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Home My WebLink About3205 Iris Court*** COMMENTS *** *** CONDITIONS *** Midroof & Final Roof inspections for ROOFS 6/12 PITCH & OVER: 3rd party inspection will be required for both the midroof and final inspections. 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. REGARDING ROOF VENTILATION: Roof ventilation shall comply with IBC Sec. 1203.2 or IRC Sec. R806. The installation of ridge venting requires the installation or existence of soffit venting. For calculation purposes, one hat or turtle vent equal to one-half of one square foot of opening. Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75% 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% 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. City of Wheat Ridge Residential Roofing PERMIT - 201803134 PERMIT NO: 201803134 ISSUED: 12/04/2018 JOB ADDRESS: 3205 Iris Ct EXPIRES: 12/04/2019 JOB DESCRIPTION: Reroof with Certainteed Grand Manor asphalt shingles; 4/12-8/12 pitch; 54 squares total *** CONTACTS *** OWNER (303)466-7386 RICE WALLACE SUB (303)466-7386 Bob Bellitt 018626 Arapahoe Roofing & S/M *** 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: 28,738.00 FEES Total Valuation 0.00 Use Tax 603.50 Permit Fee 488.05 ** TOTAL ** 1,091.55 *** COMMENTS *** *** CONDITIONS *** Midroof & Final Roof inspections for ROOFS 6/12 PITCH & OVER: 3rd party inspection will be required for both the midroof and final inspections. 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. REGARDING ROOF VENTILATION: Roof ventilation shall comply with IBC Sec. 1203.2 or IRC Sec. R806. The installation of ridge venting requires the installation or existence of soffit venting. For calculation purposes, one hat or turtle vent equal to one-half of one square foot of opening. Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75% 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% 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. City of Wheat Ridge Residential Roofing PERMIT - 201803134 PERMIT NO: 201803134 ISSUED: 12/04/2018 JOB ADDRESS: 3205 Iris Ct EXPIRES: 12/04/2019 JOB DESCRIPTION: Reroof with Certainteed Grand Manor asphalt shingles; 4/12-8/12 pitch; 54 squares total 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 perforin 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 to be performe ano that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. lw. (.WI to k- Signar of O R CONTRACTOR (Circle one) Date 1. This permit was i 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 original permit 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 changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in 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 granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code O�rayrdinance or. /eulation of this 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. Kimberly Cook �`1 From: no-reply@ci.wheatridge.co.us Sent: Tuesday, December 4, 2018 9:56 AM To: CommDev Permits Subject: Online Form Submittal: Residential Roofing Permit Application Categories: Kim Residential Roofing Permit Application This application is exclusively for new roofing permits and for licensed contractors only. Permits are processed and issued in the order they are received. You will be notified if your contractor's license or insurance has expired. The license and insurance must be current before the permit will be processed. 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. The Building Division permit counter is open from 7:30 am to 3:30 pm, 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 reroof permit? How many dwelling units Single Family Home are on the property? PROPERTY INFORMATION Property Address 3205 Iris Ct Property Owner Name Wally Rice Property Owner Phone 303-466-7386 Number (enter WITH dashes, eg 303-123-4567) Property Owner Email Field not completed. Address Do you have a signed Yes contract to reroof this 1 property? Applications cannot be submitted without an executed contract attached below. Attach Copy of Executed 3205 Iris Ct.pdf Contract CONTRACTOR INFORMATION Contractor Business Arapahoe Roofing Name Contractor's License 01866 Number Contractor Phone 303-466-7386 Number (enter WITH dashes, eg 303-123-4567) Contractor Email Address cami@arapahoeroofing.com Retype Contractor Email cami@arapahoeroofing.com Address DESCRIPTION OF WORK TOTAL SQUARES of 54 the entire scope of work: Project Value (contract 28738 value or cost of ALL materials and labor) Are you re -decking the No roof? Is the permit for a flat Pitched roof (2:12 pitch or greater) roof, pitched roof, or both`? (check all that apply) What is the specific pitch 4/12-8/12 of the PITCHED roof? How many squares are 54 part of the PITCHED roof? 2 Describe the roofing Certainteed Grand Manor materials for the PITCHED roof: Type of material for the Asphalt PITCHED roof: Provide any additional house detail here on the description of work. (Is this for a house or garage? Etc) Credit Card Authorization Field not completed. Form SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes 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 Yes 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 Yes may not begin on this property until a permit has been issued and posted on the property. 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 3 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. Person Applying for cami bowker Permit Email not displaying correctly? View it in your browser. M i CITY OF WHEAT RIDGE _�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 0 6- /-'l , c/ Job Address: 3 a sS- fir- • s C -- Permit Number: a o 17 C 5- 3 X13 n1:�- 0-r ❑ No one available for inspection: Time 7: 11 �0/PM Re -Inspection required: Yes 6) When corrections have been made, call for re -inspection at 303-234- Date:- I / g Inspector: T� DO NOT REMOVE THIS NOTICE City of 0001 _jNd City of Wheat Ridge Municipal Building 7500 W. 29" Ave January 23rd, 2017 Owner/Occupant 3205 Iris Ct. Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 RE: Previously permitted project plans available for retrieval — Permit 201500843 (New Single Family Home) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter and must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period, which is 60 days from the date of this letter. You may retrieve plans and/or documents between the hours of 7:00 a.m. and 5:00 p.m., Monday through Friday, at the Building Division offices located at 7500 W. 29th Avenue in Wheat Ridge. Cordially, Melissa Mackey Senior Pennit Technician 7500 W. 29th Avenue Office Phone: 303-235-2873 Fax: 303-237-8929 City of' �C(')Mrt�r��t wwwxi.w eatridge.coms W, City of Wh6atP,,,.d ie CommuNiTy DEVELOPMENT City of 'Wheat Ridge Municipal Building 7500 W. 29'h Ave. Wicat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 DATE: September 9,2016 TO: Accounting Department FROM: Meredith Reckert, Senior Planner SUBJECT: ESCROW REFUND/RELEASE installa,tion of landscaping for property located at 3205 Iris Court. SEND TO: 3650 Vance Street Suite I Wheat Ridge, CO 80033 www.ci.wheatridge.co.us M=1 e • s e r ♦ ar Denver,4610 S. Ulster Street,�Suite 150, O 80237 (303) 400-6564 Conveyance Inspection for the Jurisdiction of Building Name o f.. "5 f vet Address 270 i Permit lumberl Crate of Inspection - " Contact dame/Phone Dumber/Entail Construction or work for which a`permit is required shad be subject to inspection. Such construction or work shall remain accessible and exposed for inspection purposes until approved. Approval as a result of an inspection shall not be construed t be an approval of a violation of the provisions of the applicable code(s) or of other ordinances of the jurisdiction. All inspections marked below as failed MUST be reinspected. If a TCO (Temporary Certificate of Operation) is noted, all "TCO violations must be corrected and responded to GCC inspector by e-mail and/or In writing. Failure to correct violations within ninety (90) days may result in your elevator being locked out -of -service and Certificate of Operation suspended. Date of Installation 15W/WitnessedFTest de Cala PlateElev. Safety Test (tate _4� bate �'° State Ft istr tion P Conveyance Iris ` ect on Result(s)) A17.2-2007 Elevator meets minimum standard of the jurisdiction Inside of Car Elevator Components f _ & Operation Violation_ t scription _ Violation Description TCO Instal! {1990 or newer} repair and/or adjust car door ShutRequiredieuired etnctricall protective safety devices(stop switch, restrictor. 1,15 down interlock limit switch car cartop exit device) missing or into arable, 8.6 _ TCO Required levo -way communication is massing or TCO Suspension means monitoring (where req'd) massing or pg Rn p� rabte. 1:S ino erahle 3 2a am TCO Fire Service Phase I & Il not operating per code 6 4I TCO Wire suspension means rouged under -sized or not � meetincode_- 3,3 _ E�ocar -closing force >_30(bs. __ Adiust i 9 �- � Shut Fuses improperly sized, 2.12 down _. _. Emergency l"aghttalarm inoperable 1,5/1.6 TCO Perform code required safety tests -expired 21312.31 _ Car ride. 1,19 t-ioistway or car door locking device inoperable, 1,7/4,4 Machine Room Howway & pit Central Room Control Space _ Violation Description _ � Violation _ Description Provide code data plate inside machine room. 2 14 TCO Top or bottom hotstway door retainers are missing, 3.17 Access doors to machine roams and overhead Shut Holstway door bottom guides are missing, 3,17 machinery spaces shall be self-closing and self-tocking, I dawn i 2.1 Remove (tams unrelated to elevator from the machine { Repair top of car inspection for normal operation, 3.3 room no store e . 2.5 Maintenance records, call -hack records and oil usage� Provide car top lighting with guard. 3.2 I s must be located in machine room. 22,,40 Provide a written record of monthly fire service test Pit lighting not working, repair required. 5 1 results on site, 2,4016.4 _ hfousekeepang. 2,5 � Water and sit oat shall not accumulate on pit floors. 5.1 Fire Extinguisher. 2.7 _ I 1 -Elevator Shut -down 2 -TCU 3-Failed/Reinspection required q Inspector. , : x { .. ', Phone Number: t7T 7 �i Email address: j 44 coloradocode.net If V City Of Wb6atf4*,d e C0MM(JNftYDMib04'i�rt # FOR OFFICE USE ONLY Date: lame it # Building Permit Application MEMM V Address, mmuz= Mechanical: \1,1.2Qj� License # Complete all information on BOTH sides of this form SERVICE ... RESIDENTIALNEW COMMERCIAL STRUCTURE Q ELECTRICAL NEW a ROOFING COMMERCIALr ROOFING RESDENTIAL ADDITION 0 WINDOW REPLACEMENT 'COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL .. * shed, deck, MECHANICAL .,w.. . REPAIR o REPLACEMENT PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL .sr � REPAIR y REPLACEMENT s . OTHER •' Sq. Ft.ILF t's Gallons Amps Squares Other "WROMI-1 suite ISO Denver, CO 80237 (303)400-6564 PROJECT Wally Rice Residence REVIEW BASED ON PLANS DATED 06/05/27015 Permit # REVIEW CONTACT Adam Mulford 303.478.6778 ELEVATOR MFC,R: Markovator Elevator and Lift LIFT CONTRACTOR: Morningstar Elevator 6850 Broadway, Denver,, C 80221 (303) 623-7433 CODES USED FOR REVIEW 2012 International Building Code 2012 International Residential Code 2012 International Mechanical Code 2012 International, Plumbing Code 2012 International Energy Conservation Code 2011 National Electrical Code 2013 Elevator & Escalator Safety Code 2011 Safety Standard for Platform Lifts BUILDING1NFORMAT10N Occupancy Classification Type of Construction Residential Total Floor Area Height (Stories/Feet) 2 Stories/126" travel Front opening only Notice This cursory plan review is based on the codes noted herein and represents a list of corrections necessary to comply with the requirements contained within them. This review is not a building permit. The local jurisdiction is responsible for issuing the appropriate permits based on this review. The approval of plans and specifications does not permit the violation of any section of any federal, state or local regulations. All comments in this report are based on the information provided on the drawings and supporting documentation provided for review. Colorado Code Consulting, LLC does not accept any responsibility if additional information is received. This report does not purport to review, interpret, apply, or certify compliance with the accessibility requirements set forth within the Americans with Disabilities Act (ADA). The application, interpretation and enforcement of the ADA are vested with the Federal Department of Justice. Applicants are encouraged to seek professional review to ensure compliance with the ADA. The items noted below with a comment number (B-1, B-2 etc) are items that need to be corrected for compliance with the applicable section. The drawings have also been marked with the same designation in the area in question. B = Building Code, M = Mechanical Code, P = Plumbing Code, E = Electrical Code, EL = Elevator Comments BUILDING CODE / ELEVATOR COMMENTS EL -1 Provide additional detail regarding overhead or side wall access to hoisting machine. Furnish actual dimensions of access panel and latching/securing means. A17.1-5.3.1.1 EL -2 Provide data plate for compliance with, 5.3.1.20.2 E1,3 Cab flooring and finished wall panels to he installed prior to final testing and acceptance of the lift as required in AS IE A 17.1 — 8.10.2 EL 4 Telephone handset/device and live phone line are required prior to final testing and acceptance of the lift. A 17.1 —5.3.1.19 ELECTRICAL CODE COMMENTS Furnish electrical drawings detailing service provided. E-1 Provide separate branch circuit with compliant lighting and GFCl receptacle in overhead machine space. NEC 620-23 E-2 Mainline and cab lighting disconnects shall be enclosed, fused, externally operable & capable of being locked in the, open position. NEC 620-51(A and 620.53 E-3 UPS is provided as part of Control Equipment. GENERAL CONTRACTOR NOTES GC -1 Typical Door Location Detail - 3" & 5" maximum dimensions noted are critical dimensions for eliminating standing ledges within the hoistway. ASME A 17.1 — -3- GC-2 An acceptance test with weights will be required at time of completion. -End of Review - M • Laminate (2) 200's and (2) Wx s using glues and #8x24' (rain.) sore s. . All Joints gust be stsftsred 03 m m �— �r m I -*SrAml Broke Release -Orive Unit , Marma!to warftV Access Pleass no that this Wyout is shown for manual lowering access at the top rWd of the view. The drive unit can be mounted opposta, to actormoodate access Notes: ♦MktWmm overhead alearance as measured from the top of the upper most laedlog sill to the bottom of the calift Is W - 0" for a standard 7- W car. HAM EEIC`Vt VA'll � XIA!51"Alwv TYPIC& P00r, LOCAWN PML -4, RUNINN64 C11,ARANC15 IrIQUIRRIT �N A5hAf,",,N,-7l lii''TWICA, 2 - AIMPIC N 6ATI" 1/ 2 (CV, 51H, fO CiATV) 9 0, H051WAY POCK fO, OUT"A'Pr or-,�AAS) V I MINK*1 ( IIN51rT, FXT a- ! i(9V,,TWAY POO P -l"O 51U j PIT DEPTH: 12" • TRAVEL: 126" (MINIMUM 12" BETWEEN STOPS) • OVERHEAD: W • SPEED: 40 FPM • D 0,. :er STOPS OPENINGSINGLE HOISTWAY SWING DOORS BY OTHERS 45" X 48" CAB SIZE INTERIOR UNFINISHED RED OAK FLAT PANEL INTERIOR WALLS WITH MATCHING CEILING MATCHING WOOD HANDRAIL MATCHING WOOD CAR SILL UNFINISHED IF PLYWOOD FLOOR WITH SILL SET . (FLOORING BY OTHERS) (2) ENERGY SAVING aF LED LIGHTS WITH BLACK TRIM RINGS OAK LAMINATE ACCORDION VINYL HINGING AND BRONZE HARDWARE O -PANEL GATE DEVICESAFETY DEVICES: SLACK CHAIN SAFETY MODEL(SYMMETRY ELEVATING SOLUTIONS SSD -01) • r CONTROLLER CONTROLLER) SUPPLYCAR LIGHT (LOCCONTROLLER) UPPER AND LOWER PIT •* SWITCH CAR ,*STOP SWITCH EMERGENCY STOP SWITCH AND ALARM SAFETY SWITCH FOR CAR GATE(S) BATTERY BACK UP EMERGENCY CAR LIGHT AND ALARM ELECTROMECHANICAL• res. INTERLOCKS(DOORS 2111001WRIMIN NON-SELECTIVEPROGRAMMABLE LOGIC CONTROLLER (PLC) OPERATION SELF DIAGNOSTIC DIGITAL DISPLAY FLOORAUTOMATIC CAR LIGHTING SINGLE DESIGNATED CAR HOMING POWERUNINTERRUPTIBLE . CAR LOWERING r AUTOMATIC GATE OPERATION PROVIDED) IN THE EVENT OF POWER MANUAL LOWERING DEVICE VINTAGE BRONZE +*(COP) WITH LED ••* POSITION PHONE BRONZESTATIONS WITH CALL ADJUSTABLE RAIL BRACKETS BUTTON(2) VINTAGE POSITION INDICATOR BRONZEVINTAGE PHONE BOX(PHONE COUNTERWEIGHTED CHAIN DRIVE MODULAR 6Y4# T -RAIL STRUCTURE UNDERSLUNG CAR FRAME ASSEMBLY 2081230 VAC, 6OHz, 20 AMP SINGLE PHASE POWER SUPPLY FOR MOTOR CONTROLLER. d VAC, 60Hz, 15 AMP, SINGLE PHASE POWER SUPPLY FOR LIGHTING (2) #60 ROLLER CHAINS (9920# AVERAGE BREAKING STRENGTH EACH) CODE i ' * DISCONNECTS. SOLUTIONSSYMMETRY ELEVATING CONTROLLED .:SPEED 2HP IN-LINE GEARED DRIVE 314" Columbia i rebrind hardwood veneer unfinished iced Oak MDF plyviood with twdA,,wd trim & sitt V Unfncislual ptywawd sub floor for ene c WALLY RICE MIDENCE City of Wheat Ridge Municipa�l Building 7500 W. 29* Ave, Wheat Ridge, CO $0033-8001 P: 303.235.2855 F: 303.237.8929 Owner/Occupant 3205 Iris Ct. Wheat Rid�Le, CO 80033 I I 111 111111 1• 11; 1 Iii;;��11 111 1111111! 111 11!1111111 111111 1 11,1111 11111 111111 illi�illi li�illi 111111! 111111111 1111111111111 iqiii�qp; 1 111111 1 UZI 11 l,iI------ III �i I TI ! Ili FEMEM NMZ�M Tff=6M-rT1 ig Vivisivii 7 ToMment retention policy, me associated plans an or otheir Focumenj are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period, which is 60 days from the date of this letter. on ma -fiours or 7:3* a.m. and 3:3# p.m., Monday through Friday, ,T retrieve p or Tocuments tietween7fFe at the Building Division offices located at 7500 W. 29h Avenue in Wheat Ridge. amm Melissa Mackey Senior Permit Technician 7500 W, 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 ALvH-ci.wheatrid e.co.us www.cl.wheatfldge.co.us M191 1959 S. PEARL ST. DENVER, CO 80210 phone: 303-733-1962 e-mail: heistructures@msn.com Lou Ficco c/o Lou -Mar Entities 3650 Vance St, #1 Wheat Ridge, CO 80033 1=111M.M• ; The piers were drilled to the 4'-6" depth and reinforced with 445 as specified in the letter of instructions dated 9-3-14, The spacing of the piers was also in accordance with the requirement specified in the letter. illustrated in the "Allen Block Installation manuar., Heavener Engineering, Inc. �'g , " i � I _00_'NN'�NNI M"' 19267 Jere Heavener, P.E. M City of W h6at R jcige Co,MMUNrry DEVE1,01IMENT Prop" Addrees: A, IkIrIk,% "k, A' kjox�, "I I.Ld A Date. C/ C- k1l) -11 — 6 I :-:) Pia it # Plan Review 4- (ZJc, P 0— Contractor: Contractors City License #.- Phone. --3 -03-12 �6- Plumbing'. ON Licease # zmz�- lzg�� Complete all information on BOTH sides of this form # NEW COMMERCIAL STRUCTURE ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE COMMERCIAL ROOFING COMMERCIAL ADDITION RESIDENTIAL ROOFING RESDENTIAL ADDITION El WINDOW REPLACEMENT COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT OTHER (Describe) Sq. ft&F I'll C, Amps ------ - M Svltl/c—, Btu's Gallons OWNER/CONTRACTOR SIGNATURE OF UNDE&STANDING 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, 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 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 perform the described work and am also authorized by, the legal owner of any crI included on this application to list that entity on this application, CIRCLY. ONE: (t 1V (C'ONT CR gr (AUTHORIZED REPRESENTAT71,7) of (OWNER) (CONTRACTOR) ram NXME- SiGNAIURR, DATE: Building Divi lb Valuation: $ "-5 .. . . . ...... Im Ae vr City of aA COMMUNITY DEwLOPMENT SUB-CO-NTRACTOR AUTHORIZATION FORM Project Address: Permit #:_'.2k General ...x Contractor: Company x r Phone State License #: Master #: Signature of Authorized Agent Date Company State License #: 7, Wheat Ridge , Phone #. Master #: CP Company ,� Wheat Ridge Agent License #: Signature of Authorized Date �'d 6,L 0 6 0 oul uiq nl INCA ,LQ•9M !�L i t Project Address: r. n y. m wu»r 9-7 G 8 �R✓" Signature +i d -1.1" ate Company Name..hon a o�fAut�horiz"cdAg�ent Date RidgeCompany NAiie—.- Sig�iiure�Auth�®rize�dAgent Date *phis application ust be signed by e4th sub -contractor confirmkg C WOCity of SINGL E FA MIL, YID UPL EX at f k104C>rC BUILDING,PERMITAPPLIC,4TIONREVfEW PUBLIRKS' Date: Location. - ATTENTION: BULLDING DIVISION I have reviewed the submitted application documents to construct a located at the above referenced address. Please note the comments checked below, I _jZ, Drainage: a. Drainage Letter & Plan required: Yes No b, Site drainage/grading plan have been reviewed and are. _70K refer to stipulations. 2. _V Public Improvements required & to be completed with project: pulations. a. street paving/patching: — Yes No — Completed b. curb & gutter- — Yes No — Completed c. sidewalk: — Yes _4L No — Completed d. Other (specify): — Yes �/ No — Completed For items not constructed, the amount of funds taken in lieu of construction: 3 Does all existing roadway/alley R.O.W. meet the standards of the City- k/ Yes No If not, what is required? If R.O.W. is required, has the deed been received- Yes No (see Note below) NOTE: AN deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations. Si hat r Date 5. NIANOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature David F Brossman, P,L,S, Date Stipulations: 7 -i/-- A Drainage Certification Letter accompanied by As -Built plans from the Engineer -of -Record shall be required prior to the issuance of the Certificate of Occupancy. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE, OF OCCUPANCY. Rev 06/2013 C: ty of _�R�Wh6atP,Ldge LIC WORYS City of Wheat Midge Municipal Building 7500 W,2 "' Ave. Wheat Ridge, CO 80033-8001 P: 303,235,2861 V 303.2 iZ5" PUBLIC WORKS DEVELOPMENT REVIEW FEES Location of Construction. - Purpose oast ction.Purpose of Construction: on: Single l ly Commercial Multi -Family tiev lu xn nt e � iE r aeessirt ... $100.00 (Required of all projects for document processing) $50.00 C�rtrn reaal� tttl-" it vw '� „ Review ofexisting or minimal technical documents . ........ ........... $200.0 0 Initial review' of technical cavil engineering documents (Fee includes reviews of the 1 "t d 2�d submittals): .... 60 Traffic Impact Study Review Fee: (Fee includes reviews oft the 1" and 2nd submittals):,.... .... $500.00 Trip Generation Study Review Fee:. ......... $200. 00 0 & M Manual Review & SMA Recording Fee. .... .. ..... ... 100E 00 Each Application will be reviewed by staff once and returned for changes. if after review of the second submittal not been made to the civil documents or the Traffic Study as requested by staff, further reviews to the fallowing Resubmittal Fees: changes have of the Application will be subject esttta ittal Fees.- ees:3ra 3'4submittal (V initial review fee): ... ......... .... $300.00 S Oat' submittal full initial review fee): $600 .00 All subsequent submittals:._, ..................... ......... (Full initial review fee) TOTAL REVIEW FEES (daze at time of Building Perant issuance): W A'�'Y� �'' ]��! to I I C k'V o 1" S Ci%v Of Wheat Ridge JViunicipa! Building 7500 W, 29' Ave, ""'R'dge,C'(} 0033-0I P 30.2. Ci.i NOTIFICATION? IWROVF DATED:'MENTS RESTORATION 1 Dear Contractor: In conjunction with approval of the building address, this letter is to inform you that allexiso a�improvementsfrh above frontageofsaid address shall restored, d,along o acceptable condition, a dto ind � damaged from regia l of cons tion to ars to issuance of Certificate of Occupancy.t id a lac o s artmen t, and mor Prior to any construction commencing, , inspection to determine the existing condition{) of o representativetys u iswill co dct an onsite � ro is at this address. if you have any ustions, please contact me at , Sincerely, �K David F. Brosrnan,P.L.S. Development c n, n r : File Rev �lAB CITY OF WHEAT RifX3E BUILDING AND INSPECTIONSERVICES DIVISION 750() W 29di Ave Wheat Ridge, CO 80033-8001 p, 303,233,2855,f 301237,8929 Proof of Submission for Permitting/Plan Review 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: —44QJ-- Project Address: Name of Firm/Individual submitting documents: 14, Project Type/Description: Signature of Firm Representative or Kim Dahlin, Office Manager am a duty authorized representative of the agency indicated below and do, by nay signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above, AgfflCyJ=9MAtrA (Please check one) o Wheat Ridge Fire Protection o Arvada Fire Protection • Wheat Ridge Water District • Consolidated Mutual Water District • Valley Water District • Denver Water • Wheat Ridge Sanitation District • Clear Creek Sanitation District • Frtit dale Sanitation District v,"Westridge Sanitation District o Other Agency Notes. The referenced address is withiw the boundari°ls of the Westridge Sanitation District, The District can serve the proposed development of this site subject to compliance with all applicable District Rules & Regulation and subject to availability of downstream capacity at time of formal tap application. Signature: Date: (Agency Representative) CIT'Y OF WHEAT RIDGE BVILL)ING ANDINSPEC11ON" SERVICE'S DIVISION 7500 W 29th Ave Wheat Ridge, CO 8(W33-8001 p 303,235,2855,115. 301237,8929 gpp�i iq�; 111111ppimplill 1111111 11 A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the prriject type and be attached to the Building Permit Application at the time ofsubmission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: Prriject Address: 32aL2C—r Name of Firm/Individual submitting documents: Project Type/ Description:_LVeA)� Signature of Firm, Representative or 1A YL� I iam 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, I * Wheat Ridge Fire Protection * Arvada Fire Protection * Wheat Ridge Water District X Consolidated Mutual Water District Valley Water District Denver Water * Wheat Ridge Sanitation District * Clear Creek Sanitation District * Fruitdale Sanitation District * Westridge Sanitation District * Other domm Representative) Date: 3190 S Wadsworth Blvd., Suite 220, Lakewood, CO 80227 343.973.7766 Fax 303.973.7766 www,build!ngcci.com Building Code Analysis Project. ally Rice Residence 3205 Iris Court Date: July lyy 1, 201 s Review Criteria USE: Single Family Residence FIRE SUPPRESSION SYSTEM: I~1one Code Consonants International - CoPYr ght 2015, City of Wheat Ridge, Wally Rice Residence Page 5 of 7 item Sheet ...... ................. _..__ . -------- .. .------ - B-21 B A-6 iGuardrails must comply with section 8312. _.._ ._,..._.u.. �..,,_.....,_. ___. __ __........ _ B•22 E-I/E-2 Smoke alarms shall be required in each sleeping roam and outside each sleeping area per 2012 t IRC, section 313. B-23 11E-2 Carbon monoxide detector(s) shall comply with section 8315 of the 2012 IRC and not more than 10 feet from the entrance of any steeping room. B -24m E -1/E-2 Outlets are required to be arc -fault protected E3902.12. B-25 E-1 JE -2 Outlet type, location and spacing shalt comply with 2012 IRC and 2014 NEC. __ ______. �___ ___ ------- B-26 B-26 E 1>EW2 All bathroom receptacles shall have GFCI protection, E3902.1 --------------- -._ -._.,.B-27 B-27 E -1/E.2 ' All kitchen countertop receptacles shall have GFCI protection, E3902.6 E B-28 E -1/E-2 ,= All receptacles within 6 feet of a sink shall have GFCI protection, even if located in another rooms, E3902.7 B-29 E-2 All garage receptacles shall have GFCI protection, E3902.2. B-30 E-2 Tub motor/heater shalt be accessible through panel. B•31 -3 ._,-..__-_ . _ ._._-- — Rafters shall bear fully at heel cut and shall have one HIS clip per rafter at bearing point. Code Consultants international • Copyright 2015. City of Whet Ridge, Wally Rice Residence Page 7 of 7 .WWI',u. 3190 S Wadsworth Blvd., Suite 220, Lakewood, CO 80227 03. 73,7766 Fax 303.973.7766 www,buildingcci.com Building sis Project., The Wally Rice Residence 3205 Iris Court Date: July 1, 201 � M •' Review Criteria USE: Single Family Residence FIRE SUPPRESSION SYSTEM: None Code Consultants international • Copyright 2015, City of Wheat Aidge, WaNy Rice Residence Page 5 of 7 Item # Sheet B-21 A_6 Guardrails must comply with section R312. Smoke alarms shall be required in each sleeping room and outside each sleeping area per 2012 8-22 E -1/E-2 #C, section 313. B-23 E -1/E-2 Carbon monoxide detector(s) shall comply with section 8315 of the 2012 IRC and not more than 10 feet from the entrance of any sleeping room. B-24 E•1tE-2 Outlets are required to be arc -fault protected, E3902.12. 8-25 E -1/E-2 Outlet type, location and spacing shall comply with 2012 IRC and 2014 NEC. B -2E E -1/E-2 All bathroom receptacles shall have GECI protection, E3902.1 B-27 -11E-2 All kitchen countertop receptacles shall have GFCI protection,. E3902.6 All receptacles within 6 feet of a sink shall have GFCI protection, even if located in another B-2 E -1/E-2 room, E902.7 8-29 E-2 All garage receptacles shall have GFCI protection, E3902,2, 8-3 E-2 Tub motor/heater shall be accessible through panel. 8-31 5-3 ------------- Rafters shall bear fully at heel cut and shall have one H2.5 clip per rafter at bearing point. Code Consultants Intemationa{ . Copyright 2015, City of Wheat Ridge, WaiRy Rice Residence Page 7 of 7 CALL US RRSP CATION CENTER f , } cif$ roof drain 22-1987 ... ,,.., ......,.,--....»m»---^_^ . ..,. .. ... DAYPRIOR TOdownspouts in the directions e. � ..,. ... ....� . ... MUTY "rrcAt s as indicated herein to protect adjacent properties from st;arxary e8ec runoff. F, drainage away g DRIVEWAYµ 5 x rasto structure - tp p. i r �... 23 A Drainage Certification ( 7 Letter shah be required prior LEGTRIC Lite to .£I. to ensure sRe has � w. �_ _ � . .,.µ W°-- _ __ ..� been property Beaded. :LECTRIC & TEL ID ELECTRIC LINE 619115 MVN Np,y 89029':3 6" E 125,0V Z GAS LINE k�- ER COH OH P OHP EVER a' SIDEWALK µ ATTR SERVICE W/ 3t�I"" TASUR aNTOUR Chir OF MEAT PJDGE INN stg� TRANSFORMER stSITE DATA: L wr DISCONECT ase sir ins►SITE PLAN lx. t Arca; 12„525 &f. Maximum t C~xavera e @ 25% = 3,13E s:l”. ,NT SCAL A I" - 101-011 Lot Coverage e as sEtown = 3,919 sl = 31% Coverage e E V'o h, t 1- y k p Y� fi: 7 a,Moosup,in, Amp a, a Mom' 77 EMBA W wool MAPS S ANTI �i LIZ Ulu KWAC t v F £ t ' �'�`^ t � t � � 4 i v,,s,'t �' v"^� 'w... 4rwtkf'YY:P��HR f .w � .i # y .. Yx rt'`.. k,•A.. at•*re5d¢tw,.,�. - uwe"R'`�.?c'.6~ �� v,k ,':�;a"•; „.. tar .. "xaA+t. s. „W c ,ilia ,a.,. . 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'ks 13 I 40rK �l i WALLY RICE 3205 IRIS CT WHEAT RIDGE, CO. 80033 17FT lAw L25 - w �l i WALLY RICE 3205 IRIS CT WHEAT RIDGE, CO. 80033 AUTHORITY AIR DESIGNUM 6608 IN 95TH PLACE WESTMINSTER, CO. SM21-6422 354-8105 JOEOAUTHORITYAIR.COM WWW,AUTHORITYAIR.COM 10 FT 1-w CAS AUTHORITY AIR DESIGNUM 6608 IN 95TH PLACE WESTMINSTER, CO. SM21-6422 354-8105 JOEOAUTHORITYAIR.COM WWW,AUTHORITYAIR.COM U '1' l ORITY AIR DESIGNUM WALLY RICE AuTH 660, W 95TH PLACE 3205 IRIS CT. WESTMINSTER. CO. 80021-6422 PH -(720) 354-8105 WHEAT RIDGE, CO. 80033 J0E*AUTK0RJTYAIR,C0M WWW.AUTHORITYAIR.COM im 0 a, P ... '� _J5 5�. E3 0 E3 CT- 0 0 a U/ -ro Owe - Lt,,4F, 0-4:> 10 J!�> im ,. d 320 AW CONTURIOUS 400 AW M" b as tNE v u i � 3 ., �Ww LEVER BYPI Uhw "4*w damping action and operafts bypass dmdce. CONNECTORS* i rte' rr Gr< a ad mft with Be#evi#e walxws For connector o order as extra from chart on accessory page. Lug lot retpured for fine We only. *BREAKERS: ♦ Gar r r Y .i* tXX`BW200 breakers. Rated .I"' , RE 1 a Project Summary Entire House Authority Air Designs, LL 6608 W95th Plare, Westminster, CO 80021-6422 Phme: (720) 354-8105 Emad: Joe@AuthorityAir.com Web: wvwvAuth(AtyAjrcorn Inform For: Lou Ficco, Lou -Mar Entities 3650 Vance St. Suite #1, Wheat Rid a, CO 80033 Phone, (303) 263-0489 Fax: (303) 923-2561 NotesEmail- LouFicco@Gmaii.com .......... . . ......... Des itipAnform4tion Job: 3205 Iris Ct. Date: May31,2015 By- Joe colbum Plan - Wally Rice Residenl Weather: Denver Stapleton Intl AP, CO, US Winter Design Conditions Summer Design Conditions Outside do 0 *F Inside db 70 OF Design TD 70 OF Heating Summary Heatin Structure 39104 Btuh Ducts 9792 Btuh Central vent (89 cfm) 5634 Btuh Humidification 2209 Btuh Piping 0 Btuh Equipment load 56739 Btuh Method 91 Simplified Construction qualityTI 75 ht Fireplaces 16 I (Tight) Daily range Heatin Coolin Area (ft 2?ft) 5029 2469 3 Volume 29670 26858 Air changes/ our 0A3 0,08 Equiv. AF (cfrn) 64 36 Heating Equipment Summary Make n/a 1272 Btuh Trade n/a 0 Btuh Model nia Trade n/a AHRI ref n/a Cond n/a Efficiency Coil n/a n/a Heating input AHRI ref n/a Heating output Efficiency 0 Btuh Temperature rise Sensible cooling 0 *F Actual air flow Latent cooling 0 cfm Air flow factor Total cooling 0 cfm/Btuh Static pressure Actual air flow 0 in H2O Space thermostat n1a 0 Outside db 91 OF Inside db 75 OF Design TD 16 OF Daily range H Structure Relative humidity 50 % Moisture difference -34 gr/lb Sensible Cooling Equipment Load Sizing Structure 12478 Btuh Ducts 6459 Btuh Central vent (89 cfm) 1272 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multi� fier Equipment [a load 0.96 19360 Btuh sensi Latent Cooling Equipment Load Sizing Structure -282 Btuh Ducts -80 Btuh Central vent (89 cfm) -1693 Btuh Equipment latent load 0 Btuh Equipment total load 19360 Btuh Req. total capacity at 0.85 SHR 1.9 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref n/a Efficiency n/a Sensible cooling 0 Stun Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H20 Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed, 2016 -May -31 14M:21 wrightSOft' Right-SuiteO Universal 2015 15,0.17 RSU18198 Page I ACM ... nfifies\3205 I& Cftou�Wr - 3205 Ift Ct,rup Catc - W8 Front Door facw E Project �lll AirHandler Authority Air Designs, LLC. 6608 W. 96th Race, Westminster, 00 80021-6422 Phonc (720) 354-8105 Emag: Joe@MthodtyAircom Web: www.AuthoiityAir.com t Int atioti For: Lou Ficco, Lou -Mar Entities 3650 Vance St. Suite #1, Wheat Rid•a, CO 80033 Phone.- (303) 263-0489 Fax: (303) 923-2561 NotesEmail: LouFieco@Gmaii.com Desi gnl2fdrma# Outside db 0 OF Inside db 70 OF Design TD 70 *F Heating Summary H Structure 24495 Btuh Ducts 9792 Btuh Central vent (89 cfm) 5634 Btuh Humidification 6958 Btuh Piping 0 Btuh Equipment load 46879 Btuh • Method Simplified Construction quality Tt ht Fireplaces I (TigTt) Heatin cooll in Area (ft2 2469 2469 Volume �Iftw) 26858 26858 Air changes/hour 0,13 008 Equiv. AVF (cfm) 59 36 VIIIIIIIIIIIII 1, Make Carrier Trade Comfort 92 Series Model 59SC2008OS21-20 AHRI ref 7126224 92.1 AFUE 80000 Btuh 59400 Btuh 47 *F 1400 cfm O041 cfm/Btuh 1.00 in H20 Job: 3205 Iris Ct. Date: May 31, 2016 By: Joe Colbum Plan: Wally Rite Resideni Outside db 91 OF Inside db 75 OF Design TD 16 OF Daily range H Btuh Relative humidity 50 % Moisture difference -34 gr1lb Structure 14302 Btuh Ducts 7404 Btuh Central vent (89 cfm) 1272 Btuh Blower 0 Btuh a Use manufcturer's data n cfm Rate/swin multilier pble load Equipmen? 0 96 , 22012 Btuh sensi 1.00 in H20 Latent Cooling Equipment Load Sizing Structure -282 Btuh Ducts -80 Btuh Central vent :• cfm) «• -1693 Btuh Equipment latent load 0 Btuh Equipment total load 22012 Btuh Re♦. total capacity at 0,85 SHR 22 ton 5?111711- :1 ll 1111 11 Pill �,111 III! III I 1 1i';III Make Carrier Trade Comfort 13 Series Cond 24ABB33OA31 Coil CNPVP4221AL AHRI ref 6379540 Efficiency 10,5 EER, 13 SEER Sensible cooling 23460 Btuh Latent cooling 4140 Btuh Total cooling 27600 Btuh Actual air flow 1400 cfm Air flow factor O064 cfm/Btuh Static pressure 1.00 in H20 Load sensible heat ratio 1.00 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed Project Summary Bolier Authority Air Designs, LL 6608 W95th Place, WastMinster, CO 80021-6422, Phone: (720) 3544405 Email: Joe@AUthorftyAircom, Web: wwwAuthorityWcorn Project InfOriiiat Hon For: Lou Ficco, Lou -Mar Entities 3650 Vance St. Suite #1, Wheat Ride, CO 800 Phone: (303) 263-0489 Fax: (303) 923-2561 Notes, Email'. LouFicco@Gmaii.com I Design Information if'a nlvm!n# = Outside db 0 *F Inside db 70 *F Design TO 70 'F Heating Summary cfm/Btuh Structure 39104 Btuh Ducts 9792 Btuh Central vent (0 cfm) 0 Btuh Humidification 2209 Btuh Piping 0 Btuh Equipment load 51105 Btuh Method Simplified Construction quality Tight Fireplaces I (Tight) Heatin Area (ft 5029 C0021'4iN w) 29670 26858 Air 1. :•.: 0,13 008 Equiv. AVF (cfm) 64 36 1�!11111!111r I Make Triangle Tube Trade Prestige Series Model SOLO 110 AHRI ref 2101291 95AFUE 110000 Btuh 78408 Btuh 0 *F 0 cfm 0 cfm/Btuh 0 we Job: 3205 Iris Ct. Date: May 31, 2015 By- J*e Colburn Plan: Wally Rice Residenl Outside db 91 *F Inside db 75 *F Design TO 16 'F Daily range H 0 Relative humidity 50 % Moisture difference -34 gr/lb Sensible Cooling Equipment Load Sizi Structure 12426 Btuh Ducts 6433 Btuh Central vent (0 cfm) 0 Btu h Blower 0 Btuh Use manufcturer's data Rate/swin multiplier Equipmen?a sensible load n 0. 96 18066 Btuh Latent Cooling Equipment Load Sizing Structure -282 Btuh Ducts -80 Btuh Central vent (cfm) 0 0 Btuh Equipment latent load 0 Btuh Equipment total load 18066 Btuh Req. total capacity at 0,85 SHR 1.8 ton ffiake n/a Trade n/,? Cond n/,2, Coil n/,? AHRI ref n/a Efficiency n/a Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 0 CfM Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed, 20154*wy�31 M58:21 A4� + wrightsoft, Right$uiteS Universal 2015 15,017 RSU18198 Page 3 AM ... 1,111ties\3205 Ift CnLou-Wr - 3205 Iris Ct.rup Cale = W8 Front Door faces� E M Assessment Entire z, Authority i 6608 W, 95th Mace, Westminster, CO 8W21-"22 Phone: (720) -8105 Email;Joe@MttwdtyAircomWebAuthorityA4r,cotn For: LouaLou-Mar 3650 as• CO 801 Phone: 1 • 1+«*(303) 423-2561 LouFicco@GmaiLcom »o• G;t: Iris Ct. Date: ! .'y: Joe Colbum Nan: Wally Rice ResldenQ EMEZEM3= }kaw W fAy a to • .a i a• •! a i a r • !"" 2015 -May -31 14:58:21 Flight -Suit Urtsvetowl 2015 15,0.17 RSU18198 Page 1 ..nU iesi3205 Iris CtkLou r - 3205 Iris Ct.rup Catc w W8 Front Dow faces. E Location- Iis a Cooling E ,. Stapleton Intl "` CO, US Indoortemperature Elevation: : Design A 1 16 Latitude:40'N # ! Outdoor: Cooling Moisturer difference (gr/lb) 's y y Dry bulb ; t 91 Infiltration: Daily range i Windspeed is 0 Fest for Adequate, Exposure Diversity EMEZEM3= }kaw W fAy a to • .a i a• •! a i a r • !"" 2015 -May -31 14:58:21 Flight -Suit Urtsvetowl 2015 15,0.17 RSU18198 Page 1 ..nU iesi3205 Iris CtkLou r - 3205 Iris Ct.rup Catc w W8 Front Dow faces. E A M A AEDAssessment Air Handler Authority Air Designs, LLC. 6W8 W, 95th Piwo, ftstminster, CO 8W21-6422 Phone: (720) 354-8105 ma#: Joe@AuthorityA�r.com Web: wwwAutWtyAicrorn RMI-IMUNTIMM Date: May31,2015 By* Joe Colbum Plan- Wally Rice Residen! Farm aRRug 2015 -May -31 14M:21 AMgko Right-SufteO Unirsal 2015 15.0,17 RSU18198 Page 2 —ntifiesk=5 kis CtIou-Nbr - 3205 Ids CLmp Calc = W8 Front Door Mew E Project intormation For: Lou Ficco, Lou -Mar Entities 3650 Vance St. Suite #1, Ridge, CO 80033 Wheat Phone: (303) 263-0489 Fax: (303) 423-2561 Email: LouFicco@Gmaii.com Jym Location- Indoor: Heating cooling Denv�r Stapleton Intl AP, CO, US Indoor temperature (OF) 70 75 Elevation: 5285 ft Design TD (OF) 70 16 Latitude� 40*N Relative humidity 50 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 61.4 -34.0 Dry bulb (T) 0 91 Infiltration: Daily range Wet bulb (T) - 60 Wind speed (mph) 150 T5 UstfdrAdequate'Ex osure,Diver'$#Y.'11 Farm aRRug 2015 -May -31 14M:21 AMgko Right-SufteO Unirsal 2015 15.0,17 RSU18198 Page 2 —ntifiesk=5 kis CtIou-Nbr - 3205 Ids CLmp Calc = W8 Front Door Mew E Job: a AED Assessment Date: May3l,2015 ,. • a ♦'Colbum Authority Air Designs, LLC. an: e once 6608 W. 95th Ptace� WestrrI DO 80021,6422 Phone: (720) 354-8105 ErI Joe@AuthorftyAircorn Web: wwwAuthoritykmorn LouiLou-Mar 3650 Vance St. Suite #1, Wheat Ridge, •#. Phone: ! ax:. Email: LouFicco@Gmaii.com tarrarW CAtig x" twm4' P" 9wva�e .^ xxta..a • - !!* s .s-+ a - � !y s - r � !, •! ! � ! fir, � ! t 2015 -&Uy -31 14:5&21 wrJl#htS0ftI • Design Conditions ons Indoor- Heating Cooling Denver Stapleton Intl AP, CO, US Indoor temperature (*F) 70 75 Elevation:Looation: 5285 ftDesign Latitude- 40ON Relative Al ♦*:0 Outdoor: Heating Cooling Moisture difference (gr/lb) 61 A -34.0 Dry t 91 Infiltration- Dailyrange Wet M Wind !"e... 7.5 tarrarW CAtig x" twm4' P" 9wva�e .^ xxta..a • - !!* s .s-+ a - � !y s - r � !, •! ! � ! fir, � ! t 2015 -&Uy -31 14:5&21 wrJl#htS0ftI • Component Constructions Job: 3205 Ids Ct. Entire House Date: May 31, 2015 By: Joe Colburn Authority Air Designs, LLC. ftn Watly Rice Residence 6608W,9$thPtato,Vie%tminster,C080021-6422Phone�(720)364-8105 Email�Joe@MftrityAir.comWeb�wwwAuthofityAjucom 20 0,250 Pro ject Information' 1TS 350 0 0 For: Lou Ficco, Lou -Mar Entities s 20 0.254 0 3650 Vance St. Suite #1, Wheat Ridge, CO 80033 350 0 0 Phone: (303) 263-0489 Fax: (303) 423-2561 20 4.250 0 Email: LouFicco@Gmafl,com 350 0 0 Design Cbriditions 60 0,250 0 ITS Location: Indoor: Heating0 Cooling Denver Stapleton Intl AP, , US CO Indoor temperature (OF) 7 75 17,6 Elevation: 5285 it Design TD (*F) 70 16 ne Latitude: 40 ON Relative humidity 50 50 263 Outdoor: Heating Cooling Moisture difference (gr/lb) 61A -34O Dry bulb ff) 0 #.:, 15 0.250 0 17,5 Daily range (OF) - 27 (H Method Simplified se Wet bulb (*F) - 60 Construction quality Tight 17,5 263 Wind speed is 15.0 7.5 Fireplaces I (Tight) S 76 Construction descriptions Or Area U -value Ideal R Htg HTM Loss C19 HTM Gain 920 In ft*VW-*F W-Tfifth attim akh suff ftth Walls 17,5 1295 22,8 1689 STD - Basement Wall - R-19 - Framed: 8" Below Grade Concrete Wall, n 670 0,045 A0 3,29 2200 0 0 2'x6"Wafls,R-19 Cavity Insulation,1/2" Gypsum Board Finish ne 38 0,045 19,0 3,32 127 0 0 e 422 0,045 19,0 3,32 1402 0 0 se 38 0,045 19,0 332 127 0 0 s 670 0.045 19,0 129 2200 0 0 w 4,56 O,M 19,0 3,27 1490 0 0 all 2293 O045 Mo 129 7547 0 0 STD - Frame - R -20S: Stucco Ext, 1/2" Wood Shin, 2"x 6' Frm Wall, n 690 O064 20,0 4.46 3077 1,18 818 R-20 Cavity Insulation, 11T Gypsum Board ne 27 0,064 20.0 4,46 122 1,18 32 0 437 0,064 MO 4A6 1951 1.18 518 so 27 0.064 20,0 4,46 M 1.18 32 S 696 0.064 MO 4,46 3104 1,18 825 w 515 0M4 X02298 1,18 611 all 2394 0,064 20.0 4A6 10674 1,18 2836 go Windows U-25 SHGC-20U-24 SHGC-20 - Windows; NFRC rated n 20 0,250 0 1TS 350 0 0 (SHGC--0,20); 8 It head ht s 20 0.254 0 17.5 350 0 0 w 20 4.250 0 17,5 350 0 0 an 60 0,250 0 ITS 1050 0 0 U-25 SHGC-20: U-25 SHGC-20 - Windows; NFRC rated n 92 0,250 0 17,6 1610 7.82 719 (SHGC--020); 8 it head ht ne 15 0.250 0 17,5 263 16.4 246 e 15 0.250 0 17,5 263 22.8 342 se 15 4.250 0 17,5 263 19,7 295 S 76 4.250 0 ITS 1330 12.1 920 w 74 0,250 0 17,5 1295 22,8 1689 all 287 0.250 0 17,5 5023 143 4213 U-25 SHGC-20 SLG. U-25 SHGC-20 - SLG Door; NFRC rated S 48 4.254 0 17,5 840 121 581 (SHGC=0,20); 8 It head ht 2095- y-31 14:58:21 wrightSOft' Right-S.ft .OUni,,.,s.1201515.0,17RSU18198 Page I -nt6tios%3205 Iris Cftou-Wr - 3205 Iris Ctsup Catc = W8 Front Dom facet E Doors Exterior Door: Exterior Wood Door Ceilings STD - Aft CLG - 1-49: is Ceding, Asphalt Shingles, R-49 Ceiling insulation, 1/2' Gypsum Board Floors STD - Basement Floor: 4" Concrete Below Grade Basement Floor e 48 0,200 5,0 14,0 673 412 227 2566 0,021 49,0 1.45 3711 0,93 2396 2-566 0,031 0 2,15 5512 0 0 2015-NW31 14:5&21 i;4;, +wr1qhtSOft' Right-S.it.*Usliwrsal2Ol5l5,O,l7RSU18198 Page 2 kz* _nMesk3205 Ids CnLou-Mar - 3205 Ids Urvp Cale = W8 Front Door faces: E Component Constructions Job: 3205 Iris Ct ax Date: May31,2016 AirHandler By: Joe Collaum Authority Air Designs, LLC. Plan: Wally Rice Residence 6608 W. 95th Place, Westminster, CO 80021.6422 Phono. (720) 354-8105 Email: Joe@AuthorityAir.com Web: wvw.AuthodtyAir.com Windows U-25 SHGG-M U-25 SHGC-20 - Windows; NFRC rated (SHGC--0.20), 8 ft head ht U-25 SH -20 SLG: U-25 SHG -20 - SLG Door; NFR C rated (SHGC=0.20),-8 it head ht Doors Exterior Door: Exterior Wood Door Ceilings STD -Attic CLG - R-49: Attic Ceiling, Asphalt Shingles, R-49 Ceiling insulation, 1/2" Gypsum Board Floors (none) n r t -int ormation 0 17.5 1610 For: Lou Ficco, Lou -Mar Entities ne 15 0.250 0 17,5 3650 Vance St. Suite #1, Wheat Ridge, CO 80033 16.4 246 e 15 Phone, (303) 263-0489 Fax: (303) 423-2561 ITS 263 22.6 342 Email: LouFicco@Gmail.com 15 0.260 0 17,5 263 Design Conditions S 76 0,250 0 17.5 Location: 121 indoor: Heating Cooling Denver Stapleton Intl AP, CO, US Indoor temperature (*F) 70 75 1689 Elevation: 5285 It 287 Design TD (*F) 70 16 5023 Latitude: 40*N 4213 Relative humidity 50 50 0 Outdoor: Heating Cooling Moisture difference (gr/lb) 61.4 -34.0 Dry bulb (OF) 0 91 Infiltration: 5.0 14.0 673 Daily range (OF) - 27 (H Method Simplified 0M1 49.0 Wet bulb ('F) 60 Construction quality Tight Wind speed (mph) 15O 75 Fireplaces I (Tight) Construction descriptions Or Area U -value Insul R Htg HTM Loss C19 HTM Gain Bktff Mh sk*ff Mb Walls STD - Frame - R-20& Stucco Ext, 117 Wood Shth, 2*x 6"Frm Wall, n 690 0,064 20.0 446 3077 1,18 818 R-20 Cavity Insulation, 1/2"Gypsum Board ne 27 0,064 20D 4A6 122 1,18 32 e 437 0.064 20,0 4.46 1951 1,18 518 $a 27 OM4 20,0 4,46 122 1,18 32 S 696 0o64 10 4,46 3104 118 825 w 515 0.064 20,0 4,46 2298 1.18 611 all 2394 0.064 M0 446 10674 1,18 2836 Windows U-25 SHGG-M U-25 SHGC-20 - Windows; NFRC rated (SHGC--0.20), 8 ft head ht U-25 SH -20 SLG: U-25 SHG -20 - SLG Door; NFR C rated (SHGC=0.20),-8 it head ht Doors Exterior Door: Exterior Wood Door Ceilings STD -Attic CLG - R-49: Attic Ceiling, Asphalt Shingles, R-49 Ceiling insulation, 1/2" Gypsum Board Floors (none) n 92 0,250 0 17.5 1610 7.82 719 ne 15 0.250 0 17,5 263 16.4 246 e 15 0250 0 ITS 263 22.6 342 se 15 0.260 0 17,5 263 19.7 295 S 76 0,250 0 17.5 1330 121 920 W 74 0,250 0 17.5 1295 22,8 1689 all 287 0,250 0 17.5 5023 14,7 4213 s 48 0.250 0 17,5 840 12.1 581 e 48 0.200 5.0 14.0 673 4,72 227 2463 0M1 49.0 1,45 3561 0,97 2396 2015-Wy-31 14:5&21 A��, +VVIrligh"JOW Riqht�SufteO Universal 201515,0,17 RSU18198 Page 5 'AM ... IsitiesMOS Ids CtkLou-Mar - 3205 Ids Ct,rup Catc = W8 Front Door faces� E Component Constructions Job: 3205 his Ct. Date: MaY31,2015 Boller ay� Joe cotburn Plan. Wally Rice Residence Authority Air Designs, LLC. 6W8 W, 95th Place, Westminster, CO 80021-6422 Phone: (720) 354-8105 Entait JoeQAuthorityAkeom Web; wwwAuthorlityAWcorn Protect intormation 20 0.250 0 17,5 350 For: Lou Ficco, Lou -Mar Entities 0 s 20 0,250 0 3650 Vance St. Suite #1, Wheat Ridge, CO 80033 350 0 0 W Phone: (303) 263-0489 Fax: (303) 423-2561 0 17,5 350 0 Email: LouFicco@Gmaii.com all 60 0,250 0 17.5 Design Conditions 0 0 n 92 0,250 Location: Indoor: Heating Cooling Denver Stapleton Intl AP, CO, US Indoor temperature (OF) 15 70 75 ITS Elevation: 5285 It Design TD (*F) 246 70 16 0.250 Latitude: 40*N Relative humidity (%) 263 50 50 se Outdoor: Heating Cooling Moisture difference (gr/lb) 61.4 -34O Dry bulb ff) 0 91 Infiltration: 295 S 76 0,250 Daily range (*F) - 27 (H Method Simplified 12.1 920 Wet bulb (OF) - 60 Construction quality right 0 17.5 Wind speed (mph) 150 7.5 Fireplaces I (Tight) all 287 0,250 Construction descriptions Or Area U -value trill R Htq HTM Loss C19 HTM Gain S fF ShOW-T ftl-*F4" Btaff 0,250 Sh4h fthr Stull Walls 581 STD - Basement Wall - R-19 - Framed: WBelow Grade Concrete Wall, n 670 0,045 Mo 129 2200 0 0 2"x6"Wails,R-19 Cavity Insulation, 1/2" Gypsum Board Finish ne 38 OD45 19,0 332 127 0 0 e 422 Obit!i 19.0 3.32 1402 0 0 se 38 0,045 Mo 3.32 127 0 0 s 670 0,045 19,0 3.29 2200 0 0 w 456 0,045 19,0 127 1490 0 0 all 2293 0,045 Mo 129 7547 0 0 STD - Frame - R -2M Stucco Ext, 1/2"Wood Shin, 2"x 6" Frm Wall, n 690 0.064 20,0 4.46 3077 1 As 818 R-20 Cavity insulation, 1/2"Gypsum Board ne 27 0,064 20,0 4,46 122 1,18 32 e 437 0,064 20.0 4A6 1951 IA8 518 se 27 0064 20D 4,46 122 118 32 S 696 O 064 MO 4.46 3104 1,18 825 W 515 1t64 20,0 4,46 2298 1,18 611 all 2394 O064 20,0 4,46 10674 118 2836 fim (SHGC=0,20); 8 it head ht PTIM (SHGC--020); 8 it head ht n 20 0.250 0 17,5 350 0 0 s 20 0,250 0 I7.5 350 0 0 W 20 0.250 0 17,5 350 0 0 all 60 0,250 0 17.5 1050 0 0 n 92 0,250 0 11.5 1610 7,82 719 ne 15 0.250 0 ITS 263 111 246 e 15 0.250 0 17,5 263 22,8 342 se 15 0,250 0 17.5 263 193 295 S 76 0,250 0 17,5 1330 12.1 920 w 74 0,250 0 17.5 1295 22.8 1689 all 287 0,250 0 17.5 5023 141 4213 S 48 0,250 0 17,5 840 12.1 581 2015-May-3114SUl Wrighlts0ft' Right-Sufte* universal 2015 15.017 RSU18198 Page 3 _nfil Ids CtkLou-Var - 3205 his Ct,rup Cale = W8 Front Door faces: E Doors Extenor Door: Extenor Wood Door Ceilings STE) - Attic CLG - R49, Aft Calling, Asphalt Shingles, R-49 Calling Insulation, 1/2" Gypsum Board Floors STD - Basement Floor: 4" Concrete Below Grade Basement Fluor e 48 0.200 5,0 14.0 673 412 227 2566 0,021 49.0 1.45 3711 0,93 2396 2566 OMI 0 2.95 5512 0 0 wrightsoft' Right-SuReS Universal 2015 15A17 RSU18198 2015-Wy31 14:5811 Page 4 nfifies\32015 Iris CnLou-Mar - 3205 iris Ctrup Cain = W8 Front Dom faces: E Right -J@ Worksheet Entire Ho•use f"A 6608 W. 95th Place, Westminster, CO 80021-6422 Phone: (720) 354-8105 Emait: Joe @AuthorityAirconr Web: www.Autho4ityAir.com Job: 3205 Ift CC Date: May 31, 2015 Joe Colburn p"': Wally Rice Residence CalculationsapprovedbyAGQA tp,mq t,alf,re uirements of Manual J 8th Ed Q 2,015-Wy-31 14:5811 Right-SuiteO Uniumal 2015 15,0,17 RSU18198 Page I 11fifif'S\3205 kis ChLou-%Ur - 3205 Ift Unto Cale = W8 Front Door fates� E Right -JO Worksheet Entire House 6608 W. 95th Place, Westminster, CO 80021-6422 Phone: (720), TW8105 Email: JOO@Authotityfijr.com Web. vmw,AuthodtyAjrcorn Job: 3205 Iris Ct. late: May 31, 2015 Joe Colbum ,40- WaRy Rice Residenuv It Sof grdM. IFVIIOVM� 2015-kU)t-31 14M:21 Wt"OhtSOft- RightSwt,* UN..I 201515,0,17 RSU18198 Page 2 -AMOSQ205 Ins CnUxAlar - 3205 Iris Ct,rup Cate = W8 Front Door faces� E Right -JO Worksheet Air Handier 6608 W. 951h Place, Westminster, CO 21-6422 Phone: (720) 354-8105 Email: Joe@Auftr1tyAjrcmn Web: wwwAulhorityAjucont Job: 3205 Iris Ct. 1ate- May 31, 2015 Joe CGIbum I : Wally Rice Residenm Wr'OhtSoft' Right-Smte& Universal 2015 15,0A7 RSU18198 2016-hby-31 14:58:21 Page 3 —MMOSQ205 Iris CtUti-Wr - 3205 tris Ct.rup Calc = W$ Front Door faces: E Right -J@ Worksheet Air Handier 6608 W. 95th Place, Westminster, CO 80021-6422 Phone: (720) 354-8105 Ernaft: Joe@AuthoMyAkcore Web: www.AuthofityAircom, Job: 3205 his Ct. Date: May 31, 2016 1161 Joe Colburn p � - Wally Rice Residence wrlohtsoft, Right-Sufta* Universal 2015 15,017 RSU18198 2015-hby-31 14:58:21 _nNues\3205 Iris Ct\Lou-kUr - 3205 Iris Ct,rup Cale = W8 Front Door faces� E Page 4 Right4@ Worksheet Job: 3205 his Ct. Air /.May3l,2015 k signs, LLC. w Y Coltrum v • ' %. I: Wally . Residence 6603 W. fth Place, Westminster, CO 300216422 Phar (720) 354-3105 Farah: JOe AuthorftyAir.catn Wets; www.AuthodtyAir,com MMM�a .•s s -w s *doe —nfiflesX3205 Iris CtXLou-Mar - 3205 tris Ct.rup Cale = W8 Front Door famts� E ^• • a Right -J@ Worksheet Job: 3205 Iris CL Air Handier Datw May3l,2015 Joe Colbum 412>- Authority Air Designs, LLC. Va": Watty Rice Residence 6608 W, 96th Place, Westminster, CO 80021-6422 P (720) 354-8105 Email: Joo@_Auttior#yAir.com Web: wwwAuthorityAtucorn 2015 -May -31 14:5&2l Right-SufteO Univemal 2015 M0,17 RSU18198 Page 6 —nfitfes\3205 tris Ct\Lou-Wr - 3205 �ft Unip Calc -- W8 Front Door faces: E Right -J@ Worksheet Air • 6608 W95th Pface, Westminster, CO 80021.6422 Phow (720) 354-8105 FmadJoe@AuthoOtyAir.com Web: www.Author tyAircom JW 3205 Iris Ct. Date- May 31, 2015 81*1 Joe Colbum pa - Wally Rice Residence 2015 -May -31 14�58�21 Right-Sufte* Universal 2015 M0,17 RSU18198 Page 7 —ntifies\3205 Iris Ctlt.ou-Wr - 3205 Iris Ct,rup Catc - W8 Front Door faces� E Right -J@ Worksheet Job: 3205 Ifis Ct. Air Handier Date: May 31, 2015 Joe Colburn 41t�� Authority Air Designs, LLC. 1036". Wally Rice Residence 6608 W, 95th Race, Westminster, GO 80021-6422 Phone: (720) 354-8105 Emadl- Joel Aulh0rrtyAirc0m Web: wwwAuftfityAmcom Calculations of Manual J 8th Ed RightSuiteOUniversat2Gl5l5,0.17RSUIS198 2015 -May -3114:5811 -M, - 3205 Iris Ct.rup Cafe = W8 Front Door faces: E Page 8 ,.nN0eSk3205MsCtkLou ar Right -JO rksh »b «!w: AirHandier Date:>> : a,4oec tburn Authority :z:«? Residence 6608 W, 95th Race, Westminster, m«2+&Phone: Rm3 «a + Joe@AuthorftyAjrcom Ar www,AuthosityAir.com Calculations approved- «.t °A.»w.w:,qurrm�..»an:zJt:.d Wrfght50ft' Rittht-SuiteO Universal 2015 M0,17 RSU18198 2015 -May -3114:M21 . . < l§ . / . ~ Right -JO Worksheet Job: 3205 Iris Ct Boner Date: May3l,2015 .• Colbum Designs,Authority Air Residence 8 W. 95th Place, Westminster, CO 80021-6422 Phow (720) 359-8105 Errmsit: Joe@Aum yAir.com Web: wwwAuthorityAircorn Calculations approved by ACCA to meet all requirements of Manual J 8th Ed, 2015 -May -31 14:58:21 'Zft"K 40- ""'ghtSoft" RightZoiteV Universal 2015 16,0A7 RSU18198 Page 10 ... n0ties\3205 Iris CM,ou-Mar - 3205 Ifis Ct.rup Catc, = W8 Front Door faces: E "` : M Worksheet Job, 3205 Iris Ct. 15 .i,t «. Date: t.. 4v,y ,.�. o, .• ♦ •.". Wally Rice Residence Authority Air Designs, LLC. 6608W 45th Pace, Westminster, CO 80021-6422 Phone: (7201) 4-8105 Emaii; J AuthorityAircom Weir: Aut _ yAir,com Right -JO Worksheet Bolier 6608W, 96th Place, Westminster, C080021-6422 Phow (720) 354-8106 Email�Joe@AuthorityA;TcomWeb�www,Aut"yAir.com Job, 3205 his Ct. D. May3l,2015 Bg' Joe Colburn P, : Wally Rice Residence ------------- 2015-kUy-31 14:58:21 Right-S.ReO Unimal 2015 15.0,17 RSU18198 Page 12 s, Cftou-Wr - 3705 Iris CLmp Calc = W8 Front Dw faces: E -nfifiesX3205 In, v Right -JO Worksheet Job: 320 B 5 Ift CC 4olier Date- May3l,2015 Joe Colbum Authority Air Designs, LLC. Wa*n.- Walty Rice Residence Calculations a2groved b ACCA to meet all requirements of Manual J 8th Ed, Wrlqh'tS4*ft" Right-SufteO UrAversal 2015 M0,17 RSUIBI98 2015-Wy-3114:5&21 nfifies1320S Iris Cftou-Mar - 3206 Iris Ct.rup Cato = W8 Front Door faces: E Page 13 Right -J@ Worksheet Job: 3205 Iris Ct. Bolier Date: May 31,2015 Joe Colbum 4v Authority Air Designs, LLC. MI. Wally Rice Residence 6608W. 95th Place, lhestmkvsterCO 80021-6422 Phone: (720)354-8105 Emag:,toe @AuttumitAr.comWeb:www,Autho6tyAjrcom -41- wrl 2015-Wy-3114:S&21 left,ghtsoft Right -Suite& Unive(sal 2015 15.0,17 RSU48198 Page 14 _nUtiesN3205 Iris CtXLou-Wr- 3205 Ida Ct,rup Calc=W8 FrontDoorfaces: E Right -J@ Worksheet Job: 3205 Iris Ct Bolier Date: May 31, 2015 Joe Colbum Authority Air Designs, LLC. RL: Wafty Ries Residence 6608 W, 95th Place, Westminster, CO BM21-6422 Phone: (720) 354-8105 EmaiL kre@Authod[yAJrcom Web: www,AuthorityAir.com ......... . .. — ------ 2015-k%y-31 14�58:21 *-Vr'9htSO"' Right-SWOO Universal 2015 15A 17 RSU 18198 Page is —mitiet;N3205 Iris CtXLou-Wr -3205 Ins Ctmp Cal -=W8 FrontDoorfaces: E Right -JO Worksheet Job: 3206 Iris Ct. o Bolier Date: May3l,2015 Joe Colbum Authority Air Designs, LLC. N". Wally Rice Residence 6608 W. 95th PWco, Westminster, CO 80021.6422 Phone", (720) 3544105 Email: Joe@AuthofityAir.com Web: www.AuthoTayAk.com �OMNMMI MOAM # mum 2015-Voy-31 14:58:21 A&k-#4+vvrf9htSOft� Right-SuiteOUMversai2Ol5i5.O.l7RSU18198 Page 16 _nUties13205 Ids Ct\Lou-Mar - 3205 Ids Ump Cate = Wil Front Door faces� E Date: May 31, t.: Right -J@ Worksheet Job: 3205 Iris Ct. 4*01 w • Joe Colbum Authority 6608 W. 95th Place, Westminster, CO 80021-6422 Phow (720) -8105 Small. Joe@AuthwityAk.com Web: wwwAuthofityAkcom w201,5 -May -31 14M�21 .'�nflfie$X3205 We Cftou-Mv - 3205 tris Ct.rup Cak = W8 Front Door faces: E Right -JO Worksheet Job: 3205 Iris Ct. 80fier Date.- May3l,2015 Joe Colburn Authority Air Designs, LLC. MI: Walty Rice Residence 6608 W. 95th Place, Westminster, CO 80021-6422 Phone: (720) 354-8105 Epwil; Joe@AutWtyAir.com Web: wwwAuthorityAtucom Calculations appriaygd AY ACCAlo-me9tollrAquirements of Manual J 8th Ed. A+wrightsoft, ffight-SutteO Universal 2015 M0,17 RSU18M 2015-Ma�,31 UMll _nfibesM05 his ChLou-kUr - 3205 Ids Ct,rup Catc = W8 Front Door faces: E Page 18 c. .�ti„.Right-JO Worksheet Job: 3205 Ift Ct. ,.lier Vk. 1 15, 1 Authority Air Designs, LLC. 10161: Wany Rtce s ^ s Residence 6608 W, 95th Place, Westminster, CO 8OD21.6422 Phom (720) 354-8105 EmaH: JoeCAuthodyAlrcom Web: wwwAuthordyAircom Right -Suite* Universal 2015 15.0.17 RSU18198 2015-kty-31 14M:21 Iz%a, —niftiesI3205 We CtIou-Mar - 3205 Ids Ct,rup Cafe = W8 Front Door facw E Page 19 5 Ids Ct. 4t>1 Right-JO WorksheetMt * t Softer : i .: .. Authority Designs, 8 W. 95th Place, Westminster, CO 80021-6422 Phone: (720) 354-8105 Email. Joe@AuthorftyAircom Wets: wNwAuthodtyAircrxn SA OC%k 444- wr*ghts;Oft" Right-SuiteO Universal 2015 15,01 f RSU18198 Page 20 —nfitiesk=5 Ifis Cftou-Mar - 3205 Ids Ct,rup Catc = W8 Front Door faces: E Job: 3205 Iris Ct. Load Short Form Date: May31,2015 Entire House By: Joe Colburn Authority Air Designs, LLC. Men- Wally Ritze Residence 6608 W. 95th Place, V*Stminster, CO 80021-6422 Mom (720) 354-8105 Ema#Joe @AuthoMyWcom Web: www,Authadty&,com REMMi Make Project intormation For: Lou Ficco, Lou -Mar Entities Model 3660 Vance St. Suite #1, Wheat Ridge, CO 80033 AHRI ref Phone: (303) 263-0489 Fax: (303) 423-2561 Email: LouFicco@Gmail.com Design Information Htg C19 Infiltration Outside db (*F) 0 91 Method Simplified Inside db (OF) 70 75 Construction quality Tight Design TD (*F) 70 16 Fireplaces I (Tight) Daily range - H Inside humidity 50 50 Moisture difference (gr/lb) 61 -34 REMMi Make n/a Trade n/a Model n/a AHRI ref n/a Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pi. ressure Entire House d Other equip loads Equip. is 0.96 RSM Latent cooling n/a 0 Btuh 0 *F 0 cfm 0 cfm/Btuh 0 in H2O n/a Area _j Htg load (fie) (Btuh) Make n1a Trade n/a Cond n/a Coil n/a AHRI ref n/a Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Cig load (Btuh) 18859 0 21706 18937 1272 19360 0 MEN F&IM## n/a 0 Btuh 0 Btuh 0 Btuh 0 cfm 0 cfm/Btuh 0 in H20 0 0 0 0 0 1400 1400 �* # SOMEONE U,#T# Calculations approved by ACCA to meet all requirements of Manual J 8th Ed 48896 14609 287 48896 7842 Cig load (Btuh) 18859 0 21706 18937 1272 19360 0 MEN F&IM## n/a 0 Btuh 0 Btuh 0 Btuh 0 cfm 0 cfm/Btuh 0 in H20 0 0 0 0 0 1400 1400 �* # SOMEONE U,#T# Calculations approved by ACCA to meet all requirements of Manual J 8th Ed Load Short Form Job: 3205 Iris Ct. Date: May3l,2015 Air Handier By: Joe colburn Authority Air Designs, LLC. Plan: Wally Rice Residence 6608 W 95th Plane, WastmftterCO W021-6422 Phow (720) 354-8105 Email: JoseAuthorityAir.com WW WwAuthorityAk.com Project Information For: Lou Ficco'Lou-Mar Entities 3650 Vance St. Suite #1, Wheat Ridge, CO 80033 Phone: (303) 263-0489 Fax: (303) 423-2561 Email- LouFicco@Gmaii.com Design I n f orm ation Htg C19 Infiltration Outside db (*F) 0 91 Method Simplified Inside db (*F) 70 75 Construction quality right Design TO (*F) 70 16 Fireplaces I (Tight) is range - H Inside humidity (%) 50 50 Moisture difference (gr/lb) 61 -34 Make Carrier Make Carrier Trade Comfort 92 Series Trade Comfort 13 Series Model 59SC2CO8OS21-20 Cond 24ABB33OA31 AHRI ref 7126224 Coil CNPVP4221AL AHRI ref 6379540 Efficiency 92.1 AFUE Efficiency 10.5 EER, 13 SEER Heating input 80000 Btuh Sensible cooling 23460 Btuh Heating output 59400 Btuh Latent cooling 4140 Btuh Temperature rise 47 OF Total cooling 27600 Btuh Actual air flow 1400 cfm Actual air flow 1400 cfrn Air flow factor 0.041 cfm/Btuh Air flow factor 0.064 cfm/Btuh Static pressure 1.00 i P 2463 34287 21706 1400 1400 12592 1272 RSM 22012 0 2463 46879 22012 1400 1400 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed 2015-kUy-31 14:W24 wrightSW Right-SWWO Ui,--..f 2015 15A17 RSU18198 Page 3 A70CA .-nfifles\3205 Iris CRI-ou-Mar, 3205 Iris Ct.rup Calc = W8 Fmat Door faces: E a r R. Ifis Ct. Load ! Form Date: Wy 31, 2015 Bofter By- Joe Colburn New Wetly Rim Residencee ' > AuthoftAir Designs, 6608 W. 95th Place, Westminster, CO 29•,5422 Phone: (729) -8905 Emait. Joe#AuVhofityAjrcom Web; Autt*dRyAarcom Calculations approved by ACCA to meet all requirements of Manual J 8th Ed Page 4 ... nfiflo$13205 We CALou-Wr - 3205 Ifis Ct,rup Cate = W8 Front Door Mow E For: Lou Flcco, Lou -Mar Entities 3650 Vance St, Suite ##1, Wheat Ridge, CO 80033 Phone: (303) 263-0489 Fax: (303) 423.2561 Email. LouFieco@Gmaii.com Htg CI9 Infiltration Outside db (°F) 0 91 Method Simplified Inside db (OF) 70 75 Construction quality Tight Design TD (*F) 70 16 Fireplaces 1 (Tight) Gaily range - H Inside humidity (e1e) Tit; 50 Moisture difference (grub) 61 -34 HEATING EQUIPMENT COOLING EQUIPMENT Make Triangle Tube Make nia Trade Prestige Series Tirade nta Model SOLO 110 Cond n/a AHRI ref 2101291 Coil of AHRI ref nla Efficiency 95AFUE Efficiency nfa Heating input 110000 Btuh Sensible cooling 0 Btuh .seating output 78408 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flog 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0cfm/Btuh Static pressure 0 in H20 Static pressure 0 in H20 Space thermostat Load sensible heat ratio 0 ROOM GAME Area Htg load Cig load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Cin Bedroom 1 271 2381 0 0 0 Cin Bath 132 842 0 0 0 Dn Powder 31 66 0 0 0 Cin Bedroom 2 234 1277 0 0 0 Cin Storage 2 318 2361 0 0 0 Cin Rec 1177 4129 0 0 0 Cin Sewing 300 2418 0 0 0 inn Safe 103 1135 0 0 0 M Bedroom 4.27 7123 4105 291 302 M Bath 189 1763 711 72 52 M WC 24 602 201 25 1 M WIC 2 144 1312 456 54 30 Laundry 74 1114 404 45 2 Study 202 6044 3216 247 263 Creat 632 5979 4490 244 344 Powder 49 99 69 4 5 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed Page 4 ... nfiflo$13205 We CALou-Wr - 3205 Ifis Ct,rup Cate = W8 Front Door Mow E Entry 376 4549 1507 184 98 Kitchen 218 3189 2995 130 211 Pantry 56 1 413 399 58 26 Mud 70 1141 383 47 25 Scalier d 5029 48896 18859 0 9 Other equip loads 2209 0 Equip. a@ 9,96 RSM 18066 Latent cooling 9 TOTALS 5929 t 51105 t 18166 (i 4 Calculations approved by ACOA to meet all requirements of Manual J 8th Ed. 2015- y-31 14:58.24 wrightsoft, Right-SuROO Universal 2015 15.0.17 RSU18198 Page 5 AOCk ..ntitlest3205 his Ct ou- r - 3205 fres Urup Cate = W8 Front Door farces. E t �. Date: Air Handierw r um Authority Air Designs,Plan: Wally Rice Residence 6608 W. 95th Mace, Westminster, CO 80021.6422 Phone: (720) 354-4"05 Erna* Joe@AuthortyAicom Web: v w .AuthoiityAir.com Project intormation For: Lou•Lou-Mar #Vance St. Suite #1, r♦CO ## Phone,#263-0489 (303) 423-2561 • •• s s Cooling External static pressure I ## in H20 I ## in H20 Pressure "` • lossesrin H20 i in H20 Available static pressure O64 in H20 0,64 in H20 Supply / return available pressure 0316 0.324 in H20 0.316 0,324 in H20 Lowest friction0.103 !# 0,103 iI air flow 1400 cfm 1400 cfm TotalActual • Supply SranCh Detail Table Design M • •. a r. # t .. s. 49 0107 7.0 OxO VlFx 46.3 250,0 EntryA h 2254 92 a♦ # 103 #.: # VlFx 51,5 255.0 li stl a #• # # t # VlFx 42,5 # Laundry h 1114 4511 29 0.1251 50 # # VlFx 43A 210O M Bath h 1763 72 52 0148 j! 6�O •# 97 1010134 1 7101,# # VlFx 31A 205.0 stl :.. 97 101 0.153 7LLI.. #.. # VlFx 31.3 #. stl 602 25 15 # # NO VlFx 22.7 1 230O MWIC2 h 1312 54 30 OA22 1 6.0 Pantry OA77 4.0-# # VlFx «" 170O st:2 Study c 1361 82 88 0.113; 7.0- Oxo VlFx 586 220.0 stl B—i c 1361 82 88 2015 -May -31 14:W24 AF Trunkr . , .HxW Duct ,. •(in) Material stl Peak AVF 820 .. 492 + � e r ShtMetl StIA Peak AVF 555 435 y .103 i s +r ShtMetl ' �.b* q1: # M '" i A R13 309 x a 12 26f 210 315A 0 '10 7 Ox 0 VlFx 15 38 342 255.5 0.127- Ox 0 J V1Fx Trunk Detail "able We Type Material Peak AVF 309 450 0,124 281 12 x 22 DdUnr Peak AVF 1091 950 0,103 680 12 x 22 DdUnr I Peak AVF 1400 1400 0.103 674 DdUnr 2015 -May -31 14:W24 AF m 0ox 04 0 SON . C, m 4 �# provided giving rise to the claim. The limitation of liability set forth herein is for any and all matters for which AuthorityAir Designs may otherwise have liability arising out of or in connection with this Agreement, whether the claim arises in contract, tort, statute, or • UnTs i , I i N i i 1 1* i I N 11*1 1 * i I i I I oil 11 0 "'J'IMAIP1 '"PIF I 1VK1WM.-M-1 IA -1-116-A IT" "-W, 1 for the particular service provided that gives rise to the claim, subject to the limitation contained in the above Limitation clause. Client agrees that it will not allege that this remedy fails its essential purpose. MITMIRM MRIMM. IMMA to a project or Service (the "Reimbursable Costs"), Travel costs are defined as air travel, lodging, meals and incidentals, ground . e-r—lientl-ra-gomma 1-lithariht RMIDWil �nvoice, Client will so notify Authority Air Designs within seven (7) calendar days of receipt of invoice by Client, and if no such M notification is given, the invoice will be deemed valid. The portion of Authority Air Designs invoice which is not in dispute shall be taid in accordance with the procedures set forth herein. on past due accounts. Payments by Client will thereafter be applied first to accrued interest and then to the principal unpaid balance. Any attorney fees, court costs, or other costs incurred in collection of delinquent accounts shall be paid by Client, If payment of invoices is not current, Authority Air Designs may suspend performing further work. U&MM14M 11 W MiTek' based on the param�ters provided by Direct Lumber of Colorado. Pages or sheets covered by this seal: R44578566 thru R44578646 ,My license renewal date for the state of Colorado is October 31, 2015 to*- May 29,2015 Hernandez, Marcos MITek USA, Inc. I 11WH*MWJ0*1W"j# - truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer., per ANSI/TPI 1. 2Q 3-9-#2 2^1tt-4 4.3.2 4.3.2 s-4"'tz 2^1-4s.,z 3x4 = 3xa = sx5 = 4X6 = 3x8 =" 3x4 = 3x12 it 3x8 mm: Plots - ets W13 Q9:4 1 LOADING (paD SPACING- 2-0-0 CSL DEFL. in (toe) Vdefl U PLATES GRIP TOLL 30.0 Plate Grip DOL 1.75 TC 0,81 Vert(LL) -0.09 14 > 360 MT20 1691123 (Roof S -30.0) Lumber DOL 1.15 SC 0,33 Vert(TL) -0,16 14 -999 240 TCDL 70.0 Rep Stress Incr NO WB 0,60 Horz(TL) 0,04 11 nra nfa SCLL 0"0 ° Code IRC201 P&2007 (MOW) fight: 250 to FT - 200A LUMBER- BRACING, TOP CHORD 2x4 SPF No.2 TOP CHORD 5tructurat wood sheathing directly applied or 4-4-14 oc purlins, except SOT CHORD 2x6 SPF 1650E 1.5E 2'0-0 oc puffins ( 0 msix.): SS 2x4 WW Stud SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 16 OF 1^5E 1-11-1, Right 2x6 SPF 165OF 1,5E 1.11-1 REACTIONS. (lb/size) 2=2193#0-5.8 (min, 0-1-12), 1 1 =294810-5-8 (min, 0-2-5) Max Nara 2-117(LC 20) Max Uplift2--380(LC 8), 11= (LC 8) FORCES, (lb) -Max, CoMp,/Max, Ten, -All forces 250 (to) or less except when shown. TOPCHORD 2-3-28121444 3.4-27241449,4-5-26971468, "--2223/414,6-18-34821666, t 0 M BOTCHORD 13-19-70114192,11-13---49212941 WEBS 5- 17-17611134, t 7-15--10311360,7-14-32011673, 7-13-16001261, 8-13-36511784, 9-13--121/431 NOTES- 1) Top Y # N d Bottom chords d -d as It yg .d at i connectedWebs k ! d 0-" OC. All .d ` }" 'Y 0AV211Y .d♦u."♦ Is .11 Ifies, excErXt-ff,rt4IeV ..s d fl_*r a flece- inrttte L*AD CASE(S)sectiac Ply tfr} .. connections have been provided to distribute only toads noted as (F) or (B), unless otherwise indicated, Catit; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1, plate }w DOL0,60 4) TCLL� ASCE 7-10; Pf-30,0 pst (flat roof show); Category 11-1 Exp C; Partially Exp.� Ct-1.1 5) This truss has been designed for greater of min roof live load of 16.0 get or 1 .00 times flat roof load of 30.0 psf on overhangs non-ooricutTent with other live loads. Provide drainage y prevent ponding, 7) This truss has been designed for a I OO pal bottom chord live load nonconcurrent with any other live loads. 8) * 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 tell by 2-0-0 wide wr fit between the bottorn chord and any other members, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 lb uplift at joint 2 and 600 to uf ♦ : VY s... y "f .. d d...." .,. �} •. d .. *- a* .. t _. .... d * ! ..,t "'° 1 .::d. ...«. . w d d 'd ♦ d♦^. d - d t d td dt dX WARMING - Vwfir da%flarp..Ws and MAO MOTES ON TKS AND INOLUOE? ANTEIL REFER4010E AAOE WWI rrv+ OYH8+ VIS BEFORE USE, wuu Deugn valitf tea use rimly e4 h KTek COneectors. Ther design is based +ant upon parameters shownand is for on nndudduot building component. Appdacobr'k''ty of design penorr*teM ono WOW incorporation of comp is reeponsiblity of bulding d -rust truss d ner, Bercing shown is for toterol support of indbAdvot b ffremben only, traditional temporory brocing to knure siobility dviing comtruetion 4 the responsib0h, of the ereciar. Addikoxx permanent broeaag of the overall structure is the responsibiffy of the bvikfng deognec For gernerot guidance regotoing 1 #e * facricoijon, quofity confroL storage, derwery. erectuan and biockv. consult ANSpurii Quality, CAeft, DSO -64 and BCSf 80ding Co eat 7777 greenback Lane Safety falormallOn a voltatate from rem Note trtstahute, 781 h% Lee Street" Suite 312, Aiexandrio, VA 22314, suo 109 May 29,2015 NOTES- LOAD CASE(S) Standard Uniform Loads (p#) Concentrated Loads (lb) Vert: 14-1525(F) 13-649(F) 19-254(F) wAmno • vwify ds*n pannnot. and READ morrs ciat mS Al MCL UM-100TEN REFERANCE PAGE 7473 mv, OV 15 BEFORE USE " ' "OW "" rid es for an individuot budding component, g "Pari ng d"gner - not truss designer. IfrocirV sfion is ."Y during corutrvctlon h the respormbflin, at the MOW Add�� nw, FoT gewd guidance regorring OSS-lif and SCSI liv4ding Comp 7777 C~tack Lane Saiepy ;��..sda 14. Swe 109 -Q--- 22.030it 4 3210-�4 1 3404— --+ 3,11-8 3-1 4--12 2-0-0 3X4 =1Z H 3X4 = = -1. a' Us = US LOADING (ps) SPACING- 2-" CSI. TCLL 'g Plate Grip DOL 1.15 TC 0 00) (Roof Snow--30Lumber DOL 1,15 ac 0, TCD L 16 Rep Stress Iner YES Vila 0, BCLL 0.0 Code IRC20121TPI2007 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except (Matfix) LUMBER - TOP CHORD 20 SPF No.2 BOT CHORD 20 SPE No.2 vkFESS 2x4 VWV Stud SLIDER Left 2X8 SPF 195OF 1,7E 2-7-6, Right W SPF 195OF 1,71E2-7-6 REACTIONS, (lb/size) 2=1356/0-" (min, 0-2-2),10-1356/0-5-8 Max Harz 2=147(LC 7) Max UpIM2=-169(LC 8), 10=-169(LC 8) DEFL. in (too) Udell Ud PLATE$ GRIP Vert(LL) -016 12-14 >999 360 MT20 1691123 Vert(TL) -0.31 12-14 >916 240 Horz(TL) 0.05 10 We n/a V*ight: 110 ib FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except 2-M oc, purlins (5�f,9 max,): 5-7, BOTCHORD Rigid calling directly applied or 10-0-0 oc tracing. M� iili-zeri and r4quiredffo braC�g FM'FWrecomrnend�t-hii-"t be installed during truss erection, in accordance with Stabilizer t� I I nstallatior�ggIde, FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or Less except when shown, TOPCHORD 2-3-15631129, 3-4-14701153,4-5-13401156,5-15-1066/160 6-15-1068/159, 6-16-1068/159,7-16�--1066/160,7-8=-13401156,8-9-1470/1539-10-1562/130 BOTCHORD 2-14--&1129,13-14-011192,13-17-,011192,17-18=0/1192,12-18=011 192, 10-12-411129 WEBS 5- 14--3/386, 7-12-3/386 NOTES - 1) Wind� ASCE 7-10; VuK-115mph (3 -second gust) V(IRC2012)=9lmjTh; TCDL=6.Opsf" BCDL--60pstl h-25ft; B-45ft; L=24ft; eave-4111; 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 2) TCLL: ASCE 7-10; Pf-X0 list (list roof snow); Category 11; ExP C; Partially Exp,; Ct=l,l 3) This truss has been designed for greater of min roof live lead of 16.0 psf or 1 .00 times flat roof toad of 30,0 FBI on overhangs non -concurrent with other live loads, 4) Provide adequate drainage to prevent water ponding, 5) This truss has teen designed for a 10,0 psl' bottom chord live load nonconcurrent with any other live leads, ot-"Kirs-b aW wa-lew i "no��44 * I Ir ott It ifl tg! 9 fit between the bottom chord and any other members, with BCDL = 1 0,0psf, 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 169 lb uplift at joint 2 and 169 Ill, uplift at joint Im 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802,10,2 and referenced standard ANSVTPI 1, 9) "Semi-rigid liftichbreaks with fixed heeW'Member end fixity model was used in the analysis and design of this truss. 10) Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord, QL WAPPIUM - Vvffy"gp...Iwx..d READ NOTES CWTWSANDINCL UDEDWIEK REFERANCE PAGE W7473 rev. AM2016 BEFORE USE, Design voted to' on" Vor" 'A"" C" "oor, d is for on hdh(4vo# Wilding comporent, A ko 1" 0 -1 -1- orici 1-10-1 devgner,� not tars, des+gnw. brodW Ow7,�n t_'of of Ind -1 -- -It-- ouring constnxtdon if'the re °l of the I- g—ol Odonce reg -ding s'_oO. DSO.99 one SCSI Ifuldino component Anliz P Safety Inion fnt,,... E 14, May 29,2015 2-0-0 5-1.12 3-11-0 4AO-4 5-1-12 2-0-0 sx5 = US = 5X12 it 5x12 it 318 = 4X4 3X4 = Plate Offsets LXn=_J2,(,t-7I 3 EdqtLL&g-5 EjqejJg0-7_13 Eftbj- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) lideff Ltd PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0,44 Vert(LL) -0.17 9-11 >999 360 MT20 169)123 (Roof Snow -30.0) Lumber DOL 1.15 BC 019 Vert(TL) -0,44 9-11 >652 240 TCDL 10.0 Rep Stress Inor YES VVB 0.26 Horz(TL) 0,05 9 rda n/a BCLL µ 0C Code IRC2012I7P12O07 (matrix) Weight: 117 to FT - 20% LUMBER- BRACING- TOPCHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 or, purlins, except BOT CHORD 2x4 SPF No,2 2-0-0 oc purlins ($-I" max,): 5-6. WEBS 2x4 SPF No.2 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing, 4.13,7-11:2x4 VVW Stud MITel `ree�i�;�ndi that Siabiii-zeri-and r;qu�icross bracing SLIDER Left 2x8 SPF 1950F 1,7E 3-2-9, Right 2x8 SPF 1950F 17E 3-2-9 be instal during truss erection, in accordance with Stabilizer M Insist .t.114L [in ionS tjoaIllid. REACTIONS. (Ibisize) 2-1356/0-5-8 (min. 0-2-2),9=1356/0-5-8 (min 0-2-2) Max Harz 2= 1 76(LC 7) Max Uplift2- 1 69(LC 8), 9-169(LC 8) FORCES. (to) - Max. Comp.tMax. Ten. - All forces 250 (lef or less except when shown, TOPCHORD 2-3-15651142, 3-4-14401172, 4-5-12591170, 5-14-9581179, 14-15-958/179, 6-15-9581179, 6- 7-12WI 70, 7-8=- 14391172, 8-9=- 15651142 BOTCHORD 2-13-7/1137, 12-13=01957, 11-12=0/957, 9-11-7tl 137 WEBS 5-13-0/307, 6-11-0/307 NOTES- dLAACE -7-10crnd # DL=6,0,7fsf, BCDL=6.0,vsf h=25ft, S-4511: L-24ft, eave-4t Cat, 11; Exp C� enclosed; MVVFRS (directionai); cantilever left and right exposed; end verlical left and right exposed� Lumber DOL -1.60 plate grip D 60 2) TCLL: ASCE 7- W Pf=30,0 Pat (flat roof snow); Category 11; Exo C; Partialty Exp,; 3) This truss has been designed for greater of min roof live lead of 16,0 Pat or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding, 5) This truss has been designed for a 10.0 pet bottom chord live bad nonconcurrent with any other live loads, pt between the bottom chord and y other members, 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 169 Itt uplift at joint 2 and 169 Its uplift at joint 9, ,V) IAis teuss is ite0ifie-4 iA 2cg*r1*AcevvXX tX"J 12 IFtervn**-.,Tt 11 qAt-9,802, 1Q.Z-zxt reefereAe,-4 standarW ANSpTP I I 9) "Semi-rigid pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 10) Graphical pudirs representation does not depict the SiZe or the orientation of the purist along the top and/or bottom chord. JJ WARMNG- Verily design pwwn#Ws and READ NOTES ON ON$ AWMCL. UVED60MCK REFEPANCE PAGE AW7473 w. OV16,206815FORE USE Design valid for use only Ah Mitek connectors, The design 4 based only noon Pororrefen shown, and is for an individud borffdk�f component, Apoicobifity of design ponsirtsders and proper incarceration of component is responeblity of bviisfinst designer -neat hiss designer, bracing shown is for falerd'suPriod of indfoducs wrists rnamben, onty. AddNonal sersiporory brocing to inurre slobifity during constimlion 4 the resporsonety of She erector, Addlionisi permoneni bracing of Ole overoP sftcture is the responskieffity of the b0ding dersigner, For ger--fol guidance rnoording fabrication, Quality conirot, storage, dePvehr, erection and brocing. consuff ANSVTPh Quality Oftedis, 056-89 and SCSI subding component Safety infornfallora orolfoble from Truss More Inifitule, 781 N. Lee Street, Scaife 312, Mexondrist, VA 7zlk May 29,2015 2.0-0 C11-8 5-10-0 S 10-0 & 1-8 2-010 I= 8X12 " 3X4 = 3A = 3X4 = 0,X f44 " 8fft3 15103, 23-11-0 LOADING (psf) SPACING- 2-0-0 CSL TOLL 30.0 Plate Grip DOL 1,15 TC 0,60 (Root Snow --30.0) Lumber DOL 115 BC 0S8 TCDL 10,0 Rep Stress finer YES VVB 0.24 BCLL 0,0 Code IRC2012rTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SPF No -2 SOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 8-12+14:2x4 WW Stud SLIDER Left W SPF 1950F 17E 3-9-11, Right 2x8 SPF 1950F 13E 3-911 REACTIONS. (Ibisize) 2-135&0-" (min. G-2-2), 10=135605-8 (min. 0-2-2) Max Horz 2-207(LC 6) max UpJJft2--169(1,C 8),10-169(LO 8) I DEFL. in (toe) Wall Ud PLATES GRIP Verl(LL) -0.19 12-14 >M 360 MT20 169/123 Vert(TL) -0.31 12-14 >935 240 Hoa(TL) 0,05 10 We We Weight� 114 to FT = 20% MiTek recommends that Stabitizem and required cross bracing be installed during truss erection, in accordance with Stabilizer In tall ' Wife, FORCES. (to) - Max, Comp./Max, Ten, - Ali forces 250 (lb) offess except when shown. TOPCHORD 2-3-15901116,3.4-14351158,4-5-1355tl93,5-6--12,24/228,6-7�1224/228, 7-8=-1355/193,8-9-14351158,9-10--159WI18 BOTCHORD 2-14-0/1198,13-14=0/844,13-15--VB44,12-15-01844,10-12=0(1142 VVESS 6-12=-67/567,8-12-3161169,6-14=-671566,4-14-316/169 NOTES - 1) V"And: ASCE 7-W Vuh-1 15mph (3 -second gust) V(IRC2012)-91mph; TCDL=6,Gpsf,, BCOL-6Opsf, h=25ft; B=45ft; L=24ft; eave-4ft; Cat. ff� Exp C: endosedl- MV4FRS (directional),- cantilever left and right exposed; end vertical Wit and right exposed� Lumber DOL -1 60 plate grip DOL -1,6D 2) TCW ASCE 7-M Pf=30,0 Pat (flat roof snow)" Category 11; Exp C; Partially Exp; Ct-1.1 3) This truss has been designed for greater of min roof five load of 16,0 pat or 1,00 times the roof load of 30,0 pat on overhangs non-ooncurrent with other live loads. 4) This truss has been designed for a 10.0 Pat bottom chord live toad nonconcurrent with any other live loads. ktra"&4n6d4if a-1wis-"40i w-n't2reerAOmse-9, fit between the bottom chord and any other members, with BCDL = 10Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 to uplift at joint 2 and 169 to uplift at joint 10, 7) This truss is designed in accordance with the 2012 International Residential Code sections R5021 IT and R802,10.2 and referenced standard ANSMI 1, 8) 'Serm-rigid pitchbreaks with fixed heele Member end fixity model was used in the analysis and design of this trus& MaM PUMP& 7777 Greenback Lane suite A. May 29,2015 2-0.0 6-1-8 5-10-0 0.0 ow 5x12 If 5x12 11 3X4 = 3X4 = 3X4 = LOADING (fisf) in (10c) TCLL 30O SPACING- TIC 0 (Roof Snow --30,O) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 115 BCLL 00 Rep Stress Incr YES W8 0.26 Code IRC2012fTPI2007 CSLDEFL. in (10c) Ildell Ud TIC 0 Vert(LL) -0.1810-12 >999 360 BC 01570 Verb(TL) I -0,3010-12 >951 240 W8 0.26 Horz(rL) 0.05 9 rva File (matrix) LUMBER - TOP CHORD 2X4 SPF NO,2 BOT CHORD 2X4 SPF N0.2 WEBB 2x4 SPF No,2 *Except* 7-10,4-12: 2x4 WW Stud SLIDER Left 2x8 SPF 195OF 1.7E 3-9-11, Right 2x8 SPF 1950F 1.75.3- -1 1 REACTIONS, (lb/size) 9--118910-" (min, 0-1-14),2=1363A)-5-8 Max Horz 2=203(LC 7) Max Uphft9=-93i(LC 8), 2�1 73(LC 8) FORCES. (to) - Max, CompiMax, Ton, - All forces 250 (to) or less except when shown, TOPCHORD 2-3-16011124, 3-4-14461163, 4-5-1365/198, 5-6=-1 234/234, 6-7-13811242, 7-8-1359/16% 8-9-1578/143 BOTCHORD 2-12-2611195, 11-12=0/842, 11-13-0/842, 10-13=0/842, 9- 1 0=-37/1171 WEBS 6-10--�"1591, 7-10--3391181, 6-12-66/565,4-12-3161169 I Weight: 112 to FT - 20% I 9 W 0404=11604 Moir recommends that Stabilizers and required cross ttmin ad! d d ' i so'lae, St er installeuring truss erection, in accordance with Stabifiz glallation glass, NOTES - 1) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) V(IRC2012)=91mPh; TCDL--6.0psf, BCDL=6,Opsf,, h-25111� 8=45k L-24ft� eave=4ft; Cat. 11; Exp C; enciOI MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -I 60 plate grip wt •k 2) TCLL: ASCE 7-10� Pf=X0 psf (flat roof snosv)gory 11; Exp C� Partially Exp; 3) This truss has been designed for greater of min roof live load of 16.0 Pat or 1.00 times flat roof load of 30.0 psf on overhangs rion-ccingurrent with other live loads, 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcuffent vVdh any other live loads, 0104 1 "111 . "1111 .904.0.01"Alk IWA&MM" Z 7) This truss is designed in accordance with the 2012 International Residentlai Code sections R502,1 11 and R802,10,2 and referenced Standard ANSI/TPI 1, 8) "Serni-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, A WARPONG -1R pe. teas and READ NOTES ON THIS AND VICLUDED NUTEKREF ERANCE PAGE 0 7473 p4w, OV1001S 815raw USE. Design valid for Use onJI rViek connector&. This design Is based Only upon Parameters sho%n, and is for an individual building cornponent. Apsificabifty of design parameters and prorw incorporotion of component is responsiblini, of butifing designee - nol mass degow, broclIng shown is for kite ral rugged Of indWduO$ vmb memben only'. Addlflissai iompolors, bracing io Insure riabary during construction Is the responsibility of the ergI AddiiionC4 pern=ent brockV of the overall strackwe is the remonshAty of the dtftfing rtes r. For gam�rdi guidance regoreng robroation, quarry control, storage, deflvery, eiecrion and brocing, consuff ANSI/TPII Quality Cdgrio ofe-89 god fiCsf Slearing Compofteell Safety Infoanaffrift ovo4otve from Truss Plate 11781 N, Lee Street Sore 312, Atexancrio, VA 22314, 2.0-0 51_12 4-10-4 1-6-0 1-2-8 Em3m 54 M. Us = 7 HKAM LOADING (psf) in (toe) Well Ud PLATES GRIP TCLL X0 SPACING- 2-0-0 CSL (Roof Snow --30,O) Plate Grip DOL 1,15 TC 0A7 TC10,0 Lumber DOL 115 BC 0,76 BCLL 0.0 Rep Stress Incr YES WB 0$4 Code IRC2012fTP12007 (matrix) V*fight: 129 lb FT - 20% LUMBER- SPACING - TOPCHORD 2x4 SPF No,2 BOTCHORD 2x4 SPF No,2 WEBS 2x4 SPF No, *Except* 4-14,8-12,8-11:2x4 WW Stud SLIDER Left 2x8 SPF 195OF 1.7E 3-2-9, Right 2x8 SPF 1950F 17E 3-6-13 REACTIONS. (Itusize) 10=1189/0-" (min, 0-1-14),2=1363/0-5-8 (min. 0-2-2j Max Herz 2-193(LC 7) �Mffefi, installed be installed during truss erection, in accordance with Stabilizer V Max Uplift 10-93(LC 8), 2-173(LC 8) MN 3X8 = 3X4 = 2X4 11 US DEFL in (toe) Well Ud PLATES GRIP Vert(LL) -016 2-14 >"9 360 MT20 169/123 Ved(TL) -0.41 2-14 >693 240 Horz(TL) 0,05 10 nia n1a V*fight: 129 lb FT - 20% SPACING - TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc puffins, except 2-0-0 ric puffins (5-9-10 max.): ", BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, _bra��g_ �Mffefi, installed be installed during truss erection, in accordance with Stabilizer V i Ia. .1 1 _. a flat OQS Llah�_ mt— — NOTES- I)Wnd: ASCE 7-10; VuK-115mph (3 -second gust) V(W6.Opsf' BCDL=6.Opsf; li=25ft� 8=45ft; L=24ft; eave=411; Cat. fl� Exp Cl- endosssd� MVVFRS (directional): cantilever left and right exposed; en� vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1 A0 2) TCLL� ASCE 7-10; Pf=30C pst (flat roof snow); CategM 11; Exp C; Partially Exp,; Ct=l, I 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times, flat roof load of 30,0 psf on overhangs non-caricument with other live foods, 4) Provide adequate dradoe to prevent wWa-fe—rp55`c1inq, 5) This truss has been designed for a 10D psf bottom chord rive toad nonconcurrent with any other live Ideas, yr---4ft tsmA�rtfsu lta�f4,1,g fit between the bottom chord and any other members, 7) Provide mechanical connection (by others) of truss to beefing plate capable of withstanding 93 lb uplift at joint 10 and 173 to uplift at joint 2. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502, 11, 1 and R802,10,2 and referenced standard ANSI/TPI 1, 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top andror bottom chord, A IrE901k= Design Yofid for use only Win Wrok connectors, The design is bosed o* upon ponithaters shovvn, and is for on individud b0ding consponero, Applicability of desogn poroinefeas end proper incorponsfion of consponent i; orsorwistick h, of bvikling designer - not tons designer, brocing shown 4 for tolesitWretort Of hdividuol web rrembers only, Additiond $ehiporory brocing to kwxe sirssifity during construct on is the espon"ty of the erector. Adds lkwor[ perneerent bracing of the overolt structure e the responebility of the buixyng des r. For generd griioonce regarding foorication, quatity control, sloesise, defivery. erection one orockig, contort ANSI/Vit Quality Celesta, VS149 and BCS/ fittlidett; Carnisseterif Safety istforniatkin eau ogable komTrivs PtWe rnsttuks. 781 m Let Street, Seita 3Q, Atexondrer, VA 22314. Mres ff(?k* 7777 Gnerriback Lane "o 109 May 29,2015 - - ---- - - ----------- IV00--i am 5x12 it 1. Er - 3XIZ if 3x4 = 3X4 3X8 = 2X4 if LOADING lost) SPACING- 2-0-0 CSL TOLL 30,0 Plate Grip DOL 1,15 TC 033 (Roof Snow --30,0) Lumber DOL 1,15 BC 0,51 TCOL 10.0 Rep Stress Inca YES WS 0.73 BELL 0.0 Code IRC2012rrPI2007 (matrix) LUMBER - TOP CHORD 2x4 SPF No,2 BOT CHORD 2x4 SPF No. WEBS 2x4 WW Stud *Except* is 11.2x4 SPF No.2 SURER Left 2x8 SPF 195OF 13E 4-9-15, Right 2x8 SPF 1954F 1.7E 3-6-13 REACTIONS. (lb/size) 9=118910-" (min, 0-1-14),2=136305-8 (min, 0-2-2) Max Horz 2-192(LC 7) Max Upfift9ii-93(LC 8), 2-173(LC 8) DEFL, in (oc) Vdefl Ud PLATES GRIP Vert(LL) -0 08 2-13 >999 360 MT20 169/123 Vert(TL) -0 21 2-13 >999 240 Horz(TL) 0,05 9 n/a his Weight: 120 Ib FT - 201% BRACING- TCP CHORD Structural wood stalathing directly applied or 2-2-0 ad puffins, except 2-0-0 go purlins (5-4-12 max,): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 or: bracing, MiTek re meads that Stabtlszers and required cross bracing� be installed during truss erection, in accordance with Stabilizer FORCES. (lb) - Max, Comp,/Max. Ten, - All forces 250 (lb) or tess except when shown, TOPCHORD 2-3-15641126, 3-4-13021152, 4-5-1082/182, 5-6-1107/202, 6-7-11841192, 7-8- 14881157, 8-9� 16091131 BOTCHORD 2-14-011113, 13-14 --0/1113, 12-13=0/1 137, 11-12-011137, 10-11-33/1187, B-10-33/1187 WEBS 4-13=01416, 5-11--5841116, 6-11-118/814, 7-11 =-4061126 NOTES - 1) Wind � ASC E 7-10; Vuft= 1 15mph (3 -second gust) V(IRC 2012)-91 mph; TCDL--6,Gpsf,, BCDL=6,Opsf� h=25ft; 8=45fi� L =24ft; easie=011; Cat, fi� 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 2) TCLL � ASCE 7- 10; Pf-30.0 par (flat roof srmw)� Category 11-1 Exp C � Partially Exp.: 3) This truss has been designed for greater of min roof live load of 16.0 psf or I DO fimes flat roof load of 30,0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water possifing, 5) This truss has been designed for a 10O psf bottom chord live load nonconcunant with any other live loads. 6) * This truss has been designed for a live lead of 20Dpsf 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 8 DL - 100psf, 2, 8) This truss is desood in accordance with the 2012 International Residential Code sections R502.1 11 and R802,10,2 and referenced standard ANSVTPI 1. 9) "Semi-rigid pitchbreaks with fixed heelC Member end fixity model was used in the analysis and design of this truss, 10) Graphical puffer representation does not depict the size of the orientation of the purfin along the top and/or bottom chord, Z I E312 "I E I MZ�� Design valid for use One with Weir con.eclon, n* design dab s e only upon porarrelem mown, and is tot on indviduol building coffirsonent, Applicatiffity Of diolirn porarrieties and MOW incOrpixortion of osirnponent is responnoirry of bueding designer - not tniv designer, bracing shown is for soteroP ssiopon of ludmdud b menibers only. Additionat ternostrory bracing to inskse stability diArg conshclidn is the femonsidary of Pie erector, Addifissrior pennanen', brocing of the overolt structure is too responsibility of the bulefing designer, For gene rof gthdonce regarding fobrication, qu011ty control, noroge, defNery, erection and bracing, consult ANSVVIll quality Crifistes, DSO.89 and 004 Ovildiftf; Componeof Satetsinformakni avoitabeftomTruss Plate institute. 783 N. Lee Sheet, Suite 31iZ Alexandirks VA 223L4, May 29,2015 2.0-0 3`1.12 ..mW.____-..�........,,_ 2.10.4. 5x5 = ax8 m 6-0-0 Pla#e sets� ..za 7- a e —_ .�d _gv ?_x.iLjg L,OA&NG (psf) SPACING- 2-0-0 CSI. DEFL. in (k>c) Vdefi Ltd PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.05 10.11 >999 36D MT20 1691523 Snow --30,O) TLumber DOL 1.15 BC 0"32 Vert(TL) -0.09 50-11 >999 240 CDL 10,0 Rep Stress Incr NO 0.61 Horz(TL) 0.03 9 nla We BCLL 0,0 " Cade IRC201 1.2037 (Matrix) Weight: 75 ib FT = 20% LUMBER- BRACING_ TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or -10-11 oc purlins, except ESOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc purlins ( .); 5-6. SS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or i0.0-0 oc bracing. SLIDER Left 2x6 SPF 1550E 1.5E 1-11.1, Right 2x6 SPF 1650E 1.5E 1.11-1 �iTek re ds that Stabil€zers and oared cross bracing be installed during truss erection, in accordance with Stabilizer ItastalEat� ukie REACTIONS. (lb/size) 9=14 aaical, 2=1570%0- (min. 0-2-10) Max Horz 2=113(LC 21) Max Up 9=-327(LC 8), 2-411 (LC S) .A Standard 'May 29,2015 j& wAstelfla, - Vw0yalefognpantmerws and READ NOTES CW Te#S AND INCLUDED a Design vorid for use only vAh Weir connectors. ft design r based orgy upon porarnfAers shown, and is for on individurx building component. AppfiCabRit)(0fdes parormlers ond proper incoar ofion of Component is respoftablity of evikiing dengner - not truss designer brwing shrun Quality OSS -89, end ICS1 Suffiding Component r tw a k- # t i Y #a .Y # k # f M# •# #w.i t i t #:- # " f r a# k 1 a . i x #i �� • � !#k ka. # ii a i t ii'Y a # i t � .A Standard 'May 29,2015 j& wAstelfla, - Vw0yalefognpantmerws and READ NOTES CW Te#S AND INCLUDED a Design vorid for use only vAh Weir connectors. ft design r based orgy upon porarnfAers shown, and is for on individurx building component. AppfiCabRit)(0fdes parormlers ond proper incoar ofion of Component is respoftablity of evikiing dengner - not truss designer brwing shrun Quality OSS -89, end ICS1 Suffiding Component LOAD CASE($) Standard 1) Dead + Snow (balanced): Lumber Increase -1,15, Plate Increase -1. 15 Uniform Loads (pff) VerL 1-5-80, 5-6-80, 6-9-80, 2.9-20 Concentrated Loads (to) Vert: 11-649(F) 10=-649(F) 12-254(F) W WA. KID VeWyd#8tvop*r~*m and READ NOTES ON TWS AND WCLUDEVAIAMEKREFFRANCE PAGE M-1473 rev. OVI"InsTREFOW USE, Design voks twuse only with Wes, connectoss This design is based only upon pareffieters shown, and k for on indiAdvot bvidsl6ig cornponent, Apprr-ObMly Of dedir pofon*tets and PrOPef iMXPObsffion of component 4 lesponsihitity of bulding designmi , not from desinnef. Stating shown is for lolvol suPPOd Of individual web members only. Additkorol fernporary bracing to insure stability during construction is the nsponsbWy of tyre oreciar. Additional permoneW bracing of the o structure is the responsibMsy of the "ding deOgner. For gerwrof guidance regordi-g fabrication, Quality control, sloorge, deWery, erection and brochg, consuft AW/TPII Quo 011eft, DSO -Of and SCSI S ComporMA 7777 Greenback LAOO Salisly Issimevation ovaltable from Truss Plate InstMe 762 N, Lee SlTrort, Suite 312, Alexandria, VA2321 4, She 109 �&o 1 6 6- z5�%�14 �SN �6�2-8 ,d -d 6-3-7 2-0-0 542 6-34 LOADING (psq TCLL 30�O SPACING- 2-0-0 CSI. OEFL� in (roc) Vdefi L/d PLATES GRIP (Roof Snow --30.0) Lumber Grip DOL 1.15 TC 0.43 Vert(LL) -0.16 4 >999 360 MT20 169/123 TCDL 10�0 Lumber DOL 115 SO 0,70 Vert(TL) -0,32 4 >999 240 BOLL OLO Rep Stress ince YES WS 0.65 Horz(TL) 0.11 13 n/a We Code IRC20127PI2007 (matrix) Weight: 313 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORES Structural wood sheathing directly applied or 6-0-0 oc purfins, except SOT CHORD 2x6 SPF 1650F 1,5E *Except* 2-0-0 oc purims (5-1-10 max,): 3-9,11-12, 4-25:2x4 WW Stud, 8-19' 2x4 SPF No,2 BOT CHORES Rigid ceiling d" Ey applied of, 10-0-0oc bracing, Except WEBS 2x4 WW Stud 'Except* 348 do bracing: 19-20 -24,4-22,7-22,7-20,10.16: 2x4 SPF No, 2 -0-Doc bracing: 18-19,16-18, WEDGE WEBS I Row at midpt 5[-' W 7- 20,9�-20 Left", 2x6 SPF 16OF 1,5E, Right: 2x6 SPF 165OF 1,5E bFekiioomndshaat �eri an d required ed cross branee ,n.taled.rinntw., i�acc:rdance with Stabilizer gr REACTIONS, (lb/size) 2-1501/0-5-8 (min. 0-2-6),13=108110-5-8 (min. 0-1-11), 19=316610-3-8 (min, 0-1-8) Max Harz 2=-217(LC 6) Max Uplift2-197(LC 8),13=-166(LC 8),19-235(LC 8) FORCES. (lb) - Max. Comp,lMax. Ten, - All forces 250 (lb) or fess except when shown, TOPCHORD 2-3-18401152,3-27-28861267 4-27=-289M67,4-5-24231242, 5-6-2423/242, 6-28-2423/242, 7-28--24231242. 7-8-59/1849,8-29-54/1846,9-29--5411850, 9-1 -"37/152,10-11--635/152,11-30=-7831126,12-30-783tl26,12-13-1152/99 BOTCHORD 2-26-1M3394-24=-2751133,23�-24-8412902,22-23=-8412898,21-22--4I2, 20-2l=Ot9l2,10-20=-31071266,8-20-5721129,15-16=0/844,13-15=0[793 WIESS 24-26=011 233, 3-24-111/1744, 4-22-529/25, 5-22-525/128, 7-22-1141169 1, 7-21=0/267,7-20--:3077t222,9-20--2173tl76j 9-16-01514,11-16-5351118, 12-15=01301 NOTES - 1) Wind: ASCE 7-10; Vuft=115MPh (3 -second gust) V(IRC2012)=Illmph� TCOL=6.0psf� BCDL=6,Gpsf,, h-25ft� S-45ft; L=54ft� eave=(lft� Cat, lt; Exp C; enclosed� MWFRS (directional); cantilever left and right expos d vertical left and right exposed: Lumber DOL- 1,60 plate grip DOL -1 A0 2) TCLL� ASCE 7-10; Pf=30,0 pst (flat roof snow); Category il� Exp C; Partially Exp,; Ct--1. 1 3) This truss has been designed for greater of min roof live toad of 16.0 pat or 1,00 times flat roof load of 30,0 pal on oveftngs non -concurrent with other live loads 4) Provide adequate drainage to prevent water ponifing. 5) This truss has been designed for a 10.0 pal bottom chord live toad 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 tall by 24)�O wide wilt fit between the bottom chord and any other members. 7 Searm at jo I S May 29,2015 10 6X6 8,00 6X6 2.4 II 4X6 =W = 3.4 64 6* 2 c1 2 13 141 - 11-2 ; 5X12 li 26 26 6x8= 2x4 fl 99 1fi i7 96 is 5X12 if 6,6 8 3A II 3A 4X8 4x4 8x14 4X4 LOADING (psq TCLL 30�O SPACING- 2-0-0 CSI. OEFL� in (roc) Vdefi L/d PLATES GRIP (Roof Snow --30.0) Lumber Grip DOL 1.15 TC 0.43 Vert(LL) -0.16 4 >999 360 MT20 169/123 TCDL 10�0 Lumber DOL 115 SO 0,70 Vert(TL) -0,32 4 >999 240 BOLL OLO Rep Stress ince YES WS 0.65 Horz(TL) 0.11 13 n/a We Code IRC20127PI2007 (matrix) Weight: 313 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORES Structural wood sheathing directly applied or 6-0-0 oc purfins, except SOT CHORD 2x6 SPF 1650F 1,5E *Except* 2-0-0 oc purims (5-1-10 max,): 3-9,11-12, 4-25:2x4 WW Stud, 8-19' 2x4 SPF No,2 BOT CHORES Rigid ceiling d" Ey applied of, 10-0-0oc bracing, Except WEBS 2x4 WW Stud 'Except* 348 do bracing: 19-20 -24,4-22,7-22,7-20,10.16: 2x4 SPF No, 2 -0-Doc bracing: 18-19,16-18, WEDGE WEBS I Row at midpt 5[-' W 7- 20,9�-20 Left", 2x6 SPF 16OF 1,5E, Right: 2x6 SPF 165OF 1,5E bFekiioomndshaat �eri an d required ed cross branee ,n.taled.rinntw., i�acc:rdance with Stabilizer gr REACTIONS, (lb/size) 2-1501/0-5-8 (min. 0-2-6),13=108110-5-8 (min. 0-1-11), 19=316610-3-8 (min, 0-1-8) Max Harz 2=-217(LC 6) Max Uplift2-197(LC 8),13=-166(LC 8),19-235(LC 8) FORCES. (lb) - Max. Comp,lMax. Ten, - All forces 250 (lb) or fess except when shown, TOPCHORD 2-3-18401152,3-27-28861267 4-27=-289M67,4-5-24231242, 5-6-2423/242, 6-28-2423/242, 7-28--24231242. 7-8-59/1849,8-29-54/1846,9-29--5411850, 9-1 -"37/152,10-11--635/152,11-30=-7831126,12-30-783tl26,12-13-1152/99 BOTCHORD 2-26-1M3394-24=-2751133,23�-24-8412902,22-23=-8412898,21-22--4I2, 20-2l=Ot9l2,10-20=-31071266,8-20-5721129,15-16=0/844,13-15=0[793 WIESS 24-26=011 233, 3-24-111/1744, 4-22-529/25, 5-22-525/128, 7-22-1141169 1, 7-21=0/267,7-20--:3077t222,9-20--2173tl76j 9-16-01514,11-16-5351118, 12-15=01301 NOTES - 1) Wind: ASCE 7-10; Vuft=115MPh (3 -second gust) V(IRC2012)=Illmph� TCOL=6.0psf� BCDL=6,Gpsf,, h-25ft� S-45ft; L=54ft� eave=(lft� Cat, lt; Exp C; enclosed� MWFRS (directional); cantilever left and right expos d vertical left and right exposed: Lumber DOL- 1,60 plate grip DOL -1 A0 2) TCLL� ASCE 7-10; Pf=30,0 pst (flat roof snow); Category il� Exp C; Partially Exp,; Ct--1. 1 3) This truss has been designed for greater of min roof live toad of 16.0 pat or 1,00 times flat roof load of 30,0 pal on oveftngs non -concurrent with other live loads 4) Provide adequate drainage to prevent water ponifing. 5) This truss has been designed for a 10.0 pal bottom chord live toad 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 tall by 24)�O wide wilt fit between the bottom chord and any other members. 7 Searm at jo I S May 29,2015 NOTES - 10) "Semi-rigid phchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss, 11) Graphical pudin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord, I WAAWNG - Vaid.WVpar ~.m..dWAVJV0TES ON TWS AW INCLUDED WTEK REFERANCE PAGE AW -7473 rev. OMWIS REFOW USE, Dov'gn vofid for use o* wjfh Wjek connectors, Thu design 4 dosed only Upon P010foefen zhO-11, and is for on hdvudool bvDdk)g component, Appkobi#ty Of design Ponanviers and IDIOM incOsPorrolon of component o rerp*vnb?Ay of buldino OeOgrar, not truss designer. firocing shos3n is for firferd support of indtividoof web n*nA>en wy. Additionof ternprouty bossng to insum siobffity dudng consinoctior, is the responsib" of the MITek' eurclor. Addifionol pernsonent bracing of the overok structure is the responsibifty of the buildrx; designer, for genefol gkhdonce regarding fobricWkm, quafity control storope, detivoq,, erection and brociRg, consuft ANIHAPIT QuaNY Ciftedo OSI -49 and SCSI building Component 7777 Greenback Lane $dj*ty Inftetnallon ovoliobse from In= Mole hafirvie, 78 t N, toe Street. SuRe 312, AWxcncKo, VA 22314, suite IM 2-0,0 4-1-11 3-10-3 3-9-2 6-3,7 6-3-7 6-3-7 7-9-14 3-2-10 +- �72-8 �6-0�40--O*- �2O 2X4 ll 5X12 II 27 26 4.;s 0„000. 2X4 i U12 20 19 " 17 16 5X12 fS U12 = U4 0 3)6 4X5 = 04 like 04 = 4X93 LOADING ipso SPACING- 2-0-0 CSI. [TEFL. in (10c) Well Ltd PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 0,41 Vert(LL) -010 23-25 >M 360 MT20 169/123 (Roof Snow -3000) TCO 10,0 Lumber DOL 115 8C 0,86 Vert(TL) -0.22 23-25 >999 240 LL 0,0 Rep Stress ince YES we 0,85 Hoa(TL) 0,07 14 n/a me Code IRC20121rPI2007 (Matrix) 11ileight: 330 to FT - 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOT CHORD 2x6 SPF 1650F 1.5E `Except* 2-0-0 or purlins (6-" max,): 4-10,12-13, 5-26,9-20:2x4 VVW Stud BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: WEBS 2x4 WVV Stud 'Except* 6-" Go bracinq: 21-22,19-20 6-25,6.22,9-22,19-21,10-21,11-17,12-17: 2x4 SPF No.2 1-9-11 oc bracing: 20-21, WEDGE I Row at midipt 9-21 Left: 2x6 SPF 1650F 1.5E, Right: 2x6 SPF 165OF 1,5E WEBS 1 Row at midpt 6-22,10-21 WlTe -kre c6irimen ds thatf-Sii6ii-Gers and ired cross D ng be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 2-1531/0-5-8 (min, 0-2-6),14-1119/0-" (min, 0-1-12),20=309810-3-8 (min, 0-2-11) Max Harz 2-217(LC 6) Max Uplift2--201(LC 8), 14-171(LC 8), 20--227(LC 8) FORCE& (to) - Max. Comp,/Max. Ten, - All forces 250 Qb) or less except when shown, TOP CHORD 90 2-3-1834/181, 3-4-1628/186,4-5-1954/225,5-6�19631224,6-28-71150, 7-28-790/150, 7-8-79011-50 8-9=-790/150,9-29=011 165, 10-29=011 169, 10-11--676/176,11-12�7721146,12-13-855182, 13-14-1257168 BOTCHORD 2-27-2511328, 5-25--425/103, 24-25=-411862, 23-24=-411862, 22-23--411862, 21-22-1168/207, 20-21-30234268, 9-21-20241254,16-19-01420, 17-18-0/420, W17-1711121 14-16-01884 WEBS 25-27=011268,4-25--62/1057, 6-23=01275,6-22=-1319196,8-22--4391114, 9-22-16lt2385,19-21=01448,10-21-1819/137,11-17=-471313,12-17--6681147, 12-16-5701160,13-16---3&'624 NOTES - 1) Who: ASCE 7-10� Vuft=115mph (3-secondgust) V(IRC2012)-gimph; TCDL--6,Opsf: BCDL-6,opsf,, h=25t B-45ft; L-54ft; eave--6ft Cat, it; Exp osed; VVWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; LumberD L=I,ji. plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf-30,0 pal (flat roof snow); Category p; Exp C., Partially Exp,; Ct-11 3) This truss has been designed for greater of min roof five load of 16,0 psf or 1 .00 times W roof load of 30,0 Pat on overhangs non-congurrent with other live loads, 4) Provide adequate drainage to prevent water pending, 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live lcgfds Of bearing surface, 8) Provide metal plate or equivalent at bearing(s) 20 to support reaction shown, ,& WAPOWNG - V rsP ers ansifteAD NOTES OW ThIs AAO XCLUDED AVFVK REFEPANCE PAGE W-7473 my, OVIAWSREFORE USE Design void tow use onfirw nwerk connectors, This design t based only upon Paroereser, shown, end'n for on Wrdipud evading comporrenr V. ArecircoUtty Of design parorneters and Prober Morpointon of component is responsiptify of building designer - not truss designer. Braden shown A for lateral support of inuiNklual web rnernbers onty. Additlonoi ifemporary bracing to insure srabUity during construction Is the responsibOty of the erector. Additionat permornent tracing of the overal stwfixe is the respon0bity of the buikiing designer. For generd guidance regambrig MITek' ANSI/W Quality Cilledis, DS849 end BCS/ litifMing Component 7777 Greenback Lane Solaninter misfivis oysiffabie, from Truss Plate institute, 751 N. Lee Street Suite 312, Atexondror, VA 22314. 'A*e 109 May 29,2015 designedNOTES- 171 lb uplift at joint 14 and 227 lb uplift at joint 20 10) This truss is « .s t «. , .referenced standard. , 11) .. phchbreaks with fixed heels"« fixity model 12) Graphical puffin representationdoes not,size or « of purfin along the top andlor bottom chord, WA NG - Finney design peranterers and READ NOTES ON MS AND INCLUDIFOWTE)CREFERANCE PAGE W1413 rev, @1y4 95 RE"RE USE. Design valid tot use only Wth tAl es, Connectors. Tule derign is teased only upon pxarornefers shown, and 4 to an bdivtduod buSdng component ApWflcabMtY of dedgn porametens arrd Probe' incosporotion of cornporrent is responsibility of bviding designer � not tease designer, Brocing shown K for loteraWpPori at individual weer members only. Additional to any bracing to insure siabilly during construction is the aesponst'bliny at the "�" erector, Additional hent brocing of the overall structure is the respon °. 'iy of the bu#dlrag designer. For general guidance r dso; i 1 tab6zotton, auaRty cannot storage, dcet'aveey, bastion and bracing,. carusuta ANSI/Ten Quality Cifferta, gS6-84 and SCSI Kuwait Component 7777 Green#ac& Lane Sit . ovaiiobte from Truss Plate ttuVWte, 781 K lee Sfreet. Suite 311 Afesondrio, VA 14, swe 109 --- 4110-3, 4 Mats'4 2 2 6-3 6-7 � �36�34-1i�l0-15 1-21 "4-7,4 117 f "1 aI 2,04 4 $Cate - 1:105'5 exe exa, axe 2X4 Il 4X6 U4 11 08 =tz 5X12 H 31 30 29 see = 20 11 23 22 41 ' -io 40 ao 19 I95x12 2*4 3X4 11 4x6 3X4 4X4 = 44 = 4X8 414 5X12 = 8X14 11 4X8 = LOADING (psq SPACING- to TCLL 30,0 '2'�5 Plate Grip DOL 1,15 (Roof Snow --30.0) te, L Lumber DL 1,15 TCDL 100 O St re , 1. Rep Stress incr NO BCLL 0,0 Code IRC2012[Ti2GD7 LUMBER- TOPCHORD 2x6 SPF 165OF I SE *Except* 14-15� 2x4 SPF Nor2 BOTCHORD 2x6 SPF 165OF 1,5E 'Except- 5-29� 2x4 VWV Stud, 9-21 2x4 SPE No,2 WEBS 2x4 VVW Stud *Except* 5-26,7-26,7-2410-20,12-20,12-19:2x4 SPF No,2 WEDGE Left: 2x6 SPF 165OF 1. 5E, Right� 2x6 RPF 165OF I 512 7 CSI, DEFL. in (100) I/defl UdPLATES GRIP 1 TC 0,34 Ved(LL) -0,08 5 >999 360 MT20 169/123 SC 0.54 Vert(TL) 0,16 '5>999 240 VI OV Horz(rL) 0,08 16 n/a 1118 j (Matrix) Wught: 355 lb FT - 20% BRACING - TOFF CHORD Structural wood sheathing directly applied or 6-" oc purlins, except 2-0-0 oc purlins (6-0-0 mI 4-11, 14-1 5. BOT CHORD Rigid ceiling directly applied or 3-0-14 oc brecssq. WEBS I Row at midpt 5-26, 7-24,10-24 sidrequired ';:ossbroI �T' �MFTeifrB�imendsthWitabifizers be installed during truss election, in accordance with Stabilbar Intdaltafion guid REACTIONS. (lb/size) 2= 1465/0-5-8 (min, 0-2-5). 16-1019/1 (min, 0-1-10), 23=3247,10-3-8 (min. 0-") Max Horz 2-217(LO 6) Max Upidt2-201(LC 27),16-200(LC 8), 23-233(LC 8) Max Grav, 2-1466(LC 19), 16-1033(LC 32), 23-3247(LC 1) FORCES. (lb) -Max. CompJMax, Ten, -AH forces 250 (lb) or less except when shown, TOPCHORD 2-3-176AII60,3-4�1441/213,4-5-14%/212,5-6--12251211, 6-32-1225/211, 7-32-1225/211,7-8=011220, 8.9-0/1220,0-33--`0/`1221,10-33-0/1221, 10-11-4541160, 11-12�5101193,12-13=-10971267,13-14-10221140,14-15=-629/50,15-16-1002/58 80TCHORD 2-31-4/1285, 3D-31=-4/1285,27-28=011466,26-27--011460,25-26-01360,24-25=01360� 23-24--3202J2$8,9-24=-4911111,20-35--0/370,35-36=W7O19-36=D/370, 18-19-41/1131, 16-18-0/650 WEBS 3-30-260/80,4-30-59810,28-30--0/1369,4-28-7/1180,5-26--348/12, 6-26---538/129, 7-26-73111797-25-01266,7-24-21301149,10-24=�1608/145,:rt -20=-42M7, 11-20--3961133,12-19-1521807,13-19=-406/174,14-19-391187,14-18-7951146, 15-18--241570 NOTES - 1) Wind: ASCE 7-10; Vuft-115mph (3 -second gust) V(IRC2012)=91mph; TC0L=6,0psf, BCDL=6,Opsf; h-25ft; B=45ft� L-54ft" eave=6ft CatIt Exit C-1 enclosed; MW`FRS (directional)-, cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1, plate grip DOL=1,60 B ,x p 4 5 It a ' d Lu 5 m 4ft bar a" Dv 0 O-= 611 2) TCLL� ASCE 7-10� PII pat (flat root snow); Category H; Exit C: Partially Exp,; Ct-11 3) This truss has been designed for greater of min roof live load of 16O bid or I 00 fimes flat root load of X0 psf on overhangs If non -concurrent with other live loads, 4) Provide adequate drainage to prevent water pending, 5) This truss has been designed for a 10O ptif bottom chord live load norrooricurrent with any other live bads, -wr 6) tieermiesigita-t 3-1-4 fit between the bottom chord and any other members, with BCDL - 1 O,Opsf, ver OR 7) Bearing at joint(s) 23 considers parallel to grain value using ANSIfTFr o I angle to grain frmuIa. Budding designer should verity CIO a of beating surface. May 29,2015 WAMW - Voelydialit. Issirometers end READ MOM ON rW$ AND PNCC MONTM RZFERANCEPAGE` W7471 rev. WI BEFORE USC awuwew DesIgn nthd to use one, v4th Jollok connectors. This deI i� noted o* upon porometers shavAi, and is for an indridud bufdoti component, Apple,OORY Of deagn porn tern and proPer incorporation of component is respombiltry of buiefing deognet - not true derhiorse Brocerg shovm e for Weral support of indNidud vmb members onty. AddII iempoptry broI to ire Monier during construction B the responob oty of She erector, AddI permanent broeng of the overag struckcs, is the Iesponeirifity at the buNdog designer, For genwol guidance regarding MITOW fabitcation, quordy controt storage, soI erection end bracing, consult ARM/T141 Quality CAeft, OSS -89 and SCSI livilding Componted TM Gfeentsmok Lane Soletykilliormation avoilatoe from Truss Plate Institute, 781 N. Lee Street, Suite 312 Aso-tanddo, VA 22314, sort, 909 NOTES - 9) This truss is designed in accordance with the 2012 International Residential Code sections R5021 11 and R802.10.2 and referenced standard ANSVTPl 1. 10) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 11) Graphical pudin representation does not depict the size or the orientation of the purfin along the top andfor bottom chord. 12) Hanger(s) or other connection devicels) shall be provided sufficient to support concentrated load(s) 62 to down and 56 Iti up at 52-4-6 on bottom chord, The design/selection of such connection devioe(s) is the responsibility of others, 13) In the LOAD CASE(S) section, ideas applied to the face of the truss are noted as front (F) or bark (8), Undorrit Loads (pff) Vert: 1-4-80,4-11--80,11-12-80, Concentrated Loads (ib) VeM 18-17(F) .# '# I I I : NIZE-♦ # !� OL wAxiwsia = voy gas acrdREAo NATES am r,*$ AND MCLUDEDWTEKREFERANCE PAGE W7473 tw, VVIWOrs BEFORE USE Deogn valid for vse onty with MiTak connectom, This design is based a* upon pwonvion shovm, and is for an hckviduof buliding component. Appi'CablifY Of design Poraffloten Ond Pr incorporation of c 3 responsiagiry of boRding des;Ww, not fwss designer. firadng shovm v for Werd suppori of h6widual veb ffenbers o*. Additionol tempwory braciro to kwe stobilty du+ ng condrvotion is the responsbMi, of the ere.ctnr, Adef4kincil pertnorient brocing of the overag strudvre is " respormibiRty of fire Wkiing ciesioner. For generd St Adonce regarding AN$VtPil Gloolty Ciffericr 056-fi4 and SCSI Building Component 7777 Greefteck Lane Safety to nazis ovolabt e from Tn= Plate Onfifute, 781 N. Lee Street Suite 312- Alexandria, VA 22314, Sufte 909 �41 04 2X4 dl 4X6 = 64 08 ass 5x12 11 26 25 Y4X = 04 64 IS 97 - 15 14 5X12 Il 5x12 64 3x4 44 = 08 2A 11 3x(fli4X4 3xiS Id 3X6II 2x4 It 11 11 13 *„�aq-1 �Ml LOADING (psfI SPACING- 2-0-0 CSL DEFL, in (loc) Well Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 0»34 Vert(LL) -0.07 21-23 >"9 360 MT20 1691123 (Roof Snow=30.0) Lumber DOL 1,15 BC 028 Vert(TL) -0,16 21-23 >M 240 TCDL 10.0 Rep Stress Inca YES WS 0.92 Horz(TL) 0,06 13 ale n/a BCLL 0Z Code IRC2012rTM2007 (matrix) Weight: 343 to FT - 200 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x6 SPF 165OF 1.5E 'Except* 2-0-0 oc, purlins (6-0-0 max.). 5-11. 9-18: 2x4 SPF No, 2 BOT CHORD Rigid calling direclly applied or 10-0-0 roc bracing, Except: WEBS 2x4 WW Stud *Except* 6-0-0 oc bracing: 19-20,17-18 S.21,6 -20,9-20,10-19,10-17,10-15,11-15,5-25:2x4 SPF No,2 3-3-10 oc bracing" 18-19. WEDGE I Row at m0pt 9-19 Left2x6 SPF 165OF 1,5E, Right; 2x6 SPF 1650F 1.5E WEBS I Row at midpt 5-21,6-20,10-19, 11-15 iiiTekrecomiWe�ds-that Stab�-ilizersand required cross braZing be installed during truss erection, in accordance with Stabilizer sllp WW" REACTIONS, (Ib/size) 2=1565/0-5-8 (min 0-2-7),13-88910-5-8 (min. 0-1-8), 18-2966/0-3-8 (min. 0-1-8) Max Herz 2=220(LC 7) Max Uplift 2�203(LC 8), 13--8 (LC 8), 18-21 S(LC 8) FORCE& Qb)- Max, Comp,lMax, Ten. -All forces 250 (1b) or less except when shown. TOPCHORD 2-3--19351172, 3-4�1697/189,4-5-1556/223, "�12471225,6-27-W81182, 7-27-606118Z 7-28--6081182, 8-28--608/182, 8-9-608/182, 9-10-0/607, 10-11=4911185,11-12=-683/176,12-13�11861140 BOTCHORD 2 -26-4411498 22 -23=011380,21-22=0/1380,21-29=0/1306,20-29--011306, 2C�-30---6011174,19-30---5981175,18-19-2921/244, 9-19-1839/216,14-15-24/8 13-14-24/838 WEBS 23-26=-45/1459, 6-21 =01326, 6-20-1006/65, 7-20=-484/124, 9-20--131/1817, 10 -19= -1224/119,10 -15 -36t621,12 -15=54l39, 5-23=-4/545 1 NOTES - 1) Wnd: ASCE 7-M VuR=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=6,Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=5311; eave=61L Cat, It Exp C� enclosed; MWFR$ (directional); cantilever left and right exposed; end vertical left and ber DOL=1,60 plate g6p DOL -1,60 2) TCLL: ASCE 7-10" Pf-30,0 psf (Pat roof snow); Category fl� Exp C; Partially Exp,, Ct=1A 3) This truss has been designed for greater of min roof live load of 16,0 psf or 1,00 times flat roof toad of X0 pst on overhangs non -concurrent with other live Wds, 4) Provide adequate drainage to prevent water ponding, .0-41101 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. AWT and 218 to uplift at joint 18, LL WAMVNG- Vivify design parameters and READ NOTES ON TMS AND INCLUDEONIFTEXREF EPANCE PAGE AW-7473rw VVIV2015 WORE USE DeOgir, voksl for use onty with Niffek ConneClors. TNs deign is based only upon poronselers shown, and is for an individual buRding cornponent ArsixicatAtY of design para eters and proper incorporation of component is responsbirty of building d"finer not truss designer, bracing shmvn is for isstvd sulsPorl of indiAdval wen "Irbels onty, Addifiond tensmory tWOCinS; to insure xtobiltiy during consincflon is the responsiblilify of the erector. Additional pessrsothent tirocing of the overall structure is the responsbilty of the buDding designer. Fcx general guidance regordoig fabrication quoW coninst» storage, d0very, erection and boschg, consu" ANSI/TP11 Quality Criteria, 1353-84 and Klil 40ding component Safety frifismertion ovolloblis from Thai Pk0e innitoos. 78t N. Lee Street, Suffe 312, Alexandno, VA 22.314, MEMUM NOTES - 91 .. ,. , . WA NC. • V deaagn para eit>ra and AD NOTES ON "WSMORICLUDEPOTEX REFEPANCEPAGE MW7473mv, VVIVOISBEFORE USE.. Design Valid for use only v0h PA+Tek connectors, this design e based orrfy upon poroeneters shown, and is for car} individuol buikeng contporrent,. AppidcobRiity" of dentin polarne, Pers and proper incorporation of component is respornbRify of buwiding designer, not truss destgnse. bracing shown is for t aterad support of individual web erre s only. Additional to any txocir gf to iras"sre stability duu ng core tact on b the responsi agAiy of the regarding erector. Adollfio ada3 p rn brocing of the overran structure Ga the responsibility of the b0tifing designer For .. nai Once rMff ka R. totxscotion„ quolity control. storage.defivenr, e Teflon and brocing,. consutt AMSOM Quality Criteria, OSO-89 and SCM Bubding Component So" Information ovoit able from Truss folate institute„ 781 N. twee Sheet. Svelte 312. Maxondt4ia. VA 22319, 7777 Craenbm* Lane Strfte 109 2-0-0 ;4 6 -OA 5,8- 12 2-0 _ 11-1 t �3 - - - -0 - - - 1112 74-11 BoD F12- 6,6 = MOM US 4X8 3X4 11 6X6 7 28 8 299 10 11 SX12 11 27 26 4x8 2X4 11 20 13 17 16 5X12 It 5X12 3YA 11 3.4 11 EX8 2X4 iI axe axe = (pit? TOLLLOADING 30,0 SPACING- 2-0-0 CSL DEFL, in (too) 1/dell Ud PLATES GRIP (Roof Snow -30.0) Plate Grip DOL 1,15 TC 0.37 Vert(LL) -0.08 25 >999 360 MT20 1691123 TCDL 10.0 Lumber DOL 1,15 SC 0,32 Vert(TL) -0,18 21-22 >999 240 Rep Stress tror YES BCLL 0,0 VM 0,89 Ho (TL) 0.10 14 n/a tire Code IRC20121TPI2007 (Matrix) Weight: 357 lb FT = 200A LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1,5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF MOF 1.5E *Except* 2-0-0 do purlins (6-0-0 max.): 6-11. 5-26,9-20: 2x4 Spy No,2 BOT CHORD Rigid ceiling direetty applied or 10-0-0oc, bracing, Except., WEBS 2x4 SPF No. *Except* 6-" no bracing: 20-21,19-20,17-19. 3-27,25-27,3-25,5-24,19-21,13-16:2x4 WW Stud 1 Row at mildipt 9-21 WEDGE WESS I Row at midpt 11-17,13-17 Left: 2x6 SPF 1650F 1.6E, Rights 2x6 SPF 165OF 1.5E 2 Rows at 1/3 pis 7-21,10-19 Vi-Fei;egDg1fmWndithat STS6ifiRWiWFrequFrid croii acing be installed during truss erection, in accordance with Stabilizer REACTIONS, (lb/size) 2-158410-5-8 (min, 0-2-8), 19=3204/0-3-8 (red. 0-5-0), 14=810/0-" (min, 0-1-8) Max Herz 2=260(LC 7) Max Upfift2=-21 S(C 8), 19-206(!_C 8), 14=165(1_C 8) FORCES, (lb) -Max, Comp./Max, Ten. -All forces 250 (to) or less except when shown, TOPCHORD 2-3-19631189,3-4-17821199,4-5-16461232,5-6-14281268,6-7�11861241, 7-28-01465,8-28=0/465,8-29=01465,9-2"- 1465,9-10-01474,11-12--94t333, 13-14--6951118 BOTCHORD 2-27-1711537, 5-25�251493,24-25=011463,23-24=01956,23-30=0/956,22-30=Oi/9 22-31=0/956,21-31=0�956,9-21=-3761110,19-32=-696/197,18-32--69&197, 17-18-6961197, W17-0/431,14-16=01431 WEBS 3-27--259186,25-27-20/1409, 5-24-6241127,6-24-471403,7-24=-51472,7-22--0/41 7 -21= -18861112,19 -21-802/252,10-21-1011193,10-19--24611126,10-17=-55/114 11-17-51Z'38,13-17--653tl49,13-16=0)305 NOTES - 1) Wfnd� ASCE 7-10; Vuft=l 15mph (3 -second gust) V(IRC2012)=91mph� TCOL-6,0psf; BCDL=6,Opsf,, h=25ft; B=45ft; L=53ft; eave=6ft; Cal. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber D0L=I 60 plate grip DOL -1.60 2) TCLL� ASCE 7-10� Pf=X0 psf (flat roof snow); Category 0" UP C; Partially Exp,; Ct-1 A 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times ftat roof load of 30,0 pet on overhangs nort-doncurrent with other live loads, 4) Provide adequate drainage to prevent water pending, 5) Alt plates are 46 MT20 unless otherwise indicated, 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = %Opsf 8) WARNING: Required bearing size at joinfis) 19 greater than input bearing size, 41+-l4it�,4-"44% and 165 lb uplift at joint 14. ,& WARPRUG - VW01 des)OO "rwMW5 Ad READ NOTES ON FMS AND INCLUDED ANTEK PEFERANCE PAGE W7473 rev, 920WITIli BEFORE USE Design voted for use only wffh Wek connecion, The design is bosed ants, upon parameters sho ss, and is for on indivkiuoi buirding co"ponent. AppIrcobigo, of design parameters and proper incorporoWn of component is responstolty of b0ding designer - not truss designee, Bracing shown is fix lateral support of ins0kitual wets roombers onty, Additional to rah' brocing to inicas srobgly during construction is the responlibbly of the. erector. Additional petynonern bracing of the overal Olocivos is the responsib9ity of the building clesigner. For general guidance mg0rding lotstcatiori, quality control, storage, delivery, erection and txocrconsult ANSI/nitl fastaRly CrOadit, OSS -Of and. SCSI trulkling component 7777 Ghtentrack Lane So" Inforruifffors avoliolefee from Truss Plate Instliurle, 791 N, Lee Street, Suite 312, Alexonddo, VA 22314, sultis 109 May 29,2015 WARNING- b dWipi parametars and READ NOTES ON TMS AND INCLWEDMITEXAMFERANCE PAGE W7:79 rev. VVI&WIS BEFORE USE % Design vaisd For use only Mth hdr7ek connectors The deign k bomsd onty upon parameters sho n, and is for an individutsi building conymnent Applic . ry of d parameters and pc°apa* inc iron of componenf B as sip ity of bu' designer - out truss designer. Broxcing shown n for iaterpf support at indMduaa web me mbem onty. Adelitionor temporary braofng to ensure stobAfy du6nsf construction k the resprombUts, of the � p erecior. Addition€ l p Want bmchg of the oosmst sirvcture is the re 'bitty of the "ding , For generis! guidance regarding t 6W Fabrication. quality cont€csl, storage, defivery, wedbn and bracing. consult ANSI/Vil 0000y CtftefW, ASB -89 and $at bu tng Component 7777 Greenbac8 Fane Safety Intommstion ovoiiobie from imss Plots tnsfitule. 781 N. Eee Sleset, Suite 312, Atierandrim VA 7"1314. Sutfe 109 7-10-3 4-2-14 5-8-12 7-3�k 12 7-3-12 ----r 6-0-4 f;�121+ 4-1 SAA1 2-0-0 P2O-0 axe = a go axe 08 3x4 I& 6xe 6 28 298 9 10 11 are 12 r S 4 13 2 14 21 5 Is 23 -- 5 12 11 24 30 31 32 17 33 5x12 27 26 08 2*4 11 20 19 18 16 U12 3.4 11 3.4 11 6X6 2X4 8X8 6x8 = LOADING (psf) SPACING- 2-0-0 CS1, DEFL. in (too) I/deft Ud PLATES GRIP TCLL 30.0 (Root Snow --30,O) Plate Grip DOL 1,15 TC 0,35 Vert(LL) -0,08 25 n999 360 MT20 1691123 ' TCDL 10,0 Lumber DOL 1,15 BC 0,30 Vert(TL)-0,16 22-23 >999 240 Rep Stress mor YES WB 0.99 Horz(TL) 011 14 rda rife BCLL 0-0 Code IRC2012fTP12007 (Matrix) Widght: 372 to FT = 20% LUMBER- BRACING. TOP CHORD 2x6 SPF 166OF 1,5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except SOT CHORD 2x6 SPF 1650F 1,5E *Except* 2-0-0 oc purfins (6-0-0 max.): 6-11, 5-26,8-20 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: WEBS 2x4 SPF No.2 'Except* 6-0-0 oc bracing: 20-21,19-20,18-19. 3-27,25-27,3-25,19-21,13-16, 2x4 WW Stud I Raw at midpt 8-21 WEDGE WEBS I Row at midpt 5-23,11-18,13-18 Left. 2x6 SPF 1650F 1.5E, Right 2x6 SPF 165OF 1.5E 2 Rows at 113 pis 7-21,10-19 be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 2=159310-" (min, 0-2-8),19-316003-8 (req. 0-5-0), 14=825/0-5-8 (min, 0-1.8) Max Harz 2-293(LC 6) Max UpIM2-214(LC 8),19=208(LC 8),14=-164(LC 8) Max Grav 2-1593(LC 1), 19-3180(-C 1), 14-887(LC 15) FORCES. (to) - Max, Comp,/Max. Ten, - All forces 250 (to) or less except when shown, TOPCHORD 2-3-19761187, 3-4-1812tl98,4-5-1683/232,5,-6--12791262,6-28�9941250, 7-28�994/249,7-29-01412,8-29=01412,8-9-0/420,9-lO=Ot420,10-11-49/329, 11-12,-24/482,13-14=-8171120 BOTCHORD 2-27-1611W5-25-01549,24-25--WlSIO, 23-24=011508,23-30--01747,22-30--01747, 22-31 =0`747, 21-31--0/747, 8-21-3421112, 19-32-5971220, 18-32--5971220, 17-18=0/512,17-33-0/512,16-33=0/512,16-34-01512 14-34-01512 WEBS 3-27-268185,25-27-1711456,5-23-7781142,6-23-351277,7-23--l8t584, 7 -22=0/442,7 -21-1753/106,19-21-6901268,10-21=011198,10-19-2374/76, 10-18=-5611070,11-18-564137,13-18=-922/175,13-16--0/394 NOTES - 1) Wind: ASCE 7-10Vult-115mph (3-secondgush V(IRC2012)-91 mph; TCDL-6Cpsf, BCDL-6,0psf; h=25ft; 13-451t� L=53ft� eave=611 Cat11; Exp C; ea�losedgDOL=1 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf-30.0 Pat (flat roof snow); Category 11; Exp C', Partially Exp,; Ct=1 A 3) This truss has been designed for greater of min roof live load of 16.0 PSI or I 00 firms flat mot load of X0 psf on overhangs non -concurrent with other live loads, 4) Provide adequate drainage to prevent water panning. 5) All plates are 06 MT20 unless otherwise indicated, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other We toads, fit between the bottom chord and any other members, with SCDL = 10,0psf 8) WARNING! Required bearing size at joint(s) 19 greater than input bearing size, W WA NG - Vartyk desain parametens one WAV NOTES am rfaS AND INCLUDED AMK REFERANCE PAGE W7473 raw. 4V14,7015 BEFORE USE, Design volid for use only with kinek connectors This design is based onLy upon porarneters shovm, end is for on frsdviduot building component, AssishcotoRy of cessign pororneten end ptoper incorporation of c is msporatstrit, of bv#dirQ des4w - not truss des' w. br tio shown is for knerd support of indiviclud web rrwrnbefs only. Additsonal re"porory bracing to insure Mobility during const=ton b the responebUty of the erector, Addlionot peerronent broctrO of the overol structure es the resp onsibiffly of the bultdino de , bgrw For generof putsimce regarding forvicotorn, Ouse" Control, storage, de0Ven'r erection and brocing, consu" ANSI/TMI Quality Criteria, 115I-89 and SCSI livildina Component 7777 Greenback Lane Safety an avotob4e from Truss Pkne insfitrge, 781 K Lee Street, Sure 312, Atexoncklo, VA 2231A, Suite 109 A NG - Y 'fin P tris errd AO NOTES ON TWS AND INCLUDED A#TEK AEFERANCEPAGE AW4413 rev. 09d d61Ikf 6 BEFORE ME. Design vot6d to, use onN v m MTek connecion. This design is based onfy upon porarneaes shown, and is for an indivedud bv#ding component, AppticabfAty of design Parameters and proper incorporation of ca neat b responebOy of buldng designer - not truss deggner. 6rocing shuv n is for foisv of suppxi of individud web members onty. Additional tenoxxor-y bracing to insure Mobility during conatucf6an 4 the responsibAAty, of the ;T.. E� MI erector, Additiorrai permanent brocing of the ovemtt stnscium is the respro.n fti kty at the Wiling designer. Feu genemt g0donce regarding ��`�i.» tabricoWn- ctuafity confrot, storage. deWery, median and bracing, conur" ANSVIelt 0traft Waste, D$6-69 and 6CSi balding Companeat 7777 Gseessoack Lane Safety Inforawflon ovoiksbte iron Truss Ptafe Instltofe, 781 N, tee Street, Suite 312, Aiexoncbo, VA 22314- suite 109 4XS '5- 4X6 '.- 4 3 2 5X12Mi. SSHS 11 25 Tore 5'7.s V, �9 11 �14 �6-112�Wl scisto - 1:111'2 4X4 04 06 = EX6 8.06 F1F 6 729 8 930 10 6X6 5 =N� 31 22 32 21 1 08 = 24 2X4 4,B 3X4 If 2X4 11 OX14 2X4 = SX6 it 06 12 06 Z1 20 3334 35 19 3E 1 8X14 14 15 08 = 17 16 5X12MI8SH 11 04 3s4 11 6x8 11.9-0 17-11-i4 1t'940 46-6-2 LOADING (pso SPACING- 2-" CSL TOLL 30.0 (RSnow-30,O) Plate Grip DOL 1,15 TC 0,66 oof TCDL 10.0 Lumber DOL 1,15 SC 0.70 SCLL 0.0 Rep Stress Incr YES WE 0,77 Code 3RC20121rp,12007 (matrix) LUNIBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 165OF 1,5E *Except* 5-24,11-17,26-27.- 2x4 SPF No,2 WEBS 20 SPF No.2 *Except* 3-25,3-23,13-18,1316,27-28:2x4 WW Stud WEDGE Left; 2x6 SPF 1650F 1.5E, Right: 2x6 SPF 165OF 1.5E REACTIONS, (Ithsize) 2-279910-" (min, 04-6),14-27990" (min, 0-4-6) Max Harz 2-328(LC 6) Max Uplift 2=-293(LC 8),14--293(LO 8) DEFL. in (Ioc) Vdeft 'IdPLATES GRIP Vert(LL) -01 n 8 20-22 >999 3.0 MT20 1691123 Vert(TL) -0,57 20-72 >9N 2400 MISSHS 1971144 Horz(TL) 0.40 14 n/a ma Weight: 368 to FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11 -10 no purlins, except 2-" oc purlins (4-10-11 max.); 6-10, BUT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 23-24 WEBS I Row at micipt 5-22,7-22,9-19,11-19 JOINTS I Brace at Jt(s): 23 M'r be installed during truss erection, in accordance with Stabilizer FORCES, ijb) - Max, Compidlylax, Ten, - All tomes 250 (to) or Less except when shown, TOPCHORD 2-3�39311313, 3-4=-4888/370, 4-5-4790/404, 5-6-3692/400,6-29=-30021380, 7-29--30DIM0, 7-8=-32SM98,8-9-3258/398,9-30=,-29641380,10-30-2W/380, 10-1 1-36741406,11-12=45941401, 12-13---4728r366,13-14--3941/317 BOTCHORD 2-25-110144, 523-5/1229,23-31-7814175,22-31--8114M, 22-32--W3343, 21-32-013343, 21-33=0/3343, 20-33-Or3343, 20-34-013301, 34-35--V3301, 1 9�-35=QV13 19 -36 -64M29,18 -36-62M30, 11-18-13/1125,14-16-114/3000 WEBS 3 -25= -11881127,23 -25-11713328,3-23-011090,5-22-14811195,6-22=-9511543, 7-22-692/67,7-20-271261,9-20--261256,9-19-69lt69,10-19-10911556, 11-19-1346/18% 16-18=-1 19/3143,13-18=01957,13-16=-10471128 I NOTES - 1) ftrrc!�ASCE 7-10� VUK=IlSmph (3 -second gust) V(IRC2012)-91mph; TCDL=6,Opsf,, BCDL-6,Opsf, h=25ft; S=45ft� L-53ft; eave=6ft; Cat, 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and tight exposed; Lumber DOL -1 At plate grip DOL- 1 60 2) TCLL: ASCE 7-10; Pf=30.0 Pat (flat roof snowp C; Partially Exp,; Ct=l, I 3) This truss has been designed for greater of min roof live load of 16,0 psf or 1,00 times flat roof load of 30.0 pid on overhangs non-conruffent with other live loads 4) Provide adequate drainage to prevent water ponding, 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10,0 pal bottom chord live load nonconcurfent With any other five loads N4,1i iw Irr"- '-f�-hint-wo fit between the bottom chord and any other members, with SCDL - 10Opsf, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 2 and 293 to uplift at joint 14. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1, WARAVNG• Irwify dWins jUiensurhos; and MAD NOTES ON Me AND INCLOOED AWM WOMNCE PAGE MO -7473 rev. O2+Y"015 BEFORE USE. Design vofid for use onry with Mirek connectors, Wr, design e based onry upon parameters shown, and is for on individud brAdding cornponent, Applicobilts, of conch parnmeten and Prow incorporation of coni B responsib4fty of bulding designer - not In= designer, Bracing shown Addy ficnat tempwary titacing to inuxe stotAty during corntruc0on b the tesponsiblity of the. erector. Adslifionor pernswwrnt brocing of the of erog structure is The responsibi4ty of she nufideig dentirerr. Fax general guidance regarding fabrication, gnarly control, stotoge, deRvery, erection end brocing, consuft ARSI/Tyd Qualty Ctffeft. O58-49 and SCM bultding Comparstarl 7777 Greeribird, Lane Safety fifforstraffan ovoitotxe from Two; Plate instrfute, 782 N, Lee Street SkAor 312, Alexandria VA 22314, sit" 109 May 29,2015 fk,rI C* - 10) "Semi-rigid pitchbreaks with fixed heefs' Member end fixity model was used in the analysis and design of this truss, 11) GW*kat AvAik reAreseAtatita,40es A*t fqie the Size W-the'vie:Nmio" af the PwAin altris the UP in't/v *tivn e0afiv, LOAD CASE(S) Standard W WARNING - VardY dftVn Paramweve and READ NOTES ON IMS Alan INCLUDED WTFK WFERANCE PAGE WWI rev. av%W15 REF OW USE Deugn ashd for use only with eofek conneclon, This design is based cny upon pwornaters shown, and is for an indiAdvor bvitchng component. Apidic,ObAty Of design pwomelots and proper hccxporailon of Component is remonsbRity of bu4s3ing des+gnw - not truss designer, buscing "vn is for loteror supPort of "individual web nvmbes only. AddifionoS fenVoctry brocing to insure stotofity during mnsfmcfr`on is the responsibRifty of the erector. Additional brocing the is the the buidinif MITROW Permanent of rnefol structure responsibility at designer, For gersord guidance regordhq fOo6CCfiOn, QUORY COntrok storage, delivery, reaction and brocing, Consuff ANSVrflll Qvaffly Criteria, DS8-89 and 6Ckf livilding Component 7777 Greenback Laos, So" Information 0yoftoWe fro rn Truss Pkae institute, 781 N. Lee. Street, Suite 312, Alexonddo, VA 22314. state 109 2-0-0 8,00 FiF exit 6X6 �' 4A = 4X4 = 06 = 4X4 7 31 a 9 32 10 5x12M48SHS 11 27 26 vu wRaIs 17 Sx1211,418SHS 11 6x8 == 30 11 8"14 2X4 = a 3X4 It aaf = cow LOADING (Pall, TCLL30,0 SPACING- 2-041 CSL DEFL. in (too) I/dell Lid PLATES GRIP (Roof Srww--30.0) Plate Grip DOL 1,15 TC 0,66 Vert(LL) 43621-23 X998 360 MT20 169/123 TCDL 10�0 Lumber DOL IAS SC 030 Verl(TI-) «0.7521- 3 >839 240 M18 H5 1971144 Rep Stress Incr YES WS 0,76 Horz(TL) 0.46 15 n/a n/a BCLL 0.0 Code fRC20121TPl2W7 (matrix) Weight: 358 to FT = 20% LUMBER. BRACING - TOP CHORD 2x6 SPE 1650E 1,5E TOP CHORD Structural wood sheathing directly applied or 3-10-12 an purlins, except BOT CHORD 2x6 SPF 165OF 1,5E *Except2-0-0 oc purtins (4-" max.): 6-11, 5-26,12-18,28-29: 2x4 SPF No,2 BOT CHORD Rod ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 *Exmpt* 10-0-0 do bracing: 25-26 3.27,3.25,5.24,12-20,14.19,14-17,28-30:2x4 1AW Stud WEBS I Row at midpt 5-24,7-24,8-23,8-21,10-20,12-20 WEDGE JOINTS I Brace at Jt(s): 25,24 Left: 2x6 SPF 165OF I .SE, Right: 24 SPF 165OF 1,5E MfTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 2.2799/0-5-8 (min. 0-4-6), 15=2799/0-5-6 (min, 0-4-6) Max Horz 2=254(LC 7) Max Uplift 2=-293(LC 8), 15-293(LC 8) FORCES. (lb) - Max. Comp,/Max, Ten, - All forces 250 (Its) or less except when shown, TOPCHORD 2-3-3936/315,3A-48311366,4-5=-4680/400,5�6--41791420, 6-7-3539r3%, 7-31--4439/433, B-31 =-44391433, 8-9--44361433, 9-32=A436/433, 10-32=-44361433, 10- 1 1-3553/367,11-12=;-41181424, 12-13=-45201396, 13-14=-4682/362, 14-15-39461318 BOTCHORD 2-27-11713031, 5-25�58/1283, 24-25--7113911, 24-33-99/4319, 33-34-99/4319, 23-34=-9914319,22-23�12314588,22-35--123/4W, 21-35-12314588,21-36=-9tV4318, 36-37-9814318,20-37�9814318,19-20=-W/3763,12-19=-6511270,15-17-11613010 VVESS 3 -27 -11281131 25 -27 -12513149,3 -25 --OM1, 5-24-12071156,6-24=-lWI875, 7-24-12691122, 7-23=0/581, 8-23-298173, 8-2 1 �305174, 10-21 =01573, 10-20--12451120,11-20-15911767,12-20--11161157,17-19-12013073,14-19=0/863, 14-17-10331130 NOTES - 1) Wfnd� ASCE 7-10, Vuft-115mph (3-secont! gust) V(IRC20OL-6,Opsf; BCDL=&0psf,, B-45ft; L=53ft; eave=6ft� CaL ll� Exp C� encidsed; MWFRS (directkxral)� cantilever left and right exposed � end vertical left and fight exposed; Lumber DOL=1.6D plate grip DOL=1,60 2) TCLL', ASCE 7-W Pf=30.0 psf iftal roofsnow)� Category It Exts C; Partially Exp,� Ct-lA 3) This truss has been designed for greater of min roof live load of 11&0 psf or 1,00 times Rat roof load of 30,0 psf on overhangs non-concuffent with other live leads, 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated, 6) This truss has been designed for a 10,0 psf bottom chord live to +- y.. with any other live loads, I I Design voNd for use only with K*jlek connectors This design 0 based tints, upon porarneters shovel, and is for on indKeirfud building component Applicability Of des an pororneters and Proper rxxxporohon of cOnVtar wnt is resPonsibifity of bLAdvrg desigrw -trot tris designer. Broiang Owen is for k7tensl support Of indrvidvol web members only. AdditionalWrtoorstry broriiV to insure stabSty during Construction n the responsibOry at the erector, Additional peononent bgrcing of the ovenal structure is the responsibiiity of the buRcAng designer. For general guidance regarding fabricrition, quahty coneoL storage, delivery, erection and brocing, consuff ANSVTPII (fooley edo, 0$8.81 and Ilat fivAdialf Component Safety fforraofloo ovoiiobie- from, Inns Mate frisfilvie, 781 K Lee Street, SWe 312, Alexandria, VA 22,314 yylq� May 29,2015 • •ri W #M . Vw#yeiaafqffFswamaRm..dREAONOMS ON MS AND INCLU ad RERERANCE AAOEW7d73 rev. 0"6705 BEFORE USE. °W i * ca Design valid for uxe tty with M lek connectors thin design is based o nsy upon porafriefers shown, and 4 tot on individual ing component, APplicobrkty of design porornesem and proper incorporation cal consdonenf s re obVity of buf1ding designer - not inm designer. Bracing shown is for ioteral svpport of individuol were members ority. Additionot tenVormy bracing io insures stabilip, dvdng constnaction B the responsfebts, of the ;y (> ecectar. Addtetonai pernment brocing of fOe overol stn cchxe k the resPonsibitity of the g deb goer. For tfcneroa gvidonce regarding [ TOAs.:• fabrication, puoRy control, storage, delivery, erection and broci„g, consult ANSIAMI C&*Wy Ctderta, 0$5-$t and SCSI BuBd riki Component 7777 Greenback Lane so" In tion ova4obte from truss Plate irs Mute, 781 k#. Lee Street, Sufte 312, Atexonckta, VA 22314, SU401£19 2-0-0 6-10-12 6-74 �1" 2 WO Im 6X8 = 3X4 fl 4X4 = 4X6 = 4X4 = sire 6X6 ,- 5X12 If 26 __ 24 23 it 10 Dxld to 4X6 4x8 m 3X8MI65HS iI 3.4 4X5 2*4 It LOADING (psi) SPACING- 2-0-0 CSI, DEFL in (too) Vdefi UdPLATES GRIP TOLL 30,0 Plate Grip DOL 1,15 TC 0.35 Vert(LL) -0,09 17 >999 360 MT20 169/123 (Roof Snow --30,0) Lumber DOL 115 SC OA2 Vert(TL) -0,1920-22 >999 240 M18SHS 197/144 TCDL 10.0 Rep Stress Incr YES WB OSS Horz(TL) O,08 14 n/a No BCLL 0.0 Code IRC2012ITP12007 (Matrix) Wffight: 341 to FT - 20% LUMBER- BRACING - TOP CHORD 24 SPE 165OF 1,5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOT CHORD 2x6 SPF 1650F 1.6E'Except* 24)-0 oc puffins (6-0-0 max.): 5"1O. 6-23,11-17: 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except WEBS 2X4 SPF No,2 'Except' 6-0-0 cc bracing: 2324 3-26,22-24,11-19,16-16,13.18,13-16:2x4 VVW Stud 3-1-10 oc bracing: 22-23. WEDGE WEBS I Raw at mapt 3-24, 5-22, 7-22 Left: 2x6 SPF 1650F 1,5E, Right: 2x6 SPF 165OF 1.5E VMTfeTk ir;e mends that Stabilizers and required cross bracini- be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 2-82910-5-8 (min, 0-1-8), 23=316910-5-8 (min. 0-5-0), 14=1600A)-5-8 Max Horz 2=254(LC 7) Max Uplift 2-171 (LC 8), 2,3-196(LC 8), 14--219(LC 8) FORCES. (to) -Max. Comp,/Max, Ten, -All forces 250 (lb) or less except when shown, TOP CHORD 2-3-7271126, 5-6-01872,6-27--01869,7-27=01869,7-8-9201203,8-28-9201203, 0-28-920/203, 9-1 0=- 1397/231, 10-11-16421268, 11-12-18241228, 12-13--19701194, 13-14-19891197 BOTCHORD 2-26-421544, 25-26-42/5", 2,4-25--42J544, 22-23-3113/228, 6-22-580/136, 22-29=0/469, 21-29=01469, 21-30=0/469, 20-30--01469, 20-31 =01 1159, 31-32--011159, 19- 32 -WI 159, 18-19=01 1498, 11-18�321634, 14 -16--20,11460 WEBS 3-26-01282, 3-24=-6171143,5-24=-501495,5-22-12951112,7-22-19451144, 7-20=Ofl 125, 9-20=-847/121, 9-19=0/326, 10-19-811602, 11-19--7201138, 16-18-2211468,13-16-425192 NOTES - 1) Wind: ASCE 7-10; Vuft- 1 15mph (3- second we V(IRC2012)=91 mph; TCDL =6.0p*it ri=25ft� B =45ft� L=53ft; oave=W Cat, 11; Exp C; enclosed; MWFRS fdirectlonal)� cantilever " and right exposed; end vertical left and right exposed; Lumber DOL- 1,60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf-30,0 psf (flat roof snow); Category 0; Exp C; Partially Exp.; Ct=l A 3) This truss has been designed for greater of min roof live toad of 16,0 par or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live leads. 4) Provide adequate drainage to prevent water pending, 5) All plates are MT20 plates unless othervAse indicated. 6) This truss has been designed for a 10,0 psf bottom chord live load nonooncurrent with any other live toads, 7) - 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 BCDL = 1(r0psf, 6) Ar*;vite "'Aacisar, iss I mine4i mONtrs)'If truss t* le 26p, Si "' .,.w. will ! ifix 1, 1711* upliX 2t jibbit 2 , I Sf, 14 u w4 IT at jo for Za and 219 to uplift at joint 14, 9) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 1A and R802. 10,2 and referenced standard ANSIfM 1, WAPVNG -1% Ny disigtr panaestersand READ NOTES ON V*S AND WCLUDED MMEK REFERANCE PAGE AW7413 "V 021MMS BEFORE LIM wrww Design vofid for use or* With Wok connectors. ThIS design is hosed only upon poromerters shoran , and is to an indvIduoi bkAldhg co rent,. AppkobAty of design porn eters ond proper incorporation of component is resporriblity of buieling designer . not truss designer, firsicing gros 4 for taterd support of indi-iolvof web, rrember, only. Additionot ternporory broc*V to kmoe stobitty during construction is the responsioNty of the erector. Addifionot penrconerri brocing of " overol setrefure is the rescronsibitify of " ousding designer.r,*r. generoi guidonce regarding Welk' 6rorricut6n, civoIty coned, sloroge, deWery, erection and procing consult ANSIAM QQQW Colette, OSS -09 and SCSI livildInG component 7777 Greenback Lane lia"Informotion ovoliopie from huts Piole h0tufe, 781 N, Lee Street Suite 312. Atexondim, VA W114 sule 169 May 29,2015 NOTES - 10) "Semi-rigid pftchbreaks with fixed heefs" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. 3092�� OL WAAWNQ - Stedfirdosilsopramotars and READ NOTES ON IMS AW XCLWEV WTEK REFERANCE PAGEMO-7473 w W&WISREF OREUSE. Devon vofid tot use ontymih WTO connector, Ths deson is txised only upon pwornetem shown, and is for on nciNktod buWJoV component, APPOCObifity Of deooh pommoterst one proper hcorporeftm of come 4 responsibRy of buichrot designor - not frun dekrw, Brocing shown is for toteml support of tndMduo$ web rrembers o*, Addifionof lthnporoo, brocing to hvje ttobft during Oonstwfion is she respmsfbktty of the, emdor Addifionot Pernvonent braeof the overal structure is the regmn0bi5ly of the biAd0V designer Fot generd guidonce tegording tabricotion, quoRy controt, storoge, defiverr, erection and bracing, consult ANSI/Tlm Quo0y Offerio. OSS -89 and #CSf livilding Component 7M Greenback Lam Solely Information ovolfoUe from TnM Plate institute. 781 N. Lee Street SvIte 312, Aiexandtio, VA 22314, SV#e 108 it-oo 5-2 8xe 3.4 4*4 = 416 = 04 6 w= &Xass LOADING (psf) TOLL 30,0 (Roof Snow -30.0) TCOL 10Z BCLL 00 26 - 24 23 17 16 4X6 = 6X12 3X4 ll 3A ll Exit 2x4 it $X8 = LUMBER- TOPCHORD 2X6 SPF 165OF 1.5E BOTCHORD 2x6 SPF 165OF I,SE 'Except- 6-23,11-17� 2x4 SPF No,2 WEBS 2xit SPF NO.2 -Except- 3-26,11-19,13-18,13-1& 2x4 WW Stud OTHERS 2X4 WIN Sled WEDGE IMP-933HIPM CSL DEFL, in (loc) tldattPLATES GRIP TO 0,68 Vert(LL) -0,3420-22 > 360 MT20 169/123 SC 0,69 Verl(TI-) -0,7620-22 i� 28 240 MISSHS 197/144 WB 0,75 Horz(TL) 0,40 14 side n/a (matrix) Weight: 344 Its FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc punits, except 2-" oc purlins (4-1-4 max,): 5-10. SOT CHORD Rigid calling directly applied or 10-0-0 Do bracing, Except; 6-0-0 oe bracing: 23-24, V*BS I Row at midlit 3-24,5-24,7-22,9-19, 11-19 ihef§iabiiix;rWBWd requiredcrossbrae nin. �M,T-ekmcDmii�,�d-s to be in during truss election, in accordance with Stabilizer ! hs. .1ishort . st,1110hon gLr de n !g_ tq� REACTIONS. (lb/size) 2-2799/0-5-8 (min. 0-4-6),14-2799/0-5-8 (min, 0-4-6) Max Horz 2-254(LC 7) Max Uph82-293(LC 8),14=293(1-C 8) FORCES, (lb) - Max. Comp,/Max, Ten, - All forces 250 (to) or less except when shown. TOPCHORD 2-3-39501326, 3-4-34461340,4-5�32911380, "=-43261440, 6-27=-4334/439, 7-27=-4334/439,7-8=-4489/430,8-28--4489/430, 9-28=-4489/430,9-10-3552/366, 10- 11-41181423, 11-12=-452CV396, 12-13--4682/362, 13-14-3946/318 BOTCHORD 2-26--118/3019,25-26-116/3DIS, 24-25--118/3019,6-22--5201132,22-29--123/4W, 21-29-123/4588, 21-30-12314588 20-30-12314588, 20-31--99/4309, 31-32-W4309, 19-32-99/4309,18-19=-61/3764,11-18�71/1274,14-16-11613010 AEBS 3-26--W267, 3-24--3871128, 5-24-497M, 22-24-4/2812, 5-22-118/2421, 7-22=-485/48, 7-20-251/101, 9-20=01573,9-19=-ll98tl24,10-19-15811768, 11-19�11 191162,16-18-12013073,13-18=0/647,13-16-10331130 NOTES - 1) Wind: ASCE 7-10: Vuft-115mph (3 -second gust) V(IRC2012)-91mph; TCDL--6,Opsf; BCDL=6,Opsf., h=25ft; B-45ft: L=5311; eave--6ft; Cat. 11; Exp C: enclosed; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip 1rOL-1.60 2) TOLL, ASCE 7-10; Pf=30,0 pegory It Exp C; Partially Exp.; Ct-11 3) This truss has been designed forgreater of min roof live load of 16,0 pat or 100 times flat roof toad of 30.0 paten overhangs non -concurrent with other We loads. 4) Provide adequate drainage to prevent water ponding, 5) All plates are MT20 plates unless otherwise indicated, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcuffent with any other live loads, fzi�jj "T!u**2f fit between the bottom chord and any other members, with BCDL - 10,Opsf 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 to uplift at joint 2 and 293 to uplift at joint 14. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 I I and R802,10,2 and referenced standard ANSI/TPI 1, WAMWNG - VWVY design pwwisotors find READ NOTES ON THIS AIV DINCLUDED AVIEK REFERANCE PAGE AW -7471 mv, OVIA07015 BEFORE Use, Design vofid for t*e only with 4Tok connectors. this deogn K based one, upon poo ten shown, and is for on in&Aduoi buitding component, Applicobaty ofd n pommeten and pvoper incorpomfion of component is responsbUty of buieling despnef - not truss desitner, tiocing shown is for lateral support of indMduot web rnembets oNy, Additiond ternporary brocino to intore Mobility du*V corwhiction, `ss the respombUty of the erector. Adotionof permanent bracing of the overo# Owdure is rne responhhOy of the building design. Fou general gWooncis regading fobric"flon. quality control, sivoge, delivery, erection and brocing consvff AN$Vtfql Q000ty CrIteda, DSA -99 and ECS/ bulding component So" Information ovoltopie torn rhos Note Insfit0e, 781 N. Lee Street, Suite 312, Alexondrio, VA 22314, yqffla May 29,2015 NOTES- 11) OT S- 11} Graphical pudin represe9taffort does not depict t the size or the orientation at the purlm along the top and/or bottom chord. ao,"WNG. Vivirydniriparsimosersand READ ROM ON TMS AND WCLWED WrEK REPERANCEPAGE W7472 rov OVIS4015 BEFORE USE`.. Design valid for the any with MTek connectors, This design 4 bosed reit upon porarnelers shown, and is for an ind'+viduW buDding cornponent.. ApplicobiPity of design Faraaneters and proper incorporation of c ornborrent a MPMbMy of butdng designer - not truss designer. Brocing shown is for iolerol support of indvidual web rnernbers only. Additsarsaf tervorory twocing two'to Breve stabel}ty durirsg construction's the responsieflity of me erector. Additiond nenf br of the overa9 strtciue is the responabEty of the b"H&V designer, Far general isvidonce regarding rding tobticatiom quORY controN. storage detivaery, erection acrd bracing, consult ANSI/IPif Quality Cifteeld, Mat and 9319aa#ding Component 7777 Greenback Inane Safety Informolton avalloble from Truss Pone institute, 781 N, tee Street. SvUe 312, Alexonddo, VA 22314. Suite 909 6.10-12 2X4 if Us = fixe troo 4x4 = 44 axe 4X8 = 4X8 2X4 V1 LOADING (psi) SPACING- 2-0-0 CSL DEFL„ in (k>c) Wall Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,89 Vert(LL) -OW 14-16 a999 360 MT20 169/123 (Roof Snow -30,O) Lumber DOL 1,15 BC 0,41 Vert(TL) 415 14-16 >999 240 M18SHS 1971144 TCDL 10,0 Rep Stress Incr YES VV8 0,54 Horz(TL) 0,02 12 n/a are BCLL 0,0 Code IRC2012ITP12007 (matrix) Weight: 269 to FTN 20% LUMBER. BRACING. TOP CHORD 2x6 SPF 1650F 1,5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except SOT CHORD 2x6 SPF 165OF 1,5E *Except* end verticals, and 2-0-0 oc purlms (6-0-0 max.): 6-10, 6-17:2x4 SPF No.2 BOT CHORD Rod ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 7x4 SPF No. *Except* 6-0-0 oc bracing: 17-18 3-20,"16-18,11-13.2x4 VVW Stud 3-10-3 oc bracing. 16-17. WEDGE WEBS I Row at midpt 3-18,5-16,7-16,9-13 Let 2x6 SPF 165OF 1,5EHTkTemends Haat Stabrlizer5 and requ red cross ng be installed during truss erection, in accordance with Stabilizer REACTIONS, (Itilsize) 2-1038/0-5-8 (min. 0-1-10), 17=2275/0-5-8 (min, 0-3^9),12-87311)-" (min, 0-1-8) Max Harz 2=332(LC 5) Max Upllft2=-143(i.0 8),17-187(LC 8), 12-75(LC 8) FORCES(to) - Max. Comp,[Max- Ten, - All forces 250 (lb) or less except when shown, TOPCHORD 2-3-1068/60, 3-4-48&88, 4-5-3241128, 5-21-62/354, 6-21--52/355, 6-22-531350, 7-22--531350, 7-23-6151125, 8-23=-6151125 8-9=-615/125,10-11-2821132, 11-12-9701'76 BOTCHORD 2-20--1511742,19-20--1511742, 18-lq-151/742,16-17-2219/2186-16--572tl36, 16-24-1101408, 15-24--110/408, 15-25-110/408, 14-25-1101408,14-26- 1 23tS69, 26-27=-1231569,13-27-1231569 VVESS 3-20=01281, 3-18-5881145, 5-18-16/430, 16-18-79/330, 5-16�SWIOI, 7-16=-1050196,7-14--W426,9-13=-632/94,11-13-571830 NOTES - 1) Vilind: ASCE 7-10; Vuft=l 15mph (3 -second gust) V(IRC2012)=91mph; TCDL=6,Opsf,, BCDL=6,Opsf; h-25ft', 8-45ft� L-40ft; eave-fift; Cat, 11; Exp 0: sfnolosed� MVVFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip a+ »« 2) TCLL: ASCE 7-10: Pf-30O pat (flat roof snow); Category It; Exp C; Partially Exp.: Ct-1.1 3) This truss has been designed for greater of min roof live load of 16,0 pet or 100 times flat roof load of 30.0 paf on overhangs non-coricurrent with other live loads, 4) Provide adequate drainage to prevent water pending, 5) All plates are MT20 plates unless otherwise indicated, 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 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betw"n the bottom chord and any other members, with 8CC>L - 10,Opsf, 11 WARM100 - Vffy do.O. p.1W. and READ IVOIES ON TW$ AND INCLUDED NICK RE NCE PAGE W74" rev. 0Vf&Wf5 BEFORE use, Design valid for use onfy with Wok connedom This deagn is broad o* upon porornerers shown, end is to on indviduol balding conVorrent, App6coo4h, of desfgn pororrfeters and Proper Incorporation of component is responsbVity of bulding deegner - not tw deu'Werr, ffrocirrrt shown is tot fatted support of krdivrdval wee rnembers any, Additional reerporory orockir; to kwre stoloNty dtiring comituction is the responsbOly of the erector, Addifiond pearrorrent bracing of the overog Onxtoe is the responObAty of the buliding designer, For ifenerd guidance regarding fribneaflon. Quafity control, sforoqe. defhrefy. esecWn and orodng, consutt ANSfird'n Quality CAfteia, DS849 and 6CS1 leading Cotoportent stserty I ovoffottle fromlaw Plate kisfOute. 783 N. Lee Street, Suile 317 Alexandia, VA 22314. May 29,2015 NOTES - k. '!:"" .. ! tY i .* .. * .. _ Y !' i i:. if . ♦ i f♦i ♦ Y aTrS ON TMS AND WaUDEOUTEK WFERANCE PAGE W7471 use a* �Ah Mlei, connectors, Thi,, design pored onty upon offielem Afealk-OtAtY of Design design individual end e: Poper iQ�l1�tf. sr, '' ��.' en bracing, rsfiibWtIP,�shown, vilsf� �desi fiF'45ttnot tr. ss did} designer, bracing r uclion is the ci gs ho. , 4 for Werol support of f the erector. Additiortoi permanent bra ' of the overal structure a fire r ability of the building designer, For g at g0dorree r dir ig WOW fabrk-ation. Ruo4ty control storage, deRvery. erectionand bracing, consult AN54tTMI CK#*Wy Cr#e o, #?S9»8f and SCSI iivWft Comv+' near 7779 Greenback Lane Safety Inforerafton ovoucrbte from Truss Ptate iranOule, 781 N. Lee Street, Scute 312, Afexomdda, VA 2,231A, supe 109 4A = 4,1(8 = 2A 11 6,6 = 6x8 = 6X6 = 3A 20Y2-8 3, 00 F1 _2 4 9444 1.10,10 104-11 sus 0-:Z-12 22:0-3-O 0-" LOADING (saf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.12 16-18 >999 360 MT20 169/123 (Roof Snow -30.0) Lumber DOL 1,15 BC 09.33 Vert(TL) -0.24 16-18 >999 240 TCDL 10,0 Rep Stress Inca YES WB OV Horz(TL) 0.04 19 n/a nie BCLL 0,0 Code IRC2012ITP12007 mmm (Matrix) Weight: 309 to FT = 209! LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1,5E TCP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except SOT CHORD 2x6 SPF 1650F 1,5E end verticals, anti 2-0-0 cc purfins (6-0-0 max.): 7-13. WEBS 20 SPF No,2 *Except' BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-22,4-21,6-21,18-20: 20 AW Stud 6-0-0 oc bracing: 19.20 SLIDER Left 2x4 SPF No.2 1-7-2 5-11-11 oc bracing, 18-19. 1 Row at rredpt 9-18 WEBS I Row at midpt 7-21, 7-20,8-18,10-18,12-16,13-15 ki _rekrecor�ff_in_ds that _Sia6iifzem_and _ieq_ureii cross, b -racing r be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 2=112710-5-8 (min, 0-1.11), 19-208905-8 (min, 0-34)„ 15=9731p-5-8 (min, 0-1-10) Max Horz 2-362(LC 7) Max Uptift2-158(LC 8), 19-165(LC 5),15--94(LC 8) Max Grav 2-1127(LC 1), 19=2180(LC 14),15-1039(LC 15) FORCES. (to) - Max. Comp./Max, Ten. -All forces 250 (to) or less except when shown, TOPCHORD 2-3-15321122 3-4-1481/137, 4-5-1067/105, 5-6-937/134, 6-7=-1 1141328, 10-24-667/181, 11-24=-667/181, 11-12-667/181, 12-13-6691182 BOTCHORD 2-22-28811268, 21-22-28011243, 21-25=-881253, 25-26-881253, 20-26-881253, 18 -19 -21901164,9 -18--312183,18-27-104/417,17-27-1041417,17-28--104/417, 16-28-1041417, 16-29=-921371, 29-30�92/371, 15-30=-92/371 WEBS 4-22-5(268, 4-21-365/141, 6-21 =-6431267, 7-21 =-224/1172, 7-20--660/129, 8-20-106/641,8-18-8501120, 10-18=-856188,10-16--0/412,12-16�4461121, 13-16�161524,13-15=-836/98,18-20=-55/380 NOTES - 1) Wnd, ASCE 7-10; Vuft=l 15mph (3 -second gust) V(IRC2012)--91mph', TCDL-6,Opsf; BCOL-6,0psf; h=25ft� 8=45ft; L=40ft; eave=Sftl- Cat, It, Exp C, enclosed; MWFRS (directmnal)� cantilever left and tight exposed; end vertical left and right exposed, Lumber DOL=1,60 plate grip DOIL-1,60 2) TCLL� ASCE 7-10; Pf=30,0 psf iftall roof snow); Category It Exp C', Partially Exp,; Ct=1,1 3) This truss has been designed for greater of min roof live load of 16,0 pat or 1,00 times flat roof load of 30 0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water pending, 5) This truss has been designed for a 10.0 pet bottom chord live load nonconourrent with any other live loads. 6) * This truss has been designed for a live load of 20,0psif 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, 7) Beating at joint(s) 2, 19 considers parallel to grain value using ANSI/TPI I angle to grain formula, Building designer should verdy capacity of beating surface, and 94 to uplift at joint 15, El ,& WARMNG - par ars and ffADNOTES ON INS AAWAVOLUDWAVIEK REFERiVNCE PACE W7473tw. ww"OREPOW USE. Design YoAd for arse only veh Mrfek connecton, rho design is hosed onfie how porometers shown, and W fax on tndwidvoi buittling component, Appik-obAn, of design pear ..tens and proper incorporation of component is responsibiffty of "ding designer, not frvo designer, bracing shown is for loteO suPpod of hdMduoiweb rnernbers only, Additional lernporofy brocing to' sioNfity du*V construction is the ressonsbUty of the wecnos. Addffiond perrronent brockV of the, overof Onxivre is " femonsiniffy of the, "ding designer. For generd gvfdonce regording fabricalton, quoifty contest, storage, defivery, erection and brocing. comuh ANSIANI Quality Crlteda, DSO -89 and SCSI buldinst Cieratio" M 7777 Grooftseir Lane Solety Information ovoliabie from Tnw Plofe instdvie, 781 N. tee Street. Sulo 312, AteXaneirki, VA 2231C sisite 109 MEMEME NOTES- ,.. .... ,, ,. 4, .. fj W. NG - V ars and READ NOTES 4N TMS AND 1NCLUDE'D NTEK REFERgNCE PAGE MUF7479 raw, OWSMIS BEFORE USE, Design valid for use only mth Mlek: connectom Tho design is based only upon parameters and is for an kx9vat#ua£ building component. t° of deeon poron efem and Moder incorporation of component is respondeltty of buldng designer - not rem designer, firoci g shoo Y^ ApplWi N is for icafevof support of ind eduol web members orry. Addif onal temporary brocixrg to insure stobf0p, during construction is Ww respomieNty of the .. erector. Addtkxwk permanent bracing of the o» woti structure is the re kARty of the bu" designer. For generat guidonce regarding ! i�p e fobriaation, Quality conlrol sioupse, detivery, erection and bracing, consull ANSI/Mll Quaft Crfkeafa, OSR-St and BCSI BvBding Compawseal 7777 Greenback lane Safety Information ovokstrie from inns Plate irwstttute. 781 N. Lee Street, Suite 312. Me ronc ta, VA 223 a d. Suite 109 04 the = 04 6X6 == 2X4 11 08 = a fixe = 3X4 11 LOADING (psf) TOLL 30,0 SPACING- 2-0-0 CSLOEFL. in (loc) lidelf Ud (Roof Snow -30.0) Plate Grip DOL 115 TC 0.23 I Vert(LL) I -0,05 15-16 >999 360 TOOL 100 Lumber DOL 1A5 BC 0.22 Vert(TL) -1,1115.16 >999 240 BOLL 0,0 Rep Stress Incr YES WE 0,53 Horz(TL) 004 20 n/a n/a Rr.nt 4nn Code IRC2012rrPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2X6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2X6 SPF 1650F 1,5E VVESS W SPF No.2 *Except* BOT CHORD 4-23,4-22,6-22,19-21 : 2x4 WW Stud SLIDER Left 2x4 SPF Nor2 2-7-15 WEBS REACTIONS. ((b/size) 2-1040/0-" (min. 0-1-9),20-2260/0-" (min. 0-3-6),15-88810-5-8 (min, 0-1-8) Max Horz 2-340(LC 5) Max UpI4t2--136(LC 8), 20-195(LC 8), 15=-72(LC 8) Max Craw 2=1 (LC 1), 20-2261(LC 14),15--942(LC 15) FORCES. (to) -Max. Comp,/Max. Ten. -Aft forces 250 (lb) or less except when shown, TOP CHORD 2-3-W5/89,3.A=-1376/117,4-5--860)B7,5-6-795/108,6-7-926r244,8-9=-601306, 9-25-4561137, 10-25-4561137,10-26=-4561137,11-26456/137,11-12=-4561137, 12-13-6391152 BOTCHORD 2-23=-249/1205, 22-23-234/1154, 22-27=-87/274, 27-28=-87/274, 21-28--87/274, 19-20---22221217,9-19-12671179,19-29-3111129,18-29--312/127,17-18--3101127, 17-30--99/686, 16-30-99/586 WEBS 4-23-14/307, 4-22-452/114, 6-22=4711186, 7-22-179/981, 7-2 1 -4831101, 8-21=-47/551, 8-19-974/114, 9-17=-86/1055,10-17-4791121,12-17=-319/25, 12-16-289/121,13-16-361624,13-15-796/141,19-21-721272 Structural wood sheathing directly applied or 6-0-0 oc purims, except end verticals, and 2-0-0 oc purfins (6-0-0 max,): 7-13, Rigid ceiling directly applied or 6-0-0 oc bracing, Except 1 Row at midpt 9-19 1 Row at rindpt 7-21 8- 19, 12-17, 13- 15 LMiTek recommends that Stabilizers and required cross bracine-7 M be installed during truss erection, in accordance with Stabilizer Installation ide. NOTES - 1) Wnd� ASCE 7- 10ph (3 -second gust) V(IRC2012)-91 mph; TCDL-6,Opsf; BCDL-6.Opsf" h=25fL B-4511; L=40ft; eave-51L Cat, 11 Exp C; enctosed� MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL -1160 plate gr7.� DO60 2) TCLL ASCE 7-10; Pf=30,0 pst (flat roof snow)� Category it; Exp C; ParVaItyExp,;Ct-1,1 3) This truss has been designed for greater of min roof live load of 16.0 Pst Or 1 .00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads, 4) Provide adequate drainage to prevent water ponding, 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 6!, * This truss has fit between the bottom chord and any other members, with SCOL = 10,Opsf, 7) Bearing at joint(s) 2, 20 considers parallel to grain value using ANSVTP1 I angle to grain formula. Building designer should ve* capacity of bearing surface, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Is uplift at joint 2,195 to uplift at joint 20 MOWN" 1� L820M NOTES - designed in acoordancewithResidential #. - • and R802,10,2 and referenced stan#„ # e � Ok WARNING - VaInvimsforlparanwarsaivif READ NOTES DN OOS AND WCI.WEVWhFKREFEfiANCEPA0EW74Tf rev. M420ISSE'PORE USE. Design vend for use onty wrath obrek connectors, This deagn is based a* been porsonefem shown, and €5 for an indivvidud Wtr ing cornponent. ApapocobNty of design parorn fern and pro incotpotation of conVonent is responsi aNly of buOding designer - not buss de agrw. fracing shovm is for West support of indiv3 ud web n1embers onty. Addifionot ternpwory bracing to lnsure stab*ty during consfrucfbnn 4 the re ty of the * erector. Additions! petrioneni Cara in of iiia overall stnaclwe is the remonslbi0ty of the buldhg des0w. Far general 90donce regcydbg 1 fabricotion, quatity c onfra4 storage, delivery, e tomo, and bracing, consuit AWITNI Q Ct0 . DSS-S'k and SCSI SuNding Composted 7777 Greenback Lane So" Inklanaflast, avoRoble horn Ines Plate Mrtlitute, 781 N. Lee 3troef, Suite 312, Alexandria, VA 22314. Suite 109 ScWe - 1 .78,2 6,6 04 2X4 6I 4X8 =08 4X4 3X4 II &OD FIT 7 8 9 23 10 24 11 12 13 se. - - 3X4 il 3,00 F12- Plate-ggsets.cX0- 22:0-5-4 YL LOADING (psf) SPACING- 2-" CSL DEFL. in (10c) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 043 Vert(LL) -0.04 21-22 >999 360 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1,15 BC 017 Vert(TL) -012 21-22 >999 240 TCL 10,0 BCL L 0,0 Rep Stress Incr YES WE 0.57 Horz(TL) 0,04 19 n1a n/a Code IRC2012fTPI2007 (matrix) Viiaigft 274 Ili FT - 201A LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BEST CHORD 2x6 SPF MOF 1.58 end verticals, and 2-0-0 oc purlins (6-0.0 max,): 7-13. WEBS 2x4 1AW Stud 'Except* BOTCHORD, Rigid ceiling directly applied or 10-0-0 no bracing, Except: 7-21,7-20,10-18,10-15,12-14,8-20,8-18:2x4 SPF No.2 6-" ric bracing. 19-20 SLIDER Left 2x4 SPF No. 2 2-8-12 5-11-12 oc bracing: 18-19. VVESS I Row at midpt 7-20,10-18,12-14,8-18 iWfek—re;;iiimands that —Stabilizers and `required -cross WEWing- be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 14-866/0-" (min, 0-1-8),2-101710-5-8 (min, 0-1-8), 19=2306M-5-8 (min. 0-3-7) Max Harz 2=321(LC 6) Max UpIM14-86(LC 5), 2=-137(LC 8),19-191(LC 8) !1 9 L'k afitatafir. - varmy owifn p.,.w. aod Reao mores CW TM$ AND IMCCUDED III REFERANCE PACE W7473 rev. 0"612015 WOW USE Deugn Ydd for use orgy v0h Mlek connectors, This design is posed only upon porometers shown, and b for on IndMduor buOding component. Applk-obifity of design porometers and proper incorporation of component is responebilry of bI designer - not tnos desi"r. firacing Own 19 is for aferril support of indrOdual web mernbert onty. Addis' lertspopry brocicr; to insure stability during comtruction is the espornibUty of the erector. Addifionse permonenl brochg of the overoft structure is the, re 'drily of the bulding designer. for generd ovidonce regardirig fabrication, pointy control, Voroise, defivery erection and brocing, consuft ANSVTP11 Qua g+ Offeria, DSA -89 and WCSL sulding Co evil 77" Grp. ntrack Lara Safety liflo"notion, ovaRoble from True Note institute. 781 N. Lee Street, SOe 312. Afexondrip, VA 22314. sufte 149 NOTES - 10) "Semi-rigid pftchbreaks with fixed heels' Member end fixfty model was used in the analysis and design of this truss, 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord, aaa 4-" 6-7-3 4X8 = 2x4 It 4x8 = 4X5 = 4A = 2x4 11 40 ri 3.4 It Scale - t77,4 1; 3.0012 20-2-8 S4_2" 15 4S. 16.0-3.112-2-12 18:0-3-9 LOADING SPACING- 2-0-0 CSL DEFL in (too) Wall Ud PLATES GRIP TOLL 30,0 Plate Gap DOL 1.15 TC OV Vert(LL) -0,04 19-20 >999 360 MT20 1691123 (Roof Snow --30.0) Lumber DOL 115 BC 0.23 Vert(TL) -0,06 19-20 >999 240 TCDL 10,0 Rep Stress Incr YES WE3 0.60 Horz(TL) 0.04 12 rda his BCU_ 0,0 Code IRC2012rrPI2007 (Matrix) Weight: 251 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1,5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SPF 165OF 1,5E end verticals, and 2-0-0 do puffins (6-0-0 max.): 5-11. WESS 20 WVV Stud *Except* BOT CHORD Rigid otrifin9directlyapplied or 10-0-0ocbracing, Except: 6-19,9-16,9-13,10-12:2x4 SPF No.2 6-" oc bracmq� 17-18 SLIDER Left 2x4 SPF No.2 2-8-12 5-11-12 or, bracing: 16-17, WEBS I Raw at rni* 9-16,10-12,6-16 aM MiTek recommends that Stabilizers and required cross bracing 'Te' bWeinstalled during truss erection, in accordance with Stabilizer Mine tv"Ap REACTIONS, (lb/size) 12=86705-8 (min. 0-1-8), 2=101810-5-8 (min. 0-1-8), 17=230310-" (min. 0-3-7) Max Harz 2-270(LC 5) Max Uplift 12=-83(LC 5), 2-139(LC 8),17= 190(LC 8) FORCES, (lb) -Max, CompJMax, Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-3-14661100,3-4-13551130,4-5`-773/114, "--545/139,6-7--63/499, 7 -21=-631492,8-21-631492,8-9--63t492,9-22-746/131,10-22-7461131 BOT CHORD 2-20-20811106,19-20--196/1058,16-17--22SW214,7-16--494/117,15-16---97/544, 14-15=-97/544, 13-14-97/544, 12-1'3=•1161746 WEBS 4-20-0/315, 4-19=-57011 43, 6-19---60/597, 9-16-1318/99, 9-14-01273, 9-13-24/258, 10-12--941/92,6-16-10571104 NOTES - 1) Wind� ASCE 7-10� Vuft=l 15mph (3 -second gust) VQRC2012)=91rnph; TCDL=6,Opsf; BCDL=6,opsfI- h-25ft; B-45ft; L-4011; eave=5ft; Cat, 11; Exp C; enclosed; MWFRS (directional); cantilever left and right expoght exposed; Lumber DOL=1,60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf-30,0 psf (flat roof snow); Category 0; Exit C', Partially ExO.', Ct=l,l 3) This truss has been designed for greater of min roof live load of 20,0 psf or 1,00 times flat roof itrarl of 30 0 psf on overhangs non -concurrent with other live toads, 1) Provide adequate drainage to prevent water banding, 5) This truss has been designed for a 10.0 pst bottom chord live load nonconourrent with any other live toads, , 1"JIMIN 5)-r1l standard ANSVTP1 1, 10) "Starti-Nid pftchbreaks with fixed heels" Member end firifty model was used in the analysis and design of this truss, 11) Graphical purlin representation does !dept.. the size or the orientation of the purfin along the top andlor bottom chord, OL WARNING.. Vffy dawq. utv,.tw. aril atuid NOTES ON THIS AMU INCLUDED JATEK REFERANCE PAGE W7471 rev. OVIM015 BEFORE USE, Design solid for vie onty with NVok con. toms The design's based onty vpon pororeeten stuywn, and 4 for on indi0dVol Wading component. Applicability of des�n parorverbs and proper haxporotion of coarbor*nt e responsibility of buklino designer - not trim designm Stodog shown is for Wefd support of individuci veb rnernbers only AduRkrnd tensporan, bracht; to inexe Motiffly dng comt=tion Is the rissporiab" of the erector. Addirtionot pernionent brocing of the Overall struclure, is the relPOnsURY Of the "dkV designer, For generOf pArfainext regms1kV fabrication. quoffly control, storage, deRvery, erection and bocing. consuff ANSI/Ph Qually Cifterlai, OSS 44 and 4051 fivilding Component Safety on avolioblee from Inns Plate Institute, 781 N, Lee Street Suite 312, Alexandft VA I rrFIN WM May 29,2015 4-5_8 4.5.8 2-0-0 4Xn " 4" to - — — ------- ---------- --------- LOADING (osr) (10c) Wall Ud PLATE$ GRIP SPACING- 2-" TCLL 30,0 CSL Plate Grip DOL 115 (Roof Snow -30,0) TO 0,31 LumberDOL 115 TCDL 10,0 BIC 0,19 Rep Stress incr YES BOLL 0.0 WB 0,14 Code IRC2012JTP12007 (matrix) LUMBER. TOP CHORD 2x4 SPF No.2 rek recommends that Stabilizers and required cross bracing BOT CHORD 20 SPF No,2 rz. e installed during truss erection, in accordance with Stabil, r VVEBS 2x4 VVW Stud JUs q# ptIqn,gutoe SLIDER Left 2x8 SPF 1950F 1,7E 2-", Right 2x8 SPF 1950F 13E 2." REACTIONS, (ftsisize) 2-60&0-5-8 (min, 0-1-8),6=60610-5-8 (min, 0-1-8) Max Harr 2-96(LC 6) Max Upl1ft2=-109(LO 8), 6=109(1_C 8) FORCES. (lb) -Max. Comp,rMax, Ten, -All forces 250 (lb) or less except when shown, TOPCHORD 2-3-463/11,3-4-291/22,4-5--291/22,5-6-463fiI BOTCHORD 2-8--01251,6-8-01251 I DEFLin (10c) Wall Ud PLATE$ GRIP VertILL) -001 2-8 >999 360 MT20 1691123 Vert(TL) -0.03 2-8 >999 240 Horz(TL) O�00 6 n1a n/a Weight. 45 its FT - 20% rek recommends that Stabilizers and required cross bracing rz. e installed during truss erection, in accordance with Stabil, r JUs q# ptIqn,gutoe NOTES - 1) Wnd� ASCE 7-10 d gust) V(IRC2012)=91mph; TCDL=6.Opsf; BCDL-6,Opsf., h-25ft; 8=45ft; L=24ft; eave=4ft; Cat, ll� Exp C� enclosed; MWFRS (directional); cantilever left and right exposed � endvertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1.60 2) TOLL: ASCE 7-10; Pf-30,0 psf (flat roof snow); Category ll� Exp C; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live toad of 16O pst or I = times flat roof load of 30,0 pet on overhangs non-coneurrentivith other live loads. 4) This truss has been designed for a 10,0 psf bottom chord live toad rionconcurrent with any other live loads, 5) * This trxss has kean,4s*ee4 f*r a fiy,;4*af of 2*,Osf *n the 1*14ore Ortirt ss all 6raiss where a rectzAgle 34-41sill ly 2-6-6 wite Mfl- fit between the bottom chord and any other members, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 Ili uplift at joint 2 and 109 1b uplift at joint 6, 7) This truss is designed in accordance with the 2012 International Residential Code sections R502. 11, 1 and R802,10,2 and referenced standard ANSJITPI I 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 32�� It WARMNO-10wity4esisnprestortshes and READNOTESCIN MS AND #XLLMEVWTEKREFER4NCEPAGEAW7473nw 027 IS WORE USE Design voted for use a* witri mirek connectors, This design is based a* upon porornefers shovm. and is tar on individval building component, Appficob4ty of design priforneters and proper incorporation, of coroponenI is responsibilty of buiding designer -rust inin designer, firedog shown is for loterd support of indivishrol web osernbers o*, Addifionol temporary bracing to insure slocitry during construction is the resporelbOW of the erector. Addlffono$ pennonent brocing of tire overaft structure is the responsibility of the buikinc designer, For rionetof g0donce regordhii fabricefion, quality control. storage, defivery, erection and brocing. consult ANSIA1,11 Givolly, Criteria, 0$949 and SCSI lisslid[ng Component Saletyinformation ovoilabree Prom truss Plate Institute, 781 K Lee Street, Suite 312, Alexandria, VA22314, May 29,2015 2 40 " 4•s t z•ao DOM LOADING (psf) SPACING- 2 SL DEFL, in (too) Well Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.75 TC 0.38 Vert{LL) 0.01 9 nfr 120 MT20 1971144 (Roof Sf1aw-30.0) TCDLumber L 1.95 SC 0:03 Vert(TL) .0,02 9 ntr 12O TCDi 70.0 Rep Stress Ince YES we 0.08 Horz(TL) 0.00 10 nia We BCLL 0.0 " Code IRC2012frP12007 (Matrix)Weight: 40 to FT : 20% BCDL 10.0 LUMBER- GRACING- _�_..._ �.,...�>..,....__._.....e_.,.�......_... TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 0 oc oudinsr except BOT CHORD 2x4 SPF No.2 end verticals, VVESS 2x4 SPF No.2 BOT CHORD Rigid wiling directly applied or 6 oc bracing. OTHERS 2x4 SPF No,2 Wick recomrraends that Stabilizers and required cross bracing bInsInstat during truss erection, in accordance with Stabilizer taltat'o�ttagui� ____ REACTIONS. All beatings 8-11-0. (to) - Max Harz 16-124(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 14,12 except 16=-247(LC 8), 10-«247(LC 8), 15--284(LC 12), 11--284(LC 1) Max Grav Alt reactions 250 to or less at joint(s) 14, 15, 12, 11 except 16= 465(LC 12), 10.465(LC 12), 13-26$(LC 1) FOR « Comp./Max. ./Max. Ten. - Ali forces 250 (to) or less except when ShOwnLTOPCHORD 2-16-4801287,15-10--4801287 WEBS 3-151641324,7-11�1641324 NOTES- 1) Cat0; Exp C; enclosed� MWFRS idirecfional)� cantilever left and right exposed � end vertical teft and fight exposed; Lumber vi plate grip DOL -1,60 2) 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 consuft qualified building designer as per ANSVTPI 1, tpet (flat i Category r • non-concurrent4) This truss has been designed for greater of min roof live load of 16,0 psf or 1,00 times flat roof load of 30.0 pat on overhangs platesotherwise indicated, ) Gable requirescontinuousbottom e . bearing. 7) Truss to be fullysheathed from one face or securely braced against lateral movement (i.e. diagonal web) 8) Gable studs spaced at 2-0-0 oc, 9) This truss has been designed for a 10,0 psf bottomr Wits, standard 13) "Semi-rigid pitchbreaks with fixed heels" MemberR fixity modelwas used in the analysis R design of Design vofrd for use or* ,Mth atttfeex connectors, This design 4 based upon paromefers shorn, and is for on Indwidvot otAdirrif component, Appiicobifry of design poronreetes and proper incorporation of con9Knont b resPonsibiffly of designer - not fear deagrw Bracing shown u toy iaterol wound of hdividuat web rnembers onty. Add crn ai hrrnporoY brocho to inswe stat Aty dtArg comtr urban a the resporwitrMy of the erector, Addr6ond perrronenf brocing of the overa9 sirvcfure: is the responsibi0s of the buitdtng desi2iaeet. For general p refonce r ,ding fatxicotian, quaW c ontrot, storage, de. ion and bracing, consufi ANSI/1141 QueNy CAeft, AS11-B9 and BCS! Ovilding Component solely information avoitabie from Tnm Note insfitute.. 781 N, lee Street. Strife 312. Afexorwd6o, VA 22314. May 29,2015 '2.9.02^t.e. "100 112 -------------------- 2t8 73F 12tix12 t4&12 LOADIN (pig} SPACING -2 _ l« TEFL, _in ktcp itdefl i dd PLATES GRIP TCLL 30.0 Plate brigs DOL 1.15 TC 0.57 Vert(LLp -0.03 10-11 > 360 MT20 1691123 TCOL CDLSnow-30.00 10.0 Lumber DOL 1.15 SC 0.38 Vert(TL) -0.07 10-11 >999 240 Rep Stress Ines YES 0.31 Horz(TL) 0.03 8 rife Fire SCLd 0.0 ' Code IRC20121iPi2007 (Matrix) Weight 65 to FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4 oc purlins, except SOT CHORD 2X4 SPF No.2 end verticals„ and 2.0-0 oc purlins (-0-0 max.)-. 6-7. SS 2X4 VVW Stud SOT CHORD Rigid coifing directly applied or 10-0-0 oc bracing, SLIDER Left 2x8 SPF 1350E 1.7E 1-11-11 MiTelt re mends that Sfabtlizers and required cross bracing be installed during trews erection, in accordance with Stabilizer j REACTIONS.. (lb/size) 8.7051M an' t, 2=89505-8 (min. 0-1-8) Max Harz 2=152(LC 7) Mass Upflft8=-53(LC 8), 138(LC 8) NOTES - Design veal+d featuse only wMh Mitek connecton, Thi desdgn 4 based upon porarriefers sitown, wird is for an indrAdvat btAding coorpone,+nl, 1)Y Y+ gust)'+.. # A Y Apiolcoofty of design poi tens and proper Troomorofion of component 0 responsibify of buiI designee- neat truss designew. Bracing shown Cat it; Exp C� enclosed" MVVFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumbe, DOL -1.60 � pdxmarpent structure at For rionerd guidance regarding fabrication, quality eontrai, storage, deffvaro erection and bracing, consult ANStr O Quality CiffirdI DSO -89 and SCSI building Camp. f Sa Ir n availablefrom Trm Profe institute, 781 K fee Street, Suite 312, A Alexandria, VA 22314. plate grip DOL=160 2) TCLL� ASCE 7-10; Pf--30,0 pst iftat roof snow); Category It: Exp C: Partially Exp,; Ct=11 3) This truss has been designed for greater of min roof live load of 20,0 pst or 1,00 times flat roof load of 30.0 psf on overhangs non-concUrrent withother pending,4) Provide adequate drainage to prevent water 5) This truss has been designed for a 10O pst 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 bofforn chord in all areas where a #.e is0widerwill fit between the i# chord and any other members. �NDO t��i 7) Refer ## for # # w 8) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building des0er should verify capacity ,3 4 of beating surface, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111 uplift at joird(s) 8 except (#=Ib) jo 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10,2 and referenced• 11) "Semi-rigid pitchbreaks with f bred heele 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 purib along the top and/or bottom chord, LOAD CASE(S) Standard b WAANIVI V P tiers and READ NOTES ON TftlS NVCC.UDED ANT" REFERANCEPAGEW7473 mv, AV14,2015SETOW USE, Design veal+d featuse only wMh Mitek connecton, Thi desdgn 4 based upon porarriefers sitown, wird is for an indrAdvat btAding coorpone,+nl, Apiolcoofty of design poi tens and proper Troomorofion of component 0 responsibify of buiI designee- neat truss designew. Bracing shown I for Word) support of indr kluoi v+eb rnerrnbers onry. Additional temporary brochg to insure dobdF4y during coretruotion is the r busty of the erector. Additional brocing of the overal is the respornitsikly the budding deognar, � pdxmarpent structure at For rionerd guidance regarding fabrication, quality eontrai, storage, deffvaro erection and bracing, consult ANStr O Quality CiffirdI DSO -89 and SCSI building Camp. f Sa Ir n availablefrom Trm Profe institute, 781 K fee Street, Suite 312, A Alexandria, VA 22314. 7777 Greenback Mane 7777 109 240 7-3-6 7-3-6 H2= LOADING (ps" I TCLL 30"o SPACING- 2-" CSL (R +i S n ow-- 30, 0) Plate Grip DOL 1,15 TC 0,83 TCDL 10,0 Lumber DOL 1,15 BC 0,39 BCLL as Rep Stress Iner YES W8 OV Code IRC2012ITP12007 (matrix) REACTIONS. (lb/size) 7=89816-14 (Min, 0-1-8), 5=701A)-" (Min, 0-1-8) Max Herz 7=157(LC 7) Max Uplift7-141(LC 8), 5-52(LC 8) FORCES, (lb) - Max, Comp,/Max, Ten, - All forces 250 (lb) or $ass except when shown. TOPCHORD 2-3-771186,3-4-758/80,2-7--8351179,4-5--637/89 GOT CHORD 6-7-1471416,5-6=-74/328 VVESS 3-6-0/290,2-6-6?J267 DEFL. in (lac) Udell Lid PLATES GRIP Vert(LL) -0,05 6-7 >999 360 MT20 1971144 Vert(TL) -013 5-6 >M 240 Horz(rL) 0,01 5 We n1a Wbfight; 77 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purfins, except end verficals, BOTCHORD Rigid calling directly applied or 6-0-0 oc bracing. M5ik-Te—ocWn;;nds, that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES - 1) WndW Vutt--115mph(3-second gust) V(IRC20DL=6.Opsf-, BCDL-6,Opsf,, h=25ft; B-4511; L=24ft; eave=4ft CatW Exp C� enclosed; MWFRS (directional); canfileverleft and right "posed � end vertical left and fightexposed; Lumbef'DOL=I. plate gr; DOL -1,60 2) 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 qualiffed building designer as per ANSVTPI 1 3) TCLL: ASCE 7-10; Pf=3(LO psf (flat roof snow); Category 0; Exp p,; Clot, 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1 00 times flat roof load of 30,0 pst on overhangs non -concurrent with other live loads, 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-" oc. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live load& standard ANSIfTPi 1 11) 'Semi-rigid pftchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss, 3092 R.. i lk WAMANO - Verifydes4operwnefors and REAP NOTES ON TRS AND INCLUDED WrFK AFFEP4NCE PAGE W-7473 rev, AVIUMS OFFORE USE, Design voffd for use onty with Mlek connectors, Ibis design * based onN upon pwormters shown, and k for an hdvidvof Wining component Appfcabilyot design potornetersond propet incorporoton ofcomponent is responobffity of ouldno designer - not tftmdexWW. firockv shown is for Issferof support of incl Mduaw l et, rnernbefs 0*. Addifionot to-... rpwory bracing to traure stobifty during construction is the responsb9hp, at the eascim Additional permanent brocing of the overal structure is the resp onsbOty of the bsAdkng despner. For generc0 evidence regwdhg fspftsttiom QuoW control, storope, deWery, erection and bracing, Como" ANSVnll Clualfly Caloric, DS11-89 and $C11 Sultrifirif Component Safelyinformalloo avo4able from Inns Plate institute, 78T N, Lee Street, Safe 312. Aker o. VA 22314, 11� May 29,2015 :1�1 I Mate tits S LOADING (psf) SPACING- 2«0-0 CSI. DEFL, in (loot ltdefl Lod PLATES GRIP TCLL 30:0 Plate Grip DDC. 1.15 TC 0.46 Vert(LL) -0.06 9-10 >999 360 MT20 1691123 (Roof Snow --30,O) Lumber DOL 1.15 SC 0.34 Vert(TL) -0.17 9-10 >999 240 TCDL 10,0 Rep Stress fncr YES WB 0.59 Horz(TL) 0.04 8 n1a nta BCLL 0.0` Code 1RC20121TP12007 ( 'x) fight: 66 to FT 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purtins, except BOT CHORD 2x4 SPF Na.2 end verticals, and 2-0.0 oc puffins (6-0.0 .)': 6.7. WEBS 2x4 Stud BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. SLIDER Left 2x8 SPF 195OF 1,"BE 2-8-13 Lbe k re mends that Sfabfl ems and required txoss bracing stalled during truss erection, in a ance with Stabilizer flaf n_gudq, REACTIONS. (ibfsize) 8-705JMechanical, 2=895/0-5-8 (min. 0.1-8) Max Herz 2=10(LC 7) Max Uplift 8--55(LC 8), 2= 136(LC 8) FORCES. (to) -Max. Comp,/Max. Ten. -All forces 250 (to) or fess except when shown. TOP CHORD 2-3=-1156/57,3-4-1034t83,4-5--9641172,5-6-10981152 BOT CHORD 2-10=- 799, 9-10 461538, 8-9=--42/869 BS 5-10=761448, 5-9-541552,6-9-3401119, --989162 NOTES- 1) OTES1j Wind: ASCE 7-10; Vuft-115mph (3 -second gust) V(IRC2012)=91mph; TCDL .Opsf; BCOL-6.0psf; h=25ff; B=4 ft; L=24ft, esve=41t; Cat. ft; Exp C; enclosed; AAWFRS (directional); cantilever teff and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=3.60 2) TCLL; ASCE 7-10; Pf=30.0 psf (fiat root snow); Category fl; Exp C; Partially Exp,; Ct =1..1 ) This truss has been designed for greater of min root live bad of 20.0 psf or 1,00 times fiat roof load of 30.0 list on overhangs non -concurrent with other live toads. 4) Provide adequate drainage to prevent water pending, 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncureent with any other live loads, 6) " This truss has been designed for a five load of 20.0psf on the bottom afford in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt1 fit between the bottom chord and any other members.#** er 7) Refer to girders) for truss to truss connections. � «• * «*� 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI i 1 angle to grain formula, Building designer should verify capacity , e ,^Pis,�4, e t of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 8 except (jt -lb) ; =136. 10) This truss is designed in accordance with the 2012 international Residential Code sections 8502.11 A and 8802.10.2 and referenced AV standard ANSVTFq1. 11) "Semi-rigid pitchbreaks, with fixed heels" Member end fixity model was used in the analysts and design of this truss, 12) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.{ e.e�` LOAD CASE(S) Standard + /0W_ May 29,2015 AL W,4 NG - Verffy design pinvowens and AEAD NOTES ON Ties AND ANCLUOED Abi"EK REF NCE PAGE AWIM rev. OV14 VIS SEFOAE USL rwr Design vo4d for use only with Mlek connectors This design is posed only upon porometers shown, end is for on indvtduo3 ptMingi component, Appkabifty of design parorrwien end proper, incorporoffon, of component h reseo+r bAly of bu4lding designer - not truss designer, Brocing st€oown is for foteroi supped of indhridurat wets rnerriben only. Additionott fempmory brocingf to insure stockily during construction 4 the resporietsWity of the etecior, Additional permanent bracing of the ove l srrueture 6 the €esponsibiilty of the building designer, For general guidonce recording fobricatean, riudty correct storoge. delkwy, esecton and brocymg. cormA ANSVIMI Qvo*y Cifferle, D$6.64 prod 601 guilding component 7777 Greenback Lane f So" n ov bie from Truss Plate trui foie. 781 N, tee Street. Suite 312, Aiexoncho. VA 22',314. suite 109 1502.031 Gild FiocrFS iaF rtEer P44$78694 tab Re}�Bre1CQr12i4 6;e--tunbet tkr. Denver, cotorsoo 8022 ._ . _... _. .__ _ 7.020 if Mat 272095i7ek 4tatust"iLs, tnc, Thu Ak 2'k 49.d92220S5TPapa im. ... f 2 0 1 45 a «....„.,..,^ _.2^g^4A 3.00 'R2 4x4 M 6 LOADING (put? SPACING- 2-0-0 CSd. DEFL, in (doc) Ydefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.78 Veri(LL) ^0.12 11-12 >999 360 MT20 1691123 (Roof Snow --30,O) Lumber DOL 1.15 BC 0,67 Vert(TL) -0.24 11-12 >999 240 TCDL 10,0 Rep Stress laser NO VVB 0.78 Horz(TL) 0.12 10 he n/a BOLL 0.0 * Cade IRC2012frPI 7 (Matrix) Might 910 to FT - 20% LUMBER- B GING- TOP CHORD 20 SPF No. 'Except” TOP CHORD Structural wood sheathing directly applied or 9 no purlins, except 1-5: 20 SPF 1650F 1 ^5E end vers" Is, and 2-0-0 oc puriins (3-4.5 max..): 6.9. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 90-0-0 oc bracing, Except. BS 20 WW Stud "Except} 6- oc bracing: 10-11. 5-13.9-1V 2x4 SPF No.2 WEBS 1 Row at midpt -10 _ bra __ SLIDER Left 2x6 SPF 1650F 1.5E 2-10-1 iTek recd ds that Stabilizers and required cross cing be installed during truss erection„ in accordance with Stabilizer REACTIONS. (b/size) 10-216410-5-8 (min. 0`3-4), 2-151110-5-8 (min, 0-2-4) Max Harz 2=209(LC 7) Max Uplift 10=-406(L.0 5), 2-^218ILC 8) FORCES. (to) - Max. Comp./Max. Ter. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2365/250, 3.4--22491262, 4-5 =18341250, 5-6--23811342, 6-15=-25611392, 7-15-25641391, 7-8-227W72, 8-9=2278/372,9-10-19251370 BOT CHORD 2-14=-34411773,13-14--328/1719,12-13-37512141, 12-16-46412561, 11-16=-464P7561 BS 4-14-30/359,4-13-290/80,5-13=-31112113,6-13-- 1 847t320, 6-12=1281676, 7-11-4721131, 8-11--336!143, 9-11-510/2664 NOTES - Cat, it- Exp C"enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and tight exposed; Lumber DOL -1.60 plat. grip sr. .0 }at (11W roof srsogory! 3) This truss has been designed for greater of min roof live load of 20,0 pet or 1.00 times flat roof load of 30.0 psf on overhangs LIC, non -concurrent with other live Wits, NUO 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live "a, ii 6) * This truss has been designed for a live load♦ ry} bottom chord in all areas where a rectangle 60 tell by •i wide w0l +K 1. between the bottom chord and any other members. 7) Bearing at joint(s) 10, 2 considers parallel to grain value using ANSVTPf I angle to grain formula, Building designer should verify capacityfit of bearing Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (ft -lb) 10-406, 2-218. 9)Thistruss isdessigned inaccordancewiththe 2012 International Residential Code sections R502,11,1 and RBOZ102 and referenced 11 standard8) 10) "Semi-rigid pdchbreaks with fixed heets' Member end fixilly, model was used in the analysis and design of this truss, 11) Graphical purfin representation does not depict the size or the orientation of the purfin along the top anti/or bottom chord, } y�' .... ay 29,2015 A WAWNG - vwHysieslifis pvromwers and REW NOTES ON THIS AND JAXLWED WTEK REFEPANCE PAGE AW 7473 rvv021162015 13EFORE USE Exhign YoW for use o,* with "Tek connectors. This design t bosed cinty upon pororneters shown, and if for an individussf buliding component. Appsicooffily of design porefoeters ond proper incomorofion of component is responsloffity of buikfing designer - not Truss csevi;�ner, ficidng shown brocing of the ovefol stricture is the responebtfity of the bviisfing cfsssrorw� For genera rividonce regarding Quality 01teda, OSS -89 and 9314vilding Compommit SaWy frOwnsation avagabo firv; Truss More lostifute, 781 K Lee Street, Suite W2, Alexondrio, VA 2231C NOTES - 12) Hangerle) or other connection device(s) shall be provided to support concentrated load(s) 1003 lb down and 154 to up at 14-7-8, and 254 to down and 86 �b up at 16-7-8, and 254 tb down and 87 to up at 18-7-8 on bottom chord. The designisetedion 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 (8). ♦,...► CASE($) Standard 1) Dead + Show •t. Lumber Increase=11 5, Plate Increase -1. 15 Undonn Loads (pff) Vert� 1-5-80, "-80, 6-9-80, 2-14-20,11-14-20, 1D-1 1-20 Concentrated Loads Qb) VerL 16-1003(F) 17-254(F) 18-254(F) 2-0,0 4-" + 4.5,8 6X5 = 3X4 = 2x4 11 3x8 = — 3,00 52 2x4 7-6-0 15-9-0 LOADING (psfI TOLL 30,0 SPACING- 2-" CSL (Roof Snow --30,0) Plate Grip DOL 1.15 TC 0,76 TCDL 10:0 Lumber DOL 1,15 BC 0,58 Rep Stress Incr YES BCLL 0,0 WB 0,75 Code IRC2012iTP12W7 (Matrix) LUMBER- TOPCHORD 20 SPF No,2 BOT CHORD 2x4 SPF W2 WEDS 2x4 1AW Stud SLIDER Left 2x8 SPF 19 a0 1.7E 2-11-4 REACTIONS. (lb/size) 9=991/0-5-8 (min. 0-1-8), 2=1174/0-5-8 (min,0-1-12) Max Harz 2-229(LC 7) Max Uptift9-183(LC 5),2-155(LC 8) OEFL. in (too) Well Ltd PLATES GRIP Vort(LL) -0,14 10-11 >999 360 MT20 169/123 Veft(TL) -0,3710-11 >652 240 HorZ(TL) 0,08 9 n/a n18 Might: 95 lb FT - 20% BRACING. TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc puffins, except end verticals, and 2-0-0 oc purlins (5-7-1 max,): 5-9, BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. WEBS 1 Row at mitipt 8-9 iiff_ek _reoom�_W ids and required crass bracing_ be installed during truss erection, in accordance with Stabilizer jutp# atiRn 9.0e. FORCES. (lb) -Max, CorripJMax, Ten, -Aft forces 250 (lb) Or less except when shown. TOPCHORD 2-3-1683tl6l,3-4-15781192,4-5�12501159,5-13-10241147,6-13-1026/147, ;< t. «a •• 2-12-31811231,11-12=-29811180,10 056 WEBS 4 -12-58/277,5-11-81352,6-10---404/112,7-10-3681146,6-10-22011118 NOTES - 1) Wnd� ASCE 7-10; Vuft=l I Sgiph (3 -second gust) V(IRC2012)-9 I mph; TODL-6,Opst BCDL=6, Opsf; h-25ft; B-4511; L-24ftl- eave-4ft-, Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed 1, end van" left and right exposed; Lumber DOL -1.60 plate grip DOL- 1 SO 2) TCLU ASCE 7-10; Pf-30,0 pat (flat roof snow); Categp C-1 Partially Exp,� Ct-1.1 3) This truss has been designed for greater of min roof live food of 20,0 list or 1.00 times flat roof load of 30.0 psf on overhangs non-coricurrent with other live loads, 4) Provide adequate drainage to prevent water pending, 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live toads. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502A 11 and R80Z 102 and referenced standard ANSlfrPt I 10) 'Somkigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 11) Graphical purlm representation does not depict the size or the orientation of the Partin along the top and/or bottom chord. Deggn valid for use onY wfth Mlek conrwetom^ rho design is boxed any upon parameters shovn, and h for an tndbAduol bvildng coraponent, Appfcct4ty of design porrinviers and proper kv-,omoraflon of component is enponability of b0ding dedgmer - not finm deglinw, grocing shown is for folerot uppod of hdMduol wee members only. Addition to dry brocing to km" MobWfy dk*V construction is the regromblety of the erector, Addiionof pem-onent txo<,,kV of the ovwog Onnive is the responsibilty of the bukling ciftpiney, For ger."oI guidance regorang fobricoron, quality controf, poroffeA defivery, erection and bra cerg, canto" Af4on'll Quality Woft, D154-09 and SCSI building Component ovdkible from Tam ftte irsfiture, 781 K Lee Street, Sufte 332, Alexandria, VA 22314, May 29,2015 2-" as 4-1-5 7-2-2 2M U4 = Us = 100 52 2X4 4.58 — --------- -sS 21&2-e ----------- LOADING (ps) SPACING- 2-" CSI. TCLL l, Plate Grip DOL 1,15 TC 0,80 (Roof Snow -30.0) Lumber DOL 1,15 BC 0,56 TCOL 10.0 Rep Stress Incr YES WB 013 BC I LL 0 Code IRC2012VTPI2007 (MWAXI LUMBER - TOP CHORD 2X4 SPF NO,2 BOT CHORD 2x4 SPF N0.2 WEBS 20 VWV Stud 'Except* 6-10: 2x4 SPF N0,2 SLIDER Left 2X8 SPF 1950F 1.7E 2-11-4 REACTIONS. (lb/size) 8-99105-8 (min. 0-1-8),2-117410-5-8 (min, 0 -1 - Max Harz 2-257(LC 7) Max UpliftB-183(LC 5), 2-154(LC 8) DEFL. in (too) Wall Ud PLATES GRIP Vert(LL) -0.09 9-10 >999 3617 MT20 169/123 Vert(TL) -025 9-10 >943 240 Horz,(TL) 0,08 8 n/a n/a Vtight: 97 Itis FT - 200A BRACING- TOPCHORD Structural wood sheathing directly applied or 2-4-13 oc purfins, except end verticals, and 2-" oc purlins (4-5-0 max,): 6-7. BOTCHORD Rigid oeffing directly applied or 10-0-0 no bracing. WEBS I Row at riedpt 7-8 h9-Tak r�ooends that Sti-biizi®rsand r�qaireii'crass gracing - a Installed during truss erection, in accordance with Stabilizer FORCES. (lb) - Max. Comp,/Max, Ten, - All forces 250 (to) or less except when shown, TOPCHORD 2-3�1695/132,3-4-15921162,4-5-1173tl33,5-12-945/143,6- 12._9491143, 6-7-695/126, 7-8-9541209 GOT CHORD 2-11-32411246,10-11--305/1192,9-10-2031715 WEBS 4 -11-421313,4 -10-321/92 5-10=0/256,6-10---40`/298,6-9-7291243,7.9=-228/11 NOTES - 1) Wnd� ASCE 7-10; Vuft=l 15mph (3 -second gust) V(IRC2012)--91mph� TCDL-6.0psf; SCOL-6.0pisf; h=25ft; B-4511; L-24ft; eave=4ft Cat, 11; Exp C; enclosed" MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL=I, plate grip DOL -IM 2) TCLL: ASCE 7-10; !Ye (flat roof snow); Category It,, Exp p.', Ct-11 3) This truss has been designed for greater of min roof live load of 20,0 psf or 1,00 times flat roof toad of 30,0 pst on overhangs non-conturrent with other live loads. 4) Provide adequate drainage to prevent water pending, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconctment with any offier live loads, 6 al LOU =W. standard ANSfrrPl 1, 10) 'Semi-rigid pitchbreaks with fixed hisels"Mefter end fixity model was used in the analysis and design of this truss, 11) Graphical purfin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord, Design valid fix use orgy witch Wok connectou, This devgn is based onre upon porarneten shoym, and is for on ind0duor building conVonent. ApplicUlty of design pa tern and proper incorponsUpn of componeni is respor: teMy of bukfing desgner • ,at {runs designer. Bracing shay is for faterot svPpot of indMdud won me bens 00y,. AddMontx temporary bracing to krafe srobein, during orwetruction is the responsidury of the erector, Add ftnoi permonent txocng of the ovetog structure is the resporeiaNty of the WAdrV deogner. For gerrenst guidance regarding fokirk-o6on, quality confrot, stonsge, detr N. wectk)n end brocsV, consult ANSVP'll Quality Wield, DS041 and OCSI fullsfing Componsest So"14NMONats ovallobse from Tries f`W0 h0ffvte, 781 N. Lee Street, Suite 312, dexo ndrio, VA 22314, Lz� 2-9-15 4-2-3 4"2-3 2x4 is 4 5 �......_ 4`2.3 ..�.„....„•„„,.....w.,.„,�'": •j LOADING (psf) SPACING- 2 CSI. DEFL, in line) Wall Lid PLATES GRIP TELL 30,0 Plate Grip DOL 1.15 TC 0.53 Vest(LL) 0,01 8-9 >999 360 MT20 1697123 (Roof Snow -30.0) Lumber DOL 1.15 SC 0.10 Vert(TL) -0 02 7-8 >999 240 TCDL 10,0 Rep Stress finer NO M 0.18 Horz(TL) -0.00 7 lila nta SCLL 0.0 " Code IRC201 12007 (Metrix) Migft 39 to FT - 2011/o @CDL _1t -0 LUMBER- GRACING. TOP CHORD 2x4 SPF 2100F 1.6E TOPCHORD Structural wood sheathing directly applied or 0 no purlins, except BOT C ORD 2x4 SPF 210OF 1.8E end vers` 6s. LESS 2x4 WVV Stud BOT CHORD Rigid ceiling directly applied or 6-G-0 oc bracing. Lb,in.talled that Stabitfxers and diced crass bracing ddnng truss erection, in a rdance with Stabilizer uan_ e�_� �� .�.� �_ _... � ..... REACTIONS. (lb/size) 9=62310.7-6 (min, O1-8). 7=373/Mechanical Max t Max ! y FORCES. (14) - Max, Comp.lMax, Ton, - All forces 250 (to) or less except when shown, TOPCHORD #*-110-297/146 BOTCHORD 8-13-2171256, 7-13=-2171256 WEBS 2-8-19V345,3-7-2791196 NOTES - 1) k it *..(3 -second*. t ♦ k .•*.. CstIt Exp C� enclosed; MVVFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1 60 plate grip M TO 2) TCLL: ASCE t t C 71 ! *w + Unbalanced snow toads have been * 4) This truss has been designed for greater of min roof live bad of 16.0 pst or 1,00 times flat roof load of 30,0 psf on overhangs non-conturrent loads, * 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live leads, *.^.. UMMI T.T.7170UNWRIMk ♦. t st *. . . k * *. ♦. t. k.".A i • ,.. .4 t *',.* .� * i � T.. ... * w u. 9) This truss is designed in accordance with the 2012 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlJTPf 1, i it phchbreaks vAth fixed heals- Member end fixity model was used in the analysis and design of this truss. 57 lb down and 122 lb up at t , and 96 to down and 101 to up at 5-7-7, and 86 to down and 86 to up at 5-7-7 on top chord, and 56 designtsetaction of Tresponsibilityt.. 12) In the LOAD CASE(S) section, Wits applied to the fare of the truss are noted as front (F) or back (B). WA NG. Vw#y dowse pannnows and READ, NOTES ON IMS AND MCLUDED ✓ TEK REFERANCE PAGE -14%?on, .. 02116,2015 BEFORE USE. ,n,Vn ward ter use only witty Was, connectors.. The deign e based only upon s000rretert shown,crud a for can find 4vda9 bvw#V convonent,. t '. obBty of desiM para esters and proper incorporofion of cornoonent is responsibVy of btAdirg despVner - not truss dioignet Bracing ftn or katerd uMpod of indNiduat web mserriben one, Additional to xary tnocing to kwm stabAty during corntruction is ftp re n ty of the for, Additional perroonent bracing of the overol stnx;twe is the responnblity of the bviding de*rw, For fieneroi guidonce regarding xs--olton, q control, aloroge, dettvery, erectbn and bracing, consult ANStJMI Quality Worlo, 0SS-SS and SCSI fang Component 4+tY to as ova"rtab€e ftorn Trrss Ptote Insf Ve. 781 h1. Lee Street, SWe 3122, Alexandria, VA 2214,. May 29,2015 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase -1.15, Plate horease=1 15 Unifieffn Loads (ply Vert: 1-2-80, 2-4=-80, 4-5--80, 6-9-20 Concentrated Loads (lb) Vert: 10-77(F-47, 8=30) 11-17(F-24, 8=7) 12=25(F=7, 8-18) 13--22(F-20, B-2) 0LWei RMNs-Vw#l,&Wpnpamjww3 and RMNOTES ON TWS AND $NCLWE0MTEKftEFER4NCEPAGE' WW3rw QVNIOISSEF ORE USE, aasww Deegn volki for use orOV with MiTef, connectom The design 4 based o* upon porsurseters shovm, and is for an individuai buikerig convorient, AparcotVW of design poronselen and proper incorporation of component b r of buldni; net- not runs desionef. Bracing shown is for krterai sup pod of hdMduot v r,,ensbers only. Additional ferrporary brochg to W"e MobIty during construction h the responsibiffity of the erector. Addifionist peor-cnent brocing of Vie overof structure is the resporWeNty of the building designer , For general guidance regwdhg fabrication, qvoRty coned, stooge, defive;y, erection and txocng, comuff ANS TINT QuaNy Ceftftr M-99 and BCSI buodiry Componeol 7777 Gretfalrack Lane SaWy Intownsollon ovoilobte kom Truss More institute, 781 N, tee Skeet, Suite 312, Alexonddo, VA 22314, suffe 109 MMEM DOW Lumber Of Colorado, Deriver, Colorado I— 2-S-15 248 -7 LOADING (Psf) SPACING- 2-0-0 CSL DEFLin (ioc) 11deff Ud PLATES GRIP TOLL 30,0 (RoofSnow=30.0) Plate Grip DOL 115 TC 0,85 Vert(LL) -0,00 6-7 >999 360 MT20 169/123 TCDL I(ro Lumber DOL 1.15 8C 0.05 Vert(TL) -0.00 6-7 >999 240 Rep Stress Incr NO AS O„04 Horz(TL) -0.00 6 nia n/a BC CLL 10,0 LL (ro Code IRC2012ITP12DO7 (matrix) WeigK 14 to FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purfins, except BOTCHORD 2x4 SPF No.2 end verticals, WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [— �ft_hd — — _W MffWrei��m ds that quired cross bracing MiTis be installed during truss erection, in accordance with Stabifter fastaft tion of a, REACTIONS. (Itilsize) 7-505/0-7-6 (min. 0-1-8),612ifMischarsical Max Herz 7= 11 O(LC 9) Max Up1#t7-186(LC 10), 698(LC 14) Max Grav 7-514(LC 15), 6--61 (LC 11) FORCES. (to) - Max, Corinjo/Max, Ten, - All forces 250 (to) or less except when shown, TOP CHORD 2-7=-491/199 NOTES - 1) tilli ASCE 7-10� Vuft=l I Smph (3 -second gust) VORC2012)=91rnph� TCOL=6,0psf,, BCDL-6,0psf� h=25ft; B-4511; L-24ft; eave-411 Cat, il� Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1 plate grip L 2) TCLL: ASCE 7-10; Pf-30,0 bet (Pat roof snow); Category ll� Exp C� Partially 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 16.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with oftw live leads. 5) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads, Fee, s-&-sisinfieft-'a ^*m*ttirfL� tx fit between the bottom chord and any other members, 7) Refer to girderts) 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) 6 except (#-Ib) 7-1W 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802. 10,2 and reference standard ANSVTPf 1, 10) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 32d.„'d Design valid for use only with Wei, connectors, This design is based only upon poranielers $flown, and is for on individual building component. Applicalsifity ofd parameters end proper incorporation of component If responsiblity of butding designer - not lam deelitner, BrcirV shown is for lateral support of Individuril won "remben orify. Addlksrsol temporon, bracing to inb” stability during conikvdion b the responvt*w of the erector. Additional permonern brocing of the ovinol structure is the responsibility of the bukfirg designer. For gene nu guidonim regorderg food'-siflom ponies control, storage, delivery, erection and bracing. consult AfrSurdlil Quality Cilledia. M-84 and BCSI building Consposserif Sollety trifordeske, ovolsoble from 7nm Pinto trisMum, 781 N, Lee Street, Suite 312. Alexa. rrsirks VA M14, "TTM May 29,2015 2 2x4 11 4 5 ME 2M .. LOADING (psf) � SPACING- 2-0-0� CSt. DEFL. in (ioc)� Well Ltd PLATES GRIP TOLL 30.0 Plate Grp DOL 1.15 TC 0.65 Vert(LL) 0.00 8 >999 360 MT20 1691123 (Roof Snow =30.0) Lumber DOL 1.15 BC 0.06 Ver (TL) -0.00 8-9 >999 240 TCDL 10:0 Rep stress Incr NO WS 0.12 Hofz(TL) -0.00 7 nta me 6CLL 0.0 " Code 1RC201 12007 (Matrix) fight: 27 lb FT - 20% BCCI LUMBER- BRACING„ TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6.6 ac purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 VWV Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. rc ds that tabahzerscrd arequired cross bracing installed during truss erection, fin a rdance with Stabilizer [WiT;k ion REACTIONS. (tblsize) 9=516/0.4-9 (min. 0-1-8),7=165/Mechanical Max Herz 9-147(LC 7) Max Upldt9=-240(LC 10), 7--132(LC 7) Max Grav 9.2(LC 15)„ 7-215(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (tb) or less except when shown, TOP CHORD 2-9=-5111229 s R • « , #. # t! a .t , #.: ' w F , ..; cantilever left and right exposed • vertical left and right exposed: porch left and light exposed; Lumber DOL=1,60 plate grip DOL -1,60 2) TCLL� ASCE M ` 1 M Y•Category 0; Exp, C; Partially Exp,; Ct--1,1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of o load of ♦ psf or !# firms flat roof1 d of 30.0b overhangs non-coricurrent who other live loads, 5) This truss has been designed for a 10.0 pst bottom chord live load nonconruffent with any other live loads. fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections, standard 10) -Semi-tigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, ♦ ♦ #: R' # # #^, CRY.. ^! R,.#.. .# ! ,,. and 74 lb down and 152 Its up at 2-9-8 on top chord, and 18 lb down and 37 lb up at 2-9-8, and 18 lb, down and 37 lb up at bottom chord, The designtselection of such connection device(s) is the responsibility of others, 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOADStandard May 29,201 WA NG - Vwffy 4wolm mirstmerars end READ NOT" ON 7'IW$ AND INCL W . O AVICK RE7'ERANCE PAGE AW7473 rev, b2t! i I$ BEFORE USE. ONO* rtes+grn valid for use only vAh Mlek connectors, This design is based onty upon poramefews thown,, and is for an . vok burning corisporrent, ApOkobfiry of design porometers and Prober k oroikon of cornPonern is res 7i of boriding de -root truss designer, Brocing shown is for scribal support of indivirivof s b memben Adcutfanol tenvorary bracing to inswe stability d consfrucibn is the responsibility of the erector, Addifionor permanent brocing of the ovemli structure B the responsitolly of the building designtc. For gerwal gvkkince orgordhg PT' fabrication, quality controt. storage, delivery, emclion and bracing, consOt ANStf3Ptl Quality Criteria, OSB -$9 and Sal Sulking Component 7777.Greentitnar Lane Safety Information ova5abe from Toss More Insfifarte, 781 £t. tee Street. Sui#e 31Z Alrrxondira, VA 22314. surie tog LOAD CASE(S) Standard Undorm Loads (pff) Vert: 1-2-80,2-4=-80,4-S-80,6-9--20 Concentrated Loads (1b) Vert: 8=36(F -M B-18) 3-59(F-30, B-30) I WAMWM - Ve.Yy desig. p,.M. .4 READ NOTES ON TWS AND INCLUDED OTEft REFERANCE PAGE W7473 rw» 0""015 BEFORE USE, Design vatid for use ony with Mlek connectors, This design is based only upon poornelers shown, and is for on indwiduoi builditsp cornponem, I Applicability of design porornetras and proper inexyponnon of component is mponobBity of btrifding designer, not truss dougner Inochg shoym is for faterd suppod of individual web members only. Addiffiorvoi ternporstry orocing to' stobIty doing consinxtion, is the, respomblip of the erector. Addillor,01 peononent brocirrr; of the Oversil stnictwe b the respondbilty of the birilding ciLsignor. For general quolorce regarding fabrication quaRy control, storage, deg,,ery, erimfion one brockVL consult ANSUTMI Qually CrIfeft, OS64? rand SCM building Component 7777 Greenlosa Lane 1 SoUtts, ralormatism, ovdioble from Trus: Plate hsixtule, 799 N. Lee Streei, Suffe, 312, Alexandria, VA 22314 suite 109 2-0-0 2-0-0 1•1 2-10.0 mm LOADING (psf) TCLL 30,0 SPACING- 2-0-0 Csl. (Roof Snow -30,O) Plate Grip DOL 115 TC 0,18 TCDL 10�0 Lumber DOL 1,15 BC 0.08 BOLL 0,0 Rep Stress Incr NO WB 0,21 Code IRC20120rPI2007 (matrix) LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF 1650F 1,5E WESS 2x4 WW Stud SLIDER Left 2x6 SPF 165OF 1,5E 1-8-3, Right 2x6 SPF 1650F 1.5E 1 -8 - -8-REACTIONS, REACTION .(lb/size) 2=874/0-5-8 (min. 0-1-8), 10-87410-" (min, 0-1-8) Max Herz 2=-101(LC 23) Max UpIffl2-361(LC 8), 10-361(LC 8) Max Gras, 2-888(LC 29), 10=888(LC 30) DEFL, in (toe) Well Lid PLATES GRIP Vert(LL) -(]L01 13 >999 360 MT20 1691123 Vert(TL) -0.02 13 >999 240 Horz(TL,) ODI 10 hire bid Weight: 131 Its FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 2-0-0 oc, purlins (6-" max,): 4-5, 7-8, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, FORCES. (to) - Max CompJMax. Ten, - All forces 250 (to) or toss except when shown, TOPCHORD 2 -3 -842/317,3 -4-7751317,4-5-5M240,5-6-91314656-7-9131465,7-8--5591240, B-9-774/317,9-10-8411317 BOT CHORD 2-14--216/649,13-14--3441956,12-13�318/920,10-12-.1851614 WEBS 4-14-190/446, -�-14--6081308,6-13-4511776,7-12-6081308,8-12-1901445 NCITES- 1) 2-pty truss to be connerided together with I Od (0, 131"x3") nails as fofftsws� Top chords connected as follows: 2x4 - 1 raw at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, Webs connected as follows: 2x4 - 1 row at 0-9-0 or - IV connections have been provided to distribute only Ideas noted as (F) or (8), unless otherwise indicated, 3) Wmd� ASCE 7-10; Vuft=l I Singh (3 -second gust) V(IRC2012)-gimph; TCDL-6.Opsf; SCDL-6,0psf,, h-25ft; B=45ft; L-24ft; eave-411; Cat, It- Figs C, enclosed; MWFRS (directional)" cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1 $0 plate grip DOL -1,60 4) TCLL� ASCE 7-W Pf=X0 ps! (flat roof snow); Category 11; Exp C; Partially Exp,, Ct-1.1 5) This truss has been designed forgreater of min roof live load of 16.0 psf or I ZO "a flat roof load of 30,0 pet a,, overhangs min -concurrent with other live leads, 6) Provide adequate drainage to prevent water pending, 7) This truss has been designed for a 10,0 pat bottom chord live toad nonconcurrent with any other live loads, 8) * This truss has been designed for a live Wd 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 mid any other members. 9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb upfift at joint(s) except (#=Ib) 2-361, 10-361, 10) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 11 and R802,10,2 and referenced standard ANSVTPI 1, 11) "Semi-rigid pftchbreaks with fixed heets" 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 Pullin along the top and/or bottom chord, &WAAWKG-VWWYdWVnPar W"f*o% *ad READ NOTES ON TMS APO MACLUDEONTEXREF ERANCE PAGE 7473 rev.. OW6,20f5aEFOWUSE; Design vc4d for use any vwffh Wrek conneCtors. Ths; design is based only upon par Pers shown, and is for on indviduoi buRdIng cornstanent. ApPicabifty of design pororneffes and proper incorporation of component is responsibility of bulding designer - net fore dosener. Bracing shovm is for laterat support of indiedurn wets members only. Additional temporary brocirrq to insure sir t1' during consiruction 4 the responbelifty of the erector. Adcsfifionot permonent brochg at the o structure is the responsibifty of the bisilding dessurier, For general guidance regarding fobricsekfn, QvOW control, sforoge, dieivery, erection and bracing, consult ANSWIP11 Qualty, Crileft, 144-89, and scsf lisfifeleir Compofteel Solely t avoliable from Truss Plate hstifute, 781 N, Lee Street, Suite 312, Atexondea, VA 22314. May 29,2015 NOTES- 162-.tQNWI 11-YA 1.1' LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber lncrease=1,15, Plate Increase-- 1 AS Unfform, Loads (pff) Vort� 1-4-80,4-5—W 5- "-0, 6-7=-80, 7-6-80, 8-11--80,2-10-20 Concentrated Loads (lb) Vert,, 14-17(8) 13-270(B) 12=17(8) 11 WAAWNG - V.Wy dWqpweW. arrd READ NOTES ON Thel AM 01CLUDEP WXX REPMWCE PAGE M-7473 rev. OX 1642M BEFOW USE Design vofio for use only voth Work connectors, Too notion h based only upon pararnefef% shomn, and is for on individual building coloporent. Applica"ty of design porornefers, 00d PoPer hCOTOMIfion of component 4 responsib ity of bulang designer - not tam des4rel, brocing O)OWn is for faleral support of WOnridvol web n*mbers only. Adcrfionot temporary brocing to Wwe stabIty during constnxiion is the verponsibiffity of the erector Addtional pearroneni bracing of the overolf structure is the responsibility of the bold'V deogner, For generot quidance regarding tobdoofion. quaRty control, storage, deRvery, erection and brooing, consuff ANSI/11111 Qualin, Oftede, DSI -89 and OCSt Building Component 7777 Greentrstdr Lane So" Inksetwolion available from Two PkAe Insfirvie, 781 N. Lee Street, Suite 312, Alexandria VA 22314. SW0109 2-0-0 4-0-0 6)'6 = ses = LOADING (psfiSPACING.- 2-" CSL TCLL 3011 Plate Grip DOL 1115 TC 0.31 (Roof Snow --30.0) Lumber DOL 1AS SC 0,21 TCDL 10,0 Rep Stress Incr YES M 0 11 BCLL 0 Code IRC2012frPI2007 U (matrix) LUMBER - TOP CHORD 2x4 SPF NO,2 SOT CHORD 2x4 SPF NO,2 VVEBS 2X4 WW Stud SLIDER Left W SPF 195OF 13E 2-5-2, Right 2X8 SPF 1950F 11E 2-5-2 REACTIONS, (lbisize) 2-75610-5-8 (min, 0-1-8),7-756tO-5-8 (min, 0-1-8) Max Horz 2-87(LC 7) Max Upffft2-121(LC 8), 7=-121(LC 8) DEFL. in (toe) lidefi Ud PLATES GRIP Vett(LL) -0,01 9-10 >999 360 MT20 1691123 Vert(TL) -0,04 9-10 >M 240 Horz(TL) 0,01 7 nta rVa Iglu: 571b FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins, except 2-" oc purtriss (6-0-0 nI 4-5. BOT CHORD Rod ceiling directly applied or 10" oc bracing. [MITok re�w—Wrie;nd�inet it—aIbirze—rs --drejured Wc;is bracing 'Te"" b�e i�n.WIIWI during truss erection, in accordance with Stabilizer insult insist let w 1)'Itrrid: AWE Cat, U; UP C; endosed; MWFRS (directional); cantilever teft and right exposed; end vertical " and right exposed; Lumber DOL -1.60 plate grip DOL=1 60 2) TCLL: ASCE 7-10; Pf=30,0 psf (flat roof snow); Category U; Eire C� Partially Exp,� Ct-1,1 3) This truss has been designed for greater of min met live load of 16,0 psf or 1.00 times flat roof load of 30.0 psf on overhangs rion-coricurrent with other We losI 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 1 OC psf bottom chord five load nonconcurrent with any other live loads. 1- It -at villa standard ANStJTPI I 9) 'Semi-rigid pitchbreaks with fixed heeK, Member end. model was used in the analysis and design of this truss, 10) Graphical puffin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord, Design voW for use o* with Wek connectors Nit desider h based onty upon potarrefers shover, and 4 for an murviouitf Wining component, Applicaleft aid porcrrvlefS and cleipor irrCOrea0fion of component b responsibifty of bulielI designer - not truss designer, Bracing is fa tateoll apPort at hdividurst web nrembers ordy. AddI, temporary brochf; to huge nobility noting construction Is the responsity of the erector. Addiffionol pentarrent bracing of the overolf nrucive is the responsibifity of the building dI For genord guidance regordkng tob6cotior, quality control, storage, delivery, erection and among, consort ANS141M Quality CAI ofs-81 and flat frulidirre Component avoliable tromlirm Pk:Ile instfute, 781 N. Lee Street, StAte 3tZ Atexoreldo. VA 22314. May 29,2015 - — a r-------------- ��_ -i 2 D�o 2-0-0 EMM LOADING (psf) SPACING- 2-0-0 CSI. TOLL 30,0 Plate Grip DOL 1,15 TC 0,31 (Root Snow=30,0) Lumber DOL 115 BC 0,26 TCDL 10.0 Rep Stress Incr YES WB 0,15 SCLL 0,0 Code IRC20121rPI2007 (matrix) BRACING- LUMBER - Structural wood sheathing directly applied or 6-0-0 oc purlins, TOP CHORD 2x4 SPF No.2 Rigid calling directly applied or 10-0-0 on bracing. BOT CHORD 2x4 SPF No -2 and required o;sbiacing VVEBS 2X4 WVV Stud rMUstalled during truss erection, in accordance with Stabilizer SLIDER Left 2x8 SPF 195DF 1,7E 3-8-5, Right W SPF 1950F IJE 3-8.5 REACTIONS, (lb/size) 2-756/0-5-8 (min, 0-1-8), 6=7560" (min, 0-1-8) Max Horz 2-11 S(LC 6) Max Uplift2=1 21 (LC 8), 6-121 (LC 8) FORCES. (lb) - Max, Comp,/Max, Ten, -All forces 250 (to) or less except when shown, TOPCHORD 2-3-657127, 3-4=-464/65,4-5-464165,5-6-657/28 SOT CHORD 2 -8 -0M6,6 8=0M6 MU I DEFL. in (tree) Vdien LtdPLATES GRIP Vert(LL) -0,02 6-8 >999 360 MT20 1691123 Vert(n) -0,05 6-8 >999 240 Horz(TL) 0,01 6 We We V*tight: 58 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, SOT CHORD Rigid calling directly applied or 10-0-0 on bracing. and required o;sbiacing rMUstalled during truss erection, in accordance with Stabilizer dWWc;mmend��WSta�bwzeii 4e, NOTES - 1) Ond: ASCE 7_100psf, SCDL--6.0psf� lr25ft� 8=45ft; L -24k eave-Att Cat. h; Exp C; enclosed; MWFRS (difectionW); cantilever left and right exposed; end vertical left and right exposed; LumberDOL-1,60 plate grip DOL -1,60 2) TCLL: ASCE 7-W Pf-300 psf (ftat roof snow)" Category 11; Exp C� partially Exp,� Ct-1.1 3) This truss has been designed for greater of min roof live load of 16,0 psf or 1,00 times flat roof load of 30,0 list on overhangs non -concurrent with other live loads, 4) This truss has been designed for a 10,0 pst bottorn chord live load nonconcurrent with any other tive loads, for a4hic-luzi W,* fit between the bottom chord and any other members, mat standard ANSVTPI 1. ) -Semi-tigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, mff May 29,2015 I WAWNG. vvffyd*vWp....t.amu AEAO NOTES ON TIOSANDOWCUDEDOTEKWEPANCE PAGE W?Mnti, 024 BEFORE USE, Design vafid for use onty With Weir connectorsthe design is based onty upon prarometers shovm, and is for on indrviduol Widing component App inky of design Pommeter and proper incorporation of component is resporsibRity of trAding designer - not Ines deeWw. ItTocing strown is for Word support of individual web members only. Additionot tefaa=ty bracing to insure siphon, dkAng constrvction b the responsibUty of the• erector, Additional permanent brocAng at the overal structure is the responsibi0ty of ". Witting designer, for general guidance regarding !W* fribrk-attori, quisfity control, storooe, delivery, ere lion and brocN, cornWl ANSVINI Quailly Ctlteda, OSS -8t and SM 3E Ing Component 7777 Greenbw* Lane Safety 3.. ovoitable horn miss More h0rute, 381 N. Lee Street, Suite 312, Atexondrist, VA 22314, suite 109 2-0-0 5-11-8 5.11-8 am LOADING ips"SPACING- TCLL 300 2-" CSL (Roof Snow --3060) Plate Grip DOL 1.15 TC 01 TCDL Lumber DOL 1,15 8C 0'M BCLL Rep Stress Ina YES VVB N (I Code IRC20121TP12007 (matrix) LUMBER - TOP CHORD 20 SPF NO,2 BOT CHORD 2x4 SPF No,2 WEBS 2x4 VWV Stud SLIDER Left 2X8 SPF 1950F 1.7E 3-8.5, Right 2X8 SPF 195OF 9.7E "-5 REACTIONS. (Ibisge) 6=5820" (min. 0-1-8), 2-76905-8 Max Harz 2= 1 14(LC 7) Max Uplift 6-41 (LC 8), 2-128(LC 8) FORCES(to) - Max, Comp,/Max. Ten. - All forces 250 (lb) or less except when shown, TOPCHORD 2-3-682140, 3-4=489178, 4-5-489172, 5-6-637/51 BOTCHORD 2-7=0/407,6-7=0/407 EM I DEFL. in (toc) Well Ud PLATES GRIP Verl(LL) -0.02 6-7 >999 360 MT20 1691123 Vert(TL) -0,05 6-7 >999 240 Harz(TL) 0.01 6 n/a n/a Weight: 55 Its FT = 200A iTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer t Wife NOTES - III Wmd� ASCE 7-W Vuft=l 15m,;th 0 -second ousD VKIRC2012 -91 TCDL--6,0ssf: 8CDL=60ssf; h=25ft; 8=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 -1.64 plate grip DOL=1 A0 2) TCLL: ASCE 7-10; Pf-30,0 psf (flat roof snow); Categoit C" Partially Exp,� Ct-1,I 3) This truss has been designed for greater of min roof live load of 16,0 pst or 1,00 times flat roof load of 30,0 psf on overhangs non-concurtent with other live leads, 4) ThrS truss has been designed for a 10V psf bottom chord live food nonconcurrent with any other live loads, Mkfit INK; W WX IL If standard ANSI/TPI 1, 8) "Semi-rigid pitctibreaks with fixed heels'� Member end fixity model was used in the analysis and design of this truss, Eukmu� kk WA NG - serift, daWfin paramotee, and W-41) NOTES ON IMS AMC iNCLUDED WTEK AEFERANCE PAGE W7473 tor 0211MOIS BEFORE USE, Design Valid ter usee onty With MiTek oonnedom Tt* design h based orJy upon poranieten shson, and a ter an indhektuor puWing component. AbWty of demon poronwtem and proper rmcorporotkrn of cssnVronemf is responsibility of erecting deogrw - not truss devrirwe, Bracing shown b for loteroi support of, individual Y&,b nserobers only. Additionof ternporory brocerg to insure stototty duft construction h the responsibility of the erector AddMonot pemsanent bracing of ere overal stwckNe is the resporeibifiTy of the burning designer. For general g0donce ram0nrf fobrookm, qnotry control, s4 e, delivery, erection and txochg, consuft AMAMI Ciettlity criteria, DSS -$9 and W41 eviliflog Component Safety inforetaPan ovalsoble from Irv% Pirste Institute, 791 N- Lee Street, Suite 312, Aexondrits, VA 22314, May 29,2015 2-0wo 4-04 0"4 �314L Us sxs 3*4 = LOADING (ps' I SPACING- 2-0-0 CSt- TCLL 30,0 Plate Grip DOL 1.15 TC 0,59 (Root Snow --30.0) Lumber DOL 1AS 1 SC 0.36 TCDL 100 Rep Stress Incr NO VV`B 0A7 BCLL 00 Code fRC2012ITP12007 (matrix) LUMBER - TOP CHORD 2*4 SPF NO,2 BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 WVV Stud SLIDER Left 2x6 SPF 165OF 1,5E 2-4-0, Right 2x6 SPF 165OF 1,5E 2-3-5 REACTIONS. (lb/size) B-1145/Mechanical, 2-1311/0-3-8 (min, 0-2-1) Max Herz 2=83(LC 7) Max Upfiftfi--61 1(LC: 8), 2�685(!-C 8) 3,1-8 OEFL. in (toc) Well Lid PLATES GRIP Vert(LL) 010 9-10 >999 360 MT20 169/123 Venjl-) -0.14 9-10 >999 240 Horz(TL) 0.02 8 n1a n1a Might: 67 to FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-11.2 oc puffins, except 2-" oc purlins (5-4-6 max.): 4-6, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MF-ek re mends that Stabilizers and uiW�'cross braciWg be installed during truss erection, in accordance with Stabilizer FORCES, (to) - Max, Comp,/Max Ten. - Ali forces 250 (to) or less except when shown, TOPCHORD 2-3-15851855, 3-4-14851873, 4-5-11381711, 5-6-11171696, 67-14681855, 7-8-1557/835 BOTCHORD 2-10=-654/1166,10-11-70811304,11-12=-70811304, 9-12-70811304,8-9---60711146 VVESS 4-10--4541691, 5-9-2681172, 6-9-4601703 NOTES - 1) Wind: ASCE 7-10; Vuft-115mph (3 -second gust) V(IRC2012)=91mph; TCDL=6,Opsf; BCDL=S.Opsf; h-25ft; 8=45ft; L=24k eave-4ft; at partially; MVVFRS (directionah" cantilever left and right exposed ; end vertical left and right exposed; porch left and rig exosed; Lumber DOL=1,60 plate grip DOL -1,60 2) TCLL1' ASCE 7-10 Pf-30,0 pet (flat roof snow); Category 11,� Exp ally Exp,; Ct=l.l 3) This truss has been designed for greater of min roof live load of WO psf or 1,00 times flat roof load, of 30,0 old on overhangs hon-egricurrent with other live loads, 4) Provide adequate drainage to prevent water pending. 5) This miss has been designed for a I OO psf bottom chord live load rionconcurrent with any other live lrrads 2-685 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 11 and R802,10.2 and referein standard ANSUTPI 1, 10) "Semikigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical puffin representation does not depict the size or the orientation of the purfin along the top andfor bottom chord. 12) Hanger(s) or other connection devirsels) shelf Y^ provided sufficient to support concentrated Oct 323 to down and 238 to up at 4-0-0,138 to down and 109 Its up at 6-0-12, and 138 to down and 109 to up at 7-11-12, and 323 to down and 238 In up at 9-11-12 bottom chord, The design/selection of such connection devicers) is the responsibility of others, 13) In the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or back la) W WAAWNG - Verify diwifiripwaawfors, and READ NOTES ON TMS AND WC1,00EVOTEX $WFERANCE PAGE 7471 rev. 02rI&M5 BEFORE USE Design lix tale o* Y*h NCO connectom Thk% de pgn is bur ed oniv upon pceonw-ters sfind a for on indiiducy duRding conVonenr Areocob6ty of dowGin paranseters and proper incorporation of component Is resp .iffy of "ding designer - not truss designer, firocingsho-m is for faterd ssipporl of individuce v ram "soers only. Addifiioriot iernporsity Maroc` ng to haxe Moblity during constriction k the rercomblihty of the erecior, Add0ional pennonenil drochg of the o structure is The resrsonsbfty of the buWng designer. For fienerty riukisme regarding fobrtcofion, qv c&y conlrol, siorooss, delivery, erection ond brocing, comOt ANSI/ n Quality Weed, OSS -89 and 931 Building component Safety Information ovoifoole from In= Picie insitivor, 781 K fee $trefs',. Wile 312, Alexandria VA 22314, May 29, 015 LOAD CASE(S) Standard 1) Dead + Snow (batanced). Lumber Increase=1.15, Piate morease-1.15 Uniform Loads (plo Vert: 1-4=80, 4-6=-80, 6-8=-80, 2-�B-20 Concentrated Loads (lb) Vert: 10-323(B) 9-323(B) 11-136(B) 12=-136(B) 11, WA NG. V.#y d..J,,, paramesins and READ NOTES ON TMS ANO MCLUVED UTEK REF NCE PAGE Ad U73 rov, OW16200 BEFORE USE Deign vosd for use only with MTek connectors. The dengn is based onty upon POMM,eferL shown, and 4 to, on individual buDdhg co neat. APP§Coban� of deOgn Polornoters Orld Proper inCOMorclion at component i5 responsbOy of bulorng deOgner - not truss desityffe- 64ocirro shown 9 r, for tolerat %report of indwiduol web n-eroberr or*. Additxmrentponify bmciV to insure stability during comnuction is the resporWbMty of the erector, Afidniond pennonent bfocN of ere overo# structure is the neponsibqty of the btigdinq designer. For generof guidance regarding mbricoffnn, quomy Connor storage, diervery, erection end brocino, comuff ANSI/TPII Qualty 00040, OSS-89 and BCSI SuAding Component 7777 Greenback Lane safety li0ormallon, avolomie from Tn= Prole institute, 781 N. Lee Street. Wile 312, Afevorwho, VA 22314. seat 109 t_ 2`0 E.a-O 2-0}8 5.9.0 696 = 6x5 = _€tete CNfsets Y 2 f9 i-13��4 cr-9e1 d?af? 1 _. LOADING (psf) SPACING- 2-0-0 CSF. DEFL. in (toc) Vdeft Ltd PLATES GRIP TCLL, 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) 0.04 2-9 >999 360 MT20 165/123 (Roof Snow -30,O) Lumber DOL 1.15 SC 0.26 Vert(rL.) -3.07 7-8 >999 240 TCDL 10.0 Rep Stress lncr YES WB 0.22 Horz(TL) 0,01 7 n/a We $CLL 0.0 ` Code IRC201 Pt2007 (Matrix) fight: 63 lb FT = 20% LUMBER_ BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6.15 oc pudins, except BOT CHORD 2x4 SPF No.2 end verticals„ and 2 oc purlins (6.0-0 max,): 4-5. BS 2x4 WW Stud *Except* BOTCHORD Rigid calling directly applied or 10-0-0 oc bracing. 6-7:2x4 SPF No.2 Marek reeomrnends that Stabilizers and required cross bracing SLIDER Led 2x6 SPF 1650E 1.5E 3-7-,9 be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 2=65410.3-8 (min. 0-1-8), 7-671/Mechanical Max Herz 2=129(LC 7) Max UpUft2--368(LC 8), 7=-283(LC 8) FORCES, (4b) - Max. Comp,/Max, Ten. - All forces 250 (ab) or less except when shown,. TOP CHORD 2-3--8051295, 3-4-6001318,4-5=-5031319, "=-7281305,6-7-6141255 BOT CHORD 2-9-1741504,8-9=-172/501 SS 6.8=-931325 NOTES - 1) Wind: ASCE 7-10: Vui=115mph (3 -second gust) V(IRC2012)-91mph; TCDL=6.0psf; CDL=6.0psf; is=25ff; 8=45ft; L=24ft, cave -off, Cat. It; Exp C; partially; MFRS (dlr ional); cantilever left and right exposed ; end vertical left and right exposed; porch Teff and right exposed; Lumber DOL=1.60 plate grip DOL -1.60 2) TCLL: ASCE 7-10; Pf=30.0 psi (fiat roof snow); Category tt; Exp G; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of mien roof live load of 16,0 psf or 1.00 times flat roof toad of 30.0 psf on overhangs non -concurrent with other We toads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10,0 psf bottom chord Five load nonc oncurrent with any other dive loads. 6) ^This mass has been designed for a live toad of 20.Opsf on the bottom short to all areas where a rectangle tett by 2-0-0 wide wellNNDO�.. it fat en the bottom chard and any other members. **.* 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (f -lb) 2=368. 7-283. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 1A and 8802.10.2 and referenced standard ANSI/TPI 1, 66 0M 10) "Semi-rigid pdchbreaks with fixed heels., Member end fixity model was used In the analysis and design of this truss. * *, 11) Graphical Pullin representation does not depict the size or the orientation of the paurlin along the top and/or bottom chard, C LOAD CASE($) Standard ONAIL May 29,201 WARMNG • V b,% eed READ MOMS net rMS lNCf. D R F NCE PAGE -7479 e^w, QVI #5 a FOR15 USE.. Design vrsid tsar use only ,01h t v ek connectors. Shin deogn h based only upon parameters shovm and is for on individud component, Ahppfic; tY of deign poronvnea and pr' parotivi of component is respcanabi ty of bvddho designer - rat truss d /Pee Isrocing Sho-n tG1r iotc"la1 svraK at indiw derol RS'etk ?Y� only, A. f temporary tal"ac�Pg to StiICll�t}/ d G8a#RSfFaAc}Nin 6 f$'M,° Pe #�` est }t4& area ,Add fir t p neat bracinga of the overal 0rucmre is the respori 6bi ty of the bin g de ' r, For generof anee r # � fabrication, quality! control. storage, der very, erection and bracing. consult ANSI/Wil Quality , D56 -S9 and BCSI 8 Ing Component 7777 Greenback Lane r SateBy drt :fora avafiob from Truss Plate Iniffluie, W Pa. tee Street, Suite 312, Alexandria. VA 27,D,4. su to 109, 240 744 2-4-1'1 _ 9 Pfau Offsets X+ X0-7- AVjLk:0 2.::!m1 LOADING lost) SPACING- 2- CSI, DEFL. in (too) Wall Ltd PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 05.57 Vert(LL) 0.08 -8 >999 360 MT20 169/123 (Roof Snow --30.0) Lumber DOL 1.15 BC 11.38 Vert(TL) -0,12 -8 >999 240 TCDL 10.0 Rep Suess Inca YES WB 0.60 Horz(TL) 05.01 7 nla We BCLL 0:0 ` Cootie iRC2012/TP17 (Matrix) "ht: 6 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1 1-3 oc pudins, except BOT CHORD 2x4 SPF No,2 and verkicals, and 2 no pudins (6 max,): 5-6. SS 2x4 WVV Stud BOTCHORD Rigid ceiling directly applied or 10.0-0 oc bracing, SLIDER Left 2x6 SPF 1650F 1.5E 4-3-15 Tek re rr ar ds that Staibi1 zers and required cross bracing Lbe instal during truss erection, in accordance with Stabilizer InstalG3tiogf� REACTIONS. (Ib/size) 7=671/Mechanical, 2=85410-3-8 (min. 0-1-8) Max Horz 2=190(LC 7) Max Upli 7=-302(LC 5), 2= 365(LC 8) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown, TOP CHORD 2-3-7711268,3-4-555/294, 555/'294, 4- 11336 BOTCHORD 2-10=-2041462,8-10---2041462,7-8-2311532 AF -FIS 4-8=1 761314, 5-7--6821289 NOTES - 1) Vvfnd: ASCE 7-10; Vutt-115mph (3 -second gust) V(IRC2012)=91 mph, TOOL-6.0psf; BCDL=6,Opsf; h=25f1; 8=4 ft; L=24ft; cave=oft, Cat, 0; Exp C; partially; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch teat and right exposed; Lumber DO)L=1.60 plate grip DOL=1,60 2) TOLL ASCE 7-10; Pa =30.0 psi (flat roof snow); Category II; Exp C; Partially Exp., Ct=1.1 3) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs no current with other live loads. 4) Provide adequate drainage to prevent water ponding. ) This truss has been designed for a 90.0 psf bottom chord five load nonconcur€ent with any other live Idea& 6) ' 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 - 10.0psf./ 7) Refer to girders) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt -ib) 7=302, C) "'," ; =365. 9) This truss is designed in accordance with the 2012 International Residential Code sections 8502.11.1 and 8802,10.2 and referenced standard ANS1nPI1. 6756 1 O) „Semi-rigid pdchbreaks with fixed heels' Member end fixity model was used in the anatysis and design of this truss, r rn. 11) Graphical purist representation does not depict the size or the orientation of the purtin along the top and/or bottom chord,' ; e " LOAD CASE(S) Standard May 29,2015 W NC - VeritrdefImpar.Wers and REAL) NOTES ON Tilts AND HOCK. DWIER R,E NCE FACE M-747.3 rev. AVIV201SHEFORE USE. Deegn volid for use only with Wek: connec#ors Thb ' n n based onty n poaorrietevs s. end is for an individual building c nt.. Appifc 'ty of design Pers and proper incorp tion of convenient 6 r ... 4aty of buld"ang design - not iris designer, Bracing shown aa� is for Iofe rol .. of inns ofud web members only. Additronol ternporary broecing to les stob4ilty during constrerrtton h the respons ty of the �c'� �w erector. Additionot ent bracing of tttie overo& stricture is the responsibl9ly of the WIderg desigrec, For frof guidance regarding fob6coleen, QUOMY con'"AL storage, deftvery, erection and bracing. consult AN$I/TPti quolity CBVediis, OSS -6f and frat 404dina Comitonent 7777 Greenback Lane Safety reformation ovoixsble from Tnm Plate ftfftute,. 781 N. tee Street, Suite 392. Atexondria, VA 22314.. sets 109 a -t10 7�o as-ts -s•1 �� mom IRM K uxe SXO _^ i t Yacs-r-ice1d s;c� 0o-1- sL LOADING last) SPACING- 2- CSL DEFL. in (rest Vdef4 L d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0,.58 Vert(LL) 0,12 -8 >999 360 MT20 1691123 (Roof 5 30.0) Lumber DOL 1.15 BC 14:39 Vert(TL) -0.18 2-8 >910 240 TCDL 10.0 Rep Stress Incr YES WB 0,62 Horz(TL) 0.01 7 nta nla BCL/. 0.0 " Code 1RC20121TPI 007 (Matrix)Weight: 66 to FT : 200A LUMBER- BRACING« TOP CHORD 2x4 SPF No,2 TOPCHORD Structural goad sheathing directly applied or 5«11-12 cc purlins, BOT CHORD 20 SPF No.2 except end verticals, and 2 oc purtins (6-0-0 max.): 5.6. WEBS 20 AW Stud "Except' BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. 5-7:2x4 SPF No.2MTek resettds that Stabil t yrs and required Dross SLIDER Left 2x6 SPF 1650F 1,5E 44-0 be installed during truss erection, in accordance with Stabilizer tnsiattationuade_ REACTIONS. (IbFsize) 7=6711Mechanical, 2=85403-8 (min. 0.1-8) Max Harz 2=214(LC 7) Max Uplift 7=-345(LC 5), 2= 362(CC 8) FORCES. (to) - Max. Comp,/Max. Ten, . All tomes 250 (to) or less except when shown, TOP CHORD 2-3-7551254, 3-4-545/282,4-5=-5911336 BOT CHORD 2-10=-2471454, 10-11-,-247/454, 8-11 =-247/454, 7-8=-267!501 VVEBS 4-8=-2151350, 5•7=-6321324 NOTES - 1) Wind: ASCE 7-10; Vutt-115mph (3 -second gust) V(IRC2012)-91mph„ TCDL=6.Opsf; 8CDL=6.Opsf; h=25fI; 8=45ft; L-248, eave-4ff; Cat. It; Exp C; partially; MWFRS (directional); cantilever lett and right expo ; end vertical left and right exposed; porch left and right exposed; Cumber L=1.60 plate grip DOL=1.60 2) TCLL; ASCE 7-10; pf-30.0 psf (flat roof snow), Category If; Exp C, partially Exp.„ Ct-1 1 3) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs none -concurrent with other live toads. 4) Provide adequate drainage to prevent water ponding, 5) This truss has been designed for a 10,0 psf bottom chord live load nonconc rrent 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 tail by 2-0-0 wide will pNIDLtd fit between the bottom chord and any other members, with BCDL = %Opsf. (j wwww,ww 7) Refer to girder js) 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) except (#=lb) 7=345, 2=362. w 9) This truss is designed in accordance with the 2012 international Residential Code sections 8502.91.1 and 8802.10,2 and referenced standard ANSVTPI1, 66 10) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. w w 11) Graphical punish representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ;. LOAD CASE(S) Standard 4*.w ww. 4•wwwwwrw `�` { 'L- May 29,2015 WA NG • VWdy n wrid READ NOTES ON TYAS AM INCLWED AMTEK REFERANCE PAGE t-7479 twv. 0" 18 BEFORE USE, wnww:rs ,& 7T ' valid for use onty wilt, keTek connectors. This design as based onty upon pororniciers shown, and es for on incrrvickral bulb ag c neat. App4C.b'.ty of dealt n parcm fern aria 111, inoelloiefion o1cngshal is resaonslbilry of b+9dirtg cleg.,ricu truss designer, "ng mown {, (. is fm tvterot support of i ndhAdure web orersfuers only, Addtionol ternpontry bracing to inure stoofity during constivctien is the responsibility of the 7m"w�� tor. kdcfWona9 moat br ' g of rhe oveiaH untcfure is the respoensVgty' of the `:ing igner, Fear of guidance r dingfabdcol ,qualitycontrolstor .dOvery.erectionandtxochg,caomtAt ANS111111 Quality esta, 058.89 arra! r 6 a Component Greenback lane ovabobie tramInns, Plate lnstnfuYe, 784 N. Lee Street. Suite 312, Aiexa VA 2231A.109 2-0-0 7-0-4 9-12 2-6.1 6x6 = 3x4 11 Scato =1:34.2 MOIR LOADING (psf) SPACING- 2-0-0 CSI, TCLL 30,0 Plate Grip DOL 1,15 TC 0.59 (Roof Snow --30,0) Lumber DOL 1,15 BC 0A2 TCOL 10,0 Rep Stress Incr YES WB 0.81 BCLL 0,0 • Code IRC2012rrPI2007 (matrix) LUMBER - TOP CHORD 2x4 SPF No.2 SOT CHORD 2X4 SPF No.2 WEBS 2x4 WW Stud SLIDER Left 2x6 SPF 1650F 1,5E 4-4-0 REACTIONS. (lb/size) 8=671 /Mechanical, 2=854/0-3-8 (min. 0-1-8) Max Harz 2=257(LC 7) Max Upiift8-337(LC 5),2�358(LC 8) M� DEFL. in (toc) Wall Lid PLATES GRIP Vert(LL) 0,12 2-9 >999 360 MT20 169/123 Vert(TL) -0,18 2-9 >920 240 Horz(TL) 0,01 a me File Weight; 73 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals, and 2-0-0 oc purlins (6-0-0 max,): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc, bracing, -�F MiT—km e;;;Wt�iegdsthat iia fii�-n;—sgd--requiried cross acing be installed during truss erection, in accordance with Stabilizer [Installation uide, FORCES. (lb) - Max, Comp,/Max, Ten, - All forces 250 (lb) or less except when shown, TOP CHORD 2-3-755/2,49, 3-4--546/277,4-5=-478/284,5-6�59Ot391 BOTCHORD 2-1 Q-2521467, 10-11-252/467, 9- 11 =-252/467, 9-12— 1501274, 12-13-1 5Ot274, 8-13-150/274 NOTES - 1) Wind: ASCE 7- 10; Vuft- I I Smph (3 -second gust) V(I RC 2012)-91 mph; TCDL=6 Opsf� BCDL =6.0psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat, 11; Exp C� partially; M\NFRS (directional); cantilever left and fight exposed " end vertical left and right exposed; porch left and right exposed� Lumber DOL -1 60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf--30,0 pef (flat roof strow)" Category 11; Exp C; Partially Exp,� Ct=1 A 3) This truss has been designed for greater of min roof live load of 20,0 pal or I DO times flat roof load of 30,0 psf on overhangs non -concurrent with other live loads, 4) Provide adequate drainage to prevent water pending, 5) This truss has been designed for a 10,0 psf bottom chord live load nonroncurrent with any other live loads. W* 111 1, 1161111 2-358, 9) This truss is designed in accordance with the 2012 International Residential Code sections R502. 11, 1 ans..}0and referenced standard ANSI/TPI I 10) "Sernkrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 11) Graphical purtin representation does not depict the size or the orientation of the puffin along the top and/or bottorn chord, Qk WAPMNO - Verifir i:kiolin pw~ws and READ NOTES ON TWS AND INCLWED WIM REF CTE PAGE W4413 ftv. O2f164015 BEFORE USE Design ootid for kne Say Mth Weir connectom. The design a owed only upon parameters shown, and is for on individual building compronent, Applicabifty of design parometers and proper ircorporation of component oresponsibility of buiefing designer - not tries deugner, sroeing shown is for Ward sudden of indMdud vostr rneffben onty. Additionot ternporary bracing to inwe MobIty during constrootion is the restronsAsUty of the erector. AdWronot perneinent bracing of the overol structure is the responsibility at the bvWing dengnw, For gof quidance regordN tob6colion, quality cannot storage, defivery, erection and brocing, comuff ANSIoPil Quality Criteria, 0SIt-lif and SCSI bulkima Component Solerlytotormokin ovoiloble Team nvuPlate institute, 781 N. Lee Skeet, Suite 322. Atimordriss. VA 223t4, rT7= May 29,2015 2,04 7 -U -i ..9.12 4.5. 1-6.7 mum LOADINGam TCLL 30,0 'aot a 0 Plate Grip DOL 115 TCC)L Lumber O L 115 BCLL 0,0 Stress In. YES }w LUMBER - CHORD r i ` SPF No2 SOT i mid � CHORD �f a No,2 WEBS I �Wi -9: 2x4 �i u SLIDER Left 2X6 SPF 165OF 1,5E 4-4-0 M CSt. OEFL. in (loc) Wall Lid PLATES GRIP TC 0.57 Vert(LL) 0.12 2-9 >999 360 MT20 1691123 SC: 0.42 Vert(TL) 0.18 2- >913 240 0.69 Horz{TL} 0.01 8 ma n/a (Matrix)Weight: 81 Ib FT - 2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except end verboats, and 2 oc purfins (6 max.). 6-7. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, VVEBS 1 Row at midpt 7-8 MiTek re anends that tabtSizers and required cross bracing be installed during truss erection, in accordance with 'Stabilizer REACTIONS, (ibisize) 8-671/Mechanical, 2-854/0.3^8 (min, 0-1-8) Max Harz-308(LC 7) Max Uplift 8-332(LC 5), 2--3 3(LC 8) Max Gratin 8-692(LC 14), 2-954(LC 1) i .4 NOTES - Cat, 11; Exp C� partially; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and fight exposed; Lumber DOL= 1 .60 plate grip DOL=1,60 A as gor a non-concurrent3) This truss has been designed for greater of min roof live load of 20,0 psf or 1,00 times flat roof load of 30.0 psf on overhangs other 4) Provide adequate drainage to prevent water 5) This truss has been designed for a 10,0 fist bottom chord live load rionconcurrent with any other live loads. ,. aft "IN. *. } } 9) This truss is designed in accordance with the 2012 International Residential Code sections R5021 1.1 and R802,10.2 2,353, a referenced Graphicalstandard ANSIrrF`1 1, 10) -Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 11) purfin representationdoes notdepict or the orientationof - purfin along the top and/or bottom :} a a a WARNING.. U.. grt art" and READ NOTES ON Tills AND WMWED A&WK ft GE PAGE AW7473 ray. OWSP2014 WFORE USE. Design woad toruse only with INTO connectors. This design s based only upon parommees s and is for on ir4viduoil building component, A '.. `ty of design pororraien and proper incorporation of component is responsipfify of bu2ding de ' -rot truss designer, Bracing shown a for iaferat support of individuat wab "Nent5ers only. Additeoral ter pwary brocing to insure stab City during construction b the responsr wly of the erector Additional penrionerit brocing of the overar sirudure 4 the responability of the building desow, For general guidance federating fobrirotion. quality cantroL storage,deilvery, erection and brocing, Consult ANSVII41 Qualey Criteria, LSS4419 and SCS! livilding Component Sa..ety Warmoron available from Two, More tetsfiivfe, 781 N. Lee Street, Suite 312. Aiefrondrip, VA 22314, May L.9,20 R5 z-c.ta 6.2.0 08 11 3x4 7-_ 3x8 LOADING lost) SPACING- 2 CSL DEFL.. in (too) t/defi Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0,58 Vert(LL) -0.11 7-8 >999 360 MT20 1691123 (Roof Snow --30.0) Lumber DOL 1.15 BC 0,46 Vert TCD/. 1f7.0 (TL) -0.27' 7-5 >612 240 DL 0,0 * Rep gess trier YES 0.64 Horz(TL) 001 7 Fila Fifa SCOL 10.0 Cade iRG20121TP12007 ( afr€x). Weight: 79 its FT - 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or -0.0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals„ and 2-0-0 oc purlins (6- max.): 4-5. EBS 2x4 SPF No.2 *Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 Do bracing. 4-8, 2x4 Stud WEBS 1 Row at midpt 6.7 SLIDER Left 2x6 SPF 1650F 1.5E 34-9 hWF;i' rreds that Stabrla`zers and required cross bracing be installed during truss erection, in accordance with Stabilizer ipstgl4atrosturd� REACTIONS. (Ib/size) 7=671/ echanical, 2-854/0-3-8 (min. 0-1-8) Max Harz 2-349(LC 7) Max LtOM7=-112(LC 5), 2=-115(LC 8) FARCES. (lb) - Max, Comp,/Max, Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3-823110,3-4-614t46,4-5=-510/81, 5.6=-250/138 BOTCHORD 2-8=151!533,7-8=-1351513 BS 5-7=627/137 NOTES - 1) Wnd: ASCE 7-10; Vutf=115mph (3 -second gust) V(iRC2012)=91mph; TCDL-6,Opsf; BCDL= 6.Opsf; tt-2511; 8.45ft, L=24ft; cave=Aft; Cat. It; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical and rightexposed; Lumber DOL -1.60 plate grip DOL -1,60 2) TOLL: ASCE 7-10, Pf=30,0 psf (flat root snow); Category 16; Exp C„ Partially Exp.; Ct-1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof toad of 30.0 Did on overhangs non -concurrent with other live bads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live toads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 fall by 2-0-0 wide will �v�,NNUOUQ tri between the bottom chord and any Cather members, *�*rrerr•r 7) Refer to girder(s) for mass to truss connections 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tb uplift at joints) except (#=tb) 7=112, 1 ° 2=115. 9) This truss is designed to accordance with the 2012 International Residential Code sections R502.1 1A and R602- 10.2 and referenced standard ANSVTPI 1. ' 10) "Semi-rigid pifchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. � 11) Graphical Dustin representation daces not depict the size or the orientation of the purlin along the tap and/or bottom chord. LOAD CAS() Standard °*o 'is.°� /M- May 29,2015 WARNOM - Y an pro. err and READ NOTES ON TWS AND iNCILUDED, d TEK REF RANeE PAGE AA'J-7473 rev, 021i 7b DEFORE USE Design valid for or* Af'iek, connectors, The design k loosed upon pororneter*, shoen, and is for an individual bucking c nt. Applicability of design pa fees and incorporation of component 4 res illy of building designer - not truss designer. 8 shown d for bterat support of indWiduse web merribers only, Addifforral iemporory bracing to ` w e stobi ty during construction n the responsbUty of the �" erector. Additional pev nonenf brae of ?tm overall structure is the responsibility of the. bud deo , For gonerod guidance r . red'MITek' tobiicolion, gvakty control, storage, deliveN, ereclioon and bracing,, consuif ANSI/1141 D58 -81t and KV SoRding Component 7777 Greenback Lane Sakstrinformatlim ovoUmve from Truss Plate ktstiMe, 781 N. Lee Street. Win 31: efexancho. VA 22314, Suite 109 2-rro 4ai s -7-e 3w91 -a �¢*2:z 3XIZ it — 04 = 06 �Os, ,. t t ct sEsts X Y — 2: 7-13 _2 e d D -4 - LOADING (psh SPACING- 2-0-0 CSI, DEFL. in (loc) Vdeft vd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) 0.08 9-10 >999 360 MT20 969/123 (Roof Snow -30,O) Lumber DOL 9,95 SC 0.35 Vert(TL) -0.12 9-10 >999 240 TCDL 10,0 Rep Stress mcr NO VVB 0.79 Horz(TL) 0.02 8 rda me BCLL 0.0 " Cade IRC2012rrPI2007 (Matrix) Weight: 83 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-91-14 oc purttns, BLIT CHORD 2x6 SPF MOF 9.5E except end verticals, and 2-0-0 oc purlins (5-5-10 max,): 4-5.. BS 2x4 WVV Stud `Except* BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing, 7.8: 2x4 SPF No.2 VWBS 1 Row at moot 7-8, 5-8 SLIDER Left 2x6 SPF 1650E 9.5E 2-4-0 i7sk recommends that Stabtltzers and aired a roes brae ng be installed during truss creation, in accordance with Stabilizer in t Il ioar gulde REACTIONS. (lblsize) 8«1206/Mechanicai, 2=133210-3-8 (min. 02-1) Max Herz 2=347(LC 19) Max Uptift8-- (LC 5), 2= (LC 8) Max Grav8-1395(LC 26), 2-1332(LC 1) FORCES. (to) -Max, Comp./Max. Tea, -All forces 250 (lb) or less except when shown. TOE' CHORD 2-3=1586/780, 3-4- 14871794, 4.511341659, 5-6--1045/598 BOT CHORD 2-10=-77011175,10-11--777/1286,11-12=-777/1286,9-12-777/1286, 9-13--482/744, 13.14- 21744, 8 -14 -*4821744 VVESS 4.9 0=4101728, 5-90=-402/995, 5-9=742/416, 6-9-86911177, 6.8=-1319/889 NOTES - 1) « O« . rd non-concurrentCat. 0; Exp C; partially-, MWFRS (directional); cantilever left and right "posed � end vertical left and right exposerd� porch left and right exposed; Lumber DOL=1,60 plate gfip DOL -1,60 2) TCLL� ASCE 7-10; Pf=30,0 fist (flat roof snow),� Category It; Exp C; Partially Exp,� Ct--1, 1 3) This truss has been designed for greater of min roof live load of 16,0 pat or 1,OD times fist roof load of 30,0 pst on overhangs other live loads, 4;) Provide adequate drainage to prevent water pending, 5) This truss has been designed for a 100, psf 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 tall by 2-0-0 wide will fit between the bottom chord and any other Refer to girder(s) for d truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at jointie) except Ut=tb) 8=906, rd 9) This truss is designed in accordance with the 2012 International Residential Code sections R5021 I 1 and R802, 10.2 and referenced standard ANSVTPI 1, 10) 'Semi -r lgid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 11) Graphical pudin representationdoes depict the size or orientation opuffin along the top and/or bottom chord, 12) Hangeria) or other connection device shalt be provided sufficient to support concentrated <" «d...n and 192 lb d.: 4-0-0,179 « down and 90 lb up at 6-0-12, 217 to down and 141 tb up at 7-11-12, and 270 lb down and 211 to up at 9-11-12, and 354 11lidownand299Ibupat 11-11-12 on bottom chord, The designtselection of such connection device(s) is the responsibility of others. 13) In " • section, ldaws. applied to the faced . truss are i'.d as front or da i WARNWG ` vway devig.p....tersand MAD NOTES ON TM$ AW WCLWED ANTEK WERANCE PAGE -7473 nw,02/1 5 RE'f USE,. wades Design wolid for ase onty M9, Mffex conneciws ibis design is bo a* upon fronnneters shown, and is for on indivaduce buildvtg consoonent.. Applicability of design parornete n and gar, inoorporotion of component 4 resp oranfbABty of buidang designer •riot truss designer. firocing glown in for soterd support of individua4 web members only. Addifroncrt to n, WOOV to Insure stability during Construction o the re stb'Esty of the � p,, erector, Additio nctd permanent brae of the avercd structure b the responsibility of the building des' Fog 0l g0donce regarding # 1� �.. falx cation rivoItty controt, storage, delivery, erection and txo6ng, consuit ANSVMI Quality 08eft, DSS -89 and $CSI flullefto Component 7777 Gretaitrack lane Safety information ovisliobfis from Tn.m Plate Institute. 781 N, Lee Sftoet. Suite 312, Atexanddo, VA 22374. sulfe 109 May 29,2015 LOAD CASE($) Standard 1) Dead + Snow (balanced): Lumber Inaesse=115, Plate Increase=1,15 Uniform Loads (pff) Van: 1-4-80,4-5=-80, 5-7=-60, 2-8-20 Concentrated Loads (1b) Vert: 10-352(F) 11-165(F) 12-165(F) 13---165(F) 14=-165(F) ,&WARNW- Vw#YdWg.PArvk..nd READ NOTES ON IMS AWINCE UDEDMITEXREFERAW-E PAGE W7473tev. V2/f&20f5SEFQW USE Deugn vdvd for use one with Mnek connectors. The desgn z based onty upon paromefors shown, and k for on individuot buming cornpceent. ApplicobIty of design pararnelen and pmW Inco tion of cornponent is respombifth, of buitding deOgner -rust truss designer, Bracing shown is for Word support of individual Year members a*. Additionat tenvorary bracing to kukre Mobtity dwioi; construction it the responsWity of the MITOW erector. Additiond pwrnanest bracing of the oywo# structure is the respon0bitt, of the butiding des' gner, For general gvidonce reqwding fa Pion, quolkh, control, storage, deWery, erection and brochg cor*v# ANSI/Ml QuaNy CrItetes, DSO-89 end 8C$J SuNdIng Comp onerd 7M Greenback Lane Safety int evoitabLe from Truss Mole Instirule, 781 R Lee Street, Suite 3t1 Mexandde VA 223L4, SAAO 109 i- — �4- 3-_O — —I 3-95-& 3"15-6 � �11_1 3-4"i5 exii = 2X4 H Sasie = t53,0 5X12 11 2X4 11 4XS = 44 = axe = 2X4 11 6X6 = LOADING (fist) SPACING- 2-0-0 CS11 DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 30,0 Plate Grip DOL 1.15 TC 0,56 Vert(LL) 0.08 11-13 >999 360 MT20 169/123 (Roof Snow --30.0) Lumber DOL 1,15 BC 0,59 Vert(TL) -0,14 11-13 >999 240 TCDL 10,0 Rep Stress Incr NO WB 0.66 Horz(TL) 0,03 8 file n/a BCLL 0.0 Code IRC20121TPi2007 (Matrix) %Wight: 261 to FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purims, except BOT CHORD 2x6 SPF 165OF 1.5E end verticals, and 2-0-0 go puffins (6-0-0 max.): 5-7, WEBS 2x4 SPF No,2 *Except* BOT CHORD Rigid oeffing directly applied or 10-0-0 do bracing, 3-13,3-11,4-11,4-10: 2x4 'AW Stud WEBS 1 Row at inkipt 7-8,6-8 SLIDER Left 2x6 SPF 1650F 1,5E 2-6-14 REACTIONS. (lb/size) 1-4564/0-38 (req, 0-3-9),8-3506/0-5-8 (min, 0-2-12) Max Horz 1-334(LC 7) Max Uplift 1--2163(LC 8), 8=-1 845(LC 5) FORCES, (to) -Max, Comp,/Max. Ten, -All forces 250 Qb) or less except when shown, TOPCHORD 1-2�SW7/2278,2-3-4931/2323,3-4-3843/1871, 4-5-2640M368,5-14-210511174 6-14-211011173 BOTCHORD 1 -15= -1981/3958,15-16=-198113958,13-16-1981/3958,13-17=-198113958, 12 -17-1981/3958,11-12-1981/3958,11-18=-158513170,18-19-1585/3170, 10-19-1585131M 10-20--702/1294,20-21�70211294,9-21-702/1294, 8-9=702/1294 WEBS 3-13-59811264, 3-11-10421556, 4-11-100211977, 4-10--196211027, 5-1 0=-644/1176, 6-10-102112287,6-9-74711005,6-8--3622/1913 NOTES - 1) 2- ply truss rte connected together with I 1a:C 131"x3") nails as follows-, Top chords connected as follows: 2x4 - 1 row at 0-7-0 ad. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc Webs connected as follows: 2x4 - I row at 0-9-0 go. 2) All tetts tre RR `r e4trylly e�oilipff I* • Ssil �Flies, eyceqt K aoted as fr*xt (F) or treck (". off in t�',e LOAN—CASE(S),seotion, Ply to ,irly connections have been provided to distribute only loads noted as IF) or (8), unless otherwise indicated, 3) Wind� ASCE 7-10; Vuft= 11 Smph (3 -second gust) V(IRC2012)-91 inpir: TCDL=6,Opsf; BCDL=6,Opsf,- h-25ft; B-45ft; L=24ft; eavezutft; Cat ll� Exp C', partially; MWFRS (directional); cantilever left and right exposed ; end vertical left and tight exposed; porch tell and right exposed; Lumber DOL -I 60 plate grip DOL=1 W 4) TCLL: ASCE 7-10Pf-30.0 list (flat roof snow); Category ll� Exp C; Partially Exp,; Ct=11 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10 O pal bottom chord live load nonconicurrent with any other live loads. 7) * This truss has been designed for a five load of 20,0psf on the bottom chord in all areas where a rectangle 3-" fall by 2-0-0 wide will fit between the bottom chord and any other members, 8) WARNING: Required beating size at joirri(s) 1 greater than input bearing size, 8-1845, 10) This truss is designed in accordance with the 2012 International Residential Code sections R502. I I I and R802,10,2 and referenced standard ANStrTPI 1. 11) "Semi-rigid pitchbreaks with fased heels" Member end fixity model was used in the analysis and design of this truss, Cason wird for use unit, with Mirek connectom This design is based ordy upon potarnefers shown, and is for on individual building cofftsronenf, Appilcob4ty of design poron*hes and proper lira. croon of co hent i resPonsibility or buisditng designer - not truss designer. Bracing shown is to, larval snppori of indMduol web members oNy, Additional temporary bracing to Insure Mobifty during Lorrstruction ir the re sibs of the erector. Additinnix permanent brocrng of the ovetog structure is the responsibiRty of the buRdng designer. For gerwat guidance regcwding fabrication, quality control storage, dna fivery, erecfion orad bracing,. comuft ANSI/T1411 Quality Caffeda, OSI -69 and SCSI Wilding Component Safety k0orrifirien ovolioble from TmrA Note ftfitute, 781 R Lee Street, $ude 312, Atetandrio, VA 22314. MITek' 7771 Geentsa* Lane suite 109 MUM 1-1- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1125 to down and 609 lb up at 0-8-4, 651 to down and 281 to up at 2-8-4, 651 to down and 299 to up at 4-8-4, 651 to down and 343 lb up at 6-", 651 to down and 334 to up at 8-84,651 to down and 329 lb up at 10-84, and 651 to down and 110 to up at 12-5-11, and 1266 to down and 903 to up at 14-5-11 on bottom chord, The designtselection of such connection devioe(s) is the responsibility of others, LOAD CASES} Standard 1) Dead + Show (balanced): Lumber Increase=1 .15, Plate Increase -1,15 Uniform Loads (off) Vert: 1-5-80, 5-7--80,1-8-20 Concentrated Loads (to) Vert: 12--651(F) 15--1125(F) 16-651(F) 17-651(F) 18-651(F) 19-651(F) 20-651fl 21-1186(F) 2 2-4-8. ».... 9-7.8 ,. U4 3x4 s.M... i---•--- 2-+4.8 �.............�..,,......'!,.....�...� LOADING (psf) SPACING- 2-0-0 GSI. DEFL, in (lac) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.95 TC 0„15 Vert(LL) -0.01 4-5 >999 360 MT20 1691123 T Dol Snow -30.0) Lumber DOC_ 1.15 BC 0.14 Vert(TL) -0.03 4-5 > 240 CDL 10.0 Rep Stress lncr YES WB 0.04 Horz(TL) -0.00 4 nta nta BCL10.0 L.UtrIL Code IRC2012frPi 7 (Matrix) Srdeight;. 19 to FT = 201>4 . BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 be puffins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins: 1-2. BS 2x4 VM Stud BOTCHORD Rigid ceiling diredy applied or 10.0-0 oc bracing. Mi7ek tri ds that Stabilizers and requ” cross bracing be instal during truss erection, in accordance with Stabilizer Inst -Il ion ud REACTIONS. (lb/size) 5=985.%0.3.9 ('min. 0-1-8), 4=185/Mechanical Max Hort 5=121(LC 5) Max Upfift5--52(LC 4), 4=-64(LC 5) Max Gray 5=196(LC 14), 4=196(LC 13) FORCES. (Ib) -Max. Comp,/Max, Ten. -All forces 250 (Its) or less except when shown. NOTES - 1) Wnd. ASCE 7-10; Vuft=115mph (3-seomid gust) V(IRC2012)-91mph; TCDL-6.0psf; BCDL--6.Opsf; h-25fi, 8= 45ft; L=248, eave=41#; Cat, tl; 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) %CLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il„ Exp C; Partially Exp,; Cl- 11 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load rionconcurrent with any other live loads" 5) ' This truss has been designed for a live food of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit en the bottom chard and any other members, 6) Refer to girders) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 5, 4. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 11 and R802, 10,2 and referenced standard ANSIITPI 1. Ur 9) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, �JNDO � 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord, www«www w■*, www to LOAD CASE(S) Standard e°0 w w ww Pt NN_ May 29,2015 w Nd3 • y pn P i ward READ NOTES ON TeTs AND INCL. D. REFERANCE PAGE W7473rov. OV16,12015 BEFORE USE: Design valid for vse only wain hMTek connectors This design is based only vpon odometers srown, and Is for on ind Adual buioi corrxaonent. Applicability of design pororneteRs and proper incorporation of corivionerri h responsiolify of buOding designer not truss designer, br is for laterad support of fndMdure webrim only. Additional fernporory bracing to kwe nobility during cocistrvction is the responstaty of the erecter. Additional p tient brocktg of the overog structure is the responsibility of the Wading designer, For generot gvidance regovding tabricafion, rivolin, control. storage, dekvery, erection and bracing. consuff ANSVIEll Quality Ciiieft, DS8.89 and SCSI 8a8ding Comp eserst 7777 Greenback Lane Safety Wfistmalion ovaiksbte from Truss plate #rviifutca. 781 Ff, Lee Street, Suite 352, Atexonehia, VA 22394. Sufte 109 LOADING (psf) SPACING- 2-0-0 TCLL 0,0 Plate Grip DOL 1,15 , (Roof Snow --30,O) Lumber DOL 1,15 TCOL 10,0 8CLL 0, Rep Stress Incr YES M 0,06 Code iRC2012VTP12007 A K� REACTIONS. (ttkliaZe) 4-18503-9 (min. 0-1-8),3-185/Mechanical Max Hor7 4--125(LC 6) Max Up4M4=-92(LC 4),3-92(LC 5) Max Grav4-203(LC 14), 3-203(LC 13) NOTES - 1) Wn& ASCE 7-10; Vuft=l 15mph (3 -second gust) V(IRC2012)--91mph; TCDL=6,Opsf; BCDL=6,Opsf, h=25ft; B=45ft, L=24ft; eave-4ft; 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 2) TCLL� ASCE 7-10; Pf=30,0 psf (flat roof snow); Category U; Exp, C; Partially Exp.� Ct=I.1 3) Provide adequate drainage to prevent water pending, 4) This truss has been designed for a 10,0 Pat bottom chord live load nonconcurtent with any other live toads. tF^K- wilme'-trrivi Ai ta�WM-j'*vV4*-WV- fit between the bottom or and any other members, 6) Refer to girder($) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IGO lb uplift at joint(s) 4, 1 8) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 1 1 and R802,10,2 and referenced standard ANSUTPI 1. 9) 'Semkigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical pudin representation does not depict the size or the orientation of the purim along the top and/or bottom chord, May 29,2015 W WA. AWNG- VwHydaMeniamatersividIRFADNOTES ON TMS AM INCLUDED WYEKWOrERANCE PAGE !ham 7473 QVI&INIII&EIGRE USE, Design valid for use a* win kVek connectors. This deogn a based only noon parometers shown end is for on indMduct tK*dpg component, AolpfcobBity of design paromelers end proper incorporation of component is responsibsty of budding dengner - not truss designer, firocing sno,,n a for krierol suppod of irelMdual were arse a*, Addltiarrof temporary bracing 10 iruwo stoWnr during construction is the reaconsib0gry of the erectof. Addfilarrof permcnent brochg of the overall stnictwe is the respomibWty of the huNding designer. Far general guldonce regarding Welk' f0bril-ofiom quality control, storage, delivery. erectbn and brocing, consdt AkStinPll Quality Criteria, USI -Of and 801 BuNdmil Component 77T? Greenback Lane SaWy Inlarmation ovoifable from Two, Plate kutituie, 781 N. Lee Street, Suite 312, Alexcincho,'VA 22314. safte 109 CSI' DEFL. in line) Udefl Lid PLATES GRIP TC 0.30 Vert(LL) -0.01 3-4 >999 360 MT20 169/123 BC 0,14 Vert(TL) -0,03 34 >9W 240 M 0,06 Horz(TL) -0,00 3 GIG nia (Matrix) VVfight: 20 Ib FT = 20% BRACING- TOP CHORD 2-0-0 oc purfins° 1.2, except end verticals. BOT CHORD Rigid calling directly applied or 1G-0-0 oc bracing, 'M— - �i 7ek recorn;i��nds atStabiiiiers and aired cross brat ng be installed during truss erection, in accordance with Stabilizer REACTIONS. (ttkliaZe) 4-18503-9 (min. 0-1-8),3-185/Mechanical Max Hor7 4--125(LC 6) Max Up4M4=-92(LC 4),3-92(LC 5) Max Grav4-203(LC 14), 3-203(LC 13) NOTES - 1) Wn& ASCE 7-10; Vuft=l 15mph (3 -second gust) V(IRC2012)--91mph; TCDL=6,Opsf; BCDL=6,Opsf, h=25ft; B=45ft, L=24ft; eave-4ft; 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 2) TCLL� ASCE 7-10; Pf=30,0 psf (flat roof snow); Category U; Exp, C; Partially Exp.� Ct=I.1 3) Provide adequate drainage to prevent water pending, 4) This truss has been designed for a 10,0 Pat bottom chord live load nonconcurtent with any other live toads. tF^K- wilme'-trrivi Ai ta�WM-j'*vV4*-WV- fit between the bottom or and any other members, 6) Refer to girder($) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IGO lb uplift at joint(s) 4, 1 8) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 1 1 and R802,10,2 and referenced standard ANSUTPI 1. 9) 'Semkigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical pudin representation does not depict the size or the orientation of the purim along the top and/or bottom chord, May 29,2015 W WA. AWNG- VwHydaMeniamatersividIRFADNOTES ON TMS AM INCLUDED WYEKWOrERANCE PAGE !ham 7473 QVI&INIII&EIGRE USE, Design valid for use a* win kVek connectors. This deogn a based only noon parometers shown end is for on indMduct tK*dpg component, AolpfcobBity of design paromelers end proper incorporation of component is responsibsty of budding dengner - not truss designer, firocing sno,,n a for krierol suppod of irelMdual were arse a*, Addltiarrof temporary bracing 10 iruwo stoWnr during construction is the reaconsib0gry of the erectof. Addfilarrof permcnent brochg of the overall stnictwe is the respomibWty of the huNding designer. Far general guldonce regarding Welk' f0bril-ofiom quality control, storage, delivery. erectbn and brocing, consdt AkStinPll Quality Criteria, USI -Of and 801 BuNdmil Component 77T? Greenback Lane SaWy Inlarmation ovoifable from Two, Plate kutituie, 781 N. Lee Street, Suite 312, Alexcincho,'VA 22314. safte 109 1502-031 E,l48 Roof SpectalW»_.._ .� jI j ,pt3b R&4kf an tlUttaj R44579%ri _-._....,.._ -. .-__..�. ..S_-___.-...,...._.�................... DOW Lumber Of Cofmado,Denver, Colorado 80229 7.920 s Mat 27 2015 M'iTek industries, me-. Thu May 25 13.49:35 2015 Paget 1 13x4 == 2 Scate =1;25.8 3x4: 2.4 t LOAiitcs (psf)w.-�SPACttdGg...n,.e. 2-0-0 B-0 CO._W. .� ........ .-._.��i}EFL. in (itac) #ilei! lid._.-.- PLATS_...-- GRIP_ ..-� TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.01 3-4 >999 360 MT20 1691123 (Roof Snow -30,O) Lumber DOL 1,15 BC 0.94 Veit(TL) -0.03 3-4 >999 240 TCDL 10.0 Rep Stress incr YES VVB 0,93 Horz(TL) -0,00 3 rade WE BCL L___10,0 0.0 Code IRC20121TP€2007 (Matrix) €ght: 23 lb FT = 200 LUMBER- SPACING- TOPCHORD 2x4 SPF No.2 TOP CHORD 2-0.0 oc addicts: 1-2, except end verticals. BOT CHORD 20 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WE BS 2x4 Stud MiTek re mends that 5tabllizars and required csross bracing be Installed during truss erection, in accordance with Stabilizer REACTIONS, (Ob/size) 4=18503-9 (min.O -6).3=185/Mechanical Max Harz 4-171(LC 5) Max Up0#t4- 143(LC 4), 3=-143(LC 5) Max Grav4.241(LC 14), 3--241 (LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (€b) or less except when shown. NOTES - 1} d: ASCE 7-10; Vuft=915 ph (3 -second gust) V(1RC2012)=91rnph; TCDL-6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; cave -oft; Cat. 11; Exp C; enclosed; MVVFRS (d€rectionW)" 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; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1 A 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangte 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 €tt uplift at joint(s) except (jt=lb) 4-943, 3-143. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 1A and 8602.10.2 and referenced standard ANStrrP0 1. L ks 9) "Serpi-rigid pdchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Graphical purtin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. y * • «« « LOAD CASE(S) Standard • { + « 676 AV A May 29,2015 WARNING - Vweirdownponinstows and R6W NOTES ON TINS ANO FNCLUDEV OTEK REFERANCE PAGE W7473 rev. OVIAWIS BEFORE USE. Design valid for use onry wlfh Mliek connectorsThis design a based upon orneten shmv , and is for an indivldt0 building c argent. Appticceility of design Parameters and proper rncorporotion of t is rebRity of bull ng de ' - not frons designer, brocing is for ialeral of inddividud members antra", A ±ani+ temporary bracing to " stabikty during construction k the ty of if* :;�rye 7r erector. Add fforroi permanent bracing of the crverol structure h the responsitft of the but g designer, For general guidance regarding fahricatiari, quality control, storooe, delivery. erection and bracing. c;onsuft ANSWO'll Q Cs#. 858.84 and SCSI 8tr8Component Co ent 7777 Lane SolishrInforrefiraft avotlable from Ines Note hsfifule, 781 Pt, tee street, Suite 312. ALexandfirs, VA 223! b. Suite 109 f------A-&Q—'--------i Oct 4 2X4 it 3X4 LOADING (Psf) SPACING- 2-0-0 CSI, DFL. in (hoc) Wall Ud TCLL 30.0 Plate Grip DOL 1,15 TC 0.61 Ven(l-L) -0,01 3-4 >999 360 (Roof Snow --30.0) Lumber DOL 1,15 SC 0,14 Vert(TL) -0,03 3-4 >999 240 TCOL 10,0CLL 0,0 Rep Stress Incr YES WE 028 Horz(TL) -0-00 3 rue rue B .1— nn, Code iRC2012fTP12007 (matrix) REACTIONS. (lb/size) 4=18510-3-9 gnin04-8), 3=185/Mechanical Max Harz 4-219(L.0 5) Max Upflft4--213(LC 4), 3-213(LC 5) Max Grav 4-294(LC 14), 3-294(LC 13) FORCES. (to) -Max, Comp,/Max, Ten, -All forces 250 (to) or less except when shown, TOP CHORD 14-2571236 Weight: 27 to FT = 20% BRACING- TOPCHORD 2-0-0 oc purfins: 1-2, except end verficals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, MiTek andTeqW�cing be installed during truss erection, in accordance with Stabilizer NOTES - 1) Wmd� A$CE 7-10; Vult-1 I Singh (3-serond gust) V(IRC2012)-91mph; TCDL-6,Opsf; BCDL-6,Opsf,, h-25ft� B-4511; L-24ft; eave-4ft; Cat, Ill; Exp C; enclosed; 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,"Pf=30.0 pat (flat rogory 11; Exp C" Partially Exp,� Ct=I A 3) Provide adequate drainage to prevent water pending, 4) This truss has been designed for a 10,0 pat bottom chord live load nonorincurrent with any other live loads, 1041 00 "_W1 3-213, 8) This truss is designed in accordance with the 2012 International Residential Code sections R502A 1.1 and R802,10,2 and referenced standard ANSUTPI 1, 9) "Semkigid pdchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss, - - - - - - - - - - - - - - .............. mga{� Design vc&d for vse only with Mires: connectors, Thit design is based onts, upon porsvoiffers shovm, end is for on widividool buitding component, ApplicobXty of design ponorefers and proper incogsorotion, of component if reasonsfogify of butidsug designer - not truss designer. Bracing vho� is for lisferd support of indivtclud web mernbers onty. Adcfifiorss8 tenvorory brocing to insure stability dunng consitirction 4 the respon"ty of the erector. Addittorai pornroment brocing of the overog siruCive is the TeSpombilty 01 the bukthng designer. For gerweat guidance regodfing fabrication. quafty control, sistroge, dehwy, erection and brocing. consix! ANSVII'll Qva*y CrUedo, OS8-89 and SCSf floilding Component Safety lefoanotton avoicipie fosm, truss ftre Inswe, 78f N. Lee Street, SuOe 312, Aisxorarfo, VA 22314, May 29,2015 LOADING (psf) TCLL 30,0 (Roof Snow=30.0) TCDL 100 8CLL 0.0 A SPACING- 2-0-0 Plate Grip DOL 115 Lumber DOL 115 Rep Stress Inor YES 7620 $xiar'?[ 20" ID:PQ3wkGXI dDd8E.-3qg6VbNA74yJ_ 4-0-0 4 3 2X4 i l 3,4 = REACTIONS, (lb/size) 4-18510-3-9 (min. 0-1-8),3-085IMechanical Max Horz 4=-268(LC 6) Max UpIA4=301(LC 4),3=-301(LC 5) Max Gray 4=359(LC 14), 3-359(LC 13) FORCES(lb) - MaxCompdMax, Ton. -All forces 250 (lb) or less except when shown. TOPCHORD 1-4-322/323 WEBS 1-3-2991299 RNIT4380M DEFL. in (too) Ifeeft Ltd PLATES GRIP Vent i -L) 401 3-4360 0 MT20 1971144 Vert(TL) -0.03 3-4 := 24 Horz(TL) -0,00 3 We We Weight: 34 to FT =. 20% BRACING - TOP CHORD 2-0-0 oc puffins: 1-2, except end vert' 1s, BOTCHORD Rigid calling directly applied or 10-0-0 or, bracing. W - - —id - �iia T;i re..W. d; 1�. blli es and required crass .,;;g be installed during truss erection, in accordarce with Stabilizer NOTES - 1) Wind: ASCE 7-10, VuR=115mph (3 -second gust) V(fRC2012)-9Imph; TCDL--6.0pst; BCDL=6,Opsf; h=25ft; 8=45t L=24ft; eave-4ft; Cat. ll� Exit 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; Pf-X(f psf (flat roof snow)� Category 0; Exp C; Partially Exp; Ct-1, 1 3) Provide adequate drainage to prevent water ponding, 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to offering plate capable of withstanding 100 to uplift at joint(s) except (jt -lb) 4=301, 3-301. Litack 8) This truss is designed in accordance with the 2012 International Residential Code sections R50Z 11, 1 and R802. 10.2 and referenced Qi r NDO standard ANSVTPI 1. 9) 'Semi-rigid pdchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss. 10) Graphical puriln representation does not depict the size or the orientation of the purtin along the top and/or bottom chord, LOAD CASE($) Standard 6766 ***A, 0AIA1 May 29 ,2015 WARPOING - Vw0ydesittripwaineh" and READ NOTrS ON TMS AND INCLUVEDWISKREFERANCEPAsirw7#73MV, OV167015BEFOW USE, Design volki for tne onty wOh &&'Tek conne�fom, The deogn ir based ony upon poramelm showin, ond is for an indiwdud Wilding cornponent, Appfcabitity of deugn parameters and propw incorporation of component Is resporablidy of buRding designer, not trup designer Evocing shown is for laterW support of bdNidud wen rnenlbm onty, Adc6fiond fernporory brocing to inskre stobifity dudng comtrudion is the respondboty of the AddWonal brocing the 4 the the erector per"sonent of overog strucive, responsibifity of buildng designw, For generai guidance regordrV fahricolion quafty central, storogedegvwy... and brocing, consuft ANSOPH Qualify Critetia, OSS -89 and IfCSI sulding Component Safety Inlotniallan avoilotbie from In= Rule trafi"c 761 N, Lee Stsept. Softe 3Q, Aiexondria, VA 22314, 2-010 _ - e aa -o 2»4 6t a A 21� iI 06 LOADING losif SPACING- 2-0-0 CSL DEFL, In (IOC) Vdeffi Lid PLATES GRIP TCLL 3000 Plan Grip DOL 1.15 TC 0.51 Vert(LL) -0.06 6.7 >9 360 MT20 169/123 (Rocas Snow=30.0) Lumber DOL 1,15 SC 0.33 Vert(TL) -0.14 6.7 >462 240 TCDL 10.0 Rep Stress Incr YES VM 0,08 Horz(TL) -0.00 6 nia n/a BCLL 0-0 " Code IRC2012JTP12OD7 BCDL 10.0 (Matrix) ht: 28 lb FT 200a 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. VVF8S 2x4 WW Stud BOT CHORD Rigid gelling directly applied or 10-0.0 og bracing, b.instaffed runs ds that. Statsillze<rs and requ+red cross bracing during truss erection, in accordance sthm Stabilizer atiors aide REACTIONS, (Ib1sixe) 7=483/0-5-8 (min. 0.14l), 6=27 1Mechanicai Max Marx 7-199(LC 5) Max UpIi87--99(LC 8), 6=-6(LC 5) Max Grav 7-48(LC 1), 6=285(LC 14) FORCES.#shown, TOP CHORD 2-7-427/133 NOTES. Cat. If; Exp C; en�osed� 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; Pf=30,0 psf (flat roof snow); Category ll� Exp C; Partially Exp,,, CI -1 1 3) This truss has been designed for greater of min roof live load of 16,0 psf or 1.00 times flat roof food of 30.0 pelf on overhangs non-coneurrent with other ... toads, 4) This truss has beendesigned for a 10D psf bottomchord live load nonconcurrentany other live food:. 5) - 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 #. ♦ and any other members, 6) Refer to girderis) for truss to truss connections, Provide mechanical c# i # of # bearing plate capasite of t 11 lb uplift at #Ar. r� -NDO LIP 8) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 11 and R802,10,2 and referenced standard ANSMI 1, 9) 'Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this tntss P, LOAD CASE($) Standard 766 MO 29 ,2015 A WAR1400"10— VwNydimigntrisissont4wseld MAD NOTES ON TNS AM BEFORE USE Design viAd for use onty with Wi7ek connectors, This design is based a* uPor, parameters shown, and is for on individual building cornponent. Apialcobitty of design parornefess and proper Wicomaration of cornponent is iesporrabRify of oulding designer - not imm designer. Bracing shown is for lateral suppod of hdNirnroi web n*ffsosrs only. Additional ternearrosy bracing to inuire stability riving constrvc0on is the. responsiblifty of the fabrication, qualify controL sioroge, deliveNerection and bracing, consuff ANSVII'll Quality CrIleft, OSR-81 and SCSI bullititrig Componem Salely Information ovo4ob* from Truss Plate lnsiffute, 781 N, Lee Stfeet, Svins 31Z Atexoncirla, VA 2231k 7777 Greesbiks% Lane suit* }9 3-0-0 M 2X4 11 3 4 8 9 5 axe Us mw 4xS = Plate Offsets XY - 7:0-3-8,q- DEFL Ve,t(CL) Vert(TL) LOADING (pall 0 (TL) SPACING- CSL DEFL. in (for) after! Ud PLATES GRIP TCLL WO Plate Grip DOL TC 029 Vert(LL) 402 6-7 >999 360 MT20 1691123 (Roof Snow -30,O) Lumber DOL SC 0.67 Vert(TL) -0,04 6-7 >999 240 TCOL 10.0 Rep Stress kor VM O57 Horz(TL) 0,00 6 bra n/a 210;05 115 BCLL 0.0 LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2X6 SPF 1 1,5E end vedicals. WEBS 2X4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, _;ds that7itbjliie requited ;�_ _r be installed during truss erection, in accordance with Stabilizer _It -_ I MiT recomi�e a rs and oiq crass aging MiTelt ' [be int. I In. aktig �uide REACTIONS, (lb/size) 8-744/0-5-8 (min, 0-1-8), 6-1545/Mechanical Max Hort 8= 1 73(LC 7) Max Uplift8--49(LC 8),6-317(LC 5) FORCES. (to) -Max. Comp,/Max, Ten. -All forces 250 (to) or less except when shown. TOP CHORD 1-8-723/95,1-2--871/120 BOTCHORD 7411--153!693,6-11--153!693 WEBS 1-7-771713, 2-7-1191654, 2-6-9561184 NOTES - 1) Wnd: ASCE 7-10; Vuft=1 I Singh (3 -second gust) V(IRC2012)=91mph; TCDL,6,Opsf; BCDL=6.Opsf; h=25ft; B-4511; 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 2) TCLL� ASCE 7-10: Pf-30,0 pet ftlat roof snovgory U; Exp C; Partially Exp.; Ct=11 3) This truss has been designed for a 10,0 psf bottom chord live foad nonconcurrent with any other live loads, LOAD CASE(SI Standard Wo. 1.10 .. *W - May 9, 01 A WAR0WNG-VW1fYd*SVnPWW"fWX and WAD MOMS ON ThISAND HOCA. UDEOWTEKWEPANCE PAGE IMS -7473 rev. AVI&M5 WORE use Design void W use a* with Mlek connectors, The design h based only upon porometers shown, and is for on incMduot buoding component, ApplicobMy of design parameters and proper incorporation of component is resporuiptity of buRding designer. not truss designer, bracing shown is for Lateral sopped of indiwdvot web mernben onty. Addliond temporary procing to hewe slobifity during conshrction is the, responstbAfty of the erector. Additional pernionent bracing of the overact sinAlure 4 the responsibW of the buRding designer. For genera! guldorro,- regarding M 170 k' fabrication. quaW control, storage. degyery, erection and bracing, consu" ANSVTI41 Qualky Ofteft, D55 -S9 and SCIP suMM9 Component 7777 Greeneadr aerie ovoitobte from T"s Rare InstiVe, 761 K Lee Street, Suite 312, Aiexandrio, VA =4_ sole 109 LOAD CASE(S) Standard Concentrated toads (lb) Vert, 9:-71 10m_165(8) 11 -1468(8) Lk WARMNO - V*r9ydm%4ffp*rvm#tmmsdREA0NOM ON TMS AND INCUWDACTEXREFEPANCE PAGE WlMnse, 0?!t Is BEFORE USE. Design for use only with iwitiek connecion, this de " n is bosed only upon pmometers shaven, and is for on fradrviduoi buRding component, AppficobW of design taorometen and proper incorporation of component is ossponsbWty of budd"+ny7 desiqrw -root truss designer, stoning shown is for totemf ssspport of inddividuot v eb rrembers only. Addifionol tensnof1my brocarrg to haute stobffity dudng construction is the resporesbUty of the + erector. Additional, pemonent broctag of the. overoA sfruciure is the respmWfty of the buNdding desgner. For 9WWd g0donce regording tobtcoWn, quoity Control, storoge, deNery, erection end ming. comsat! ANVAPlt Quality Weda, OSS -A4 and SCSI Oulding Component 7777 O nb Lane SaWy titlanessfion ovdHoWe from Tross Plate tralute, 781 N, tee Street Suite 312, AIexondrio, VA 2.2314. Suite 109 Sr,aie - 1:22.3 FORCES.TOPCHORD 2-5=-362/104 NOTES - 3.1ta"ss _."..D LcaAcslNG{psf) v ��__� «. SPACING- -4-6 TOLL 30.0 Si.".�.-._«._ . (toe) ifdefl Ud PLATES GRIP 3) This truss has been designed for greater of min roof live load of 16,0 psf or 1,00 times flat roof load of 30,0 psfon overhangs (Root Sn -30.0) Plate Grip DOL 4.15 TC 0.38 Vert(LL) 0.01 4-5 r 360 MT20 1601123 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other five loads, TCOL 10.0 Lumber DOL 1.15 BC 0.92 Vert(TL) -0.02 4-5 >999 240 fit between the bottom chord and any other members. BOLI 0.0 * Rep Stress Incr YES 0,00 Norz(TL) -0.02 3 We We Provide . i.. • # of Y bearing plate capableX • 100 lb uplifti le)ylWrIXIG BCL L 40.0 Code 1RC20121TPi2007 (Matrix) Weight: 13 to FT w 20% standard ANSI/TPIiT 9) "Semkigid fixed heels" Member end lbrity, model was in the design LUMBER- pitchbreal(s with used analysis and of this truss, BRACING - TOP CHORD 2x4 SPF No.2 LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 3.10.15 oc purfins, ESOT CHORD 2x4 SPF No.2 except end verticals" BS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. ♦.. May M,Tek reaornmends that Stabilrzers and required cross brscin g WIN be installed during truss erection, in accordance with Stabilizer WIN#' R I@ffi8a91At9tirittld� ..._� M REACTIONS. (lb/size) 5=40710-5-8 (min, 0-1-8),3-106/Mechanical, 4=261 echanicad Max Fiorz 5=168(LC 8) Max uplift 5--70(LC 8), 3=-46(LC 8) Max Gravy=407(LC 1), 3-103%LC 14), 4=67(LC ) FORCES.TOPCHORD 2-5=-362/104 NOTES - r # r Cat 11; Exp, C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL=1.60 plate grip D .► ►. ..Category 3) This truss has been designed for greater of min roof live load of 16,0 psf or 1,00 times flat roof load of 30,0 psfon overhangs non -concurrent with other live toads, 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other five loads, 5) * This truss has been designed fo i i' of 0 f t .: on the bottom X •. ... areas - « rectangle : by 2-0-0 wide will fit between the bottom chord and any other members. f Refer to for truss Iruss connections. Provide . i.. • # of Y bearing plate capableX • 100 lb uplifti le)ylWrIXIG \ fliclo Ll Ll 8) This truss is designed in accordance with the 2012 International Residential Code sections R5021 I A and R802.10,2 and referencedNDO standard ANSI/TPIiT 9) "Semkigid fixed heels" Member end lbrity, model was in the design pitchbreal(s with used analysis and of this truss, 70 LOAD CASE(S) Standard Tr Ei y�` vyyr ONAlL ♦.. May WIN WIN#' R — —_-----t_ 2-0-0 --------- 2-0-0 1.10-15 Emu LUMBER- BRACING - TOP CHORD 2x4 SPF No 2 TOP CHORD BOT CHORD 20 SPF No,2 WEBS 2X4 WW Stud BOT CHORD REACTIONS. (lb/size) 5=36410-5-8 (min, 0-1-8),3-9/Mechamcal, 4m-S/Mechaniral Max Harz 5=150(LC 8) Max Uplift S- I 14(LC 8), 3-58(LC 12), 4--2 (LC 5) Max Gran 5=364(LC 1), 3=28(LC 6),4=27(LC 3) FORCES. (fb) -Max, CompdMax, Ten, -All forces 250 (lb) or less except when shown. TOPCHORD 2-5-3211118 Weight: 8 lb FT = 20% Structural wood sheatirng directly applied or 1-10-15 oc purlins, except end verficals, Rigid ceiling directly applied or 10-0-0 oc bracing, MiTek recommends that Stabilizers and iequir—ed Wcs bracing be instal fed during truss erection, in accordance with Stabilizer ttistiiaiwra aide, NOTES - 1) Cat. 11; Exp C� partially; MWFRS (directional); cantilever left and right exposed vertical left and right exposed; patch left and right exposed, Lumber DOL- 1 60 plate grip DOL=1,60 2) TCLL� ASCE 7-10; Pf�-XO psf (flat roof snowL Category il� Exp C', Partially Exp,� Ct=l,l 3) This truss has been designed for greater of min roof five load of 16,0 psf or 1,00 firms flat roof load of 30,0 psf on overhangs non -concurrent with other live foods. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. L-111ZOME Vill standard ANSI/TPI 1, 9) "Semi-rigid pitchbreaks, with fixed heels" Member end fixity model was used in the analysis and design of this truss, A WAFWM - VWWydw0g.P*.Ws andREADNOTES ON TMAWNCLUDEDAM)(REFERANCE PAGEW7473mv MM"ISSEFORE USE Design Yofid fv use only vAh MT*k connecton Tft design � bosed only uoon porornefers shown, ond is for an IndAduol b0iding cornponent EVA". FA I I Iffin 10 'm ;-VIED1111 a I "MAE "in May 29,2015 LOADING (per TCLL 30.0 SPACING- 2-" CSL DEFL. in (toC) Vddfi Ud (Roof Snow --30,O) Plate Grip DOL 1,15 TC 0,38 Vert(LL) 0,00 4-5 >999 360 TCDL 10,0 Lumber DOL 1,15 8C 0,10 Vert(TL) 0,00 4-5 >999 240 .CLL 0,0 Rep Stress Incr YES WB 0,00 Horz(TL) -0,01 3 n/a n1a .11, to Code iRC2012ITP12007 (matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No 2 TOP CHORD BOT CHORD 20 SPF No,2 WEBS 2X4 WW Stud BOT CHORD REACTIONS. (lb/size) 5=36410-5-8 (min, 0-1-8),3-9/Mechamcal, 4m-S/Mechaniral Max Harz 5=150(LC 8) Max Uplift S- I 14(LC 8), 3-58(LC 12), 4--2 (LC 5) Max Gran 5=364(LC 1), 3=28(LC 6),4=27(LC 3) FORCES. (fb) -Max, CompdMax, Ten, -All forces 250 (lb) or less except when shown. TOPCHORD 2-5-3211118 Weight: 8 lb FT = 20% Structural wood sheatirng directly applied or 1-10-15 oc purlins, except end verficals, Rigid ceiling directly applied or 10-0-0 oc bracing, MiTek recommends that Stabilizers and iequir—ed Wcs bracing be instal fed during truss erection, in accordance with Stabilizer ttistiiaiwra aide, NOTES - 1) Cat. 11; Exp C� partially; MWFRS (directional); cantilever left and right exposed vertical left and right exposed; patch left and right exposed, Lumber DOL- 1 60 plate grip DOL=1,60 2) TCLL� ASCE 7-10; Pf�-XO psf (flat roof snowL Category il� Exp C', Partially Exp,� Ct=l,l 3) This truss has been designed for greater of min roof five load of 16,0 psf or 1,00 firms flat roof load of 30,0 psf on overhangs non -concurrent with other live foods. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. L-111ZOME Vill standard ANSI/TPI 1, 9) "Semi-rigid pitchbreaks, with fixed heels" Member end fixity model was used in the analysis and design of this truss, A WAFWM - VWWydw0g.P*.Ws andREADNOTES ON TMAWNCLUDEDAM)(REFERANCE PAGEW7473mv MM"ISSEFORE USE Design Yofid fv use only vAh MT*k connecton Tft design � bosed only uoon porornefers shown, ond is for an IndAduol b0iding cornponent EVA". FA I I Iffin 10 'm ;-VIED1111 a I "MAE "in May 29,2015 4 3 2x4 ie 3 -1q -t5 LOADING(psri SPACING® 2-0-0 CSI. DEFL. in (loc) lldeft Ud VPL.ATES__ GRIP TCLL 30.0 Plate Grip DOL 1.76 TC 0.25 Ved(LL)P -0.01 3-4 >999 360 MT20 1691923 (Raaf Snow 30.0) Lumber DOL 9.75 BC 0.13 ' Vert(TL) -0.03 3.4 >999 240 TCi7t 70.0 Rep Stress mor YES vM 0.00 Horz(TL) 0,02 2 me n1d BCLL BCDL 10,0 Code 1RC20121TP1207 (Matrix) Weight. 39 to FT = 2090 LUMBER- BRACING - TOP CHORD 20 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-90"35 oc purlins, BOT CHORD 2x4 SPF" No.2 except end verticals,. WEBS 2x4 VVW Stud BOT CHORD Rod calling directly applied or 10.0-0 do bracing. L W recornr;ends that Stabrttzers and required cross bracingstal during truss erection, in accordance with Stabilizer ttattc+l REACTIONS. (lb/size) 4-185/Mechanical, 2=137/Mechanical, 3=481Mechanicat Max Harz 4=59(LC 8) Max Upliit264(LC 8) Max Grav 4=185(LC 1), 2=1371LC 1), 3=72(LC 3) FORCES. (lib) - Max, Comp./Max. Ten. - All forces 250 (to) or less except when shown. NOTES - 1) "♦ iR... mpsh f..wf BC w'1♦.: r. ..' L-24ft-, ;. Catfl; Exp, C; encfosed� MWFRS (ifirectonal)� cantilever left and right exposed -1 end vertical left and right exposed; Lumber DOL -1. M {DOL=1.60 i 2) TCLU ASCE 7-10; Pf-30.0 pst (ftat roof snow); Category It; Exp C; Partially Exp,; Ct=11 3) This truss has been designed for a I OO pal bottom chord live load nonconcurrem with any other live loads, standard 8) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Design valid for use only +Mfh Weir connectors, This design is based o,* upon posai tens s , and is for on indr not Widing corriporient Appticobliity ofd design parameters and proper incorporation of component is responsibility of building des'igt `- not truss deagne,. Brockrp gown b for lateral supporl of individtxx "b riembers or4, Acidlionol temporary bracing to ftLse slobWty duu rinQ construction is the reap '+y of the erector. Addiiionot pern"nent bracing of the overall structure is tate responsibility of the bv4ding des` r. For general guidance regarding Israd rofion, Quality control, storage, deWery, erection and brocing, consuit AX$1/1111 Quality Offeda. OSS -89 and 801 Wilding eo percent Safety information ovaNabie earn Inns Plata Institute, 781 N. Cee Street, Su'rfe 312° Alexandria, VA 22314, May 29,2015 Zx4 LOADING lost) SPACING- TCLL 30.0^ CSI. DFL, in (Ioc) Well Ud (Roof $now -30,0) Plate Grip DOL 1.15 TC 0,10 Vert(LL) -0.00 4 >999 360 TCDL 10.0 Lumber DOL 115 BC 0,04 Vert(TL) -0,00 3-4 >999 240 Rep Stress Incr YES WB 0,00 Horz(TL) -0,01 2 old We BCLL in0.0 Code JRC20121TP12007 (matrix) Rnnt n LUMBER- BRACING - TOP CHORD 2X4 SPF N0.2 TOP CHORD BOT CHORD 2x4 SPF No,2 VVESS 2x4 WVV Stud BOT CHORD REACTIONS, (lb/size) 4=8810-3m8 (min, 0-1-8),2=66/Mechanical, 3=21/Mechanica4 Max Herz 4=81(LC 8) Max Uplift 2--56(LC 8), 3=-27(LC 8) Max Grav 4=88(LC 1), 2=80(LC 13), 3=34(LC 3) PLATES GRIP MT20 1691123 Weight: 6 lb FT = 20% Structural wood sheathing directly applied or 1-10-15 cc purfins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, jiTfak,�com,�Wd. thWitab Ir.. q7.,;d—.oi; brac-Wg NOTES - 1) Wind: ASCE 7-10; VuR=115mph(3-sewnd gust) V(IRC2012)--91mph� TC4L=6,Opsf; BCDL-B.Opsf; h=2511� B-45ft; L=24ft; eave--4ft; Cat, ll� Exp C; partially" MVWRS (direcfional)� cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1,60 plate grip DOL -1,60 2) TCLL�ASCE 7-10; Pf-30.0 pat (flat roof snow); Category It Exp Cl- Partially Exp.; Ct=1.1 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcuffent with any other live loads, 7777 Gmenbw* Lane swte 109 May 29,2015 l-�- - - �� - 2-0� 14 —l"', 4-7-15 M LOADING (Psi SPACING- 2-0-0 CSL m DFL. in (Joe) Irdeff Lid TCLL 30.0 Plate Grip DOL 1,15 TC 0,23 Vert(LL) -0V 4-5 >999 360 (Roof Snow --30.0) Lumber DOL 115 SO 0,13 Vert(TL) 4G4 4-5 >999 240 TCDL 10,0 Rep Stress Incr NO WB 0,05 Bora(TL) -0.00 4 n/a n/a 8CLL 0.0 Code IRC2012frPI2007 (matrix) LUMBER- BRACING® TOP CHORD 2x4 SPF No,2 TCP CHORD BOT CHORD 2x4 SPF No,2 WEBS 2X4 WW Stud BOT CHORD REACTIONS. (itsisize) 5=46510-" (min. 0-1-8),4=290/Nlechanical Max Horz 5=186(LC 8) Max Uplift 5=-69(LC 8), 4-399(LC 6) Max Grav 5-455(LC 1), 4=470(LC 22) FORCES. (to) - Max, Comp,/Max, Ten, - All forces 250 (to) or less except when shown, TOP CHORD 2-5�408/97 01� Weight: 48 to FT = 20% ia ..... ............ end verticalls. Rigid ceiling directly applied or 10-0-0 oc brac' 9 1) Z -ply truss to be connected together with 10d (0,131"x3') nails as follows: Top chords connected as folloow at 0-9-0 oc. Bottom chords connected as follows: 2x4 - I row at 0-9-0 oc ViEtis connected as follows: 2x4 - I row at 0-9-0 oc, connections have been provided to distribute only toads noted as (F) or (8). unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=l 15mph (3 -second gust) V(IRC2012)-gimphl; TCDL=6,Opsf; BCDL--6.Opsfh=25ft; B=45ft; L-2411� eave=,tft� Cat. 11; Exp C-1 enclosed; MWFRS (direcfioinal)� cantilever left and right expd vertical left and right exposedO. i# plate grip DOL -1 60 4) TCLL� ASCE 7-10; Pf=30,0 psf (flat roof snow); Category fl; Exp C; Partially Exp,' Ct=l, 1 5) This truss has been designed for greater of min roof five load of 16.0 pal or 1,00bmes flat roof food of 30,0 psf on overhangs non -concurrent with other live toads. 6) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live toads, 7) * 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 tall by 2-0-0 wide will fit between the bottom as and any other members. 8) Refer to girderts) W 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 except (#=to) 4=399. 10) with the 2012 ational Residentla standard ANSVTPI I 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity modet was used in the analysis and design of this trus& 12) Hangers) or other connection deyic�s) shalt be provided sufficient to support concentrated bad(s) 129 lb down and 148 lb up at 4-10-4, and 129 lb down and 148 Iti up at 4-10-4 on top chord, and 142 lb down and 115 to up at 4-10-4, and 142 to down and 115 lb up at 4-10-4 on bottom chord, The design/selection of such connection device(s) is the responsibility of others W WA... NO. VerOydessitraparassetom and READ NOTES ON 0#$ AND INCLOVEVANTEKAEFERANCE PAGE AW-7473mv. orf"0158FFM USE Design valid for use onty mft Maek conroectors. this design is based onfi, upon paron,,o3ers shovm. and it for an indAdval building cep snponent Appkabifity of design poron*fers and prow incorporation of consponent is responsibIty of b0ding designer -roar to designer. "cing OUNM is for iotwot support of individuoi web men-stifes onb. Addtkmai fernfewory bracing to insure Mobility durkig consinjrfion b the respornibUty of the wecim Addknisl rieffnarient brocing of the overof stnydve is the responst4b, of file buil kiti designer. For generd, isusdonce regauling fabrcoWn, QuoW ccntrol. sloroge, d"very, erection and bracing, consuff ANS Pll Quality Cdfeda+ OSS -81 and K31 Sullsift Compar"d Safety listismsatisin oyo4obie from Truss Plate institute. 781 N, Lee Slieet SuRe 312, Alexoncirim VA 2233 4. May 29,2015 LOAD CASE(S) Standard 1) Dead + Snow (baWnced)l- Lumber Increase -1.55, Plate Increase -1,15 Uniform Loads (pff) Vert; 1-2-80,2-3-80,4-5--20 Concentrated Loads (1b) Vert 3=187(F-94, B-94) 4-283(F-142, B-142) I& WARWNG - Vwffy des0pripilramistism and READ NOTES ON TWS AND 0MILUDEVOTEK REFERANCE PAGE AW7473 rev, 02/MVISSEFORE USE, Des rin valid for use only with Wtek connectors, This design is based any upon porornisters, shown, and is for an individual buwinq component, ApplicabiRty of design parameters and proper hcorporolion of cormonent is responsbilty of Wilring designer - not Iruss designer. Bracing snv�n is for lotefol nipporl of individual web members only. Addrhonoi iffnipwory bracing to insure stobilty during construction b the resporebUty of the MiT e ercior. Asisfiliond permanent bracing of the overto stnxive h. She of tree IsdA e ding destWw, For general guidance regard' ek' fabrication, quality control, storage. delhoery, erection and bracing, constrIt ANSIAM Quay CrIletia, DMI -It? and RM Suldlitp Component 7777 Greenback Lane Safety Information avoilabir from Truss Plate Inuiluie, 781 N. Lee Street. Suite 312L Alexandria. VA 22314, suite 109 ME I 9 S�3 �� d LOADING (psf) SPACING- 2-6-0 CSL DII in (bac) Udell Ltd PLATES GRIP TOLL 30,0 Plate Grip DOL 1.15 TC 0,52 Vert(LL) -0.02 4-5 >999 366 MT20 169/123 (Roof Snow -30.0) Lumber DOL 1,15 BC 0.20 Vert(TL) -0.05 4-5 >999 240 TCDL %0 Rep Stress mcr NO W8 0,00 Horz(TL) -0.02 3 We We SCLL 0.0 " Code IRC2012fTP12007 (Matrix) Vteight: 15 lb FT - 20% LUME ER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 20 VWV Stud SOTCHORD Rigid ceiling directly applied or 10-0-0 sac bracing. Mi ek re mends shat Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ln_ sfallatoon. g4te REACTIONS. (Iblsize) 5.4464/0.5-13 (min. 0-1-8), 3=139/Mechan cal, 4=41/ echanicai Max Horn 5-177(LC 8) Max Uplift s=-82(LC 8), 3=-56(LC 8) Max Grav 5=464(LC 1), 3-139(LC 1)„ 4=83(LC 3) FORCES. (lb) - Max, Comp.tMax. Ten, - Ali farces 250 (to) or less except when shown, TOP CHORD 2-5--414/121 NOTES- 1) CaL III ♦ enclosed; f0 9 vertical left and right exposed;60 plateDOL=1,60 * 2) TCLL� ASCE i Pat Category-# 3) This truss has been !f `R for♦ ! o 16,0 psf or 1,00 times flat rooffad of i Pat on overhangs non-concurrentiloads. 4) This truss has been designed for a 10,0 PEI bottom chord live load noncoricurrent with any other live loafds oy- ! k k # !l..♦ ! .fin:. k � Y. #,. R f.. MINOR,w r ssisR'.'# "'t r i f+... . #...i 9) "Semi-rigid pitchbreaks with lifted heels' Member end fixity model was used in the analysis and design of this truss. May 2 ,2015 fvARNtNG - venif n paransefers end READ NOTES ON TMS AND INCLUDED WTEK REB'ERANCE PAGE •7473 rev. Q?fI"01 S BEFORE USE wt� Design valid for use only w lith Weir connectors, This design a based onty upon paromirlers shown, and is for on itndivktuaS building cornponent, Ap'piosibAn, of design poraamaters and Prager incorporation of component is res oonsSaiity of ding designer • not inns designer, Brocing shown Is for latent support of ardr oiduO web rr+ernbers only. hddMornaf teffrooraty brociag to insure sfancly dating construction B the resPonsibifiity of the t * erector'. Additionof Permanent bracing of the overal structuee 4 the respo nsita&ity of the bu"udinq designer, For , tat quid recording ! H fabrication, quark, cannot, storage. deiNeay, erection and bracing, consult AiNSVII'll Qualify Cifierkr, DSO -89 and $CSt 8u8dinq Coretioneal 7777 Greenback Lusa Inforseatfaae ovoiabie from Truss Plate to finsie" 781 K Lee Sheet, Sute 312, Alexandria, VA 72314. SuNe t08 2x4 II 4 22x4 ;4 LOADING (pst) SPACING- 2-0.00 CSI. DEFL, in (too) Wag Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0,40 Vert(LL) -0.02 6-7 >999 360 MT20 1691123 (Roof Snow --30,6) Lumber DOL 1.15 SC 0.17 Vert(TL) -0,04 6.7 >999 240 TCDL 10,0 Rep Stress Incr YES WB 0,06 Horz(TL) -0.00 6 gala nfa BCLL ,« 100 + Code IRC201 92007 (Matrix) V Eght: 22 to FT = 20°% LUMBER. BRACING- TOPCHORD 2x4 SPF No,2 TOP CHOR"7 Structural wood sheathing directly applied or 4-6.1 oc purtdns, except SOT CHORD 2x4 SPF No.2 end verticals. VVESS 2x4 Stud BOT CHORD Rigid ceiling directly applied or 10-0.0 oe bracing, rb ek recamrraends that Stabilizers and required cross bracing e instal during truss erection, in accordance with Stabilizer nstaliation guide. REACTIONS. (lb/size) 7=42010-5-8 (min, 0-1-8). 6=187/Mechanical Max Horz 7=161(LC 5) Max Uplift 7-1 OO(LC 8), 6-53(1_C 5) Max Grav 7=420(LC 1), 6-201 (LC 14) FORCES. (to) -Max. Comp./Max, Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 2-7 =-3801525 NOTES - Cat, 0� Exp C; encfosed� MWFRS (directional)" cantilever left and right exposed, end vertical left and right exposed� Lumber DOL=I 60 plate grip * .} non-concurrent2) TCLL� ASCE 7-10; Pf=30,0 pet (flat root snow); Category 11; Exp C� Partially Exp-Ct=1 A 3) This truss has been designed for greater of min roof We toad of WO psf or 1.0D iir;�s W met load of X0 psf on overhangs other live loads, 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, rt standard ANSVTPI 1. 9) "Semi-rigid pdchbreaks with fixed heeW' Member end fixity model was used in the analysis and design of this truss, }} a} :.•:: s May 29,2015 0A 2x4 11 4 ° 3.00 12 2x4 ll date Qifset s {x.yo`o's1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (tog) tided Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.37 Vertfl-L) -0,05 7-8 >999 360 MT20 1691123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.69 Vert(TL) -0.11 7-8 >6W 246 TCDL 10.0 Rep Stress lncr NO Wa 0.68 Horz(TL) 0.01 6 n/a n/a BEm LL 0.0 Code IRC2012fTP12007 (Matrix) fight: 34 lb FT 2 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 OF -N 1800F 1,6E "Except" end verticals. 5.7x 2x6 SPF 1650F 1.5E SOT CHORD Rigid getting directly applied or 6-0-0 oc bracing, WEBS 20 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. (tbtslze) 8=93310-5-8 (min. 0-1-8), 6=10231M anical Max Horz 8-158(LC 5) Max Upftft =-67(LC 8), 6= 134(LC 5) FORCES. (to) - Max. Comp./Max, Ten. - All forces 250 (tb) or less except when shown. TOPCHORD "=-446162,1-2=-665/64 SOT CHORD 6-7-901446 VVESS 1-7 =221503, 2.7=•9111020, 2-6-1 1 4611 98 NOTES 1) Wrid: ASCE 7-10; Vutt=f 15mph (3 -second gust) V(IRC2012)=91mph; TCDL=-6.Opsf; BCDL=6.Opsf; h=25ft 8=4511; L=2411; cave -oft; 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 2) TCLL; ASCE 7-10„ Pf=30.0 pet (flat roof snow); Category ll; Exp C; Partially Exp.; Ct-1.1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loaft, 4) . 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 fall by 2-0-0 wide will fiat between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections, 6) Bearing at joints) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity NDOQ of bearing Surface, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 8 except (1=1b) ('«*•°®•*� 6=134. 8) This truss is designed in accordance with the 2012 Intemationat Residential Code sections 8502.11.1 and R802, 10.2 and referenced C3 standard ANSItTPI 1. 9) "Semi-rigid plfohbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, ° 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 685 lb down and 73 to up at 6766 rom! 2-0-12, and 685 to down and 75 Ib up at 4-0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) to 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(„ May 29,2015 WA$WW. Mr d r as end NOTES ONTPOSAWINCLUPEOWTEX REFERANCE PAGE W7473 mv, 62N #S REFORC USE. eA'�*= L vcW for use onty with M70 connectors. Th's deign e bored on y upon pororaeten s ,rand is for on individvol Wiping c ent. A polfcobi#ty of porn eters and proper incorporation eat component a y of building designer - not toss designer.@r g showm is for aaterot support of indtviduat web members only. hddit onot f cry br*eog to insure stability during construcron is, the re 'bUty of the aerector. Additional perinorreni bracing of the ovenx0 structure is The responsibility of trw buildng designer, For geraerol ixAdonce regarding 1 TO A tbbaicotton, quabtvy control storage, defivery,, erection and brocing. consulf ANSI/Tint tzaa6ty Ca6ada, 1:46.64 and 6053 6a6ding Component 7777 Greenback Lane Safetylisformation ovddr sie trim kiss Piste insMute. 781 t1, ler. Street. Suite 312, Alexandria,, VA 22'314, Suite 109. 844578627 Direct Lumber Of Coforado. Denver,. Colorado $0229 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase -1,15, Plate Increase -1 Uniform Loads (pit) Vert: 1-3-80, 3-4=-80, 7-8-20, 5-7-20 Concentrated Loads (1b) Vert: 9--685(B) 10-665(8) JLWANONG- Vwffydxi9nPwwbWvMw%dRFAV NOTES ON TWS AND INCL MFONTINWFMANCE PACE W7473rov MMMSBEFORE USE, Descin YoNd for use any vAh MiTek. connectors. This design is based only upon parorneters shovxr, and is for on incirvidud buRdhg corrPonent Applicoluffify of design povornebes and proper incorrrorotkon of component rs responeb0ty of bvldng designer - not irv% dentriv, firozes; shown is for lateral sup pori of indivickrof vesb meropers only, Additiond temporary brocing to kmm stoWty during construction is the responsibility of the erector. AddrIkwrol petrnoneru tracing of the overal struetwe is the responabilty of the bwldhg designer. For generai once regordhg fober-atimqAxgtyconitol.storage. delivery, ete�lionand brockng,cordufl AN$f/MlQuaftCtfteii*,DSI-Stanti BCSIBuldinUComponerJ 7777 Greenback Lane So" latomfollon ovolfable from Truss Plate frnfifule. 781 N. Lee Street, Wfte 312, Aircrondrio, VA 22314, sufte 109 ---4- �2-44i 2�� 3,7�12 2X4 it 4 5 ROMMMEEM 2x4 f l 3.00 f12' LOADING (psi) SPACING- 2-" CSL DEFL. in (40c) Irdeft Ud PLATES GRIP TCLL - XPlate GripDOL 115 TO 039 V 0 -0,01 8-9 >999 360 MT20 169/123 (Roof Snow 30.0) L,ert(LL) TCOL 10.0 Lumber DOL 1,15 BC 0,12 Ven(TL) -0.03 8-9 >999 240 0Z Code IRC2012tTP12007 (Matrix) Weight: 30 lb FT - 20% BOLL Rep Stress Inor YES M 0,09 Horz(TL) 0.00 7 n1a n/a -BCDL ---10,0 LUMBER- BRACING- TOPCHORD 2x4 SPF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no pudins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 do bracing, iWeV!rl�mmends - ----W --] r; that i�a-biiii�`Br�d�eq�irad crass Rcrni be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 9=483/0-5-8 (min, 0-1-8),7=274IMechanical Max Horz 9-188(LC 5) Max Upfift9=-96(LC 8), 7=-66(LC 5) Max Gres, 9=48 (LC 1), 7=286(LC 14) FORCES, (to) - Max, Comp,/Max, Ten, - All forces 250 (to) or less except when shown. TOP CHORD 2-9-4481145, 2-3--267116 NOTES - 1) Wind: ASCE 7-10� Vuh-115mph (3 -second gust) V(IRC2012)-Slmph� TCDL--6,Opsf� BCDL--6.Opsf; h=25ft; B-45ft; L=24ft� eave-411 Cat, 11; Exts C,' enclosed; MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL= 1 plate grip DOL -1.60 2) TCLL: ASCE 7-10; Pf=30,0 psf (flat roof snow); Category It; Exp C; Partially Exp.; Ct-1-1 3) This truss has been designed forgreater ofmin roof live load of 16,0 par or 1,00 timesftat roof load of X0 pat on overhangs non -concurrent with other live tosds 4) This truss has been designed for a 10O Pat bottom chord live load nOnconeurrent with any other live loads, 2 WA-4,ir.1 tf Pf APS -0 -T--t fit between the bottom chord and any other members. 6) Refer to girder(s) for those to truss connections, 7) Bearing at joint(s) 9 considers parallel to drain value using ANSU`rPl I annie to prain formula. BuitdinC desisner-stioulil-n&dly ca of beanng surface, 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 to uplift at joint(s) MMMI standard ANSI/TPI 1, 10) 'Semi-rigid pitchbreaks with fixed heets' Member end fixity model was used in the analysis and design of this truss, May 29,2015 WA. NG - VWVy dW9nPW8M0*MwwdW-AVNO'rES ON MS AND INCLUVEONTEX REftWANCE PACE W.U73rev. OVIWOIS BEFORE USE. Yfwaam Demon valid for use only with Mitek connectors, This devon M posed 0* upon paroffrsien shown, and is for on wxfhdvoibuiding cornponeni Apprizobiity of dengn parameters ond proper incorwciion of con seem e respondeVy of uLftrig deigner - not buss designer, firodng owwm is for krierd wound of InciMcival web me bens oni/, Addiflonoi lernporay byockV io inswe stobilry du&g consinicHon is the resporeLbUty of Fhe t, ereefor. Addifionoi pernnonent brocing of the overog structure is fire responsibMts, or the bolding designer. For owaord guidonce recording fobftofion. QvoRy control, 0oroge, delivery, erection and bracing.. corrsuil ANSVIMI Quality Offeda. (41-8f and OCSI 8irding Comporrom 7777 Greenback Lam Sarah, hOwnsott" moiloble from Irv% frioteimtd0e, 78) N. Lee Street, Stide 312, Aiexondna VA 22314. Sufre 108 LOADING (ps TCLL (Roof Snow -30 TCDL SCLL 01 LUMBER - TOP CHORD 2x4 SPF No.2 SOT CHORD 2X4 SPF No,2 WEBS 2X4 WW Stud 2-0-0 1-7-12 2.4 11 3,00 J-12 6_0_0 SPACING- 2-0-0 CSL DEFL, In (ioc) Vdeff Lrd Plate Grip DOL 1,15 TC 0.38 Vert(LL) -0,02 7-8 >999 360 Lumber DOL 1,15 BC 0,19 Vert(TL) -0,04 7-8 >999 240 Rep Stress Incir YES WB OA2 Horz(rL) O 00 7 rota Mile Code IRC2012fTP12OD7 (matrix) REACTIONS, (lb/size) 9=48305-8 (min, 0-1-8),7-274/Mechafucai Max Horz 9-196(LC 5) Max Uplift9-97(LC 8), 767(LC 5) Max Grav 9=483(LC 1), 7-286(LC 14) FORCES. (lb) -Max, Comp,lMax. Ten, -All forces 250 (to) or less except when shown, TOP CHORD 2-9--468/131, 2-3-278145 zim Weight 29 its FT = 200/6 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals, BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing, [M MiTek re;�m that Siabriiiers and Wqu d cr�ss bra Ing be in.Ulftad during truss erection, in accordance With Stabilizer in let. L.L 1) Wind: ASCE 7-10; Vuft=l 15mph (3 -second gust) V(tRC2012)--91mph� TCDL-6,Opsf,, BCDL=6,Opsf; h=25ft; 13=45ft� L-24ft; oave=411 Cat U; Exit C; enclosed; MWFRS (directionah; cantilever left and right exposed; end vertical left and right exposed; Lumber DV -1 plate grip DOL=1,60 2) TCLL, ASCE 7-10; Pf=30,0 psf (flat roof snow); Category It; Exp C; Partially Exp-, Ct-1.1 3) This truss has been designed for greater of min roof live load of l6Z psf or I 00 times flat roof load of X0 psf on overhangs non -concurrent with other live bads, 4) This truss has been designed for a 10.0 Pat bottom chord live load nonroncurrent with any other live toads, 2 - R fit between the bottom chord and any other members, or truss totrus—s —co—ndections, 7) Bearing at jointis) 9 considers parallel to grain value using ANSIrrPI 1 antile to firain formula, Building desioner should verffv ca - R standard ANSVTPl 1, 10)"Serni-rigid pftChbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, UkWARWW- V0r#YdVWVnPff"W*sT and READ NOTES ON THIS AND WCiLU"VAVEEKREFTRANCE PA6EWW3ftV AvM7014 BEFORE USE, Design vold for use any with toiler connocksm, This design is based only upon porometers shown, ond is for an inisvidusit buNdirg conserinent, Applicability of design porome-ters orad proper i<nc€ mortnki n of component is responsbRity of buildint; designer, net truss designer. Bracing silown is for lateral support of indiorivat web members onty, Astsfiticnot fenvsorory brocing to irwe siability during construction is the resiscmtiolfity of the erector, Addifionos pernionent bracing of the overall structure is the responsibility of the buissihg designer. For general guidance regarding fobiceflon. qualty control, storage, deWery, erection end brocing, consult ANSM11 Quay Criteria, DS64f and AM bulldhiti Component So"I"fonnsition ovollobte from TrussPlote institute, 78f N. Lee S Suite 312. Arexondrim VA 22314. May 29,2015 2-0.0 4-0-0 2,x4 LOADING (psi_..__ -__m_ SPACING- , 2-0 0.CSI. .- �.__.. i3l"FL. its (#tic) Udefl� t,ld PLATES � GRID .,.._..._.� �._ TOLL 30.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -tf.01 6-7 >999 360 MT20 1691123 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.02 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0,07 Horz(TL) -0.00 6 are me BCL Mo Code 18C2012ltPI2007 (matrix) m Might g/u 20 kb y FT LUMBER. BRACING- TOPCHORD 20 SPE No, TOP CHORD Structural wood sheathing directly applied or 4- oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 VWV Stud BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. MiTek re mends that tabilizeas and rewired cross bracing itastgatigpitt e installed during truss erection, in accordancewith Stabilizer . REACTIONS. (ib/size) 7=40103-6 (min. 0-1-8), 6=ta6iliAechanical Max Harz 7-148(LC 7) Max Uplift7=-163(LC 8), 6111(LC 5) Max Grav 7-401 (LC 1), 6=157(LC 14) FORCES. (iia) -Max, Comp,/Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=36&145 NOTES - 1) SMnd: ASCE 7-10, Vutt=115mph (3 -second gust) V(IRC2012)-91mph; TCDL=6.Opst; BCDL=6.Opsf; h=25ft; B =45ft; L=248; eave=oft; Cat. it; Exp C; partially; PAVE=R (directional): cantilever left and right exposed; end vertical left and right exprosed« pouch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL. ASCE 7-10; Pf=30.0 psf (flat roof snow); Category It: Exp C; Partially Exp.: Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 tames flat roof load of 30.0 psf on overhangs non -noncurrent with other live toads. 4) This truss has been designed for a 10,0 psf bottom chord live load noonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3- tall by 2-0-0 wide will Cit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to upti t at joint(s) except (9t=lb) 7«163, PMOLl 6=111 aaaaeaa 8) This truss is designed in accordance with the 2012 international Residential Code sections R502, 11.1 and 8802.10.2 and referenced standard ANSIITPI 1. 9) 'Semi-rigid prtehbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard 7660* May 29,20151 WA NG . Varerdefiorriewierswers and READ NOTES ON i7t@S ANDMOCLUDED &VT K REFERANCE PAGE WWI mv. AV162015MFORE USE Design valid for use only with M-fek connectors. This design r based ontt, upon poonneters shovm, and is for an indvrdud ba akdmg coraponent. Appticobik'ty of design poramotisn and Propev incowolion of c. merit s, responsibility of basting designer - not tn+u deslgner. Eeacin9 shown is for toterot support of indivtdursl war, rnemben only. Additional to ark' bracing to trecre+ asiblity during co nsevcrion is the responsbUty of the � erector. Additkinat p ens ing of the overall structure is the r $u&ty of the building deco ner. r gtenwot guidance regarding MITek* fouricotion, quoiaty convot. Maroge, delivery, erection and brocirng,. cortsO ANSVTMI Quality Crifeda, USS -89 and SCSI 6uRding Co ens 7777 Greentiack Lane Sn"lisforniation ovoiloble from truss Plate insulaate. 781 N Lee Sheet. $Ore 312, Alexandria, VA 2231,r Sufis 109 ow 3x52 11 3.00112 wilfflaw,l 11, ;.it_ _.__.___--------- LOADING _ ----LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) ftdefl L.td PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) 0.06 1-4 >999 360 MT20 1971144 (Roof Snow --30,0) Lumber Code OL 1.15 BC 0.30 Vert (TL) -0.12 1-4 >514 240 TCDL 10.0 Rep IRC BCD 0.0 ^ 18Css Incr YES 0.00 Horz(TL) -O.OD 4 nta n/a 2012fTP12007 (Matrix) Weight 28 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7.8 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x8 SPF 1950E 1.7E 3-4-1 MiTek re mends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installption _ REACTIONS, (Itilsize) 1=26603-8 (min. 0-1-8),4=266/0-5-8 (mind. 0.1-8) Max Horz 1=192(LC 5) Max Uplift 1-91 8), 4=-159(LC 5) FORCES. (to) _ Max, Comp./Max. Ten. - All forces 250 (to) or less except when shown. NOTES - 1) Wind. ASCE 7-10; Vint---115mph (3 -second gust) V(IRC2012)=91mph; T Di.=6,Opsf; BCDL=6.Opsf; h=25f ; 8.457#, L=24ft„ eave=4ii; Cat. H; Earp C; partially. MWFRS (directional); cantilever left and right exposed „ end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL. ASCE 7-10; Pf=34.0 psi (flat roof snow)„ Category 11; Exp C; Partially Exp.; Ct=1.1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 4) " 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, 5) Bearing at joints) 1 considers parallel to grain value casing ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1 except (#-Ib) 4-159, 7) This truss is designed in accordance with the 2412 International Residential Code sections R502,1 11 and 8802.10.2 and referenced standardANSIfrP11.� f' 8) "Semi-rigid pifchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss„ ,*®M•sa**•. C9 '+ LOAD CASE(S) Standard 0766 0 y e e rn 1v: NV All May 29,2015 WANONG • Veroydiepilifilsiviurritto. andREADNOTES ON TMSAW INCLUDEONTEK R'EFER4NCE PAGE 7473 my R2## fS BEFORE USE Design valid for lite any wAh Mitek connectors This design z t>owd onty upon pororrreiers shown, and u for on androduat bu dirg component, Ar# cob*ty ofdeognporoniefencind PrOPOMCOWOronofcomponent is respornblifyotbukling designer- not inns dela il, odng shown is for fol eml of indMovai vera me. only. Addit' I te- broc° to insure stribiity dvMg o.onstamfion is the re nsablirty of t€te g, erecfor. Additionod p ne nt brochri of " overafi strucrwe is the ty of fire bui}d'ing designer,For g S guidance r ding 9 Gk' fob,tcotion, quality control. aioroge. delivery, erection and brocho comun ANStP MI Oind ty Criteria, 014-89 and IC.' S1 beading Component 7777 Greenbackcane solely friforamifian ovoirpbie from Inns &"tate institute. 7Ei N tee Street. Suite 312. Akexondkkx VA 22314° satte 109 24.4 _ 4-6�3 _ 3 3x4 36 5 6 4 4 5x12 it x.7.0 Plate Offsets (7C " . . 13a� LOADING (psf) � SPACING-- � 2-0-0 CSI. DEFL. in (lac) I1deft Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TO 0.33 Vert(LL) 0.15 2-6 >702 360 MT20 169(123 (Roof Snow -30.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -030 2.6 >345 240 TCDL 117.0 Rep Stress Ince YES WB 0.22 Horz(TL) 0.01 6 n/a n7a BOLL _ 0.0 ' Code tRC20121TPt2007 q (Matrix) mtght�45 lb FT - 20% 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, VVIEBS 2x6 SPF 1650E 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 0o bracing. 4-6: 2x4 VVW Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Lett 2x8 SPF 195OF 1.7E 2-10-4 be installed during truss erection, in accordance with Stabilizer Installation u?ds,.... REACTIONS. (lb/size) 2=62210-3-8 (min, 0-f-8), 6-41710-5-8 (min, 0-1.8) Max Horz 2=306(LC 5) Max Uptift2--237(LC 8), 6=-243(LC 5) FORCES. (lb) - Max, Comp./Max. Ten, - Alt forces 250 (lb) or less except when shown, TOP CHORD 2-3-541/167,3A=-4131193 BOT CHORD 2-6-283/383 BS 4-6=-3751258 NOTES - 1) Wand: ASCE 7.10; Vuft-115mph (3 -second gust) V(tRC2012)=91 ph TCDL=6,Opsf; BCOL- 6.Opsf h-25ft; 8=45ft; L=24}t: cave=4tt Cat.. 11; Exp C; partially; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed: Lumber DOL -1.60 plate grip DOL=1,60 2) TELL: ASCE 7-10; Pf=30.0 pat (flat roof snow); Category ll; Exp C; Partially Exp.; Ct-1.1 3) This truss has been designed for greater of min roof live lead of 16.0 psf or 1:00 times flat roof toad of 30.0 psf on overhangs non -concurrent with other live toads. 4) This truss has been designed for a 10.0 psf bottom chord live load non current with any other live loads. 5) * 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, 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grabs formula Building designer should verify capacity �eee®•*e of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (fit -lb) 2=237, 6-243. 8) This truss is designed in accordance with the 2012 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI I& 666 107 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard » # Xf `i - May 29,2015 A'JWAAVM • VoW y eters AQ NflTE'S ON TMS AM INCLU DED ANTEK REFERANCE PAGE MAIM rev. WfO015 BEFORE USE, 'Devon valid for use army with Wel connectors, This n Is based upon nesters shown, and is fes€ on coir idud bullring c nent,. Appocobifiy of d pororneten and incorporation of convonent is responsibliy of Wasting designer - not truss , 6r shown is for toned dinned of lradtwiduot web rete onty. Addition of tea cry brae' to insure stobility d construction is the responsibUty of the � erector. Additional neat bracing of the overal sfnactsxe is the re at linty of the b0d+ng de . , Few t guldonce regarding ! few 94° w'"m�� to ofian, qualfy control storage, dellveq, erection and bro consuft ANSVWh Qoo*y OS6.99 end @CSI SuBding Component 7717 Greenback Lane Safety Information ovoPobie from truss blote Wn itute. 741 rd. Lee Street#, Suffe 312, Alexa. ` o . VA ?iii 4. Suite 109 .3 _ 4.6.3 3X4 it 4 5x92 11 3,00 112 Plate Offsets X Y - 1:0-2-2 LCiA!}tAlG (pat} SPACING- 2-CS^t! GSI. DEFi„.... irs�(loc) Udet1 �t.dd v ..PLATES GRIP TCLL 30.0 Piste Grip DOL 1.15 TC 0.29 Vert(LL) 03.15 1-5 >676 360 MT20 1691123 (Roof Snow=30,0) Lumber DOL 1.15 SC 01.55 Ved(TL) -0,31 1-5 >341 240 TCDL 10`0 Rep Stress met YES WS 0.24 Horz(TL) 0.01 5 n/a n/a BCLOL 0.0 ' Code IRC2012rrPi2007 (Matrix)Weight: 42 to FT = 20°,4 LUMBER- BRACING - TOP CHOORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 no purlins, except SOT CHORD 2x4 SPF No,2 end verticals. VVESS 2x6 SPF 166OF 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5: 20 WW Stud MiTek recd ds that Stsbillzers and rerluued cross bracing SLIDER Left 2x6 SPF 1550E 9.7E 2-1 Installed during truss e ion, in accordance with Stabilizer [be nstaldat#orfgu#cid REACTIONS. (Ib/size) 1=4 703-8 (rein. 0-1-8), 5=437/0-5-8 (ruin. 0-1-5) Max Herz 1=295(LC 5) Max Upfift1=-152([_C 8), 5=-245(LC 5) FORCES. (lb) - Max, Comp,/Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-567/176, 2-3=-401/208 ESOT CHORD 1-5=2871422 BS -5=-4131280 NOTES. 1) Well: ASCE 7.10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=6.Opsf; BCDL=6.Opst, h=25ft; B=45ft; L=24st; eave=oft; Cat. Il; Exp C; partially; MV1 RS (directional); cantilever left and right exposed; end vertical left and right exposed; porch loft and right exposed; Lumber DOL -1.60 plate grip DOL - ,1,60 2) TCLL: ASCE 7.10; Pf=WO psf (flat roof snow);: Category it Exp ; Partially Exp.; Ct=11 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any ether live loads, 4) * This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3 tali by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joints) 1 considers parallel to grain value using ANSI/TPI 9 angle to grain formula. Building designer should verify capacity of beating surface., 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except Qt --lb) 1=152, *«««««« 5-245, *«• K 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1A and 8802"10.2 and referenced ?t" standard ANSIrrPI 1. . 8) "Semi-rigid pdchbreaks with fixed heels” Member end fixity model was used in the analysis and design of this truss. ' 57 LOAD CASE(S) Standard « ; « fV « .". «"«✓ May 29,2015 only. tot/ noof tis ory br to y e sbkc iy d consnor truss � e WORE USE. W NG • Va 'g n ers and READ N07ES ON TONS AAA 01CL V 7L"K WE'RANCE' PAGE 7475 my B2Ptr#'2DIS erector. Additiond hent broc.ing of the overoe stwOute is the responsibility of the building designer. Far gv' ce re rtt.. Cies/ n vod'ad for use vAth M lek connectors. This design k based o* upon potometea shower, and is for on indwouol building A �obiiity of dastOn porome#era and proper iaat.arporotisxr of component b r Ott of taufctm de rest - nor inrss designer Brocdrng stton is for fabnoi of i nd'svidvot web rice rs spa lity of the egcadi«g fabric a#ion, ovatity control.. sforoge. detivery, erection and brocing. consuff ANSVt7'd1 clualty Criteria, DSB-89 and SCSf fivitifing Camponeat 7777 Greenback Lane Safety h0ormation ovoilable from Truss Plate fnstttute,. 781 N, tee Sheet, Sutle 312, Atexoncido,VA 22314. Suffe 109 5-0-14 15-6-11 5,0-14 — ----- om 3X415 14 13 12 11 10 3X4 3x4 = LOADING (pstiSPACING- NOTES - TCLL 2-0-0 CSL (Roof Snow --30.0) Plate Grip DOL 1,15 TC 0,24 TCDL 10:0 Lumber DOL IA5 BC 0,17 BCLL 0 Rep Stress Iner YES WB 011 orml 4n Code IRC2012dTP12007 (Matrix) REACTIONS. All bearings 24-4-8, (lb) - Max Horz 2--69(LC 6) Max Uplift All uplift 100 to or less at joints) 2, 12, 14, 15, 11, 10, 8 Max Grav All reactions 250 to or less at joint(s) 2, 8 except 12=403(LC 1), 11-394(LC 1), 10=420(LC 1) DEFL. in (be) Well Lid PLATES GRIP Vert(LL) 0,00 a nit 120 MT20 1691123 Vert(m) 0,01 9 nir 120 Horz(TL) O.00 8 his n/a Weight 72 to FT -.201% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins„ except 2-0-0 oc purlins (6-0-0 max.): 3-7, SOT CHORD Rigid coiling diredly applied or 10-0-0 on bracing. required cross bracin MiTek reoemmendi ttiW Stabilizers andd be installed during truss erection, in accordance with Stabilizer [Lnsta@ dM garde. 14=394(LC 1), 15-420(LC 1), 6 WEBS 5-12=-317/84,4-14-327/133,3-15-298163,6-11-327/133 7-10-298/63 NOTES - 1) Wind� ASCE 7-10� Vuft-115mph (3-secontl gust) V(IRC2012)=Illmph� TCDL--6,Opsf,, BCDL=6,0psf; tt=25ft� B-45ft; L=24ft; eave=4ft; Cat. H; Exp 0; enclosed; MWFRS hirecfional)� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL= I W 2) TCLU ASCE 7-10; Pf�-30.0 psf (flat roofsnow); Category 11; Exp C; Partially Exp,; Ct-1.1 3) This truss has been designed for greater of min roof live toad of 16,0 psf or 1,00 tintes flat roof load of X0 psf on overhangs non-concurront with other We loads, 4) Provide adequate drainage to prevent water pondfing, 6) All plates are 2x4 MT20 unless otherwise indicated, 6) Gable requires continuous bottom chord bearing, NO L 1P 7) This truss has been designed for a %0 pst bottom chord live load noncoricurrent with any other live toads, * 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. 9) Provide nvachanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2,12,14,15, 11, 10, 8, 10) This truss is designed in accordance with the 2012 International Residential Code sections R502. 11.1 and R802,10,2 and referenced C) 6 standard ANSI(TPI 1, -Semi-rigid rn: 11) pitchbreaks with fixed heels" Member end fixily model was used in the analysis and design of this truss, 12) See Standard Industry Piggyback Truss Connection Detaff for Connection to base truss as applicable, or oDnsuft building qualified designer, 13) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord, wWM NA� LOAD CASE(S) Standard May 29,2015 7-0}14 11-8-11 7-0-14 Em Seate, - 1A6A 3,4 = 3X4 = ns 17 Ik 11 — — an 3X4 = LOADING (ps' TCLL 300 SPACING- 2-0-0 CS1. (Roof Snow=30.0) Plate Grip DOL 115 TC 021 TCDL 10,0 Lumber DOL IA5 BC 0,15 BCLL 0 1 Rep Stress Incr YES WB 018 .1-1 .1. Code JRC20121TPj2007 (Matrix) 25-10-6 DEFL, in (toe) Well Ud PLATES GRIP Vert(LL) 0,00 10 n/r 120 MT20 169/123 Vert(TL) 0.01 11 off 120 Horz(TL) 0,00 10 We n/a Vileight 77 to FT - 20% LUMBER- SRACING- TOPCHORD 2X4 SPF NO,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 do puffins, except BOT CHORD 2x4 SPF No,2 2-0-0 oc puffins (6-0-0 max.): 4-8. OTHERS 2x4 WW Stud BOT CHORD Rigid calling directly applied or 10-0-0 go bracing. —it required ;�s or iTek recommends that an'�;7( Mir st, acing LW.nstalled during truss erection, in accordance with Stabilizer that it. REACTIONS. Alt bearings 24-4-8, (lb) - Max Harz 2--98(LC 6) Max Uplift All uplift 100 lit or less at joint(s) 2,10,14,15,16,13,12 Max Grav Alt reactions 250 to or less at joints) except 2=258(LC 1), 10=258(LC 1), 14=481(LC 15), 15=425(LC 14),16-447(LC 14),13-421(LC 15),12=444(LC 15) FORCES. (lb) - Max, Comp,/Max. Ten, - All forces 250 (to) or less except when shown. WEBS 6-14-336/95, 5-15-2801100,3-16=-3221122,7-13=-280/102,9-12=-3221122 NOTES - 1) Nod: ASCE 7-10; Vuft-115mph (3 -second gust) V(IRC2012)--91mph� TCDL-6 Opsf; BCDL=6.Opsf, h=251T 8=45ft; L=24ft; eave-4ft; Calt11, 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� Pf-30.0 psf (flat roof snow); Category If; Eirp C; Partially Exp,; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16,0 pat or IDD times flat roof load of 30,0 pet on overhangs non -concurrent with other live loads, 4) Provide adequate drainage to prevent water ponding, 5) Ali pgdes are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord hearing, 7) This truss has been designed for a 10O pat bottom chord live toad nonconcurrent with any other live loads, IPA standard ANSl/TPi 1, 11) "Semi-rigid pichbreaks with fixed heals' 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, 13) Graphical puffin representation does not depict the size or the orientation of the purfin along the top andfor bottom chord. LL WAWNG- VoilydaWfinparameters wW READ NOTES ON T"S AND 00CLUDEDAVIEK REE NCE PAGE *W.7473 rev. 02/1"016 BEFORE USE, Deugn volid for use only with Milek connectors, This design is posed ont/ upon pororneters shown, end is for an individual buildng cnt. ApplicabW of design pfrorneters and proper ircorporotbn of component is msponeditity of buldixt designer - nol trvss designer, brocing sha is for foiero4 eropon of hdWLKA web rnernbers, onfy, Additionoi ternporay bracing toinfure nobility cln,dng construction b the responpenty a, the erector. AddilLorror permanent brocing of the overolf strvckrre is the responsbirty of the Wining designer, For general guidance regording fobricotion, quoffy contrix, stooge, dogy", erection and tracing. conwK ANSVT141 Quality Criteria. OSS -89 and OCS1 Building Component Safety hi ovogobte torn Truss Mors institute, 781 N, Lee Street. Sure 312, Alexondrio, VA 22314. a 6 ZRIOMP zs 9-0 -14 _. 7 9-0-14 3x4 = — — — — .t, 3x4 Plate Offsets ?C Y _ j4 0-3-5 d e -3-5gitgjqw..., a LOADING (psf) SPACING- 2-0.0 GSI. DEFL, in {lac} lfdefl L/d PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TO 0.25 Vert(LL) 0.00 8 air 120 MT20 169:1123 (Roof Snow --30.0) Lumber DOL 1.15 BC 0,14 Vert(TL) 03.01 9 ntr 120 TCDL 10.0 Rep Stress lnor YES VVB 0.29 Hofz(TL) 0.00 8 ria n/a SCLL Ci1 0'0 ` Code IRC 012frP12007_ ( x) Might: 82 to FT = 20% qm LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purtlns, except SOT CHORD 2x4 SPF No.2 2-0-0 oc puffins ( max.): 4-6. OTHERS 2x4 Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [iN�'SfqIkt1oR FWi recom ds that Stabilizers and squired Woss bracing installed during truss erection, in accordance with Stabilizer vide, REACTIONS. All bearings 24-4-8. (lb) - Max Hone 2=-128(LC 6) Max Uplafl All uplift 100 Ib or less at joints) 2, 8, 12 except 14=-113(LC 8), 10=-113(LC 8) Max Grav All reactions 250 tb or less at joints) 2, 8 except 12=488(LC 15), 13=428(LC 14), 14=496(LC 14), 11=405(1. 15), 90=4 5(LC 95) FORCES, (to) - Max, Comp./Max, Ten. - All forces 250 (to) or less except when shown. WEBS 5.12=-346797, 3-14377/156, 7-10=-377/156 NOTES- 1)1Nind: ASCE 7-10; Vuft-115mph (3 - second gust) V(IRC2012)=91mph; TCDL S.Opsf; BCDL=6,Opsf; h=2511, B=45ft; L=24fI; eave=4tt; 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 SO 2) TOLL: ASCE 7«10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp„ Cf=5.1 3) This truss has been designed for greater of ruin roof five load of 16.0 pat or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other Pave load$. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated, 6) Gable requires continuous bottom chord bearing. U 7) This truss has been designed for a 10.0 psf bottom chord live load nc nconcuri ent with any other live Toads. }*****a 8) "This truss has been designed for a tine Load of 20.Opsf an the bottom chord to all areas where a rectangle 3- tall by 2-0-0 wide will ��^****" j,,,(*•,* ,� fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 12 except (It=lb} 14-113,10=113, R i 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and 8802.50.2 and reference ' 6766 standard ANSUTPI 1, 11) "Semi-rigid pitchbreaks with faxed 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 quailed building? designer. 13) Graphical purlin representation does not depict the size or the orientation of the purVin along the top and/or bottom chord. ***+«* *** LOAD CASE(S) Standard 4 May 29,2015 ommmommommom WAM94. vivir}r design ponointuirs and WAD NOTES ON THIS AM INCLUDED WTM WFEPANCE PAGE W7473 rat+. tY?l16t2Qf$ "FORE USE. °" * 'gn valid For use a* with Mitek connectors, This design is based only upon poramelets shown and is for on individud WAd'hg convoonent, Appitcoblify of design porarnetisis, sand pioner incorporation of component is responsibility of trading designer- not miss designer, 8mcing shown is for Lateroi support of hdMduoi Ymb me onty. Additiond lemponvy brocing to insure stupefy during construcion Is the responsibUty of the erector. Additionot peorionent bocing of the overolf stauct€xe is the responsibMty of the building deogner, for general 9tAdonce weriarding E i •. tobhcotion,. ciuoRty control, storage. detive'y. erection and bracing, consult ANSun'it Quasi, Ci# , till -69 and SCSI bit4ding Component Sa tnfor n ovotabie from Trans P3ofe ku lute.. 781 N. Lee Sheet, sate 3t 2. Alex . VA. 22314. 7777 lock Lane sate los �..,.,�._,...., 11-0-94 11 .. „,...,,.„m a_._.... 19-0.14 .� 3x4 = 3x4 m-.. 3A = — — — — — .1 3x4 LOADING a May 29,2015 NOTES - t � TCLLPlate SPACING- Grip DOL t 1AS TC t 23 (Roof DOL 1,15 8C 0,15 TCOL 100 YES WB 0,29 BCLL tLumber t D7 (Matrix) D FL. in (too) Udefl Ud PLATES GRIP Vert(LL) 0.00 10 rdr 120 MT20 169/123 Vart(TL) 0.01 11 Wr 120 Horz(TL) 0.01 10 Wit nta t LUMBER- 8 CING- TOP CHORD 2x4 SPF NO,2 TOP CHORD Structural woad sheathing directly applied or 6- oo purlins„ except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins ( 0 max.): 5-7. OTHERS 2x4 Stud BOTCHORD Rigid ceiling directly applied or 10.0-0 oc bracing. Wets recommends that Stabalozers and requ€ cross bracing be installed during truss erection, in accordance with Stabilizer tnsi ,,lfaticsrr REACTIONS. All bearings 24-4-8, (lb) _ Max Harz 2=158(LC 7) Max Uplift All uplift 100 lb or less at gont(s) 15,13 except 16=-111(LC 6), 12=-111(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=287(LC 1), 10=287(LC 1), 14=399(LC 14), 1 5=4 9(LC 14), 16=476(LC 14)„ 13=454(LC 15), 12=476(LC 15) FORCES.♦ forcest (Ib) or tess except when shown CHORDTOP WEBS t8-13--271/100, 9-12�3571154 May 29,2015 NOTES - 1)^ t .< - ,tr Cat, 11; Exp C; enclosed; MVVFRS (rfirectional)� cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1.60 plate grip DO #t 7M Greenback Lane suite 109 2) TCLL� ASCE 7-10� Pf--X0 pill flat roof snow); Category It', Exp C; Partially Exp,: Ct--,I.l 3) This truss has been designed for greater of min roof live load of 16.0 Pat or 1,00 times fkd roof load of 30,0 psf on overhangs non-cDncurrent with other live toads. Provide: k " ponding. �{` SWA& , 5) Ail plates are 20 MT20 unless otherwise indicated, 0 6) Gable requires continuous bottom chord bearing, 7) This truss as been designed • t #a•a chord loadr.•toads, designed8) * This truss has been F•+. in 3-6-0 2-0-0 a � chord all areas where a rectangle wide willi fit between the bottom chord and any other members, with BCDL - 10.Opsf, r Provide mechanical connectionY • of bearing Y ala." capable of withstandingt w uplift at .#.... except 16-111, 12--111Fr. ::. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 11 and R802,10,2 and referenced standard ANSIrrPI 1. 11) "Semi-rigid pftchbreeks with fixed heele Member end fixity model was used in the analysis and design of this truss, CC, L 12) '" StandardIndus"Piggyback # `. a 1. for Connection to base truss ..: applicable, or consultqualified -.9 ! a :g designer. depict the the the bottom 13) Graphical purfin representation does not size or orientation of purfin along the top and/or chord.# anti. O LOAD CASE($) Standard May 29,2015 ,.daugriparwrartersVordyarid . a ON rMS AND ♦, rAWW"ISBEIrow USE, Destgn vo4d for use onty with m1ek connectors. This deOgn a owed 0* upon pmorriefers sham). and is for an indtodurst building coniportent. Applicobi0s, at design pororneters and proper incorpossition of co"Ponent is responsibility of b0ding designer not two deMgrer, brocing shown construction is the responsibility of the # guiconce regarding fabrication, quality contra, storage, delivery, erecion and bracing. consuff ANSInFIT avamy CAeft, iijil-89 and $01 bulding Component Safety information ovo4obte from Trim Prous fn0ii0e, 781 N, Lee Street, Me M, Afexondria, VA 22314, 7M Greenback Lane suite 109 12-1 1.3 12-11-3 am 3x4 = 3x4 = om LOADING (psd) SPACING- 2-0�O CSL TOLL 30.0 Plate Grip DOL 1,15 TC 0.22 (Roof Snosv=30,0) Lumber DOL 1,15 BC 0,14 TCDL 10,0 Rep Stress Incr YES W8 0,28 SCLL 0.0 Code IRC2012/TPi2007 (Matrix) _BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No,2 BOT CHORD 2x4 SPF No,2 OTHERS 2x4 WW Stud *Except* 5-12: 2x4 SPF No.2 OEFL. in (toc) Well Lid PLATES GRIP Vert(LL) 0,00 8 n/r 120 MT20 1691123 Vert(n) 0.01 9 n/r 120 Horz(TL) O.00 8 his me Weight: 87 to FT = 200A .4 N411016"' V141111111 - , """ ''I'll MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings (to)Horz 2-187(LC 7) Max Uptift Alt uplift 100 Its or less at joint(s) 14, 11 except 15-103(LC 8), 10---103(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 2, 8 except 12=428(LC 14),14=513(LC 14), 15=467(LC 14), 11-512(LC 15),10-466(LC 15) I•. i I , '" 1 11 LITMIM�J&K�g NOTES - 1) Wind: ASCE 7-10; Vuft-1 15mph (3-smond gust) V(tRC2012)=91mph; TCDL=6.Opsf-, BCDL-6,opsf; h -25t B=451t; L=2411� eave-itft� CatU; 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" Pf=30,0 Pat (flat roof snrsw)� Category 11; Exp C� Partially Exp,, Ct-1,1 3) This truss has been designed for greater of min roof live lead of 16,0 pet or 1,00 iif. flat roof load of 30,0 pat on overhangs non -concurrent with other live leads. 4) All plates are 2_0 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10.0 pst bottom chord live toad '1 on with any other live loads, I 'F .1 '00Od.. F.e M6 AN&WIM"', ifw8wh9wo" 15-103, 10=103, 9) This truss is designed in accordance with the 2012 International Residential Code sections R5021 1 .1 and R802,10,2 and referenced standard ANSI/TPI 1. 10) -Serm-rigid pitchbreal<s with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) See Standard Indus" Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer 9m s +TF�E M., W wARwNG. veoydawlinporwriawsand REA* No rES ON INS AND hNICLUDEDANT" REFERANCE PAGE W7477mv, VVI V2016BEFOW USE De%valid for use onty with Mitek connectors, Thm desgn a boxed onty upon pororreters shown, orad is for on kxitvefuo% buiding convionent, Applicability of design pororneiem and proper incorprxot+on of c is res ponsioNly of buiding designer -riot truss designer, Brocing shovm o try Jrsferoisupport of hr%viduoi web rnembers onry. AddMond teffpotory brocing to irmtre stability during construction is the responsWity of the erector. Additionof pemanenI brocing of the overog structure is the resporcibifity of the b0ding designer. For ifewrif gkAdonce recanting fa tion. quoRy confrot, sks"Ve, deWery, erection and orocing, confull ANSI/Vil Quallty Criteria, MR -84 and SMI litifidirsit C Saletyloarmallon ovoilabis from Truss Plots insffluie, 763 N, Lee Street. SuRe 312, Afexorx*io. VA 22314, May 29,2015 6,5-14 12-10-11 6-5-14 9030 K� 3X4 = - - - 3A = LOADING (ps) TCLL ,.0 SPACING- 2-0-0 CSL (Roof Snow --30,O) Plate Grip DOL 1,15 TC 0,21 TCDL 10,0 Lumber DOL 1,15 SO 0,15 8CLL 0 Rep Stress incr YES WB 0.15 Code IRC2012ITP12OD7 (Matrix) DEFL. In (lo) Well Lid PLATES GRIP Vert(LL) ODD 10 n/r 120 MT20 169/123 Vert(TL) 0,01 11 n/r 120 Horz(TL) 0.00 10 he n1a 1�0 Is LUMBER- BRACING - TOP CHORD 2x4 SPF N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 20 SPF No.2 24)-0 oc purlins (6-0-0 max,): 4-8. OTHERS 20 WW Stud BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. ffe—k ;;;;ii;mendsthat Stabilizers and inquired cross beating be installed during truss erection, in accordance with Stabilizer REACTIONS, All beatings 24-4-8. (to) - Max Harz 2-90(LC 6) MaxUpfift All uplift 100 Its or less at joints) 2, 10, 14, 15, 16, 13, 12 MaxGrav All reactions 250 four less atjoint(s) except 2=250(LC 1), 10=250(LC 1), 14=418(LC 1), 15=362(LC 1), 16=433(LC 1), 13=362(LC 1), 12=433(LC 1) NOTES - 1) Wind: ASCE 7-10; Vuft-1 15mph (3 -second gust) V(IRC2012)=91mph; TCDL-6.Opsf� BCDL--&0psf', ti=25ft� 8�451t� L=24ft; eave=4ft Cat, 11; Exp C; ebclosed� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=I,i. plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf-30,0 psf (ftat roof snosa)� Category ll� UP C; Partially Exp," Ct=1 A 3) This truss has been designed for greater of min root live load of 16.0 Pat or 1 .00 times flat roof load of 30,0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water pending, 5) All plates are 2x4 MT20 unless otherwise indicated, 6) Gable requires continuous bottom chord bearing, 7) This truss has been designed for a 1 OO pet bottom chord live load nonconcurrent with any other live loads, n e f" a L L of u 2 in4 f t n a 0 a r D w 0 a L=4 11 fit between the bottom chord and any other members, vide mechanical connection Itiv othersl of truss to bearinQ I -olatecatiableoffivimstandin 1 It standard ANSUTPI 1, 11) "Semi-rigid pftchbreaks with fixed heals' Member end fixity model was used in the analysis and design of this miss, 12) See Standard Indus" Piggyback Truss Connection Detail for Connection to base truss as applicable, or orinsult qualified building designer, 13) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, ,&WARWNG-Wvray d.$19.p..f..d WAD NOtES ON TNS AND 00CL.MWF AWTEKREFERANCE PAGE 4473 rev, 0"WISSEFOREUSE. Design voAd for use. only with Wok connectors, The design is based only upon posornefem shown, and is for on incividuol buitding component. Appficobdty ofd pororneten and proper fincorporoiLon of c 6 respcomididy of bv4ding designer'- not Inas designer. Brocing shown is for tofeast support of indhAdvot web nsembefs only, Additionof temporary brockV to insure stability dt*V construction 4 the resporuibUty of the erector, Additional permanent procing of the overall sinxture is the responsfieffity of " building designer, for ifenerol gvidme nfgord"v WOW fabrication, quaRy centrist stooge, defNery. erection and bracing, consO ANSIANT Quality criteria, 0$949 and &C$f Waiting Comporient 7777 Gfeente ovoirable torn'TrunPiate "IhAe. 761 K Lee Street, Sufle 311 Atexonike, VA ;223Rd. q'A. Ina EM May 29,2015 EM 3x4 = 3x4 = as — — — 3x4 = LOADING (psf) TCU 30,0 SPACING- 2-0-0 CS1, - (Roof Sncyr--30 (11i Plate Grip DOL 1,15 TC 022 D 10 TCL Lumber DOL 115 BC 0,14 8CLL 00. Rep Stress Incr YES WB 025 IRC2012frPI2007 (Maft) LUMBER - TOP CHORD 2x4 SPF No,2 BOT CHORD 2X4 SPF NO,2 OTHERS 2X4 VWV Stud REACTIONS, All bearings (lb) - Max Horz 2-119(LC 6) Max Uplift All uplift 100 to or less at joint(s) 21 10, Max Gray All reactions 250 ib or less atatint(s) 2, 13=429(LC 15),12=474(LC 15) 1�i, itr, 16,13,12 'JI eymEj J4=4�&L DEFL, in (toc) Vdeft Lid PLATES GRIP Vert(LL) 0,00 10 ntr 120 MT20 1691123 Vert(TL) 0.01 11 ntr 120 Horz(rL) 0.00 10 n/a n1a MigK 80 lb FT = 20% BRAOING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 2-0-0 oc purlins (6-" max.): 4-8. BOT CHORD Rod ceiling directly applied or 10-0-0 oc, bracing, r M W0 rocomrnendsii;it-&Bo4izers and required cross bracing St '0:77 be mst.rled during truss erection, in accordance with Stabilizer if a _L ntal attgnagide, Lk 'L ,&WARMNG- VWfordwisausjuit—Watis iiad READ NOTES ON TNS AND WOLUDEVACTEKAEFERAlifCEPAGEW-7472 rev OVI"01S BEFORE USE Design volid for use onry vAh Mlek connecton Thisdestgnisbmedonly upon poorneters shown, and is for on individual b0lding component Applicatirlty of design poictisefers ond prorief incorpottihor of component 4 resporroolin, of bulking designer - not truirs, designer frocing Oxren is for fatenai support of bridividual wee "teffbers onty. Additiond iefftoorory brocing to Visure sisibility during c*mtruction is the remonsbRifty or the erector, Addtfionof brocing of the overag struchre is the responsibility the buDding designer. For pernianent of generd gLidonce regarding tobticoibn, qvo#ty contiol, storage, deWery, erection and bro6no, consuff ANSV71ill Quality Warta, OSI-Iff and ff= flunding Componelf! Safety takirmallors avoUsibie froor 7run PWe. Instfivile, 781 K tee Steet, Svffe 312, Arexondrio, VA 22314, Em it LOADING TCLL t M (Roof A rt y. .A w. tf► 10 A MT20 TCDL 10.0 Lumber DOL 1,15 BC M M A BCLL A Rep Stress Incr YES ws • 30 a 0,01 10 t, !4 CodeIRC201Z'TP12007 (matrix) Weight-, 83 w R a 1t :• is NO standar x • • x a •f1 xk a y ax • ► i t �� Ti • r. a r f a x r r R ANSIrrPI 1, fixed11) "Semkigid pitchbreaks with beele Member end fixity model was used in the analysis and design of this truss. 12) See is x x !. . # ! x # .li x •r # ! desii �� ♦ 0 { 13) Graphical purlin representationdoes not depict the size or of the purfin along the and/or bottom a/ • A CASE(S) Standard May 29,2015 # x 12-5-14 0 10-11 12-5-14 3X4 = 3x4 = 3;44 = 1A 17 1,, 11 — att — 3X4 = LOADING iptst I TCLL O.g SPACING- 2-0-0 CSI. (Roof Snow-30:0)Plate Grip DOL 1,15 TC 022 TCDL ,, Wribe, DOL 1,15 BC 0.14 .CLL0'0 Rep Stress Incr YES WB 0,37 .1m, —'n, Code IRC20121TP12007 (matrix) OEFL. in (too) Wall Ud PLATES GRIP Vert(LL) 0,00 10 n/r 120 MT20 169/123 Vert(TL) 0,01 11 n1r 120 Horz(TL) 0,00 10 n/a n/a I 6 LUMBER- BRACING - TOP CHORD W SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc, Puffins, except BOT CHORD 2x4 SPF No,2 2-0-0 OC PUd'n$ (6-0-0 max.): 5-7. OTHERS 20 WW Stud .OT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, M MfTelecom;�n-dstiiit install be installed during truss erection, in accordance with Stabilizer l a 0 atign d atL M REACTIONS, All bearings 24-4-8, (Ib) - Max Horz 2-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 15, 13 except 16-105(LC 8),12-105(LC 8) Max Gras, Ali reactions 250 lb of less at joint(s) except 2=253(LC 1), 10=253(LC 1), 14=408(LC 14),15=500(LC 14),16-469(LC 14), 13-499(L 15),12=469(LC 15) WARNING - V.1ty d.* p.,W...d PXAV NOTES ON TMS AM INCLUDED WTEK WFERANCE PAGE W7470 mv, OVI&W15 BEFORE USE Design vohd for use o* with MRek connectors, This deegn is bosed orry upon porommsters shown, ond is for on indh6sivol butWing cornponent Applicability of design potornetem end proper incorporolk>rr of conVoment is respottsibtty of bulding des�grw - not truss designer. brocing shown is try irreml support of indroldvol %sre members orOy. Additiorrx terrpvory brocirri; to insure Stobilify during corxi=fion 4 the resporroniffity of the erector Additionol peroxineof brockV of the overalf stwcfure h the responsibiNty of the b0ding designer, For generd goidonce regording tobricotim, sirrofin, control. sterege, deNvefy, erecWn end brockig, consvff ANSV7141 QV*I#y Ct#*do, OSti-ef and #C$1 building Composent So"Infismsisfion ovoRob�etmTrvssPtoieinsfitvie,781N,I.ee.StmetSOte3�2,AiexorW0,VA22314. HZ= 8 7 6 2x4 11 2x4 11 2X4 11 2X4 �N 1--- 10,3-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in f0c) Udeft Lid TCLL 30.0 Pl (Roof Snow=30.0) ate Grip DOL 115 TC 0,08 Vert(LL) We We 999 TCDL 10,0 Lumber DOL 1,15 BC 0.06 Vert(TL) We n1a 999 Rep Stress Inc r YES VM 0.06 Horz(TL) ODO 5 n/a rife BCLL 0,0 Code IRC20121TPI2007 (matrix) Rant inn LUMBER - TOP CHORD 20 SPF W2 BOT CHORD 2X4 SPF N0.2 OTHERS 20 WW Stud REACTIONS. All bearings I0-3-6. (lb) - Max Horz 1-69(LC 7) Max Uplift All uplift 100 Ib err less atjoint(s) 8,6 Max Grav Ali reactions 250 to or less at joint(s) 1, 5, 7 except 8=289(LC 1), 6=289(LC 1) I Rigid ceiling directly applied or 10-0-0 etc bracing. AAiTax recorn;;�ds That of aeW;r r;u�eross bracing be installed during truss erection, in accordance with Stabilizer NOTES - 1) Wnd� ASCE 7-10; Vuft-I 15mph (3 -second gust) V(IRC2012)-91mph; TCDL=6.Opsf; BCDL=6.Opsf,, h-25ft; 8=451L L=24ft: eave-4ft; Cat, it; Exp C; enclosed; MWFRS (directionaf'. cantilever left and right exposed; end vertical left and right exposed" Lumber DOL=1.60 plate grip DOL=1,60 2) TCLL� ASCE 7-10; Pf=30,0 psf (flat roof snow); Category 11-1 Exp C� Partially Exp,; Ct- 11 3) Gable requires continuous bottom chord beating, 4) This truss has been designed for a 10,0 PSI bottom chord live food nonconcurrent with any other live loads, iarxwh" fit between the bottom chord and any other members, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6 7) This truss is designed in accordance with the 2012 International Residential Code sections R5021 1A and R802,10,2 and reftirenced standarM ANSVTPI 1, 2) 'Semi-rigid pitchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss, LOAD CASE($) Standard ea 7660* INV ONA'L May 9, 015 WARNING - VWfly doiilirn pitmomthirs and READ NOTES ON ties AND INCLUDED JWTEK REFIRtANCE PAGEW7,,trj r OVI64015 SCEOW USE.... Design void for use onty vAth MTek connectom, Thir demon a based onfY Upon Parameters shown, and is for an irdMdvoi Wld*V component. NN' Appficob0fty of design parameters and proper Woxxporafion of conVonent is resporviloffity of "ding designer . not tam designer, Brocing OXWM is for lateral waned of indradvot web members only. Additional tet any brocing to'huxe stobrity during comirmfion is the responotntoy of the ereciv, Additional pennorrent bracing of the o,,oraff structure is the responsitAffly of the buftni; desqnbr. Fo; genind guidance regorcring M 170 k' folark-snisn quality central, storage, defivery, erection and bracing, consutt ANSI/TF11 Qualify Wedo, DSR -89 and 001 lisiflifinti Component Safely, hslormation owniable from 7run Plate InstiVe, 78t Nr Lee Street, Suite 312, Alexandria, VA 22314, 7777 Greenback Lane sutle 109 ELTM RM LOADING (psi) SPACING- 2-" CSL TCLL 30.0 Plate Grip DOL 1,15 TC 014 (Roof Snow --30.0) Lumber DOL 1,15 &C 0,06 TCDL 10:0 Rep Stress Incr YES W8 0,05 8CLL 00 BCOL 10,0 « Code iRC2012iTP12007 (matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT' CHORD 2x4 SPF No.2 OTHERS 20 WW Stud RM M I DEFL. in (toc) Udell Ud PLATES GRIP Vert(LL) We We 999 MT20 169/123 Vert(TL) We DID 999 Horz(rL) 0,00 3 his file REACTIONS. (lb/size) 1-15316-2-10 (min, 0-1-8),3=153/6-2-10 (min, 0-1-8),4=226/6-2-10 (min, 0-1-8) Max Horz 1=39(LC 7) Max Uplift 1-27(LC 8), 3-27(LC 8) Structural wood sheathing directly applied or 6-0-0 oc pudins, Rigid ceiling directly applied or 10-0-0 oc: bracing, MiTek re mends, that Stabilizers and required cross bracing— be installed during truss erection, in accordance with Stabilizer NOTES - 1) Wnd: ASCE 7- 10; Vuft=l 15mph (3 -second gust) V(IRC2012)-gi mph� TCDL-6.Opsf; BCDL=6,0psf-, lt=25ft� 8=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 2) TCLL: ASCE 7- 10� Pf-X0 Pat (flat roof snow); Category IL Exp C" Partially Exp. -1 Ct=l 1 3) Gable requires continuous bottom chord bearing, 4) This truss has been designed for a I 0Z psf bottom chord live toad nonconcuffent with any other live loads. lip: f—gagligigg"A?sk 022M WAWNG - ~yd"fiffspoWsand MAO NOTES ON no$ AND INCLUDED *TEK AEFERANCE PAGE 7473 rev. WI&M5 BEFORE USE enmbrocing porrgen Design valid for use only wffh Win,, connectors. This design a based only upon pomnieterf, shown and is for an indiwidud bkAk$hg component Appficabiffy of design porarnelen and properincorpordfion of component is responsibiffy of building designer - not fruss designer, loocing shorn for lateral support of individual web meoxxn only. Add0onal ienveoror� dfockV to insure sioally during construction k the responsibUty of the erector, Addifionoi panent of the ts�erofl structure 4 the res'bitty of the bvWQ designer. For eral QWdance regirding fabrication, quality control, storage, defively, erection and brocing, consuff ANSVTPII Quality Cifferia, DSO -6f and WCSI livilding Component 7777 Grelfriba ovogoble from Truss Plate InslAvre, 781 N. Lee Street. Wte 3)2. Alexondrio, VA 22314. swe 109 6 8.011 641 am 3x4 r 12 11 10 9 a 3x4 ': LOADING(psrf 11 SPACING- 2 -o -o e (Root i *: TCDL 10.0 Rep Stress Incr YES BCLL 0.0 Code IRC2012rrP(2007 I CSI. DEFL. in (loc) Veen Lrd PLATES GRIP TC 4.05 Verl(LL) me We 999 MT20 1691523 BC 0.02 Vert('i"L) We We 999 WB 0.05 Horz(TL) 0.04 7 nfa We (Matrix) 9Neight: 38 Ib FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0.0 no purEins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _ i 57 re xis that Stabtlfzers and required cross bracing be installed during truss erection, in accordance with Statal€za, REACTIONS. All hearings 12-0-3. (lb) - Max Harz 1=-821LC 6) Max Uplift All uplift 100 lb or less at joint(s) 11, 12, 9, 6 Max Grav All reactions 254 Ib or less at joints) 1„ 7, 10, 11, 52, 9, 8 NOTES- 1) Wind: 3; VuK=1 1 Smph (3 -second #. R Y 0f .. <.. . _ if Cat. 11; Exp C; enclosed; MVVFRS (directional); cantilever left and right exposed; end vertical left and right �tqtosd: Lumber DOL=1,60 plate grip DOL-1,60 indicated,2) TCLL: ASCE 7-10� WX0 pat (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1, 1 3) All plates are 2x4 MT20 unless otherwise 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10O Pat bottom chord live load nonconcurrent with any other live loads. fit between the bottom # i and any other members, standard7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 fit uplift at joint(s) 11, 12 9,& 9) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 1A and R802,10.2 and referenced ANSIrrPI 1. 9)"Semkigid pitchbreaks with fixed heeW Member end fixity model was used in the analysis and design of this truss, May 29,201 jj A N6. Veriftdosigntswarnews error MAA NOTES ON TIAS AMA INCL A WTEK RE CE PAGE W7471mv, Matters S BEFORE use Design valid for use onty with tvtit`iek connectors. nits design is based any upon porornaiers shower, and is lac on individual building component. Atepticribifity of design parameters end procei inc: tion of component is ressiontibifiry of bulding designer - not tura designer. Brocing sho,r n is for fotersh support of hdMdud web miernbers onty. Add€bend fernaceary bracing to insure stability doting c nstrvc:t+on is the resconsiblity of the .{. erector, Additiona4 P neat oci of the avEral stru0i cU e is the re , of the keuird`ing des' . rear general guidance regarding MiTek' tabriaation, euaf ty control,, storage, defivery erection and brocing, consult ANSVTPIT Quality 00aft, ASE•## and ECS1 EuEdfng Component 7777 Greenback Lane Safety Infoessetion avotiobte from lam Pirate Institute, 781 N Cee Street, Suite 312.. Alexandria, VA 22314, Sate 109 MM 4 2x4 r 2x4 i l 2x4 I — --------- LOADING (psi) ._-_-_ LQACtCNG(pyy) SPACING- "W20 -p .�._ CSI. t3EFt.,.__.�._w_ in (ioc) � Itdeii Ltd:Pt,ATEB �.mGRiPm_ TCLL 30.0 }Mate Grip DOL 1.15 TC 026 Vert(LL) n/a n/a 999 MT20 1691223 (Root Snow 30.0) Lumber DOL 9.15 SC 0.11 Vert(TL) n/a rife 999 TCDL 20.0 Rep Stress incr YES WS 0.07 Horz(TL) 0,00 3 n1a n/a BCLL 20.0. Code 1RC2012rTP1 007 (Matrix) Weight: 21 tb FT- 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1 oc bracing, OTHERS 2x4 Stud Fbe ek re rnends that Stabriixers and required cross bracing nstatled during truss er fon, to a rdance with Stabilizer �� REACTIONS. (lb/size) 1-203f7-11-7 (mar. 0-1-8),3=203/7-11-7 (min. 0-1-8), 4=29917-11-7 (min. 01-8) Max Hors 1=-52(LC 6) Max Uplift 1=-35(LC ), 3=-35(LC 8) ♦- « % « «10 NOTES - 1) (3 -second« - a « r« „ GableCatfi; Exp C; eZosed; MWFRS (directional); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1 A0 2) TCLL� ASCE 7-10; Pf=30,0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=l, I 1 4) This truss has been designed for a 10.0 ps! bottom chord live load nonconcurrent with any other live toads, «: f May 2 ,2015 Lk WAFMNO - Vwffy dawgis PW~W% and WAD NOTES ON IMS AND WCLUDED WTEK REFERANCE PAGE WWI rev, 02110201S BEFORE USE, Design vo0d for use only Win, Mlek connectors This design h bosed o* upon poiarneten, shown, and is fw on v dividuol buitdhg coroponent, App5cobKrL of design pororreeters card proper krorwporation of conToonsint is responsfistityr of tiviefing designe, - not twu de0grrar 8rocing shown is for toterot support of i,dwiduot web nvffibers Indy. Additional temporory brocxsg to insure Mobility dv*V consty Korn 4 " resporebafity of the erector, Addifiohoi permorrent bracing of the overat urvctuse is the responsitilty of the bu4dng designer, Forgenerd gvidonce, regard' Welk' tobricotion, syvotty control poroge, delivery, erection end tuocing, consult ANSVT1111 Goolfly Offorkt, OSS -84 and BCSf. Buddies, Component 7777 Greenback lane S Information ovoOo from Tms Plate laufitves, 781 N. Lee Sheet. Who 312. Alexonsido, VA 22394. sate 109 M cod =tA a [ 0 � �' d to 1-4c"g co c0 0 Z a co " t 3 C7 Q a � � C? M -0 s� UO 0 5-0 :� Cl CL � - GD S CL c0 to 0 i1 C> ° m om22 Z 00 c� p" sa c a i# m a e. ca. 5-0 5' 00 25 0003 06 o 0D SCD � a ()0 3:q C3 eys mc. U. is Ca cn M'A0 A v 0 00 to 0m. p cs ca Hca`" -V o`e wa a �, o c' 70 06 as _fly (D -4; c < - Z ! go v ° tj D C7o °s ca 0 20 0 Z; y5lb. � 01 TOP CHORD Z5 as :-1 51 u a zz *O 9Dv a u k au w j (oo as C3 aGctp0Dsk �c Cai ro ;. ) fla C cms flDaU ap c• c ry. ra oo 'ocroo Oocm'sipz 0> i , ty tm 03 om C z'809 eno xro ? o " 2m D u so �00= 2 n' 3` a€c tgo c� a 3 n 5 0 C£{ca n fw D3 a°o1Ea �to °Lc:°Ot3 j .i gg° a0 - 0 im B �< . . Q,C7 C0 a C. "0ro 0 a° Doqas ia o ?� ca. e o a cmr e� oc 0 C n ,� ncc o c4 oOao R � 4 Sr ma on >g '0 ero c'my 0 ua tF z ^C � ,� ii n. � S C, o :� � � 0 Z6 M O 6 5, �` o � �a °' 00-0 •° m 5o a 3° n ao °,m YR m <m c� °pro Q C- ¢ _ j n o cr M31 p O Ct '0 n fi 0 0 0 to a7 a n a 0, m � cr < � 0 ` �a a � 0 < � F DIRECTLUMBER DIRECTDOOR OF COLORADO IM NOMM"M I I "I III W ee Layout for assumed plate at both locations, Roof Pitch @ 8/12 - Heel heights @ V Typical - Tails @ 2' Typical. Intenor bearing assumedat garage walls and Inbetween Master 'edroom and Great Room - exception @ walkway and at stairwell - usses in those areas to clear span - See layout and truss desings for earino locations assumed. A II I I i N 940INWli%*IliiilMiWkVM'WA WINIIIN TMF Wd-ff=r7--VF FITUOn-WaT n -W7,47 FFUMIM reviewed and verified. Structural placement of trusses needs to be reviewed by Engineer of -ord and aDoroved / verified. Cuslomer Lournar Construction a `i - U22WEIM So sure to check all dimensions, quantities, layouts and descriptions against your records' Direct Lumber and Truss of Colorado is merely an interpreter of what the Ovmer� Building Designer and ar requiring. You, the customer, are responsible for verifying that all dimensions, Designer L- Eaton quC=tor t s of a p! ches, layouts, bearing points, and loadings are correct Direct Lumber and Trus t Seth Colorado wilt not assume any of that responsibility. i Signature of Authorind Agent Date [�u�mbing Conftwtor Company N e Phone #. Stats Lica #. Master Wheat Ridge License #. SignaWm of Authorized Agent Date LM�LhanicalContractor Company Name. Phof . '. . Wheat Ridge License #. Signature of Authorized Agent Date application must be Aped by eath sub-contrattor confiming theate. Sq.t.lG d " Stu' Gallons s Amp Squares Otter I , 1 t" ' x ZZ is tr �MU� �;� I , 1 t" ' �, 1959 S. PEARL ST. DENVER, CO 80210 phone 303-733-1962 e-mail: heistructures@msn.com September 3, 2014 Lou Ficco c/o Lou-Mar Entities 3650 Vance St, #1 Wheat Ridge, CO 80033 Re: Proposed Fence on the North side of W 32nd Ave. at Iris U, Wheat Ridge, CO I have reviewed the product literature for "Allan BloW 6 ft. high masonry fencing and have selected the follovAng foundation, spacing and reinforcing that will be appropriate for this site and soils type: 1 P�E. 9267 M APPROVED Sub,ject to Field inspections W"wat BuOding Dept, ,ined A0 Plan checker I I I I F H Tl� Hun 10 Sk ow wl WEST 32nd _�VEN , z 0 MIDPOINT wl WEST 32nd _�VEN