 9-29(LC 10) Max Grav 17=2361 (LC 2), 9=2181 (LC 2) FORCES, (to) - Max, Comp./Max. Ten, - Ali forces 250 (lb) or less except when shown. TOPCHORD 2-3-2743189, 3-4=-24381162,4-5=-2066/175,5-18=-20661175,6-18=-206C)II75, 6-7-2447/164, 7-8-2758/89, 2-17-22871128, 8-9=-2107170 BOTCHORD 16 -17= -2121353,16-19=012309,15-19=0/2309,14-15=012309,14-20=0/1982, 13-20=0/1982,13-21=011907,12-21=0/1907,11-12=012170,11-22=Ot2l7O,l0-22=0/2170 WEBS 3 -,14 -431/103,4 -14=0/546,4-13=-271607,5-13-695/89,6-13=-281602,6-12=01562, 7-12-456/108,2-16=012016,8-10=0/2032 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wini!� ASCE 7- lt� Vvlt=l I #mph (3-seewItt-gush Yasyl=VhAph; TCDL.=Q,,6psf; BCDL=i9psf; h-15ft; 6=45ft; L�,:'Aft; eaye=5ft; Col. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1,60 01?77VU8 psi`f�ii' snow� Lumber DOL=1,15 Plate DOL -1. 15); Category 11; Exp C; Fully Exp,; Ct=l .1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 got or 2.00 tithes flat roof load of 208 psf on overhangs non -concurrent with other live loads 5) Provide adequate drainage to prevent water pending, 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, MIN __ 00"WWW" 12) "Semi-rigid pitchbreaks with fixed heels�' Member end fixity model was used in the analysis and design of this truss, 13) Graphical purfin representation does not depict the size or the orientation of the purlin along the top andfor bottom chord. WaAd Te Dr3 Reference hee1nev MaoV4adU1edFT0ducft'f0tM nRhMNGS. 11 14} befixt, use UoVoss otheeome stated on the TOD, otey reTek wyetecat rooft shad tri zed fte this TOO Ve be ,WO As a TIMo Omp EVnftV IV e Specmtty EngeleetIV the ;;ea! OV, a,,V TDO fapheseotsan aceypWce of the peohemuma(ergmeenng ko the dewor, of the while l'uss deported On the, M0 wty. ..e, TPI I The le%grt aswnptwwl load,eyr Voh,ehteym, wtyabA,ty a,xiWase of IN, Truss lo, any Owk1,T Vs or The 0,oe,, 9" OoeVe, s a0ho,ved ageet W the tyeweg Ves A yttw, m the c-te.1of the. RC, the 8C, tho total b.Onq a , and TR I The a rahat of the TDD,.,d any 401 tVot too , nas, edud,htt hmgm� swve, mstattalyon a"d baatv, shao be the, rompoe,,Vtoty 0 the 8.VVdVN DeVtqw, .,d Cmeaclo, AP hotes W out the TOD ard the pract— and 9 sot rt.,mV Com;amnt Safety Womat.11 tSC&� pubkshVed by Foxf .,SKA weme-wVed to, geneVot gww dce M I dehoes the roh4ve,otob,"e3 and eludes *� of the Tro0-9nec Tiuu D—1"Qn E",s,�, WIms rymt-twe" unift. 01hereeso detmea, N a cargrant aqn�d P.o , "w"Q by 0 Pen _ es oAed The Two% Dewge Engwtey, s.NOT tto, 8.4,Ug Detetnte, ar Teas SytoeVo Eng,�ee, ex a" buftng Nt cap,&Mwod tems we as dolaed . M I k. 0WIii EMING i t c Copyright 0 X014 Pyv&M 0,,I Fngmeetmg t r 4DrJ) Rcnxodudon of Ttm donuntereoV any fthm h pdulyted w9hate WCete . twmeeVoV,, fon, PwSAyl DQ 2 -0 7_10-4 7-6-12 6-7-0 617-0 7-6-12 7-10-4 2-0-0 SX6 2X4 If areae 4 , 1 5 SX6 A �1 20 19 is as 1f 16 W4 ts Zb 14 13 26 12 11 10 300MT20HS 11 3x6 = 2.4 H 3 --a 3X10 = 3x4 = 2x4 11 34 3x10MT20H$ H REM LOADING (psp SFACING• 2-0-0 CSI. DEPLATES 1� in (too) Vdefl Ltd GRIP I TCLL 30.0 Plate Grip DOL 1.15 5 TC 0,86 Verd.L) 413 14-15 >999 240 MT20 197/144 TCDL 1010 Lumber DOL 1.15 BC 0,51 Vert(TL) -0.2812-14 >999 180 MT20HS 1481108 BCLL 0,0 Rep Stress Incr Yes f WB 0,65 Horz(TL) 0,08 10 tire n/a BCDL 10.0 Code ISC2012ITP12007 (Matrix M) ! aght248 to FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SPF lyky.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF Nyy,2 2-0-0 no purlins (3-11-8 max.): 4-6. WEBS 2x4 SPF No,2 SOT CHORD Rigid ceffing directly applied or 10-0-0 oc bracing, Except: 6-0-0 on bracing: 19-20,10-11. VVFBS I Row at midst 3-19, 4-16, 5-15, 6-15, 7-14 REACTIONS, (tblsize) 19=216410-5-8 (min, 0-4-4), 10=166610-5-8 (min, 0-3-7) Max Herz 19-293(LC 9) Max Uplift 19-441(LC 10), 10=-258(LC 10) Max Great 19-2729(LC 20),10--2176(LC 21) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 Ila) or less except when shown, TOP CHORD 2-3=-1401770,3A--1690/296,4-21-1689/353, 5-21-16891353, 5-22-16891353, 62216891353,67�2154/359, 7-8�-22911280,8-10-21151286 BOTCHORD 18- 1 9=-51 1748, 18-23=-521747, 17-23=-521747, 16-17=-52/747, 16-24=0/1 318, 15-24=0/ 1318, IS- 25=0/1 596, 14-25=0/ 1596, 13-14 -4111898, 13-26=-41/1898, 1226=41/1898, 11-12--40VI 900 WEBS 3-19=-2718/347,3-16=0/883,4-16--412/82,4-15=-981851, 5-15-5951157, 6 -15= -691272,6-14-43/627,7-14=-545/196,7-11=-474/47,2-19=-6471319, 8-11=-10/1632 NOTES. 1) Unbalanced roof live loads have been considered for this design, 2) V`Vrnd� ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf� BCDL=6,Opsf; h-15ft; 8=45t L=44ft� eave=5ft; Car. it; Exp C� partially; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1,60 plate grip DOL=1,60 3) TCLL� ASCE 7-10� Pr=30.0 psf (roof live load: Lumber DOL=1, 15 Plate DOL=I, 1 5)� Pg=30,0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL -I 15 Plate DOLe,1 15); Category It; Exp C� Fully Exp.; Ct=l, 1, Lu=50-0-0 4) This truss has been designed for greater of min roof live toad of 12O psf or 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water pending, 6) All plates are MT20 plates unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 9) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other members, with BCOL = 10,Opsf, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 19=441, 10=258, 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 12) 'Semi-rigid pitchbreaks with fixed heeis" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. WARNING � ReasethoMchyy mewav the 'Caelanue's Aeknotaed4enefte ifFhTt6.dd Standard Terata Itx Manfaa0eed Pmetutla' ton, VenflIalmlgh parameters and Truss Des to tIl"Ind (TOM 0'a, DIJ feenleme Sheet (tee t C-441 betote me Unless Thignew gated all the Too only kATek cannector pW,% shaft Ae uSed o, hv% HYD to be vvhl A% a Tnz% Detegn Erypnev h a Specafty Enyp6ev, I, the aet0o.any TDPrepresents err eneepoma of 9* jle imm depeeedoothe. 1110 only, wrier TM I The desgna%suaanbony baekeynon,"U'Ohl", tahtalat'ly am awe of fee, Truss fia any 80,46.g at the responsyketar of the (`tvavi, the 0oater's amehonzed apre w the Suildeg Dghat e, Ven, hodt.at of it., lRC, the IBG„ the k Meld -j code a.d TFN I The Aleeee,0 of the 1 Of) and any WRf use of the Ttudy, mdwuyt hayag", No,aw, eaAanab, 0. ansa tallang, "'aH he the respons'eMy of the, suftnq Desetne, and Cc, Vado, All notes set ouet . the r DO and One '7. "d 0=0"'An"la Safety thlomhahm htCSh putdoshed by TPt and SBCA am,teerencedre wi,waqttjamx TPI I oefiney the,eatenet"bes end kA*% of the T,.,% DeAg-,, Trv., tP)=sV`Cn"E4=e1d1eZ TrUs Mae, vVess otheeatet defined by a ConVaM agreed "n m -1 9 by aft Parton, mol ed. The uuse Caethp Laren,., re N01 the Sukhv Desayw, oT Truss Syyk- E,,qphael Re any Nokyng frit cafteatlWd Nema are ,as deemed An TM I 24V UC l0QI Rerwodweae, catlesdonmeet, many k9fe ((__a_�� __.._� .._._,.._w9 _ __A__.r_ . rv...m_.-. _..____ _.____tea __..___-_� n_..--.a�_..___,,-.___V10-9�-i 2�a •10.4 7-6.12 6-7-0 6-7-0 7-6,12 7-10-4 2.0.0 15 17 45 15 15 46 14 47 13 12 48 11 10 8xi2 MT20HS i3 4x6 4x8 -= Wit =:.. 3x4 =:: 44 --;: 6xf2 MT20HS 1's 3x4=`, 4x6 w= LOADING DFL, in (loo) Vdefl L/d PLATES GRIP TCLL 30.0 Plate } DOL IA5 TCOL 10,0 Lumber DOL 1,15 BCLL 0.0 Rep Stress Incr YesBCDL 100 Code JBC20l2fTPJ2007 LUMBER - TOP CHORD 2x4 SPF No.2 3-4,6-7: 2x4 SPF 165OF 1,5E BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No, 2 OTHERS 2x4 SPF No,2 CSL DFL, in (loo) Vdefl L/d PLATES GRIP TC 0.68 Vert(LL) -0 18 14-15 >999 240 T20 997(944 BC 0.56 Vert(TQ -0.3614-15 >999 180 MT20HS 1481108 WB 0.49 Horz(TG) 0.92 10 nla nla (Matrix -M) Weight, 342 to FT = 0°7o- BRACING. TOP CHORD Structural wood sheathing directly appy or 2-2.0 No pur#ins, except end verticals, and 2-0-0 oc puffins (3-3.3 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BS 1 Row at midpt 3-15,5-14,7-13 REACTIONS,• r FORCES,Max Horz 18-293(LC 8) Max Great 18-2357(LC 2), 10=2357(LC 2) or TOPCHORD 2-3--2737/89, 3-4=-24321162,4-43=-20581174,5-43=-2058/174,5-44=-20581174, 6-44=-2058/174,r BOTCHORD 17 -18= -2231373,17-45-0/2320,16-45=0/2320,15-16=012320 15-46=011993, 14 -46=011993,14 -47=0/1914,13-47=011914,12-13=0/2141,12-48=0/2141,11-48=0/2141 WEBS 3-15-.432/103,4-15=01546, 4-14=-271602,5-14=,594189,6.14=-27t6O2, 63-13=0/546, 7-13=-4321103, 2-17-012012, 8-11 =0/2012 NOTES- 1) been considered for this design. # gust)* L=44'" a Exp C: enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to vand (normal to the face), see Standard industry Gable End Details as applicable,of # building Y #per ANSIrrPl 1, (roof* # *(groundroof } # 5) This truss has been designed for greater of or Y of 20 8 psf on overhangs non-concurrentother live loads. pending,6) Provide adequate drainage to prevent water plates7) All plates are MT20 t # 8) All plates are 2x4 MT20 unless otherwise indicated. 9) Plates checked for a Y. or minus 5 degree 10) Gable studs spaced at 1-4.0 on. 11) This truss has been designed bottom*. WNW t VYARNRI rauaasm thmxaatghiy eewiew the "Customee`s l+nkn extent pi PrrhYusa3 Stanched Tsrrraa fee Mallfri Aured fxroda1W Came foff7 chnont parameters ar i lead notes can then Truss f�+�:m7n fTe�wzsxi M T00) seW Ura CIrJ h *sherarnae.�+Pmef {rev t t -44p netbre to .Nmtmss c4h xtsdatl oaa Eha POL;. only We* etrannmdtar p4afes shaft be treed for Oft ir�D to Cam vaWd. as a Trete E�+ti C�,rttztnr (t o S naetfy F; rr�vea+:;), the seal era atop IDD rep'esrnac an afeop¢ance of the p oethamaE r.+utanmznnt# reaPr'+eetesh y to, the design tithe ss,Ae Ttvaec deftKoot oe th, TDO smU, veder TR 1 The dzs{m acsumPttarrm mrndtng exyuslom suitabv t a d Teyry ave Tnea, Cpr, any Suedmg ds tho cmxpmrsdWAy of the Orw%o,, the Omme, authonxed afivo rat the Su�tda+g neo er mr Ehet carrtmzt of "hm $RC. the Wf , tha K%a i bt ardosq c=ode arn•d TPI t The axdafiltiFy arKf uaa of Ph 9� ac! any tuetd use of the Truss, md'oiurgt h..dt sy7 St. aga, tnsfite von a td to osoft, shat Lea The rmspaae`atxEgy of for, Ruadng Desrtimms and Conteo aar. As miss sat taA do the TDO And the, psauih.�,ea anoI gu auto of 4.1.00" Component Shay IM, bon PBCSap pule Oed by M aced SRCA are relehau e t fof general guxsanetr `IM 2 dehzues tin+ re sponsrNi ors and duties ot'the tires D"rpaae, Truss—qj. Dee gh f,. tganme r atmt'trus.a manufamuemn u. han, rtnervooe defined by a CanA°wa aWoett opon un -bar by aH parties mvatved. The truss Caset. Eogmee, 6 NOT the FStiOng Deshi n€tr W Truss Spstmvf+ Er5y3nmex Or aoV bucking. AEI c apttafzad tetras arc as detned to Tp' 5. ENONEERING LI.0 4'4Tp}'t�j'hY lfti.C�ti2 ffA£,u4#d-()C.i E£#g'4hp@t 8%tj, i,4.G"`. (i3f,i}. Q2mi;XdtiiS»ikN14.P h4e4 d4C:uJ34gY)(. fit i4t4y fVem Yd rN't3ITSbitmd 4uRthPuf b'a'Atert tiCYEY5Mb6i0li 4R Fy[pri.G3if-ri(.i. NOTES - 16) Graphical purlin representation does not depict the size or the orientation of the purfin atong the top andlor bottom chord, ,&WARMG, Prease, Rw2tghry tee" the "Ctoaoners Ackhoeliedgeheent of PlWel 0d Sloeelaal T— for Maonheloired Producu" form Vw4 dleefinlyanvoetooland read (iovol on Ihs Tam Theslipi Draea�j llryy) 11 141 Wiree M," UnIm othewtre stated an the TOO, only We,% moneda plains sbloi betsed to, fts TOO R,te valed lee), gor treat lx, any TDO areatalialts an Moreplance of the Phrfessaval wVoloorng arspollwirruty Seer the dloap At the sweite T,NA, depaled oil the TM only, uare, 7 R S r" des � afal."'Ptlo"S' foodiry Mrobbo"S' lourtatelAy AM uM - IN,, Truss fix any Buridrei a the m%;xhylyM0" y of the ,,, the Onalees awho'Verf agent M the to"Mag Destpre, in the. com�o of are PC , the t8c, ftlleolf Wide V, Aode, and rfli I The atowealt of the TDC) and any Into use, of the Tlrl,,,A. 'adading handbriff, st-ar., ,aa#rUw and teoiriog, half be the oNporisatilly of ft 6.0dryp Dagnln J Coramex AD rNie. "t A in the TDO WO the rP1 I deeres the respaNebrReec ael dubee, 0 the Tom Dysgw Two, Doslitpi Eag,neln,old Tal%S Maeurahlurie, ulVew, otherveeforlefreed by a 6ont.at ag,00d upon Sar nedfal; ay of paloes moaw liat Tfues Cosain Ere pale o NOT the Bukeng Delogne, a, Annul System ErOove, 9W ally b.,olaryl Ail 1.3tllatlZed leffe, — its dofyl.d in Tfer 1 21 BMINEEMMuc COPIleght 0,7014 pooftarc)'j Ervaleeing LLC, (DQT Reprodriewl of Vus rea, Oirn, e ProArtIxied voNual wftn laa-Meeltor, avail Ph;,Sulki-[a,t P`24 -Q4 -Z`1,'1Z . .... . . .. .. ......... .. 4� - ----- ---------- 22:9-0-_ __ ------------ 2-0-0 7 7-12 74�4 7,0-0 7-0-0 7-4-4 7-7-12 2-0-0 8.6o FT 2A !i4 8 2A 1i 20 19 za 11 if as 16 27 15 14 28 13 12 4,6 5X10 WONIT20H5 3X10 2X4 li SX10 Us 2x4 (I WO MT20H$ = LOADING itr,SPACING- 2-0-0 csl. DEPL, in (loc) Udell Ltd PLATES GRIP TOLL 300 Plate Grip DOL 1.15 TC 1,00 Vert(LL.) -0.30 16 >999 240 MT20 197/144 TCDL 10,0 Lumber DOL 1,15 BC 0,80 Vert(TL) -0,63 14-16 >827 180 MT20HS 148/108 BCLL O.O Rep Stress Incr NO M 0,89 Horz(T'L) 0,21 12 n/a old BCDL 10.0 Code IBC2012JTP12007 I (Matrix M) Weight: 248 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 5-7:2x6 SPF 2100F 1.8E 2-0-0 no puffins (4-2-12 max ). 5-7, BOTCHORD 2x4 SPF 1650F 1.5E SOT CHORD Rigid ceiling directly applied of 6-0-0 oc bracing. WEBS 2x4 SIDE No,2 *Except* WEBS I Row at midpt 4-18,8-14,3-5,5-19,7-9,7-13 2-20,10-12: 2x6 SPE 2100F 1,8E REACTIONS, (Iblsize) 20=239910-5-8 (min 0-3-13),12=2905/0-" (min. 0-4-9) Max Harz 20=286(LC 9) Max Grav 20-2444(LC 2), 12=2905(LC 1) FORCES. (to) -Max, Comp,/Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-2866/0, 5�21 =-462810, 21-22-462810, 6-22-.462810, 643-462810, 23-24=-462810,7-24--462810, $g=-2661104,9-10--3324100=-2371128, 10-12--2832/28 BOTCHORD 19-20--2151358, 19 -25-013854, 18-25=0/3854, 17 18=01385,5, 17-26=0138 55, 16-26=0/3855, 16-27-0/4078, 15-27=014078, 14-15-014078, 14-28=014077, 13- 2,8=014077 WEBS 3-19=011071,5-18-01338, 5-16=011042,6-16=-105010,7-16=0/956,7-14--01338, 7-8=-282/67,9-13=0/972,2-19-012204,10-13=012476, 3-5=-2284/120,5-19=-2075/0. 7-9�2592/120,7-13=-195710 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind� ASCE 7-M Vult= I 10mph (3-secand gust) Vasd=87mph: TCDL=6,Opsf; BCOL-6,Opsf; h=l 511� B=45ft; L=44ft; eave=5ft; Cat, It; Exp C; enclosed: MVWRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL=1.60 plate grip DOL -1,60 3) TCLU ASCE 7-10; Pr -30.0 psf (roof live toad: Lumber DOL=1 15 Plate DOL- 1,15)� Pg=30.0 psf (ground snow); Pf=20,8 pst (flat roof snovs� Lumber DOL=1,15 Plate DOL=I .15)� Category 11; Exp C; Fully Exp,� Ch:1. 1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads. 5) 20001b AC unit load placed on the top chord, 22-0-0 from left end, supported at two points, 5-0-0 apart 6) Provide adequate drainage to prevent water pending. 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 5 degree rotation about its center. 9) This truss has been designed for a 10,0 Pitt bottom chord live load nonconcurrent with any other live toads. fit between the bottom chord and any other members, with BCDL = 10,0psr 11) This truss is designed in accordance with the 2012 interriational Building Code section 2306A and referenced standard ANSVTP1 1, truss, 13) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss dUfAbWy6ollmorprepresentation does not depict the size or the orientation of the purfin along the top and/or bottom chord. September 3,2015 AWARUNG - Fsease Mmaerhaym-m the "Cualonva's Aa*non AyVea*o of RoRtsyt Standard Terms rr(Manutxtwedy`erdmW'rsdt ani v*DrJRe&ffe,MeShW(rPV 11441 betete Use unitna otr"se stated W the, TDO way Krek mmedoy plates sha0be used for ffirs We,besatd Asa 1rasa Dev9nEe;vw,4e, 9P� asyt�ntpraa,t, aht year on any Too nrpless,,ft an aeeAyAarft to, the d'"A of the s.h9ta MDonly ,orale: M1 suRabOdyandarse of fts Truss fta any EtWderq sa ft MsemSebOrty fihe rmlytr, the Oova r% authonzed,40ol 11 the 6.rweg Disajlw. the mmteld 19 the, IRC. Un, MC, eat atcal bulahng cent, and TM I The atstxwa4 Of the TDO W)d any fiekq nna 0 the T,.%%.,nnsvdvq ha,,JhV, stataw, mstaftaeoand tx'aaa g, sh.9 tv themspormaNny w tore 8,kunq 10.rrgrvy, am Contlanto, ad 'Kaes, set `XA "I the 700 Xyd Me Pt"acftxft and tiadej.", at Suftyrq Compotetht Safirty draWemaNV3n (9rSlt yartyinthed try TPR and SOCA art ntfew,ced to, qrsar,W qerdaacs, ffi e FN I defime ws and dutof the I tarry Desarner, Truss Oraug" Esyne., and "t suss Mln.Qhae, vas othe-woefined by a Comayt Agreed OPM 0 -1VIN, by,40 Valt.1% -NNItsi The Tluss'DeWn Erq.ryl is NOi the 90 ;u ti Des, qmtr M I rias sowl EV w _01V ?a, any txAdmrq AA capdafvtel terms weas dayned sn M I Nulb°i- 15) to the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOADCASE(S) Standard Except: 1) Dead + Snow (balanced): Lumber Increase=115, Plate ftrease=1,15 Unifonm Loads (Rt(} Vert: 1-2----62,2-4=-62, 5-7=-10t4(F=-42), 8-10=-104(F=-42), 10-1 1=-104(F=-42),12-20=-20 Concentrated Loads (to) Vert: 22-100 23=-I0D WARWNG - PteyrSe thonnahPy reetew the "Custam,'s A0x,&Medg..ycefP,aBu0,IStand.M Term on ',h DeWhyl Ola-ID9 (TDD) t"T AW 0W. OIJ Rei;;eI;M Street h" 11-143 behoeuso. Ctnles, ott o—,%e Mated o. the TOO, only hNTek homedor poles shaft be wed rof this = Vv W vaW ft a Trun De"n Empnoe' dee � spnytfty E ngmeew) t", ADM an nay TDD revel, mls an weevance of the tymfeewenat engatewng,estamOMY to, thedeeagr, of the W'OW f"" fttAtd an the TOD only WWW Tto I The devgh bateng mmat—s, S-ItAbAdy .,,d use, W thm Trthey W any 8.10mr; ws the s"pohvjouy f tD, 0—,,, the 0.eaes aothy'ved agent or the SokloV Desaw,, r. the AhAtorest the fiRC, the 18r, Dee Rcai buldIng xyde -J TR I The argDveat 01' th. TOD arhJ any fww �'"' of the Tess"net"d ghand('"g' worrw, melavabon aiwi h1,10AS ihGi be VV ' IeSPI'"0MY of the B.-43-9 De,99)Vao a0d Contlardrh AD mles set .14 11, tee I Wand 0� Tvadmas and 9toyeDeerto seddev Componiha Salety tne,,.�bw tBC&t pvtfthed by rFI and SEICA am Wevererth! to, qohet,A ,gwdmw TF4 I deAhes the re%p"6bbes amd Out" an th, )roll 00etmr, Two, Desen Etvhee' and Sims mare dahoate, 'miess othiioyh, derthDJ by Coneadegmed upo, nerrorq try altparbes, moNed D, -P Oie TruioMI EnQhyeh,, . NOT the B.4ong De-sOmr or rmms Systerh Enonee, 2 fpr any buddN AR ovtatved Were we as defined in Tor I Copyrr EWIAKWWNGuc _ _ _..,a. ax . , _.. ._ t , , , 1,kv:V .. _� _, .., _ . 3 ......... ...... f- , -------- ...... ......... , .i _.....® ------------- 2-0-0 7-7.12 7-4-4 7-610 7-010 7-2-8 7.6.0 2-3.3 Scale - 1:82-5 2x4 It aoo FT 4 a 2x4 !E 20 19 « i3 1= ro 16 At ea f4" du 13 12 3x4 am 4x8 -=` 3x6 :e:c 5x10 ^=',: 2X6 E6 08 === 3x4 l? 2X4 " 3x5 -"-': LOADING (psf) SPACING- 2-0-0 TCLL r Plate Grip DOL 1,15 TCDL rLumber WB 0,74 Horz(TL) 004 BCLL 0,0 Rep Stress [nor NO BCDL 100 Code IBC2012fTP12007 LUMBER - TOP CHORD 2x4 SPF hfo.2 *Except* 5-7:2x6 SPF 210OF 1.8E BOT CHORD 2x4 SPF No,2 8S 2x4 SPF No,2 *Except* 8-14: 2x8 OF 19OF 1.7E GSE. DEFL, in floc) Well Ltd PLATES GRIP TC 0.98 Vert(LL) -0.0919-20 >999 240 MT20 1971144 SC (r63 Vert(TL) -0,23 19-20 >999 180 WB 0,74 Horz(TL) 004 14 he n1a (Matrix M)Weight: 263 tb FT = 0% RACING - TOP CHORD Structural wood sheathing directly applied or 3-4«15 at purlins, except end verflcals, and 2.0-0 oc purlins (6.0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 6-0.0 of bracing. WEBS 1 Row at midpt 4-18, 5-16.8.14, 3-5, 5-19 REACTIONS, r Max Harz 20-287(LC 8) Max r n--Max,shown.ax,en, TOPCHORD 2-3=-16511159,5-21--1158/308,21-22=-11581308, r 23-24-11581308,7-24=4158/308r BOTCHORD r 80M + r r* 14-29--690/162, 29-30-6901162, 13-30=-690/162 VVEBS r r ; 7-14=-25931197, 9-13=-548198, 2-19=011 r 5-19=-485118, 7-13=-42/1018 NOTES- 1) Unbalanced; been considered 2) Wind: ASCE 7-10: Vult=1 10mph (3 -second ;. ♦ r;... Exp C; partially; MVVFRS ntlirecfionafi� cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1 60 plate grip r ; r (ground r ,8 psf (flat roof snow" Lumber DOL=1,15 Plate DOL- I 15); Category It: Exp C; Fully Exp.� Ct=l. 1, trr foods,4) This truss has been designed for greater of min roof live toad of 12.0 psf or 2.00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live rr # from left end, supported at two points, 4-0-0 apart. adequate6) Provide drainage to prevent water pending. 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) This truss has been « ;. a 10.0 psf bottom 9) * This truss has been designed for a live load of 20,Opsf♦ ; in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord « any other members, with BCDL = ps 10) Refer to girdeds) for truss to truss connections, 11) Provide mechanical connection !. bearing plate capable Continued12) This miss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSVTPl 1, on page 2 I T at <a _ .._...m.... ire k fl!'ot J tI SCvk.W,141 Itetwe, 4Y«`#5l'M1C:itYiitobe'Wote+hhO V 0- tale hf+7, Only Term 0 thyd 9 PiatM&'4'i betf tAGfW Wed Vilify Xi to L }+Imej,4'A, ardTlu Psdd s fip Pd5 m' Troy , C,}MS 3tA'3 ea Con Ry#i^teD Spew@ {P0}W.. 11,141 nho f tP.$i£b6ETSu'• CffhPMkSG 9fafed QR t!t! irit,3 C%f5@y M4Tek �i.`iMQSRO! giaie5 sRta#I k}a {assz3 (OF ih,+S ani}CF t+3 L"@ VXSW. At8 3 i °USS iPr?atgli ',4a ri9,pCf (i eR NX°t.*Ay ,..!%{iiik°n. }. dtmx ,¢ea! van aatry T £.ET ;el7et#:t ni's stn acca^Ga ne of sMe fv'Imtstonat eDgmea r no respon ax. oy'tu the cosep of the Swett, Truft acpxc ed an the TOO unty -rdnw TPI a The^ na"W911 assuaskfsdinm taadesrr�jp„arv3fta.rec. suefak AY area hs:e Of the Y fuss ta+ any Rur!¢farrg as ft res, ponvo,h y of the C —tu, the a',1umers augw,zed agent a t th,e ty; DA }g oesyne: w, Me mWeet of She VRC the #E3i".. tick: faoat bhodhet odc xrri ,tai 1 to arrf7Fwa# of the iDD and #any fietd use: of the Tryass, ides# dwtq haaediing tomage itestaMauW asd txau ng aha@ W itrc resS*:+nsadxlttg ai the Puddy,9 As wtm slat W an the £ DD acxf the }x avaacas arrd gcucielinms of eussianp CumBx7nen# Safa3y t:�fnrs»akte.:t tf'}t:S#) ±:ed kV i PC ;arrd;ie3CA ase retorensad for gr?r¢eeat guidance M l detenes the le -1 aam0attes ars! dutws of a e Treott.,• Das qw Tattsw ttrs4yn r ea,7aveter xa++t9 i're s Alanxs9tixtenaer, un6u ache a<detreretl hV ti C'osr:var# aqa in t+adahg by sy zs#xs rmutueeY. The T,.ss 37m9s E e p n".r * RCT t iha 9uiNTir,g £>rstgner ©e T mess Sya42tn EFngsreeer tum any 4zrr&ierq .aR ca{'atttteUd terraa are "defined dor x'Pt t. @ �'lAP�i7iNGac, t7odd�Fht 0 2014b'sro0ue&f CSzJ Eno uteesv5tiq, S Y.C. (CNJI ReP+'+xFaau-CkraoE NetCt docume5:l. dre Shy twm is prcerskated u'p%bout wrsiaas �rraa�esitse Yrs;�'F F'xeHu€kt•CSr`3. I i add case,;si I has/have been modified, BUilding designer rn M., M41 Wo 0.4 W".0i N10 ilp-0 mp-rdljhi�jty Fee; NFAMN LOAD CAS (S) Standard Except. 1) Dead + Snow (balanced): Lumber Increase=115, Plate increase«7.95 Uniform toads (off) Vett: 1.2=-62, 2.4-62, 5-7=_104.8.10=-C2. 10-11=-62,12-20=-20 Concentrated toads (to) Vert: 22=-100 23=-100 VVARNRW"a E'ks;xce Mtoavrugttly reatdw the °'reux#zanawrs AnknoWedgement of €>ret!3t,wrd yttandanl 7emm ttrr ManW,ar4ueec3 F>rrtrleir„ts" F:Sam jt:iv deSVn pse€�ant: rs lead notes am the l r s Design Cho, I FTDOn and the DO Eich Ferree Sheri ffee It 14) before use UnFm Ah+sMM slah„ef on the TDO oWy Mai eh raa+ntecfar paEet Shaft ius rr�tmi fur zhas iAt.f to t" `,arta! As a Truss tfe*sagtt €:rrgtnedtr ¢ e 5pectakyk. rvaia%eers, l Fhe seal 0D any frit? vep'ersentt an ameSrtauee Of the profftsaaavi et�tnaarnng resgrvar%srSa¢riy tc+r She sses�go afi!!ae ,rrw , Traast d+:pa.§cnt en t"O T Do otaiY. wade¢ Tf*b T. The des�n asmtxaopMaPts tnadfrrt;xvadrF%uns, I wt wa t, arx, use of tha4 The For, any NAI as the hyspWisGxkiYy, of the Cvrxsr: Nae i73won 1! autaairued want W tkte iv,4Mg Destine,, trn the Context of Cha c he;rare, she 6ewt banding code atW rp9 t The atpnwa7 at ttrd TOO and any hew Use eat the Truse, ealnd"q handlFeg tentage wMaktabon and Saraong Mag be ft 1 -PF PM.att%4Y Ct the 818kNn9 DeSVnea and Contxt dol Ae ".yes,set put Pc tta* TDO ami he PractMes acrd gwde>ttee% 0 P,euadN Con pooent Safe,"y information fHC ,tt puttashend by TPP and SSC.A aro retecenc*d tot gexm, I ga;atlancrt Tit€ t Mates the rM"��fu>ns+#u 4ws a"d tSlfte. of h e t tits t"aesraner. Trisss 11 t esxrne L-91 rte &Od T rasa M"Pnutaetu eF amass ofhe e dernrai by a Cot trad sVfeed 1won tIF wnesrg by M partes € teved.. The Truax Demrgn E:ngrreter s *FLAT the Setftd+reg Cesegner w Tori.+ System r ohlex 2 to, any iwtkirng AM caeda %zed NnIm are as dC&eted el Tyh f ru EIYt IWRINGcup Capyrqtn;0.?CfiAF'soCTme%9.C4,i urapitxasraa EE.C,fned! Fterrdaxa!ian of Phtic, dccu¢¢w;et ran. any form, as pd4ahftMtcwt a"fhaut m4ter%pxerneexwen frCm r+eprawtd�ila,3. td�S _ _ 1044._, 2T0-0 + 90...4 7-6,12 6-7,0 6-7-0 7-50 SxCx =_ 3x10 ='= 5xfi '~- 8:00 F2 4 5 morn Scaade 4 1,85 5 ,9 is 15 A' 14 '13 ae 42 11 as 10 9 30 ':: 4x4 5x6 = 48 „;=. 5x3 == 4x4.:-- 3x4 H 3x4r= 3x4 8l ?•104 . 71',.4i.(? ?104_..____ 7��12_._ ............ 29.74__,__„_- 3frAda___„__ 43.5-$. _.__.. _ .._.... •—•— _fi.70 Plate O€fsets (x,Y} : 12.01 1-12,0 -1 01,12:07-3 0,0.3-8], 13.0 5-0,0 3»0], (4.0-3 12,0.2-01,161725.0,044 ?4 �-47a`S ....�__ be P .._.__ 47 ...._._. _..__.� 01, (7.(1,5-0, dgej,18:0.1-13,(1 101, [6:0-3 -0,0-1-81, (19.0-0-74,0-3 til, 112 4-0 __..._,.. � LOADING lost) SPACING- -0»0 CSI. DEFL.. in (toc} I/deft Lid PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TO 0.61 Vert(LL) -0.12 11-12 >999 2403 MT20 1971144 TCDL 100 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.2311-12 >999 1€30 BCLL 0,0 Rep Stress Incr Yes WS (r85 Horz(TL) 0 04 9 n/a No BCDL 10,0 Code ISC2012rTP12007 ... _ (Matrix M) Weight 492 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 sac purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-01-0 no purlins (6~#3-0 max.): 4-6. SS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 3-13,4-12, 5-12,7-11 2 Rows at 113 pts 6-71 REACTIONS. (lb/size) 11 =1 94810-5-8 (min, 0-4-1), 9=441/Mechanical, 16=1285f0” (min. 0.2-10) Max Harz 16=284(LC 9) Max Uplift 11=.287(LC 10), 9=-49(LC 10), 16-211{LC 10) Max Oarav 11.2573(LC 21), 9=597(LC 25), 16=1655(LC 20) FORCES, TOPCHORD 2-3--1781/230,3-4=- + a BOTCHORD r 12-92=0/998,11-95=0/335,10-95=0/335 * 0/ WEBS 3-13�-651/198,4-13-541683, 4-12�5911655-12=-596/158,6-12=-14211478, w NOTES - 1) 2) Wind: ASCE 7-10; Vuft=l 10mph (3 -second gust) Vasd=87mph� TCDL=6.Opsf; BCDL,6,Opsf� h=15ft; 8,45t L=44ft; eave=Sft: Cat, il� Exp C; partially: MWFRS # t # plate designed3) Truss plane of the truss only. For Gable End Details as applicable, or consult qualified building .# 4) TOLL: ASCE 7-10; Pr=30.0 psf (roof live load� Lumber Pg=30,0 pill (ground snow); Pf=20,8 psf (flat roof snow:Lumber 5) This truss has been designed d of 12O psf or 2,00 times flat roof load of 20.8 psf on overhangs non-concument with other drainage6) Provide adequate d 7) All plates are 2x4 k unJess otherwise indicated. 8) Plates checked for a plus or nrinus 5 degree spaced9) Gable studs 10) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads, t • ♦ it13) Provide mechanical d connectionfit between the bottom chord and any other members, with BCDL = 10 0traf, 12) Refer to girder(s) for truss to truss connections, others) plate capable d&tp6h,arlthsoopigned in accordancet.. d standard ._.._...__._.a..... , basetheronrptxy mdavfine eforeus t ffew th seV rod o' The Standard ek ' hellun idants Paattvha Yo m+ thtSI ei@tobt asdxAS Tluvey4dsayss an e Trus, SesmyCrap lT3, aPe4{ the t51J RCPtte4°M , Sd4 ..@ P $1-S I i a rw f ew 44 before use.,ds a nthermtlsa vGair,+S orv;4?e Tt>C}, runty A;€S e# rs,nnmclor pp�rsus sno!€ C+e uxocl far ihi§ T&?4T to tc vua'. A, a Trat:3s �n S=rzgYmew�;a {n ° SPuusaky Er�s�:erS, the Seal on any TDO represents use W'seplarw°e uC the prafe"tonat ecyfa't,w reg nmPo'nAr0ty for the de.saga.ld the tw gle Trues deprted on Phe 8 Dt.T only nude, TR i. The delfrp msurnptons toadavg czwrot'nons. SeaataWlty ertJ usT: of thh, T rues tui asy 6u kfirlq it tree of the owner, sne Omaw a atrtieasr lof agent Of tete Bumpal Des nen, ars the context at i� RC tree I SC, the karat tradurg 00t, and TFh i th, am, la a8 of the TDO twat any rare use of Tiro* 6rusa nseurd+rrg harstis g wta+age sesaMatnan ad hracrnp ShA be the tests embYAy 0 the MeldreS tin9ml' aaw3..ohlIaotor. Ae.0tes Set o+A In the Tota and thx. pra4ble^.s' ,and gucdedrres or a�oxAMnsj Gom xarent Safety tnforataz huu {9{.: S+) pxrb"hed by M hind SECA we folerehoW r x gemoh puutanra±. TPS i defines Rte reStrenektt#Stec a st du{tet• of the i rasul CDesigsw, 'miss l 9 p drove, uske as olhlovase defined by a Contrary a p ped upon in wxan+tq by a9 ps uem rroento d Th. Trus Caeq,rgn Srr,ktseer at NO t etre etri6dtmp to ,,gnnev a:. Turn System Eittcpisner Cies Sre srxear erg Tbara¢ hdanuia [Diary esuld%q AUca.talrzed Selma+ ace as rinfineed. M 5. � xxe ix'INEENNOLIC CSF'{ogyhd 0 ,4004 r+rcElwk4-Cts 3 fnglncera�. UL,€r�r:37 k'epe'cr4ucix*n of this ekaauenenC un am IV., is PraRFt+ae:5 saGhea✓ vends<xr taerzrras*ka�'r RuthP¢Y3Suaiel.iSr;, f raOTES- 15) "Semi-rigid pitchbreaks with fixed heels" Member end fixity modet was used in the analysis and design of this truss, 16) Graphical puffin representation does not depict the size or the orientation of the purltn along the top andtor bottom chord, LOAD CASE($) Standard WARNING � Plane thoacsughty tevlzw iter"Custonou,s AcAn—ledro,, +nen# of Pa S.0 Sfaamlatd Te-% fo€ Manutaet hed P mdum" farm vent� da` yo, pa,itto0 , arca read rralwr on, thm "Crus%Desyin €N woo {'Ci1C7)... _. _. _... and the DK; r oYfereMe Shoat lrev. f t 44p ks<ra+s txae.ttrsesa SCrxC+t4vP5Fe s9aEed axr4hr T DCJ dtdy ARiY'ak coma su L'Pf++R2<i Shabi Ue asas't Aat ihts 7iJrt io tx: vaar3. Sts a Tri rri:sPgn f r .ranee h ea Spoaatty Egwramw f, ft sail an any TOO repes ents an accap'tancy of the ponnsan¢xal eft n,0enrV ecxyxsrsncE:ar#y fN fue dr„ Qn of the MW "phis., dop+oled on Che TDD WAy irnda, TPi t The desa9in a"'hu uOns feeding urr5rI t os, 99 sul abdly wxl ctsa O t#ds Truss dei sang, SuAhny is the nes'pons,hAdy of the Owns,, the "xlwxtat`s authasxtseded aperti a th. Burd: uo „ j-:2-0 ---- + --,-2z -_Q-_0, , {. _,.-. 2 2 _ ... __-&,1-12 ------------- 4--,._____4+Q_QI 2-0-0 7,10-4 7-6-12 6-7,0 6-7-0 7-6-12 7-10-4 ff� 2X4 It 5X6 = Scale - 1,84,3 8,00 4 5X10 3 6 7 ,X63115 2T2,1 4 l[ 4, 5113/ 3 6 12 7 a -9 17 16 19 15 14 20 13 21 12 11 22 10 9 6x12MT20HS 4X6 = 06 == Wo 3X4 `= 4,6 3xr0MT20H5 If U4 3X6 7-10-4 7-6.12 . ...... ------- .......... . 6-7 -0 - ----- B-7-0 .. ....... .. . .. 7-6-12 7-10-4 Plate - 0_ f1a Is -(X 1YI? "k- ----- - --------------- LOADING (Pso SPACING- 2-00 CSI. DEFL. in (fact Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 080 Vert{ -L) -018 13-14 >999 240 MT20 1971144 TCDL 10.0 Lumber DOL 1.15 BC 0,57 Vert(TL) -0.36 13-14 >999 180 MT20HS 1481108 SCLL 0,0 EEE Rep Stress Incir Yes BCDL 100 Code ISC2012fTP12007 WB aso Horz(TL) 0,1,2 9 n/a n/a (Matrix -M) Weiqht236 In ------- - - ------ ---------- FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1,5E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 4-6,1-3: 2x4 SPF No,2 2-0-0 Go purlins (3-2-12 max.); 4-6. BOTCHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No,2 6-0-0 ric bracing: 16-17, WEBS I Row at midfit 3-14,5-13,7-12 REACTIONS. (IbIsize) 17=1918/0-5-8 (min 0-3-11),9=1780/Mechanicaf Max Herz 17=28 (LC 9) Max Uplift 17-87(LC 10), 929(LC 10) Max Graft 17=2361 (LC 2), 9=21 81 (LC 2) FORCES, (lb) -Max, Comp./Max, Ten, -All forces 250 (to) or less except when shown. TOPCHORD 2-3�2743/89, 3-4=-24381162, 4-5=-2G661175, 5-1 8=-20661175, 6-1 8=-2066/175, 6-7=-2447/164, 7-8--2758189, 2-17-22871128, 8-9=-2107/70 BOTCHORD 16-17=-212/353, 16-19=0/2309, 15-19=012309, 14-15=0/2309, 14-20=0/1 982, 13-20=0/1 982, 13-21 =0/1 907, 12-2 1 =0/1 907, 11-12=012170, 11-22---0/2170, 10-22=012170 WEBS 3-14=-431/103,4-14=01546,4-13=-27/SD7, 5-13=-59518% 6-13=-28/602,6-12=0/562, 7-12=-456/108, 2-16=0/2016, 8-10=012032 NOTES - 1) Unbalanced roof live toads have been considered for this design, 2) Wind7 ASCE 7-10 Vuft=110mph Vasd=67rnph� TCDL=6.Oosf, BCDL=6.0,qsf-, h=1541� B=45ft L=44ft', eave=5ft,_CAt_,IL Exp C; enclosed'. M)AFRS (direufional)� cantilever left and right exposed; end vertical left and light exposed; Lumber DOL=1.60 plate grip DOL- 1 60 3) TCLL� ASCE 7-1*; Pr=W0 Asf (roof live load: Lumber DOL=I, 15 Plote QOL=1,15); P9=3,&#,ssf(3rounV snow)-,,Pf-20.8 15sf (flat rooT- snow� Lumber DOL=1.15 Plate DOL=1 15); Category 11; Exp C; Fully Exp.; Ct-1.1, LU=50-0-0 4) This truss has been designed for greater of min roof live load of 12.0 pst or 2,00 times flat roof load of 208 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water pending - 6) Aft plates are MT20 piates unless otherwise indicated. 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrend with any other five loads. fit between the bottom chord and any other members, with BCDt. = 10.0psf. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) WARMNG - fotattm tro tahtym� the `Cuidormfs AcknoMedgetheot of MoS.Ad Standard Tefn% for htfoxtfacuoed Products" form Veofy desgn pamnottem and mad notee oh thy. Tom, De%Qh Cleaverg tu)D� and the S f (lov. 11 14) betwe se? Unless c4henase stated on the MD, only Wok wooedo, TeAtessMait be used of Ihm WD to be lahl A, a T1- FXIWo E n9mefo t, 0 Speyafty Engneel) the WM on arty I W. feree"Mi ao accof9ame of we pole howat edoawnng '"poosdfady fW the dosage of the wgk- I nos detected - the TDD Wyl uWel, TM I Toe oosgn ossumf%00% toowg Gond oafs, S.AAWAY and Use, of Mm Tfum far any BuOdaot y, the nettwe""WAY of the ti ww's autaonzed atieto a, V Staldrol De.g,,a,, eh the whtev: of Me MC, the la, the facet buftng cod, and Tell t The appawal of the I DD and any fatki uw, of the 'hoss, and drib hantttfa, and la ,,ng shag W the, hampombdAy of the. SuMocti Desom atol CComa ow Aft notes yes old Mhe 100amt the prar,Esces=g B ,=1d,nT,at dd#,g cornp.*nt Safety inrenotax, (BC SI? PuWohed thy IN and SRCA as refioehoad to, cehe4tendame IM I defines the o,,epomLWA,eS and dhtw%ofthe Imes Desqnpt Tww% to, any buklwei AA cialaezed Woos we ad, defted . EP{ I o rose M."Utaddho, ktr6ess othellwe detned by a CorAnad aghfod open . o,nThdi by air pahtk,-% nvoofd Thi,. To hs Dosion Ehtute,, W iWr tie Bo4doty Dowpos &r T,uss Syste. Eorpoev {NJt Rep,oductoo, of th's doc,traeot, th a.y Rom,. teohgtoted -thout -Men poho'sohm, then P,08,Xtd-DJ +—. -2 t f 32_QQ._........... 31r........... _ e, _ i_22 .- _..-{ _., __..-S?-Q._______--_-__ 2-0-0 7-10.4 7-6.12 6.7-0 6-7-0 7.6.12 7-10.4 R an P7, 4 5 c an 9 9 17 16 14 to 14 as 13 bit 12 11 57 10 9 602 MT2011S it 4x8 `.: 4x6 '-;: 3x16 = 30 :-: 06 -=:: 3XIO MT2pHS NI 3x4 .w:. 34 r 7 sa ae t 7 a 7- �a 7-,10-4 ....- ... ._ s Aute Offsets ( ,1 }-= :-O,-3-0,0-1-121,13:0-5-0,a-.3-01, [4. 3-12,0-2 01, (6:0-3-12,0-2-01, (7:0-5-0,0-3-41, j8:Edge,0-�1-12), [9-Q--8,Fdgej,119.0 1-8,01-01, 120:0-2-0,0-0-4), 121 Z-1-8 ------ ------ ------- � � ..-......1--l..._--._"_._M_ —. _- - � LOADING (pso SPACING- 2-0-0 CSI. DEFL in (too) Well L/d � PLATES GRIP TCk L 30,0 Plate Grip DOL 1.15 TC 0 80 Vert(LL) "0.18 13-14 >999 240 MT20 1971144 TC:DL 10.0 Lumber DOL 1,15 BC 0,57 Vert(TL) -036 13-14 >999 180 � MT20HS 148/108 BCLL OD Rep Stress Ince Yes WB 0,50 Horz(TL) 012 9 n/a nta BCDL 10,0 Code IBC;2012[rPI2Q07 (Matrix M) Weight 322 tb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SPF 165OF 1.5E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 4-6,1-3: 2x4 SPF No,2 2-0-0 oc purlins (3-2-12 max.). 4-6. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No -2 6"0-0 oc tiracingi 16-17. OTHERS 2x4 SPF No -2 WEBS 1 Row at midpt 3-14,5-13,7-12 REACTIONS, (lb/size) * s UpliftMax Herz 17-282(LC 9) Max # Max Graft 17=2361(LC 2), 9=2181(LC 2) FORCES. (lb) - Max, Comp./Max, Ton, - All forces 250 hid or less except when shown, TOPCHORD 2-3-2743/8% 3-4=-24381162,4-5=-20661175, 5-53-20661175, 6-53-20661176, 6-7=-2"71164,7-8-2758/89, 2-17-2287112 o + « 13 -65=0/1982,13 -56-0/1907,12-56--011907,11-12=012170,11-57-0/2170,10-57=01217O WEBS 3 -14= -4311103,4 -14=01546,4-13=-271607,5-13--595189,6-13-28/602,6-12=01562, 2-16-012016,8-10=012032 NOTES - 1) Unbalanced roof live loads have been considered for this design, # 1 W Exp C: enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1,60 designed3) Truss fr wind loads in the plane of the truss only, Fords exposed to wind mormal to the face), CategoryGable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 4) TCLL� ASCE 7-10; Pr --30,0 par (roof live load: Lumber DOL- 1, 15 Plate DOL= 1, 15); P9=30.0 psf (ground snovtn� Pf-20,8 pst (flat roof 5) This truss has been designed for greater of #a# of 12,0 get } o load of 20.8overhangs non -concurrent # other loads, Provide adequate drainage.} prevent water pending, 7) Ali plates are MT20 plates unless otherwise indicated, 8) All plates are 2x4 t unless otherwise indicated. 9) Plates checked for a plus or minus 5 degree rotation studs10) Vertical gable }.. } at 1-4-0 oc and horizontal gable studs spaced f} bottom11) This truss has been designed for a 10O psf bottom chord live load noriconcurrent with any other live loads, fit between the } # and 1 13) Refer to for connections. connection (by others) of truss to bearing plate capable of withstanding 100 Ity uplift at jointis) 17, 9, WARNING , Pdease Chi;=1ay ntOew the "Custoarurr`s A ern seteebythur rt of ProSu it fcandad Turner for marrufac9.ured Prre awSs" form Vmfj design thuanue ers ami read notes call tha Truss Defogn Craaacrg (t47O' anu the Cir!" seesaca ;a4¢eWf {rev- 11-14) before Use ,Unlesa o hrnw rw a+ated ors the 700, 0* seTek celerector pkate% shatd W sold for this DD to he laser Aga Truss Desiga F,rxsp„zaer {r e . Sla*rraSty Engtneeet, thr seas on asap TDO rep-eerems an mexta at of the professre W erbinteentei responsions us the dmef. of the smgie tuns depated can ane TOO only under Tro I Thea ramagn aesumororrs toareoft corryhons, ;rotabhey and use of then Tnxm for any SuMso rs the earponsrSsny of site Owner, tpea O efer's.. attthaued agent su Uel 8'sworY Desy'no in the trantext at Out IRC the SC, the recat buobnri oWe and Tor t. The apsxrrvat of the TDO.,rd ,any read use at the Truss+, tsac6es" handy s; simaga, tnsiataum oro bratea p shay! ere the reapanxuhsls a the Suddsut Designer and Connector. Ak reuse ;let out n the TOO 3 and the psaetasns and 9.60 nes at Bumdorg Ccmrporrroof sash, Woasnafsarh ( ) p++ tied by TPI and °,10C9A are resiadehood Poe geae+at thadaso o I Pf 7 dcAms the rewfrsmtsehe% arks dreams of The Truss Ew%ga ru Truss Desgn Er haver and 'Thera Marautaduref. mutes osborwse destaned by a Cfsntracf afinaul upav In xsrarg by art padre rre oh e d The Ttuars Desopr Cngattees re NOT the BuAchng, D"hints or rr,usx Sy ;,; Ela tneea he any bouldusi An catundmed hum are as defined a r TR t ;CdE{�(f4GGii(llR1(.(rte CotarghtZ 2214 ProBuakt-0 0 En'gtneenavg UC, (0,A Reporduct ort of this docranent, ah any farm tw Fxehf ood "ihmass s amen Tasmst-Am sots P'oBtN3iW'J t s MM -MM a. ,� s WAiPf #iNCa - Ptea�se thrxtats h9y seviaw the'"Cusk+mes`s AoMrtea .meat tat F'eoitwek! Siarniarc!'terms for h9arau€actauett fix 'form V¢a'a:`y des n pararreetrrs Kr+txi mad notes says thm Tnm i opp DIazIg ('aAiCT} a+zd Ahe tAtJ ReRererrcb ;3hmeZ (rew '11-t Ai before ts3e U a en oftloWse STOW m the TM, only etTev, ovinertos Was shag@ be used for this TCDR to be vaR"K6.. Asa 7syss tYr�rgn Ert�teear ire Spersaky 6"f�gsxeer�. f9re seal On any Ti7iP ae#aesents ssr aoct>tanca 0"h } tear. proYessranat eegacaaartt rasworzsd»Sty dine the tlesdgn a€ She saagte Tevss eSaatied eat the TC3L1 orsy, urn3ez T6'i i ttru desaSn assrrrxtytficrts, §oatlren'g a7rrcktiaes. surtab''Ry and eee of I- Trures fax any f3uaefsat is the rt�wf +taiotY aP StTe*. 6'3a�ttfat, tate Osc'nP.Ys atFfhpzryNd agtc:aat of the �tnkiatl#y L7esa�nrr. m ft wrae t tat tMt SRC, Site 6C�, t41e tai btFiktitt� aaadR arn� F£�P A. i6tet app+rvrat ei erne TDO sm3 arty Yrekt t of tlsa t'nosa, tneSvdrr SranGSu,} staagte, U'rstatadrotx arra tx'a og, slsaa Yac tray resttaesartttrly nF msec sus c�as nor a'traS CwUador. ,4V: nates set out to Yt e a`aCA srwi the prixxres and pxarJefrays nt i3rstdlny Compeaalant SaSaiy dtaharmatirxa }iPCSf f pesbNSSred by "k `r'aY arae# SkiCA arp refesearcecS frar getierai gnsz4ance±. Tp! t deYcncc the re�spansct5lGl:as aM riotous otUse "ieuss CSeggynt:c, Teus3 D.Sw £:rgyxrseec erne& Truss ARanutac trm, urfcass etre detned by a Cartriraot aaeeet upon Ms uttsrag by at frarttes srnroived, 7ht¢ Terms CYaasrctn FrtFsnear #a NOV the BuiMaaaS i7e&1tsCr nr Truss &Ysfent Ex>gkrreer Brix any b long. MI candahred terms ace as defin d m Ttxt i, v"+ Gepgx nt zaia faroNttteS•CJrJ htaF}rraeean» Lt,C- (tPrJ}. RN mr%r thin of tato t mwletrat. in an ,*osm. m prohWe d Mhout aetten P Y Rsmiwisuxs tttitii Pt6Ettttk3-i.TSWi. rZ Q 1,_._._ mm --4»-»»_..� _..1 _ � � __ .._�,� ._ �_.... z �._... � a � _ro 1 .. - 2.0-6 7.10-4 74.12 6-7-0 6-7-0 743-12 7-10.4 8,00 f a _. 4 5 A l to t6 17 16 ZO 2x4 i4 3x6 --• 2x4 fl LOADING (too) Well Ltd I PLATES GRIP Vert(LL) -0.7312-13 TCLL b ,0 Plate Grip DOL 1,15 TCDL 100 Lumber DOL 1,15 BCLL 0.0 Rep Stress Iner Yes BCDL ► Code fBC2012fTP12007 LUMBER - TOP CHORD 2,x4 SPF No.2 *Except* 7-8:2x4 SPF 165OF 1,5E BOT CHORD 2x4 SPF No.2 WEBS 2X4 SPF No,2 REACTIONS,1 Max Harz 17=282(LC 9) Max Uplift 17-441(LC 0) b Max Great 17=2732(LC 20), 9=2020(LC 2 1) 0 13 22 3x10 13 14 23 10 31«4 = 4X6 3,6 DEFL, in (too) Well Ltd I PLATES GRIP Vert(LL) -0.7312-13 >999 240 MT20 197/144 Vert(TL) -0.2712-13 >999 180 MT20HS 148f108 Hor2(Tl.) 007 9 rata rta Weight 241 fly FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 0o purlins (3-11-6 max.): 4-6, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:. 6.0-0 oc bracing: 17-18. WEBS 1 Roars at mkIpt 3.17, 4-14, 5-13, 6-13, 7-12 FORCES. Comp,/Max, b hot or less except when shown. TOPCHORD b BOTCHORD 171 #' b # 0 WEBS 3-17--2722/347,3-14=0/886,4-14-414182,4-13=-98/857,6-13-597/158 6-10--8011792 NOTES- 1) Unbalanced Y.loads..... d.considered .re 4design. Wind: ASCE .. Y ». Y i Y. b a .. Exp C; Y i.. ♦nal)" cantilever left and right exposed Y vertical left and right exposed; LumberDOL=I,W plate grip 3) TCLL� ASCE b Pr-30.0 .bb pat (roof five toad: Lumber Pg=30,0 Ysf (ground pal (flat roof 4) This truss has been Y greater of iY of 12.0y Y di of 20,8 pat on overhangs non -concurrent with other live loads. 5) Provide adequate drainage o prevent water pending, 6) All plates are MT20 plates 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) This truss has been designed psf •• ♦ ads. ! d 9) * This truss has been designed for a live toad of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCDL = 10.0psf, 10) Refer to for Y connections, designed11) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplift at joint(s) except at -lb) 12) This truss is iance with the 2012 International Building Code section 2306,1and referenced standard 13) d a pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design 14) Graphical purfin representation does not depict the size or the orientation of the purfin along the top andfor bottom chord, WRaRNiNi+ F'Eease tPawOughiy rev?ew the "f"usfomeYs A0RA9.WWMrh of PrdStarkS Stariaaeei Tereus kar 6tanutatxured i rnetx :" Yvrvn Vat@ tlesxtn §k3.rdmeters and retia naffs art the TrUSS Denthr DnevAng fTEXCh arxi the DIJ Refereee'�a Shear {rev. t 1.1kN Were uw Unke oche � stated on the TDD holy Ada TO coanedo plates shawl to usari for this LTCS to txe valyl. As a Truss DeNgA Ery ure.r h e , SpechAy Enpmaee).. 'Pae ;,cod an any TLDCI repaesems an acceptance of tno 5xof , al toQu her ng respr:raac Mt, for itla desagn of she setpse: Teves deW, e d ors the Too only under TPI 4 Thea esxumiythms, kwnh ry mrondi#ttms, etsa2atu 4 ;aryl use of ttya Trude fel any Ftu£Merg r3 the resttonslb#tty of Me th+maer, the t:Naaset's aaetho-rrxed aagant or thr: Elutkizerg a?e+s�gneo, at khat ixxe#axa aP R4ae kRC, the PE&C. Yha #arcs! baklesg wde and TPI t The apprat o3 tYeta ttbY7 enol artj' f use of sloe 7cvss„ irrnlvd!ng teaarnith>fh s#oraga. hlstaAstadtr atx3 trradwrg,. she#toe ehe tecsmsnslbit9ry bS CSxe auikf"stag C%exapnar and Csat£#raaMu. As raoies set aeN rn thn TDO and the pray Wes amt puaicslaxx. aP SutA#ireg Campraneat Safely tnfohnaeon (SCSt) mrks symef by TPI and S80A are re venced faro gencrat gcsrlanrve IN i defines the mspensatasi res and dwaes of the Truss Dealgnes, Truss Dusan Er�pneer and PFiD85 manuPerYurgs, unless <+aterwrse defined by a Contract geed upw as£ eo trrop by a# pa yes £nvoh ed The Tru,,w bhsagn Erq#nenr K NOT the Stale ry ole agner w Truss S*rm Engme"er fur any kxeektra. A# captaitxet Wars are are deaned m 7 Pi tl r++ IN iNCt' i;etr{epght 0 201n§ PrcJ3eakrF}r,J hnp(neetalvg LLC, dd?rtt FitLtN'tK34rGRs-ENe of gliatkaCmneni., da any ftwm 4 Pratftei avdFutuf wmh#en grermassawr from Pock'iu#J-i?a,J. ca cn 19 18 22 17 16 15 3XI03MT20HS It 4X8 5X6 WB 3XI0 300 = ------ ------ 2-0-0 6-6-0 7,4-4 7-6-0 7,64 740 7-7 12 01� 2x4 11 U4 Us pr� 3X6 = WO A.10 To ci7 25 11 3x10MT20HS U LOADING lost) SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 1,15 TCCiL too Lumber DOL 1,15 BCLL 0,0 Rep Stress Incr Yes BCDL 10D Code iBC2012frPI2007 LUMBER - TOP CHORD 2x4 SPF 165OF 1.5E "Except" 1-3: 2x4 SPF N0.2 BOT CHORD 20 SPF No.2 WEBS 2x4 SPF No,2 OTHERS 2x4 SPF No 2 23 14 13 300 = gas 24 12 410 CSI. EFL, in (too) Well Lid PLATES GRIP TC 1,00 Ver t(LL) -0,39 15 >999 240 MT20 1971144 SC 0,80 Vert(TL) -0,82 14-15 >642 180 MT20HS 148/108 WS 0,95 Horz(TL) 018 11 n1a fila (Matrix -M) Weight: 202 to FT = 0% BRACING - RACING-TOPCHORD TOP CHORi7 Structural wood sheathing directly applied or 2-2-0 oc purling, except end verficals, and 2-0-0 Sic purtins (2-2-0 max,): 3-10. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS I Row at midpt 10-11 REACTIONS, (Iblsize) 11-17801filechanical, 19=1918/0-5-8 (min. 0-3-11) Max Herz 19= 1 96(LC 9) Max Uplift 11 —3 1 (LC 10), 19=-86(LC 10) Max Greg 11 =2181 (LC 2),19-2361(LC 2) FORCES, (to) - Max, Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2663172,3-20=-37251116, 4-20=-37271116,4-5=-43081121, 5-6=-43081121, 6-21=A308/121, 7-21=A3081121, 7-8=-38981114,8-9--38981114,9-10=-2505/94, 10- 11 -2112172, 2-19=-2304/117 BOT CHORD 18-22-0/2110,17-22-012110,16-17=0/3725,15-16--013725, 15.23=013898,14-23=0/3898, 13-14=012505,13-24=Or2505,12-24=0/2505 WEBS 3-18=-339/70, 3-17=30/2093,4-17--1126/109,4-15-7/765,5-15=-594/99, 7-15--8/512, 7-14=-8951104, 9-14=-2611740, 9.12=.1695/121, 10-12=-43/3090, 2-1 8=0/2047 NOTES - 1) Unbalanced roof live toads have been considered for this design. Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 snow: Lumber DOL -115 Plate DOL=1.15): Category 11; Exp C; Fully Exp,; Ct=1,1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12.0 pat or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live toads, 5) Provide adequate drainage to prevent water pending. 6) All plates are IR. unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads, a fit between the bottom chord and any other members, with BCDL = 10,Opsf, 10) Refer to girder(s) for truss to truss connections, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 19, 12) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSl/TPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, d&tfAbvNwll@0tkrepresentaUon does not depict the size or the orientation of the puffin along the top and/or bottom chord, YVARrUNG - Fineth, ThWoIsiffly re, im, the'r ved design pinartaxiss and read auto* on Tray Tom Dmigir Dmoong it DOI 11,14) Were use Unless tithe rsest, sAyordonthy, TDD, wady NhTk corined"Piatin, ahae) be used bsirthis 700 tob—aUd Asa Truss Design Engirwer u a , Specrefty Erryintief) `hlls an say"Tars" Of the Votesseral eaguiernIng fix the dessit, of the %sive Truss disponee on Itur TOO We taslof I P1 1.. The deaIgh Pushing wasatkers, t seal sh " 7%roft ThJ% to' Any SU44" 19 the In5POMMY of the CAsoff, the Owarn's authonzed agent or the EfuAdoxf Omr�� a, the oortund of Phe URC. fire MC, the sinal heAds,g code and TPI I The Zatairry and , I "'We" arofWal 0 the T Do and any held oar of the Terw kdWrat harding, stamste, reWarftfim and bmariff, shall be, Ow respw4daRty n She Boeing Drstonet and Cintesdor AA nistas atit W in the I Do Am the WacUm and guidelines of Suffong Component Safety hhouratron (WV) pubitshed by TPI and SBCA.""of' at Proud tot yinkenre TPI I henries the and 4.4e,as of thurn D Otte Twgrrfetesfai Durssrn Enq1vaun Ited Tum Marsisfidurre, WIWS othe�e defired by a Cortharl agoied of= st verhog by so parties sift, ad The Tuyn Dessgn Etypneirs NOI, the 8,ulding Desuprer or T nes Seshin Eags, ye, rot any runkireg An sapytakred fears, are as defthso . TPI 1 4 copyright 0 2,014 foaituW-W Eaprarineg, LLO, (DOr Reiresducteor of has ckmnxnere, in anm y youn,tothinoed Warsou asysin pennistrue from ProLWW,Tf,,j SWIMMMMUC WARNING -Pease thmuftbry sawieer ifte' g amer sAckamutedgencoa of fhoidiod Standard Truner for Nevarfacturerd Preduta t farm. vdhv1 dfo0gn peavres ns and read r Ow; on this Trhaa De"if Domf6ro STDCu and Me DsJ RePerercm. Sheat (reev. 41,14) before use tdntem oth stated on the TDD wary ftrtet morecdcrr plates Ghat€ be Wind fes this 00 to Ire vat#.t. As a Trxr� C7estgn Eta.�nmer 4n e.. S£aeCs a4tY i:rtgtraeex7, the seat on any TOO re eremnAir an. avogodm ae of the pureiri aonat etvdrneeriaag seapansextty for the design of the suede Truss departed an the 100 unit, under TR 1 The Aest1}n assu+atAtwrxs. Soudan) arm7iYazaess. surtab ty and use, of this Tunis for any Surkeng is the aesPo+>sdahly of Me Charter, the Owners authod.ed agent oe the Budding [}warned, an the etaueas of the RC, the IBC, the sweat letedmg code arrd T'Pi 1 The applendi 0 the TUG AM any 4W use .1 the IIdea, mductang narrating,, storage, emoaRatron and brac7rrg shag be the resporrs,Aiiafy of the Bulling tTuner and Contractor AIR faces tae! raft in the TDO and the pcaptfces aova gwdelWzes est Etu4airng Gsanpe>arsrat'a"AfeYy lntomtaher, QBcsta pCt A Shed by i pt and �SSCA ars rate umond #o-: getteernt geudarta� Nn 4 deharosThee cesba sMA@aen and d utbra of the Truss, Ce%Wmo. Toani Chrs€gn Eraptncmr and Tn as Manufacturer, e>n§ artsx*rrree zrned by a Cor4ract agreed tureen m surfing by ani Parte Invo0red The 1 rude De ge Eng+neer is NOT tune C?uAdev Dastgron, or Truss System Ea 9p' ar Or any to Wang. Ail capAsezed terms are as deliced Stu TR t.. xs MVGtNIRIA1te1; ti;op5`nghC 0 2014 i'duBtatd•tk.P Errgtneeritnf. Lt<t;, +t7r,Tt 4Yrpfat3asirmn of fine dormant, do any #cern, as WahlaRftal ouCtaaut w€i4Sesa Perm[asiota fear TroESusid-d?rJ. ........ . . .... - ...... -------- 44,,QA 2-0-0 4-6-0 7-9 1 7-10-13 7-10-13 7,10,13 8-0-9 Irm 2x4 3*6 = 3X4 = 3A = 300 19 Is WOMT20HS 11 3.10 17 16 is Ulf '-,= 6x12MT20HS = WO 14 13 300 = 4X6 12 5X8 M 11 3x10MT20HS ii LOADING lost) SPACING. 2-0-0 CSI. f DEFL. in (too) Well Ud PLATES GRIP TCLL 301 Plate Grip DOL 1A5 TC 1,00 Verb -0,53 14-16 >990 240 MT20 1971144 TCDL '0�0 Lumber DOL 1A51 BC 0,94 Vert(TL) .1.1214-15 >467 180 MT20HS 148/108 8CLL 0 Rep Stress Incr Yes WB O 94 Horz(TL) 023 11 n1a We BCDL 100 Code IBC2012rrPI2007 (Matrix M) 187 to FT 0% LUMBER. BRACING- _Weight TOPCHORD 2x4 SPF 2400F 2,0E 'Except* TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc, purlins, except 1-3 2x4 SPF No,2 end verticals, and 2-0-0 no purlins (2-2-0 max.): 3-10. BOTCHORD 2x4 SPF No,2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 13-16: 2x4 SPF 1650F 1,5E WEBS 2x4 SPF No.2 REACTIONS, (lb/size) 11=17801fflecherical, 19=1918/0-5-8 (Hoin. 0-3-11) Max Horz 19=153(LC 9) Max Uplift I I =-30(LC 10), 19=-86(LC 10) Max Gran I 1=2181(-C 2), 19=2361(LC 2) FORCES, (to) � Max. Comild,gMax, Ten, - All forces 250 (to) or less except when shown, TOPCHORD 2-3--2447/60, 3-4=-45631112, 4-20=-56211122, 20-21--5621/122, 5-21 =-5621/122, 5-6=-56211122,6-7-5621/122, 7-22-52381117, B-22=-52381117, 8-9--52381117, 9-1 0=-3425192, 10-11-2107n2, 2-19--23341102 BOTCHORD 17-18=0/1990,16-17=-22/4661, 15-16=-2214561,14-15�28/5238,13-14=-3/3425, 12-13=-3/3425 WEBS 3-18=-570/65, 3-17-46/2970, 4-17=-12881120,4-15=-13/1225,6-15-625/104, 7-15=-161436,7-14=-8271107, 9-14-29/206Z 9-12=-16661127,10-12=-5313841, 2-18=0/2100 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2 Exit C; enclosed; MWFRS (directional); cantilever left and right exposed; end van" left and right exposed; Lumber DOL -1,60 plate grip D0L=1 60 ............. ----------- r in all areas where a reClAngle 3-54 tall by Z-0-0 Wide Will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 19, 12) This truss is designed in accordance with the 2012 International Building Code section 2306, 1 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks with fixed ripple Member end fixity model was used in the analysis and design of this truss, d&fWA'c6)6R�%*tkrepresemafion does not depict the size or the orientation of the purfin along the top and/or bottom chord. AWARMNO-Please thwoughtymiese he"Cusyconim'sAck, Vial7dodegn and theChi riefinenctSheirt(oe, 11,114) before use Untirfts'athennote stated on the TDD, any Agree eamostor idaws %nait ne usen for bad Dowb:� As a rnisty Degri Friftwider ti ., Speciatly Edtfareaft, the sinner, any TDD reptownts an acceptanef, of the pnithistoonal an the Ono offfir, srng* Tress depitted on the Too wry, north I fn I The deaW assuhations. In" ti.naborty and Use, Of this Trust, fro any Buftnit is offfie ovorto, the=0i's authorized agent or the Swid Otsnef, in ft sayom of the VRC, the HaC the lotatt Wining, Way andwRld thney' .Ppodal Of the TEXT and any how has of the T.W, riddiding handriv, stonnati, We stion and tradier strati be Me reopmahly at the Binding Designer and Craitradin ' AN rones set out rn 0* TOO and the peackes, thraii.rdefines ofia.4dirriComporment Safety fidwinaVon i8CW) putoathed by rot and SBCAare; referenced for geonevniaodivice M I defines the nrsponsitArbas and dul" of the Truss Designer, Vora raxngn Engineer and Today sueadaebtrits, urnsay dtheoseeideened by a Contrast tabs ndupon at oefte; by ail traders invotsed The Truss Design Enidn"t A NOT the fhardyis Dirdagne, or Tans SySeen Engineer he anq birikimg APO cap oxwed Name wo as detorted in, Tot I Copyright 02014 PnB.Ad-DnJ Ertguteetiryt. LIC (Di,t) Reproduction 0 tius dronanent, rn any earn, * pnontAed onihour enariet pairoinsm for ot Prornine-otj WARNiNC; i� &"tre e iFwtoeghtp rtrofee the' Ciustiahe'S Admow umatt of Pmitui d faawylald Terms ReRee-fa¢daled PdadtA".t.5"' form Vetbfy delete para retets ald fead ncaes on;h€s Truss Desbn DzWMM (TDD) and m, D,J 42asWenee Sheet (me 11,14) betore use dines. othenewgated oar the TDD. only Mil toz sonncntor plates shad be w—d to, [tris "f DD to be vWd As a Trws Dewgn ingmfer (, e , Spt±ciatr{ Erw*wesl, the seal on any TOD refnesents :an anmpfanm 0 the protemwwnai era,Tumesuaft reepunsrtxaty lot the +r cxf the single Truss defected on the TDD o0y,. wow TP€ 1. Thin desagn assu�mphans, laading cond4y ns. surtabdro, and use of thus T nsss feat any SuAdmg is tlae responsibitAy of the CAa eo, the Owws aartmzcru�O mgeatt or pre away fag t?esagner as lira cordalzt of the ERC Rha ISC, the kaea9 butteiiarog+.".atfescid TPN t The ataproem est the T(sD and art ker➢s$ esse of Ga¢ TrVA9, knc3crJurg haaW9tng, storage, nnstal6aftora Arad txaassgt .haat Eza ttre reniransai:wirey of the Solk mg DesOn.er ars i COhOaaAM .at nota^. Set OIA ao the TDD mot the Fuarrdcea aPuf guk#eiines of drlaktieyg CampoYta»i Satiety Infooru fa<.wt tDCSt} pubbstred by I Pt and SSCA acre referanc�ed km genterat toad xm TM 4 deinam the msponsrefilres and duties of the Truss Dessgru±e Truss Uasagn E.rrgrareer asst TrVaCs tiaae2leturef, aeries. othewaise detmed by a Contract agreed upon to woung by ail patrons ewdyed. The Truss Dome. Engeartn e NETT the i'yubking Designm as Trus Syiaena Ery ocr fm any 4xtaWvva AO caps weed Seems We as dedred M i PI 1. —04+ Ili (?G l,bpyna7oi �A it't2$ PYEt{�Ul1(} iiCJ Pn�F}@GP�."{g, iiC, Silo,!} fiN$8i{Y tuCtWfl tlC itl45 Uotixrnveni, to any face, tR jJl el&tM3QNJ 14+1khifui wtatten pkM!94n55trt'f fromF"4eG�i Fth�-f�+YJ 2.0-0 2-6,0 5-9-6 5-11-2 5,11-2 5-11-2 5-11-2 5-11-2 6-0-14 4X4 = 2x4 H 4x4 = 4X6 = 23 22 25 29 21 30 31 20 19 32 18 33 34 17 16 35 is 36 37 14 30 39 13 4X4 11 4.6 = 6x42MT20HS = 4X6 = 4x10 4X6 M3EF9ERlIli1= LOADING lost) I SPACING- 2-0 CSL DEFL� in (too) I/ It a PLATES GRIP TCLL 5 "o Plate Grip DOL j'j0 TC 0,32 Vert(LL) -0,66 17-18 >d;O 7 240 MT20 197/144 TCDL � 0, Lumber DOL IA5 BC 0,61 Vert(TL) -1,25 17-18 >419 180 MT20HS 1481906 SCLL 0 0 Rep Stress incr NO WB 0,96 Horz(TL) 017 13 rife Old BCDL 10 0 Code IBC20121rPI2007 (Matrix M) Weight: 477 lb FT = 0% LUMBER- BRACING- - TOP CHORD 2x6 Spy 21001= 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SPF 2100E 1.8E end verticals, and 2-0-0 oc purlins (5-1-13 rnax,): 3-12. WEBS 2x4 SPF No,2 BOT CHORD Rod ceiling directly applied or 10-0-0 oc bracing, ExcepL 6-0-0 oc bracing: 22-23 REACTIONS. (lb/size) 13=317511vechanical, 23=3227/0-5-8 (min 0-2-8) Max Harz 23=1 10(LC 7) Max Uplift 13-369(LC 10), 23=-479(LC 10) Max Grav 13=3934(LC 2), 23=3965(LC 2) FORCES, hat -Max. Comp./MaX. Ten, - AH forces 250 hill or less except when shown, TOPCHORD 2-3-36771446, 3-4=.90571VA, 4-24--13234/1342, 24-25--13234/1342, 5-25--1323411342,5-6=-1509811500,6-7-.15098tl5W, 7.8=,15098/1500, 8-26--1464311445, 2&27=-1464311445,9-27-1464311445, 1924/1176, 10-11-1192411176,11-12-71081711,12-13=-37101370,2-23--40661502 BOTCHORD 22-28-312/3046, 28.29-.31213046, 21-29--312/3046, 21-30--903/9057, 30-31 =-903/9057, 20-31 =.903/9057,19-20=-1 281/13234, 19-32-1281/13234, 18-32=-1281113234,18-33=-1384114643, 33-34=-1384/14643,17-34--1384114643, 16-17111511192416-36=-1115111924,15-35=-1115tll924,15-36=-65Of7lO8, 36-37=-650f7l08,14-37--65017108 WEBS 3-22-1331/K 3-21-66316740,4-21=-252,8/268,4-20--422/4661,5-20=-13921157 5-18-17712079,7-18=-468/80,8-18--1041507,8-17-696/107,9-17--300/3035, 9-15=-1813/211, 11-15=-52015373,11-14=-28661312,12-14=-74917822,2-22=-312/31 NOTES - 1) 2 -ply truss to be connected together with 1 O. (0, 131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 tows staggered at 0-7-0 oc, 20 - I row at 0-9-0 on. Bottom chords connected as follows: 2x6 - 2 rows staggered at e. Webs connected as follows: 2x4 - I row at t94. -2) A41 loads AT", *xsiterel eAually aitii&4 it 211 plies, exc"I if X'iftefev-:,,M (F) ir *7alt-t9t) fitcee in -t' Xt LOAD CASE(S) sectitm, Ply ttt Ply connections have been provided to distribute only toads noted as (F) or (8), unless otherwise indicated. 3) Who: ASCE 7-101 Vuft=l 10mph (3 -second gust) Vasd=87mph-, TCDL=6.Opsf,, BCDL=6,Opsf; h=15ft; 13=45ft� L=44ft; eave=5ft, Cat, it; Exp C; enclosotL MWFRS (directional); cantilever left and right exposed ber DOL=I.�6 plate grip DOL=1 60 4) TCLL: ASCE 7-10: Pr --30,0 pet (roof live loadber DOL=I, 15 Plate DOL=l � 15); Fg=30�0 psf (ground snow)� Pf=20.8 pal (flat roof snow� Lumber DOL=1,15 Plate DOL=1,15): Category ll� Exp C� Fully Exp,; Ct=1.1, Lu=50-0-0 5) This truss has been designed for greater of min roof live load of 12,0 pst of 2.00 times flat roof load of 20,8 pat on Overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water pending, 7) All plates are MT20 plates unless otherwise indicated, 8) Ali plates are 4x8 MT20 unless otherwise indicated, &rQjAtAk*f�*fpr a plus or minus 5 degree rotation about its center. WARNING - Pte,"R thMeeiNy oheeve AcknoWedoeinent ot Tortes to, feanydactwed Prodom" enm verify dig to pammatem ant read notes on thn Truss Desole 01 Dot and the DrJ RefestmeSheel (rev 11, W� before 4wUntest, othere"a Valed on the TOD, tw*. Wt* comwilor pWtes be SW for Res TOD to be eOd, As a Trute, De"n Crhinew o e , Specialty M= -1T), the TOM on are, TOD repomAN an acmptanvt of the FX0f&,WWW e"n'teiefing IfiSee-NMY for the dfsgn Of 0* sUrgie TRW defected on the TOD onty, order TCC 4.. The de"n awnettions, kiadtn�condttions, whAOiry and wee o"WS True Im my B.Adfnq �s the resporeeattry or!:=1=40M 's ag a Ow, io the Context of the iRC, the i8C the Ricar NAkfing oxide and of I The apf,K.af of the TDO artal aOy fieu use of Me I nito,' foddmo haraimo nt b0hre IMPOMIURY 0 the 8.0di.9 Dogm and Centladw AN wAes Wt Out m the TDD and the a= ant W the 800d.9 DWI Py0CVC=9hThTT5 Of =2 carnpoftnt safety 1"If"Mobw facst) pubkstwd by rot and W,A. Me mferenmd for pmi TPI I defirft the 'No 0fthe'Trew twe 'Trust, a a roe es 'goe, T 'S Desqn E CUM� mvM OMO-Se defined by a Coli tad iepeed Won rn Mt4o by as patues yveeved lf,91�rdlallml`rtfoiol Enorefe, is 'Y='9 or fOr any hultd.9 AR capdalized t0fres ale a de§oed m TPI I Copy,ight 0 2014 EY4 "refg, LL.C, Repodudw of Mm docrweent,m any fam''s rmh'wed w4houl "etem permsOm Vote proewwoo &WINEMMuc NOTES - 10) 11) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas wherea rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members, 12) Refer to girderts) for truss to truss connections, 13) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 to uplift at joinb$) except (#=Ib) 13=369, 23=479. 14) This truss is designed in accordance with the 2012 International Building Codesection 2306.1 and referenced standard ANSIfTPI 1, 15) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Graphical purfin representation does not depict the size or the orientation of the pudin along the top andfor bottom chord. 17) Hangeris) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 82 lb up at 2-6-0,144 Ib down and 44 1b, up at 4-0-1Z 144 LOAD CASE(S) Standard 1) Dead + Snow (batan ): Lumber Increase=1.15, Plata Increase=1.15 Unifonh Loads (plft Vert: 1-2=-62, 2-3=462, 3-12=-62.43-23=-26 Concentrated Loads (lb) Vert: 19=-151(B) 22=39(8) 21=-115(8) 20=«151(8) 18=-151(8) 17=-151(8) 15=-125(B) 14--125(B) 16=-125(8) 28=-115(B) 29=-115(B) 30=-115(5) 31=-151(B) 32= -151(8)39= -151(B)34= -151(B)35= -125(8)36=-125(B) 37=-125(8)38«-925(8)39--1 5(B) WARNsiNG - h 8ea9e tE Moattty teV*w the, "t:us r`„ AcknoWesvement of foo8mW Shmelard Term hn Manukachood Noducw f0 m Vwr !r desrdn parameters aW Bead xMe%W ih+a Truss U n CeamvPra tTDD) P aml the [eJ F2ehte;ttc ;iieeet (rev.. 11-14) betore use Unkss oche stated der the TDO, orgy Wek idm Maatea sleati he c**d rar ttas YDD to be wasted Asa a SPesvattY ErM,Tane&vr}. $ the WW can any Tm rcpPeaenis an acC ;Aanm at the tuodemot of ethpmev,ng resRora9NMy tear true aN+sa�n of tote srcY9le Yrus's deGarSed an ihc't dDt? Dort, under TPt i The d" esN'aarknyT aafuNtxroets. ¢4 soatra�g¢ry a+wJ use of arca i tt+ss dor any 0us as the res6+o wtu4pty of Ehc r, NTe Ctweses"s aar&hnnxad "ent oe the 8Wd,n T 6esg}ner i. Inti: tw teaxt offt RC, the ISCG then kxa4 Wkk of wde brei ", PI i. The approval of the TDO and any €;ekt use of the Truss, mota.si rq has tno, stceaPktstana4on and taadno, shag t* Rhe resm rembil4y o the EiuikHusp Ck:xaprner arixf Contra,Kw. A# roV% net out tat the F0D and the PraZe II V PS1Nfebttleb nd e4?cktMtii� CaM(x5dretdf .'a'Wt@fy vPY{pSYri3klYTe to Et }91 t5y iwi aC3Q sl�cti at`B feieteaAC.'ECt foi PaPM„'t 9F UVK9Y1«RCd. 7F'I p BtufitPaa iha PesPitYY4:NNk1ktv3 HYtd luteus pt t#t/9 ?fi:Rax C '%t, . TtLL?53' ?l i;es }�tt tef`F},VCM 0 E4tK,i Truss tyFantaa(2SVfGm tNtfabH Athe(4W8S Cie4iSE�44 by 3 tnflidPaC# a'i(�te8{$ UpdFCt {a MbPYS➢tpQ by a partVk'9 gYIVQNeYS i he T,.s%r ewgn d'.fVy'y ee, a NOT the Sudde o Qe' mr o TPC u`s Su ei f 6i ineie y tot 411y tv tro Ali capdahzed Wms are as defwwd m Tto t ftd Vl"MtiLC.0 CctPyNht 0 2014 Pratiu+td,iJrS ttYpuSed.tra4g43.4:., k&br,Fb RePfexSuuto-an of tats document,m any V{NnR re pratsityted wAttcui wYrcCen petmassi¢ua f€4tYt Pro1%LUN1-GeJ. LOADING (ps� SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 115 TCDL 100 Lumber DOL 1,15 BCLL OO Rep Stress I= Yes BCDL 10.0 Code IBC2012fTP12007 2A H 3 CSL DEFL. in (too) Vdefl Ud I PLATES GRIP TC 024 VerqLQ 0,00 1 n/r 120 MT20 1971144 BC 0.04 Vert(TL) 401 1 n/r 120 VVB 0.00 Horz(TL) -0.00 4 n/a We (matrix) Vftght: 8 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No,2 BOT' CHORD REACTIONS. (fb/size) 5=24811-4-15 (min, 0-1-8),4=4511-4-15 (min, 0-1-8) Max Harz 5=63(LC 9) Max Uplift5=-95(_C, 10), 4=-129(LC 14) Max Grav 5=361 (LC 14), 4=45(LC 10) FORCES, (to) -Max, Comp,/Max. Ten, -All forces 250 (lb) or less except when shown, TOP CHORD 2-5=-305194 Structural wood sheathing directly applied or 1-4-15 oc purists, except end verficars. Rod ceiling directly applied or 6-0-0 m bracing. NOTES - 1) Wind: ASCE 7-10; Vult-110triph (3 -second gust) Vasd=87mph; TCDL-6.Opsf; BCDL=6,Opst, h=15ft; B-45ft; L-24ft; eave=2ft; Cat. I Exp C; enclosed; MWFRS (directional); cantilever left and right exposed " end vertical left and right exposed: Lumber DOL -1.60 plat grip DOL= 1 60 2) Truss designed for wind toads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI I 3) TCLL� ASCE 7-10� Pr --30.0 psf (roof live load: Lumber DOL=1,15 Plate DOL=I, 15); Pg=30,0 psf (ground snow); Pf-20.8 psf (flat to snow: Lumber DOL -I 15 Plate DOL=1.15)� Categp.� Ct-1.1 4) This truss has been designed for greater of min roof live load of 12,0 Pat Of 2 00 times flat roof load of 20,8 pet on overhangs non -concurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) Gable requires continuous bottom chord bearing, 7) Truss to be fully sheathed from one face or securely braced against lateral movement fi.e, diagonal web). 8) Gable studs spaced at 14-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fit between the bofforn chord and any other members, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 5 except (#=IbI 4=129, 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1 13) "Semi-rigid pAchbreaks with fixed heeW' Member end fixity model was used in the analysis and design of this truss. WARN W3 - Please Ourraughty to ft "Custoeers Ackrehotertiemnt of PfOSAAW Staref3rd TOther he Mart,030h,00 PrOdUM' Awyn Vene, design parameters and read notes an Ors Truss Desgn Ceaweg (I DC arO the DJ Relemr;3 Sheet hey 11 14) testee saw Ursess othems, Wated or, the I DS only NUTti, metutdor oades shag be used 1b, Its Too to be yWd As a Trty a DMW Erqn.ef {V.e , rypechttty Engine"), Ore seat arr sae y TDD W OyMptaner 0 the ;sroexawro erepreseerg festransbery hy the Itasca offter sftk, Trm depx,,Wd on the Too orgy, andel TM I The de"T aSSse`PW-S_ heead1=`hha-$' sudz;�; and use Or Oft TIM% 10, e -Y SU06M % the respoaSib,Ay of the 0,yhel, the OvetroWs 0, the sv4dwei D"Inef, qr the atntayd of Co he 8C, the local bwkeng code iest P11 The I aperheial W the TDD and any rwtd me of the rms, moodhh; hae%kaT Ittrwage, mytaeafioo and terertog, shaH be thempowNtay o the Ehtd6w coacher am Cnonim, AN notes wk oL# o, the TDO taw the Safety Wohrialren tftcl'jP poreshed oy TF11 aed SOCA are reheensed fm Tel I defines the lesponslUft" and dA*g of the Inm Destine,, Thins Deng Eretme, art Tress Matt.faAwer, unless ofteir'sne dartmed by a C.rtsact agreed UpOn er b1d; by 0 palbes wsrohed The Truss DesqErqprare, a NOT the B." Dempe, or Tests System Esfpeer fry any bueloep AN CaPhrWed terms ale M deftned . TPI I T•8 0 3-4, #5 LOAf3tN(psf) SPACING-.._� -0m0G51._._X_t3EFi. ^__~µin a Vde:f3Ldd PC.A7ES GRtF"p�YY TOLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0,01 (loc)^m� 5-8 >999 240 % MT20 197/144 TCDL 10 0 Lumber DOL 1.15 BC 0 05 Vert(TL) -0,01 5-8 >999 180 BOLL 0 0 Rep Stress lncr Yes WB 000 Horz(TL) 0,00 2 nta nfa BCDL 10.0 Cade 1BC2012f`TP&2007 (Matrix M) Weight 14 lb FT = 0% LUMBER- BRACING - TOP CHORtD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 vc bracing. SLIDER Left 2x6 SPF 2100F 1.8E 1-6-0 REACTIONS. (lb/size) 4=751Mechanical, 2=2 6510-5-8 (min. 0-1-8),5=36fittlechanical Max Harz 2=100(LC 10) Max Upliftel--26fl C 10), 2=-34(LC 10) Max Grav 4=96(LC 2), 2=334(LC 2), 5=57(LC 5) �w #F��1111' 1 1, 1 1 1 111 11 �1,1, 11111pipIIIII 11, 71# NOTES - Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL=1,60 plate grip DOL=1,60 snow: Lumbe, DOL=1 15 Plate DOL=1.15); Category 3) This truss has been designed for greater of min roof live load of 12,0 pid or 2,00 times flat roof load of 20,8 Pat on overhangs non -concurrent with other live toads, 4) Plates checked for . plus or minus 5 degree rotationabout 5) This truss has been designed for «bottomchord«toads, # a #.. #..# t. # #. # # # fit between the bottom chordand any other members, 7) Refer to l for #. on Buildingil) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 He uplift at joinfis) 4, 2, 9) This truss is designed in accordance with the 2012 International « standard ANSIrrPI 1. 10) ! pitchbreaksmodelwasused in the analysis and design WARNING, Prease thcacwgha eevuew the "L:oVarratns Arkrvx vmxznt of PM8,Ahi t` lldard tabor an Manubetamed A`eod.S` tariff eadify dewqu parafteNes aaxf read notes On thaa Truss 0 tTtaasvrng {roc arvf rine DOJ CQt? reuK:e Sheet /rev 11-4J} bethem sxaa.4.Dn4eSs srttres:wrse stated on, the YG'fd'). anty MtTeM, oonnerSor pGata, Shaer be used toe UVS TDO to be valid As a Tuam Darep Eeygaeet dim Sptctaitg C.n9roesas }, the seat on any TOO rmprasents an of the Vtoes'"onat enomexenro mptm wxf ty for the marlin or the saarte Truss o atrieNad on the IDID only infer TM 4. The de tor, assatud doral, sending oondarms, sunt ebrt and use of thm Team, to, any Studee; is the reOponaraoAy of the oawar, tha c yner- awhorned agent Wthe 8urldaag Chatgnaa, e,, ISO context of the IFI the MC, the roast b fk&ng coda and TPI i. The ,axema, of the f DD and any fitui use of the Tevas, ficsemfaep harnNing, stnraffem etstapahoa arel brewer r shati be the tas5+ornncsniY of the P. w eete; D", rar snit Conffacre Aft notes Set W rtt 0. TOO Red the p recces arab gurdetates of Rodding C—pahaul Safety hoormation /BCS#) puhhsdhref by 7 PI and RSCA are refer erred tri genera gurlmoa TB>I 7 €fehnas the aea6vsxsasirlres are dumas Of the Tstxss i'iefogint a Tne" Design Eng±oeea and Ttu'&s Meaaetdarra.eT unress. Od emyee dxcfruad by a Coni d mused Open to itxrang by as paad is i-Oved. The Truss Design Engaaeer fs NOT the Suddwat DewtDou os Trues System Engneer lat any budding. AH Capitwvedf troxms are as r3efl2ti xf tar TPr #. Co ef3e€ 0 2014 ProftrAt rsrJ E.&neento, i.t,C, I00). Ree, s7a etou of thus docuenonf to any form. ro pfuhibeed adhout one e , pecn heom ho ren p rofirud-DrJ. 1 ._.-....__- .... ...-�..,....... 4-0,0 q-0...._..__._...__.�_..�_..__.-_,_.� 20 11 4 Plate Offsets FORCES. (Ib) • Max Comp.lMax. Ten. -All forces 250 (lb) or less except when shown NOTES - Exp t a n.. • a a vertical left and right exposed� Lumber DOL=1,60 plate grip DOL= 1 60 snow:PlateCategory toads,3) This truss has been designed for greater of min roof live load of 12,0 Pat or 2,00 times flat roof load of 20,8 plif on overhangs non -concurrent with other live 4) Plates checked for a plus or nunus 5 degree rotation about its center, 5) This truss has been designed for a 10,0 pat bottom chord live toad nonconcurrent with any other live loads, fit between the bottom t a and any other 7) Refer to ♦ R' to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5,2. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPt 1, 10) ♦♦ pitchbreaks with fixed heels' Member end fixity modelR design of this truss. b^tPUMNG - dseen thotougttoy rca9mv €tom "LvsiaCese+'s ACrinoeiedger ed of Piot.%uatd Shestard Tennis of Mrehineetured Products" farm VentV de,on parameters and need notes on this Truss rohnort Eyntteeng (TDD are! the DrJ Refeeenee tooret {rev, 11-14t tx inn use Unless offieveles, stated on the Too, only KTek con eectsu prates shah be used to, this. TDO toile eMW As a TCb.{rss Design Engines, (r e . Spadratry Engmct ). . Seat oat T eser 1 CBCs t s an assn ante ai t3rr pfesston f mre d r � s' grey rely qr a e resaaaizt tqr dim de xo- r_ the au T pt an9 s'sPo se sus$ d ailed on ttra Con he RC, t h nS3 Y . u i The des n assumptions, tnackn Gorad'rtlaera s3 � ostFt hi pt g apywo,eal atth use 41 and a y h tid arty f the cheetahs is the raspngfevey e the Cherfewage, ,. the Osoirf'sifeed, an ryahiarad agent t the itinsi raag kty of t ei, rn odo i ouszE of the C the 4BG, the toes set4a?.rsp cede to an 7 7he�. appuavat crt the iE?iA grad any Svaki use of inn Trews, srvstueltru� prarxkaag ste3fage netaitatton atkY ixac,»g, shag he the rL>sra+xss kty of the £tust9sag CJosencr wxf t;ur+tractor. AH reotcs eel aur s the CCSB and the (uac4re aav;Y guadt4alt oP Bu Casnpnnsnt Sedaty infrysrenaRon t6t,5?1 putastt by 7r+i a€x15FSG,A are refatrewacnd Por ger+erai gsxtRaoczs TFI l de6nvs the eR5p4¢sstaStii#*s ata! daptaece otttre Teuss t?es rrer Felons Design Enli viiea and Truss Menufacturer, ctntatss otherntse, defireed by a Cashed atittatea upon m aa.shug by asa pose s Pnvotved The, Truss Design Erro x.V, me NOT the Buddrgrosenteer a Thies System F.n p fro r liar ami tncse#nag. A,k ca}a'tssz�.i Cerins atm as e�tnrni en TWi i. Copyryrd * 7014 PrnBuak! VO E,haneenng LLD, (D Jr Reproduction of rias dauunSent Ere any Fenn rs Proh,bned earseut eren n geenanuo. them Pceassow-00 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.01 5-8 >999 240 MT20 1971144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.03 5-8 >999 180 BCLL 0.0 " Rep Stress Incr Yes WB 0.00 Horz(TL) 0.01 2 Tire nfa BCDL 10.0 Code I6C2012JTP12007 _,...._-__.__w--- (Matrix -M) _._.,.,.__._._.-. Weight: 18 Ib FT m 0% F.R48Efi- BRACING- _..._-u...� __- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 4-0-0 oc purlins, except SOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 90-0-0 oc bracing. SLIDER Left 2x6 SPF 2100F 1.8E 1-6.0 REACTIONS, (lb/size) 5=135/Mechanicai.2=282x0-5-8 (min. 0-1-8) Max Hera 2=107(LC ) Max Uplift 5= 24(LC 7), 2-..54(LC 10) Max Grav 5=169(LC 20), 2=355(LC 2) FORCES. (Ib) • Max Comp.lMax. Ten. -All forces 250 (lb) or less except when shown NOTES - Exp t a n.. • a a vertical left and right exposed� Lumber DOL=1,60 plate grip DOL= 1 60 snow:PlateCategory toads,3) This truss has been designed for greater of min roof live load of 12,0 Pat or 2,00 times flat roof load of 20,8 plif on overhangs non -concurrent with other live 4) Plates checked for a plus or nunus 5 degree rotation about its center, 5) This truss has been designed for a 10,0 pat bottom chord live toad nonconcurrent with any other live loads, fit between the bottom t a and any other 7) Refer to ♦ R' to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5,2. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPt 1, 10) ♦♦ pitchbreaks with fixed heels' Member end fixity modelR design of this truss. b^tPUMNG - dseen thotougttoy rca9mv €tom "LvsiaCese+'s ACrinoeiedger ed of Piot.%uatd Shestard Tennis of Mrehineetured Products" farm VentV de,on parameters and need notes on this Truss rohnort Eyntteeng (TDD are! the DrJ Refeeenee tooret {rev, 11-14t tx inn use Unless offieveles, stated on the Too, only KTek con eectsu prates shah be used to, this. TDO toile eMW As a TCb.{rss Design Engines, (r e . Spadratry Engmct ). . Seat oat T eser 1 CBCs t s an assn ante ai t3rr pfesston f mre d r � s' grey rely qr a e resaaaizt tqr dim de xo- r_ the au T pt an9 s'sPo se sus$ d ailed on ttra Con he RC, t h nS3 Y . u i The des n assumptions, tnackn Gorad'rtlaera s3 � ostFt hi pt g apywo,eal atth use 41 and a y h tid arty f the cheetahs is the raspngfevey e the Cherfewage, ,. the Osoirf'sifeed, an ryahiarad agent t the itinsi raag kty of t ei, rn odo i ouszE of the C the 4BG, the toes set4a?.rsp cede to an 7 7he�. appuavat crt the iE?iA grad any Svaki use of inn Trews, srvstueltru� prarxkaag ste3fage netaitatton atkY ixac,»g, shag he the rL>sra+xss kty of the £tust9sag CJosencr wxf t;ur+tractor. AH reotcs eel aur s the CCSB and the (uac4re aav;Y guadt4alt oP Bu Casnpnnsnt Sedaty infrysrenaRon t6t,5?1 putastt by 7r+i a€x15FSG,A are refatrewacnd Por ger+erai gsxtRaoczs TFI l de6nvs the eR5p4¢sstaStii#*s ata! daptaece otttre Teuss t?es rrer Felons Design Enli viiea and Truss Menufacturer, ctntatss otherntse, defireed by a Cashed atittatea upon m aa.shug by asa pose s Pnvotved The, Truss Design Erro x.V, me NOT the Buddrgrosenteer a Thies System F.n p fro r liar ami tncse#nag. A,k ca}a'tssz�.i Cerins atm as e�tnrni en TWi i. Copyryrd * 7014 PrnBuak! VO E,haneenng LLD, (D Jr Reproduction of rias dauunSent Ere any Fenn rs Proh,bned earseut eren n geenanuo. them Pceassow-00 om 2.4 $§ 2 ; r LOADING (psf) SPACING- 2.0_0 C 1, TOLL 30.0 Ptah Grip DOL 1,15 TC 011 TCDL 10,0 Lumber DOL 1.95 BC 0,14 BCL E 0.0 Rep Stress Inch Yes VV8 0,00 BCDL 10,0 Code IBC2012fFP12007 (Matrix M) g LUMBER. TOP CHORD 2.x4 SPF No,2 BOT CHORD 2x4 SPF No, WEBS 2x4 SPF No,2 REACTIONS, (Ibfsize) 1= 1741Mechanical, 3=171/Mechanical Max Horz i=94(LC 9) Max Uplift 3=- (LC 7) Max Gran 1 ~214(LC 2), 3=209(LC 2) FORGES. (lb) - Max,. Comp./Max, Tera. - Ali forces 250 (lb) or less except when shown. BOT CHORD 1-3w-911464 DEFL in (fee) Ifdefl LPd t PLATES GMP Vert(LL) -0,02 3-6 >999 240 MT20 1971144 Vert(TL) 405 3-6 >M 180 Horz(TL) 0.01 1 rila We Sraki - 7:20,2 Weight 14 to F7 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10.0.0 oc bracing, 01*11 Exp C, enclosed; MWFRS (directional)" cantilever left and right exposed; end vertical left and right expose&, Lumber DOL=1,60 plate grip it {. #.♦. { Sheen ,* DCategory t 3) Plates checked for a plus or minus 5 degree rotation about its center' 4) This truss has been designed for a 10O pst bottom chord live load nonconcurrent with any other live loads. 5� * This truss has be fit between the bottom chord and any other members, 6) Refer to {.rder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrUdi 1, s WARNING - Pfeai0olxe thorougho, eV evvtfee efonorner's of ere e t to EF ,, the f OD,only Terms tar M ssyt idat svci hoes to fd h ver dy deign need A s an 3 rs4d notes on this h ev Coe n y Enan g (TED a nnei ilea ora RaMrrance $S+Ssmk axev, 91-14} be�tote u.4Ysuass athpa'uase st,eel4sa the TDtk only tnitax zxoaaeam<u �xa4es s"aa31 tee usa�l kir this YC7C1 to f v5,�ta. 4x a inks LTesbt} Frarsece:r (der., :+craVty Etr{gura+,*sl, ttze coat an any rM i e(Nesi nt5 an acceptance of the profetivonat etg}rnvenr g Iffetyins d,efy rax the design of the seshe C hose doWee4 on Nee 1 DO ondy„ u r TPI 1. The design anadipbons to idmq cenlibods, suha d iTr end use of eve Tsuss by any sending is the aempcno atAiity of the (Amer, the 0-o's aau3 orized agaew 0, the BuVNisng Diet fines ns?. in the 4 §xt of then IRC the MC, Cha (one Faaidrng oode* and l'PS A The atereass9 of the T taC and any Neasi use of the Trams, ..dash grad hains lsloragm irrstaesahra,...nn and bng shhatt be the, seumem ylAy oB the Sinn Nvg Dew9ni tand Cord aclo, AN testes root knit ae the TDO arni the rrach~es and 9,hommes of Thoweig cNati rnnart So" EnfynnaOon €i'CSia published by TFIt and SSCA we ho danced be gt:nen d gurdaErrnh 'rr'i 7 deYmstls: iVse respaatsrb.nTfss;araS daS4has u# the masa Decu+gvvse. Frvss t3esign E;rtganees and T tuxes &Eatxtractucth ur�tess athetssyse dertnasf by a GrNwact agreed Wain lx uittiragr cry a# tzar4u�a srwINvexi.. the flus Des,g;n Engontex S NOT" £Suieeng, nesVgher or Treses System &:yeah r —q! rein any building An iotoo eiid terms are ae dofaned m TR 2. r� % . 4.aAYrg@}# ,".0 ba proSuala^rxa c'ctt)ir�eansrg 4.gG: 4rkJ). Rxrpr+xauctieron at "S daceamanf, ur any saem n prohhn`fetS w+dhcual wrntern pdFmiamon Yeo. 4 rofosWCyJ -2.0 4,6-0 20 Z[d Im Scale - t:;27.4 NOTES - 1) o lk # # # a Exp C; enclosed; MMRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip •r WITSM bT'—rTT1TffUSS nas Peen designed Tor a live tried or 24,,upst on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom# and any other members, 7) Refer to # to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4, 2, 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1, 10) 'Semi-rigid pitchbreaksMember modelwasused In the analysis # design 4a tgaos+, * revue, the"stomae"S Ack o"nk of Prolywhi StandTeens tar Mamutacewed rhnd its" toren Vmerafr des'st, n pararnaaema and read notes oe thos Two% jjrr Graaweag {TDD) au! the Or,f Reafereitae Shea& ttev. 11. 14) before use U,%ResS oth se 0aled crow the Too v4y' Wek canneern, pfales 1 'Uht he MITI to, tMs 3 DCP is be uand As m TaUss Design Engfeee, o e , Spocc tty Engmeeri, the sea# he any TUU mrsee frds an aaa ereance ot ttte Wofosworal erfameeern t ¢es bty fra the deco. of the: 490' Teues depruaed On She T M arnfy, Under TPI t. The design assunact*rs, Wadag coteftfions. suihe,44 and we of bye Truss W any i uckhry 4 the rh%po vgtAey of the Oyster,. are co,,rs authcnrxini atroo or the Bu=kfar tTewy;Sfnca Mthe oMext of the AC, Rhe? W,, the katal b,ewma woe and IN t. The )yt3 oppreaal of the TCU one any AeiG use of the S toss, ttschw % hana"o 'ho"gs, dnntaRabv»a and reaorng. shag be ties r }ssnsit htV od the SUdduiy Nlixihef and S oeb actito...atR nates WA out rn the TW aref tyre t paria�;5kcxas and gwdeiartes of eaokdaag Cam re Safety taflormaarrnr (SCS0 pubhhed by TPS and SSCA we, le€erenced for general guidance Tin 1 defines there, skFCMMS ares dvbt . of the Truss " m, "9'f un Cacrsgae Ertttrre3or see! Y rVSs Manu#atXurer, aNa3aag oe+tarwtse defener3 txy a GnrNrat3 ggree6 eapwr kt csxiter4i by ak partrem rnvaiveed. The, Trus's CDesagn k.Oneer to N& the 8,Meq Designer or Truss System [ nlyneee E?Y icy any bu0J. p AO capetatvred terms are as defned In TPi S E/1i7lAICtc 4"ttpyrighi *:MkQat Pro6vakf.rFeJ Engkrcrnrq LLC, (pri,k- RePruaSksn rf thta+tascurnmrt. fin any team, praF3asTCFd.br3- PlateOffsets�XY� LOADING (psf) SPACING- 241_0 CSI, DEFL. to (too) lldell Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 4-7 >999 240 MT20 1971144 TCDL 10.0 Lumber DOL 1.15 BC 0,13 Vert(TL) 403 4-7 >999 180 BCLL 0.0 ` Rep stress incr Yes WE 0.00 Horz(TL) 0.00 2 n1a rue BCDL 10.0 Grade IBC2012tTPi2OO7 (Matrix-M)Weight: 16 Its FT = 0% LUMBER- GRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc puffins, except SOT CHORD 2x4 SPF No.2 end verticals, BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib{size) 4=14VMechanicai, 2=28210-5-8 (min. 0-1-8) Max Hone 2=105(LC 9) Max Clpllfi4 =19(LC 7), 2=-37(LC 10) Max Grav 4=177(LC 2), 2=352(LC 2) FORCES. (Ib) . Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3--34310 BOT CHORD 2-4--761705 NOTES - 1) o lk # # # a Exp C; enclosed; MMRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip •r WITSM bT'—rTT1TffUSS nas Peen designed Tor a live tried or 24,,upst on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom# and any other members, 7) Refer to # to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4, 2, 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1, 10) 'Semi-rigid pitchbreaksMember modelwasused In the analysis # design 4a tgaos+, * revue, the"stomae"S Ack o"nk of Prolywhi StandTeens tar Mamutacewed rhnd its" toren Vmerafr des'st, n pararnaaema and read notes oe thos Two% jjrr Graaweag {TDD) au! the Or,f Reafereitae Shea& ttev. 11. 14) before use U,%ResS oth se 0aled crow the Too v4y' Wek canneern, pfales 1 'Uht he MITI to, tMs 3 DCP is be uand As m TaUss Design Engfeee, o e , Spocc tty Engmeeri, the sea# he any TUU mrsee frds an aaa ereance ot ttte Wofosworal erfameeern t ¢es bty fra the deco. of the: 490' Teues depruaed On She T M arnfy, Under TPI t. The design assunact*rs, Wadag coteftfions. suihe,44 and we of bye Truss W any i uckhry 4 the rh%po vgtAey of the Oyster,. are co,,rs authcnrxini atroo or the Bu=kfar tTewy;Sfnca Mthe oMext of the AC, Rhe? W,, the katal b,ewma woe and IN t. The )yt3 oppreaal of the TCU one any AeiG use of the S toss, ttschw % hana"o 'ho"gs, dnntaRabv»a and reaorng. shag be ties r }ssnsit htV od the SUdduiy Nlixihef and S oeb actito...atR nates WA out rn the TW aref tyre t paria�;5kcxas and gwdeiartes of eaokdaag Cam re Safety taflormaarrnr (SCS0 pubhhed by TPS and SSCA we, le€erenced for general guidance Tin 1 defines there, skFCMMS ares dvbt . of the Truss " m, "9'f un Cacrsgae Ertttrre3or see! Y rVSs Manu#atXurer, aNa3aag oe+tarwtse defener3 txy a GnrNrat3 ggree6 eapwr kt csxiter4i by ak partrem rnvaiveed. The, Trus's CDesagn k.Oneer to N& the 8,Meq Designer or Truss System [ nlyneee E?Y icy any bu0J. p AO capetatvred terms are as defned In TPi S E/1i7lAICtc 4"ttpyrighi *:MkQat Pro6vakf.rFeJ Engkrcrnrq LLC, (pri,k- RePruaSksn rf thta+tascurnmrt. fin any team, praF3asTCFd.br3- 2"9.15 3-4.15 3x4 2x4 It LOADING (pso SPACING- 2-0.0 Gat. DEFL, to (loc) Vdett Ltd PLATES GRIP TCLL 30,0 Plate Grip DOL 9,25 TG 0.26 Vert(LL) 0.09 4-5 >999 240 RiT20 7871144 TCDL t0.0 Lumber DOL 9,15 BC 0.20 Vert(TL) -0.09 4-5 > 980 BCLL 0.0 Rep Stress Incr NO We 0.01 Hofz(Ti) 000 4 nla nta BCDL 10 0 Code IBC2012TPB2007 (Matrix M)Weight: 24 to FT =:0% LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F1,12E TOP CHORD BOT CHORD 2x4 SPF No,2 BS 2x4 SPF No.2 BOT CHORD 0-1-8), 4=36IMechanical Max Harz 5=107(LC 11) Max Upflft5=-104d_C 12),4-11 I(LC 16) •' iexcept CHORDTOP Structural woad sheathing directly applied or 3-4.15 an purlins, except end ererticats, Rigid ceiling directly applied or 10^0-0 oc bracing. NOTES f Exp C; enclosed; MWF RS (directional); cantilever left and right exposed; end vertical Wit and right exposed� Lumber DOL=1 60 plate f t t ASCE { It psf hrthrf five In2V:m t.. qOL71 19, Marc b t. itai # # #. t.. Lumber OCategory non-concurrent3) Unbalanced snow toads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2,00 times flat roof load of 20,8 par on overhangs ad 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10,0 par bottom chord live load nonconcuffent with any other live loads. 2_14#M4vwJdetfflV1XWMXM fit between the bottom chord and any other members. 8) Refer to for 10) This truss is designed in accordance With the 2012 International Building Code section 2306A and referenced standard ANSI/TPI I 11) "Semi-rigid pitchbreaks with fixedwasdesign of this truss, responsibilityon top chord, and 18 In down and 16 to up at 2-9-8 on bottom chord, The designiselection of such connection device(s) is the others, 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8) LOAD CASE($) Standard 1) Dead + Snow (balanced): Lumber Increase -1, 15, Plate Increase=1,15 Uniform Loads (pit) Vert: 1-2=-6Z 2-3=-62,4-5=-20 Continued on page 2 September 3,201 aligawAwxmm WARNING- Please ttuetsugktiy rRulew khe "Y;e Ms`s Acstxn+�t ,meni ni F'retacmi8 5Aaraclatd Zemss ins svmn orad fatgduc2s" fnxnY Vex} deign gxaraameters aruF testi antes o0 3h� Truss 0e"h Mawartg #V)Dlt and the red Refemooe sheet fres. 19.14} before use. finless trthtt ese su ed on ow, TDD orh'y 7 nTek comeCha les shah be, used to' tM's YiAfi #a i� v�➢a9. A� a rnxas Dessgn FEtgarteer (s e . speoe qY Etxhnewt, the seat on any TEaa represents ash of reeptanca of tore ptofea nae erganeenes ees atusty toe the desgn of the. su+gtc races deed use thr'P'CyQ only, urntiv 8F'E 9 The dea9r .assum}atinns Wang conddOns. suoida ty and us, of flats Truss for my Buyttf g es the r samny o1 the owner, the i7aq ars faathtantasd agent or the 6et¢kYtng CSesgbnar �n The tsanteet rd" RC, tt� FSC, the kmW Inakang lade asst TF'4 i The 8. aI of the TDO Wd any held use of the Taus. rochalreg h aaeWra, Slorauge, tre akahoa easel N30a g shah to the fesP Ad eety n til eU4tditNy7 na@ R#af a4NT 4:YRRMBetYtf, ,Sid tW2e5 sM oU3 to ttk* Tail .vrtd ftAta prsom and wedetews of su#dkv Chrmxrent Safety tnh'arn abon tBCsi) fu b ashed by TM and SBC.A we referenced he general guxfaaace not 4 deCsrtes the fespontubb 9es and does or the Cuss Oes gnef 'TrussJ_ Deseg}n Erpneer and Tnaas ManuMac4ureer unns uthenawe defaeeed bye Coobad attend upon fes waxhrag toy act pestes in owed i he t toss naasegn Efaganeer es NOT Vhf NuOdaht Designer W Tnns Sys#ean 6jmeee her any Wakarg Aft caphahu tach terms are aro defined m TPF t. ��;��{�� LC C Copynpht 0 2014 Prariued,O J Engereer agf, i,LC, tt yJRe etrdtation of this doctanent to m any m, . {xQhbterd"haot mine" pare,he Pour amProecn3-o") ** CASEfS) Standard Concentrated Loads (ttf) and ttJiPD � €'tlease ce Sheet ( my ew the efole. nee, nt,% many of 011 the IDD, holy i Termss fon neck fa aces hall e used dto Poly TOO p h+l As aTh ssad sigh on hyet Truss %yanea y Fagjh l, and tZiC Ck.! tiefai3+nC!"..�`ih@`et {E&V, i S -t 1) i�fCPtik 23ak.i.iS?(a"3b` IIStiitM1Fd4Sa Sidi OiY the � t.D@$. Q.IYI:} ��'@iC C4D17Yikx>:flK913 }l&4� Bh+Rtlt R?h tiffiBd iJS iPR4'i'k}[Y N! t�4 Vim' . Ait a TtU@^31�n }�"ft'�t3tP#S {i C. C�iht)'t,'PP�if4�lW'}, the seal on any TIM retements an acceptance of taaa Fuo@eaxt#teai any#erraert{>�y r4r�s��.n�ty for ttie=,n of #tse sMia Twn de p ded on the, 7 DO only, unbar TM 9.. The des+gtr mumpt o is kathh g caned om, surtatsllty arw,f uste of [his Yeensa #ur any Buaefsng ra alone rquperos+AAtty #t the Qwner, the Owner's aukharrrari agent ra the B.Adw g Comy.w. on Vol, comer at the 8RC the MC, the daoal tw ilwall P are? Tf.t 4 The appra aae of the T05r artai 2tty tte&t eras# of the Truss, incctee"s ha+ai4ing. stnrac}s, oat atabon and bmang shall be the r pwsrbef[V ax the Buddmyl DesvgneE ;and Cmtwtar. All notes,"t out m the Too and the pact"" and gsnlr7alms of E}sarkt9nsg. Component Safety Infornuahm (RCSU M"$hW day TM and SBCA ave se€evenced lir general g�.wdan� TR6 t define^, ahs ra±sfrorsscYr.Ntr#s aat,�i dvaaes o#the Tvass Designer Twos €tpE Gk Asa Enrylrx et orad Truss Mansrtar tune, uahesa atlaervrtse deStned th a Crxtltract ag oed pan el wntanl; by ao lradn*nti ,hooivad TCai Tnass i7eskyn €`rq nmr 3s NOT the 83 ,lyalq Cmsagner cw Truss Bys4em Ev�u.ee.:r Bev any WW -q All cayntaaeed terms aro m defined fro Tot t _ € Gi r tw? taE !#3[ EI wtNMWNGLIC py 5'1 niinv*w:nstig. Lk�@., iS?sSp_ Ra9fe�Juctinik at YlsEs d.a+aealxaent, }r€ any ham. re pttAhtlat%ed wRRout wudY¢sR P�'ear6sitn Ratty f�>YiE3t.yCd-CP¢'"t Im Seale - 1273 US 6 3X6 2x4 ➢1 DEFL. In floc) Wait Ud PLATES GRIP Ver$(LL) 0.02 5 ntr 124 MT20 197%144 Vert(TL) 0.43 5 ntr 120 Horz(TL) 4.00 4 ma I Weight: 35 to FT w 0% BRACING- ♦ oc pull BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (itusize) 2=253111-8-3 (min. 0-1-15),4=258111-8-3 (men. 0-1-15), 6-434111.8-3 (min. 0-1-15) Max Harz 2=-82(LC 8) Max tlptift2=-31(LC 10), 4=-31(LC 10) Max Oras 2=321(LC 2), 4=321 (LC 2), 6- (LC 2) WIN anwalm. Will! ir NOTES. Wind:1) Unbalanced roof live loads have been considered for this design. . : • Exp C; enctosecL MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL= 1 60 plate grip DOL=1,60 snovir LumberCategory non-concurrent4) This truss has been designed for greater of min roof live load of 12O psi or 2,00 times flat roof load of 20,8 psi on overhangs 5) Plates Y for a plus or minus 5 degree requires6) Gable 7) This truss has been designed for a 10O psi bottom chord live toad nonconcurrent with any other live toads, MIN INM f • • • '• 'f .a 5.. Member11) "Sem�rigid pitchbreake with fixed heels' • fiwasxity modelused in the analysis ♦ design 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building WARNiNin - Ph htse thoroughty review the "Custorneei Ackeavftdrpenent of F.. oSaild S w dwa Terms re leauutactut1d P101 -Aa' farm Varity design tarame{its and mad "as 4n thiy in 00$Qn D,asang (TOD) and Me QhJ fehNrertcaf Shed tree. * f-34} Url+srat thef 60M othewdse Noted on Me Tun, we, hffiTek wo xfo ec plates scall bo uowd he fvtAs Ti to be vffsl .As a Tnats DessgA Enan", u a . Specuoty EngrneeiT the sea$ On any TDD represents an acret4arme of the proteswonas engr[ceratsrg rem+etsatwaty fm am dexrgn at the %4VW Truss demUtg on the € DD orNY.. uradet TR t The desagn ase.gotfane, taadir2g muldfoh,. twftb,hry &rad use of this Truss to, any B.,Muag fs the respbnsvbddy of the t7+mer, the rooters aWrha vze d agent ar rite 8enkang f5eaynel, m the col ted at the RC, the OC, I k" -a tokens wee ssrd Tf'i t The a{7pwW of the TOO and any Yield use of the Truss, Nulucxaag ha- d#N storage. insaadtation and taraong sh a§ be the rettgcaeaslk»faty 0 Me Butkivef rhm1 per anti Cwtwlof Aa notes las out h, the TDD and the pxa ea a gu doh $ a1 earxirng CAanrproeterrt ?stew iakmW eo (BCSI) pub+shed by TP; and SSI ars re€ennead Por gene al g¢ idance Tit! i defines tha msd hakgiaf o awl dupes of the Tnusa De,QTftr, Tress Gt", a s::rrgn+aeer arr9 Trus:; t9anutacturvae. ua8th, otdne rvase defined by a Contrard agreed upon Sri writing by of games rr-ulvef. I he Tnrss Oesrgn Engmeer N NOT the Su*yng Dewgnec ar masts System E lvineas —4kj. Mt any 8utk4xeg A4 aaptWeed Nam am as defied sin T r>f f EM1 EWAi CoSYyetght 0 X14 PraBu0d D J F nt vneeri% 1EC, Oft Rep oduciton of Cols rlocumeor sin any f€nm, to prahitxted w4hout -Men peonatew ttom Froswldk firs. w LOADING (psi)^ SPACING,. 2-0-0 CS6. TCLL 30.0 Plate Grip DOL 1.15 TC 4.35 TCDL 14.0 Lumber DOL 1.15 BC 0.24 BCLL 0.0 Rep Stress mor Yes WE 011 BCDL 10,0 Code ISC2012fTP12 7 ..._._ ---- -------------- .__ -LUMBER. (Matrix) LUMBER. TOP CHORD 2x4 SPF` No.2 BOT CHORD 2x4 SPF II OTHERS 2x4 SPF No.2 DEFL. In floc) Wait Ud PLATES GRIP Ver$(LL) 0.02 5 ntr 124 MT20 197%144 Vert(TL) 0.43 5 ntr 120 Horz(TL) 4.00 4 ma I Weight: 35 to FT w 0% BRACING- ♦ oc pull BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (itusize) 2=253111-8-3 (min. 0-1-15),4=258111-8-3 (men. 0-1-15), 6-434111.8-3 (min. 0-1-15) Max Harz 2=-82(LC 8) Max tlptift2=-31(LC 10), 4=-31(LC 10) Max Oras 2=321(LC 2), 4=321 (LC 2), 6- (LC 2) WIN anwalm. Will! ir NOTES. Wind:1) Unbalanced roof live loads have been considered for this design. . : • Exp C; enctosecL MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL= 1 60 plate grip DOL=1,60 snovir LumberCategory non-concurrent4) This truss has been designed for greater of min roof live load of 12O psi or 2,00 times flat roof load of 20,8 psi on overhangs 5) Plates Y for a plus or minus 5 degree requires6) Gable 7) This truss has been designed for a 10O psi bottom chord live toad nonconcurrent with any other live toads, MIN INM f • • • '• 'f .a 5.. Member11) "Sem�rigid pitchbreake with fixed heels' • fiwasxity modelused in the analysis ♦ design 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building WARNiNin - Ph htse thoroughty review the "Custorneei Ackeavftdrpenent of F.. oSaild S w dwa Terms re leauutactut1d P101 -Aa' farm Varity design tarame{its and mad "as 4n thiy in 00$Qn D,asang (TOD) and Me QhJ fehNrertcaf Shed tree. * f-34} Url+srat thef 60M othewdse Noted on Me Tun, we, hffiTek wo xfo ec plates scall bo uowd he fvtAs Ti to be vffsl .As a Tnats DessgA Enan", u a . Specuoty EngrneeiT the sea$ On any TDD represents an acret4arme of the proteswonas engr[ceratsrg rem+etsatwaty fm am dexrgn at the %4VW Truss demUtg on the € DD orNY.. uradet TR t The desagn ase.gotfane, taadir2g muldfoh,. twftb,hry &rad use of this Truss to, any B.,Muag fs the respbnsvbddy of the t7+mer, the rooters aWrha vze d agent ar rite 8enkang f5eaynel, m the col ted at the RC, the OC, I k" -a tokens wee ssrd Tf'i t The a{7pwW of the TOO and any Yield use of the Truss, Nulucxaag ha- d#N storage. insaadtation and taraong sh a§ be the rettgcaeaslk»faty 0 Me Butkivef rhm1 per anti Cwtwlof Aa notes las out h, the TDD and the pxa ea a gu doh $ a1 earxirng CAanrproeterrt ?stew iakmW eo (BCSI) pub+shed by TP; and SSI ars re€ennead Por gene al g¢ idance Tit! i defines tha msd hakgiaf o awl dupes of the Tnusa De,QTftr, Tress Gt", a s::rrgn+aeer arr9 Trus:; t9anutacturvae. ua8th, otdne rvase defined by a Contrard agreed upon Sri writing by of games rr-ulvef. I he Tnrss Oesrgn Engmeer N NOT the Su*yng Dewgnec ar masts System E lvineas —4kj. Mt any 8utk4xeg A4 aaptWeed Nam am as defied sin T r>f f EM1 EWAi CoSYyetght 0 X14 PraBu0d D J F nt vneeri% 1EC, Oft Rep oduciton of Cols rlocumeor sin any f€nm, to prahitxted w4hout -Men peonatew ttom Froswldk firs. 6-7-0 6-7-0 Scale - 127.5 18 17 16 15 14 13 12 LOADING (psh SPACING- 2-0_0 CS1. DEFL. in floc) Udell Uft PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 0,02 Vert(LL) OBO 10 nlr 120 MT20 1971144 TCDL 900Lumber DOL 1,15 BC (r02 Vert(TL) 0,00 10 n/r 120 BCLL 0�o - Rep Stress hTcr Yes WE 0,02 Horz(TL) (r00 23 No n1a BCDL 10,0 Code IBC2012/TP12007 {Matrix M) Weight: 49 to FT Oen LUMBER. BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SPF No,2 SOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SPF No.2 REACTIONS, All bearings 11-8-3. (Ib) - Max Horz 2=-82(LC 8) Max Uplift All uplift 100 lb or less at joints} 16, 17, 18, 14, 13, 12 MaxGrav All reactions 250 fli or less atjoinfis) 2,10,15,16,17,18,14,13,12,2. 10 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft-1 10mph (3 -second gust) Vasd=87mph� TCDL=6,Opsf, BCDL=6,0psf; h=1511� B=45ft: L=24ft; eaver-4ft; Cat, It Exp C; enclosed� MVWRS (directionad; cantilever left and right exposed; end vertical left and right eabiosed� Lumber DOL=l .60 SII grip DOL -1,60 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1, 4) TCLL: ASCE 7-10; Pr=30,0 psf (roof five load� Lumber DOL=1 15 Plate DOL=11 5); Pg=X0 psf (ground snolan� Pf=20S pet (flat to snoyvber DOL -1.15 Plate DOL=I, 15); Category 11; Exp C; Fully Exp,; 5) This truss has been designed for greater of min roof live load of 12O psf or 2,00 times flat roof load of 20,8 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t�e whil- fit between the bottom chord and any other members, 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16,17, 18, 14, 1 12 13) This truss is designed in accordance with the 2012 International Building Code section 23(*,1 and referenced standard ANSIfTPf 1 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 15) See Standard industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consuft qualified building designer VVARyANO - Moose thorough!, nooew the "Custoreer's Anknoreedgentent of ProStAld Standard Toon for Manufactured Pr form VotKy aesger paramenes and read ndon this Truss Desvp CavAng Mont t1 -14f before un Urdess othermse. statedon the TOO, one, Wee connedw pionts shrill be used for troy TOO lo be eatel the seat on any TDO represeml, a. not,prance oft" prolessurnW rfrohreenraf responfobrity ftu the rimp of the srolo, Trufo, delecled on the TOO w4 weer TP! l The desir aeoncon,ho, toadvoi 000yK'0.& slorab"Ry teed roof,offts Three for any SulebN a the testronsib,64 of the Ouare, Qu a>, OWs aubronhad agent of the Suddref Oesytotc M the 00,904 of nor RC, the 60, the cattatoaroutfcode and rthil the apowal of the TESD ah] any core u", of The Truss, indurboti haoelhns' slorage, yottapabon anal twacent, %haP be the resporeabldy o the BreidncOesahe, acd0mvwQ, AgnomaStet outh,",TElDend the plarbeft and Quidele.6 or Burldnot Corry,onent Salary reformation {SC Sp pubasmor by M and SWA memferenced for qlow* gurda.00 Desatin Eromew aiai Truss Marmfiloturw, unn,%% almnenet defulad by a Canned althard upon . WtUng by at foaderselodaW The Non Denin Empnee., m NOT the Olokhrol; Des elnor or Tons Surste. Engwonn Ear any lan'doof All catntalunfd thos are as defined to TR 1 Colorrybo 0 2034 Pr0iywW-VrJ Eroneomet, UC, (DQr ReproducNer of they document:, in any gram.:,, pookoWd rolhout yorhen feeolecoan from foyeklOO EMINEMNGur I WI -11 W1_11 3x4 1, 3X4 'ZI 19 18 17 16 95 14 13 12 3x4 Us = I Scale= 1 M's I CS" LOADING matt SPACING -Plate 'I', DEFL. in (toe) Vdefi Ud I PLATES GRIP TOLL 30.0 Grip DOL TC 0, 15 Vert(LL) n/a V - n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 8C 0,10 Vert(TL) n/a n/a 999 BCLL 0,0 Rep Stress Incr Yes VVB 0.37 j Horz(TL) 0.01 11 n/a n/a BCDL 10,0 Code IBC2012ITP12007 (Matrix) 6 Weight, 125 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No,2 BLOT CHORD Rigid ceffing directly applied or I0-0-0 oc bracing, OTHERS 2x4 SPF Nyr2 WEBS 1 Row at midpt 6-15 REACTIONS, All bearings 32-2-11, (to) - Max Herz 1 =-21 1 (LC 8) MaxUplift All uplift 100 Ib or less at joints) 17,18,19,14,13,12, 1 MaxGrav All reactions 250 Ib or less at Joints) 1, 11 except 15=416(LC 19),17=546(LC 19), 18=436(LC 19), 19-432(LC 23),14=537(LC 20),13=438(LC 20),12-431(LC 24) FORCES. (to) -Max, Comp,tMax. Ten. - All forces 250 (to) or less except when shown, WEBS 5-17=-348/103, 4-18=-313198,2-19-330197 7-14=-348/103,8-13=-313/98, 10-12-330197 NOTES - 1) Unbalanced roof live loads have been considered for this desigm 2) Wind� ASCE 7-10; Vuff-1 10mph (3 -second gust) Vasd=87mph; TCD1.=6.0psf� BCDL=6,Opsf: fbel 5ft: 8=45ft; L=3211� eavezolff; Cat, ll� Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed" Lumber DOL=I 60 plate grip DOL=1,60 3) TCLL, ASCE 7-10; Pr=30,0 pat (roof live load� Lumber DOL -1. 15 Plate DOL=I,l 5); Pg=X0 psf (ground snow): Pf=20.8 psf (flat roof snow: Lumber DOL=1,15 Plate DOL=1.15); Category 11; Exp Cl Fully Exp.� Ct-1, 1 4) All plater, are 2x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) Gable requires continuous bottom chord bearing, 7) This truss has been designed for a %0 pst bottom chord live load nonconcurrent with any other live loads, 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10,0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint($) 17,18,19,14,13,12, 1, 10) This truss is designed in accordance with the 2012 international Building Code section 23061 and referenced standard ANSVTPI 1. 11) "Sem�rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, WARNING Poomettwoughewee, the "Custamors Adoloshedgernent of ProBwklStadald Term rot M4AtCast gedPr0dm%'reran and theDrJ Reim en Sheet taw 11,14) berate uw Weasoth4se statedon the TOO, only Wee hannedor prates shatt be hand to, Vets TOO to be rWd To" As a Design Ergefan if s., Spociatty Egawe,), tits Z on any TOO repamnM an aocepkanoe of the txatenaaarrs4 erpneenng,esponsbUy for she desytn of the SoVk, Ifoote depo3ed M 010 Too a*, Undfo Tflt I SoAaNKy and oft, offts Tw%a to, my B.AdIng Is the (teaponsd,94y 0 the came, the Omens suffxoz ' Na" Defogner, . thea WMW of thea INC the W, Me Wcat buAdug code and I N I I he ell an, 01, hb` rTyrt and he apprwW of the Too and any fveW use of the Thow mdudog hanylivei, stootge., mtaa4abon and brac,h., - - f"penvhoty of the Suddog De and Cwtraetw A# not" set W m t". and gunfisims of ShOd 9 C:¢ maxtneM. C:¢Safety infor,"Oon (SCS4 ",shed by TPI and SSCA we refin.head for tientnat p4aree TFh I defiaes Phar fespq#ladaia4iaa and dupes of the f,.% Desgntn Press ,Qtneel and TIM% Manufachoer, unless athehefte donned by a Con tmat Oqtved Upon m shifing by and thabes aroolood. The Tensa Dmgh Engmeet m NOT th. Bugatest Do."m w TnAs Sneer Entimeet 2 for aay bu*aro AM P0kz.J ovbvam M defined do rPt I COOffght 0 2014 ith)RUld-DIJ Eilyrneenne, LLC, (DfJ; Reprodu000n of thm docment, W1 any fate' M P10hiboXf with -A W*m peon msso, iron Plottotd-DIJ EMINEEWNGLLC 0 14-1-11 14-1-11 0= 35 3xfl'f- 14 13 12 11 10 Us 30 = LOADING (psh SPACING- 2-0-0 CS1. TCLL 30.0 Plate Grip DOL 1,15 TC 0,28 TCDL 10,0 Lumber DOL 1,15 PC 0.19 BCLL 0,0 Rep Stress Incr Yes WB 0,22 BCDL 10,0 Code iBC20121rPI2007 (Matrix) ff N DEFL. in {lac) Vdefi Lid PLATES GRIP Vert(LL) hire n/a 999 MT20 1971144 Vert(TL) n/a - Ole 999 Horz(TL) 0,00 9 We n/a eight: 102 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SPF No,2 VVEBS I Row at mjdpt 5-12 REACTIONS, All bearings 26-2-11, (lb) - Max Harz 1-180(LC 9) Max Uplift All uplift 100 11) or less at joint(s) 14, 15, 11, 10 Max Grav All reactions 250 lb or less at joints) except 12-438(LC 19),14---474(LC 19),15-620(LC 19), 1 1=474(LC 20), 10=620(LC 20), 1=257(LC 2), 9=257(LC 2) 1167's Maim-!, NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Viand: ASCE 7-10� Vuft=1 lOmph (3 -second Must) Vasd-87mih: TCDL=6,0- 6Dtsf� h-15ft: B=45ft7 Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL=1,60 plate grip DOL=1,60 3) TCLU ASCE 7-10; Pr --30,0 psf (roof live load: Lumber DOL=I, 15 Plate DOL -1, 15)� Pg=X0 psf (ground snow); Pf-20.8 pst (flat roof snow: Lumber DOL=I 15 Plate DOL=1,15)" Category 11; Exp C; Fully Exp,; Ct=l. 1 4) All plates are 2x4 MT20 unless otherwise indicated, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) Gable requires continuous bottom chord beating, 7) This truss has been designed for a 10.0 fist bottom chord live load nonconcurrent with any other live loads. W WIN 1101M Moan ffoo"Nq renew the "CUSUensrif ACknoorenearient Of Feadeng sono he Team for of""flotWed P11w1W tell V1117 deal,,, 111IM14111 and met ruXes on 1hr Tina DoWgn D(rene(Torn_.. ig 414 Ole 01J Refentoce Sheet (no, 1t-74) ,WWO ey, Utftn othavele s4ard on the TOO, only Wee chmediX platesshah be Used An Me' DD W be w rfid As a TRahl Deirxin Erstininer h a , Specrafty Erouhnn, the seat on any TOO re mens an of the pudeahrionat it,epthinng 'rhaonoubfin, for the design of the singto Truss defaued an the TDD oNy, UnIle IR I The destot ato"Torom Wines 000drfiw,%. suaAAAy wid use of give Tom for any ltudden, is the om&POMbibly of the 0wrdthe, Coorefs thathonzed agene he the Building Desynirf, rh the cootind of the IRC, the CRC. the iscal bledrig eade aW TPI I The n iffeeneat of de, TDO and any roof "" art the Tms, m0hidatfi handforg, storage, kaga4altor, and ofia% shad be the rosporderdgy o the Suit" Desgeler and Contfantor. AN Mee set oW o, f1he TDO and th. P, w—ftes, and quanninw, of BaildWV Cofedentelf Safety krAhohlow WS4 PubheW by I Fe and SSCA We Vel.rentsed for Onifind giodanoe, M I doones the restate and annual, of it,* Tom Dfrsiqwn, T,tna N�Sqlri Engineer atul Toery, Manufacturer, unefor, othenome donned by a Contract agnie'd ripen in —*V by .0 rodent ofenived The Tand, NsQn Engeortf sNOT the Braillixf N%rgm, rx r,lehr System Entoriere., i4v- R. any Widens AR aapihilved tinins we as derhe.dm TR 1. COPY19th 0 2014 PMEKAWDIJ Erveoetoof D LAC. �J4 Rrpoduabou of this amended, e) any tourer. to parniefed wttFtout " soared pe,,hRom, in porsuffdj l-LeEMINAMNGLIC N 12-1-11 12-1-11 3X4 12 11 10 9 8 3x4 $X6 = I mlmgmum LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (loc) Ydefl Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 115 TC 0.15 Vert(LL) n/a n1a 999 MT20 1971144 TCDL 10,0 Lumber DOL 1,15 BC 0 1 Vert(TL) old n1a 999 SCLL 00 Rep Stress mer Yes WE 0,25 Horz(TL) 0.00 7 nla n/a BCDL 10 O Code IBC2012fTP12007 (Matnx) Weight: 84 in FT - 0% ---------- ------ LUMBER- BRACING- TOPCHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. Ali bearings 24-2-11, (to),- Max Harz I= 1 52(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 11, 12, 9, 8 Max Gran All reactions 250 To or less at joints) 1, 7 except 10-432(LC 19), 11=451(LC 19),12=427(LC 2), 9=459(LC 20), 8=425(LC 2) NOTES - 1) Unbalanced roof five loads have been considered for this design. Exp C; eryclosed�, MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 ON ,&WARNING -Peala, tholoted,ty reviewthe "Cuaremes Acknowtedgeaxne of ion Standiad Term gar vainufad d n PaTam add read notes w ths Train, (TOD) M 0 at jxautf for hys 70 eV be valid OtAesM 11-14� betoIe me Unfdwotheravoy stated onthe=,wfy it kwtval, a do shall be used , D a Trues Coeign Erarnene o a, S 4Y E.ngrnearl. the beat on any TOO mplinwoks an arveptayee of the profeebeona) Onfiesdandi nnponsibibd, for the desyrr, of the singto Truax dep"ad on the TDO ort,, ur4w TPI I The t1evo, baeng eanddroyet SiAbytriku and raw, Of Outs I'm for any suadsv's dw friarponsayent of the roanen, use owes", authorized awnt m the ftkang Desenia, in kho conei,,d at any IRC, the Tif, Ihn xww buadIng rime am TF1 I The aWWM of Vee Too WW any fell use of the Tat", indudleg herding Story", yalwat" and tbaang, shat be the atanonsIbilily at the, SukI.Q Deragnte and Contlactro AN nates set oul in the TOD and the pr: rep C,d,'u "I- Vynadla; Campromid Safety tntararabon (KSH pubtadlysi by TPI and SOCA are referenced IV roneral guidance TR I defavy, the and duties of hit Fares DeIngiva, Truss Jemrgn " ayintd TUa titmuftrdww, -is" otherworr defined by a 64,ad agreed upw e, ver Wag by a# parties —irfa rid Per Tow Design Enpryar, Is NOT the Surldeal Dessfarn o, I hoer Sysewn Entanew Tk. as, any bakadg Xi capeatuned tedmate as defined . Tel I (�opyvxht 0 2014 rAaBwtdCyJ Engneentv; LI -C, PJ) Praptoduntale, at In* document,oi any t4yrn, yr prohlbaed wehind arbaten peymedmr tram poswido,j VWNffMNGuc N 141-11 10-1-11 1 E� 34 9 8 7 6 3X6 2X4 if 3x4 2X4 It 2X4 It LOADING (Psf) SPACING- 2;0;0 CSI, TCLL 30,0 Plate Grip DOL . 5 TC 0,29 TCDL IOLO Lumber BOOL 1.15 8C 0,18 BCLL 0,0 Rep Stress In '2fT WB OA4 BCDL 10.0 Code IBC2012 P12007 (Matrix) I DEFL, in (too) Videll Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 197/144 Vert(TL) rim old 999 Hofz(TL) 0.00 5 n1a old REM3MIM Weight: 65 InFT = 0% LUMBER• BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oo purfins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SPF No,2 REACTION& All bearings 20-2-11. (lb) - Max Harz 1-126(LC 9) Max uplift All uplift 100 fear less atioint(s) 9,6 Max Great All reactions 250 lb or less at joint(s) 1, 5 except 7=344(LC 19), 9-643(LC 19), 6-642(LC 20) FORCES, (lb) -Max. Comph/Max, Ten, -All forces 250 (Ith or less except when shomi, MBS 2-9=-4581131, 4-6--4581131 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) \Mnd� ASCE 7-10; Vu1t-110m,%.h_f,3-second LvusV, Vasd=87m,#,h: TCDL=6,Olsf- BCDL=6, Exp osed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1,60 snow, LumtrerDOL-1,15 Plate DOL=1,15); Category 0� ExpC� Fully Expi.; Ct-1.1 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord hearing, 6) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live loads, 0 IMMUNE 11-- ".— y oil a MEZOBo.: • WARNM, - Plea," VsOenlshly reViaw Me "Cxisrareft Acknow"emenk of Prostate Standard nhaft, tot manutactuttol Pniducts' Win pammebes "toy ai T�f and the DO Refo "ID nense, Sh6at, (res IT- 4) before Use Uoles. othe Stated on the TOO, she, Notes coonotoo, pattee shag be nawtho V1.a 11 1'.9h. W4 As a`Tesai Design Elyprsee, h a S the seat on any TDO repnisenetan socilgiieno* of the finifeetaosat "theemotres pyinfaiddy, ex the design of the toplik, They, denoted an the TDD stay, under M I The deogn aloseepboes poadny; coseldoxis, sudabgvty and use, of thel Tests to, any BiodeV is the esponsithlah of the Casten, the, 0yaners ihithox2ed agent or Me Bow ,% ties M the oxwod ih ffie, HyC, the 18C, the noell buldog cede wd nal I The Des Approval of the TDD and any how whi o? the Tons, oichAnt; ha"aling, shyage, 'reaAhateel, ana hia"iyR 0,50 oe the the'Ehida,19 Detyine, and Contintor. AW north se: W in the TOO and the ptazRicesanti peteh!s Of Bu4seat Component saw foloneatea, MM) poteeirset by TPI antiSBCA we naeienotxi fo, gemat guehince TPI I defines the lospornAahtes 510 oldies ie the Thiss Dessitie, Tom Engineer and ums thandadwyf. meteas othwisast, deflevy, by a comild aillow upon err eohe; by as Pon" awh&od Tt. rniss Diyogn Ensiwee, 0 NOT M. SuAdinsi Chisighei V mass iys�. Envesen to, any buifd,,rat AO,,aptafized terms we as defined fn TP9 I ittoenadex1exi of this dootenerh, in any rom, is Preheated with int Moven poinession Rate Procoin'ttij I 4x4 3x4 9 a 7 6 3X4 2X4 It 3x4 2X4 il 2,,4 11 LOADING last) I SPACING- 2-0-0 CSL TCLL 30,0 l Plate Grip DOL 1.15 TC 0,16 TCDL , , , Lumber DOL 115 BC 0,07 BCL &0 - Rep Stress Ince Yes WE 0,11 BCDL 10,0 Code IBC2012rrPI2007 p (matrix) LUMBER - Horz(TL) 0,00 5 TOP CHORD 2x4 SPF No,2 n/a BOT CHORD 2x4SPF NrT2 OTHERS 2x4 SPF No.2 I Weight: 50 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0�0 oc, purists, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS, Ali bearings 16-2-11, (to) - Max Herz I =-I OO(LC 8) Max Uplift All uplift 100 to or less at joints) 9,6 MaxGrav All reactions 250 Ib or less at joints) 1, 5 except 7,-304(LC 2), 9=457(LC 23), 6=457(LC 24) WEBS 2-9--357/103, 4-6=-3571103 NOTES - 1) Unbalanced roof live loads have been considered for this design. Exp C enclosed� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1 .60 plate grip D6L= 1 60 I ip nn�- �� .&WARNING rhoirydnSyIn pananede,18 and read raAes on Ito Tntis D"gir Onfenng {TOCK aW not, DJ Refinencertheet Oev. 114,rt better, snot UnIew athemse stated to the Tun, on6y West werhydo, p4tes tenet Ere used for eirts TDO to he vaid As a Truss Detogn Eiernot, h it , SpoGhy Fetiorewl, tne sea, ' jony TDD We acceptance of the entpret"'ry; ontpons1bi4y fta Mee design 0 Me soUte Truss deWed on the Too holy, torch/ TF11 I Tre, det%w asnoiniptions, kradt,'a wodgents, d ", 'n;'e so Trost "he"yof the y"he" the Omvrs ateftnZed agent of the SuiUso Desym, or rhe contest ,I the PIC, the &BC, -e -Cat Woltnq oode aW TR 1, The appowal Of the TDO .0 ., Inuse tid Ifte Mcludey; handraq, rflwroye, iMaIno- and boyceet, smalf in the notpoositelto 0, toe Broidoytt Deseret, and CixAmVe AX oofft set arta an the TDD WW the wocb= 7 (1.0,17=4 � BCS' f puboted by I Pil atef SSC A are refio "md for genera! guylame. T Fn I testes the , estriewbviAws and donee of the T n, �, Desitgne, Tats Defoun E "3 'eys e d by a Contact agreed Upon m eftna by ag reams moteed The Tom 6n,�n Engineer is NOT ew rt�idvg; Desitim, or Dose "",ywent E"Ormwi —q!j. to any brskhng As caf%olved fitnet we as d&,Nwd,n TP5 I ay'Ahout tn peouteron hiss P'08'e6cnI -me EMINEMNOttc DEFL. in (toe) Udell Up PLATES GRIP Vert(LL) n/a n/a 999 MT20 197/144 Vert(TL) n1a not 999 Horz(TL) 0,00 5 n1a n/a Weight: 50 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0�0 oc, purists, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS, Ali bearings 16-2-11, (to) - Max Herz I =-I OO(LC 8) Max Uplift All uplift 100 to or less at joints) 9,6 MaxGrav All reactions 250 Ib or less at joints) 1, 5 except 7,-304(LC 2), 9=457(LC 23), 6=457(LC 24) WEBS 2-9--357/103, 4-6=-3571103 NOTES - 1) Unbalanced roof live loads have been considered for this design. Exp C enclosed� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1 .60 plate grip D6L= 1 60 I ip nn�- �� .&WARNING rhoirydnSyIn pananede,18 and read raAes on Ito Tntis D"gir Onfenng {TOCK aW not, DJ Refinencertheet Oev. 114,rt better, snot UnIew athemse stated to the Tun, on6y West werhydo, p4tes tenet Ere used for eirts TDO to he vaid As a Truss Detogn Eiernot, h it , SpoGhy Fetiorewl, tne sea, ' jony TDD We acceptance of the entpret"'ry; ontpons1bi4y fta Mee design 0 Me soUte Truss deWed on the Too holy, torch/ TF11 I Tre, det%w asnoiniptions, kradt,'a wodgents, d ", 'n;'e so Trost "he"yof the y"he" the Omvrs ateftnZed agent of the SuiUso Desym, or rhe contest ,I the PIC, the &BC, -e -Cat Woltnq oode aW TR 1, The appowal Of the TDO .0 ., Inuse tid Ifte Mcludey; handraq, rflwroye, iMaIno- and boyceet, smalf in the notpoositelto 0, toe Broidoytt Deseret, and CixAmVe AX oofft set arta an the TDD WW the wocb= 7 (1.0,17=4 � BCS' f puboted by I Pil atef SSC A are refio "md for genera! guylame. T Fn I testes the , estriewbviAws and donee of the T n, �, Desitgne, Tats Defoun E "3 'eys e d by a Contact agreed Upon m eftna by ag reams moteed The Tom 6n,�n Engineer is NOT ew rt�idvg; Desitim, or Dose "",ywent E"Ormwi —q!j. to any brskhng As caf%olved fitnet we as d&,Nwd,n TP5 I ay'Ahout tn peouteron hiss P'08'e6cnI -me EMINEMNOttc 0 El� 3X6 2e4 1 41 3X6 I LOADING (ps{SPACING- 2-0-0 CSL DEFL. in (too) Ildefl Ltd PLATES GRIP TOLL 300 Plate Grip DOL 115 TC 0.33 Vert(LL) n/a n/a 9" MT20 197/144 TCDL 10,0 Lumber DOL 1.15 BC 11�21 Vert(TL) n1a rim 999 SCLL 0,0 Rep Stress Inar Yes WE 0 10 Horz(TL) 0,00 3 n/a n/a BCDL 10 0 Code IBC2012frPI2007 (Matnx) Weight: 33 In FT = 0% LUMBER- BRACING- TOR CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied of 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPP No,2 REACTIONS. (lb/size) 1-220/12-2-11 (min, 0-1-12), 3-220/12-2-11 (min. 0-1-12),4=483112-2-11 (min. 0-1-12) Max Herz 1=74(-C 9) Max Uplift 1=-IS(LC 10), 3=-15(LC 10) Max Grav 1=273(LC 2), 3=273(LC 2), 4=587(LC 2) FORCES. (tb) - Max, Comp./Max- Ten, - All forces 250 (fti) or less except when shown, WEBS 2-4-375138 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 'dand: ASCE 7-10� Vuft=l gust) V;xsd=97AsNfX; TCDL=6,+?,asf; ICAL-S*tsf; N=1 5ft; 8=45K; L=24,X; e2vo=ytft� CA. H; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1 .60 plate grip DOL=1,60 3) TCLL� A,&C E 7-10; Pr--1i1L* �sf (rciftive lIo,?C Lvm!ter DOL -1, 15 Pl?tIx DQL=I, 15); Pj,=3Q,Q psf (,jrourh� snovo); Pf=—Z&V iief (flat r&,f snow: Lumber DOL=1.15 Plate DOL=1,15); Category 11'. Exp C; Fully Exp � Ct=1.1 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord beating, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, WARNReG , ReaVe tWoughh, review fhe'rustomees Acknoefolanntent of PrOERAM toandael lem's for Manofacturod Pladacts" form Venty doot9r, ghoameene and mad reAes on thes Tmms Desgo Dmeioq (TDOI K"y WA o0ohodo, rates shaft tae used 101 this TOD totee un,*l ft areal on any MD,eoftents an acceptance of VN * geofessionaf e,neenng espoeseetly No the des9n of the "Ie rnmdeprftm� ureter M dthe TDDonfy, uI s,ta;itiay and use cit "es Truss kh any Efuodmqmhie restewsled0=6 o"Im, the oonee% authorized awelot the se,faing Desynw. m the contest ofthe I 7 h iiI ng'storage the 8.AMqA0&sqnoand CohVacAe ArmAosstet nut mthe TEADandthe We '�w ':"0f&I I Cone) t�t W04 lotonnabon (BCW) pWmhW ey Tot and SOCA arc Wveomd an gewo-of! T =c P� I defitays th. re SbId T"m J- Thtsa mv2dze, uS othe�e defined by a ConUad agreed upan in -*N by AN fnvteo� tnaimd CeT"On Engineer N, NrT = =V! Dewfoee m oxi $"I'm En nee" EWINMINGtalc. Cagayraght �?U+94 F"raOutkid?rJ EePgineeraeng R,d.C. ICiaJ} ktepco3uc#ton of this dacument. in airy Perm. rs Faptrat%`ted wR.huut wr2ttan rN'rmks53o+5 team PrcaOuaTtf-rkJ. I 4 2x4 2X4 11 2X4 LOADING (phSPACING- 2-0-0 TOLL 30,0 Plate Grip DOL 1.15 TCDL 90 Lumber DOL 1,15 BCLL 0�0 0Rep Stress Incr Yes BCDL %0 Code iBC2012frPI2007 LUMBER - Vert(LL) We TOP CHORD 2x4 SPF No,2 BC 0 D BOT CHORD 2x4 SPF No,2 ma 999 OTHERS 2x4 SPF No1 Horz(TL) 0,00 Scale - 1:3$,7 REACTIONS, (lb/size) 1- 16018-2-11 (min. 0-1-8), 3=160/8-2-11 (min. 0-1-8), 4-277/8-2-11 (min, 0-1-8) Max Hort 1=48(LC 9) Max Uplfftl=-18(LC 10), 3=-18(LC 10) Max Grov 1=200(LC 2), 3-200(LC 2), 4=332(LC 2) FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (fir) or less except when shown, NOTES - 1) Unbalanced roof live loads have been considered for this design, Exp C� encicrsed� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 3) TCLL: ASCE 7-10; Pr --30O Wt roof live load: Lumber DOL -1,15 Plate DQL=I..15,,, snow: LumberDOL=1,15 Plate DOL=1,15)� Category 11; ExpC: Fully Exp,� Ct=11 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 pet bottom chord live load nonconcurrent vvith any other live loads. ar W, i W, I WONG MOW' ISM I * I I maafla�� WARNlNr., Pewer 0coxetblymmax of Prearoh) Stahlaod Term for Maoutacheed Producer' form Venfy desym parthrentes and read hates an this Tnmtt Oesgn Dra-re; (TODt arm the DJ Refarerce Rhefo (rev. 1 tI,h before Usefl otherwise stated on the TDO, only ktTekMenecra Wates Sam tre used to, that TDO W he V*d Asa Tn*%Ve5Qr, Foginftr ;r e , Speceety the, smn on anV 70D,.Veseno an wcephtnw of the prof nnoal enfeneeting resporstleaku to, the anon of the s9ett. mass defsomd on Out IDD orgy, tattrer TPf I 7hedesaat xssunnptixtrrs, leaders eandbons fttegatht,ty and,mm of"Iet Tnms for wy Boddeat eithe,eepons, 4bfty of the Ovetm, the CAeneftaWhoremdage.1 a, the theedeg DesSiner, otheaemeW of the Rc' me, loc, the rocat twong there. Am! TR I The appowa of "'a, ibF) wd any teed use of the Truss, adudsg hoodbrot, efts: age W.A893fion And b'AeW9' shag be the'e"PoMiJARY of thesuadrg Deorfrwo and Corchx,401 At notes sat OtA m0w, TDD and the wachc= or =2 ctenpone'M safety Wo"hatee, fWSl) PlAfthed by TPP alld 88CA We reftnenotet for generat qWdAve TPI I defsees the lespolvbhoos and dubos at the Tatiar Deeogne,1 Ituse Dewgn E Alrael, unta$lt otherelso deftaed 'Vr a CoNfAft x9rond upern in watref by 40 parnes, ervoived The Tnote D*.,stfn Ergroer e, NOT the iikAdcQ Desgrvu o, Tons System f;oune for any Ma tdInq AM cap"Ved terms we as detrand ut Tte I Copy,ribi 0 2014 P,f6oAd,DsJ Ererftenng. LLIC (W) Repadwew, of 1ho downaes,,. any Rare, to prohtleded wonetmfflm feamisteon from fecerod,00 00�1 �� CSL DEFL, in (loc) Udefl Ud PLATES GRIP TC 010 Vert(LL) We n/a 999 MT20 1971144 BC 0 D Vert(TL) rue ma 999 VVB 0.04 (Matrix)Weight: Horz(TL) 0,00 3 ma n1a 22 lb FT = 0% - --------------- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 fac purlins. BOT CHORD Rigid calling directly applied or 10-0-0 us bracing. REACTIONS, (lb/size) 1- 16018-2-11 (min. 0-1-8), 3=160/8-2-11 (min. 0-1-8), 4-277/8-2-11 (min, 0-1-8) Max Hort 1=48(LC 9) Max Uplfftl=-18(LC 10), 3=-18(LC 10) Max Grov 1=200(LC 2), 3-200(LC 2), 4=332(LC 2) FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (fir) or less except when shown, NOTES - 1) Unbalanced roof live loads have been considered for this design, Exp C� encicrsed� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 3) TCLL: ASCE 7-10; Pr --30O Wt roof live load: Lumber DOL -1,15 Plate DQL=I..15,,, snow: LumberDOL=1,15 Plate DOL=1,15)� Category 11; ExpC: Fully Exp,� Ct=11 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 pet bottom chord live load nonconcurrent vvith any other live loads. ar W, i W, I WONG MOW' ISM I * I I maafla�� WARNlNr., Pewer 0coxetblymmax of Prearoh) Stahlaod Term for Maoutacheed Producer' form Venfy desym parthrentes and read hates an this Tnmtt Oesgn Dra-re; (TODt arm the DJ Refarerce Rhefo (rev. 1 tI,h before Usefl otherwise stated on the TDO, only ktTekMenecra Wates Sam tre used to, that TDO W he V*d Asa Tn*%Ve5Qr, Foginftr ;r e , Speceety the, smn on anV 70D,.Veseno an wcephtnw of the prof nnoal enfeneeting resporstleaku to, the anon of the s9ett. mass defsomd on Out IDD orgy, tattrer TPf I 7hedesaat xssunnptixtrrs, leaders eandbons fttegatht,ty and,mm of"Iet Tnms for wy Boddeat eithe,eepons, 4bfty of the Ovetm, the CAeneftaWhoremdage.1 a, the theedeg DesSiner, otheaemeW of the Rc' me, loc, the rocat twong there. Am! TR I The appowa of "'a, ibF) wd any teed use of the Truss, adudsg hoodbrot, efts: age W.A893fion And b'AeW9' shag be the'e"PoMiJARY of thesuadrg Deorfrwo and Corchx,401 At notes sat OtA m0w, TDD and the wachc= or =2 ctenpone'M safety Wo"hatee, fWSl) PlAfthed by TPP alld 88CA We reftnenotet for generat qWdAve TPI I defsees the lespolvbhoos and dubos at the Tatiar Deeogne,1 Ituse Dewgn E Alrael, unta$lt otherelso deftaed 'Vr a CoNfAft x9rond upern in watref by 40 parnes, ervoived The Tnote D*.,stfn Ergroer e, NOT the iikAdcQ Desgrvu o, Tons System f;oune for any Ma tdInq AM cap"Ved terms we as detrand ut Tte I Copy,ribi 0 2014 P,f6oAd,DsJ Ererftenng. LLIC (W) Repadwew, of 1ho downaes,,. any Rare, to prohtleded wonetmfflm feamisteon from fecerod,00 00�1 �� Cdforado I AMM 7,600 s Oct 3 2014 Wei( Industries, the, Wed 10:ldeYHpMJ075DRx3Dcigyklk5-edEqvH3qAZ.exawgrf 2-9-1i 2-t-91 3x4 2x4 <, 2x4 43 i Plate Offsets(X,Y) j2 0 2-��tndel .....w._ _.._�__. .._._w . .._ M LOADING (Pat) SPACING® 2-0-0 CSI. DEFL. in (foe) Itdefl Ud TCLL 30.0 Plate Grip DOL 1.55 TC O,04 Vert(LL) n1a nfa 599 T DL 10.0 Lumber DOL 9.15 BC O.08 Vert(TL) n/a n/a 999 BCLI 0.0 * Rep Stress incr Yes WB 0.00 Horz(TL) 0.00 3 nta his BCDL 90.0 Code iBC2012JTP12007 (Matrix) £ REACTIONS, (Ib/size) 1=735/4-2-11 (min. 0-1-8), 3=13514-2-11 (min. 0-1.8) Max More 1-22(LC 9) Max Uplift 1=-2(LC 10), 3=-2(LC 10) Max Grav 1 W 166(LC 2)„ 3=166(LC 2) I Weight: 9 lb FT W 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) roof live loads# for this design. Exp C; enclosed; MVWRS (directional); cantilever left and right exposed; end vertical left and right exposidd� Lumber DOL=1,60 plate grip DOLro 1 60 snw Lumber DOL=1.15 Plate • ♦ } 4) Plates checked for a plus or minus 5 degree rotationabout 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10,0 list bottom chord live load nonconcurrent with any other live loads, f # t/ k TI04d3aa3 WARNING • Posse thomughh, re herww €he'Gust0nWes .: ment at T*roSwid Standard Terms for eanutactuaed rrxoda4irr` teem Varay design parestoo a and read rates 0. this Tuem, R; gn Csrawaryt (9 d70}... _... ....__. and the DO Reference rteeet trev. 11 Cetera use UnW% oth «state6 he the TOD, arty Weil W—edor Grates shwa be used re tins TDo to be vWid.. As a Truax Desay, E:ronerar o c . 6troc.+aftY EatgmeefL the sweat on any Tkrio nnennrenui ;xr aov eFxtancx Or the professioati oldmeethei respssnsbRy he the onion of the Wngle Frans deproted on the Too only, urow TF4 T. The desNin assuophons wodahoor,ii sustatK#4y and use of this Tttxea for any tiuekixtp is 4he =eaPgvabs+3y of kse Cnamea, Use Coenars wuth+snctrd agent or M. 8ttskit Desnwu m the whtext of the RC, g car the SC, the tocat ksukior ie and TM 4 Ttr e .at1�l'r4}Nat ofthe TM)arrd any 4saN5u6@ PP the Mae, 3ndsxdtr its At{st"ag', tln5ia3tatMn a,,4 @R'3C8Pvg "+h'kiS t92 Via tCSr.+oSa94k�ih` e$ tkte ¢§N?}d{Rg %ieS>&?iietFYd d:tMrtSarmi{4fi, !US t%eEG`3Q out iri the Tt.?t1 Fa54i the {xashaws aced g;rsx dwls of But}d,N Ccnaporeng Safety Snhateamn (Brsoy ixk*st*d by TPI and WCA we, mruenerd for gnnerat tyrofe xe TPI i dePtnes the responrabOmes and dtates of the cruse Darsgne..r Puss Ddsxgn Frtgtru er arnd Th as mwutachher antes, 01tworr n, defined by a Cra*aq ag,"d upon . wntho; try ay retorts awotsed. The Iran De agn EPtgrneer * NOT the BorNfing Cswsrgnesr sae TnAs System E;g ra"" for any tt WRV As cApfthted terms are as defy eKd m TF4 t xae EJV+IJIfRllltc L"oPYrribPtt� 2tJ'Ea Prok?utki�rtrl fte¢gyaraenrog it.&".. (LAAReGsex3u+.dioa of ihrs docaanen4, m any [cum. rs prahcKaYed wrth.ttt xrtttaen ¢rsrntsssysn feoesa f ^nkiurA9�t)xJ.. M 7 600 s Oct a 2014 Weif keliustfies, ins irf: I deYHpW9J0?5DRx30dbjigykl k5-6po217c4TTNh1 4-28 3,11-0 3-11-0 4-2-8 4X4 = LOADING (psh SPACING- 2-0-0 Cu TCLL 30.0 Plate Grip DOL 1,15 TC 0,26 TCDD 10,0 Lumber DOL 115 SC 0.28 BCLL 0,0 Rep Stress Incr NO WB 0,55 BCDL 10,0 Code IBC2012ITP12007 (Matrix -M) DEFL, in (tan) Well LtdPLATE$ GRIP Vert(LL) -0.04 6-7 >999 240 MT20 1971144 Vert(TL) -0.10 6-7 >999 180 Horz(TL) 0.01 6 We n/a Weight. 86 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD BOT CHORD 2x6 SPF 210OF 1.8E WEBS 2x4 SPF No,2 BOT CHORD REACTIONS. (fitilsize) 9=963/0-5-8 (min. 0-,1-8),6-963/0-5-8 (min. 0-1-8) Max Herz 9=146(LC 9) Max Upflft9=-16(LC, 10). 6=-16(LC 10) Max Draft 9-1180(LC 2), 6=1 180(LC 2) TOPCHORD 028/77, 3-4-1028f77 BOTCHORD 8-9-121831, 7-8-121831, 6-7=0/831 VVEBS 3-7-25f737,2-9=-101 1/6, 4-6=-101 116 Structural wood sheathing directly applied or 5-7-3 oc purfins, exc end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wag: ASCE 7-10', Vuft=l I Ortni X l3i�secdiirt •guxt) ktz�s&4 7mth; TCDL=6.*psf; BCDL=6.#pvf; h-1 511; 8415ft; Exo C; enclosed; MVWRS (direcfional)� cantilever left and right exposed � end vertical left and right ## ..# Lumber DOL -1,60 plate grip DOL- 1.60 snow: Lumber DOL=I AS Plate DOL -1 .15); Category 11; Exp C; Fully Exp,; Clot A 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads fit between the bottom chord and any other members, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9,6, 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1, 9) Girder carries tie-in spama)8 from 0-0-0 to 16-3-0 10) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1 .15, Plate Increase=l, 15 Uniform Loads (pirt Vert: 1-3=-62, 3-5=-62,6-9=-59(F=-39) September 3,2015 WARNIW, . Plene tholoughN reaiew the't.uomes 0 Moth id Shandwif riam fw Mainihictuted ProduoW form Venty deseri peameters and feed news on this fruss Deadin Onanate (P00) and the DO Reference Sheet neo 11-141 befine use Uniess othenyef stated on the TOD, only MiTak connecew Males shM be used to, thm Tort to be rafid As a Truss Deingf, Enitew 0 e - Spionafty Entinewt, to., seal on any =,eprewds an acooptamv of it*,'ineity to, ft deson of the sohie, Truss deWed on the TDO my, urdw TM I The design �Mpttond, knetwo; candied-, sultatolly and -1 of fthe Truss to, my fatakindt a, tt* lespodabitfly of Rhe 0awwn,Oof 5 's ifulhaozed agent ar the tatekkrei Dagner, is Me wnhad of the RD, the. niC the koal Wyarni cod, and Tte I Too apowkwai W the TDO and any fidel uSe of Me Tons, mckeWy; imd", Mot ase,. mstaffaban and bneoger 00 be the respeneaneu of the Sitftrq Defogma wW Contractfif ASS notes set out in R* TOO and the iW0040" and qwdetnWei 081nebeg CoadoiOard sandy Moinnaron rSCSIp putemhed by TPI and SSAate drhvenoed TPf 14e9hnto, the n,sponsib0fhes and dared, of Me Tines D"ov, Tom Oinap E,oyfte, and I suss manufactude, Mies& 00oireose defined by a Coafmx agmedupw in withng by ag pequiseto ed Ine'r,ono, Deohin Eocnow 4 NOT me teoWani De'-juee, te Theis System Engeame fbr any Wifdmq Ali iMpayleed Wres we as defined In I PI I _41Y 2-0-0 4-2-8 3-11-0 311-0 4-2-8 2-0,0 M� 9 33 34 8 7 35 36 37 6 Us It 4X6 = 4X$ =, W 11 LOADING (p h SPACING- 2-0-0 CS1. DEFL. in (foe) Vdefi Ud PLATES GRIP TOLL 30,0 Plate Grip DOL 1.15 TC 0.89 Verfll-L) 0.00 5 nir 120 l MT20 197/144 TCDL 10,0 Lumber DOL 1.15 BC 0 20 Vert(TL) -0,01 5 n/r 120 BCLL (Yo Rep Stress Incr NO VVB 0121 Herz(TL) 0,00 6 mist n1a BCDL 10 0 Code 1BC2012/TPi2007 (Matrix) Weight: 133 to FT = 0% ------- --- --- LUMBER- BRACING= TOP CHORD 2x4 SPF 1650F 1 ,SE TOP CHORD Structural wood sheathing directly applied or 6-0-0 ac puffins, except BOT CHORD 2x6 SPF 2100F 1.8E end verticals. WEBS 2x4 SPF No,2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-9,4-& 2x6 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 REACTIONS, (fly/size) 9=867/16-3-0 (min. 0-3-11),7=625/16-3-0 (min. G-3-11),6-868/16-3-0 (min 0-3-11) Max Herz 9=-1 75(-C 8) Max UpIM9=-250(LC 10), 7-80,LC 10), 6=-251(LC 10) Max Grav 9=1073(LC 2), 7=737(LC 2). 6=1074(LC 2) FORCES, (to) - Max, Comp.lMax, Ten, - All forces 250 dis) or less except when shown, TOPCHORD 2-3=-440/117, 3-4=-4401117, 9- 1 0-a56/211, 2- 1 0=-862/220, 6-12=-856121 4-12-862/220 BOTCHORD 9-33=- 179/435, 33-34--179/435, 8- 34=- 1 79/435 7-8=- 179/435, 7-35--8813 35-36= -88/349, 36-3 7=-88/349, 6-37=-88t349 WEBS 7-11 =-286/0, 3-11 -28810 1 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=l 10mph (3 -second gust) Vasd-87rnph� TCDL=6.Opsf,, BCDL=6,Opsf,, h=15ft: B=45ft: L=24ft; eave=4ft� Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and fight expersggd� Lumber DOL -1,60 plate grip Dot,= 1,60 3) Truss designed for vitind is in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuff qualified building designer as per ANSIrrP1 I 4) TCLL� ASCE 7-10" Pr -30,0 Pat (roof live load: Lumber DOL=1, 15 Plate DOL=I,I 5)� Pg=30,0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=I. 15 Plate DOL=I 15): Category 0; Exp C1, Fully Exp,; 5) This truss has been designed for greater of min roof live load of 12,0 psf or 2,00 times flat roof load of 20.8 pill on overhangs non -concurrent with other live loads, 6) All pates are 2x4 MT20 unless otherwise indicated. 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc, 10) This truss has been designed for a %0 psf bottom chord live load nonconcuffent with any other five loads. fit between the bottom chord and any other members, 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joinds) 7 except (jt=lb) 9=250,6=251. 13) This truss is designedin accordance with the 2012 International Building Code section 2306A and referenced standard ANSI/TPI I 14) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on page 2 ,&WARNORCC P��.aathtlh rriehhnem" the "Cutporive's ACknowitiolvinhae oflongthald Standtiol Terme: for Manufadwed Prod"" form attain Cr fa fatecee%on Street {esu. 11,14PIrefteeianeUntit, o0nerahso abated on the Too, only Milek oterandex plot" shWltyt mod rot Inis Mot* be safid the seat on Wry TOO (WeinnVs ars acceptance of ft piotespornit errotneamag restrearctiMy for Ore ilanow, of the shote Inots depicted on the I DO onty, union, M I The dee sir awarhaahch. kwheng mrokeem, s-ItatcAdY Met Use Of tht$ I into to, see BuRdriv Is the fftiawniflafty of CMnw, 0* (yanner's wilhonzed asset w Ow Btaidwo D" _ynot, in the coMext afthe W, the, 98C, code and Tot I The appeovie oft" TUD and any field use as tine Twn, cdixPior thingeor s1wage, onbWalton and braoing, shag belhe marponsioutt the Suftnti Dela! and Connector AD name tent bad [q the TDD ard Me isse,bors and ghthpames at Sanding Conorpocroo Saltay fraommem, (SCSQ "Neard by TPi and SBCA ane twentc ol for genotat guidance TP) I doom the responsaxdiettes and dmc of the Truss Dedgrue, I neia Design Engineer and Tome Manuriduhar, himect otheryMe defined by a Contract agreed upon rn wribag by 34 parties received The Trum Doisso Ersirman ts NOT the Bwakrg Desqmr or froth, Systema Frotine fear any Witting All caplitAi7ed betins we as mitered to TR t Copyloha 02014 PhOtstd-W Entwiftruo, UC, MJ!Repnidwaor, at thei, document, in any east, is preceded Mixed sateen pencoamn new PraieAh,0ri 15) Hanger(s) or other connection device(s) shall be provided sufficient to supportsncentrated load(s) 256 lb down and 102 to.. t 1 16-2-4 on top chord, and 83 Ib down and 29 lb up at 0-2-12,down and a w w . to down and 49 lb up at . downs to up at 16-0-4 on Rm chord. The design/selection of such connection device(s) is the responsibility of others, 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate tncrease=1.15 Uri form Loads (pff) Vert:. 1-2=-62„ 2-3=-62, 3-4=-62, 4-5=-62, 6-9=-20 Concentrated Loads (lb) Vert: 9=-68(8) 8=-48(8) 7=-48(8) 2=163(B) 6=-68(S) 4=-163(8) 33=-48(B) 34=-48(8) 35=-48(B) 36=48(B) 37=-45(8) easc+ t oug ,iy review the "Gustnnaer's Acd .mdr#4 oP t'raiTuftd rta»darrd Tants for Mane$aattedFaGaduds" ream Vy,rYy dos+gn p�K9*s and mail auxas c»e thls Tnnas tiy,sr, £taawrrg7 (W) ¢)iJ) and a!e ne,F Re(mrence* Sheat f rev 11,14f Wore hoe.Uhless r4hra-se stated an tho TOE) Defy Mt±ek cornWOW Wates shat: to used Ym tts'TCN? to k+a vatK1. As a Trus Desgyn Ergoeer n c 2a`pa:caady �ngyineer) "re seai on any Too refxeseats an accecaance of the, profesen oat elyaneenng resrsie?x3afhtp aoa the de"h of thy, sawaite Taus%directed on ft To, a only, under Tfo i The den,tae MumMons, ka dsng coraC wns. sudaWity and use .9 Vas Truss tar any Tiuodorg m the emsp o ablity 08 the cEwhw' the i' on is aaatnraved ,agent of the BeamFartg Cauag�ner in the co atexk of ft RC, the 19C. the Woof WetIIng Won a"d rM a The ,ailva3 at the TClt7 and any Yheh7 use of hae ftnsa, uac#txx++gt harsdtaayi stcu'xge, snatRlfaban aXe•,i kaadng shah da. airs rts{xansitAtlty trt the eut€drcgq Cas"0atea s€wi Contsau@nr. Rdi rrotes set Duh en 4he 7hCh7 and the (Y{aC2lCEa aYid ¢Tdedlrties of tfU9dah f coayofreM Safety 4ntortnatton ((34W','"tt} pUaa6htrd by Tot aYKI S 1C;18fd? YefC;FCitt'X4i for gU'rttfifai gUKi2nCe. T!"!E 1 dmthttat9 ilt@ f4°SiYotslLwatAe& art4 dtltEt"5 t!E the Truss C)eSxgYaai', TiYSa,S I testgn Ezft v.cS Tr Ms hianufactureX antes +nherw o. defined by a COMPad agreed'Plo yo vmntrg by ak prabes rn cdved. The, Tom D-aTa Enyrhm ss NOT the WON Dreogher or Truss s fstent Engateer toe any bu Waof AR catetataeed toms we as dohned m Tta 4. � r� SWINMRIN ur,; C;apyry{iN .',4"d &'iohTarkf qr,F Fruaiutecfeehp, d.k.C.;Ck,a} Re{spcVucXd^.n of this dac+v+d. !n snrr tarm, ss WzaR#Ckkaxf uvthcvrt wrdfy,aa rmCsskn!e from proESee'9d-LkJ_ 2-0-0 Im LOADING (psh SPACING- 2;� CSL DEFL. in (loc) lidell Lid PLATES GRIP TELL 30.0 Plate Grip DOL 1115 TI011 Vert(LL) -0.00 6 n1r 120 MT20 1971144 TCDL 100 Lumber DOL 1,15 BC 0:03 Vert(TL) -0,00 6 mr 120 BCLL 0 0 Rep Stress Incr Yes WB 0,00 Horz(TL) 000 n/a We BCDL 10 0 Code IBC2012frPI2007 (Matrix M) Weight: 6 to FT = 0% — ---------- 1 ----- - -------- LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 on purlins. BOT CHORD 2x4 SPF Na.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 Sic bracing. WEBS 20 SPF No.2 REACTIONS, (Ib/size) 3=68/Mechanical, 2=224/Mechanical Max Horz 3=-151(L,C 2), 2=151(LC 2) Max Uplift 3=-29(LC 10), 2--76(LC 10) Max Grav 3=63(LC 5),2=276(LC 2) NOTES - 1) Wind: ASCE 7-10; Vuft=l I0mph (3 -second gust) Vasd=87mph; TCDL=6.OpsfI- BCDL=6.Opsf,, h= 15ft; 8=45ft; L=24ft; eave=4ft; Cat, 11; Exp C; parfially� MWFRS (ffirecfionafi� cantilever left and right exposed; end vertical left and tight exposed; Lumber DOL -1,60 plate grip DOL=1,60 2) TCLL: ASCE 7-16; ?"r--30,0 i5st## t: Ltysiler QOL=,1 A 5 Pl--br QOL--1 15); PS=3*.# *-"sf (fi2t rt*.f synIva: Lumber DOL=1.15 Plate DOL -1,15); Category 11; Exp C', Fully Exp.: Ct=l.l 3) Plates checked for a plus or minus 5 degree rotation about its center, 4) This truss has been designed fare 10.0 pat bottom chord live toad nonconcurrent with any other live loads. 5) 1 This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 fail by 2-0-0 Wide will fit between the bottorn chord and any other members, 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 Its uplift at joint 3 and 76 Its uplift at joint 2, 8) nia. 9) This truss is designed in accordance with the 2012 International Building Code section 2,306, 1 and referenced standard ANSI/TPI 1, 10) "Semi-rigid pitchoreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber increase=I. 15, Plate Increase=11 5 Uniform Loads (pth Vert; 1-2=-62, 3-4=-20 Concentrated Loads (Ib) Vert: 3=39(1`) 2=-93(F) A& WARNING - Neese Xhonxighty ohainy I" term 104 Of atedadwed ProdueWfoon Verify dosed, parmuem and read dotc% on this Truss Deettat M&YArity t T'DC W7 ek, comedix plat" shat; be mod fo, this TDD to be vagi ffe a time Design Enanee, 0 a, Sp"Inatn' E-vuent, the "at a. any TDD htwonls an amernince Of khe raofteitatoM for the deso of the sugle Trues de `ted on tae Too catty. ustaer fro I The eye ' asstana ohm raRt n9 SuAar,hh, ad use of the Tom to, my Stod" m the, hhoaoinslat4y of the Owet, WO Oveyere isAtutwed agant a, tho Etwidno 0067.ih� M the =Aefd of ft iRC, the SC The �WW bwNIng Mae and 'f at 1 1 tle ty shatt re the htSr*hWWey a the uadg o&tionio rami Coehad , of AS toe, applaeal Ot the tDf) and any field iise of "at Truss, indoduyf handog, storage. etoaflaton Seat Ivaco, set O,�A the TOD am 160 phitasdts and tfade ooes of EsNdaht C=Inent Safety Womattest IKSh pubo stani by I Pt arat SSCA mehIrevenced to, genami quylanoe Tea I detvan the uNpoefabod" and duties of the Ttuthi Vefygne, Twss Des pi Enypoew and TrusS Manufaduna unfas othenose d0ned by a coohwA aitteed upon in "AN by at padws imohhdfi The Truss Desqn Eforrefet, a NOT the 8takfing Desique, or Troy. Syst a Enkote, for any buddatff ATE capdakred ferroo we as defined'. TIN I Cc"tqhf 02014 PoeWWOIJ Elyvaftolyr LM {EnJ) Reptodoiaton of IIns docusme, !h aray form, as po"A'ilartef ,4hotd wMen pwmmwo. fro., P,06W0,00 RM LUMBER - TOP CHORD 2x4 SPF No.2 SOT CHORD 2X4 SPF No.2 BS 2x4 SPF No.2 REACTIONS. (lb/size) 3=391fiflechanicat, 2=180IMechanical FORCES. 0b) - Max. COMP,/Max. Tera, - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7-_941342, 2-7=-841354 BOT CHORD 1-3=-2861107 Weight-, 8 lb FT - 0% BRACING - sheathing directly applied ` puffins, BOTCHORD Rigid p `i of 6-0-0 NOTES - 1) ..i i i .tp. Exp C� i . 60 plate f, 2) TCLL: ASCE 7-10; Pr --30,0 Pat (root live load: Lumber DOL=1,15 Plate DOL=115)� Pg=30,0 psf (ground snow); Pf=20.8 psi (flat roof Plate DOL=1.15); fi checked3) Unbalanced snow loads have been considered for this design. 4) Plates for a plus or minus 5 degreef 5) This truss has been designed forpsf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been ,.i f o 20.Opsf on # f ..2-0-0 wide will betweenfit other 7) Refer to girder(s) M. . i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IGO lb uplift at joint(s) 3, 2, 10) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSIfTPI 1. 11) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss WARNING � Plane thwoogt0y mvaevr tthe'rthettshefe Aa:ktavAcedgrrvo-ent of Proffuld Standard Tto,ot tar tha luottyared Pond urn' ante Vers�y desapn paaaamaea ras and read note% on thta Tarns Ornign Draventy (TDO toot the rJ€J Rekneree Sheet (rot 4 i_ta) Whorl uW, Unless dtheru5sn ststeaf an the TOO, only %Tek serruxecisar p9a4Y� sfratk he a,ru�f Sos ihss a'QC7 k0 be vadd. As a Truss De%g. Etsohoear (¢ e , $;o c ty Eocneert, the seat are arty TDO repre tyleas anti acceptane a, of IN, profestecanat ensin ^enng resporo ska.,ky Sao tate desq. of the, s ogle Texas relayed on the Sa€t an#y, un der TPI 8. The dee+gn astutnpt-s, e ading cam5ttaxans, saatdabsody and use of Ifus Th n , for any R.Jetertg m the cetpownaebd9f, a[ that s, the 0araer's authoveaed tgant or the Sduktaeg Desymn-^, m the uaotset a£ the {RC. the 6SC, the tocat buit(fing cods arae Tot 11'he apProvat at the TOD and any fod nve of die Truss, mduttswg h aodhroig stmaage aroMaNatnn and Uacvaag shag be the respo eubdaTy of the 8VAd €rq Cefene, srad Cco mnada,. or notes set flut m the rOD and the (rracitcc..> ac,o gcwrlet7»es at 6uakfuxyy Caanp aoY S.ate3y 4atffarmak am� QPiCS€} pa nstsad t+y 7C'S e�v3 SgGA ase.. re#srwnua d tar ga+weat g€uti2nce Tot i defthes tree resporss€k hoes and dutees at the Tants E?esitim, Tms.s C3eme X, Et,{amt�ar %rut finis" Manu adufl r, untsss atilenaase defined by a Contrad roan! upon to rm+{afrrag by ag Pettus oveoh drd, Than Trro Cohyr, Entflnew is NOT the Bu+#dang Sesame, at Ines System EPnganeo-rt too nay tirAdhat. All capltahzed tate%ace as detorted tat TPI ti. C.Pyroht Q'V#4 P106.00 P'.lAisteenng LLC, (E±IJ) Refooducol n of this doe—enr . any few. to P[and %ted wrOmt andhex p nhitt on flon, Pd[,8od ,0Q .' t N^ 2-0-0 m.- w . wUd LOADING (psi SPACING- CS1, DEFt In (loci Udell TOLL 30.0 Plate Grip COL 1.15 TC 0.13 Vert(LL) -0.00 6 nir 124 TCDL 10.0 Lumber DOL 9.15 SC 0.07 Vert(TL) -0.01 3-6 nit 12.0 BOLL 0.0 Rep Stress lncr Yes WB 0.00 Horz(TL.) 0.00 nta are BCDL 14.0 Cade IBC2012rrP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 SPF No.2 SOT CHORD 2X4 SPF No.2 BS 2x4 SPF No.2 REACTIONS. (lb/size) 3=391fiflechanicat, 2=180IMechanical FORCES. 0b) - Max. COMP,/Max. Tera, - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7-_941342, 2-7=-841354 BOT CHORD 1-3=-2861107 Weight-, 8 lb FT - 0% BRACING - sheathing directly applied ` puffins, BOTCHORD Rigid p `i of 6-0-0 NOTES - 1) ..i i i .tp. Exp C� i . 60 plate f, 2) TCLL: ASCE 7-10; Pr --30,0 Pat (root live load: Lumber DOL=1,15 Plate DOL=115)� Pg=30,0 psf (ground snow); Pf=20.8 psi (flat roof Plate DOL=1.15); fi checked3) Unbalanced snow loads have been considered for this design. 4) Plates for a plus or minus 5 degreef 5) This truss has been designed forpsf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been ,.i f o 20.Opsf on # f ..2-0-0 wide will betweenfit other 7) Refer to girder(s) M. . i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IGO lb uplift at joint(s) 3, 2, 10) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSIfTPI 1. 11) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss WARNING � Plane thwoogt0y mvaevr tthe'rthettshefe Aa:ktavAcedgrrvo-ent of Proffuld Standard Tto,ot tar tha luottyared Pond urn' ante Vers�y desapn paaaamaea ras and read note% on thta Tarns Ornign Draventy (TDO toot the rJ€J Rekneree Sheet (rot 4 i_ta) Whorl uW, Unless dtheru5sn ststeaf an the TOO, only %Tek serruxecisar p9a4Y� sfratk he a,ru�f Sos ihss a'QC7 k0 be vadd. As a Truss De%g. Etsohoear (¢ e , $;o c ty Eocneert, the seat are arty TDO repre tyleas anti acceptane a, of IN, profestecanat ensin ^enng resporo ska.,ky Sao tate desq. of the, s ogle Texas relayed on the Sa€t an#y, un der TPI 8. The dee+gn astutnpt-s, e ading cam5ttaxans, saatdabsody and use of Ifus Th n , for any R.Jetertg m the cetpownaebd9f, a[ that s, the 0araer's authoveaed tgant or the Sduktaeg Desymn-^, m the uaotset a£ the {RC. the 6SC, the tocat buit(fing cods arae Tot 11'he apProvat at the TOD and any fod nve of die Truss, mduttswg h aodhroig stmaage aroMaNatnn and Uacvaag shag be the respo eubdaTy of the 8VAd €rq Cefene, srad Cco mnada,. or notes set flut m the rOD and the (rracitcc..> ac,o gcwrlet7»es at 6uakfuxyy Caanp aoY S.ate3y 4atffarmak am� QPiCS€} pa nstsad t+y 7C'S e�v3 SgGA ase.. re#srwnua d tar ga+weat g€uti2nce Tot i defthes tree resporss€k hoes and dutees at the Tants E?esitim, Tms.s C3eme X, Et,{amt�ar %rut finis" Manu adufl r, untsss atilenaase defined by a Contrad roan! upon to rm+{afrrag by ag Pettus oveoh drd, Than Trro Cohyr, Entflnew is NOT the Bu+#dang Sesame, at Ines System EPnganeo-rt too nay tirAdhat. All capltahzed tate%ace as detorted tat TPI ti. C.Pyroht Q'V#4 P106.00 P'.lAisteenng LLC, (E±IJ) Refooducol n of this doe—enr . any few. to P[and %ted wrOmt andhex p nhitt on flon, Pd[,8od ,0Q .' t I._—_. ____,___,...._, ._�,..._w_._..,._____ 7.9.11 NUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6- oc puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-4 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 15-6-11. (to) - Max Herz 1---95(LC 8) Max Uplift All uplift 100 in or less at joint(s) 8, 6 Max Grate All reactions 250 lb or less at joint(s) 1, 5 except 7=313(LC 2), 8=436(LC 23), 6=436(LC 24) FORCES, ! forces shown. NOTES - 1) a k Graph ♦ . w k+.. . .. enclosed;... - a vertical left and right exposed; Lumber DOL -1,60 plate grip k (ground3) TCLL' ASCE 7-10; Pr --30.0 psf (roof live load� Lumber DOL -1.15 Plate DOL -1,15); Pg=30.0 psf . ♦ : r. snow: Lumber DOL=1,15 Plate DOL=1.15); ,, 4) Plates checked for a plus or minus 5 degree ,, . about 5) Gable requires continuous bottom s 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, low WARNINy, . Ptease rhoroughty reuse. the "4acs?oatteta Ns:Faa meat of Pv¢a[3wki fiGaex3aaN Terhe ter Manuakshar t Products" (One Venn desfifn paryeasem And read notes on rho Ter&v rkesgfn CArawftyf lTCti.Ft. -.. ..._._. and the EnJ Resattmet Sheet (rev 4 t�'!A4lrefcare use i7aa�N;3s attmeraasce s3atcd art khe Ti7CJ, oxaly Wyk eorenector pates Shat! tae 1AW ter this I DO to be valid As a Truss Deasgn Errypew n a, St tatty' Frtgaa Wt any seat ora any IDD represents ara aomptanne ra the prof erstdnad erryteerang restaarm,t»&3g' for the desrgn of the sar tge, Iran depatheet on the Too defy, under TPt I The desagh ;assurrrpustuac. 9eadss rdecxtuans, fee a nyty ,and use of tams rnssHs for any surtchnp is the 1oSfrti:neab4#y of the 0yeret, the 0soneft authwaad agent or the S 14 Gaga;q7ref. ar the dttntsa2 of the RC, Rhe WC, The iocat buftog oode and TR f The arynovat of the'rDO aaad any ru ke use of the Trans, mckefing handling sheage, in daftasket and txarangy shat` to the raspgasa�'taty of the Snakang Desigrtec and Conavartcr'. As notes set oA in Lha TOO end the }'ua'+nWner and gredehnes at Buineng Component M. ofirty Informsti€arf €4iM) pulafthed by Tr'! aed WA ase referenced for genera[ gonfanca Tel t defines theresteembrwhes and dupes of the Trus Dragnet Truss Deem Engrftaer and Truss faanufaciiaw, unt ss otheneaae darned kry a contract attleed upon m ryrft g by aft parkas d foreve t The Term Though ky!neee is NOT the 8viarng Desegh r ear Tress System Engineer tx any tauinang Alleardsst;zed harms we as deterred 0 T Pr I :m Cgy3*fftgll{ 9w 4d ParAu:kf G'kJ ergfineenog, i,$.', CRai fd'r Re 4itiitit 4}f GntS t3du'tAVteY!t. ort any fsrsnt, h3 pm'flhitSCad w;tf7pv! VlEi iC`Y5 fD@Y1ri3,then earn pros o-nrJ.. MN^M*wNiT%a LT.0 3x4 % a '; rs 3x4 ' 2x4 It 2x4 31 20 l# ......,__...__._,._. LOADING (psf) SPACING- 2.0-0 CSI. ...._..__.._.........._._.._.,.....e....__,,,,.,.....__,_....�,......._._.,.... DEFL. in tfdefl Ltd .____�.., � .._M,,.......,.__....._____...m_._................... _...._._...... PLATES GRIP TOLL 34.0 Plate Grip DOL 1.15 TO 0.15 Vert(LL) (toe) n/a nfa 999 MT20 197/144 TCDL 10,0 Lumber DON 115 BC 0,06 Vert(TL) n/a nta 999 BCLL 0,0 Rep Stress Incr Yes WS 0,10 Horz(TL) 404 5 nla old BCOL 10,0 Code IBC2012frPI2007 (Matrix) MighL 48 ib FT = 0% NUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6- oc puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-4 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 15-6-11. (to) - Max Herz 1---95(LC 8) Max Uplift All uplift 100 in or less at joint(s) 8, 6 Max Grate All reactions 250 lb or less at joint(s) 1, 5 except 7=313(LC 2), 8=436(LC 23), 6=436(LC 24) FORCES, ! forces shown. NOTES - 1) a k Graph ♦ . w k+.. . .. enclosed;... - a vertical left and right exposed; Lumber DOL -1,60 plate grip k (ground3) TCLL' ASCE 7-10; Pr --30.0 psf (roof live load� Lumber DOL -1.15 Plate DOL -1,15); Pg=30.0 psf . ♦ : r. snow: Lumber DOL=1,15 Plate DOL=1.15); ,, 4) Plates checked for a plus or minus 5 degree ,, . about 5) Gable requires continuous bottom s 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, low WARNINy, . Ptease rhoroughty reuse. the "4acs?oatteta Ns:Faa meat of Pv¢a[3wki fiGaex3aaN Terhe ter Manuakshar t Products" (One Venn desfifn paryeasem And read notes on rho Ter&v rkesgfn CArawftyf lTCti.Ft. -.. ..._._. and the EnJ Resattmet Sheet (rev 4 t�'!A4lrefcare use i7aa�N;3s attmeraasce s3atcd art khe Ti7CJ, oxaly Wyk eorenector pates Shat! tae 1AW ter this I DO to be valid As a Truss Deasgn Errypew n a, St tatty' Frtgaa Wt any seat ora any IDD represents ara aomptanne ra the prof erstdnad erryteerang restaarm,t»&3g' for the desrgn of the sar tge, Iran depatheet on the Too defy, under TPt I The desagh ;assurrrpustuac. 9eadss rdecxtuans, fee a nyty ,and use of tams rnssHs for any surtchnp is the 1oSfrti:neab4#y of the 0yeret, the 0soneft authwaad agent or the S 14 Gaga;q7ref. ar the dttntsa2 of the RC, Rhe WC, The iocat buftog oode and TR f The arynovat of the'rDO aaad any ru ke use of the Trans, mckefing handling sheage, in daftasket and txarangy shat` to the raspgasa�'taty of the Snakang Desigrtec and Conavartcr'. As notes set oA in Lha TOO end the }'ua'+nWner and gredehnes at Buineng Component M. ofirty Informsti€arf €4iM) pulafthed by Tr'! aed WA ase referenced for genera[ gonfanca Tel t defines theresteembrwhes and dupes of the Trus Dragnet Truss Deem Engrftaer and Truss faanufaciiaw, unt ss otheneaae darned kry a contract attleed upon m ryrft g by aft parkas d foreve t The Term Though ky!neee is NOT the 8viarng Desegh r ear Tress System Engineer tx any tauinang Alleardsst;zed harms we as deterred 0 T Pr I :m Cgy3*fftgll{ 9w 4d ParAu:kf G'kJ ergfineenog, i,$.', CRai fd'r Re 4itiitit 4}f GntS t3du'tAVteY!t. ort any fsrsnt, h3 pm'flhitSCad w;tf7pv! VlEi iC`Y5 fD@Y1ri3,then earn pros o-nrJ.. MN^M*wNiT%a LT.0 I scale m 1152 Us 4 2x4 €1 Us ~' LOADING (ps6) SPACING- 2«p_0 CSI. TOLL 30.0 Plate Grip DOL 1.15 TC 0.30 TCDL 10,0 Lumber DOL 1.15 BC 0.21 BOLL 0.0 Rep Stress incr Yes " 0.09 BCDL 10.0 Cade IBC2012/TPI2007 (Matrix) LUMBER. TCP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No,2 OTHERS 2x4 SPF No.2 DEFL. in (too) Well L/d PLATES GRIP Vert(LL) nta We 999 MT20 1971144 Ved(TL) n/a nta 999 Horz(TL) 0.00 3 We We Weight: 32 in FT = 0% BRACING - y BOTCHORD Rigid ceiling directly applied or 104)-0 oc bracing, I REACTIONS. (Ib/Size) 1=212111-9-11 (min, 0-1-11), 3=212/11-9-11 (min, 0-1-11), 4=465111-9-11 (ruin. 0-1-11) Max Harz 1=71(LC 9) Max Uplift 1=-14(LC 10), 3=-14(LC 10) Max Grav 1=263(LC 2), 3=263(LC ), 4=565(LC 2) FORCES. Comp.lMax,forcesr(to) or less except when shown. WEBS 2-4=-361/36 NOTES - 1) # R f # Exp C; enclosed; MWFRS tairectjonal)� cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL -1.60 plate gri # d snow: Lumber DOL=115 Plate DOL -1,15); Category 11; Exp C; Fully Exp.; Ct= 1.1 4) Plates checked for a plus or minus 5 degree rotationabout continuous5) Gable requires bottom chord bearing, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other five toads. 2 a and thStt(XJ C�etem ie Sh tstp ae 11. the 'efam use ldewAckn+o. stated tat S on therf StaaxfaR Wee t„ar DRa t rra plat erc3 Prc+be tft e to Vetpry IDD pad As and read rwe n E t than Twee d.'tesgtt Gravnssa ITiiii# asci the CYx.i 4Telore.nce Sheet (rev 11 .141 beSsrse aas�.Ussiezcs. ah . stated cron the TOO, way iArtsis carxtectsw p(;s4ee shit be srstxl liar ttas TibCd to css va9as. As a TCa>z5 .. ' n rts�rsa^e€ 4r e . Spe<:uaey C:eagnseex). Ms sea! en any TOO replowfas ass acceptant#: of the paofessnsnat "'n".."ghtspombimy for 0W lesson of the s n lte Tftm d Wed on the Too orNy, ursfe ViP 4 The desgo assumptftens, kx ftg maettom suAabifaYy and use of this TrUse ku any Su eef is the raepamtoay at the CFwner, ffte Owheca aAhar4,TMed wren# ter ft Suridusg D} frier. m OWGUftteA of MetRC, the tDC. the Mcal bwueny wade axil TPI 1 Tie approeaat of;Fra Too and any tleW use of thr Tessa, tndude a; hand�Sng, storage, fRoa"bon arxt fwadm shag de dt . ne pow. l t" o4 the 9x» WoV CDe d aW CothrartesP AN notles se! duY in iTut iY)C7 ani tnie pcacEavices asect try+rt9Niazess o1 Bh'Vdvtg Cramgxraenf Safety irrharnvnnczn (E#4':y+i} pubssfssd by TPI and SOCA ath referenced Ma general var+ce TNR 9 daftc4as dhe resRroraaadeGisee ars# lathes ok the'isuss L'raaigpter. Teuas Deagn Sxxa rroev*a and'Fr+.�s Manutariurer anises trfhettamse defines; tae' a Catlmd agreed upot, . voMfIgg by au paanr„» s woe,ed. The Trete �n srPpnaer 3a NOT ft5e Buftnq Clew, ere 'Taros Steam Engmesr fsx any fnstkkuag Ail r,apdaiued terms are :as defle erd in TNS F ru CappYuTYIt GJ ?D4$P#i: U6b 3'drJ a neepd .i.iC. {tTr,St R6S(Hf#�C3L'Yfi9Sl 42riR39 ilGGirdLa+»4R%4n any knm FS prohttat&dNA'tfloEPt-Men pe oetoost VOM pmeedd^i}Fl. 3.19.3 3-11-3 ' 4 2X4 20 11 2x4 *". I NOTES - 1) t€ • Y t « rad ,e f AcAn Tom, alad tie Dr -Reference Please fie Sheet i PtW`f11.14) the berx X. use.`sniem triCYtf d{.idi.� the DD, ChudoNy MiTo ft# Manufnechw rhibm hell r et'#, d lot+k5t4Py de to b f 'antakl"At sa'+t a D fogn ng the'€Ills"' [�Pa in C ErofYe wDtDt and 3Pre Dr,i Fiet¢rraarx:e Sheet {ray. 1 F.14} beton �e CDnG; a%Ret>vese wtate!3 un fhe tiNJ, on#y N9¢i%kcannenc`.tpe �a%us ehaH fe us�vi hss thk� T&iL1 � be vatk%. A� ;� inrs>n Cneagln E.z�nt~ev` owes' . g}�e+;.Y {:�mazmrA the "at on any TDD an texeisoncy, mine rewnsit.' Yy to Ow desygn oft" smp%e Y nrsss, deiaas:tee'€ on bre MD ody, undw T PV 4 The desTo n*Riwit� k¢ad'N owed fion, sudatsety sand use or Mm Foo for any Building is the nsdOOOhbrl#y at rhe Lhaay , €fae Ciww>erin authi razed agent cu the € OOM Des�lnrar, mr the shored, at th* INC the €8C, the taOiti bwktiltg.0d, a,nd TPI t Ther appro-vnt of the TC{}and any €wMtl use of the, 2 mss:, madvdt %f holm rcrg SX01asse, tnstaNidion and NrSdia{r shag be the IMPO^esd fay a the Sodom Det grrra¢and C.tanx3nr. AS notes sat sa art the TDO and the ptac#€ces Brad uxim€fxwls atf F3wkfdr Cexnpanenz SatP,Yy Prrkxmallora (NC5#t pudrrmtked txy iPt arsd.§iOCA are rast+ascenced lar gene.�tat gu dau+ce. 7P€ i tharnea the aespomebMwe ami dasttams. ct the, truss Desxtne¢ T Ins DesQn t�.rgtcne9er Bract Truss tlenuta€:turet smtess oftienvise definer} by a CcnMrm^t agreed uIent fn weriUng by a# Pathos invokved The Fns Design &:nprote, m NOT the theeh rg Dese ner e, Crag& System Engtheee fiv any yxiedin5. Ail merdaMed tends are as defanr„d in TPt >_ ra. Copoght 0 2014 P1080¢1d•GrcJ Sn0aioentaf, LLC. i€ IJ3 t2e{e'odrtadism of tilts dacun ent ;n any fwloe IS P:ohd-Nd yethout"aten perrnenho k front PlaSudd-I)IJ LOADING �� 2�-_ (p 0 CSI. 0iEFL. in (toc) lide#t Ud PLATES GRIP TCLL 30. 5 PaieCGripDOL TC 018 Vert(LL) nda nla 999 MT20 1971144 TCDL 10,0 Lumber DOL 1.15 BC 0,07 Vert(TL) We nfa 999 BOLL. 0.0 Rep Stress Incr Yes BCDL 10,0 Cade IBC20121TPI2007 WB 0,03 (Matrix) Horx(TL) 0.00 3 nia n!a Weight21 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 8-0-0 cc putting.. BOT CHORD 2x4 SPF No.2 BOT CHORD Rod ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SPF No.2 REACTIONS. (Ibfgixe) 1=15117-9-11 (mint, 0-1-8),3=151/7-9-11 (min. 0-1-8),4=261/7-9-11 (min. 0-1-8) Max Hort 1=-45(LC 8) Max Uplift 1=-17(LC 10), 3=-17(LC 10) Max Grav 1=189(LC 2), 3=189(LC ), 4=313(L.0 2) NOTES - 1) t€ • Y t « rad ,e f AcAn Tom, alad tie Dr -Reference Please fie Sheet i PtW`f11.14) the berx X. use.`sniem triCYtf d{.idi.� the DD, ChudoNy MiTo ft# Manufnechw rhibm hell r et'#, d lot+k5t4Py de to b f 'antakl"At sa'+t a D fogn ng the'€Ills"' [�Pa in C ErofYe wDtDt and 3Pre Dr,i Fiet¢rraarx:e Sheet {ray. 1 F.14} beton �e CDnG; a%Ret>vese wtate!3 un fhe tiNJ, on#y N9¢i%kcannenc`.tpe �a%us ehaH fe us�vi hss thk� T&iL1 � be vatk%. A� ;� inrs>n Cneagln E.z�nt~ev` owes' . g}�e+;.Y {:�mazmrA the "at on any TDD an texeisoncy, mine rewnsit.' Yy to Ow desygn oft" smp%e Y nrsss, deiaas:tee'€ on bre MD ody, undw T PV 4 The desTo n*Riwit� k¢ad'N owed fion, sudatsety sand use or Mm Foo for any Building is the nsdOOOhbrl#y at rhe Lhaay , €fae Ciww>erin authi razed agent cu the € OOM Des�lnrar, mr the shored, at th* INC the €8C, the taOiti bwktiltg.0d, a,nd TPI t Ther appro-vnt of the TC{}and any €wMtl use of the, 2 mss:, madvdt %f holm rcrg SX01asse, tnstaNidion and NrSdia{r shag be the IMPO^esd fay a the Sodom Det grrra¢and C.tanx3nr. AS notes sat sa art the TDO and the ptac#€ces Brad uxim€fxwls atf F3wkfdr Cexnpanenz SatP,Yy Prrkxmallora (NC5#t pudrrmtked txy iPt arsd.§iOCA are rast+ascenced lar gene.�tat gu dau+ce. 7P€ i tharnea the aespomebMwe ami dasttams. ct the, truss Desxtne¢ T Ins DesQn t�.rgtcne9er Bract Truss tlenuta€:turet smtess oftienvise definer} by a CcnMrm^t agreed uIent fn weriUng by a# Pathos invokved The Fns Design &:nprote, m NOT the theeh rg Dese ner e, Crag& System Engtheee fiv any yxiedin5. Ail merdaMed tends are as defanr„d in TPt >_ ra. Copoght 0 2014 P1080¢1d•GrcJ Sn0aioentaf, LLC. i€ IJ3 t2e{e'odrtadism of tilts dacun ent ;n any fwloe IS P:ohd-Nd yethout"aten perrnenho k front PlaSudd-I)IJ I 1-11-3 1-11-3 1 2x4 -�� 2x4 '�' I Srafe - 193 LOADING SPACING- 2-0-0 d CSL DEFL,Ve"I in (loc) thleft Lid PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 0.03 t(LL) n/a ol. 999 MT20 1971144 TCDL 100 Lumber DOL 1.15 PC 006 Vert(TL) are rim 999 8CLL &0 - Rep Stress Incr Yes VvS &00 Horz(TL) 0.00 3 n/a his BCDL 10.0 Code IBC20121TP12007 (Matrix) Weight: 8 to FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purfins, SOT CHORD 2x4 SPF No. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS, (lb/size) 1=119/3.9-11 (min, 0-1-8), 3=11913-9-11 (min. 0.1-8) Max Harz 1=19(LC 9) Max Uplift I =-2(LC 10), 3=-2(1-C 10) Max Grav 1=14 (LC 2),3=145(LC 2) NOTES - 1) Unbalanced roof live leads have been Considered for this design, 2) falind� ASCE 740; Vuft=110ngxh 43 -second xuW Vasd=87mift TCDL-6.Oxsf� BCDL=6.0%sf: h-15ft! B-45ft,,-L--24 Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL= 1.60 snow: Lumber DOL=1.15 Plate DOL -1,15); Category 11; Exp C; Fully Exp.; Ct=1A 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live leads, to WARNING the "Csowneelt of ProBw3d Standael Thom lot Narnufactu,ed ProdWV'kafy "m Vre dl-Vn pamueths and lead nettsnettsno trot TluetDo n Dralateit JoEh ant the T),J R.Uoenoo Sheet (rev 11,14) Settee Use Unless ather'lift Stated on the TDO, orq NhTek connedw pates shad be used tot VasM to be vAld As a Truss Desitte Eorrneat €i a . Zmar Elogloeff}, the seal on any 100 u,plysents a. aceptarnoe of the profteftmanai ttspomewKy for the merle or the atosk, Twos 3e :d on Voe I DO Only, uruba TPI I the ohnogn asSumphone foadmQ cothelms, S.11AR14 and lloe of tin Two% ae wy 8.4dTo the wpoymb"y or ft Oeowo, the 0o0eN's aaIftalld afront At th, keokfilof Desytter, lo the COMA of the HtC the NBC the kloal Widue; ode and I'M I The afaprwaiolft DrIand any behJuse ofth. shag be the 0 practices w1d 4ae% of 8110019 CohopOhNnt Sa" lolovAhAlon =Sl) pubeshod by'rPI and SBCA we, Werenmd W heth�tedah�oa TM I delynes the onfoombhoes anyt dobes of the Tmos Descow, Tom Z ", - , '% Me Un3notAd-Iff, mifts 0910oalSe earned ta . Cont—d agleed Maw �n efftv by an padee Truss Denn EnWaft, is NOT Rho Butt:fintt DesAmt or Toles System E"orum" Delogn E, o= T he anq tut000f AN 03pWalved hloas we as deftned,o TPI I Copotoht 0 X14 Prolnuled DIJI EnIneeong IA C, I' KSJ) Repodualoon of the, dooment, Sri one lom K pro toted ooffiout e,rdho, Pommel- fooh P'06,0ki-lej EMINEMN011C I 2-0-0 7,10-4 7-15,12 6-10-1 7-6-12 7-10.4 2,0-0 5X8 = 5x6 =: 16 is 11 13 1. 12rP sa 10 9 3X10MT20HS tl 4X6 Us = 300 06 = WOMT20HS ii 3X4 = LOADING (pst) E SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft IJd PLATES GRIP TOLL 30,0 Plate Ghp DOL 1,15 TC 0.76 Vert(LL) -0.15 12-13 >999 240 MT20 197/144 TCDL 10,0 Lumber DOL 1,15 SC 0.51 VerhTL) -0.3012-13 >999 180 MT20HS 148/108 SCLL OD Rep Stress Incr Yes WS ()�40 Horz(TL) 0,08 9 We n1a BCDL 10,0 Code ISC2012/TP12007 i (MatrixM) Weight i 201 lb FT in 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing direetty applied, except end verticals, and 4-5: 2X6 SPF 2100E 1,8E 2-0-0 oc puffins (6-0-0 max.): 4-5. BOT CHORD 2X4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS I Row at midpt 3-13,4-12,6-12 REACTIONS, (lb/size) 16=165710-5.8 (min 0-3-3),9=165710--l-8 (min. 0.3-3) Max Herz 16=-286(LC 8) Max Uplift 16=-83(LC 10), 9=-83(LC 10) Max Great 16=2040(LC 2), 9=2040(LC 2) FORCES,CompJMax. Ten, - All forces 250 (ib) or less except when shown, TOPCHORD 2-3=-2296183, 3-4--193&155,4-6--1453/166,5-6=-19371155,6-7-22W83, 2-16=-19671124,7-9=-1967/124 BOTCHORD 15 -16= -2191364,15-17=0/1916,14-17=0/1916,13-14-0/1916,13-18=011551, 12-18=011561,11-12=01177Z 11-19=0/1772,10-19=0/1772 WEBS 3-13-483/102,4-13=01591, 5-12=01532,6-12=-485/102,2-15=0/1641, 7-10=011641 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu#-IlOmph (3 -second gust) Vasd,Opsf; BCDL=6.Opsf� h=15ft; B=45ft; L=38ft; eave=5ft� Cat, if-, Exp C, enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip D6L-1.60 ............ WARhhNG . Perna thonyughty reame, the *ruirehoers AcKnOyhodgerooth Of Progu&l Standard Tern" fin Mara3fACCOW Pr0ekass' from Vordy desgo, 93fasirteni and read hares on tars Truss Desgo Dimaing ( ron And the cajorerehoose sheet irea TIA4l hake, use Ursess othervyse gated on the TDD, Ws, Wes Connector, Oates sharl, be teres for fee, TDO tore egoi Asa Truss Deseor EVnftr h e. I the seat W any IDD ouxese.ey W acceptraeur of the pudemwai to, the dregs of ON wnge Trusty deferred do the TW ordy under TF1 I The descy, assumpfirm kadN, so'Ahoos toothy AM arse W true Treaty he any Suddgi a ft legroombidy of the riom, the ( ',Ioroees iedoeoved ageut a, the Burk1mg Devurie. or her Cement 0 the rRC the W, the iocid Nokeng isese -J Tog I Th. s ureat of The 101) and any Near kess of the *Tirr", ror�oiry haniAnti, sheave, frishinaror, and bnedog chap be Sinkeng Deserver mid Crahracker AN rortim, Set ore m are TnD sea the ee, Wadruds, and gurdiengir or SuOdeor Cornpoveni Sao ivarroethhe (er:fp) pheregurd by T N and 58CA are hrhincvoxel for Coal ghorrahm rut I defirem, ge and dutres ofthe Tway Degheo I was Vesq, Eqmmass io and as Manufachow, inarys, othens%e defined by a Contron agreed Open tovahrog by ad peu rhoes o ad Pro Tress DeWn ErArnian . NOT the Softnt; De&Qrau of Togs System E;;,uaa., fir, any Nakeng A& captahzed hisms au, as defow,n TF r I 3twings,co 7 600 s Oct 3 2W4 Mires Industnes, Ine, Wed $202 O9B(T57 2015 Page I ID, IdeYHpVV9JO?5DRx3Ddbjtgyklk5-P9jt, Dgg0M4DxHo87_ang1yIUyhiJa i__ZD:QLj -1-104 j_.- 4-..______-99`12_.__ ___ai-___-_____� 7 e-_-___ 2,0-0 7-10-4 7-6-12 6-10.1 7-6-12 7,144 2-0.0 R� 1� 16 a f as IV 15 zu or 14.11 14 13 W.4 z- ZD zo 12 3t ZI so zV 10 ov 41 az 9 6X12MT20HS It LOADING (Fish, SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1,15 TCCiL 10,0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Iner NO BCDL 10,0 Code tBC201217'PI2007 LUMBER - TOP CHORD 2x4 SPF 1650F 1,5E *Except' 1-3,6-8: 2x4 SPF No,2 BOTCHORD 2x4 SPF 165OF 1.5E *Except* 11 -14: 2x4 SPF NO,2 VVEBS 2x4 SPF No.2 'Except* 2-16,74 2x6 SPF 210OF 1,8E 06 4X6 = 3XI8 = 4X6 Us 4xS CSL DEFL, in (too) Vdefi Up j PLATES GRIP TC 0,97 Vert(LL) 0,26 9-10 >999 240 MT20 1971144 BC 0.99 Vert(TL) -0,44 9-10 >999 180 MT20HS 1481108 WB 0.84 Horz(TL) 0,09 9 n1a n/a {Matrix M) Weight, 198 to FT = o% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 DO purlins (3-8-8 max.): 4-5, BCT CHORD Rigid calling directly applied or 6-0-0 DID bracing, WEBS I Row at midpt 3-13,4-12,6-12 ANEACTtONS, (lblisize) 16=212410-5-8 (min. 0-4-5), 9=212410-5-8 (min. 0-4-5) Max Herz 16=-289(LC 8) Max Uplift 16=-763(LC 10), 9=-763(LC 10) Max Grav 16=2747(LC 40),9=2737(LC 41) FORCES(to) � Max. Comp,/Max. Ten, -All forces 250 (lb) or less except when shown, TOPCHORD 2-3=-3088/891, 3-4=-2674/82I, 4-5�201117165-6=-25591821, 6-7-30771892, 2-16=-2509/696, 7-9=-2502/696 BOTCHORD 16-17--3091485,17-18--3091485,18-19-309/485, 15-19=-309/485,15-20=-575/2613, 20-21=-57512613,21-22-57512613,14-22=-575/2613,13-14-575/2613, 13-23--408/2112, 23-24-40812112 24-25=-40812112, 25-26--408/2112, 12 -26--40812112,11-12=-566/2429,11-27-56612429,27-28=,-56612429, 28 -29= -566t2429,10 -29=-566/2429,10-30--76/276,30-31=-761276,31-32=-76/276, 9-32-761276 WEBS 3-15=-2451301, 3-13=-6591260,4-13=-3551973,5-12=-3551912,6-12=-663/260, 6-10-242/302, 2-15=-52812220, 7- 1 0=-529/2214 NOTES - 1) Unbalanced roof live load$ have been considered for this design. 2) Wind: ASCE 7.10- Vutt= 11 C0L--6AnsLh=15ft, B=45ft, Lza2ft, eave=5it, Cat. snow: Lumber DOL=1,15 Plate DOL -1.15); Category 11; Exp C; Fully Exp.� Ct=1.1, LU -5"-O 4) This truss has peen designed for greater of min roof live load of 12.0 pat or 2.00 times flat roof load of 20S psf on overhangs non -concurrent with other live toads, 5) Provide adequate drainage to prevent water pending, 6) Alt plates are MT20 plates unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) This truss has been designed for a I OLO pst bottom chord live load nonconcurrent with any other live toads. T- , "MrjWim fit between the bottom chord and any other members, with BCDL = 10,0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joings) except Ot-lm COntK1X*4nVaYiP2 AWARrANG - Please doseugalry leywo, the `C.%I0yntf% Admawmadierment of Profhold StaydanfTehos for ManufaChotad ProduMo' form Verify thnign paramemns and read notes on ths Theis 0" Ora and the DOReffeenceSheethev 1144l Wwe use Uram affu�,se siagod on the TOO, orny Mi tope conhohrlw plates "t be -ad be flys TOD to b-dO Asa MAs Dftgn Entinnyor tee . at 0h.Vy TDDrepfesinas an acceptance offly, phosforrgi he the desrgn ofthe sirede Trussderadedon the TEX) only undeiTP11 only �'hx , abldy, Vd Inme of this T��% an g M ol Our 0eyon, gur Ovsxos ailhonzed agent of Me Sudd0b; Desy.er, M the wiltod Z4, ft IM, the MC, the Rxa€ burklmagoode Am I N I The to& S approval of the, 100 and any math sae at the hadl m, slorage, aistainglon and bracirgy shag be lot, esporoub,14y o the fhodog Designer and Contracloe, A5 outes set ad rn the I DO and the roxi ypydienes of Budding camp aynit Safety tilliahabon iW_S4 ", m by TP9 aixi S BCA we reflueoced fo, getwnat giesonce rytnloe, ass Yams firvoAad ow, UNOSS othe-We Beyond by a COMMA rereadk4m "n writing by as felb�; tw000eJ The Truss DaWh f;rr� 6 NOT the 8.44 reg Cleshp'w, m T,us. Sloboo EnIpnetir for arty Whchng AH capglaivW tionts are as dined far TPI I Coploythy 0 2,014 RoBwtdo,$ Elora".", CLC. (01,J) Rerycyluction of this docuirnint- In any form M plaiatood yothoul -am Tinarasew, itw pralmwd-foj FIV i CE> - 11) This truss is designed in accordance with tate 2012 International Building Code section 2306.1 and referenced standard A SVTPi 1, 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 14) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 228 to down and 156 to up at 3-0-0, 77 tb down and 80 in up at 5-0-12, 77 Ib down and Bit to up at 7-0-12, 77 lb down and 80 Ib up at 9-0-12, 77 ib dawn and 80 Its up at 11-0-12. 77 tb down and 80 Is up at 13-0-12, 77 Ib down and Bit to up at 15-0-12, 77 to down and 80 lb up at 17-0-12, 77 in down and 80 to up at 18-10-0, 77 lb down and 80 lb up at 20-7-4, 77 lb down and 80 to up at 22-7-4, 77 tb down and 80 to up at 24-7-4, 77 @b down and 80 to up at 26-7-4, 77 lb down and 80 lb up at 28«7-4, 77 lb down and 80 to up at 30.7-4, and 77 ib down and 80 tb up at 32-7-4, and 228 lb drawn and 156 lb up at 34-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, leads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-2=-62, 2-4=-62, 4.5=-62, 5-7=-62, 7-8=-62, 9-16=-20 Concentrated Loads (ib) Vert: 1 = 38(F) 12=-38(F) 17=-183(F) 18=-38(F) 19=-38(F) 20-38(F) 21=-38(F) 22=-38(F) 23-38(F) 24=-38(F) 26=-38(F) 27=-38(F) 28--38(F) 29= -38(F)30 38(F) 31=-38(F) 32=-183(F) WARNM - Plea" thora htu revere, the "CoMomdr"sTim�.�.._.._._. __..._...... ug yen M to P€ttaued Mar wgy 7e ay tu+ ft do rained dak b of etfa Verityy,)D to vatdseAs To xeaad notes ars n ei A It , Speva ty Entim (' ), and the Cax,# Fiefaewtce Shred tree 11- 14) bstare twset3mtess Wtwenufae seated err ttte incl. crony 4AiTck utaronectar pEs¢es skr aS`v use.# tar Phss't"(,He to be valid, Asa Treats oes+gn Etzg+neer 4s a. Spx^.coa3ty F,e>guaaes,. the seat on any rOD represemtr. An aceepdanrx of the protY..sswat oox is wo responsofty fa+ #tae d sq- at the suA¢{e TIM% doWled on ting TDD orde odder TF# t. The cht,%ga mtsumythom doafeng sermons_ wdab#dy and we at the 7 eves to, any OUSket is the. MSPOMWY of Ute Owner. fti 0w las .authoAzed agela rse the SAWN P1OSYI W, m tine OW of the, ¢R^., the t6C, the bra! Cm he code and TPS i The arromYat of the TOO VIC any Von use of the Trask, dAd d €pt haodhng s1wage, aeWaliaboh and tsaa .. %hay b e the fasponsdet4y o£ tkw #loading Defig res aed Gaxeraciae. AN routes set cru%. The Ti7Q And the: psarbexAs zsrtdgas;sfcitndme aP Studios Gck pyrreM, aatoy infoa'maW ( "t) poerohed ry' Tel and SSCR aye rOeFrateard foe gencr:al g danm TM 7 dehoes tate fespaimake Has anal dahes of the Thai% +DiogfIse '9`su&s iJesagn E.rwgsnZ anTrcrss ManufaC teW a IMS othetwmse deiced by a Confider agmed open m `fading by as padin ipsve'sved. The Twys Z tf", n Eogsee o NOT the ii WfN sg ne:sgher or Tons System Engnew Cur env Wptdglg AV gent# *zed tett are as dethed til T€o 1.. ins wf, i9at. CEFpyFKJ¢S{ 0 2014 P'FL1bTiktk$-0e„4 r:S1t"ylS3eY(p?'Yg, {.t.C.. {(ii,.r> RaproducRdn of {hkx 6SPCU(kl4tet. Afk any fsxm, SH {,rYtYhft,Wielt wrthuctk WYPt4'Fw perl'¢h.R51YkR room Ftt9gaa{gl•tFF.i.. ..-..-4-------2Z--1&--.-__ - _ ._2 . i .. ._.._,_4, .__. _.m... Q 2-0-0 7-10.4 7.6..12 6.10-1 5.8.2 5-6-2 5-9-11 5x8 :. 5x6 = 16 15 70 14 13 17 22 11 7.Z 10 3001AT20HS 06 ^ 3x6 := WO ..," 4X6 w- 3x4 == 9X8 =-'^ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in gric) Iidefl Ltd PLATES GRIP TCLL 30.9 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0,26 10.12 >999 240 MT20 397/144 TCDL 10.0 Lumber DOL 1.15 BC 0.66 Vert(TL) -0.51 90-12 >933 180 MT20HS 948/196 BOLL, 0 0 Rep Stress Incr rtes � 9.43 Harz(TL) 912 9 nta rata BCDL 100 Code I8C2092fTPI2007 {Matrix M) Weight 200 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied„ except end verticals, and 4-5: 2x6 SPF 2100E 9.8E 2-9-0 oc pur€ins (6-0.0 max.): 4-5. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 'BS 2x4 SPF No. 2 6.0-0 oc bracing: 15.16, WEDGE WEBS 1 Row at midpt 3-13,4-12,6-12 Right: 2x4 SPF No.2 REACTIONS. (ib/size) 16=1738/0-5-8 (min. 0-3-6),9=1598/Mechanical Max Harz 16=-270(LC 8) Max Uplift 16=-84(LC 19), 9=-26(LC 10) Max Grav 16=2149(LC 2), 9=1959(LC 2) FORCES. (to) - Max. Comp,tMax, Ten, - Ali forces 250 (lb) or less except when shown, TOPCHORD 2-3-2435185, 3-4-20921158,4-5=-1650/167,5-6=-21161166,6-7=-25451121, 7-8=-27541101, 8-9--2996187, 2-16-20661125 BOTCHORD 15-16=-190/349, 15-20=0/2020, w t a 667, 12-21=011667,11-12=0/2038,11-22-012038,10-22=0/2038, 9-10=-2612391 NOTES - roof x leads have been considereddesign. 21rigilillyt Lt., Exp C; enclosed; MWFPS (direcfionari� cantilever left and right exposed � end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL= 1 A0 # # ST_1MTTM33 WgW,17f6T-J1TVVT507?g zulpst In Truroo-nom c are to all areas Were a rectan gie;$-tg-*, fail by Z -t-0 wide will fit between the bottom chord and any other members, with BCDL = 10,Opsf 10) # Refer to to truss connections, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) 16,9, 1 � is truss is designed in accordance with the 2012 International Bu' in ode section 2306.1 and referenced standard ANSVTPI 1. September 312015 WAFth3lNta - Ptnzae Yhtif S g * pTatea attaSt be caned fila tlrae Ctt] YaNbovatir9.oAs a i a C%eXasgn Cftgxnoa Truss t7stan CNavarpg dTi7Ck} ! fCvk?W $. "" uStGrtR.tS etTrEttta is tPP7Ci Atlda d ona$ RM P+4fiYkeActW4+ FoodmON'tona VaA dit R t and the EnJ Fefleeme Sheet rev 11.14) trefwe use. UsaYe3S qth„ , nt2&Cd art #hu TJrS only M Ta€c taonnedm r €t Sferrsaay tnogv,eerr., i "sea6 an am TOD'erae"'nts an acceptance of the psoersvonai erupart""N rospons0tay an the deaager of ahe ausgae Tn m defeated on the TF,'ai9 only, under TPt 7 The design foadnol c orKr ons. sustand,ty a 1 use of thin Traxas for any frua da}g rs the reapo artcei#y of the Oweer,. the C)w ,ft authonzed agent as Vac 8.44 nrt Gosg�tae*. to Use coutted 0 the RC, the MC the tocat bnAd s Cade and TW n C She apywovai of the TDD and any PSoW use of the Tness, fncchaiwt hasadbnq sla . N taaau€rn and tuacsng shag b e the rftpoaalboy o€ the SuAdfiv De;agnee and 4 wr,ahuof. 'All myten Set are m the Bm and toe pra lkxvs acid gunteftres of Btaedoet Component Safeky lnfixmah(80&pubArshod by TM and SSCA ace reta xenmd for general guidance TPI t defines had duties of the Truss (Seagrer, Truax TTes+gn Erg room and Truss Manufadrem, unless othemrotse d efsned i y m CoMnel seftd upon in w Mnq by a0 pafts non Ned. The Truss DeWn E,9neatr is NOT the Bond, g De"ner w Truax System Enghe er 21 fix arn, busd+ng A{f Gaistdakred teens are as del Ted e, TPI f is EMINrtlAtt^at.cc a;oprrhsn; � , 944 PXeat3uski-ntJ finrnCafostg Y.L€Y (fi[Jt i2epseaiuefl4e eaf thkz dpcaurienr an any Ram"s pershtdtUaed NrelhcxxY vredien penmrares»an hrnn F^roeui5d C+fJ. I ............ ------ ---- 2-0-0 7,104 7-8-12 6-10-1 6-8-2 5-8-2 5-9-11 5X8 = 5X6 = 2.4 If Us = 2X4 i I 3X6 '= WO -= 06 = 3x4...-: 4X6 = I LOADING (Psfi SPACING- 2-0-O CSI DEFL. in (too) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1,1,1 0,70 cc Vert(LL) -0.18 10-12 >999 240 MT20 1971144 TCDL 10,0 Lumber DOL 1,15i 0.57 Vert(TL) -0,35 10-12 >999 180 BCLL 0,0 Rep Stress mer Yes WB 0 59 Horz(TL) 0,06 9 n1a me BCDL 10 0 I Code IBC2012rrPI2007 - - ---------- (Matux-M)Virre . ..... . 1-1 -------- ...... ___1__1______.,_ fight � 205 In FT - 0% . ........ ------- LUMBER- BRACING. TOP CHORD 2x4 SPF No -2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 4-5: 2x6 SPF 210OF 1.8E end verticals, and 2-0-0 oc purlins (6-0-0 max,): 4-5. BOT CHORD 2x4 SPF 2400F 2,0E "Except BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 11 -14: 2x4 SPF No,2 6-0-0 oy, bracing: 16-17. WEBS 2x4 SPE No,2 VVESS I Row at mialpt 3-16, 4-13,6-12 M,DGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 16=1993/0-5-8 (min, 0-2-11),9=1345/0-2-8 (min. 0-1-14) Max Horz 16=-272(1 C 8) Max Uplift 16=-419(LC 10), 9=-173(1 C 10) Max Grav 16=2471(LC 20), 9=1747(LC 21) FORCES, (lb) - Max, Comp./Max. Ten, - All forces 250 (to) or less except when shown, TOPCHORD 2-3=-1401768, 3-4=-1440/273,4-5=-1 3651319, 5-6--1724/329, 6-7=-22391333, 7-8-2427/313,8-9-26431301 BOTCHORD 15-16-41/628, 15-21--42/626, 14-21 =42/626, 13-14=42/626, 13-22=0/1087, 12-22=011087, 11-12=4511646, 11-23=-4511648, 10-23--45/1648, 9-10=-1961201 WEBS 3-16--2431/321, 3-13=0/749,4-13=-333/80,4-12--69/560,6-12=-391456, 6-12-8061224,610�451592810=-397/1822-16=-6441320 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wrie:E ASCE 7-10; Vuft--1 10mph (3 -second gust) Vasd=87mph; TCDL=6,Opsf; BCDL=6.Opsf; h=1 5ft; 8=45ft; L=39ff� eave=5ft; Cat, li� Exp, C� partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=I 60 plate grip DOL=1,60 3) TCLL: ASCE 7-10; Pr=30.0 psf (roof live toad� Lumber DOL=I. 15 Plate DOL=1A 5); Pg=X0 psf (ground snow); Pf-20.8 par (flat roof snow: Lumber DOL=1,15 Plate DOL=1.15); Category 11; Exp 0; Fully Exp,� Ct=11, Lu=50-0-0 4) This truss has been designed for greater of min roof live toad of 12.0 psf or 2,00 times flat roof load of 20.8 par on overhangs non -concurrent with other liv..l d: 5) Provide adequate drainage to prevent water pending, 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10D psf bottom chord five load noncorcurrent tfiath any other live loads, 8) * This truss has been designed for a live toad of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - 10Opsf 9) Provide mechanical connection (by others) of truss to bearing plate at joinfis) 9. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=1b) 16=419,9=173, 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSpTPI 1 12) "Semi-rigid pitchaireaks with fixed heelsi' Member end fixity model was used in the analysis and design of this truss. dXfWj06R1IjWrkrepresentabon does not depict the size or the orientation of the purlin along the top and/or bottom chord, WARNVNG -,Tne di%oughty nowo, A se, aoin hooh'y re, Lfof=r=,7 'Perm fin MaritifasXwed MarenYuGis" harm Vorrty desvgn 5x3ramplees aak3 rca2d nates csa tts Truss Iles gn araxattg (TCTDi 0 o , 4, n8, and he of', 1, 14) 11, Wes Comeday pfrdft ShAlf tio mod for This Too to be, oW4 As a T,."� Deson, Engiorirrr is ri, i;;;Crafty Englivi T the iie.i on any TDOmportanas ah wrarptaoce of the protan! mW ", twhoag for if* dosso of the iongto Truss defeeted o. the Too arty, urde, TFIi I The drives, ammfeiaoa. kiwong condgions, siotaNidy and uw of this Term fox she Eenkifag is The resparmwity afire, oynaro, trio ooamo's Wthomeci fifiem Or tho EkeWeV Desighiv, in the convea of tho RC, the iflo' _ hoi;wai tivithief code ;arms TIN I The D T *aof gu, om, otdixim- slorago, vrang, shag Cs o€ dee £.+ adding ogm airs! Coreeacto, afoolwalf of the TnD arxi aror raid u", and or Surety ids arab ore fisc gn TE''d 7 defines the and du2rns of the Triad Derho Eepinife., and Truss Manufanuaro, urne" orhaniese defteed ey a Conft.d agreed hate, in arrWhi by or pa,easmowed The Truss be�xin Enginain ex NOT the 6n," Diisifrnox or Truss System Erypnets for any bti6ifoht AN opdriozed terms are as del ied.- TM I Copyraht 0 2014 PooffuAd W Eogwaynav, LLC, (DOt Roproductsai of Rem dectooern, ot any folin, m proobted vathetit yafters pehriiim thhe PmSfi*Dd. WARNING - Please thi#ilVey reviewthe' Cumonler's , knowies:hv of d Prark2 aki Stand,.d Ter to Martufaciut ed Products' form VenC� domin tea .trnetem 3 W read notes oe thes ttvss Dest gn Draxarrfy+ (TDDh... ...... ..... and Re"ffe+oreat,;e shc^et {ser 't #-tAj heiors uao.L+tN va ofhasm,«se sGaie.3 on the PDC wr+y k5ii+fte e�nne�+rx +>caias shalt t+e eyed tps dsvr tbf7 to w;aTad. As a Tnxsca t)es n C"iagrncsr t« e Spacitatty Eag 00, the al on arty TOD represents ae aviceptanso o" theiwesessacanai eram3tabeenetg resp<•,asab+'uFy Thi the desNjn otl the smgta vruss dvpuaecS am aha. TCSD onty urwier TF't i The d*est„tn assumginana. kraeNrnf Coau3at rons, stxttabiitty atx9 uae of Ties Teuss fnr airy SaohYtnp M" respran NICY of the C war a, the OvMr r`s atsahoeZed agent ae the Braking C rwgneys, in the cooeA of the IRC the ESC, the Ic�xt 4ea+tli ogle arnd YF?! t Tfxn ayTwovai of she TDD and any feet ase of the 7rarwh. VhdWr,,g haidroet swage. }osCa9tatrorr a,W bracing shas W the {esp nsabe4y of the BuAderg Dowgherr anti Ck➢t arKlot, As notes set out m the TDO and the ptadSciaa anr! gutdeTtras of Sw¢dt+g Cermiwrzc;st &ifety fteotaxa�tkzn bt•?t".6i (PuhGshe4f by TPP atvt4 SktG"A are xe4mrar t iw gernaeat gtrtsdancm Y}zi t s#ettrae a Pha« rea6vinsrkm?+Ciara,wst rka3ia& n£ ihs irnae CSr<ro uer. Yfuss Doeq- E.91 ees and Ffe es Manufaz,Ycarer, uauass akserwme dehn wd oN a CWrkacl agreed open kr vo eng by a8 part{es m odv e,#. Fhe Toss dies+gn Ergptl", % NOT the EedWreq Domgne'r or Thus, system Engineer Re any brok hg ASP uapdaiaad Ware are as defined m TPP t —I!sv CopYhihl0 X14 ProSuW,Dr b Srngrne.era g, d LC (Dr d R.p,aUudfx>¢r of fists camment. in any Term, to pmttitritu*rd wm'ztroea wrl3tan pant mdosl €aor¢t Prca6crcMd CrJ. Yl.YtAtEMAV u c I 4 _1_ g, , 1 1_ 4� 1 mp 2-0,0 7-10-4 7-6-12 610 8- -1 5-8-2 5-2 6-0 T210 Sea = 5X6 = 2,4 2X4 11 3x6 3x10 == 3x4 300 • • OADING (Psf) SPACING- (10c) We# L/d PLATES GRIP TCLL 30,0 Plate Grip DOL IAS TCDL 100 L11 umber DOL 1.15 BCLL 0,0 Rep Stress kror Yes BCDL 10ro Code IBC2012fTPi2007 LUMBER - TOP CHORD 2x4 SPF No,2 *Except* 4-5:24 SPF 210OF T8E BOT CHORD 2x4SPFNo.2 WEBS 2x4 SPF No.2 3x4 = Us -.- CSL DEFT, in (10c) We# L/d PLATES GRIP TC 010 Vert(L ) -0,2211-13 >999 240 MT20 1971144 BC 5,�7 Vert(TL) 44211-13 >996 180 � VB 0.59 Horz(TL) 0,08 9 We n/a (Matrix -M) Wiught: 206 lb FT - 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 no purfins, except end verticals, and 2-0-0 oc puffins (6.0-0 max.): 4-5, BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing, Except: 6-04 oc bracinly 17-18, WEBS I Raw at midpt 3-17,4-14,6-13 REACTIONS. (lb/sme) 17=1995/0-5-8 (min, 0-3-14),9=1433/0-5-8 (min.0-2-14) Max Harz 17=,-283(LC 8) Max Uplift 17-41 9(LC 10), 9=-207(LC 10) Max Graft 17=2478(LC 20), 9=1853(LC 21) FORCES, (to) - Max, Comp,/Max. Ten. - All forces 250 (itu or less except when shown, TOPCHORD 2-3-140/772,3-4=-14471273, 4-5--13761319,5-6--1737/329,6-7--22821333, 7-8-24611313, 8-9=-26781302 BOTCHORD 16-17--23/640, 16-22--23/638, 15-22--23/638, 14-1 5=-23/638, 14-23=0/1 101, 13-23=011101, 12-13=-9/1675,12-24=.9`/`1675,24-25-9``/1675,11-25--911675, 9-11=-136/2105 WEBS 3-17=-2450/323, 3-14=01752,4-14=-333180,4-13=-69/570, 5-13=-391463, 6-13=-818/225, 6-11 a-46/619, 8-11 =4121181, 2-17--648/321 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10', Vuft=I 10mph (3 -second gu40ft; eave=5ft; Cat, IL Exp C', partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposecL Lumber DOL=1.60 plate grip DOL=1,60 3) TCLL� ASCE 7-10; Pr=30.0 psf (roof five load: Lumber DOL=1,15 Plate DOL=1,15): P9=30,0 bid (ground snow); Pf=20,8 pia (flat roof snow: Lumber DOL=1,15 Plate DOL=1,15): Category 11; Exp C; Fully Exp,� Ct=1,1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12.0 Pat or 2,00 times flat roof load of 20 8 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water pending. 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 1 OO last bottom chord five load nonconcurrent with any other live loads, 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10�Opsf. 9-207, 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSl/rPI I 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 12) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, WARNING, AcknowfecsifesentotProEseet Suvelam ler ow for 11-14) he We Use UIAM otheanse arallod on the TOO, Only KTO connecto, ryafo% shall be hand for In* Too to be yore the seal An wn TDD orprseis ,, aecepeanor, of erploaare respenstdAy for the deago off" server Three detected on the TERIonry, uodey Tel I surrablety, ams usy, of Ows I rose for any Ovedesl m the efspronatyrn, of hot Gwen, the ofaree's aumonzed apIn a, the aura N car, 7roa, m the cookf.t of the iRC, the Inc. the fecal bwrtnno lyle and I Fe I The aleno,ult or the TOP and any fend use M the f4ma mdudog hadrer Nonage, mslagatern old tgaalag, shdA be he IftronneNUTY 0 the 0044.V Cheryiel arof Coal radar or notes sed om IP rho. 100 ohd the pato boes and greJehnes Of 80daet CorOxneot Safety Wonnabon (BCSh, pube,hod th, TPI and SOCA arve4ersoced an rioneral quidance, TPI I defines the rssposaatknTrYias and dtfbos, of the Truss Desyiw Three Design E""Vanen am Tfuld, Manufacturer, un%ras othenelse drifted k)y a Oceanus agreed uper, n einluat by VR payVes invorved The Trues Desegn Emlowe, of NOT the B,Ndmg Desaine, W Twes System Enchow for any boOlrylf AN oaptalead rem one as darned sot TPI I E?V. MINEMMuc Copylght 0 2094 F1hW,oO,0Q EngOwneg LLC, {DJ) Roprodthbw5 Of this docOment, Vn any rouse. m PONNeedowuhA TMen perneyeny, Then PmEeNd-Drj l -24 -Q -i . . ........_a."_.._----- ..... .... ....... 2-0-0 7-104 7-0-12 6,10.1 5-8,2 5.8-2 6-0 -2-0 5X8 =. 5,6 = . — F'; I I to he 13 3x10MT20HS 11 06 3A = WO = 3X4 3X10 3A LOADING (psf) SPACING- 2-0-0 CSL DEFL, in hoc) 1/deft Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1,15 TC 0S3 Vert(LL) -0.26 11-13 >999 240 ggg MT20 197/144 TCDL 10.0 Lumber DOL IAS BC 0,66 Vert(TL) -0.5011-13 >947 180 9 MT20HS 148/108 BCLL 0,0 - Rep Stress Incr Yes WB 0.43 Horz(TL) O 12 9 We We BCDL 10 0 Code IBC2012TP12007 (Matrix M) Weight 202 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF N0.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 4-5w 2x6 SPF 2100F 1,8E 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No,2 6-0-0 oc bracing: 16-17. VVEBS I Row at midpt 3-14,4-13,6-13 REACTIONS. (lb/size) 17=174210-5-8 (min. 0-3-6),9=1687/0-" (min, 0-3-4) Max Horz 17-283(LC 8) Max Uplift 17=-84(LC 10), 9=-57(LC 10) Max Grav 17-2145(LC 2), 9=2072(LC 2) FORCES. (to) - Max. Comp./Max, Ten. - All forces 250 (le) or less except when shown. TOP CHORD 2-3=-2442/85, 3-4=-2100/158, 4-5=-16651167,5-6=-21261166,6-7=-2683/121, 7-8=-2795/101, 8-9=-3057/87,2-17=-20711125 BOTCHORD 16 -17= -198/361,16-21=012039,15-21=012039,14-15=012039,14-22=011687, 13 -22=0/1687,12 -13=0/2056,12-23=012056,23-24=0/2056,11-24-0/2056,9-11=012438 WEBS 3-14=-4651101, 4-14=0/566, 4-13-1611339, 5-13=-7/721, 6-13=-733/118, 6-11=01"566, 8-1 1=-3701114, 2-16=0/1 766 NOTES - 1) Unbalanced roof live loads have been considered for this design, Exp tL M\WRS bttrecfioryah� cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL- 1 60 w Ix WARNING - PIme tholonghty review the"Cuatornee% ACkmee".1mat It P118,1W StIndIld I Inhe to, Manuft'a"ed produccK, tont, Ven del - pauinmets am. .1 for nyS7DDthWyW4, As a Ta the SCW.. aay TOO Mplese-nis w aocer*ar 0(tte, rf0fftSknW WVV,eefinq re%POMOMY ft, 0* design of the viVe Ta" deptrtedw The MD my, unaw TPI I su,lab,idy and us, o al this T" fo, any Eamtd�v M ow iftPoneway of The oee�e" the ovyhv's authonzed age'd W the ewvav oaq%ta' 0 ft =Wv 0 ft HRC� the apptovW o Nhe TOO aftel any tmM me Qf the Taus, heludme hancOlng, Owage esWabon alIJ Wamtr shag kv the respesdeddy o the ftftv Desi/ aW ctan,a practmh � 9 ellr of BuAdwyt CmPment safely infix"wtuon MCst1 oMk$he4 by TPI and SSCA twga Herat gwda� IR I defines the '2M Gee 1n e ve4 The T-1 Desep ENmee, s N th, for any b.WeV N1 caoftahzed WMS ale as definedq TiN I Copynght 0 2014 PfoRu*1,W Engmeenng, Ltc' tD'JRewoducbon of mads dowmA' ;" 8.y fimn, as rAohWed Mhwt w Atm mfmnew ftom No8Wd-DJ = and TPI I The TOO aW the of the Truss De%Qm, Truss , v Tw% Sy%tm EV.", 31 protootd, cohdado springs,co 7,600 a Cau 3 2n14 MiTea toduaterf. Inc. Wed Sep 02 09oV05 2015 Page I 1U IdeYlipMJQ?5DRx3E'�gyklk5-AiGiGIGtx,-PNslBknbp8w-70F95590klqp)6eNhiiS . ..... . ........ .14F4#,.__ ..___2 SSi __._y _,_,__, .. SY _,- ----p_, -_,_,__ ............ . .. 1.0,P 2-,0-0 540 510-8 5-0-8 640.1 5-8-2 542 6.0-11 t_To Scats - 1,80,3 I 8X8 = toxic = - as 20 ou 1941 '44 - 17 a. alw" 4r 1640 11 14 '_ 43 4z 13 IN20MT20HS 11 20 10XIO = 8X8 M14 -7 1204 7-' 10X10 32x14 -' 3XI0 LOADING (psf) SPACING. 2-0-0 TCLL 30,0 Plate Grip DOL 1,15 TCDL 10,0 Lumber DOL 1,15 BOLL 0.0 Rep Stress mor NO BCDL 10,0 Code IBC2012fTP12007 LUMBER. TOP CHORD 2x6 SPF 2100F 1.8E *Except* 7-8: 2x8 DF 195OF 1.7E BOT CHORD 1,5X1I.$7SMicrolIamLVL20ETG WEBS 2x4 SPF Ncr2 WEDGE Right: 2x6 SP No.2 SLIDER Left 2x6 SPF 2100F 1.8E 2-6-0 T20HS " I CSL DIEFL. in (too) Vdefi Ud PLATES GRIP TC 0.84 Vert(LL) -0,2516.17 >999 240 MT20 1181123 BC 0A0 Vert(TL) -0A9 16-17 >967 180 MT20HS 81/102 WB O 94 Horz(TL) 0 1 12 me n/a (Matrix M) Weight: 1506 ib FT - 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purfins (6-0-0 max,): 7-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (Ib/size) 2=18474/0-5-8 (min, 0-5-1),12=1718610-5-8 (min, 0-4-11) Max Horz 2=249(LC 9) Max UpIrft2=-888(LC 10), 12--813(LC 10) Max Grav 2=22698(LC 2),12-21140(1-C 2) WNWN • FORCES. (to) -Max, CornisdMax. Ten, -All forces 250 (lb) or less except when shown, TOPCHORD 2 -3 -12760/494,3 -4=-2550311050,4-5--2622311163,5-6=-26140/1186,6-7-23355/1018, 7 -8=-204251821,8-9=-24799/956,9-10=-30247/1063,10-11-3033311035, 11-12=-3704211369 BOTCHORD 2-27=-747/20324, 27-28=-747120324, 20-28--747/20324, 20-29---747120324, 29-30=-747/20324,19-30=-747/20324,19-31--82lt2l984,18-31-821121964, 18-32=-821121984, 32-33-821 t21984, 17-33--821121984, 17-34--576119175, 34-35=-576119175,35-36--576/19175, 36-37=-576/19175,16-37-576/19175, 16-38=-724125167,38-39=-724/26167, l�-39--724125167,15-40-724/25167, 1440= -724/25167,14 -41 -1072/30781,41 -42 -,1072130781,42 -43= -1072/30781 13 -43=-1072/30781,13-44--1072130781,12-44=-1072/3078I WEBS 4-20=-5861141,4-19=-14912263,6-19-39315096,6-17=-50871451, 7-17-555/10612, 7-16=012562,8-16=-436/13083, 9-16---76771314,9-14=-23118829,11-14-66781414, 11-13=-32316933 NOTES - 1) n1a, 2) 4 -ply truss to be connected together with 10d (0, 13 1'*x3") nails as follows: Top chords connected as foltoggered at 0-4-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc, Bottom chords connected as follcws� 1,5x 11,9 - 5 rows staggered at 0-4-0 oc. Webs connected as follows� 2x4 - I row at 0-9-0 do, Attach BC ev/ 1/7'diam, bolts (ASTM A-307) in the center of the member voinvashers at 4-0-0 oc connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design, 5) Wind: ASCE 7-10, Vult-1 10mph (3 -second gust) Vasd=$7mph; TCDL=6.Opsf; BCDL=60psf; h=15ft� B=45ft; L=40ft; eave-Sft; Cat, 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposecL Lumber DOL=1.60 plate COMAPP&ff�*e 2 oducto'lOrro Venft dater essaynoterse arO ntad notes so this TIU% DeS19A [threare tTDD) 1104) boom use tonsiss othersaw, stated an 00tobfi,afid itat seal on any TM represents ar aosepwhdt of the rAwesteonaf eroneenng'"Poftenky of, the desg'a of the single Infas Wooled on the 700 oNy, under TPI I swearyyy and use offtes Tnw hitany B.Achngmthe responabd -ne athanzed aganit a, Me 8." Oft ynin, n, the 00004 of the ORC, the MC. the focat butiding chat and Tin I Tice na 3�3 of The 0asse, OV, C� app oat of ito? TDO abd ally sell.. of the Truss, toC Wnyr he Mit' SrtatefeL staisatno -1 bfiia ng, has be 1homsponiabohly a the Buda1mg Dosonto and Coamaw. AN mtes set out in the TOO and the 999 praothea and quxtaims of Buthlyiet Conoponent Safety Mlioniahm (EiCio) pubtshect by Tfae and Slef Aare reteweed to, gene,al tPadance Vo I deftren, the restionsdaRtwis, and WT.,, of the I alas 0&%ure,, Trude Dysoin Engineer and T,ustf Manufaconie, rsneesa atheoetse defined by a Congrad aqrsed ufm n, w*yor dy ail pones ineoved The Truss Design Erg,", h, NOT the WON Desone, or This, Syasm Engme, to, any tenkhog Ali capeaved terms ale as defined . TPI I EWINMRINGuc Cootintr3l 0"24014 Poleetd-ttni Egaem,,ing, LLC, (Cfn ropnodobon of atv ditowiviV, m any Farm is pro Axted womt same pennissaxi ftom RoBvad'Laj NOTES Category 11; Exp C; Fully Efiff.; Ct=l, 1, Lu=50-0-0 designed7) This truss has been t greater of min roof pending,8) Provide adequate drainage to prevent water S) All plates are MT20 plates checked10) Plates for a plus or minus 5 degree rotation about its center, members,11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 12) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other blocking13) Solid designed14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinfis) except 0=1b) 2=888, 12=813, 15) This truss is e ..Code section 2306.1 and .. e ! standard 16) ♦ pitchbreaksMember model 17) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord, 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loarts) 2t6l lb down and 49 lb up at 1-1-4, 2161 lb down and 49 to up at 3-1-4, 2161 lb down and 49 to up at 5-1-4, 2161 Hi down and 49 lb up at 7-1-4,1854 Itt down and 220 to up at 9-1-4,1854 lb down and 220 lb, up at 54 lb down and 220 lb up at 13-1-4, 2161 Ity down and 49 Hy up at 15-1-4, 2161 to down * * *� t * A. down and t down and . * down .nd 49 In up at 29-1.4, 2161 lb down and 51 lb up at responsibility31-1-4, and 2161 to down and 50 lb up at 33-1-4, and 3914 lb down and 389 to up at 35-G-7 on bottom chord. The design/sefection of such connection device(s) is the LOAD CASE(S) Standard 1) Dead + Snow (balanced). Lumber Increase=115, Mate Increase= 1.15 Uniform toads (pit) Vert: 1-7=-62, 7-8=-62, 8-12=-62, 12-21=-20 Concentrated Loads (lb) Vert:20=-1760(8)17=-1760(B)27=-1760(8)26=-1764(B)29--1764(B)30=-1510(B)31=-1510(B)33=_1510(6)34=-1760(B) 35=_1760(B)37=«1760(B)38=-1760(6) 39= -1760(B)40= -1760(B)41= -1760(B)42= -1764(B)#3= -1764(B)44= -3155(B) WARNING - o%Pro€3uafd 4tavutaeU Tcsrms her sfanuiasiesrea9 Rrodunts" #orm. Vert!y deag7ra pararnwlers and read nmtea en this Traria Clemadn Dra'A ng fTDOp and the Chd Reference t h"I free t i.t+ty taeKare use.Urkess+athenwss statcJ qn the T CCa, aniy 4fi Tek connect" {sates shati ae used for tats TDO Sc be vaffai As a ikr,ss Deegfn %krgvaeer Fre . 5ix`raaEt{ Errgsn:er}.. then seal an ,any TDO mwesohfw an acceptaeoe of the r ofaascuraf ergnewov aea}awvskrebty tax the desegn of the wh ye Truss de ms hyu on the. TDO orgy, undor TPI 8 The design aseunone na, exel rad conhims,. $ suAye ady aW out of Stas Truss tura twhy Suakt N 3c the rsspmras"ay of the 0wrrer, the Oeywr`s authanzod agent of the Bu filet Ded�gemit, at the cantext of the IRC. the IRC, h focal ttea Wait cadea and M 9 The t afsarovaf of the ot3Y.1 woo any iktkf eye of the Truss, inolemivag handstfxg ma stomse, kostathafen xi Natehr shad be the respont ttoo c! the Pueroft Desetnes and Cementer AP! Wth, set ,ass to Shoe TDD and the PM,tces and garde iltwa at Bulkent7 Cothe onent Safety tofornothon {BM) pubttshh d by TPt $Std WA h vv e ence nave Keri. ih i+anc n TM I gree thie leg the riuAia 3 0 dull of the Tn of D ora rgpToth, Desb. Engaver and T ms htanefawturer, unkfeS othexenee defined by a Ck1dract seed woo o vaetar Bear W amp tbSCAh; AM eaptaf ewd ions we as detmed to Tel @, rrc v� Nb%�f't, w GCipyngft$0 i?tA.�t'CR3Uaat-rtfuz ¢:P$$jdnd`af'iPg, LLC, #j}C.}t R@fP$'i%iilCRkdn t5$ owd:?C�uSYM1ent, ifs any hem, to (k'Ckaftxt@.d SVdt{Gut uJnTteti paFRYXa"a'n3i5 t(J19i} §%!'it:.t4,idid-Cf,t, ________._.m.._.��. z.____._.....___.......m....__.� 2-0-0 0.10.15 EM LOADING (pst) SPACING- 2.0-0 CSI. DEFL. in ...... ......................._,.,......_.....,._._.__..._.__ (too) Wait Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0,00 5 >999 240 MT20 1971944 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.00 5 >999 980 BOLL 0,0 Rep Stress incr Yes W8 0.02 Horz(TL) 000 3 n1a No BCDL 10.0 Cede WC2012ITP12007 --- - (Matrix M) ___,....,,- ._n ,___ __------ Ytreight 9 Ib FT = 0% _ __ - ---------- LUMBER. LUMBER. BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-95 ec purlins, BOT CHORD 2x4 SPF No.2 except end verticals. VVEBS 2x4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. fib/size) 4-8/Mechanical, 535410 ;5-8 (min. 0-1-8), 3--169tMechanical Max Herz 5=60(LC 9) Max Uplift s=-79(LC 10), 3=-313(L 14) Max Grav4=15LC 5). 5-557(LC 14), 3=18(LC 11) FORCES. (ib) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHOR k 2-5=-5491229 NOTES - 1) * ,; * , i Rright grip DOL=l A0 LumberPlate DCIL=1.15)� Category 11; ; non-concurrent3) This truss has been designed for greater of min roof live toad of 12.0 psf or 2.00 times flat roof toad of 20.8 psf on overhangs ; R degree4) Plates checked for a plus or mmus 5 Y R 5) This truss has been designed for a 10,0 list bottorn chord five load nonconcurrent with any other five toads, fit between the bottom chord and any other members, 7) Refer to girdens) for R 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinds) 5 except (A=ib) 9) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSIfTPI 1, 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in. VJARNINO � tease thofowho fee 4avethe "C.a.'atumex'aJntetas rr pa o! Pxoti3u4kf Starwyard Te nor Bir Mo tcurcose0erl Prt ruxts` Carni Verrry ditgn parameters asx9 read mortes ave this Prue:. Desch Downss (TOCK and the DrJ Refit€macre Sheet (rev 1144) ireture use tathenayse sated on the Ttafa, cev1Y tia7eis t;�emmrdcz pSat akaft ba sxsad !ot zhrs'ra'xa #a de v cel. Ass 7ruas i3ursrgaex F ng neer {t c.. 5gsec,attY Ongtnaerf, the tuoW n an re aaa an acceptance # S c 1 a d iL'IL'T � t kr ace ai ire: m ez sra+ta e zttrexN se KHW51tk Ecu the ` n ar me sa ie Truss n TPI 9 a M, Mv' Ota f'a t dk ss de Yee , the TDO under P The eta arse ¢{orne ea nd rout T jai � tY' � na%r txs, e"*ti S eG4Sdtliak at ' ifQi t E M# arvi else a hra ss a an Btiskt �s the aes sti at the Camrer me C?xrcaer's aaxttw>xaxwd � nt cu he akSx a n n t a '. P T g faun ehf r t Csp Cazd r e S ales g for Mt trt the iPf Ira afar. the (tree %et to tg ,the Too t P t She aF�<wa. of the i;M3 aaMl any Pu^G3 erst: c! Che T sous: iraaugaag ttrarnatiat storage, itvciaeaaa+t and b: ats+wT staati €e+ the aa?spara',w#-vkt¢ ai tnm Su�dclrcap LFas�vrer and T'hacehackr¢. Al sxztes stet ae3X rn the FCYCi ;wtd She pxacttces end gustawe e%of Suakisng CcuaxixartienY S2tety d:tfc,:rnxabwr {t sof pukrthewd by Tat and SOCA are reterenr,.ed for gemuh guadance Tot 3 deforoe, the eear ths, teatho, and dunes of ChIT 111=1rar "I £hsiyp Err er arta mass Man ad urYc^sat ath¢<rwnte tleemnd by a Cr000tct ueed upon . corti ug key as partrom wereoved The Trans {tea Ehgne is NOT the Eusdxrg DeoVner or 11,T-1. I -tan Engmedr for any tatatd ng ore capitthe-ed terms are as dmdmed pn TPt i. W"Gp}`rittdkt a 2tTi4 P!'Sh�`LM#1-('a4 [tt 3tleetffM , V.f..t.', pr�i 1j P.epsixtustunt of the document, on any term s, lrohmaed omw Wenn r ,,rFioeur r hexsa pPk4surod-DO 2-0-0 3-0-0 2X4 1i 3 5 2a4 11 U4 :--' LOADING (pso SPACING- 2-0-0 1 CSL DEFL, in (too) Udell L/d TOLL 30,0 Plate Grip DOL 1,15 TC 0.35 Vert(LL) 400 4-5 >999 240 TCDL 10,0 Lumber DOL 115 BC 0.05 VerpTQ -0.01 4-5 >999 180 SCLL 0.0 Rep Stress incr Yes WE 0,02 Horz(TL) -0,00 4 n/a n/a BCDL 90.0 Code ISC2012/TP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD SOT CHORD 2ar4 SPF No,2 WEBS 2x4 SPF lylo,2 BOT CHORD REACTIONS, (lb/size) 5=295/0-5-8 (min. 0-1-8),4=58i'Merhanical Max Herz 5=122(LC 7) Max Uplift S=-59(LC 10), 4=-60(LC 7) Max Grav 5-375(LC 2),4-99(LC 20) FORCES, fib) - Max, Comp -/Max, Ten. - All forces 250 (1b) or less except when shown. TOP CHORD 2-5�348/75 PLATES GRIP MT20 197/144 Weight: 19 lb FT - 0% Structural wood sheathing directly applied or 3-0-0 oc purfins, exci end verticals, Rigid ceiling directly applied or 10-0-0 oc braring. NOTES - Exp C� enclosed: MWFRS (direcfional)� cantilever left and right exposed; end vertical left and right exposeyL Lumber DOL=1,60 plate grip DOL=1.(>O 2tj TCLL ASCE 7-10, Pr=30,0,ULroof live load� Lumber DOL=1.15 Plate D snow� Lumber DOL=1.15 Plate DOL -1,15); Category 11; Exp C; Fully Exp,; Ct=lA 3) This truss has been designed for greater of min roof live It of 12,0 psf or 2.00 times flat roof toad of 20.8 Pat on overhangs non -concurrent with other live loads. 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. fit between the bottom chord and any other members, 7) Refer to lfirder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4, 9) This truss is designed in accordance with the 2012 international Building Code section 2306.1 and referenced standard ANSI/TPI 1, 10) 'Semi-rigid pichbreales with fixed heels' Member end fixity model was used in the analysis and design of this truss, WARNING - Pleaset thavDiatthy Ofewav be, "Custonool Acknosaidgetherd Of PMBWW Stawona Tiorays rn ManUfactihod Produch," Ran, Veft d", thanyhodeni and rW notes oil ttis Truss Demon rwayetrat (TDD) slid the DiJ Rohnew.1, shoat ire, I I-141 befese use UWyy "net W. stated can the roD, nine Sh Yak woneottft feftes ahent he ined rot one DO to be saiNd As a Tfuss Desion E nyt�,f (10 , Spenbey Engeonat' M I e seat in, any TEXT repOneents an -infyita.m of the yooressuraO vnirpoinfaing onsioneeakfy ha hat dfaittri of the "fe Two% deockid - In. TOO otsy. teider Tin I The ditmote aimmiatoes, kyadmg oo"Itaino sudaNdy aiW u-" at this Ttwm Rx any Suadeo is the m Wontafty of the Catiffer, the (saaw'g antibitmed agent of the enektaer Dosigeet, en the colic W Ve, HyC, the W, the knorl bootleg cod. anti TFo I The appio,nO of too TDD and any fiber uiwof too Ttioa, IzacSi d"Vivandfire, shes" inslonaw, anij oaciret, sha# be fine responasOMy of the truiaoof Desirgub and Coot aeric to notim, set W n, the TDO and the and giodehAte, at Bodying Cohne.ent Safety iBCS4 f pAi4shed by TF1 andSSCA are mWensed tot pentad quebetm TP; I aeAms tbe,"pombd4fes avd dA" of the Trus 0,%VTress�tv, T ,yrntoef and TabacsManufadwin, kratos Mwyasa defined by a Cotarail agived upon in wnbog by off samlies —ahred The Tru % Dton FoittM ater N(TT iye fy;did;oq Dfsigmf o, Toney Symann Eng oonn On any bikkno int capdahzed tenas, are as defeled in Ten I COrtylight 0 2014 P10SU14 DIJ ErVileeininft, UC, (01J) Reploduchon of this docuntent, m any fonn, IS Prohibited eolhout aolyfin pelolosion, t— ProSudd-00 nn��� 2-9-15 4. 1,7 2x4 d LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 9,8E TOP CHORD BOT CHORD 2x4 SPF No.2 WESS 2x4 SPF No,2 BOT CHORD REACTIONS. (lb/size) 5=,37110-7-6 (min, 0-1-8),4=15311filechatucalt Max Harz. 5= I 24(LC 9) Max Upfift588(LC 12),4�47(LC 9) Max Grav 5=482(LC 16),4=201(LC 24) FORCES, (lb)-Comp./Max. Ten, - All forces 250 (lb) or less except when sho 0wn, TOP CHORD 2-5=-455115 PLATES h5 GRIP MT20 1971144 WeigK 28 to FT = 0% end verticats. Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES - 1) Wind", ASCE 7-10; Vult-1 lOmph (3 -second gust) Vasd=87mph� TCDL-6.Opsf; BCDL=S,0psf� h=15ft; 8=45fL L=24ft; eave=4ft; Cat, 11; Exp C; enclosed: MWFRS (directional); cantilever left and right exposed , end vertical left and right exposed; Lumber DOL= t,60 plate grip DOL -1.60 2) TCLL: ASCE 7-10; Pr=30,0 psf (roof live toad: Lumber DOL=1,15 Plate DOL=1.15); P9=30,0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL= 1. 15 Plate DOL= 1, 1 5)� Category if; Exp C; Fully Exp,; Ct= 1. 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 fist or 2,00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection gry others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 4, 10) This truss is designed in accordance with the 2012 International Building Code section 2306,1 and referenced standard ANSITTPI 1, 11) 'Semi-rigid pitchbfeaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8) - LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber lnerease=1,15, Plate Increase=115 Uniform Loads (pit) Vert: 1.2=-62 Trapezoidal Loads (pit) Vert: 2=-5(F=28, 8=28) -to -3=-131(F=-35, B= -35),5=0(F=10, B=10)-tc,-4=-42(F=-I I, B= -I I) WARNING � Nyasa thmoughty sevum ft "CewW*fs,AfknowWetqhneM of F40801d Slandaht Tehns for mams(aduled plodwwl form ver, esgn Y metals aret read notes on Oes Twos Deeab, thaearg (TOO) ,led The Da.! Refortfmoo Sheat tree. otherwise limed 1,h Wore use Unlesy otherwise on the TOO, myl Web conneinar pates $halt be M'd to, theU0 to be As a Teras Desfq. E.9.ftf h e , SpeclaRy Enymeeh, the seat on boy TDO I.pesebts an e4.aaThaof of the recammumat eIepbfefifxT T"PoyearImy for the, dy%oft 01 the 5"fe TIM defected W ft FDO only, texter Fla I Ctao wrm oda sunabdlty am use of iZ Tte"'10, ahy skowng M the respembdey f Me Camne'r fee CW'ef'S alltheet?*d ageek M the SkekJ1119 Dftjnes� 0 the WAeXt of the RC. the 18C the 101al bwflmg IIde ard' Tlh I The apprevat of the I DD &,e$ any SOL Id u� of fob Tftm, Inddee; halyflIng falmaq, emalgabon, anti bneerg, shaR be the fespoveofeky a the BuRdee De%hphn and Contractor. NO rates set W In the TDD and the pact oes and gvelohms of suddev comp,a Safely Inafff'Atioe (BC511 putam,hod by TPI and SBCA we reehenoed To, gehenn quMance Tot 3 derives the r&MaFkinaeSe4liPK are &AWS Of the The Desvinwh, I'm Deso Eogme( and Truss Manotactuter, uefesS offienalse def -ed by a Coellacl agleed upon . vahng by ag pad", —fooed The These Des E,aphm % NOT the ShAds DeWher a, 7,uss S),w M, Engiftee, flat any rulkoat AR aalldaiwed teems secs a, earned . Tfo, I Colyaght 0 2014 ProRuAd 00 Erooeente, LLC, fENJ) RegoodWhIo of fts d0cenent, m any form, as lanoubAled Mhbuf exiften peonwhe from Proftwky DFj 4-1-7 LOADING (Psf) I SPACING- 2-0-0 CSI. DEFL, in floc) Well Ltd TCLL 30,0 ppF Plate Grip DOL 115 TC 0.26 Seed(LL) -0,01 4-5 >9" 240 TCDL 10,0Lumber DOL 1,15 BC 0.17 Ved(TQ -0,03 4-5 >999 180 BOLL. 0.0 Rap Stress Incr NO W8 0.02 Horz(TL) -0,00 4 n/a me BCDL 10,0 Code IBC2012ITP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 9,8E TOP CHORD BOT CHORD 2x4 SPF No.2 WESS 2x4 SPF No,2 BOT CHORD REACTIONS. (lb/size) 5=,37110-7-6 (min, 0-1-8),4=15311filechatucalt Max Harz. 5= I 24(LC 9) Max Upfift588(LC 12),4�47(LC 9) Max Grav 5=482(LC 16),4=201(LC 24) FORCES, (lb)-Comp./Max. Ten, - All forces 250 (lb) or less except when sho 0wn, TOP CHORD 2-5=-455115 PLATES h5 GRIP MT20 1971144 WeigK 28 to FT = 0% end verticats. Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES - 1) Wind", ASCE 7-10; Vult-1 lOmph (3 -second gust) Vasd=87mph� TCDL-6.Opsf; BCDL=S,0psf� h=15ft; 8=45fL L=24ft; eave=4ft; Cat, 11; Exp C; enclosed: MWFRS (directional); cantilever left and right exposed , end vertical left and right exposed; Lumber DOL= t,60 plate grip DOL -1.60 2) TCLL: ASCE 7-10; Pr=30,0 psf (roof live toad: Lumber DOL=1,15 Plate DOL=1.15); P9=30,0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL= 1. 15 Plate DOL= 1, 1 5)� Category if; Exp C; Fully Exp,; Ct= 1. 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 fist or 2,00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection gry others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 4, 10) This truss is designed in accordance with the 2012 International Building Code section 2306,1 and referenced standard ANSITTPI 1, 11) 'Semi-rigid pitchbfeaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8) - LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber lnerease=1,15, Plate Increase=115 Uniform Loads (pit) Vert: 1.2=-62 Trapezoidal Loads (pit) Vert: 2=-5(F=28, 8=28) -to -3=-131(F=-35, B= -35),5=0(F=10, B=10)-tc,-4=-42(F=-I I, B= -I I) WARNING � Nyasa thmoughty sevum ft "CewW*fs,AfknowWetqhneM of F40801d Slandaht Tehns for mams(aduled plodwwl form ver, esgn Y metals aret read notes on Oes Twos Deeab, thaearg (TOO) ,led The Da.! Refortfmoo Sheat tree. otherwise limed 1,h Wore use Unlesy otherwise on the TOO, myl Web conneinar pates $halt be M'd to, theU0 to be As a Teras Desfq. E.9.ftf h e , SpeclaRy Enymeeh, the seat on boy TDO I.pesebts an e4.aaThaof of the recammumat eIepbfefifxT T"PoyearImy for the, dy%oft 01 the 5"fe TIM defected W ft FDO only, texter Fla I Ctao wrm oda sunabdlty am use of iZ Tte"'10, ahy skowng M the respembdey f Me Camne'r fee CW'ef'S alltheet?*d ageek M the SkekJ1119 Dftjnes� 0 the WAeXt of the RC. the 18C the 101al bwflmg IIde ard' Tlh I The apprevat of the I DD &,e$ any SOL Id u� of fob Tftm, Inddee; halyflIng falmaq, emalgabon, anti bneerg, shaR be the fespoveofeky a the BuRdee De%hphn and Contractor. NO rates set W In the TDD and the pact oes and gvelohms of suddev comp,a Safely Inafff'Atioe (BC511 putam,hod by TPI and SBCA we reehenoed To, gehenn quMance Tot 3 derives the r&MaFkinaeSe4liPK are &AWS Of the The Desvinwh, I'm Deso Eogme( and Truss Manotactuter, uefesS offienalse def -ed by a Coellacl agleed upon . vahng by ag pad", —fooed The These Des E,aphm % NOT the ShAds DeWher a, 7,uss S),w M, Engiftee, flat any rulkoat AR aalldaiwed teems secs a, earned . Tfo, I Colyaght 0 2014 ProRuAd 00 Erooeente, LLC, fENJ) RegoodWhIo of fts d0cenent, m any form, as lanoubAled Mhbuf exiften peonwhe from Proftwky DFj LUMBER- BRACING - TOP CHORD 2x4 SPF No2 TOP CHORD BOT CHORD 2x4 SPF No.2 BOT CHORD OTHERS 2x4 SPF No,2 REACTIONS. (lb/size) 2=,14815-4-3 (min, 0-1-8), 4=148/5-4-3 (min. 0-1-8), 6=19715-4-3 (min, 0-1-8) Max Herz 2=41(LC 9) Max Uphft2=-29(LC 10), 4=-29(LC 10) Max Grav 2=187(LC 2),4=187(LC 2),6--236(LC 2) PLATES GRIP MT20 197/144 Weight: 17 to FT = 0% NOTES - 1) Unbalanced roof live toads have been considered for this design, 2)VAnev A%_CE 7-10; Vult-1 limish (3-secoAf just) Vastr97inFh: TCDL-&�,isf� BCD67mCgFirf; ye-15ft, B=45ft; L=24ft; Exp C; enclosed� MWF RS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3P, TCLL: ASCE 7-10� Pr=30,0 Wroof live load: Lumber DOL=1,15 Plate DQL=1.159��psfrfvxound snow, snova� Lumber DOL=1.15 Plate DOL=1.16); Category it; Exp C; Fully Exp,,, Ct-1.1 4) This truss has been designed for greater of min roof live toad of 12,0 bell or 2,00 times flat roof load of 20,8 pat on overhangs non -concurrent with other live toads, 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) Gable requires continuous bottom chord beating. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads, it 11) "Semi-rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer, WARM72 ' , the "Curtatwe Ackholefedgemerq of ProBtsAd Shlrndan� TeMM tzar Mallfamd PlotexIs" Wmp en a fare rly lipalareetnd lead other tel th�% Truss De"n DrawDf ng fTO arld the DIJ Referame Sheet (rev, 11-14i Wale use Unfen othervaso stated on the TOO, Mir Wek connecao ones shaft be used art My TDD W be vand Asa T,M% fF yep EVlvaer t, 0, Speciatty Eegave), ft, Seat on any TE -10 fw�_,es W, atoxroWete lA Ple f"oflesimat for the desvP of the SWV41 t ru" depaled m the TOD oray, lextel TM I The Jetegn asvumpbons, teadlet; conddens witaterly wd w,, of ftlet T tree, Ry any Sulraergm the, responotbRy of the Cheroll, Ole Oyo,eld ladtxvized apat or the 8,okbeg D", her, ar the cont.et of ffiff Rl, the 18C, rhe rocar buftV oade and TP, I The approval of the Tba and any Wd ash of rhe T,ttss, nvhudee; hrodeng starage, instatelbon and keacrArt, shall be the respvalslbMy 0 tile Eruifdlep Desom, WA C ontraelor. A0 noles set 00 n the TOD and the Truss N"gn Elaimew ami Tram Manufacturer, wress tAherame deftned tly a Clvefd(ft afalred upoll e, efbnq or .0 Trafts omaved The Tease Design Encoeer at, NOT Ow Rufteg Corag,mr, or veor'. "ameef To rety tuMvV Att captatized teams are, as dented . TPP I copyllght 0 Zol 4 prostow,00 E ngrmeentxr UX, KejRepodumlem, of the, document, rt, any real, is plahlbRed Mholrt maten flemersm trem Plo8wWOrJ 00��� ---------- ----- ------- LOADING lost) SPACING- 2-0-0 CSL DEFL. in (too) I/defl Ltd TCLL 300 Plate Grip DOL 115 TO 0.10 Vert(LL) 0.00 5 n/r 120 TCDL 10 'o Lumber DOL 115 BC 0,04 Vert(TL) 0,01 5 n/r 120 BOLL Rep Stress Incr Yes WB 0.02 Horz(TL) 0,00 4 n1a his BCDL 10,0 Code IBC20121TP[2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No2 TOP CHORD BOT CHORD 2x4 SPF No.2 BOT CHORD OTHERS 2x4 SPF No,2 REACTIONS. (lb/size) 2=,14815-4-3 (min, 0-1-8), 4=148/5-4-3 (min. 0-1-8), 6=19715-4-3 (min, 0-1-8) Max Herz 2=41(LC 9) Max Uphft2=-29(LC 10), 4=-29(LC 10) Max Grav 2=187(LC 2),4=187(LC 2),6--236(LC 2) PLATES GRIP MT20 197/144 Weight: 17 to FT = 0% NOTES - 1) Unbalanced roof live toads have been considered for this design, 2)VAnev A%_CE 7-10; Vult-1 limish (3-secoAf just) Vastr97inFh: TCDL-&�,isf� BCD67mCgFirf; ye-15ft, B=45ft; L=24ft; Exp C; enclosed� MWF RS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3P, TCLL: ASCE 7-10� Pr=30,0 Wroof live load: Lumber DOL=1,15 Plate DQL=1.159��psfrfvxound snow, snova� Lumber DOL=1.15 Plate DOL=1.16); Category it; Exp C; Fully Exp,,, Ct-1.1 4) This truss has been designed for greater of min roof live toad of 12,0 bell or 2,00 times flat roof load of 20,8 pat on overhangs non -concurrent with other live toads, 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) Gable requires continuous bottom chord beating. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads, it 11) "Semi-rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer, WARM72 ' , the "Curtatwe Ackholefedgemerq of ProBtsAd Shlrndan� TeMM tzar Mallfamd PlotexIs" Wmp en a fare rly lipalareetnd lead other tel th�% Truss De"n DrawDf ng fTO arld the DIJ Referame Sheet (rev, 11-14i Wale use Unfen othervaso stated on the TOO, Mir Wek connecao ones shaft be used art My TDD W be vand Asa T,M% fF yep EVlvaer t, 0, Speciatty Eegave), ft, Seat on any TE -10 fw�_,es W, atoxroWete lA Ple f"oflesimat for the desvP of the SWV41 t ru" depaled m the TOD oray, lextel TM I The Jetegn asvumpbons, teadlet; conddens witaterly wd w,, of ftlet T tree, Ry any Sulraergm the, responotbRy of the Cheroll, Ole Oyo,eld ladtxvized apat or the 8,okbeg D", her, ar the cont.et of ffiff Rl, the 18C, rhe rocar buftV oade and TP, I The approval of the Tba and any Wd ash of rhe T,ttss, nvhudee; hrodeng starage, instatelbon and keacrArt, shall be the respvalslbMy 0 tile Eruifdlep Desom, WA C ontraelor. A0 noles set 00 n the TOD and the Truss N"gn Elaimew ami Tram Manufacturer, wress tAherame deftned tly a Clvefd(ft afalred upoll e, efbnq or .0 Trafts omaved The Tease Design Encoeer at, NOT Ow Rufteg Corag,mr, or veor'. "ameef To rety tuMvV Att captatized teams are, as dented . TPP I copyllght 0 Zol 4 prostow,00 E ngrmeentxr UX, KejRepodumlem, of the, document, rt, any real, is plahlbRed Mholrt maten flemersm trem Plo8wWOrJ 00��� LOADING (psti TCLL 30O TCDL 10.0 BCLL 0,0 SCDL 10,0 LUMBER - TOP CHORD 2x4 SPF Nb,2 SOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 315-0 3-5-0 10 9 8 2x4 2x4 If 2X4 11 2X4 11 2X4 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1,15 Rep Stress Incr Yes 2z��� CS1, DEFL* in (loc) Ydef) UdPLATES GRIP TC 0.02 Vert(LL) 0.00 6 n/r 120 MT20 197/144 8C 0,01 Vert(TL) 0.00 6 n/r 120 WS 0.02 Horz(TL) 0,00 6 n/a n1a (Matrix) --------- ------ Weight: 19 to FT = 0% ------ BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, SOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. (lb) - Max Herz 2=-41 (LC 8) Max Uplift All uplift 100 to or less at joint(s) 2. 6, 10, 8 MaxGrav All reactions 250 lborless atpunt(s) 2, 6, 9,10,8 FORCES. (lb) -Max. Comp,/Max, Ten, -All forces 250 (tb) or less except when shown, NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wtin& ASCE 7-10; Vuft=l lOmph (3 -second gust) Vasd=87mph� TCDL=6,Gpsf"BCDL--6.Opsf; ti=15ft� 8=45ft; L-24ft, eave=2ft� Cat, It Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lurrd��;r DOL=1,60 fit grip DOL=l 60 3) Truss designed for wind loads in the as of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPf 1. 4) TCLL: ASCE 7-10; Pr=30,0 psf (roof live load: Lumber DOL=1, 15 Plate DOL-I,l 5); Pg=30.0 psf (ground snow): Pf=20,8 psf (flat ro snow: Lumber DOL- 1, 15 Plate DOL=1 15); Category If,, Exp C', Fully Exp,; Ct=l,l 5) This truss has been designed for greater of min roof live toad of 12.0 Pat or 2,00 times flat roof load of 208 pat on overhangs non -concurrent with other live loads, 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) Gable requires continuous bottom chord beating, it n 6 it (ft 0 aC us Ia p I I rr at" y 8) Gable studs spaced at 1-4-0 oc 9) This truss has been designed for a 10,0 Pat bottorn chord live load nonconcurrent with any other live loads. fit between the bottom chord and any other members, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IGO to uplift at joinbs) 2,6,10,& 12) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSVTPI 1 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis •and design of this truss, 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consuft qualified building designer, WARMNG, PWast, thodrogt0yuhhee, the Acknoalratlemerlt Of PlaEkAW standard Tenns fat Mallfirchold PesdMW fall Venhdhsah parsehahnS and lead hotel, onths TrUtd, Deane Dusan.9 f`R)Dt and the DrJ Tuaterenert5hoet iIew 11,14} berareutie Untaft othereme stated on, the TEXT, onnt Mien mnallew platt, shatt by Mae 11, thaI TOO Ul be veto As a Tnsel, Desgn rapneet tie , speodatly Ertgonatef She, seat on any TDD mpreaents an anoopeaeld at the Plofftwona$ erepneyrusi leapombMs, to, the deloteh of the stniiW rnarr deputed on the TDO only, under MI I The den. aswoproa% koldoet Wolohan., susabAgy and use of this Truss ro any Braidno; m thempons,bety of the O—or, Ole Cearre's waronzed agent or the rksuwtv Desqfw n, the context of the IRC, the 18C, the shalt tal' kind rade add TPI I The apiewa) of the TDO and any red use of The TIOSS, wIddret teodft, stchrVeEas#adaPdatt ado 0aying- shah be her respoteabdo of the, truddsoi Destywe and Corthado, M house sot A m the TDO turd ON, practoer and, Satah, (SCS(SCSI)paldshed by 11h and SSCA arehheernotd hxj TPI I defam and does of the T'llas Desgftr Tf.sa Lissom Engmeer and TIlXty` iia.,nadthe',wtm ne otheyre. deftned by a Coremetagared upm m on uing ey all parties Ow Ved The TMS$D6a,9n Englotev al NOT the SuAdva; DesVmr ly Tloss Syseyo, btia ]4!Y Ta, any Nakang AR Captained terra, Am as defideal a, TR I Copylght 021014 PluARI-00 11C, (CoA at trice doeynneA s. out Idea, to ploh,bated handle serten Wnroloon las. PnAhdk1,DrJ EWINMINGUC ;pongs,co v �a- sa 30 ^`r 17 $6 16 7,600 s 00 3.2514 Wok Industries, art, Wed Sep 02 691}'1:099 2015 Page t lD:1 deYHpVA UQ75DRx3Ddtrjlgyk 1 k5-2TRE.56,1N7C54oL.eSVVORu44gHHbwXf5Q'ru{RhSnnyhijO 'l6.9.3 12.2.8 i5 14 13 3x4 == 12 1T 19 10 Scale .a 1,68 ,5 FORCES, • . . , or lessshown. TOPCHORDt WEBS 9 t t NOTES- 1) Unbalanced . y Exp C; enciosed� MWFRS t ght exposed; Lumber DOL -1.60 plate grip DOL=I 60 3) TCLL� ASCE 7-10; Pr --30.0 psf (roof live load: Lumber DOL -1, 15 Plate DOL=IA 5)� Pg -30,0 psf (ground snow); Pf=20,8 psf (flat roof Category plates4) All 5) Plates checked for a plus or minus 5 degree 6) Gable requires continuous bottom chord bearing, 7) This truss has treen designed for a 1* other 8) ' This truss has been designed for a live load of 20.0mrf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom # 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at jonds) I O 13,15,16, 17, 12, 9 d in accordance a Building Code section4 a standard. 11) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. rsy WARNING . Memo thoofe9toy of ProSwW Standatd'rerms be Manufachared Pmat cW form Veoty desgn partfarde s, and read notes on fhK Truoc Des h, Drao rrf j Too and far DrJ € .k enoe Sheat ¢rev. 15.141 offoxe use Unless othervow naked no the TDD, onty Wee conraed¢x plazas st Wt be used so this tDD to be yabst As a Trona Desagn Ergneer 0 e , Sin noaky ErnieeOfY tete %e n any 1' r en o. on ,ac f nce he W es in ` du r the a he to T x T r TPI t &t 4 rd Cir? this CM a ,. f roovbd O rfi3k3f Y' (t & of -o 0 ftCf ere but D' . tthe {rC da al unt 1 tS.'Mf} Kit. Y P fsO Sosrxb po" arras. r h2 +t0 Y t9+a rY4Y3 o�"f suttstr;lif. of thr5 T€i[an pbt 3n r! rs the t raA f nue � r ni r a c.a u t fl s h tonal , ."av a P€ t i' rand use Y Eau chop eshng h, N c t t, the anon an a actxred age d the s &S rzg Ry of ore ero tftra context hetae trti< the ho the kala see or g r the ami i he aFtscx+af of tete TCiit and any peetd use of the Ttus3. incitaitrv, harttft'urg. sciuCagm, tnsEafiafvar^ stat kxarxrog sfaaal to E{ta zeepesnsiExfty €rt the Bu#katrag lieaagner and Ca'NstracK+r. AA ma#t>g tat eRR m the i't1r1 arK# the pracarcas asaJ guE:atda5ava a.f k'§ttatrluy7 CamiPmvSenE Satety lrztcs<hv roan jBCSBI pubitshed by TR and SSC,A are rehrenoed for gesfrerai guel ance `&'P{ s deities totereatoxwilOkbea" eaxf out" of the Tw%a {Tesytner, Tnm 6e,dgs E aneer;am9 Trr. s Manuiacttrcer tmiese vkae rsa5+ra xf lay a Convect owned upxva ro _Arnp by ag parties nwo4ved. The Theo, Desefe Ergrurer, a NtT6 the Shales; Dowm e,, x Trus% 6ysifeb Erroear tot ahy tvsa&falp Alt ca p0ai ze€1 teams. are as dafa}od fr TPI @. CofyOelho 0 2,014 ROSS 6d -Ur,➢ E-.etgvneWI Vn tt<C.. (Don Fteproductaon of Into docernere rn any perm is iu'aahoxied" hout yedt" peoea naw own Proe'AW-t5rJ.. LOADING (psf) SPACING- 2-0.0 CSI, DEFL. in (too) Vdefr Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) rata not 999 MT20 1971144 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) rata nla 999 BCLL 0.0 Rep Stress tncr Yes WB 0.16 Horx(TL) 0,00 10 nit nla BCDL 100 Cade 1BC2012frP12007 (Matrix) Weight 121 to FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 SPF No,2 end verticals. BS 2x4 SPF No.2 BORT CHORD Rigid ceiling directly applied or 10.0-0 no bracing. OTHERS 2x4 SPF No.2 WE BS 1 Row at midpt 6-13, 5-15,7-12 REACTIONS. Ali bearings 28-11-11, (to) - Max Herz 1=250(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 10, 13, 1 , 16, 17„ 12, 11, 1 Max Grav All reactions 250 ib or less at joinf(s) 10, 1 except 13=493(LC 19), 15= 535(LC 19), 16=482(LC 19), 17-480(LC 19), 12-518(LC 20), 11=543(LC 20) FORCES, • . . , or lessshown. TOPCHORDt WEBS 9 t t NOTES- 1) Unbalanced . y Exp C; enciosed� MWFRS t ght exposed; Lumber DOL -1.60 plate grip DOL=I 60 3) TCLL� ASCE 7-10; Pr --30.0 psf (roof live load: Lumber DOL -1, 15 Plate DOL=IA 5)� Pg -30,0 psf (ground snow); Pf=20,8 psf (flat roof Category plates4) All 5) Plates checked for a plus or minus 5 degree 6) Gable requires continuous bottom chord bearing, 7) This truss has treen designed for a 1* other 8) ' This truss has been designed for a live load of 20.0mrf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom # 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at jonds) I O 13,15,16, 17, 12, 9 d in accordance a Building Code section4 a standard. 11) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. rsy WARNING . Memo thoofe9toy of ProSwW Standatd'rerms be Manufachared Pmat cW form Veoty desgn partfarde s, and read notes on fhK Truoc Des h, Drao rrf j Too and far DrJ € .k enoe Sheat ¢rev. 15.141 offoxe use Unless othervow naked no the TDD, onty Wee conraed¢x plazas st Wt be used so this tDD to be yabst As a Trona Desagn Ergneer 0 e , Sin noaky ErnieeOfY tete %e n any 1' r en o. on ,ac f nce he W es in ` du r the a he to T x T r TPI t &t 4 rd Cir? this CM a ,. f roovbd O rfi3k3f Y' (t & of -o 0 ftCf ere but D' . tthe {rC da al unt 1 tS.'Mf} Kit. Y P fsO Sosrxb po" arras. r h2 +t0 Y t9+a rY4Y3 o�"f suttstr;lif. of thr5 T€i[an pbt 3n r! rs the t raA f nue � r ni r a c.a u t fl s h tonal , ."av a P€ t i' rand use Y Eau chop eshng h, N c t t, the anon an a actxred age d the s &S rzg Ry of ore ero tftra context hetae trti< the ho the kala see or g r the ami i he aFtscx+af of tete TCiit and any peetd use of the Ttus3. incitaitrv, harttft'urg. sciuCagm, tnsEafiafvar^ stat kxarxrog sfaaal to E{ta zeepesnsiExfty €rt the Bu#katrag lieaagner and Ca'NstracK+r. AA ma#t>g tat eRR m the i't1r1 arK# the pracarcas asaJ guE:atda5ava a.f k'§ttatrluy7 CamiPmvSenE Satety lrztcs<hv roan jBCSBI pubitshed by TR and SSC,A are rehrenoed for gesfrerai guel ance `&'P{ s deities totereatoxwilOkbea" eaxf out" of the Tw%a {Tesytner, Tnm 6e,dgs E aneer;am9 Trr. s Manuiacttrcer tmiese vkae rsa5+ra xf lay a Convect owned upxva ro _Arnp by ag parties nwo4ved. The Theo, Desefe Ergrurer, a NtT6 the Shales; Dowm e,, x Trus% 6ysifeb Erroear tot ahy tvsa&falp Alt ca p0ai ze€1 teams. are as dafa}od fr TPI @. CofyOelho 0 2,014 ROSS 6d -Ur,➢ E-.etgvneWI Vn tt<C.. (Don Fteproductaon of Into docernere rn any perm is iu'aahoxied" hout yedt" peoea naw own Proe'AW-t5rJ.. 14-9.3 12-Z e .scale - 1..59.3 3x4 17 16 15 14 13 12 11 10 30 ...: r._...._.__ ..., _ LOADING (psf) � SPACING"_ ...2-0-0 ------------- ._,.,_...„__,...._..-_..__,.-_...,.. CSI, TOP CHORD TOLL 30.0 Plate Grip DOL 1.15 TC 0.16 BOT CHORD TCDL 10D Lumber DOL 1,15 BC 0” BCLL OD Rep Stress Iner Yes VVB 0 2$ BCDL 10,0 Code IBC2012ITPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No,2 BS 2x4 SPF No, OTHERS 2x4 SPF No.2 DEFL. in (too) Well Ud I s PLATES GRIP Vert(LL) nla me 999 MT20 197/144 Vert(TL) nda nia 999 Horz(TL) 000 10 nla me fight, 105 Ib FT - 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ce'il'ing directly applied or 10-0-0 oc bracing. BS 1 Raw at midpt 6-13 (to) m Max Herz 1=206(LC 9) Max Uplift All uplift 100 lb or less at)otrat(s) 10, 15„ 16, 17, 12, 11, 1 Max Grav All reactions 250 Ib or less at)otnt(s) 10, 1 except 13=464(1 C 19), 1-535(LC 19), 16-452(LC 19), 17-355(LC 23), 12-=527(LC 20), 11=479(LC 20) FORCES, w w: # (lb) or less except when shown. WEBS 6-13=-268f72, e B-11-343/110 1 NOTES - 1) 4 w w gust)1w Vit... Exp C; enclosed� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL=1 .60 plate grip i (roofw • wsf (ground snoyan; Category ♦ 4) All plate$ are 2x4 MT20 unless otherwise indicated. 5) Plates checked ♦ a plus of degree rotation designed6) Gable requires continuous bottom chord bearing. 7) This truss has been 0 # xlist bottom chord live toad nonconcurrent with any other Wi ♦..... �.,. ♦ w f �w w w t ii w^ w. ♦. lipam- PRqq • w w w w w y 10) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSIITPI 1, 11) 'Semi-rigid witchbreaks with fixed heels' Member end fixity modeld in the analysis and design of 9 w WARrUNG Pffaseihrmcaurhhp review the -Custa hv's AaRn e hernt art Pey8Wtd Staedwd Terms fro, Manufactured Peodo ts" toren Very design taaxameters and 1010 nose♦ on this Turfs D"Vo, [Drawing (I DtEt am the DrJ "fetOrooNos .�"a#fa&C (rev. 11�14) theare use,Unfoea Whevvese stated do the TDD only MaTok coon ottr pfatwa Shay be mW for lho, TDO to be v*,d As a Trrass Design Eoor", a a. Spovatty Eng-eer), the seat air« any TDD mpresents a. acceptance of Lisa prowess onad engrneeturg read osttnetoy for the deso. of the sanlg"e 1 cuss dCpmted on the MD only, limier 'CPI a The dason assure#rtsars 3natd`ng coaeaf bons, sudst aiely ,asst tie of thtx Ttusw for arty Eynkf rrg is Nie fespo^"+ blegy PI the 0aner, the f m hor's auttmnzed agent 01 ttra sodding Deslrn nr in the context of the ip,C. the rBC, are Cora& huahling ovule and Va f The atgerovai of ttwe Ti?D a" d any laam use at the Truro miechrg han6org, atonfoe, dusaa (ascan arnd braeuag.. shag be the, resparesAntky o the nurddeag Designer and C wkallof A@ rotes set out M the TDD aad the tnactrexes acrd gu. an n" tf 6uaPd+✓xd Ccanaponeta Satfen, Intormavon tS(Ott) pupgstra i by TPI and SeCA ;are mfwenced Car gemma gumiance TY'C t defaces the reawmxrrshxWttes aqui dutJss xnf the 7rcass 9ecgtnea Tteass newgn Frxg� as , ami Trues Wdao;,t"aed€taer We"ess otheteote dekoN by a Contrard agreed upon . mt rag byall mWes tmvtevet.. The Tned Desrgn Engineer 5 NO T the i'0a0ng Dewyfm or T,w. System Engo ees for any dtsANV AG clspUlized tends are as defined m 7 Pt i. TZY Co,.}fraghC 02014 Pr0t3n1W,Ck 3 kingia»senr>g LLC,@G'xJR ftepraXYUGifan of Eteis tlocummat, many foam is gKothened xntteaut vadiete famrmassion fres" proeudd-VrJ. N ---------- ------ ---------- 12-9,3 12.2,8 4X4 .` 3.4 13 14 12 11 10 U4 LOADING (pbSPACING- 2.0-0 1 CSL TOLL 30,0 Plate Grip DOL 1,15 TC 0,16 TCDLLumber DOL 1,15 BC 0,10 BCLL 0.00 - Rep Stress Incr Yes WB 0,16 BCDL 10,0 Code IBC2012frPI2007 (Matrix) 111 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 15 a 30 -'=- I I 92MMERM DEFL. in (loc) Wall Ud PLATES GRIP Vert(LL) We n1a 999 MT20 197/144 Vert(TL) old - me 9 49 Horz(TL) 000 7 We We Weight 89 in FT 0 = % ------------ I-. _] --------- -11--1-----1---1------- BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS I Row at midixt 4-10 REACTIONS, All hearings 24-11-12. (lb) - Max Horz 1= 160(L 8) Max Uplift Ail uplift 100 lb or less at joints) 12, 13, 9, 8 Max Grav All reactions 250 lb or less atjoint(s) 1, 7 except 10=423(LC 19),12=507(LC 19),13=472(LC 19), 9=509(LC 20), 8=467(LC 20) 111il. I i rAMUMURBrAkINMENW12 NOTES - 1) Unbalanced roof five loads have been considered for this design, 'L 4it —1w!�`444-4", Exp C� enclosed: MVVFRS (directional); cantilever left and right exposed; end vertical left and right exposed" Lumber DOL=1,60 plate grip DOL=1,60 snow: Lumber DOL -1,15 Plate DOL=1,15)� Category 11; Exp C: Fully Exp,� Ct=l,l 4) All plates are 2x4 MT20 unless otheravise indicated, 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) Gable requires continuous bottom chord beaCmg, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 309229301m= WARNITfoellse tholoogtoy Ponew ACknowledgewnt at too5a0d StWidael Tahoe for AAWIWadwed Produaft" Font%hyffy des9n para Meters and real rhoes on IM T Was Deson Dfayerrt {TLD} aadft0f.JRefyhfnCaSheet (1eV 1$44) bet" use UNitslah,wao stated on the TCSD, only Wok cowedet }dates W,W behead Ali this fw to bavwd the "at oh aoy TDD hnsesents an acceplatx* or the prof"onal eogneenret responsabildy fw the d"n of the shytht Towdepeaedohthe lCOD only, under TP11 The detap aswnVfions to"nq oyndfths, sWalmittyaod use of Das Truce for my S.Adg mm toe oyolale%N140 the 0onvo, tete�(onpes auftmed apre wthe 8,joe.,9 Desgw, . the wMe4 of ale RC, the SC, OW the iduo oade and TN I rhe zrmo,oh of the I DD we any rhfd use of the Truss, miudog hvxyfhfi storage, and ryaorot, shalt be the -spombity of the, Buod.V Do%yw and CwVaho AA mlf ft,, W out m Ow. I'DO ansa the PIWAXIft a 9 1116thoafi 3MI PUMOW4 by TPI amd SBCA ale, efoohoW to, gene -W itudance TPt I deftnes Uot,osporeoWles and Was at the Truss Desow T,u%s ex any wtWet Aid captalaed forms Ale do defined �n TPf 1 ,gt "a' U "Ill , t,% Z', ad pon m do Z%u cesorn E ey a Contract a9m oeftq by a# pirbetf.olhtea The Truss DoWn N01 the Blo" Dewgne, or T,ma System Elopnee, ENI�`IiSfEERiJVG t. t c. Cc",qffl 0 2014 Peewld.DJ EhWneemV, LLC, h),J) Reproducton of fts dmneoC to any form, to prohtleted wdhw wiften permefsion hom Pyostold'DO 0 10,9-3 10-9-3 1 Scale '-- 1:441 3X4 13 12 11 109 a U4 U4 =-. LOADING (psh SPACING- 2;0;0 CS1, TCLL 300 Plate Grip DOL, b TC 0,16 TCDL 10.0 Lumber DOL 1,15 BG 0.11 BCLL 0.0 Rep Stress Iner Yes WE 0.19 BCDL 10,0 Code IBC2012fTP12007 (matrix) I DEFL, in (too) Udell Ltd PLATES GRIP Verl(-L) We rigs, 999 MT20 197/144 Vert(TL) n/a n/a 999 Horz(TL) 0,00 7 n/a n/a I Weight: 72 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 do bracing. OTHERS 2x4 SPF No.2 REACTIONS. Alt bearings 21-5-11, (to) - Max Hone 1--134(LO 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 12, 13, 9, 8 Max Grav All reactions 250 Ib or less atjoint(s) 1, 7 except 10=423(LC 19),12=477(LC 19),13=346(LC 2), 9=477(L,C 20), 8=346(LC 2) A"j I i I - ! WIN NOTES - 1) Unbalanced roof live loads have been considered for this design, 2� Wind: ASCE 7-10: Vuft=l 10nnd�f3-serctgnd nusfi Vasd=87mvgh� TCQL=6,0p�sf,' BCDL--6.0%,5fh=15ft7 8-4511� L-24ft: eave=4ft,,-CAL Exp C; enclggsed� MWFRS (directional); cantilever left and night exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 snow: Lumber DOL=1,15 PlateDOL=1,15); Categorylt ExpC�FulfyExp.; Ct=11 4) Ali plates are 2x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live loads, oww"o 6.1, NO k1l �w ,&WARNING Pkemethoroughty m.w. the Aeknow"onaret of RoBuhdratendard Nornske form, V%n1rdAtengnparmeemaral rea"" dtT00) and the DfJ Refiamme Shoal hey 11-14f before .00 Unless otherrhare Shared on Maroc, wa, Aglex comm,da We% Man be used to, ch , , be natal..A% . T,.%% Dr,99, En0fac o e, Spectate, Eaglgwrery the send on any TDD repewntsan arempawfam of the mote"way eNineenreorsponhhedy mt the des at at the sant,' T,ussdete3ed on the TOD Q"Nr ahol "n' 1 The deogn mmurowns bacthai con'Aww sureetArty and use ofOrm Imes far any Budding k, the 'esprahatemy of the 0—' tha ow w's w0rozed agent w the Seeding tOarei'mr, arfthan context of the AhC me. 80 the lowl braklIng code and TF4 I The appeoeat of the TOD ardaar fieldmeotthe nems, axatrxiamg twndtptg, sImage, braramy shag be the Fespansib0N, of the fewConhad., A4ry�1ga,set o'A,n the TDD and the pyacueesa%gu'd "a' (SCS)pWorhed by Tfat and $BCA we TR I at the Trv%sDesyp*I, Twear '; letv n ad by a'Coretad repeed upon rn omQ by a# pealies waroreed T he Truss Design Enerefe, s NOT the Bruectrog Desqnw v Tnm System Erognew Dearly, E ng of = trust, Ma "fgad=0reft eft' =frftfin 21 he any ectelfret NJ capaWaye ur—s we as deftned . M I ,wort than FaoD(afJ,DJ Repeaductern of free dota�fo, any Ram,,s prombod ycheeh vnen peamh, EMINEMMuc 3 8-9-3 LUMBER- BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structure( wood sheathing directly applied or 6-0-0 tic pundits, BOT CHORD 2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 17-5-11. (lb) - Max Horz 1=108(LC 9) MaxUplift AEI uptift 900 Ib or fess at joints) 9, Max Grav All reactions 250 lb or less at joints) 1, 5 except 7u380(LC 19), 9501(1-C 3), 6-509 (LC 24) 1;1' 1 Jill "q nglitillitu", 1511111 11tit, NOTES- 1) Unbalanced roof live loads have been considered« Wind:« r Exp C; encloSed� MWFRS (directional); cantilever left and right exposed � end vertical left « rigberplate grip DOL=1,60 Category*,6 rITTf snow: Lumber DOL -1,15 Plate DOL -1,15); « 4) Plotes checked for a plus or minus 5 degree 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 lost bottom chord live toad nonconcurrent yeah any other live loads. * *.,.* .. « «.. - • «... • ««^ A 1. _ « .. « «. � . . WARNNYC . f Phase Etrtirast, teiy rrvs w tho " .rastomar`a ACknc erant of d St oyho t Tenny fisc manutadowea Products' harm ewer tles�tat yaz+'amaer$ ara�l rrad notes on, in* To i2r+ n Croniong ( OD) and the W Ref fhhwre Sheri {rev. 1 t -94F before use.Untsa ot?Yenerse staattea on the TOD, oMy Wee, con naetor Mal shat) to used kwthh, too to be va4hf. As aTruss Dowfia Ehwoeih Er.e , SRec atly Efetw6mi, the seal an any TOO reWore tts as acreponaat of the footescuonal errgeneenng resisonsttathy he the design at the sayre Truss defected 0. the TDC) ordy, word rTh i The desgn assurnphons, kradwift con hom suaatataty aM use of Phis Thos Im airy Brehfoo; as the re5ponsatany of the careen, the O+Ws authonzed soars ae the 4uAdpr; Desslr d in the context of the !RC the EEA:, the NNW t isfiYar code and TRP 3 The miorn,si at the TDO and any Pxld arts, o€ the Truss, Ihtdd.rdest hried" p sinners. iestayakon and ix'adryt,, steak be the re,", rerrt.Kily 0 the Budding Desytner and Contractor. or ratter scat out to the TOO and the pr'actecei and € wo etir" of Prow ag Caval anent Safety Into mation, (SCSI) pubeshed by TPI and SeK;A we rsttteraood drag' gene lie guYgarrce TC^t 4 deflasos thae resFsa¢tsab¢katea,a¢KP deltas ct Elie TrTras Owmtgaaea, Trete design a: Vnier and Tees Mar ira,3uaet, renewer olhenvrsc dehrted by a corthad agreed c{tauS to renting by alt gartros involved. The Trusts Desefn Fry eoier w NOT the reactors Derrrgne.r or Truss Sys#awn Engineer for any buddlog At! Carl snow, are xs a�tkxed duo- Tor t, JT. f: TFai`niot'EY 0 gi}f A Pfv75itlhlS}rJ Fng:Ptaa°ttt1Q LLC,, (Ch,4} RGPSeodtaTtaSY of this dociNn&hC iii 3flY 4JPivr i. (JFohsTkE66 4Wk!houi bvE3<iott fr.„Fnikuw„3aYt PkWtt F'r06Gil4Cit'.I. Afuc 3x4 9 a Ott 7 11 6 3x4 2x4 II 3e4 20 11 2x4 Ii LOADING (psp,,.__-��.� SPACING-�0-0 .., CS(. .. �_.CEFL.., in (loc)..� Wall 'Ltd __...,-., ----_- PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) n1a lila 999 MT20 1971144 TCDL 10 0 Lumber DOL 1,15 BC 0,10 Vert(TL) nta We 999 BCL L 0 0 Rep Stress Incr Yes WE 0,12 Harz(TL) 0,00 5 nla We BCDL %0 Code IBC20121TP12007 (Matrix) We#ght 55 ib FT = 0% LUMBER- BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structure( wood sheathing directly applied or 6-0-0 tic pundits, BOT CHORD 2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 17-5-11. (lb) - Max Horz 1=108(LC 9) MaxUplift AEI uptift 900 Ib or fess at joints) 9, Max Grav All reactions 250 lb or less at joints) 1, 5 except 7u380(LC 19), 9501(1-C 3), 6-509 (LC 24) 1;1' 1 Jill "q nglitillitu", 1511111 11tit, NOTES- 1) Unbalanced roof live loads have been considered« Wind:« r Exp C; encloSed� MWFRS (directional); cantilever left and right exposed � end vertical left « rigberplate grip DOL=1,60 Category*,6 rITTf snow: Lumber DOL -1,15 Plate DOL -1,15); « 4) Plotes checked for a plus or minus 5 degree 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 lost bottom chord live toad nonconcurrent yeah any other live loads. * *.,.* .. « «.. - • «... • ««^ A 1. _ « .. « «. � . . WARNNYC . f Phase Etrtirast, teiy rrvs w tho " .rastomar`a ACknc erant of d St oyho t Tenny fisc manutadowea Products' harm ewer tles�tat yaz+'amaer$ ara�l rrad notes on, in* To i2r+ n Croniong ( OD) and the W Ref fhhwre Sheri {rev. 1 t -94F before use.Untsa ot?Yenerse staattea on the TOD, oMy Wee, con naetor Mal shat) to used kwthh, too to be va4hf. As aTruss Dowfia Ehwoeih Er.e , SRec atly Efetw6mi, the seal an any TOO reWore tts as acreponaat of the footescuonal errgeneenng resisonsttathy he the design at the sayre Truss defected 0. the TDC) ordy, word rTh i The desgn assurnphons, kradwift con hom suaatataty aM use of Phis Thos Im airy Brehfoo; as the re5ponsatany of the careen, the O+Ws authonzed soars ae the 4uAdpr; Desslr d in the context of the !RC the EEA:, the NNW t isfiYar code and TRP 3 The miorn,si at the TDO and any Pxld arts, o€ the Truss, Ihtdd.rdest hried" p sinners. iestayakon and ix'adryt,, steak be the re,", rerrt.Kily 0 the Budding Desytner and Contractor. or ratter scat out to the TOO and the pr'actecei and € wo etir" of Prow ag Caval anent Safety Into mation, (SCSI) pubeshed by TPI and SeK;A we rsttteraood drag' gene lie guYgarrce TC^t 4 deflasos thae resFsa¢tsab¢katea,a¢KP deltas ct Elie TrTras Owmtgaaea, Trete design a: Vnier and Tees Mar ira,3uaet, renewer olhenvrsc dehrted by a corthad agreed c{tauS to renting by alt gartros involved. The Trusts Desefn Fry eoier w NOT the reactors Derrrgne.r or Truss Sys#awn Engineer for any buddlog At! Carl snow, are xs a�tkxed duo- Tor t, JT. f: TFai`niot'EY 0 gi}f A Pfv75itlhlS}rJ Fng:Ptaa°ttt1Q LLC,, (Ch,4} RGPSeodtaTtaSY of this dociNn&hC iii 3flY 4JPivr i. (JFohsTkE66 4Wk!houi bvE3<iott fr.„Fnikuw„3aYt PkWtt F'r06Gil4Cit'.I. Afuc I om 4x4 7:- N ScM : 128.3 LUMBER- BRACING TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood Sheathing directly applied or 6«0-0 or, purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 SPF No.2 REACTIONS. All bearings 13-5-11. (tb) - Max Harr 1=-82(LC 8) Max Uplift All uplift 100 lb or less at jaint(s) 8,6 Max Grav All reactions 250 to or less at joint(s) 1, 5 except 7=328(LC 2), 8=386(LC 23), 6=386(LC 24) FORCES- # (to) or less except when shown, consideredWEBS 2-8-317192,4-6-317192 NOTES - Exp C; enclosed: MWFRS (rfireclrcrnap� cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate grip •t a.. ♦ Category 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord ea 6) This truss has been designed for a 10,0 bat bottom chord live load nonconcurrent with any other live loads, sm L=,1-11Mh&2'gjtJjAV"*E gumt. WARNING, tnefarae thoroughty reeve" the °'iustonrer"a Ackb eTwwo of Proftuhff standard Term for Manufadured thoducts" Ramo ire n des kxatAmoQelm aAd read notes onthen Trews r3e" an D neotro tTDD) writ tlee t}rJ Rwkcrdnce Sh+:et (rev. 114Esai'r n cite Um oftnen ended mn the T DCw arty Mit'akc Convarrusu Oates snail an creed for Ileus Ti'x} td Gp rata3. Asa Truss Cie ogn Enornart b a, Specialty EEnthrrew), ttn^ seat on any Too reWesonts arx accept heze, of toe professmai rargrs+dtnrsq vfespG¢xsckukty for the n of the aKBg45 Truss de on tttt TCXS dreg, u%Str tP4 t. The dts47ae aseacmrwtwtrossm. kta�rg rekta4ns, srawtabItAy and cite of thor Truss kir any r3uo-idd�q hw illi rwm t�4hy aA the: " the 07 rlt autharized agfent or the Bur�fass+gw in iter cxxaxe not the IRC,the WC, the krat InwIdav coxae and TR 4 The a at of lire CD£3 snet¢1 arry k ltd tiSo o€1hm trews, tru.0auirrN hasscN:ng storage, knseffiabon and bracing, shah ber iRa rdttCxansi +"y o the S rOding Des sres ares Corcraciv M nouns seat"m the I W and Me pdaclonoI and quidebrars of Breeding C mroparrere Sareo, Rirhxmation jSC.S4 pudcishe7 by T Rf and SBCA are refoeenard ter g�aane.rat gu lartre TPI 4 nobody, the FeapexrngasaGtSaa and rhRies of the Tsuxm Desif attr Truss I Design Erepheer aril Trus M.nufamfes, unless dhnmerwsco dtsneS by a Conrad agreoa urian m vesting by au Adxtsms I- eA, The Truss De on f'x9peoe lea Nor the tT AdIng Desrgnot as Trus Systm Engdnees d. any hlik no A0 dapaatzed terms the as deffard en TPI 1 J. EWIIVC RI ? tC Ca€W!' hE 2644 F'foau4Ef Crss Ertg ntenrgg LM€WRepddwyon of tha documond en any Aran ,a paho ftW ve4,hoct v Ate. pe msstdn torn PhAtwid thJ, 3x4 r 8 7 6 3x4 2x4 €! 2x4 3l 2x6 is � � � _ LOADING (psi SPACING- 2-0-0 CSt° DEFT.,.._•_ to line) tided Lid PLATES GRIP TCLL X0 Plate Grip DOL 1.15 TC 0,14 € Vert(LL) We nie 999 MT20 1971944 TOOL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) nta n/a 999 BCLL 0,0 Rep Stress incr Yes we 0 08 Horr(TL) 000 5 We nla BCDL 10,0 Code IBC2012fTP12007 (Matrix) Weight 40 Ib FT = 0% LUMBER- BRACING TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood Sheathing directly applied or 6«0-0 or, purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 SPF No.2 REACTIONS. All bearings 13-5-11. (tb) - Max Harr 1=-82(LC 8) Max Uplift All uplift 100 lb or less at jaint(s) 8,6 Max Grav All reactions 250 to or less at joint(s) 1, 5 except 7=328(LC 2), 8=386(LC 23), 6=386(LC 24) FORCES- # (to) or less except when shown, consideredWEBS 2-8-317192,4-6-317192 NOTES - Exp C; enclosed: MWFRS (rfireclrcrnap� cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate grip •t a.. ♦ Category 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord ea 6) This truss has been designed for a 10,0 bat bottom chord live load nonconcurrent with any other live loads, sm L=,1-11Mh&2'gjtJjAV"*E gumt. WARNING, tnefarae thoroughty reeve" the °'iustonrer"a Ackb eTwwo of Proftuhff standard Term for Manufadured thoducts" Ramo ire n des kxatAmoQelm aAd read notes onthen Trews r3e" an D neotro tTDD) writ tlee t}rJ Rwkcrdnce Sh+:et (rev. 114Esai'r n cite Um oftnen ended mn the T DCw arty Mit'akc Convarrusu Oates snail an creed for Ileus Ti'x} td Gp rata3. Asa Truss Cie ogn Enornart b a, Specialty EEnthrrew), ttn^ seat on any Too reWesonts arx accept heze, of toe professmai rargrs+dtnrsq vfespG¢xsckukty for the n of the aKBg45 Truss de on tttt TCXS dreg, u%Str tP4 t. The dts47ae aseacmrwtwtrossm. kta�rg rekta4ns, srawtabItAy and cite of thor Truss kir any r3uo-idd�q hw illi rwm t�4hy aA the: " the 07 rlt autharized agfent or the Bur�fass+gw in iter cxxaxe not the IRC,the WC, the krat InwIdav coxae and TR 4 The a at of lire CD£3 snet¢1 arry k ltd tiSo o€1hm trews, tru.0auirrN hasscN:ng storage, knseffiabon and bracing, shah ber iRa rdttCxansi +"y o the S rOding Des sres ares Corcraciv M nouns seat"m the I W and Me pdaclonoI and quidebrars of Breeding C mroparrere Sareo, Rirhxmation jSC.S4 pudcishe7 by T Rf and SBCA are refoeenard ter g�aane.rat gu lartre TPI 4 nobody, the FeapexrngasaGtSaa and rhRies of the Tsuxm Desif attr Truss I Design Erepheer aril Trus M.nufamfes, unless dhnmerwsco dtsneS by a Conrad agreoa urian m vesting by au Adxtsms I- eA, The Truss De on f'x9peoe lea Nor the tT AdIng Desrgnot as Trus Systm Engdnees d. any hlik no A0 dapaatzed terms the as deffard en TPI 1 J. EWIIVC RI ? tC Ca€W!' hE 2644 F'foau4Ef Crss Ertg ntenrgg LM€WRepddwyon of tha documond en any Aran ,a paho ftW ve4,hoct v Ate. pe msstdn torn PhAtwid thJ, N 4.9-3 4.,.9„3 r. A 2x6 axe c 2x4 dR ` I FORCESWEBS 2-4=-284129 O Unbalanced- f for this design, Exp C; enclosed; MVVFRS dexposed f MX. 41F; ti i > f. !♦ ilk. ♦.: i'. # a ♦ s ♦ d _♦ R i WARN NCv Pte e Stwrottgfeiy ' w #� `CudOrrser's Aden dg.::mr„nt nt FraBankR Standard Terfras ear Mantactueed Prodaze4a” Daum Ver',y kesghn paror ers stat read rWea can thds 7"tuss D �Pt Ltraaarrg (TDD) and the LAJ Reference Sheet free 11-14) befi re use Uniese dthefeaex slated on the Too, only M Tei GvstmecYav ptstee shaft � aractl lac this TU€9 to be vahil At, a'truea Uesayn Ettganeet i� e Opeciatky Eegmewe the sedf an amy TUC/ ret e "oft an e"I'Ptanue aft the: prote�ss'Oreft esg#zrtJsenrig els day her the donate of Me inegte i trial detwcfed cue the TCDD inny, under TPI t The deem+ ww, a eptaacts. Pandang ofandwns, WlettiMy send use sat M* Tetras An any Belding is the rs hhey of bets fleeter, the is a+.rthnr Ved agent or the t3artkfheg Des ner In fee uordext of the tRC, itre SC. the 1p 1 bulid it code TFn t. The 993 ap�rrwtst of the TDt3 3arO any reed use of the Toga, cede ling hmnieIng, storage.:.. xaaara and bracang.. shad tee line resKx±¢.s?P thy o the Budding Dnianef Met Coa tactor. AR swede, set oad in the TDO and the practoes anal guidenneas Of suddkv Co .nt sarAy k0afiraVWn (SCS0 pubbshed by TPI and SBCA are refetenced he gemalthAdance Teri F defines the respiarewNhhes and du#iers of the Than; Dethgnev, True Oesrgn Engioeer she haven Maoufadum, unless n#ho6yese defined by a Cooked ag+eed Who it wflfing by elf Faeires r eoWed. The Taxm Deane EngarFm es NOT the Bue4mg Dent yw a Truss Synern fhvttaer for any tn.#c vV A4 csP ga tzod tams are as defined . TPI t Copynght 0 2014 .P o8ued-lit.$ (:.rNaeo+41 u -C., (Ce' t Re P45dnefein i 9 (CtlN giCbCtMYtC::t. An an foon, W Ftt�1 oted mtexit veine't! �i/Ri �✓ 11ii 1..t.� +�. p Y perrmtsstm tn7txs FeoBuidd-Del. _ LOADING (psfi SPACING- 2.0-0 CSR. DEFL, to (loc) Udell Ud PLATS GRIP TCLL 30.0 Plate Grip DOL. 1.15 TC O.18 Vert(LL) We We 999 MT20 197/144 TCDL 14.0 Lumber DOL 1.95 BC 0.13 Vert(TL) We n1a 999 BCLL 0.0 " Rep Stress Incr Yes WS 0,05 Horz(TL) 0,00 3 n/a n/a BCDL 10.0 Cede IBC20121rPI2007 (Matrix)ight: 25 lb FT =iia ________e___ __ .._.�_ .... _. _ ---- LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BCT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No,2 REACTIONS, (lb/size) 1=167/9-5-99 (min. 0-1-8),3=167t9-5-11 (min. 0-1-8), 4=366/9-5-11 (min, 0-1-8) Max Hofrz 1=56(L„C 9) Max uplift I=-1 IILC 10), 3=-99(LC 10) Max Grav 1= 206(LC 2), 3=206(LC 2), 4=444(LC ) FORCESWEBS 2-4=-284129 O Unbalanced- f for this design, Exp C; enclosed; MVVFRS dexposed f MX. 41F; ti i > f. !♦ ilk. ♦.: i'. # a ♦ s ♦ d _♦ R i WARN NCv Pte e Stwrottgfeiy ' w #� `CudOrrser's Aden dg.::mr„nt nt FraBankR Standard Terfras ear Mantactueed Prodaze4a” Daum Ver',y kesghn paror ers stat read rWea can thds 7"tuss D �Pt Ltraaarrg (TDD) and the LAJ Reference Sheet free 11-14) befi re use Uniese dthefeaex slated on the Too, only M Tei GvstmecYav ptstee shaft � aractl lac this TU€9 to be vahil At, a'truea Uesayn Ettganeet i� e Opeciatky Eegmewe the sedf an amy TUC/ ret e "oft an e"I'Ptanue aft the: prote�ss'Oreft esg#zrtJsenrig els day her the donate of Me inegte i trial detwcfed cue the TCDD inny, under TPI t The deem+ ww, a eptaacts. Pandang ofandwns, WlettiMy send use sat M* Tetras An any Belding is the rs hhey of bets fleeter, the is a+.rthnr Ved agent or the t3artkfheg Des ner In fee uordext of the tRC, itre SC. the 1p 1 bulid it code TFn t. The 993 ap�rrwtst of the TDt3 3arO any reed use of the Toga, cede ling hmnieIng, storage.:.. xaaara and bracang.. shad tee line resKx±¢.s?P thy o the Budding Dnianef Met Coa tactor. AR swede, set oad in the TDO and the practoes anal guidenneas Of suddkv Co .nt sarAy k0afiraVWn (SCS0 pubbshed by TPI and SBCA are refetenced he gemalthAdance Teri F defines the respiarewNhhes and du#iers of the Than; Dethgnev, True Oesrgn Engioeer she haven Maoufadum, unless n#ho6yese defined by a Cooked ag+eed Who it wflfing by elf Faeires r eoWed. The Taxm Deane EngarFm es NOT the Bue4mg Dent yw a Truss Synern fhvttaer for any tn.#c vV A4 csP ga tzod tams are as defined . TPI t Copynght 0 2014 .P o8ued-lit.$ (:.rNaeo+41 u -C., (Ce' t Re P45dnefein i 9 (CtlN giCbCtMYtC::t. An an foon, W Ftt�1 oted mtexit veine't! �i/Ri �✓ 11ii 1..t.� +�. p Y perrmtsstm tn7txs FeoBuidd-Del. 9-3 29-3 I 2x4'% DEFL, in 2x4 Vert(LL) nIa OS VerbTL) nda nta 999 HorzjL) 0,00 3 me nig Weight 14 is FT = 0% LOADING (psi) SPACING- 2--0 CS1, TCLL 30.13 Plate Grip DOL 1.15 TC 0.07 TCDL 10.0 Lumber DOL 1.15 BC 0.03 BCLL 0.0 ` Rep Stress Incr Yes WB 0.02 BCDL 10,0 Code IBC2012frPI2007 (Matrix) LUMBEW TOA CHORD 2x4 SPF No1 BOT CHORD 2x4 SAF No,2 OTHERS 2x4 SPF No.2 I REACTIONS, (Wsize) 1=10015-5-11 (min, 0-1-8), 3-10015-5-11 (grain. 0-1-8),4=173/5-5-1l (min, 0.1-8) Max Harz 1 -30(L C 9) Max 10), 3=-12(LC 90) Max Grav 1=125(LC 2), 3-125(LC 2), 4=207(LC ) NOTES- 1) Unbalanced .:s :..:. been considered for this design i Svsh Yasti,=Vryrih� if Exp Cenclosed; MWFRS (directional): M... rightexposed; end i righti#be 0... plate grip 66L- 1 60 (roofi • 1 i Yo Lumber snow: Lumber DOL -1 15 Plate DOL -1, 15); Category i Plates checked fordegree rotation*.. requiresut its center, 5) Gable •. bottomrd bearing, designed6) This truss has been for a 10,0 psf bottom chordi.nonconcurtent with any other live loads. chordfit between the bottom other connection8) Provide mechanical of truss to posting plate capableof i 100 lb uplift at joint(s) 1, 3, 9) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSlfrPI 1. 10) 'Semi-rigid i..chbreaks with fixed heele'llitember end fixity model ..♦ in the analysis and design of this truss, 2 ' i WARNING, Pteaem thooughiyoryam,the "Cu do n Ts tmknowwrrfiemfent of Prodi Ed Staroaad,rerrres yet manuf edered Pro duets- War Verify demi parameters ;and read flet" on MS Truss D.... n Cann ate Jun) aro tare DO Refe ewe Shoot (rev. t 144) tfetwe use Unim othermso stated caro the Y DU. crtity AAeTsk rormecsor ptaScs shads be rrsecs hav ttNs iC3D to be ras&t Av a Txutis Usaagn Engvnear rr e , SpecraRy k.a�paaecr}, the seat on any TUC} represents an atonfifsance of the po eessiorna5 e%parteaernaag respofebtaq, for she eleven,ta of the sears Tiaras, depreted on the TOE) only, uroae i P! f.. The de%W an umplems, ktadwitt cmicktons. waabdity and use of this Treo-sa for any BafdomEt is ft eesponsitd ity of fire Cmiatif, rice Covators autharazed arieni or lice 80,keng oesyrafr, nthe, context ad fps tRC. the 8c, the Sime bw1itfing code and T Pt 1 I he appxayol of tree TOD and any teen use art Me Truss, vichidea; hanfituag, storage. 5nssagauti Lv oo anaong, shag be Vie responsitsidy o the Su4st ri g designer and ContrUrtor. Ali nous set gut in the TDO aryl ft psactienssaid gcridefsnes of gudai+rtg Compoaaeat Safety infmaef en r8CSfd p d by PPS and SOCA are refer for general gu Carse, IP! 4 defines the resSroansrdratuasimi tiUttas of f?ve Tau±as gexUner. T,.S% Design Esyg:neen crud Thas manulecturer, untesas 04hur o. defined If/ s CoeWtd, afreed t.pen in ationg by an ptalaes noonved The Truss Design E:ngiotesa 6 NOT the OwdaV ¢}e siner in Tars System C',atgtrear d 21 J. fee to'y WOK119 AR empealeead tesncs ate as dstNuol an TPI t gl6t EMIN&MM it c Confront 0 2014 PfoRu d-Ur,7 F n"3ir "mog 5.3.1,: (DiJ) Reprodacton of thm dohnneem, m any tomr, x, woh,baed etthoud Wratten Ksene"'M tom PnysiNk.EdlO DEFL, in (too) 1ldefl Ud PLATES GRIP Vert(LL) nIa old 999 MT20 1971144 VerbTL) nda nta 999 HorzjL) 0,00 3 me nig Weight 14 is FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 5-6.7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (Wsize) 1=10015-5-11 (min, 0-1-8), 3-10015-5-11 (grain. 0-1-8),4=173/5-5-1l (min, 0.1-8) Max Harz 1 -30(L C 9) Max 10), 3=-12(LC 90) Max Grav 1=125(LC 2), 3-125(LC 2), 4=207(LC ) NOTES- 1) Unbalanced .:s :..:. been considered for this design i Svsh Yasti,=Vryrih� if Exp Cenclosed; MWFRS (directional): M... rightexposed; end i righti#be 0... plate grip 66L- 1 60 (roofi • 1 i Yo Lumber snow: Lumber DOL -1 15 Plate DOL -1, 15); Category i Plates checked fordegree rotation*.. requiresut its center, 5) Gable •. bottomrd bearing, designed6) This truss has been for a 10,0 psf bottom chordi.nonconcurtent with any other live loads. chordfit between the bottom other connection8) Provide mechanical of truss to posting plate capableof i 100 lb uplift at joint(s) 1, 3, 9) This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSlfrPI 1. 10) 'Semi-rigid i..chbreaks with fixed heele'llitember end fixity model ..♦ in the analysis and design of this truss, 2 ' i WARNING, Pteaem thooughiyoryam,the "Cu do n Ts tmknowwrrfiemfent of Prodi Ed Staroaad,rerrres yet manuf edered Pro duets- War Verify demi parameters ;and read flet" on MS Truss D.... n Cann ate Jun) aro tare DO Refe ewe Shoot (rev. t 144) tfetwe use Unim othermso stated caro the Y DU. crtity AAeTsk rormecsor ptaScs shads be rrsecs hav ttNs iC3D to be ras&t Av a Txutis Usaagn Engvnear rr e , SpecraRy k.a�paaecr}, the seat on any TUC} represents an atonfifsance of the po eessiorna5 e%parteaernaag respofebtaq, for she eleven,ta of the sears Tiaras, depreted on the TOE) only, uroae i P! f.. The de%W an umplems, ktadwitt cmicktons. waabdity and use of this Treo-sa for any BafdomEt is ft eesponsitd ity of fire Cmiatif, rice Covators autharazed arieni or lice 80,keng oesyrafr, nthe, context ad fps tRC. the 8c, the Sime bw1itfing code and T Pt 1 I he appxayol of tree TOD and any teen use art Me Truss, vichidea; hanfituag, storage. 5nssagauti Lv oo anaong, shag be Vie responsitsidy o the Su4st ri g designer and ContrUrtor. Ali nous set gut in the TDO aryl ft psactienssaid gcridefsnes of gudai+rtg Compoaaeat Safety infmaef en r8CSfd p d by PPS and SOCA are refer for general gu Carse, IP! 4 defines the resSroansrdratuasimi tiUttas of f?ve Tau±as gexUner. T,.S% Design Esyg:neen crud Thas manulecturer, untesas 04hur o. defined If/ s CoeWtd, afreed t.pen in ationg by an ptalaes noonved The Truss Design E:ngiotesa 6 NOT the OwdaV ¢}e siner in Tars System C',atgtrear d 21 J. fee to'y WOK119 AR empealeead tesncs ate as dstNuol an TPI t gl6t EMIN&MM it c Confront 0 2014 PfoRu d-Ur,7 F n"3ir "mog 5.3.1,: (DiJ) Reprodacton of thm dohnneem, m any tomr, x, woh,baed etthoud Wratten Ksene"'M tom PnysiNk.EdlO EM 6-8-0 6-8-0 06 l U12 MT20HS H Us = 8X8 mzm� LOADING (psh SPACING. 2-0-0 CSL I DEFL. in (loc) Vdefi Ud PLATES GRIP TCL/ 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0,06 5-6 >999 240 MT20 197/144 TCDL 10-0 Lumber DOL 1.15 BC 031 Vert(TL) -0, 11 5-6 >999 180 MT20HS 148/108 BCLL 0,0 1 1 Rep Stress iner NO 0 52 Horz(TL) 0.01 4 file n/a BCDL 10.0 Code 1BC2012fTPt2007 (Matrix M) Weight: 165 to FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF 1660F 1,5E TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins, except BOT CHORD 2x8 DF 1950F 1.7E end verticals. WEBS 2x4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7,3-4: 2x6 SPF 210OF 1,8E REACTIONS, (IbIsize) 7=537810-5-8 (min, 0-3-8),4=5378/0-5-8 (min. 0-3-8) Max Horz 7=-125(LC 8) Max Uplift 7=-89(LC 10), 489(LC 10) Max Gran 7=6592(LC 2), 4=6592(LC 2) FORCES. (to) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOW CHORD 1-2=-57691118, 2-3-57691118,1-7--4715/86, 3-4=-4715/86 BOT CHORD 6-7=-931740, 5-6=-28/3548,4-6r,-271691 WEBS 2-5=-2313123, 2-6--2313123,1-6=-1 5/4219, 3-5=+16/4219 NOTES - 1) 2 -ply truss to be connected together with 10d (0. 131'x3") nails as follows: Top chords connected as follows: 2x4 - I row at 0-7-0 ce, 2x6 - 2 rows staggered at 0-9-0 yac Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc Webs connected as follows: 2x4 - I row at 0-9-0 oc. 2; connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 3) Unbalanced roof live loads have been considered for this design, 4) Wind: ASCE 7-10; Vult=1 10mph #! R. vtasd=87mph� TCDL=6,0psf; BCDL=6.Opsf� h=15ft; 13=45ft� L=2411L save=4tL Cat. It; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed" Lumber DOL=1,60 plate grip DOL=1.60 5) TCLL� ASCE 7-10; Pr --30,0 pat (roof live loyad� Lumber DOL=1,15 Plate DOL=I A5); Pgo,30.0 psf (ground snow): Pf=20,8 pst (flat roof snow: Lumber DOL=1,15 Plate DOL -1,15); Category 11; Exp C� Fully Exp.� Ct-1. 1 6) All plates are MT20 plates unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10,0 pet bottom chord live load noryconcurrent with any other live toads. N'Ma owmwvt fit between the bottom chord and any other members, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joinfis) 7, 4 11) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSlfTP 11, 12) Girder carries tie-in span(sii 39-5-0 from 0-0-0 to 13-4-0 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. IMEM33M= WARNING, Reese thoTuliNyo,vice, Ac*nowledgesyse, of ProBurki Starldrod7ohns for Manyunchaed P,otexfis, firne Vwdand read note, on, this Tom Desv. Cowes sr (Tor and the DO Rererem. Sheet new. 11-141 before ese Unhhet othenstse stated on the 71)0. Wty Web connector plates shaR be wed no Truss Cheap Englynee, It e,. SPO ORY Edgessorl, the seWore art yT001 represents an acee.plance of the thaftesmai er9ftelUo IssionTetshee for ft dshin of the ongto T.%,, deWfed wMe TOO orey, under TPI I "ills des n as, /nave Brans yad) use O"ho Ttm fol any Baggers m the bepoosisofty of the Cooner, the 0,oreve authonzed agent cy the D.Worg Deograe, in fee oyeh,xt of the i4C, the SC tWwalbuifidyngoodearld"FR I Tho PP+ofthar TDO and any flefid Use of the, Truss, olchfdfig harfiging. storage, fifstagOon and tyachat, shaff be thoesponsiorty afthe SuAding Desgten and CoreW., AVWft%,d0W4tth01DDand r,0 p,acbees aral g.dehreys at BuAdvol Comp elsent Solely fnfanna4w (BCSIt prilaished by 1 $11 wrd SOCA are refendlood far general gudanm TPI I defines the aesfroorraetwanea ami Whes of Me Twss Desyyw, Truss De%Vr EManew and Twos laaufaduov, w1fts odenase defend by a Coefitad aqMyd upon In -W ng by at fiofies nvvohej the Trusts news. Engnee, is NOT the 8uhtfing D moner or Truss Systern E-nomeof fife any bukhrof, An ctlifitahzed Uvois an, as dofiney m, T E. Copy,ght 0 2014 Ploitudd-W Eocpneynuo, LLC, (00) Raneduchon of ftsdoemant so any hers, Is rbyhdsled wfthaol Melee pelossfrary, hom P108uWDIJ 7,6W s Oct 3 2014 MiTek loduldruts, inc. Wed S VIdeYHpMJW5DRx3Ddbjtgykl k5-JdQF79qNWph5RIdKTo— LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase -115, Plate increase=115 Uniform Loads (ptf) Verl: 1-2=-62, 2-3=-62,4-7-774(F=754) WARNUaG - Please ftnefghty, fayiew ACWte4edgentent of PrOBWM thandaid Tents an Matudit0swed Produels, rate Ve(hy design PATAMMen, aryl may no" ta, the ria Uesign Londe il Lar;andte, hDIJ Refaremo, Sheet (rev..11A,h before use Unonto othereeme dished on the TOD, only MTok connedix owles shelf be used to, this, DO to be east As a Tonto Design EVnimir Spmafty Enwneffy' the seat on any TDO replesents an acaeplance of the fw toll, "v 0ithe single truss depicted on Out IDD only, unian TP', 1. 5C tabs and use of Met Tntss to, any Buildw , ent cy the BivIdwal Desym, in the Cofilind, of the IRC, the MC , the arca building code and TPI I TIte m them,,sisonstlyflint ot the Defun the 0anshes ituINsozed aq apleavag of the TOD and any filed ioe, ofthe Iluds. Snducbnsl hieralUrg, $image, inswitaeo. and LY8009, afoll be tnentspoot-IsMy a th, Bateding Cahatim and Coatracto, 0 wft set no in the I DO and the owkes and qu'dohms, of evading ConsporwN Salary W,kneudim (SCSf) puble,herd by TPi and SSCAa'o"'s at ef ni Ciato rat gisdance TPI I dooms the nespinisiblkees and dilifies d4the Tots% Desitlno,. Trun Do". Engnatig and Thiss Manulachaer, hatess o#,enmse dofintmd by a Contrad allweedupon in '*oQ ey so heroes The Tim Delagn Enginacv is NOT the SuAdeig Desgian Or floss System Engiteot to: any hafliang All catsdalaed testas itie as defined . M I Copyright 0 2014 PrL6uAlrDoJ Engonierina. L M (DO Reproduction of rem decuotent, in any Porn, is p,.hAtatedelthout arellin pomeafori ftyan PoltheidC)tJ Proloold, cisforado spawels,co 7,600 a Oct 3 2014 Mirek industries, inc, Wed Sep 02 09:0115 2015 Page I 0: 1 deYHpMJ0?5DRx3Ddbjf9yk1 k5-tdoVMAN8a3qy3ZvfMi-UK5X9aLZVvV5pm7NBd- RyhjJl 2-0-0 6-8-0 "-0 2_0_0 I Scale - 138A 8 24 25 26 7 27 26 29 62x6 Us il 4x8 --'- LOADING (psf)SPACING. 2-0-0 CS1, TOLL 30,0 Plate Grip DOL 1,15TC OJ3 TCDL Lumber DOL ` , 1.15 8C (r 14 BCLL NRep Stress mor NO WB 0-19 BCDL 10,0 Code IBC2012/TP12007 ------------ (Matrix) LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF 2100F 1,8E WEBS 2x4 SPF No.2 *Except* 2-8,4-6; 2x6 SPF 210OF 1.8E OTHERS 2x4 SPF No.2 DEFL. in (toc) Well Ltd PLATES GRIP Veghl_L) 0,00 5 n/r 120 MT20 197/144 Vert(TL) -0,02 5 nir 120 Horz(TL) 0.00 6 me We I BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 DO purfins, except end verticals, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, REACTIONS. (Ib/size) 8=748113-4-0 (min, 0-3-4), 6=748113-4-0 (min. 0-3-4), 7-578113-4-0 (min. 0-3-4) Max Horz fr=-I 56(-C 8) Max UpIJft8=-215(LC 10). 6=-215(LC 10), 7=-106(LC 10) Max Grav 8=925(LC 2), 6=924(LC 2), 7=686(LC 2) FORCE$, d1g) - Max. Comp./Max, Ten, - All forces 250 (lb) or less except when shown, TOPCHORD 2-3-30DI96,3-4=-300196,8-9--7371181, 2-9=-7401189,6-11=-737/181,4-11=-74D/189 BOTCHORD 8-24-1601271, 24-25=-160/271,25-26=-1601271, 7-26=-160/271 WEBS 7-10-298111, 3-10--299113 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vuft=l 10mph (3 -second gust) Vasd=87mph; TCDL=6,Opsf� BCDL=6,Opsf; h=15ft; B-45ft, L-24ft; easre=arft� Cat. 11; Exp C; enclosed; MVVFRS (directional); cantilever left and right exposed; end vertical left and right exposed", Lumber DOL=1,60 plate grip DOL=1,60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1, 4) TCLL: ASCE 7-10; Pr --30.0 psf (roof live load: Lumber DOL=1,15 Plate DOL=I, 15); Pg=X0 psf (ground tlnow),, Pf=20.8 aid (flat roof sncfw� Lumber DOL=1 15 Plate DOL=1,15)� Category fl; Exp C; Fully Exp,; 5) This truss has been designed for greater of min roof live load of 12O led or 2,00 times flat roof load of 20,8 psf on overhangs nR n -concurrent with other live loads, 6) All plates are 2x4 MT20 unless otherwise indicated, 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) Gable requires continuous bottom chord bearing, 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10,0 pat bottom chord five load nonconcurrent with any other live loads. lexxwfof ft, � *T -K-9 W&k-M fit between the bottom chord and any other members, 6=215,7=106 13) This truss is designed in accordance with the 2012 International Building Code section 2306,1 and referenced standard ANSIrTPl 1, 14) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, MENMBIMM WARNING, Piers, Vwhidrhp resew Me "Coeromest'S Acknal0edgemon, offoorholif Shireyva Tonns fm Manisfackeed fhoduod' toon V 0V7DdDmtQnso n Paenus and T feed notes on this hese Doee)n Omeenti (TDDf she the DO Refelenuetsheist (Isx11-14) 1aeftre um UnMes othernme thahnI on the I = VVY i4frek Connector owls$ shah be used is, h be add As a Tema Design Enimnae, o e.. Sphoally Enmneyof Ole meal many IDD hepheyeats ait secepenwer of the he the d'sep, outer swoW Truss depkAwl on the IDD only. untie, Ifo I The dedre assumplaxor. las engoomkimoo .wlath,ty and estof this Truss so my Sufiderg a the hinqombdoy of the, Craton, the 0,yeor's wthinved aged as the Rnkeng Des'Ver, e, if*, wove if of the Rc, the t8C, Me faces buikmg code and Tel I The arm wat of the I DO and any frold whi of the Cruse, on,exthig handing, stexatse. argaldion one warsof, she# be the", phonloky of the Bseumff Desq,sh and Connector. AS hates set out or tho Too and on, Practices and gumeline% Of Buirdyst Component sandy loseheation f8CSi i puthshod by TPI aho SSCA are mderenced fw ffemetM gucherre IN I deftran, me vei maw of the T nue, Desigmm Truss Desgit Engintn eand Truss Marrifedinares , umess otheres redly ed hy a tantfact agreed upon M oseing by a# )antra s;Zsri Tire Tsd% Defre Erapheof * NOT the BeArfiret Dm9m, w Trusir System Empnee, for any baikirref, AR cwtitifted lend Me as eelowd Ter IPE 1 _41jr. EWWWWOtic Da ht 0 414 PiolmW-DO Eryprose,sur LLC, (DQ Reproduntm of th. d0orment, s, soy twm oi, prishibiled 'Athout erutter, penwenew ham foosuirtraj NOTES - top chord,d 83 Ib downand 29 lb ♦ t a, down and 49 Iti up . and 83 lb down and 29 iti up at 13-1-4 on bottom chord, The designtselection of such connection device(s) is the responsibility of others, 16) In the LOAD CASE(S) section, loads applied to or LOAD CASES) Standard 1) Dead +" Snow (balanced): Lumber Increase=7,15, Mate Increase= 1 . 15 Uniform Loads (plf) Vert: 1-2=-62, 2-3=-62, 3-4=-62,4-5=-62,6-8=-20 Concentrated Loads (lb) Vert, 8=-68(8) 6=-68(8) 2=_763(8) 4=-163(B) 24=-48(B) 25=-48(8) 26=-46(8) 27=-48(B) 28=-411(5) 29=-48(B) WARhANG , T't6ave thohyUg" review the "Cvtt*owf's A&A00nedgemere of F'ro8uatd 41arstard Tenes for Manutacaured Products" Porro Venfy deson to weveeters anal read notes on this Truss Design [Saw re pyTrty and the DO Refe etrue Sheet €rev. 11. 14) before usee.Unfess othermse stated he the Tun only Wek axauaectm plates shag Ire mrd For ttys Too to be vatihd. a„a a Tress n Ettgstaar (t a ay�rsaSty Fetgsgeer}, the seas Yin any m0 represeno an aca"aptaanoo of the p+oteo0onat arogmereo arvontsMi ty to, the deatgn of the smot, Truax ciapened on the TND orgy unser t Pt f The desagrs assu"+saTi¢stes taagSaaag can4gtarss. t suriandity, and arra of ttgs Truss for any riusde to the erapombafty of Me tgsrraer.. the Owners auttiortzef agent as the nus Desyner, 0 the ocanext. of the IRC the $C, the k"i Nak ng crate and Tot t The aWosat of the TTX) acid any Raid use or the TrUsa,. mdsxMsit h"4'nq st€arsge "ghotat'O" red bu onst thug be The res n56.b gy o the 0uddmg Oestgner and Ceparactot AA notes set Teat n1 the TDD arae the aizat pacgs and gurde`sers of la hong Coreafwartan; Se4a4Y h0wa (tion ii3CSl3 pubfthod by Tor and SBCA ave reEereKw;ed Poe gsruarat gc.ydanre TRt deftnem the respo+resAyNtles arras res of the Truss iDesfgnct. trass bvsd€gn E: nonear and Truss Manufadvan untass athemsa damned by a CoNw lagseed Ow in wrat6nyg by aft paarbes ki"eirotY0.'21. The Tnov, L)esagh Eragsneer sa NOT the Buadwrg CDerogner ce Tm%% System krsgg oyer he any Weigh; An captakf ed terms ane as darned vn TR a Copynght 0 2,014 PuySued-DO Eragffxwho, L C (D,,h Repreductuur of Ws dx anent, m any hum, rs prohlkdtvd yrdhout wngten pehewshre soon RmBofd�d}r k.. f,Cir --.____.. Ca^4.3 6.4-3 LUMBER- BRACING - TOP CHORD 2x4 SPF Na.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 ac purlins. BOT CHORD 2x4 SPF Na.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 cc bracing. OTHERS 2x4 SPF Na.2 REACTIONS. All bearings 12-7-11 (ib) - Max Harz 1=-76(LC 8) Max Uplift All uplift 400 ib or less at jainl(s) 1, 8, 6 Max Grass Ali reactions 250 Ib or less at joint(s) 1, 5 except 7=330(LC 2), 8=37 (LC 23), 6=375(LC 24) NOTES- 1) loadsbeen «- r . . .► E Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL= 1.60 plate grip DOL=1,60 * . «« r « x • « .eCategory 4) Plates checked: a plus or minus 5 degree« bottom�t its center, 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrentwith any other live loads. fit between the i and any other members, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ity uplift at joint(s) 1, 8, 6, 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 10) "Semi-rigid pdchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss. WARNING Pfeaee t9tas tlh' rewtiCw the "Cumorne,,% A.^kn : ema+nr of F infill ard Standard Terms for Ma rultaeh oe i Forshroo" Than Vettfy eieargn Parameters and ra*a&,sxates 0. Uts Truss a ri Dr7nti iTDD) and the ar,# ReBerenCe Sheet tray. 41.14) before use Untass ath rags« stateei arra the Too, only A4t'fek uernuadar r.�fes shad be u%IW hrr trus TDd to be va hf Ar; a TrvafrDewitn Eogrneer { e . 5peca«ady E.ngurecr$, Y iN t} fo itlacr t'danFtAti+JMiS, P 7 n rtxf # t adra� t v m s' p�a�: rbrX" t rdu t4Pa n arre,e lar Pr. reals de asi b+r the Cii7 crrS under r 4 The rtes n a as, Che sea Yafl &ti e o CP eseflSB t ac kT GN Se on % e @� T, �h" �± Y {v cepa tmU Y Pte* SS t� f TF' t Th: su+tafsfiay, anduse n{ this amass for any Qf1the ttg rs the dod,ng haraii of 4ha Chesser. the Cawriean abraouted hatagent or the Sw Spon Sgy of t e !sz flee beuAent ne the d C tr It3C. ltae 3t+ca btdidFrrg �srle azra:# d e ap¢WCCfs'h b1 the Ti:d1} BCSd 3tYy 7leki US@ b{185e Tfi158, inbtY#irfkd l4ae}p$Riq} SSck£dgfi, uastaeamsn dYYd btSipYt� shaft hW the re5P41'!?aid:+aAy tlf SPf kTc%edlftg "¢.ia6�itP8S and ccxtirmder, dAt! 34"aSeS :ar.2 tat1S P£! fh@ Tt)(i and the W aceory a guu3ekheaa of sustring i wreTxsraenf Safe4y Sre{urmaFSt&'r [HCSEd pubtstted by TPt ani SBCA m€e'. reierencad Jns gs'nerai gaax4mnca: TPS f €iehnes Ute resUbrxslte511ies ;and duties of the 7wss Desunfar truss Design Engrne*er mss! 7rutas Manttfadd+ta€. unSess oUrer>•+wsre der4netea by a Contraad agreed upas . wap+xg by aN ps,hias ,-NvW The hues € Dari r Enganeer is NOT the kTue m,'t Desaine, of Tress system Ento neer for any buak%ngflit captaitsed Whet, are as defened in TPI ?. (srdtYC�ht 'Zti*+r Px+xiwk#•arJ FnF}inee€ectg, d.CG, (pr.3l. Reprod ebun of aMs dtcmarre s any tarns ss rwaltsbiteni wrtMsut wsafen {44pemrssiaat hnm Peoiei9a!-ar.7. s 3x4 ,- 20 !E 7 2x4 i9 2x4 .S :#x9 •,� ____. Os --- — � __--------- _.._,-..__,-- --- LOADING(psi) SPACING- 2-0-0 CSI. CEFL. in (lac) Wall Ltd PLATES GRIP TOLL Plate Grip DOL 1.15 TC 0,14 Vert(LL) nta old 999 MT20 1977144 TCOL 10.0 Lumber DOL 1.15 BC 0,07Vert(Tt } t ) nta We 999 BOLL 0.0 ` Rep Stress Incr Yes WB 0.07 Harz(TL) 0.00 5 me We BCDL 10.0 Cade IBC20121TP12007 (Maine) Wetght 37 !b FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF Na.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 ac purlins. BOT CHORD 2x4 SPF Na.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 cc bracing. OTHERS 2x4 SPF Na.2 REACTIONS. All bearings 12-7-11 (ib) - Max Harz 1=-76(LC 8) Max Uplift All uplift 400 ib or less at jainl(s) 1, 8, 6 Max Grass Ali reactions 250 Ib or less at joint(s) 1, 5 except 7=330(LC 2), 8=37 (LC 23), 6=375(LC 24) NOTES- 1) loadsbeen «- r . . .► E Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL= 1.60 plate grip DOL=1,60 * . «« r « x • « .eCategory 4) Plates checked: a plus or minus 5 degree« bottom�t its center, 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrentwith any other live loads. fit between the i and any other members, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ity uplift at joint(s) 1, 8, 6, 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 10) "Semi-rigid pdchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss. WARNING Pfeaee t9tas tlh' rewtiCw the "Cumorne,,% A.^kn : ema+nr of F infill ard Standard Terms for Ma rultaeh oe i Forshroo" Than Vettfy eieargn Parameters and ra*a&,sxates 0. Uts Truss a ri Dr7nti iTDD) and the ar,# ReBerenCe Sheet tray. 41.14) before use Untass ath rags« stateei arra the Too, only A4t'fek uernuadar r.�fes shad be u%IW hrr trus TDd to be va hf Ar; a TrvafrDewitn Eogrneer { e . 5peca«ady E.ngurecr$, Y iN t} fo itlacr t'danFtAti+JMiS, P 7 n rtxf # t adra� t v m s' p�a�: rbrX" t rdu t4Pa n arre,e lar Pr. reals de asi b+r the Cii7 crrS under r 4 The rtes n a as, Che sea Yafl &ti e o CP eseflSB t ac kT GN Se on % e @� T, �h" �± Y {v cepa tmU Y Pte* SS t� f TF' t Th: su+tafsfiay, anduse n{ this amass for any Qf1the ttg rs the dod,ng haraii of 4ha Chesser. the Cawriean abraouted hatagent or the Sw Spon Sgy of t e !sz flee beuAent ne the d C tr It3C. ltae 3t+ca btdidFrrg �srle azra:# d e ap¢WCCfs'h b1 the Ti:d1} BCSd 3tYy 7leki US@ b{185e Tfi158, inbtY#irfkd l4ae}p$Riq} SSck£dgfi, uastaeamsn dYYd btSipYt� shaft hW the re5P41'!?aid:+aAy tlf SPf kTc%edlftg "¢.ia6�itP8S and ccxtirmder, dAt! 34"aSeS :ar.2 tat1S P£! fh@ Tt)(i and the W aceory a guu3ekheaa of sustring i wreTxsraenf Safe4y Sre{urmaFSt&'r [HCSEd pubtstted by TPt ani SBCA m€e'. reierencad Jns gs'nerai gaax4mnca: TPS f €iehnes Ute resUbrxslte511ies ;and duties of the 7wss Desunfar truss Design Engrne*er mss! 7rutas Manttfadd+ta€. unSess oUrer>•+wsre der4netea by a Contraad agreed upas . wap+xg by aN ps,hias ,-NvW The hues € Dari r Enganeer is NOT the kTue m,'t Desaine, of Tress system Ento neer for any buak%ngflit captaitsed Whet, are as defened in TPI ?. (srdtYC�ht 'Zti*+r Px+xiwk#•arJ FnF}inee€ectg, d.CG, (pr.3l. Reprod ebun of aMs dtcmarre s any tarns ss rwaltsbiteni wrtMsut wsafen {44pemrssiaat hnm Peoiei9a!-ar.7. ai,,r,3 4-4-3 4 2x4: 2x4 H 20 I scarce = 7,19,9 W mm:- LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (foe) I/deft L9d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,23 Vert(LL) We nfa 999 MT20 1971344 T DL 10.0 Lumber DOL 1,15 EIC 0.09 � VeR(TL) Trip n/a 999 BCL L 0.0 Rep Stress Ina Yes WB 0,04 Hort(TLj 000 3 rT/a The BCDL 100 Code IBC2012iTPI2007 _._ tt (Matrix) fff fftight 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2X4 SPF II BOT CHORD, Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SPF li REACTIONS. (111I 1=169/8-7-11 (min. 0-1-8),3-16918-7-11 (rain. 0.1-8), 4w=293/8-7-11 (min, 0-9-6) Max Hera 1=50(LC 9) Max Uplift 1=-20(LC 10), 3.20(L.0 10;) Max Gras 1=211(LC 2),3=21 IILC 2), 4=351(L.0 2) NOTES - 1) Unbalanced roof live loadsdesign, + f + +k# Exp C; enclosed � M%WRS (dirrectional); Waver left and right exposed " end vertical left and right exposed'. Lumber DOL=1.60 plate grip DOL=1,60 TCLII + # k s #.. *2d i . 1. *l k.: #r#.,.w. satw44*#'.. Lumberof continuous4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires ♦ chord bearing. bottom6) This truss has been designed for a %0 pet bottom chord live load nonconcurrent with any other live loads. fit between the # 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 th uplift at jointh;) 1, 3, 9) This truss is designed in accordance with the 2012 International Building Code section 2306A and referenced standard ANSII 1, 10) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, WARNING . Please fhCrdPughfY t'evlCar the'rustornet5 RCkn muco ethent tat fooford t Standwri Tenes for Manutadwed Ptoductr form Veei daaMta K*nYa+nutes5 arw.9 read Worse on thax TttY38 CdesNryrr r3rexrtrog {TC7rt} and The CI Reference 5hket?fsv. i 7-1oy beretm aase.Uneox Mher~ stated on the Too, only hi connector oaten shalt be head Maf rhes f Dd'� fo tvt Vai#i. AH a Twits Desrgn Erci h e, thee$ th, Y,:Ntgar wje the seat ran any Tor, seprosents an anceptance of khe rxatesarahm eavgrneeary resFoeskyet' fix the deston of the smoke Tnots de,Mted or, the TDD oNy seMw Tf t 1 The zirtsrTRx assumptions, foadnor ca+ad bons, sur4atatlky arld clsm or, thof Truss for any frothing t8 the resq+srNdbyfy of the 0,^xarthe f$ aerthonced went or are Suddarced Cesg#raar. m Sire o>nteA of the W She MG, the Par., t bietdirg Wade 8.d PI f. The 21Y. appovat of #se TOO arca any fie w ume sat the "E tats. incPu:itr� taodhlrg. sfaeagu, vlstagahan and bfac rag. $hail be the r ttafiy n the B kpg Desgnet and (cxurac'Un Alk avates sta Out rn &Cee TW asxf the(xarAec&•saed grodefiines of Buaerieag e mi oheM Safety treohnatian WSt) gub'Smhrd by Tea€ and SBGA ara,efewoed for gmnend gadance Thad ! dehoes khan e nstx I and doofes ofthe Tnt$s Daegnas, Ttoss C1asi n C:n1smoes end Tree s Manufadune, emkras oftnosa defined by a Cotarria roo�ea t arm aha prates ey aN parar, tnvohed The Trams. SJeSgsn Cr�neer as NOT thhe Attildtng . ear or Teas System i #neer foe any tru kisa$a Rat eaptai eW farm% Tres as defered leo Tot i EMINEMNii C zpy'a'�ht 2G7d F"ro6w•N6-GNJ CragdnaartrM, Ll.C, {L7r3�. RePraxSeeotfinn oY Ehi„aE dcauarcnesN, ere any dUtvn. to f�atrai#icaf vrrEhcau4 waaCen pe:tttls$ibn fatsrn ProB+.rN<iLk'S, 2.4-3 24-3 2 30 = 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 TCDL 10,0 Lumber DOL 1.15 BC 0.10 SCLL 0.0 " Rep Stress Incr Yes WB 0,00 BCDL 10.0 Code IBC2012fTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOTCHORD 2x4 SPF No,2 REACTIONS. (lb/size) 1=15214-7-11 (min. 0.1-8), 3=952/4.7-11 (main, 0-1-8) Max Herz 1-24(LC 9) Max Uplitlw-3(LC 10), 3=-3(LC 10) Max Grav 1=187(LC 2), 3=187(LC 2) 20 �, I ---------- _ --- i3EFL, in (too) Vdell Ltd PLATES GRIP Vert(LL) rite ins 999 MT20 9571144 Vert(TL) nta nla 999 Horz(TL) 0.00 3 nta ride Weight: 10 Ib FT = O% BRACING- TOP CHORf3 Structural wood sheathing directly applied or 4.8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc gracing. NOTES - 1) Unbalanced roof live loadsf design. 2) Wind: ASCE 7-10-1 Vuh=110mph (3 -second gust) 4 Exp C� encrosed� MWFRS (directional); cantilever left and right exposed " end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1.60 3) TCLL: ASCE 7-10; Pr=30,0 pet (roof live load: Lumber DOL=1,15 Plate DOL=1,15); Pg=30O psf (ground snow); Pf=20.8 fist (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15)� Category 11; 4 W checked4) Plates for a plus or minus 5 degree ♦.tion about 5) Gable requires continuous bot• ♦. i 6) This truss has been designed for a 10,0 pat bottomload fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100uplift Building9) This truss is designed in accordance with the 2012 International Code section 2306Adreferenced standard ANSIrrPl 1, 10) "Semi-rigid latchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, e Et WARNtN . Pieria Shoroughty to etew the 'Cusoesens Ackhaakldgemiah or Pf013wk1 Sfandawd Twins RX Manufactured Plod±,, ucts" them Vetdfy dften fa�ratncEeng and 1000 toes on this Tsue,m D Ckiawng € DD) and the na3 Referance Sheet (civ_ 11.14) befoo, use teVewa o . e atatiad an the TRO, Met, MTek •eonnetdor rages shag be used for C7xta PGF Sb Ce ,.Z As a Truys Desern Entitneer fs e. Specialty F fdpnew)p the seat on any TDO rereesents an acceptance of the pneesse mak engartaemng mponsb4ty for the design of the surfpte Truss depected on the IDE) orgy, were+ TPI 1 The des�go assumphoes, karFpg ca"di tons, suttatebty and eye of ago Truss AS any St" M the reskonsibifay of Jho Cnewn, the Oosxtc,s authote end agceri oa She auedboi Otespaabt, mthe comae/ of fine ERG, the 18C;, the ieacW hutebot; code aw TPs t The approval of thea Tna? area any herd use of ase Tiuse, rncliou-9 hatodntg, stamage, inshiltabon and txiy: g% shag W the fesPorsit yey of the Busing C1es4taer and Conisador. M notes set out rn ft you and the p:a tcr+s and qui %kaoif of 81144 is COMPoeein Sa" Inke ctron df3CSC} gxftshed by'TPt and SOCA ace tetferancynt for versant th.dancee. TAS t defines, the iesfaanroi6eat+as aret duties or the Truss i "icer, Truss Desve Erogtavcr azad Tides Manutacturey ie4e x odlerefto defined by a Coronal agreed 14M Sri m lb V by a9 pady s imieved The Trtw Destro Enypneet r, K)T the Euidea; Desiggnef of Tram System Engthhein for any betoek4. All c'atartahzed rends are as darned ire TF'i 5, SW//aim°/�C"v` LtC Ca.pyr�ryfti �?tt14 Pra&udkS-fNU Fnginexrnng, LLC:. q¢2rJ}. €2s�'odtukitir oS titin dorwne+si. ut sny Ocean. as pr€aetka2e3 vaFldlnt'r wxffikmr F'+ermax°vta,t hom Prai3u4d„pr,4. ..» . -, a -a. -40* * . . . . . . a an ijg,3rR :8., § . so I 7,15poc ja -N. 5 .* mtcwo mt cn, PD In �aw 0 a _3f �� a4, 3 ip>&; -1 6 a c a c . . 0 9T 1-a 9 2 0- 0,8wi� CR�W - g� Clo . n g, � - 0 - I da I 5 -aa a S CD, 10 0@ 50 , - --0 FW9 -o 000 Z 2 Qz - z 5 M 0, 'MM, 0 �o Szzaa@ T nao jq RIM ,,R zr > on aw - S a g - 0 0 0 n M 0-p �z t . -. F 0, S. 0 80 w 63 q - S, 0 Q 5 CD.�B T :04 M 3 a 3 0M �r r s a s o a� M 0 5 0 NO 2_.am we CL 05C�WC._ .,V* �5 =- 0 0- 609a a ;� 1, 96 18 �9� 5 5-4 =,254�g 5, . C, 12 5 0 - On M a OS I000acg2m "..i° 0 a5 Zw" aa" !.E 0 88 0 �A, S =0 gs 4; S o0. M S 3 , 2 . @ . I Cl - al° 0 O_ z * _' M 0 08 'D a � r * - - a S - 0- 8 - 2-11S 92" ! 2 ci � - 9 gi 1.0 11 ig 4 - 9M- CO 94*OU�9- as g rt 8 �t w�Acla@cffo@ 0 a 9R,6?5,? -- .-g 0 _g W, a o - F & Acin. =-,9 W- . 3 .5- 0 H ON Wk 52 w -4- j 54 �> , 01 0 2, :, 2 6,2 Rf n OR 3c I�Z g2 c - z 4� 0 --4- a. ::� 9 a c W�X4,ka?-Ra�O,UD4 W2, L @ Q 2 gig HA -0.1-3 ua . .9 9,9 2 M_ a, 0-, M 0 0 :3 M, Z� %&9�6gca - cr M A FA M M- o go a -& ca M M - R.M 0 0 -5= M-. 0 a 08 CD 0 9 5M M M 0 990320 M 0__q 8�� 0, 8"'&- amm, -91,; 0' C: I Z -4 S -z 0 Z7 - 0, a .,. ZO P gm-. . z "; -3 , 5,2 UF g 6 'S j 2 dP CP RS .3 t,- M5 K V, -Si 8 N R > W�2 i g H Is aw, 8 RW q aoa w ca -a 10er go z 6v ow a ow =M E in Oea 2Wa'g aWR t33naaarm gaC aa W WaW WW3 �,�q tgs. mn 0 C, P 0 a P. 0 Oj 9 2 ;8 a ,g- 2� c Tm HIS 'Boa 9�,w "H346;'12�3;Zg% so go 5' a 50- 'RHM &-a-03 5 D5,owl 0- Coca n w . o a.g 6 5w .0 �� � * 3 5' V_ g 0 dao 0 R, -1 9 --1, a, 0 acjj-rw-i0P, 5 0 - a Ns N 9 Ea. 0� m NU P-8 CZ Lo, M W. p S WK Se, it HIM," 9 H -. 1 o- k"k Ug g 3 C, a a a r s wo If g g w cn 14! j a W, feu �F 'R 0 .4F W 3,,0 ig -0 a T, ,,T 0 4103 . 'o -, = ?.a N a; S Mo 0 a g', ZIPS q, ag a goo 0- 3 C, 0 W8 , C P'�; f9 2 g� 0- 05, a C, tv�� TF -,6 8 P W -9 9W IR -28 an 0' ZO) g-4 a Vj zo % M 40 5 c NO XO gm 1vv X X 6a im MMOHak r- q ax ss' C7 M cx g'.; Z 55 cr > 0 ! 0 M0 c Z man C 3,to;, IR 'D> M :) MzSt ? OF Fn 04 C, am ED-, MW m 0__ -61 O 0 D 0 n Ca Soo 5. 9 In az fa. I'm TOP CHORD I M I- %< 0 6 0 0 C, LO M z z I'm TOP CHORD I Od lig Il .,AL DATE �cdar rss f aarr. s€gai # 4 specifications fo The d Violationt GEOTECHNICAL INVESTIGATION ASSISTED w { WEST w< AVENUE WHEAT RIDGE, COLORADO Prepared For 7850 WEST 44TH AVENUE, LLC 5143 South Willow Drive, Suite 300 Greenwood Village, Colorado 80111 Attention: Project Manager Project No. DN47,855-125 June 24, 2015 1971 West 12th Avenue J Denver, oi€ ra 80204 � one: 303-825-0777 ? Fax 303-825-42 � w.ctlt&orn SCOPE_~_ ..... ...... ... .......... ^........ ........... ---- ...... .—._..—,..... --- _.....___-1 SUMMARY OF FINDINGS AND CONCLUSIONS ....... -----...... ... ... .`..... 1 SITE CONDITIONS .... ----~_........ ,__,________,______....... ___.2 PROPOSED CONSTRUCTION— ..... ----......... .......... _—...... ~._—'-----^'3 INVESTIGATION ....... ...... ...... ...... 4 SUBSURFACE CONDITIONS __--.-----...... ...... -----.—~_~'......... --4 Clean toClayey Sand ...... _....... ~---__^'.__....... _....... ______.__,.5 Sandy Clay _....... ,_~~,,,.,.,,...... ^_,~.............. ._,__............... _~_........ ,,^.5 Bedrock... .��.^.��.��.��^�.�..��.....,........ ....... 5 GroundVVater.-....... —....... --........ ...... --'^''----'....... --------'6 Infiltration Testing .... ..... ...... .......... ___________.,______'_.'_,........ 6 GEOLOGIC HAZAR[lS._-...... ._—..--------'---'—''----'.......... ~--6 Expansive Soil and Bedrock ..... --- ...... .—'---_....... _..—._--_.—..6 Seismici1y-...... .__....... .......... ....-..'....`._.~.......... ---- ...... __—,..-._.7 Radioactivity `^^^^^^^`^~^^^-'—'........... ^^^^-^^—^—'~-^^........... ....'—....-..—_.,.....7 SITE DEVELOPMENT— ... .._—_-...... ---_—........ __,___,,____,___7 [lerMohtion............ .~......... ......... ........... ,_,.,,_,,_._.,,^,,_`,^_.......... ,.,_.7 Excavations __.......... _... .^.... —.---- .... —.--_.~—`._..'._.... —_—'8 Fill and Backfill ..._.__....._..___,..__........ ,,^^,_.................. ,,,,_.__.,,,_9 BUILDING FOUNDATION ... ..... --.__............. --- --...... .--------_10 FLOOR SYSTEMS— ...... —.... ....... ---._........... .—... --- ... _---'--11 Floor.... —.-_—.—_.....~~----`—......... —'-----'--12 Structural Supported Fhoors—..... --.—....... .—.~...—.—_-_----_..13 Exterior FlatYVQrk.......... --............. .----........ .-----........ --_--14 Porches, Decks and Patios— ... -----.-------~^--^~''--........ ''14 Exterior Fkabwork.... ........ ---- ...... ---...... ---- ...... __........ ....... _.-15 BELOW-GRADECONSTR[jCT]ON—~—~--..----------_.----...-'15 FOUNDATION DRAINS .... --_—............ --,._.......... ----_---..—._._'16 RETAINING WALLS ... _---._._.__—._.`---...... .----------_.... 16 MSEWalls— .... -'--......... .—.~_---_--.—.............. -........... ......... 18 Concrete\8/a@s--.—_....... .—....... —_—_....... --.---.......... --- ... -18 PAVEMENTS... —._--_.----...... ...... _.-....... .,.—________...... ...... .... 19 CONCRETE., .............. SURFACE DRAINAGE .... _._----_.......... .----.—._._..—....... _.__—.21 7850 WEST 44" AVENUE, LLC 7850WEST 44'~AVENUE ASSISTED LIVING CTL TPROJECT NO. omer.aa5-1os TABLE OF CONTENTS PAGE 2 GEOTECHNICAL RISK.... ....... -- ... ---- ........ ....... ... -- ...... ........ -- 22 LIMITATIONS .................................... ............. ....................................... .....,......,...... 23 FIG. I - LOCATIONS OF EXPLORATORY BO IIS G FIG, 2 - INTERIOR FOUNDATION WALL DRAIN FIG. 3 - TYPICAL. EARTH RETAINING WALL. DRAIN APPENDIX A - SUMMARY LOGS OF EXPLORATORY B)RNGS APPENDIX B - LABORATORY TEST RESULTS APPENDIX C - GUIDELINE SITE GRADING SPECIFICATIONS APPENDIX. D -- CONSTRUCTION GUIDELINES FOR FLEXIBLE AND RIGID PAVEMENT MATERIALS 7650 WEST 44"' AVENUE, LLC 7650 WEST 44T" AVENUE ASSISTED LIVING CTL ! T PROJECT NO. €7N47,655=125 S:\PROJECTS\47800\DN47865.00MI25\2. REP?RMRION47855-125•R1,DOC M This report presents the results of our Geotechnical Investigation for the As- sisted Living Facility planned at 7850 West 44th Avenue in Wheat Ridge, Colorado (Fig. 1). The project includes construction of a one-story assisted living and memory care building with a paved access road and parking lot. The purpose of this investiga- tion was to evaluate subsurface conditions and provide geotechnical design and construction criteria for the project. The scope was described in our Service Agree- ment (No. DN 15-0211 R2) dated April 24, 2015. This report was prepared from data developed during field exploration, labora- tory testing, engineering analysis, previous investigation and experience with similar conditions. The report includes a description of soil and bedrock found in our explora- tory borings and discussions of site development and building construction as influ- enced by geotechnical considerations. If the planned grades, building location, floor elevation, or proposed construction change, we should be notified to review our report and determine if revisions are needed, A brief summary of our conclusions and recommendations follows. The summary is provided for general information and orientation purposes only. Users of the report should read the report in its entirety, I The soils encountered in our borings consisted of about 16 to 23.5 feet of clean to clayey sand and sandy clay underlain by weathered to com- paratively unweathered claystone and sandstone bedrock. Samples of the sandy clay exhibited low swell potential and samples of the clay - stone indicated low to moderate swell. 2. Groundwater was encountered during drilling at depths of 7 to 17 feet. When the test holes were checked 9 days later, groundwater was measured in four borings at depths of 6.5 to 8.5. Groundwater may be within 3 feet of planned basement elevation. We recommend a drain system under the basement. Groundwater levels may fluctuate season- ally and rise in response to precipitation and landscape irrigation. I 7850 WEST 44"' AVENUE, LLC 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S:\PROJECTSW7800DN47855,000112512, REPORTS1R ON47855-125-RI DOC Ll 1 The soil at depths likely to influence foundations and floors are non - expansive. Footing foundations can be used. If desired, a first floor (a basement) slab -on -grade may be used with low risk of heave related distress. A structurally supported first floor is safest. I 4, Surface drainage should be constructed and maintained to provide rap- id removal of surface water away from the building and off of pave- ments. Careful irrigation practices should be followed to avoid exces- sive wetting. Water should not be allowed to pond on or adjacent to pavements. 5. The design and construction criteria for foundations and floor systems in this report were compiled with the expectation that all other recom- mendations related to surface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project and that own- ers/property managers will maintain the structures and positive surface drainage, and use prudent irrigation practices. It is critical that all rec- ommendations in this report are followed, The 1.1 acre property is located at 7850 West 44 th Avenue in Wheat Ridge, Colorado (Fig. I and Photo 1). The site currently contains a wood -frame residence, garage, and outbuilding. A dirt driveway runs from the southeast corner of the site up to the residence. An office building is present to the west and a greenhouse is locat- ed to the south of the site. Ground cover consists of grass and trees, The ground 7850 WEST 44" AVENUE, LLC 2 7850 WEST 44" AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,8554125 S.\PROJECTS\478DDIDN47855,000\125\2, REP0RI'S\RI\DN47855-126-R1 DOC M Subsurface conditions were investigated by drilling ten borings at the approxi- mate locations shown on Fig. 1, Five borings (TH-1 through TH-5) were drilled in the area of the proposed building to depths of 25 to 35 feet and five shallow borings (TH- 6 and 1-1 through 1-4) were drilled to depths of 3 to 10 feet evaluate pavement sub - grade conditions and for testing to determine infiltration rates. The borings were drilled using a CME 45 truck -mounted drill and 4 -inch diameter, continuous -flight auger. Samples of the soils and bedrock were generally obtained at 2 to 5 -foot intervals using 2.5 -inch outer -diameter, modified California drive samplers. A repre- sentative from our firm was on-site during drilling to log the subsoils and to obtain samples. Summary logs of the soils and bedrock found in our borings, field penetra- tion resistance test results, and a portion of the laboratory data are presented in Appendix A. The samples were returned to our laboratory for review by our engineers and rel,resentative materials were selected for tes1drig. *0 ts4uf_5�41 rrU44.�i content, dry density, swell -consolidation, percent fines, Atterberg limits, gradation, and water soluble sulfate content. Results of laboratory testing are presented in Appendix B and summarized on Table B-1. Strata encountered in our borings consisted of 16 to 23.5 feet of clean to clayey sand and sandy clay underlain by weathered to comparatively unweathered cla stone. Two feet of sandy fill was e 0jrAW_eA-4_A& —i– -'1--WQAC 1A ncwTI characteristics of the soil and bedrock are discussed in the following paragraphs, 7850 WEST 44'" AVENUE, LLC 7850 WEST 44'x° AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S \PROJECTS\47800\DN47855,000\125\2. REPORTS\R ION47855-125-Rl DOC M �M • Seven to 16 feet of clean to clayey sand was encountered in our borings from the ground surface. The sand was loose to medium dense based on field penetration resistance tests. Four samples contained 23 to 32 percent fines (passing the No. 200 sieve) and one sample exhibited low plasticity. We judge the sand to be non - expansive. borings, The clay was stiff to very stiff. Two samples did not swell and two samples swelled 0.2 and 0.8 percent when wetted. We judge the clay to be non -expansive or low swelling, The bedrock found in our exploratory borings consisted of weathered to com- paratively unweathered claystone, sandstone, and interbedded claystone/sandstone, The bedrock was weathered to very hard. Two samples of weathered claystone swelled 1.1 and 2.6 percent. We judge the sandstone to be non -expansive or low swelling. Bedrock is deep with respect to the planned construction, Groundwater was encountered during drilling at depths ranging from 8 to 17 feet. When water levels were checked 9 days after drilling, water was measured in four holes at depths of 6.5 to 8.5 feet. Groundwater may be within 3 feet of planned basement elevation. We recommend a drain system under the basement. Groundwa- ter levels may fluctuate seasonally and rise in response to precipitation and land- scape irrigation. 7850 WEST 44"" AVENUE, LLC 5 7850 WEST 44T" AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S:\PROJECTS\478=DN47855000\125*2 REPORMIRMN47855-125-RIMC N We drilled four infiltration test holes (1-1 through 1-4), each 36 inches deep. The holes were wetted after drilling and tested the next day with approximately 20 inches of water, Individually, the test results were 16.4, 9.0, 9.4, and 14.6 minutes limplE 1111111111111l lill11111111111 1111rillMil!1� ME= Most sites in the Denver area contain expansive soil and bedrock (collectively, (texpansive soils"), our most common geologic hazard. Expansive soils are sensitive Mtl IM&W 11 i volume (swell) and decrease in shear strength. Swell pressure can be far in excess of the applied structural load from a footing, slab -on -grade or pavement, therefore, heave occurs upon wetting that can damage improvements. Our laboratory testing indicates the risk from expansive soil and bedrock movement is very low. 7850 WEST 44 r"AVENUE, LLC 6 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S:4PROJECTS4478MON47855,OD0k1251? REPORMR ION47855-125-Rl, DOC Ll Foundation and structure design is influenced to some extent by seismic site classification. This area, like most of Colorado, is subject to a low degree of seismic risk. The subsurface conditions indicate low susceptibility to liquefaction. According to the 2012 International Building Code for seismic design, the site classifies as Site Class D. Radioqqjivt, It is normal in the Front Range of Colorado and nearby eastern plains to measure radon gas in poorly ventilated spaces in contact with soil or bedrock. Rador 222 gas is considered a health hazard and is one of several radioactive products in the chain of the natural decay of uranium into stable lead. Radioactive nuclides are common in igneous and metamorphic rock in this area and in the soils and sedimen- tary rocks underlying the subject site. Because these sources probably exist on the site, there is potential for radon gas accumulation in poorly ventilated spaces. The amount of soil gas that can accumulate is a function of many factors, including the radio -nuclide activity of the soil and bedrock, construction methods and materials, pathways for soil gas and existence of poorly -ventilated accumulation areas. Typical mitigation methods consist of sealing soil gas entry areas and periodic ventilation of below -grade spaces and perimeter drain systems. Radon rarely accumulates to significant levels in well -ventilated above -grade spaces. The only reliable method to determine the concentration of radon is to perform testing after construction. Demolition 7850 WEST 44T11 AVENUE, LLC 7 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S.1PROJECTS4478=DN47855.00O112512 REPORMR MN478,55 -125-R1. DOC exterior flatwork from the site. If very moist, soft soils are encountered during demoli- tion, these soils should be stabilized. Stabilization can likely be accomplished by crowding 1 .5 to 3 -inch crushed rock or recycled concrete into the soft •a .• until the base of the excavation does not pump or deform more than about I inch when 11111111111111ill III ip�!Ijp�` !1111 11�11 IIIIII�!11 I i ! I i ; :Ii ; 1:1, j, - A I I Ll The materials found in our borings can be excavated using conventional heavy-duty excavation equipment. Excavations should be sloped or shored to meet local, state, and federal safety regulations. Based on our investigation and Occupa- tional Safety and Health Administration (OSHA) standards, we anticipate the clay will classify as Type B and the sand as Type C. According to OHSA regulations, maxi- mum slope inclinations of 1:1 (horizontal to vertical) for Type B soil and 1.51 for Type C soil are required for temporary excavations in dry conditions. Excavation slopes specified by OSHA are dependent upon soil types and ground water conditions encountered. The contractor's "competent person" should identify the soils encoun- tered in the excavation and refer to OSHA standards to determine appropriate slopes. The owner and contractor should be aware that in no case should slope height, inclinations, excavations or depths, including utility trench excavations, ex- ceed those specified in local, state and federal safety regulations, Specifically, the current "OSHA Health and Safety Standards for Excavations" should be followed. If S 114"nur, it will be necessary to have the side slopes designed by a registered professional engineer. Vehicles and soil stockpiles should be kept a minimum lateral distance 7850 WEST 44T" AVENUE, LLC 8 7850 WEST 44T" AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 SI%PROJECT,,W78OOkDN47855,ODOkl25\2. REPORTS\R 1\DN47855,125R1, DOC 12 from the crest of the slope equal to at least one-half the slope height, As an alterna- tive to temporary slopes, vertical excavations can be temporarily shored as discussed below. provided vegetation, topsoil and other deleterious organic materials are substantially removed. If import material is required, we recommend importing a sand soil for use below the building floor. The imported material should entirely pass the 2 -inch sieve and have 15 to 35 percent silt and clay -sized particles (percent passing the No. 200 sieve) with a liquid limit less than 30 percent and a plasticity index less than 15 percent. A sample of import material should be submitted to our office for approval prior to stockpiling at the site. ganic materials should be removed, Subgrade in areas to receive fill should be scarified to a depth of 8 to 12 inches, moisture conditioned to within 2 percent of maximum dry density (ASTM D 6*8). concrete flatwork, and pavements. Fill and backfill should be placed in thin, loose lifts of 8 inches or less, moisture conditioned and compacted to the criteria provided in the above. Placement and compaction of fill should be observed and tested by a representative of our firm during construction. Guideline specifications for fill place- ment are included in Appendix C. 7850 WEST 44"' AVENUE, LLC 9 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S:kPROJECTS147800%)N47855.000112512, REPORTSIRMN47855-125,Rl,DOC N Water and sewer lines are often constructed beneath slabs and pavements. Compaction of utility trench backfill can have a significant effect on the life and serviceability of floor slabs, pavements, and exterior flatwork, We recommend utility trench backfill be placed and compacted as outlined above. Our experience indicates fill and backfill can settle, even if properly compacted to criteria provide above, Factors that influence the amount of settlement are depth of fill, material type, degree of compaction and time, The degree of compression of fill under its own weight will likely range from low for granular soils (about I percent or less), to moderate for clay/sand mixtures (about 1 percent), to high for highly plastic clay and claystone (1 to 2 percent or more). Non -expansive natural silly to clayey sand is present at depths likely to influ- ence Performance of shallow fo LnII; for the building, provided total settlement of about an inch and differential settlement of about 1/2 to % inch is acceptable. Design and construction criteria for footing foun- dations are provided below, These criteria were developed from analysis of field and laboratory data and our experience, 1 Footings should be constructed on firm natural soils or similar moistu conditioned, compacted fill. Where soils are loosened during excava- tions or in the footing forming process, or if any loose, soft, or dry soil are encountered at the footing level, the soils should be removed and re -compacted to the criteria presented in SITE PREPARATION, prior placing concrete. I 2, Footings can be designed for a maximum allowable soil pressure of 2,500 psf. 3. Continuous wall footings should have a minimum width of at least 16 inches. Foundations for isolated columns should have minimum dimen- sions of 24 inches square. Footing widths may be greater depending upon foundation loads, 7850 WEST 44'" AVENUE, LLC 10 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S'PROJECTSi478GOkDN47855.000\125\2 REPORTSNR MN47855,125-Rl, DOC 12 4Foundation walls should be well reinforced, top and bottom. We rec- ommend reinforcement sufficient to span an unsupported distance of at least 10 feet. Reinforcement should be designed by the structural engi- neer. 5. Lateral earth pressures can be calculated based on equivalent fluid density using at least 45 pcf for the active case. For the at -rest case, where essentially no lateral movement is allowed, we suggest using at least 60 pcf. Footing translation can be resisted using an equivalent flu- id density of 325 pcf for the passive case, providing backfill is similar to the site soils, is well compacted and remains in-place. The coefficient of friction for sliding may be taken as 0.50. These values have not been factored. The structural engineer should apply appropriate factors of safety in design. 6. Exterior footings must be protected from frost action. Normally, 3 feet of frost cover is assumed in this area. 7. The completed foundation excavation should be observed by a repre- sentative of CTL I Thompson, Inc. to confirm subsurface conditions are as anticipated. Compactive effort and placement and compaction of fill should be observed and tested by our representative. 14014iPM lip mance of foundations will consist of silty to clayey sand. Wetting of these soils can cause settlement of slab -on -grade floors. Based on laboratory test results, subsur- face conditions, and our experience, we estimate potential movement of about 1 -inch or less for slabs constructed directly on these soils. Il I MINE, I 11i ii!l Mi 1 1 7850 WEST 44" AVENUE, ILLC 7850 WEST 44T" AVENUE ASSISTED LIVIING CTL I T PROJECT NO, DN47,855-125 &PROJECTSA78MD1447855 000\125X2. REPOR'MRION47855-125-RI DOC M . - - B -•ua_m_ We recommend the following design and construction criteria for slabs -on - grade. These criteria will not prevent movement. Rather, they tend to reduce damage if movement occurs. # # # IMF 0 MIMI= 2. Underslab plumbing (if any) should be thoroughly pressure tested for leaks prior to slab construction and be provided with flexible couplings. Plumbing and utilities that pass through the slabs should be isolated from the slabs. 3. Slabs should ideally be separated from walls and bearing members with a slip joint that allows free vertical movement of the slabs to reduce cracking when movement of the slab occurs, 4 4. Exterior flatwork should be separated from the structure. These slabs should be designed to function as independent units. Movement of the- se slabs should not be transmitted directly to foundations or structures, 5Use of slab -supported partition walls on conventional slab -on -grade should be minimized. If slab -bearing partitions are used, they should be designed and constructed with a minimum 2 -inch space to allow for slab movement. Differential slab movements may cause cracking of partition walls, If the void is provided at the top of partitions, the connec- 7850 WEST 44'H AVENUE, LLC 12 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 S\PROJECTSk47800\DN47855,OD(A125X2, REPORTS\R I\DN47855-125-R 1, DOC M tion between slab -supported partitions and foundation -supported walls should be detailed to allow differential movement. Doorways should al- so be detailed to allow for vertical movement. Interior perimeter framing and finishing should not extend onto slabs -on -grade, or if nec- • • ould be detailed to allow for movement, 6HVAC systems supported by the slabs (if any) should be provided with flexible connections capable of at least 2 inches of movement. 7. The American Concrete Institute (ACI) recommends frequent control joints be provided in slabs to reduce problems associated with shrink- age cracking and curling. To reduce curling, the concrete mix should have a high aggregate content and a low slump. If desired, a shrinkage compensating admixture could be added to the concrete to reduce the risk of shrinkage cracking. We can perform a mix design or assist the design team in selecting a pre-existing mix. A structural floor is supported by the foundation system. Design and construc- tion issues associated with structural floors include ventilation and lateral loads. Where structurally supported floors are installed over a crawl space, the building codes require a minimum clear space of 12 inches for non-organic systems. This minimum clear space should be maintained between any point on the underside of the as system (including beams and floor drain traps) and the soils. Utility connections should be capable of absorbing some deflection of the floor. Plumbing that passes through the floor should ideally be hung from the underside of the as and not lain on the bottom of the excavation. This configuration may not be achievable for some parts of the installation Control of humidity in crawl spaces is important for indoor air quality and per- formance of wood floor systems, We believe the best current practices to control humidity involves the use of a vapor retarder or vapor barrier (10 mil minimum) 7850 WEST 44 Y"AVENUE, LLC 13 7850 WEST 44T" AVENUE ASSISTED LIVING CTL J T PROJECT NO, DN47,855-125 S:�ROJECTSX47800%DN47855,0=125%2, REPORTSIRION47855-125-RI DOC I M ture to reduce the risk of transferring slab movement to the foundations. The inner edges of flatwork can be supported on haunches or steel angles bolted to the founda- tion walls with connections detailed so that movement of the flatwork will not cause 7717711rec g Tounaa- tions. Construction on haunches or steel angles and reinforcing the sidewalks and other exterior flatwork will reduce the potential for differential settlement and better allow them to span across wall backfill. Porches and decks with roofs that are integral with the buildings should be constructed on the same foundation as the buildings when porch or deck foundation movement would damage the structures. Deck foundations should be designed by a structural engineer. For simple decks that are not integral with the buildings and can tolerate some movement, the use of short pier or footing foundations bottomed at least 3 feet below grade can be considered, as long as the foundations are located outside foundation wall backfill (if any), Deck foundations should be bottomed below foundation wall backfill (if any) to reduce risk of settlement, longer (8 to 10 feet or more) deck piers may be necessary to provide adequate support. The inner edge of a deck may be constructed on haunches or steel angles bolted to the foundation walls and detailed such that movement of the deck foundation will not cause distress to the structure. We suggest use of adjustable bracket -type connections or other details between foundations and deck posts so the posts can be adjusted if move- ment occurs. 7850 WEST 44S°" AVENUE, LLC 14 78501 EST 44" AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 SkPR0JECTS\478MDN478550MN125V, REPORMRION47855-125-R1 DOC 11 structures. Porch slabs can be constructed to reduce the likelihood that settlement or heave will affect the slabs, One approach is to place loose backfill unt- # i e orming materials to be quickly broken down after construction to reduce the risk of transmitting ground heave to the porch slab. Wax or plastic -coated void boxes should not be used unless provisions are made to allow water vapor to penetrate into the boxes. Driveways and sidewalks are normally constructed as slabs -on -grade. Perfo mance of conventional slabs on expansive soils or existing fill can be erratic. Variol properties of the soils and environmental conditions influence magnitude of move- ment and other performance. Increases in the moisture content in these soils may cause heaving or settlement and may result in cracking of slabs -on -grade, Backfill below slabs should be moisture conditioned and compacted to reduce settlement, as discussed in Fill and Backfill, Driveways and exterior slabs founded on the backfill Where slabs -on -grade are used, we recommend adherence to the precautions for Foundation/core walls that retain earth will be subject to lateral earth loads which are dependent on the height of the wall, soil type, and backfill configuration. We assume use of on -sire backfill or similar imported soils with a level backfill sur - 7850 WEST 44"' AVENUE, LLC 15 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 &1PROJECTS147800%DN47$55 0=12511. REPORMIRMN47855425-RI -DOC L1 'i at -rest" earth pressures. We recommend design for "at -rest" earth pressure using an equivalent fluid density of at least 60 pcf. Where walls are free to rotate to mobilize the strength of the backfill, they may be designed to resist "active" earth pressures, We recommend design for "active" earth pressures using an equivalent fluid density of 45 pcf. Passive pressure can be used to resist lateral movements with an equivalent fluid density of 325 pcf, Passive resistance requires movement to generate the resistance, Passive resistance shoul!"101 only be used when movement is tolerable and the soil is well compacted and will n be removed, The values given above do not include safety factors or allowances surcharge loads such as sloping backfill, vehicle traffic, or excessive hydrostatic pressure. I 17MMME M., ment perimeter and in crawl spaces (if any), Installation of a drain system is optional in crawl spaces. The drain should consist of a 4 -inch diameter perforated or slotted pipe encased in free -draining gravel. The drain should lead to a positive gravity *utlet, such as subdrain located beneath the sewer, or to a sump where water can be removed by pumping. Sump pumps must be maintained by property managers. Water should not be allowed to accumulate in the drain system. A typical drain det] 7850 WEST 44"' AVENUE, LLC 16 7850 WEST 44"' ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S1PROJECTSk478OOkDN47055.00011251�I REPORTSWIDN47855-125 -RI, DOC 0 backfill surface, surcharge loads and allowable horizontal movement at the top of the wall. Where multiple walls are closely spaced, the lower wall(s) design should con- sider surcharge from upper walls. Internal and global stability of the walls should be I! � I iffill 11111111 11111 1 1 111 1 � � � 1 0 1 . . MM7��� bilize the shear strength of the soil. We assume retained soil and backfill above the reinforced zone will be on-site soils or similar soils, The onsite soil should not be used in the reinforced zone, We recommend the reinforced zone of the MSE Walls *e constructed with imported sand and gravel meeting CDOT Class 5 or 6 Aggregate Road Base Specification (or befter), Angular gravel meeting AASHTO, No. 57 or 67 Specification may be used for the reinforced soil (if desired) and is recommended for the leveling pad and drainage material. III 111111111 111 IpIql1i 11111111 1111111 ;I;IIIIIIIII1�1111 IIIIIIII I IIIIIII TABLE B MSE SOIL INPUT PARAMETERS 7850 WEST 44"" AVENUE, LLC 17 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 S.\PROJECTS\478OOkDN47855,000\12512, REPORMIRMIN47855-125-RI.DOC 1 A 1 ommend a free -draining sand and gravel material with less than 3 percent fines (passing No. 200 sieve) be used as backfill for a zone within at least 1 foot behind the wall. Imported backfill should be tested and approved by our firm prior to importing, The upper 2 feet of wall backfill should be derived from the on-site clay, Fill should be placed and compacted to the criteria provided in Fill and Backfill. Special precautions should be taken to avoid over -stressing the wall during compaction. We recommend small, hand -operated compactors be used, IN I I 1 1 i Ili I I I I ��� I III I R1111I 1_2 I E 1 1001�m zone. A typical earth retaining wall drain detail is provided on Fig. 3. The drain should consist of a 4 -inch perforated PVC pipe encased in at least 1 foot of free draining gravel. The drain should slope to a positive gravity outlet. Any pipe installed beneath the wall should be solid and strong enough to resist the overburden pressure from the weight of the wall. Drain discharge in front of the wall should occur to well draine,41 areas at least 5 feet beyond the toe of the wall. iii MOVIE ii iiiii ii iii 111 111 � 1111 Ili "1 00 on footings. Footings should be constructed on undisturbed native soils or properly compacted fill. Footings should be designed for a maximum soil pressure of 2,500 psf, have a minimum width of 20 inches, and be provided at least 3 feet of frost cover. friction between the base of the footing and soils of 0.50. Lateral loads can be re- solved by evaluating passive resistance using an equivalent fluid density of 325 pef for on-site soils or backfill that is properly compacted and will not be removed. These are unfactored values, appropriate factors of safety should be applied during design. 7850 WEST 44"' AVENUE, LLC 18 7850 WEST 44"" AVENUE ASSISTED UVING GTL I T PROJECT NO. DN47,855-125 SAPROJECTSW780001447855 000%125\2, REPORTSWIDN47855-125-RI, DOC M level surface, For design of independent retaining walls (i.e. those not attached to the buildings) that can rotate marginally, an "active" earth pressure calculated using an equivalent fluid density (EFD) of at least 45 pcf and an "at -rest" earth pressure can be evaluated with an equivalent fluid density of 60 pcf where the on-site soil is used for b.ckfill, The above criteria do not include allowances for surcharge loads such as sloping backfill, vehicle traffic, or hydrostatic pressure. Drains are recommended to control hydrostatic pressures. A typical earth retaining wall drain detail is shown on Fig. 3. The drain should lead to a positive gravity outlet or the wall could be provided with weep holes. 11 1 i I � i I III I drives with occasional truck traffic. Subgrade soils were investigated by obtaining bulk and drive samples of the upper 5 to 10 feet. The laboratory test data indicate the samples classify as an A-2-4 material with Group Index of 0 using the American Association of State Highway Transportation Officials (AASHTO) classification sys- tem, These soils are considered good •s .r. We recommend the appropriate areas be paved with the following minimum pavement alternatives. 11301 1111111123M I � I I 1 11 1 I i i ; i ! i i I I i ii 1 11 I Ii MUM 11 UMM•. MMa� 7850 WEST 44x" AVENUE, LLC 19 7850 WEST 44'H AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S\PROJECTS1478WkDN47855,OOO112512. REPORTS\R I\DN47855-125,Rl, DOG EMEM 11j111111111 111M'111'11�11 , � � I i,:� I TOMM7.9101 U Control joints should separate concrete pavements into panels with patterns and spacings as recommended by ACI. No de-icing salts should be used on paving concrete for at least o and repair of cracks and overlays at 5 to 7 -year intervals, are necessary to achieve long-term performance of an asphalt system. We recommend application of a rejuve- nating sealant such as fog seal after the first year. Deferring maintenance usually results in accelerated deterioration of pavements leading to higher future mainte- nance costs. pavement system, The addition of moisture usually results in heave or softening of the ii .#w and eventual failure of the pavement. We recommend drainage be designed for rapid removal of surface runoff. Curb and gutter should be backfilled and the backfill compacted to reduce ponding adjacent to the pavements. Final grading of the subgrade should be carefully controlled so that design cross -slope 1 maintained and low spots in the subgrade which could trap water are eliminated. sl Seals should be provided between curb and pavement and at all joints to reduce moisture infiltration. Landscaped areas and detention ponds in pavements should avoided. M I I M I M 0111M I I, � I RON I � 111 1 1 111 i provided in Appendix D. These criteria were developed from analysis of the field and laboratory data and our experience. If the materials cannot meet these recommenda- tions, then the pavement design should be re-evaluated based upon available mate- rials. All material and construction requirements of the City of Wheat Ridge should be followed. All materials planned for construction should be submitted and the applica- ble laboratory tests performed to verify compliance with the specifications. 7850 WEST 44"' AVENUE, LLC 20 7850 WEST 445" AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 S,IPROJECTSt47800\DN47855,ODO112512 REPORTSW10N47855-125-RI DOC 111��1111 psrli�lil � METIZEIRIM M-4 M water-soluble sulfate concentrations of 0.01 and 0.09 percent in two samples from this site. Sulfate concentrations less than 0.1 percent indicate Class 0 exposure to sulfate attack for • in contact with the subsoils, according to the American Concrete Institute (ACI) Guide To Durable Concrete (ACI 201.2R-01). For this level of sulfate concentration, ACI indicates any type of cement can be used for concrete in contact with the subsoils. In our experience, superficial damage may occur to the exposed surfaces of highly permeable concrete, even though sulfate levels are relatively low. To control this risk and to resist freeze -thaw deterioration, the water-to- cementitious material ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drainage or high water tables. Concrete should have a total air content of 6 percent + 1 .5 percent. We recommend all walls in contact with the subsoils be damp -proofed. RESOURCE MI I INIMM 111 111 111 1 work is influenced by changes in #M w#" moisture conditions. Carefully planned and maintained surface grading can reduce the risk of wetting of the foundation soi and pavement subgrade. We recommend the following precautions be observed ,furing and •# after the completion of the building: pip I 111 11 FIIIMMIMIM�� 2. Positive drainage should be provided away from the foundations. We recommend a minimum slope of at least 5 percent in the first 10 feet away from the foundation in landscaped areas. Pavements and side- walks adjacent to the structures should be sloped for positive drainage away from the foundations. Water should not be allowed to pond near the buildings or on pavements, 7850 WEST 44"' AVENUE, LLC 21 7850 WEST 44T"# AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 S:IPROJECTSX47800\DN47855,OD0112512. REPORMRION47855-125-RIDOC M 3. Backfill around foundations should be moisture conditioned and com- pacted as discussed Fill and Backfill. 4. Roof drains should be directed away from the buildings and discharge outside the limits of sub -excavated fill and foundation wall backfill to well drained areas. Downspout extensions and splash blocks should be provided at discharge points, Where downspouts discharge onto pave- ment, the pavement should be sloped away from the structure. Roof drains should not be directed under slabs -on -grade, flatwork or pave- ments. 5. Landscaping should be designed to minimize irrigation. Irrigation shou not be located within 5 feet of the foundation. Sprinklers should not di charge within 5 feet of the foundation. Irrigation should be limited to th I minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. 6Impervious plastic membranes should not be used to cover the ground surface immediately surrounding the building. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geo - textile fabrics can be used to limit weed growth and allow for evapora- tion. 7. Surface water detention should not occur on pavements, in backfill zones, or adjacent to structures. IN I 1111�� I primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structures and improvements will perform satisfactorily. It is critical that all recommendations in this report are followed during construction. Owners or property managers must assume responsibility for maintaining the structures and use appropriate practices regarding drainage and landscaping. Improvements after construction should be completed in 7850 WEST 44'H AVENUE, LLC 22 7850 WEST 44'" AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S4PROJECTS\478MDN47855.0=125\2 REPORTS M ON47855-125-R 1, DOC U accordance with recommendations provided in this report and may require additional soil investigation and consultation. Our borings were spaced to obtain a reasonably accurate picture of subsur- face conditions, The borings are representative of conditions encountered only at the exact boring location. Variations in the subsurface conditions not indicated by our borings are possible, The placement and compaction backfill, subgrade and pave- ments should be observed and tested by a representative of our firm during construc- tion. The recommendations presented in this report are based on the proposed construction as currently planned. Revisions in the planned construction could affect ourreco ,Ptio*s. U/e !AxnuW1_4,A_r,*rt . J, i EE= level of skill and care normally used by geotechnical engineers practicing in this area ?t this time. No warranty, express or implied, is made. If we can be of further service too ma - CTL I THOMPSON, INC. Y R ie ed 04 C '.P. C- w tG� wE Erin C. Beach, EA.T, David X C. P. P ip I Lgr i Staff Engineer rincipal Ge LE ECB:DAG/nn (3 copies) Via email: 785D WEST 44"' AVENUE, LLC 23 7850 WEST 44" AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 WROJECTS\478=1447855 000112W RepWMR 11ON47855-125-R I dM BACKFILL FOOTING OR PAIS � a a ,t SEE NOTE i.... G ENCASE • • GRAVEL. FOOTINGLATERALLY TO PROVIDE LEAST 4 INCHES OF GRAVEL BELOW L O.. FLOORSLAB. X • 1 12" MIN,li t t *+e 8" CAIN. €�R � • ` BEYOND 1:1 LOPE FROM BOTTOM OF FOOTING (WHICHEVER IS GREATER) 4 -INCH DIAMETER PERFORATED RIGID DRAIN PIPE: THE PIPE SHOULD BE PLACED IN A TRENCH WITH SLOPEOF AT LEAST 1/8 -INCH PER FOOT OF DRAIN. 1) THE BOTTOM OF THE DRAIN SHOULD BE AT LEAST CHES BELOW BOTTOM OF e *B' * r IN 4: �. *°� ..w+D.. TO a POSITIVE GRAVITYOUTLET OR TO se WHERE WATER CAN BE REMOVED BY PUMPING, IF • Ll 10 1 --- - --- . ............ . .................... BACKFILL WITH SILTY OR CLAYEY ON-SITE SOIL. PROVIDE GRAVEL LAYER BEHIND WALL. WASHED CONCRETE AGGREGATE * (ASTM C33, NO. 57 OR NO. 67), BACKFILL k `A ON-SITE MATERIAL ') RETAINING WALL a SCREEN OR COARSE SLOPE GRAVEL OVER HOLE PER OSHA REINFORCING STEEL.. .......:.....::' 4 -INCH DIAMETER PERFORATED PER STRUCTURAL RIGID DRAIN DIRE. THE PIPE DRAWINGS. .......; SHOULD BE LAIC} IN A TRENCH WITH A MINIMUM SLOPE OF 0.5 PERCENT: ....., .... .. ..., FOOTING OR OTHER `:.,....:::TYPE FOUNDATION DRAIN YM y PIPE li GRAVITY y ,i OR M HOLES Y USED, i m 7850 WEST 44T" AVENUE, LLC 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S:\PROJECTS\478DO1ON47855,000\125\2, REPORMRION47855-125-RI DOC am FINISHED FLOOR ELEVATION (5416.5') 15 W Im z ---5,395 mm I m ME mm om am =I z 5,395— U) ME om am ---5,375 SUMMARY LOGS OF EXPLORATORY BORINGS 5,375 7660 WEST 44TH AVENVE. 11C 7M WEST 44 TH AVENUE ASSISTED WN G FIG, A- I PROJECT NO, 7, 125 l-5,370 SUMMARY LOGS OF EXPLORATORY BORINGS MW V&ST 44TH AVFNUE ASSISTED LIVING PROJECT W) ON47,855425 ME mm WE 5,370 FIG, A- TH- T-4 TH-5 TH- FL. 5412,8 FL. 5413.9 FL.. 5411.2 FL., 5413.2 5,415 5,415-- 7 811 oO.6/12 5/12 --5,410ADD-1/12 5,410--- s=ti of00, 7/12 use;= a r`1 6/12 8/12 —acr o DD -ill l iol S$=0069 5/12 -- _ 5,405 oll 1ta/ 5,405 — 12/12 #0 00Q �21.4 wiz 9 LIDO* '+10 8112 ol 0 wi26169 100 SW -0 2 5,400 00 10112 5,400-- 13/12 7-7 111/12 —5,3955395 28/12 40t 17112 21/12 V24 D :,'1 33 000_0.. w 5,390 5017 5,390 5016 l-5,370 SUMMARY LOGS OF EXPLORATORY BORINGS MW V&ST 44TH AVFNUE ASSISTED LIVING PROJECT W) ON47,855425 ME mm WE 5,370 FIG, A- 3 1 :934'NOUVA313 r 0 to a U) 8 a 51, OD I I VA N i 0 LO cl 0 W ud, ii lil HIM, 6a. C3 eR CI 9 w 3� 3"1§ w '0 w 1 :934'NOUVA313 r 0 to a U) 8 a 51, OD I 7850 WEST 44H AVENUE, LLC 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S,1PROJECTSW7800DN47855.0=12512 REPORMRI1DN47855,125-RI, DOC 3 L ._... . _ _ .� ..__ i . w .._ , . _ �._.... S .M te.. 0., r,E T- .R t...1!4t �t E , �... x # I € 0 to------ — - 6 x------------ W _ ___ s '2CC 3 CL 4 0,1 1.0 10 100 APPLIED PRESSURE - KSP Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT- 95PCF From i P i IN %� f 14 FEST MOISTURE CONTENT _ _-. % Swell Consolidation 7850 WEST 44TH AVENUE, LLC Results F -$ 7850 WEST` 44TH AVENUE ASSISTED LIVING PROJECT NO. DN47,855.125 S:tPRC?JECTS\478=DN47855.ODO\12512. ReporWRS1C N47855-125-81,Xi(SWEL )ASM IF �.. '..� XP* : 10N UNE ER N T Nt k E.UUETQ�ETtNi.. I.,_-. k 0 ( 4 -- ---_ - . ------ ( m..... _....., .._., S ,..,,..,..._... ( W (+ r 2 .. .. ,....� i I...y _.... _ i I.,, CL I 0A 1,0 APPLIED PRESSURE - FSS 10 100 Sample of CLAY, SANDY (CL)DRY UNIT WEIGHT= 98 PCR From TH-1 AT�9 EE,T___._ ______.__a._ MOISTURE CONTENT- 24.0 rn % 3 L ._... . _ _ .� ..__ i . w .._ , . _ �._.... S .M te.. 0., r,E T- .R t...1!4t �t E , �... x # I € 0 to------ — - 6 x------------ W _ ___ s '2CC 3 CL 4 0,1 1.0 10 100 APPLIED PRESSURE - KSP Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT- 95PCF From i P i IN %� f 14 FEST MOISTURE CONTENT _ _-. % Swell Consolidation 7850 WEST 44TH AVENUE, LLC Results F -$ 7850 WEST` 44TH AVENUE ASSISTED LIVING PROJECT NO. DN47,855.125 S:tPRC?JECTS\478=DN47855.ODO\12512. ReporWRS1C N47855-125-81,Xi(SWEL )ASM I rE XPAI 60N UN6ER 610NTAN � { 1' 1 . � DE i 41 s Q � I .............. ..._ _ --------- --- .. o o E t cc _.. _ � .A }........ __ -€... ........... ..... ..... .._.._ 0.1 1.0 10 100 APPLIED PRESSURE - IPSP Sampo of WEATHERED CLAYSTON DRY UNIT WEIGHT= 103 PCF From fk' AT 19 FEET_._r.MOISTURE CONTENT= 22`5. __. % i C __ ._ �_ ___ _.._ . Iii _ JNT-WE3...W�T�� 4 i �, _„_... .._ } gg I ---- A--- = E W 0-0 Z 6 E t i i 3 pp € Ia €... r z CL _ C € h € € 0.1 1,0 10 100 APPLIED PRESSURE . KS Sample of CLAY, SANDY (Gln) DRY UNIT WEIGHT= 10 PCF From TFI 4 AT FEET MOISTURE CONTENT= 21.4_. -% Swell Consolidation 7850 WEST 44TH AVENUE, LLC ResultsSIG. -2 7850 WEST 44TH AVENUE ASSISTED LIVING PROJECT NO. DN47,855-125 S,,kPROrECTSa47 DN47855. 1125\2, Rep stRlkDN4785s-125-RI,XIISWELL>,xlsrfi 3 ------- �Xf N ION LINE ER 80NTAN' --------- -...... ... ....... .......... R Z0 --------- 0 x OR Z-2...... . . ........ 0 0) �3 rL 0 ®4 0.1 1'0 10 100 APPLIED PRESSURE - KSF Sample of INTERLAYERED CLAY/SAND DRY UNIT WEIGHT= 110 PCF From TH AT 9 FEET MOISTURE CONTENT. 16.9 % 3 �P 31ON UNPER dON ,T0.N T E - EDU � 1 2 --------- --- .. . .. ........... ....... I JR TO..\�,E-TT z 0 0 ------ )REW 0.. .. .... - -- ---- x ------- ---------- - - - W 0 Q -2 W 3------ zi 0 . . .. .. .. . .. .... . . 0.1 1'o to 100 APPLIED PRESSURE - KSF Sample of WEATHERED CLAYSTONE DRY UNIT WEIGHT= 103 POE From TH-5 AT 19 FEET MOISTURE CONTENT= 24.3.r___.% ------------- Swell Consolidation 7850 WEST 44TH AVENUE, LLC 7850 WEST 44TH AVENUE ASSISTED LIVING Test Results FIGB-3 PROJECT NO, DN47,855-125 S�PROJECTSA7800\DN47855.000\12'j\2. Reports\RtkDN47855-125,RI,Xi(SWELL),xism u Sample of SAND, SILTY ( M). ...... GRAVEL 0 % SAND 72% From -I .. ....... f-Af 2— F --- EET SILT & CLAY 28 % LIQUID LIMIT PLASTICITY INDEX From 1- 3 AT 2 FEET SILT & CLAY 9.% LIQUID LIMIT 21 PLASTICITY INDEX 3 7850 WEST 44TH AVENUE, LLC Gradation 7850 WEST 44TH AVENUE ASSISTED LIVING PROJECT NO. DN47,855-125 Test Results FIG. B-4 S:\PROJECTS\478001DN47855.000\125V,, Reports\RI\DN47855-125.Rl.X2(GRAD),xlsm SIEVE ANALYSIS 25 HP, 7 HR, TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN, 15 MIN, 60 MIN, 19 MIN, 4 MIN. I MIN, '200 i00 '50 *40 *30 *16 '10 *8 -4 118. 3/4' 1 3' S'6" 8' 100 i 7,77, 7,77, :'777,77,77 7777,77 7-7 . . ...... . 0 90 7"7", 777-711-11 - ------- 10 ........... .... 80 ...... __4 ------ ---- . . .. ......... . .. ..... . .... ... ..... . . ..... 970z 4_=.... - - ------ - - 30 w .... ..... ...... < 60 ---- ------- -- --- --------- -- 40 w .. ........... . ............. cc ...... .... .. . ....... .... .... ... . ---------- -7- 50 z Lu - ------ ---- - 7_77'" . .... cc a - ------ . . . . . .. -40 - - --- --- .. ... ... .... 60 uj a, 30 .... ....... ------ . ..... .... .. .... . ..... -- ---- 70 . ... ........ ..... . ..... . ............ . 20 7-777 Az_� so ="j,l" ".Z, 10 .. ...... .. iii ------ . ......... .. . .. ........ . . . ... ...... , ...... .... . 90 _4 0 100 001 O�002 bos '009 '019 037 ,074 149 .297Q42'590 1,19 2,0 2,38 4,76 9.52 19A 36A 76,2 127 200 152 DIAMETER OF PARTICLE IN MILLIMETERS Sample of SAND, SILTY ( M). ...... GRAVEL 0 % SAND 72% From -I .. ....... f-Af 2— F --- EET SILT & CLAY 28 % LIQUID LIMIT PLASTICITY INDEX From 1- 3 AT 2 FEET SILT & CLAY 9.% LIQUID LIMIT 21 PLASTICITY INDEX 3 7850 WEST 44TH AVENUE, LLC Gradation 7850 WEST 44TH AVENUE ASSISTED LIVING PROJECT NO. DN47,855-125 Test Results FIG. B-4 S:\PROJECTS\478001DN47855.000\125V,, Reports\RI\DN47855-125.Rl.X2(GRAD),xlsm Lu! 1 iw w j6 F tJ Q�() >C)Lu Ul bIuj5 IZ CC! < 4 Z�cc W�— liz ZI " Z Z�:Sz uj <i '05 0 z Ul > COIRI I I cl, Cj ;Ojl I < z 03 Ul Z UJ x w cc uj a - co w < Q a u 0 -J w cr U) t 1 1-7 a. a. 0) w C'f! < cr CL W w icq cr (n as �n lq) IOD- Aitoi� 0 Mr- tilt C9 CJS CZCSS, w W Z T D F - WCC Z 50 ZE Lk CI)l Lu 717 7�04 mim -"t; cr F -IF -I M m re-110-090NAL93fdreft7il ilk] 1142 � F 7850 WEST 44 T' AVENUE, LLC 7850 WEST 44T" AVENUE ASSISTED LIVING CTL I T PROJECT NO. ON47,855-125 S:IPROJECTS\47800\DN47855,0001125\2, RE PORMIRION47855-125-RlDOC M This item shall consist of the excavation, transportation, placement and compac- tion of materials from locations indicated on the plans, or staked by the Engineer, as necessary to achieve rough street and overlot elevations. These specifications shall also apply to compaction of excess cut materials that may be placed outside of the project. The Soils Representative may call for the removal or sub -excavation of expan- MON blikWAIWO61 ""I- I- 11111twite* ti*ni. Often, the removed soil can be re -used and treated to reduce swell potential by exca- vating, thoroughly mixing, increasing the moisture content and compaction to comply with this specification, MM, iqil�iqrilq; �111 111111�'Ii 11� 111!, 1 ed to between 1 and 4 percent above optimum moisture content and graded until the surface is free from ruts, hummocks or other uneven features, which would prevent uniform compaction by the equipment to be used. 7850 WEST 44"' AVENUE, LLC C-1 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 SAPROJECTS147800ON47855 0=125\2. REP0RTS\RI\DN47855A25-RI DOC N Fill material shall be moisture treated to within limits of optimum moisture conte specified in "Moisture Content and Density Criteria." Sufficient laboratory compaction tests shall be made to determine the optimum moisture content for the various soils encountered in borrow areas or imported to the site. I The Contractor may be required to add moisture to the excavation materials in the borrow area if, in the opinion of the Soils Representative, it is not possible to obtain uniform moisture content by adding water on the fill surface. The Contractor may be required to rake or disc the fill soils to provide uniform moisture content through the soils 11,11,03ROMI Q, #Eno 11 MR. I J# QM required moisture content. The Contractor will be permitted to rework wet material in an approved manner to hasten its drying. Selected fill material shall be placed and mixed in evenly spread layers, After each fill layer has been placed, it shall be uniformly compacted to not less than the I I I- W -1101 0. N09f ON "01100A, 1 00#0 NIM"1401. 00 * "M 10 N 111110,11 7850 WEST 44"' AVENUE, LLC - 7850 WEST 44TH AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 S:kPROJECTS447800\DN47855.000\125k2. REPORMIRION47855-125-RIMC standard Proctor maximum dry densit -0 1101sag Fill slopes shall be compacted by means ♦ sheepsfoot rollers • other suitable equipment. Compaction operations shall be continued until slopes are stable, but not too dense • planting, and there is not appreciable amount of •• • • the slopes. Compaction of slopes may •- done progressively in increments of three to five feet (T to 5') in height or after the fill is brought to its total height. Permanent fill slopes shall not exceed 3:1 (horizontal to vertical). q 11 The Contractor shall submit notification to the Soils Representative and Owner advising them •. the start • grading operations at least three (7) days in advance of the starting date. Notification shall also be submitted at least three (3) days in advance • any resumption dates when grading operations have been stopped for any reason • than adverse weather conditions. 7850 WEST 44T" AVENUE, LLC C-3 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 S:TROJECTSk4780ONDN47855.00O412542, REP0RTS11R11DN47855-125-RI.00C Ll M The Soils Representative shall provide a written declaration stating whether t] site was filled with acceptable materials, and was placed in general accordance wit the specifications. 7850 WEST 44" AVENUE, LLC C-4 7850 WEST 44" AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855-125 SAPROJECTSW78001DN47855 00M12512. REPORTS\R I\DN47855-125-RI, DOC • H� •a In MwAl owiniffa ill I U Well PASUM Wil NO I 7850 WEST 44" AVENUE, LLC 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 S:%PROJECTSt478=DN47855,000112512REP0RTS\R15DN47855-125-Rl DOC M 2Aggregate base course should have a minimum Hveem stabilometer value of 8., Aggregate base course or recycled concrete material must be moisture stable. The change in R -value from 300 psi to 100 psi exudation pressure should be 12 points or less. 3. Aggregate base course or recycled concrete should be laid in thin lifts not to exceed 6 inches, moisture treated to within 2 percent of optimum moisture content, and compacted to at least 95 percent of maximum modified Proctor dry density (ASTM D 1557, AASHTO T 180). The material should be placed without segregation. 4. Placement and compaction of aggregate base course or recycled concrete should be observed and tested by a representative of our firm. Placement should not commence until the underlying ss •- is properly prepared and tested. # I;eei 01 =1, ed and periodic checks on the project site should be made to verify compli- ance with sDecifications, Z HMA should be relatively impermeable to moisture and should be designed with crushed aggregates that have a minimum of 80 percent of the aggregate retained on the No, 4 sieve with two mechanically fractured faces, 3. Gradations that approach the maximum density line (within 5 percent between the No. 4 and 50 sieves) should be avoided. A gradation with a nominal max- imum size of I or 2 inches developed on the fine side of the maximum density line should be used. 4Total void content, voids in the mineral aggregate (VMA) and voids filled should be considered in the selection of the optimum asphalt cement content. The optimum asphalt content should be selected at a total air void content of about 4 percent, The mixture should have a minimum VMA of 14 percent and between 65 percent and 80 percent of voids filled. 5. Asphalt cement should meet the requirements of the Superpave Performance Graded (PG) Binders, The minimum performing asphalt cement should be PG 7850 WEST 44"' AVENUE, LLC D-1 7850 WEST 44TIl AVENUE ASSISTED LIVING CTL I T PROJECT NO, DN47,855.125 S:kPROJECTSt478MON478,55-0001125V, REP0RTS1R1XDN47855-125-R 1, DOC N prian cernern-nas oeen M"rntv. calrNs In Ine rfum Range area and should be avoided. Q0. Hydrated lime should be added at the rate of I percent by dry weight of the aggregate and should be included in the amount passing the No. 200 sieve. Hydrated lime for aggregate pretreatment should conform to the requirements of ASTM C 207, Type N. 7. Paving should only be performed when ## .#. temperatures are above 40'F and air temperature is at least 40'F and rising, & HMA should not be placed at a temperature lower than 245*F for mixes con- taining PG 64-22 asphalt, and 290'F for mixes containing polymer modified asphalt, The breakdown compaction should be completed before the mixture temperature drops I= na M w 1#15 1#11 it &J16-1 11011- 1 [on 01--a 01 r -me -14 gFITI I III I a InTl argag I =.I I a 10. HMA should be compacted to between 92 and 96 percent of Maximum Theo- retical Density, The surface shall be sealed with a finish roller before the mix cools to 185 F 11. Placement and compaction of HMA should be observed and tested by a rep- resentative of our firm. Placement should not commence until the subgrade is property prepared, tested and proof -rolled. Proof -rolling should be performed in accordance with Section 1004.6 of the City of Lafayette Manual. . .... ..... 2. Portland cement should be Type It "low alkali" and should conform to ASTM 150, Portland cement should conform to ASTM C 150. 1 Portland cement concrete should not be placed when the subgrade or temperature is below 400F. I 4Free water should not be finished into the concrete surface. Atomizing nozzle pressure sprayers for applying finishing compounds are recommended when- ever the concrete surface becomes difficult to finish. 5. Curing of the portland cement concrete should be accomplished by the use of a curing compound. The curing compound should be applied in accordance with manufacturer recommendations. 7850 WEST 44"' AVENUE, LLC D-2 7850 WEST 44T" AVENUE ASSISTED LIVING CTL I T PROJECT NO, ON47,855-125 S:1PROJECTS147800\DN47865,000\12512. REPORMIRION47855-125-RIDOC M 6. Curing procedures should be implemented, as necessary, to protect the pavement against moisture loss, rapid temperature change, freezing, and me- chanical injury. T Construction joints, including longitudinal joints and transverse joints, should be formed during construction or sawed after the concrete has begun to set, but prior to uncontrolled cracking. 8. All joints should be properly seated using a rod back-up and approved epom sealant. 'I 9Traffic should not be allowed on the pavement until it has properly cured a ' ] achieved at least 80 percent of the design strength, with saw joints already cut 10, Placement of portland cement concrete should be observed and tested by a representative of our firm, Placement should not commence until the sub - grade is properly prepared and tested. 7850 WEST 44"' AVENUE, LLC D- 7850 WEST 44"" AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 S:XPROJECTS1478DO\DN47855.0=12512 REPORMIRION47855-125-R1.130C IN HOW AM110011011iii-iiii.. 2Utility trenches and all subsequently placed fill should be moisture condi- tioned, compacted, and tested prior to paving. As a minimum, fill should be compacted to 95 percent of maximum standard Proctor dry density, 3. After final subgrade elevation has been reached and the subgrade compact- ed, the resulting ## #a should be checked for uniformity and all soft or yielding materials should be replaced prior to paving. Concrete should not be placed on soft, spongy, frozen, or otherwise unsuitable ## a#` 4If areas of soft or wet subgrade are encountered, the material should be sub - excavated and replaced with properly compacted structural backfill, Where ex- tensively soft, yielding subgrade is encountered, we recommend the excava- tion be inspected by a representative of our office. 5Aggregate base course should be laid in thin, loose lifts no more than 6 inch- es, moisture treated to within 2 percent of optimum moisture content, and compacted to at least 95 percent of modified Proctor maximum dry density (ASTM D 1557, AASHTO T 180). & Asphaltic concrete should be hot plant -mixed material compacted to between 92 and 96 percent of maximum Theoretical density. The temperature at laydown time should be at least 2450F. The surface shall be seated with a ish roller prior to the mix cooling to 1850F. 7. The maximum compacted lift should be 3 inches and joints should be stA-M gered. No joints should be within wheel paths. I 8. Paving should only be performed when subgrade temperatures are above 40OF and air temperature is at least 40OF and rising. 9, Subgrade preparation and placement and compaction of all pavement materi�- al should be observed and tested. Compaction criteria should be met prior to the placement of the next paving lift. The additional requirements of the City of Wheat Ridge should apply. 7850 WEST 44"' AVENUE, LLC D- 7850 WEST 44'x; AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 SAPROJECTSII4780001,147855 0=12512. REP0RTS1R1XDN47855-125,81 DOC U Rigid pavement sections are not as sensitive to •• -i- support characteristics as flexible pavement. Due to the strength of the concrete, wheel loads from traffic are distributed over a large area and the resulting subgrade stresses are relatively low. The critical factors affecting the performance of a rigid pavement are the strength and quality of the concrete, and the uniformity of the i• •- We recommend subgrade preparation and construction of the rigid pavement section be completed in accordance with the following recommenda- tions: The subgrade should be stripped of organic matter, scarified, moisture condi tioned and compacted. i• .i' soils should be moisture conditioned to wit in 2 percent of optimum moisture content for sand and within 0 and 3 percen above optimum for clay, and compacted to at least 95 percent of maximum standard Proctor dry density (ASTM D 698, AASHTO T 99). 1 2After final subgrade elevation has been reached and the ii .i- compact- ed, the resulting ii ..s- should be checked for uniformity and all soft or yielding materials should be replaced prior to paving, Concrete should not be placed on soft, spongy, frozen, or otherwise unsuitable subgrade. 3. The subgrade should be kept moist prior to paving. 4. Curing procedures should protect the concrete against moisture loss, rapid temperature change, freezing, and mechanical injury for at least 3 days after placement. Traffic should not be allowed on the pavement for at least one week. 5Curing of the ii cement concrete should be accomplished by use of a curing compound in accordance with manufacturer recommendations, & Construction joints, including longitudinal joints and transverse joints, should be formed during construction or should be sawed shortly after the concrete has begun to set, but prior to uncontrolled cracking, All joints should be sealed. 7. Construction control and inspection should be performed during the subgrade preparation and paving procedures. Concrete should be carefully monitored for quality control. The additional requirements of the City of Wheat Ridge should apply, The design sections are based upon 10 -year and 20 -year periods, Experience in the Denver area indicates virtually no maintenance or overlays are necessary for a 20 -year 4esign period. We believe some maintenance and sealing of concrete joints will help pave- ment performance by helping to keep surface moisture from wetting and softening or heaving subgrade. To avoid problems associated with scaling and to continue the strength gain, we recommend deicing salts not be used for the first year after placement, 7850 WEST 44"' AVENUE, LLC D-5 7850 WEST 44" AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 S.TROJECTSi478DOkDN47855.0=12512, REPORMIRION47855-125-RIT)OC M. A primary cause for deterioration of pavements is oxidative aging resulting in brittle pavements. Tire loads from traffic are necessary to "work" or knead the asphalt concrete to keep it flexible and rejuvenated, Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seat or rejuvenating the asphalt binder to extend pavement life. Visual pavement evaluations should be performed each year. vide information on effective times to apply preventive maintenance treat- ments. Crack sealing should be performed annually as new cracks appear, slurry seal) at approximate intervals of 3 to 5 years to reduce oxidative embrittlement problems, and structurally failed areas, 7850 WEST 44"' AVENUE, LLC D- 7850 WEST 44T" AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 S:\PROJECTS147800iDN47855,ODO\12612. REPORTS RMN47855-125-RIMC 11 High traffic volumes create pavement rutting and smooth, polished surfaces. Preven- tive maintenance treatments will typically preserve the original or existing pavement by providing a protective seat and improving skid resistance through a new wearing course. Visual pavement evaluations should be performed each spring or fall. Reports documenting the progress of distress should be kept current to pro- vide information of effective times to apply preventive maintenance. Crack seating should be performed annually as new cracks appear. I MX�V= M-MROMM, *Y(01,get f#r -2 trev-eAtive tre,;,,tY,4*t of 4 to 8 years to reduce joint deterioration. crack sealing and joint cleaning and seating. Where joint sealants are missing or distressed, resealing is mandatory. Corrective maimenarretl• -• T1rFFT(7= Iiw s wo placement to correct subgrade 6lures, edge damage and material failure, prove the structural capacity of the pavement. 7850 WEST 44T" AVENUE, LLC D-7 7850 WEST 44"' AVENUE ASSISTED LIVING CTL I T PROJECT NO. DN47,855-125 &WROJECTS'A7800ON47855 000112512. REPORMRION47855,125-RIDOC LEGEND: APPROXIMATE LOCATION OF EXPLORATORY BORING 1 APPROXIMATE LOCATION OF INFILTRATION TEST HOLE TOM TEMPORARY ENCHMAR: MANHOLE COVER (ASSUMED ELEVATION: 5412,0') Locations Exploratory Borings Fig. Transmittal Letter To: City of Wheat Ridge Building Department 7509-W—LI29th Ave Wheat Ridge, CO, 80033 From: Dillon Hall 7850 as Ih Ave., LLC 6143,S.,Willow Dr. Ste. 300 Greenwood Village, CO 80111 1, One black binder containing Structural Calculations 2. 2 Copies of a Rescheck Report for both the Assisted Living and Memory Care facilities 1 2 Copies of the revised plumbing and electrical plans for both the Assisted Living and Memory Care facilities 4 2 Copies of the Life Safety plan for both the Assisted Living and Memory Care facilities S 2 Copies of a response letter from the MEP Engineering Firm 6. 1 CD containing PDFs of all documents listed above (except response letter) I ) I rl= ME MMUMIMMIN Building & Inspection Services Division JN 5067 7500 W. 291h Ave. Wheat(idge, CO 80033 ATTN: Phil Goddard RE- Plan Review #201501359 7850 & 7860 W 44th Ave. Please find our responses to your Plan Review that was emailed to us on October 2, 2015: Item #2- Need a residential energy code check such as REScheck (fin R-4 is not a commercial building), Response: Reschecks (1ECC 2012) have been provided for both buildings. See attached. Item #3 Electrical - Show compliance with IECC 1 404 for 75% high efficiency /amps or low voltage lighting, Response: The luminoire schedule on E1.2 has been revised to specify LED equivalent lamps in lieu of incandescent. See revised E1.2 sheet offached. Item #4: P1.0 states that contractor has option to select cast. Because of this, provide gas pipe sizing calculations for gas piping system taking csst pressure drop factor. 1esponse: The contractor's alternate note (#9) on P1.0 to allow CSST piping has been removed from the plumbing drawings. Gas piping calculations will remain for $ch. 40 steel piping installation only. See revised P1.0 sheet attached. Sincerely, Dl�(CE ENGINEERING, INC Genas J. WI'le'r, PE DJM/blw/Response to E-mail comments dated 10-2-15 5737 W 611, Ave, Lakewood, CO 80214-2403 Phone: 303-421-3206; Fax: 303-421-3209 Building & Inspection Services Division 7500 W: 29th Ave. Wheatridge, CO 80033 • H Please find our responses to your Plan Review that was emailed to us on October 2, 2015: Item #2: Need a residential energy code check such as REScheck (An R-4 is not a commercial building). Response: Reschecks (IECC 2012) hove been provided for both buildings. See attached. Item #3 Electrical - Show compliance with IECC R404 for 75% high efficiency tamps or low voltage lighting. Response: The luminoire schedule on E1.2 has been revised to specify LED equivalent tamps In lieu of incandescent. See revised E1.2 sheet attached. Item #4: P1.0 states that contractor has option to select cast. Because of this, provide gas pipe sizing calculations for gas piping system taking csst pressure drop factor, Response: The contractor's alternate note (#?) on F1.0 to allow CSST piping has been removed from the plumbing drawings. Gas piping calculations will remain for Sch. 40 steel piping installation only. See revised P1.0 sheet attached. D ' EN INEERING, INC '9nis �7;Mi'ller, PE DW/Uw/Response to E-mail comments dated 10-2-15 5737 W 61h Ave, Lakewood, CO 80214-2403 Phone: 303-421-3208; Fax: 303-421-3209 LvJ Energy Code: 2012 IIECC Location., Wheat Ridge, Colorado Construction Type: Multi -family Project Type: New Construction Conditioned Floor Area: 9,260 ft2 Glazing Area 19% Climate Zone-, 5 (6 ,58 HDD) Permit Date: Permit Number: Construction Site: 7850 W 44th Ave. Wheatrid_qe, CO 80033 Owner/Agent: 7850 W. 44th Ave, LLC, 7850 W, 44th Ave Wheatridge, CO 80033 Designer/Contractor: Andy Achtermann DMCE Consulting Enginee 5737 W. 6th Ave, Lakewood, CO 80214 303-421-3208 1 Compliance; 1.3% Better Than Code Maximum Uk 957 Your UA: 945 The % Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules, it DOES NOT provide an estimate of energy use or cost relative to a minimum -code home, EnvelDpe As- em4�hes Exterior Wall: Wood Frame, 16" o.c. 5,560 19,0 2.0 0,053 240 Double Pane Window; Vinyl/Fiberglass Frame:Double Pane 865 0,320 277 Entry Door - Glass: Glass 170 0,320 54 Roof: Flat Ceiling or Scissor Truss 9,290 38.0 4,0 0.027 251 Basement Wall: Solid Concrete or Masonry 2,520 13.0 1.0 0.049 123 Wall height: 9.0' Depth below grade: 9.0' Insulation depth,- 9,0' Compliance Statement, The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2012 IECC requirements in REScheck Version 4.6.2 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist, 10 /Q(0 /Z01. Name - Title Signature b75fe_ Project Title: 44th Ave Assisted Living Report date: 10/06/15 Data filenarne: J:\DMCE PROJECTS\2015\5073 - 2995 WILDERNESS PLACE\LOAD CALCS\10.()6,15 Page I of 1 Rescheck—Assisted Living,rck REScheck Software Version 4.6.2 Compliance Certificate Project 44th Ave Assisted Uvir2g Energy Code: Location: Construction Type; Project Type: Conditioned Floor Area: Glazing Area Climate Zone: Permit Date" Permit Number: Construction Site: 7850 W, 44th Ave, 2012 IECC Wheat Ridge, Colorado Multi -family New Construction 9,260 ft2 19% 5 (6158 HOD) Owner/Agent: 7850 W44th Ave, LLC, 7850 W 44th Ave Wheatridge, Co 80033 Designer/Contractor: Andy Achtermann DMCE Consulting Engineers 5737 W, 6th Ave, Lakewood, CO 80214 303-421-3208 Compliance: 1.3% Softer Than Code Maximum UA: 957 Your UA: 945 The % Better or Worse Than Code index reflects how close to compliance the house is based on code trade-off rules. it DOES NOT provide an estimate of energy use or cost relative to a minimum -code home, 19.0 2.0 0. Double Pane Window: Vinyl/Fiberglass Frame:Double Pane 865 0.320 277 Entry Door - Glass: Glass 170 0.320 54 Roof: Flat Ceiling or Scissor Truss 9,290 38,0 4.0 0,027 251 Basement Wall: Solid Concrete or Masonry 2,520 13.0 1.0 0,049 123 Wall height: 9.0' Depth below grade: 9,0' Insulation depth: 9.0' Compliance Statement. The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application, The proposed building has been designed to meet the 2012 IECC requirements in REScheck Version 4.6.2 and to comply with the mandatory requiremen s listed in the REScheck Inspection Checklist. --AJI&Nto/002015 Name - The- Signature Date Project Title: 44th Ave Assisted Living Report date: 10/06/15 Data filenarne: JADIVICE PROJECTS\2015\5073 - 2995 WILDERNESS PLACE\LOAD CALCS\10.06.15 Page I of 1 Rescheck-Assisted Living.rck 11 Energy Code: Location: 2012 IECC Wheat Ridge, Colorado VIP, rr Construction Type: Multi -family 444974 Project Type: New Construction Conditioned Floor Area: 9,170 ft2 Glazing Area 18% Climate Zone: 5 (6158 HDD) Mull% Permit Date: Permit Number: Construction Site: 7850 W 44th Ave. Wheatridoe, CO 80#33 Owner/Agent: 7850 W, 44th Ave, LLC. 7850 W, 44th Ave Wheatridge, CO 80033 Designer/Contractor: Andy Achtermann DMCE Consulting Engine 5737 W6th Ave. Lakewood, CO 80214 303-421-3208 1 Corophance. 1.2% Better Than Code Maximum UA: 1051 Your Uk 1038 The % Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules, it DOES NOT provide an estimate of energy use or cost relative to a minimurn-code home. Exterior Wall: Wood Frame, 16" o.c, Double Pane Window: Vinyl/Fiberglass Frame:Double Pane Entry Door - Glass: Glass Roof. Flat Ceiling or Scissor Truss Basement Wall: Solid Concrete or Masonry Wall height: 9.0' Depth below grade: 9,0' insulation depth: 9.0' 6,140 19.0 2.03 0,053 940 0320 301 190 0,320 61 10,215 38.0 4,0 0,027 276 2,730 13.0 1,0 0.049 134 ffil W IWAI I it", mill 4#10MORIM - �� 'k -t rNOL04 / Z 0 _N Aame-- hi le_...__ Ugn N_g are tZtuDate Project Title: 44th Ave Memory Care Report date: 10/06/15 Data filenarne: J:\DMCE PROJECTS12015\5067 - 44TH AVE ASSISTED LIVING & MEMORY CARE\LOAD Page 1 of 1 CALCS\10,06.15 Rescheck—Memory Care.rck REScheck Software Version 4.6.2 AL' INK Energy Code: Location: Construction Type: Project Type: Conditioned Floor Area Glazing Area Climate Zone: Permit Date: Permit Number: 2012 IICC Wheat Ridge, Colorado Multi -family New Construction 9,170 ft2 18% 5 (6158 HDD) Designer/Contractor: Andy Achtermann bMCE Consulting Enginee 5737 W6th Ave. Lakewood, CO 80214 303-421-3208 1 Corcpfiance: 1.2% Better Than Code Maximum Uk 1051 Your UA: 1038 The % Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules, It DOES NOT provide an estimate of energy use or cost relative to a minimvm-code home. Enve[ppe_Asse tes Exterior Wall: Wood Frame, 16" o,c- 6,140 19.0 2.0 0,053 266 Double Pane Window: Vinyl/Fiberglass Frame:Double Pane 940 0.320 301 Entry Door - Glass: Glass 190 0.320 61 Roof: Flat Ceiling at, Scissor Truss 10,215 38,0 4.0 0.027 276 Basement Wall: Solid Concrete or Masonry 2,730 13.0 1'0 0.049 134 Wall height: 9.0' Depth below grade: 9.0' Insulation depth: 9.0' Compliance Statement: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2012 IECC requirements in REScheck Version 4.6.2 and to comply with the mandatory re uir eats listed in the REScheck Inspection Checklist. rN +t rN .2.L tur Nme a -Ti le aSignae Date Project Title: 44th Ave Memory Care Report date: 10/06/15 Data filename: JADMCE PROJECTS\2015\5067 - 44TH AVE ASSISTED LIVING & MEMORY CARE\LOAD Page I of 1 CALCS\10.06.15 Rescheck-Memory Carerck A IONII A, Inc M0, -Nassar Associ&t%,44z, Consulfing Ei4neers W'�e,itf,'Age 1,'widing Department Approved Structural Calculate on"or— BUIL.D11,AG;# OFFICIAL DATS. wftty Ile U" -'JV P If I PV'TA or appr of Plae's, spedlicabofts Assisted living and NwM0V!V"1Cwre-,,i tw a rermit ff)-or s�l w6we of, ony Vowition to WmA of I h; �f'osas �j trw t,�Wnq ', d,r',Yde os of any C fly ftts, 7850 West 44t Alyap=kvatw'��rtv fo wolate f't rancei the wvivoksolthe Boding cock,, (if othei owuwces of the C4 shall not be valid. Wheatridge, Colorado The structural design calculations included herein have been prepared byNINIA, Inc. The structural design calculations have been prepared and checked under my supervision MNA'11 TABLE OF CONTENTS Section-".* Pa6es .— Design Criteria Beam & Header Design Wall Design Floor Design Lateral Design Foundation Design MNA, Itic Moi -Nass Asso ommommilmmoollkii" a Design Criteria NINA, Inc. JOB TITLE 7550 West 44th Avenge 4521 E. Virgins Ave, Baits 200 Assisted Living and € emory Care Denver, Colorado 80246 JOB NO. SHEET NO. (3111) 377-6601 CALCULATED BY CDP DAT 7/7/2015 CHECKED BY NGN DATE 7/7/220 15 STRUCTURAL CALCULATIONS FOR 7851 West 44th Avenue NINA, Inc. JOB TITLE 7850 West 44th Avenue 4521 E. Virgina Ave, Suite 200 Assisted I-iving and Memory Care Denver. Colorado 80246 JOB NO, SHEET NO. (303) 377-6601 CALCULATED BY CDP DATE 7/7/15 Floor CHECKED BY NGN DATE 7/7/15 Code Search 100 psi, 1. Code: 13'ser Code 11. Occupancy: Occupancy Group R Residential Ill. Type of Construction: Fire Rating: Roof= 2.0 fir Floor = 2.0 hr Rool'angle (0) 600/ 12 26.6 deg Roof 0 to 200 st' 'f 18 ps 200 to 600 st' '21.6 - OO�I 8Area over 600 sf- 12 psi' Floor 50 psi' Stairs & Exitways 100 psi, Balcony 60 psi' Storage 125 psf Partitions 5 psi' ky�yvnvrozm; M Importance Factcli, 1,00 Wind speed 105 mph Directionality (Kd) O 85 Mean (too tit (h) 25.O 11 Parapet fit above grd 0 0 it Exposure B I - �nclosure Classit' ' f"neloscd Building Internal pressure _14-0.18 Building length (L) 13 1.0 It ["cast lvidth (B) 175.O ft Kh case 1 0.701 Kh case 2 1)k65 VV x(upvoind) N(dowwind) Topograph% Flat H ]fill Height elf) (i 0 .11 II< 60ft;exp 11 H)2 (ialt'llill Length (Lh) 0.0 It Kzt=],O Actual 1-1/1,h W)o ESCARPMENT Use H/Lh 0 00 Modified Lh 0S) it V( f'rorn top of crest: V_ 50,0 It Bldg up/down xvind? downwind `"peed -up H/t,h= 0.00 K 0.000 V(Z)x(upwind) x(downwind) x/l,h== (,00 K, 0.000 H/2 H z1h 0A0 K3 1.000 Ll_ H/2 At Mean Rooff It: Kzt s k K, K,IK3)12 1.00 2D RIDGE or 3D AXISYMMETRICAL HIL NINA, Inc. 4521 E. Virggina Ave, Suite 200 Denver, Colorado 80246 JOB TITLE 7850 West 44th Avenue Assisted Living and Mernory Care, JOB 1i SHEET NO, (30-1) 377-6601 CALCULATED BY CDP DATE 7/7/15 CHECKED BY NON DATE 7/7/15 Gust Effect Factor Flexible structure if natural frequency " I liz. However, rule of thumb is ifh/B < 4 then rigid structure. 1a/B= O 14 '1 herefore. probably rigid structure G 0.85 Use G = 0,85 ft�� Building Natural F'requency (nj) 0,33 Damping ratio (P) = 320 fi, /b w 30 fit C 0,30 p. gv 3A Calculated Ir 30 O If Use this Iz 25.O 11 L,vw 29E7 fi, Q O 82 1, 0.31 G 0.82 Flexible Building Natural F'requency (nj) OO Ilz Damping ratio (P) = 0 /b w 0,45 /rX O25 Vz 64 7 Nj 0 00 R, 0.000 Rt, = 28.282 11 = RB = 28,282 11 = R1, = 28.282 11 = 9R = 0.000 R, = 0)(to G -= (000 1! 1! 11 , 'ill! I! li 11111!! 111111111,11 1 moz��� Test for 011 Building: All walls are at least 80% open. Ao �� 0.8Ag I Input 'Fest Ata 6.6 S-1, Ace � LlAoi j YES— Ag 0.0 sf Ar) > 4'/ 01.01 Ad NO Aoi il Aoi / Agi � 020!sO Building is NO I'll'artially E'relosed. Agi 0.0 sf Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao >= LI Aoi Acs > smaller ol'4'orO.01 Ag Arai / Agi <= 0,20 Where: An = the total area of openings in a wall that receives positive external pressure., Ag = the gross area of that wall in which An is identified, Aoi = the sum of the areas of openings in the building envelope (walls and root) not including Ao. Agi = the sum ofthe gross Surface areas ofthe building envelope (\valls and root) not including Ag. MMUR 1 z * 0 VAM=#1010: — # pressure coefficient may be multiplied by the reduction factor Ri. Rotal area of all wall & rool'openings (Ao&y): 1000 s1` Unpartitioned internal volume Ill 0 cl, R i 1.00 I in z ) 14Ci(63) 150(67} i (6f { j A on ..-:pacai 15% C10 130((56) Location V mph ) 9) 121)(54) Hawaii 105 (47) Puerto Rico 145 (65) Guam 170 (76) Virgin islands 145 (65) American Samoa 125 (56) in 01M El 114(49) 124( ) rENLARGI �=. PAGE DU TAB OVUs ,rar�wta Is 1:34(58) 144(63) 144(63) 144(63) 154(67) 150(67) Special Wind Region Location V mph ( s) Hawaii 145 (47) Puerto Rica 145 (65) Guam 174 (76) Virgin Islands 1 (65) American Samoa 125 (56) Is I -a^ _148 -142 cm NINA, Inc. JOB TITLE 7850 West 44th A venue 4521 E- Virgina Ave. Suite 200 Assisted Living and Memory Care f3enver, Colorado 80246 JOB NOSHEET NO. (303) 377-6601 CALCULATED BY Cf)P DATE 7/7/15 CHECKED BY NGN DATE 7/7/15 V. Wind Loads - MWFRS w. orsional loads are 7 3 25% cal zones I - 4, ` 6 See code for loading diagram Vq3mram:1x°xxtzeaaa.va res 09 'Ir Q-"wwrMm:t1a'T ToijWE LmEn! TransverLe ffirection ituclxralltirortieart Kz -- Kh = 0.70 (case 1) F -Age Strip (a) 10,0 ft Base pressure (qh) = 16.8 psf El -nd Zone (a#1.#) 111 GCpi +/-0.18 Zone 2 length 615 ft Transverse Direction Longitudinal Direction PerpcndictdarO.--' 266deg 11 Parallel 0 = Odeg, Surface GCpf NN,,/-GCpi w/4GCpi GC pf Nv/-GCpi w/+GC'Ia 1 US 0.73 0.37 0A0 0.58 (122 2 410 0.08 -0.28 -0.69 -U1 487 3 -0.45 -0.27 -0.63 -037 -0,19 -0 55 4 -039 -Ul -0,57 -U9 -0.11 447 5 -005 427 463 445 -0.27 463 6 -0,45 -0,27 463 -0.45 -U7 -0.63 I E 0.73 43.91 01.55,O 61 039 0.43 211-" -0.19 -0.01 -0.37 -1.07 -0,89 -1,25 3 31] -0.58 -0A0 -036 453 -0,35 -0,71 41-', -0,53 -035 -0.71 -0A3 -0,25 -0.61 Wind Surface pressures (psf) - use 10 psf ninimurn for zones I plus 4 and 5 plus 6 1 12.3 6,2 9.7 3.7 2 1.4 -4.7 -&6 -14.6 3 -4.5 -10,5 -12 -92 4 -3.5 -9.6 -1.8 -7,9 5 -4.5 -10,6 -4,5 -10.6 6 45 -10.6 45 -10.6 11 153 9,2 133 7.2 2E -0.2 -6.2 -15.0 -21.0 3E -6.8 -119 -5.9 -I3.9 4E -6.0 -12.0 -4.2 -103 -A NlWF-RS,5imale Dia)hraLm Pressures Transverse direction (normal to L) Interior one: Wall 15.8 psf Roof, 5.8 psf Fnd Zone: all 21.2 psf Roof 6.6 psf Longitudinal direction (parallel to L) Interior Zone: Wall 11.6 psf End Zone: Wall 17.5 psf Win&ard roofoverhangs: 11.4 pst(upward) add to windward roof pressure Parapet Windward parapet: 0,0 psf (GCpn = + 1.8) Leeward parapet: O.#) psf (G(.pn=-I,I) IWINDWARD 0VEF'KmVj TRAI'l-'7VERST ELEVATION WUTQWARQP,(-X'QF VERTICAL A Q t7 LC-Aj0r1'T.TD1NAL ELEVATION i`4A, Inc. JCB TITLE 7850 West 44th Avenue 4521 E. Virpinza Ave. Suite 200 Assisted l..rs`.ing and 14lenacary Care Demser. Colorado 80246 JOBB NO, SHEET NO. (303).377-6601 CALCULATED BY CIV DATE 71711 CHECKED BY N GN BATE 7/7/ 15 V. Wind Load - Components & Cladding: t ow -,rise Buildinas Ftsx f4° & Alternate dent n 60'<h<90' 1Cr. °" Kh (ease 1 ) - MO GC"pi = -1-0,18 NOTE: If tributary area is greater than Base pressure (c(h) = 16.8 psf a - I 0 fl 700sf, MWFRS pressure may faa used. Minium parapet height at building perimeter 0 0 it itrrcat'Anpple -= 26,6 deg.., l..ype c\f rt rl' = Hip 12cacrf tiC +,1- GCPi Stat°fact Pressure { Vit} l`tir irr ut Area 10 f 50 sf 100 sf 10 sf 50 sf 100 sf" 20 sf, ' f) sf" Negative /one l -L08 -Lill 498 -18 psf -17 psi -16 psf _18 psi -17 psi Negative Zone 2 nl.tftt -1.53 -1,38 -32 psf -26 last -23 ps .29 pst' -24 psf ',Negative /arae. 3 -178 -236 -2.18 -47 psf -40 psf -37 psi -44 psf -38 psf positive All 'ones Cl;frll 0.54 0.48 11 psf 10 pst I() psf Ii) psi Iil pst Overhang %!cane 2 -238 -239 _238 -til psf -40 p5t -40 prs, -40 psf -4() psi Overhang Zone 3 -.i. ifI . ,Ci1 . (f4 r fi5 p4f -51 Iss -15 p f 59 psi -4 pst Walls (JCP +t- GCPi Surface Pressure (psf) User input Area 10 sf 1t7f3 sf` 5t')0 sf 10 sf li)il sf' S00 st, 33 sf ° 200 sf Negative Zone 4 -1.28 -1.10 498 -21.5 psf -1&5 psf -16.5 psf .20,0 psf -17.7 psf Negative Zone 5 -1.58 -1.23 -0,9 -26,6 psi' -20,6 psf -16.5 psi -23.5 pst -18.8 psf positive Zone 4 & 5 L18 1 0.88 19-11 pzsf 16,9 ps 14.8 csf 18.3 past p6.(l psi Parapet qp M.. 0,0 psi Solid Parapet Pressum 10 sf 100 sf 50o sf CAST; A : Interior zone: 0,0 psf 0,0 psf 0,0 psf CASE A .w> pressure towards building corner zone : i1.tl sf ii.() s C. ASI:. B pressure: away from building CASE.B., ; Interior zone: Oi O psf f).0 psf C .0 pst Corner zone w 2f s# 2,(,) , st ____2,02-f y �yy a 4R al: P( -D, �2 <22:1) 30, ell H. d f derma ,. 14, ' 5 .. i 0 7 degrees and Moracaslcape roof Moncaslc>pe s; 3 degrees 3" < f) 10" a cc 1° 1 i I dk �ry d d �t 1 ... tilt>naaslcape roofs 10' < 0 _. 0' 0 > 7 degrees 0 > 7 degrees MNA, Inc. lost, 500SI, JOB TITLE 7850 West 44th Avenue 4521 F1, Virgina Ave. Suite 200 Corner zone: N/A Assisted Living and Memory Care Denver. Colorado 80246 7�,ASE 11 Interiorzone: N/A JOB NO, SHEET NO. (303) 377-6601 N/A N/A N/A CALCULATED BY CDP DATE 7/7/15 CHECKED BY \-'(11\1 DATE 7/7/15 V. Wind Loads - t -tants laddtrt > 60* Kh (case 1) = 0.70 11.-,:, 25,O III Base pressure (qh) = 16.8 psf a = 10.0 it Roof 'Ang,lei =,, 26.6 deg GCpi = i -/-O.1 f( NOTE: C{ tributiaty area is greater than Minimum parapet height at building perimeter - (W it 700sf. MWFRS Pressure may be used, Roof angle exceeds 10 degrees -rase tables for C <90 Roof GC' p - 6C, I Surface Pressure (,SF) User in put Area 10 Sf 100 sf 500st, 10 A' 100 at 5 00 st' 50 st' 1 200 st, Zone I N/A N/A N/A 0 p Iasi' 0 psi' 0 PSIL 0 psf 0 psi' Zone 2 N/A N/A N/A 0 psi' 0 psi' 0 psi0 psi' 0 psi' Zone 3 N/A N/A N/A 0 psf 0 psf 0 psf 0 psf 0 psf Walls G( t Surl'ace Pressure at "h" U ser to tIt Area 20! loijsl�- 500st, - -- 2 0 s r F00 -ST -500 S T 50 sf 200 st' Negative Zone 4 -1,08 -0,98 -0.88 -18,2 psf -16.5 psi' -14.8 psi -17.2 psf - 15.7 psi Negative Zone 5 -1.98 -1.58 -IA8 -333 psf -26.6 psi' -19.8 psi -29.4 psi' -23.7 psi' Positive Zone 4 & 5 1.08 0.93 O 78 18.2 psi' 15.6 psi' 13.1 L;;t�l 6 7 �ps f IL, 5 pst NOTE: Negative zones 4 & 5 pressurcs apply to all .. heights. Positive pressures varv, with height, see below, 2a Wall surface ressure, at 'T' Positive /,,one, 4& 5 (PSI) z 1 I t qz lost) 2tt sl 100 Sf 505 sf 2 o to 15° .70 1,00 16 8 1&2 15,6 13.1 > 20 111 V0 1.00 16.8 JU 15,6 13.1 25 it 0,70 1,00 1CS.8 18,2 15.6 13A Parapet 0,0 111 O.70 1.00 0.0 psi' CASE A = pressure towards building CASE 13 pressure away ftmn building Ro o fs A,,,(lits` zaid all Walls Root'angle exceeds 10 degrees - use parapet tables for C&C<90 Solid Parapet Pressure lost, 500SI, CASE A Interior zone: N -/A �N,�A Corner zone: N/A N/A N/A 7�,ASE 11 Interiorzone: N/A I,A-N/A (I omer zone: N/A N/A N/A NA, Inc, Krt I rlp (psi) (Yo ft 0,57 1,00 JOB TITLE 7850 West 44th Avenue Windward p rape . 4 2I F. Virgina Ave, Suite 200 (CiCPn = x-1.8) Leeward parapet: 0.0 psf (GC pts - -1,1) Assisted Living and Memory Care Denser, Colorado 841246 ,iiia NO. SHEET NO. (4303) 377-6601 CALCULATED BY CDP DATE 717/15 CHECKEDsy N('jN DATE 7/7/15 V.tt8t$ G Cta .2 El 11 ClSl arttafl BIiBBC Cftll Kh (cats; 2) - C1.67 It = 25,0 ft CYC.`pi„ a-/-(1.18 Base pressure (qh) := 16.0 psf 1,., w, 133,0 ft tl 0.8 Roof Angle .a= 26,6 deg B = 175,() ti cii =: yli t ool tributary area - (h!2)1..; 1400 sf (h/2)l3 963 st' Surface Pressures (psf) Wind Normal to Ridge (psf) Wind Parallel to Ridge (psf) 13/t. - 1,32 h/L ., 0,14 1..,'13 =- t1:76 la/l,, = 0.19 atriace Cls IlhGC F w/-+(IjG irk W/^-ghGC fdi Dist,* CP 4lsttiC"s, w/+q'GC P, w/ -qh{! itt Windward Wall (WW) t7.8Ct 1(),8 sec; table below 0,80 10,8 see table bolo Leeward Wall (1,W) -0,44 -5.9 48 a3.1 450 -6,8 -O.7 -3.9 Side Wall (SW) -0,70 -9,5 -12.=f -6.6 -0.70 .9.5 -QA -6,6 Leeward Roof (LR) _0.60 -8,1 -11,0 -53 Included in windward roof Windward Roof neg press. -0,2() -2.7 -5,6 0,2 0 to lV2 490 -12,2 -15,1 _9.3 Windward Roofpus press 030 4.f L2 6.9 h/2 to Pty 490 -12,2. -15J -93 It to 2h* -0,50 -6.8 -9.7 -19 > 2h* -0,30 4A 40 -I.2 f l ft>rixcantal distance front windward edge For monctslope roofs, entire. roof surface is either windward or leeward surface, Windward Wall Pressures at Lz'* s C o nbined WW 4 I,W Windward Wall Normal ftaralid =� LF z KY.?t i'(11 p 4t'/4-q,(jC Pj W/-q�h(,*) ., a Rif�t�,e to Ridge � ..: ""Pr• .�^ r" ,.,.WR C) to 15, 0,57 1.00 9A psf 63 psf 12.2 psf 15.3 psf 16.2 psf SW .- 2Clft 0,62 1,00 10.2 7.3 1.3.1 16.1 ITT L. r 25 €t O)67 1,00 lt).8 8,0 13.7 16,8 17.6 ?ef)"I L See figure 6„9 cif ASC E7 fi MNA, Inc. JOB TITLE 7850 West 44th Avcnue 4521 ', Virgina Ave. Suite 200 Assisted Living anoilklemory Care Denver. Colorado 80246 JOB NO. SHEET NO, (303) 377-6601 CALCULATED BY CDP DATE 7/7/15 Mo ft CHECKED By NGN DATE 7/7/15 V. Wind !,oads - Other Structures: Importance Factor 1.00 Height to evaluale pressure (z) 2(} 0 11 Wind Speed 105 mph (Just Effect Factor (G) 0,85 Exposure B Kr (Case 2) 0,624 Kzt 1,00 Base pressure (qz) = 17.61 Kd psf A. Solid Freestanding kkalls & Solid SLvn!L.C& qL) Height 104) ft M = 175.0 It Width 175.0 11 N = Mo ft Dist above ground V = 0,057 to Nmorn edge 0 0 ft Cr = 1.20 Directionality (Kd) I.00 Solid Area: Af = It st, Solid Area: Af, = 3t)`jL r.Lirorc qtgaMAEggj p _ F= of, G Cf Af - 18.0 Af Af 18,0 st, F 323 lbs Horizontal design eccentricity for signs --, 0 to ().2 dories sign width, Width (zero if round) 175.0 ft F = q, Gi Cf Ar = 24.0 Af Diameter (zero if'rect) 0 0 fi Percent ol'open area E 0,65 Solid Area: Ar = 24.0 sf tci gross area 35.0% Cr 1,6 F, = 575 lbs Directionality (Kd) 1,00 CL,C',LiLpu2gy&'Fantis & Similar Structures Cross -Section Square h/D = 15M Directionality (Kd) 0.95 fleight (h) 15.O ft Width (D) I.0 ft Type of'surflace N/A D = diameter or least horizontal dimension ol'square . hexagonal or octangular at elevation under consideration, SqpaLe alon Lia ojial fAyj�jd� �- � Cf = 128 F= qz 6 CIF Af' = 18.2 Af Af == 10.0 st, F a. 182 lbs Squ.irgINNLnd n(gijal tj( face) Cf = 1.67 F = q, G CrAr = 23.7 Af Ar = 10,0 sf F, = 237 Ills U7 (Ratio of solid area to ;dross area ofthe lower fiace under cunsideralion) Tower Cross Section square, Diagonal wind factor 1.2 Member Shape flat Round member factor I Mo Directionality (Kd) 1,00 `ioaarc, -hS. Ln(La Lon —tm�-eLIiia gq mall) Square Ajvin(tnL)ijgraj to faq:e I F qz 6 Cf Af = 48.5 Af F= q, G Cf Af = 40.4 Af Solid Area: Af = It st, Solid Area: Af, = 10,0 st, F = 485 lbs I: = 404 lbs MN A, [tic. JOB TITLE 7850 West 44th Avenue 4521 F, Virgina Ave, Suite 200 :Assisted Living and Monory C'are Denver- O� 80246 JOB NSHEET NO. (3031) 377-6601 CALCULATED BY CDP DATE 717115 CHECKED BY NGN' DATE 7/7/15 vl- aqLsrnic -Loads, Seismic Use Group I Importance Factor (le) 1,00 Site Class B Ss (0.2 see) = 34.75%g S 10,0 see)= 10,59 %g F = 1,000 Fv = 1,000 Seismic M -sign Category = B Number of Stories: I Structure Type: Light Frame Plan Structural Irregularities: No plan hTco-tuarity Vertical Structural Irregukarties: No vertical Irregularity Sins = 0,348 Sds = U32 Design Category = B SM) = 0,106 SdI = 0.071 Ciesign Calegory = B Flexible Diaphrams: Yes, Building Systent, Bearing Wall Systears Scismic resisting system: Light frame walls with shear panels - wood structural pancls/shect steel panels Systern Building Height 1-invic Height not limited Actual Building I leight (iter) --- 25,0 ft DLSLGN' COJEFFICHENTS AND FAC -FORS Response Modification Factor (R) 6 Systern Over -Strength Factor (0o) 2,5 Deflection Amplification Factor (Cd) 4 PERNIFFFED ANALY"FICAL PRO(TDURES Index Force Analysis (Seismic Category A only) Simplified Analysis - pertained Design Base Shear V=1,2SdsW/R = 0,046W Equivalent Lateral -Force Analysis - permitted Building period ekief (C-�) = 0,020 Approx fundamental period (Fat = crh", Seismic response Coef (Cs) = Sdslc/R need not exceed Cs = SdIlc/RTa= but not less tban Cs =0.044ScIsic USE CS Model, Linear & Nonlinear Response Analysis Method Not Permitted 0.224 x-- 0,75 O.039 0.053 0,010 0,039 Design Base Shear V = 0,0399 - Pernutted (see code for procedure) MNA, Inc. JOB TITLE 7850 West 44th Avenue 4521 F, Virlona Ave, Suite 200 Assisted Living and Memory Carc, Deaver, Colorado 80246 JOB NOSHEET NO, (303) 377-660 1 CALCULATED BY CDP DATE 7/7/15 CHECKED BY NGN DATE 7/7/15 Vii. Snow Loadj; FjlagttGa �blq &�Hf {�itt� Roof slope 26.6 deg I foriz, cave to ridge dist (W) 8T5 11 Roof length parallel to ridge (L) 133,011 Tvpe ol'Roof ILI = flip or gable ju = 0 0 ft Pr(Ijection heigJit It = Ground Snow I-oad Pg= 30,0 psf 0.011 Aqjacent structure factor I M Importance Category y = 11 Balanced snow height hb = 1,17 If Drift width Importance Factor I = Lo Therefort, no drift Drift height hd 0,00 ft Thermal Factor Cl = 1,00 Surcharge load: pit = y*hd = 0.0 psf I"xposurc Factor Ce 1.0 Exposure Factor, Cc Pf= M*Ce*0*l*p 9 21.0 pst Fxposurc of roof' Pf mill 0,0 PSI' Terrion Fully Partialis' Sheltered A n/a 1A 1.3 Flat Rool'Snow Load 11f 2l.0 pst' B 0,9 H) 1.2 Rain on Snow Surcharge 0,0 pst, C 0.9 to Ll Unobstructed Slippoy D 0, 8 0,9 Lo Surface (per Section 7A) 110 Above treefine 0,7 0,8 n/a Sloped -roof actor CS 1,00 Alaska -no trees M 0.8 n/a Design Dori' `Snow load 21 A psf ("balanced" snow load) N()TL Alternate spans of continuous beams and other areas shall be loaded alth hall' tire design root'snow load so as to produce the greatest tLossible effect - see code, t 'nbalanced Snow Loads - for Hi n & Gable roofs oulv, 70AV + 0,5 = 13 deg Unbalanced snow loads toast be applied Windward snow load = 6 3 psi' = O.3*PV1Cs Leeward sroov load = 34.7 Iasi" = 1,20 +b/2)Ps/Ce Leeward Snow ILI = Upper roof len lIli ju = 0 0 ft Pr(Ijection heigJit It = O'o if Building separation $ , = 0.011 Aqjacent structure factor I M Snow density y = IT9 pet' Balanced snow height hb = 1,17 If Drift width tic = -1.17 111 hc/hb = -1,0 Therefort, no drift Drift height hd 0,00 ft Drift width W -9.4211 Surcharge load: pit = y*hd = 0.0 psf Wind,K,ard Snow DriftL:,Ngainst waJj5_parp,) ,5etc more than Iflon Building roof length ILI = 0,0 It PI-clection height 11 = 0.0 ft Snow density y 17.9 pet' Bakurced snow height hb 1,17 fi, he -1.1711 ticillb =, -LO Therefore, no drift Drift height C� hd Oroh If Drift width _9339 ft Surcharge load: pd = -I*hd 0.0 pst NINA, Inc. JOB TITLE 7850 West 44th Avenue 4521 El, Virg)ina Ave, Suite 200 Assisted Living and Memory Care Dower. Colorado 80246 JOB NO, SHEET NO. (303) 377-6601 CALCULATED BY CDP DATE 7/7/15 CHECKED BY N DATE 7/7/15 Items Description Multiple psf (max)PSI (min) Flooring Carpet & pad 1.0 . ..... Lo Topping Carpet & pad x 4.25" 43 43 Deck/Sub-floor 3/4" p1yvvood/0Sl3 2,7 2.3 Framing TJI rii, 24" 10 1.0 Other None, x V5 0.0 0 0 Ceiling Acoustical fiber X I p1)($) 1'0 0,8 Sprinklers Sprinklers 2,0 0,0 Mcch & Elec mech. & l"llec. 2.0 0,0 Partitions Partitions 20,0 0,(") Misc. Misc, 0,5 0'0 Actual Dead Load P 35,5 0 1A Lise (bis Dl-, instead 1, d If( 50.0 Live Load 50,0 Total Load 150.0 5t 0 FLOOR LIVE LOAD REDUCTION Not allowed for assLinbly occupancy or LL> I 00psf or pass-enger car garages. ewept may reduce columns 20% if 2 or more floors & non-a'ssembly JBC& ASCE 7 L=l,o((1.25+l5NK,,,,A,,') Unreduced design live loa& Lo 50 PSI* Floor member KLI, 2 Tributary, Area AT 1000 Sf Reduced live load: 1, 29.3 psf Columns (2 or more floors) KLj. = 4 Tributary Area AT = 0 sr Reduced live, loa& 1, = 50,0 psf IBCalternate procedure Smallest of': R=,08%(SF- 150) R= 23A0+D/1,)= 6939/o R= 40% beams: 60% columns Reduced live load: I. 30,0 psf R = 0,0% Reduced live load: L = 50 0 PSI` )NINA, Inc. JOB TITLE 7850 West 441h Avenue 4521 1:-1, Virgina Ave. Suite 200 Assisted Living and Memory Care. Denver, Colorado 80246 JOB NOSHEET NO. (303) 377-6601 CALCULATED BY CDP DATE 7/7/15 CHECKED BY NGN DATE 7/7/15 Roof Design Loads Tte-ms- 1 scri tion uittno sf (m - ax) sf min) Kc hint Asphalt Shingles w1roll r(,x,)fang 3.0 2,0 Deck 7/16" plyWo0d/0SB L6 JA Framing Wood'rrUSSCS ; 4" 3,0 2,5 Insulation R-30 Fiberglass insul. x 2.0" L8 09 Ceiling 1/2" gypsurn board x I Ply(s) 12 10 Sprinklers Sprinklers 10 1.5 Meeh & Elec Meda. & F]ec. 2,0 0,0 Misc. Mise, 1 0.5 -(0 Actual Dead Load 16,1#0 103 Use this DL instead 100 20.0 0 9'o Live Load 18.0 0.0 Snow 1-oad 21,0 0.0 Wind (zone 2 - I 00st) I(iX) -23.2 ASD Loadin Dead ' Snow Load 41.() Dead + 0,75(1 "ind + Snow) Load 43.3 0.6*Dead + Wind Load - -17,(l LRFD Loading 1.21.) + L6 S + 0.8W 65,6 1.21)4. 1 .6W + 0.5S 50.5 - 0,91) + 1.6W - -27.8 Roof Live Load Reduction Roofata 1e 6.00/12 26.6 0 to 200 sf- 18,0 Psf 200 to 600 st' 21.6 - 0.018Area over 600 st*. 12.0 psf 300.0 st' 16.2 pst' 400,0 st14.1 psf 50U Sr 12.6 psf' User Input: 4%0 sf' 13.5 psf (lie 1997 Standard Building (.'Ode. except the wind loading, is ASC E17-98 (there is no scisinic or snow in the 1°13C1, 'I lit this program can be used for the Florida Building ('ode, But you couldn't use this progriun ft)r tile 1997 Standard Buildin.g Code. since it references ASCE7-95 as the acceptable alternate, Revisions First Issue 8/18/2003 - Code(13 Revised entire CodcOO program to accommodate ASCF-I' 7 - 02 building code mid 2003 JBC, RcNisetLS/20/2003 Corrected divide by zero area when hill length and height entered as zero, Unprotected cell for tvP c of roof on "snow" workshce% Revised 11/24/2003 Modified C&C<90 worksbect to display zone 3 pressures kir hip rooks with r(x)f angle — 25 degrees when using ASCE7-02. Added northeast states timp to the "Map" worksheet, Revised 1/24/04 Modified snow workshect to add strarooth roofs. Corrected Roof 17I, workshect user entered tributary area live load calculation (prograin used 450st'no nuttler what value Nvas entered), Parapet pressures kir C&C now display as negative when away front I Fixed table value for inonoslopc roof wind tbr second user input Revised 3/6/(t4 Revised Ct table value toy ASC E7-02 & IBC 2003, Other minor revisions, Revised 5/4/04 Revised roof dead load shect to include snow, Revised scistuic worksheet, Revised Read Me instrutions, Other minor revisions, Revised 8/6/04 Revised beta factor 110T Unbalanced snow load when using ASCI -7-02 and Pg less than 20pxf (frorn 0.5 to 1.0). Weights of Material (pst) rain psf Roofing Materials: None 0 Asphalt Shingles w/roll roofing 3 Wood Shingles 3 ' 1 Clay 3 ile_ 14 8 7 Clay Tile w/ mortar__ 19 16 Slaty (1/4"tbk) to 9 Slaty:.. (3/8" thk) 15 1 Concrete tilt16 1 Tile ilc . 14 16 Metal, copper, or tin sheets 1.5 l 5 ply felt & gravel i 5 Fi ply felt & gravel 5.5 5 5 ply composite, nye gravel 2.5 2 3 ply composite, no gravel L5 l Single ply l i Zon€alite roof, deck & concrete 7 5.7 Insulation* None 0 p Rock Wool per I " thk 0.7 0.2 ('.class Wool per I" thk 03 03 R-30 Fiberglass insul. 0 0.9 R- 19 Fiberglass instil. 0.6 O) 6 -11 Fiberglass instil. 0.35 0. 315 Rigid insulation, per I" L5 0.7 Styrofoarn, per I " thk f}.? 02 Zonolite insulation per 1 " 0,15 0it l lcktrt Materiels. Weights None 0 0 Metal Roof deck, 1 .5, 22 ga.L7 L2 Metal Roof deck, 1 .5, 20 ga. 15 2 Metal Floor deck - 2", 20ga 2 L5 Metal Floor deck - 2"y l8ga 3 2 Metal Floor deck - 3". 20ga 2.5 L5 Metal Floor deck - 'Y', l8ga 3 15 7/16" plywood/OSB L6 L4 1/2" pb1wood,/0SB L8 1.5 5/8" plywood/OSB 12 1.8 3,14" plywood/OSB 2,7 23 1 1/8" plywood/OSB 4J 3A Topping/flooring: None 0 0 Concrete regular per 1 12,5 12 Concrete liglitwt per 1 10 8.5 Deflection Concrete 115 2 Vermiculite concrete per 1 15 L8 Poured gypsurn per I " 6.5 6 Hardwood (Nominal V) 2 2 Sheet vinyl L5 O 5 Carpet & pad I I Ceramic tile (3/4") 10 8 Thin Set it 4 3 Terrazo (1 1/2") 19 16 Ceilings: None 0 0 Acoustical fiber 1 0.8 1/2" gypsurn board 12 2 5/8" &VpSum 18 15 Plaster per V 8 6 I" plaster on metal lathe 8.5 6 1" plaster on wood lathe 10 8 FRAMING: None 0 0 Steel roofjoists & girders 3 2 Steel roof beams & girders 5 3 Steel floor btrisjoists & girders 8 5 Wood Trussesgq 24" 3 15 Wood 2x (i 24" L5 L5 LVL ( 24" 3 2 TJI @) 24" 2 1 Other: None 0 Cl Sprinklers 2 15 Mecli, & Elec, 2 Cl om Partitions 20 0 Sprinklers 2 0 Misc. M 0 MN -Al Beam & Header Design CODE REFtREWS Calculations per AISC 360-05, IBC 2000, ASCE 7-10 Load Combination Set • ASCE 7-02 attiat Prqperfiw Analysis Method ; Allowable Strength Design Fy : Steel Yield: 50.0 ksi Seam Bracing: Seam is Fully Braced against lateral-torsional buckling E Modulus, 20,000.0 ksi Sending Axis major Axis Bending Load Combination ASCE 7-02 Q(0.2) L(1) X 0.2 !. I L 0.2 L(I)D r 0I2 L' , Service loads entered. tread Factors will be applied for calculations: Load for Span Number 1 Uniform Load: D = 0.020, L = 0.10 ksf, Tributary Width =10. ,ft, (FLOOR) Load for Span Number Uniform Load: D = 0.020, L = 0.10 ksf, Tributary Width =10.0 ft Load for Span Number a Uniform Load: D = 0,020; L = 0.10 ksf, Tributary Width =10.0 If Load for Sparc Number 4 Uniform Load: D = 0.020, L = 0.10 ksf, Tributary Width = 10.0 it DESIGN SUMMARY: 000=23= Maximum Sending Stress patio 0.512 : 1 Maximum Shear Stress Ratio = 0.254 : 1- Section used for this span W Ox1 S Section used for this span W10XIS Ma: Applied 32.402 -ft Va : Applied 11:566 Mn t Omega : Allowable 30,020 k-ft V /O e a : Allowable 45.0 k Load Combination +D+L+R Load Combination +D+L+ Location of maximum on span 15,875ft Location of maximum on span 15.575 ft Sparc # Mere maximum occurs Span # 1 Span # where maximum occurs Span # 3 Maximum Deflection Max Downward L+Lr+S Deflection 0.368 in Ratio = 517 Max Upward L+Lr+S Deflection -0.014 in Ratio = 13,933 Max Downward 'Total Deflection 0.442 to natio = 431 Max Upward Total Deflection -0.016 in natio = 11512 a irad rn r s gasses floc L a � rraat Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxfOmega Cb Rm Va Max Vnx VnYJOmega D Only Dsgn. L = 15.88 6 1 0.135 0,042 3,59 -5.40 5.40 66,67 39,92 1,000 9,00: 1.93 69:00 46.00 Dsgn, L = 15.63 It 2 0,135 0.037 3.83 -5,40 5.40 66.67 39.92 1'.00 1.00 1.70 69:40 46.00 Dsgn, L = 15,88 ft 3 0.135 0.042 1,83 -5.40 5.40 66.67 39,92 1.00 1.00 1.93 59,00 46:00 Dsgn. L = 15.88 If 4 0,135 0.042 3.89 -5.40 5=40 66.67 39.92 1,00 1.00 1,93 69.00 46.00 +D+L+H Dsgn, L = 15.88 ft 1 0.812 0,251 2133 -32.411 32.40 66.67 39.92 1.00 1.00 91.57 69.00 46,00 Dsgn. L = 15.86 It 2 0.612 0.222 90.99 -32.40 32;40 66,67 39.92 1.00 1,00 10.21 69.00 46.00 Dsgn, L = 35.88 it 3 0.812 0.251 10.99 -32.40 32.40 66.67 39,92 1.00 1.00 19.57 69.00 46.00 Dsgn. L = 15.88 €t 4 0.852 0.259 23.33 -32A0 32.40 66.67 39,92 1.00 1.00 ° 91.57 %00 46.00 +D+Lr+H Dsgn. L = 15,88 It 1 0,935 0.042 3.85 -5,40 5.40 66.67 39.92 1.00 1,00 1.93 69.00 46.00 Dsgn. L = 15.88 If 2 0.135 0.037 1,83 -5,40 5.40 66.67 39,92 1.00 9.00 3,70 69.00 46M Dsgn, L = 15.88 If 3 0.335 0.042 1.83 -5.40 5.40 66,67 39.92 1,00 9.00 1;53 69.00 46.00 Dsgn, L = 95.88 fl 4 0.135 0.042 3.89 -5.40 5.40 66.67 39.92 9.00 1.00 1.93 69,00 46.00 +D+S+H Dsgn. L = 15,88 If 1 0.135 0.042 3,89 -5,40 5.40 66.67 39.92 1,00 1.00 1.93 69.00 46,00 Dsgn. L = 15.88 ft 2 0.135 0,037 1,83 -5,40 5.40 66,67 39,92 1.00 9,00 170 69.00 46.00 Description : 559 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Sparc # M V 0dmax + Mmax - Ma - Max Mnx Mnx/Omega Cb ftm Va flax Vnx VnxtOmega Dsgn. L = 15.88 ft 3 0.135 0,042 9.83 _5.40 5,40 66.67 39.92 1,00 4,00 1.93 69:00 46.00 Dsgn. L = 15.88 it 4 0,135 0,042 3.89 -5,40 5,40 66.67 39.92 1.04 1,00 1,53 69,00 46.00 +D+0.750Lr+0.750L+H Dsgn. L = 15.88 it 1 0.643 0199 98.47 -25.65 25,65 66.67 39.92 1.00 9.00 9:16 69.00 46.00 Dsqn. L = 15.68 ft 2 0.643 0.176 8.70 -25.65 25.65 66,67 39.92 1.00 1,00 6.08 69.00 46.04 Dsgn. L = 15.88 It 3 0.643 0.199 8,70 25.65 25.65 66.67 39.92 1,00 1,00 9.16 68.00 46.04 Dsgn L = 15,88 ft 4 0.643 0,199 98.47 -25,65 25,65 66.67 39.92 1.00 9,00 9:16 69,00 46,00 +D+0,750L+0,7505+ Dsgn. L = 15,88 ft 1 0.643 03,199 18,47 -25:65 25.65 66.67 39.92 1.00 9:00 9.96 69,00 46,00 Dsgn. L = 15.88 it 2 0.643 0176 8,70 25.65 25,65 66.67 39.92 1.00 1.00 8.08 69.00 46.00 Dsgn. L = 15,88 It 3 0.643 4.199 8,70 -25.65 25.65 66,67 39,92 1.00 1,00 9,16 69,00 4600 Dsgn, L = 15.88 ft 4 0.643 0.399 18,47 -25.65 25,65 66.67 39.92 1.00 1.00 9.16 69,00 46.00 +D+W+H Dsgn. L = 95.88 it 1 0.135 0.042 3.89 -5.40 5,40 66.67 39,92 ' 1,00 1.40 1:93 69,00 46.110 Dsgn. L = 15,88 It 2 0,135 4.037 1,83 -5.49 5.40 66.67 39.92 9,00 1.90 1,70 69.40 46.00 Dsgn, L = 15,88 ft 3 0135 0:1342 1.83 -5.40 SAO 66,67 39,92 1 100 1,93 69.00 46.00 Dsgn. L = 15.80 It 4 0135 0.442 3.89 -5.40 5.40 66.67 39.92 3.04 1,00 1.93 69.00 46.04 +D+0,70E+H Dsgn. 1. = 15.88 ft 1 0.135 0,042 3.89 -5,40 5.40 66.67 39,92 1.40 100 1,93 69.00 46.00 Dsn, L = 15.88 ft 2 0.135 0,037 1.83 -5.40 5.40 66.67 39,92 1.00 1.00 1.70 69.44 46.00 Dsgn, L= 15,88 It 3 4.135 0,042 1,83 -5.40 5.40 66,67 39.92 1,00 1Z 1.93 69.00 46.40 Dsgn: L = 15.888 4 0:135 0.042 3.89 -5,40 5.40 66.67 39,92 1,00 1.00 1,93 69:00 46.00 +D+0,750Lr+0,750L+0.750W+H Dsgn, L = 15.88 ft 1 0.643 4.199 38.47 -25.65 25.65 66,67 39.92 1.04 1.00 916 69.00 46.40 Dsgn, L = 15,88 fl 2 0,643 0,176 8.74 -25.65 25,615 66,67 39.92 1.00 1.00 8,08 69;134 46.00 Dsgn, L = 35.88 ft 3 0.643 0,199 830 -25.65 25.65 66.67 39.92 1,00 1.04 9,16 69.00 4604 Dsgn. L = 15.88 It 4 0,643 0,199 18.47 -25.65 25.65 66,67 39.92 ` 1.00 1:00 9.16 69:00 46.06 +D+0.750Lr+0.750L+0.52 0E+H Dsgn. L = 15.88 It 1 0.643 0.199 18.47 -25.65 25,65 66.67 39.92 1.00 1:00 916 6940 46.46` Dsgn, L = 15.88 ft 2 0:643 0176 8.70 -25.65 25.65 66,67 39.92 1.40 1,00 8:08 69.00 46.00 Dsgn. L = 15.88 It 3 0:643 0.199 8.70 -25,65 25:65 66,67 39,92 1,00 1,00 916 69:04 46.00 Dsgn,L = 15,68 ft 4 0.643 0..199 18.47 -25.65 25.65 66.67 39.92 9.00 1.00 9,16 69.00 46.00 +D+0.750L+0,7505+0 750W+H Dsgn, L = 15,88 ft 1 0.643 0,199 98,47 -25.65 25.68 66.67 39.32 1.00 1.00 9,16 69,00 46,00 Dsgn. L = 15.88 ft 2 0.643 0.176 8,70 -25.65 25.65 66.67 35.92 1.04 1.40 8.08 %00 46,00 Dsgn. L = 1&88 Ift 3 0,643 0.999 8.70 -25.65 25.65 66,67 39,92 1.00 1,00 9.46 69.00 46.00 Dsgn. L = 15.88 It 4 0,643 0.499 18:47 -25,65 25,65 66,67 39.92 1.00 1,00 9,16 69,04 46,00 +D+0.750L+0,7505+0,5250E+H Dsgn. L = 15.88 It 1 0.643 0,199 18.47 •25.65 25.65 66,67 39,92 1.00 1.00 916 69,00 46.00 Dsgn. L = 15:86 ft 2 0.643 0.176 8,70 -25.65 25.65 66.67 39.92 1.00 1,04 8;08 69.00 46.00 Dsgn. L = 1&88 It 3 0,643 0199 8.70 -25,65 25.65 66.67 39.92 1.00 1,00 9.16 69.00 46.00 Dsgn, L = 15.88 it 4 0,643 0,199 18,47 -25.65 25.65 66.67 39,32 1.00 9.00 9.16 69.40 46:00 +0.60D+W+H Dsgn. L = 15.88 ft 1 0,081 0.025 2.33 -3.24 3.24 66,67 39.92 1.00 1.00 1,16 69,00 46,00 Dsgn. L = 15,88 It 2 0.081 0,022 1,10 -3.24 124 66.67 39.92 1.00 1.00 1.02 69.00 46.00 Dsgn. L = 15,88 It 3 0.081 0.025 1,10 -3.24 3.24 66.67 39.92 3,00 1.00 116 69.00 46.00 Dsgn. L = 15.88 it 4 0.081 0,025 2.33 -3.24 3.24 66.67 39.92 1,00 4,00 1.36 69.00 46.00 +0.60D+0.70E+H Dsgn. L = 15.88 it 1 0.081 0.025 2.33 -3.24 124 66,67 39.92 1.00 1.00 1.16 69:00 46,00 Dsgn, L = 15.88 ft 2 6:081 0.022 1.10 -3.24 3.24 66.67 39.92 1,00 9.00 1,02 69:00 46.00 Dsgn. L= 15:88 It 3 0.081 0,025 1.90 -3.24 3,24 66,67 39.92 '1.00 1.00 1.16 69.00 46.00 Dsgn. L = 15,88 It 4 0.089 0.025 2.33 -3,24 3,24 6667 39.92 9.00 9.00 9,16 69,00 46.00 Load Combination Span Max, "-" Deft Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.4421 7.928 0.0000 0.1100 D+L 2 0.9208 8,747 D+L 40164 1.296 D+L 3 0.1247 7.452 D+L 40113 1043 D+L 4 0.4300 9:071 0.0040 14.903 Vitriol & ti s - rtfat ;l Support notation : Far left is #1 Values in KIPS Load Cambination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimurn 7,484 21.779 17.689 22.771 7.484 D Only 1247 3,629 2,948 3.629 1.247 L Only 6297 18143 14,741 18.243 6.237 D+L 7,484 21771 17.689 21.771 7,484 CODE REFERENCES Calculations per AISC 360-0, IBC 2009, ASCE 7-10 Load Combination Set: ASCE 7-02 etee fro ries Analysis Method: : Allowabl Strength Design Fy : Steel Yield 50.0 ksi Beam Bracing: Seam is Fully Braced against lateral -torsional buckling E. Modulus: 29,000.0 ksi Bending Axis . Major Axis Bending Load Combination ASCE 7-0 Q(0136) 1_0,1,8 11.238 1.18 C? 0.236 L 1,18 Ei0. X36 L 1.18 rr ♦ V w ♦ ♦ ♦ V V ♦ V v V V paw L '_ .... -�...0 �1r d Leads Service loads entered. Load Factors will be applied for calculations, Load for Span Number 1 Uniform Load: D = 0.020, L : 0.10 ksf, Tributary Width =11.80 if, (FLOOR) Load for Sparc Number 2 Uniform Load : D = 4.ti20, L v 0.10 ksf, Tributary Width = 11 .80 ft Load for Span Dumber Uniform Load : D = 0.020, L = 0.10 ksf, Tributary Width =11.80 It Load for Span Number 4 Uniform Load : D = 0.020, L = 0.10 ksf, Tributary Width =11.00 ft DESIGN SOMMARY NNOMMMIMM Maximum Bending Stress natio 0,619:1 Maximum .Shear Stress Ratio - 0 262 - 1 Section used for this span W10x17 Section used for this span W10x17 Ma: Applied 35.234 k -ft Va : Applied 13.04$ k Mn / Omega: Allowable 46.657 k -ft Vr /Omega : Allowable 48.460 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 15.875ft Location of maximum on span 15.875 ft Sparc # where maximum occurs Span # 1 Span # where maximum occurs Span # 3 Maximum Deflection Max Downward L+Lr+S Deflection 0.366 in patio = 520 Max Upward L+Lr+S Deflection -0.014 in Ratio = 14,036 Max Downward Total Deflection ' 0.439 in Ratio = 434 Max Upward Total Deflection -0.016 in Ratio = 11697 Maximum Forces � Stresses for Load ombulati is 11Max Load Combination Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # k1 V Max + Mmax . Ma -flak Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOrnega D Only Dsgn. L = 95.58 it 1 0.137 0.047 4.59 -6.37 6.37 77,02 46,66 1.00 1.00 2.27 72.72 48,48 Dsgn. L. = 15.88 It 2 0,137 0,041 2.16 -6.37 637 77.92 46.66 1.00 1.00 2.01 72.72 48:48 Dsgn. L = 15,88 ft 3 0.137 0.047 2:16 -6.37 637 77.92 46,66 1:00 1.00 2,27 72:72 48.48 Dsgn. L = 15.88 it 4 0.937 0.047 4.59 -6,37 6.37 77.92 46.66 1.00 1.00 2.27 72.72 48:48 +D+L+H Dsgn. L = 15.88 ft 1 0.819 0.282 27.53 -38.23 38.23 77.92 46.66 1.00 9.00 13.65 72.72 48.48 Dsgn. L = 15.88 ft 2 0.819 0.248 92.97 -38.23 38.23 77.92 46.66 1.00 1.00 12.04 72.72 48,48 Dsgn. L = 15.88 ft 3 0.819 0.282 92.97 -38.23 38.23 77,52 46.66 1.00 1.00 13.65 72.72 48.48 Dsgn. L = 15.88 it 4 0.819 0.282 27.53 -38,23 38.23 77.92 46.66 1.00 1.00 13.65 72.72 48A8 +D+Lr+H Dsgn, L = 15.88, It 1 0,137 0,047 4.59 -6.37 6.37 77.92 46.66 9,00 4.00 2.27 72.72 48.48 Dsgn. L = 15.88 ft 2 0,137 0.041 2.16 -6.37 6,37 77.92 46.66 9.00 1.00 2.01 72.72 48.38 Dsgn. L = 15.88 it 3 0.137 0.047 2.16 -61.37 6.37 77.92 46,66 1.00 1,00 2,27 72.72 48.48 Dsgn, L = 15.88 If 4 0.137 0.047 4.59 -6.37 6,37 77.92 46.66 1.00 1.00 2.27 72.72 48.48 +D+S+Id Dsgn.. L = 15.88 it 1 0.137 0,047 4,59 -6.37 6.37 77.92 46.66 1,00 1,00 2.27 72.72 48,48 Dsgn. L = 15.88 ft 2 0.137 0.041 2.16 -6.37 6,37 77.92 46,66 1.00 1,00 2.01 72.72 48.48 Load Combination Max Stress Ratios Summary of foment Values Summary of Shear Values Segment length Span V f max + lmax - Ma - Max Mnx nx!Omega Cb Rm Va Max Vnx VnxtOmega Dsgn. L = 15.85 ft 3 0.137 0.047 2.16 _6.37 6.37 77.92 46.66 1.00 1.00 2.27 72.72 48.48 Dsgn. L = 15.88 ft 4 0.137 0.047 4,53 -6.37 6.37 77.92 46:66 1.00 1,00 2.27 72.72 48.48 +D+0.75OLr+0.7501.+H Dsgn, L = 15.88 It 1 0,649 0.223 21,84 -30.27 30.27 77.92 46.66 1.00 1.00 10.60 72.72 48,48 Dsgn, L = 15.88 ft 2 0,649 0.197 10.27 -30.27 30.27 77.92 46,66 1.00 1.00 9:53 72.72 41L48 Dsgn. L = 15.88 It 3 0.649 0.223 10.27 -30.27 30.27 77,92 46.66 1.00 1,00 10:80 72.72 48:48 Dsgn. L = 15.88 ft 4 0.649 0.223 21.80 -30.27 30.27 77,92 46.66 1.00 1:00 90.80 72.72 48.48 +D+0.750L+0.750+H Dsgn. L = 15.88 ft 1 0:649 0,223 21.80 -30.27 30.27 77.92 46.66 1.00 1.00 10,80 72.72 48,48 Dsgn. L = 15.88 ft 2 0.649 0.197 10.27 -30.27 30,27 77,92 46.66 1,00 1,00 9.53 72.72 48.48 Dsgn, L = 15.88 It 3 0.649 0.223 10,27 -30.27 30.27 77:92 46,66 1.00 1.00 90.80 72.72 48.48 Dsgn. L = 15,88 It 4 0.649 0.223 21.80 •30.27 30.27 77.92 46,66 1,00 1.00 10.80 72.72 48.48 +D+W+H Dsgn. L = 15,88 ft 1 0137 0,047 4.59 -6.37 637 77.92 46.66 1.00 1.00 2:77 72:72 48.48 Dsgn. L = 15.88 ft 2 0,137 0.041 2.16 -6.37 6.37 77.92 46.66 1,00 1.00 2.01 72.72 48.48 Dsgn, L = 15.88 If 3 0137 0.047 216 -6.37 617 77.92 46,66 1.00 1.00 217 72.72 48.48 Ds9n. L = 15.88 ft 4 0.137 0,0347 4.59 -6.37 6,37 77.92 46.66 1.00 1.00 2,27 72.72 48.48 +D+0.705+H Dsgn. L = 15.88 It 1 0.137 0.047 4.59 -6.37 6.37 77.92 46.66 9.00 1.00 2.27 7232 48.48 Dsgn. L = 15.88 If 2 0.137 0.041 2.16 -6.37 6.37 77.92 46.66 1.00 1,00 2.01 72.72 48.48 Dsgn. L = 15.88 If 3 0.137 03.1347 2.16 -6.37 6.37 77.92 46.66 1.00 9,00 2,27 72.72 48.48 Dsgn, L = 15.88 It 4 0.137 0.047 4.59 _6.37 6.37 77.92 46.66 1.00 1.00 2.27 72.72 48.48 +D+0,750Lr+0.750L+0.750W+H Dsgn. L = 15,88 It 1 0.649 0.223 21.80 -30.27 30.27 77.92 46,66 1.00 1,00 10,80 72,72 48.48 Dsgn. L = 15,88 ft 2 0,649 0.197 10.27 -30.27 30.27 77,92 46.66 '1.00 1.00 3.53 72.72 48.48 Dsgn. L = 15.88 It 3 0.649 0.223 10.27 -30.27 30.27 77.92 46.66 1.00 1.00 10,80 72.72 48.48 Dsgn. L = 15.88 If 4 0.849 0,223 21.80 -30.27 30.27 77.92 46:66 1.00 1.00 10,80 72,72 48,48 +D+0,75OLr+0.750L+0.5250E+H Dsgn, L = 95.88 It 1 0,649 0.223 21.801 -30,27 30.27 77,92 46,66 1.00 1.(10 10,80 72.72 48AF Dsgn. L = 15.88 It 2 0,649 0.197 10,27 -30.27 30.27 77,92 46.66 9.00 1.00 9.53 72.72 48.48 Dsgn, L = 15.88 It 3 0.649 0.223 10.27 -30.27 30:27 77,92 46.66 1.00 1.00 10.80 7212 48,48 Dsgn. L = 15.88 It 4 0.649 0.223 21.80 -30.27 30.27 77.92 46.66 1.00 1.00 10.80 72.72 48.48 +D+0.750L+0, 7505+0.750W+H Dsgn, L = 15.88 ft 1 0.649 0,223 21.80 -30:27 30.27 7792 46,66 1.00 1.00 10.80 72.72 48:48 Dsgn. L = 15.88 If 2 0,649 0,997 10.27 -30.27 30.27 7T92 46.66 1.00 1.00 9:83 72.72 48,48 Dsgn. L = 15,88 It 3 0.649 0.223 10.27 •30,27 30.27 77.92 46.66 1.00 1.00 %80 7232 48.48 Dsgn, L = 15.88 It 4 0.649 0.223 21.80 -30,27 30,27 77,92 46,66 1.00 1.00 10,80 72.72 48.48 +D+0.750L+03.7505+0.5250E+H Dsgn. L = 15.88 It 1 0.649 0.223 21.80 -30.27 30.27 77.92 46.66 1,00 1.00 90.80 72,72 48,48 Dsgn. L = 15.88 it 2 0.649 0:197 10.27 =3027 30,27 77.92 46,66 1.00 9.010' 9,53 72.72 48.48 Dsgn. L = 15.88 If 3 0.649 0223 10.27 .30.27 30,27 77.92 46,66 1.00 1,00 10,80 72,72 48.48 Dsgn, L = 15,88 It 4 0.649 0.223 21.80 -30,27 30.27 77,92 46.66 1,00 1.00 10.80 72,72 48,48 +0.600++H Dsgn. L = 15.88 If 1 0.082 0.028 2.75 -3.82 3.82 77.92 46.66 1,00 1.00 1,36 72.72 48.48 Dsgn. L = 15,88 If 2 0.082 0,025 1.30 -3.82 3,82 77,92 46.66 1.00 1,00 1.20 72,72 48,48 Dsgn. L = 15.88 It 3 0.082 0.028 1.30 -3.82 3.82 77.92 46.66 1,00 1.00 136 72.72 48.48 Dsgn, L = 15.88 It 4 (1082 0.028 2,75 •3.82 3,82 77.92 46,66 1.00 1.04 1.36 72.72 48,48 +0.60D+0 70+H Dsgn. L = 15.88 It 9 0.082 01.028 2,75 -3.82 3,82 77,92 46.66 1,00 1.00 1.36 72.72 48.48 Dsgn, L = 15,88 If 2 0:082 0:025 1.30 •182 3.82 77.92 4&66 1.00 9.00 1.20 72.72 48,48 Dsgn. L = 15:55 If 3 0,082 0.028 1.30 _3.82 3,82 77.92 46,66 '1.00 1.00 1.36 72.72 48.48 Dsgn. L = 15.88 If 4 0,082 0,028 2.75 .3.82 3.82 77.92 46.66 1.00 1.00 1.36 72.72 48.48 overall All't'k mVection Whotof` i . , Load Combination Spanlax, "•" De8 Locat`son in Span load Combination Max. "+" Deft Location in Shan D+t, 1 0.4389 7,128 00000 0,000 D+L 2 0.1199 8.747 D+L -0,0163 1.236 D+L 3 0.1238 7.452 D+L 40113 14.903 D+L 4 0,4269 9.071 0.0000 14.903 Vertical Reach n - Unfactored Support notation: Far left is #1 Values in KPS Load Combination Support 4 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 8,831 25.690 20.873 25,690 8.531 D Only 1.472 4,282 3.474 4.282 1.472 L Only 7.359 29.409 " 17,394 21.409 7.359 D+L 8.831 25.690 20.873 25.690 8.831 Load Combination Analysis Method: Allowable Strength Design Fy : Steel Yield : 0.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling F: Modulus: 29,000.0 ksii Bending Axis: Major Axis Bending Load Combination ASCE 7_.02 0,2768 L 1.3833 .2768 1.3833 i 0,27888 3_ 1.3833 t 1 .276x88 L0.3833) r V ♦ ♦ ♦ V V • T IF r rri�gg V��� } .,«..++y�, \41a,�k \v\��. .,��� t. 2?. i �,Uk .i a�,,y; L g��'.,.iut 1, ,u¢5.. t n�3Ut ,Siwe„ Yt 1, lud y a��l�``NV•y,e j{' \��{.e16 �. rk, Applied seeds Service loads entered. Load Factors will be applied for calculations. Load for Sparc Number 1 Uniform Load: 0 = 0.020, L = 0,10 ksf, Tributary Width _ 13.833 ft; (FLOOR) Load for Spars Number 2 Uniform Load: D = 0,020,, L = 0,10 ksf, Tributary Width =13,$33 ft, (FLOOR) Load for Sparc Number Unifo Load : D=0,020, L = 0.10 ksf, Tributary Width =13.333 it, (FLOOR) Load for Sparc lumber 4 Uniform Load : D = 0.020, L = 0:10 ksf, Tributary Width = 11333 ft, (FLOOR) DESIGN SOMMARY` Maximum Bending Stress Ratio = 0.827: 1 Maximum Shear Stress natio = 0;299 1 Section used for this span W10XIS Section used for this span W1 XI s Ma: Applied 31017k -ft Va : applied 13:732 k Mn 1 Omega : Allowable 39.920 k>ft Vn/Omega : Allowable 48,0 k Load Combination +D+L+B Load Combination ++L+H Location of maximum on spars 13,625ft Location of maximum on span 13.625 it Span # where maximum occurs apart # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.277 in Ratio = 591 Max Upward L+Lr+S Deflection -0.010 in Ratio = 15,932 Max Downward Total Deflection 0.332 in Ratio = 493 Max Upward Total Deflection -0.012 in Ratio = 13277 Maximum Forces & 8 re 0r LCom,binati aft ; Load Combination Max Stress patios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx Omega Cb Rm Va Max Vnx VnxlOrnega D Only Dsgn, L = 13.63 it 1 0.138 0,050 3,96 -5.50 5,50 66.67 39,92 1.00 1.00 2.29 69.00 46.00 Dsgn. L = 4163 it 2 0.138 0,044 1.87 -5.50 5,50 66.67 39,92 1:00 1.00 2,02 69,00 46,00 Dsgn. L = 13,63 it 3 0.138 0,050 1,87 -5,50 5.50 66.67 39.92 1,00 1.00 2.29 69:00 46.00 Dsgn, L= 93.63 ft 4 11138 0.0517 3.96 -5.50 5,50 66.67 39.92 1,00 1,00 2.29 69,00 46:00 +D+L+H Dsgn. L = 13.63 it 1 {3.827 0.299 23.78 -33,02 33.02 66.67 39.92 1,00 1.00 13.73 69,00 46.00 Dsgn. L = 13.63 It 2 0.827 0,263 11.20 •33,02 33.02 66.67 39.92 1.00 1.00 12.92 69.00 46,00 Dsgn. L = 93,63 It 3 0.827 0.299 11.20 -33,02 33.02 66.67 39,92 9.00 1,00 13,73 69,00 46.00 Dsgn. L = 13.63 6 4 0.827 0,299 23,78 -33,02 33,02 66.67 39.92 1.00 1,00 1333 69:00 46.00 +D+Lr+H Dsgn, L = 13.63 If 1 0,138 0.050 3.96 -5.50 5.50 66.67 39.92 1.00 1.00 2.29 69.00 46,00 Dsgn. L = 13.63 If 2 0.938 0,044 9,87 -5,50 5,50 66.67 39.92 9,00 1.00 2.02 69.00 46.00 Dsgn, L = 13,63 it 3 0.138 0.050 1,87 -5,50 5,50 66.67 39.92 1.00 1.00 2.29 69,00 46.00 Dsgn, L = 33.63 it 4 0138 0.050 3.96 -5.50 5.50 656.67 39.92 1.00 1.00 2,29 69.00 46,00 +D+S+H Dsgn. L = 13,63 If 1 0,938 0.050 3.96 -5.50 5.50 66.67 39.92 1.00 1.00 2.29 69.00 46.00 Dsgn, L = 13.63 ft 2 0,938 0.044 1.87 -5.50 5.50 66,67 39,92 1.00 1,00 2,02 69.00 46.00 Description : 663 Load Combination Sfax Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx1O ega Cb Rm Va Max Vnx VnxlOmega Dsgn, L = 13,63 It 3 0.136 0.050 1.87 -5.50 5.60 66..07 39.92 1.00 1.00 2,29 69.00 46.00 Dsgn. L = 13.63 It 4 0.138 0.050 3.96 -5.50 5.50 66.67 39.92 1.00 1.00 2.29 69.190 46,00 +D+0.750Lr+0.750L+H Dsgn. L = 13,63 ft 1 0,655 0.236 18.82 -26.14 26.14 66.67 39.92 1:00 1.00 10S7 69.01) 46.00 Dsgn, L = 13.63 ft 2 0.655 0.209 8.87 -26.14 26,14 66.67 39.92 1,00 1.00 ' 9.59 69:00 46.00 Dsgn. L = 13.63 It 3 0.655 0:236 8.87 -26,14 26,14 66.67 39.92 1:00 1.00 10:87 60:00 46.00 Dsgn. L = 13.63 It 4 0.655 0.236 18.82 -26.94 26.14 6667 39.92 1.00 1.00 10.87 69:00 46,00 +D+0.750L+0.7505+H Dsgn. L = 13,63 It 1 0,655 0.236 98.82 -26.14 26.14 66.67 39.92 1,00 1.00 90,87 69.00 46.00 Dsgn. L = 13,63 It 2 0,655 0.209 8.87 -26.14 26,14 66.67 39.92 1.00 1.00 9.59 69.00 46.00 Dsgn. L = 13.53 ft 3 0.655 0236 8.87 -26.94 26.94 66.67 39,92 1.00 9.00 30.87 69.00 46.00 Dsgn. L = 13.63 ft 4 0.655 0.236 1882 -26.94 26.94 66.67 39.92 1.00 1.00 10.87 63.00 400 +D+fit+H Dsgn, L = 93.63 If 1 0 938 0,050 3.96 -5.50 5.50 66:67 39,92 1:00 9.00 229 69.00 400 Dsgn. L = 13.63 It 2 0.138 0.044 1.87 -5.50 5.50 66.67 39,92 1.00 9.00 2.02 69,00 400 Dsgn, L. = 13.63 It 3 0.138 0:050 1.87 -5.50 5.50 66.67 39.92 1.00 1.00 2,29 69.00 46,00 Dsgn. L = 13,63 #t 4 0.138 0.050 3.96 -5.50 5,50 66.67 39.92 1.00 1.00 2:29 69.00 46,00 +D+0,70+H Dsgn. L = 13.63 ft 1 0,138 0:050 3.96 -5.50 5.50 66.67 39,92 1.00 1.00 2,29 69.00 46.00 Dsgn. L = 43.63 ft 2 0,938 0.044 1,87 -5,50 5:50 66.67 39.92 1.00 1,00 2.02 69.00 46,00 Dsgn. L = 13.63 f 3 0.138 0,050 1.87 -5.50 5.50 66.67 39.92 1.00 1.00 2,29 69.00 46.00 Dsgn. L = 99,63 If 4 0.138 0.050 3.96 -5.50 5.50 66.67 39,92 1,00 1,00 2.29 69,00 46.190 +D+0.75OL.r+0.750L+0.750 +H Dsgn. L = 13.63 It 1 0.655 0.236 18.82 -26.14 26.14 66,67 39.92 1:00 1.00 10:87 69.00 46.00 Dsgn. t_ = 13,63 ft 2 0.655 0.209 8,87 2614 26,14 66.67 39.92 1.00 1.00 9.59 69:00 46.00 Dsgn, L = 13.63 It 3 0.655 0.236 8.87 -2694 26.14 66.67 39,92 9.00 1,00 %87 69.00 46.00 Dsgn. L = 13:63 It 4 0,655 0.236 18.82 -26.14 2614 66.67 39.92 1.00 1.00 10,87 69.00 46.00 +D+0,7 0Lr++0.750L+0,5250E+H Dsgn. L = 13,63 It 1 0.655 0.236 18.82 -26,94 26:14 66,67 39,92 9;00 1,00 10,87 69.00 46,00 Dsgn, L = 13.63 It 2 0.655 0203 6.87 -26,14 26.94 66.67 39.92 1.00 9.00 9.59 69,00 400 Dsgn. L = 13,63 ft 3 0.655 0,236 8.87 -26.14 26.14 66,67 39.32 1:00 1.00 10,87 69.00 46:00 Dsgn, L, = 13,63 ft 4 0.655 0.236 18.82 -26.14 26,14 66.67 39.92 1.00 1.00 10.87 6900 46.00 +D+0.750L+0,7506+0.750W+ Dsgn. L : 13,63 It 1 0.655 0.236 1882" -26,14 26.14 66.67 39:92 1,00 1:00 %87 69.00 46.00 Dsgn. L = 13:63 It 2 0.655 (1209 8.87 -26.14 26.94 66.67 39.92 1.00 1.00 9.59 %00 46,00 Dsgn, L = 13.63 It 3 0,655 0.236 8.87 -26.14 2614 66:67 39.92 1.00 3.00 10.87 69.00 4600 Dsgn. L = 13.63 It 4 0.655 0,236 98.82 -26,34 26,14 66.67 39.32 1.00 1.00 10:87 69.00 46,00 +D+0,750L+0.7505+0.5250E+H Dsgn, L = 13.63 ft 1 0.655 0.236 38.82 -26.14 26.14 66.67 39,92 1.00 1.00 10.87 69,00 46.00 Dsgn, L = 13,63 It 2 0.655 0109 8.87 -26.14 26.14 66.67 39.92 1,00 1.00 9.59 69,00 46.00 Dsgn. L = 1163 ft 3 0.055 0.236 8.87 -26.14 26.14 66,67 39.92 1.00 1.00 10:87 69.00 46,00 Dsgn. L = 13.63 If 4 0.655 0.236 18.82 -26.14 26.14 66.67 39,92 1.00 1,00 90.87 69.00 46:00 +0.60D+1119+H Dsgn. L = 13.63 It 1 0;063 0.030 2.38 -3.30 3.30 66,67 39.92 1.00 1.00 137 69.00 46,00 Dsgn. L = 13.63 It 2 0.083 0.026 1,32 -330 3,30 66:67 39.92 1,00 1.00 9.21 69,00 4600 Dsgn.. L = 13.63 it 3 0.083 0.030 1.12 -3.30 3.30 66,67 39.92 1.00 1,00 1:37 69.00 46.00 Dsgn. L = 13:63 It 4 0,083 0,030 2.38 -3.30 3.30 66.67 39.92 1.00 1.00 1.37 69,00 46,00 +0.60D+0,70E+H Dsgn. L = 13.63 t1 1 0.083 0.030 2.38 -3.30 3,30 66.67 39.92 1:00 1.00 1,37 69:00 46.00 Dsgn, L = 13.63 It 2 0.083 0:026 1.12 -3.30 3.30 66,67 39.92 1.00 1.00 1,21 69.00 46,00 Dsgn. L = 13.63 €i 3 0.083 0,030 1.12 -3,30 330 66.67 39.92 1,00 1.00 1,37 69,00 46,00 Dsgn. L = 13.63 ft 4 0,083 0:030 2,38 -3.30 3.30 66.67 39.92 1.00 1.00 1.37 69,00 46.00 overall Maximum Deflections Unfictofed'Loads Load Combination Span Max,'-" Deb Location in Span Load Combination Max, "+" Deli Location in Span D+L 1 0.3319 6,117 00000 0.000 D+L 2 0:0906 7.508 D+L 40123 1.112 D+L 3 0.0936 6.395 D+L 40085 12,791 D+L 4 0.3228 7:786 0.0000 12,791 Vertical ctio i - Unfactored Support notation : Ear left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXlmum 8,885 25,848 21.001 25.848 8.885 D Only 1.481 4.308 3.500 4.308 1.481 L Only 7.404 29.540 97.501 21.540 7.404 D+L 8.885 25.848 21,001 25.848 8,885 Calculations per AISC 560.05, 1B 2009, ASCE 7-90 Load Combination Set: ASCE 7-02 atria Prtrt(a Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Seam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000,0 ksi Sending Axis: Major Axis Bending Load Combination ASCE 7-0 D(0,25792) L0,2896) D O.2 5792 L 1.2696 %wanuw .at. am ii,�„YiNh4w;rs 1�1\e1uU..ffi:�:.,:1eiE,J �,uav*salewaritUr�'..roa.U»:ck��d�R;wia;ti.4 Nark+�+?i'JrXU�,tl..,1w4oSi�lnYfa4um\ �u'nt>o.uC`,mmm;A:x,�d`�\;i^:m.rl,�-:.:\r �,� .x,�AvJYc'l.v\�v A1w\.�s�,..svlllUt,�:ia`§�u�w'il�.@,Uig\t',w'�Nd�1n.dNkbs�vU$"'1:is��li�w1+��G1U�iv'�YOY4l' At as Service loads entered. Load Factors will be applied for calculations. Load for Sparc Number 1 Uniform Load: D = 0.020,. L _ 0.10 ksf, Tributary Width =12,696 fit, (FLOOR) Load for Span Number Uniform Load . D 0.020, L = 0.10 ksf, Tributary Width =12.696 it, (FLOOR) DESIGN SUMMARY Maximum bending Stress Patio = 0.674:1 Maximum Shear Stress natio = 0.248 : 1 Section used for this span W10x15 Section used for this span W10x1 Ma: Applied 26.1397 k-ft Va : Applied 91.405 It Mn 1 Omega : Allowable 59.92€3 k-ft Vn/Omega : Allowable 46.0 k Load Combination +D+L+H Load Combination +r+L+ Location of maximum on span 11.792ft Location of maximum on span 11.792 ft Span # where maximum Occurs Sparc # 9 Span # where maximum Occurs Span # 9 Maximum Deflection Max Downward L+Lr+S reflection 0.19 9 in Ratio = 1,195 Max Upward L+Lr+S Deflection 0.000 in Ratio -- 0 <480 Max Downward Total Deflection 0.142 in Ratio = 995 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Comblirrstions Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 4 M V mmax + Mmax - Ma . Max t nx MnxIOmega Cb rim Va Max Vnx VnxtOmega D Only Dsgn.. L = 11.79 ft 1 0.112 0.049 2.52 4,48 4,48 66.07 39.92 1.00 1.00 1.90 69.00 46.00 Dsgn. L : 11.79 ft 2 0.112 0,041 2,52 4.48 4.48 66.67 39.92 1.00 1.00 1.90 69.00 46.00 +D+L+H Dsgn. L = 11.79 ft 1 0,674 0.248 15.13 -26.90 26.90 66,67 39.92 1,00 1.00 11.40 69.00 46,00 Dsgn, L = 91.79 If 2 0.674 0.248 15.13 -26.90 26.90 66.67 39.92 1.00 1.00 11.40 69,00 46.00 +D+Lr+H Dsgn. L = 11.79 €t 1 0.112 0.041 2.52 -4.48 4.48 66.67 39.92 1.00 1.00 1.90 69.00 46.00 Dsgn. L = 11.79 it 2 0.112 0:041 2.52 -4,48 4,48 66,67 39.92 1.00 1.00 1.90 69.00 46.00 +D+S+H Dsgn, L = 11.79 ft 1 0.112 0.041 2.52 448 4.48 66.67 39.92 1.00 1.00 1.90 69,00 46.00 Dsgn. L = 11.79 ft 2 0.112 0.041 2.52 4,48 4.48 66,67 39.92 1.00 3.00 1.90 69.00 46.00 +D+0.750Lr+0.750L+H Dsgn. L = 11,79ft 1 0,533 0.916 19.98 -21.29 21:29 66.67 39.92 1.00 1.00 9,03 69.00 46,00 Dsgn. L = 11.79 Pt 2 0.533 0.996 11.98 -29.29 21.29 65.67 39-92 9.00 1,00 9.03 69.00 46.00 3+0.750L+03505+H Dsgn. L = 11,79 it 1 0,533 0.196 11,98 -21.29 21.29 66,67 39.92 1.00 1.00 9.03 69,00 46.00 Dsgn, L = 11.79 ft 2 0.533 0.136 11.98 -21.29 21,29 66,67 39.92 1..00 1,00 9.03 69.00 46.00 +p+W+H Dsgn. L = 11,79 ft 1 0.112 0,041 2.52 -4.48 4.48 66.67 39.92 1.00 1.00 1,90 61.00 46.00 Dsgn. L = 13.79 it 2 0.112 0.049 2,52 4.48 4.48 66.67 39.92 1.00 9.00 1.90 69.00 46.00 +D+0.70+H Description : SS4 Load Combination Max Stress RatiosSummary . of Moment Values Summary of Shear Values Segment Length Span M Mrnax + Mmax µ Me - Max Mnx MWOrnega Cb Rm Va flax Vnx Vnx/O ega Dsgn. L = 11.7911 1 0.112 0,041 2,52 448 4,48 56.67 39,92 1.00 I k() 1.90 %00 46,00 Dsgn, L = 11.79 ft 2 0.192 0.043 2.52 -4.48 4.48 65.67 39.92 9.00 3.00 1.90 69,00 46.00 +D+0.750Lr+0.750 +0.750W+H Dsgn. L :. 11.79 ft 1 0.533 0.196 11,98 -21.29 21,29 66.67 39.92 1.00 1.00 9,03 69.00 46,00 Dsgn. L = 11.79ft 7 0.533 0.196 91.98 -29.29 21.29 56.67 39.92 ,1.00 3.00 9,03 69,00 46.00 +D+0.750Lr+0.7501.+0.5250E+H Dsgn. L = 11,79 ft 1 0,533 € ,196 11,9E -23.29 21,29 66.67 39.92 1,00 1,00 9.03 69.00 46.00 Dsgn. L = 11,7911 2 0.533 0.196 12.98 -21,29 21,29 66.67 39,92 1.00 1.00 9.03 %00 46:00 +D+0.70L+0,7505+0.750+H Dsgn. L = 11.79 ft 1 0,533 0.396 11.98 -21.29 21.29 66,67 39,92 1.00 1.00 9.03 69,00 46.(70 Dsgn, I = 11.79 ft 2 0.533 0.196 11.98 -21.29 25.29 66,67 39.92 1.110 1.00 9.03 69.00 46.00 +D+0,750L+0.7505+0.250E+H Ds n.L= 11.79ft 1 0.533 0,196 13.98 -21,29 21,29 66.67 3992 1:00 1.00 9,03 69,00 46.00 Dsgn. L = 11,79 ft 2 0.533 0.196 21,9E -23.29 21.29 66.67 39,92 1.00 1.00 9.03 69.00 46.00 +0.64D+W+H Dsgn. L = 11.7911 1 0.067 0.025 1.51 •2.69 2:69 66,67 39.92 1.00 3.00 1:14 69.00 46.00 Dsgn, L = 11.79 ft 2 0,067 0,025 9.55 -2.69 2.69 66.67 39.92 1.00 1,00 1.94 69.00 46.00 +0,60+0 70E+H Dsgn. L = 11.79 ft 1 0,067 0.025 1.51 -2,69 2,59 66.67 39.92 1.00 1:00 1.14 69,00 46,00 Dsgn. L = 11.79 ft 2 0.067 0.025 3.51 •2.69 2.69 66.67 39,92 1.00 1.00 9.14 69.00 46.00 Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+°' Del Location in Span D+g 1 3,1422 4,989 00000 0,000 DA 2 0.1409 6.894 0.0000 0.000 vett'!�# I w � m.� Support notation: Ear left is #1 Values in KIPS Load Combination support' 1 Support 2 Support 3 Overall MAXimurn 6,843 22.810 6.843 D Only 1.140 3.802 1.940 L Only 5.702 19.008 5.702 D+L 6.843 22.810 6.843 CODE REFERENCES, Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set : ASCE 7-02 Material firopettles Analysis Method: Allowable Strength Design Fy: Steel Yield » 50,0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus 29,000,0 ksJ Bending Axis - Major Axis Bending 0,119 Load Combination ASCE 7-02 0,119 0. 2666 L0.1333) Q(U2666) 1.. 1 1333) Q(012666)LJ1-1333) 1 U2661 L 1.13331 2 0.715 3 Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number I 0.715 Uniform Load: D = 0,020, L = 0,10 ksf, Tributary Width =11.333 ft, (FLOOR) 0,119 Load for Span Number 2 0.119 Uniform Load < D = 0,020, L = 0,10 ksf, Tributary Width = 11.333 11, (FLOOR) 0.119 Load for Span Number 3 0.119 Uniform Load: D = 0,020, L = 0,10 ksf, Tributary Width :11;333 ft, (FLOOR) 39.92 Load for Span Number 4 1,93 Uniform Load: D = 0,020, L = 0,10 ksf, Tributary Width =11,333 ft, (FLOOR) 46Z0 DESIGNSUMNA RY MENEMM383M Maximum Bending Stress Ratio = 0,716: 1 Maximum Shear Stress Ratio = 0151 : I Section used for this span WXIS Section used for this span W10XIS Ma: Applied 28,559 k -ft Va: Applied 11 560 k Mn / Ornega: Allowable 39,920 k -ft Vn/Omega : Allowable 46.O k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 14,000ft Location of maximum on span 14,000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # 3 Maximum Deflection 11,56 Max Downward L+Lr+S Deflection 0.253 in Ratio = 665 46.00 Max Upward L+Lr+S Deflection -0.009 in Ratio = 17,925 9,69 Max Downward Total Deflection 0.303 in Ratio = 554 28,56 Max Upward Total Deflection -0.011 in Ratio = 14938 39,92 Load Combina" Seqmem Length D Only Dsgn. L = 14,00 If Dsgn, L = 1400ft DsgnL = 14,00 It Dsgn, L = 14.00 It +D+L+H Dsgn, L = 1400 It Dsgn, L = 14,00 ft Dsgn. L = 100 it Dsgn. L z 14,00 If +D+Lr+H Dsgn. L = 14,00 ft Dsgn. L = 1400 it Dsgn. L = 14 flO ft Dsgn, L = 14,00 it +D+S+H Dsgn. L = 1400 ft Dsgn. L = 1400 it Span 4 M V 1 0,119 2 0,199 3 0,119 4 0,119 1 0.715 2 0.715 3 0,715 4 0.715 1 0,119 2 0.119 3 0.119 4 0.119 Amax + Max - Ma - Max Mnx MnxtOmega Cb Rm Va Max Vnx Vnx/Omega 0.042 3.43 476 4,76 66,67 39.92 1:00 1,00 1,93 69,00 46.00 0,037 1,61 4,76 4,76 66.67 39.92 1,00 1,00 1,70 69,00 46.00 0.042 1,61 4,76 4,76 66.67 39.92 1.00 1,00 1,93 69.00 46Z0 0.042 143 -4.76 4,76 66,67 39,92 1,00 1.00 1.93 KOO 46.00 0.251 20,57 428.56 28.56 66,67 39-92 1.00 1.00 11,56 69,00 46.00 0,222 9,69 -28.56 28,56 66,67 39,92 1,00 IZO 10.20 69,00 46,00 0.253 9,69 -28,56 28,56 66.67 39,92 1,00 IZ 11.56 69,00 46,00 0,251 20.57 -28,56 28.56 66.67 39,92 1,00 1,00 11,56 69:00 46,00 0,042 3,43 -436 4,76 66.67 39,92 1,00 1,00 1.93 69.00 46,00 0,037 1,61 -436 4,76 66.67 39.92 1.00 1,00 1,70 69,00 46,00 0.042 IV 416 4,76 66,67 39,92 lZ 1,00 1,93 69.00 46,00 0,042 343 476 4,76 66,67 39,92 1b() 1,00 1.93 69.00 46,00 1 0,119 0.042 3.43 -4,76 4476 66.67 39.92 1,00 1,00 1,93 69,00 46.04 2 0,119 4.037 1,61 4.76 4,76 86.87 39.92 1.00 1,00 1,70 69,00 46.00 Description: 865 Load Combination Max Stress Ratios , Summary of Moment Values Summary of shear Values Segment Length Span # V Amax + Mmax . Ma - Max h rix Mnx/O nega Cb Rm Va Max V x Vnx/Omega Dsgn. L = 14.00 ft 3 0.119 0.042 1.61 -4,76 4.76 66,67 39.92 1.00 1.00 1.93 69,00 46.00 Dsgn, L = 14.60 ft 4 0,119 0.042 3.43 436 4.76 66.67 39,92 1,00 1,00 1,93 69.00 46.04 +D+0.75OLr+0.750L+H Dsgn, L = 14.04 ft 1 0.566 0,199 16,28 -22.61 22.61 66.67 39.92 1,00 1.00 9:15 69.00 46.00 Dsgn, L = 14,00 ft 2 0,566 0,176 7,67 -22.61 22.61 66,67 39.92 1.00 1.00 8.07 65,00 46.00 Dsgn. L = 14.00 it 3 0.566 0:199 7,67 -2261 22,61 66.67 39,92 1.00 1,00 9,15 65.00 46.00 Dsgn. L = 14.00 ft 4 0,566 0.199 16.28 -22,61 22.61 66.67 39.92 1,00 1.00 9,15 69.00 46.0(1 +D+0.750L+0.7505+H Dsgn, L = 14,008 1 0,566 0,199 16.28 -22.61 22.61 66.67 39.92 1.00 1.00 9.45 69.00 46:00 Dsgn. L = 14.00 ft 2 0,566 0.176 7.67 -22.61 22.61 66.67 39,92 1.00 1.00 8.07 69,00 46,00 Dsgn. L = 14.00 ft 3 0.566 0.199 7.67 -22.61 22.64 66.67 39.92 1,00 1,00 9.15 69.00 46.00 Dsgn. L = 44,00 ft 4 0,566 0,199 16,28 -22.61 22.61 66,67 3992 1,00 9.09 9.15 69,00 46,00 +D+W+H Dsgn. L = 14.00 it 1 9.119 0:042 3,43 -4.76 476 66,67 39,92 9.00 1,00 1,93 69.00 46.00 Dsgn. L = 14.00 it 2 0,119 0,037 1.61 4.76 416 66,67 39.92 9,00 1.00 1,70 65.00 400 Dsgn, L = 14.00 it 3 13119 0,042 4,61 -4.76 4,76 66.67 39.92 1.00 1.00 1.93 690 46.00 Dsgn, L = 14.00 It 4 0.119 0.042 3,43 4,76 4.76 66.67 39.92 1.00 1,00 1.93 69.00 46.00 +D+0,706+H Dsgn. L = 14,00 ft 1 0.119 0.042 3.43 -4.76 4.76 66,67 39.92 1,00 1,00 1.93 69.40 46.000 Dsgn, L = 14.00 It 2 0,119 0,037 1.61 4,76 4.76 66.67 39,92 1.00 1.00 339 69,00 46.40 Dsgn. L = 14.00 it 3 0.119 0.042 1.61 4.76 4.76 66.67 39,92 1,00 1,40 1,93 %00 46.00 Dsgn. L = 14,00 ft 4 0119 0.042 3.43 4,76 4.76 66,67 39.92 9.00 1.00 1,93 69:00 46,00 +D+0.750Lr+0,750L+0.7S0W+H Dsgn. L = 14,00ft 1 0,566 0.199 16,28 -22,61 22.61 66,67 39,92 -1.00 1,00 9,15 69.04 46,00 Dsgn. L = 14.00 It 2 0566 0,176 7,67 -22:61 22.61 66.67 39.92 1.00 1,44 8.07 69.00 46.00 Dsgn. L = 14,00 If 3 0.566 0.999 7.67 -22:61 22.61 66.67 39.92 1.04 1.04 9.15 69,00 46.00 Dsgn. L = 14.00 ft 4 0,566 0,199 16.28 -22.61 22.61 66.67 39.92 1.00 1.00 9.15 69,00 46.00 +D+0.75OLr+0,750L+4.52506+H Dsgn. L = 14.00 ft 1 0.566 0199 16.28 -22.61 22,61 66,67 39,92 1.40 1.00 9.15 69.00 46,0" Dsgn, L = 14.00 ft 2 0.566 0.176 7.67 -22.61 22,61 66.67 39.92 1,04 1.00 8.07 69.00 46.06 Dsgn. L = 14.00 ft 3 0,566 0,199 7,67 -22.61 22.61 66.67 35.92 1.00 1.00 9.15 69:04 46.00 Dsgn. L : 14.00 ft 4 0.566 0.159 16.28 -22.61 22,61 66,67 39,92 1.00 1.413 9.15 69,00 46,00 +D+0750L+0.7505+0,750W+H Dsgn, L = 14.00 ft 1 0,566 0.199 16,28 -22,61 22.61 66.67 39.92 1.04 1.00 9,15 69,00 400 Dsgn, L = 14.00 It 2 0,566 0.176 7.67 _22.61 22.61 66:67 39.92 1.00 4.40 8.07 69.04 46.00 Dsgn. L = 14,00 It 3 0,556 0.199 7.67 -22.61 22.61 66.67 39.92 1,00 1.00 915 69.40 46,00 Dsgn. L = 14,00 It 4 0,566 0,199 16.28 -22.61 22.61 66.67 39.92 1.00 1:04 9,95 69,00 46.00 +D+0,750L+0.7505+0,52505+H Dsgn, L = 14.00 If 1 0566 0.199 16.28 .22.61 22.61 66.67 39.92 1,40 1.00 9,15 69.00 46.00 Dsgn. L = 14.00 it 2 0,566 0:.176 7.67 -22.61 22.61 66,67 39,92 1.40 1.011 8:07 69.40 46.40 Dsgn. L = 14 OO It 3 6.566 0199 7,67 -22.61 22.61 616,67 39.92 1.04 1:00 9:15 69.04 46.00 Dsgn. L = 14.00 it 4 0.566 0.199 16.28 •22.61 22.61 66.67 39,92 1,00 1.00 9,15 69,00 46,00 +0,60D+W+H Dsgn. L = 14,00 It 1 0.072 0.425 2.06 -2.86 2.86 66.67 39.92 1.00 1,00 1.16 69.00 46,00 Dsgn, L = 14.00 ft 2 0,072 0,022 0.97 -2,86 2.86 66,67 39.92 1.00 1.00 1.02 69.00 46.00 Dsgn, L = 14.00 ft 3 0.072 0.025 0.57 -2.86 2.86 66.67 39.92 9.00 1.00 1,16 69,00 46.00 Dsgn. L = 14,00 It 4 0.072 0.025 2.06 -2.86 2,86 66,67 39,92 1.00 1,00 1.16 69,00 400 +O,60D+0.706+H Dsgn. L = 94,00 It 1 0,072 0.025 2,06 -2.86 2.86 66.67 39.92 1.00 1.00 1.16 69.00 46.00 Dsgn. L = 14.00 It 2 0,072 0.022 0.97 -2.86 2.86 66,67 39,92 1.00 1.00 1.02 69.00 46,00 Dsgn. L = 14,00 It 3 0.072 0.025 0,97 -2.86 2.86 66.67 39.92 1.00 1.00 1.16 65.00 46,00 Dsgn, L = 14,00 ft 4 4,072 4.425 2.06 -2.86 2.86 66.67 39,92 1,00 1.00 1.16 65.00 46.00 Overall e i t De 1e ien- Unfactoteo Loads, Load Combination Span Max, «-" Dell Location in Span Load Combination Max. "+" Heli Location in Span D+L 1 0,3031 6,286 00000 0.000 D+L 2 0,4828 7.714 D+L -0.0112 1.443 D+L 3 0,4855 6.571 D+L -0,0078 93:143 D+L 4 0,2948 8,000 0.0000 33143 Vertl6al Reactions - Unfactored Support notation: Far left is #1 Values 1n KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MA imurn 7.480 21.759 17,679 21,755 7.480 D Only 1.247 3.627 2,947 3:627 1147 L Only 6.233 18,133 14.733 18133 6,233 D+L 7.480 21.759 17.679 21,759 7.480 Calculations per AISC 360-0, 1130 2009, ASCE 7-1 Load Combination Set: ASCE 7-02 'Material,i t rti Analysis Method: Allowable Strength Design Fy : Steel Yield . 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-0 D 0,28375 L(1,4188) D(0,28376) 1.4188 C 0.28378 L 1.4188 Span= 10.750 ft Span = 10.750 ft Span = 10.750 ft W10x15 W10 15 W10x15 iii ed Load$ Service loads entered, Load Factors will be applied for calculations, Load for Span Number 9 Uniform Load: D = 0.020: L = 0,10 ksf, Tributary Width =14.188 ft, (FLOOR) Lead for Span Number 2 Uniform Load : i3 = 0,020, L = 0.10 ksf, Tributary Width =14.188 ft, (FLOOR) Load for Span Number 3 Uniform Load: D = 0.020, L = 0,10 ksf, Tributary Width =14,188 ft, (FLOOR) illi St E . E . Maximum Bending Stress natio = 0.493 : 1 Maximum Shear Stress Ratio 0.239:1 Section used for this spark WI OX 15 Section used for this span W1 tfx1 S Ma : Applied 19,875 k-ft Va : Applied 10.382 k Mn f Omega: Allowable 39.920 k-ft Vn/Omega : Allowable 40.0 k Load Combination + +L+H Load Combination +D+L+H Location of maximum on span 10.750ft Location of maximum on span 10.750 It Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0A 15 in Ratio = 1,117 Max Upward L+Lr+S Deflection -0.008 in Ratio = 16„737 Max Downward Total Deflection 0.139 in Ratio = 931 Max Upward Total Deflection -0.009 in Ratio = 13948 Maximum Forces & Stresses for Lod f btta tt rt Load Combination Max Stress Ratios Summary of Moment Values Summary ofShear Values Segment Length Span # M V Mmax + Wax - Me 4 Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxtOmega D Only Dsqn. L = 10.75 ft 1 0,082 0:040 2,62 •3.28 3.28 66,67 39,92 1.00 7,00 1.83 69,00 46.00 Dsgn. L w 10.75 It 2 0.082 0.040 0.62 -3.28 3.26 66.67 39.92 1.00 1.00 1.83 69.00 46.00 Dsgn. L = 10.75 ft 3 0.082 0,040 2.62 -3,28 3.28 66,67 39,92 1.00 9.00 1,83 69,00 46.00 +D+L+H Dsgn, L = 10.75 it 1 0.493 0.239 15,74 -99:68 19.68 66.67 39,92 1.00 1.00 10.98 69.00 46.40 Dsgn, L = 10,75 ft 2 0,493 0.239 4,99 -99,68 19.68 66,67 39.92 1.00 1.00 10,98 69.40 46.00 Dsgn, L = 10.75 ft 3 0,493 0,239 95.74 •19;68 19.68 66.67 39,92 9,00 1.00 90.98 69.00 46,00 +D+Lr+H Dsgn. L = 1075ft 1 0.082 0,040 2,62 -3.28 3,28 66.67 39.92 1,00 9.00 9.83 69,00 46.00 Dsgn. L = 10,75 ft 2 0.082 0.040 0.82 •3.28 3,28 66.67 39.92 1,00 1,00 9.83 69.00 46.00 Dsqn. L z 10.75 ft 3 0,082 0.040 2,62 -3.28 3.28 66.67 39,92 9.00 1,00 9.83 69.00 46.00 +D+S+ Dsgn. L = 10,75 it 1 0:082 0.040 2.62 -3.28 3.28 66.67 39.92 1.00 1.00 9.83 69.00 46,00 Dsqn. L = 107511 2 0.082 0,040 0.82 -3.28 3.28 66,67 39.92 9.00 9.00 9.83 69.00 46.04 Dsgn. L = 10.75 ft 3 0.082 0.040 2.62 -128 3,28 66.67 33.92 1.00 1:00 1.83 69.00 46.00 +D+0.750Lr+0.750L+ Dsgn. L = 90,75 If 1 0.390 0.989 92.46 -15.55 15.58 66.67 39.92 1.00 1.00 8.69 69,00 46.00 Dsgn. L - 10.75 it 2 0.394 0.189 3.89 -95.58 15.58 66.67 39.92 9,00 1.00 8.69 69.00 46.00 Dsgn. L z 1035 If 3 0,390 0189 12.46 -15.58 95,58 66.67 39.92 1.00 9.00 8.69 69.00 46.00 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax . Ma - Max Mnx MnxtOmega Cb fern Va Max Vnx Vnx/O g +D+0,750L+0.750S+H Dsgn. L = 30.75 It 1 0.390 0.189 12.46 -15.53 15.58 65:57 59.92 1.00 1.00 0;69 59.00 46.00 Dsgn. L = 10.75 ft 2 0,390 0.189 3.89 -15.58 15.58 56,67 39,92 1,00 1.00 8.69 %00 46,00 Dsgn, L = 10.75 fit 3 0.390 0.189 42.46 -15.58 15.58 66.67 39.92 1;00 1.00 8;69 69.00 46.00 +D+W+H Dsgn. L = 10.75 ft 1 0.082 0.040 2.62 -3.28 3,28 66.67 39.92 1,00 1.00 4:53 69.00 46.00 Dsgn, L = 10.75 ft 2 0.082 0,040 0.82 -3.28 3.28 66:67 39.92 1:00 1.00 183 69,00 46.00 Dsgn. C = 10.75 ft 3 0.082 0.1140 2.62 -3.28 3.28 66.67 39.92 1.00 1.00 1,83 69,00 46.00 +D+0,70E+H Dsgn. L = 10,75 It 1 0:082 0:040 2.62 -3.28 3.28 66.57 39.92 1.00 1.00 1.83 69.00 46.00 Dsgn. L = 1075 ft 2 0.082 0.040 0..82 -3.28 3.28 66.57 39.92 1,00 1.00 1.83 65,00 46.00 Dsgn. L = 1075 ft 3 0,082 0:040 2,62 -3.28 128 66.67 39.92 1.00 1.00 1,83 69,00 46.00 +D+0.75OLr+0.750L+0,750W+H Dsgn, L = 10,75 ft 1 0,390 0,189 12.46 -15.58 15.58 66.67 39.92 1.00 1.00 8.69 69.00 46.00 Dsgn. L = 10.75 f# 2 0.390 0189 3.89 _15.58 15.58 66,57 39.92 1.00 2.00, 8,69 W00 46:00 Dsgn. L = 10,756 3 0,390 0,189 1146 -15.58 15.58 66.67 39.92 1.00 1,00 8,69 69:00 46.00 +D+0.75OLr+0.750L+0.52506+H Dsgn. L = 10.75 ft 1 0,390 0,189 12.46 -15.58 15.58 66,67 39.92 1.00 1,00 8.69 69.00 46.00 Dsgn. L = 10.75 It 2 0.390 0.189 3.89 -15.58 15,58 66.67 39.92 1.00 1.00 8.69 69.00 46,00 Dsgn, L = 10.75 ft 3 0.390 0,189 92.46 -15.58 15.58 66,67 39.92 1.00 1,00 8.69 69.00 4&00 +D+0,750L+0.7505+0 750W+H Dsgn. L = 10:75 It 1 0.390 0189 12.45 -15.58 15.58 66,67 39,92 1.00 1,00 8:69 69.00 45.00 Dsgn. L = 10.75 ft 2 0,390 0,189 3.89 -15.58 15.58 66.67 39.92 1.00 1.00 8:69 69.00 45.00 Dsgn. L = 10,75 it 3 0,390 0,989 12.46 -15.58 15,58 66.67 39.92 1.00 1.00 8,69 69.06 46.00 +D+0.750L+0.7505+0.52500+H Dsgn. L = 1075 1 0.390 0.189 12.46 -15.58 1.5.58 66.57 39.92 4.00 1.00 8,69 69,00 46.00 Dsgn. L = 10.75 It 2 0.390 0.189 3.89 -15..58 15,58 66.67 39.92 1.00 1.00 8.69 69:00 46.00 Dsgn. L = 10.75 ft 3 0.390 0,189 12.46 -15.58 15,58 56.67 39.92 1.00 9.00 869 69:00 46,00 +0.60D+W+H Dsgn, L = 10.75 it 1; 0,049 0.024 1.57 •1.97 1.57 66.67 39.92 1.00 1.00 1..10 69.00 46.OG Dsgn; L = 10.75 ft 2 0.049 0.024 0.49 -1.97 9.97 66,67 39.92 1.00 I,00 1,10 59,00 46.00 Dsgn. L = 90,75 ft 3 11.049 0.024 1.57 -9.57 1,97 55.67 39.52 1.00 1:00 1,10 69.00 46,00 +0.60D+0.70E+N Dsgn. L = 90,75 it 1 0.049 0,024 1.57 -1.97 1.97 66.67 39,92 1.00 1.00 1,10 69.00 46.00 Dsgn.L= 10.75ft 2 0,045 0,024 0,49 -1.97 1.97 65.67 39,92 1,00 1.00 110 59.00 45.00 Dsgn. L = 10.75 ft 3 0.1149 0.024 157 : , -1,97 9,97 66.67 35.52 1.00 1.00 4,10 69,00 46.00 overall Maximum Deflections- Untaototed Looadi Coad Combination Span Max. "-" Deft Location in Span Load Combination Max. w+" Dell Location in Span D+L 1 0.2385 4.899 0,0000 0,000 D+L 2 OWN 5,443 D+L -0,0092 1.225 D+C 3 0.1364 5.987 0,0000 1225 Verfloal reactions - Unfactored Support notation: Far left is#4 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 7,321 20133 20.133 7.321 D only 9,220 3.355 3.355 1.220 L only 5,101 16.777 16.777 5.101 D+L 7.321 20.133 20.133 7.321 CODE RgFEREOCES Calculations per AISC 360-05, 1130 2009, ASCE 7-10 Load Combination Set: ASCD 7-02 atslal Ptius Analysis Method: Allowable Strength [Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 5. Modulus: 29,000.0 ksi Sending Axis ; Major Axis Bending Load Combination ASCE 7-02 Q(0 31 L 1.55 .31 1» , 55 ♦ T T T ♦ T VT a ,„ l i,.xa.,..:i,�1'iV.m a,\:ax ,ro;t1s� m6labsn,tc.J���a1\a.',`�,moxas,�ewtivkimaJ.w.,m.,:wV++iw?:, ,515.s,«U+V,x13«.3%mkw'•":,.Va�hs;.Nsaiwa����i+'i pa1.,.Nv:�.Ws;iw tazie..n'��w.,iutr,>a�,3\n'tii%}l�t„a�J'zvi,'m�vwail�dti`,.iiiin1'w.,.P?a>.\,i..w:atlt,�3,'+}�1,watae.a�9raaS°u„�,akAl�ii�£`;`..,�.iro�wS 'iii Span = 12.250 ft Span ='12.250 ft W 1 O 15 W 1 Ox'15 A It I0 Service loads entered. Load Factors well be applied for calculations.' Load for Span dumber 1 Uniform Load: f1= 0.020, L = 0.10 ksf, Tributary Width =15.50 it Load for Span Number Uniform Load : 0 = 0,020, L = 0.10 ksf, Tributary Width =15,50 it DESIGN SUMMARY, INNSEMNEAM Maximum ending ,tress Rattca . ' i 1 Maximum ,hear Stress Bettis = 0.310: 1 Section used for this span W1 15 Section used for this span WI OX15 Me . Applied 34.890 oft Va : Applied 14.241 k Mn 1 Omega: Allowable 39.920 k_5 Vn/Omega : Allowable 46,0 k Load Combination +D+L+H Load Combination +L3+L+H Location of maximum on span 12.250ft Location of maximum on Span 12150 ft Span # where maximum occurs Spars # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.156 in Ratio = 885 Max Upward L+Lr+S Deflection 0.000 to Ratio = 0 <480 Max Downward Total Deflection 0.199 in patio = 738 Max Upward katal Deflection 0,000 in Ratio = 0 <360 Maximum Forces & Stresses for Load C6mbinaliions Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/0mega D Only Dsgn. L = 12.25 ft 1 0.146 0,052 3.27 -5.81 5,83 66,67 39.92 1.00 1.00 2.37 69,00 46.00 Dsgn. L = 12.25 ft 2 0,146 0.052 3,27 -5.81 5.81 66.61 39,92 1.00 1.00 2.37 65.00 46.00 +D+L+H Dsgn. L = 12.25 ?t 1 0.874 0.310 19.62 -34,89 34.89 66.67 39,92 1.00 1.00 14.24 69.00 46,00 Dsgn. L = 12.25 ft 2 0,874 0.310 19.62 -34.89 34.89 66.67 39.92 1.00 1.00 14.24 69.00 46.00 +D+Lr+H Dsgn, L = 12.25 ft 1 0.946 0,052 3.27 -5.81 5.83 66.67 39.92 1.00 1.00 2.37 69.00 46.00 Dsgn. L = 12.25 It 2 0,146 0,052 3,27 -5.81 5.81 66.67 39:92 1.00 1.00 2,37 69.00 46.00 +D+S+H Dsgn. L = 12.25 it 1 0.146 0.052 3,27 -5.81 5.81 66.67 39,92 1.00 1.00 2.37 69,00 46.00 Dsgn. L = 92,25 ft 2 0.146 0.052 3.27 -5,81 5,81 66.67 39.92 1.00 1.00 2.37 69.00 46.00 +D+0.75OLr+0,750L+H Dsgn. L = 12.25 it 1 0,692 0.245 95.54 -27,62 27.62 66.67 39,92 1.00 1.00 11,27 69.00 46,00 Dsgn. L = 12.25 it 2 0.692 0.245 95.54 -27.62 27.62 66.67 39,92 1.00 1.130 11.27 69.00 46.00 '3+0.7 0L+0,7505+H Dsgn. L = 12.25 it 1 0.692 0.245 15,54 -27.62 27.62 66.67 39.92 1.00 1.00 11,27 69.00 46.00 Dsgn, L = 12.25 it 2 0,692 0.245 95.54 -27.62 27,62 66.67 39.92 1,00 1.00 11,27 69.00 46,00 +p+yy+++H Dsgn. L = 12.25 It 1 0.946 0,052 3.27 -5.81 5.81 66,67 39,92 1.00 1,00 2.37 69,00 46.00 Dsgn. L = 12.25 ii 2 0.146 0:052 3,27 -5.81 5.81 66.67 39.92 1.00 1,00 2.37 69.00 46.00 +D+0.70 +H Description: 1367 Load Combination Max Stress Ratios Summary o€ foment Values .. Summary of Shear Values Segment Length Span #V Mmax + ax Ma - Max Mnx MnYJO mega Cb Rrn Va Max Vnx VmdOmega Dsgn. L = 12.25 it 1 0146 0,052 3.27 _5.81 5.81 661.67 39,92 1.00 1.00 2.37 69,04 46.00 Dsgn. L = 12.25 ft 2 0146 0.052 3.27 -5.81 5.61 %67 39,92 9.00 1.00 2:37 69.00 46.00 +D+4,7 OLr+0.750L+0,754W+ Dsgn, L = 12.25 It 1 0.692 0.245 15.54 -27.612 27.62 66.67 39.92 1,00 1.00 11.27 69.00 46.00 Dsgn, L. = 12.25 It 2 0.692 0.245 15.54 -27.62 27,62 66.67 39.92 1,00 1 Z 11,27 %00 46:40 +D+0.750L r+0.750L+4, 5250E+H Dsgn, L = 12.25 If 1 0.692 4,245 15.54 -27.62 27.62 66.67 39.92 1,00 1,00 11,.27 69.40 46.00 Dsgn. L = 12.25 It 2 0.692 0.245 15.54 •27,62 27.62 66.67 39,92 1.04 1.00 11.27 69.00 46,00 +LD+0.750L+0.7505+0.750W+H Dsgn. L = 12.25 It 1 0.692 0.245 15,54 -27.62 27,62 66.67 39.92 1.40 1,00 11.27 69.00 46,00 Ds n. L = 12.25 ft 2 4.692 0.245 15.54 -27.62 27.62 66,67 39.92 1:00 1,00 11,27 69,00 46,011 +D+0.750L+0.7505+0 5250E+H Dsgn. L = 12.25 it 1 0,692 0,245 15,54 •27:62 27.62 66,67 39,92 1:00 1,40 11,27 69.00 46,0 Dsgn, L = 12.25 It 2 0.692 0.245 15.54 -27,62 27.62 66.67 39.92 1.40 1,00 11,27 6U0 46,00 +0.60D+W+H Dsgn. L = 12,25 it 1 0.067 0.031 1.96 -3.49 3.49 66.67 39.92 1.04 1.00 1.42 69.04 46.00 Dsgn. L = 12,25 ft 2 0.087 0.031 1.96 x149 3.49 66,67 39.92 1.00 1.40 1,42 69.00 46,00 +0.60D+0.70E+H Dsgn, L = 12.25 it 1 0.087 0,031 1.96 -3,49 3.49 66.67 39.92 1,00 1.00 9,42 69,00 46:04 Dsgn. L = 12.25 It 2 0,087 0.031 1.96 -3.49 3.49 66,67 29.92 1,00 1:00 1.42 69.04 46.00 Load Combination Span Max, "-" Deft Location in Span Load Combination Max, 'Y' Deft Location to Span D+L 1 4.1991 5,183 4.0040 0,000 D+L 2 0,1962 7.962 0.0000 0.440 ilerfical Readlo"S. Support notation e`Far left is f#1 Values _ in KIPS Load ombrrratrarl support 1 Suppori 2 Support 3 Overall MAXimum 8.544 28,481 8.544 D Only 1,424 4,747 1.424 L Only 7,120 23.734 7,120 D+L 8.544 28.489 8,544 CODE REFERENCES Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Lead Combination Set ASCE 7-0 Bracing:Analysis Method: Allowable Strength Des�ign Beam Bending a Fy : Steel Yield : Modulus 50.0 ksi 29,000.0 ksi 0..262 L 1.4513 Q(0296261 L I,451 rr ♦ V ,,, Span = 12.01 ft W I OX1 Span = 12.O ft VWIOXI5 Service heads entered, Load Factors will be applied for calculations, Load for Span Number 1 Uniform Load : D = 0.020, L = 0.10 ksf, Tributary Width =14.613 ft Load for Span Number 2 Uniform Load: D = 0,020„ L = 0.10 ksf, Tributary Width = 14,813 it DESION SUMMARY NEMEMMEMM Maximum ending Stress Ratios = 0102: 1 Maximum Shear Stress Ratio = 0,290 : 1 Section used for this span W10XI S Section used for this span W10X1 Me: Applied 31.996 k -ft V : Applied 13.332 k Mn 1 Omega: Allowable 39,920 k -ft Vn/ Ornega : Allowable 465.0 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12.000111 Location of maximum on Span 12,000 ft Spars # where maximum occurs span # 1 Span # where maximum occurs Spars # 1 Maximum Deflection Max Downward L+L.r+S Deflection 0,146 in Ratio = 986 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0,175 in Ratio = 522 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span M V Mmax + Mmax - , Ma • Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Ornega D Only Dsgm L = 12,00 ft 1 0,134 4,645 3.00 -5.33 533 66.67 39.92 1.00 1,00 2.22 69,00 46.00 Dsgn. L = 12.00 It 2 0,134 OA48 3,00 -5,33 5.33 66.67 39.92 1.00 1.00 2.22 69.00 46.00 +D+L+H Dsgn. L = 12.00 ft 1 0,802 0,290 18.00 -32.00 32.00 66.67 39,92 1.00 1,00 13,33 69.00 46.00 Dsgn, L « 12.00 it 2 0,802 0.290 1&00 -32,00 32.00 66.67 39.92 1.00 1,007 13.33 69,00 46.00 +D+Lr+H Dsgn. L = 12.00 It 1 0.134 0.(148 3.00 -5,33 5.33 66.67 39.92 1.00 1.00 2.22 69.00 46,00 Dsgn. L ® 12.00 8 2 0.334 0,048 3.00 -533 5.33 66.67 39.92 1,00 1.00 2.22 69.00 46.00 +D++H Dsgn, L = 92.00 It 1 0.134 0.048 3.00 -5.33 5.33 66.67 39,92 3.00 9.00 2,22 69.00 46.00 Dsgn. L = 12,00 It 2 0,934 0,048 3.00 -5.33 5.33 66.67 39.92 1.00 3.00 2.22 69.00 46.00 +D+0,75OLr+0,750L+H Dsgn. L = 12,0011 9 0,635 0.229 14.25 -25.33 25,33 66.67 39.92 1,00 9.00 90,55 69.00 46.00 Dsgn. L = 12.00 it 2 0.635 0229 14.25 -25.33 25.33 66.67 39.92 1.00 9.00 10.55 69.00 46.00 +D+0150L+0.7505+H Dsgn. L = 12.00 ft 1 0.635 0.229 14.25 -25.33 25.33 66.67 39.92 9,00 1.00 10.55 69.00 46.00 Dsgn. L = 92.00 it 2 0.635 0.229 34.25 -25.33 25.33 66.67 39.92 9.00 9.00 10.55 69.00 46.00 +D+W+H Dsgn, L = 12.00 it 1 0,134 0.048 3.00 -5.33 5.33 66,67 39,92 1.00 1,00 2.22 69.00 46.00 Dsgn. L = 12.00 it 2 0.934 0,048 3,00 -5,33 5.33 66.67 39,92 1.00 9.00 2.22 69.00 46,00 +D+0.706+H Description ; 1368 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Bat es Segment Length Sparc # M V Mmax + Max - Ma - Max f nx Mnx/Omega Cb Rm Va hoax Vnx Vnx/Omega Dsgn. G = 12.00 ft 1 0,134 0.048 3.00 .5.33 5.33 661.67 39.92 1,00 9.110 2,22 69,00 46,00 Dsgn, L = 12.00 ft 2 0.134 0,048 3,00 -5.33 5.33 66.61 39.92 1 00 1.00 2.22 69.00 46.00 +D+0.750Lr+0.750L+0.750!+ Dsgn. L = 12.00 ft 1 0,635 0.229 14.25 -25.33 25.33 66.67 39.92 1.110 9.04 10.55 69.:00 46,00 Dsgn. L w 12,00 It 2 0.635 0129 14.25 -25.33 25.33 66.67 39.92 1.00 I Z 10.55 69:00 46.90 +D+0.750Lr+0.750L+0, 5250E+H Dsgn. L = 12.00 It 1 0.635 0,229 14.25 -25,33 2533 66.67 39.92 1.00 1.00 10.55 69.00 46.00 Dsgn. L = 12.00 it 2 0,635 0.229 94,25 -25.33 25.33 66.67 39.92 1.00 1.00 10;55 69:00 46.00 +D+0.750L+0.7505+0.7500+H Dsgn. L = 12.00 it 1 0.635 0,229 14.25 -25.33 25,33 66.67 39.92 1.00 1.00 113.55 89.00 46.00 Dsgn. L : 12.00 ft 2 0,635 0,229 14.25 -25.33 25,33 66.67 39.92 1.00 1.00 10.55 69,00 46.00 +D+0, 750L+0.7505+0.5250E+H Dsgh, L = 9 2.001 ft 1 0,635 0.229 14.25 -25.33 25.33 66.67 39.32 1.00 1,00 10.55 69.00 46.00 Dsgn. L = 12.00 it 2 0.635 0,229 14.25 -25.33 25.33 66.67 39.92 1.1)0 1.00 10.55 69.00 46.00 +0.6001++H Dsgn. L = 12,00 it 1 0,080 0.029 1.80 -3.20 3.20 66.67 39.92 1.00 1.00 1.33 69.00 46.00 Dsgn, L = 12.00 it 2 0.080 0.029 1,80 -3.20 3.20 66.67 39,92 1.00 1:00 9.33 69.00 46.00 +0,60D+0,70E+H Dsgn. L = 12.00 it 1 0,080 0.029 1.80 •3.20 3,20 66.67 39.92 1.00 1Z 1,33 69,00 46.00 Dsgn. L = 12.00 ft 2 0,080 0.029 1.80 -3.20 3.20 66.67 39.92 1.00 9.00 1.33 69.00 46.00 Load Combination Span Max. ".' Deft Location in Span Load Combination Max. "+^ Deft Location in Span D+L 1 0,1752 5.077 0.0000 0.000 D+L 2 01727 7.015 0.0000 0.000 Vertical Roactions *n 'Support Support natation . Far left is #1 Values in MPS Load Combiraaiusn 1 Support Support 3 Overall MAXimum 7.999 26.663 7.999 D Only 9333 4.444 1,333 L Onty 6.666 22.219 6.666 D+L 7.999 26.663 7:999 Gout R FER Nes Analysis Metho Allowable Strength Desiqn__ Fy : Steel Yield 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling F: Modulus: 29,000.0 ksi Bending/axis': Major Axis Sending Load Combination ASCE 7-02 (3.2225 L, 1.1125 ii 1).2225 1 1,1125 i3 (3;2225 1.1 125 0.2225)L(1.1125) 1 0.2225 1:1125 A 1 rf d Service loads entered, Load Factors will be applied for calculations, Load for Span Number 1 Uniform Load , D=0,020, L = 0.10 ksf, Tributary Width =11.125 ft, (FLOOR) Load for Span Number Uniform Load ` D = 0.020, L = 010 ksf, Tributary Width = 91.125 ft, (FLOOR) Load for -Span Number 3 Uniform Load: D = H20, L = 0.10 ksf, Tributary Width =11.125 ft, (FLOOR) Load for Span Number 4 Uniform Load : f = 0,020, L ; 0.10 ksf, Tributary Width :11.125 It, (FLOOR) Load for Span Number Uniform Load ; 0 = 0,020, L = 0.10 ksf, Tributary Width =11.125 ft, (FLOOR) DESIGN Ski A � � � � , � Maximum Bending Stress Ratio - 0.683: 1 Ma imam Shear Stress Ratica = OJ 245: 1 Section used for this span W10XI5 Section used for this spam w 10x1 Ma : Applied 27.281 -ft Va : Applied 11.259 k Mn 1 Omega: Allowable 59.920 k -ft Vn/Omega : Allowable 46.0 k Load Combination- +D+L+F( Load Combination + +L+H Location of maximum on span 13.933ft Location of maximum on span 15.033 ft Span # where maximum occurs Span # 4 Span # where maximum occurs Span # 4 Maximum Deflection Max Downward L+Lr+S Deflection 0.247 in patio = 675 Max Upward L.+Lr+S Deflection -0.011 in Ratio = 15,157 Max Downward Total Deflection 0,297 in Ratio = 563 Max Upward 'Total Deflection -0.013 in Ratio : 12601 Maximum Forces & Stresses for toad Coft' biri tfori Load Combination „ Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxtOmega D Only Dsgn, L = 13.93 ft 1 0.114 0.041 3,36 «4.55 4.55 66.67 39.92 1:00 1.00 1.58 60.00 46.00 Dsgn, L = 13.93 it 2 0.114 0,035 1.44 4.55 4.55 66,67 39.92 1:00 1.00 1.63 69,00 46,00 Dsgn. L = 13.93 it 3 0,085 0.034 1,99 -3.41 3.41 66.67 39,92 1,00 1,00 4.55 69.00 46.00 Dsgn, L W 13.93 it 4 0,114 0.041 ' ' 1.44 4.55 4.55 66.67 39.92 1;00 1.00 4.88 69.00 46.00 Dsgn. L = 43.93 it 5 0,114 0,041 3.36 455 4.55 66,61 39,92 1.00 1,00 9.88 69.00 46.00 +D+L+y Dsgn. L = 93.93 It 1 0;683 0.245 20.19 -27.28 27.28 66.67 39.92 1,00 9.00 1426 69.00 46:00 Dsgn. L = 1193 If 2 0.683 0.213 8.61 -27,28 27,28 66.67 39.92 1,00 1,00 939 69.00 46.00 Dsgn, L = 13.93 ft 3 0.513 0.2012 11.92 -20,46 20,46 66,67 39.92 1:00 1.00 9.30 69,00 46.00 z Dsgn. L = 13.93 it 4 0.683 0.245 8,61 -27,28 27.28 66.67 39,92 ' 4.001 1.00 11.26 69.00 46.001 Dsgn. L = 43.93 it 5 0.683 0.245 20.19 -27.28 27.28 66.67 39,92 1:00 1.00 49,26 69.00 46,00 +D+Lr+}i Dsgn. L = 13.93 it 1 0114 0,041 3,36 4.55 4.555 66.67 39,92 1,00 1,00 1,88 69,00 46,00 Dsgn. L = 13.93 it 2 0.114 0.035 1.44 4,55 4,55 66,67 39.92 9,00 1.00 9,63 69.00 46,00 Dsgn. L = 1193 it 3 0.085 0.034 1.99 -141 341 66,67 39,92 1,00 1,00 1,55 69,00 46.00 Description : 559 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Wax + !Amax - Me - Max Mnx Mnxt Omega Cb Rot Va Max Vnx Vnx/Omega Dsgn, L = 1193ft 4 0,114 0.041 1.44 _4,55 4,55 66.67 39.92 3,013 1.00 1.88 69.00 46.00 Dsgn. L = 13.93 ft 5 0.114 0.041 3.36 -4.55 4.55 66.67 39.92 1.00 1.00 1.66 69:00 46.00 +D++H Dsgn. L = 13.93 ft 1 0,914 0.041 3.36 -4.55 4.55 66.67 39.92 1,00 1.00 1:88 69.00 46.00 Dsgn. L = 13.93 ft 2 0.114 0,035 1.44 -4.55 4.55 66.67 39.92 1.00 1.00 1.63 69,00 46.00 Dsgn. L = 13.93 ft 3 0,085 0.034 1,99 -3.41 3.41 66.67 39.92 1.00 1,00 1.55 69,00 46,00 Dsgn. L = 13.93 ft 4 0.914 0.041 1,44 -4,55 4.55 66,67 39.92 1.00 100 1,88 69.00 46.00 Dsgn. L = 13.93 ft 5 0,114 0,041 3.36 -4..55 4.55 66.67 39.92 1.00 1.00 1,88 %00 46;00 +D+0.75OLr+0.750L+H Dsgn. L = 13.93 ft 1 0.541 0.194 15,98 -21.60 21.60 66.67 39.92 1.00 1.00 8,91 69,00 46,00 Dsgn. L = 13.93 ft 2 0.541 0,168 6.82 -21.60 21.60 66.67 39.92 1.00 1.00 7.75 69.00 46.00 Dsgn. L = 13.93 ft 3 0.406 0,160 9.44 -16.20 16.20 66.67 39.92 1.00 1.00 7,36 69.00 4U0 Dsgn. L = 13.93 ft 4 0.541 0.194 6,82 x21.60 21.60 66.67 39,92 1.00 1.00 8.91 69.00 46.00 Dsgn. L = 13.93 ft 5 0.541 0,194 15.98 -21.60 21.60 66.67 39.92 1.00 1.00 8.91 69,00 46.00 +D+0.750L+0,7505+N Dsgn. L = 1193 ft 1 0.541 0.134 15.98 -21.60 21R 66.67 39,92 1.00 1.00 8.91 63.00 46,00 Dsgn. L = 13,53 ft 2 0.541 0168 6,82 -21,60 21.60 66.67 39,92 1.00 1.00 7.75 69.00 46.00 Dsgn, L w 13.93 It 3 0,406 0.160 3.44 -16.20 16.20 66.67 33.32 1.00 1:00 7.36 69,00 46.00 Dsgn. L = 13,93 ft 4 0.541 0.194 6.82 -21.6(3 21,60 66.67 39.92 1.00 1.00 8,91 69,00 46,00 Dsgn. L = 13.93 ft 5 0.541 0,194 15,98 21.60 21.60 66,67 39.92 1.00 1,00 8.91 69.00 46.00 +D+W+H Dsgn. L = 13.93 ft 1 0114 0,041 336 -4.55 4.55 66.67 39,92 1.00 1,00 1,88 69,00 46.00 Dsgn. L = 13,93 ft 2 0.114 0.035 1.44 -4.55 4.55 66.67 39.92 1.00 1.00 1,63 69.00 46.00 Dsgn, L = 13.93 ft 3 0.085 0.034 1.39 -3.41 141 66.67 39,92 1.00 1.00 1,55 6 ;0O 46.00 Dsgn. L = 13.936 4 0.114 0,041 1.44 4.55 4,55 616,67 39.92 1.00 1.00 1.88 69.00 46.00 Dsgn, L = 13.93 ft 5 0,114 0.041 3.36 455 4,55 66.67 39.92 1.013 1.00 1,88 %00 46.00 +D+0.70E+H Dsqn. L = 13.93 It 1 0.114 0:049 3,36 -4.55 4.55 66.67 39.92 1.00 1.00 1:88 69,00 46,00 Dsgn. L = 13,93 ft 2 0.114 0.035 1,44 4.65 05 66.67 X92 100 1.00 1.63 69.00 46.00 Dsgn. L = 13,93 ft 3 0,085 0.034 1.99 -3.41 3.41 66.67 39.92 1.00 1.00 1;55 69.00 46.00 Dsgn. L = 13.93 ft 4 0.114 0.041 1.44 4.55 05 66.67 39.92 9.00 1:00 1,88 69.00 46,00 Dsgn. L = 1193 If 5 0,114 0.041 3.36 455 4.55 66.67 39,92 1,00 1.00 1.88 63.00 46.00 +D+0.750Lr+0,750L+0,750W+H Dsgn, L = 13.93 If 1 0,541 0,194 15.98 -21,60 21.60 66.67 39.92 1.00 1.00 8.91 69,00 46.00 Dsgn. L= 13.93 ft 2 0.541 0,168 6.82 -21.60 21,60 66,67 39.92 1 D 1:00 7.75 69.00 46.00 Dsgn. L = 13,93 ft 3 0.406 0.160 3.44 _16,20 16.20 66:67 39.92 1.00 1,00 7:36 69.00 46.00 Dsgn. L = 13,93 ft 4 0,541 0.194 6.82 -21.60 21.60 66,67 39,92 1,00 1.00 8:91 69.00 46,00 Dsgn. L = 13.93 It 5 0.541 0.194 15.98 -21.60 21,60 66.67 39.92 1,00 1.00 8:91 69.00 46.00 +D+0.75OLr+0.750L+0.5250E+H Dsgn. L = 1193 €t 1 0.641 0.194 15.98 -21,60 21.60 66,67 39.92 1.00 1,00 8,91 69.00 46.00 Dsgn. L = 13.93 ft 2 0.541 0.168 6.82 -21.60 29.60 66.67 39.92 1,00 1.00 7.75 69.00 46.00 Dsgn. L = 13.93 ft 3 0,406 0,160 9.44 -16,20 16.20 66.67 39,92 1.00 1:00 7:36 69.00 46.00 Dsgn. L = 1193 ft 4 0.541 0.194 6,82 -21.60 :21,60 66.67 39.92 1.00 1.00 8:91 69.00 46,00 Dsgn, L = 13.93 ft 5 0.541 0.194 15.96 -21,60 21,60 66.67 39,92 1.00 1.00 8.91 69.00 46.00 +D+0.750L+0,7505+0,750W+H Dsgn. L = 13.9311 1 0.541 0.194 1x.98 -21.60 21.60 66.67 39.92 1.00 1,00 8.91 69.00 46.00 Dsgn. L = 13.93 St 2 0.541 0,166 6.82 -21,60 21.60 66.67 39.92 1.00 1.00 7.75 69.00 46.00 Dsgn. L = 1193 ft 3 0.406 0.160 9.44 -16.20 16.20 66,67 39.92 1,00 1.00 7:36 69.00 46,00 Dsgn. L = 13.93 ft 4 0,541 0.194 6.82 -21.60 21.60 66,67 39.92 100 1,00 8.91 WOO 46,00 Dsgn. L = 13.93 ft 5 0.541 0.194 15.98 -21.60 21.60 66.67 39,92 1.00 1.00 8.91 69.00 46.00 +D+0.750L+0.7505+0,5250E+H Dsgn. L = 13,93 ft 1 0.541 0.194 15,98 •21,60 21.60 66,67 39.92 9.00 1,00 8.91 69.00 46.00 Dsgn. L = 13.93 It 2 0,541 0.168 6.82 - .21.60 21.60 66.67 39.92 1.00 1.00 7.75 69.00 46.00 Dsgn. L = 13.33 ft 3 0.406 0.160 9,44 -16.20 16.20 66.67 39.92 1.00 1.00 7.36 69.00 46.00 Dsgn. L, = 13,93 It 4 0,541 0.194 6.82 - -21,60 21,60 66.67 39.92 1.00 1.00 8.91 69,00 46.00 Dsgn, L = 13.93 ft 5 0:541 0.194 15,98 -21.60 21.60 66.67 39.92 1,00 1.00 8.91 69.00 46:00 +0 6017+W+H Dsgn. L = 13.93 It 1 0,068 0,024 2.02 -2.73 2.73 66.67 39.92 1.00 1.00 113 69.00 46.90 Dsgn. L = 13.93 ft 2 0.068 0.021 0.86 -2.73 2.78 66.67 39.92 1.00 1.00 0,98 69,00 46.00 Dsgn. L = 13.33 ft 3 0.059 0.020 1,19 -2.05 2.05 66,67 39.92 1.00 1,00 0,93 69.00 46.00 Dsgn. L = 13.93 ft 4 0.068 0,024 0.86 -233 2,73 66.67 39.92 1.00 1.00 1.13 69,00 46.00 Dsgn. L = 13.93 ft 5 0.068 0.024 2,02 -2.73 2.73 66.67 39.92 1.00 1.00 1.13 69.00 46.00 +0,60D+0.70E+H Dsgn. L = 13.93 ft 1 0,068 0,024 2:02 -2.73 2.73 66.67 39.92 1.90 1,00 1.13 69,00 46,OC Dsgn. L = 13.93 ft 2 0.068 0.021 0.86 -2,73 2,73 66.67 39.92 1.00 1.00 0,98 69.00 46,00 Dsgn, L = 1193 ft 3 0.051 0.020 1.19 -2.05 2.05 66.67 39.92 1.00 1.00 0.93 69.00 46.00 Dsgn. L = 13,93 ft 4 0.06E 0.024 0.86 -233 2.73 66.67 39,92 1.00 1,00 1.13 69.00 46.00 Dsgn. L = 13.93 ft 5 0,068 0.024 2,02 -2.73 2.73 66.67 39.92 1.00 1.00 1.13 69.00 46.00 CODE REFERENCES' Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set ASCE 7-02 aforlsl prpipeftI#s Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.O ksi Beam Bracing, Beam is Fully Braced against lateral -torsional buckling E: Modulus ; 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination ASCE -0 D(0,275) L 1.375 0.275 L0 X5D(02751 L 1375 xj,Rutt -j p WTI Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: 0 = 0.020, L = 0.10 ksf„ Tributary Width =13.750 #t, (FLOOR) Load for Span Number 2 Unita Load: D = 0.020, L = 0.10 ksf, Tributary Width =13,750 ft, (FLOOR) Load for Span Number Uniform Load, 0 = (3,020, L = 010 k f, Tributary Width =13.750 ft, (FLOOR) 'DES0 NOR= Maximum Bending stress Ratio = 0.753: 1 Maximum Shear Stress Ratio = 0.201 ; I Section used for this span W10XIS Section Used for this span W 0X S Ma : Applied 30.071 k -ft Va : Applied 13,365 k Mn 1 Omega: Allowable 38,020 k®ft Vnlf>mega :: Allowable 46.0 k Load Combination +D+L+H Load Combination +O+L+ Location of maximum on span 1 .500ft Location of maximum on span 13.500 it Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward L+Lr+S reflection 0.278 in Ratio = 582 Max Upward L+Lr+S Deflection -0.099 in Ratio = 8,720 Max Downward Total reflection 0.334 in Ratio = 435 Max Upward Total reflection -0.022 in Ratio = 7267 Maximum Fortos & Stresses for road Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mimic + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/O ega D Only Dsgn. L = 13,50 it 1 0,126 0.048 4.01 -5.01 &01 561,67 39,92 1,00 1,00 2.23 59Z 46,00 Dsgn. L = 13.50 ft 2 0.126 0.048 1.25 -5.01 5.01 66,67 39,92 1,00 1.00 2.23 69,00 46.00 Dsgn. L = 33.50 ft 3 0.126 0,048 4,01 -5,01 5:01 66.67 39.92 9.00 1.00 2.23 69.00 46.00 +D+L+H Dsgn, L= 33.50 ft 1 0,753 0,291 24.05 -30,07 30,07 66.67 39,92 1.00 1.00 13,36 69,00 46.00 Dsgn. L = 13,50 R 2 0.753 0,291 7.51 -30,07 30,07 66,67 39.92 1.00 9.00 13.36 69.00 46.00 Dsgn. L = 13,50 ft 3 0.753 0.291 24.05 -30.07 30.07 66,67 39.92 1.00 1.00 13.36 69.00 46.00 +D+Lr+H Dsgn. L = 53.50 it 1 0,126 0,048 4.09 -5.09 5.01 66.67 39.92 1.00 1,00 2.23 69,00 46.00 Dsgn, L= 93.50 it 2 0.126 0.048 1.25 -5,01 5.01 66,67 39.92 1,00 9,00 2.23 69,00 46.00 Dsgn. L = 13.50 it 3 0.326 0.048 4.09 -5,01 5,01 66,67 39.92 1.00 1,00 2,23 69.00 46,00 +D++H Dsgn. L = 13.50 it 1 0..126 0.048 4,01 -5.01 5.01 66.67 39,92 1.00 1.00 2.23 69.00 46.00 Dsgn. L = 13.50 It 2 0.126 0.048 1.25 -5.09 5.01 66,67 39.92 1,00 1,00 2,23 69.00 46.00 Dsgn. L = 13.50 ft 3 0,126 0.048 4.01 -5.01 5.01 66.67 39.92 1.00 1.00 2.23 69,00 46.00 +D+0.75OLr+0.750L+H Dsgn. L = 13.50 fl 1 0.596 0,230 19.04 -23.81 23.81 66.67 39.92 1.00 1,011 10.58 69.00 46.013 Dsgn. L = 13.50 ft 2 0.596 0,230 5.95 23,81 23.83 66.67 39.92 1.001 1.00 30.58 69.00 46.00 Dsgn. L = 13.50 ft 3 0.596 0230 19.04 -23,81 23.81 66.67 39.92 1,00 1,00 10.58 69.00 46,00 l Load Combination Span Max. %' Left Location in Span Load Combination Max, "+^ Dell Location in Span D+L 1 _ 02969 6156 0.0000 0,000 D+L 2 0,0635 7.678 D+L «0,0132 1,137 D+L 3 0.9383 7109 0,0000 1.137' D+L 4 0.0654 6,540 D+L -0,0106 13,080 D+L 5 0.2890 7,962 0.0000 13.080 Vertloal Rentions - Unfactored Support notation: Par left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support Overall MAXimum 7.342 21.048 18,111 18,111 21.048 7.342 D Only 1.224 3.508 3.019 3.019 3,508 1.224 L Only 6.119 17,540 15,093 15.093 17.540 6.119 D+L 7:342 21.048 98.111 18.111 21,048 T342 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax ` Ma -flax Mnx Mnx/Omega Cb Rm Va Max Vex Vnx10me a +D+0.750L+0,7505+H Dsgn. L = 13.50 ft 1 0,596 0,230 99.04 -23.81 23.81 66,67 39,97 1.00 1,00 99.58 69.00 46.00 Dsgn. L = 1150 It 2 0,596 0130 5.95 -23.81 23.81 66.67 39.92 1.00 1.00 10.58 69,00 46.00 Dsgn. L = 13,50 It 3 0.596 0.230 19.04 -23.81 23,89 66.67 3992 1.00 1,00 10.58 69,00 46.00 +D+W+H , Dsgn,L = 13.50 ft 1 0.126 0.048 4.01 '5.01 5,01 66.67 39.92 1.00 1.00 2.23 69,00 46,00 Dsgn, L = 1150 It 2 0.126 0.048 1.25 -5.01 5.01 66,67 39.92 1,00 1.00 223 69.00 46.00 Dsgn. L = 13.50 ft 3 0,176 0,048 4.01 «5.01 5,01 66:67 39.92 1.00 1.00 2.23 69.00 46.00 +D+0.70E+H Dsgn. L = 1150 it 1 0.126 0.048 4,01 "5.09 5.01 66,67 39.92 1.00 1,00 2.23 69.00 46.00 Dsgn, L = 93.50 ft 2 0.126 0.048 1.25 -5:01 5.01 66.67 39.92 1.00 1.00 2.23 69,00 46,00 Dsgn. L = 13.50 ft 3 0,126 0.048 4.09 -5.01 5.01 66.67 39.92 1,00 1.00 2.23 69.00 46.00 +D+0.75OLr+0, 750L+0,750W+H Dsgn. L = 13.50 It 1 0.596 0,230 19.04 _23.81 23,81 s.67 39.92 1.00 1.00 10,58 69.00 46.00 Dsgn. L = 13.50 It 2 0.596 0.230 5.95 -2181 2181 66.67 W92 3.00 1.00 10.58 69.00 46.00 Dsgn, L = 13.50 It 3 O S96 0,230 19,04 -23,81 23.81 66.67 39.92 1.00 1.00 10.58 69.00 46,00 +D+0, 750Lr+0.750L+0, 5750E+H Dsgn. L = 13,50 It 1 0,596 0.230 19:04 -23.81 23.81 66.677 39.92 1.00 1,00 10.58 69,00 46.00 Dsgn. L = 13.50 ft 2 0.596 0,730 5.95 -23.81 23.81 66.67 39:92 1.00 3.00 10.58 69,00 46.00 Dsgn. L = 13,50 ft 3 0.596 0130 99,04 -23.81 23.84 66,67 39,92 1.00 1.00 90.58 69.00 46.00 +D+0,750L+0,750S+0.750W+H Dsgn. L = 13:50 If 1 ' 0,596 0.230 19.04 -23.81 23,81 66.67 39.97 1.00 1.Of 1 O.58 69.00 46,00 Dsgn. L = 1150 It 2 0.596 0.230 5.95 -23,81 23.81 66.67 39.92 1.00 1.00 10.58 69.00 46.00 Dsgn. L = 1150 ft 3 0.596 0.230 19.04 -23.81 23.61 66.67 39.92 1.00 1.00 10,58 69.00 46.00 +D+0.750L+0.7505+0,5250E+H Dsgn, L = 1150 it 1 0,596 0.730 19.04 -23,81 23.81 6H7 39:92 1.00 1:00 10,58 69,00 46.00 Dsgn, L = 13.50 ft 2 0.596 0,230 5.95 -23.81 23.81 66.67 3992 1.00 1,00 10,58 69.00 46.410 Dsgn. L = 13,50 it 3 0.596 0.230 19,04 -23.89 23.81 66.67 39,92 1,00 1.00 10`58 69.00 46.00 +0.60D+W+H 1 Dsgn. L = 1150 ft 1 0.075 0.029 2.41 -3.01 3.09 66,67 39.92 1,00 1.00 1,34 69,00 46.00 Dsgn. L = 9150 It 2 0.075 0.029 0.75 -3.01 101 66.67 39.92 1.00 1,00 1.34 69.00 46.00 Dsgn, L = 13,50 ft 3 0:075 0.029 2.49 -3.01 3,01 66.67 39.32 1.04 1;00 1.34 69.00 46.00 +0.60D+0,70E+H Dsgn. L = 13,50 it 1 0.075 0,029 2.41 -101 3.01 66:67 39.92 1.00 1.00 1.34 69.00 46.00 Dsgn. L = 13:50 ft 2 0.075 0.029 0,75 -3.01 3:01 66.67 39.92 1.00 1,00 134 69,00 46.00 Dsgn, L = 1150 It 3 0.075 0.029 2,41 -3.01 3.01 66.67 39.92 1.00 1.00 1.34 69,00 46.00 Overall Me Deflections - rate tored de .,,.w .,....... . : Load Combination Span Max. "` Defl Location in Span Load Combination Max, "+" Ddb Location in Span D+L 1 0.3339 6,152 0,0000. 0.000 D+L 2 0.0227 6,635 D+L -0.0223 1.538 D+L 3 0.3288 7,519 0,0000 1.538' Vertical Reactions - UnfactoredSupport notation : Far left is #1 Values in KIPS LoadCombinatron Support 11 1 Support 2 Support 3 Support 4 Overall MAXirnum 8.910 24.502 24.502 8.910 D Only 1.485 4.084 - 4.084 1.485 L Only 7.425 20.499 20,419 7.425 D+L 8.910 24.502 24.502 8.910 Description 13913 009, ASCE 7-10 Analysis Method: Allowable Strength Design Fy : Steel Yield: 517,0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling F. Modulus: 29,000 O ksi Bending Axis: Matter Axis Bending Load Combination ASCE 7-6 019 L0.45) Q.275 L0,375) O.27 LO 375 g 'Ir ♦ V rr , ♦ T r n: Appal tli Loads Service loads entered, Load Factors will be applied for calculations, Load for Span number 1 Uniform Load: D=0.020, L = 0A0 ksf. 'tributary Width = 14.50 ft, (FLOOR) Load for Sparc Number Uniform Load, D = 0.020, L = 0,10 ksf, 'tributary Width = 91750 f4 Load for Span plumber Uniform Load: l0 = (?.1120, t = 0.10 ksf„ Tributary iailidth = 13.750 ft DESIGN SUN` ARS , Maximum Sending Stress Ratio = 01809: 1, Maximum Shear Stress Ratio = 0,3€ 7 :1 Section used for this span W10x15 Section used for this span w1l ox1 Mar Applied 32.281 k -ft tea: Applied 1 ,5 6 It Mn I Omega ; Allowable 39.920 k -ft Vn1C) ega ° Allowable 46.0 k Load Combination + +L+H Load Combination +D+L+H Location of maximum on span 13,500ft Location of maximum on span 13,500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.289 in Ratio = 560 Max Upward L+Lr+S Deflection -0.016 in patio = 9,87+8 Max Downward Total Deflection 0.347 to Ratio = 467 Max upward Total Deflection -0.020 in Rada = 8232 Maximum t Forces Stresses for Load Combinations Coad Cambination hoax Sires Ratios Summary of Moment Values Summary of Shear Values Segment length Span # M V Morax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 13.50 it 1 0.135 0.053 4.19 -5313 5,38 66.67 39.92 1.00 1.00 2.36 69.00 46.00 Dsgn. L = 13.50 it 2 0.135 0.044 1.48 -5.38 5.38 66,67 39.92 1,00 1.00 2.00 69.00 4HO Dsgn. L = 12,00 it 3 0.106 0.044 3.06 -4,22 4.22 66.67 39.92 1,00 1.00 2,00 69.00 46.00 +D+t+H Dsgn. L = 13.50 ft 1 0.809 0.307 25.14 -32.28 3218 66.67 39.92 1.00 1,00 14.94 69.00 46.011 Dsgn, L = 13.50 It 2 0.809 0.261 8.86 -32.28 32.28 66.67 39.92 1.00 1,00 12 01 69.00 46.00 Dsgn. L = 12.00 it 3 0.635 0.261 18,38 -25.33 25.33 66,67 39.92 1.00 1,00 12.01 69.00 46.00 +D+Cr+H Dsgn, L = 13.50 ft 1 0.935 0.051 4,19 -5,38 5.38 66.67 39.92 1,00 1.00 2.36 69.00 46,00 Dsgn. L = 13.50 ft 2 0.135 0.044 1,48 -538 5.38 66.67 39.92 1.00 1,00 2.00 69,00 46.00 Dsgn. L = 12.00 it 3 0.106 0.044 3.06 4.22 4.22 66,67 39.92 1.00 9.00 Z00 69,00 46:00 +D+S+H Dsgn. L = 93.5011 1 0.935 0.051 4,19 -5.38 5,38 66.67 39.92 1.00 1.00 2.36 69.00 46,00 Dsgn. L = 13.50 If 2 0135 0,044 1.48 -5.38 5.38 66:67 39.92 1.00 1,00 2.00 69.00 46.00 Dsgn. L = 12,00 ft 3 0,106 0.044 3.06 -4.22 4.22 66,67 39.92 1.00 1.00 2.00 69.0{1 46,00 +D+0,750Lr+0.750L+H Dsgn. L = 13.50 ft 1 0,640 0.243 99.90 -25.56 25.56 66,67 39.92 9.00 9,00 11.19 69.00 46.00 Dsgn.. L. = 13.50 it 2 0.640 0,207 7.01 -25,56 25.56 66.67 39.92 1,00 1.00 9,51 69.00 46,00 Dsgn. L = 12,00 It 3 0.502 0,207 14.55 20.05 20.05 66.67 39.92 1,00 1.00 9.51 69.00 46.00 CODE REFERENCES', Calculations per RISC 360-05, IBC 2O09, ASCE -10 Load Combination Set : ABC 7-02 Material Properties Analysis Method: Allowable Strength Design Beam Bracing - Beam is Fully Braced against lateral -torsional buckling Bending Axis'. Major Axis Bending LOWLCI Fy : Steel Yield Modulus: D V.G6,d L 8. Lam. I.. i.X Ufl L 7. -.20.28) applied LPs s Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.{120, L = 0.10 ksf, Tributary Width = 14.0 ft, (FLOOR) Load for Span Number 2 Uniform Load: U = O,Q20, L = 0.10 ksf, Tributary Width =14.0 it Load for Span Number Uniform Load : D = 0.020, L = 0.10 ksf, Tributary Width =14.0 ft UMMA DESIGN $ Ry, Maximum Bending Stress Ratio = 10.795. 1 Maximum Shear Stress Ratio = 0.298 : 1 Section used for this span Will 11X1 S Section used for this span WV1 11X15 Me: Applied 31.751 k -ft Va : Applied 13.692 Mn 7 Omega : Allowable 39.920 k -ft Vn/Ornega Allowable 46,0 k Load Combination ++L+ti Load Combination ++l+B Location of maximum on span 13.500ft Location of maximum on span 13.500 It Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S DefGection 0.274 in Ratio = 590 Max Upward L+Lr+S Deflection -0,013 in patio = 12,351 Max Downward Total Deflection 0.329 in Ratio = 492 Max Upward Total Deflection ' -0.016 in Ratio : 10293 Maximum Forces & Stresses for Load ComWinationt Load Combination Max Stress Ratios Summary of foment Values Summary of Shear Values Segment Length Span M V Mmax + max - Ma - Max Mnx MnxtOmega Cb R€n Va Max Vnx VnxIOmega D Only Dsgn. L = 13.50 It 1 0.133 0.050 4.01 -519 919 66.67 39.92 1.00 1,00 2.28 69,00 46.00 Dsgn. L = 93.50 ft 2 0,133 0,044 1.57 -519 5,29 66.67 39.92 1.00 1.00 2.04 69.00 46.00 Dsgn, L = 12.00 ft 3 0.109 0.044 3.10 -4.35 4.35 66.67 39.92 1.00 1.00 2.04 69,00 46.00 +D+L+H Dsgn. L m 13.50 it 1 0.795 0.298 24.04 -39.75 31.75 66.67 39.92 1.00 1.00 13.69 69,00 46.00 Dsgn. L = 13.50 ft 2 0.795 0,266 9.41 -3135 39.75 66,67 39.92 1.00 1,00 12.25 69.00 46.00 Dsgn, L = 12,00 ft 3 0,654 0,266 18.60 -26.09 26.09 66.67 39.92 1,00 1.#10 92.25 69,00 46.00 +D+Lr+H Dsgn. L = 93.50 it 1 0.133 0.050 4.01 -5.29 5.29 68.67 39.92 1,00 1.00 2.28 69,00 46.00 Dsgn. L = 13.50 If 2 0.133 0,044 1,57 -5.29 5.29 66,67 39.92 1.00 1,00 2.04 69.00 46:00 Dsgn. L = 12.00 it 3 0.109 0.044 3.10 4.35 4.35 65.61 39.92 1,00 1.00 2.04 69.00 46.00 +D+S+H Dsgn. L = 13.50 it 1 0.933 0.050 4.01 -5.29 5,29 66..67 39.92 1.00 1.00 2.28 69.00 46,00 Dsgn, L. = 93.50 it 2 0.133 0.044 1.57 -5,29 5.29 66.67 39.92 1:00 1.00 2,04 69,011 46.00 Dsgn. L = 12.00 it 3 0,109 0.044 3.90 -4.35 4,35 66.67 39,92 1.00 9.00 2.04 69.00 46.00 +D+0,750Lr+0.750L+H Dsgn. L = 13.50 it 1 0.630 0.236 19.03 -25.14 25.14 66.67 39.92 1,00 1.00 10.84 69.00 46.00 Dsgn. L = 13.50 ft 2 0.630 0.219 7.45 -25.14 25.14 66,67 39.92 1.110 1.00 9.70 69.00 46.00 Dsgn. L = 12.00 ft 3 0.517 0.211 14,73 -20.65 20,65 66,67 39.92 9.00 1.00 9.70 69.00 46,00 Description ; SSi Load Combination Max Stress Rates Summary of Moment Values Summary of Shear Values Segment Length Span # Mmax + Mmax µ. a - Max ) nx Mnx/Omega Cb Rm Va flax Vnx Vnxi ego +D+0.750L+0.7505+H Dsgn. L = 13.50 It 1 0.040 0.243 19.90 -25.56 25.56 66.67 39.92 9.00 1.00 13:99 69,00 46.00 Dsgn. L = 93.56 It 2 0,640 0.207 7.01 -25.56 25.56 66.67 39,92 1,00 1,00 9,51 69.00 4U0 Dsgn. L = 12:00 ft 3 0.502 0.207 14.55 -20.05 20.05 66.67 39,92 1.00 1.00 9.51 69.00 46.00 +D++H Dsgn. L = 13.50 ft 1 0135 0.051 4.19 -5.38 5.36 66,67 39.92 1.00 1.00 2.36 69.00 46.00 Dsgn, L = 13,50 It 2 0.135 0044 1.46 •5.38 5.36 66.67 39.92 1,00 1.00 2:00 69.00 46.00 Dsgn. L = 92.00 It 3 0,106 0.044 3,06 422 4.22 66.67 39.92 1.00 1.00 2.00 69.00 46.00 +D+0.70E+H Dsqn. L = 13.50 It 1 0.135 0,051 4,19 -5.36 538 66.67 39.92 1,00 1:00 2.36 69.00 46:00 Dsgn. L = 13.50 ft 2 0.135 0.044 1.48 •5.38 5.38 66.67 39.92 1.00 1.00 2.00 69.00 46.00 Dsgn. L = 12.00 ft 3 0.106 0,044 3,06 422 4.22 66.67 39.92 1.00 1.00 2,00 69,00 46:00 +D+0.750Lr+0.750L+0,750W+H Dsgn. L = 13.50 ft 1 0.640 0.243 19.90 -25,56 25,56 66.67 39.92 1,00 1.00 91.19 69.00 46.00 Dsgn. L = 13.50 It 2 0,640 0„207 7,01 .25.56 25.56 66,67 39.92 1.00 1.00 9,59 69.00 46,00 Dsgn. L = 12.00 ft 3 0.502 0,207 14.55 -20:05 20.05 6667 39.92 1,00 1,00 9.51 69.00 46,00 +D+0.750Lr+0.750L+0,5250+M Dsgn, L = 1 .50ft 1 0,640 0.243 19.90 -25.56 25.56 66,67 39,92 1,00 1,00 11A9 69,00 46.00 Dsgn. L = 13.50 ft 2 0.640 0.207 7.01 -25.56 25,56 66,67 39,92 1.00 1.00 9.51 9.00 46.00 Dsgn. L = 12.00 ft 3 0.502 0.207 14.55 -20.05 20.05 66,67 39.92 1.00 1,00 9.51 69,00 46.00 +D+0.750L+0.7505+0.750W+H Dsgn; L = 13.50 ft 1 0:640 0243 19,90 -25.56 25,56 66.67 39.32 1,00 1.00 11.19 69,00 46.00 Dsgn. L = 13.50ft 2 0.640 0.207 7.01 -25,56 25,56 66:67 39,92 1.00 1,00 9.51 69.00 46.00 Dsgn, L = 12.00 It 3 0.502 0.207 14.55 -20,05 20.05 65.67 39,92 1.00 1.00 9.51 69,00 46.00 +D+0.750L+0.7505+0.5250E+H Dsgn, L= 13.50 It 1 0,640 0.243 99.90 -25.56 25,56 66.67 39.92 1.00 1,00 11.19 69,00 461.00 Dsgn. L = 13,50 It 2 0.640 0.207 7.01 -25.56 25.56 66.67 39.92 1.00 1.00 9.51 69.00 46.00 Dsgn. L = 12,00 ft 3 0.502 0.207 14.55 -20.05 20.05 66.67 39,92 1.00 1.00 9,59 69:00 46.00 +0.60D+W+H Dsgn; L = 13,50 It 1 0,089 0.031 2.51 -3.23 3.23 66,67 39.92 1.00 1,00 1.41 69.00 46.Oi Dsgn. L = 13.50 it 2 0,081 0.026 0,89 -123 3.23 6667 39.92 1,00 1.00 1.20 69.00 46.0(1 Dsgn. L = 12.00 ft 3 0,063 0.026 1.84 -2,53 2.53 66.67 39.92 1.00 1.00 1.20 69.00 46.00 +0.60D+0,70E+H Dsgn. L = 13.50 ft 1 0.081 0.031 2,51 -3,23 123 66,67 39.92 1.00 1.00 1,41 69,00 46.00 Dsgn. L = 13.50ft 2 0.081 0:026 0.89 .3.23 3.23 66.67 39,92 1.00 3,00 1.20 69.00 46,00 Dsgn.. L = 12,00 ft 3 0,063 0:026 1.84 -2.53 2,53 66.67 39.92 9,00 1,00 1,20 69.00 46.00 Overall MaximUrn De tion - UnWtoratf LoOd Load Combination Span Max, "-" Deft Locabon in Span Load Combination Max. "+" Deb Location in Span D+L _ 1 0,3466 6.152 0,0000 0 00(3, D+L 2 0.0479 T348 D+L 40997 1.367 D+L 3 0.1933 6.835 0.0000 1.367 Vertical Reactions - Un tore Support notation Ear left is 1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 {Overall MAXimum 9.354 25389 22.634 7.789 D Only 1.559 4,298 3.772 1.298 L Only 7.795 21,490 18.869 6.491 D+L 9.354 25389 22.634 7.789 Calculations per AISC 360-135, IBC 20099, ASCE 7-1O Load Combination Set: ASCE 7-02 Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis .- Major Axis Bending Load Combination ASCE 7-02 Fy ; Steel Yield 50,0 ksii E: Modulus: 29,000.0 ksi t (0.295) 1-0,475) D(9.295)1-0.475) D(O.295) L0.475) 0(0.2951 LN A75) D(0295) L0 A75) (0:29 ) L(1.475 r � r v s ♦ � � r r w ♦ ♦ � w w ♦ � r w r r Applileo l 9*' Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform load . D = O.020, L = O,10 ksf, Tributary Width =14.750 ft, (FLOOR) Load for Span Number 2 Umfonrn Load . D = 0,020, L = O.10 ksf, Tributary Width _ 14.750 It, (FLOOR) Load for Span Number Uniform Load: D _ O,020, L = O.10 ksf, Tributary Width =14,750 ft, (FLOOR) Load for Span Number 4 Uniform Load: D=0,020, L = 0A0 ksf, Tributary Width =14.750 it, (FLOOR) Load for Span Plumber 5 Uniform Load . O _ 0.020) L = 0.10 ksf, Tributary Width =14.750 ft, (FLOOR) Load for Span Number fa Uniform Load: D O.020, L _ 0.10 ksf, Tributary Width =14.750 ft, (FLOOR) ii4 gg## AR w Maximum Sending Stress Ratio 0,865-1 Maximum Shear Stress Ratio = 0:317 :1 Section used for this spare W10x1S Section used for this span WI0xI5 Me: Applied 34.5542 -ft Via : Applied 14,564 k Mn 1 Omega: Allowable 39.9213 -ft Vn/Omega : Allowable 46,O k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 13.58 ff Location of maximum on spars 13.550 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 10.295 in Rana = 552 Max Upward L+Lr+S Deflection -0.013 in Ratio = 12,974 Max Downward Total Deflection 0.354 in Ratio = 461 Max Upward Total Deflection -0.015 in Natio = 10812 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max + Mmax - Ma - Max Mnx MnxiOrnega Cb Rm Va Max Vnx VnxfOmega D Only Dsgn. L = 13,58 it 1 0.144 0,053 4.23 -5.76 5.76 66.67 39.92 1.00 I.00 2.43 69,00 46,00 Dsgn. L = 13,58 ft 2 0,144 0.046 1,85 -5,76 5.76 65.67 39.92 1.00 1,00 2.12 69.00 46,00 Dsgn. L = 13.58 it 3 0,118 0.044 2.36 -4.71 4.71 66.67 89.92 1.00 1,00 2.04 69.410 46.00 Dsgn, L = 13,58 it 4 0118 0.044 2.86 -4.71 4.71 66.67 39,92 1.00 1,013 2.04 69.00 46,00 Dsgn. L = 19.58 it 5 0.144 0,053 1,85 -5.76 5.76 66.67 39.92 1.00 1,00 2.43 W00 46.041 Dsgn, L = 18.58 It 6 0,144 0.053 4.23 -5,76 5,76 66.67 39.92 1,00 1.00 2.43 69.00 46,00 +D+L+H Dsgn, L = 13.58 it 1 0,865 0.317 25.37 -84.54 34,54 66.67 89,92 1.00 9,00 14,56 69,00 46,00 Dsn.L = 13.58 it 2 0,865 0.276 11.13 -34.54 84.54 66.67 39,92 1,00 1.00 12.71 69.00 46.00 Dsgn. L = 13,58 ft 3 0.708 0,266 14.15 -28,26 28.26 66.67 39.92 1.00 LOCI 12.25 %00 46.00 Dsgn. L = 98.58 it 4 0.708 0,266 14,15 -28.26 28.26 66,57 39.52 1,00 1,00 12.25 69.00 46,00 Dsgn. L = 13.58 ft 5 6.865 0.917 11.13 -84,54 34.54 66.67 88.92 1.00 1.690 14,56 69.00 46.00 Dsgn. L = 13.58 it 6 0.865 0 317 25.37 -34.54 34,54 66.67 39.92 1.00 1:00 14,56 69.00 46.00 Description : 0812 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span M V Mmax + max - Ma - Max Mnx Mnx/Omega On Rm Va Max Vnx Vnxt0mega +D+0.750L+0.750S+H Dsgn, L = 13.50 If 1 0,630 0.236 19.03 -25.14 25.14 66.67 39.92 1.00 1.00 10.84 69.00 46.00 Dsgn. L = 13.50 it 2 0,630 0.211 7.45 •25,14 25.14 66.67 39.92 1,011 1.00 9.70 69.00 46:00 Dsgn. L = 12.00 it 3 0.517 0.211 14.73 -20:65 20,65 66.67 39.92 1.00 1.00 9,70 69.00 46.00 +D+W+H Dsgn, L = 13.50 ft 1 0.133 0.050 4.01 -5.29 5.29 6667 39.92 1.00 1.00 2.28 69.00 46.00 Dsgn. L = 13.50 It 2 0,133 0,044 1.57 -5.29 5.29 66.67 39.92 -1,00 1.00 x.04 6904 46.00 Dsgn. L = 12.00 If 3 0.109 0,044 3.10 435 4.35 66.67 39.92 1,00 1.00 2.04 69,00 46.00 +D+0.705+H Dsgn, L = 13.50 It 1 0,133 0.050 4.01 -5.29 5.29 66.67 39,92 1.00 1.00 2,28 69.90 46.00 Dsgn. L = 13.50 If 2 0,133 0.044 1.57 -5,29 5.29 660 39,92 1.04 1.00 2.04 69.003 46.00 Dsgn. L = 12.40 ft 3 0.109 0.444 3.10 -4.35 4.35 66.67 39.92 1,014 1,00 2.04 69.00 46,00 +D+0,750Lr+0.750L+0,750 +H Dsgn. L. = 13,50 If 1 0.630 0,236 19.03 -25.14 25.14 66.67 39.92 .Q() 1.00 1084 %00 46.00 Dsgn. L = 13.50 ft 2 0.630 0.211 7.45 -25,14 25.14 66.67 39.92 1,00 1,00 9.70 69.00 46.00 Dsgn. L = 12,00 If 3 0.517 0.211 14.73 -20.65 20,65 66.67 39.92 1.04 1,00 9.713 69.00 46.00 +D+0.754ir+13.7501+05250+N Dsgn. L = 13,50 it 1 0.630 0,236 19.03 -25.14 25.14 66.67 39.92 1.00 1,00 1084 69.00 46.00 Dsgn. L = 13.50 ft 2 0,630 0.211 7,45 -25.14 25,14 66.67 39.92 1.00 1.00 9,70 69,00 46,00 Dsgn. L. = 12.40 ft 3 0.517 4.211 14.73 -20.65 20.65 66.67 39.92 1.00 1.00 9.70 69.00 46,00 +D+0.750L+0.7505+0,750W+H Dsgn. L = 13.50 ft 1 0.630 0,236 19.03 .25.14 25.14 66.67 39,92 1.40 1.00 10.84 69.00 46,00 Dsgn. L = 13.50 ft 2 0.630 0,211 7.45 -25.14 25.14 66.67 39.92 1.00 1.00 9.70 69.00 46A Dsgn. L = 12.00 It 3 0.517 4.219 14.73 -20.65 20.65 66.67 39.92 1.630 1.00 930 69.00 46.00 +D+0.750L+0.7505+0.5250E+H Dsgn. L, = 13.50 it 1 0.630 0.236 19,03 -25.14 25.14 66.67 39.92 1.00 1.00 10,84 69.00 46.00 Dsgn. L = 13.50 It 2 0.630 0.211 7,45 -25.14 25:14 66.67 39.92 1.00 1.00 9.713 69:04 46.00 Dsgn. L = 12.00 ft 3 0.517 0,211 14.73 -20.65 20.65 661.67 39.92 1.00 1.40 9.70 69:120 46.00 +0,60D+W+H Dsgn. L = 13.50 ft 1 0.080 0.030 2.40 -3.18 3..18 66.67 39.92 1.00 1,00 1,37 69.00 46.00 Dsgn. L = 13.50 It 2 0.460 0,027 0.94 -3.18 3.18 66,67 39.92 1,00 1.00 1.23 69.00 46.06 Dsgn. L = 12.(34 ft 3 0.065 0.027 1.86 -2.61 2.61 66.67 39.92 1.04 1.00 1:23 69,00 46.00 +0,60D+0.70E+H Dsgn. L = 13.50 ft 1 0.080 0.030 2:40 -3.18 3.18 66.67 39.92 1 n00 1.130 1.37 69,130 46.00 Dsgn. L = 13.50 ft 2 0.080 0.027 0.94 -318 3.18 66.67 39,92 100 1.40 1.23 69.00 46,00 Dsgn: L = 12.00 ft 3 0.065 0.027 1,86 -2,61 2.61 66.67 39.92 1.00 1.00 1,23 69,00 4HO pvtl MailmuitnDeflections - Unfactored, Load Load Combination Span Max. "- ` Deft Location in Spam Load Combination flax, "+" Deft Location in Span D+L 1 0.3291 x.981 0.0000 0,000 D+L 2 0.0569 7.177 D+L, -0.0157 1.196 D+L 3 0.1945 6,835 0.0000 1.196 Vertical Reactions • Unfectored, a Support notation : Ear left is #1 Values in KBPS Load Combination Support 9 Support 2 Support 3 Support 4 Coverall MAXimum 8.988 25.451 23.175 7.906 D Only 1.498 4.242 3.862 1.318 L Only 7.490 21.209 19.312 6.588 D+L 8.988 25.459 21175 7,908 Load Combs`naWn 13.58 It Segment Length Span +D+Lr+# 2 Dsgn. L = Dsgn, L = 93.58 It 1 Dsgn. L = 13.58 It 2 Dsgn, L = 13.58 It 3 Dsgn. L = 13.58 ft 4 Dsgn. L = 13.58 ft 5 Dsgn. L = 13.58 ft 6 +D+S+H 2 Dsgn, L = Dsgn, L = 13.50 ft 1 Dsgn. L = 13.58 ft 2 Dsgn. L = 93,58 ff Dsgn, L = Dsgn. L = 93.68 ft 4 Dsgn. L = 13.513 ft 5 Dsgn. L = 93,58 It 6 +D+0,750Lr+0,750L+H 69.00 Dsgn, L = 13.58 It 1 Dsgn, L = 13.58 ft 2 Dsgn. L = 13,58 ft 3 Dsgn, L = 1158 ft 4 Dsgn. L = 13,58 ft 5 Dsgn. L = 93,58 ft 6 +D+0,750L+(3,7505+H -5,76 5.76 Dsgn. L = 13.58 ft 9 Dsgn. L = 13.58 It 2 Dsgn, L = 13.58 ft 3 Dsgn. L = 93.58 ft 4 Dsgn, L w 93.58 ft 5 Dsgn, L = 13,58 ft 6 +D+W+H Dsgn, L = 13.58 ft Dsgn. L = 13.58 ft Dsgn. L = 13,58 ft Dsgn. L = 13,58 It Dsgn. L = 13.58 ft Dsgn. L = 13,58 ft +D+0.70E+H Dsgn, L = 13.58 ft Dsgn. L = 13,58 ft Dsgn. L = 93.58 ft Dsgn, L = 13,58 fl Dsgn. L = 13.58 ft Dsgn. L = 13.58 ft +D+0.750Lr+0.750L+0,750W+H Dsgn. L : 13.58 It Dsgn. L = 13.58 ft Dsgn. L = 93.58 ft Dsgn. L - 13.58 ft Dsgn. L = 13.58 ft Dsgn. L = 93.58 ft +D+0,750Lr+0.750L+0.5250E+H Dsgn. L = 13,58 ft Dsgn. L = 13.58 ft Dsgn. L = 13,58 ft Dsgn. L = 13.58 ft Dsgn. L = 13.58 ft Dsgn, L ® 13.58 ft +D+0.750L+0.7505+0.750W+H Dsgn, L = 13.58 ft Dsgn. L = 13.58 ft Dsgn, L = 13.58 ft Dsgn, L = 93.58 ft Dsgn, L = 13,58 It Dsgn, L = 13.58 ft D+0,750L+0.7505+0.5250 +H Dsgn. L = 13.58 ft Dsgn. L : 1158 ft Dsgn. L = 13.58 ft Dsgn. L = 13.58 ft Dsgn, L = 1158 f1 Max Stress Ratios 0.259 20,09 Summary of Moment Values 0.219 Summary of Shear Values M V Mmax + Amax - Ada - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 0.944 0.053 4,23 -5,76 5.76 66.57 39.92 9.00 1,00 2.43 69.00 46.00 0.144 0.046 1.85 -5,76 5,76 66.67 39,92 10 1:00 2.12 69,00 4600 0.118 0.044 2.36 -4.71 4.71 66,67 39.92 -1.00 1.00 2.04 69.00 46.00 0.118 0,044 2.36 4.71 4.79 66.67 39.92 1,00 1.00 2.04 KOO 46,00 0.944 0.053 9.85 -5.76 5.76 66,67 39,92 1.00 9.00 2.43 69.00 46,00 0,144 0.053 4.23 -5,76 5,76 66.67 39.92 1.00 1,00 2.43 60.00 46:00 0,144 0.053 4.23 -5.76 5.76 66.67 39.92 1.00 1.00 2.43 65.00 400 0.144 0.046 1,85 -5.76 5.76 66.67 39.92 :9,00 1,00 2,12 69.00 46.00 0.998 0.044 2.36 4.71 4.79 66.67 39,92 1.00 9.00 2.04 69.00 46,00 0.118 0,044 2,36 -4.71 4.79 66.67 39.92 1.00 1.00 2.04 69.00 46,00 0;144 0053 1.85 -5.76 5.76 66,67 39,92 1,00 9.00 2,43 69,00 46,00 0,144 0:053 4.23 -5,76 S.76 66.67 39.92 1.00 9.00 2.43 69,00 46.00 0.685 0.251 20:09 -27,35 27.35 6667 39.92 1.00 1.00 11.53 69,00 4600 0,685 0.219 8.89 -27.35 27.35 66.67 39.92 1.00 1.0 %07 69.00 46,00 0.560 0,211 11,20 -22,37 22,37 66,67 39.92 1.00 1.00 9.70 69.00 46.00 0.560 0,211 99.20 -22.37 22,37 66.67 39,92 1.00 9.00 9.70 69.00 46.00 0.685 0.251 8.89 _27,35 27.35 66.67 89,92 1.00 9,00 91.53 69.00 46;00 0,685 0,251 20.09 -27.35 27.35 66,67 39,92 1,00 1.00 19.53 69,00 46.00 0.685 0.259 20,09 0.685 0.219 8,81 0.560 0211 91.20 0.560 0,291 19.20 0.685 0.259 8.89 0.685 0,251 20,09 1 0.944 0.053 423 2 0.144 0.046 9.85 0,116 0,044 2.36 4 0.118 0.044 2,36 5 0.144 0.053 1,85 6 0.944 0.053 4,23 •27,35 2735 66,67 39.92 1.00 1,00 91.53 69.00 46:00 -27,35 27,35 66,67 39.92 1.00 9.00 10.07 69.00 46.00 -22.37 22.37 66.67 39,92 1,00 1,00 9.70 69,00 46:00 -22,37 22,37 66,67 39.92 1.00 1,00 910 69,00 46410 •27,35 2735 66,67 39,92 100 1,00 91,53 69.00 46:00 -27,35 27.35 66.67 39,92 1,00 9,00 11,53 69.00 46,00 -5.76 5,76 66.67 39.92 1.00 1,00 2,43 69,00 46,00 -5.76 5,76 66.67 39,92 1.00 1.00 2,92 69,00 46:00 -411 4.71 66,67 39.92 1,00 1.00 2,04 69;00 46.00 4,71 4.71 66,67 39,92 9.00 9.00 2,04 69.00 46.00 -5.76 5.76 66,67 39.32 1,00 1.00 2.43 69.00 46,00 -516 5.76 66,67 39.92 1.00 1.00 2,43 69.00 46,00 1 0,944 0,053 4,23 -5.76 5,76 66.67 39.92 9.00 1,00 2.43 69,00 46.00 2 0.144 0,046 9.85 -5.76 5.76 66.67 39.92 1,00 9.00 212 69.00 46,00 3 0.118 0.044 236 4.79 4.71 66,67 39,92 1,00 9,00 2.04 69,00 46.00 4 0.918 0,044 2.36 4.79 4.71 66.67 39.92 9.00 3.00 2,04 69.00 46.00 5 0,944 0.053 1.85 -5.76 536 66,67 39.92 1,00 1.00 2,43 69,00 46,00 6 0.144 0.053 4.23 -5,76 5.76 66.67 39,92 9.00 1,00 2.43 69.00 46.00 1 0.685 0,251 20,09 -27.35 27.35 66.67 39.92 1,00 1.00 11.53 69,00 46,00 2 0.685 0,219 6.81 -27,35 27.35 66.67 39,92 1.00 9,00 10,07 69,00 46.00 3 0,560 0,211 91.20 -22.37 22.37 66.67 39.92 1.00 1.00 9,70 69.00 46.00 4 0.560 0.211 11.20 -22.37 22.37 66,67 39.92 1.00 1.00 9,70 65,00 46.00 5 0;685 0,251 8.81 -27.35 27.35 66.67 39,92 1.00 1.00 11.53 69.00 46.00 0,685 0.251 20.09 -27.35 27.35 66.67 39.52 1,00 9.00 17.53 69,0€; 46.00 1 0,685 0,251 20,09 -27.35 27.35 66.67 39.92 9.00 1.00 91.53 69.00 46,00 2 0.685 0,219 8.81 -27,35 27.35 66,67 39.92 1,00 1.00 10.07 69.00 46.00 3 0.560 0.219 19.20 -22.37 22.97 66.67 39.92 1,00 1.00 9.70 69.00 46,00 4 0.560 0.211 19.20 -22,37 22,37 66,67 39.92 1.00 1.00 9.70 69.00 46.00 0.685 0,251 8.81 -27.35 27.35 66.67 39,92 1.00 1.00 11.53 69.00 46.00 6 0.685 0.251 20.09 -27.35 27.35 66:67 39.92 1,00 1.00 11.53 69.00 46.00 3 0.685 0.259 20.09 -27.35 27.35 66.67 39.92 1,00 1.00 11.53 69.00 46.00 2 0,685 0.219 8.81 -27.35 27.35 66.67 39.92 1,00 1.00 10.07 69.00 46.00 3 0.560 0.211 11.20 -22,37 22.37 66.67 39,92 1,00 1.00 9,70 69.00 46.00 4 0,560 0.211 11,20 22.37 22,37 66.67 39,9.2 1.00 1.00 9.70 69.00 46,00 5 0,685 0.251 8.81 -27.35 27,35 66,67 39.92 1.00 1.00 11.53 69.00 46.00 6 0.685 0.251 20,09 -27.35 27.35 66.67 39.92 1.00 1.00 11,53 89.00 46.00 1 0,685 0.251 20.09 -27,35 27,35 66,67 39.92 1,00 1.00 91,53 69.00 46.00 2 0.685 0.219 8.81 -27.35 27.35 66.67 39,92 1.00 1.00 30.07 69.00 46.00 3 0.560 0.291 19.20 •22.37 22.37 66,67 39.92 1.00 1.00 9.70 69.00 46,00 4 0560 0.211 11,20 -22.37 22.37 66,67 39.92 1.00 1,00 9,70 69.00 46.00 5 0.685 0.251 8.81 -27.35 2735 66.67 39,92 1,00 1,00 11.53 69.00 46.00 Description: BB1 Load Combination Max Stress RatiosSummary of Moment Values Summary of Shur aures Segment Length Span 4 V Mmax + M max -. , Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 13.58 It 6 0.685 0,251 20.09 -27.35 27,35 56.67 39,92 1.00 1,00 11.53 69.00 46.00 +0,60D+W+t{ Dsgn. L = 13,5E ft 1 0.087 0,032 2.54 -3.45 3,45 66,67 39.92 100 1.00 1.46 69.:00 46.00 Dsgn. L = 13.58 ft 2 0:087 0.028 1.11 -3.45 145 66.67 39.92 1.00 1:00 1.27 69,00 46.00 Dsgn. L = 13,58 It 3 0.071 0.027 1.41 -2.83 2.83 66.67 39.92 1.00 1.00 1.23 69:00 46.00 Dsgn. L = 13.58 ft 4 0.071 0,027 1.41 •2.83 2.83 66,67 39.92 1.00 1,00 1.23 69.00 46.00 Dsgn. L = 13.5E ft 5 0.087 0,032 1.11 -3.45 3.45 68.67 39.92 1.00 1.00 1.46 69.00 46.00 Dsgn. L = 13.58 ft 6 0.087 0.032 2,54 -3.45 3.45 66.67 39.92 1,00 1.00 1.46 69.00 46.00 +0.60D+070E+N Dsgn. L = 13.58 0 1 0,087 0.032 2,54 -3.45 3.45 66.67 39.92 1.00 1.00 1.46 69.00 46.00 Dsgn. L = 13.58 ft 2 0.087 0.028 1.11 -3.45 3.45 66.67 39.92 1.00 1.00 1,27 69.00 400 Dsgrr. L = 93.58 it 3 0,071 0.027 1.41 -2.83 2.83 66.67 39.92 1,00 1.00 1.23 69.00 46.00 Dsgn. L = 13,58 ft 4 0.071 0.027 1.41 -2.83 2.83 66.67 39.92 1.00 1.00 1.23 69.00 46.04 Dsgn. L = 13.58 it 5 0,087 0.032 1,11 -3,45 3.45 66.67 39.92 1,00 1,00 1.46 69.00 46:00 Dsgn. L = 13.58 ft 6 0.087 0.032 2.54 -3.45 3.45 66,67 39.92 1.00 1.00 1.46 69.00 46.00 overall MaXlMUfn,P#Pe(:Von,sLoad Load Combination Span Max, %" Deft Lo tion in Span Load Combination Max, "+" Deli Location in Span D+L 1 0.3539 6.099 0,0000 0.000 D+L 2 00813 7,485 D+L -0.0151 1,109 D+L 3 0.1471 6,930 0.0000 1.109 D+L 4 0.1463 6.930 0:0000 1.109 D+L 5 0.0838 5.376 D+L -0.0117 12.752 D+L 6 0.3444 7.762 0.0000 12.752 rfical Rea6ofli - Urtfactore4 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2, Support 3 Support 4 Support 5 Support 6 Support 7 Overall MAXimurn 9.478 27.279 23.118 24.505 23.118 27.279 9.478 D Only 1.580 4,546 3.853 4.084 3.853 4.546 1.580 L Only 7.899 22.732 19.265 20.421 19.265 22.732 7.899 D+L 9.478 27.279 23.118 24.505 23.11E 27.279 9.478 cove REFERENCES Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set: ASCE 7-02` Material r"srtlss Analysis Method: Allowable Strength Design Fy . Steel Yield: 50.0 ksa Beam Bracing: Beam is Felly Braced against lateral-torsi Description : BB14 Load Combination Max Stress Ratios Summary of Moment Values Summary of shear Values Segment Length Span 4 M V max + Mmax - Ma ® Max Mnx Mn Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn, L = 11,78 ft 1 0,127 0,047 2.84 -5.06 5.06 66.67 39.92 1,00 1.00 2.15 69.00 46.00 Dsgn. L = 11.78 ft 2 0.927 0.047 2.84 -5.06 5.06 66,67 39.92 1:00 1.00 2.15 69,00 46,00 +D+0,750Lr+0,750L+0.750W+H Dsgn. L. = 11.78 ft 1 0,602 0.222 13.59 -24.02 24,02 66.61 39,92 1,00 1,00 10,20 69.00 46.00 Dsgn, L = 11.78 ft 2 0,602 0.222 13,51 -24.02 24;02 66.67 39.92 1.00 1.00 10.20 69,00 46:00 +D+0.750Lr+0.750L+0.52505+H Dsgn, L = 1138 If 1 0.602 0,222 13.51 -24,02 24.02 66,67 39,92 1.00 1,00 1010 69,00 46.00 Dsgn. L = 11.78 It 2 0.602 0,222 1151 -24,02 24,02 66,67 39.92 1.00 1.00 1020 69:00 46;00 +D+0.750L+0.7505+0.750W+H Dsgn. L = 11.78 ft 1 0.602 0.222 1151 -24,02 24,02 66,67 39.92 1.00 1,00 10.20 69,00 46,00 Dsgn. L = 11.78 ft 2 0,602 0122 93.51 -24:02 24,02 66.67 39.92 1.00 1.00 10.20 69.00 46.00 +D+0,750L+0.7505+0.52508+H Dsgn. L = 11.78 ft 1 0,602 0.222 13.51 -24,02 24.02 66,67 39.92 1,00 1,00 10.20 69,00 46,00 Dsgn. L = 11.78ft 2 0.602 0.222 13,51 -24,02 24,02 66.67 39.92 1.00 1.00 10,20 69,00 46.00 +0.60D+W+H Dsgn. L = 11.78 ft 1 0,076 0,028 131 -3.03 3.03 66.67 39.92 1.00 1,00 1.29 69,00 46,00 Dsgn. L = 11.78 It 2 0.076 0.028 1.71 -3,03 3.03 66.67 39,92 1.00 1.00 9.29 69.00 46.00 +0.60D+0.705+H Dsgn, L = 11.78 ft 1 0.076 0.028 1.79 -3.03 3,03 66,67 39.92 1.00 1.00 1,29 69.00 46.00 Dsgn, L = 11.78 If 2 0.076 0.028 1.71 -3,03 3.03 66,67 39.92 1.00 1.00 129 69.00 46.00 w �r►w, Load Combination Span Max. "-"Dell Location in Span Coad Combination Max, 'Y' Deft location in Span D+C 1 0.1601 4.983 0.0000 0.000' D+L 2 0.1577 6,885 0.0000 0,000 Veruif t Support notation: Far left is #1 Values in DIPS Load Combination Support 1 Suppor12 Support 3 Overall MAXimum 7.729 25.763 7.729 D Only 1.288 4.294 1.288 L Only 6.441 21.469 6.44' D+L 7,729 25,763 7.729 Calculations per AISC 360-05, IBC CombinationLoad 7-10 ; Steel Yield: 60.0 ksi E Modulus : 29,000.0 ksi D U4 1-0 1 x.24 LO I 0.24 l 1.2 r ~�r s � ♦ ♦ r •r rr Applied Loads Service loads entered. Load Factors well be applied for calculations. Load for Span Number UniformLoad: C = 0.020, L = 010 ksf, Tributary Width -12,0 it, (FLOOR) Load for Spars Number Uniform Load: D = 0,020, 1 = 0.10 ksf, Tributary Width =12.0 ft Load for Span Number 3 Uniform Load: t0 0.020, L = 0.10 ksf, Tributary Width =12.0 ft ) Maximum'Bending stress Ratio' = .707: 1 Maximum Shear Stress Ratio 0163: 1' Section used for this span WIOXIS Section used for this span W OX1S , luta ;,Applied 28.224 k -ft V : Applied 12.096 k Mn t Omega - Allowable 39.9.20 -ft Vn/Cimega :: Allowable 46,0 k Load Combination +D+L+H Load Combination +O+L+H Location of maximum on spars 14.000ft Location of maximum on spare 14,0130 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Spam # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.281 in Ratio = 698 Max Upward L+Lr+S Deflection -0.019 in Ratio = 8,959 Max Downward Total Deflection 0.887 in Ratio = 4.99 Max Upward Total Deflection -0.020 to Ratio = 7466 Maximum u Fomes Stresses for Load tombinattons, Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max + Mmax Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/0mega D Only Dsgn, L = 14.00 ft 1 0.118 0.044 3.76 4.70 4.70 66.67 39.92 1.00 1,00 2.02 69,00 46.00 Dsgn. L = 14,00 It 2 0.118 0.044 1.18 -4.70 4.70 66.67 39.92 1.00 1.00 2,02 69.00 46.00 Dsgn. L = 14,000 3 0,118 0.044 3,76 -4.70 4.70 66.67 39.92 1.00 1:00 2.02 69.00 46.00 +D+L+H Dsgn, L = 14.00 it 1 0.707 0.263 22.58 -29,22 28.22 66.67 39.92 1.00 1,00 12.10 69,00 46.00 Dsgn. L = 94:00 ft 2 0.707 0263 7.05 -28.22 28.22 66,67 39,92 1.00 1.00 12.10 69,00 46.00 Dsgn. L = 14.00 It 3 0.707 0263 22.58 -2812 28.22 66,67 39,92 1.00 9,00 12,10 69,00 46.00 +D+Lr+H Dsgn, L = 14.00 ft 1 0.198 0.044 3,76 -430 4.70 66,57 39.92 1,00 1,00 2,02 69.00 46.00 Dsgn, L = 14.00 ft 2 0,118 0.044 1.98 -430 4,70 66.67 35.92 1.00 1.00 2.02 69,00 4U0 Dsgn. L = 14.00 ft 3 0.918 0.044 3.76 4.70 4.70 66.67 39,92 9..00 9,00 2.02 69.00 46,00 +D+S+R Dsgn, L = 14,00 ft 1 0.198 0,044 3.76 4.70 4.70 66,67 39.92 1,00 9.00 2.02 69.00 46,00 Dsgn, L = 14,00 ft 2 0,118 0.044 918 4.70 4.70 66,67 39.92 9,00 1,00 2,02 69,00 46,00 Dsgn, L= 14,00 it 3 0,118 0.044 3.76 4.70 4.70 66.67 39,92 9,00 1.00 2.02 69.00 46.00 +D+0.750Lr+0.7501+H Dsgn L = 14.00 ft 1 0,560 0-208 17.87 -22.34 22.34 66.67 39.92 1.00 1.00 9.58 69.00 46,00 Dsgn, L = 14.00 8 2 0.560 0.208 5.58 •22,34 22.34 66,67 39.92 9,00 1.00 9,58 69.00 46.00 Dsgn, L = 14.00 ft 3 0,560 0.208 17,87 •22.34 22,34 66.67 39,92 1.00 1.00 9.58 69,00 46.00 Description : 8815 Load Combination Max Stress Ratios Summary of Moment Values Summary of; hear Values Segment Length Span # M V Mmax + 141max - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/O ga +D+0,750L+0,7505+H Dsgn. L = 14.00 ft 1 0.560 0,208 17.57 -22.34 22,34 66.67 39.92 3.00 1.00 9.58 619,00 46.00 Dsgn. L = 14,00 ft 2 0,560 0.208 5.58 -22.34 22,34 66.67 39,92 1.00 1,00 9,58 69:00 46,00 Dsgn. L = 14,00 it 3 0.560 0.208 37.87 -2234 22,34 66.67 39.92 1,00 1,00 9.58 69.00 46.00 +D++H Dsgn. L = 14.00 ft 1 0.118 9:044 3.76 4.70 4.70 96.67 39.92 1.00 1.00 2.02 69.00 46.00 Dsgn. L = 14.00 It 2 0,118 0.044 1.98 4g70 4.70 66.67 39.92 1.00 1.06 2:02 69,00 46:00 Dsgn. L = 14,00 It 3 0.118 0,044 3,76 -4,70 470 66.67 39.92 1,00 1.00 2:02 69.00 46,00 +D+0,70E+H Dsgn. L 4 14.00 ft 1 0.118 0,044 3.76 -4,70 4.70 66..67 39.92 1,00 1.00 2.02 69.00 46.00 Dsgn.. L = 14,00 it 2 0,116 0,044 1.18 -4,70 4,70 66.67 39,92 1.00 1.00 N2 69:00 46,00 Dsgn. L = 14.00 it 3 0.138 0.044 3.76 -4.70 4.70 66.67 39.32 1.00 1.00 2112 69,00 46.00 +D+0,75OLr+0,7501.+0.750W+H Dsgn. L = 14,00 It 1 0,560 0,208 17.87 _22.34 22.34 66,67 39.92 1,00 1.00 9,58 69.00 46.00 Dsgn. L : 14.00 ft 2 0.560 0,208 5,58 -22.34 2224 66.67 39,92 1.00 1.00 9;58 69.00 46.00 Dsgn: L = 14;00 ft 3 (1.560 0.208 17,87 -22.34 22,34 66.67 39,92 1.00 1 D 9:58 69.00 46.00 +D+0,75OLr+0.750L+0.52500+H Dsgn. L = 14,00 ft 1 0.560 0.208 17,87 -22,34 22.34 66,67 39.92 1.00 1.00 9,58 69,00 46.00 Dsgn, L = 14.00 ft 2 0,560 0.208 5,58 -22.34 22,34 66.67 39,92 1.00 1.00 9.58 69.00 46,00 Dsgn. L = 14,00 ft 3 0.560 0.208 11.87 -22.34 22.34 66.67 39.92 1.00 1,00 9.58 69.00 46.00 +D+0,750L+0.7505+0.750W+H Dsgn. L = 14.00 ft 1 0,560 0,208 17.87 -22.34 22,34 66.67 39.92 1.00 9.00 9.58 69.00 46,00 Dsgn. L = 14,0011 2 0.560 0.208 5.58 -22,34 22.34 66,67 89,92 1.00 1.00 9.58 69,00 46,00 Dsgn. L = 14.00 ft 3 0.560 0.208 17.87 -22.34 22.34 66,67 39.92 1,00 1.00 9,58 69:00 46.00 +D+0.750L+0, 750+0, 52506:+F1 Dsgn. L = 14.00 It 1 0,560 0,208 17,87 -22.34 22,34 66.67 39.92 1.00 1.00 9:58 69,00 46.00 Dsgn. L = 14.00 ft 2 0.50 4,208 5.58 -22.34 22.34 66.67 "'39.92 1.00 1.00 9.58 69:00 46,00 Dsgn. L = 14,00 ft 3 0.560 0.208 17.87 -22.34 22.34 66.67 39.92 1,00 1.00 9.58 692 46.00 +O,60D+W+ Ds n:.L= 14, 00ft 1 0.071 0,026 2.26 „2,82 2,82 66.67 39.92 1.00 1,00 121 69!00 46,Ot Dsgn. L = 14.00 ft 2 0.071 0.026 0.71 -2,62 2,82 66.67 39,92 1,00 1.90 1,21 69,00 46.Otr Dsgn. L = 14.00 ft 3 0.071 0.026 2.26 -2.82 2.82 66.67 39.92 1.00 1:00 121 69.00 46,00 +0.60D+0,70E+H Dsgn, L = 114,00 It 1 0.071 0.026 226 -2.82 2,82 66.67 39,92 1.00 1.00 121 69.00 46.00 Dsgn. L = 14:00 tt 2 0.071 0.026 0,71 -2.82 2,82 66:67 39,92 1.00 1,00 1.21 69.00 46.00 Dsgn. L = 14,00 ft 3 0,071 0:026 2.26 -2.82 2.82 65.67 39.92 1.00 1.00 9,21 69.00 46,00 Overall Makimum Deffections - UnfattOM Loads Load Combination Span Max,'-" Deft Location in Spam Load Combination Max, °`+" Deft Location in Span D+1 1 0,3370 6.380 0.0000 ODOO D+L 2 0;0224 7.089 D+L -0.0225 1.595 D+L 3 0.3319 7.797 0,0000 1,595 Vertical Reactions - Unfactored Support notation: Ear left is #1 Values in DIPS Load Combination Support f Support 2 Support 3 Support 4 Overall MA7fimum 8.064 22.976 22,176 8.064 D Only 1.344 1696 3,596 1.344 L Only 8.720 18,480 18.480 6.720 D+L 8.064 22.176 22.176 8,064 CODE REFERENCES Calculations per AiSC 360-05, IBC 2009, ASCE 7-10 Lead Combination Set: ASCE 7-0 atria Analysis Method: Allowable Strength Design Fy: Steel Yield 50.0 ksi Beam Bracing : Blom is Fully Braced against lateral -torsional buckling : Modulus: 29,000.0 ksi Bending Axis Major Axis Sending Load Combination ASCE 7-02 t?. 6b L(1,2333) i .24 6 L 1,2333 O 0.16a L 0. i R App#�d Loads Service loads entered. Load Factors will be applied for calculations, Load for Spar" Number 1 Uniform Load D=0.020, L = 0.10 ksf, Tributary Width =12.333 it, (FLOOR) Load for Span plumber 2 Uniform Load : D = 0.020, L = 0.10 ksi, Tributary Width =12.333 ft Load for Span Number $ Uniform Load : D = 0.020, L = 010 ksf, Tributary Width = 8.0 ft 'OESIGN SUMMARYNNEMEXCEN Maximum Sending Stress Ratio= 0.847 y 1 Maximum Shear Stress Ratio = 0.284: 1 Section used for this spare W10XIS Section used for this span WI 0XI 5 Ma: Applied 33.1325 k -ft a : Applied 11063 k; Mn t Omega ; Allowable 39.920 k -ft Vn/ Omega : Allowable 46.0 k Load Combination ++L+H Load Combination +[3+L+H Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Sparc # where maximum occurs Span # 2 Span # Where maximum occurs Span # Maximum Deflection Max Downward L+Ls+S Deflection 0.3017 in Matic, = 566 Max Upward L+Lr+S Deflection -0.009 in Ratio = 19,901 Max Downward Total Deflection 0.369 1n Ratio = 472 Max Upward Total Deflection -0.010 1n Ratio = 16585 Maximum Perces & Stresses for Load Combihations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 4 M V Mmax + Mmax - Me - Max Drax Mnxl#Omega Cb Rm Va Max Vnx VnxfiO ega D Only Dsgn. L = 14.32 ft 1 0,131 0:046 3.97 -5.24 5.24 56.07 39.92 1.00 1.00 2.13 69,00 45.00 Dsgn. L = 94,50 It 2 0,141 11.047 2.02 -5.64 5.64 66.67 39.92 1.00 1.110 2.18 69,00 46,00 Dsgn. L = 92.36 ft 3 0.085 0.035 1.59 ®3.38 3.38 66.67 39.92 1:00 1.00 1.63 63.00 46,00 Dsgn. L = 0.16 ft 3 0,003 11.035 0.13 0.11 66.67 39,92 9.00 1.00 0.71 69.00 46.00 +D+L+H Dsgn. L = 14.32 it 1 0.788 0.278 23.82 -31.46 31.46 66.67 39.92 1.00 1.110 12.79 69,00 46.00 Dsgn. L = 14.50 ft 2 0.847 0.284 12.14 -33.83 33.83 66.67 39.92 1.00 9.00 13.06 69.00 46.00 Dsgn L = 12.36 it 3 0.508 0.213 9,52 -20.27 20.27 66.67 39,92 9.00 1.00 9.79 69:00 46.00 Dsgn, L = 0.16 ft 3 0,016 0,093 0.66 0.66 66.67 39.92 1.00 9.110 4.28 69,00 46.00 +D+Lr+H Dsgn. L = 14.32 it 1 0.133 0.046 197 -5.24 5.24 66.67 39,92 1.00 1.00 2.13 69.00 46.00 Dsgn. L = 14.50 It 2 0.141 0.047 2.02 -5.64 5.64 66.67 39.92 1.00 9.00 2,98 69.00 46.00 Dsgn. L = 12.36 it 3 0.085 0:035 1.59 -3.36 3.38 66,67 39.92 9.00 1.00 9.63 69.00 46,00 Dsgn. L = 0.161t 3 0,003 0,015 (1.11 0.11 66.67 39.92 9.00 1.00 0.71 69.00 4&00 6++H Dsgn. L = 14.32 it 1 0.131 0.046 3.97 -5.24 5.24 66.67 39.92 1 W 9,00 2.13 69.00 46,00 Dsgn. L = 14,50 ft 2 0.941 0.047 2.02 -5.64 5.64 66.67 39.92 1.00 9.00 2.98 69.00 46.00 Dsgn, L = 12.36 ft 3 0.085 0,035 1.59 -3,38 3.38 66,67 39.92 1.00 1.00 9.63 69.00 46.00 Dsgn. L = 0.16 ft 3 ObM 0,015 0.19 0.91 66.67 39.92 1.00 1,00 0.71 69.00 46.00 Description : BB 16 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Spars # M V Morax + Mmax - Me - Max hlnx Mnx/Omega Cb Rrn Va Max Vnx VnxtOmega +D+0.750Lr+0.750L+H Dsgn, L = 14.32 It 1 0.624 0,120 18,86 -24.90 24.90 66,67 39.92 1.40 1.00 16.13 00.00 46,00 Dsgn. L = 14.56 ft 2 6,671 0.225 9.61 -25.78 26.78 66:67 39-92 1.00 1.60 10.34 69:04 46,00 Dsgn. L = 12,36 ii 3 0 442 0.169 7.54 -16,05 16,45 66,67 39.92 1.00 1.00 7.75 69.40 46.44 Dsgn. L = 0.16 ft 3 0.013 0.074 0.52 0,52 66.67 39.92 1.00 1.40 139 69,40 46.00 +D+0.70L+6.7505+H Dsgn. L = 14.32 It 1 0,624 0,220 18.86 -24.96 24.90 66.67 39.92 1.00) 1.40 10,13 69,00 46:04 Dsgn. L = 14,54 ft 2 0.671 0,225 9.61 -26.78 26.78 66,67 39.92 1.00 1,00 10.34 69.00 46.00 Dsgn, L = 11.36 It 3 0.442 4.169 7,54 -16,05 16.05 66.67 39.92 1,00 1.00 7.75 69.40 46.40 Dsgn, L = 0.16 fi 3 0.413 0.474 0.52 0.52 66.67 39.92 7.030 1,00 3.39 68,04 46.00 +D++H Dsgn. L = 14.32 It 1 0.131 0.046 3.97 -5.24 5,24 66,67 39.92 1.00 1.44 2.13 69,40 46,00 Dsgn, L = 14.50 It 2 0,141 0,447 2.02 -5.64 5.64 66.67 39.92 1,40 1.00 2.18 64.40 46.40 Dsgn. L = 12.36 It 3 6,485 0.035 1.59 -3:38 3.38 66.67 39.92 1.00 1.008 1.63 69;00 46:00 Dsgn. L = 0,16 It 3 0.463 0.01s 0.11 4.11 66.67 39.92 1.00 1.04 0.71 WOO 46.04 +D+0.706+H Dsgn. L = 94,32 It 1 0.131 0.446 397 -5.24 5.24 66.67 39.92 1.04 1,00 2:13 69.04 46,00 Dsgn. L = 14,50 ft 2 0.141 0,047 2,42 -5.64 5,64 66.67 39,92 1.40 1.40 2.18 69.00 46.04 Dsgn. L = 12,36 If 3 4,485 0.035 1.59 -3.38 3.38 66.67 39.92 1.40 1,00 1.63 69.40 46.04 Dsgn. L = 0.16 It 3 0.043 4.0115 0.11 0,11 66.67 39.32 1.40 1.00 0.71 6900 46,00 +D+0.75OLr+6.756L+0.7 0 +H Dsgn. L = 14.32 It 1 4,624 4.2201 18.86 .24.96 24.90 66.67 39.92 1,00 1.04 10.13 69:40 400 Dsgn. L = 14.54 It 2 0.671 0.225 9.61 -26.78 26.78 66.67 39.92 1.00 1,00 10.34 69:40 46,00 Dsgn. L = 12,36 ft 3 0.402 0.969 7.54 -16.05 16.05 66.67 39.92 1.04 1,44 7,75 69:034 46:00 Dsgn. L = 0.16 ft 3 6,413 0,074 0.52 0.52 66.67 34.92 1.00 1.401 3.39 69:00 46.40 +D+0, 750Lr+0,750L+0, 5250E+H Dsqn. L = 14.32 ft 1 0,624 4.224 18.86 -24.94 24:90 66.67 39.92 1.00 1.00 14.13 69.40 46.40 Dsgn. L = 14,50 4 2 0.671 4.225 4.61 -26.78 26.78 66,67 39.92 1.00 1,00 10.34 %00 46.40 Dsgn. L = 12.36 ft 3 0.402 0.169 7,54 -16.05 16,05 66.67 39,92 1.00 1.04 7.75 69.00 46.00 Dsgn. L = 0,164 3 0.013 0.074 0.52 0.52 66.67 39.92 1.00 1,00 3.39 69.46 46.00 +D+0.7561.+4,7505+0,750W+H Dsgn. L = 14.32 It 1 4.624 0120 18.86 _24,94 200 66.67 39.92 1.00 1.011 1013 69.00 46.44 Dsgn. L = 14,50 It 2 4.671 0,225 9.61 -26,78 26,78 969.67 94.92 1.00 1.04 10:34 69.40 46.00 Dsgn, L = 12.36 It 3 0.442 0,169 7.54 -16.05 16,116 66.67 39.92 1.44 1.40 7.75 69:44 46.40 Dsgn. L = 0,16 ft 3 0,413 4.474 0,52 4.52 66,67 39.92 1,04 1.00 339 69.04 46.40 +D+0.756L+0.7505+0.5250E+H Dsgn. L = 14.32 It 1 0.624 0,220 18.86 -24.94 24.90 66.67 39,92 1.40 1,04 10.13 69.40 46.00 Dsgn. L = 14.50 It 2 0,671 0.225 9.61 -26.78 26,78 66.67 39.92 1.00 1.00 1034 69,00 46.40 Dsgn. L = 12,36 It 3 6.402 0.169 7.54 •16,45 16.05 66.67 39,92 1.04 1.00 7:75 69,04 46.40 Dsgn. L = 4.16 If 3 0,013 0.074 {5.52 0.52 66.67 39.92 1.44 1.40 339 64.00 46.04 +4.6061+fir+H Dsgn, L = 14,32 it 1 4.479 4,026 2.38 -3.15 3.15 66.67 39.92 1.00 1.00 1,28 %00 46.00 Dsgn. L = 14.54 ft 2 4,485 4.428 1.21 .3.38 3.38 66.67 39.91 1.40 1.04 1.31 60.40 46.00 Dsgn. L = 12.36 It 3 0.051 0.021 0.95 -2,03 2,03 66,67 39.92 1.00 1.04 0,98 69,00 ' 46,00 Dsgn. L = 4.16 It 3 0.002 0.009 0.07 0.07 66.67 39.92 1.04 1.04 0.43 69.00 46.40 +0.60D+0,70E+H Dsgn. L = 14.32 It 1 0.079 0.028 2.38 -3.15 3.15 66,67 39.92 1Z 1.00 1,28 69,40 46.00 Dsgn. L = 14,50 It 2 0.085 0.028 1.21 -3.38 3.38 66.67 39.92 1,40 1.00 1.31 69.40 46.00 Dsgn, L = 12.36 ft 3 0:051 0,021 0.95 -2.03 1.03 66.67 39.92 1.00 1.40 0.98 69:04 46.00 Dsgn, L = 0,16 It 3 0.002 4.009 0.07 0,07 66,67 39.92 1,00 1,00 0,43 69.00 46.00 Overall it efle ti rt - Wactoire Lt Load Combination Span Max, "-" Deft Location In span Load Combination Max. "+'" Dei! Location in Span D+L" 1 _ 6.3688 6.424 0,4000 4.040 D+L 2 4.1224 8.076 D+L 44105 4.918 D+L 3 0.0883 7.494 Gr+L -0,0021 4.468 Vetticat Reactions - Unfactored Support notation: Far left is# 1 Values in KIPS Load Combination support 1 Support 2 Support 3 support 4 Overall MAXimurn 8.397 24.728 17.358 4.277 D Only 1:399 4.121 2.893 0.713 L Only 6.997 20.606 14.A65 3,564 D+L 8.397 24728 17.358 4,277 Calculations per A! SC 360-05, IBC 2009, ASCE 7-10 Load Combination Set: ASCE 7-02 Stena! Properties,, Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Seam Bracing: Beam is Fully Braced against lateral -torsional buckling 6; Modulus : 29,000.0 ksi Bending Axis: Major Axis Sending Load Combination ASCE 7-0 1.23 L 1.1 U3 1.15 l 0.23 L 1.1 4 s 1 �...,.. S\1 1 1 . \ _ � ,,J 11. R i } 1R1 � .,.... t �:U�, "r•�' F,' t R4. i :.l s U,�. it fi +Tz'� ,w "t';' 'fi �S�}. ,. p�,1 1x2 1 t7 ft '10x�� "ted Loads Service loads entered. Load Factors will be applied for calculations, Load for Span Number 1 Uniform Load: D = 0.020, L = 0,10 ksf, Tributary Width = 11,80 it, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.020, L = 0,10 k f, Tributary Width =11.80 ft Load for Span Number Uniform Load : D = 0.020, L = 0.10 ksf, Tributary Width = 11.80 it Maximum Sending Stress Ratio - 6 369: 1 Maximum Shear Stress Ratio = 0.227:1 Section used for this span WI13x26 Section used for this span W 0x26 Me: Applied 30.414 k -ft Va : Applied 12.177 Mn / Omega: Allowable 78.094 k -ft Vnl mega Allowable 51560 k Load Combination +D+L+N Load Combination +D+L+N Location of maximum can span 14,167ft Location of maximum on span 14.167 ft Span If where maximum occurs Spars # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.130 in Ratio = 1,305 Max upward L+Lr+S Deflection -0.004 in Ratio = 38,926 Max Downward Total Deflection 0.156 in Ratio = 1088 Max Upward Total Deflection -0.005 in Ratio = 32439 Maximum Forces Stresses for Load Combinations Load Combination Max Stream f2atios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnxtt?mega Cb t m Va Max Vnx Vnx/Ornega D Only Dsgn. L = 14.47 ft 1 0.065 0.038 3.66 -5.07 5.07 130,42 78.09 1,00 1.00 2.03 811.34 53.58 Dsgn. L = 94,50 it 2 0.065 0.033 1.72 -5.07 5,07 130.42 78,09 1.00 1.00 1.79 80.34 53.56 Dsgn. L = 12.00 it 3 0.050 0.033 2.51 -3.93 3,93 130.42 78.09 1.00 1,00 1.74 80,34 53.56 +D+L+fI Dsgn. L = 14,17 it 1 0.389 0.227 21.94 -30,41 30,41 130.42 78.09 1.00 1.00 12.18 80.34 53.56 Dsgn. L = 14.50 it 2 0389 0.200 10,29 -303.41 30,41 130.42 78.09 1.00 1.00 1034 80.34 53.56 Dsgn, L = 12,00 ft 3 0,302 0.195 15.06 -23,58 23.58 130,42 78.09 1.030 1.00 10,46 807334 53,56 +D+Lr+H Dsgn. L = 14.17 ft 1 0.065 6.038 3,66 -5,07 5.07 1303.42 78,09 1.00 1.030 2.03 813.34 53.56 Dsgn. L = 14.50 it 2 0.065 0.033 1.72 -5.07 5.07 1301.42 78.09 1.00 1,00 1,79 80.34 53.56 Dsgn, L = 12.00 ft 3 0,050 0,033 2,51 -3.93 3.93 130.42 78.09 1;00 1,00 134 80.34 53.56 +D+S+f1 Dsgn, L = 14.17 ft 1 0.065 0.038 3,66 -5,07 5.47 130.42 78,09 1.00 1.00 2.03 80.34 53.56 Dsgn. L = 14.50 it 2 0.065 0.033 1,72 -5.07 5.07 130.42 78,09 1.003 1,00 1,79 813.34 53.56 Dsgn. L : 12:00 it 3 03.050 0.033 2.51 -3.93 3.93 130.42 78.09 1.00 1.00 1.74 80,34 53,56 +D+0.750Lr+0.750L+f{ Dsgn. L = 14,17 ft 1 0.308 0.180 17.37 -24,08 24.08 130,42 78,09 1.00 1,00 9.64 80.34 53.56 Dsgn. L = 94,50 It 2 0.308 0,159 8.15 24,08 24.118 1303,42 78.09 1.00 1.00 8.50 80,34 53.56 Dsgn. L = 12,00 it 3 0.239 0.155 11.32 -18.67 18,67 130.42 78,09 1,00 1,00 8,28 80.34 53.56 Description : 80337 Load Combination Max Stress Ratios Summary of Moment Values Surn ary of Shear Values Segment Length Span # M V Mmax + hlmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VmdOme a +D+0150L+0350S+H Dsgn. L = 14.17 It 1 0,308 0.180 17.37 -24,08 24,08 130,42 78.09 1,00 1.00 9.64 80.34 53.56 Dsgn L = 14,50 it 2 0.308 0,159 8,15 -24.08 24.08 130.42 78.09 1.130 1.00 8.50 8034 53.56 Dsgn. L = 12,00 ft 3 0.239 0.455 11.92 -18,67 18,67 930,42 78,09 1.00 9,00 8,28 80.34 53.56 +D+ 1+H Dsgn, L = 14,17 it 1 0,065 0,038 3.66 -5.07 5:07 1301.42 78,09 1,00 1.00 2.03 80.34 53,56 Dsgn, L = 14.50 ft 2 0.065 0,033 1.72 -5,07 5;07 130,42 78.09 9,00 1:003 1.79 80.34 53,56 Dsgn. L = 12.00 it 3 0.€150 0.033 2,51 •3.93 3,93 130.42 78.09 1.013 1.00 1,74 8(3;34 53.56 +D+++0.70E+H Dsgn. L = 1417 It 1 0,065 0.038 166 -5.07 5,07 930.42 78.09 1,00 1,00 2.03 80.34 53,56 Dsgn. L = 14.50 If 2 0.065 0,033 1,72 -5.07 5.07 130.42 78,09 1,010 1,00 1,79 80.34 53,56 Dsgn. L = 72,00 ft 3 0.050 0,033 2.51 -3.93 3.93 130.42 78.09 1.00 1.00 1,74 80.34 53.56 +D+0.7501Lr+0.7501,+0.750W+H Dsgn. L = 14.17 If 1 0,308 0,180 47.37 -24.08 24.08 130.42 78.09 1.00 9.00 9,654 80.34 53,56 Dsgn, L = 14.50 it 2 0,308 0.159 8,15 -24.08 .24.08 930.42 78.09 9.00 9.04 8,50 80.34 53.56 Dsgn. L. = 92.00 it 3 0,239 0:955 11.92 -18.67 18.67 130.42 78,09 1.00 1.00 8.28 80.34 53,56 +D+0,750Lr+0.750L+0.5250E+H Dsgn.L = 14,17 ft 1 0.308 0,180 17,37 -24,08 24.08 130,42 7.09 1,00 1,00 9,64 80,34 53.56 Dsgn. L = 14.50 ft 2 0.308 0.159 8.45 -24.08 24.08 130.42 78.09 1.001 1,00 8,50 80.34 53.56 Dsgn. L = 12,00 It 3 0.239 0.155 31.92 -18.67 98.,67 130.42 78.09 9.00 1.00 8.28 80,34 53.56 +D+0.750L+0.7505+0,750W+H Dsgn. €. = 14.17 ft 1 0.308 0.180 17,37 -24.08 24.08 130,42 78,09 1.00 1,00 9.64 80,34 53.56 Dsgn. L = 14,508 2 0.308 0,159 8,15 -24.08 24.08 930.42 78.09 9.00 1,00 8.50 80.34 53.56 Dsgn. L = 12,00 It 3 0.239 0,155 71.92 -18.67 98,67 130.42 78.09 1.00 1;00 8.28 8034 53.56 +D+0,750L+0.7505+0.52501:+H Dsgn. L = 14.17 It 1 0.308 0,180 17.37 -24.08 24.08 930.42 78.09 1.00 1,00 9.64 80:34 53.56 Dsgn, L = 14.50 it 2 0.308 0,459 8.15 -24.08 24.08 130.42 78,09 '1,00 1,00 8:50 80.344 53,56 Dsgn. L = 12,00 ft 3 0,239 0.155 14,92 -18.67 18.87 130.42 78.09 1,00 1.00 8:28 8034 53,56 +0.6003+tr#+H Dsgn: L = 14.17 It 1 0.039 0.023 2,19 -3.04 3,04 730.42 78,09 1.00 1.00 1,22 80,34 53.5F Dsgn. L = 14.50 It 2 0.039 4.020 1.03 -104 3.04 730.42 78.09 1.00 1.00 1.07 80.34 53,56 Dsgn. L = 12,00 ft 3 0.030 0.020 7.51 -2,36 2.36 130.42 78,09 1.00 1,110 1,05 80.34 53.56 +0,60D+0 70E+H Dsgn. L = 14.17 ft 1 11.039 0.023 2,19 -3.04 3.04 130.42 78.09 4.00 1.00 1,22 8034 53,56 Dsgn, L = 14.50`ft 2 0,039 0,020 1.03 -3,04 3.04 130.42 78.09 1.00 4,00 1,07 80.34 53,56 Dsgn, L = 12.00 It 3 0.030 0.020 7.51 -2.36 2.36 13042 75.09 1,00 1.00 1,05 80.34 5156 r 1f L1l ? ec,Inf EIf 1qo ,61 "Ol4t Load Combination Span Max. "m" Defl Location in Span Load Combination Max, '+" Cleft Location in Span D+L 1 0.1562 6.276 _ 0D000 0.000 D+L 2 0.0431 7.709 D+L 40054 1.101 DA 3 0.0726 6,835 0,0000 7.101 Vertical Reactions - U10400're.d, Support notation ; Far left is #1 Values in KIPS Load Combination Support 7 Support 2 Support 3 Support 4 Overall MAXimum 7,883 22.914 20.256 6.531 D Only 1.314 3.819 3,376 1.088 L Only 6.569 19.095 16,880 5,442 D+L 7.883 22,914 20.256 6,531 Calculations per RISC 350405, IBC 2009, ASCE 7-10 Load Combination Set: ASCE 7-0 Material tprtla Analysis Method: Allowable Strength Designs Fy : Steel Yield . 50.0 ksi Seam Bracing ; Beano is Fully Braced against lateral-torsional bugling E: Modulus: 29{000,0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-02 DO.28 L(1.4) D?0.28 L1.4 Span 14.50 It Span = 14,70 ft W10X19 WIOX1 iAppfied Loads Service loads entered. Load Factors will be applied for calculations. Beams self weight calculated and added to loads Load for Span Number 1 Unifo Load : D=0,020, L = 0.10 ksf, Tributary Width =14.0 ft, (FLOOR) Load for Span Number 2 Uniforms Load : D 0.020, L = 0.10 ksf, Tributary Width =14:0 it, (FLOOR) DESIGN SUMMARY AR - 2e v i Maximum'Bending Stress Ratio 6.840: 1 Maximum Shear Stress Ratio = 0.305 :1 Section used for this span W111X19 Section used for this span W10X19 ' Moa : Applied 45.280k-ft Va : Applied 15.569 k Mn / Omega: Allowable 53.892 k-€t Vn/Omega : Allowable 51.0 k Load Combination +p+L+H Load Combination +O+L+H Location of maximum on span 14.50011 Location of maximum on spars 14.5010 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Spars # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0,223 in Ratio = 700 Max Upward L+Lr+ S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.271 in patio = 852 Flax Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations . Load Combination Max Stress Ratio s Summary of Moment Values _ Summary of Shear values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxrO ega Cb !gym Va Max Vnx Vnx/Omega Q Only Dsgn. L = 14,50 fl 1 0.148 0.554 4.38 -7.97 7.97 90.00 53.89 1.00 1,00 2.74 75.50 51.000 Dsgn. L = 14,70 ft 2 0.148 1}.054 4,59 -7.97 7.97 90.00 53.89 1.00 1.00 234 76.511 51.00 +D+L+H Dsgn. L = 14,50 ft 1 0.840 0,305 24.88 -45.28 45.28 90.00 53.89 1:00 1.00 15.57 76.50 51,00 Dsgn. L = 14.70 It 2 0.840 0.305 26.05 -45.28 45,28 90.00 53.89 1.00 1.00 15.57 76.50 51.00 +p+Lr+H Dsgn. L = 14.50 It 1 0.148 0.054 4.38 -7,97 7,97 90.00 53.89 1.00 1.00 2,74 76.50 51.00 Dsgn, L = 14.70 It 2 0.148 0.054 4.59 -7.97 7.97 90.00 53.89 9.00 1.110 2.74 78.503 51.00 +D+S+H Dsgn. L = 14.50 it 1 0.948 0.054 4,38 -7,97 7,97 90.00 53.89 1,00 1.00 2.74 76.50 51.00 Dsgn, L = 14.70 it 2 0,148 0.054 4,59 -7,97 7.97 90.00 53.89 1:00 9.00 2.74 76.50 51,00 +D+0.750Lr+0,750L+H Dsgn. L = 14,50 ft 1 0.667 0.242 19.76 -35.95 35.95 90.00 53.89 1.00 1.00 12.36 76.50 51:00 Dsgn. L = 14,70 ft 2 0,667 0.242 20:68 -35.95 35.95 90.00 53.89 1.00 9.00 12.36 76,50 51.00 +0350L+0.7505+H Dsgn L = 14.50 it 1 0.667 0.242 19.76 -35,95 35,95 90.00 5189 1.00 1.00 12,36 76,50 51.00 Dsgn. L = 14.70 it 2 0.667 0.242 20.68 -35.95 35.95 90,00 53,89 1.00 1.00 12,36 76.50 51.00 +D+fir+H Dsgn. L = 14.511 ft 1 0.148 0.054 4.38 -7.97 7.97 90.00 53.89 1,00 1.00 2.74 76.50 51,00 Dsgn, L = 14.70 ft 2 0148 0,054 4.59 -7.97 7,97 90.00 5189 1,00 1.00 2,74 76.50 51.00 Coad Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - iia -tax Minx Mnx/Omega Cb Rm Va Max Vnx VnxtO ga +D+0.70E+H Dsgn. L = 1450 ft 1 0.148 0.054 4 38 -7,97 7,97 90.00 53,89 1.00 1.00 2.74 76,50 51,00 Dsgn. L = 14,70 ft 2 0.148 0.054 4.59 -7.97 7.97 90.00 53189 1.00 1.00 2.74 76:50 51.00 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 14.50 ft 1 0.667 0.242 19,76 -35.95 35.95 9(1.00 53,89 1.06 9.00 12.36 76.50 51.00 Dsgn. L = 14,70 ft 2 0.667 0.242 20,68 -35,95 35.35 90,00 53.89 1,00 3.00 12.36 76.50 51:00 +D+0, 750Lr+0.750L+0, 5250E+H Dsgn. L = 14.50 ft 1 0,667 0,242 1936 -35,95 35.95 90.00 53.89 1.00 1.00 12.36 76:50 51.00 Dsgn. L = 14.70 It 2 0.667 0.242 20,68 -35.95 35.95 94,00 53.89 1,00 1,00 12.36 76,50 51,00 +D+0:750L+0.7505+0,750W+H Dsgm L = 14.50 ft 1 0,667 0.242 1936 -35.95 35.95 90.00 53.89 1.00 1.00 12.36 76.50 51.00 Dsgn, L = 14,70 it 2 0.667 0.242 23,68 -35,95 35.95 90.00 53.89 1,00 1.00 12.36 76.50 51.00 +D+0,750L+0,7505+0, 5250E+H Dsqn. L = 14,50 ft 1 0.667 0.242 19.76 -35.95 35.35 90.00 53.89 1.00 1.00 12.36 76.50 51,00 Dsgn. L = 14,70 ft 2 0,667 0.242 20,68 -35,95 35,95 90.011 53.89 3.00 1.00 12,36 76.50 53.00 +0,60D++H Dsgn, L = 14,50 It 1 0.089 0:032 2.63 -4.78 4.78 90.00 53.89 1.00 1.00 1,64 76,50 51.00 Dsgn. L = 14.70 If 2 0:069 0.032 2.75 -438 4.78 90.00 53.89 1.00 1.00 1,64 76.50 51,00 +0.60D+0.70E+H Dsgn. L = 14.50 ft 9 0,089 0.032 2.63 438 4.78 90.00 53.89 1.00 9.00 1.64 76.50 51.00 Dsgn. L = 14.70 ft 2 0.089 0.032 2.75 54.78 4,78 90.00 53,89 1.00 9.00 1.64 76,50 51,00 Load Combination Sparc Max, "2 Defi Location in Span Load Combination Max, "+" Dell Location in Span D+L _ 1 0.2507 6.135 0.0000 0,000 D+L 2 0.2708 8,461 0.0000 0,000 9 f - nfactored Support notation . Far Refi is # 1 Values in KIPS iiCombinatt,an Support 1 Support 2 Support 3 Overall MAXimum 9.196 81.010 9.408 D Only 1.619 5459 1.656 L Only 7.577 25.551 7,752 D+L 9.196 31.010 9.408 CODE REFERENCES Calculations per AISC 360-0, IBC 2009, ASCE 7-10 Load Combination Set: ASCE 7-02 ateriad ro ute Analysis Method : Allowable Strength Design Fy : Steel Yield:50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling S: Modulus: 29,000.0 ksi Sending Axis: Major Axis Bending Load Combination ASCE 7-02 C 0.26 L 1.3 Q 0.25 1-0.3) e ♦ v .1`s,.. t ,..� *.. \, 1� ,1 l h1��S:' \ ) Span = 18.50 ft Span _ 10.50 ft W 10x30 W 10x30 Applied roads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D : 0.020, L = 0.10 ksf, Tributary Width =13.0 ft, (FLOOR) Point Load: D = 0.290, L =1.183 k ( 13,250 it Load for Span Dumber 2 Uniform Load : D 0.020, L = 8.18 ksf, Tributary Width =13,0 It DESIGN SUMMARY w Maximum bending Stress Ratio - 0.585: 1 Maximum Shear Stress Ratio 0.292 : 1 Section used for this span W1000 Section used for this span W1030 Me, Applied 55.391 k -ft a : Applied 18.371 k Mn / Omega: Allowable 91.317 k -f1 Vn/Omega : Allowable 83.0 k Load Combination + +L+H Load Combination +D+L+H Location of maximum on span 1&500ft Location of maximum on span 113.500 it Span # where maximum occurs Spars # 1 Sparc # Where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.413 in Ratio = 36 Max Upward L+Lr+S Deflection -0.045 in Ratio - 2,813 Max Downward Total Deflection 0.498 in Ratio = 440 Max Upward Total Deflection -0.054 in Ratio = 2334 Maximum Forces & Stresses for Load Combinationi; Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Vatues Segment Length Span # M V Mrnax + Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn, L = 18.50 ft 1 4:098 0.049 7.70 499 8.99 152.50 99.32 1.00 1.00 3.10 94.50 63.00 Dsgn, L = 10.50 it 2 0.098 0,035 0.50 499 6.99 152,50 91.32 1.00 1.00 2.22 94.50 63,00 +D+L+H Dsgn. L = 18,50 6 1 0.585 0.292 45.86 -53.39 53.39 152.50 91.32 1.00 1.00 18,37 94.50 63.00 Dsgn, L = 90.50 ft 2 0.585 0111 3,09 -53,39 53.39 152.50 99.32 1.00 1,00 13.27 94.50 6100 +D+Lr+H Dsgn. L = *5011 1 0.098 4.049 7.70 499 8.99 152.50 91.32 1.00 1.00 3.10 94.56 63.00 Dsgn. L = 10.50 It 2 0.098 4.035 0.50 -8.99 8.99 152.50 91,32 1.00 1.00 2.22 94,50 63.00 +D+S+H Dsgn. L = 18.50 If 1 6.098 0.049 7,70 -8.39 8.99 152,50 91.32 1.00 1.00 3.14 94.54 63.00 Dsgn. L = 14.50 it 2 0,096 0.035 0.50 -8.99 8.99 152.50 99.32 1,40 1,00 2.22 94.50 63.00 +D+0.750L r+0.750L+H Dsgn, L = 18,5011 1 0.463 0.231 36.32 -42,29 42.29 152.50 91.32 1.00 1.00 14.55 94.50 63.00 Dsgn. L x 40.50 If 2 0.463 4.167 2,44 -42.29 42.29 152.54 91,32 1.00 1.00 10.51 94.50 63,00 0+0.750L+0.7505+H Dsgn. L = 18.50 it 1 0.463 0.231 36,32 -42.29 42.29 152.50 99.32 1,00 1.00 14.55 9450 63.00 Dsgn. L = 10.50 it 2 0.463 0167 2.44 •42.29 42.29 152.50 91.32 1.00 1.00 10.51 94.50 63.00 +D++H Dsgn. L = 18.50 ft 1 0.098 0,049 7.70 -8.99 8.99 152.50 91.32 1,00 3.00 3.10 94.50 6100 Dsgn. t.. = 10,50 ft 2 0.098 0.035 0,50 -8.99 8.99 152,50 99.32 1.40 1.00 2.22 94,50 63.00 Description : X1 19 Load Combination Max Stress Ratios SurnmM of Moment Values Summary of Shear Vatues Length Span M V... max + Mmax ala -flax Mnx Mnx/O ega Cb Rm Va Max nx Vnx/Omega y ��ryry yySegment +D+0,70E+H Dsgn. L = 18.50 It 1 0.098 0,049 7.70 8.99 8.99 152.50 99.32 1.00 1.00 3,10 94.50 63.00 ®y�1ry0,y5�p0 f(t� 2 0.:098 0,035 0.50 -8.99 8.99 152,50 91,32 1..00 1,00 2.22 94,50 63.00 ryDs�gn,�yL gy ' D+0.75VLr+0,750L+0,750W+ Dsgn. L = 98,50 ft 1 0.463 0,231 36.32 -42.29 42.29 152.50 91.32 1.00 1,00 14,55 94.50 63.00 Dsgn. L = 10.50 it 2 043 0:167 2,44 42,29 42.29 152.50 91.32 1.00 1 Z 10.51 94.50 63.00 +D+0.750Lr+0,750L+0, 5250E+H Dsgn. L = 18.50 ft 1 0,463 0.231 36.32 -42,29 42.29 152.50 91,32 1.00 1.00 14.55 94:50 63,00 Dsgn. L = 10.50 ft 2 0.463 0.167 2.44 -42,29 42.29 952.50 91.32 1.00 1.013 10,51 94.50 63.00 +D+0.750L+0,750S+0.750W+ Dsgn. L = 18.50 ft 1 0.463 0,231 36.32 -42.29 42,29 152.50 91.32 1,00 1.00 14.05 900 63.00 Lisch. L = 10.50 ft 2 0,463 0.167 2A4 -42.29 42.29 152.50 91,32 1.00 1.00 10,51 94.50 6100 +D+0, 750L+0.7505+0.5250E+H Dsgn. L = 18.50 ft 1 0,463 0.231 38.32 42.29 42,29 152,50 91.32 1.00 1.00 14.55 94,50 63.00 Dsgn. L = 10.50 ft 2 0.463 0,167 2.44 -42.29 42.29 152.50 91.32 1,00 1,00 10,51 94.50 63,00 +HOD+ +H Dsgn, L = 18.50 ft 1 0:059 0.030 02 -5.39 5.39 152.50 91,32 1,00 1.00 1.86 94,50 63.00 Dsgn. L = 10,50 It 2 0.059 0.1121 0..30 -5.39 5.39 152.50 91,32 1.00 1.00 1,33 94..50 63.00 +0k0D+G,70E+H Dsqn. L e 98.50 ft 1 0.059 0.030 4.62 -5.39 5.39 152,50 91.32 1.00 1.00 1,86 94.50 6100 D gn. L = 10.50 ft 2 0.059 0.021 0.30 -5.39 5.39 952.50 91.32 1,00 1.00 1.33 94.50 63.00 Load Combination Span Max, „ „ Det# Location in Span Load Combination Max. "+" Deft Location Mn Span D+L 1 0,4976 8.538 0,0000 0.000 2 (1.0000 8,538 D+L -0.0540 3,231 Vertical Rea,t ri . Unfutored Support notation, Ear leis is #1 Values in KIPS Load Conrbtnxan Support 1 Support 2 Support Overall MAXimum 11,962 31.646 3.105 D Only 2.001 5.320 0.509 L Only 9.961 26,326 2.596 D+L 11.962 39.645 3.105 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBG 2414, ASCE 7-10 Uniform Load: D=0.020, L = 0.10 ksf, Tributary Width= 4.0 ft„ (FLOOR) Load Combination Set: ASCE 7-02 Material Properties Analysis Method : Allowable Stress Design Fb - Tension 2600 psi : Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 2600 psi Bbend- xx 1900ksi Fc - Pdl 2510 psi Bminbend - xx 965.71 ksi Wood Species : il_evel Truss .Joist Fc - Pero 754 psi Section used for this Span Wood Grade ` : Mi rol_arn LVL 1.9 B Fv 285 psi fb ; Actual _ Ft Beare Bracing : Beam is Fully Braced against lateral -torsion buckling 1555 psi Density 32.21 pcf _ . 87.42 psi FB : Allowable _ T 's Fv . Allowable • Span l ft Applied loads Service loads entered, Load 'Factors will be applied for calculations. Uniform Load: D=0.020, L = 0.10 ksf, Tributary Width= 4.0 ft„ (FLOOR) �PMMARY fviaximun Bending Stress Ratite = 0.649: 1 Maximum Shear Stress Ratio 0.3817 ; 1 Section used for this span 3-1.75X11.87 Section used for this Span 3-1.75X11.87 fb ; Actual _ 1,,68638psi fv ; Actual _ 87.42 psi FB : Allowable _ 2,6003 00psi Fv . Allowable 285.04 psi Load Combination +D+L+H Load Combination +B+L+H Location of maximum on span - fl.500ft Location of maximum on span - 0.000ft Span # where maximum occurs - Span # 1 Span # where maximum occurs a Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0,543 in Ratio = 375 Max Upward L+Lr+ , Deflection 4.440 in Ratio = 0 <360 Max Downward Total Deflection 4.652 in Ratio = 312 Max, Upward "festal Deflection 0.004 in Ratio = 0 <180 Maximum Purees & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V C d C F C Cr Cm C t C L M fb F b V fv Pv D Only 0.00 0,00 0.00 6.00 Length w 17.0 It 1 0.108 0.059 1.00 1.00 1.00 9.00 1.00 3.00 1.00 2.89 281.06 2600.00 0.63 14.57 285.00 +D+L+H 1.00 1.00 1.00 1,60 1:00 1,00 0,00 0.00 0.00 0.00 Length =17,0 it 1 0,649 0.807 1.00 1.00 1,00 9;00 1.00 1,00 9.00 1734 1,686.38 2600,00 3.63 87.42 285.00 +D+Lr+H 1,00 1.00 1,00 1,00 1,00 1.00 6,00 0.00 0,00 0.00 Length = 17.0 ft 1 0.108 0,051 1.06 1.00 1.00 1.00 1.00 1,00 1.00 2.89 281.06 2600,00 0.61 14,57 285.00 +D+S+H 1.00 1.00 1.00 1.06 1.00 1,00 0.00 0.00 0.00 0.00 Length -17.0 it 1 11.108 0,051 1.00 1.00 1.06 1.06 1.00 1.00 1.00 2,89 281.08 2600,00 0,61 14.57 285.00 +D+0,756Lr+0,750L+ 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 6,00 0.00 Length = 17.0 ft 1 0.513 0,243 1.00 1.00 1.00 1,00 1 bo 1.60 1.00 13,73 1,335,05 2600.06 2.88 69.21 285.00 +0.750L+0,754S+H 1.00 1.00 1,00 1,00 9.00 1.00 0.00 13.00 0,00 0.00 Length =17.0 it 1 0.513 0.243 1.00 1.00 1.00 1.00 1.00 1.00 1,06 1173 1,335.05 2600.00 2.88 69.21 285.00 Description ; 5S26 Load Combination Max Stress Ratios Moment Values $hear Values Segment Length Span # M V Cd C FN C s Cr Cm C t CL M fb F b V Ar F v +D+W+H 1.00 1.00 1,00 1,00 1.00 1.00 4.00 0.00 0.00 0,00 Length=27:0 it 1 0,108 0.059 1.00 1.00 1,00 1.00 1.00 1,00 1.00 2,89 283.06 260(1.00 11.61 14.57 285+0 +D+0.70E+H 1,00 1.00 1.00 1.00 1.00 1,00 0,00 0.00 Ho 0.00 Length =17,0 ft 1 0.108 0.051 1,00 1,00 100 1,00 1=00 1,00 1.00 2.89 281,06 2600.00 0.61 14.57 285.00 +D+7,75OLr+0.750L+0.750W+H 1,00 1,00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length w 37.0 ft 1 0.513 0.248 1.00 1:00 1.00 1.00 1.00 1,00 1,00 1373 1335.65 2600.00 2.88 69.21 285.00 +D+6.70Lr+6.7 0L+6.52 0E+H 1.00 1.00 1.00 ' 1.00 1,00 1,00 6.60 , 000 4.00 0,00 Length =17.0 ft 1 0.593 0.243 1.00 1.00 1.06 1.00 1,00 1.00 1.06 93,73 1,335.05 2600.00 2.88 60.21 285.00 +D+0.750L+0,7505+0,750W+H 1.00 1.00 9.46 1.00 1.00 1,00 0.00 ' 0.00 0.00 0.01 Length =17.0 ft 1 6.513 0.243 1:001 1,00 1.00 1.46 1.40 1.40 1.04 13.73 1,335.05 2600.00 2.88 69.21 285,00 +D+0.750L+0.750$+0,5250E+H 1,40 9.46 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.6 it 1 0.513 0.243 1.46 1.00 1.66 1.40 1,00 9.40 9,64 1333 9,335.65 2600,40 2,88 69.21 285.00 +0.6017+W+H 1;60 1.06 _1.00 2.00 1,44 1,00 0.40 6.60 0.00 0.00 Length =1 TO ft 1 0.065 0,031 1.06 1,00 9.44 "1.00 1.00 100 1.00 133 168:64 2660.40 6,36 8.74 285.00 +0.60D+0.70E+H 9:00 1.00 1.00 9.00 1.00 1.00 0.40 0.04 0.00 0,64 Length =17.0 ft 1 0.065 0:431 1.00 1.00 1.00 1.00 1.00 1,00 1.00 4.73 168:64 2604.00 0.36 8.74 285.00 Load Combination Span Max, "•" Deb Location in Span Load Combination Max. "+" Deft Location in Spats D+L 1 0.6518 0.562 4.0640 0,000 Vertical Reactions . Urt o d . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.480 4,080 Only 0.684 4.680 L Only 3,400 3.440 D+L 4.080 4.080 DE REFERENCES' INNEEMMEW Beam self weight calculated and added to loads 0,315 : 1 Calculations per NDS 2005, IBC 20710„ CBC 2010, ASCE 7-10 2-1.75x 11.87 PE l x ' 07.64 psi Load Combination Set: ASCE 7-0 0.674- 1 Section used for this spars -1.75x 9 ,87 fb : Actual _ Material Properties F ; Allowable 2,325.00psi Load Combination Analysis Method : Allowable Stress Design Fb - Tension 2325 psi : Modulus of Elasticity Load Combination ASC 7-02 Fb m Compr 2325 psi Fbend- xx 1550ksi 1 Fc - Pril 2050 psi Fminbend - xx 787,815ksi Wood Species : iLevel Truss Joist F - Perp 600 psi +D+L+H Wood Grade : T mberStrand LSL 1.55E Fv ' 310 psi 1.00 Ft Beam Bracing Beam is Fully Saeed against lateral -torsion buckling 1070 psi Density 32.21 pcf # 1 0.674 0.395 G-3.fU7,t 1,0f Span= 11.5 ft Applied Loads INNEEMMEW Beam self weight calculated and added to loads 0,315 : 1 Paint Load: 0 = 0.680, L = 3.40 k @ 4.0 ft, (BB20) 2-1.75x 11.87 PE l x ' 07.64 psi Maximum Bending Stress Radia - 0.674- 1 Section used for this spars -1.75x 9 ,87 fb : Actual _ 1,568.03psi F ; Allowable 2,325.00psi Load Combination +D+L+H Location of maximum on span - 3.9876 Span # where maximum occurs - Span # 1 Maximum Deflection 0,00 Service loads entered. Load Factors will be applied for calculations, ax • Deflection INNEEMMEW Maximum Shear Stress Ratio = 0,315 : 1 Section used for this span 2-1.75x 11.87 fv : Actual - 07.64 psi Fv : Allowable - 310.00 psi Load Combination +D+L+H Location of maximum on span - 0.000 ft Span # where maximum occurs - Span # 1 ax • Deflection Max stress Ratios Moment Values Max Upward L+Lr+S Deflection ill 1 Shear Values t Max Downward Deflection M V C d Max Upward Total Deflection C i Ratio= D Only Load Combination Max stress Ratios Moment Values Shear Values Segment Length Span # M V C d C F/V C i C r D Only 0.00 0,00 Length =11.50 it 1 0.120 0.057 1.00 1.00 1.00 1.00 +D+L+H 17,61 310.00 1,00 1.00 1.00 1.00 1,00 Length = 11,50 ft 1 0.674 0.395 1.00 1.00 1.00 1.00 +D+Lr+H 2325.00 2.71 9T.64 310.00 1.00 9.00 1.00 Length = 11.50 iE 1 0.920 0.057 1.00 1,00 1.00 9,00 +D+S+H 9.91 278.27 2325.00 0.49 1,00 1.00 1.00 Length = 91.50 ft 1 0,120 0,057 1.00 1.00 1.00 1.00 ,D+0,75OLr+0.750L+H 1.00 1.00 1.91 278.27 9.00 1.00 1.00 Length =11,50 ft 1 0.536 0.250 9.00 1.00 1.00 1.00 +D+0.750L+0.7506+H 0.00 1,00 1.00 1.00 1.00 1.00 1.00 Moment Values Shear Values C m C t CL M _ Ph V fv F'v 0.00 0,00 0.00 0.00 1.00 1.00 1,00 1.09 275.27 2325,00 0,49 17,61 310.00 1,00 1.00 1.00 0.00 0,00 0.00 0.00 1,00 1,00 9.00 10.75 9,563.03 2325.00 2.71 9T.64 310.00 9.00 1,00 1.00 0.00 0.00 0.00 0.00 9.00 1.00 9,00 9.91 278.27 2325.00 0.49 17.61 310.00 3,00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.91 278.27 2325.00 0.49 17.61 310.00 1.00 1.00 1.00 0,00 0,00 0.00 0.00 1,00 1.00 1.00 8.54 1,245.59 2325.00 2.15 77.69 310,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Description: BB21 Load Combination Max Stress Ratios Foment Values Shear Values Segment length Span ff M V Cd C FN C i Cr Cm C t CL M fb 6'b V N O`v Length= 14 50 ft 1 0,536 0.250 1.00 1.00 1.00 9.00 1,00 1.00 1.00 8,54 1,245,59 2325.00 2.15 77.63 310.00 +D+W+H 1.00 1:00 1.00 1.00 1.00 1,00 0,00 0,00 0.00 0.00 Length =11.50 #t 1 0,120 0.057 1,00 1.00 1:00 1,00 1.00 1.00 1.00 1.99 270.27 2325.00 0.49 17.61 310.00 +D+030+H 1.00 1,00 . 1.00 1.00 9,00 1.00 0.00 0.00 0,00 0.00 Length =11.50 it 1 0.120 0.057 9.00 1,00 1 00 9.00 1.00 1.00 1.00 1.94 278.27 2325.00 0.49 17.61 3%00 +D+0.750Lr+0,750L+0.750W+ 4.00 9.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =11.50 ft 1 0.536 0.250 1.00 4.00 1,00 4.00 1.00 1.00 1.00 8,54 1,245.59 232500 2,15 77,63 310,00 +D+0.75OLr+0.750L+0.52506+H 3.00 1.00 1,00 1.00 1.00 1,00 0700 0.00 0,00 0.00 Length = 11.50 It 1 0.536 0.250 9.40 1.00 1.00 1.00 1,00 1.00 1.00 8.54 1,245.59 2325.00 2,15 77.63 390.00 +D+0,750L+0.750S+0.750W+H 1.00 1.00 1.00 1,00 1.00 1:00 0,00 0 00 0.00 OZO Length =11.50 It 1 0.536 0.250 1.00 9.00 1.00 1.00 1.00 1,00 9,00 8.54 3,245.59 2325.00 2.15 77,63 310,00 +D+0.750L+0.7505+0.5250 +H 1,00 1.00 1.00 1,00 1.00 100 0,00 0.00 0.00 0.00 Length = 11.50 It 1 0.536 0150 1.00 1.00 1.00 4.00 1.00 1,00 1;00 8,544 1,245:59 2325.00 2.15 77,63 310.00 +0.60D+t+H 1.00 1.00 1.00 1.00 1.00 3.00 0:00 0.00 0.00 0.00 Length = 31.50 It 1 0.072 0.034 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.14 466,96 2325,00 0.29 10.57 310.00 +0,601)+0.706+H 1.00 1.00 1.00 1,00 1.00 1,00 b,00 0,00 0.00 0.00 Length =11,50 It 1 0,072 0;034 1,00 1.00 1.00 1.00 9.00 1.00 1.00 ' 3.14 166.96 2325.00 0,29 10.57 310.00 Overall Maximum Do 'fleo � & ,. ,.,.., . �. .,w ,., ...... __. Load Combination ... Span Max. -" Deft Location in Span Load Combination Max, "+' Deb Location in Span D+L 1 0.2669 5.288 0.0000 0.000 Vertital Reactions - UnfActored . Support natation ; lar left is #1 Values in KIPS „ Load CombinationSupport 5 Support 2 Overall MA imum 2,744 9,473 D Only 0.497 0.290 L Only 2,237 1.183 D+L 2.714 1,473 CODE REFERENCES Calculations per A1SC 360-05, IBC 2009, ASCE 7-10 Load Combination Set: ASCE 7-02 Material properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Sending Load Combination ;ASCE 7-02 C.2 Lr DO.24 L 1.2 T IF T T C? OJ L. 0, 5}T V r IF i(Lt.2 L 1.153 13.2 L 1 Span = 15.333 t t'� ..� :.r. �, t `•; ft it t;.+. a . Y 1. 3 4t e ar ,ti,\ Sera = 12.250 Yll �., 1 it \. U... Applied Leads Service loads entered. Load Factors will be applied for calculations. Beam self weight Calculated and added to loads Load for Span dumber 1 Uniform Goad t D =13.020» G = 0.10 ksf, Extent = 0.0 -->> 4.0 ft, Tributary Width = 9.50 It, (FLOOR) Unifonn Load: D = 0.020, L = 0.90 ksf, Extent : 4.0 -->> 12.250 it, Tributary Width =12.0 ft Uniform Load : D = 0.020, L = 0.10 ksf, Extent =12.250 --» 16.333 it, `tributary Width =10.0 it Point Load: D =0.200, L =1.183 k @ 12.250 It Load for Sparc Number 2 Uniform Load : D = 0.020; L = 0.10 ksf, Tributary Width =10.0 ft, (FLOOR) DESIGNSUMMARY, r Maximum Sending Stress patio = 0.711 . 1 Maximum Shear Stress Ratio = 0.282 :1 Section used for this span WI0XI9 Section used for this spare WW10x19 Ma: Applied 38.320 k -ft Va ; Applied 14.353 k Mn t Omega: Allowable 53.892 k -ft Vn/Omega : Allowable 51.0 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on Spain 16.33311 Location of maximum on span 16.333 ft Span # where maximum occurs Span # 1 span # where maximum occurs Span # Maximum Deflection Max Downward L+Lr+S Deflection 0.382 in Ratio = 512 Max Upward L+Lr+S Deflection -0.034 in Ratio = 4,332 Max Downward Total Deflection 0.458 in Ratio = 420 Max Upward Total Deflection _03.041 in Ratio = 3555 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Morax + Max - Ma m Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx1C}inega D Only Dsgn. L = 16.33 It 1 0.128 0,051 8.65 -6.89 6.89 00.00 53.89 1.00 1,00 2.59 76.50 51.04 Dsgn, G = 12.25 ft 2 0,128 03.037 1.39 -6.89 6.89 90.44 53.89 1.00 9.00 1,90 76.50 51.00 +D+L+H Dsgn. L = 16.33 ft 1 0.711 0.282 39.51 -38.32 38,32 90.04 53.89 1.00 1.04 14.36 76,50 51.00 Dsgn. L = 12.25 it 2 0.711 0.208 7,72 «38.32 38.32 90.00 53,89 1.40 1.00 90.64 76.50 59.04 +D+Lr+H Dsgn. L = 16.33 ft 1 0.128 0.051 5,65 -6.89 6.89 90.00 53.89 1;00 1.00 2.59 76.50 51.00 Dsgn. L = 12.25 fit 2 0.128 0.037 1.39 -6.89 6,89 90.04 53.89 1,00 1.04 1.90 76.54 59.00 +D+S+H Dsgn. L = 16.33 It 1 4,128 H51 5.65 -6.89 6.89 90.00 53.89 1.00 9.00 2.59 76.50 51.04 Dsgn. L = 12,25 It 2 '1.928 0.437 1.39 -6.89 6.89 90.00 53.89 1.00 1.00 1.90 76.50 53.00 3+0.750Lr+0750L+H Dsgn. L = 16.33 ft 1 0.565 0,224 25.12 -30.46 34.46 90,00 53.89 1,00 1,00 19.42 76.50 59.00 Dsgn. L = 12,25 It 2 4.565 0.165 6.14 -30,46 30.46 90,00 53.89 1.00 3.00 8.42 76.50 51,00 +D+07541.+47505+H Dsgn. L = 16.33 ft 1 0.565 4,224 25.12 -34.46 34.46 90.00 53.89 1,00 1.40 11,42 76.50 51.00 Dsgn. L = 12.256 2 0.565 0.165 6,14 -30.46 30.46 94:04 53.89 1.00 1.04 8.42 76.50 59.00 Description 5622 Load Combination Max Stress Ratios Summary of Moment nt Values Summary of Shear Valises Segment Length Span # M1 V Mimax + MdmPax Ma - Max Minx M4nx/Omo ga Cb Rm Va Max Vnx Vnx/O ega +D+W+i Dsgn. L = 1633 ft 1 0.128 0.051 5.65 489 6.89 90.00 53.89 1.00 1.00 2.59 76.50 51.00 Dsgn. L = 12.25 ft 2 0,128 0.037 1.39 ^6,89 6.89 90.00 53.89 1,00 1.00 1.90 76.50 51.00 +D+0.706+H Dsgn. L = 16,33 It 1 0128 0,051 5,65 -6.89 6.89 90.00 53.89 1,00 1.00 2.59 76.50 51.00 Dsgn. L = 12.25 It 2 0,128 0,037 1:39 -6.89 6,89 90.00 5189 1.00 1,00 1,90 76,50 51„00 +D+0,750Lr+0.750L+0.750W+H Dsgn. L. = 16.33 It 1 0.565 0,224 25.12 -30.46 30:46 90.00 53.89 1,00 1.00 11.42 76.50 51.017 Dsgn, L = 12,25 ft 2 0.565 0,165 6.14 -30.46 30,46 90.00 53.89 1.00 1.00 8.42 76.50 51,00 +D+0.750Lr+0.7500+0.52506+H Dsgn. L = 16.33 It 1 0,565 0.224 25.12 -30,46 30.46 90.00 53.89 1.00 1.010 11.42 76.50 51,00 Dsgn, L = 12.25 It 2 0,565 0,165 6.14 -30,46 30,46 90,00 53,89 1.00 1:00 8.42 76,50 51,00 +D+0.750L+07,75OS40.750W+ Dsgn, L = 16.33 ft 1 0.565 0.224 25.12 -30.46 30.46 91.00 53.89 1,00 1.00 11A2 76:50 5100 Dsgn.L: 12,25 It 2 0,565 0165 6.14 -30.46 30.46 90.00 53.89 1.00 1.00 8.42 76.507 51.00 +p+0 7501.+0.7505+0.52506+H Dsgn, L = 16.33 It 1 0.565 0.224 25.12 -30.46 313.46 90,00 53.89 1.00 1.00 19,42 76.500 51.00 Dsgn. L = 12.25 it 2 0,565 0.165 6:14 -30.46 30.46 90.00 53,89 1,00 1.00 6,42 76.50 51,00 +0.60D++H Dsgn. L K 16.33 It 1 0,077 0.030 3,39 4.13 4.13 90.00 53,89 1.00 1.00 1.55 76.50 51.00 Dsgn. L W 12.25 It 2 0.077 0.022 0,83 -4.13 4,13 90.00 53.89 1.00 1.00 1.14 70.50 51.017 +0.600+0.705+ Dsgn. L = 16.33 ft 1 0.077 0,030 3,39 -4.13 4.13 90:00 53.89 9.00 1.00 1.55 76.50 51.00 Dsgn. L = 12:25 It 2 0.077 0.022 0,83 -413 4.13 90.00 53.89 1.00 1.00 1.14 76.50 51.00 Overall Maximum Deflections -' car Load$ Load Combination Span Max, °"-" Deft Location in Span Load Combination M9ax. Y' Deb Location In Span D+L__ 1 0.4661 7.538 0.0000 0.000 D+L 2 0,0168 9,140 D+L -0,0414 2.356 Vertical Reactions » ntrd . Support nota5on . Par lefti #1 Values in KIPS Land Combination Support 1 aupIpart 2 Support 3 Overall MiAXimum 8363 2058 4.339 D Only 1.571 4,492 0,780 L Only 7,192 20,466 3,559 D+L 8.763 24.958 4.339 GVUL* K0* fu Calculations per AISC 360-05, IBC 2009, ASCE 7.10 Load Combination Set: ASCE 7-0 „ Material rP rti Analysis Method: Allowable Strength Design Fy : Steel Yield,50.0 ksi Beam Bracing: Beam is Fully Braced against laterai-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-0 D(0,281 L 1.4 i 0.28 1-0 A Sparc = 12.250 it Span 10.0 ft W10X15 W10x1 Applied a Service toads entered, Load Factors will be applied for calculations. Load for Spam Number 1 Uniform Load : B : 0.020, L = 0.10 ksf, Tributary Width =14,0 ft, (FLOOR) Load for Span Number 2 Uniform Load: D = 0.0203, L = 0,10 ksf, Tributary Width =14.0 it, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.671: 1 Maximum Shear Stress Ratio = 0.271 : 1 Section used for this Span W1015 Section used for this span W101S Me'. Applied 26.785 k-ft Va : Applied 12.477 Mn d Omega: Allowable 59.920 k- n/Omega': Allowable 46,0 k Load Combination +D+L+H Load Combination ++L+H Location of maximum on span 1215011 Location of maximum on Span 12,250 It Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.180 in Ratio = 816 Max Upward L+Lr+S Deflection ._.0.006 in Ratio = 19,404 Max Downward Total Deflection 0.216 in Ratio = 680 Max Upward Total Deflection -0,007 in Ratio = 16171 Maximum i Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax . Me - Max Mnx MnxtOmega Cb Rm Va Max Vnx VnxtOmega D Only Dsgn. L = 12.25 it 1 0,112 0.045 3.26 4.46 4.46 66.67 39,92 1,00 1.00 2,08 69.00 46.00 Dsgn, L = 10.00 ft 2 0.112 (1.040 1.62 446 4,46 66.67 39.92 1.00 1.00 1.85 69.00 46:00 +D+L+H Dsgn, L = 12.25 it 1 0,671 0273 19,54 ,26.79 26.79 66.67 39.92 1,00 1.00 12.48 69.00 46,00 Dsgn. L = 90,00 ft 2 0.671 0.241 9,74 -26.79 26,79 66.67 39.92 9.00 1,00 11.08 69.00 46.00 +D+Lr+H Dsgn. t 12.25 If 1 0,112 0.045 3.26 446 4.46 66.67 39,92 1.00 1.00 2.08 69,00 46.00 Dsgn. L = 10,00 ft 2 0,312 0040 1:62 4.46 4.46 66.67 39,92 1.110 1.00 1.85 69,00 46.00 +D+S+H Dsgn L = 12.25 fi 1 0.132 0.045 3.26 -4.46 4.46 66.67 39.92 1.00 1.00 2,08 69.00 46,00 Dsgn. L = 10.0011 2 0.112 0.040 1.62 4.46 4,46 66.67 39.92 3.00 1,00 1.85 69,00 46.00 +D+0.750Lr+0.750L+H Dsgn. L = 32.25 ft 1 0.531 0.215 15.47 -21,21 21.21 66,67 39.92 1.00 1.00 9.88 69.00 46.00 Dsgn. L = 10,00 ft 2 0.531 0,191 7,71 -21,21 21.21 66.67 39.92 1.00 1.00 8.77 69.00 46,00 +D+0.750L+0.750S+H Dsgn, L = 12,25 If 1 0,531 0.215 15.47 -23.21 21.21 66.67 39.92 1.00 9,00 9,88 69.011 46,00 Dsgn. L = 10,00 ft 2 0,531 0.191 7,71 -21,21 29.21 66.67 39,92 1.00 1.00 8,77 69,00 46.00 +C+W+H Dsgn. L = 92,25 If 1 0.132 0,(345 3.26 -4.46 4.46 66.67 39.92 9.00 1.00 2,08 69.00 46.00 Dsgn.L : %00f1 2 0.112 0.040 1.62 -4.46 4.46 66.67 39.92 9.00 1,00 135 69.00 46,00 Description -_' ~ � Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Dsgn,L= 12.25ft 1 0112 0,045 3,26 -4,46 4,46 66,67 39,92 IkO 1,00 Z08 69,00 46kO Dsgn,Lz 10,00ft 2 0,531 0,191 7,71 -2111 21.21 66,67 39,92 1.00 1,00 8,77 69,00 46,00 Dsgn,L= 10,00ft 2 0,531 OL191 7,71 -21,21 2111 66,67 39,92 1.00 1,00 8,77 69,00 4U0 Dsqn.L= 10.00ft 2 O531 0,191 7,71 -21 21 21,21 66,67 39,92 1,00 1,00 637 69,00 46.00 DsgnA= 10,00ft 2 0,067 0,024 0,97 -2,68 Z68 66,67 W92 1 Z 1,00 I'll 69,00 4600 Ovemll Maximum Deflections -,Vnf L01 ad C om bi n at i a n Span Max, "-" Dell Location in Span Load Combination Max, "+" Dell Location in Span D+L 2 O0501 6.308 D+L -0,0074 H23 Vertioal Support notation : Far left is #1 Values in KIPS Overall MAXimum 8,103 23,556 5321 D Only 1,351 3,926 O954 L Only 6,753 19,630 4368 D+L 8,103 ' 23,556 � 5,721 J- xv Span = 6.0 ft �pp!jad Loads Calculations per NDS 2005, !BC 2009, CBC 2010, ASCE 7-1O for Calculations, Uniform Load : C�?Y= 0.010, S= 0,030 kst, Tributary Width -1T50 it, Load Combination Set: ASCE -02 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850 psi E: Modulus of Elasticity Load Combination ASCE -0 b - Connor 850 psi E end- xx 3 300 ksi Maximum Shear Stress Ratio Fc - PHI 1300 psi Eminbend - xx 47Oksi. Wood Species : Hem Fir Fc - Perp 405 psi Wood tirade : No.2 Fv 150 psi 3-2x8 fb : Actual Ft 525 psi Density 27.70 f Beare Bracing : Beam is Fully Braced against lateral -torsion buckling 77.52 psi 7 2.175 S 0.525 1,O2O.00psi Fv : Allowable _ 150.00 psi Load Combination J- xv Span = 6.0 ft �pp!jad Loads Service loads entered. Load Factors will be applied for Calculations, Uniform Load : C�?Y= 0.010, S= 0,030 kst, Tributary Width -1T50 it, (ROOF) Maximum Banding Stress Ratio 0.9401 Maximum Shear Stress Ratio - O..517 :1 Section used for this span 3-2x0 Section used for this spam 3-2x8 fb : Actual 958.8 psi N, Actual _ 77.52 psi FB: Allowable - 1,O2O.00psi Fv : Allowable _ 150.00 psi Load Combination +D+S+H Load Combinations +L#+S+H Location of maximum on span - 3.000f€ Location of maximum on Span - 0.000 If Spars # where maximum Occurs - Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.083 in patio = 888 Max Upward L+Lr+S Deflection 0.000 to Ratio - 0 <480 Max Downward Total Deflection 0.111 in Ratio = 551 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Partes Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F°b V fV FFv D Only 0.00 0.00 0.00 0.00 Length = 6.0 It 1 0.235 0.129 1.00 9.20 1,00 3.00 1.00 1.00 1.00 0.79 239.71 1020,00 0.42 1938 150.00 +D+L+H 1,20 1.00 1.00 1,00 1:00 1.00 0,00 0.00 0,00 0.00 Length = 6:0 ft 1 0.235 0.129 1,00 9.20 1.00 1.00 1.00 1.00 1;00 0,79 239,71 1020.00 0.42 19.36 150.00 +D+Lr+H 9.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.235 0.929 1.00 1,20 3,00 1.00 1.00 1.00 1.00 0.79 239.71 1020.00 0.42 1938 150,00 +D+S+H 1.20 1 Z 1.00 1.00 1.00 3.00 0.00 0.00 0.00 0.00 Length = 6.0 If 1 0.940 0.517 1.00 120 1,00 1.00 1.00 1.00 1.00 3.95 953.66 1020.00 1.69 77.52 150,00 +D+0,750Lr+0.750L+H 1.20 1.00 1.00 1,00 1.010 1.00 0.00 0.00 0.00 0.00 Length : 6:0 ft 1 0.235 0.129 1.00 1.20 1.00 1.00 1.00 9,00 1.00 0,79 239.71 1020.00 0.42 15.38 1%00 +0.750L+0.7505+H 1.20 1.00 1.00 1.000 3.00 1.00 0.00 0.00 0,00 0,00 Length : 6.0 ft 1 0.764 0.420 1.00 1.20 1.00 I Z 1.00 1.00 1.00 2.56 779.07 1020.00 1.37 62.99 150.00 Description: HDI Load Combination flax Stress patios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t CL M go F'b V fv F'v +D+W+H 1.20 1,00 1.00 1,00 100 1.00 0.00 0.00 0.00 0100 Length = 6.0 ft 1 0,235 0,129 1.00 1.20 1,00 1.00 1.00 1.00 1.00 0.79 235.71 1020.00 0.42 1U8 150.00 +D+0,70E+H 1.20 1.00 4:00 1.00 1.00 1.00 0.00 0.00 0,00 0,00 Length = &0 it 1 0.235 0.129 1.00 1,20 1,00 1,00 1,00 1.00 1.00 0.79 239.71 1020.00 0,42 19,36 150.00 +D+0,75OLr+0.750L+0.750 +H 1,20 100 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 6:0 It 1 0.235 0.129 1.00 1,20 1.00 1,00 1.00 1,00 1.00 0.79 239.71 1020.00 0.42 19.35 150.00 +D+0,750Lr+0.750L+0,52500+H 110 1.00 1.00 1,00 1,00 1.00 0.00 0.00 0,00 0,00 Length = 6.0 ft 1 0,235 0.929 1,00 1.20 1.00 1,00 1:00 1.00 9.00 0,79 239.71 1020.00 0.42 19.36 15040 +D+0,750L+0.7505+0.750W+H 1.20 1,00 1.00 1:00 1.00 1.00 0.00 0,00 0,00 0.00 Length = 6:0 ft 1 0,764 0.420 1.130 1.20 1.00 1,00 1.00 1,00 1,00 2.56 779.07 1020,00 131 62,99 150.00 +D+0.750L+0.7505+0.5250E+h1 1,20 1.00 1,00 1.00 1.00 9,00 0.00 0.00 0.00 0,00 Length = 6.0 ft 1 0.764 0.420 1.00 1.20 1,00 ' 1.00 1.00 1.00 1,00 2.56 779.07 1020.00 1.37 62.99 150.00 +0.60D+W+H 1:20 1,00 1,00 1:00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.141 0.076 1,00 120 1.00 -1,00 1.00 1.00 1.00 0.47 ; 143.63 1020,00 0.25 11,63 150.00 +0.60D+0.70E+H 1.20 1.00 1,00 5.00 1,00 1.00 0,00 0.00 0.00 0.00 Length = 6.0 ft 1 0,141 0,076 1.01 1.20 1.00 ' 1,00 1.00 1,00 1.00 ' 0.47 143.83 1020.00 0.25 11.63 150.00 Overall Maxi e . Unfadoiid Load Combination San Max, "•' Defl Location in Span Load Combination Max, "+" Doti Location in Span D+ 1 0,9105 3,022 0,0000 0 000 V »G iton - f r ' Support notation: Far left is #1 Values in KIPS_ Load Combination ... Support 1 Support Overall MAXimuin 2.100 2,100 D Only 0.525 0,525 Only 1,575 1.575 D+S 2.100 2.100 CGDE REFERENCE service loads entered. Load Factors will be applied for calculations. Calculations per IRDS 2005, IBC 2009, CBC 2010, ASCE -10 Load Combination Set: ASCE -02 Uniform Load: D = 0.010,. S = (Y030 ksf, Tributary Width = 25,0 tt, (ROOF) Material Properties Analysis Method, Allowable Stress Design Fb - Tension 2„400,0 psi E: Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 2,400.0 psi Ebend- xx 1,8OO,Oksi Maximum Shear Stress Ratio Fc - Pdl 2,500,[1 psi Eminbend - xx 914.88ksi Mood Species : Level Truss .lois[ Fc - Perp 425.0 psi Section used for this span Wood Grade : Parallarn FSI. 1.8E Fv 190,0 psi 1,391.77psii fv : Actual Ft 1,755.0 psi Density 32,210pot Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 2,4OO.00psi Fv : Allowable - 6.01 ) 5(15.057) 190.00 psi Applied Diads service loads entered. Load Factors will be applied for calculations. Paint Load: D = 6.1319, S =18.057 k tit 4,80 It, (GT2) Uniform Load: D = 0.010,. S = (Y030 ksf, Tributary Width = 25,0 tt, (ROOF) Maximum Bending Stress Ratio - 0.560 1 Maximum Shear Stress Ratio 0.611 : 1 Section used for this span 3.1.75x16 Section used for this span 3-1.75X16 fb : Actual - 1,391.77psii fv : Actual 11610 psi Fla : Allowable - 2,4OO.00psi Fv : Allowable - 190.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span - 4.796ft Location of maximum on span - 61.000 ft Span # where maximum occurs Span # 1 Span 4 where maximum occurs Span # 1 [Maximum Deflection Max Downward L+Lr+S Deflection 0.032 in Ratio = 2246 Max Upward L+Lr+S Deflection O.000 in Ratio = O e480 Max Downward Total Deflection 0.043 in Ratio = 1685 Max upward Total Deflection 0.000 in Ratio = 0 s360 Maximum Farcies & Stresses for Land Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # lei V _. C d C FN C i Cr C el C t C L M fb Ph V tv Fav D Only 0.00 _0.00 0.00 0.00 Length = 6.0 ft 1 0.145 4.153 1.00 1,00 1:030 1.00 9.00 3.00 1,00 6,49 347.94 2400.00 163 29.02 190.00 +D+L+H 1.04 1.00 1.04 1,00 1.00 1.00 0.00 4.00 0.00 0.00 Length = 6.0 It 1 0.145 0,153 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.49 347.94 2400.00 1.63 29.02 194.00 +D+Lr+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 4.00 0.00 Length =6.0ft 1 4.145 0„153 1.00 1.00 1,00 1.00 1.00 1.00 1.00 6.49 347.94 2400.00 1,63 29.02 190.00 +D+ +H 1,00 1,40 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0,00 Length = 6,0 ft 1 4.580 0.611 1.00 1.00 1,00 1.00 1.00 1,00 1.00 25.98 1,391,77 2400.00 6.50 116.10 390.04 +D+0,750Lr+0,750L+H 1,00 1,00 1:00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length= 6:0 ft 1 0.145 0,153 1.00 9,00 1.00 1.40 1.00 1,40 1.00 6.49 347.94 2400.04 1,63 29.02 194.00 �D+4.7501.,+0.7505+H 1:00 1.40 1.40 1.00 1.40 1.00 0.00 0,00 0.00 0,00 Description: HD2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V_ Cd C FIV C i Cr C m C t;C L M fb F`b V At F'v Length = 6.0 It 1 0.471 0.496 1,00 1,00 1.00 1,00 1.00 1,00 1.00 21.19 1,130,89 2400.00 518 94.33 190.00 +D+tit/+H 1.00 1,00 1.00 1,00 1.00 1.00 0,00 0190 0.00 0.00 Length = 6.0 ft 1 0.145 0.153 1.00 1,00 1,00 1,00 1.00 1.00 9.00 6.49 347.94 2400.00 1.63 29.02 190.01 +D+0.70 +H 1.00 1.00 9,00 1,00 1,073 1.00 0,00 0,00 0.00 0.00 Length = 6,0 it 1 0145 0.153 9.00 9.00 1.00 1.00 1,00 1.00 1.00 6,49 347.94 2400.00 1.63 29.02 190.00 +D+0,750Lr+0.750L+0.750W+H 1,00 9.00 9.00 1,00 9,00 9.00 0,00 0:00 0.00 0.00 Length = 6:0 It 1 0.145 0.153 1,00 1..00 1,00 1,00 1.00 1,00 1.00 6A9 347.94 2400.00 1,63 29.02 190.00 +D+0,75OLr+0,7 0L+0.5250F+H 1,00 1,00 1.00 1,00 1,00 1.00 0:00 0.00 0,00 03,00 Length = 6,0 it 1 0,145 0.153 1,00 1,00 1.00 9.00 1.00 9.00 1.00 6.49 347.94 24170,00 9.63 29.02 190.00 +D+0.750L+0.7505+0.7501 +H 9.00 1,00 9,00 1.00 1.00 1.00 0:00 0:00 0,00 0:.00 Length = 6.0 it 1 0,471 0.496 1.00 1.00 1.00 9.00 1,00 1,0€7 1:00 21.39 9,930,81 2400.00 5,28 94.33 990.00 +D+0,750L+0.7505+0.5250F+H 1.00 1.00 9,00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 6,0 ft 1 0071 0.496 1,00 1.00 9,00 9,00 1,00 1.00 9.00 2911 9,130.81 2400.00 5.28 94.33 190.00 +0,60D+ +H 9.00 1.00 5.00 1:00 1.00 1.00 0.00 0,00 ON 0,00 Length = 6.0 it 1 0.087 0.092 9.00 1,00 1.00 < 1.40 1.00 1.00 1:00 3.90 208.77 2400:00 O} 98 97,41 190.00 +0,&0D+0.70F+H 1,00 1.00 1.00 1.00 1.00 9,00 0,00 0.00 0.00 0.00 Length = 6:O ft 1 0.087 0.092 1.00 1.00 1.00 1.00 1,00 1,00 1,00 3,90 20837 2400.00 0.98 17.41 190.00 Overall Maximum Defleotions - Unfactored L04ds Lead Combination Span Max, '"-" Deft Location in Span Load Combination Max. "+" Deft Location in Span D+, 1 0.0427 3.328 0,0000 0.000 Vertical Reacitions » Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 9 Support 2 Overall MAXimum 7,895 2.2.261 D Only 9,954 5.565 Only 5.861 16,69£1 D+S 7.815 22.261 CODE REFER&4CE5 Service leads entered, Load Factors will be applied for calculations, Uniform Load D = O�01 0, S 0,030 ksf, Tributary Width = 4.O ft, (ROOF) Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 �JDESIGNSWWRr. Load Combination Set: ASCE 7-02 mme��� Maximum Bending Stress Ratio 0.725 1 Material Properties 0188 : I Section used for this span 2-2x8 Analysis Method: Allowable Stress Design Fb - Tension 850 psi E Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 850 psi Ebend-xx 1300ks! Fv : Allowable Fc - Pdl 1300 psi Eminbend - xx 470ksi Wood Species Hem Fir Fe - Perp 405 psi 4,500ft Wood Grade No2 Fv 150 psi Span 4 1 Span # where maximum occurs Ft 525 psi Density 273pef Beam Bracing Beam is Fully Braced against lateral -torsion buckling (x.94 q arO. 121 Maximum Forces & Stresses for LoadCombinations Y Y 4-4,&0 Span = 9.0 ft Applied Lolads" Service leads entered, Load Factors will be applied for calculations, Uniform Load D = O�01 0, S 0,030 ksf, Tributary Width = 4.O ft, (ROOF) 750 �JDESIGNSWWRr. mme��� Maximum Bending Stress Ratio 0.725 1 Maximum Shear Stress Ratio 0188 : I Section used for this span 2-2x8 Section used for this span 2-2x8 fb : Actual 739.59 psi fv: Actual 43.13 psi FB : Allowable 1,020,00psi Fv : Allowable 150.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 4,500ft Location of maximum on span 8.409 it Span #, where maximum occurs Span 4 1 Span # where maximum occurs Span # I Max Downward L+Lr+S Deflection 0.144 in Ratio = 750 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection O 192 in Ratio= 563 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for LoadCombinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t CL M lb Fb V fV Fv D Only 0,00 0.00 0,00 0,00 Length = 9,0 It 1 0,181 0,072 1,00 120 1.00 1.01) 1.00 1,00 1,00 0A1 184,92 1020,00 0,16 10,78 150,00 +D+L+H 1,20 1,00 1,00 1.00 1,00 100 0.00 0,00 0,00 0.00 Length = 9.0 It 1 0,181 0,072 1,00 1,20 IkO 1.00 1,00 1,00 1 do 041 184.92 1020.00 0,16 10,78 150,00 +D+Lr+H 1,20 9.00 9.00 1.40 1,00 1,00 000 0,00 0,00 0,00 Length = 9,0 It 1 0,181 0.072 1,00 120 1.00 1,00 1,00 1,00 1.00 0.41 184.92 1420,00 0,16 10,78 150,00 +D+S+H 120 1,00 1.00 1,00 1,00 1.00 0.00 0,00 0.00 0,00 Length = 9,0 it 1 0,725 0.288 1,00 1,20 1,00 IZ 1.00 1,00 1.00 1,62 739,69 1020.00 0,63 43,13 150,00 +D+0,750Lr+0,750L+H 1,20 1.00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 obo Length = 9,0 it 1 0.181 0L072 1.00 1.20 1,00 1.00 1,00 1,00 1,00 0.41 184,92 1020,00 0,16 1038 150,00 ,0,+0.750L+0.7505+H 1,20 1,00 1.00 1.00 1.00 1,00 0,00 0,00 0,00 0,00 Length = 9,0 ft 1 0,589 0,234 1.00 1,20 1.00 1,00 1,00 1.00 1.00 1,32 601.00 1020.00 0,51 35,04 150.00 Description : HD3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V Cd C FAI C i Cr Cm C t CL , M fb Pb V f v +D+W+H 1.20 1.00 1,00 1,00 1.00 1.00 0.00 0,00 0Z 000 Length ® 9,00 1 0181 0.072 1.00 1.20 1.40 1.00 1.00 1.40 1,00 0.41 184.92 1020.40 0,16 10.78 150.00 +D+0.70E+H 1.20 1.00 1,00 1,00 1.00 1,00 0.00 0.00 0,04 0.00 Length = 9.0 It 1 0181 0,072 1:00 1.20 1.00 1.00 1,00 1.00 1.00 0.41 184:92 1020.04 0.16 10.78 150..00 +D+0.75OLr+0.750L+0.750 +H 1,20 1,40 1k 1.00 1.00 1.04 0.04 0.04 0.04 0,00 Length = 9.0 tt 1 4189 0.072 1:04 1.20 1,00 1.04 1.00 1.40 1.00 0.41 184.92 9420.00 0.,16 10.78 150..00 +D+0.75OLr+0.750L+0.5250E+H 1.20 1.40 1.00 1.00 1.00 1.04 0.04 0.04 0,00 0.40 Length = 9.O It 1 0.481 0072 1.40 1,20 1,00 1.00 1.00 1.00 1.04 0.41 184.92 9424.00 0,16 90.78 150.00 +D+0.70L+0,7545+0.750W+H 1.24 1.04 1,00 1.44 9.04 1.04 0,00 4,00 4.00 0.04 Length = 9.0 It 1 0,5500 4.234 1.00 110 1.04 1.00 1,134 1.00 1.40 1.32 601,00 - 1424.04 0.51 35.04 950.00 +D+0.750L+0.750540.5250E+ 1.20 1,44 1,04 1.44 1.44 9.00 0.00 0.00 0.04 0.00 Length = 9.0 ft 1 4.589 0.234 1.00 1.20 1.40 1.04 1,00 1,00 4.44 1.32 601.44 1020.00 0.51 35.04 150,00 +0.60D+W+H 1.24 100 1.04 1,00 1,00 1,44 0.00 0.04 0.40 0.44 Length f 9,0 It 1 4.409 0.443 1.00 1.24 1,04 1.00 1.00 1.44 9.40 4.24 110.95 1020.40 0.09 6.47 150.00 +0.60D+0.70E+H 1,20 1.00 1.00 1D 1.00 1.40 ' 0:00 0,40 0,00 0.00 Length A 9.0 It 1 0.109 0.043 1.00 1,20 1.00 1.00 1:00 1.04 1,00 0.24 1%95 1020.00 0.09 6.47 150.04 Overall Ma)(filtitilm DefliOMS - 0iiitkiditiO Load Combination Span Max. " " Dell Location in Span Load Combination Max,"+' Deft Location in Span D+5 1 41918 4.533 0.0040 0,444 , Vertical Reactions - Unfactored Support notation: Far lett is #4 Values in KIPS Load Combination Support l Support Overall MAXimum 0.720 0-720 D Only 0,180 0.180 S Only 4.544 4.544 D+S 4.720 0.720 CODE REFERENCES Span # Service loads entered. Load Factors will be applied for calculations, Load for Span Number 1 Calculations per PADS 2005, IBC 2009, CBC 2010, ASCE 7-10 C FN C i Uniform Load : D = 0,010, S = 6.830 ksf, Extent = 2.50 6,0 ft, Tributary Width =12.50 ft, (ROOF) Load Combination Set : ASCE 7-02 Point Load : D = 2.277, S = 6.530 k ft 2,50 ft, (CT3) CL D Only Material Properties Uniform Load : D = 0,010, S = 0.030 ksf, Extent = 0.0 -->> 2,50 ft, Tributary Width = 4,0 it 594,22 Analysis Method: Allowable stress Design Fb - Tension 2600 psi : Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 2600 psi Ebend- xx 1900ksi 0.229 Fc - Phi 2510 psi Eminbend - xx 96531 ksi Wood Species it-evel Trus Joist Fc - Perp 750 psi FB : Allowable - Wood tirade : Microt_arn LVL 1.9 E Fv 285 psi Load Combination Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1555 psi Density 32.21 pct - .75x9,25 Span = 6.0 ft ;Abid Loads Span # Service loads entered. Load Factors will be applied for calculations, Load for Span Number 1 Cd C FN C i Uniform Load : D = 0,010, S = 6.830 ksf, Extent = 2.50 6,0 ft, Tributary Width =12.50 ft, (ROOF) C m Point Load : D = 2.277, S = 6.530 k ft 2,50 ft, (CT3) CL D Only 0,00 Uniform Load : D = 0,010, S = 0.030 ksf, Extent = 0.0 -->> 2,50 ft, Tributary Width = 4,0 it 594,22 art 0.00 NNEMMIM Maximum Bending Stress Ratio = 0.9141 Maximum Shear Stress Ratio - 0.652 : 1 Section used for this span -1.75x9.25 0.229 Section used for this span 3-1.75x9.25 fb : Actual _ 2,376,66p i fv : Actual 185.85 psi FB : Allowable - 2,600,00psi Pv : Allowable - 285.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span - 2.49 ft Location of maximum on span - 0.000 it Span # where maximum occurs - Span 4 1 Span # where maximum occurs - Span 4 1 Maximum Deflection 1.00 1.00 1.00 Max Downward L+Lr+S Deflection 0.091 in Ratio = 793 1.00 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.321 in Ratio = 595 1.00 Max Upward Total Deflection 0,000 in Ratio = 0 <360 Length = 6.0 it Segment Length Span # M V Cd C FN C i Cr C m C t CL D Only 0,00 0,00 3.71 594,22 2600,00 Doo 0.00 0,00 3.71 594.22 Length = 6.0 ft 1 0.229 0.163 1.00 1.00 1.00 1.00 1.00 1.00 1,00 +D+L+H 1.00 1,00 1.00 1,00 1,09 1.00 Length = 6.0 it 1 0.229 0.163 1.00 1.00 1.00 1.00 1,00 1,00 1.00 +D+Lr+H 1,00 1.00 1.00 1.00 1.00 1.00 Length = 6.0 it 1 0,229 0.163 1:00 1,00 1,00 1,00 1.00 1,00 1.00 -D+S+H 1,00 1,00 1,00 1.00 1.00 1,00 Length = 6.0 If 1 0.914 0.652 1,00 1.00 1.00 1.00 1.00 1.00 1,00 +D+0.75t3Lr+0,750L+H 1.00 1.00 1.00 9.00 1,00 1.00 Moment Values V fb Fib 0.00 0.00 0.00 3.71 594.22 2600.00 0,00 0,00 0,00 3.71 594,22 2600,00 Doo 0.00 0,00 3.71 594.22 2600.00 0.00 0,00 Ho 14.83 2,376.66 26013:00 0.00 0.00 0.00 Shear Values V fv F'v 0.00 0.00 0,00 9.50 46.47 285.00 0,00 0,00 0,00 1.50 46,47 285.00 Doo 0.00 0.00 1.50 46,47 285,00 0.00 0,00 1100 6.02 185,85 285.00 0.00 0.00 0.00 Description : HN Load Combination Max Stress Ratios Moment Values Shue Values Segment Length Spars # M V C d C FN C i Cr C m C t CL M fb F'b V tv F"v Length = 6,0 It 1 0.229 0,163 1.00 9,00 1.00 1.00 1,00 1.00 1.00 331 594.22 2600:04 1.50 46.47 285,00 +D+0.750L+4.7505+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 6.0 ft 1 0.743 0.530 1.110 1,00 1.00 1.00 1.00 1.00 1,40 12.05 1,931.05 2600,00 4.59 151,00 285.00 +D+W+H 9.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 6.0 It 1 0.229 0.163 1,00 1,00 1.40 1.00 1.00 I Z 1.00 331 594.22 2600.00 1.50 46.47 285.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 It 1 0129 0,163 1.00 1.04 1.00 1.000 1.00 1.00 1.00 3.71 594.22 2600,00 1.50 46.47 285,00 +D+0.7 0Lr+0.750L+0,7 0W+H 1.00 1.00 1.00 1.00 1.00 1.40 0.00 0.00 0,00 0.00 Length = 6.0 it 1 0.229 0.163 1.00 1.00 1.00 100 1.00 1.00 1.00 3.71 594.22 2600,00 1.50 46.47 285.00 +D+0.750Lr+0.750L+0.5250E+H 1,00 1.00 100 1.00 1,00 1.00 10.00 11,00 0.00 0.00 Length = 6.0 ft 1 0.229 0,163 1.00 1.00 1.00 1.00 1.00 1.00 1,00 171 594.22 2600.000 1.50 46.47 285,00 +D+0,750L+0.7505+0,70+H 1.00 1.00 1.00 1.00 1 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0,743 0.530 1.00 9.00 1.00 1.00 1.010 1.00 1.00 12.05 1,931.05 2600.00 4.89 151,00 285.00 +D+0.750L+0.7505+0.5250E+H 1.00 1.011 1.00 1.00 1.00 1.00 0.00 0.00 0.000 0.001 Length = 6.11 It 1 0,743 0.530 1.00 1.00 1.00 1.00 ' 1.00 1.00 1.00 12:05 1,931.05 2600,00 4,89 151.00 285.00 +0,60D+W+H 1,00 1.00 1.{30 1,00 1:00 1,00 0.00 0,00 0.00 0.00 Length = 6.4 ft 1 0.137 0.098 1.00 100 1,00 1,00 1.00 1.00 1.00 2.22 356.53 2600.00 0.90 27.88 285.00 +0.60D+0.70E+H 1.00 1.00 1,00 1.00 140 1.00 0.00 0.04 0.00 0.00 Length = 6.4 It 1 0.137 0.098 1.00 1.00 1.00 1.00 1.00 1.00 1:00 2.22 356.53 2600.00 0.90 27.88 285.00 Overall Maximum Deflections . Unfactored Loads Load Combination' Span Max. "-" Deff „ Location in Span Load Combination Max. "+" Decd Location in Span D+S 1 0.1210 2.891 0.0000 0,000 Vertical Reactions -19 i1'r . , . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support Overall MAXimum 6.140 5.118 D Only 1,535 1.279 Only 4.604 3.838 D+S 8.140 5.118 ODE REFERENCES Calculations per NDS 2005, IBC 2003, CBC 2010, ASCE -10 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable straw Design F - Tension 850 psi E: Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 850 psi bend- xx 1300ksi Fc - Prll 1300 psi Erninbend _ xx 470ksi Wood Species : Hem Fir Fc - Perp 405 psi Mood Grade : No.2 Fv 150 nisi Ft 525 psi Density 27.7 pef Beam Bracing : Blom is Fully Braced against lateral-torsion buckling m r r r Span = 4.0 ft Applied Loads Service ioads entered. Load Factors will be applied for calculations. Uniform Load : D=0.010, = 0.030 ksf, Tributary Width 12.50 ft, (ROOF) "DESIGN `?At" . n. � t � � � _ i M axirou"to Bending Stress Ratio 0'.44111 Maximum Shear ;tress Ratio - Ot 322 : 1 Section used for this span 2-2X8 Section used for this span 2-2X8 fb : Actual 456.60 psi fv : Actual - 4.8.33 psi FB: Allowable - 1,020.00psi Fv : Allowable 150.00 psi Load Combination +D++H Load Combination +D+S+fi Location of maximum on span _ 2.000ft Location of maximum on span - 3.401 it Span # where maximum occurs - Span # 1 Span #+where maximum occurs - Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.018 in Ratio w 2736 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.023 in Ratio = 2052 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for mood Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V Cd C FIV C i Cr C m C t CL M to F`b V fv F"v D Only 0,00 000 0.00 0.00 Length = 4:O it 1 0.912 0.081 1.00 1,20 1.00 1,00 1.00 1,00 1.00 0.25 114.15 1020,00 0,18 12.08 150.00 +D+L+H 1.24 1.40 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.112 0.081 1.40 1.20 1.40 1.40 1.00 1.40 1.00 0.25 114.15 1420.40 0.18 12.08 150.00 +D+Lr+H 1,20 1.44 1.40 1.00 1.00 1.00 0.40 0.00 0.00 0.00 Length = 4.0 it 1 0.112 0.081 1:04 1.24 1.04 1.00 1,00 1,00 1.00 0.25 114.15 1020,00 0.18 12.08 150.00 +D+S+H 1.20 1.40 1.04 1.00 1.00 1.00 0,44 0.04 4.110 4.00 Length = 4.0 ft 1 0.448 13.322 1.00 1.20 1,04 1.40 1,00 1.00 1.04 1,00 4%60 1024,00 0.70 48.33 150.00 +D+0,750Lr+0,750L+H 1.20 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 4.0 ft 1 0.112 0.081 1.00 1.20 1.00 1.00 9.00 1.00 1.00 03,25 114.15 1020.00 0.18 12,08 150.00 +0,750L+0.7505+H 1.20 1.00 9.40 1.00 1.00 1.00 0.00 0,00 4,00 0.00 Length = 4.0 ft 1 0.364 4.262 9,00 1.20 1.00 1.00 1.00 1.00 I w 0,81 370.99 1024.00 0.57 3917 150.00 Description HD5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Ph V fv F'v +D+W+H 1,20 1 k(i 1,00 1.00 1,00 1,00 0,00 0,00 Up 0,00 Length = 4.0 ft 1 0,112 0,081 1:00 1,20 1.00 1,00 1,00 1,00 1,00 025 114,15 1020,00 0,18 12.08 150,00 +D+0,70E+H 110 1,00 1.00 1,00 1,00 1,00 0,00 0.00 0,00 0,00 Length = 4,0 ft 1 0,112 0,081 1,00 1,20 1,00 1,00 1,00 1.00 1.00 0,25 114,15 1020,00 0,18 12.00 150,00 +D+0,750Lr+0,750L+0,750W+H 120 1.00 1,00 1,00 1,00 1.00 0,00 0,00 Ho 0,00 Length = 4,O It 1 0.112 0.081 1 k() 1,20 1,00 1.00 1.00 1.00 100 0.25 114,15 1020Z 0,18 12A 150,00 +D+0,75OLr+0,750L+0,5250E+H 1,20 1,00 1,00 1.00 1:00 1,00 0,00 0,00 TOO 0,00 Length = 4,0 It 1 0Al2 0.081 1,00 120 lk() 9,00 1,00 1,00 1,00 015 114.15 1020,00 0,18 12,08 150.(}0 +D+0.750L+0.7505+0,750W+H 1,20 1,00 1.00 1,00 1,00 1,00 0.00 0,00 0,00 00 Length = 4,0 It 1 0,364 0,262 1,00 1,20 1.00 1.00 1,00 1,00 1,00 0,81 370,99 1020,00 0.57 3927 150,00 +D+0,750L+0,7505+0.5250E+H 1,20 1.00 lk() 1,00 1,00 1,00 0,00 0.00 0,00 0,00 Length = 4,0 It 1 0.364 0.262 1,00 1,20 1,00 1,00 1,00 1,00 1,00 0,81 310,99 1020,00 0,57 3917 150.00 +0,60D+W+H 1,20 1,00 1,00 1.00 1,00 1.00 0,00 0,00 0.00 0,00 Length = 4,0 it 1 0,067 0,048 1,00 1,20 1,00 1,00 1,00 1,00 1 00 0.15 68,49 1020,00 0.11 7,25 150,00 +0A0D+030E+H 1,20 1.00 1,00 lk(i 1,00 1,00 0,00 0,00 0,00 0,00 Length = 4,0 it 1 0.067 0,048 1,00 1,20 1.00 1.00 1.00 1,00 1,00 0,15 68,49 1020,00 011 7,25 150.00 Overall Maxlmur Defleofforis - Unlactould Loads Load Combination Span Max, Dell Location in Span Load Combination tax. "+"Defl Location in Span D+S 1 0,0234 2.015 0,0000 0,000 Vertical Reac0ons - Uhfactored Support notation Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 1.000 1,000 D Only 0,250 0,250 S Only 0.750 0.750 D+S 9.000 1,000 CODEREFERENCES Service loads entered. Load Factors will be applied for calculations, Unjtiiorrrm Load : D=0,010, S = 0.030 ksf, Tributary Wiidth =12.50 it, (ROOF) Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Crud Combination Set : ASCE 7-02 Maximum Deriding Stress Ratio 0.671: 1 Maximum Shear Stress Ratio - Material Properties Section used for this spars -2x8 Section used for this spam Analysis Method: Allowable Stress Design Fb - Tension 850 psi E: Modulus of Elasticity Load Combination ASCE 7-02 b - Compr 850 psi Ebend- xx 1500 ksi 150.00 psi Fc - Prll 1300 psi Eminbend - xx 470 k i Mood Species : Hem Fir Fc - Perp 405 psi Location of maximum on span _ Mood Grade : No,2 Fv 150 psi Span # where maximum occurs - Span # 1 Ft 525 psi Density 27.7 pef Beam Bracing £earn is Fully Braced against lateral-torion iin+cg Ab�uck Maximum Forces & Stresses for Loadt urinations 3.2x8 APPIled'Lood's Service loads entered. Load Factors will be applied for calculations, Unjtiiorrrm Load : D=0,010, S = 0.030 ksf, Tributary Wiidth =12.50 it, (ROOF) 1216 Maximum Deriding Stress Ratio 0.671: 1 Maximum Shear Stress Ratio - O369 : 1 Section used for this spars -2x8 Section used for this spam -2x8 fb : Actual _ 684.90psi fv : Actual 55.37 psi FB: Allowable - 1,020.00psi Fv : Allowable 150.00 psi Load Combination +C9+S+H Coad Combination + +S+H Location of maximum on span - 3.000ft Location of maximum on span _ 0.000 ft Span ## where maximum occurs _ Span ## 1 Span # where maximum occurs - Span # 1 Max Downward L+Lr+S Deflection 0.059 in Ratio= 1216 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.079 in Ratio= 912 Max Upward Total Deflection 0.000 in Ratio ¢ 0 <360 Maximum Forces & Stresses for Loadt urinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V_ _ C d C F/v C i C r C m C t CL M fb Ph V f l _ F v D Only 0.00 0.00 0,00 0.08 Length = 6.0 it 1 0.168 0,092 1.00 1.20 9.00 1.00 1.00 1.00 1:00 0.56 171.22 1020.00 0.30 13.84 150.00 +D+L+H 1.20 1,00 1.00 5.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 0 1 0.168 0.092 1,00 1.20 1.00 9.00 1,00 1.00 1.00 0.56 171.22 1020.00 0,30 13.84 150.00 +D+1r+H 120 1,00 1.00 1.00 1,00 1,00 0.00 0,00 0.00 0.00 Length = 6.0 it 1 0.368 0.092 9,00 1.20 1,00 1.00 1,00 1.00 1.00 0.56 171.22 3020.00 0.30 13,84 150.00 +D+S+H 1.20 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 6.0 it 1 0.671 0,369 1.00 1.20 1.00 1,00 1.00 1,00 5.00 2.25 684.90 9020.00 1.20 55.37 150.00 +D+0.70Lr+0.750L+H 120 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 6.0 It 1 0.168 0.092 1.00 1.20 1.00 1.00 1.00 1.00 1.00 0,56 171.22 1020.00 0.30 13.84 550.00 ,, +0,750L+0.7505+ 1.20 1.00 1.00 9,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.546 0300 1.00 1.20 1.00 1.00 1.00 1,00 1.00 1.83 556,48 1020.00 0.98 44.99 550.00 Description : HD7 Load Combination Max Stress Ratios foment Values Shur Values Segment Length Span #t M V Cd C Fri C i Cr C m C t CL lt1 fb F'b V fv F`v +D+yid+ l 1.20 1,00 1.60 1.04 1.00 1.00 0.40 440 0.00 Ho Length = 6.0 ft 1 0,168 0.092 1.00 1,20 1.00 1.00 1.00 1.00 1,00 0.56 171.22 1020.40 0.34 13.84 150.00 +D+0,70F+}t 1.20 1.00 1.00 1.06 1.00 1 Z 0.00 0.00 0,00 0.0 Length = 6.4 It 1 0.168 0,092 1.00 ' 1.20 1.00 1,00 1.00 1.00 1.00 0.56 171.22 1420.00 0.30 13.64 150;00 +D+0.75OLr+07 0L+0,750W+1"l 1.20 1.00 ;1,00 1,00 1.00 1.00 01.00 93.00 0.00 0.00 Length = 6.0 ft 1 0.168 0.092 1.00 1.20 1.00 1,00 1.00 1.170 9:00 0.56 171.22 1020.00 0.30 13.64 150.00 +D+0.75OLr+0,750L+0,5250F+ 1.20 1.00 1.00 1.00 1.00 1,00 Ho 0,00 000 0,00 Length = 6,0 ft 1 0.966 0.092 1.00 1,20 1.00 1.00 ' 1.00 1.00 1.00 0.56 171.22 1020.00 4.30 13.84 150,00 +D+0.750L+0.7505+0.7500+H 1.20 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0.00 Length = 6.0 ft 1 0,546 0,300 1.00 1.20 1.00 1.00 1,00 1.00 1,00 1.83 556.48 1020,00 0.98 44.99 150.00 +D+0.750L+0.750S+0.5250F+H 1.20 1,00 140 1.00 1.00 1.00 0,00 0.00 0,00 0.00 Length = 6.0 it 1 0.546 0.300 1.00 1.20 1,04 ` 1.04 1:04 1.00 1.00 1.83 566.48 1020.00 0.98 44,99 15(L00 +0.600+yy+ 1.20 1.00 1.00 1.00 1W 1,00 0.00 0.00 0.00 0Z Length =6.0It 1 0,101 0.055 1,00 1,20 - 1,04 , 1.04 Ikl) 1.60 1.00 4:34 10213 1020,00 0.18 8,31 150,00 +0.60D+030F+H 1,20 ;' 1,00 1.09 1 SO I N 1 00 0.00 0.00 0:00 4.40 Length = 6.0 it 1 0.101 0,055 1.00 1,20 1.00 1,00 1,00 1.00 1.00 4.34 102,73 1020,00 0.18 8.31 150.00 Overall Maximum ill i -Unfactored L d Load Combination Span Max, "-" Dell Location in Span Load Combination Max, "+^ Deft Location in Span D+S 1 _ 0.0789 3.022 0.0000 0.000 Vertical i n - Unfactored " Support natation : Far lett is #1 Values in KIPS Load Combination Support-1 Su rt 2 Overall h1AX6murn 1.500 1.500 D Only 0.375 0.375 Only 1.125 1.125 , D+S 1.500 1.500 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : ASCE 7-02 Material r cert es Analysis Method: Allowable Stress Design Fb - Tension 850 psi F . Modulus of Elasticity Load Combination ;ASCE 7-02 Fb - Cbmpr 350 psi Ebendm xx 1300ksi Fc - Fill 1300 psi Einbend - xx 470 ki Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade : l os,2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beams is Fully Braced against iateral-torsi n buckling r v r 2-2x Span = 4.0 ft Applied Loads Service loads entered. Load Factors wifi be applied for calcutations, Uniform Load: t3 = 0.010, S = 0.030 ksf, Tributary Width =15,750 ft, (ROOF) Maximum Bending Stress Ratios = 0.5641 Maximum Shear Stress Ratios - 0.40 :1 Section used for this spars -2x8 Section used for this Spare 2-2x13 fb : Actual _ 575.32 psi fv . Actual 60.69 psi B : Allowable 1,020,00 psi Fv : Allowable I % psi Load Combination + +S+H load Combination +D+S+H Location of maximum, on spars - 2.000ft Location of maximum on span 3.401 ft Span # where maximum occurs - Sparc # 9 Span # where maximum occurs - Sparc # 1 Maximum Deflection n Max Downward L+Lr+S Deflection 0.022 in Ratio w 2171 Max Upward L+Lr+S Deflection 0.000 in Ratios = 0 <480 Max Downward Total Deflection 0.029 in Ratio = 1625 Max upward Total Deflection 0.000 in Ratio, = 0 <360 Maximum For` s & Stresses for Lead Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment length Span # M V_ Cd C FN C i Cr C m C t C L M fb Ph V fV Fav C Only 0.00 0,00 0.00 0,00 Length = 4,0 it 1 0,141 0.104 1,00 120 1.00 1.00 1.00 1.00 1.00 0.32 143.133 1020.00 0.22 15.22 150.00 +p+L+H 1.20 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 4.0 ft 1 0.141 0.101 1.00 1.20 1,00 1.00 1.410 1.00 1.00 0.32 143.83 1020.00 0.22 15,22 150.110 +f3+Lr+H 1.20 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0.00 Length = 4,0 it 1 0.141 0.101 1.00 1.20 1.00 1.00 4.00 1.00 1,00 0.32 143.83 10211.00 0,22 15.22 150.00 +p+ +H 120 1.00 1.00 1.007 1.00 1,00 0.00 0.00 0.00 0,00 Length = 4.0 ft 1 0..554 0.406 1.00 1.20 1.00 1.00 1.00 1.00 1,00 1,26 57532 1020.00 0.88 60.89 150,00 +D+0.750Lr+0,750L+H 1.20 1.00 1.00 1.00 1,04E 1.00 0.00 0.,00 0,00 0.00 Length = 4.0 it 1 0.141 0,101 1.00 1.20 1.00 1.00 1.00 1.00 1:00 0.32 14183 1020.00 0,22 15.22 150,00 1+0,7501.+0.7505+H 120 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0.00 0.00 Length = 4.0 it 1 0,458 0330 1.00 120 1,00 1.00 1,00 1.00 1.00 1,02 467,44 1020.00 032 49.47 150.00 Description : H038 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cro C t CL M fb Fb V fv F'v +D+W+H 1,20 1.00 1.00 1.00 I,00 1,00 0,00 oko 0.00 0,00 Length = 4,0 It 1 0,141 0,101 1.00 1.20 1.00 I.00 I Z 1.00 1,00 032 14183 1020,00 0,22 1522 150,00 +D+0,70E+H 110 1.00 1,00 1.00 1.00 1,00 0,00 0.00 0,00 0.00 Length = 4.O ft I 0.141 0,101 1,00 110 1.00 1.00 1,00 1.00 1.00 032 14183 1020.00 012 15,22 150:00 + Di 03 501-r+& 750L+ 0, 750W+ H 110 1,00 ;100 1.00 1,00 1,00 000 0.00 0,00 OW Length = 4,0 It 1 0141 0,101 1 W 120 1.00 1.00 1,00 1.00 1,00 0.32 143,83 1020,00 0,22 15.22 150,00 +D40,750Lr+0,750L+0,5250E+H 120 1.00 1.00 1,00 1.00 1,00 0.00 0.00 Ho Ho Length = 4,0 It 1 0,141 0.101 11.00 1.20 1,00 1,00 1,00 1.00 1.00 0,32 143.83 1020,00 0.22 15,22 1502 +D+0,750L+0.7505+0.750W+H 1.20 1,00 1,00 1,00 1-00 1,00 0,00 0.00 0,00 0.00 Length = 4.08 1 0,458 0,330 1,00 1,20 1,00 1.00 1<00 1,00 1.00 1.(92 46744 1020,00 0,72 49.47 150.00 +D+0.750L+0.7505+0,5250E+H 120 1,00 1,00 1.00 1,00 10 0,00 0,00 Ho 0.00 Length = 4,0 it 1 0,458 0,330 1,00 110 1.00 1.00 10 1,00 1,00 1,02 46744 1020,00 0,72 49,47 150.00 +0.600)+ 4+H 1.20 1,00 1,00 1,00 1.00 1,00 0,00 0,00 0:00 0,00 Length = 4.08 1 0,085 0,061 1,00 110 1,00 1,00 1,00 1,00 1,00 0,19 86,30 1020,00 0,13 9.13 150,00 +0,6007+0,70E+H 1,20 1,00 1,00 1,00 1,00 1,00 Up Ho 0,00 0,00 Length = 4,0 ft 1 0,085 0,061 1,00 120 1,00 1,00 1.00 1,00 1.00 0,19 86.30 10200 0.13 9,13 150,00 Overall Maximum Deflootions - Unfootorad Loids Load Combination Span Max. Defl Location in Span Load Combination Max. '+' Dell Location in Span D+S 1 0,0295 2,015 0,0000 okoo Vertical Reactions - of for Support notation Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 1,260 1,260 D Only 13.315 0,315 S Only 0,945 0.945 D+S 1.260 1,260 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Service loads entered, Load Factors will be applied for calculations. Uniform Load : D = 0.010, S= 0.030 ksf, Tributary Width -14.50 0, Load Combination Set, ASCE 7-0 Material Properties "DESIGN SUMMARY Analysis Method: Allowable Stress Design Fb - Tension 550 psi E: Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 850 psi Bbend- xx 1300ksi Fc - P111 1300 psi Eminbend - xx 470 ksi Wood Species : Hern Fir Fc - Perp 405 psi Section used for this span Wood tirade : No.2 Fu 150 psi Ft Beare Bracing : Seam is Fully Braced against lateral torsion buckling 525 psi Density 271pcf X8.146 rO.435 794A8psi fv : Actual o -xis Sparc = 6.0 ft Apptiad.Loaldl's Service loads entered, Load Factors will be applied for calculations. Uniform Load : D = 0.010, S= 0.030 ksf, Tributary Width -14.50 0, (Room "DESIGN SUMMARY Maximum Sending Stress Ratio 0.77a 1 Maximum Shear Stress Ratio - 0.428: 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb : Actual _ 794A8psi fv : Actual 64.23 psi FB: Allowable _ 1 „020.00psi Fv : Allowable 150.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span - 3.000ft Location of maximum on span 0,000ff Span # where maximum occurs _ Spam # 1 Span # where maximum occurs Span # 1 Maximum !Deflection Max Downward L+Lr+S Deflection 0.069 in Ratio = 1048 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.092 in Ratio - 786 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Loam Combination Max Stress Ratios , foment Values Shear Values Segment Length Span M V_ Cd C Fit C i Cr Cm C t C L M fb Fb V hI Pv D Only 8.00 0.00 0.00 0.00 Length w 6,0 it 1 0.195 0.107 1,00 120 1.00 1,00 1,00 1.00 1,00 0;65 198,62 1020.00 0.35 16.06 150.00 +D+L+H 1.20 1.00 1.00 1.00 1:00 1.00 0:00 0.00 0,00 0.00 Length = 6.0 ft 1 0.195 0.107 1.00 1.20 1.00 1,00 1.00 1,00 1.00 0.65 198.62 1020.00 0.35 16.06 150.00 +p+Lr+H 1,20 1.00 1.00 1,00 1,00 1.00 HO 0.00 0.00 0.00 Length = 6.0 ft 1 0.195 0.107 1.00 1.20 1.00 1.00 1.00 1,00 1.00 0,65 198.62 1020,00 0.35 16.06 150.00 +D+S+H 1.20 1,00 1.00 9.00 1.00 1,00 0,00 0.00 0.00 1.00 Length = 6,0 it 1 0.779 0,428 1.00 1.20 1.00 1,00 1.00 1.00 1,00 2.61 794,A8 1020.00 1,40 64.23 150.00 +D+0.750Lr+0.750L+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length T 6.0 it 1 0,195 0.107 1,00 1.20 1.00 1,00 1.00 1.00 1.00 0.65 196.62 1020.00 035 16.06 150.00 "1+0,750L+0.7505+H 1.20 1,00 1,00 1.00 1.00 1.00 0,00 0,00 0,00 0.00 Length = 6.0 ft 1 0.633 0.348 1,00 1.20 1.00 1,00 1,00 1,00 1,00 2.12 645,52 1020.00 1.14 52,19 150.00 Description: HD9 Load Combination Max Stress Patios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t CL M fb Pb V fv F,v +D+W+H 1.20 1.00 1.00 1,00 1.00 1.00 0.00 0,00 0.00 0,00 Length = 6.0 ft 1 0,995 0107 9,00 1,20 1.00 1,00 1.00 1,00 1.00 065 198.62 1020.00 0.35 16.06 150,00 +D+0.70E+H 9,20 1,00 1,00 1.00 1.00 1,00 0,00 0.00 0.00 0,00 Length = 6,0 it 1 0.195 0.107 1,00 1.20 9,00 1,00 1.00 1.00 1.00 0.65 198,62 1020.00 0.35 16,06 150,00 +D+0.750Lr+0,7501.+0.750 +H 1.20 1.00 1.00 1.00 1,00 1,00 0.00 HO 0,00 0.00 Length : 6,0 ft 1 OA95 0.107 1.00 1.20 1.00 '1,00 1.00 1,00 9,00 0.65 198.62 1020.00 0,35 16,06 150.00 +D+0.750Lr+0,750L+0,5250E+H 1,20 1.00 1.00 1,00 9,00 9,00 0,00 0,00 0,00 0.00 Length = 6.0 ft 1 0.195 0.907 1.00 1.20 1.00 1,00 9.00 1,00 1.00 0,65 198.62 1020.00 0.35 16,06 150,00 +D+0,750L+0,7505+0,750W+H 1.20 9.00 1.00 1.00 1.00 1,00 0.00 0,00 0.00 0,00 Length = 6.0 ft 1 0,633 0,348 9.00 1.20 1,00 1,00 1.00 1:00 1,00 2.12 645.52 1020.00 1,14 52.19 150.00 +D+0.750L+0.7505+0.5250E+H 1,20 1.00 1.00 1,00 1:00 1,00 0.00 0,00 0,00 HO Length = 6,0 it 1 0.633 0348 1,00 1.20 1,00 100 1.00 1 Z 1.00 2.12 645.52 1020.00 1.94 52.19 150.00 +0.6001+1rd+H 1:20 1.00 1,00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 6.0 it 1 0.117 0.064 1.00 9.20 1,00 1.00 1:00 1:00 9.00 0.39 919.17 1020.00 0,25 9.64 150:00 +0,60D+O.70E+H 1,20 1.00 1.00 1:00 1:00 1.00 0.00 0.00 0.00 0.00 Length <6.0 ft 1 0.117 0,064 1.00 1,20 1.00 1.00 1,00 1.00 1.00 0,39 119,,17 1020.00 0.21 9.64 150.00 fl tt rt • f ctrt Ll ,Overrallf Load Combination ,U Span Max. V Deft Locations in Span Load Combination Max. "+" Bell Location in Span D+S 1 H916 1022 0,0000 0.000 Vertical Reactions - UnfactoredSupport 11 notation : Far left is #1 Valdes in KIPS toad Combination Support 1 S upport 2 Overall MAXsmum 1.740 1.740 D Only 0.435 0,435 S Only 1305 1,305 D+S 1.740 1.740 CODE EEE Calculations per NDS 2005, IBC 2000, CBC 2010, ASCE, 7-10 Load : D = 0.010, S = 0.030 ksf, Tributary Width = 11250 it, (Raafi Load Combination Set: ASCE 7-02 yUniform Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2325 psi E . Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr , 2325 psi Ebend- xx 15 a0ksi 0.252-1 Fc - NJ 2050 psi Eminbend - xx 787.815 ksi Woad Species : R-evel Truss Joist Fc - Perp 800 psi 2-1.75x9.25 Wood Grade ; Tir berStrand LSL 1,55E Fv 310 psi fv ; Actual Ft Beam Bracing : Seam is Fully Braced against lateral -torsion buckling 1070 psi Density 32.21 pcf i(O. 2i 0.337 a 2,325.00psi Fv : Allowable - 310.00 psi Load Combination ,c.- t . [ IJAR 1. k -,J Span = 9.0 'I"t Applied loads Service loads entered. Load Factors w 4t be applied for calculations. Load : D = 0.010, S = 0.030 ksf, Tributary Width = 11250 it, (Raafi yUniform Maximum Bending Stress Ratio = 0,471: 1 Maximum Shear Stress Ratio - 0.252-1 Section used for this spars 2-1,75x9.25 Section used for this spars 2-1.75x9.25 fb : Actual - 1,095.44psi fv ; Actual - 78,07 psi FB : Allowable 2,325.00psi Fv : Allowable - 310.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum can span 4,500ft. Location of maximum on span - 8,245 ft Span # where maximum occurs - Span 4 1 Span # where maximum occurs - Spars # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.140 in Ratio = 771 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.187 in Ratio - 578 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Lied Combinations, Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C i5 C FV C i Cr C m C t C L M fb Pb V fv Fav D Only 0,00 0.00 0,00 0.00 Length = 9.0 it 1 0.118 11.063 1:00 1.00 1.00 1,00 1.00 1.00 1.00 1.14 273.56 2325.00 0.42 19.52 310.40 +D+L+H 1,00 1,00 1.00 1,00 1:00 9.00 0.00 0.00 0.00 0.00 Length = 9.0 it 1 0.158 0.063 1.00 1,00 1.00 1.00 1.00 1,00 1.00 1,14 273.86 2325.00 0.42 19,52 310,00 +D+Lr+H 1,00 1.00 1,00 1.00 1.013 1,00 0,00 0,00 0.00 10,00 Length = 9,0 ft 1 0.918 0,063 9.00 9.00 1.00 1.003 1.00 1.00 1,00 1.14 273.86 2325,00 0.42 19.52 310.00 +D+S+H 1.00 9.00 1.00 1.00 1.00 1:00 0.00 0:00 0.00 0,00 Length = 9,0 it 1 0.471 0,252 1,00 1.00 1,00 1,00 1,00 9.00 1,00 4.56 1,095.44 2325.00 1.69 78:07 310,00 +D+0.750Lr+0.750(+H 1,00 1,00 I.00 9,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9D it 1 0,118 0.063 9.00 1.00 1,00 1,00 1.00 1.00 1.00 1.94 273,86 2325.00 0.42 19.52 310.00 )+0,750L+0.7505+H 1,00 1.00 1.00 1.00 1.00 9.00 0,00 0.00 11,00 0.00 Length = 9,0 ft 1 0.383 0205 1.0€1 12 1.00 1.00 1.00 1,00 1,00 330 890.04 2325.00 1.37 63.43 310.00 Description : H 10 Load Combination Max Stress Ratios Moment Values Shear Values Segment length Span # M V C d C FN C i Cr Cm C t C L h1 rb E'b V 1v F v +p+ d+y 1.00 1.00 1.00 1.00 1,00 1,00 0.00 4,00 0,00 0.40 Length =9.0ft 1 0118 0,063 1;00 1,00 9.04 1.00 1.00 1,00 1.40 1.14 273.86 2325.00 0,42 %52 310,00 +C+0.70E+H 9,04 1,00 100 1.00 1.00 1.40 0.40 0.00 0,00 0,00 Length = 9,0 ft 1 0.116 0,063 1.00 14 04 1.00 1.00 1.00 1.00 1.00 1,14 273.86 2325.00 0,42 19.52 310,00 +D+0.750Lr+0,750L+0.7500+H 1.04 1.00 1.04 1.00 1.00 1.40 0.00 oko 0.00 0,40 Length = 9,0 ft 1 0,118 0.063 1,00 1,00 1.013 1.44 1.40 1,40 1,00 1.14 27186 2325.00 0,42 18.52 3%00 +p+0,750Lr+0.750L+0,5250E+H 1.003 1.00 1.00 1,00 1,40 1.00 0.00 0,00 0,00 0.00 Length = 9.0 It 1 0.118 0,463 1.00 1,00 1.40 1.00 1.04 1.04 1.00 1.14 273.86 2325.00 0.42 19.52 310.00 +p+0,750L+0.7505+0.750N+H 1.00 1.40 1,04 1.00 1.00 1,00 3.00 0.00 0.00 4.00 Length = 9.0 It 1 U83 13105 100 1.00 1,00 1,44 1.00 1:413 1.00 3,74 890.04 2325.04 1,.37 63,43 310,44 +L3+0,750L+0.7505+4.5250E+H I,00 1.001 I Iko 1.00 1.00 0.04 0.00 0.40 0,00 Length = 9.0 It 1 4.383 0.205 1,00 1.44 1,030 1.00 1,00 1.00 1;00 3.70 890.04 2325.00 1,37 63,43 390,00 +06043+fit+H 1,00 1,00 1,04 1.00 1.03 1,00 4.00 0.04 0,00 0.40 Length = 9.0 it 1 4.071 0,038 1.40 1.40 1.00 -1.00 1.00 1.00 1.00 0.68 96432 2325.00 0.25 11,71 310.00 +0,60D+0.70E+H 1,00 ' 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.4 it 1 0,071 0,038 1.00 4.030 1.00 1.40 1,00 100 1.00 0.68 164.32 2325:00 4.25 1131 390.04 Overall MaXimufn ix '- 8Cto d ga d Load Combination Span Max. " " Dell location in Span load Combination Max, "+" Def Location in Span C+5 1 4,1867 4.533 4.0400 0,000 Vertical Reactions . UnfactoredSupport notation ; Far left is #1 Values in YIPS Load Combination Support 1:.. Support 2 Overall h1AXimum 2.025 2.425 D Only 4.506 4.506 Only 1,519 1.519 D+S 2,025 2.025 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E ., Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 850.0 psi Ebend-xx 1,300.Oks1 Fc - Phil 1,300.0 psi Eminbend - xx 470-Oksi Wood Species Hem Fir Fc - Perp 405.0 psi 3-2x8 Wood Grade No,2 Fv 150.0psi 849.2 psi fv: Actual Ft 525.0 psi Density 2730pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling 150.00 psi Load Combination +D+S+H '0A55) S(0,461;' +D+S+H Location of maximum on span p 3,000ft V 0.000 ft Span # where maximum occurs 0_/_Xo Span = 6.0 ft Applied Loads, Service loads entered, Load Factors will be applied for calculations. Uniform Load - D = O.010, S = 0.030 ksf, Tributary Width 15.50 it, {Roof} 980 ""DESIGN StdAR Maximum Bending Stress Ratio 0.833 I Maximum Shear Stress Ratio 13,458 : I Section used for this span 3-2x8 Section used for this span 3-2x8 fb: Actual 849.2 psi fv: Actual 68,66 psi FB: Allowable 1,020.00psi Fv, Allowable 150.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span p 3,000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span If I Maximum Deflection Max Downward L+Lr+S Deflection 0.073 in Ratm= 980 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.098 in Ratio= 735 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values ShearValues Segment Length Span # M V C d C FN C i Cr C M C t C L M fb Fb V fV Fv D Only 0,00 0.00 OW OZO Length = 6.0 ft 1 0.208 0,114 1,00 120 1,00 1.00 IZO 1,00 1.00 0,70 212,32 1020,00 037 17,17 150,00 +D+L+H 1,20 1.00 1,00 1.00 1,00 1.00 0.00 0.00 0,00 0,00 Length = 6,0 it 1 0,208 0,114 1.40 1,20 1,00 1,00 1,00 1,00 1,00 0,70 21232 1020,00 0,37 17,17 150,00 +D+Lr+H 110 1,00 1.00 1.00 1,00 1,00 0.00 0,00 0.00 0,00 Length = 6L0 ft 1 0,208 0.914 1,00 1,20 1,00 1.00 1,00 1,00 1,00 030 212.32 1020,00 0,37 1717 150.00 +D+S+H 1,20 1,00 1.00 1,00 1,00 1.00 0.00 0.00 0.00 0,00 Length = 6,0 It 1 0,833 0.458 1,00 120 1.04 1.00 1,00 1,00 1,00 239 849,27 1020,00 1.49 68,66 150,00 +D+0,75OLr+0.750L+H 1,20 1,00 1.00 1.00 1,00 1,00 0.00 0.00 0.00 0,00 Length = 6,0 ft 1 0,208 0,114 9.00 120 1,00 1,00 1.00 1,00 1.00 0,70 212,32 1020.00 0,37 17.17 150.00 )+0,750L+0,7506+H 1.20 1.00 1,00 1.00 1,00 1.00 0,00 0,00 0,00 0,00 Length = 6.0 it 1 0.677 0.372 1.00 1,20 1,00 1,00 1,00 1.00 1,00 2,27 690.04 1020,00 1,21 55,79 150.00 Description : HD1i -- Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V_ C d C FNC i Cr C rn C t CL 10 to Fb V fv Fv +D+W+H 1.20__ 1.00 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00 Length = 6.0 It 1 0.208 0.114 1.00 1.20 1.04 1:00 1,00 1.00 1:00 0.70 212.32 1020.00 0.37 17.17 150.00 +D+0.70E+H 1.20 1.00 1:00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 6.0 f1 1 0.208 0.114 1.00 1,20 1.00: 1.00 1.00 1.00 1:00 0.70 212.32 1020.00 0.37 17.17 150,00 +D+0.750Lr+0.750L+0,750W+H 1.20 1.00 1.00 1.00 1.00 1:00 0.00 0.00 11.00 0:00 Length = 6.0 It 1 0,208 0,114 1.00 1.20 9.00 1.00 1.00 1,00 1.00 0.70 212.32 9020,00 0.37 17,17 150,00 +D+0.750Lr+0.750L+0,5250E+H 1.20 9.00 1.00 1.00 1.00 9,00 0.00 0.00 0,00 0,00 Length = 6.0 ft 1 0.208 0.114 12 1.20 9,00 1,00 1.00 1,00 1,00 0.70 212.32 1020.00 0,37 17.17 150,00 +D+0.750L+0.7505+0.750W+H 1.20 1.00 1,00 1.00 1.00 1.00 0,00 0,00 000 0.00 Length = 6.0 ft 1 0,677 0.972 1.00 1,20 9.00 1.00 1.00 1.00 1.00 2,27 60004 1020,00 121 55.79 150.00 +D+0.7501.+0.7505+0.520E+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6,0 ft 1 0.677 0.372 1.00 1.20 1.00 1.00 1,00 1,00 1.00 2.27 690:04 1020.00 1.29 55.79 150.00 +0.6009+W+H 1:20 1.00 1.00 1:00 1.00 1,00 0,00 0.00 0.00 0.00 Length = 6.0 ft 1 0,125 0,069 1.00 1.20 1.00 ,1.00 1.00 1.00 1.00 0.42 927,39 1020.00 0,22 10.30 150.00 +0.600+0.70E+H 1.20 ` 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6,0 St 1 0.925 0,069 1.00 1.201 9.00 1.00 1:00 1.00 1,00 0,42 127.39 1020.00 0.22 10.30 150,00 Overall Maximum e e ions - Unlaotored Loads Load Combination Span Max, V Deft Location in Span Load Combination Max. "+" Def Location in Span D+5 1 0.0979 3.022 0,0000 0.000 Vertical Reactions <acre •, , Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.860 1,860 D Only 0.465 0,465 S Only 9.395 1.395 D+S 1,860 1,860 CODE RFFE"E NCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set: ASCE 7-0 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850 psi : Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 850 psi Ebend- xx 1300 ksi Fc - Pri9 1300 psi Eminbend - xx 470ksi Wood Species :Flea-€ Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 277 pcf Beam Bracing' : Seam is Frilly Braced against lateral -torsion buckling -2h Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Lpo d : D 0.010, S = 0.030 ksf, Tributary Width 12,50 fl, (root Maximum Bending Stress Ratio""', 0079 1 Maximum Shear stress Ratio mm 0.313-1 Section Used for this span 3-24 Section Used for this span -2x6 fb : Actual _ 528.93psi fv: Actual 46.59 psi F : Allowable 1,105.0opsi Fv : Allowable 150.00 psi Load Combination ++S+H Load Combination +p+S+H Location of maximum on Span 2.000ft Location of maximum on Span - 3.54711 Span # where maximum occurs Span # 1 ;pan # where maximum occurs - span If 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.027 in Ratio = 1791 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.036 in Ratio w 1343 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V_ Cd C FIV C i C r C m C t CL M tb F°b V fv F,v D Only 0.00 0.00 0.00 0.00 Length = 4.0 it 1 0.120 0,078 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.25 132.23 1105.00 0.19 11.72 150„00 +D+L+H 1.30 1.00 1:00 1.00 1 N 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.120 0,078 1.00 9.30 1,00 1:04 1.00 1.00 1.00 025 132.23 1105.00 0.19 11.72 150.00 +D+Lr+H 1,30 1,00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 4.0 it 1 0.120 0.078 1.00 1.30 1.00 1,00 1.00 1.00 9,00 0.25 132.23 1105.00 0.19 11.72 150.00 +D+S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 4.0 it 1 0.479 0.313 1,00 1.30 1.00 1.00 1.00 1,00 1.00 1.00 528.93 1105.00 0.77 46.89 150,00 +D+0,750Lr+0.750L,+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.120 0:078 1.00 1.30 1.00 1.00 1.00 1.00 1,00 0.25 132.23 1105,x0 0.19 11.72 1%00 D+0.750L+0.7505+H 1.30 1,00 1.00 1.40 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4:0 ft 1 0.389 0.254 1,00 1.30 1.00 1,00 1.00 1.00 1,00 0.81 429.75 1105.00 0.63 38.10 150.00 Description : HD12 Load Combination Max Stress Ratios moment Vatuds Shear Values Segment Length Span # M V Cd C FtV C i Cr C m C t L M fb E"b V fv E`v +D+W+ # 9.30 1.00 1.413 1.00 1.00 1.00 0.00 0.00 0,00 U0 Length =4:Oft 1 0,120 0,078 1.00 1.30 1.00 1.44 1,00 1.00 1.00 0,25 132.23 1105.00 0.19 11,72 150.00 +D+0Y0E+H 1.30 1.40 1.40 1:00 1.00 1.00 0.00 0,00 0.00 0DO Length = 4:0 ft 1 4.120 0.078 1.00 1,30 1.40 1.00 1:41? 1.00 1.00 4.25 932.23 1105,00 11)19 11,72 1%04 +D+0.75OLr+0,750L+0.750W+H 1.30 1.40 1.40 1.00 1.00 1.00 0:00 0,00 0,00 0,00 Length = 4.0 It 1 0.120 0.078 1.00 1.30 1.011 1,00 1.0ib 1,40 1.00 0.25 132.23 1105.00 0.19 11.72 150.00 +D+0,750Lr+0,75OL40,5250E+H 1.30 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0,04 0,00 Length = 4.0 ft 1 0.120 0.078 1.00 1.30 1;00 1.00 1.00 1.00 1.04 0,25 132.23 1105.00 0.19 91.72 150.00 +D+4.750L+0.750S+0,7 0W+H 1.30 1,00 1.00 -1,00 1.00 1.00 HID 0.00 0,00 0,00 Length = 4,0 ft 1 0.389 0.254 1.00 1.30 1,00 1,00 1.00 1:00 1.00 0,81 429:75 1105.00 (L63 38,10 1%00 +D+0,750L+0.7505+0,5250E+H 1.30 1.00 5.00 1,00 1.00 1.00 0.00 4.110 0.04 0.00 Length = 4.0 ft 1 0.389 0.254 1.00 1.30 1,00 1.030 1.00 1,00 1.00 0.81 429.75 1105.00 0.63 38.10 150.00 +0.600;++H 1.30 1:00 9.00 1:00 1.00 1,00 0.00 0.00 0,00 0,00 Length = 4.0 0 1 0,072 0.047 1,04 1.30 1.00 1,00 1,00 1,00 1.00 0.15 79.34 1105.00 4.12 7.03 150.00 +0.641)+0.70E+H 1,30 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0,04 0.00 Length = 4,0 ft 1 0.072 0.047 1.00 1,30 ' 1.00 1.40 100 1.00 1.00 0.15 79.34 1145.00 0.12 7.03 150.00 Overall Maxilinum Defloctions - Unfactotellll Loads Load Combination Span Max, " " Def! Location in Span Load Combination Max, "+" Deft Location in Span D+S 1 0.0357 2,015 0,0000 0,400 Vertical Reactions -n t r d . - Support notation : Far left is 1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1,000 1.004 D Only 0.250 0.250 S Only 0.750 0,750 D+S 1,000 1,0013 CODE REFERENCES Serv=ice mads entered. toad Factors will be applied for calculations. Uniform Load : D = O} 010, S= 0,030 ksf, Tributary Width =13.875 ft, (Rolb Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 1212 Load Combination Set: ASCE 7-02 Maximum Bending Stress Ratio - O 836 1 Maximum Material Properties 0.393 :1 Section used for this spars -2xI2 Analysis Method: Allowable Stress Design Fb - Tension 850 psi E: Modulus of Elasticity Load Combination ASCE 7.02 Fb . Compr 850 psi bend- xx 1300 ksi' Fv : Allowable _ Fc - PO 1300 psi Eminbend - xx 470ksi Woad Species ; Fleas Fir Fc - Perp 405 psi 4.500ft Wood Grade ; No.2 Fv 150 psi Span # 1 Ft Beare Bracing' : Beam is Frilly Braced against lateral -torsion buckling 625 psi Density 27.7pcf r)ln 131376 0.41(326 0.000 in Ratio= 0 <360 7 3-2x 12 �ppliecl ad Serv=ice mads entered. toad Factors will be applied for calculations. Uniform Load : D = O} 010, S= 0,030 ksf, Tributary Width =13.875 ft, (Rolb Ratio= 1212 Maximum Bending Stress Ratio - O 836 1 Maximum Shear Stress Ratio = 0.393 :1 Section used for this spars -2xI2 Section used for this span 3-2x12 fb : Actual 710.40 psi tv : Actual - 68.88 psi FB . Allowable 850.00psi Fv : Allowable _ 150.00 psi Load Combination +D+S+H Load Combination +D+S+H Locations of maximum on spam - 4.500ft Location of maximum on span - 8,080ft Span # where maximum occurs - Span # 1 Span #inhere maximum occurs - Span # 1 ZKONMMIa 10 Max Downward L+Lr+S Deflection 0.089 in Ratio= 1212 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.119 in Ratio= 909 Max Upward `fatal Deflection 0.000 in Ratio= 0 <360 a uU nt ForOes & Stresses for Lad Combinations Load Combination Max Stress Ratios moment Values Shear Values Segment Length Span # M V_ C d C FA1 C i C r C m C t C L h1 fb Fb V tv F'v D Only 0.04 0,00 HO 0.04 Length = 9,0 ft 1 0.209 0.098 1.00 1.00 1,00 1,00 1.00 1,00 1.00 1.44 177.60 850 00 0.50 14.72 154,00 +p+L+H 1100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,04 Length = 9.0 it 1 0.209 0.098 1.04 1:00 1.00 1.00 1,00 1.00 1:00 1,40 177.60 854.00 0,50 14,72 150.00 +D+Lr+H 1,44 1.44 1.06 1.00 1.00 1,00 0.00 0.04 4.44 4.04 Length = 9.0 it 1 4.249 4.098 1,40 1 DO 1,40 1,40 1.44 1,00 1.44 1.44 177.64 8%00 0.50 14.72 154.04 +D+S+H 1.00 1.40 1,40 1.40 1,40 1.44 4,40 4.44 4.40 4.40 Length = 9,0 it 1 4.886 0.893 1.40 1.40 1.00 1.00 1,04 1,00 1.04 5.62 710,40 850,00 1.99 58.88 954.00 +D+0,75OLr+0.750L+H 1.00 1.04 1.00 1.40 1.00 1.00 0,00 0.00 0.00 0.40 Length = 9.0 it 1 0.209 0.498 1,04 1 DO 1.00 1.44 1.00 1.00 1.04 1.40 977,60 850.04 4.50 14,72 150.40 +0.750L+0.7545+H 1.00 1.04 1.40 1,40 1,00 1.00 0.04 0.44 0.44 4.44 Length = 9.0 it 1 0.679 4,319 1,44 1.04 1.00 1.04 1.40 1,40 1.44 4.57 577.20 854.04 1,61 47.84 150,00 Descr ption : HD13 Load Combination flax Stress patios Moment Values Shear Value Segment Length Span # M V. Cd C FV Ci Cr C m C t CL M fb F`b V F v +t3+W+H 1,00 1.00 1.00 1,04 1.00 9.00 0.00 0.00 0.00 - 0,00 Length : 9.0 it 1 0.200 0.098 1.00 1,00 1.00 1,00 1.00 1,00 1.00 1.40 17].60 850,00 0,50 1432 950,00 +p+0.70E+H 1,00 1,00 1.00 1,00 1.00; 1,00 0,00 0,003 ' '0,00 0.017 Length = 9,0 ft 1 0.209 0.096 1:00 I.00 1,00 1.00 3.00 1.00 1.00 1.40 17T60 810,00 0.50 14.72 150:00 +p+0.750Lr+0,750L+€,750W+H 1,00 1.00 1.00 9.00 1.00 1.00 0,00 0,00 0.00 0,00 Length = 9,0 it 1 0.209 0.090 1.071 1,00 1.00 1,00 1,00 1.00 1.Q4 1.40 177,60 550.00 0.50 94.72 150.00 +p+0.750Lr+0.750L+0.5250E+H I# 00 1.00 1,04 1.00 1,00 1,00 0.00 0,00 0.00 0,00 Length = 9.0 ft 1 0209 0.098 1.00 1,00 1,00 1.017 1.00 1,00 1,00 1.40 137.60 650,00 0,50 14.72 150,00 +p+0.750L+0.7505+0.750W+H 1,00 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0,770 0.00 Length= 9,0ft 1 009 0,319 1,00 1,00 1.00 1.00 1,00 1.00 14ti 4.57 577.20 850,00 1.671 47,84 150.00 +D+0,750L+0.7505+0,5250E+H 1,00 1.00 1,00 9.00 1.00 1.00 0.00 0.00 0.00 0,00 Length a 9.0 0t 1 0.679 0.319 1.00 1.00 1.00 1.00 1.40 1.00 1,00 4.57 577.20 850.00 1.69 47.84 150,00 +0.600+W+H I,00 1.00 5.00 1.00 1.00 1:017 4,00 0:00 0.00 0,00 Length = 9.0 it 1 0.125 0,059 1.00 1.00 1.00 1.00 9.00 1.00 1,40 0.84 < 106,56 850,00 4.30 8.8.3 150,00 +0,60L1+t1.70E+H 1.00; 1,00 ' 9.00 1.00 100 1.00 " 0:00 0,00 0,00 0.00 Length = 9.0 It 1 0.125 0,059 1 N 1.00 1,00 1.00 1,00 1,00 1.00 0.84 ' 106,56 850,00 0.30 8.83 150.00 Overall Maximum Load Combination Span Max. "- De5 Location in Span Load Combination Max. '+' DePl Location in Span C+, 1 0.1187 4.533 _ 0,0040 0.000 Vertical ti « Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support Overall MA imum 2,498 2.498 D tartly 0.624 0.624 Only 1,873 9.873 D+S 2.498 2.498 CODE REFERENCES Service loads entered, Load Factors will be applied for calculations, Uniform Load : D=0,010, S=0.030ksf, Tributary Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set - ASCE 7-02 Maximum Bending Material Properties 0.410-1 Section used for this span 3-2x8 Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E, Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 8%0 psi Ebend-xx 1,300.Oksi Fv: Allowable Fc - Pill 1,300.0 psi Eminbend - xx 470,Oksi Wood Species Hem Fir Fc - Perp 405.17 psi 3,000ft Wood Grade too. 2 Fv 150,0 psi Span # 1 Span 4 where maximum occurs Ft 525.0) psi Density 27,70pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling (0. 13875) O.4 625 Maximum Forces & Stresses for Load Combinations I ;J_Zxt$ Applied 'Loads Service loads entered, Load Factors will be applied for calculations, Uniform Load : D=0,010, S=0.030ksf, Tributary Width 13,875 it, (Rofo) Maximum Bending Maximum Shear Stress Ratio 0.410-1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb : Actual 760.24psi fv : Actual 61.45 psi FB: Allowable 1,020.00psi Fv: Allowable 150.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 3,000ft Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 Span 4 where maximum occurs Span # I znmllzmmif r Max Downward L+Lr+S Deflection 0,066 in Ratio= 1095 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.088 in Ratio= 821 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M to Fb V fV Fv D Only 0.00 0.00 0,00 0,00 Length = 6,0 ft 1 0,186 0.102 1,00 1,20 1,00 1,00 1,00 1,00 1,00 0,62 190-06 1020,00 0,33 1537 150,00 +D+L+H 1,20 1,00 1,00 1.00 1.00 1.00 OZ 0,00 0,00 0.00 Length = 6,0 ft 1 0.166 0,102 1,00 1.20 1.00 1,00 1,00 1,00 1.00 4.62 190,06 1020.00 0,33 15,37 150,00 +D+Lr+H 120 1.00 1,00 1.00 1,00 1.00 HO 0,00 0,00 0,00 Length = 6,0 it 1 0.186 0102 1,00 1,20 1,00 1,00 1,00 9.00 1.00 4.62 190.06 1020,00 0,33 1537 150,00 +D+S+H 120 1,00 1,00 1,00 1,00 1,00 OZ 0,00 0,00 0,00 Length = 6,0 it 1 0,745 0,410 1,00 1,20 1.00 1,00 1,00 1.00 1,00 2.50 76024 1020,00 1.34 61,46 150,00 +D+0,754Lr+0.750L+H 1,20 1.00 1,00 1.00 1.00 1,00 0.00 0,00 0,00 0,00 Length = 6,0 ft 1 0,186 0,102 1,00 1,20 1,00 1.00 1,00 1,00 1,00 0Z2 190,06 1020,00 033 15.37 150,00 1,20 1.00 1,00 1.00 1,00 IZ 0.00 0,00 000 0,00 Length =6,0 ft 1 0,606 0,333 1,00 1,20 1,00 1,00 1.00 too 1,00 2.03 617.69 1020.00 1,09 49,94 150.00 Description . HD14 Load Combination Max Stress Ratios Moment Vatues Shear Values , Segment Length Span # M V_ C d C FN C I C r Cm C t CL M fb F'b V fv F'v +D+fir+H 1,20 1.40 1.00 1.00 1,00 1,00 0:44 0.00 0.00 0.00 Length = 6.4 It 1 0.186 0.102 1.40 1.20 1.00 1.00 1.40 1.40 1.00 0.62 190.06 1020.00 4,33 15.37 1511.00 +D+0.70E+H 1.24 1.04 1.40 1,40 1.40 1,00 0,40 4.04 0.00 4.04 Length = 6.0 ft 1 4.186 0:142 1.00 1,20 1.40 1.00 1.00 1.40 1,00 0.62 190.06 1424,04 11.33 15.37 1%00 +D+0.750Lr+0.750L+0.750W+H 9:20 1.40 - 1.49 1.00 1.40 1.94 0,04 0 00 0,04 0,00 Length = 6.0 ft 1 0.186 0.102 1.40 120 1.00 1.40 1.40 1.00 1,00 4.62 190.06 1420,04 4.33 15.37 150,00 +D+0.750Lr+0.750L+0,5250E+H 120 1.40 1.00 1.00 9,40 1.00 9.90 0.40 000 4.44 Length =6,0ft 1 0.186 0.102 1,40 120 1.40 1,40 1.00 1.40 1.00 0.62 199.46 1420.94 4.33 15.37 150.00 +D+0.754L+0.7505+0.750 '+H 1.20 1,44 1.40 1:40 1.40 1.40 0.00 4.40 0,00 0.04 Length = 6,0 ft 1 0,646 9.333 1.40 9,20 1.04 1.00 1.00 1,90 1.40 2,03 617.69 9424:40 1.49 49.94 950.04 +D+4,750L+0.7505+0 5250E+H 1.20 1.40 1,49 1.00 1.00 1.00 4.40 4.40 0,94 0Z Length = 60 It 1 4.606 11.333 1.00 1,20 1.00 1,00 1:00 1.40 1.00 2.43 617.69 9424.44 1,09 49.94 150.04 +4.601)+W+H 1.20 1,09 1.00 1,04 1,00 1.00 0.40 0,44 0.04 0.40 Length = 6.0 It 1 4.112 9.061 100 1.24 1.44 1.00 Ik() 1.09 1,00 4.37 114.44 9020:40 4.20 9.22 150.00 +0.601?+0.70E+H 120 1,04 1.04 1.04 1.4(7 1.40 0,00 0,40 0.40 0,00 Length M 6.0 It 1 4.112 0.061 1.09 1.24 1.04 1.00 1.44 1,00 1.40 4.37 114.44 1424.00 4.20 9.22 150,04 Overall Maximum Deflections - Unfactorod Loails Load Combination Span Max "-`Caen Location in Span Load Combination Max, "+" Deli Location in Span D+S _ 1 0,0876 3.422 0.0000 0,000 Vertical Rtlorl . nfa t r . . , ; Support notation Far left is #1 Values in KIPS Load Combination Support 9, Support 2 Overall MAN€mum 1.665 1,665 D Only 0.416 4.416 S Only 1,249 1.249 D+S 1.665 1,665 CODE REFERENCES 0i Max Stress Patios Caiculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Max Upward Deflection Load Combination Set: ASCE 7-02 Ratio= 0 <480 Material Properties M V_ Analysis Method: Allowable Stress Design Fb - Tension 2600 psi E: Modulus of Elasticity 0.000 Load Combination ASCE 7-02 Fb - Compr 2800 psi Ebend- xx 19OOksi Fc - Pr31 2510 psi Eminbend - xx 965.71 ksi - Wood Species : iLevet Truss Joist Fc • perp 750 psi 0.00 Wood Grade' : MicroLarn LVL 1.9E Fv 285 psi 0.368 0.224 Ft 1555 psi Density 32.21 pcl Seam Bracing : Sears is Fully Braced against lateral -torsion buckling +p+L+H 63.71 265.00 3.00 1.00 9.00 1.00 1.00 Length = 6.0 it 1 0.166 0.224 1.00 1.00 1.00 1,00 +D+Lr+t3 2600.00 3,12 63.71 285.00 1.00 1.00 Span = 6.0 ft Length = 6.0 ft t $ t t Service loads entered, Load Factors will be applied for calculations. S �:.oad for Span Number 'E _ _ 1.00 Uniform Load ; f3 = 0,010, S= 0,030 ksf, Extent 2.0 w » 6.0 it, Tributary Width =13.875 ft, (ROOF) 6.22 Point Load : 0 = 4.405, S =11216 k (a), 2,0 If, (GT4) 2600,00 DESIGN$UMNARY, 1.00 1.40 Maximum Bending Stress Ratio = 0.575 1 Maximum Shear Stress Ratio - 0.834 : 1 Section used for this span -1.75x14 Section used for this span -1.75x14 fu ; Actual 1,742.25psi fv : Actual 254.84 psi FB : Allowable _ 2,600.00psi Fv ; Allowable _ 285,00 psi Load Combination +D+S+Ft Load Combination +O+S+N Location of maximum on span - 2.015ft Location of maximum on span - 0.000 ft Span # where maximum occurs - Span # 1 Span # where maximum occurs 4 Span # 1 Afflmfffllmmi� Max ! Deflection 0i Max Stress Patios Moment Values Max Upward Deflection O 000 in Ratio= 0 <480 DownwardMax M V_ Cd Max Upward Total Deflection 0.000 Cr D Only Load Combination Max Stress Patios Moment Values Shear Valises Segment Length Sparc # M V_ Cd C FN C i Cr D Only 0.00 0.00 Length = 6.0 ft 1 0.368 0.224 1.00 1.00 1.00 1.00 +p+L+H 63.71 265.00 3.00 1.00 9.00 1.00 1.00 Length = 6.0 it 1 0.166 0.224 1.00 1.00 1.00 1,00 +D+Lr+t3 2600.00 3,12 63.71 285.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.168 0.224 1.00 1.40 1.00 1.00 +D+,+H 6.22 435.54 2600,00 3.12 1.00 1.40 3.00 Length = 6.0 ft 1 0.670 0.894 1,00 1.00 1.00 1,00 Y+0.75OLr+0.7501.+F1 1.00 1,00 24,90 1,742.25 1.00 1.00 1,00 Length = 6.0 ft 1 0.168 0.224 1.00 1.00 1.00 1.00 Moment Values Shear Valises Crn C t CL to _ F'b V fv Fv. 0.00 0.00 0.00 0.00 1.00 9.00 1.00 6,22 405.54 2600.00 3,12 63.71 265.00 3.00 1.00 9.00 0.00 0.00 0,00 0,00 1.00 1.00 1.00 6.22 435,54 2600.00 3,12 63.71 285.00 1.00 1.00 9.00 0.00 0:00 0,00 0.00 1.00 1,00 1:00 6.22 435.54 2600,00 3.12 63.71 285.00 1.00 1,00 1.00 Ho 0.00 4.00 0.00 1.04 1.00 1,00 24,90 1,742.25 2600.00 92,49 254.84 285.00 1,00 1.00 1,00 4.00 0.010 0.00 0.00 1,00 1.00 1.00 6.22 435.54 2600.00 312 63.71 285Z Description: H15 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V C d C FN C i Cr .1.00 Cm t C L lb Pb V fV Pv +D+0,750 +0 7505+H 1,00 1.00 1,00 1.00 1.00. 0,00 0.00 0,00 0.00 Length = 6.00 1 0.544 0.727 1,00 1.00 1.00 1,00 1.00 1.00 1,00 20,23 1,415.57 2600.00 10.15 207,06 205.00 +D+W+H 1.00 1.00 1.00 1,00 1,00 1.00 0,00 0.00 0.00 0A Length = 6.0 it 1 0.168 0.224 1.00 1,00 1.00 1.00 1.00 1.00 1,00 6,22 435,54 260000 3.12 63.71 285,00 +D+0.70E+H 1,00 1,00 , 1,00 1.00 1.00 1.00 0:00 0,00 0.00 0,00 Length = 6.0 it 1 0.168 0,224 1,00 1.00 1.00 1.00 1.00 1.00 1,00 6.22 43554 2600.00 3.12 63.71 285,00 +D+0.750Lr+0,750L+0,750W+H 1:00 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0.00 0.00 Length = 6.0 Et 1 0.168 0.224 1.00 1.00 1,00 1,00 1,00 1.00 1.00 6.22 435,54 2600.00 3.12 63.71 285.00 +D+0.750Lr+0,750L+0,5250E+ 1,00 1.00 1.00 1.00 1,00 1.00 0,00 0,00 0.00 0.00 Length = 6.0 it 1 0.168 0,224 1.00 1.00 1,00 1.00 1.00 1.00 1.00 6.22 435:54 2600.00 3,12 63.71 285;00 +D+0,750L+0.750 +0.7501 +H 1,00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0,00 Length = 6.0 It 1 0.544 0.727 1.00 1.00 1,00 1.00 1,00 1,00 1.00 20.23 1,415.57 2600.00 10,15 207.06 285,00 +D+0,750L+0.7505+0.5250E+H 1.00 1.00 1.00 1,00 1.00 1,00 0,00 0.00 0,00 0.00 Length = 6.0 it 1 0.544 0.727 1.00 1 00 1.00 - 1„00 1.00 1,00 1.00 20.23 1,415.57 26W00 10.15 207.06 285.00 +0.60D+W+H 1.00 1.00 1.00 100 1,00 1.00 0,00 0:00 0.00 0,00 Length = 6,0 It 1 0,101 0.134 1,00 1.00 1.00 1.00 1:00 Ikl) 1.00 3,73 261.32 2600.00 1.87 38.22 285,00 +0,60D+0.70 + 1.00 ' 1.00 9.00 1:00 1,00 1,00 0.00 0.00 0.00 0,00 Length =6,00 1 0.101 0.134 1.00 1.00; 1.00 1,00 1.00 IkO 1,00 3.73 261.32 2600.00 1,87 38,22 285.00 Load Combination Span Max, '-"Def Location in Span Load Combination Max. '+" Dail Location in Span D+S 1 0.0573 2.781 0.0000 0.000 Vailtical Reattions -1 t , , Support notation : Far left is 1 Values in KIPS Load Combination Support I Support 2 Overall MAXI um 12.487 7.354 D Only 3122 1.838 S Only 9.366 5.515 D+S 12.487 7.354 Description : HD16 0.127 Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0,010, S = 0.030 ksf, Tributary Width= 27.750 it, (ROOF) CODE RE 1.00 1 0.210 0127 Calculations per MDS 2005, IBC 2009, CBC 2010, ASCE 7-10 1 0.841 Maximum Bending Stress Ratio 0.841:1 Maximum Load Combination Set: ASCE 7-0 0.51O :1 Section Used for this span 2-1.75x7,25 Material Properties 2-1.75x7.25 to : actual _ 1,954.9Opsi Analysis Method: Allowable Stress Design Fb - Tension 2325 psi E : Modulus of Elasticity Lead Combination ASCE 7602 Fb - Compr 2325 psi Ebend- xx 155Oksi Load Combination Fc - Prll 2050 psi Eminbend - xx 787.815ksi Wood Species : it-evel Truss Moist Fc - Perp 8OO psi Span # 1 Wood Grade : TimberStr nd LSL 1.55E Fv 310ps 1.00 Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1070 psi Density 32.21 pci }(0177- `U32 1.00 Max Upward L+Lr+S De0ection �i Yt41t �t i?���}�=a,a}y1,7,at+wa��r�tYtx a11t1s�i Yu�:�r*�r�Y�yat, rk�t �in�Ya�\} r t iar�S�;t�ii Ylvi��a�`�'Y �\�43rN�� tY'iG'N �'31� .G.' 4 . f oA l .40 Span « 6,0 Applied" Loads" 0.127 Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0,010, S = 0.030 ksf, Tributary Width= 27.750 it, (ROOF) 0.927 1.00 1 0.210 0127 1.00 1 0.841 Maximum Bending Stress Ratio 0.841:1 Maximum Shear Stress Ratio - 0.51O :1 Section Used for this span 2-1.75x7,25 Section used for this span 2-1.75x7.25 to : actual _ 1,954.9Opsi fv :,Actual - 158.05 psi F : Allowable 2,3 5.00psi Fv : Allowable 310.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on Span - 3.400ft Location of maximums on span 01000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1.00 1.00 1,00 Max Downward L+Lr+ S Deflection 0.142 in Ratio = 508 1.00 Max Upward L+Lr+S De0ection 0.000 in Ratio = 0 <480 1.00 Max Downward Total Deflection 0.189 in Ratio = 381 1.00 Max Upward Total Deflection 0.000 in Ratio = 0 <360 1.40 Load Combination Segment Length D Only Length = 6,0 it +D+L+H Length = 6,0 ft +D+Lr+H Length = 6.0 f4 +D+S+'H Length = 6,0 it D+0.750Lr+0.750L+H Length = 6.0 ft +D+0,750L+0.7505+H Length = 6.0 it Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t CL 1 0.210 0.127 1.00 1 0.210 0.927 1.00 1 0.210 0127 1.00 1 0.841 0.510 1,00 1 0.210 0.127 1.00 1 0,683 0.414 1.40 1.00 1,00 1,00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1,00 1: 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.40 1.40 1Z 1,00 1.00 1,00 1.40 1.00 1,00 1,00 !Moment Values Shear Values fb Fib V fv F,v_ 0.00 0.00 0.00 4.00 1,25 488.72 2325.00 0.67 39,51 310.00 0,00 0.00 0.00 0.00 1.25 488.72 2325,00 0,67 39.51 310.00 0.00 0.00 0.00 0.00 1,25 488.72 2325.00 0,67 39.51 310,00 0.00 0,00 0.00 0.00 5.00 1,954.,90 2325.00 2.67 158.05 310,00 0.00 0,00 0.00 0.00 1.25 488.72 2325.00 0.67 39.51 310,00 0.00 0,00 0.00 0.00 4.46 1,588.35 2325.00 2,17 128.42 310.00 Descr ption : HD16 Load Combination Sfax Stress Ratios Moment Values Shear Values Segment Length Span # Al V Cd C RV C i Cr C m C t CL 141 fb F`b V fv F"v +D+ +H 1.00 1,011 1,00 1.00 1W 1.00 0,00 0.O0 (Loo 0,00 Length = 6.0 ft 1 0,246 0,127 1.00 1,00 1.00 9:04 I 1,04 1.00 1.25 488.72 2325,110 0.67 59.51 310.44 +D+O,7OF+H 1.00 1,00 1,00 1.00 1,00 1.04 11.00 0.00 0,04 0,00 Length =6,08 9 0110 0,127 1.001 1.00 1.09 1.00 9,00 1.00 1.04 1.25 488,72 2325,00 0.67 39.51 310,00 +D+O.75OLr+O.75OL+O.75OW+ 1.40 1,110 1,00 1.00 1,00 1.00 O.00 0,O0 D,44 0.00 Length = 6.0 It 1 011O 0.127 1.00 I Z 1.00 1,00 1.00 1 0 1.00 1,25 488.72 2325,00 0,67 39,51 310,00 +D+0,75OLr+0.7501+0,525OF+H 1,00 1.00 9,00 9.00 1,00 1.00 O,00 0,00 0.00 O,00 Length = 6.0 ft 1 0,230 0.127 1.00 ' 1.00 1.00 9.00 1,00 1,00 1.00 1,25 488.72 2325.00 0,67 39,51 310.00 +D+0,75OL+0.7505+4 75O +H 1.00 1,00 1,00 9,00 1,04 9.00 0,00 0,00 0,00 0.00 Length = 6.0 ft 1 8,683 0.414 1,00 1.00 1,00 1.00 1.00 1,00 1,00 4,06 1,588.35 2325,40 2,17 128,42 310,00 +D+0.75111+0,7505+0.5250+H 1.00 1.00 1.00 1,04 1,00 1:00 4.00 0,00 0.00 0,00 Length = 6.O f1 1 0.683 0.414 1,00 9.00 9,04 1.00 1,030 1N 1,00 4.06 1,588.35 2325,00 2,17 128.42 310,00 +0,6OD+W+H 1:00 1.00 9.00 9ko 1.00 1.00 0.40 0,04 0,00 0.010 Length = 6,0 ft 1 0.126 0.076 1,00 1.00 1.00 1.004 1,00 1.04 1.40 0.75 233.23 2325.00 0.40 23.71 310,00 +0.6013+0.700+H 9.00 1,00 1.00 1,00 1:00 9.00 " 0.40 O,00 0.00 0,00 Length = 6L ft 1 0,126 0.076 1.00 1,00 9.003 - 1.00 1.00 1,00 1,00 0,75 293,23 2325.00 0.40 23.71 310,411 Load Combination Span Max. "-" Deft Location in Span Load Combination Max, "+" Dell Location in Span D+S 1 01890 3,022 0.0400 0,000 VertiRoams - Unfktoted Support natation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall h4AAsmurn 3.330 3.330 D Only 4,833 0.833 S Only 2.498 2.498 D+S 3,330 3.334 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-113 Load Combination Set : ASCE 7-02 Material Properties Analysis Method : ,Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elasticity Load Combination ASCE 7.02 Fb - Compr 2,325.0 psi [ bend- xx 1,550.0 ks Fc - Pill 2,050.0 psi Fminbend - xx 787.82 ksi Wood Species ; iL:evel Truss Joist Fc - Perp 500,0 psi Wood Grade : Timber Strand LSL I .55E Fv 310,0 psi Ft 1,070.0 psi Density 32..210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0.2775 0.32 yuiily \ }�\.'�' ,t�3 <•,k li, t t�\ tC '� tt S..t�� 3 �.\U Sti,�'k k� , 1y1'1�. a x''a U°+k��$la�t ��, Yl^..ro;, ,�`}\t,.tu it '��� � C ",\.'Ut. r}tu��il t1��.g'a \r ,. i�» -1.75x11,87 Sparc = 9.O ft i i Loads „ Service loads entered. Load Factors will Lao applied for calculations, _ - Uniform0.0 Load : D = 10,, - 0.0361 ksf, Tributary Width - 27°750 fl, (RC3t3F) DESIGN SUM 9aximum Bending Stress Ratio - 0105 1 Maximum Shear Stress Ratio - 0,454: 1 Section used for this Span 2-1.75ft11.57 Section Used for this span -1.75x11.57 fb : Actual - 1,639.51 psi fv : Actual - 140.80 psi FB: Allowable 2,32 .00p i Fv : Allowable 310.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span - 4.50011 Location o1 maximum on span _ &015 ft Span # where maximum occurs - Span # t span # where maximum occurs - Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.153 in Ratio = 501 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0,218 in Ratios = 496 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations; Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb _ F`b V fV _Pv D Only 0,00 0,00 0,00 0.00 Length : 0.61 It 1 0.976 0,114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2,81 409.88 2325,00 0,98 35.20 310.00 +O+L+H 1.00 1,00 1.00 1.00 1,00 1.00 0.00 0,00 0.00 0.00 Length = 9.0 it 1 0.176 0.114 1.00 1.00 1.00 1.00 1.00 1.00 9.00 2.81 409.88 2325.06 0.98 35.20 390.00 +LI+Lr+H 1.00 1.00 1.00 1,00 1.00 9,00 0,00 0,00 0.00 0.60 Length = 9,0 ft 1 17.176 0.114 9.00 I W 1,00 1,00 1.00 1,00 9.00 2.83 409.88 2325.00 0.98 35.20 310.00 +fI+S+H 1,00 1.00 1,00 1.00 I 1.00 0,00 0.00 0,00 0,00 Length m 9.0 ft 1 0,705 0.454 1.00 1.00 1.00 1.00 1.00 1,00 1.00 11.24 1,639,51 2325.00 3.90 140.80 310,00 1k.750Lr+0.750L+H 1,00 1.00 1.00 1.00 9.00 1.00 0.00 0,00 0.00 0.00 Length = 9.0 If 1 0.176 0.914 1.00 1.00 1.00 1.00 1.00 1.00 1,00 2.81 409.88 2325,00 0,98 35.20 310.00 +C)+0.750L+0,7505+H 9.00 1.00 9.00 1.00 1.00 1.00 0.00 0100 0.00 0.00 Length = 9.0 It 1 0.573 0.369 1.00 1.00 1„00 1.00 1.00 1,110 1.00 913 9,33211 2325.00 3.17 914.40 310.00 Description : H1717 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FIV C i Cr C m C t C L M fb F'b V fv F'v +D+W+H 1.00 1,00 1.00 1.60 1.00 1.00 0.00 0.00 11.00 0.00 Length = 9.0 it 1 0,176 0.114 9.00 1,00 1.00 1.00 1,00 1.00 1.00 2.81 409.88 2325.04 0.98 35.20 310.00 +p+0.705+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.06 000 Length- 9,0 ft 1 0.176 0.194 1,00 1.01 1.00 , 1,00 1.00 1.00 1,00 2,81 409.88 2325.06 0.98 35.20 3%00 +p+0,750ix+0.7 0L+0.750W+H 1.00 1.00 1.60 1.00 1.00 1.00 0.00 0.06 0.00 0.00 Length :9.0ft 1 0178 0,114 1,00 1.130 1.60 1.00 1.00 9,00 1.00 2.81 409.88 2325.00 0,98 35.20 310.00 +p+0.750Lr+0.750L+0.52505+ 1.00 1.00 1,00 1.00 1.00 1.00 0,00 .0.00 0.00 0.00 Length = 9.0 ft 1 6,176 0.114 1.00 1.00 1.00 ` 1.00 1.00 1.00 1.00 2.81 409,88 232.5,40 0.98 35.20 310.00 +t3+0.750L+0.7505+0.750W+H 9.00 1.04 1,00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 9.0 ft 1 0.573 0.369 1.00 1.00 1.00 1,00 1.00 9,00 1.00 9A3 , 1,332,11 2325.00 3.17 114.40 310.06 +(3+0.750L+4.7505+4.5250E+H 1.00 9,04 1.00 1.04 1,00 1,00 0.60 4:00 0.00 0.40 Length = RO ft 1 0,573 4.369 9.00 1.04 1.00 1.04 100 1,00 1.00 9.13 1,332.11 2325.00 3.17 154.40 310,00 +0.640+ +H 1,04 1.00 1.00 I .Q4 1.00 1.00 0,60 0,00 0.00 4.00 Length = H It 1 0106 0,068 1.00 1:04 1.04 9.00 1 s00 1.04 9.0() 1,59 245,93 2325.00 0,59 21.12 314.40 +0.6013+0,70E+H 104 1.06 1.00 1.00 1.00 1.00 ti.60 0,00 4.00 4.00 Length = 9.0 It 1 0.106 0.068 1.00 1.00 ' 1.46 ' 1.40 1,06 1,00 1.04 1.69 245:53 2325,00 0.59 21,12 310.00 overall , r + � Load Combination Spam ... lax, "-" Deaf „ .... Location in Span Load Combination Max, "+' pe11 Location in Span D+S 1 0.2977 4.533 4.0000 0.000 Vertical Re91 tQ S - Unfectoted Support notation: Far left is #1 values in KIPS Load Combination Support 1 Support Overall MAXimurn 4,995 4.995 D Only 1.249 1.249 S Only 3.746 3,746 D+S 4.995 4,995 Description: Hfi18 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Service loads entered. Load Factors will be applied for calculations. Uniform Load : D =yrO3 010, 5 - 0,030 kstr„Tributary Lord Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fig - Tension 850 psi F: Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr" 850 psi Ebend- xx 1300 ksi • . Fc - Fdl 1300 psi Eminbend - xx 470 ksi ; Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Density 273 poi Beam Bracing : Barri is Frilly Braced against lateral -torsion buckling D .6 � 3-2x1 Ap ll d Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D =yrO3 010, 5 - 0,030 kstr„Tributary Width 20.0 ft„ (ROOF) .+,.FIB +, . ;�?„ r .,.. , . .. . .. i . • . r... � , ,...., Maximum Bending Stress Ratio - ,... . ,: 0.431:1 Maximum Shear Stress natio - 0.34 :1 Section used for this span 3-2x6 Section used for this span 3-2x6 fid : Actual 476.03 psi fv : Actual - 50.95 psi FB: Allowable - 1,105.00psi Fv: Allowable _ 1%00 psi Load Combination +D+S+H Load Combination +t+S+B Location of maximum on span - 1.500ft Location of maximum on span - 0.600 fit Span # where maximum occurs - Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.014 in Ratio = 2654 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.018 in Ratio = 1991 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios foment Values Shear Values Segment Length Span # M V C d C FN C i Cr C rn C t C L M fb Fb V fv Fv D Only 0,00 0,00 0 00 Ho Length = 3.0 ft 1 0.108 0.055 1:00 1.30 9.00 1.00 1.00 1.00 9.00 0.23 119.01 1105.00 0,23 12.74 150.00 +D+L+H 130 1,00 1,00 1.00 9.00 1,00 0.00 0,00 0.00 0.00 Length = 10 If 1 0.108 0.085 1.00 1.30 1.00 1.00 9.00 1.00 1.00 0.23 119.01 1105,00 0.23 12,74 150.01) +D+Lr+H 1,30 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.108 0,085 1.00 1,30 1.00 1.0€7 1.00 1.00 1.00 0.23 119,03 1105.00 0.21 12.74 150.00 +D+S+H 1.30 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0.00 0.00 Length = 3.0 ft 1 0.439 0.340 1.00 1.30 1.00 1.00 1:00 1.00 1,00 0.90 476.03 1105.00 0.84 50.96 150.00 7+0.750Lr+0 750L+H 1.36 1,06 1.00 1;00 1,00 1.00 0,00 0.00 0.00 0.00 Length = 3.0 If 1 0.108 0.085 1.00 1.30 1,00 1.00 1.00 1.00 1.00 013 119,01 9105.00 0.21 12.74 150.00 +C+0.750L+0.7505+H 9.30 1;00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.350 0.276 1.00 1.30 1.00 1,00 1.00 1.00 1.00 0,13 386.78 1105,00 0.68 49.41 150.00 Description : HD1d Load combination Max Stress Ratios Moment Values Shear Values Segment Length Sparc M V D d c FIV c i Cr D m C t; CL . M tb F'b V Af F`v +D+yy+H _ 1.30 1,00 _1.00 9.00 1.00 100 0.00 0.00 0,00 0.00 Length w 3.0 ft 1 0.108 0.085 1.00 9.30 1.09 1.00 1,00 1;00 1.00 0.23 119,01 1105.00 0.29 12.74 150.00 +D+0.70E+H 1.30 1,00 1.00 1.00 1.00 1,00 0.09 0,00 0.00 0.00 Length = 3,0 it 1 0..108 0.005 1,00 1.30 1,00 1.00 1.00 1,00 1.00 0.23 119:01 1105.00 0,21 12.74 150.00 +D+0,75OLr+0.750L+0.750W+H 1,30 1.00 1.00 1,00 1.00 1.00 0;00 0.00 0.00 0.00 Length w 3.0 It 1 0.108 0.485 1.00 1,30 1,00 1.00 1,00 9:00 1,00 0.23 119.01 1105,00 0.21 12.74 150.00 +D+0,750Lr+0,750L+0.5250E+H 1,30 1.00 1.00 ' 1,00 1.00 1:00 0,00 0,00 0.00 0.00 Length = 3.0 8 1 0.108 0.085 1;00 1.30 1,00 9.00 1,00 1,00 1:00 0.23 119.01 1105.00 0.21 12,74 1513.00 +D+0,750L+0.7505+0.750W+H 1,30 1.00 1.00 1.00 1,00 1,00 0,00 0.00 0.00 0.00 Length = 3.0 ft 1 0350 0.276 1.00 1.30 1.00 9.00 1.00 1,00 1,00 0.73 386.78 1105.00 0.68 41,41 150.00 +D+0.75OL+0.7505+0.5250E+H 1.30 1.00 1.00 1.00 1,00 1.00 0.00 0,00 0.00 0.00 Length = 3.0 it 1 0.350 0.276 1.00 1.30 1.00 1.00 1.00 1,00 1.00 0.73 386.78 1105,00 0.58 41.41 150.00 +0.60D+W+H 1,30 1,00 100 1,00 1.00 1.00 0,00 0,00 0.00 0.00 Length = 3:0 It 1 0.065 0,051 1.00 1.30 1.00 1.00 1000 1.00 1,00 0,14 71 A 1105,00 0.13 7.64 150.00 +0.6001+0.70E+H 1.30 1.00 1.00 1,00 1.00 1,00 0.90 0.00 0.00 0,00 Length = 3:0 ft 1 0.065 0.051 1.00 1.311 1.00 1.00 1,00 1.00 1.00 01.14 71.40 1105.90 0.13 7.64 150,00 Overall u D tfon ,� Unfactored toads w Load Combination Span Max. "-° Def Location in Spark Load Combination Max, "+" Daft Location in Span D+S 1 0.0181 1,511 0.0000 0,004 Verticalion » Unfactored . Support notation : Far left is 1 Values in KIPS Load Combination Support I Support Overall MAXimum 1.200 1.200 D Only 0,300 0.300 S Only 0,900 0.900 D+S 1,200 1,200 CODE REFERENCE Service toads entered. Load Factors will be applied for calculations, Calculations per NDS 2005„ IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : ASCE -02 Uniform Load : D=0,010, S = 0.030 ksf, Extent =1.03 Material Properties Width= 23.6 ft, (ROOF Analysts Method: Allowable Stress Design Fb - Tension 2600 psi E .' Modulus of Elasticity Load Combination' ASCE 7-02 Fb - Cornpr 2600 psi Ebend- xx 190Oksi Fc - Pr li 2510 psi Eminbend _ xx 955.71 ksi Wood Species : iL evel Truss Joist Fc - Perp 750 psi Section used for this Span Wood Grade : Miicr Lam LVL 1.9 E Fv 285 psi 3-1,7504 Ft 1555 psi Density 32.21 pcf Seam Bracing : Seam is Fully Traced against lateral -torsion buckling 126.41 psi F8 : Allowable - . .6 Fv Allowable - 285.00 psi Load Combination +L1+S+H Load Combination +D+S+H Location of maximum on span - 1.007ft Location of maximum on span _ 1.639 ft Span # where maximum occurs - Span # 1 Span # where maximum occurs 3-1.75x14 Span = 3.0 ft Applied heads Service toads entered. Load Factors will be applied for calculations, Point Load : D=4,60, S =13.80 k (`,)1.0 ft, (GT6) Uniform Load : D=0,010, S = 0.030 ksf, Extent =1.03 --» 3,Oft, Tributary Width= 23.6 ft, (ROOF DESIGN,$UMMARY;., Maximum Sending Stress Ratio OI 340 1 Maximum Shear Stress Ratio - 0.451 . I Section used for this Span 3-1.75x14 Section used for this span 3-1,7504 flu : Actual _ 898.4Opsi fv : Actual _ 126.41 psi F8 : Allowable - 2,6OO.00psi Fv Allowable - 285.00 psi Load Combination +L1+S+H Load Combination +D+S+H Location of maximum on span - 1.007ft Location of maximum on span _ 1.639 ft Span # where maximum occurs - Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward t+Lr+S Deflection 0.006 in Ratio = 6544 Max upward L+Lr+S Deflection 0.000 in Ratios = 0 <480 Max Downward Total Deflection O.O07 in Ratio = 4908 Max Upward Total Deflection 0.O0O in Ratio = 0 <360 Maximum Forces % Stresses for load Combinations Load Combination" Max Stress Ratios Moment Values shear Values Segment Length Spars # M V Cd C FN C i Cr Cm C t C L M Ib _ FYb V fir Fv D Only 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.086 0.113 1.00 1.00 1.00 1.00 1.00 1,00 1,00 3.29 224.60 2600.00 1.57 02.10 285,00 +D+L+H 3.00 1.00 1.00 I Zo 1.00 1.00 0,40 0.00 0.00 0.00 Length = 3.0 ft 1 0.086 0.113 1.00 3.00 1.00 3.00 1.90 1.00 1.00 3,21 224.60 2600,00 1.57 32.10 285.00 +D+Lr+H 3.00 1.00 3.170 3:00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 3.0 it 1 0.086 01.113 1.90 1.00 1,00 3.00 1.00 3.010 1.00 3.21 224.60 2600:00 1.57 32.30 285.90 `D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.346 9.451 1.00 1.99 1.06 1.09 1.00 1.00 1.00 12,64 896,40 2600.90 6.29 128.41 255.00 +1t+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.09 0.00 0..00 Length = 3.0 It 1 0.086 0.113 1.90 1.00 1,00 1.010 1.00 1.00 1.010 3.21 224.60 2600.00 1.57 32.90 285.00 +D+0.750L+9.7505+H 9.90 1,00 1.00 1.00 1.00 9,00 0.00 0.00 0,00 0.00 Description : HD19 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t CL M fb F b V to Pv Length = 3.0 ft 1 0.281 0.366 1,00 1,00 1.00 1,60 1,00 1,00 1,00 30.43 729.95 2600.00 511 104.34 285.00 +D+1N+H 1.00 1.00 1.00 1,00 0.00 1.00 0.00 0.00 0.00 0.00 Length =3.0It 1 0.086 0.113 1,00 1.00 1.00 1.00 1.00 1.00 1,00 3.21 224.60 2600.00 1.57 32.40 285.00 +D+0.70P+H 1,00 1.00 1.00 1.00 1,00 1,00 0,00 0.00 0.00 000 Length = 3,0 ft 1 0,086 0.113 1.00 1,00 1,00 1.00 1.00 3,00 1.00 3.21 224,60 2600.00 1.57 32,10 285.00 +D+0,750Lr+0.750L+0750W+H 1,00 1.00 1.00 1.00 1.00 1,00 0,00 0.00 0.00 0.00 Length = 3.0 ft 1 0,086 0.313 1.00 1.00 1.00 1,00 1.00 1.00 1,00 3,29 2200 2600.00 1.57 32.10 285,00 +D+0.750Lr+0.750L+0,5250P+H 1.00 1,00 1,00 3.00 1.00 1.00 0:00 0,00 0.00 0.00 Length = 3.0 ft 1 0,085 0.313 1,00 9,00 1.00 1.00 1.00 1.00 1.00 3.21 224.60 2600.00 1,57 32.10 285.00 +D+0.7501.+0.7505+0,750W+H 1,00 1.00 1.00 1.00 1,00 1,00 0.00 0.00 0,00 0,00 Length = 3.0 It 1 0.281 0,366 1,00 1.00 1.00 9.00 1.00 1,00 1,00 10.43 729,95 2600,00 5,11 104.34 285.00 +D+0.750L+0.7505+0.52505+H 1.00 1.00 1,00 1,00 9.00 1,00 0,00 0.00 0,00 0,00 Length = 3.0 ft 1 0.281 0.366 1.00 1.00 1.01 1.00 1.00 1.00 1,00 30,43 729,95 2600.00 5,11 104,34 285,00 +060D+1h±+H 1.00 1,00 1,00 9,00 9.00 3.00 0,00 0.00 0,00 0.00 Length = 3,0 ft 1 0.052 0.068 1.00 1.00 1.00 1.00 ' 1:00 1.00 1.00 1.93 134.76 2600,00 0,94 19.26 285.00 +0.600+0.705+H 1,00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0,00 Length = 3.0 It 1 0.052 0.068 1.00 9.00 1.00 7.00 1.00 1.00 1:00 1,93 134.76 2600.00 0,94 19,26 285,00 overatf Maximum Deftections Unfactored Load Load Combination Span Max, °-" Deft Location in Span Lead Combination Max. "+" DetO Location In Span D+S _ 1 0.0073 1.391 0,0000_ 0.000 Vertical Reactions . Unfactotid Support notation : Far lett is #1 Values in KIPS Load Combination Support i` Support 2 Overall MAXimum 12.880 7,360 D Only 3.220 1,840 S Only 9,660 5.520 D+S 12.880 7.360 Calculations per AISC 360-05, 1 B 2009, ASCE 7-10 Load Combination Set: ASCE 7-02 ale�(al ',iii Analysis Method: Allowable Strength Design Fy : Steel Yield 50.0 ksi Seam Bracing : Beam is Fury Braced against lateral -torsional buckling E. Modulus, 29,000.0 k i Bending Axis : Major Axis Sending Load Combination ASCE 7-02 D(4.6) S(13,8) C7 0.23E7 ___p . ♦ r {�l i(u14 'tiv tui � if aft yytt Y1 � ti�a �,�. a*� ill ..t+t 711 4�S �}t\li1�k Spark = .0 ft Applied Loads service loads entered. Load Factors will be applied for calculations. Load(s) for Spark Number 1 Point Load: D = 4.60, S a 1180 k ft 1,0 ft, (f3T5) Uniform Load, D = 0,010,. S T 0.030 ksf, Extent =1.0 3.0 it, Tributary Width = 23.6 it, (ROOF) DESIGN SUS Al Maximum Bending Stress Ratio = 6.827: 1 Maximum Shear Stress Ratio 0.642 :1 Section used for this spark W6x9 section used for this span W6 Ma: Applied 12,852 k -ft Va : Applied 12.880 Mn t Omega: Allowable 15.540 k -ft Vn/Omega : Allowable 20.060 k Load Combination +D+S+H load Combination +D++H Location of maximum on span 1. 005 ft Location of maximum on spars 0.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.026 in Ratio = 1,3611 Max Upward L+Lr+ Detection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.035 in Ratio = 1021 Max Upward Total Deflection 0,000 in Ratio = 0 <180 Maximum Forces & Stresses for Load:Combinations Load Combination Max Stress Ratios Summary of Moment ValuesSummary of Shear Values Segment Length Span # M V Mmax + Manx Me - Max Mnx Mn,. mega Cb Rm Va Max Vnx Vnx/0mega D Only Dsgn. L = 3.00 fl 1 0,207 0.161 3.21 3.21 25.95 15.54 1.00 1.00 3.22 30.09 20.06 +D+L+H Dsgn. L = 3.00ft 9 0207 0,161 3.21 3.21 25,95 15.54 1.00 1,00 3.22 30.09 20.06 +D+Lr+H Dsgn. L = 3.00 It 1 0.207 0.161 3.21 3,21 25.95 15,54 1.00 1.00 3,22 30.09 20.06 +D+S+H Dsgn. L = 3.00 It 1 0.827 0.642 12.85 12.35 25,35 15.54 1.00 1.00 12.88 30.09 20.06 +D+0.750Lr+0,750L+H Dsgn. L : 3.00 ft 1 0.207 0.961 3.21 3.21 25.95 35.54 1,00 1.00 3.22 30.09 20.06 +D+0.750L+0.7505+H Dsgn. L a 3.00 It 1 0.672 0.522 10.44 90.44 25.95 15,54 1.00 1.00 10.47 30.09 20.06 +D+fit+H Dsgn, L = 3.00 ft 1 0207 0.161 121 3,21 25:95 15.54 1.00 1.00 3.22 30,09 20.06 +D+0.70E+H Dsgn, L = 100 ft 1 0.207 0.161 3,21 3.21 25.95 15.54 1.00 1.00 3,22 30.09 20.06 b+0.750Lr+0.750L+0.750W+H Dsgn. L = 3,00 ft 1 0.207 0.761 3.21 3.21 25.95 15.54 1.00 1.00 3.22 30.09 20,06 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L : 3.00 it 1 0.207 0.161 3.21 121 25.95 95.54 1.00 1.00 3.22 30.09 20,06 +D+0,7 0L+0.7505+0.750W+H Dsgn. L = 3.00 it 1 0,672 0.522 10.44 10.44 25.35 15.54 1.00 1.00 10.47 30.09 20.06 +D+0.750L+0.7505+0.5250E+H Description : HD19-STEEL Load Combination Max Stress Ratios Summary of Moment Values Summary of Shur Vetoes Segment Length Span # M V Mrnax + Mmax Ma - Max Mnx MnxfOme a Cb Rin Va Max Vnx Vnx/Omega Dsgn. L = 3,00 ft 1 H72 0.522 100 10,44 25.95 15.54 1.00 1,00 10.47 30.09 20,06 +0.60D+W+H Dsgn. L w 3.00 It 1 0.124 0 096 1.93 1.93 25.95 15.54 1.00 1:003 1.93 30,09 20.06 +0.60D+0.70E+H Dsgn. L = 3.00 ft 1 0,124 0.696 9.93 1.93 25.95 15,54 1,00 1.00 1,93 3(1.69 20.06 Overall Maximum D li- Unbcterred Loads Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+' Dell Location in Span D+S 1 0.0353 1.395 0.0000 0.000 Vertical Reactions . Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimucn 12.880 7.360 O Only 3.220 1.840 S Onty 9.660 5.520 D+S 12.803 7.360 Description; HD24' CODE REFERENCES Calculations per NDS 2005, IBC 2000, CBC 2010, ASCE 7-10 Umf4orrgm Load : D=0,010, S = 0,030 ksf, Tributary Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb m Tension 850 psi : Modulus of Elasticity Load Combination ASCE 7#02 Fb - Compr 850 psi Fbend- xx 1300ksii •" Fc - Pi11 1300 psi Fminbend - xx 470 ksi Woad Species : Hem Fir Fc -Perp 405 psi Maximum Shear Stress Ratio Woad Grade : f~1o.2 Fv 150 psi 0.408-1 Section used for this span Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 3-2x8 fb : Actual _ 571.24 psi fv : Actual 61.15 psi FB: Allowable 1,105.0opsi Fv: Allowable 3-2x6 ppli d Loads Service loads entered, load Factors will e applied for calculations. Umf4orrgm Load : D=0,010, S = 0,030 ksf, Tributary Width= 24,0 ft, (ROOF) •" Maximum Bending Stress patio - 0,5171 1 Maximum Shear Stress Ratio - 0.408-1 Section used for this span -2x8 Section used for this span 3-2x8 fb : Actual _ 571.24 psi fv : Actual 61.15 psi FB: Allowable 1,105.0opsi Fv: Allowable - 150.00 psi Load Combination +D+S+H Load Combination ++S+H Location of maximum on span - 1.5001`t Location of maximum on span U00ft Span # where maximum Occurs - Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.016 in Ratio = 2212 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0,022 in Ratio = 1550 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum 0oribas & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C rn? C i Cr C rn C t C L M fb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length =3.00 1 0.129 0.902 1.00 1.30 1.00 1.00 1.00 1,00 1,00 0.27 142.81 1105.00 0,25 15.29 150.00 +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 10 ft 1 4,129 0.102 1.00 1.30 1.00 1.ti0 1.00 1.00 1.00 0.27 142.51 1105.00 0.25 15.29 150.00 +D+Lr+H 1,30 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0.00 Length = 3.0 it 1 0.129 0.102 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.27 142.81 1105.04 0.25 15,29 150,00 +D+S+H 1.30 1.00 1.00 1,00 9.00 1.00 0.00 0,00 0.00 0.00 Length = 3.0 ft 1 0.517 0.408 1.00 1,30 1..00 1.00 9.00 1.00 1.00 1.08 571.24 1105.00 1,01 61.15 154.00 1+0.750Lr+0.7501.+H 1.30 9.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0,00 Length = 3.0 it 1 0.129 0.102 1.00 1.30 1.00 1.00 1.00 1.00 9:00 0.27 142,81 1105,00 0.25 1529 950.40 +D+0350L+0.7505+H 1.30 1,00 1.00 9.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10 ft 1 0,420 0331 1.00 1.30 1,04 1.00 1.00 1,00 1,00 0.88 464.13 1105.00 0.82 49.69 150.00 Description : HD20 Load Combination Max Stress Ratios Moment Values Shur Valises Segment Length Span # M V_ Cd C w C i Cr C m C t C L M fb F'b V tv F'v +D++H 1.30 1.00 1,00 1.00 9.00 1.00. 0:00 0.04 0,00 0:00 Length z 3.0 ft 1 0.129 0,102 1.00 1.30 1.00 1.0{1 1,60 1.00 1,04 4,27 142.81 1105.04 0,25 15.29 150.00 +D+0.741~+H 1,30 9,00 1.00 1.00 1.00 1,00 0.00 0,00 0,00 0.00 Length = 3,0 ft 1 0,129 4,102 1,00 1.30 1,00 1-00 1,00 1.00 1,00 427 142.81 1105.40 0,25 15,29 150.00 +D+0,75OLr+0,7501:+0.750W+H 1,30 1.40 1.00 1.00 1,00 1,00 0.00 0.00 0,00 0,00 Length = 3,0 ft 1 0,129 0.102 1,00 1,30 1.40 1,00 1,44 1,00 1,00 4,27 142,81 1905,04 0.25 15.29 150.00 +D+0.75OLr+0.750L+0,5250E+H 1.30 1.40 1.00 1.44 1.40 1.00 0.00 0.04 0,00 0,00 Length = 3.0 It 1 0.129 0.102 1,00 1.30 1.00 9,00 1.00 1.00 9,0€1 0.27 142,81 1105,00 0,25 15.29 150.00 +D+0.750L+0:7505+4.750W+H 1.90 1,40 1.00 1.00 1,00 1,00 0,00 0,00 0.00 0.00 Length = 3,0 ft 1 0,420 0.331 100 1.30 9.00 1.00 1,00 9.00 1:00 0.88 464.93 1105,00 0,82 49.59 150.00 +D+4.750L+0.7505+0.5 0E+H 1.30 9.40 1.00 1.00 1,00 1.00 Ho 0:60 0.00 0.04 Length = 3.0 it 1 0,420 0.331 1.00 1.30 1.40 9.00 1,00 1,00 1,00 0.88 464,13 9905.44 0.82 49.69 150,06 +4.60D+W+31 1.30 1.00 1.00 1:04 1.00 " 1,00 6.00 0.04 OZO 0,00 Length = 3.0 It 1 0,078 0.061 1.00 1.30 1.00 1.40 1.00 9.00 1,04 4,16 85,69 1105.00 0.15 9.17 150:04 +0.60D+0.70E+H 1.30 9.06 I 9.40 1.00 1.00 0.00 0,00 0.00 0.00 Length = 10 It 1 0,078 0.061 1.00 1.30 1.00 1.00 1,00 1,00 1,00 016 85.69 9105.00 0.15 9.17 950.40 Overall Maximuin Deffec0ons - Unfactored Loads Load Combination Span Max, "-" Deft Location in Span Load Combination Max, «+& heft Location in Span D+S 1 0,0217 _ 1.511 0.0440 0.000 Vertical Reactions • n c o Support notation : Far left is #1 Values in KIPS Load Combination' Support 1 Support 2 Overall MAXimurn 1,440 1,440 D Only 0.366 0.360 S Only 1.080 1.080 D+S 1,440 1,440 Description : HD29 CODEREFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE -10 Load Combination Set : ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-02 Fb - Comer 850.0 psi ben - xx 1,300.Oksi Fc - Pdl 1,300,0 psi Eminbend - xx 470.0ksi Wood Species ; Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150,0 psi Ft 525.0 psi Tensity 27n70pcf Beare Bracing ; Seam is Fully Braced against lateral -torsion buckling 3..2x10 Span = U ft Applied Cowie Service loads entered. Load Factors will be applied for calculations. Uniform load ; D = 0.010, S= 0.030 ksf, Tributary Width = 24.0 it, (ROOF) Maximum Rending Stress Ratio Ot 864 1 Maximum Shear Stress Natio - 0.515 :1 Section Used for this spam 3-2x10 Section Used for this span 3-2xI0 to : Actual _ 807.83 psi fv : Actual 77.27 psi FB: Allowable - 935.00psi v : Allowable _ 150.00 psi Load Combination +D+,+H Load Combination +D+S+H Location of maximum on span 1000ft Location of maximum on span 0,000 It Span # where maximum occurs - Span # 1 Span # where maximum occurs _ span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.055 in Natio = 1315 Max Upward L+Lr+S Deflection 0.000 in Rance = 0 <480 Max Downward 'Total Deflection 0.073 in Patio = 986 Max Upward Total Deflection 0.000 in Natio = 0 <360 Maximum Forces & Stresses for Load Cothbinations Load Combination Max stress Ratios Moment Values Shear Values Segment length Span M V C d C Fry C i Cr C m C t CL f to _ Fb V f f F`v D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.216 0.929 1:00 1.10 1,00 1.00 1.00 1.00 1.00 1.08 201,96 935.00 0,54 19:32 150.00 +D+L+H 1.10 1.00 1.00 7.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 6.0 If 1 0.296 0.129 1.00 1,10 1.00 1.00 1.00 1.00 1.00 1.08 201,96 935.00 0.54 19.32 150.00 +D+Lr+H 1.10 1.00 1.00 1.00 1,00 1.00 0.00 0,00 0,00 0.00 Length = 6,0 If 1 0.216 0129 1.00 1.10 1.00 1.00 1.00 1.00 9,00 1.08 201.96 935.00 0.54 1932 150.00 +D+S+H 1.10 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 6,0 It 1 0.864 0.515 1.00 1.10 1.00 1.00 1.00 1,00 9,00 4.32 807.83 935.00 2.14 77.27 150.00 0+0.750Lr+0.350L+H 1.70 1:00 1.00 1.00 1.00 1,00 0,00 0.00 0.00 Ho Length = 6.0 ft 1 0.216 0.129 1.00 1.10 1.00 1.04 1,00 1.00 1.00 1,08 201.96 935.00 0,54 19.32 150.00 +D+0.750L+0.7508+H 1.90 1.00 1.00 1.00 1,00 1.00 0..00 0.00 0.00 0.00 Length = 6.0 It 1 0.702 0.419 1.00 1.10 1.00 1.00 1.00 1.00 1.00 151 656.36 935.00 134 62.78 150.00 Description : HD2 Load Combination Max Stress Ratios Moment Values Shear Values Segment length Span # M V Cd C F/V C i Cr C m C t C L M tb Ph V fv F v +D++Fd 1.10 1,00 1.00 1.00 1.00 1.00 0.40 0.40 0.00 (100 Length = 6.0 ft 1 0,216 0.529 1.00 1.10 1.00 1.00 1.00 1.00 1,00 1,08 201,95 935.00 0.54 29,32 154.00 +D+0.70E+ff 1.10 1.00 1.00 1.00 1,00 1,40 0.00 0,00 0,00 0,00 Length = 6.0 It 1 0.216 0.129 1:00 110 1.00 1.00 1,00 1.00 1.00 1,08 201.96 935.40 0.54 99,32 150,00 +D+0.750Lr+0.7501+0.750 +H 1.10 1.00 1.00 1.00 1.00 3.00 4.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.216 0.129 1.00 1.10 1.04 1,00 1.00 1.00 3.00 1.08 201,96 935.00 0,54 19,32 350.00 +D+0,750Lr+0.7506.+0.5250E+H 1.10 1.00 1.00 3.04 1,00 5,40 0.40 0,40 0,00 0.00 Length = 6.0 ft 1 0.216 0.129 1,04 1.10 1.00 1.00 1,00 1.00 1.00 1.48 209.96 935,00 0,54 19,32 954.00 +D+0.750L+0.750 +0.750W+H 210 1.00 1.04 1.00 1.00 1.00 4.00 0.00 0.00 0.00 Length = 6.0 it 1 0.702 0.439 1,00 9.10 1.04 1,00 1,00 1.00 1.00 3.51 656.36 935.00 1,74 62.78 150.00 +D+0,750L+0.7505+0,5250E+f1 1.14 1.00 1.04 1,00 1,00 1.00 0,00 0.00 0:00 0.00 Length = 6.0 ft 1 0,702 0.419 1.00 1,14 1.04 1.04 1.00 1.00 1.00 3.51 656.36 935.00 1.74 62.78 950,00 +0.60[9+ +H 1,10 1.00 9.00 1.00 1,04 1.00 0.00 0.00 0,00 0.00 Length = 6 0 It 1 0.130 0,477 1.00 1,10 1.00 1,04 1.00 1,00 1.00 065 121.17 935.00 0.32 11,59 350.00 +0.6003+0 70E+H 1.50 1.00 .1 .04 1.00 1.0t3 1.00 0.00 0.00 0.00 0.00 Length = 6:0 ft 1 0.130 0,077 1.00 1.10 1.00 1,00 1.00 1.00 1,00 0.65 121,17 935.00 4.32 11.59 150.00 e3 MaXIMUM Deflectiollis* Unfacts load Combination Span Max. % i3etf Lo'c'ation in Span Load Combination Max. "+" Dell Location in Span D+S 1 _ 0,0730 3,022 0.0000 0.004 lei n - Unfactolred , Support notation: Far left is #1 Values in KIPS Load Combinations Support 1 Support 2 Overall MAXimurn 2.880 2.880 D Only 0.720 0.720 S Only 2160 2.160 D+S 2.880 2.880 Description: HD22 C+ C REFERE CC` Shear Values V Calculations per NDS 2005, IBC 2009, CBC 2010, ,ASCE 7.10 933 Load Combination Set: ASCE. 7-02 0.04 0.00 Material Properties Max upward L+Lr+S Deflection 150.00 Analysis Method : Allowable Stress Design Fb - Tension 850.0 psi E Modulus of Elasticity 0,000 in Load Combination ASCE 7-02 Fb - Compr 1350.0 psi Ebend- xx 1,300.0 ksi 150,00 Fc - Pril 1,300,0 psi Erni b nd - xx 470.Oksi Wood Species : Hem Fir Fc - Perp 405.0 psi 0.069 in Wood Grade : No.2 Fv 150.0 psi 0.00 0,00 Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0.00 0,00 01.000 in Ratio = 0 <360 150,04 0.00 0.00 Maximum res & Stresses for Dead Combinations 1.21 73.15 150.4)4 Load Combination Max Stress Ratios 3-2x6 Span = 4.0 ft ;pi tetda Service loads entered. Load Factors will be applied for calculations Uniform Load : D = 0.010, S = 0.030 ksf, "tributary Width = 24.0 it, (ROOF) V Cd C FN C i Cr Maximum Bending Stress Ratio - Qw 1St i Maximum Shear Stress Ratio - 0.600-1 Section used for this span 3-2x6 Section used for this span 3.2x6 fb . Actual _ 1,015.psi fv : Actual - 90.03 psi FB: Allowable 1,105.00psi Fv ; Allowable 150.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 2.000ft Location of maximum on span - 3.547 If Span # where maximum occurs - Span # 1 Span # where maximum reccurs _ Span # 1 Max Downward L+Lr+S Deflection Shear Values V 0.051 in Ratio= 933 0.00 0.04 0.00 0.37 Max upward L+Lr+S Deflection 150.00 0,00 0,000 in Ratio= 0 <480 22.51 150,00 0.00 Max Downward Total Deflection 0.00 0,37 0.069 in Ratio= 699 0.00 0,00 1.49 90..43 Max Upward Total Deflection 0.00 0,00 01.000 in Ratio = 0 <360 150,04 0.00 0.00 Maximum res & Stresses for Dead Combinations 1.21 73.15 150.4)4 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb Fb D only 0.00 Length = 4.0 it 1 0.230 0.150 1.00 1.30 1.00 1.04 1;00 1.00 1.00 0.48 253.58 1105.00 +D+L+H 1.34 1.00 1.00 1.00 1.00 1.00 0,00 Length =4.0ft 1 0.230 0150 1,00 1.30 1,00 1,00 1.40 1,00 1,00 0.48 253.88 1105.00 +D+Lr+H 130 1,00 1.00 1.00 1,00 1.00 4.00 Length = 4.4 ft 1 0.230 0150 1.04 1,34 1.00 1.40 1,00 1.44 1.44 0.48 253.88 1145.00 +D+S+H 1.30 1.40 1,40 1.40 1.40 1,00 4.04 Length = 4.0 it 1 0.919 4.640 1.40 1.34 1.00 1.44 1.04 1.40 1.00 1.92 1,415.54 1145.44 +0.754Lr+4.7501 +H 1.34 1.44 1.00 1.00 1.00 1.40 4.00 Length =4,0fi 1 0.234 4,154 1,44 1,34 1.04 1.00 1.40 1.04 1.44 4.48 253.88 1105.04 +D+0.750L+0.7505+H 1.30 1:00 1,00 1.00 1.00 1.00 0.40 Length = 4,0 it 1 0.747 0.488 1.00 1,30 1.00 1.00 1.40 1.00 1.00 1.56 825,12 1105.00 Shear Values V fv Fv 0.00 0.04 0.00 0.37 22,51 150.00 0,00 0.00 0.04 0.37 22.51 150,00 0.00 0,00 0.00 0,37 22.51 150:00 0,40 0.00 0,00 1.49 90..43 150,00 0.00 0,00 4.04 4.37 22.51 150,04 0.00 0.00 0.00 1.21 73.15 150.4)4 Description HD22 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M ib F'b V tv F v +D+W+H 1.30 1.00 1.00 1.05 1.00 1.06 0.00 0.00 0,00 ON Length = 4>0 It 1 0.230 0.150 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.48 253.88 11052 0.37 22.51 150.00 +D+0.70E+H 1,30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0,00 Length = 4.0 It 1 0:230 0.150 1.00 1.30 1.00 1.00 1,00 1.00 1.00 0.48 253.88 3105.00 0.37 22.51 150.00 +D+0.750Lr+0.750€.+0,750W+H 1.30 1.00 1,00 1.00 1.00 1.00 4.00 0.06 0.00 0.40 Length = 4,0 it 1 0.230 0.150 1.00 1.30 1.04 1,00 1.00 1.40 1.04 0.48 253.88 11135.00 0.37 22.51 150.00 +D+0.7501r+0,7501+0.5250E+H 1.30 1.00 1.00: 1.00 1.00 1.44 4.00 0.00 0.00 0.04 Length : 4,01t 1 0.230 0.150 1.00 1.30 1.00 1.110 1.00 1.00 1.04 0.48 253.88 1165.40 4,37 22.51 150.00 +D+13:7501.+0.7505+0.750W+H 1.30 1.00 1.00 1.00 1.00 9.00 0.00 4.00 0,00 0.00 Length ::4.01t 1 4.747 0.488 1.00 1.30 1:00 I 1.00 1.00 1.00 1.56 825.12 1105,00 1.21 73.15 150,00 +D+4.750L+0.7505+0.52505+H 1.30 1:00 1.00 1.00 1.00 1.090 0.00 0.00 0,46 0.40 Length r 4.0 It 1 0,747 0.488 1.00 1.30 1,00 ' 1.00 1.00 1.00 1.00 1.566 825.12 1105.00 1.21 73.35 154.00 +0.60D+ +H 1.30 1.00 1.00 1,00 1.00 1.00 0.00 09.00 0.00 0.00 Length = 4.0 It 1 0.138 0.090 1:00 1,30 1.00 1.00 1.00 1.00 1,00 0.29 152.33 1105.00 0.22 13.50 150.00 +0.60D+0,70E+H 1.30 1,00 ' 9,04 1.00 1:00 1.00 0.00 0.00 0,00 0.00 Length = 4.00 1 13.138 6,090 1.00 1.30 1,60 1.40 1:00 1.00 9.00 0.29 152.33 1105.00 0.22 13,50 150.40 OverallMaximum Deflections - Unfattored Loads load Combination Span Max. "a" Deo Location in Span Load Combination Max. '+" Dell Location in Span D+S 1 0,0686 2.1115 0,0004 0.000 ver ?tion, a - Unfactored Support notation: Far lett is #1 Values in KIPS € oad Combination Support 1 Support 2 Overall MAXimurn 1.920 1,920 D Only 0.480 0.480 S Only 1;440 1,440 D+S 1.920 1.920 CODERtMeNCES; . Calculations per ISIS 2005, IBC 2009, CBC 2010„ ASCE 7-10 Uniform Load ..D = 0.010, S 0.030 ksf, Tributary Width = 22.750 ft, (ROOF) Load Combination Set: ASCE 7-02 Material Properties Analysis Method: : Allowable Stress Design Fb - Tension 850.0 psi E: Modulus of Elasticity Load Combination ;ASCE 7-02 Fb - Compr 850.0 psi bend- xx 1,3OO.Oksi Fc - Prll 1,3000 O psi Eminbend - xx 470.O ksi Wood Species : Nem Fir Fc M Perp 405.O psi Wood trade : No.2 Fv 150.0 psi Ft 525.0 psis Density 273Opcf Beam Bracing : Seam is Fully Braced against lateral -torsion buckling 73.25 psi FB,' Allowable 935.00psi Fv : Allowable _ 150.00 psi Load Combination +D+S+N Load Combination 3-2x10 Location of maximum on span - i ppil d Loads, Service loads entered. Load Factors will be applied for calculations. Uniform Load ..D = 0.010, S 0.030 ksf, Tributary Width = 22.750 ft, (ROOF) t!NEREMEMEEM Maximum Sending Stress Ratio 0.819 1 Maximum Shear Stress Ratio 0.488:1 Section used for this span 3-2x10 Section used for this span 3-2x10 fb : Actual - 765.76 psi N : Actual - 73.25 psi FB,' Allowable 935.00psi Fv : Allowable _ 150.00 psi Load Combination +D+S+N Load Combination +D+S+N Location of maximum on span - 3.000ft Location of maximum on span - 0.000 ft Span # where maximum occurs - Span # 1 Span # where maximum occurs - Spars # 1 ZIUMMOMMEMMI Max Downward L+Lr+S Deflection 0.052 in Ratio= 1357 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.069 in Ratio= 1040 Max Upward "festal Deflection 0.000 in Ratio 0 <360 Maximum Forpes & Stresses for load Coniblinations Load Combination Max Stress Rates Moment values shear values Segment Length Span # M 1r Cd C FN C i Cr C m C t C L M fb F'b V fV F"v D Only 0.00 0.00 0.00 0.00 Length w 6.11 it 1 0.205 0.122 1.00 1.10 1.00 1.00 1.00 9.00 1,00 1.02 191.44 935.00 0.51 18.31 150.00 +D+L+y 1.10 1.00 1.00 1.00 1.40 1:00 0.00 0.00 0.00 0.00 Length = 6.0 it 1 0.205 4.122 1.00 1.10 1.00 1.00 9.00 1.00 1.00 1.02 191,44 935.40 0.51 16.31 150.00 +D+Lr+H 1.10 1.44 1.04 1.00 1.04 1.00 0,00 0.04 0.04 0:04 Length = 6.4 it 1 0.205 0.122 1.44 1.10 1.00 1:00 1.00 1:00 1.00 1.02 191.44 935.00 0.51 18.31 150.00 +D+S+FI 1.10 1.40 1.40 1.00 1.04 1.40 4.00 0.44 0.04 0.40 Length = 6.0 ft 1 4.819 0.488 1.40 1.14 1.40 1.00 1.40 1,00 1.00 4.10 765,76 935.00 2.43 73.25 154.00 1+0,750Lr+0.750L+H 1.10 1.40 1.00 1.00 1.00 1.00 4.40 4:44 0.04 0.00 Length = 6.0 it 1 0.205 0.122 1.40 1.10 1.00 1.00 1:44 1.40 1.00 1.02 191,44 935,00 4.51 18.31 154.40 +D+p.750L+0.7546+H 1.10 1.04 1.04 1.40 1.40 1.04 4.00 4.00 4.04 0.44 Length = &0 it 1 0.665 0.397 1.00 1.10 1.00 1.00 1.00 1.00 1.00 3,33 622,38 935.00 1.65 5951 154.04 Description ; HD23 Load Combination Max Stress Ratios Moment Values Sher Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M tb F b V tv F v +0}+W+H 1.10 1.00 9.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length = 6.0 ft 1 0.205 0,122 9,00 1.10 1.00 1.00 1.00 9.00 1.00 1.02 191.44 935.00 0.51 18.39 150.00 +p+0.70E+H 1.10 1.00 1.030 1.00 1.00 1,00 0.00 0.00 0,00 0.00 Length = 6.0 it 1 0.205 0.122 1.00 410 1.00 1.00 9.00 1.00 1,00 1.02 191.44 935.00 0,51 18.31 150.00 +p+0,750Lr+0,750L+0,750W+H 1,10 1.00 '1.00 1,00 100 1.00 0.00 0.00 0.00 0.00 Length = 6 0 ft 1 0.205 0.122 1.00 1.90 1.00 9.00 1.00 1.00 1.00 1.02 191,44 935.00 0.51 18.31 150.00 +p+0.750Lr+0.750L+0.5250E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6,0 ft 1 0205 0.122 1.00 1.10 1.00 1.00 1.00 1,00 1.00 9.02 191 A4 935.00 0.51 18.31 150.00 ++0,750L+0.750 a+0.750W+H 1.10 1.00 1.00 - 9;00 1.00 9.00 0.00 000 0.00 19.00 Length = 6.0 ft 1 0.665 0.397 1,00 1.10 1,00 1.00 1.00 1,00 1.00 3.33 622.18 935.00 1.65 59.51 950.00 $07+0.750(.+0.7505+0.5250E+H 9.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 6.0 ft 1 0.665 0.397 1.00 1.90 1.00 1.00 1.00 1,00 1.00 3.33 622.18 935.00 9.65 59.51 150.00 +0.6001+W+H 1,10 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.923 0.073 1.00 1.10 1,00 1.00 1.00 1.00 1A 0.61 114,86 935:00 0,30 10.99 150.00 +0.600)+0,70E+H 1.10 1.00 1.00 1.00 1:00 1.00 ' 0.00 0.00 0.00 0,00 Length = 6:0 It 1 0.123 0.073 1.00 1A0 1.00 1.00 1,00 1,00 1.00 0.61 ' 114,86 935:00 0.30 90.99 150.00 Overall Maxi DePections - Utel Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Deft Location in Span D+5 1 0.0692 3.022 0.0000 0.000 Verfloal Reactions « Urtfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2,730 2.330 D Only 0.683 0.683 S Only 2.048 2.048 D+S 2,730 2.730 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set: ASCE 7-02 Arial Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-02: Fb - Connor 850.0 psi Ebend- xx 1 „300.Oksi Fc - Pact 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Nein Fir Fc - Perp 405.0 psi Wood Grade ' : No.2 Fv 150.0 psi Ft 525.0 psi tensity 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Qt 2275 0,6825 � r e � �.� `yy �3�1-` t � tri} �1 xcS ��`•SY ��,,. 1 3-2x6 Spars = 3.0 ft "Applied toads Service loads entered. Load Factor's will be applied for calculatmns, Uniform Load: D 0,010, 0.035 ksf, Tributary Width = 22350 ft, (ROOF) Maximum Bending Stress Ratio _ 049(t I Maximum Shear Stress Ratio - 0.386 :1 Section Used for this span 3-2x6 Section Used for this span -2x6 fb ; Actual 541 A9psi fv ; Actual _ 57,97 psi FB: Allowable _ 1,105.0 psi Fv ; Allowable - 150.00 psi Load Combination +(3+ +H Load Combination + t+S+kl Location of maximum on span _ 1.5000 Location of maximum on spare 0,000 ft Spam # where maximum occurs - Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.015 in patio = 2333 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward "fatal Deflection 0.021 in Ratio = 1750 Max Upward katal Deflection 0.000 in Ratio = 0 <360 Maximum Fomes & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FIV C i C r C m C t C l M to _ Fb V fV F v D Only 0.00 0.00 0,00 0.00 Length = Ste it 9 0123 0,097 1.00 1,30 1,00 1.00 1 bO 1,00 1.00 0,26 135.37 1105.00 014 1449 150,00 +D+L+H 1,30 1.00 1,110 1.00 1.00 1.00 0.00 0.00 0,00 0:00 Length = 3,0 ft 1 0,123 0,097 9.00 1.30 1.00 1.00 1,00 1.00 1.00 0.26 135.37 1105,00 0.24 14.49 150.00 +p+Lr+H 9.30 1.00 1.00 1,00 1.00 1,00 0,00 0.00 0,00 0,00 Length = 3,0 it 1 0.123 0.097 9.00 1.30 1.00 3.00 1,00 1.00 1,00 0,26 135.37 9105.00 0.24 94.49 950.00 +t3+S+H 1.30 1.00 3,00 1.00 1.00 1.00 0.00 0,00 0,00 0,00 Length = 3,0 It 1 0.490 0,386 9,00 2.30 1.00 1.00 1,00 9.00 1,00 1,02 541.49 1905.00 0.96 57.97 950.00 3+0.750Lr+0.7501+H 1,30 9.00 1.00 1.00 1.00 9.00 0.00 0,00 0.00 0.00 Length = 3.0 it 1 0123 0.097 1,00 1.30 1.00 1.00 1.00 3:00 1,00 0.26 135.37 1105.00 0,24 14,49 950,00 +Lr+0.750L+0.7505+F1 3.30 1,00 1.00 3.00 IZ 1,00 0.00 0.00 0.00 0,00 Length = 3.0 it 1 0.398 0,314 9,00 1,30 1,00 9,00 1.00 1.00 1.00 0.83 439.96 1905.00 0,78 47.90 150.00 Description : HD24 Load Combination Max Stress Patios Moment Values Shear Values Segment Length Spars # M V_ Cd C FN C i Cr Cm C t C L M fb F'b V fv F`v +D+ +H 130 1.00 1.00 1:00 1.09 1.00 9.90 0.40 0..00 0,0 Length = 3.0 It 1 0.123 0.097 1.00 1.30 1,00 1.00 1.00 1.00 1.00 0.26 135,37 1105.00 0.24 14.49 150.00 +D+0J0E+H 1.30 1.00 1.00 1.00 1,04 1.40 0.00 4,00 0,00 0,0 Length = 3,0 ft 1 0.123 0'097 1.00 1.39 1.00 1.00 1.00 1.00 1.00 0.26 135,37 1145.00 0.24 14,49 150.00 +D+0.75OLr+0.7500+0.7 4W+H 1.30 1,40 1,00 1.00 1,00 1.{10 0.134 0.00 0,00 0.00 Length = 3.0 4 1 OA23 0:097 1.00 130 1.00 1.40 1.00 1.00 1.00 0.26 135,37 1105.00 0.34 14.49 950,40 +D+0,750Lr+0.750L+0,5250E+H 1.30 1:40 1,00 1.00 1.40 1.00 0,00 0,00 4 4O 0.40 Length = 3.0 it 1 0.123 0:097 1.09 1,30 1.00 1.40 1,00 1.00 1.04 0.26 135.37 1105.00 0,24 14.49 150,00 +D+0.750L+0.7505+0.750W+H 1.30 1,00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 3.0 it 1 0.398 0.314 1,00 1.30 1,00 1.00 1.00 1.00 1.04 0,83 439.96 1105.00 0,78 47.10 150.00 +D+0.750L+0.750S+05250E+H 1.30 1;00 1.00 1.00 1.00 1.00 0.00 0.04 0.00 0.00 Length = 3.0 It 1 0.398 0,314 1.00 1.30 1,00 1.00 1.00 1,00 1.00 0,83 439,96 1105.00 0.78 47.10 150.00 460d+W+H 1.30 9.00 1.00 1;40 1.00 1.00 4.00 0.00 0.00 0.00 Length = 3.0 It 1 0.074 0.058 1.00 1.30 1.00 1.00 1.40 1.00 1:00 OA 5 81.22 1105.00 0.14 8,70 150.00 +0. 0D+0.70E+H 1,30 < 1.00 1,00 1,00 1.00 1.00 0.00 0.00 0.00 4.04 Length = 3.0 It 1 0.074 0..058 1.00 1.30 1.04 1.00 1.00 1,00 1.00 41.15 81.22 1905.00 0.14 8.,74 150.00 ov r l xim # tiln'. tint orad L Load Combination Span flax."-" Deft Location in Sparc Load Combination Max,°+" Deft Location in Span D+S 1 3.0206 1,511 0.00003 0 000 Vertical Reactions -C1 to ;:Support' Support notation: Far left is #1 Values in KIPS Load Combination 9,:. Support 2 Overall MAXimum 1 365 1,365 D Only 0.341 0.341 S Only 1.024 1.024 D+S 1.365 1:365 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850 psi : Modulus of Elasticity Load Combination ASCE 7-02 Fb . Compr 850 psi Ebend- xx 1300ksi Fc - Pafl 1300 psi Eibnd - xx 470ki Wood Species ;Flank Fir Fc - Perp 405 psi Wood grade : No2 Fv 150psi Ft 525 psi Density 27.7 pd Beam Bracing Beam is Fully Braced against lateral -torsion buckling 3-2x'1 # Span = 6,0 ti x pp lle Loads Service loads entered. Load Factors will be applied for calculations, ll_orgyayq . D=0,010, =0,010, S = 0.030 ksi, Tributary Width= 2'1.50 €t, (HD25) - j �pryUnif aorm M mnm� y Maximum Bending .Stress Ratio - 0.7741 Maximum Shear Stress Ratio - O 461 . 1 Section used for this span 3-2x°10 Section used for this span 3-2x911 to . Actuai _ 723.68psi fv. . Actual 69.22 psi FB : Allowable - 935.00psi Fv : Allowable _ 150.00 psi Load Combination +tt+S+H Load Combination +O+S+H Location of maximum on span 1000ft Location of maximum on span - 0.000 ft Span # where maximum occurs - Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0,049 to Ratio = 1468 Max Upward +Lr+S Deflection 0,000 to Ratio = 0 <480 Max Downward Total Deflection 0.065 in Ratio = 1101 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for toad Combinations Load Combination Max Stress Rates Moment Values Sheer Values Segment Length Span It M V Cd C FN C i Cr CM C t C L M to F'b V Fv _ D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.193 0,115 1.00 1.10 1.00 1.00 1.00 1.00 1,00 0.97 180,92 935,00 0.48 17.31 150.00 +D+L+H 1.10 1.00 1Z 1.00 1.00 9.00 0.00 0.00 0.00 0.00 Length = 6.0 at 1 0,193 0.115 1.00 1.10 1.00 1.00 1.00 1.00 1.0€1 0.97 180.92 935,00 0,48 17.31 150,00 +D+Lr+H 1.10 1,40 1.00 1;00 1,00 1.00 OZ 0,00 0.00 0,00 Length = 6,0 f6 1 0.193 0.115 1.00 1.10 1,00 1,00 1.00 1.00 1.00 ON 180.92 935.00 0.48 17.39 150,00 +D+S+H 1,10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.774 0.461 1.00 1,10 1.00 1.00 1.00 1.00 1.00 3,87 723.68 935.00 1.92 69,22 150.00 1+0.750Lr+0.750L+H 1.10 1Z 1,00 1.00 1,00 1,00 0.00 0,00 0.00 0.00 Length = 6.0 ft 1 0.193 0.315 9.00 1.90 1.00 1,00 1.00 9.00 1.00 0,97 180.92 935.00 0,48 17.31 150.00 +D+0.70L+0.7505+H 1.10 9.00 1.00 1.00 9.00 3.00 0.00 0.00 0.00 0.00 Length = 6.0 it 1 0.629 0,375 1.00 1.10 1,00 1.00 1,00 1.00 3.00 114 587.99 935.00 1.56 5624 150.00 W-RCALC, t 8rua,8.1wtr81.Q31 Description: H 25 Load Combination Max Stress Ratios hlornent Values Shear Values' Segment Length Span # M V Cd C FNC i Cr C m C t C L M fb F b V fv v +D+W+H 1,10__ 1.00 1.00 1.00 1.00 1.00 0,00 0,00 4,00 Ho Length =6.0ft 1 0.193 0115 1,00 1.10 1.00 1.90 1,00 1.00 1,00 0.97 180.92 935.00 0,48 17.31 150.00 +D+0.70E+H 1.70 1,00 1.00 1.40 1.00 1.00 0.00 0,00 0,00 0.00 Length = 6,4 It 1 0193 0,115 1.04 110 1.00 1.00 1.00 1,00 1.00 0,97 180,92 935.44 0,48 17.31 150.00 +D+0,750Lr+0,750L+0.7500+H 1.10 1.110 1.00 1,00 9.00 1.00 0,00 0,00 0,00 0,00 Length = 6.0 ft 1 0.193 0.115 1,00 1,10 1.00 1.00 1.00 9,00 1,00 0.97 190.92 935.00 0,48 97,31 150,00 +D+0.750Lr+0,750L+0,5250E+H 1.14 9.00 1.00 1.00 1.00 1.00 0.00 0,00 0,00 11,00 Length = 6,O It 1 0.993 0115 1.00 1.10 7.00 3.04 1.00 1,00 1.04 0.97 184,92 935.00 0.48 17,39 154,40 +D+0,750L+0.7505+0,7500+H 1.70 1.00 1.04 1 k 1.00 1,00 0.04 0,00 4.00 4,00 Length = 6,0 ft 1 0.629 0.375 1.00 1,10 1,00 1.00 1.04 1,00 1,00 3.14 587:99 935,00 1.56 56.24 150.00 +D+0.750L+0,7505+0,5250E+H 1,10 1.00 1.04 1,04 1.04 1.00 0.00 0.00 0,00 0,00 Length = 6.0 ft 1 0,629 0.375 9.00 1.10 9.00 1.00 1.00 1.00 1.00 3.14 587,99 935.00 1.56 56.24 150,00 460D+W+H 1.10 1.00 1.00 9.00 1,00 1,00 0.40 0,00 0.00 0.04 Length = 6,0 it 1 0.116 0.069 7.00 1,10 1.00 1.00 1.40 1,00 1.00 4,58 109.55 935.00 0.29 10.38 150.00 +0.60D+0.70E+H 1.14 1,00 1,00 1.00 1:00 1,00. 0.00 0,00 0,00 0.00 Length = 6,0 It 1 0.116 0.069 1.40 1.10 1,00 1.110 1.00 1,00 1.00 0,58 108:55 935,00 0,29 10,38 150.00 Overall MaxitoWn Deflectforts,- U6fto �. Load Combination Span Max. "-" Deft Location in Span Load Combination Max, *+° Deli Location in Span D+S 1 0,0654 3.022 0.0000 0.1100 Vertical Reactions UnfactoredSupport notation! Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimurn 2,580 2,580 D Only 0.645 0.645 S Only 1,935 1.935 D+S 2.580 2.580 CODEREFERENCES Calculations per NDS 2O05, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 550.0 psi E : Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 850 O psi bend- xx 1,300.Ok i-' Fc • Dill 1,300.0 psi Eminbend - xx 470,0 ksi Wood Species Hem Fir Fc • Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.O psi Density 27.7Opof Seam Bracing : Beare is Fully Braced against lateral -torsion buckling 0.21 0.64 -2x6 Span = 3.0 ft A plied Loa _Service loads entered. Load Factors will be applied for calculations. Uniform Load D : = 0,010, S 0,030 ksf, Tributary Width = 2150 ft, (HD2 ) _ _. ........... INIUMa 16 am Maximum Bending Stress Ratio = ... . .„ .695 1 Maximum Shear Stress Ratio - ..545 :1 Section used for this span -2x6 Section used for this span 2»2x6 fb . Actual 7 7.6Opsi fv : Actual _ 32,16 psi FB : Allowable - 1,105, 00 psi Fv : Allowable - 150.00 psi Load Combination +D+S+H Load Combination +p+S+H Location of maximum on span 1.500ft Location of maximum on Span _ 0,000ft Span # where maximum occurs - Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward L+L.r+S Deflection 0.022 in Ratio = 1646 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.029 in Ratio = 1234 Max Upward Total Deflection 0.000 in Ratio = 0 =380 Maximum Forces & Stresses for load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FV C i Cr CM C t C L fb _ Fb V fV F'v D Only 0.00 0,00 0.00 0,00 Length = 3.O It 1 0.174 0,137 1,00 1.30 1,00 1.00 1.00 1.00 1.00 0,24 191.90 1105.00 0.23 20.54 150.00 +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 3,0 ft 1 0.374 0.137 1.00 1.30 1,00 1,00 1,00 1,00 1.00 0.24 191.90 1105.00 023 20.54 150:00 +D+Lr+H 1.30 1,00 1.00 1,00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 10 If 1 11.174 0,137 1,00 3,30 1,00 1,00 1.00 9,00 1,00 0.24 191.90 1105,00 0.23 20,54 150,00 +D+S+H 1.30 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0,695 0.548 1,00 1.30 1.00 1.00 1.00 1.00 1,00 0.97 767.60 1105,00 0,90 82.18 150.00 7+0,750Lr+0.750L+H 1,30 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length n 3.0 it 1 0,174 0.137 1.00 1.30 1.00 1.00 1,00 1.00 1,00 0.24 191.90 1105.00 0.23 20.54 150,00 +D+0,750L+0,7505+ 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0:00 0.00 Length = 3.0 ft 1 0.564 0.445 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.79 623.68 1105,00 0.73 66.77 150,00 Description ; HD26 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V Cd C FN C i Cr C rn C t CL M in F b V fir F"v +D+W+H 1.30 1,00 5.00 1.00 140 1.00 US 0.40 x,40 0.00 Length = 3.0 It 1 0,174 0.137 1.013 5.30 1.00 1.00 1,00 3.00 1,00 0.24 191.90 1105.00 0.23 20.54 150.00 +D+0.70F+H 1,30 1.00 1.00 1,00 1.00 9.00 0.00 0,00 O.00 0,00 Length = 3.4 It 1 0.974 0,137 1,00 130 1.00 9.110 1.00 2.00 1.00 0.24 191,90 1105.00 4.23 24.54 150.00 +D+0.750Lr+0.750L+0,750W+H 130 1,00 9.44 9,00 1.04 1,04 0..00 0300 0.00 0.00 Length = 3.0 It 1 0.174 4.137 1.00 1.30 1.00 1.00 9,00 1.00 3.00 0.24 191.90 110500 0.23 20,54 154.40 +D+0.750Lr+0.7501+0.5250F+H 1.30 1.00 1.110 1.00 1.00 1,00 0.00 0.00 4.40 0.00 Length = 10 ft 1 0.174 0.137 1.011 1.30 1,00 1.00 1,00 1.00 1,00 0.24 191.90 1205.00 0.23 20.54 150.00 +D+0.750L+0.7505+0.750Vtt+H 130 1.00 2.00 1.00 1.00 3.00 0.40 0,00 0.00 0.00 Length = 3,0 it 1 0.564 0.445 1:00 1.30 1.00 1.00 140 2.00 1.170 0.79 623.618 1105.00 0,73 66,77 150,00 +D+0.7501+0.7505+0,52506+H 1.30 1.00 1.00 1.00 1,00 1.00 0,00 0.00 0,00 0.00 Length = 3.0 ft 1 0.564 0.445 1.00 1,30 1.130 1,00 1.40 1.00 1,00 0,79 1123.68 1105.00 0.73 66.77 150.00 +0.60[1+W+t1 1.30 1.00 1,00 1.00 1.00 1.00 0.00 0.00 4.00 0.00 Length = 3,0 ft 1 0.104 0.082 1.00 1,30 3,00 1.40 1.00 1,00 1.00 0.15 115,14 1105.00 0.14 12.33 150.00 +0.60D+0.706+H 1,30 1.130 9.00 1.00 1,00 1.00 0,00 0.00 0;40 0,00 Length = 3.0 it 1 0.104 0.082 1,00 1.30 ' 1,40 1.00 1.00 1.00 2.00 4.15 115.14 9105,00 0.14 12.33 150,00 Overall i Deflections - Unfactolled Loads Load Combination Span Max. "-" Deo Location in Span Load Combination Max. Y' Deft Location in Span D+5 1 0.0292 1.513 0.0000 0.000 Vertical on . Unfart rad Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1,290 1.290 D Only 0.323 0.323 S Only 0.968 0.96$ D+S 1.290 1.290 C0015 REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set: ASCE 7-02 Uniform Load , D - 0,0111, S - 0,030 ksf, Tributary Width - 26,250 ft, (ROOF) Material lProperties Analysis Method : Allowable Stress Design Fb - Tension 550.0 psi S : Modulus of Elasticity Load Combination ASCE 7-02 Fb . Cbmpr - 550.0 psi Ebend- xx 1,300.Oksi Fc - Pdl 1,300.0 psis Erninbend - xx 470.0ksi Wood Species : Hem Fir Fc m Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 27,701 pct Seam Bracing : Beam is Fully Braced against lateral -torsion buckling Maximum Shear Stress Ratio = 0.563 . 1 Section used for this span 3-2xt0 Section used for this spars 3-2x 10 3.2x10 ,Appiied Loads, Service loads entered. Load Factors will be applied for calculations, Uniform Load , D - 0,0111, S - 0,030 ksf, Tributary Width - 26,250 ft, (ROOF) Maximum Bending Stress Ratio w 0,945-1 Maximum Shear Stress Ratio = 0.563 . 1 Section used for this span 3-2xt0 Section used for this spars 3.2x10 fib . Actual _ 583.55psi fv : Actual 54..51 psi FB : Allowable - 9 5.00psi Fv : Allowable 150.00 psi Load Combination +D+S+H Load Combination +g++H Location of maximum on span - 3,000ft Location of maximum on spare - 0.000 ft Span # where maximum occurs - Span If 1 Span # where maximum occurs Span # 9 Maximum reflection Max Downward L+Lr+S Deflection 0,050 in Ratio = 1202 Max upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0,080 in Ratio r 902 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for LoadCombinations Load Combination Max Stress Ratios _Moment Values Shear Values Segment Length Spats # M V Cd C FN C i Cr Orn C t D L M fb Fib V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.0 it 1 0.236 0.141 1.00 1.10 1,00 1.00 1.00 1,00 1,00 1.18 220.89 935,00 0.59 21.13 150.00 +D+L+H 1,10 1:00 1,00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length = 6,0 ft 1 0236 0.141 1,00 1.40 1,00 1,00 1.00 1.00 1.00 1.18 220.89 935.00 0.59 21.13 150.00 +D+Lr+H 4.10 1.00 1,00 1.00 1.00 1.00 0,00 0.00 0,00 0.00 Length = 6,0 it 1 4.236 0.141 1,00 9,10 1.00 1,00 1,00 1.00 1.00 1.18 220,89 935.00 0.59 2113 150,00 +D+S+H 1.10 1.00 1.00 1,00 1:00 1.00 0,00 0.00 0.00 0,00 Length = 6.0 it 1 0,945 0,563 1.00 1,10 1.00 1.00 1.00 1.00 1.00 4.73 883.56 935,00 2.35 84,51 150.00 1+0.750Lr+0.750L+H 1,10 1,00 1.00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 6,0 ft 1 0..236 0,.141 1,00 1.10 1.00 1.00 1.00 1,00 1.00 1.18 220,89 935.00 0.59 21.13 150.00 +D+0.750L+0.7505+H 1.10 1.00 1.00 1,00 1.00 1.00 0.00 0,00 0,00 0,00 Length = 6.0 it 1 0.768 0,458 1.00 1,10 1.00 1.00 1,00 1.00 1,00 184 717.90 935.00 1,91 68.67 150.00 Description ; HD27 Load Combination Sfax Stress Ratios Moment ValuesShear Vaiues Segment Length Span # h9 V_ C d C FN C i Cr C C t CL lb F{b V Pv +D+fir+H 1.10 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6,0 R 1 0,236 0.141 1:00 1,10 1.00 1,00 100 1.00 1,00 1,18 220,89 935.00 0.59 21,13 150.00 +D+0.70E+H 7.10 1.00 1.00 1.00 1.00 1.00 0.00 0 00 0.00 0,00 Length = 6,0 ft 1 0.236 0.141 1.00 1,10 1,00 1.011 1.00 1.013 1,00 1.18 220,89 935.00 0.59 21.13 1%00 +D+0.7501r+0,750L+0,750W+H 1,10 1.00 1.00 1.00 1,00 1,00 0,00 0,00 0.00 0.00 Length= 6.0 it 1 0,736 0.142 1.00 1A0 1.00 1.00 1.00 4,00 1,00 1.18 220,89 935.00 0.59 21.13 150,00 +D+0.750Lr+0.750L+0.2500+H 2.10 I Z 1.00 1.00 4,00 1.00 0.00 0,00 0,00 0.00 Length = 6.0 ft 1 0.236 0,141 1.00 1,10 1.00 1.00 1,00 1.00 1.00 1.18 220.89 935,00 0.59 21.13 150;00 +D+0.750L+0.7505+0.750i+W+H 1.10 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0,00 Length = 6:0 ft 1 0768 0.458 1,00 1.10 1.00 1.00 1:00 1.00 1.00 3.84 797,90 935,00 1.93 68.67 850.00 +D+0.7501.+0.7505+0.5250E+H 1.10 1.00 1.00 1.00 1:00 1.00 0,00 0.00 0.00 0,00 Length = 6.0 ft 1 0,768 0.458 1.00 1.90 1.00 1.00 1:00 4.00 1.00 3.84 717.90 935.00 1,91 68,67 150.00 +0,60D+W+H 1.10 1.00 1,00 1:00 1:00 1.00 0.00 0.00 0.00 0.00 Length = 6,0 It 1 0.142 0.085 1.00 1.10 1,00 1.00 1Z 1,00 1.00 031 932..53 935.00 0.35 12.68 150.00 +0.60D+0.70E+H 1.40 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 6.0 It 1 0.142 0.085 1.00 1.10 1.00 1.00 1;00 1.00 1.00 0,71 132.53 935.00 0.35 12.68 150.00 Load Combination Spars Max, "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span D+ , 1 0.0798 3,022 0.0000 O 000 Vertical ttion . rifact re Support notation: Far left is #1 Values in KIPS load CombinaIlion 1 SuuppearC.1,. Support 2 Overall MAXimurn 3.150 3,150 D Only 0.788 0,788 S Only 2,363 2.363 D+S 3.150 3.150 Calculations per NDS 2005, IBC 2009, CDC 2010, ASCE 7-10 Load Combination Set: ASCE 7-02 Material Properties Load for Span Number 1 Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASCE -O2 Fb a Cbmpr Fc - Pill Wood Species it-evel Truss Joist Fc - tarp Wood Grade : TrnberStrnd LSL 1.55E Fv Ft Seam Bracing : Sean( is Flatly Braced against lateral -torsion buckling i( 5579) (13 PI 9w (dw7 ..._ F : Modulus of Elasticity Ebend- xx 155Oksi Erninbend - xx 787.815 ksi Density 82:21 pcf APPlied Load$ Service loads entered. toad Factors will be applied for' calculations, Load for Span Number 1 Uniform Load : D = 0,010, S= 0.030 ksf, Extent = (LO -->> 2.50 it, Tributary Width = 2H it, (ROOF) Poiret Load : D =1.5713, S= 4.736 k 2.50 It Maximum Bending Stress Ratio - 0.7651 Maximum Shear Stress Natio - O.493 : 1 Section used for this spare 3-1.75x9.25 Section used for this spars 3-1.75x9.25 fb ; Actual _ 1,778.15psi fv : Actual - 152.74 psi FB: Allowable - 2,325.00psi Fv ; Allowable - 310.00 psi Load Combination +D+S+H Load Combination +D+S+f# Location of maximum on Span _ 2.496ft Location of maximum on span - 0.000ft Span # where maximum occurs - Span # 1 Span # where maximum occurs - Span # 'I Maximum Deflection Max Downward L+Lr+S Deflection 0.082 in Ratio = 873 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.110 in Ratio = 655 Max upward Total Deflection 0,000 in Ratio v D <360 Maximum Forges & Stresses for Load Comkilinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb Ph V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 6:O it 1 0.191 0.123 1.00 1,00 1,00 1.00 1:00 1.00 1.00 2.77 444.59 2325.00 1.24 35.19 310,00 +D+L+H 1.00 1.00 1.00 1.110 1.00 1.00 0.00 0.00 0.00 0,00 Length = 6.0 ft 1 0.191 0,123 1.00 1,00 1.00 1.00 1.00 1.00 1.04 2.77 444.59 2325.00 1.24 38.19 310.00 +D+Lr+H 1.110 1.00 1.00 1.00 1.00 I.00 0.00 0.00 0:00 0.00 Length= 6.0 it 1 0,191 0.123 1,00 1.00 1,00 1.00 1.00 1.00 1,00 2.77 444.59 2325.00 1.24 38.19 31(1.00 J+S+H 1.04 1.00 1.00 1.00 1.00 1,00 0,00 0.00 0.00 0.00 Length = 6.0 it 1 4,765 0.493 1.00 1.00 1.00 1.00 1.00 1.00 1,00 11.09 1,77815 2325,00 4.95 152.74 310.00 +D+0,750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 fl 1 0191 0123 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.77 444.59 2325,00 1,24 38,19 310.00 Load Combination Max stress Ratios Moment Values Shur Values Segment Length Span 4 M V C d C FNC i Cr C rn C t C L M to F'b V fv F`v +D+0.750L+0.750 +H 1,00__ 9,00 1.04 1.00 1.00 1.00. 0.00 0.00 0,00 Q,ItE Length = 6.0 It 1 0.621 0,400 1,00 1,00 1.00 1 Z 1.00 1,04 1.00 9,01 1,444.76 2325.00 4.02 124,10 354,00 +D+W+H 1,00 1.00 1.04 1.09 1.00 1:00 0,00 0,00 0,00 0.00 Length =6.0it 1 0,191 OA23 9.09 1,00 1,00 9.04 1,00 1.00 1,00 2.17 444.59 2325:00 1,24 38.19 310.00 +D+0,70E+H 1.00 1.00 < 9.1)0 1,00 1,96 1.00 0,00 0.00 0.00 0,00 Length = 6.0 ft 1 0,191 0.123 1.00 1.00 1,04 1,00 1,00 1.00 1,00 2.77 444,59 2325.00 1.24 38.19 310.04 +D+0.75OLr+0.750L+0.750 +H 1.00 1,00 1,00 1.04 1.04 1.00 0,00 0,00 0.00 0,00 Length = 6.0 ft 1 0,191 0.123 1,00 1:00 1.00 1.00 1.04 1.00 1.00 2.77 444,59 2325,04 1.24 38,19 394.00 +D+0.75OLr+0.750L+0.5250E+H 1,00 1.00 1,00 1.04 1.00 9.00 0.04 0.00 0.00 4.00 Length = 6,0 ft 1 0.191 0.123 1,00 9,00 1,00 1.00 1,00 1,00 1,00 2.77 444.59 2325.00 1.24 38.19 390,00 +D+0.750L+0.75OS+0.750W+H 1,04 1,00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 6,0 ft 1 0.621 0.400 9,00 1,04 1,00 1.00 1.00 UO 1,00 9.01 1,444,76 2325.00 4,02 924.10 390.00 +D+0.750L+0.7505+0 5250E+H 1.00 1.00 9,00 1,00 1.00 1.00: 0,00 0,00 0,00 0.00 Length = 6,0 It 1 0.621 0.400 1.00 5.00 1.00 1.134 1.00 1.00 1,00 9,119 1.444.76 2325.00 4.02 924.10 31U0 +0,60D+W+H 1,00 1.00 1,00 1.00 1,00 1:00 0.04 0.00 0.00 0,00 Length = 6,0 It 1 0.925 0:074 -1,00 1,00 1.00 1,00 -1.00 9,00 9.00 1.66 266,76 2325.00 0.74 22.91 310.00 +H0D+0.70E+H 1,00 1.00 1.00 1;00 1,00 1,00 ' 0,00 0.00 0.00 0.00 Length = 6,O ft 1 0.115 0.074 1,00 1.00 1.00 9.00 1.00 1,00 9.00 1.86 266,76 2925.00 0.74 22.91 310.40 l xi bei loot - t d toads Load Combination Span Rax. "-" Dei., Location in Span Load Combination Max. "+" DefB Location in Sparc D+s_ 1 . 0,1099 21825 4.0004 0,000 Vertical Reactions - Unfattored support notation: Far left is #1 Values in DIPS Load Combination Support i Support 2 Overall MAXimum 5.742 3.173 Only 1.436 0.793 Only 4.306 2.380 D+S 5,742 3,173 CODE REFERENCES Calculations per NDS 2005, IBC 2000, CBC; 2010, ASCD: 7-10 Load Combination Set: ASCE 7-0 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi : Modulus of Elasticity Load Combination ASCE 7-02 Fb , Comer 850.0 psi Ebend- xx 1:300, 0 ki Fc _ Pdl 1,300.0 psi Fminbend ® xx 470.Oksi Wood Species : Mem Fir Fc -Perp 405.0 psi Wood Grade : No,2 Fv 150.0 psi Ft 525.Opsi Density 2710pcf Beare Bracing : Beam is Fully Braced against lateral -torsion buckling (O. ) 5(1,926) 'Gxr Spam _&0 ft iPpIled Leads Service loads entered, Coad Factors will be applied for calculations, Uniform Load: D - 0.010, S= 0.030 ksf, Tributary Width 3.750 ft, (ROOF) Point Load: D = OB 6460, S =1.526 k (ai 0.50 ft DESIGN SUMMARYINNUMEMM Maximum Bending Stress Ratio = 0.439t 1 Maximum Shear Stress Ratio - 0.176 :I Section used for this spare -2x8 Section used for this spun »2x8 to : Actual 447.81 psi fv : Actual 26.47 psi FO : Allowable - 1,020,00psi Fv : Allowable - 150.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span - 1.57711 Location of maximum on span - 5.400 it Span # where maximum occurs - Span # 1 span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.038 in Ratio = 1886 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.051 in Ratio e 1413 Max Upward Total Deflection 0.000 in Ratio = 0 <30 Maximum Farces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment ValuesShear Values Segment Length Span It M V___ Cd C FIV C i Cr C Tu C t C L M fb Fb V fv F^v D Only 0.00 0.00 0.00 0.00 Length 4 6.0 It 1 0.120 0,044 1:00 1.20 9:00 1.00 9.00 1.00 1.00 037 11219 1020.00 0.14 6.60 150.00 +D+L+H 1.20 1.00 1.00 1.00 1.00 5.00 0.00 0.00 0.00 0.00 Length ® 6.0 it 1 0.150 0.044 1.00 1.20 1,00 1.00 1.00 1.00 1.00 0.37 112.29 1020.00 0.14 6.63 150.00 +D+Lr+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 6.0 If 1 0.110 0.044 1.00 1.20 1.00 1,00 1.00 1.00 1.00 0.37 112.29 9020,00 0.14 6.63 150.00 C+S+H 1.20 1,00 1.00 1.00 1.00 9,00 0.00 0,00 0.00 0.00 Length = 6.0 ft 1 0.439 0.176 5.00 1.20 1,00 9.00 1.00 1,00 1.00 1.47 447.69 9020,00 0.58 26.47 150.00 +D+0.750LriO.750L+H 1.20 1,00 1.00 1.00 1,00 1.00 0.00 0.00 0,00 0.00 Length: 6.0 it 1 0,110 0.044 1.00 1.20 1.00 1.00 9.00 1.00 1.00 0.37 112.29 1020.00 0,14 6.63 150.00 +l}+0.750L+0.7505+H 1,20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 O.00 000 Description : HD29 Load Combination Max Stress Ratios Moment ValuesShur Values Segment Length Span # M V C d C FN C i Cr C m C t CL M fb F b V F'v Length = 6,0 It 1 0.357 0.143 1.00 1.20 9.00 1,00 1.00 1.00 1.00 1.24 36193 1020.00 6.47 21.51 156,00 +D+W+H 1.24 1.00 1.00 1.40 9.00 1.00 0.00 0.00 0.00 0.00 Length = 6,0 it 1 0,110 0,044 1,00 1.20 1.00 1,00 1.00 1.00 1.00 0,37 112.29 1424,00 0.14 6.63 150,00 +D+4.70E+F{ 1:20 1,00 - 1,00 1.00 1,003 1,00 0,00 0.00 0,00 0:.00 Length = 6,0 ft 1 0.150 0.044 9,00 1,20 1,00 1Z 1.00 1,00 1.60 0.37 132,29 1020,00 0.14 6.63 150,00 +D+0.75OLr+0.750L+6.7 504 +H 1.20 1.60 1.00 1.00 1.00 1.04 0.00 0.60 0.00 0.00 Length = 6.0 ft 1 0110 4.044 1.06 110 1.00 1A 1.00 1.00 1.00 0.37 112.29 1420,00 11.14 6.63 156,00 +C+0,75OLr+0.750L+0.5250E+H 1:20 3.00 1,00 1,ti0 1.00 1.00 0.00 0.00 oko Up Length = 6 O ft 1 0,110 0,044 1.04 1,20 1.00 1.00 -1.00 1.00 1.60 0.37 112,29 1020.40 014 6.63 150.00 +p+0.750L+0.7505+0.7 0W+H 1.20 1.00 1.00 1.00 1.00 1,00 0,06 &00 4.60 0.00 Length a 6.0 ft 1 0.357 0.143 1,00 1.20 1.00 1.00 1,00 1.06 1,00 1.20 363,93 1020.60 0.47 21.52 150,00 +D+0.750L+0.7505+0.5250E+ 1.20 1.00 1.00 1.00 1.00 1.Of3 0,011 01.00 0.00 0,00 Length = 6.0 It 1 0.357 0.243 1.60 1.20 1,00 1,00 1.00 ' 1,00 1.00 1,20 363,93 1020,00 0.47 21,51 150.00 +0.0D+W+H 1:26 1.00 1,00 1,00 1.00 1.00 0.00 0.00 0.00 0.40 Length = 6.0 It 1 0,066 0,027 1,00 1.20 1.00 1.60 1,00 1.130 1.00 0,22 67,37 1020,00 0.09 3.96 150.00 +0.600+0,70E+H 1,20 1.00 1.00 Ik(i 1,40 1,00 6.00 0.00 0.00 0.60 Length w 6.0 It 1 0.065 0.027 1,00 1,20 1.00 IkO 1.00 1,013 1,00 0.22 67.37 1020.00 4,09 3,98 150,00 overall maximum Defiectlorlis Load Combination Span Max,'-" Dell Location in Span Load Combination Max, Y' Dei3 Location in Span D+S 1 0,0509 2.781 0.0000 0.000 Vertical tion » Unftctorad Support notation : Far lett is #1 Values in KIPS Load Combination Support 9 Support Overall MAXimum 2,808 0.664 0 Only 0,705 0.166 5 only 2.63 6.49 D+S 2.808 0.664 CODE R ` 'REN Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850 psi E. Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 950 psi Fbend- xx 1300ksi Fc - Pill 1300 psi Fminbend - xx 470ksi Woad Species Hera Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Density 27.7 pcf Seam Bracing : Seam is Pully Braced against lateral-torsion buckling .216 0. 48 r r r IF 3-2xi Span = 3.0 fit +p i d LoIalldsService loads entered. Load Factors will be applied for ceiculations. Unifo Load; D=0,010, S= 0.030 ksf, Tributary Width= 29.625 ft, {ROOF} NOMMEMIMM Maximum Sending Stress Ratio � 0A60 9 Maximum Shear Stress Ratio - 0.367 :1 Section used for this span 3-2x6 Section used for this span -2x6 fb : Actual 514.71 psi fv : Actual - 5510 psi FB' Allowable - 1,105.0opsi Fv : Allowable _ 150.00 psi Load Combination +p+S+H €..Sad Combination +i3+S+H Location of maximum on span - 1.500ft Location of maximum on Span 0.000 fl Span # where maximum occurs - Span # 1 Span # where maximum occurs _ Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.015 in Ratio = 2455 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.020 in Ratio = 1841 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Porus & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F C i Cr Cm C t CL M fb _ Fb V fv Fav__ 10 Only 0.00 0,00 0.00 0.00 Length A 3.0 it 1 0.116 0,092 1.00 1.30 1.00 1.00 9.00 1.00 1,00 0,24 128.68 1105.00 0.23 93.75 150.00 +C+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0.00 0,00 Length = 3.0 ft 1 0.116 0.092 1.00 1.30 9.00 1.00 1.00 1.00 1.00 0,24 128.68 1105.00 0.23 13.78 950.00 +p+Lr+H 1.30 9.00 9.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length : 3.0 ft 1 (1,116 0,002 1.00 1.30 1,00 1.00 1.04 1.00 1.00 0.24 128.68 1105.00 0.23 13.78 950.00 +p+S+H 9,30 1,00 1.00 1.00 1 00 9.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.466 0.367 1.00 1.30 1,00 1.00 1.00 1.00 1.00 0.97 514.71 1105.00 0.91 55.10 150.00 i+0,7 0Lr+0.750L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.04 Length = 10 it 1 0.196 0.092 1.00 1.30 1.00 1.00 1.00 3.00 1,00 0.24 128.68 1105.00 0.23 13.78 150.00 +t1+0.750L+0.7505+H 1.30 1:00 1.00 1.00 1.00 1,00 0.00 0,40 0.00 0.00 Length z 10 ft 1 0.328 0.208 1.00 1.30 1,00 1.00 1.00 1.00 1.00 039 41810 1105.00 0,74 44.77 154.00 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span ## M V Cd C Fttt C i Cr C m C t CL M fb Pb V fv F'v +D+W+H 1,30 1.00 _._ 1.00 1.00 1,00 1.00 0,00 0,00 0.00 0,00 Length = 3,0 It 1 0.116 0.092 1.00 1.30 1.00 9.00 5.00 1.00 1.00 0.24 325.68 1905,00 0.23 13.75 150.00 +L1+0.70E+H 1,30 1.00 3.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengths = 3.0 it 1 0.116 0,092 1,00 1.,30 1,00 , 9.00 1,00 1.00 1,00 0.24 125:68 1105.00 0.23 93.75 150.00 +t}+0.750Lr+0.750L+0,7 0W+H 1,30 1.00 1.00 1.00 1.00 3,00 0,00 0,00 0.00 0,00 Length = 3.0 It 1 0,116 0,092 1.00 1.30 9.00 1.00 ' 1.00 1,00 9,00 014 125.68 1105.00 0,23 13.78 150.00 +t}+0.750Lr+0.750L+0.62506+H 1.30 1.00 1.00 9.00 1.00 1:00 0.00 0.00 0.00 0,00 Length = 3.0 ft 1 0.116 0.092 1.00 1.30 1,00 1,00 :1.00 1,00 1,00 0.24 925.68 1105.00 0.23 13.78 150.00 +p+0.7 0L+0.7505+0.750W+ 1.30 1,00 1.00 1.00 1,00 1.00 0.00 0,00 0,00 0,00 Length = 3.0 ft 1 0.378 0.298 1,011 1.30 1.00 1,00 1.00 1.00 9:00 0,79 496.20 9105.00 0.74 4437 150:00 +p+0.750L+0»7505+0.52505+H 1.30 1.00 1.00 1.00 1.00 1,00 0;00 0.00 0.00 0,00 Length = 3,0 0 1 0.378 0,298 1.00 1.30 1.00 1.00 1.00 1,00 9;00 0.79 418.20 9905,00 0.74 44.77 950,00 +0 60D+W+H 9.30 1.00 1.00 1.00 1,00 1,00 0,00 0.00 0.00 0.00 Length = 3.0 It 1 0,070 0.055 1.00 1.30 1.00 1.00 4.00 1,001 1.00 0.15 77.21 1105.00 0.14 527 950.00 +0.6030+0.700+H 1.30 1.00 1.00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.070 0.055 1.00 4.30 1,00 1,00 1,00 4,00 1.00 0.95 77,29 1105.00 0.94 8.27 150.00 Overall lrrium Defledons ,, Unfactor04 Load$ Load Combination Span Max. "-" Defl Location in Span Load Combination Max, "+" Deft Location in Span D+S 1 0.0196 1.511 0.0000 0,000 i1t tlii - trrrr support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1,295 1,298 L1Only 0.324 0,324 Only 0.973 0,973 #1+,q 1.298 1.295 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850 psi E: Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 850 psi Ebend-xx 1300ksi Fc - Pdl 1300 psi Eminbend - xx 470ksi Wood Species Hern Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Density 27.7pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Y 3-2xIO Span = 6.0 ft ,Applied Loads Service loads entered, Load Factors will be applied for calculations, UniformLoad.- D=0.010, S=0.030ksf, Tributary Width= 11 ,650 ft, (ROOF) Maximum Bending Stress Ratio 0.707' 1 Maximum Shear Stress Ratio 0.422-1 Section used for this span 3-200 Section used for this span 3-2xI0 fle : Actual 661.41 psi fv : Actual 63,26 psi FB : Allowable 935.00psi Fv . Allowable 150.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3,0 lift Location of maximum on span = 0 000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # I Maximum Deflection Max Downward L+Lr+S Deflection 0,045 in Ratio = 1606 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.060 in Ratio = 1205 Max Upward Total Deflection 0,000 in Ratio = 0 <360 Maximum Fomes Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb Fb V fV Fv D Only 0,00 0,00 &GO 0.00 Length = 6.0 It 1 0.977 0.105 1,00 1.10 1,00 1,00 1,00 1,00 1,00 0.88 165,35 935,00 0,44 15,82 150,00 +D+L+H 1,10 1,00 1Z 1.00 1,00 1,00 0,00 Ho 0.90 0,00 Length = 6,0 ft 1 0,177 0.105 1 Z 1.10 1,00 1,00 1,00 1,00 1.09 0,88 165,35 935,00 0,44 15,82 150,00 +D+Lr+H 110 1,00 1,00 IZ 1,00 1.00 0,00 0,00 Ho 0.00 Length = 6,0 ft 1 0,177 0.405 1,00 1,10 1.00 1,00 1,00 1,00 1.00 0.88 165,35 935,09 OA4 15,82 150,00 +D+S+H 1.10 1.00 1,00 1.00 1,00 1.00 Ho 0,00 Ho 0,00 I Length = 6,0 it 1 0,707 0,422 1.00 1,10 1.00 1:00 1.00 1.00 1,00 3.54 661.41 935.00 1,76 63,26 150.04 0+0,750Lr+0.750L+H 1,10 1.00 1.00 1.09 1:90 1,00 0,00 Ho Ho 0,00 Length = 6,0 it 1 0,177 0.105 1,00 1,10 1,00 1,00 1,00 1.00 1,00 0.88 165,35 935,00 0,44 15.82 150,00 +D+0,750L+0,7505+H 1,10 IZ 1.00 1,00 1.110 1.00 0,00 0.00 0.00 0,00 Length = 6,0 ft 1 0,575 0.343 1,00 1.10 1.00 1,00 1.00 1.00 1:00 2,87 537.411 935,00 1A3 51,40 150.00 Load Combination Max Stress Ratios Moment Values Shear Value Segment Length Span V C d C FN C i Cr C rn C t CL fb F'b V tv F'v +D+W+H 1,10 _ 1.00 1.00 1.00 1.00 1.00 0:00 4.00 0.00 0.00 Length = 6.0 f# 1 0.177 0.105 1.00 1.10 1.00 1.00 1,00 1.00 1.00 0.88 165.35 935.00 GA 15.82 150,00 +D+0.706+H 1.10 1,00 1.40 1.00 1,00 1.00 0.00 0,00 0.00 0,00 Length = 6.0 It 1 0.177 0.105 1.00 1,10 1.00 1.00 1.40 1.00 1.00 0,88 165,35 935.00 0.44 15,62 150,00 +D+0.750Lr+0.750L+0.750W+H 1.10 1.00 1.00 1.00 1.00 1.00 0:00 0,00 0,00 0.00 Length = &0 it 1 0.177 €1,105 1.46 1.10 9.40 1.00 1.00 1.00 1.00 0.68 165.35 935.00 0,44 15.62 150.00 +D+0,750Lr+0.750L+0,5250E+H 110 1.40 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0,00 Length = 6.0 It 1 0.177 0.145 1,00 1.90 1.40 1.00 1.00 1.00 1.00 0.65 165.35 935.40 0A 15,82 150.00 +D+4,750L+0.750$+0.750W+H 1.10 1.00 1.00 1.00 1.40 1.40 U0 0.04 Ho 0.00 Length = 6.0 ft 1 0.575 0,343 1.40 1.10 1,40 1.00 1.00 1,00 1.40, 2.67 537,40 935.00 IA3 51,40 1%00 +D+0.750L+0.750$+0.5250F+H 1.90 1.00 1.40 1:00 1.40 1,00 0.40 0.04 0.00 0.00 Length = 6.0 it 9 0.575 0.343 1.00 1.10 1.00 1.00 1.00 9.00 1.00 2.67 537,40 935.00 1.43 51.40 150.04 +0 60D+W+H 1.10 1.00 1.00 1;00 1,00 1.00 0,00 0.00 0.00 0.00 Length m 6.0 It 1 0.1065 0,063 1,00 1.10 1.00 1.00 1;00 1,00 1.00 0.53 99,21 935.00 0.26 9,49 150.00 +0.60D+0.70F+H 1.10 1.00 1.00 1,00 1,0 1.00 0,00 0.00 0.04 0.00 Length: 6.0 ft 1 0.106 0.063 1.00 1.10 1.00 '1.00 1,00 1,00 1.00 0.53 99.21 935.00 0.26 9.49 150,00 Overall axi om t ons . Ut f c �r :..; .... Load Combination Span Max, °-� DeftLocation in Span Load Combination Max. "+" Deft Location in Span D+S 1 0,0598 3.022 0.0000 0,000 Vertical ti6aS * f orf Support notation: Far left is 1 Values in KIPS Load Ca bina n Support S1upport 2 Overall P AXimurn 2.358 2.356 D Only 0.590 0.590 S Only 1,769 1,769 D+S 2358 2.358 CODEREFERENCES ' Max Stress Ratios Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set: ASCE 7-02 Shear Values Material Properties Span ## lei Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi : Modulus of Elasticity Cd Load Combination ,ASCE 7-02 Fb - Compr 850.0 psi Bbend- x 1 „300.0 ksi - D Only Fc - Prll 1,300.0 psi Bminbend - xx 470.Oksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade No,2 Fv 150,0 psi Length = 6.0 ft 1 Ft 525,0 psi Density 27.70pcf Beam Bracing : Surra is Fully Braced against lateral -torsion buckling 1,10 1.00 1.04 +D+L+H 16.94 150,00 3.40 1.00 a 1,00 1.00 Length = 6.0 It 1 4.180 4.107 1,00 1.10 3-2x1 Li 1,00 +D+Lr+H Span = &0 ft 4.45 a olled Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D 0,010, S= 0,0130 k f, Tributary Width = 20,0 ft, (ROOF) 1.04 1:40 Length = 6.0 it 1 Maximum Bending Stress Ratio = 0.720 1 Maximum Shear Stress Ratio - 0,429 :1 Section used for this span 3-2x10 Section used for this span -2x10 fb : Actual 673.19psi fv : Actual _ 64,39 psi FB: Allowable - 935.00psi Fv : Allowable 150.00 psi Load Combinations +D+S+H Load Combination +D+S+H Location of maximum on span - 100 ft Location of maximum on span - 0,000 it Span # where maximum occurs = Span # 9 Span # where maximum occurs _ Span # 1 Maximum Deflection )+0,750Lr+0,750L+H 1.00 Max Downward L+Lr+S Deflection 0.046 in Ratio = 1578 673,19 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 1,00 Max Downward Total Deflection 0.061 in patio = 1183 4.180 Max Upward Total Deflection 0.000 in Ratio = 0 <360 9.10 i N i. i t 4 i q Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span ## lei V Cd C FN C i Cr D Only 0.00 0,04 Length = 6.0 ft 1 0.980 4.107 1.04 1,10 1.00 1.04 +D+L+H 16.94 150,00 3.40 1.00 1.10 1,00 1.00 Length = 6.0 It 1 4.180 4.107 1,00 1.10 1.00 1,00 +D+Lr+H 935.00 4.45 16.94 150,04 1.94 1.04 1:40 Length = 6.0 it 1 0.180 0 107 9.00 9.90 1.40 1.00 +D+S+H 0.94 168.34 935,00 4,45 1,10 1.00 1.00 Length = 6,0 If 1 4,720 0,429 5.00 1,10 9.00 1,00 )+0,750Lr+0,750L+H 1.00 1.04 3.64 673,19 9.10 1.00 1,00 Length = 6,4 it 1 4.180 0,147 1.00 9.10 1.04 1.04 +D+0.750L+0.7505+H 0,00 1.04 1.04 9.00 1.10 1,04 9.Oti Length = 6.0 it 1 0.585 0.349 1.04 1,10 3,0(7 3,40 Moment Values Shear Values C m C t C L h3 fb F'b. V N F'v 0.00 0,04 0.00 4 00 1.04 1,00 1,40 4.90 968.30 935,00 OA5 16.94 150,00 3.40 1.00 1.04 0.00 0,00 0.00 0.00 1.40 1.00 1.00 0.90 168.30 935.00 4.45 16.94 150,04 1.40 1.04 1,00 0.40 0.00 4.40 OZO 9.00 1.40 1.04 0.94 168.34 935,00 4,45 96.40 154.60 1.00 1.40 1.04 0.00 4.00 0.00 0,40 1.00 1.00 1.04 3.64 673,19 935.00 1.79 64,39 150.44 1.00 1.00 1.00 0.00 4.00 0.00 0,00 1.04 1.04 9.00 0.90 168.30 935.40 045 16.90 150.40 1,00 3,04 1.00 0.00 4.04 0.04 0,00 1.070 1.00 1.00 2.93 546.97 935.40 5.45 52.32 950.00 +r �cktRe Description: HD3 Load Combination Max Stress Rabos Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL 63 to Fb V tv v +p+W+N 1.10 1.00 _.100 1.00 9.40 1.00: 0.00 0,04 6,04 0,00 Length =6,0It 9 0180 0,107 9,40 1.10 1.00 1,00 1.00 1.00 1,00 0,90 168,30 935.00 045 16,10 150.00 +Lt+0.70E+H 1.10 1.00 1:00 1.00 1.00 1.00 4.44 0.04 0 00 0.00 Length = 6,0 tt 1 0.980 0,107 1.40 1.10 1.00 1,40 1,00 1.00 1.00 0.90 168.30 935:40 0,45 16.10 150,00 +D+0.750Lr+0:750L+0.750W+H 110 1.00 1.00 1.00 9.00 1.00 0.00 0.00 0.00 02 Length = 6,0 It 1 0.180 0,147 1.00 110 1.00 1,00 1,00 1.00 1:00 4.90 168.30 1335.04 0.45 16.90 954.00 +p+0.754Lr+0.750L+0,5 54 +H 110 1.00 1.00 1,00 1.00 9.00 4.40 0,00 0.04 0,40 Length = 6,0 ft 1 0.180 0.407 1,00 1,10 1.04 1.04 1,00 1.00 1.00 0.90 168.34 935.00 0,45 16,14 150.04 +p+0,750L+0.7505+0.750W+H 1.10 1,00 1.04 1.00 1.00 1.00 0.00 0,00 0,04 0,00 Length = 6.0 it 1 0.585 0,349 1.00 1.10 1.00 1.44 9.00 1,00 1,00 2,93 546.97 935.00 1.45 52,32 150.00 +D+0.750L+0.7505+0.5250E+H 1.10 1,00 1.00 1:04 1.04 1,00 4.40 0,00 0,00 0,04 Length = 6.0 it 1 0.585 0.349 1.00 9.10 1.00 1,00 1.00 1.00 1,40 2.33 546.97 935.00 9,45 52.32 150,40 +0,60D+W+H 1.10 1.00 1,00 1,04 1.00 1,00 4.40 4,00 4,00 0,00 Length = 6.0 ft 1 0,148 0.0644 1.010 1.10 1,00 1,40 1,00 1,00 1.00 0.54 104.38 935.00 0,27 9,66 150.04 +0.60b+4,70E+H 3.10 1.04 1.00 4:04 1,00 1.00 ' 0.00 0.00 0.00 0.00 Length =6.0ft 1 0,108 0,064 1,00 1.90 ' 1,00 1.04 1,00 1,00 1.00 0.54 100.98 935.00 0.27 9,66 550.04 n nRC1 . _ Load Combination Span Max, "-"Dell Location in Span Load Combination Max, "+" Deft Loca#on in Span D+S 1 0.0608 1022 0,0000 0.000 Wrtical Riectoos UnfadoredSupport "l, notation : Far lett is #1 Values in KIPS lead Cornbination Support Support 2 Overall MAXimum 2,400 2,444 D Oniy 4.640 0,604 S Only 1.840 1.804 D+S 2.400 240 000E PEFERENCES Calculations per NDS 2005, IBC 2009, CSC 2010, ASCE 7-10 Load Combination Set: ASCE 7-0 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 650 psi E: Modulus orf Elasticity Load Combination ASCE 7-02 F - Compr 650 psi Ebend-xx 1300 ksi Fc - Prfi 1300 psi Eminbend xx 470 ksi Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 27. pd Beam Bracing Seam is Fully Braced against lateral-torsion buckling all 3-2xI Span = 6.0 ft Applied Loads, Service loads entered. Load Factors will be applied for calculations, Uniform load : D = O7 010, S= 0.030 ksf, Tributary Width = 30,0 It, (ROOF) Maximum Bending Stress Ratio 0.80a 1 Maximum Shear Stress Ratio - 0.493-1 Section used for this span 3-2x12 Section used for this span 3-2x2 fb : Actual _ 682.67 psi fv : Actual _ 73.07 psi FB: Allowable _ 850.00 psi Fv : Allowable _ 150.00 psi Load Combination +D+S+H Load Combination +D+ +l1 Location of maximum on span 1000ft Location of maximum on span - 0.000 ft Span # where maximum occurs = Span # 1 Span 4 where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.038 in retia = 1653 Max Upward L+Lr+S Deflection 0.000 in patio = 0 e480 Max Downward Total Deflection 0.051 in Ratio = 1419 Max Upward Total Deflection 0.000 in Ratios = 0 <360 amurd Forces & Stresses for Load CombinatJons Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V___ Cd C FN C i Cr C m C t C L M lb Ph V fv F'v D Only 0.00 0,00 0.00 0.00 Length = 6.0 ft 1 0.201 0123 1.00 1.00 140 1.00 1,00 1,00 1.00 9.35 170,67 850.00 0,62 18,49 150.00 +p+L+H 1.00 1,00 1.00 1,00 1.00 9.00 0.00 0.00 0.00 0.00 Length = 6,0 ft 1 0,201 0.123 1.00 1.00 1.00 1.00 1.00 1.00 '1.00 135 170.67 850.00 0.62 18.49 150.00 +D+Lr+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.201 0,123 1.00 9.00 1,00 1.00 1.00 1.00 1.00 1.35 170.67 850,00 0,62 18.49 150.00 +D+S+H 1.00 1.00 1.00 9.00 9.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 It 1 0,803 0.493 9.00 3.00 1.00 1.00 1.00 1.00 1.00 5.40 682.67 850.00 2.50 73.97 150.00 0+0,750Lr+0,750L+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 it 1 0.201 0.123 1.00 1.00 9.00 1.00 1,00 1.00 1.00 1.35 170.67 850.00 0,62 18.49 150.00 +D+0.750L+0.7505+H 1.00 1,00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 6.0 if 1 0.653 0,401 1.00 1.00 1.00 1:00 1.00 1.00 1.00 4.39 554.67 850,00 2.03 60.10 150.00 t:rta, Description : HD3 Load Combination Max Stress Ratios Moment Valises Shear Values Segment Length Span # M V C d C FN C i Cr m C 8 L fb b V fv F v +p+W+H 100 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.010 0.00 Length = 6.0 it 1 0,209 0.123 1.003 1.010 1.00 1.00 1.00 1.00 1.00 1.35 1711.67 650.00 0,62 *49 150.00 +Cl+0.70E+H 1.110 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0201 0.123 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.35 170:67 650,00 0.62 16.49 150.00 +10+0,750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.201 0.123 1.00 1.00 1.00 1.00 1.00 1.00 9.00 1.35 1701.67 850,00 H2 16.49 150,00 +L1+0.75QLr+0.750L+0,5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 6:0 ft 1 0.201 0.123 1.1}0 1.00 1.00 1.00 ; 1.00 1.00 1.00 1.35 170.67 850.110 0.62 16.49 150.00 +p+0.750L.+0.750S+0.750W+H 1,00 1.00 1.00 1.00 1.010 1.00 0.00 0.00 0,00 03.000 Length = 6.0 it 1 0.653 0.401 1.00 1.001 1.00 1.00 1.00 1,00 1.190 4.39 554.67 850.00 2,013 60.10 150.00 +p+0.750L+0.7505+0.5250E+H 1.00 9.00 1,00 1.110 1.00 9.00 0.00 0.00 0,00 0.00 Length = &0 It 1 0.653 0,401 9.00 1,00 3.00 1,00 1:010 1.00 9.00 4.39 554.67 850,00 2.03 60.10 150.00 460D+W+H 1.00 9.00 1,00 9.00 1,00 1.00 0.010 0.00 0.00 0.00 Length = 6V rY 1 0.920 0,074 1.00 1,00 1.001 "1.00 1.00 1,00 1.00 01.81 102.40 850.00 0.37 19.09 150.0)0 +0.60#0+0.70E+H 1.090 ` 1.00 1.010 1,00 1;00 1,00 0,00 0.00 0.00 0.00 Length = 6.O ft 1 0,120 0.074 1.00 1.00 1.00 ' 1.00 1.00 1:00 1.00 0,81 102.40 850.00 037 13.09 150,00 0Vef3lJM3Xjf0UMDeffed*0s-V f" t-'41-04, i Load Combination Span Max. "' dell Location in Span Load Combination Max. "+° [7 fl Location in Span D+S 1 010507 3.022 0,0000 OZO Vertical Reactions - Unfactoted Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support Overall MAXimum 3.600 3,600 D Only 0.900 0,900 S Only 2.700 2,700 17+S 3.6001 3.600 CODE REFERENCES Calculations per NDS 2005„ IBC 2000, CBC 2010, ASCE 7-10 Load Combination Set : ASCE 7-02 Material Properties Analysis Method : Allowable Stress Design Fb - Tension 2325 psi : Modulus of Elasticity Load Combination ASCE 7-0 Fb - Compr 2325 psi Ebend- xx 1550ksi Fc - Prli 2050 psi Emnbend _ xx 787,815ksi Wood Species : iLevel Truss Joist Fc - Perp 800 psi Wood trade : TimberStr nd LSL 1,55E Fv 310 psi Ft 1070 psi Density 5:2.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling -1.75x.5 ".. .. Span = U ft ppttsd Loads Service leads entered. Load Factors will be applied for caicthations. UniformLoad : Ctp�=}0,010, S O3 030 ksf, Tributary Width = 30.0 ft, (ROOF) Maximum Bending Stress Ratio - 0,52R 1 Maximum Shear Stress Ratio = OE 386 :. 1 Section used for this spare 2-1.75x9.5 Section used for this spare 2-1,750.5 fb : Actual _ 1,250.7psi fv : Actual _ 119.73 psi FB : Allowable - 2,325.00psi Fv : Allowable - 310.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 3,000ft Location of maximum on span - 0,000 ft Span # where maximum occurs - Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.€368 in Ratio = 1057 Max Upward L+Lr+S Deflection 0.000 in Ratio u 0 <480 Max Downward natal Deflection 0.001 in Ratio - 702 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stmsses for goad Combinations Load Combination Coax Stress Ratios foment Values Shear Values Segment Length Span # M V Cd C Ftv C i Cr C m C t CL M fb F'b V to Fv D Only 0.00 0,00 0.00 0.00 Length = 6.0 ft 1 0.132 0.097 1.00 1,00 1.00 1.00 1.00 9.00 1,00 1.35 307.72 2325.00 0.66 29.93 310.00 +D+L+H 1,00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length ® 6,0 ik 1 0.132 0.097 1.00 4.00 1.00 1.00 1.00 1.00 1.00 1.35 307.72 2325.00 0.66 29.93 310.00 +D+Lr+H 1.00 1.00 1:00 1.00 1.00 1.00 0.00 0.00 71.00 0,00 Length = 6.08 1 0.132 0.097 1.00 1.110 1.00 1.00 1.00 1,00 1.00 1,35 307.72 2325.00 0,66 29.93 310.00 ++S+H 1.00 1,(10 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 6:0 ft 1 0.529 0,386 1,00 1,00 1.00 1.00 1.00 1.00 1,00 5.40 1,230,87 2325,00 2.65 119.73 310.00 3+0.75OLr+07501.+H 1.00 1.00 1.00 1 b 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.132 0.097 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.35 307.72 2325,00 0,66 29.93 310.00 +D+0.750L+0.7505+ 1.00 1.00 1,00 1.00 1.00 1,00 0.00 0.00 0.00 0,00 Length = 6.O ft 1 O.d30 0,314 1,00 1.00 1.00 1.00 1.00 1.00 1.00 4.39 1,000.08 2325.00 2.16 97.28 310.00 Description HD33 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FAI C i Cr C m C t C L M fb F'b V fv F`v +D+W+H 1.00 1.00 1.€0 1.00 1.00 9,00 0.00 0.00 0.00 0.00 Length : 6.0 It 1 0.132 0,097 1,00 1.00 1.00 1.00 1,00 1.00 1,00 1.35 307.72 2325.00 0,66 29.93 310,00 +D+0.70F+H 1,00 1.00 1.00 1.00 1,00 1,00 0.00 0,00 0.00 0.00 Length = 6;0 €t 1 0A32 0,097 1.00 1.00 1.010 1,00 1,00 1.00 1.00 1.35 307.72 2325.00 0.66 -29.93 310.00 +D+0,750Lr+0.750L+0.750W+H 1.030 1.00 1.00 3.00 1.00 1.00 0.00 0,00 0.00 000 Length : 6.0 it 1 0.'132 0.097 1,00 1.00 1.00 1.00 3,00 1.00 1.00 1.35 307.72 2325.00 0.66 29.93 310,00 +D+0.750Lr+0.750L+0.5250 +H 1.00 1:00 1.00 1.00 1.00 1.00 0,00 0,00 0.00 0,00 Length = 6,0 ft 1 0.132 0,097 1.00 1.00 3:00 1.00 1.003 1.00 1.00 3.35 307.12 2325.00 0,66 29.93 310,00 +D+0,750L+0.7505+0.750W+H 9.00 1.00 1.00 1.00 1.00 1.00 1}.00 0,00 0.00 0.00 Length = 6.0 It 1 0:430 0.314 1,00 1.00 1.00 1.00 1,00 1,00 1,00 4,39 1,000.08 2325.00 2,16 97,26 310.00 +D+0,750L+0.7505+0.52506+H I.00 1,00 5.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 6.0 It 1 0.430 0.314 1.00 1.00 1.00 1,00 1.00 1:00 1.00 4.39 1:000,08 2325.00 2.16 97.28 310,00 +0.60D+VY+H 1,00 1,00 1.00 1.00 3.00 1.00 0.00 0,00 0.00 0.00 Length r 6.0 it 1 0.079 0,058 1,00 1.00 4.00 1.00 1.00 1.00 1,00 0.81- 184.63 2325.00 0.40 17.96 330,00 +0.60D+0.70E+H 1.00 1,00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0,00 Length = 6:0 ft 1 0.079 0.058 1,00 1.00 1,00 1,00 9.00 1,00 1.00 0.81 184,63 2325,00 0.40 17,96 310,003 Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+M Deft Location in Span D+$ 1 0,0908 3.022 0.0000 0.0001 Vertical tit - Unfactored, Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimurn 3.600 3.600 D Only 0:900 0.900 S Only 2700 2.700 D+S 3.600 3,600 CODEREFERENCES Calculations per NDS 2005, IBC 21109, CBC 2010, ASCE 7-10 Service loads entered. Load Factors will be applied for calculations.. Load Combination Set ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2600 psi E : Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 2600 psi Ebend- xx 1900ksi Fc - Pit[ 2510 psi Eminbend - xx 865.71 ksi Wood Species iL.evel 'True Joist Fc - Perp 7513 psi Mammurn Bending Stress Ratio - Wood Grade : MicroLarn LVL 1.9 E Fv 285 psi Pt 1555 psi Density 52.21 pct Beare Bracing : Seam is Pully Braced against lateral -torsion buckling Section used for this spam D(U19)S(18.057) 2-1.75x9.5 Span = 10 # '� pp!led Leads Service loads entered. Load Factors will be applied for calculations.. Paint Load : D = 6.019, S =18.057 k (p? 03333 ft, (GT2) Mammurn Bending Stress Ratio - 0.624:1 Maximum Shear Stress Ratio - 11.423: 1 Section used for this spam 2-1.75x9.5 Section used for this span 2-1.75x9.5 to : Actual - 1,622.3€3psi fv : Actual - 1213.66 psi FB: Allowable _ 2,600,00psi Fv: Allowable 285.00 psi Load Combination +D++H Load Combination +D++H Location of maximum can spam = 0.339ft Location of maximum on Span - 0.000 ii Span # where maximum occurs - Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.013 in Ratio = 2878 Max Upward L+Lr+S Deflection 0,000 in Ratio = 0 <480 Max Downward Total Deflection 0.017 in Ratio = 2158 Max Upward Total Deflection 0,000 in Ratio = 0 <360 Maximum Formes & Stms'sescar Lead Combinations Load Combination Max Stress patios Moment Values Shear Values Segment Length Span # M u__ C d C FN C i Cr Cm C t CL M fb Ph V fv Fv D Only 0.00 0,00 0.00 0.00 Length = 3.0 ft 1 0.156 0.106 1.00 1.00 1.00 9.00 1.00 1.00 1.00 1.78 405.58 2600.00 0,67 30.97 285.00 +D+L+H 9,00 9.00 1.00 1,00 9.00 1.00 0.00 0.00 0.00 0;00 Length z 3.0 It 1 0,156 0106 1.00 1.00 1.00 9.00 1,00 1.00 9.00 1.78 405.58 2600,00 0.67 31117 285.0(1 +D+Lr+H 9.00 1,00 1,00 1,00 1,00 1.00 0.00 0.00 0.40 0,00 Length = 3:0 8 1 0.156 0.106 1,00 9,00 1,00 1.00 9,00 1.00 9.00 9.78 405.58 2600,00 0,67 313.97 285.00 +D+S+H 9.00 1,00 9.00 1.00 1.00 1,00 0.00 0,00 0.00 p.00 Length = 3.0 it 1 0,624 0,423 9.00 1.00 9.00 9.00 1.00 9.00 1.00 7,12 1,622.30 2600.00 2.68 120.68 285.00 3+0,750Lr+0.750L+ 1.00 1Z 9.00 1.00 9,00 1.00 0.00 0,00 0.00 0,00 Length = 10 it 1 0.956 0.106 1.00 1.00 1.00 1.00 9.00 9.00 1.00 1,78 405.58 26100,00 0.67 30,17 285.00 +D+0,750L+0.7505+H 1.00 1,00 1.00 1.00 1.00 9.00 0.00 0,00 0.00 0.00 Length = 3,0 ft 1 0.507 0344 9.00 1,00 1.00 1.003 1,00 1.00 1.00 538 3,318.12 2600.00 2,97 98.05 285.00 Descript on : HD34 Load Combination Max Stress Ratios Moment Values Shur Values Segment Length Span # M V__ C d C FN C k Cr Cm C t C L M fb F b V At F v +D+W+N 1,00 1,00 1.00 1,00 1,00 1,04 0.00 ,0,00 0,00 0,00 Length = 10 It 1 0.156 0.106 1,00 9.00 1.00 1.00 1.00 1,00 1.00 1.78 405,58 2600,00 0,67 30.17 285.00 +D+4,70E+H 1.00 1.00 9.44 1.00 1.00 1,00 0,00 00 0.00 0,00 Length = 3.0 f 9 0156 0,106 1.00 1.40 1.00 1.40 1.00 9.00 1.00 1.78 405.58 2600.64 0,67 30.17 285.00 +D+0,750Lr+0.7501,.+0,750W+H 1.00 1.40 ; 1.00 1.00 1.00 1.00 6.00 0,00 0.00 0,00 Length = 3.0 It 1 4.956 0106 1,40 1.00 1.40 1.40 1.04 1.00 1:00 1,78 405.58 2600.00 0,67 30.17 285,00 +D+0.75OLr+0.750L+0,5250E+H 1.00 1.46 1.00 1.00 1.00 1,00 0.00 0,00 0.00 0,00 Length = 3,0 ft 1 0.156 0,106 1,00 1.40 1.00 1,40 1,00 1.00 1,00 1.78 405,58 2600,00 0.67 30,97 285.00 +D+0.750L+4,7505+0.750W+H 9.00 1,00 1,00 1,00 1,00 1.00 0.00 0,00 0.00 000 Length = 3.0 It 1 0.507 0.344 1,40 1.40 1.00 1.00 1.00 1,00 1.00 538 1,318.12 2600,00 217 08.05 285.00 +D+0.750L+0.7505+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 000 0.00 0.60 Length = 3.0 It 1 0..507 0,344 1.00 1.00 1.00 1,00 1,44 1.00 1.00 5,78 1,318.12 2600.00 217 98.05 285.00 +0,60D+W+H 1.00 1.00 1.00 1,00 1.40 1,00 0.40 0.00 0.00 0:00 Length = 3.0 ft 1 0.094 0,064 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1:07 243.35 2600.00 0.40 18,10 285.00 +0.60D+0 70E+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0,00 0.00 Length =3.0ft 1 0.094 0.064 1.00 1.00 1,00 1.00 1:00 1.00 1,00 1,07 243.35 2600.00 0.40 18.10 285.00 Overall Maximum Dei ti ;- Unfactored Load$ Load Combination Span , Max, "-" Deft Location in Span Load Combination Max, "+" Deft Location in Span D+S 1 _ 0,0167 1.281 4.0000 0.000 vertical R i n « Unfattoted Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Gveril MAXlmurn 21,401 2.675 D Only 5.350 0,669 S Only 16.059 2.006 D+S 21.401 2.675 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Lead Combination Set ; ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 85O psi E: Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 85O psi Fbend- xx 13OOksi Fc -'Pdi 1300 psi Fminbend - xx 47Oksi Wood Species : Ham Fir Fc - Perp 405 psi Wood Grade : No,2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing Beare is Fully Braced against lateral -torsion buckling t .05 . 1,7 1 MU57) 0.17 1 4��,^"'1 \ � i��F \U �'''•h"S ,Y�,.� S \y,. ��' 1\ u�i ;l 6N�'' S.k>t� �� Aa1 � Y�� `,s ,�?yn �'� , ti 1. \�Lld;.* „", u � 1u�31 -2x1 3-2xI 4 Span = 16.250 ft Span = 16.250 fi ,�PpIliid Loads Service loads entered. Load Factors will be applied for calculations, Load for Span number 1 Uniform Load : D = 0,010, S = 0.030 ksf, Tributary Width = 530 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.010, S = 0.030 ksf„ Tributary Width = 5.70 it, (ROOF) E : Maximum Bending Stress Ratio - 0,397: 1 Maximum Shear Stress Ratio 0:347 : 1 Section used for this span 3-2xI4 Section used for this span 3.2x'14 fb : Actual _ 685. 7pse fv ; Actual a 52.01 psi FB : Allowable _ 765.00psi Fv : Allowable - 150.00 psi Load Combination +p+S+H Lind Combination ' +O+S+ Location of maximum on span = 16,250ft Location of maximum on span = 95.161 ft Span # where maximum occurs = Spun If 1 Spate # where= maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S reflection 0.000 in Ratios = 1960 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 ,480 Max Downward Total Deflection 0.133 in Ratio = 1470 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Fortes & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear values Segment Length Span #s M V_ Cd C FN C i Cr Cm C t CL M fb Ph V fv F"v D Only 0.00 0.00 0.00 0.00 Length =10.250 It 1 0.224 0.087 1.00 0,90 1.00 1.00 1.00 1.00 1.00 1.88 171.47 765.00 tl.S2 13,00 150.00 Length n 16.250 ft 2 0.224 0,087 1.00 0.90 1.00 1.00 1.00 1,00 1.00 1.88 171.47 765:00 0.52 13.00 150.00 +D+L+H 0.90 1.00 1.00 9.00 1.00 1.00 0,00 Ho 0.00 0.00 Length =16.250 it 1 0.224 0.087 1:00 0.90 1.00 1.00 1.00 1.00 1.00 1.88 171.47 765.00 0,52 13,00 150,00 Length =16.250 it 2 0.224 0.087 1.00 0.90 1.00 1.00 1.00 1.00 1,00 1.88 171.47 765.00 0.52 13.00 1%00 +D+Lr+H 0.90 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.250 it 1 0.224 0.087 1.00 0.90 1.00 1.00 1.00 1.00 1.00 1.88 171,47 765,00 0,52 13,00 150.00 Length =16.250 ft 2 0.224 0.087 1.00 0.90 1.00 1.00 1.00 1,00 1.00 1,88 171.47 765.00 0.52 13.00 150.00 Description : P61 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t CL M fl) F,b V fv F,v +D+S+H 0.90 1,00 9,00 1.00 1.04 104: 0:00 U.00 0.00 0.04 Length =16.250 It 1 0.897 0,347 1.00 0.90 1,00 1.00 1,00 1,00 1.04 7.53 685.87 765.04 2.07 52.01 150.00 Length =16.250 It 2 0.897 0.347 1.00 0.90 1:00 1,40 1.00 1,04 1.00 7,53 685,87 765,00 2,07 52.01 150.00 +D+0.750Lr+0.750L+H 0,90 1.00 100 1.00 1.00 9.00 0.00 0.00 0.00 0:00 Length =16.250 ft 1 0.224 0.087 1.40 0.90 1.00 1.00 1.00 1.00 1.00 1.88 171.47 765,00 0.52 13.00 154.00 Length =16.250 It 2 0124 0,087 1.40 0,90 1:00 1,00 1.00 1.40 4.00 1.,88 171.47 765.00 0,52 13.00 150.00 +D+0.750L+0.7545+H 0,90 1,00 1.00 1,00 1.403 1.04 0.04 0,00 0.40 0,00 Length = *250 It 1 0.728 0.282 1,00 4.90 1.00 1.00 1.00 9.00 1.00 6.11 557,27 765,00 1.68 42.26 150,00 Length =15.2508 2 0.728 0.282 1.00 4.90 1,00 1,40 1.00 1,00 1.00 6.11 557.27 765,00 1.68 42.26 1%00 +D+W+H 0,90 1.40 1,00 1,00 1,00 1.00 0,04 0.00 0.04 0.00 Length =16.250 ft 1 0,224 0.087 1.40 4.90 1,00 1.00 1.00 1:40 1.00 1,88 171,47 765.40 (152 10.00 150,00 Length = 46.250 it 2 0.224 0.087 1:40 4.90 1.00 1.00 1.04 1:40 1.04 1,88 171.47 765.44 0.52 13.04 150.00 +D+0.70E+H 4.94 1,04 9.40 1,4t1 1,00 1.00 0.00 0.00 0.40 0,00 Length=16.250 It 1 4.224 0.087 9.04 0.94 1.44 1.00 1.44 1:00 1,00 1.85 971,47 765.44 4.52 13.00 154,00 Length = 16.250 tt 2 0.224 0.087 1,00 0.90 1.00 1.40 1.04 1.40 1,00 1.88 171,47 76 ,00 0.52 13.00 150.00 +D+0,75OLr+0750L+0750W+H 0.90;' 1.40 1,00 1.00 9,40 1.00 0.00 0.00 0.04 0:04 Length =16.250 It 1 0.224 0.087 1.00 010 9.00 1.00 1.00 1,00 1.00 1.88 171.47 765.40 0.52 13.00 150.00 Length =16.250 it 2 : 0.224 0.087 1,00 0.90 1.00 ' 1,00 1;030 1.00 1,00 1,88 171,47 765,00 4.52 13.00 150,00 D+4,7 0Lr+0.7 0L+0.5250 +H 0.90 1.00 1.00 1A 1.00 1.00 0,00 0.00 0,00 0,00 Length =16.250 ft 1 0.224 4.087 1.00 0,90 1.04 1,00 1.40 1.00 1,00 1.88 171,47 765.00 4.52 13.04 954,00 Length =16.250 ft 2 4:224 0,087 1.04 0.90 1.04 1.00 1.00 1.04 1,00 1.88 171.47 765.00 0.52 1100 150.49 +D+0,750L+4.7505+0,7 0W+H 0.94 1.00 1.00 1.00 1.00 1.00 0.00 4,00 0.00 0.00 Length =16.250 €t 1 0.728 0.282 1.40 0.96 1.00 1.00 1.00 1.40 1.40 611 557.27 765.00 1.68 42,26 550.00 Length = 16,250 it 2 0.728 0.282 1.04 0.90 1.04 1.00 1.00 9.40 1,00 6.11 557.27 765.00 1.68 42,26 150,00 +D+0,750L+0.7505+0.5250E+H 4.90 1.00 1:04 1.00 9.04 1.04 0.00 0.00 0.00 0.04 Length =16.250 It 1 0:728 0.282 1.04 0.90 1.00 1.00 1,04 9.00 1.00 6.11 557:27 765.00 1.68 42.26 150,00 Length=16.250It 2 0.728 0.282 1.04 090 1,00 1.00 1.04 1.04 1ki) 6.11 557.27 765.00 1.68 42.26 150.00 +4.64D+W+H 0.90 1,00 1.04 1.00 1 k 1.00 0.04 0.40 0.40 0.00 Length =16.250 It 1 0.134 0,052 1.00 0,90 1,04 1.00 1.00 1.00 1.00 1.93 102.88 765.00 0.31 7,80 150,40 Length =16,250It 2 0.134 0.052 1.00 0.90 1.00 1.04 1.04 9.00 9.00 1.13 102.88 765.00 0.31 7,80 150.00 +4,60D+0 70E+H _ 0,90 1.00 1.00 1.00 1.04 1,04 0.00 0.00 0.04 0.00 Length :16.2508 1 0,134 0,052 1.00 0,90 1,00 1.00 1.00 1.04 1,04 ' 1.13 102.88 765:00 0.31 7.80 (50.00 Length =16,250 It 2 4.134 0.052 1:00 0.90 1.00 1,04 1.00 1.00 1;40 1.13 102.88 765:00 0.31 7.80 150.00 Ovetn edon # Uq t� Load Combination Span Max. "-'Dell . Location in Span Load Combination Max. "+° Deft Location in Span D+S Load Combination Overall MAXimum D Only S Only D+S 1 4.1326 6.899 0,1312 9,441 Support notation: Far left is #1 Support 1 Support 2 Support 3 1.389 4.631 1.389 0.347 1.158 4.347 1.042 3.473 1.042 1.389 4.631 1.389 0.4000 0,040 0.0040 0.000 Values in KIPS CODEREFERENCES Calculations per NDS 2005, !BC 2009, CBC 2010, ASCE 7-10 Service loads entered'. Load Factors will be applied for calculations. Uniform load : D = 0.010, S = 0.030 ksf, Tributary Load Combination Set: ASCE 7-02 Width = 5.70 ft, (ROOF) Material Properties Analysis Method : Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr „325.0 psi bend- xx 1,550.Oksi Fc - Prll 2,050.0 psi Emin end - xx 787.82 ksi Wood Species iL vel Trus Joist Fe - Perp Wood Grade TirnberStr nd L L 1.55E Fv 800.0 psi 310.0 psi 0.23 1 Ft Seam Bracing ; Seam is Fully Braced against lateral -torsion buckling 1,070.0 psi Density 32.210 pcf 57 S(0171) Section used for this span rr _ y Section used for this span 2-2x5 -2x0 fb : Actual pp If t?afls Service loads entered'. Load Factors will be applied for calculations. Uniform load : D = 0.010, S = 0.030 ksf, Tributary Width = 5.70 ft, (ROOF) 'fdYWMMARY Maximum Bending Stress Rata = 0.23 1 Maximum Shear Stress Ratio - 0,135:1 Section used for this span 2-2x8 Section used for this span -2x0 fb : Actual 549.80psr fv : Actual - 41.78 psi FB : Allowable _ 2,325.00ps€ Fv : Allowable _ 310.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span - 3.250ft Location of maximum on span - 5,907 It Span # where maximum Occurs = span # # Sparc # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.047 in Ratio = 1667 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.052 in Ratio = 1250 Max upward Total Deflection 0.000 to Ratio = 0 <360 Maximum Forces & Stresses for Load o btrtatlons Load Combination Max Stress Rates Moment Values _ Shear Values. Segment Length Span 4 M V Cd C rtv C i Cr Cm C t C L M fb Fb V fv F"v D Only 0.00 0,00 0.00 0.00 Length = 6.50 It 1 0.050 0.034 1.00 3.00 1.00 1.00 1.00 1,00 1.130 0.30 137.45 2325.00 0.15 10.44 310.00 +D+L+H 1.00 1.00 1.00 1.00 9.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0,050 0.034 1.00 1.00 1.00 9.00 1.00 1.00 1.00 0.30 137.45 2325.00 0.15 10.44 390.00 +p+Lr+H 1.00 l bo 3.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 6.50 ft 1 0,059 0.034 1.00 1.00 1,00 1.00 1,00 1.00 1.00 0.30 137.45 2325.00 0.15 10.44 310.00 +D+S+H 1.00 1.00 1.00 1,00 7.00 1.00 0.00 0.00 0,00 0.00 Length = 6.50 ft 1 0.236 0.135 1.00 1.00 3:00 1.00 1.00 1.00 7.00 1.20 549.80 2325.00 0.61 41.78 310.00 +0.750L,r+0.7501+H 1.00 1.00 1.00 1.00 1.00 9.00 0.00 0,00 0.00 0.00 Length = 6.50 ft 1 0.059 0,034 100 1.00 1.00 1.00 1.00 1.00 1.00 0.30 337.45 2325.00 0.15 10.44 310.00 +D+0.750L+0.7505+ 1.00 1.00 1.00 3.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0192 0.109 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 44631 2325.00 0.49 33.94 310.00 Description : PB2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FIV C i Cr C rn t C L M Ffb V fy F'v +D+W+H 1,00 1,00 1,00 9,00 1,00 100 0.00 00 0.00 0.00 Length = 6.50 It 1 0.059 0.034 1.00 1.00 1,00 1.00 1.00 1.00 1:00 0,30 137,45 2325.00 0.15 10,44 310.00 +D+0.70E+H 1.00 1,013 9.00 1,00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 6.50 It 1 0,059 0.034 1.00 1,00 1,00 ; 1.00 1 DO 1.00 1,00 0,30 137.45 2325.00 0,15 10.44 310:00 +D+0,75OLr+0.7501:+0,750W+H 1,00 1.00 1.00 1.00 1.00 1:00 0,00 0.00 0,00 0.00 Length = 6,50 f< 1 0.059 0,034 1,00 1.00 1.00 1.00 1.00 9.00 1:00 0,30 137.45 2325,00 0.15 10,44 310,00 +D+0.7 0Lr+0.750L+0,5250E+H 1.00 1.00 1,00 1.00 1.00 1,00 0.00 0,00 0.00 0:00 Length = 6.50 ft 1 0.059 0:034 1:00 1.00 1.00 1.00 1.00 1.00 1,00 0.30 137,45 2325.00 015 10.44 31.00 +D+0.7501.+0.7505+0.750W+H 1:00 1,00 1,00 1,00 1.00 1:00 0.00 0,00 0.00 0,00 Length = 6.50 0 1 0.192 0.109 9,00 1.00 1.00 9.00 1:00 9.00 1.00 0:98 446.71 232500 0,49 33,94 310,00 +D+0.7501.+0,7505+0.5250E+H 1.00 1.00 1.00 1,00 1.00 100 0.00 0,00 0.00 0.00 Length = 6.50 f1 1 0,192 0,109 1.00 1.00 1.00 1,00 1:00 1.00 1.00 0.98 446,71 2325.00 0.49 3194 310.00 +0.6013++H 1.00 1.40 1,00 1,40 1.00 1.011 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.035 0,020 1.00 9,00 1,00 1.00 1.00 1,00 1.00 0.18 82.47 2325.00 0.09 6,27 310.00 +0.60D+0,70E+H 1,00, 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 6.50 8 1 0.035 0.020 1.00 1,40 1,00 ` 1,00 1,00 1,00 1.00 0.18 82.47 2325:00 0.09 6,27 310.00 Overall Maxlmul�ri Defections Load Combination Span Max. " H Deft Location in Span Load Combination Max. "+' Defile Location in Span D+S 1 0.0624 3.274 0.0000 0.000 vertical 3 i Ct - unfactorta Support notation ; Par Pett is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.741 0341 D Only 0,185 0.985 S Only 0.556 0.556 D+ S 0.741 0.741 CODEREFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Uniform Load : Day= 0.018, S = 0,030 k t, Tributary Width 5.513 it, (ROOF) Load Combination Set ; ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850 psi : modulus of Elasticity Load Combination :ASCE 7-02 Fb - Compr 850 psi Fbend- xx 100ksi F m Pill 1300 psi Bmin end _ xx 470ksi Wood Species : Hem Fir Fc - Perp 405 psi Wood tirade : No.2 Fv 150 psi 808.51 psi Ft 525 psi Density 27.7pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling FB : Allowable - 0055 Fv : Allowable - V Load Combination +D++H pan = 15.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : Day= 0.018, S = 0,030 k t, Tributary Width 5.513 it, (ROOF) Maximum Bending Stress natio = 9.951: 1 Maximum Shear Stress Ratio - 0 293 : 1 Section used for this span 3*2x"12 Section Used for this span 3-2xI2 fb : Actual - 808.51 psi fv : Actual _ 43.90 psi FB : Allowable - 850.00psi Fv : Allowable - 150.00 psi Load Combination +D++H Load Combination +D+S+H Location of maximum on span - 7.625ft Location of maximum on span - 0,000 it Span # where maximum occurs _ Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.291 in Ratio = 628 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.388 in Ratio W 471 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for LoadCombinations Load Combination Max Stress Ratios Foment Values Shur Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M_ to Ph V fv Fav D Only 0.00 0,00 0,00 0.00 Length = 15.250 it 1 11.238 0.073 1.00 1,00 1.00 1.00 1.00 1.00 1,00 1.60 202.13 850.00 0.37 9(L97 150.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 9.00 0.00 0.00 0.00 0,00 Length =15.250 ft 1 0.238 0.073 1.00 1.00 9.00 1.00 1.00 1.00 1.00 1.60 202.13 850,00 0.37 10.97 150,00 +D+Lr+H 1,00 1.00 1.00 1.00 1,00 1,00 0.00 0.00 0.00 000 Length =15,250 ft 1 0.238 0.073 3.00 1.00 1.00 1.00 1.00 1.00 1.00 1.60 202.13 850,00 0.37 10.97 150.00 +D++H 3,00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =15,250 If 1 0.951 0.293 9.00 1.00 9.00 1,00 9.00 1.00 1.00 6.00 808.51 850.00 1,48 43.90 150.00 +0.750Lr+0.7501+H 1.00 1.00 1.00 1,00 1.00 9.00 0..00 0.00 0.00 0.00 Length= 15150 it 1 0.238 0.073 1,00 1.00 1.00 1,00 1,00 1,00 1.00 3.60 202.13 850.00 0.37 10.97 150.00 +D+0350L+0.7505+H 9.00 1,00 1,00 1.00 1.00 9,00 0.00 0.00 0,00 0,00 Length = 15250 It 1 0373 0,238 1,00 5,00 1.00 1.00 1.00 1.00 3.00 5.20 656.92 850.00 3.20 35.67 150,00 Description : PB3 Load Combination Max Stress Rates Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t CL M to F"b V fv F°v +D+W+H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0.00 0.00 Length =15,250 It 1 0.238 0,073 1.00 1,00 1.00 1.00 1.00 1.00 1,00 1.60 202.13 850.00 0.37 10.91 150.00 +D+0,70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15,250 0 1 0.238 0.073 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.60 202.13 850.00 0.31 10,97 150.00 +D+0,750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 9.00 0:00 0.00 0.00 0,00 Length =15.250 It 1 0,238 0.073 1,00 1.00 1.00 1.00 1.00 1.00 1,00 1.60 202,13 850,00 0.37 $0,97 150.00 +D+0.750Lr+0,7501.+0.5250E+H 1,00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.250 €d 1 0.238 O.073 1,00 1.00 1.06 1.00 1.00 1,00 9.00 1.60 202.13 850.00 0.37 10.97 15 .00 +D+0.750L+0,1508+0.750W+H 9.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15,250 It 1 0.773 0138 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.20 656.92 850.00 1,20 35.67 150.00 +D+0.750L+0.7505+0.5250 +H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 41.00 Length =15.250 It 1 0.773 0.238 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.20 656.92 850.00 1.20 35.67 150.00 +0.60D+ +H 1.00 1.00 1.00 1.00 1'.00 1.00 0,00 0.00 0.00 0.00 Length =,15.250 It 1 0.143 0.044 1.00 1.00 1.00 1.00 1,00 1.00 1.00 0.96 121.28 850,00 0.22 6.58 150.00 +0,60D+0,70E+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length =15, 501t 1 0,143 0,044 1.00 1.00 1.00 1.00 1.00 1,00 1.00 0.96 121.28 850.00 0.22 6,58 150.00 Load Combination Span Max..," ° Def Laca6on in Span Load Combination Max. "+" Deft Location In Span D+S 1 _ 03880 7.689 0.0000 0.000 Vetfical D i rt . Unfactored Support notation: Far Zeit is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.678 1.618 D Only 0.419 0.419 S Only 1.258 1.258 D+S 1.678 1.678 Description „ PB4-2spaii - CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Uniform Load : D = 0,010, S = 0.030 kst, Tributary Width =10,20 ft„ Load Combination Set: ASCE 7-02 Material Properties Load for Sparc Number 2 Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi : Modulus of E'lasti'city Load Combination ASCE 7-02 Fb - Compr 2,600.0 psi Eben - xx 1,900.0ksi Fc - Prll 2,510.0 psi Eminbend . xx 965.71 ki Wood Species : it-evel Truss Moist Fc - Perp 750.0 psi Wood grade ; MicroLam LVL 1.9 E Fv 285,0 psi Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Ft 1,555,0 psi Density 32210 cf 11.666 1 Maximum Shear Stress Ratio - 0.667-1 1 Section Used for this Span 3-1.75x141 v Section used for this span y -1.75x14 Load for Span Number 1 Uniform Load : D = 0,010, S = 0.030 kst, Tributary Width =10,20 ft„ (ROOF) Load for Sparc Number 2 Uniform Load: D = 0.010, S = 0,030 ksf, Tributary Width = 4.90 8 Point Load: D = -3.371, S -9:132 k @ 2,50 ft, (PB5) NNEMMMEMM Maximum Bending Stress patio = 11.666 1 Maximum Shear Stress Ratio - 0.667-1 1 Section Used for this Span 3-1.75x141 Section used for this span -1.75x14 lb • Actual - 1,7.46psi fv : Actual _ 190.01 psi FB: Allowable - 2,600.00psi Fv : Allowable = 255.00 psi Load Combination + +S+fl Load Combination +D+S+H Location of maximum on span 2.570ft Location of maximum on span 2.458 ft Span # where maximum occurs _ Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.488 in Ratio = 504 Max Upward L+Lr+S Deflection ..0,266 in Ratio = 903 Max Downward Total Deflection 0,657 in Ratio = 374 Max Upward Total Deflection -0.363 in Ratio = 660 Maximum Forces & Stresses for Load' om i ation Load Combination Max Stress Ratios Moment Values Shear Valises Segment Length span # M V Cd C FIV C i Cr Cm C t s L M fb F'b V fv F'v 13 Only 0.00 0.00 0.00 0,00 Length = 20.50 it 1 0.137 0174 9.00 1.00 1.00 1.00 1,00 1:00 9.00 5,11 357.34 2600.00 2.43 40.68 285.00 Length = 20,0 It 2 0.180 0.183 1.00 1.00 1.00 1.00 1.00 1,00 9.00 6.69 468.11 2600:00 2.55 52.14 285.00 "+L+H 1.013 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0,00 0.00 Length = 20.50 6 1 0.137 0.374 1:00 1,00 3.00 1.00 1.00 9,00 1.00 5.19 357.34 2600.00 2.43 49.68 285.00 Length = 20.0 It 2 0.180 0.983 1.00 1.00 3.00 1.00 1,00 1.00 1.00 6.69 468.11 2600.00 2.55 52.14 285.00 +D+Lr+H 1.00 3.00 1.00 1.00 1.00 9.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0137 0.174 9.00 1.00 1.00 1.00 1.00 1.00 1.00 511 357.34 2600.00 2.43 49.68 285.00 Load Combination Max Stress Ratios Moment ValuesShear Values Segment Length Spars # MV C d C FN C i Cr C m C t CL M fb F'b V fv F'v Length = 20,0 ft 2 0.180 11.183 1.00 1.00 1,00 IN 100 1,00 1,00 6.59 468.99 26W00 2.55 5214 285.00 +p+S+' 1.00 1.00 1,00 1.00 9.00 1.00 0}.00 0.00 0,00 0.00 Length = 20,50 it 1 0,537 0:532 1.00 1,00 1.00 1.00 9.00 1.00 1,00 19.95 9,395.65 2600,00 8.83 180.18 285.00 Length= 20,0 ft 2 0.686 0.667 1.00 1,00) 1.00 1.110 1,00 1.00 1.00 25.49 9,783:46 2600,00 9,31 190,01 285.00 +t3+0.7 0Lr+0.750L+FE 1.00 9.00 1.00 1.00 1.00 1,00 00 0.00 0.00 0.00 Length = 20.50 4t ; 1 0:137 0.174 1.00 9.00 1.00 1.00 1.00 1.00 1.00 5,11 357,34 2600,00 2.43 49.68 285.00 Length = 20,0 ft 2 0.180 0.983 1,00 1.00 1.00 140 1.00 1.00 9.030 6.69 468.91 2600.030 2.55 52.14 285,00 +p+0.7501.+0.7505+ 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0,00 Length = 20.50 ft 1 0.437 0,518 1.80 1:00 1.00 1,00 1,00 100 1.00 16.24 9,136.08 2600.00 7,23 947.55 285,00 Length = 20.0 ft 2 0.559 0.546 1,00 1:00 1.00 1.00 9.00 1:00 100 20,79 9,454.63 2600.00 7.62 155.54 285.00 +p+ +H 1..00 1.010 1.00 1,00 1,00 1.00 0.00 0.00 0,00 0.00 Length = 20.50 It 1 0137 0.174 9.00 9.00 1,00 1.00 1,00 1.00 1.00 5.11 357.34 2600.00 2.43 49,68 285.00 Length = 20,0 ft 2 0,980 0.183 1.00 9:00 1,00 1.00 1:00 1.00 9.00 6.69 468.11 2600.00 2.55 52.14 285.00 +09+0.706+H 1.00 9.00 1,00 9,00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0137 0,374 1,00 1;00 1.0{3 1.00 1k() 1,00 1.00 5.11: 357.34 2600.00 2.43 43.68 285.00 Length =20.0ft 2 0,180 0,183 9,00 1,00 1.00 "1.00 1,00 9:00 1.00 6.69 458,11 2600°00 2.55 52.14 285.00 +0}+0,750Lr+0.7501.+0,750W+ 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0.00 0.010 Length p 20.50 it 1 0.137 0.174 1.00 1.00 1.00 '1,00 1;00 1.00 1.00 5.11 357.34 2600.00 2.43 49,68 285.00 Length = 20.0 ft 2 0,180 0,183 1.010 1.00 1.00 1,00 1.00 1.00 1.00 6.60 468.11 2600.00 2,55 52,14 295.00 +p+0,750Cr+0,750L+13,52506+ 1.00 1.00 1,00 1.00 9.00 1,00 03.00 0.00 0.00 0.00 Length = 20.50 it 1 0.137 0:174 3.00 1.00 1.00 1.00 1.00 9.00 1.00 5.11 ' 357334 2600,00. 2.43 49.58 285.00 Length = 20.0 it 2 0.980 0.183 1.00 1.00 9,00 1.00 1,00 1.00 1.00 6,69 468.11 2600.00 2.55 52,14 285.00 + +0.750L+0.7505+0750W+H 1.00 1.00 1.00 1.00 1.00 1,00 0,00 0.00 0.00 0,00 Length = 20,50 fk 1 0.437 0,518 9.00 1.00 1,00 1.00 1.00 1.00 1.,00 16.24 1,136.05 2600.00 7.23 947.55 285.00 Length = 20.0 fl 2 0.559 0,546 1.00 1.00 1.00 1,00 1,00 9.00 1.00 20.79 1,454.63 2600,00 7.62 155,54 285.00 +p+0.750L+0.7505+0 52506+N 1.00 1,00 9:00 9.00 1.00 1.00 :00 0.00 0.00 0,00 Length = 20.50 it 1 0,437 0.518 1,00 1,00 1,00 1,00 1.00 1.00 1.00 16.24 9,136.05 2600.00 7.23 147,55 285.00 Length = 20.0 ft 2 0.559 0.546 1,00 1.00 1.00 1,00 1,00 1.00 1.00 20.79 1,454.63 2600.00 7.62 155,54 285.00 +0.600+W+p1 1.00 3.00 9,00 1.00 1.00 1,00 0,00 0.00 0.00 0:00 Length : 20.50 it 1 0.082 0.105 9.00 1,00 1,00 1.00 1:00 1,00 1.00 3.06 214.41 2600.00 3.46 29.81 295,090 Length H 20.0 It 2 0.908 0,110 1.00 1.00 1.00 1,00 1.00 1,00 1.00 4.01 280.87 2600.00 1.53 31.28 285.00 +0.6003+0,70E+ 1.00 1.00 3.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 20,50 It 1'' 0.082 0.105 1.00 '1.00 1.00 1.00 1,00 1.00 1.00 3.08 214,41 250(3.00 1.46 29,81 285.00 Length : 20,0 It 2 0,108 0.910 1.00 1.00 1.00 1.00 1.00 1.00 1:00 4,01 280.87 2600.00 1.53 31,28 285.00 ger#axr�; ... ..,.,... Load Combination Span Max, "-° Deft Location in Span toad Combination Max. "+" Deft Location in Span p+S . 1 _ 0.6566 10.193 0.0000 0.000 2 0.0000 10.193 D+S -0.3633 7.374 i i ,a s ,ton . nfact to Support notation : Far left is #1 Values in KIPS Load Combination Support 3 Support 2 Support Overall MAXimum 4.034 -4,499 0.246 0i Only 3.029 -1.364 0,043 S Only 3.014 -3,135 0203 03+S 4.034 4,499 0.245 Descnption : PB5 Calculations per AISC 360-05, IBC 2009, ASCE 7-10 . • Combination Set, ASCE 7-02 Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Burn Bracing: Beam is Folly Braced against lateral -torsional buckling : Modulus: 29,0 001 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-02 17 o 9()-' tl 6 i S) V 'i ♦ V Y t. :er `r � l.. S. '.\ \�.. � .� ',. '.1.+�51 b.t .' 1 R° ,♦e. J vrpp.:, i.: y^0.`+. `..:, �i. .Y. 1�. .; 3 �"... t c..a l _ til,. �"5^`i 1`+`(„)S�}w'y4G.�.''+r,.,/A.dl'''j,. `wa..'tilkk��M1U't'1ib`•.�}��'}y i�0��y1,ik`mi.,41,4?,"HLm,�J�;1u131cSi�w'YAi\lit.:xit,\ik�Wv1's,14",'ukk4��iwt}�'iaiCii V Y i Ll4€.�IC L j�� �$ 4, 1 p� f iL�' g App!led Loads Service loads entered, Load Factors will be applied for calculations, Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0`010, S = 0.030 k f, Tributary Width = 20.50 ft, (ROOF) Load for Span Number Uniform Load r D = 0.010, S = 0.03O ksf, Tributary Width = 20.50 it, (ROOF) R Ia a I Maximum Sending Stress Ratio = 0.942-1 Maximum Shear Stress Ratio = 01.258 ; 1 Section used for this span W12 22 Section Used for this span W 2 22 Ma : Applied 68.889 k -ft Va : Applied 16.503 Mn # Omega: Allowable 73.184 k -ft VnfC3mega : Allowable 63.9513 Load Combination +D+S+H load Combination +D++H Location of maximum on span 27.6256 Location of maximum on span 27.625 ft Span # where maximum occurs Span # 1 Span # where maximum occurs span # 1 Maxi Description : PS5 Load Combination Max Stress Ratios Summary of Moment Values Summary of ;hear Values Segment Length Span # V Mmax + Mmax - Ma - Max t nx Mnx/ O ega Cb Rm Va Max Vnx Vax!Omega +D470E+H Dsgn. L = 27.53 It 1 11.254 0.070 13,37 -15.58 18,55 122,08 73.10 1.00 1.00 4,45 95,94 63,96 Dsgn. L = 4.75 ft 2 0.254 0.070 -95.55 18,58 122.08 73,15 1.00 1.00 4,45 95,94 63,96 +D+0,75OLr+0 750L+0,750W+H Dsgn.. L w 27.63 ft 1 0,254 I€WO 13,37 -18.55 16.55 12208 73.10 1.00 9A 4.A5 95N 63,96 Dsgn. L - 4.75 f1 2 0154 0.070 -15.58 18.56 122.116 73.10 1.110 1,00 4.45 95,94 63.96 +D+0.75OLr+0,750L+0.5250E+H Dsgn. L = 27.63 it 1 0154 0,070 13.37 -16.56 16.58 122.08 73,1€; 1.00 I W 4,A5 95.94 6196 Dsgn, L = 4.75 It 2 0.254 0.070 -98,58 18,56 122.08 73.10 1.00 1.00 4.45 95.94 63.56 +D+0,750L+0,7505+0,750 +H Dsgn. L = 27.63 It 1 0.770 11111 40,522 -56.31 56,39 122.08 7310 1,00 1.00 1149 95.94 63,96 Dsgn, L a 4.75 it 2 0.770 0.211 -56.31 56.31 122,08 73.10 1.110 1,00 13.49 95.94 60,96 +D+0.750L+0.750S+0.5250E+H Dsgn, L = 27,63 ft 1 0.770 0.211 40.52 955,31 561.31 122.06 73,10 1,00 1,00 33.49 95.94 6196 Dsgn. L w 4.75 It 2 0,770 0,211 -56:31 56.31 922,08 73.10 1.ao 1,00 13,49 95.94 63.96 +0,60D+W+H Dsgn. L = 27,63 ft 1 0,152 0,042 6.02 -11.95 13.15 122,0 73.10 1,00 1.00 2.67 95,94 63-96 Dsgn. L= 4.75 it 2 0.152 0,042 -31,15 19.15 122.08 73,10 1,00 1,00 2,67 95.94 6196 +0,60D+0,70E+ Dsgn, L = 27.63 ft 1 0.152 H42 3.132 -1115 11.35 122:08 73.90 1.00 1.00 2,67 95,94 63.56 Dsgn, L = 4.75 ft 2 0152 0,042 91,15 19.95 122.08 73,10 1.00 1,00 2.67 95.94 63.96 Load Combination Spam Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 9.2267 92.325 _ 0.0000 0,000 ; 2 0,0000 12.325 D+ s 40368 2,010 vertical Support notation: Ear lett is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 9.137 30,628 -12.503 D Only 2.464 8,259 -3.971 S Only 6.673 22.359 -9.132 D+S 9.937 30.626 -12,503 Description': PB6 CODE REFERENCES Max Stress Ratios Calculations per NDS 2005, IBC 2003, CBC 2010, ASCE 7-10 tt.458 1 Maximum Shear Stress Ratio - 0.207 :1 Section used for this span Load Combination Set: ASCE 7-02 Section used for this span 2-1.75x11.87 fb . Actual _ Material Properties fv . Actual - 58.02 psi FB , Allowable _ Analysis Method: Allowable ;tress Design Fb - Tensilon 2600 psi : Modulus of Elasticity Load Combination ASCE -02 Fb - Compr 2500 psi Fbend- xx 1000 ksi ; 8.900ft Fc - Pitl 2510 psi Fminbend - xx 565.71 ltsi Food Species : iLevel Truss Joist Fc - Perp 750 psi Maximum Deflection Wood Grade' : Microl-am LVL 1.0 E Fv 285 psi Max Downward L+Lr+S reflection Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1555 psi Density 32.21 pcf 0.05 i 5 a 0 <480 1 Max Downward Total reflection IF 423 Y 4- t.01 VC1 - I f.OV it Service loads entered. Load Factors will be applied for calculations. Load Combination Max Stress Ratios Maximum Bending stress Ratio = tt.458 1 Maximum Shear Stress Ratio - 0.207 :1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb . Actual _ 1,100.18 psi fv . Actual - 58.02 psi FB , Allowable _ 2,600,00psi Fv , Allowable 285,00 psi Lead Combination +r+S+hl Load Combination +r+S+ Location of maximum on span - 8.900ft Location of maximum on span - 0,000ft Span # where maximum occurs - Sparc # 1 Span # where maximum occurs - Span # 1 Maximum Deflection 8.852 1.00 1.80 Max Downward L+Lr+S reflection 0.378 in Ratio = 564 0.00 Max Upward L+Lr+S reflection 0.000 in Ratio = 0 <480 1 Max Downward Total reflection 0.504 in Ratio = 423 1.00 Max Upward Total reflection 0.000 in Ratio = 0 <360 1.00 Load Combination Max Stress Ratios Segment Length Span Ci V _ C it C Fav D Only M fb Ph Length p 17.80 It 1 0,114 0.052 9.88 1.88 +I;D+L+H 1.00 1.00 1.00 1,08 1:80 Length =17.88 it 1 0,114 8.852 1.00 1.80 +p+Lr+H 0.00 9;08 1.00 Length = 17,80 ft 1 0.154 0,852 1,00 1.00 +Li+S+H 1.00 1,00 1.00 9.80 1.08 Length =17.80 ft 1 0.458 0207 1,00 1.04? 0+0350Lr+0,7581.+H 2,04 297.55 2600.00 1,00 1,00 Length =17.80 ft 1 0.114 0.052 1.00 1.00 +p+0,750L+0.750S+H 1,00 1.00 1,00 1.00 1,00 Length =17.80 It 4 0.372 0.168 1.08 1.80 V 8.00 0.41 0.00 0.45 HO 0.41 0,00 1.63 8.00 0.41 0.00 1.33 Shear Values .....fil F,v._. 0.00 0,00 14.73 285,00 0.00 0.041 14.73 285,00 0.00 0.00 14,73 285,00 17.08 0.00 58.92 285.430 0,00 0,00 14..73 285.043 0.00 0,08 47.88 285,00 Moment Values Ci Cr Cm C t CL M fb Ph 0,08 1.00 1.00 1.00 1.00 1,08 2:04 297,55 2600.00 1,00 1.00 9.00 1.80 1.80 0.00 9;08 1.80 1.08 1,80 1.00 2,04 297.55 2600.00 1.00 1.00 1,00 1.00 9.80 0.00 1.00 1.00 1.00 9.00 9.00 2,04 297.55 2600.00 1,00 1,00 1 b 1.00 1.80 0.00 1.00 1,00 1.00 1,00 1.00 8,16 1,190,18 2600,00 1.00 1.00 1.00 1:00 1.00 0,00 1.00 1.00 1.00 1,00 1,00 2.04 297.55 2600,08 1.00 1.00 1,00 1.00 1.00 0.00 1,00 1.00 1.00 1.80 1.80 6.63 967.03 2600.00 V 8.00 0.41 0.00 0.45 HO 0.41 0,00 1.63 8.00 0.41 0.00 1.33 Shear Values .....fil F,v._. 0.00 0,00 14.73 285,00 0.00 0.041 14.73 285,00 0.00 0.00 14,73 285,00 17.08 0.00 58.92 285.430 0,00 0,00 14..73 285.043 0.00 0,08 47.88 285,00 Desc6ption : P86 Load Combination Max Stress Ratios Moment Values Shur Values Segment Length Span # M V C d C FIV C i C r C m C t C L M fb F'b V fV F`v +D+W+H 1,00 1.04 1,00 1.00 9.00 1.00 0;00 0.00 0,00 0.00 Length =17,50 ft 1 0,194 0.052 9.00 1.00 1.00 1,00 1.00 1.00 1.00 2.04 297.55 2600.00 0.41 14.73 255.00 +D+0.70E+H 9.00 1.00 1.40 1.00 9.00 1.00 0.00 0.00 0.00 0,00 Length =17.80 ft 1 0.114 0.052 1;110 1.00 1.00 1.00 1.00 1,00 1.00 2.04 297.55 2600.00 041 14,73 205,00 +D+0.750Lr+0,750L+0.750+H 1,00 1.40 1.00 1.00 1,00 1.00 0.00 0,00 0.00 0.00 Length =17.80 ft 1 0,114 0.052 1,00 9,00 I.00 1.00 1,00 1.00 9,04 2.04 297,55 2600.00 0.41 14,73 285,00 +D+0,750Lr+0.750L+0,5250E+H 1.00 1.00 -1x00 1.00 1,00 1.04 0,00 0.00 0.00 0.00 Length p 17,60 It 1 0.114 0,052 4.00 1,00 1.00 1.00 1.00 1.00 1:00 2.04 297.55 2600.00 0.41 14.73 285.00 +D+0.7501.+0.7505+0,750W+H 1,00 1.00 1.00 1.00 4.00 1,00 0.00 0.00 0.00 0.00 Length =1T.80 it 1 0372 0.168 1;00 9,00 1.00 1.00 9:40 1.00 1.00 0.63 967.03 2600.00 1.33 47.88 285;00 +D+0,750L+0,750S+0.250E+H 1.00 1.00 1.00 1,00 1,00 1.00 0.00 0.00 0,00 0,00 Length =17.80 It 1 0.372 0.168 1,00 1:00 1.00 1.00 9,00 1.00 4,00 6,63 967.03 2600.00 1.33 47.88 285,00 +++0.60D+W+H 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0,00 Length -17.80 it 1 0.069 0,031 1.00 1.00 1.00 '1,060 1.00 1,00 1.00 112 178:53 2600.00 0,24 8.84 285.00 +0.60D+0.70E+H 1,00 9,00 1.00 1.00 9.00 1.00 0.00 0.00 0.00 0.00 Length =17.80 ft 1 0:069 0.031 1.00 100 1,00 1.00 1.00 1,00 1.00 1.22 178.53 2600.00 0.24 8.84 285.04 Load Combination Span ' Max, � " Deft Location in Span ' Load Combination Max. "+" Deft location in Span D+S 1 0,5043 8.965 0.0000 0,000 Verfical Rea ti t1 m Unfactoted Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Smart 2 Overall MAXimum 1.833 9.833 D Only 0.458 0.458 Only 1.375 1,375 D+S 1,833 1,833 Calculations per NDS 2005,, IBC 2009, CBC 2010, ASCE 7-10 Lewd Combination Set: ASCE 7-02 Uniform Load : B = 0.010, S =' 0.030 ksf, Tributary Width = 5.50 it, (ROOF) Material Properties Load for Span Number Analysis Method: Allowable Stress Design Fb - Tension 2600 psi E ; Modulus of Elasticity Load Combination ;ASCE 7-02 Fb - Co pr 2600 psi Ebend- xx 1900ksi ' Fc - Prit 2510 psi Eminbend _ xx 965Y1 ksi Wood Species : it-evel Truss Joist Fc - Perp 750 psi Wood Grade : MicroLam L11L. 1,9 EFv 285 psi Shear Stress Ratio - Ft 1555 psi Density 52.21 pcf Beam Bracing ; Beam is Fully Braced against lateral -torsion buckling 2-1.75x11.87 fb . Actual 0.055 0.155D(0.055)00§0,155 fv , Actual _ Y i T T IfV FS : Allowable - 2,600.00psi I '.S.v "`l , t1 � '�3"''Jt`.a,•b"i teSl 3;W M1".4.'tt, d. t atr>, 't" =\ :: um irM +' v: t: w^t �, t ....:, w.. y Yl,i ut. b.�a. �..11"^ �:�.. �"+` ti�3.1 "'�. .�..'t �*„'.v\ a'�r 'i\ '3� .,1a +t, ,,vty Ate, 1. i- �u•..t `ll Y. 4 P1'vi".1>ti'S 1 2-1.75x11.87 Spars = 15,157 ft 2-1.75x11.87 Span = 15.167 ft Service loads entered. Load Factors will be applied for calculations. Loan t'or bpan Number ! Uniform Load : B = 0.010, S =' 0.030 ksf, Tributary Width = 5.50 it, (ROOF) Load for Span Number Uniform Load : D = O,010, a = 0.030 ksf, Tributary Width = 5,50 ft„ (ROOF) Maximum Bending Stress Ratio = 0.403 1 Maximum Shear Stress Ratio - 0.256-1 ' Section used for this span 2-1.75x11.87 Section used for this;span 2-1.75x11.87 fb . Actual 1,018.51 psi fv , Actual _ 73.05 psi FS : Allowable - 2,600.00psi Fv . Allowable 285.00 psi Load Combination +D+S+H Load Combination +D+S+t Location of maximum on span - 16.167ft Location of maximum on spam 15.263 ft Sparc # where maximum occurs Span # 1 span # where maximum occurs Spall # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0,115 in Ratio = 1686 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.153 in Ratio = 1266 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces &tresses fear Load; Combinations a Lead Combination Max Stress Ratios Foment Values Shear Values Span Segment Length # M V C d FIV C i Cr Cm C t C L M 1b F'b, V fV pry D Only 0.00 0.00 0.00 0.00 Length =16.167 ft 1 0.101 0.064 1,00 1.00 1.00 1,00 1.00 1.00 1.00 1,80 262.93 2600.00 0,51 18,26 285.00 Length =16.167 it 2 0.101 0.064 1:00 1.00 1,00 1,00 1.00 1,00 1.00 1,80 262.93 2600.00 0,51 18.26 285.00 +D+L+y 1.00 9.00 1.00 1.00 1,00 1.00 0,00 0.00 (100 0.00 Length =10.167 ft 1 0.101 0.064 9.00 1,017 1,00 1.00 1.00 1.00 1.00 1.80 262,93 2600.00 0.59 98.26 285.00 Length =16.167 ft 2 (,909 0:064 9,00 9.00 1.00 1.00 1.00 1.00 9.00 1,80 262.13 2600.00 0,51 18.26 285,00 +D+Lr+H 1.00 1.00 1,00 9.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =16.167 ft 1 0,101 0.064 1,00 1.00 1.00 1.00 1,00 1.00 1.00 9.80 262.13 2600,00 0.51 18.26 285,00 Length = 16.167 ft 2 0.101 0,064 1.00 1.00 9.00 1.00 9.00 9,00 1.00 1,80 262.13 2600.00 0,54 1826 285.00 Desct ptionr PB7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M v C d C FN C i C' C m C t CL M fb Pb V fv F'v +D+S+H 1,00 1,00 1.00 1,00 100 1.00 0.00 0.00 000 000 Length =16.167 it 1 0.403 0.256 1.00 1.00 1.08 1,00 1,00 1,00 1.00 7.19 1,048.51 2600,00 2.02 73,05 265.00 Length =16.167 It 2 8,403 8.256 1.00 1.00 1.88 1.80 1,00 1.80 1.88 7.19 1,048.51 2680.08 2.02 73.85 285.88 +D+0.75OLr+0.7501.+H 1:00 1,00 1.00 1.00 1,88 1.80 Oki) 03.00 0.00 0.00 Length =16.167 ft 1 0,281 0,064 1.00 1,08 1.00 ' 1.88 1,00 1.08 1.00 1.80 262.13 2680,00 0.51 18.26 285.00 Length =16.167 It 2 0.1171 0.064 1.00 1.00 1.00 1.08 1,00 1.00 1,00 1.80 262.13 2600.00 0.51 18.26 285.00 +D+0,750L+0.7505+H 1.08 1.013 -1.00 1.00 1.00 1.00 0,00 0.00 0.00 000 Length =16.167 It 1 0.328 0,208 1.00 1.00 1.00 1,00 1:00 1.00 1.00 5.84 851,91 2600,00 1.64 59.36 285.00 Length =16.167 ft 2 0.328 0,208 1,00 ; 1,00 1.00 1,00 1.00 1.00 1,80 5.84 851.91 2600,00 1,64 59.36 285,00 +D+W+H 1.00 1.00 1.00 1.00 9.00 1,00 0,00 0.00 0.00 0,00 Length =16.167 It 1 0.181 01064 1.00 1.00 9.00 1.00 1,00 1.00 1:00 1.88 262.13 2680.00 0 51 18.26 285.80 Length =16.167 ft 2 0.101 0,064 1,00 1.00 1.80 1.00 1.00 1,00 1,00 1.80 262,13 2600.00 0.51 18.26 285.80 +D+0.706+H 1.00 1.00 1.00 1.00 1,00 1.00 0,00 0:04 0,00 0.00 Length =16.167 It 1 0,101 0,064 1.00 1.00 1.00 1,00 1.00 1.00 1.08 1.80 262,13 2600.00 0,59 18.26 285.00 Length =16.167 ft 2 0,101 0.064 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1,80 262,13 2600,00 0,51 18.26 285.00 +D+0,758Lr+0.750L+0.750W+H 1.80 r 1,00 1.00 1,00 1:04 1.04 0.00 0,017 0.00 OW Length =16,167 it 1 0.101 0,064 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.80 262.13 260(100 0.51 18.26 285.00 Length=16,167It 2 0,101 0.064 1,00 1,00 1,00 1.00 1:80 1.00 1.00 1.80 262.13 2600,00 051 18,26 285,00 +D+0,750Lr+0,7501:+0.52508+H 1.01 9,00 1.00 1:00 1.00 1,00 0.00 0,00 0.00 0.00 Length =16.167 It 1 0,101 11.064 1,00 1.00 1,04 1.00 1,00 1,00 1,00 1,80 26213 260000 0.51 18.26 285.00 Length =16.167 It 2 0,101 0,064 1.40 1.00 1100 1,00 1.00 1,00 1.00 1,80 26213 2600„00 0.51 18.26 285,00 +D+0,750L+0,7505+0.750W+H 1.00 1.00 1.00 1.00 1,00 1.00 0,00 0.00 0.00 0.00 Length =16.161 ft 1 0.328 0,208 1,00 1,00 1.04 1.00 1.00 1.00 1,00 5.84 851,91 2600.00 1.64 59.36 285.00 Length =16.167 It 2 0.328 0.208 1.00 1.00 1,00 1.00 1.00 1.00 1.00 5,84 851.91 2600.00 7.64 59.36 285,00 +D+0,750L+0.750S+0.5250E+H 9.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =16.167 It 1 0,328 0208 9,00 9,00 1.00 1.00 1,00 1.00 1.00 5.84 851,91 2600.00 1.64 59,36 285,00 Length =16.167 It 2 0.328 0208 1.00 1.00 1.00 1.00 1,00 1.00 1,00 5.84 851.91 2600.00 1.64 59.36 285,04 +0,60D+ +H 1,00 1,00 1:00 1.00 1.00 1.00 0.80 0.00 000 0,00 Length =16.167 it 1 0.060 0.038 1,00 1.00 1.00 1:00 1.00 1.00 1,00 1.08 157.28 2600,00 0.30 10,96 285,00 Length =16.167 ft 2 0.060 0,038 1.00 1.00 1.00 1:00 1:00 1.00 1.00 1,08 157.28 2600.00 0.30 10.96 285.00 +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.110 0.00 0.00 000 Length =16,1671t 1 0,860 0,038 1.00 1.00 1.00 1.00 1;00 1,00 1,00 1.08 157.28 2600,00 0,30 10.96 285.00 Length =16.167 It 2 0,060 0.038 1.001,00; 1.04 1.00 1:00 1,00 1.00 1.08 157.28 2604.00 0.30 10,96 285.00 � Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Def3 Location in Span D+S_ 1 0.9532 6.864 0.0000 0,000 D+S 2 0.1516 0,393 0.0000 0.000 Vertical R s i Ft - Onf4dored Support notation: Far left is #1 Valdes in KIPS Load Combination Support 1 Support 2 Support 3 Overat3 MA7lsmurn 1,334 4.446 1.334 D Only 0.333 1.111 0.333 Only 1.000 3.334 1.000 D+S 1,334 4,446 1,334 Description ; PB8 CODE REFERENCES Calculations per NDS 2005, !BC 2009, CBC 2010, ASCE 7-107 Service beads entered. Load Factors will be applied for calcuations. Uniform Load: D 0,010, S = 0,030 ksf, Tributary Load Combination Set : ASCE 7-0 Material Properties Analysis Method : Allowable Stress Design Fin - Tension 850 psi B: Modulus of Elasticity Load Combination ASCE -02 Fb - Co pr 550 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : #fern Fir Fc - Perp 405 psi Section used for this span Wood Grade : to.2 Fv 150 psi Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Ft 525 psi Density 27.7 pcf [ o,0 S(012) 619.83psi fv : Actual _ 38.82 psi z-Gxo i. a ,Applwd beads Service beads entered. Load Factors will be applied for calcuations. Uniform Load: D 0,010, S = 0,030 ksf, Tributary Width = 4.0 ft, (ROOF) 4 Maximum Bending Stress Ratio - 0.51611: 1 Maximum Shear Stress natio 0.259: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual _ 619.83psi fv : Actual _ 38.82 psi FB : Allowable _ 1,105,00psi Fv, : Allowable 150,00 psi Load Combination +D+S+H Load Combination ++S+H Location of maximum on span 11 25f Location of maximum on span 5.794 it Span #inhere maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.077 in patio = 978 Max Upward L+L.r+S Deflection 0.000 in patio = 0 <460 Max Downward Total Deflection 0.102 in Ratio = 733 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses Ger L d' iCem in tion Load Combination flax Stress Ratios Moment Values Shear Values Segment Length Span # M V_ Cd C FN C i Cr Cm C t CL M fb F'b V fV F v D Only 0,46 0,00 0,00 4.04 Length = 6.254 It 1 0,140 0,065 1.00 1.30 1,06 1.44 1.44 1.44 1.60 4,20 164.96 1945.60 4.11 930 1%00 +D+L+H 1.34 1.40 1.00 1.40 t,04 1.00 4.00 4,46 0.00 4,44 Length =6.250 It 1 0,140 0.065 1,40 1.30 1,40 1.40 1.40 1.00 9,00 0.24 154.96 9105.60 0,13 9.70 150.40 +D+Lr+H 1.30 1,00 1,00 1,46 1.00 1.00 Hit 0.00 0.00 0,40 Length = 6250 It 1 4.940 0.045 1.00 1.30 1.00 1,46 1,00 1.00 1.00 0.24 154.96 9105.00 019 9.70 150,00 +D+S+H 1.34 1.00 1.00 1,00 1.00 1.00 4.40 000 0.40 6.40 Length d 6.250 ft 1 0.561 0.259 4,00 1.30 1,00 1.00 1,00 100 1.00 0,78 619.83 1105.00 0.43 38.82 156.00 0+0.750Lr+0.750L+H 1.30 1.00 1,00 1.00 1:00 1.00 0:40 0,04 4.00 0.00 Length = 6.250 it 1 6.140 0,065 1.00 9.30 1.00 1.40 1.40 1.00 9.00 4.20 454.96 1105.00 0.11 9.70 154.00 +D+0.750L+0.750S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.40 0.00 0Z 0.40 Length = 6.250 It 1 0.456 0.210 1.00 130 1.00 1.00 1,00 100 1.00 0.63 503.62 1905.40 035 31,54 150.04 Description:P038 Load Combination Max Stress Ratios Moment ValuesSheer Values Segment Length Span ## M V C d C Fit C i Cr C m C t CL M to F b. V fv FIV +D+W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 It 1 0.140 0,065 1.00 1.30 1.00 1.020 1.00 1.00 1,00 0.20 154.96 1105.00 0.11 530 150.00 +D+010E+H 1,30 1.00 1.40 1.00 1.00 1,00 0.00 0.00 0,00 0.00 Length = 6.250 It 1 0.140 0.065 1.00 1,30 1.00 1.00 1.430 1,00 1 00 0.20 154:96 1105,00 O11 9.70 150.00 +D+0,75OLr+0.750L+O,75OW+H 1.30 1.00 - 1.00 1,00 1.00 1,00 0.00 0.00 0.00 13:00 Length = 6.250 It 1 0.140 0,065 1,00 130 1,00 1 00 1.00 1.00 1.00 0.20 1%96 1105.010 0,11 9.70 150.00 +D+0.750Lr+0.750L+O.525OE+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 U0 0.00 Length = 6,250 ft 1 0.140 0.065 1,00 1.30 1.00 1.00 1.00 1.00 1.100 0.20 154.96 1105.00 0,11 9.70 150.00 +D+0.75OL+0.7505+O.750W+ 1.30 1.00 1.00 1,00 1.00 1,44 0.00 0.00 0.00 0.00 Length = 6,250 It 1 0.456 0.290 1.00 1.30 1.00 9.00 1.00 1,00 1,00 0,63 503,62 1105.00 0.35 31.54 150.00 +D+0.750L+0.750S+0 5250E+H 1.30 1 Z 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length w 6.250 it 1 0.456 0,210 1.00 1,30 1.00 1.00 1.04 9.00 1.00 0,63 503.62 1105.00 0.35 31.54 150,00 +0.60D+W+H 1,30 1.04 9.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.084 0.039 1.00 1,30 1.00 1.00 1.00 1,00 1.00 012 92.93 1105.00 0.06 5.52 150.00 +0.60D+0,7OE+H 1.30 1.00 , I 1,00 1.00 1.00: 000 0.00 0,00 0.00 Length : 6.250 it 1 0.084 0.039 1.001 1.30 1,00 1.00 1.00 1.04 1,00 0.12 92.95 1105:00 0.06 5.82 150.00 Overall MaAmbim Deflootiorts - qqkr,�o;Ids Lead Combination Span Max. " " Deft LoIcation in Span Load Combination Max, '+" Deft Location In Span D+S 1 0,1022 3.148 _ 0.0000 0.000 V rtrr Reactions - Unfactored , , Support notation Far left is ##1 Values in KIPS Load Combination' . Support 1 Support 2 Overall MAXimum 0.500 0.500 D 4Only 0.125 0.125 Only 0.375 0.375 D+S 0,500 0.500 CODE REFERENCES Max Stress Ratios Moment Values Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Span _ 12.30 ft Shear Values pfi t� Loads ,. . Load Combination Set: ASCE 7-0 Service leads entered. Load Factors wRt be applied for calculations, Uniform Load : D = 0,010, S 0,030 ksf, Tributary Width = 5.150 ft, (ROOF) Material Properties C i tad...... ..... . :. . ..... .... . Analysis Method: Allowable Stress Design Fb - Tension 850 psi : Modulus of Elasticity Load Combination ASCE 7-02 Fb - Compr 850 psi Fbend- xx 1300ksi 3-2x10 Fc - Prtf 1300 psi Fminbend - xx 470ksi Wood Species Hem Fir Fc - Perp 405 psi Fv : Allowable - Wood Grade ; No.2 Fv 150 psi Load Combination Ft Seam Bracing" : Bean°, is Fully Braced against lateral -torsion buckling 525 psi density 27,7pcf Location of maximum on span - 11,53711 Span # where maximum occurs - Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1.00 + • gar � � � Load Combination Max Stress Ratios Moment Values Span _ 12.30 ft Shear Values pfi t� Loads ,. . w Service leads entered. Load Factors wRt be applied for calculations, Uniform Load : D = 0,010, S 0,030 ksf, Tributary Width = 5.150 ft, (ROOF) C Fri C i tad...... ..... . :. . ..... .... . z z� Maximum Beading Stress Ratio - _ 0.7791 Maximum Shear Stress Ratio = 0.287 : 1 Section used for this spar: -2x10 Section used for this spar? 3-2x10 fb : Actual _ 728.49psi fv : Actual - 39.99 psi FB: Allowable - 935.00psi Fv : Allowable - 150.00 psi Load Combination +D+S+H Load Combination +1j+S+H Location of maximum on span - 6.150ft Location of maximum on span - 11,53711 Span # where maximum occurs - Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1.00 +D+Lr+hi 935.00 Max Downward L+Lr+S Deflection 0107 in Ratio = 711 1,90 Max Upward L.+Lr+S Deflection 0.000 in Ratio = 0 <480 1 Max Downward Total Deflection 0.277 in Ratios = 533 1.10 Max Upward Total Deflection 0.000 in Ratio : 0 <360 0,97 + • gar � � � Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span ## M V Cd C Fri C i Cr D Only 0.00 0.00 Length = 92.80 it 1 0,195 0.067 1,00 1,10 1,00 1,00 +D+L+Ii 10.00 180.00 1.00 1.00 9,10 1,00 1,00 Length = 12.30 If 1 0.195 0,067 1.00 1,10 1.00 1.00 +D+Lr+hi 935.00 028 10.00 150.00 1,90 1.00 1.00 Length =12.30 ft 1 0.595 0.067 1.00 1.10 9.00 1.00 +D+S+Ii 0,97 182.12 935,00 0.28 1.10 1.00 1.00 Length =12.30 If 1 0.779 0.267 1.00 1.10 1.00 1,00 0+0,750L r+0.7501.+y 1,00 1.00 3.90 728.49 1.10 1.00 1.00 Length = 92.30 ft 1 0.195 0,067 1,00 1.10 1,00 1,00 +p+0.750L+0.7505+19 0.00 1,00 1.00 1,00 1.10 1.00 1.00 Length =12.30 it 1 0.633 0.217 1,00 1.10 1.00 9.00 Moment Values Shear Values C M C t C L M fly Pb V tv FFv 0.00 0.00 0,00 000 9.00 1.00 1.00 0.97 182,12 935.00 0.28 10.00 180.00 1.00 1.00 1,00 U0 0.00 0,00 OR 1,00 1.00 1,00 0.97 182.12 935.00 028 10.00 150.00 5.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1,00 1.00 0,97 182.12 935,00 0.28 10,00 150.00 1.00 1.00 1.00 0.00 0.00 &00 0.00 1.00 1,00 1.00 3.90 728.49 9W00 1.11 39.99 150.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 1,00 1.00 1,00 0.97 182.92 935.00 0.28 10.00 150.00 1.00 1.00 1.00 0.00 (Loo 0.00 0.00 1.00 1.00 1.00 317 591.90 935.00 0.90 32.49 1%00 ':20t0ra813;81w .' :. Description , P89 Load Combination Max Stress Ratios Moment Values Shur Values Segment Length Span #I M V C d C NV C i Cr C m C t CL M In F'b V fv F"v +D+yep+H 1.10 1.00 1.00 1,00 1.00 1.00 0.00 0.00 13.00 0.00 Length w 12.30 ft 1 0.190 0.067 1,00 1.10 1.00 1.00 1.00 1.00 1.00 0.97 182,12 930.00 0.28 10,00 150,00 +D+0.74E+H 1,10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12,30 It 1 0.195 0.067 3.00 1.10 1.00 1.00 1.00 3.00 1.00 0,97 182.12 935.00 0.28 10.00 150.00 +D+0.750Lr+0,750L+0.750W+H 1.10 1.00 1.00 1.40 1.00 1.00 0,00 0.00 0.00 0,00 Length =12,30 it 1 0.195 0.067 1.00 1.10 1.04 1,00 1.44 1,00 1.04 0.97 182.12 935:00 0.28 10.40 1500.00 +D+0,750Lr+0.750L+0.5250E+H 1.10 1.00 1.00 1.00 1.00 1.04 0.00 0.00 8.00 0,00 Length =12.346 1 0.155 0,067 1.00 1.10 1,90 1.00 1.00 1,00 1.00 0,97 182.12 935.04 0.26 10.00 150.00 +D+0.750L+0.7505+0.750W+H 1.10 5.00 1.04 1.00 1.00 1.00 0.40 0,00 0.00 0.00 Length =12.30 It 1 0.633 0.217 1.00 1.10 1.00 1.00 9,00 1.00 1.00 3.17 591.90 935.00 0.90 32.49 150,00 +D40.750L+0.7505+0.5250E+H 1.10 1.00 1.40 9.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =12.30 f! 1 0.633 4.217 1.00 1.90 1.40 , 1.40 1.00 1.00 1,00 3.97 591.90 935.00 0,90 32.49 150.00 +0,60D+ytt+H 1,10 1.40 1.40 1.00 1,00 1.00 0.04 0.00 0.00 0,00 Length =12.30 It 1 0,117 0.040 1.00 1.10 1.40 1.00 1 Z 1,00 1.00 0.58 109.27 935.00 0.17 6.00 150.00 +0.60D+0.70E+H 1,10 1.44 1.00 1.00 1,013 1.00 0.00 0.00 0.00 0,00 Length = 12.30 #t 1 0.117 0,040 1.00 1.10 1.00 1.00 1,00 1.00 940 0.58 109.27 935:00 0.17 6,00 150.04 Load Combination Span Max. "-" DeR Locatlon in Span Load Combination Max. Y' Deg Location in Span D+S 1 0.2766 6.195 0.0000 0.000 inti e�fl S . Wadorod Support notation : Far left is #3 Values in KIPS Load Combination Support 1 SttpposE 2 Overall MAXimurn 1.267 1.267 Only 0.317 0317 S Only 0.950 0.950 D+S 1,267 1.267 CODE REFERENCES Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set, ASCE 7-02 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2325 psi E, Modulus of Elasticity Load Combination ASCE 7-132 Fb - Compr 2325 psi Ebend- xx 1550ksi Fc - Prdl 2050 psi Eminbend . xx 787.815ksi Wood Species : iLevel Truss Joist Fc - perp 540 psi Wood Grade : TimberStrand LSL 1,55E Fv 3103 psi Ft 1070 psi Density 32.21 pef Beam Bracing ; Beare is Fully Braced against lateral -torsion buckling t. 1a E.t 1 r O.2 " -1 *75x11.87 -1.75x11.87 Spars 11.667 ft Span 13.1 Oft i p tied Lands Service loads entered. Load Factors will be applied for calculations, Load for Span Number l Uniform Load : D=0.010, S = O.035 k f, Extent =11.11-_» 11,667ft, Tributary Width= 9.150 ft, (ROOF) F` Point Load : D=2,0, 2:0, S = 4. k 7:0 ft, (GT6 Load for Span Number 2 Uniform Load ; = 0.010, S = 0.030 k f, Extent = O.O 13.10 it, Tributary Width = 0,150 ft, (ROOF) �jD Maximum Bending Stress Ratio = 0.9231 Maximum Shear Stress Ratio = 0.760:1 Section used for this span 2-1.75x11.87 Section used for this span 2.1.75x1 1.87 fb : Actual 2,145.33psi fv : Actual - 235.57 psi FB : Allowable = 2„325.00psi Fv : Allowable 310.00 psi Load Combination +U+S+F{ Load Combination +p+S+tf Location of maximum on span - 6,974 it Location of maximum on span 1O.61313ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 4.254 in Ratio = 552 Max Upward L+Lr+S Deflection -13.1338 in Ratio = 4140 Max Downward Total Deflection 6,372 in Ratite = 376 Max Upward Total Deflection -0.064 in Ratio = 2453 Maximum Farces & Stresses for Load Combinations Load Combination Max Stress Ratios _ Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t CL M fb F'b V {v _ Fpv D Only 0.04 0.0o 11.00 0.00 Length =19.667 it 1 0,298 0.230 1,00 1.00 1.00 1.00 1.010 1.00 9.40 4.76 693.80 2325.00 1.98 71.35 310.04 Length ®13.90 it 2 0,244 0.230 1.40 1.00 1.04 1.44 1.00 1.04 1.04 3.88 566.23 2325,40 0.81 71.35 314.44 D+L+H 1.40 1.00 1,p0 1.014 1,00 1.00 0.44 0.00 Hit 0.40 Length =11.667 it 1 4.298 0.234 1.00 1.40 1,00 l z 1.40 1.40 1.04 4:76 693.84 2325.00 0 1:98 71.35 314,04 Length ®13,14 ft 2 0.244 4.230 1,44 1.04 1,00 1.00 9,40 1.40 1.00 3,88 566,29 2325.00 0.81 71.35 310,00 +p+Lr+H 1.04 1.04 1.00 9.40 1.40 1.00 4,40 0.04 0.110 0.04 Length =11.667 it 1 0198 0,230 1.00 1.04 1,00 1,00 1.04 1.44 1,uo 4.76 693.813 2325.40 1,98 71.35 310,00 Description F'S10 Goad Combination Max Stress Ratios Moment Values Shear Vatues Segment Length Span # M V C d C FN C i Cr Cm C t q M fb Fb V fu `v Length= 13.10 ft 2 0244 0.230 1,00 1.00 1.00 U0 1.00 1.00 1,00 188 566.29 2325.00 0.81 7135 310.00 +D+S+H 1,00 1,00 1,00 1.40 1,00 9.00 0.00 0.00 0.00 0.00 Length =19.667 ft 1 0,923 0.760 1.00 1.00 9.00 1.00 1.110 1,00 1.00 14.71 2,145,33 2325,00 6.53 235.57 310.00 Length =13,10 ft 2 0.842 0.760 9 00 1,00 5.00 1.00 .1.00 1.003 9.00 13.42 1,957,31 2325.00 3.07 235.57 310.00 +p+0.750Lr+0750L+H 1.00 1.00 .1 .00 1.00 1,00 1.00 0,010 0.00 £1.00 0.00 Length = 11.667 It 1 0,298 0.230 1,00 1,00 9.00 1.00 1.00 1.00 1.001 4.76 693.80 2325,00 9,98 79.35 310.00 Length =13.10 ft 2 (L244 0.230 1.00 1,00 1.00 1.00 1,00 1.00 1.00 3.88 566.29 2325.00 0,81 71,35 31000 +01+0750L+0,7505+H 9.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 91:667 ft 1 0.167 0.627 9.00 1,00 1.00 1.00 9.00 9,00 1,00 12.22 9,782.45 2325,00 5.39 194.51 3%00 Length =13,40 it 2 0.692 0,627 1:00 1,00 1,00 1,00 1.1}0 1.00 1.00 11,03 1,609.55 2325.00 2.51 994.51 - 310.00 +D+W+H 1,04 1.00 1.00 1.00 1.00 1,00 0,00 0.00 0.00 0.00 Length =11,667 It 1 0.298 0.230 3,00 1.00 9,00 1.00 1,00 1,00 1.00 4.76 693,80 2325,00 1,98 79.35 310,00 Length = 93.10 ft 2 0.244 0.230 3.00 9.00 1.00 1.00 1.00 5,00 1.00 3.88 566.29 2325,00 0.81 71.35 390.00 +D+0.706+H 1,00 1.00 1.00 1,00 1.00 1.00 0;00 000 0.00 0.00 Length =11.667 it 1 0298 0.230 100 1.00` 4.00 1,00 1.00 1,00 3.00 4,76 693,80 2325.04 1,98 71,35 340,00 Length = 13.40 ft 2 0.244 0.230 1.00 1,00 1.00 1.00 4.00 1.00 1.00 3.88 56619 2325,001 0.81 71.35 310,00 +D+0,750Lr+07541+0,750W+ 1,00 1.00 1.00 1.00 1,00 1,00 0,{30 0,00 0,00 0:00 Length =11,667 it 1 0108 0,230 3.00 1,00 1.00 1.00 1,00 1,003 1.00 4.76 ' 693,80 2325:00 198 71.35 310.00 Length =13.108 2 0144 0,230 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.88 566.29 2325.00 0.81 71.35 310.00 +D+0750Lr+0,750L+53.52506+H 1,00 1.00 1.00 1.00 9.40 1.40 0.00 0.00 0.00 0.00 Length =11.667 It 1 0.298 0230 1,09 1.00 1.00 1.00 9,00 1.00 1,00 4.76 693.60 2325.00 1.98 79.35 310.00 Length =13.10 ft 2 0,244 0.230 1.04 9.00 1,00 1.00 4.00 9.40 1.04 3,88 56629 2325,001 081 71.35 310.00 +D+0.750L+07505+0.750W+ 1.00 1.00 1,04 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length =11.66'7 ft 1 0.767 0.627 1,04 1.00 9,00 1.00) 1,00 1,00 1.40 12.22 1,782,45 2325.00 5,39 194.51 310.00 Length =13.40 ft 2 0.692 0.627 1.00 1,00 1.00 1.00 1.00 1.00 1.40 11.43 9,609.55 2325,00 231 194.54 310.00 +D+0.750L+0.7505+0.5250E+H 1,00 1.00 1.00 1.00 1.00 1.40 0.00 0.00 0.00 0.00 Length =11.667 ft 1 0.767 0.627 1:00 1.00 1.00 1.00 9.00 1.00 1,00 1212 1,782,45 2325,40 5.39 194.51 310.00 Length = 53,10 It 2 0.692 0.627 9.00 1.00 1.00 1.04 1.00 1:00 1.00 11.03 1,609,55 2325.00 2.51 194,59 310.00 +0.6001+ +H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.04 0.00 Length =11.667 it 1 0.179 0,138 1.00 9.00 1,00 1:00 1.00 1.00 1,00 2.85 496,28 2325,00 1.19 42.81 390.04 Length =13..10 It 2 0.346 0.138 1,00 1.00 1.00 1:00 1.00 1.00 5,00 2.33 33938 2325,00 0,49 4.2.81 310:00 +0.6001+0.70E+H 1,01 1:00 1.00 5.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.667 ft 1; 0,179 0.138 1.04 1,00 1.00 1.00 1,00 1.00 1.00 2.85 416,28 2325.00 9.19 42,81 310.00 Length =13.10 ft 2 0.946 0.138 1,00 9.00 9.00 1.00 1.00 1.00 1.00 2,33 339.78 2325.00 0.49 42.81 3%00 Coad Combination Span Max, "-" Deft Location in Span Load Combination Max, "+" Deft Location in Span D+5 1 0.3722 5.736 0.0000 0.000 S Only 2 0.0243 9.514 D+S -0.0641 2,535 vertlical Reactions - Unfactoted Support notation: Far left is #1 Values in 1010 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.385 14.307 1.373 D Only 1.001 2,952 4.303 S Only 2,384 7.344 1.470 D+S 3,385 10,307 1373 Calculations per NOS 2005, IBC 2009, CSC 2010, ASCE 7-10 Load Combination Set: ASCE 7-02 Stern Properties Analysis Method: Allowable Stress Design Fb - Tension 850 psi E: Modulus of Elasticity Load Combination ASCE 7-02Fb - Compr 650 psi Ebend_ xx 1300ksi F - PHI 1300'psi Eminbend - xx 470ksi Wood Species : Hem Fir Fc - perp 405 psi Wood Grade ; No.2 Fv 150 psi Ft 525 psi Density Beam Bracing : Seam is Fully Braced against lateral -torsions buckling 10,048 S 0.'1452 s r 273 pcf '�pplied Loads Service loads entered. Load Factors will be applied for calculations, Uniform Load: D=0,010, S 0.6313 ksf, Tributary Width = 4.840 ft, (ROOF) Maximum Sending Stress Ratio - 0.4031 Maximum Shear Stress Ratio 0.218. 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb : Actual 411.16 psi fv : Actual - 32.70 psi FB: Allowable _ 1,020.00psi Fv : Allowable - 156.00 psi Load Combination +L}+S+H Load Combination +D+S+ Location of maximum on span - 3.01503ft Location of maximum on span - 0,000ft Span # where maximum occurs - Spars # 1 Span # where maximum occurs w Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0,037 to Ratio = 1992 Max Upward L+Lr+S Deflection 0.0001 in Ratio = 0 <480 Max Downward Total Deflection 0,049 in Ratio = 1494 Max Upward Total Deflection 0.000 in Ratio = 0 s360 Maximum Forces $ Stresses for toad, Combination$, Lead Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V_ C C FV C Cr C C t C L M fb _ Fb V fV F v 13 Only _ 0:00 0.00 0.00 0.00 Length = 610 ft 1 0.101 0.054 1,00 1.20 1.00 1.00 1,00 1,00 1.00 013 102.79 1020.010 0,12 8.17 150,00 +1}+L+H 1,20 1,00 1.00 1,00 1.00 1,00 0.00 0,00 0.00 0,00 Length = 6.10 it 1 0.101 0.054 1.00 1.20 1.00 1,00 1,00 1.00 1.00 4.23 102.79 1020:00 0.12 8.17 150.40 +lO+Lr+H 1.20 1.00 1,00 1.40 1.00 1.00 0.00 0.40 0.00 0.00 Length = 6.10 ft 1 0,101 0,054 1.00 1.20 1.00 1,00 1.0)0 1.00 1.00 0.23 102.79 1020.00 0.92 8,17 150.00 +t)+S+H 1,20 1.44 4.04 1.00 1.00 1.00 0.00 0,00 0.00 01.00 Length = 610 ft 1 0.403 0.218 1.00 1.20 1.00 1.00 1.00 4.00 1.00 0,90 419,16 1020.00 0,47 32.70 150.00 a+0.750Lr+0,750L+H 1,20 1.00 1.00 1,00 1.04 1.00 0,00 0.00 0.00 0.00 Length =6.10 f1 1 0,101 0,054 3.00 1.20 1.00 1.00 1,00 1.00 1,00 0.23 102.79 1020.00 0,12 8,17 150.00 +p+0.750L+0.7505+H 1.20 1.00 1.00 1.00 1.00 1,00 0,00 0.00 0.00 0.40 Length = 6.10 ft 1 0.328 0177 1.00 120 1,00 1.00 1.00 1,00 1.00 0,73 334.07 1020.00 0,39 26.57 150.00 Description: PB11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C Fit C i C r C m C I C L M €b F'b V fv F'v +D+ted+H 1.20 1.00 1.00 1.00 104 1,00 Ho 0,00 0.00 0.00 Length -6.101 1 0.101 0.054 1.00 1.20 1.00 1.00 1,00 1.00 1.00 0.23 102.79 1020.00 0.92 817 150.90 +D+0.70E+H 9.20 1.00 1,00 1,00 1.00 1.00 Ho 0,00 0,00 0,00 Length = 6.10 It 1 0.101 0.054 1,00 9.20 1.00 1.00 1.00 1.00 1.00 0.23 102.79 1020,00 0.12 - 8,17 150.00 +D+0,75OLr+0.7 0L+0.750W+H 1,20 1Z 1.00 1.00 1.00 1,00 000 0.00 0,00 0,00 Length = 6.10 ft 1 0:109 OD 054 1.00 1.20 1,00 1.00 1.00 1.00 1.00 0.23 102.79 1020.00 0,12 5.17 150,00 +D+0,750Lr+0.750L+0,5250E+H 110 1.00 1.00 1.00 1N 1.00 0.00 000 0,00 Up Length -6,90ft 1 13.90; 0.054 1,00 1.20 1.00 100 ,-1,00 3.00 1.00 0.23 102.79 1020.001 0,12 0.17 ISUO +D+0.750L+0.7505+0.750W+H 1.20 1.00 1.00 -1,00 1.00 1.00 0.00 0.,00 0.00 0100 Length = 6.10 ft 1 0.328 0.177 1,00 1,20 1.00 1.00 1.00 1.00 1,00 0.73 3307 1020.00 0,39 28.57 150.00 +D+0.750L+0.750S+0.5250E+H 1,20 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0,00 0.00 Length = 6.10 It 1 0,328 0.977 1.00 1.20 1.00 9.00 1,00 1,00 1.00 0,73 334.07 1020,00 0.39 26.57 150.00 +0,60D+ +H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0,04 0.00 0,00 Length =6.10 ft 1 4,060 0.033 1,00 1.20 1,00, 1,40 1.40 1.00 1.00 4.14 61,67 1020.00 0,07 4.90 154.00 +0,60D+030E+H 1.20 1.00 1.00 1.00 1.00 1,00 4.04 0.04 0.00 0,00 Length = 6.10 It 1 0.060 O.033 1.00 1,20 1.00 1.40 1,00 1,00 1.00 ` 0.14 61.67 1020.00 0.07 4.00 150.00 Overall MaXIMUM Defloctions Uhfidt6ra Load Combination Span Max, " " Deft Location in Span Load Combination Max. "+" Dell Location in Span D+> 1 0.0490 3,472 0,0000 0.000 Verfital R fo - Urifittored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimurn 0.590 0.590 D Only 0.148 0.148 S only 0.443 0.443 D+S 0.594 0,590 NMA, Inc Moi -Nassar k womomf1mmsm Wall Design Job Tiffe: By: Date: 6',Job No' I ,JWIWJW,AW "Walw-Aw", =Subject: A56j4,-J*; /Mtmoiq Checked,__k& �d Sheet: Of Type I 2X!L2,4 Spacing C C, (in I NNI. PK Height (ft,) 2 Malenal , 2 1,300,000 1,300,OM 1,300,000 1,300,000 WIDTH DEPTH Size (in) 1 5 5 6 a 08 as d- 850 Fb= 850 1,170 E-- 1300 OW E= 1,300, 2,080 2060 F_ Fc--- 1300 19,64 Floor Root = 1 0 assume pori-tonend condition moie studs fuliy supported in y -y direction [TarosIs i * rT it Load Duration Factot C& 881,70 frJFo = LOAD CASES Crournn StaI Factor Cp= 1 2 3 4 E*= 1,300,000 1,300,OM 1,300,000 1,300,000 C-. 08 08 08 as F -c-- 1,170 1.300 2,080 2060 e/d 1, 19,64 1964 19,64 19,64 Kee= 030 030 030 0,30 Fce= 1,011 1,011 1,011 1,011 MnI 0 0 608 456 Axoa Fors"I 1000 3400 "W"' 2800 Ciouldned Ratio 0, M3 0 2,901 0,8242 2821 0 Load case ( 1) Dead 11 747,26 fctF'c = 0.9622 4 dttt r � a- 121,21 F'b= 765,00 fbIF/b = OOOOOV-"-'d OX, 1b= 000 Combined Raum-� 0,0263 F Dbm K, Load case (2) Dead Floor Live, (Roof Leve or Snow) F'c= 77875 fcJFc = 0,5292 to= 41212 F'b= 85000 fbAF/b = Z :3 fo= 000 Combined Ratio= 0,2801 Load case 13) Dead Wind Fov, 88170 fdF'c = 01375 fc= 12121 F'b=, 136000 thI = 0 for 96397 Load Duration Factot C& 881,70 frJFo = 0 3849[1 Crournn StaI Factor Cp= 13939 F'b= F, F, Form Factor Ct= —4.-00 — Rat Use F Our. aCtor T— 00 09482 looming Factor 0= 9.t0 1,0 Volume Factor Cv--=00 Repetitive Member Factor 0= 1.00 ut C Ivature Factor Co- F-00 Wet Service Factor Coo, i,-00 —1,0 Temperature Factor Ct- ---- T00 1, Beam Stabildy Factor CI= Size Factor C== Load casp tar Dead + 0 75117mor Live + (Root Live or Snow) + Wind) F'c= 881,70 frJFo = 0 3849[1 to- 13939 F'b= 136000 fbI = 0.5316 lb-, 72298 Combined Ratio= 09482 R! 1�1 I �01- 0 1 �i NI 111 All 10 ii MNA" Floor Design 9FORTE* MEMBER REPORT Level, I nly common 1 piece(s) 117/8 TJI@ 210 @ 16 OC Overall Length: 1461' 0 9 All locations are measured from the outside face of left support (or left cantilever end), All dimensions are horizontal, Deflection criteria: LL (L/480) and TL (L/360), Bracing (Lu): Ali compression edges (top and bottom) must be braced at 3'3 5/16" o/c unless detailed Otherwise. Proper attachment and positioning of lateral tooting is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23132' Weyerhaeuser Edge, Panel (24' Span Rating) that is glued and nailed down, Additional considerations for the 11 -Pru" Rating include: None - Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed, Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser Product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Peter to current Weyerhaeuser literature fur, Installation details, (www,woodbywy,con) Accessories (Rim board, Blocking Panels and Squash Blacks) are not designed by this software, Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible UD assure that this calculation is compatible with the overall project, Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards, The, product application, input design bads, dimensions and support information have been provided by Form Software Operator - ----- --- -- System : Floor Member Type : 3oist Building use : Residential Building Code: IBC Design Methodology: ASD 0 SUSTAWASU FORESTRY CNITATNE Forte Software Operator Job Notes 7/29/2015 10:00:08 AM Charhe fwvni*r Forte v4.6, Design Engine: V6,11.5 MNA Enomeenng Floor Design, to �303� 377-6601 Page 1 of 1 him # All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal, Defection criteria: LL (L/480) and TL (L/360), Bracing (Lu): Aft compression edges (top arid bottom) must be braced at T9 11/16" pis unless detailed otherwise, Proper attachment and positioning of lateral bracing is required to achieve member shadily, A Structural analysis of the deck Ties not been performed, Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down, Additional considerations for the Ti_ °"' Rating include: None - Blocking Panels are assumed to carry no leads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser warrants trial the sizing of its products will be in accordance with Weyerhaeuser Product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current we Buser literature for installation details, (www.woodbywy,com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible wild the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards, The product application, input design bads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Chal?e Petzmqe, MNA Engmeenng �3031 377-6601 cha,'Fw pet .,, ger@:e na mp. xeenrr g coo System : Floor Member Type : Joist Building Use : Residential Burldmg Code � IBC Design Methodology : ASO SUSTACNABLE FORESTRY lNiTIATIVE 7/7/2015 4! 19:16 PM Forte v4,6, Design Engine: V6,1.1.5 Floor Design. 4te I 0 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. I Deffectkin criteria: LL (W480) and TL (L1360). Bracing (II Ali compression edges (top and bisporri) must be braced at 3' 5 7/16" o/c unless detailed othenvise, Proper attachment and positioning of lateral bracing is required to achieve ammiser statafity. A structural analysis of the deck has not been performed, Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Ponet (24" Span Rating) that is 91ued and nailed down. Additional considerations for the TJ -Pro',' Rating arcivaI None - Blocking Paneis are assumed to carry no loads applied directly above them and the full toad is applied to the member being designed, Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser Product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details, (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software, Use of this software is not intended to circamvent the need fora design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been Provided by Forte Software Operator Forte Software Operator I Job Notes Charhe fie zurge , MNA Enqmeenng (303) 377 System : Flrior Member Type : Joist Building Use : Residential Building Code : 18C Design Methodology: ASD 7/7/2015 411923 PM Forte v4.6, Design Engine: V6,1 15 i. Prellmla Calculations h (Ft) mean root ht abv ground V mels 3 second wast per IBC Expose Kd i f ASCE bad rxd r ,s � sr AS 7-98 I fm mW stnaww.We Ef, pq.'ZASCE 7.59 Kh 0.948 EI-I! Check Box if Topographic Effect is required rater to requirements, ,ASCE 7-98 8 5: 7, i, pg 29 K,= 1 qtr= .00256KxK,KdV2, �` 23.f?372196? Pat Ambient air density change 1 0.861 2. Pressure Calculations: 4- angle of roof C,, p : 4 n (GC pt -GCA) GC,, is .55 for partially enclosed bIdgs Case A neg Internal pressure positive internal pressure Area t 0,4774 23.7 47 + Area 2 -0.69 -3.2 -28.6 a Area 3 -0,4,$597 2,6 _22,7 Area 4 E37397 4.1 -21.3 ) wo. Area t E 0,724003 29.3 4.0 Area 2E -1,0 -1ZO -37.3 Area 3E 0.6254 -1.7 -27:9 Area 4E Ew= 41 -25 5 TI,. iP` . 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P s C ^aY 4 T� c#s. dw$;r wxtrw srxcrn¢z6r¢x air#y x 9 &c aamP p. eratiup cC'+s a ne (e7,"s. wwicv<ra^dtixs roc Sx ,Zan n T, aluwSt 4aa ayaydce.,i rn 2 was 2 ,iae as e@ixcaxu,^ 1Y[n x siaa sdEm a£ ws msy'nzaS to Q s ttswes kEae bur a mast denecans ease of t4as 6u :r3.Ynsv, enncsmaxard €rsa �seu4as s adax a^ave lixse.a flk av'�x..pw ms as dmrs; xha c,�axssunctes fa£uere 2 e.atcmxdiw� use �rva%p. is se sh §t ¢ ss EAz &' rseusr vasut"�.e acme d'e".Csu .�a3s>c 3 h ktiuccgtk'mv exurmexxs-rarcxc o f tssxaceu„ Jxe sxrca% heYsaxaxc+ma akpar;k rn£➢ axxKz he ksa aim M.T Sutw:nxexxr•el 4.v axcyt4a`•;°.tis xmc£3c-rxseras eraswi uixrimses .. i anahmwtzr as a ssaai .xav^esm2crrixR pe naeara 4s*c ��is �-'a tiiz�4 � ewsiramaraf rsafl uuxc�9t,a •. mhk axn C&av w5east szwsro ts�t#xaY�u 5. £ e wckters:fld' +ss4ans: a t17u^_ fliusmss, 4szxxar sataxpwGatdun es preasxaexec:. �. ru+stAY2VfR: Y E*�?.' xt w^ Yews hanxixsanta 3a rx.rsa; a U 4h, v°faw.es:e�w s sear lirr, No axrc i-' nd— -fic' s x kxan ixarnxr+a+ta;_ 3 xe as ww ma t¢ {S rrs) h Mem —,f u ceear.c 'a .wt is66 +Yrehest£hnf zx bmxwnd a4,.ura NMA, IlIC Moy-Nassar Associate, Inc Consulting En&eers Foundation Design KNIENRINIMM ..„ BEARING PRESSURE E2500 MAX BEARING PRESSURE E=20D L TOTAL LOAD 1250 1878.689 WALL TOTAL LOAD 1050 1178.889 L? { LOAD 600 728.8559 WALL DEAD LOAD 600 728.8889 TING WIDTH DEPTH (INCHES) FOOTING WIDTH EMMM DEPTH M(INCHES), ? LOAD BEARING PRESSURE 547 PSF DEAD LOAD BEARING PRESSURE 547 PSF LOADBEARING PRESSURE 1034 PSF LOAD B RING PRESSURE 884 PSF K FOR ALLOWABLE 4K CHECK FOR ALLOWABLE O#t � 4 e,.m.... ....�..,...,.... .....n� BEARING PRESSURE MAX BEARING PRESSURE 2500 L TOTAL LOAD 9780 9858.885 WALL TOTAL LOAD F 6101 768.8889 L DEAD LOAD 690 8188889 WALL DEAD LOAD LLL19 708.8889 TING WIDTH EUMM DEPTH (INCHES) FOOTING WIDTH MEM DEPTH (INCHES) O LOAD BEARING PRESSURE 694 PSF DEAD LOAD BEARING PRESSURE 502 PSF L�OAi+3�pBEARING 18943 PSF BEARINGp PRESSURE 554 PSF )gPyRE�SSUR vK FOR ALLOWABLE � � OK. �MAX �5 }Lt3AD M1.+f IWfO F4AR d'tk.LVWA4Fk.E J£4 5 � 6 BEARING PRESSURE 2500 MAX BEARING PRESSURE 25iiQ L TOTAL LOAD 1670 1798.889 WALL TOTAL LOAD 1770 9898.889 L DEAD LOAD 770 898.8889 WALL DEAD LOAD 729 848,8889 TING WIDTH DEPTH (INCHES) FOOTING WIDTH UJIM DEPTH. (INCHES) )LOAD BEARING PRESSUREOPSF DEAD LOAD B RING PRESSURE 637'PSF LOAD BEARING PRESSUREPSF X LOAD B RING PRESSURE 1424'PSF :K FOR ALLOWABLE CHECK FOR ALLOWABLE OK BEARING PRESSUREMAX BEARING PRESSURE 250th L TOTAL LOAD 1370 1498 889 WALL TOTAL. LOAD 2310 2438.889 L DEAD LOAD 670 798.8889 WALL DEAD LOAD 840 968.8889 TING WIDTH IMM DEPTH (INCHES) FOOTING WIDTH JIM DEPTH (INCHES) O LOAD BEARING PRESSURE 599 PSF DEAD LOAD BEARING PRESSURE 727 PSF LOAD BEARING PRESSURE 1124 PSFMAX LOAD BEARING PRESSURE 1829 PSF .K FOR ALLOWABLE SOK CHECK FOR ALLOWABLE tO s 1a BEARING PRESSURE 2500 MAX BEARING PRESSURE 2500 L TOTAL LOAD 1370 1498.889 WALL. TOTAL LOAD 1660 9188.889 L DEAD LOAD 670 798 8889 WALL DEAD LOAD 780 908.8889 TING WIDTH EZMM DEPTH (INCHES) FOOTING WIDTH DEPTH EMM (INCHES) O LOAD BEARING PRESSURE599 PSF DEAD LOAD BEARING PRESSURE 682 PSF LOAD BEARING PRESSURE 1124 PSF MAX LOAD BEARING PRESSURE 1342 PSF mmm MIN BP L---Q �i W1FOOT WALL TOTAL LOAD 1660 17 WALL DEAD LOAD 780 90 FOOTING WIDTHINCHES WALL LENGTH 24 Ot} DEPTH; MIN BP L---Q W1FOOT WALL TOTAL LOAD 1660 17 WALL DEAD LOAD 780 90 FOOTING WIDTHINCHES WALL LENGTH 24 Ot} DEPTH; INCHES IN MUM LENGTH 12.86 AXMUM LENGTH #DIV0 PAD LENGTH Immm HEAD LOAD BP 681,6667 MAX LOAD SP 1341.667 FOOTING OK MIN D4 POINTLIVE ODEAD POINT yy� a J LL:: ! : r:. PAD SIZE (GUESS) T-2" N DEPTH IN * • DSIZE T -6- STEEL EACH WAY 35 ".. STEEL EACH WAY 345 1 2500 WEIGHT OF PAC} 1776.25 WEIGHT OF PAC) 1776.25 PAD DIMENSION REQUIRED 3.07 PAC} DIMENSION REQUIRED 3.31 TOTAL LOAD BEARING PRESS. 1922.3 TOTAL. LOAD BEARING PRESS, 2242.2 DEAD LOAD BEARING PRESS, 441.2 DEAD LOAD BEARING PRESS. 494.6 FOOTING (OK/NOT) CCK FOOTING (OK/NOT) OK MIN OK MIN{ 1K j ry j � @� ryy y ( �p y A.JarTd&SaBri L.or�rt / }y(pW9�{V) \JCa1 G1 AssistedF 3 .. $ q }9y p g gory q gp Aw%aals'PGG4±.A 1x.V di Dk� #V4GttaV i.14>Ce pawm9goi fix: .rm.. :. BEARING PLATE SIZE 3" ADI (44) MAX BEARING PRESSURE 1 2500 MIN BEARING PRESSURE LIVE POINT LOAD LBS DEAD POINT LOAD LBS PAC; SIZE (GUESS) '-10" PAD DEPTH IN PAC) SIZE. 3'-0" rr STEEL EACH WAY 345 WEIGHT OF PAC? 1305 PAD DIMENSION REQUIRED 2.76 TOTAL•*! BEARINGPRESS, 2110A �I MD LOAD II BEARING • Ii O i wi SN FOOTING (OK/NOT) OK MIN OK mo. * *M DEAD LOBEARING • « FOOTINGO MIN 3"ADJ (4x6) 500 mms m - IN tFT 345 13_05 2.95 2464.2 531.6 OK OK BEARING PLATE SIZE 3" ADI (4x6) V MAX BEARING PRESSURE 25-00 MIN BEARING PRESSURE E�0 n LIVE POINT LOAD LBS DEAD POINT LOAD lim, LBS PAD SIZE (GUESS) 7-0" PAD DEPTH IN PAD SIZE 2'-6" STEEL EACH WAY 345 WEIGHT OF PAD 906.25 PAD DIMENSION REQUIRED 1,97 TOTAL LOAD BEARING PRESS, 1558,0 DEAD LOAD BEARING PRESS, 380.5 FOOTING (OKINOT) OK MIN OK PAD SIZE T-6" STEEL EACH WAY 345 WEIGHT OF PAD 177625 PAD DIMENSION REQUIRED 3,32 TOTAL LOAD BEARING PRESS. 2255,0 DEAD LOAD BEARING PRESS. 496.7 FOOTING (OK/NOT) OK MIN OK amxII �#N M TOTAL LOAD BEARING PRESS. 2478A DEAD LOAD BEARING PRESS, 5319 FOOTING (OKINOT) OK MIN OK Assisted Living/ Memo;7 Me PAD SIZE 3'-6" FT STEEL EACH WAY 345 WEIGHT OF PAD 1776,25 PAD DIMENSION REQUIRED 3,14 TOTAL LOAD BEARING PRESS. 2007,0 DEAD LOAD BEARING PRESS. 455.4 FOOTING (OK/NOT) OK MIN OK BEARING PLATE SIZE T'ADJ (4x6) MAX BEARING PRESSURE 25001 MIN BEARING PRESSURE LIVE POINT LOAD LBS DEAD POINT LOAD LBS PAD SIZE (GUESS) 3'-2" PAD DEPTH 000KAMM III PAD SIZE 2t-6" STEEL EACH WAY 345 WEIGHT OF PAD 1776.25 PAD DIMENSION REQUIRED 107 TOTAL LOAD BEARING PRESS, 1921.2 DEAD LOAD BEARING PRESS. 4411 FOOTING (OK/NOT) OK MIN OK PAD SIZE 3,-0" STEEL EACH WAY 345 WEIGHT OF PAD 1305 PAD DIMENSION REQUIRED 2.76 TOTAL LOAD BEARING PRESS, 2109.4 DEAD LOAD BEARING PRESS. 472A FOOTING (OK/NOT) OK MIN OK LIVE POINT LOAD LBS DEAD POINT LOAD LEIS PAD SIZE (GUESS) 3,_ at PAD DEPTH IN PAD SIZE T-0` STEEL EACH WAY 345 WEIGHT OF PAD 1305 PAD DIMENSION REQUIRED 2.93 TOTAL LOAD BEARING PRESS, 2381,9 DEAD LOAD BEARING PRESS, 517.8 FOOTING (OKINOT) OK MIN OK PAD SIZE T-6- FT STEEL EACH WAY 345 WEIGHT OF PAD 1776,25 PAD DIMENSION REQUIRED 148 TOTAL LOAD BEARING PRESS, 2470.0 DEAD LOAD BEARING PRESS. 532,5 FOOTING (OK/NOT) OK MIN OK Asan%d L�v�n i Memory Care..... @ ssie Liv€n l Mems ry Care BEARING PLATE SIZE 3" ( ) '..v BEARING PLATE SIZE 3" ADI (4x6) 'w MAXBEARING PRESSURE 2500 MAX BEARING PRESSURE MIN BEARING PRESSURE 0 MIN BEARING PRESSURE No LIVE POINT LOAD LBS LIVE POINT LOAD LBS DEAD POINT LOAD LBS DEAD POINT LOAD Nis= LBS PAD SIZE (GUESS) 3'_5" PAL} SIZE (GUESS) 2'-10" PAD DEPTH 4\ IN PAD DEPTH IN PAD SIZE T-6"`, i PAD SIZE 3`0" STEELEACH WAY3-45 STEEL EACH WAY 345 WEIGHT OF PAD 1775,25 WEIGHT OF PAD 1305 PAD DIMENSION REQUIRED 3.37 PAD DIMENSION REQUIRED 2.70 TOTAL. LOAD BEARING PRESS. 2321.7 TOTAL LOAD BEARING PRESS, 2157.4 DEAD LOAD BEARING PRESS, 507.8 DEAD LOAD BEARING PRESS, 480,4 FOOTING (OK/NOT) OK FOOTING (OK/NOT) OK MIN OK MIN OK Assisted Lrv�n f Memo Care g ry PY y A sus L m t Memory Care BEARING PLATE SIZE 3" AD] (4x6) BEARING PLATE SIZE 3" AnJ (4x6) MAXBEARING PRESSURE 1 25001 MAXRING PRESSURE 2500 MIN BEARING PRESSURE 0 MIN BEARING PRESSURE 0 LIVE POINT LOAD LBS LIVE POINT LOADLBS DEAD POINT LOAD LBS DEAD POINT LOAD Oil= LBS PAD SIZE (GUESS) 3'4' PAD SIZE (GUESS) 3"4" PAD DEPTH IN PAD DEPTH ) IN PAD SIZE T-p` PAD SIZE 3' 6" li FT STEEL EACH WAY 345 STEEL EACH WAY Fi5 WEIGHT OF PAD 1305 WEIGHT OF PAD 1775.25 PAD DIMENSION REQUIRED 2.99 PAD DIMENSION REQUIRED 3.24 TOTAL LOAD BEARING PRESS, 2483.7 TOTAL LOAD BEARING PRESS. 2145.2 DEAD LOAD BEARING PRESS, 534,8 DEAD LOAD BEARING PRESS, 478.4 FOOTING (OK/NOT) OK FOOTING (OK/NOT) OK MIN OK MIN OK LIVE POINT LOAD W LBS DEAD POINT LOAD #LBS PAD SIZE (GUESS) T-41" PAD DEPTH BE K%M, IN PAD SIZE 3',6" STEELEACH WAY 345 WEIGHT OF PAD 1305 PAD DIMENSION REQUIRED 3.29 TOTAL LOAD BEARING PRESS. 2250.1 DEAD LOAD BEARING PRESS, 495,9 FOOTING (OK/NOT) OK MIN OK BEARING PLATE SIZE 3" ADJ (4x6) -"7 V MAX BEARING PRESSURE F- -266-61 MIN BEARING PRESSURE LIVE POINT LOAD LBS DEAD POINT LOAD LBS PAD SIZE (GUESS) 3'-3" PAD DEPTH i IN PAD SIZE 3',6 - STEEL EACH WAY 345 WEIGHT OF PAD 1776,25 PAD DIMENSION REQUIRED 312 TOTAL LOAD BEARING PRESS, 19916 DEAD LOAD BEARING PRESS. 4529 FOOTING (OK/NOT) OK MIN OK COXV-pli PAD SIZE STEEL EACH WAY 345 WEIGHT OF PAD 1776,25 PAD DIMENSION REQUIRED 3,30 TOTAL LOAD BEARING PRESS, 2222,6 DEAD LOAD BEARING PRESS. 491,3 FOOTING (OK/NOT) OK MIN OK PAD SIZE 3'-6" FT STEEL EACH WAY 345 WEIGHT OF PAD 1776.25 PAD DIMENSION REQUIRED 3,16 TOTAL LOAD BEARING PRESS. 2036.8 DEAD LOAD BEARING PRESS. 4603 FOOTING (OK/NOT) OK MIN OK [Lasted Liv / Memory Care Assisted Livq l Mer orc Care , FT STEEL EACH WAY 34 STEEL EACH WAY 345 ,_. WEIGHT OF PAD 1776.25 ( ) BEARING PLATE SIZE 3"' ADI 4xs "" BEARING PLATE SIZE 3" AI33 4x& ( ; rr , MAX BEARING PRESSURE 2500 MAXBEARING PRESSUREE±:::�o 2032.2 TOTAL LOAD BEARING PRESS, MIN BEARING PRESSURE DEAD LOAD BEARING PRESS, MIN BEARING PRESSURE_ DEAD LOAD BEARING PRESS. 435.5 LIVE POINT LOAD LBS LIVE POINT LOAD OK LBS DEAD POINT LOAD LBS DEAD POINT LOAD llm, LBS PAD SIZE (GUESS) "-" PAD SIZE (GUESS) 3'-4" PAD DEPTH IN PAD DEPTH IN PAD SIZE 3,_6„ PAD SIZE 3°-6" STEEL EACH WAY 341 STEEL EACH WAY 345 •^ WEIGHT OF PAD 1776.25 WEIGHT OF PAD 1776.25 PAD DIMENSION REQUIRED 3,41 PAD DIMENSION REQUIRED 3.24 TOTAL LOAD BEARING PRESS, 2371.9 TOTAL LOAD BEARING PRESS. 2145.4 DEAD LOAD BEARING PRESS. 516.2 DEAD LOAD BEARING PRESS, 476.4 FOOTING (OKINOT) OK FOOTING (OKINOT) OK MIN OK MIN OK PAD SIZE X-6" PAD SIZE T-6" FT STEEL EACH WAY 34 STEEL EACH WAY 345 ,_. WEIGHT OF PAD 1776.25 WEIGHT OF PAD 1776.25 PAD DIMENSION REQUIRED 3.16 PAD DIMENSION REQUIRED 3.32 TOTAL LOAD BEARING PRESS. 2032.2 TOTAL LOAD BEARING PRESS, 2248.1 DEAD LOAD BEARING PRESS, 459.5 DEAD LOAD BEARING PRESS. 435.5 FOOTING (OKINOT) OK FOOTING (OKINOT) OK MIN OK MIN OK. BEARING PLATE SIZE 3"' (46) f MAXBEARING PRESSURE MAX SEARING PRESSURE 1 2504 MIN BEARING PRESSURE MIN BEARING PRESSURE 4' LIVE POINT LOAD LBS DEAD POINT LOAD LBS PAD SIZE (GUESS) 3,_2, PAD DEPTH IN PAD SIZE T-6` PAD SIZE 3'-6' STEEL EACH WAY 34-1 v WEIGHT OF PAD 1776.25 PAD DIMENSION REQUIRED 3.10 TOTAL LOAD SEALING PRESS. 1055.3 DEAD LOAD BEARING PRESS, 446.7 FOOTING (OK1NOT) tali MIN OK BEARING PLATE SIZE 3„ ADI (4x6) r MAX SEARING PRESSURE 2500 FOOTING(OK/NOT) MIN BEARING PRESSURE EE0 OK LIVE POINT LOAD LBS DEAD POINT LOAD LBS PAD SIZE (GUESS) 3'-4" PAD DEPTH IN PAD SIZE 3'-6' STEEL EACH WAY 345 WEIGHT OF PAD 1776.25 PAD DIMENSION REQUIRED 3.26 TOTAL LOAD BEARING PRESS. 21615 DEAD LOAD BEARING PRESS, 481 A FOOTING (OK/NOT) OK MIN OK E� 3-5 1305 mm TOTAL O $.. BEARING PRESS 2073.7 DEADLOAD BEARING PRESS, 466A FOOTING(OK/NOT) MIN OK $ :`rLiving/ BEARINGPLATE MAX BEARING PRESSURE 25001 MIN BEARING PRESSURE d PAD SIZE 3t_6" FT STEEL EACH WAY 345 WEIGHT OF PAD 1776.25 PAD DIMENSION REQUIRED 3.45 TOTAL LOAD BEARING PRESS, 1044.3 DEAD LOAD BEARING PRESS, 438.2 FOOTING (OK/NOT) OK MIN OK a BEARING PLATE SIZE 4"(5x6) +� MAXBEARING PRESSURE 1 200 FOOTING... MIN BEARING PRESSURE LLLLLIJ OK LIVE POINT LOAD LBS rml DEAD POINT LOAD LBS PAI:} SIZE (GUESS) 3'-9", PAD DEPTH IN PAIS SIZE 3,_9„ STEEL EACH WAY 341 ..... t WEIGHT OF PAIS 1949.4444 LIVE POINT LOAD B DEAD POINT LOAD M PAD SIZE (GUESS) 34" PAD DEPTH IN PADA A STEEL EACH WAY 345 WEIGHT OF PAD 1776 25 PACS DIMENSION REQUIRED 3.27 TOTAL LOAD BEARING PRESS, 2182.4 DEAD LOAD BEARING PRESS. 5117 FOOTING (OK/NOT) OK MIN OK � A • M1. , A a AyA.. LOADBEARINGPRESS. Ia • M Adi i4F�R. DEADIR BEARING LOAD FOOTING... MIN OK A e. 1 ` k BEARING M #. TE SIZE 3" M ! M S Y. A BEARING i4y• y ��• f BEARING PRESSURE FOOTING (OK/NOT) MIN am 1111109- 3�-3" IN 3-5 n 1776.25 3.16 26167.9 ## K 465.5 A 01 2101 21 !Q'4 !01 ; 4.w..... @ 'T t! 11 � ` " #Ail � t Pi r " f t / WOOD s s ^� I ;J ..? :. y � xi y c cx y nd a; 1'j 1 d 1121110441211111111 El 11 �- ,,S CC a ^,moi —1 __{ ,__-a 0 2003INTERNATIONAL BUILDING "`ODES 1 ME 1121110441211111111 El 11 �- ,,S CC a ^,moi —1 __{ ,__-a 0 2003INTERNATIONAL BUILDING "`ODES 1 ME Holdowns & Tension Ties This product is Preferable to similar connectors because of .easier installation, lb higher toads, c) lower installed cost, ra combination of these features. the STUD is sit embedded strap -tie froldown offering high load capacity and a staggered nail pattern to help rninuraze splitting, The STHD incorporates many features that aid correct Installation and improve performance When installed on the forces with the Straplividt6' strap holder the unique design of the STHD delivers enhanced stability betore and during the pour to help prevent bell) parallel and perpendicular movernent (reigifive to the tomr). This results in accurate positioning of the strap and reduced possibility of spilling, FEATURES • The nailing pattern allows for nailing to the edges of double 2x's • Strap nail slots are countersunk to provide a lower nail head profile • The slots below the embedment line enable increased front -fie -back concrete bond add help to reduce spelling • Rim fund models accommodate up to a 17' clear span without any loss of strap calling MATERIAL.: LSTHD8, LSTHD8R,I-1 4 garage. all others--- 12 gauge FINISW Galvanized INSTALLATION: - Use all specified fasteners. See General Notes on page 45, • Use table below for both standard concrete and post -tension slab installations. • Install before concrete pour with a Straphliale, or other holding device, • Nail strap from the bottorn up. Install strap phimb. • Strap may be bent one full cycle (bent him, onta.1901 then bent verficad to aid wall placement, but firay cause spatting behind the strap. If tire spell is 1' or less, measured from tire embedment line to the bottom of the spell, felt loads apply. I' to 4" spalls for LSTHD8 achieve 0.9 fifues table loads. STHD10 and STHD14 achieve full load for spalls less than 4". Any portion of the strap left exposed should be protected against corrosion, • Other than where noted in the two -pour detail, do not install where. (a) a horizontal cold joint exists within the embedurent depth between the slab and foundation wall or looting beneath, unless provisions are made to transfer the load, or the slab is designed to resist the load imposed by the anchor; or (b) slabs are poured over concrete block foundation walls, • Additional studs attached to the shearwall studs or post may be farnined by the Designer for wail sheathing ronlinig. • Wtood shrinkage after strip installation across horizontal members may cause strap to buckle outward, Embedment Line (Top of carrcretej ibi w4 "7 Nails are countersunk for a low -profile strap surface. M LST varies from 4" to 41,,-Y STHD10, STHD14 varies front 0n,'to 514' O'STHD U.S. Pansu 5,813,182 Typical STH014RJ Rim Joist Application For Two -Pour Installation for Downturn Footings • For STUDIO installed through a 4' thick slab, use the equivalent 8' shanwall loads of the LSTHD8, • For STHD14 installed through a 4' thick slab, use the equivalent 8' sternwall loads of the STHD10, • For STHD14 installed through a 6' thick slab, rise tire equivalent 8' sternwali loads of the LSTHD8, CODES: See page 12 for Code Reference Key Chart. 11 NE Tension Loads for STHD Installations . ..... .... ..... . . .. .. . . ... ...... .. . .. WIND AND SOC A & B - ALLOWABLE TENSION LOADS FOR OF/SP/SPF/HF (160) ......... . .... .. .. ------------- Min Model No. Strap Length (L) i le Stem R I' Standarit-T union; Wall i Standard t RfmJorst i Required Non Cracked Cracked Code Nails (m,) Jbq . ...... ___11 _ , i (m,) J66-ti"'T 6- - ...... Hat. we differ Endwall Midwall Cotner Endwalf _1 LSTHD8 LSTFID8RJ 18',,,� 3 2 1A 8 ---- - - ... ....... .. . . . .... .. 20'-h6_d -S-joke,ii- 0115 2700 1690 1is7.a a 2320 1455 I � 6 SiItD10 STHDIORJ 245�38V, 10 -16d Sinkers 3820 3820 2050 3140 3140 1705 STHD14 STHD14RJ ?6A 14 30 -16d Sinkers 5150 515-6 3200 5150 5150 3200 125. ZE X, Lstkf)8 LST HD8RJ I Ve 1 32'4 8 --- --------- F '5 F33 20 -16d Suckers 3115 2700 1 2230 2675 2320 i4i 8 STHD10 245,1g 3 8 /fi i 1 �g i 4120 --I--6,d-,Si-n,ke-r"s--,--,-4-7,-5--5-- 0�44195:,:1 585 STHD14 STHD14RJ 261A 39Y,, .... ........ .. ... . ... 1 ____J 30 -16d Sinkers 5345 534� 5345 1 5345 4210 1 SOC C -F - ALLOWABLE TENSION LOADS FOR DF/SP/SPF/HF (160) fits Model No. Strap Length (L) 1 Stem i- '- -- - - - - -, - i Is Nein Cracked Wall 1 Standard i Frilinjoist Required Cracked Code 1 Standard Rini Joist (m,) I of On') Nails ...... ... . ........ Ret. Midecill i Corner i Endwall Midwall i Cerner 1 Endwall .. ......... LTHDaBTHD8RJ 321,,,,,, 8 16 -16d Sinkers 2270 2090 1220 225 6 SIHDIO i S`144616RJ 24,,4� 3 8 10 18 -16d Sinkers 2750 2750 1615 26�40 6 40 '-'-14-3'5 _LS'TH_D_ 2 6W, 39�,,,,� 14 . .. .. ... ... ...... 22 -16d Sinkers 3695 3695 2685 3695 3695 2685 125, cv LST I 8RJ 1 _'S�A , 8 4 )IS -i66 Sinkers 2615 1 f6�� F33 0 1950 8 §THDIO STHDIORJ 24rrl, 1 _3VA 1 10 ... ... ...... ............ 20 -16d Sinkers 3400 2940 2295 3400 2946 ....... ... . 4r- -_111111 39% i 14 ... .... .. . .. 11-11_11-111-1 11 §1 ......... .. 24 -16d inkers 3815 i 3815 3500 3815 815 . ....... ...... . 1, AIiawimie loads are for mnd or seismic loading, Nail crimnlifies reflect in) are as follows: Installed on firarnaig: LSTH08 H89, STHD10 0.11 7'and STHD14 0A Ift, r=ease for duration of load with no further increase allowed, Reduce Installed over , struchnal sheaflnng: LSTHD8 = 0, r 14', STHDI 0 , 0148' and where often loads govern. STHD14 - 0164', 2. Conemle sleaH have a rninimmn concrete strength, I c, of 2500 psi 6 Multiply Seismic and Wind ASD load values by 14 or 1,6 respecfively to oldran LRI'D carractfies, 3, 10d comaron (3' lono x 0.148') 7, Per 2009 and 2012 PBC Section 16131, detached role- and two -facially dwelkngs in Serionic Desqn, Category (SDC) C may use "Wind and SDC A&B" aHowabre loads 8. Minimum center -to -center spacing is 3 times the required embechreon (Srngt - 3xi;,) 'or STHD's acbmi in tension Onuftaneousiv Midoeal ansall is based on 1.5xre, end distance 4. Use nix specified number of naris listed ei table or as specified, In many 9, See T-SCLCOLUMN for installation on structural composite lumber posts or coiumns cases, not ,all nail notes vvili be filled. Nail strap troll; the trothnn up. 10For brick ledge appliealions use full ready shown for STHD14 installed m 8 sterniv air. 5, Deflection at highest rlllowable toads tri install over wood double studs 11. NAILS: too sinker r, 0,148' dia, x 31A' runs, See page 22,23 for otter nail sizes and inform aton. 11 NE CODES See page 12 foY Code Reference e sir"Y l lh,irt. w cvhwC + a aap"o"o-e'd iasa a [ht"',.7v eP x in pd So`.7,f,,ct.. Se pqu 2; £s.. oF "77 t a°.ac . Floor -to -Floor Clear Spars Tattle Ailowatne Tension Allowable Tension Model Clear Fasteners beads (DFIISP( toads ' (SPF/HF) lNF( , s are No, Span (total( (160) ##6((not iel uir w4 .. " r.`6 TC)tl 2020_ d in, the nnn 13 3 SIA r, ,tr�££tf$iSYea 26-1,0d 20 02020 8 . , .12.166 si tlae€ s 117 , 495 MS C2 16 16-16d sinkefs 1540 1325 _ h "2 4, 20 T.(YS+E,ia£7'4 x'316 -., a a a 3 16 2 ,lc Y„ ke,e ,jt365 2 E, 510 the strap over ,1 24 36. 16' d s�$ ki o s 3,465 _ 2980 S1i'�,d d"6s1il9t1? 2t'� a 1 LetC2fli?, o i CC lYt ,aI C:S use a � locket POSTG152 18 44-166 s dkes 4235 _ - 364 by o s€ rs naH rninitl Um", k I - 16 45-16d s o k s 4620 3 97 5 i 30 4780 1 2 a MSTctfi p tc 6'14,16d t1 3ttk= rs 36i>7 e°15 It 66-il i s$rik£ zt 5860 5840 � 30 64-16d sir,kl elf' 58601 :.155 NISIC78 24 72-16d sinkers 5860 5661 0 E j1 18 76-16d sgike.i«s 5860 5860 ' 24 14-16d .-. Y€t, _ .. 1495, N1 ST37 iS 20 -160 24 a;,35 t.. r 16 22-16d 2710 2345 ,,pp ry ! d: �t 26-16d 32 1,5 2-780 t"J1Si46 113 32.164960 3475 � 16 34-16d _ 13 3 11 lvpical Detail with Strap Installed Over Sheathing d Ca 953 4700 MST60 24 40-166 5240 13 Qrlfi i23 > 514I5 Floor -to -Floor Tie Installation _.. showing a Clear Span r 36 43-160 6505 5640 ST72 24 54"164 6750 6345 16 52.15d 6 7 3 .6 . 6475 ... �2 FPes,, „ 7.i ea E It° la+E s to add§NuoXcomovon jnmaclillln A71t1oV i ts0'o &,#s i".ac?..Xa. alav also .7+e a P aa.fie ,:-Md V= ,,s , j%Y d ..�7..di :,v,h a imf son Se-ona-Te fm deev7 s. .. ..... Dimensions Fasteners (Tates} Alkiwable Tension Loads Allowahie Tension Loads Model(DF1SP) (SPFFNF) Code No, b Nails Bolts Nails Bolts Nails Rolls Ret. w MY Me (160( (1613( (166) (160) ,MS,27 27 30 6d 4 37013 216,5 3200 x''000 s _ ,9.iTwar` ;? 2'< a3i 42#ti! I:i 531541 302 4480 280,15 IMS143 48 50.16,1 5 5312 675 5190 34131 t u n,` € f 2':`, 6t3 68-16d 10736 44$5 ''I 4175 2'' S 72 102 16d 16 ��- 6730 4485 � � 6475 41175 L& F2 HST2 ,' 21 ._6 52204835 rfST,5 5 21'XI T1 32 106 . 11370 NST33 3 25 -- 76376 6660 HST6 6 251: - 121332, Y,, _. 1515470_ 1 Laa0s, inMvca 60", iao ,Ycd as on ui ,. ,'. .., : ,a Y .rte. dametin i Veri a. at ,i ,)r 2 i ,,,,,A uolt� or naks as _l,u.,. e,e t...?r t;t;se 6m, rare£,# rrao Yaaue mar, no, 6., d o l., see s oa,rs,azibie colt icacd.., are, as seal on, ps .t e : Y ,z,ai., i0at+t„ i as a esti, mo ,r?'t mn member utA.�e ss c MST -21 .7a;a 2 ano, >#,.. s,, " HS'3 dams Hf: r6} 4 . . 4 e,SY, B.atif o the t ;mwet P a.}„ Yn pnevmel a. ° yi �., le. ! et ,a 1.) t t,t e V ,,ted loads, 5 £,th 1 ,,3,p n#,t, Ct<?;, dt... < o °1aa9, w ti"1., l,, Gdaa #,,,a,f, app ,Vfl a., T t a.; 7 NAI3 716, 016s,.dtaY,7'aa1 ,,.s3,.:,-0,111, ,,.,r3 l Ium, 1910 . , 0,14B ,pie x 1",)nq, 22 23 loY'am , tan ,.a,v „ ,. 188 9 iii am w ,B1,10A F.>. GRaOE N'16 E Fa OOr' RE CD 'co ...i_.A.,„ .M.C„„":.'rv„N „^RCT. TOP C� WAL. ttk'bC liR0.k t£t"2F.. AT R.E4R C� GAR« C.yEn rVLCCP,', va. t.,..a 4tFti Fii)Si li Ht N}_i.W'�.x. D - Alip` a t`M,'_ 3 bl"%D 70- L, �`.uhi..:. `'C. N " uNC. .:R ANO a^w ,R '-lL Af, --VER ,AAL,.L A. N740, ia. "" N €E:ETW EN �O R:Z.. r 61 2CB Bl'CB Edi CA FCCKET j NO GRC''G 5twi.p;"a`.. MAX67EE . } TO SE 2", N52k E.'+ergatix Avwp:c,. ,.rate n'";Kt ci.+,nt2 ^t u.x, i' "r+iCK Z.XPt.Fh^.x`.C"€ f._.:, w _..,.. ....._. w. _.. EA . CAST ;N M1'aa,ACF i:.4;Nr-. RE,4 5; _ F` e. 5 Fr.TOP 40F PCIN WALL 0 at pr. 0 .a 4 aG L^' 4✓ PIPE .{Z l+,fC,0 ,A 40 AOJ Pry W 0k .. e Br CA ^. Px EXF' NS,:.N JN rlATERA AT E,�GES AaA;NS WA�_. a NO u5„ 5 ZD m. TCF EF� EAEv a CC- 0' S NOT uSF�, >... #! x. N07 , f "� NOT { I93CA r A SLAM, ONGRACE w? A55jaa 4`AESbk. Pe�C.v�S- " A i { EX=', Acv HOR e a E Ei ` P'RCY '� .^ EX if,"w`ft + 4 ERI. L SL 45 AR"v,`Y..ti;� n.+ � M GrADE F. i]M CIE— ' -4 - w R E' ^ -40R. E^ t R,G,'T, F �EAM AT P RO .i'T P^C�a'2C� "i S.rG; G" "'«'v R:G,C R :•ia3v � � 1,u t FOUNDATION C?TESL .. 9t;.^4 C>' WALL", TO E?F:. F" WC;~ uN.G'. co -lop 0� WALL ELEV c ^c" UV [ { �. R*- W C`6F R 5E * C^a DE W A A E A of ER'CR ,NIS6R4„„tF OR: Cx 114,'A iE SLA E, WALL E Lx<.FT sM L ,;, N �J coV J 5rF r 50 4,Nr� TOS ^0-` ah. U L-A ha RFcx RF . N�_ a FF s R>~ TURA 0 i.„ .m7i_ ._,.,.. .^.,...._ _.^. ...._. ,� _ ...^. ...Jt AA 461 s m .LJ L A 3 E§ �.__ ....� FLAN NOTE F.>. GRaOE N'16 E Fa OOr' RE ...i_.A.,„ .M.C„„":.'rv„N „^RCT. TOP C� WAL. ttk'bC liR0.k t£t"2F.. AT R.E4R C� GAR« C.yEn rVLCCP,', va. t.,..a 4tFti Fii)Si li Ht N}_i.W'�.x. KER r:ocT 'C4t,wRW` 4` 'v'eq 3 bl"%D 70- L, �`.uhi..:. `'C. N " uNC. .:R ANO a^w ,R '-lL Af, --VER ,AAL,.L A. N740, ia. "" N €E:ETW EN �O R:Z.. REIIJ� RE v. NOT FCCKET j NO GRC''G 5twi.p;"a`.. MAX67EE . TO SE 2", N52k E.'+ergatix Avwp:c,. ,.rate n'";Kt ci.+,nt2 ^t u.x, i' "r+iCK Z.XPt.Fh^.x`.C"€ Cii}'xT7#td11 " ER Ai.C+'r.`Lu,' fx. VQA 37146%, CXTE\CS-RCNX;'.:9..AE 77'PO4...., xavnwrnruxvLu'rv. srgizw.ry CAST ;N M1'aa,ACF i:.4;Nr-. RE,4 5; e. 5 Fr.TOP 40F PCIN WALL 0 at pr. 0 .a 4 aG L^' 4✓ PIPE .{Z l+,fC,0 ,A 40 AOJ Pry W 0k ^. Px EXF' NS,:.N JN rlATERA AT E,�GES AaA;NS WA�_. a NO u5„ 5 ZD TCF EF� EAEv a CC- 0' S NOT uSF�, W CC x. N07 , f "� NOT F PRE F.Ae C iw""*,.. c. L -,EAR ON CON4.. SLAM, ONGRACE w? A55jaa 4`AESbk. Pe�C.v�S- P.45E G cC «„F # D ck. J -mow OR: /�+�� ( ) EX=', Acv HOR e a E Ei ` P'RCY '� .^ EX if,"w`ft + 4 ERI. L SL 45 AR"v,`Y..ti;� n.+ � M GrADE F. i]M CIE— ' -4 - w R E' ^ -40R. E^ t R,G,'T, F �EAM AT P RO .i'T P^C�a'2C� "i S.rG; G" "'«'v R:G,C R :•ia3v � � 1,u FOUNDATION C?TESL .. 9t;.^4 C>' WALL", TO E?F:. F" WC;~ uN.G'. co -lop 0� WALL ELEV c ^c" UV [ { �. R*- W C`6F R 5E * C^a DE W GENERA NOTE5 NOTAND Rf7iF�.`T i <„3`� N T „5. 4. .11.,*11 n Ca E EV 5 E w 6' 5ELCAl ,hq of ER'CR ,NIS6R4„„tF OR: Cx 114,'A iE SLA E, WALL E Lx<.FT sM L ,;, N �J coV J 5rF r 50 4,Nr� TOS ^0-` ah. U L-A ha RFcx RF . N�_ a FF s R>~ TURA 0 51517 ELEVATION -)AT.d'"... L' 1111111 cm M T t"N7r nT �'III�IIII w_ IIIIIII i-11 LU LI I LLIi - rt1t: %,. m — � e ... , 6LLLU_jj_�j� H w3— N _ >.w v17 r r Illlllllcll��� IncHOW HW y2w awrl' IIP . -� .. � I I � LJXI 7.LU > _e.. p I i 11 �"" � w �IIIf u w �Mpl, a ra - swi I SW3 swi 0 SWC SW5 I -MZ, 6�4.N4 $1 A' "C' -CE" 10 Vll-C G"'-%vt"". .Sv "T OC -6-W, 50AVC1 S�AL_' MF CCW�� Fd. C S�._6 so W� 10 «5 .ro4"M1LN of NCe�� I— �—E IC -11 IkK- 61_�,&s DF uSFCI . -ICU ': 6 1 — &CW_�* At ef &M$Tl%-FO N Vo A' -6 A7 11—W" 15 -0 "WC—cl, 5E OC G� S—, 1 a 5 l 0 IS �'DWIM AM1 EiM4r£ 6 6.A- 11"E F. * +`tea VVED slq_ ACq S%CITaL=' PC— .51AL-ep '$ �0_,G c _,� �Vwt A, I, Lf *' 11 aM— ce,"EW_D 1A, :� Soca Z-1 4T Z.,cATE5 -C ew FOR OFFICE USE ONLY City of Date: Bu d ng & Inspection Services Division 7500 W. 29`" Ave., Wheat Ridge, CO 80033 Plan Review Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Building er ii Application 11111 96au"111M Address: - W, 11 0 W Ci!y, State, iOW e rchite Engineer E-mail: Phone: Contractors City Li #: phone: Contra forE-mail Ad dress: Sub Contractors.- Electrical: ontrset sElectrical: Plumbing: Mechanical: W.R. City License # W,R, City License # W.R. City License f# Other City Licensed Sub: Other City Licensed Sub: City License t# City License Complete all information on BOTH sides of .this form :©e « ?©-:© ^� ° ©®~ $ 2 -:� - - - -»f*■2 .:_.«� 2«» »-� ©-� ■2#\\�-§\ee\. -2» y2 a *#»©;■2 $ ? \■e\<-� /° Sq. F %F . . \ \l \ 2 \ \.. Btu's \. . . « lions § ma— . .. . . ©sSquares « .. . hr \ :. City of `Wh6at R,��ge CommuNiTy DEVELOPMENT 1-1.0-Im FOR OFFICE USE ONLY 01 n't_t, PlanlPermit # ) -C MaWrl"M MIN EMM 4 6 -1 -It I mill lippin Mailing Address: (if different than property address) Address: 61q? S' PII-wu- oa_ or 300 City, State, Win MU - Phone. - Electdcal: W,R� City License # Plurnbing� WR ON License # Mechanical, WR CiL� LicealU Complete all information on B(Yf H sides of this form NEW COMMERCIAL wr ELECTRICAL E +r UPGRADE NEW RESIDENTIAL• • " ROOFING COMMERCIALADDITION RESIDENTIALROOFING RESDENTIAL ADDITION !' REPLACEMENT COMMERCIAL ACCESSORYSTRUCTURE .• • RESIDENTIAL ACCESSORY STRUCTURE a '" •. • '" MECHANICAL p* p a REPLACEMENT PLUMBINGSYSTEM/APPLIANCEr s or r y ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT OTHER r, d (mzel 1'441"f witt- Ile 0101% WG Ah 1 ► Sq. FULF Stu's Gallons Amps Squares Other You must complete this sheet and include it in the submittal package for any new freestanding signs. You will also need to create a site plan and a detail sheet of the signage. V �1111` otof_ Contractor: ?�Sl> W- 'Y'l I* You are allowed I freestanding sign for every street right-of-way adjacent to your property. The allowable sign size is related to building size. ,guilding size (in square feet): A.,37,11, (This will be inserted in the formula below) If the building is 1,501 — 5,000 square feet in size, complete the following - 1,501 50 + 35 Building size Allowed sign size If the building is 5,001 — 50,000 square feet in size, complete the following: 5,001 = 500 ULI �35)0 D� + 100 Building size Allowed sign size Iillillill !11 ;1111 111111 111111111 111 1111 111 50,001 = 1,000 = 1 + 190 = L Building size Allowed sign size Check here if the sign is existing and you are replacing a cabinet or face with the same size cabinet or face. The sign must meet a setback from the street right-of-way. If the sign is less than 7 feet in height, the • •"" be •. 5 feet. If the sign is between 7 feet and 15 feet the sign must be setback 10 feet, For most freestanding signs, the maximum height is 15 feet. For properties within % mile of the interstate, freestanding signs may be 60 feet tall. These signs must be setback at least 30 feet fro the street right-of-way. Stop 3: Determine the height of the new sign: The new proposed freestanding sign will be feet tall. Step 4: Determine the setback from the street right-of-way: The new proposed sign will be setback 5 feet from the street right-of-way. All freestanding signs must adhere to the sight distance triangle requirements as listed in Section 26-603 of the Code of Laws. You must include a site plan which details the location of the freestanding sign, building and drive areas. Show all new and existing signage (include the square footage and height of all existing signs). Please include a detail of the proposed sign, including the overall square footage and height, as well as any electrical and structural details which may be pertinent. bo w N It t iD - w N m Ad I mo L. tlG 4*044* A- ,4 UA tir CL m It t t it lliti eta r. tt ltil COD m Ad I mo L. tlG 4*044* A- ,4 UA tir CL m B OWNER ••ER FIRE PROTECTION 7850 W. 44TH ,AVE., LC wHEAT RIDGE FIRE OEPARTRERT 6143 S. MLLOW ISR, SUPTE 300 3880 UPHAM STREET GREENWDOD VILLAGE. CO loom VAHEAT RIDGE. CO $0033 CONTACPIDLLJN HALL PHONE. (303) 403-59M PHONE° (720) 499,_1500 FAX (720) 488-1501 SOILS CIVILENGINEER 1 SURVEYOR CTL 971 WESTPSON TOTH AVENUE .SeHAL ENGINEERING, INC,. DENVER, COLORADO 80204 5690 AE:SSTER STREET CONTACT: DAVID SLATER ARVADA, CO 80002 PHOWk (303) 825-0777 CONTACT; MARK WSHOP, PE FAX.' (341) 925-4252 PRONE: {101) 423.-6036 LE X CCAS Ty .'"'• "' ' FAX:(3i73) 467-9438 COURTYARD AREAS. ^'�". : TRY OF IMEN ROSE MUNICP&. ARCHITECT LANDSCAPE ARCHITECT M -A ARC141TECTS THE UTTLEION OFFICE BUILDING OUTDOOR DESIGN GROUP 2329 WEST MAIN STREET SUITE 301 5690 § 9ST£R STREET CONTACT: COCiN MATHEWS ARVADA, CO 80002 LITTLETON, Cif 80120 CONTACT: MATT C RON PHONE (303) 730--7300 PHONE; (303) 993-4811 FAX (363) 730-8300 SITE PLAN NOTES: I DEMEANS SUALL W CONSISTENT ANN SEG 26-801 Of SHE *01 MCE 2000 AND DEVELOPMENT COOL 2 PARKING S3ALI W COMESSEYT VAIN SECTU 26-60I C1" Ptft: MHEAT MDAE STINKS AND DEWLOPRENT COM I SHE AND FARIUM ORIONS SOUL 81 CONSSTENT WiH SECTOR 26-9ILT OF TITS WAT RM SOARS AND DEVELOPMENT COVE 4. SONAGECONSTIENT NEIN AR W G6 i F' T PRIDE 2 a T STATEMENT OF PROPOSED DEVELOPMENT 'THE PROPOSED i3EV � *„" THE Comy AND DOWELL THE TW.1 RE 0 , FAUTY TO SUNS THE NEVES LE X CCAS Ty .'"'• "' ' IKT ROWS, AND OSTROW COURTYARD AREAS. ^'�". : TRY OF IMEN ROSE MUNICP&. CM AS KU, ASTHEMES OF TETTE FAUUTY GAVE BEER CO 2 SA C2 " J A C26A THAT TCR:. TY YEC,MAY RW DIN SINS PUMP AAS AS MAY OTHERMSE AW. ...»+ •,C1� o T3£ , NOT CREATE A WSTED PROPERTY ROT. "PON „, 26-121 OF SHE ;A2 MOCE CODE El OT to CZCIA TA a T irs Cza �: TA a. 20,,-.-- BY AN US a46 , A �° � .Y THAT nW suRuer OF RE A" 0 • C A 1N ART TO ICE BEST OF MY ED Si R7 tEE'NN SSI, PC: " Cu* ;# ",'CS CCS COR ON THE BEND CSI ,E.48.' ' 94:. 5690 KOM STREET ARVADA, CO 8= 11dTEPOKIC. It LOT 1 OF CHARLES GRAUL JR. MINOR SUBDIVISION LOCATED IN THE INTERSTATE TO NW 114 OF THE NE 114 OF THE SW 114 OF SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST 6TH P.M. SITE CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO -- w 44TR ATE mw tz OF 8'X4 TEEPROPOSES ,r E°.a"'T 44th ,+'A.VU.. ....a. ,...,..« ,-v,..nry.KkiF . p 4 GATE VALVE . GUTTE. PATTERNED M TC AND E»2S"atNG IRO M TO PAT �,,. SANTARY E?ASiR4G TR,AFFY EASSTB4 an EAFSTING � SERMCE NASI ABMT {iYP�� .-3., pKgy VICINITY MAP SAN `..-�• ,_27',741 ". SCALE: 1'-2000' p xaa (r LEGEND p T I s =f2" WATER WFOR T SERACEaPR 0 ea ROW L N 70841PY4 MOD" I' "ARON R _^w m E 917%TdUK,3 6f.€KTt TiGT� (i C CO (rm) STARS WAI (�) � rM L � s' Ito 1 f] PROPOSED T R ....,.. 4*ktlRtESCll PE £ Z .''" LiTi PRS' 1 5' UTUTY EASEMENT I I 6 PROPOSES CUKR"tE PAD'£ kiT WATERDOMESTIC r 9siET 6 OF $µ ..•,.-. .. PROPOSE) LIa`A.6dk.NT 5tfdi � � to, ( 3 A � PROPOSE} AS+HA l PAVEMDR (WEB) (•. p! J 12140x2'w 3 w �ii I k�. kip $ PROPOSED PATTERNED SMWALK DOMESTIC WATER 1 # � ' % SSi2V9GFp.#NE A d SAVERS l I PT ° f �CONNECTION -. I AsslsrEu :� i . 3r SCT" U MEMORY #( ' CAKE iYA&IX3 ` �.r E 3 j 9) # ."x}EK+rttAL .,Y:AtP t AO' NdR7tt2. Ea5#'. ENTS FiMt FEN(:9#G SEE, %NGS 6 OF 6 ssNc as s ta4s9. �SSNA Itt r OF -WAY }}g _ COt$ft3EE3 PAM �' f `y $ � Y 'GUTTER ARE .MI Insi9Nc s i P ` . LORIS TERM 64th ,,.JJJ 4-k f2° WATER LR'&GR t}} RT (I( � � j t PR{� -- cKMfiE C WATER "�"•"• ••,••�,••• PROPOSED kMCHT-{'F'-WAY RACK PROVIDED L TERM N I } `6 P @ ( 1 _ASPKAT PATCFE`"�• R4SCE LNC 8 .— LIMIT Am MALONIT rw. I r N k .... sERa (WA) EASE#EN1 E'ArasWsra ) MSBr A 4 EE Cor 9 ET s 2dAN 62. MOM %WASM i 4#57E c Tt1�TT A€K DOMPsrkcw E, � t _A k � � TOE a �'IST� raA9E� LEGAL DESCRIPTION �IOGAiFCk KI 2'07' OEIECTASUE DRIFT T BAKE RACK SERVICE LINE'Er d t f c za, W PA ME TkTAN. _ .W �+ E st77B5.ttE 3 SMUIL 6F MAST 6TH SAT. NONESE :s S t OTY OF AT PY CM' ZTE . STATE Of iXORADO ST'O g R i / PROPOSED s WALx t .4• PRE UK COUNTY CLERK AND RECORDERS CERTIFICATE ...v.e ._,_ ,,, . . ., , w......, „.„ `'4" ., .... _ ....�• PROM 5' WALK' •.... �) 4 GATE: VALVE E tt ( yy 7 T5 STATE OF 00,,0 0 Ji 3 ) � � I TART E a. }_st ROW E 1177G4,7S QVMAK (HpTIMMED �... ._.. ,.....,.,..._.,�...4. t 3 i ENDARESE COVERED ¢ v� TECONE. �'; (F �.. WALK � iii � ( L i6:R£8Y CERTY THAT 'RAS PLAN WAS RED N If STEVE OF THE CaNITY CUPP AM WOORDF:R OF ,E.kT IC40T tOXR3PY f BLEA UP (TYR)Ctl r AT COLORADO Ai ..,,„,_.. O`(XD17T Td ON THE: ,.,,„„,._.. DA IN Of _ _..__....< .�..._..._. AE, 1. 4 � � i . PAS .. _.__, s RECEPTa NO _».,_.._ � .. ,.... me PROPOSEDi i i ( ATTERAAI COUNTY SUITS AND RE ^-( AC7 PATCH sT .. aa,TB° a �� IN WAY4 ( DEPUTY VERi1CA. T W� 4% TAf£AS CASE HISTORY _ �w _ _ w CASENO MS-86�sc.AND su�r -. tos 27 c _. _ ---- } i # CITS CHAS: CITY OF iV i RIDGE x k;s PUOM VVORKS, ENGWEEMW .TRASH SCREENING .fE%VSTRIG z T FTLTRAFAVE EAi51'4 20' uTM3rY �-6' ITT °B- AR'TFOL ' .. s P D FOR' K aculwr W! T' PAN } PM , p g 7950 W 44th AVENUE NATET2R41.9 i TiCAS# BE: PERMEME PAVEMENT ACCESS ( p T PA14.85 i a &Ct)3Y9'8TA is9 aAtcx ARDhiECt RAI erac6 ro _ T t T 3ARseEE re 9 T MAJOR SITE PLAN SPA 5-001 ciry � ' r caArp !713112016 wxAT Name SITE PLAN Ts Grl3arruts SHEET 'I OF 6 CITY CERTIFICATION NOTE sof Sutmis t 712712015 'rHA STC4Q~TER SCANTY DETENTION MEET HEREON SHOWN AS "STORMWATER f3EV+SIONS .. APPROVED INS DAY OF „,.,....___...,..... w__...W..,_ BY W, GTT OF **AT ROSE, DETENTION EASEMENT' SMALL 9F CONSTRUCTED AND MAINTAINED By THE OWNER AND SUBSEQUENT OVVNERS,HANTS, SUCCESSORS AND ASSIGNS, tH THE W, DESORPTION DATE BY EVENT THAT SUCH 4OHSTRUCTION AND MAINTENANCE TS NOT PERFORMECT BY PF PER 4YFY MTS lnrm. ATTEST SAV OWNQER, THE CHY 4F 06i[AT RIDGE SHALL HAVE THE RIGHT TO ENTER SUCH ^^^^ AREA AND PERFORM NECESSARY WORK, THE COST Of WMiCH AND to R, ...........-.-._...._.._....._..ev..._..,......... " :,m ,_.._._. e....__..„_ �..,...._.,__....._„_._.__. HEINS SUCCESSOR& AND RAVENS AGREES. TO PAY NOSPALDING OR iSTY CTEAK l3AYt SIRk)CTURE. PAL OF COHSrAHC TED IN THE DETENIKLN AREA AND NO CHANGE5 .w�.....m_ OR ALTERATIONS AFFECTWO THF kh' UK1C GHaRACTF..RFST9CS OF TH£ •---�. '+3 wEel3R'ThE DETENT ON AREA MRA 9E MADE IMTHOUT THE APPROVAL CFF THE NRECTCIR OF_.....,..„,,.,„„„.,„........._...,...................,„...,„._..,.._,...,.. 31u? lTkt t t ::zY+T ` f"f TR;sEt�'� Nd MNt.GFCRt PMICW ORK6 6^M s,:+:�”-..M',Cs+'•'<iT-.+. ,i3r PY.E•�wdt* WHEQ Tm City of Wheat Ridge ('40_~ ~~ORPQCommercial Electric- PERMIT - 070918 PERMIT NO: 070918 ISSUED: 08/29/2007 JOB.ADDRESS: 7850 W 44TI3 AVE EXPIRES: 02/25/2008 DESCRIPTION: 5 new junction boxes, replace 1 plugs + 2 switches CONTACTS owner Grau1 ten 303/421-0431 Keven Moyle PARCEL INFO ZONE CODE: UA USE: UA SUBDIVISION: 0322 BLOCK/LOT#: 0/ Comments: - Electrical must meet 2005 NEC Subject to field inspection I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Aidge or covenants, easements or restrictions of record; that all measurements shown, and allegations made aze accurate; that I have read and agree to abide by all mnditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other applicabf'gwheat Rj,093 ordinances, for; ork under this permit. Plans subject to field inspection. Signature of contractor/owner / date 1. This pexmit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This permit shall expire 180 days from the issue date. Requests for an extension must be received prior to ezcpiration date. An extension may be granted at the discretion of Che Building Official. 3. If this permit expires, a new permit may be acquired for a fee of one-half the amount nozmally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. 4. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. 5. Contractor sha11 notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive . written approval on inspection card before proceeding with successive phases of the job. 6. The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval o£, any.violation of the provisions of the bvilding codes or any other ordinance, law, rule or regulation. All plan review is subject to fi ld inspections. Signature of Chief Building 1 date INSPECTION REQUEST IN f (303)234-5933 BUILDING OFFICE: (303)235-2855 REQUESTS MUST BE E BY 3PM ANY BUSINESS DAY FOR.INSPECTION THE FOLLOWING SUSINESS DAY. COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number. oF w"E°r~ BUILDING INSPECTION LINE - 303-234-5933 Date: - ~ a CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE PLAN # WHEAT RIDGE, CO 80033 - (303-235-2855) . . ~~CORPO~ . . MINOR, AP~.kr.kClATIO1F , . . Property Owner: G. ~p aG~j ~t'F'-rf l/ r~ PropertyAddress: Phone: - Conlractor License No.: ~y~~~~^g ~ Company: F'• lez~ lefGPhone: OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Building Dept.Valuafion Figure:-$ I hereby certify that the setback distances pmposed by this permit application are . . accurate, and do not violate applicable ordinances, rules or regulations of the City of . Vg]Ue:$ . WheatRidgeorcovenants,easementsor.restrictionsofrewrd;thalallm2asuremenfs . shown, and aAegations made are accurate; that I have read and agree to abide by all Permit Fee:$ . condifions printed on this applicationand that I assume fuli responsibility for Plan ReV10W F80:$ - - - compliance with the Wheat Ridge Building Code (I.B.C) and all otherapplicatile Wheat Ridge Ordinances, for work under this permit. Plans subject to fieid inspection. - - jJSO T3X: - - ~ /~ZsI „~T~ Total:$ (OWNER)(CONTRACTOR):PRINTED DATE Use of Space (description): Description of work: Sq. Ft. added Expiration Date: Expiration Date: Expiration Qate: Approval: Approval: Approval: (4) -This permitwas-issued in accoedance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning RegulaGons and Building Codes of Wheat Ridge, Cobrado or any other applirable ordinances of lhe City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. - -(3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been orwill be made.in the ori9inal plans and specifications and anysuspension orabandonment has notexceeded one . (1)yeac Ifchangeshavebeenorifsuspensionorabandonmentexceedsone(1)year.fullfeesshallbepaidforanewpermit. (4) No work of any manner shall be done that will change the natural flow of water causing a tlrainage problem. (5) Contractor shall notify the Building Inspector hventy-four (24) hours in advance for all inspections and shall receive written approval on inspectioncard before pmceeding with successive phases of thejob. (6) The issuance of a permit or the approval of drawings and specifications shail notbe construedlo be a permit for;-noran - approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. All plan review- is su6ject to field inspections. Building Official Electrical License No: Plumbing License Na Mechanical License No: Company: " Company: Company: DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 5570 BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 8/1197 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner: Property Address : 7850 44TH AV Phone : 431-6104 Contractor License No: : 19232 Company : Stimack Construction Co., Inc. Phone : 425-9400 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the Ciry of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge 8uilding Code (U.B.C.) and all other applicable t Ridge ordina ces, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Description : ROOF REP Construction Value : $3,081.00 Permit Fee : $88.00 Plan Review Fee : $0.00 Use Tax : $36.97 Total: $124.97 Electrical License No : Plumbing License No : Mechanical License No : Company: Company: Company: Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : mwm ,►~~~6~~ , . ffi lc~am (1) This permit was issued in accordance with the provisions set forlh in yopur applica[ion and is subjec[ to the laws oFthe State of Coloredo and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other appiicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixry (60) days from issue daie or (e) the building authorized is suspended or abandoned for a period of 120 days. (3) If this pertnit expires, a new permit may be acquired for a fee of one-half the amount nortnally requiretl, providetl no changes have been orwill be made in the original plans and specifications and any suspension or abandonment has noi exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be tlone thatwill change the natural Flow of water causing a tlrainage pro6lem. (5) ConUactor shall notify the Building Inspector hveniy-four (24) hours in advance for ali inspections and shall receive written approval on inspection card before proceediing with successive phases of the1'ob. (6) The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an appmval of, any violation of the provisions of thouilding codesg; any oUg( oNinance, law, mle or regula[ion. Building Inspector IS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - Property Owner: ~ys'o 7'j'7Z Uh,~-/$'~19) SL~ / Property Address : ~ ULf'~X G?,c,~ Phone : 6~ Contractor License No. : 1'q %Z *3 Company: S~~~rrlQL,~ '("s4 Go J'nc, Phone: /19,9=6146)0 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit appliwtion are acwrate, and do not violate applicable ordinances, rules or regulations of the Ciry of Wheat Ridge or covenants, easemenls or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility tor compliance with the Wheat Ridge Building Code (U.B.C.) and all other appliwble Wheai Ridge ordinances, for work under this pertnit. (OWNER)(CONTRACTOR) SIGNED Qp~ 01c-~ DATE,?'1 f Description : ~ Construction Value : 9 Permit Fee : Plan Review Fee : Use Tax : Total : O1id1" lc[~.J ~ SIC : Sq. Ft. : l'7 11 Tf..oK DEPARTMENT USE ONLY Approvai: Zoning : Builil nf g Co_ en :7 Approval: PatilamK z_STCOl~rrTen-ts~ Approval : Occupancy : Walis Roof Stories Residential Units : Electrical License No : Company: Plumbing License No : Company : Mechanical License No : Company : Expiration Date : Expiretion Date : Expiration Date : Approval: Approval: Approval: im CP,IN In CINSYRMFO (1) ihis pertnil was iuued in accordance with the provisions sel forth in yopur appliwUOn anE Is sub'ect lo the laws o/ the SUte ot Cobrado and to the Zonin9 Regulations and Building Code o( Wheal RiAge, Cola2do or any olher applicable oMinances of e Cily. (2) iTis pertnil shall expire d(A) the workauthonzed is not commencetl vriNin simty (60) tlays fmm issue tlate ar (B) the building authorized is suspended or abandoned for a period of 120 Gays. (3) If this pertnit expires, a new pemul may be acpuired for a fee of one-half the artaunt nortnalty requireC, prodAetl no Cianges have bcen or will he made in the original plans antl specificalions and any suspension or aEanCanmenl has not exceeEeA one (7) year. II changes are made or il wspension w abandonment exceeds one (7) year, lull fees shall be paid for a new pertnil (4) No work of any manner shall be done that will Change the natural Ilow ol water W using a Creinage problem. . (5) Controctor shall noGy the BuilOing Inspeclor twenry-(our (24) hours in atlvance for all inspectbns and shall receive wntlen apprwal on inspection raM belore proceediing vnN successive phases ol lhe~ob. (6) The issuance ol a pertnit or the aOProval o drawings and specifiraGore shall nol be conSWed to be a pertnit (or, nor an approval o( any violation of the provisions of the building cotles or any oNer oNinance, law, rule or regulaUOa Chief Buiiding inspector For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION