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5235 Pierson Court
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M O C,3> N O cn cnM O O •� � U � N ^' L �� N cn y O m U U s 3 N 'cn m N 'O U ��, 'C •O cd 3O U O 4, y s•, F"' O CIA 0 U O Q , ^d O o 0 M a o� .���z �3 Q; � U � -� 'C:)ss. ° � sq Cd u Cn U Cd 00 Cd U cd C) O U O cz 00 ° p O •� O pa'C bOA o � o o � O o � � � � •� cd 4U+ O U 4. cd •b r O p O i H r, Cd opo O U U s, 'OCd CIA u cn G) O V 4 z u 33 3 M D oo L p C N 00en y " o0 vM C O —M O .R > o oM N N bi o" -C oo F U �Qv -10� cq yCd U M u 33 3 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE r Inspection Type: Fqoto i Job Address: 5 r, ► n G Permit Number: ri /'- 7 -7 LlNo one available for inspection: Time '7' ' AM/PM Re -Inspection required: Yes (Na� When corrections have been made, call for re -inspection at 303-234-5933 Date: 1 Inspector: 11Tri DO NOT REMOVE THIS NOTICE City of Wheat Ridge All Residential Mechanic PERMIT - 201802767 PERMIT NO: 201802767 ISSUED: 10/16/2018 JOB ADDRESS: 5235 Pierson Ct EXPIRES: 10/16/2019 JOB DESCRIPTION: Residential mechanical -install 3 ton, 13 seer A/C. *** CONTACTS *** OWNER (303)726-2106 STIEBEN JEREMY D SUB (303)901-3255 Patrick A. Tackwell 018622 S.R.T. ELECTRIC CO *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 3,330.00 FEES A/C Replacement 60.00 Total Valuation 0.00 Use Tax 69.93 ** TOTAL ** 129.93 *** COMMENTS *** *** CONDITIONS *** Work shall comply with 2012 IRC & 2017 NEC. Per IRC Sec. R314, smoke detectors are required to be installed in every sleeping room, in hallways outside of sleeping rooms, and on every level of the structure. 1, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable bung codes, and all applicable municipal codes, policies and procedures, and that 1 am the legal owner or have been authonzed by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am le ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date I. This permit was issued based on the information provided in the permit application and accompanying )Tans 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. 1. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division 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 pen -nit for, or an approval of, an violation of any provision of any applicable code ny ordinancey regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief BuildingOfficial Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of y�Jge C,C1Iv1MtJNI�fiY LILVF.i.oP VNT Building & Inspection Services Division 7500 W. 2911 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(@ci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # 11 67)01 Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: ' (� ®O Property Owner (please print): Q_t`� r'rl t y17, OAS CI�LCL'64Phone: Property Owner Email: Tenant (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: Ito 1':411 Mao\y' oLC,, `�J_ Citv. State. Zip: ?:x1 A ca�1ir-Y. r 1) /-'Nl. Architect/Engineer: Architect/Engineer E-mail: City of Wheat Ridge License #: L I z 40 a 2 Phon Contractor E-mail Address: :DBu o FS \ 1 I , c i5,m For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Phone: CONTACT EMAIL(please print): Sub Contractors (Must provide Wheat Ridge License No.): Electrical: SK 1 eLk-VVc Plumbing: W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Mechanical: W.R. City License # Idje, c ❑ COMMERCIAL RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. �11Y\4�W ',�) -To-n 'i's P') C�- Commercial Projects Only: Occupancy Type Sq. FULF Amps BTUs Squares Tof J, ( 6 s4- 0 (1) Construction Type: Gallons Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, 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 th' application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work andny permit issued based on this application; that 1 am the legal owner or have been authorized by the legal owner of the property to perform the escribed work and am also authorized by the legal owner of any entity included on this application to list that entity on this application, I, he applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) V (A Signature (first and last name): Printed Name: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: REPRESENTATIVE) of (OWNER) (CONTRACTOR) DATE: /Q/ 11 /)� OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: City of Wheat Ridge Residential Sewer Repair PERMIT - 201802852 PERMIT NO: 201802852 ISSUED: 10/25/2018 JOB ADDRESS: 5235 Pierson Ct EXPIRES: 10/25/2019 JOB DESCRIPTION: Replace sewer lateral - approx. 20 ft *** CONTACTS *** OWNER (303)420-2899 REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 8,000.00 FEES Total Valuation 0.00 Use Tax 168.00 Permit Fee 172.60 ** TOTAL ** 340.60 *** COMMENTS *** *** CONDITIONS *** ALL sewer repair/replacements for which a permit is issued MUST be inspected by and receive written approval from the City of Wheat Ridge BUILDING DIVISION, regardless of inspection by any Sanitation District representative. Inspection and approval of work by any Sanitation District representative DOES NOT grant authority to cover work without the approval of the Building Division. **For trenchless sewer replacements - The contractor will verify proper slope of new sewer piping in conformance with the IRC and IPC of 1/4 inch per foot unless otherwise allowed specifically by the applicable code. The plumbing contractor will provide verification of proper slope and drainage in writing as a condition of approval of the permitted work.** City of Wheat Ridge Residential Sewer Repair PERMIT - 201802852 PERMIT NO: 201802852 ISSUED: 10/25/2018 JOB ADDRESS: 5235 Pierson Ct EXPIRES: 10/25/2019 JOB DESCRIPTION: Replace sewer lateral - approx. 20 ft 11b my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this_pe"it. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be per orni d and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signatuk o OWNER or, CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the 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 change of the natural flow of water without prior andspecific approval. 5, The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all re uired 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 pe it shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinances legulation of this jurisdiction. Approval of work is subject to field inspection. Signature of ChiefBuilding Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of 00V hea� COMA4UNlT-Y DEVELOP, PEN Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 I FOR OFFICE USE ONLY Date: Plan/Pennit # Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Property Owner Erma Mailing Address: (if different than property address) Address: 7�f ����� i-�U `�%_��,t— -1'1 , \a t7 City, State, Zip: (�Q8q I �' Architect/Engineer: Architect/Engineer E-mail: I hone: ���`, -� _o(Nte Contractor: Contractors City License #: i (p f n -i Phone: ��_ �� _s-��92 Contractor E-mail Address: Sub Contractors: Electrical: jria _& F-14- o' City License # C 1 %_75 Other City Licensed Sub: City License # Plumbing: M -% ) Ll _q u-6 DCO -1 W.R. City License # ()I65l 0 Other City Licensed Sub: City License # Mechanical: Scn kh ctocd to 1 145 W.R. City License # 1-7a(4, Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT OTHER (Describe) S-C,i.;:).e-C 1C, axn� rg22ywo fT)yl* (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, 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 entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER)(CONTRACTOR or (AUTHORIZED REPRESENTATIVE) of (OWNER) CONTRACTOR) PRINT NAME: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS SIGNATURE: �L o , Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY DATE: Y" OCCUPANCY CLASSIFICATION: Building Division Valuation: $ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:�)t��/�'c/rte, Job Address: 5Z-5;�' Permit Number: ❑ No one available for inspection: Tim-___�_ AM/PM Re -Inspection required: YesNo When corrections have been made, call for re-" spection at 303-234-5933 Date - -271 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: yU tri r�l�-c� ri rt.r.y c" Job Address:e1-tyC Permit Number: ❑ No one available for inspection: Tire�/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date10 2-9(`V�1nspect DO NOT REM E THIS NOTICE S Q i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: LIK) Job Address: &6L5 f7 fie- rsort GTT Permit Number:{> / G f ❑ No one available for inspection: Time ' L) AM/PM Re -Inspection required: ,57 No When corrections have been made, call for yre-inspection, at 303-234-5933 Date: lrl( lq. Inspector: !! 1 ! (! r DO NOT REMOVE THIS NOTICE C Inspection online form: http://www.ci.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business day PERMIT:�Q_ ADDRESS:2-5 )eh JOB CODE:L Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers - 303 Roof Sheathing 103, footing / P.E. Letter 305 Insulation (,L 104 Foundation Setback Cert. 307 Metal / Lath / Stucco rr 105 Stem Walls — C 309 Rough Electrical Commercial 106 Foundation wall Insulation 311 Electrical Meter Commercial Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electricai / Cable/ Conduit - 303 Roof Sheathing 202 Sewer Underground Int../ 305 Insulation (,L 203 Sewer Underground Ext. 307 Metal / Lath / Stucco rr 204 Plumbing Underground Int. — C 309 Rough Electrical Commercial 205 Plumbing Underground Ext. 311 Electrical Meter Commercial 206 Water Underground 313 Rough Plumbing Residential , Do Not Cover Underground or Below/ In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Comments Initials 301 Rough Framing _,Z) Lf �Ya 302 Wall Sheathing - 303 Roof Sheathing 304 Sheer Inspection 305 Insulation (,L 306 Mid -Roof 307 Metal / Lath / Stucco rr 308 Rough Electrical Residential — C 309 Rough Electrical Commercial 310 Electrical Meter Residential 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential , 314 Rough Plumbing Commercial 315 Shower Pan F(x �UyyI_C� ZT G /A K(E_rE OVER FOR ADDITIONAL INSPECTIONS C PERMIT: R0110003ADDRESS:69,35 4ft6L' JOB CODE: Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial 318 Boiler / Furnace 319 Hot water tank r 320 Drywall screw and Nail 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous G / 2p tz- N 0.r3'-, slzq I >i� k i Final Inspections Date Inspector Initials Comments 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential r 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof G / 2p tz- 410 Final Window/Door 411 Landscape/Park/Planning" Inspections from these entities shall be requested one week in advance. *For landscaping and parking inspections please call 303-235-2846 **For ROW and drainage inspections please call 303-235-2861 "**For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Works** 413 Flood plain Inspection— 414 Fire Insp. / Fire Protection*** 415 Public Works Final** 416 Storm Water Mgmt.** 417 Zoning Final Inspection* I 418 Building Final Inspection 1 Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authorization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. ackflow 0011sulting u,.. Testing & Repair, Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com Assembly Serial #: CB223346 Test Date/ Time: 9/19/2018 Tester Certification #: 06-00615 Assembly Test Results ® Pass 11:24:25 AM ❑ *Fail Water Supplier: Denver Water District Meter #: Service Location: QUAIL RIDGE 0 Q Facility Address: 5235 PIERSON CT City: ST: Zip: Contact Person: CESSNA, JIM Phone: (720) 380-3020 Owner/Mgmt Co/Contractor: REMINGTON HOMES Address/Suite 5740 OLDE WADSWORTH BLVD City/State/Zip ARVADA CO 80002 c p Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Tvoe Of Use Protection Inlet orientation Outlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap El Containment El Horizontal 01 Z.❑Domestic -A Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' E ❑ New ® Existing ❑ Glycol ® Isolation ❑ Vertical Down ❑' ® Irrigation Previous Assembly #: ❑ Recycled Location: OUTSIDE SOUTH SIDE OF HOUSE Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 70 Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 1.3 ❑Leak (RP, DC, PVB) ❑ Tight E:] Tight Check Valve #2 ❑ Leak ❑ Leak (RP, DC) ❑ Tight ❑ Tight M Relief Valve c (RP) Buffer (RP) Air Inlet 1.9 OPENED FULLY (PVB) Shutoff Valve #1: ®Ti ht ElLeaking ❑Re laced Shutoff Valve #2: ®Ti ht ElLeaking ❑Re laced Back Pressure: Dyes ®No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: o Alarm Company/Fire Department: DFS Certification #: 18-B-06300 Contacted By: o Z Turn Off Date/Time: Turn On Date/Time: Y Test Kit Make: MidWest Model: 845 FT Serial #: 07112151 Last Calibration Date: 1/30/2018 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. Testing Company: Backflow Consulting Testing & Repair, Inc Tester Name: Nick Roman Phone: (303) 537-0126 F - Signature: Certificate Expiration Date: 1/16/2019 C1 e (N N O CO M C6 m X, Q Q 0) o v v o er cc w t� v •ORIN 4- ...III 4.0 tv 4-+ a c Q W (1) a cr m C w`� O W � W •G N Iii Q Q Cil V � V M v -, U` E wu O vOU EO> 7 Q Ory A o L Orn v a �0 (a N ,D CL t LA .t. OL A, I Qui w r 0 L.n 00x Ln n L N tU y�I Z M o M o r •V W W NN ci W 1 0: QQ.. a' v o O to O O o N 00 V/p N i/} V).vr- O N V vii yr vii c c d Q% rli 6 >11 c0 0 'Q m o r,- O CO O 0 O p W U- � .1+ m 4w N LLI 12 Yl N v �+ m rn v v v n. v o C� O1 Q 4) L v ,. o (vaomavo ZU2 Jtn V' F O6vC V E TN v N as d' ql 00 C, C w .°a, w 6 U- U- >1 >. 12 v c W W LL b Q O � � � M = O L Q J 0 a Z 4 w `v oLo z 8u ,n O M o vLn = j N u V m CO h Q ip O O V N a o, L LA M M U. ti ? .iJi m v a w v " E N N ii � N c y 2 ti= 'O m ti F-'� h y `moi N `� O -Q vi v� _= O v V c 40 Cv m O 43+ v ° 0 3 D 41 W �G o Y o 0 !L �' �` m= a Q W a _J z E E v a EL` C- O6vC V E TN v N as d' ql 00 C, C w .°a, w Remington Homes Builder Name: Permit Date/Number: Home Address 5235 Pierson Ct Wheat Ridge, CO 80033 EnergyLogic Rating Company: Rater ID (RTIN): 8664221 Rating Date: 2018-09-19 Version: 3.0 • • r E r 1 Q '• • — • — — f f f... f •' •� f f Thermal Enclosure System A complete thennal enclosure system that includes Water Management System A comprehensive water management system to comprehensive air sealing; quality -installed insulation protect roofs, walls, and foundations. and high -performing windows to deliver improved [] comfort and lower utility bills. Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1402 CFM50 (2.06 ACH50) from the home. Primary Insulation Levels: Water-resistant materials on below -grade walls and underneath slabs to Ceiling: R-50 Floor: R-50 reduce the potential for water entering into the home. Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency: U -Value: 0.30 SHGC:0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and, System. Appliances M A high -efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high -equality performance. optimal performance. ENERGY STAR Qualified Lighting: 90% Total Duct Leakage: Duct Leakage to Outdoors' 47 CFM25 Rough -in, with Air 47 CFM25 ENERGY STAR Qualified Appliances and Fans: Handler Refrigerators:0 Dishwashers:1 Primary Heating (System Type - Fuel Type - Efficiency): Ceiling Fans: 0 Exhaust Fans: 1 Furnace • Natural Gas • 92.1 A FUE Primary Water Heater (System Type • Fuel Type • Efficiency): Primary Cooling (System Type • Fuel Type • Efficiency): Water Heater Natural Gas • 0.69 Energy Factor NIA I This certificate provides a summary blithe major energy etfrciency and other construction ' r ■■ features that contribute to this home earning the ENERGY STAR, ncluding its Home Energy Rating System (HERS) score, as determined through independent inspection anal venficalwn Zero Energy Reference Existing performed by a trained professional. The Home Energy Rating System is a nationally -recognized Home Home Homes uniform measurement of the energy efficiency of homes. Note that when a home contains m uluiple performance levels for a particular feature (e g., window efficiency or insulation levels), the predominant value is shown. Also, homes may be rr!! r�^^ L ens c 6 $� g o a $ a wore certiried to earn the ENERGY STAR using a sampling protocol, whereby one home H randomly selected from a set of homes for representative inspections and testing. In such cases. the Energy Eaerry features found in each home within the set are intended to meet or ezcawd tho values presented on this certificate. The actual values for your home may differ, but offer equivalent or better let performance. This cenificate was printed using Ekotropei° (y bn 2.2.5.2011). This No+aa aims musrrn I Learn more at www,energyster.govrhomefeatures IECC 2012 Performance Compliance EnergyLogic Property Organization enalyala. Ircsly oea-rcn. 5235 Pierson Ct EnergyLogic Wheat Ridge, CO 80033 719-243-5147 Inspection Status Mark Lane 2018-09-19 Reports Rater ID (RTIN): 8664221 5235 Pierson Ct Remington v2.2.5 Builder RESNET Registered (Confirmed) Remington Homes Annual Energy Cost Design Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total IECC 2012 Performance $634 $151 $131 $915 $833 $0 $1,749 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 15.7% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist As Designed Design exceeds requirements for IECC 2012 Performance compliance by 15.7%. $501 $140 $131 $772 $819 $0 $1,591 As a 3rd parry extension of the code jurisdiction utilizing these reports, I certify that this energy code compliance document has been created In accordancewith the requirements of Chapter of the adopted International Energy Conservation Code based on Climate Zone 5. If rating is Projected, t certify that the building design described herein is consistent with the building plans, specifications, and other calculations submitted with the permit application, if rating is Confirmed, I certify that the address referenced above has been inspectedttested and that the mandatory provisions ofthe IECC have been installed to meet or exceed the intent of the IECC orwill be verified as such by another party. Name: Mark Lane Signature: " L A" Organization: EnergyLogic Digitally signed: 9/19/18 at 4:46 PM Ekotrope RATER - Version 2.2.5.2011 1ECC 2012 Performance compliance results calculated using Etmtrope's energy algorithm, which is a RESNET Accredited HERS Rating Tool. cn UJ co m W-4 11 Q a) F- . 2 m Z N Ca c M 0) X 0 UL LU LU 03 LL- < (R C) Nv5 7 Co (D a) M O C? zm a) 16 ry 0 21- UL C) LL C-) a) M, M 0- 0 C> U) d d U- Z -0 im a tm E. tm a M E 2 a. c 0 Cl(D 0 (D c. 0 0 u 4w ol U. a9 Q n C Ngo �E Z, O E co 0 O :a it E C:, Ln g m Q CD .= ZE im 1> LU wLO C) CD >M 6. 00 m o E A?V; E W ,a r - -0 6. R�5 C: r- UL > o = 0 pia U - cn UJ co m W-4 11 Q a) F- . 2 m Z N Ca c M 0) X IECC 2012 Label 5235 Pierson Ct HERS® Index Score: 58 Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1402 CFM50 (2.06 ACH50) Duct Insulation: R-0 Duct Leakage: 47 CFM25 Window: U = 0.300, SHGC = 0.310 Door: R-7 Heating: Furnace • Natural Gas • 92.1 AFUE Cooling: N/A Hot Water: Water Heater • Natural Gas • 0.69 Enerqy Factor ature: 2005 EPAct Energy Efficient Home Tax Credit (13-001) lnergyLogic Property Organization """"'4. 1"'1 0 k` 5235 Pierson Ct EnergyLogic Wheat Ridge, CO 80033 719-243-5147 Inspection Status Mark Lane 2018-09-19 Reports Rater ID (RTIN): 8664221 5235 Pierson Ct Remington v2.2.5 Builder RESNET Registered (Confirmed) Remington Homes RESNET Confirmed Rating Normalized Modified End -Use Loads (MBtu / year) Category 2006 IECC 50% As Designed Target Heating 32.4 29.0 Cooling 4.5 5.9 Total 36.9 34.9 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: 0.022 Slab R: 0.0 Window U: 0.300 Envelope Loads (MBtu 1 year) Category 2006 IECC As Designed 90% Target Heating 58.3 38.6 Cooling 8.1 7.3 Total 66.4 45.9 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER= 13 Duct Leakage to Outside: 47.0 CFM25 This home meets the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction of New'Energy Efficient Homes, of the Energy Policy Act of 2005. This tax credit has been extended through the year 2017. The undersigned certifier verifies that: (1) The dwelling unit has a projected level of annual heating and cooling energy consumption that is at least 50 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; (2) Building envelope component improvements alone account for a level of annual heating and cooling energy consumption that is at least 10 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; and (3) Heating and cooling energy consumption have been calculated in the manner prescribed in section 2.03 of this notice. (4) Field inspections of the dwelling unit (or of other dwelling units under the ENERGY STARO for Homes Sampling Protocol Guidelines) performed by the eligible certifier during and after the completion of construction have confirmed that all features of the home affecting such heating and cooling energy consumption comply with the design specifications provided to the eligible certifier. "Under penalties of perjury, I declare that I have examined this certification, including accompanying documents, and to the best of my knowledge and belief, the facts presented in support of this certification are true, correct, and complete." Name: Organization: Mark Lane EnergyLogic Signature: Digitally signed Ekotrope RATER - Version 2.2.5.2011 This information does not constitute a warranty or guarantee of home energy performance. " L a,,.- 9/19/18 at 4:46 PM Air Leakage Report nergyLogic Property Organization """'"'` 5235 Pierson Ct EnergyLogic Wheat Ridge, CO 80033 719-243-5147 Inspection Status Mark Lane 2018-09-19 Reports Rater ID (RTIN): 8664221 5235 Pierson Ct Remington v2.2.5 Builder RESNET Registered (Confirmed) Remington Homes General Information Conditioned Floor Area [sq. ft.] 3,748 Infiltration Volume [cu. ft.] 40,928 Number of Bedrooms 3 Air Leakage Measured Infiltration 1402 CFM50 (2.06 ACH50) ACH50 (Calculated) 2.06 ELA [sq. in.] (Calculated) 77.1 ELA per 100 s.f. Shell Area (Calculated) 0.894 CFM50 (Calculated) 1402 Duct Leakage Leakage to Outdoors [CFM @ 25 Pa] Leakage to Outdoors [CFM25 / 100 s.f.] Leakage to Outdoors [CFM25 / CFA] Total Leakage Test Type Total Leakage [CFM @ 25 Pa] Total Leakage [CFM25 / 100 s.f.] Total Leakage [CFM25 / CFA] System 1 47.0 1.3 0.013 Rough -In, with Air Handler 47.0 1.3 0.013 Mechanical Ventilation Rate [CFM] 67.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? false Average Rate [CFM] 67.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 67.5 2013 ASHRAE 62.2 Req. Cont. Ventilation 97.7 Ekotrope RATER - Version 2.2.5.2011 RESNET HOME ENERGY nergyLogic RATING Standard Disclosure °.. For home(s) located at: 5235 Pierson Ct , Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page: ill. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. 2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design B. Moisture control or indoor air quality consulting WIC. Performance testing and/or commissioning other than required for the rating itself jq D. Training for sales or construction personnel Ej E. Other(specify) 3. The Rater of the Rater's employee is: []A. The seller of this home or their agent B. The mortgagor for some portion of the financed payments on this home WIC. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home D4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Thermal insulation systems Air sealing of envelope or duct systems Energy efficient appliances Construction (builder, developer, construction contractor, etc) Other (specify): Installed in this home by Rater Employer Rater Employer Rater Employer Rater Employer Rater Employer Rater Employer OR is in the business of Rater Employer Rater Employer Rater Employer Rater Employer Rater Employer Rater DEmployer []5. This home has been verified under the provisions of Chapter 6, Section 603 "Technical Requirements for Sampling" of the Mortgage Industry National Home Energy Rating Standard as set forth by the Residential Energy Services Network (RESNET). Rater Certification #: 8664221 Name: Mark Lane Signature: /111" 4 orll� Organization: EnergyLogic Digitally signed: 9/19/18 at 4:46 PM I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry NationalHome Energy Rating Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality control provisions of the rating standard are contained inChapter One 4.C.8. of the standard and are posted at. http://resnet.us/standards/RESN ET_Mortgage_lndustry_National_H ERS_Standards.pdf The Home Energy Rating Standard Disclosure for this home Is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 � H � � m X L: Q 4 0 z aj C ^C a C N U R C L1 nN OU 0 4' t \ °off CU Ol c zt b P4 D W � 0 U Gz, A O D4 4.1 b) rq �b U � cl +3EIx � w rroi W w H O u c� O f� O d� a O M o a ,3 d ¢o p U) tCD � 3 >' w o c7 oo V v }' o w N H x¢ ea ti u ew A y d aC i ° 05c�0 -EZ 44 p Gn C .0 1— C) w)3A ri 0 O d en o U w�, oC7 m 0 N a) -,I cd r. (da w m V ,CC% �+ 40 r� 5 s L Z�vloa z En a as ro OAv��� d Lbo �AaM3 )0u z > QA�o W 1.) m 0 y L A a 2 ro 4-I N z44 o ry ri A U " 6.3o°aeo b� pu a �C A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: INSPECTION NOTICE 4_f 4 Job Address: 5"23 4;_ Permit Number: 2-61 4t ❑ No one available for inspection: Time 11, ")5 ! AMII?M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: /D —1 — 19 Inspector: Lj% '' DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 1� Bufding�lnspectiorr`Division �. (303) 234-5933 Inspection line �_�� (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: T� ex,` W c H - F W PA (o ` 1ZldG Job Address: S 2 3E (T ! -el soy) �f Permit Number: �� l'7Uc1 UiU ❑ No one available for inspection: Ti -121(() Awg) Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: Cl Inspector: "il DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: '/D � F E Job Address: 5_�' 57i , io /� G Permit Number: ❑ No one available for inspection: Tim AM/PM Re -Inspection required: Yes No When corre tions ave been made, crfor re -inspection at 303-234-5933 n fCl Date: Cil / Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION N TICE Inspection Type: Gf 6 S _ old C/)1/1/0 � FP Job Address: 543 P, NfSorl C Permit Number: 3 I/ �L ❑ No one available for ins ction: Time Oq AM/PM Re -Inspection required: e . No When corrections ve been made, call for re -inspection at 303-234-5933 Date: a. / Inspector: f�%T/ DO NOT REMOVE THIS NOTICE /,-,,e cl i CITY OF WHEAT RIDGE 1 Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: sail / w q& Job Address: 5257 C7' Permit Number: 2017 6-)'7 UO3 ❑ No one available for inspection: Time — C2 _ AtM) Re -Inspection required: Yes N,o� When corrections have been made, call for re -inspection at 303-234-5933 Date: `7, 2 L ' iA Inspector: DO NOT REMOVE THIS NOTICE i CITY'OF WHEAT RIDGE Z. Building Inspection Division 0li (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: d N S O (A CN/\ Job Address: S Z 3S f l el SCtl e,71 Permit Number: 20 (-7b( (aQ ❑ No one available for inspection: Time Re -Inspection required: Yes,-' No When corrections have been made, call for re -inspection at 303-234-5933 Date: _7-1U ` Inspector: DO NOT REMOVE THIS NOTICE PA i CITY OF WHEAT RIDGE Bdilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: P -00C VkAr-:�-- G H Job Address: IS2ZG I ✓�, CM `C Permit Number: "2 ni r7� (oC73 ❑ No one available for inspection: Time I q ` /a AN /PM_ 1 Re -Inspection required:Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection -Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: _W �' N Job Address: 2 rP 1 e r S c4 Permit Number: 2() 1-7 ()'l to 0 3 ❑ No one available for inspectio :Tire IU O A M Re -Inspection required: Ye When corrections have been made, call for re -inspection at 303-234-5933 Date: I Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Insplecti6n,Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: T2uJ C-, 14 -Fy a ,-h Job Address: �)Z �, 5 P I -ev- ,s C'n C+ Permit Number: 20 (7(pc/ (o 03 ❑ No one available for inspection: Time � AP� Re -Inspection required: Yes When corrections have been made, r spection at 303-234-5933 Date: -7 11 ( Inspector: DO NOT REMOVE THIS NOTICE 4,e CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE �O�S' VCov9�j � cc �e5 Inspection Type:-,,, le - `Z 1 ec- m e l� r Gee leq se Job Address: S'a 3 S— P -e r -s on C4 -- Permit Number: © 1-7 0 9 4, a ❑ No one available for inspection: Timed r'A %PM Re -Inspection required: Yes When corrections have been made, callforre-inspection at 303-234-59: Dat Inspec ✓_ CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: CAJ G1 I f AA r C [ f' Job Address: cZ- J':S C -i Permit Number: 201 i —7 0c Cp0 3 ❑ No one available for inspection: Time Re -Inspection require Yes,) No J When corrections have been made, call for re -inspection at 303-234-5933 Date: _7La Cq Inspector: T DO NOT REMOVE THIS NOTICE o CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: INSPECTION NOTICE kC--U&) EI IDtyM�3 Job Address: 4=ai e r soy-\ C f Permit Number: -1 oq (vv 03, ❑ No one available for inspection: Time ` MM Re -Inspection required: YesNo When corrections have been made, call for re -inspection at 303-234- Date:- I Inspector:" DO NOT REMOVE THIS NOTICE s CITY OF WHEAT RIDGE Building Inspection Division 1�9�(303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: ��`.� i✓�fr`�'Yl e_ Permit Number: 1 USGF� I ✓r ��P✓1 / 15 i--7 mover 5 c<�� 2y_4 e /2o-hv,,r, h vlr���ai ✓}. e D 'rc� i ❑ No one available for inspection: Time _ MM/PM Re -Inspection require es,_No When corrections have been made, call for re -inspection at 303-234-5933 Date: _7 Cl 1 Inspector: i DO NOT REMOVE THIS NOTICE ✓_ CITY OF WHEAT RIDGE _:��Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 62GA. 5 L (`"-i k Job Address: 52. ---I IS k e ( ,C` f Permit Number: 2 0 1-'7 O (7 Ce03N 0 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes/ Noy *When corrections have been made, call for re -inspection at 303-234-5933 Date: `7 C, (� Inspector: , DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE �(303) Building Inspection i�ivision (303) 234-5933 Inspection line 235-2855 Office (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: c/09 Job Address: 5235' 07 - Permit TPermit Number: ZVI -7 d 9 603 ❑ No one available for inspection: Time / b-"--' AM/PM'' Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 f f Date: Inspector:" DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 30 tc�. r . Job Address: P1 c4aitw CT Permit Number: ZOl 0900 3 Vi ❑ No one available for inspection: Time AM/�M� Re -Inspection required: Yes oNo When corrections have been made, call for re -inspection at 303-234-5933 Date: 611gl1 b Inspector: Gal 'P Lave DO NOT REMOVE THIS NOTICE L` i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: _S&H U�j e Job Address: Q 3 5 f /'f e - Permit Number: Q O 1 -;� O9 (,, b, '� ❑ No one available for inspection: Time ','-I `�QPM Re -Inspection required: Yes�� When corrections have been made, call for re -inspection at 303-234-5933 Date: 'S -)Q ,i I , s inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: Q c-0 2 O J� J3 ❑ No one available for inspectibnTime /(j- 10 f4�l�ll/PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234- Date:-'3 03-234- Date:'3 /H 1 r Inspector:_ 'R:-' DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: J� �kC Job Address: C17, Permit Number: C;) O i � 0 Q b j 3C,1�1 ❑ No one available for inspectio : Time �� 3 �� /PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: I'1 / 3 Inspector. f%_ _ /n DO NOT REMOVE THIS NOTICE M i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1 Job Address:�-i- Permit Number: c,70 Oji ❑ No one available for inspection: Time PM Re -Inspection required: Yes Nb When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: � A_` ,, DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 310-1- TG/ ` Job Address: X2-3 2 L5ar') G Permit Number: 9-a 12Cd9 60 3 ❑ No one available for inspection Time AM/PM Re -Inspection required: Yes N When corrections have been made, call for re -inspection n at 303-234-5933 Date: / / Inspector: l��Tl� % DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ld 7 Si" P CEG Job Address: P150y'1 C Permit Number: / % % 60 3 ❑ No one available for inspection: Time l / i/ AM/PM Re -Inspection required: Yes (No When corrections have been made, call for re -inspection at 303-234-5933 Date:__11W19 Inspector: DO NOT REMOVE THIS NOTICE �A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 13 1 P t Job Address: a 3 =,•� t� �-� . Permit Number: r VP ❑ No one available for inspection: Time /AM/PM Re -Inspection required: Yes When corrections have been made, callfor re -inspection at 303-234-5933 Date:a Inspector:2 ,--, Ci -t -d DO NOT REMOVE THIS NOTICE City of Wheat Ridge 74. Single Family - New PERMIT - 201709603 PERMIT NO: 201709603 ISSUED: 02/20/2018 JOB ADDRESS: 5235 Pierson CT EXPIRES: 02/20/2019 JOB DESCRIPTION: New Single Family Detached home, 2 car front load garage, 1 car side load garage, unfinished basement, 3 bedroom, 2 bathroom - 4,512 sq ft total Main floor - 2,147 sq ft, Unfinished basement - 1,469 sq ft, Garage - 658 sq ft, 88 sq ft, 150 sq ft *** CONTACTS *** OWNER REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 170665 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 272,880.94 FEES Total Valuation 0.00 Plan Review Fee 1,461.14 Use Tax 5,730.50 Permit Fee 2,247.90 Engin. Review Fee 150.00 ** TOTAL ** 9,589.54 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 1250 of the cost of the installation shall be required. For one- or two-family dwellings, the first twenty-five feet (251) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermrt. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed ,nd that all work to be perfg�rmed is disclosed in this document and/or its' accompanying approved plans and specifications. 0 Signature cif 0,*V R or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing, and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Budding Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Budding Official and is not guaranteed. 4. No work of an manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division 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 or any ordinance or regul#tion of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Buil c 1 'a J Date REQUESTS MUST BE MAD BY 11:59PM ANY B SINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. FOIA OFFICE USE ONLY City of ®ate: �- eat i COMMUNITY DEVELOPMENT ` Plan/Permit # Buildings & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Plan Review Fee: � � � (� I ILI Office: 303-235-2855 * Fax: 303-237-8929 1 Inspection Line: 303-234-5933 Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: �D'� �)"7_) _���, n�• Property Owner Mailing Address: (if different than property address) Address: �7J fit) �- n �i��S- � �C� 4 f State, Zip: Arch itect/Engineer: ( aFc�-.(l_"-L�+�,a . Inc o Architect/Engineer E-mail:ttlCe Contractor: Contractors City License #:I (P ()()2_1� Phone: Contractor E-mail Address: Sub Contractors: Electrical: 'j3(—L)- Plumbing: i�L11:(Yi il� Mechanical: Sc� i C 1 of � i I )15 W.R. City License # C) I% T5 W.R. City License # W.R. City License # %0D 5 (p Other City Licensed Sub: City License # Other City Licensed Sub: City License # Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.)1 �� ,�, �,r� ���A, 04 Gera Sq. Ft.1LF Amps Btu's Squares Gallons Other Project Value: (QContra�ct.value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, 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 entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or THORIZED REPRESENTATIVE of eOWNER) (CONTRACT PRINT NAME: fl SIGNATURE: DATE: DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: ,g60MV 3.) 121,?A Gn & !Fet40 ` N-101 F PUBLIC WORKS COMMENTS: t\ t.- c q`� v\ r Reviewer:' lt�� !� rQ� �r ��u� h���c� 4et— c'•�s{'F J t2(Z(ALl Sc.v\_ Lc�A4- 5jo`� ��*e��-�v'c;c� {�� JL5 �p (, PROOF OF SUBMISSION FORMS J J Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ K m w w O N = O w mO .8D y N O o w w ZO ,4 rn- LLJx N Q J woo w m O O .0 j I- O I U N w u o w a 0 Q C1 -I m O a0 -: r O IK I O0x XZ N0QO tv O Cs �,c o. —omao oUv�C7IJ'�f- m I) Q o ' wQ N zaW U ' � �,/ vJeri 0 w,o�z ' 3 r � Wo>. oZo Q . 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N >x� Q~ oJ Cm JgaLLJ a INn nC, 2 r n N U N aN =NH30NOO 30 S310N a a -I* City of SINGLE FAMILY/DUPLEX W heat Midge PUBLIC WORKS BUILDING PERMIT APPLICATION REVIEW Date: l_ Z �I \1 Location: S-'?- 3 t ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a located at the above referenced address. Please note the comments checked below. 1. V Drainage: a. Drainage Letter & Plan required: _Yes No b. Site drainage/grading plan have been reviewed and are: V' -OK NOT OK• efer to stipulations. 2. ✓ Public Improvements required & to be completed with project: a. street paving/patching: Yes V -'-No Completed b. curb & gutter: Yes L/'No Completed c. sidewalk: Yes ✓No Completed d. Other (specify): Yes No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. —Z Does all existing roadway/alley R.O.W. meet the standards of the City: t/ Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. ✓ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, s ject to the stated requirements and/or attached stipulations. —1 ! LZ Ca- L Signature Date 5. ►`A/R NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature Mark Van Nattan I Date I f 6. ✓. Stipulations: t�v�o-�In v�, �� SI�C��+- 5 t-�� 7� 1a� �" Cc 1C(� q- '� "C"S. A-0 � � � �-r. �-{.ems o v, l - L L, L, -k l 7. ✓ A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. V 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 04/2016 City of �B `� Wheat jdge LIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: 01,"l Location of Construction: 6_Z36_ LC':--50%A— Purpose C SvcPurpose of Construction: !✓ �•uh �,l �,�t �� �,�, �p Single Family ✓ Commercial Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee:.......... ........................... $50.00 Commercial/Multi-Family Review Fees: • Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents (Fee includes reviews of the 1St and 2nd submittals): .......................... $600.00 • Traffic Impact Study Review Fee: (Fee includes reviews of the 1St and 2 submittals): .......................... $500.00 • Trip Generation Study Review Fee: .................................................. $200.00 s O & M Manual Review & SMA Recording Fee ................................ $100.00 Multi -Family $ :3'o . bO ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3rd submittal (% initial review fee) :.................................................... $300.00 $ 4'h submittal (full initial review fee) :................................................. $600.00 $ All subsequent submittals: ........ ........................................................ $600.00 $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 12/12 Oily (4f Wheat CLcrC 1'U ISI IC WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: P2- Z co _ ADDRESS: t'Z.3 57-—�- Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer CC: File —xv-6-wheatridge.co.us Rev 2/08 Rev. 04/17 Ouail Ridge Estates - Plan Review Worksheet Address: Z 3 Pi e ✓S 4-'Z Quail Ridge Estates Subdivision, Lot #: Block: Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD1 (landscaping) DOUD2 (setbacks) Lot Size: 3 5-0 sq. ft. (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): (not including accessory structures) Total Proposed Building Coverage: 330 7- sq. ft. C? `{ 3 sq. ft. % Accessory Building Coverage sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' Interior Side 5' 7 Side on street 10' Rear 20' Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' / X11 t -C Side (if under 8' tall) Rear (8'-15' tall) 5' Side (8'-15' tall) �1 0. Building Height Maximum Provided Main Building 35' Accessory Structure 15' U Is the structure within 2 feet of minimum setbacks? '>(- (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% 3 0 Front Yard 100% Side/Rear adj. to street 100% Minimum Lot Width: 25' (street frontage) and 40' (at setback) Architectural review considerations (per ODP): ❑ Homes of lots siding to public ROW and/or open space tracts shall utilize same minimum architectural treatments on side fagade facing ROW or open space as front facades. ❑ Front setbacks shall vary a minimum of 2.5 ft. No three adjacent homes or homes directly across the street shall have the same front setback. ❑ No two adjacent homes or homes across the street shall utilize the same architecturally detailed elevation. There shall not be two garage -dominant models constructed on adjacent lots. ❑ Architectural features such as cornices, eaves, belt courses, bay windows, sills, canopies, porches, decks patios, and balconies may extend or project into a setback a maximum of thirty inches. ❑ The front elevation shall have a minimum of 50% brick or stone with a 4' return (minimum 4' high) on either side of the home of decorative wainscoting. ❑ Accessory structures larger than 120 sq. ft. in area shall be constructed of materials and painted in a manner similar to and compatible with the primary structure Driveway review considerations: ❑ Driveways cannot exceed 24' in width. Landscaping requirements: ❑ Minimum landscaped coverage is 25% ❑ The front yard must be 100% landscaped ❑ Side or rear lots fronting a public street must be 100% landscaped ❑ 01scli following shall be installed in front yards: one — 2" caliper deciduous or ornamental tree or one -6' tall evergreen tree; eight shrubs; 5' border 1.25" river rock adjacent to the foundation, sod and an automatic sprinkler system. City of Wheat j2�i jge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave 1Vheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 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. Dat e: Project Address:�- Name of Firm/ Individual submitting documents: IJ Project Type/ Description: Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY 1, am a duly authorized representative of the agency indi ated below and do, by my signs ure below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District o Consolidated Mutual Water District alley Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Signatur Date: � (Agency Representative) X09' 0 3 /�- I � PHONE 303-424-4194 5420 HARLAN ST., P.O. SOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) November 14, 2017 Re: 5235 Pierson Court Please be advised that Clear Creek Valley Sanitation District will provide sanitary sewer service to the above property located in the District. Developer must satisfactorily meet all the requirements of the Wastewater Line Extension Agreement, have the approval of the District's Engineer and meet the entire District's Rules & Regulations. You will also need to verify the elevation of the main sewer line to determine if gravity flow is available or if a private lift station will be required. The sewer tap permit fees must be paid prior to the connection to the District's main line. The contact persons are Kevin Ramirez, District Manager, or Fonda Wilhelm. Phone: 303-424-4194. Sincerely, Fonda Wilhelm Office Manager 2016018378 2/26/2016 4:44 PM PGS 3 $21.00 DF $120.00 Electronically Recorded Jefferson County, CC Faye Griffin. Clerk and Recorder TD1000 Y WHEN RECORDED RETURN TO: ,G%vy of „ F,e, {, Remington Homes of Colorado, Inc. Attn: Regan Hauptman, 5740 Olde a,�FR�a9 Wadsworth Boulevard e Arvada, CO 80002 By File Number: NCS -755608 -CO SPECIAL WARRANTY DEED THIS DEED, Made this February 4_, 2016, between Touchstone Holdings, Inc. a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm, unto the grantee, his heirs, successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being in the County of Jefferson, State of Colorado, described as follows: All of Quail Ridge Estates Resubdivision, according to the plat thereof recorded September 16, 2015 at Reception No. 2015098618, County of Jefferson, State of Colorado. also known by street and number as: Quail Ridge Estates Resubdivislon, Wheat Ridge, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as described on Exhibit A attached hereto and incorporated herein by reference. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. Doc Fee: $120.00 Page 1 of 3 IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation 4 By:_ � W0 ew Name: Robert R. Short Title: President State of Colorado ) County of._i F> j (-i" F' jss The foregoing instrument was acknowledged to before me this February,., 2016 by Robert R. Short, the President of Touchstone Holdings, Inc. ,1 Witness my hand and official seal.— _ �( My commission expires: Not ry; Public ,JANET S JACKSON NOTARY PUBLIC STATt- OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 Page 2 of 3 EXHIBIT A PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No, 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3 of 3 2016018379 2/26/2016 4:44 PM PGS 9 $51.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 N After recording, return to: Offen Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the `Effective Date"), between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation (`Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and Tender covenant and agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). Note: Other Obligations Secured. This Deed of Trust is given to secure to Lender: (a) the repayrnent of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal sum of One Million and 00/100 Dollars (U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of (a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the rate of four percent (4%) per annum. Interest only payments shall be due and payable commencing on the last day of September 2016 and shall continue thereafter quarterly on the last day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; NCS- %,SlnoY-c'D 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. 6. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development_ Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) "Taxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in, legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are filed. 2 13539131 7. Preservation and Maintenance of Property. Borrower shall keep the Property in good repair and shall not commit waste or permit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. if Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) stuns due under the Development Loan or on any prior lien or encumbrance on the Property; (d) if the Property is subject to a lease, all sums due under such lease; (e) the reasonable costs and expenses of defending, protecting, and maintaining the Property and Lender's interest in the Property, including repair and maintenance costs and expenses, costs and expenses of protecting and securing the Property, receiver's fees and expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs of an attorney in the employment of Lender or holder of the certificate of purchase; (f) all other costs and expenses allowable by the evidence of debt or this Deed of Trust; and (g) such other costs and expenses which may be authorized by a court of competent jurisdiction. Borrower hereby assigns to Lender any right Borrower may have under the Development Loan or by reason of any prior encumbrance on the Property or by law or otherwise to cure any default tinder said Development Loan or prior encumbrance. Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall be payable upon notice from Lender to Borrower requesting payment thereof and Lender may bring suit to collect any amounts so disbursed plus interest specified in § 2(b) (Note: Other Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or take any action hereunder. 9. Condemnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condemnation or other taking of the Property, or part 11-MIRM thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor offers to make an award or settle a. claim for damages, Borrower fails to respond to Lender within thirty (30) days after the date such notice is given, Lender is authorized to collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property or to the sums secured by this Deed of Trust. 10. Borrower not Released. Extension of the time for payment or modification of amortization of the sums secured by this Deed of Trust granted by Lender to any successor in interest of Borrower shall not operate to release, in any manner, the liability of the original Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust. Lender shall not be required to commence proceedings against such successor or refuse to extend time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by reason of any demand made by the original Borrower nor Borrower's successors in interest. 11. Forbearance by Lender Not a Waiver. Any forbearance by Lender in exercising any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude the exercise of any such right or remedy. 12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Trust is distinct from and cumulative to all other rights or remedies under the Note and this Deed of Trust or afforded by law or equity, and may be exercised concurrently, independently or successively. 13. Successors and Assigns Bound; Joint and Several Liability; Captions. The covenants and agreements herein contained shall bind, and the rights hereunder shall inure to, the respective successors and assigns of Lender and Borrower, subject to the provisions of § 22 (Transfer of the Property; Assumption). All covenants and agreements of Borrower shall be joint and several. The captions and headings of the sections in this Deed of Trust are for convenience only and are not to be used to interpret or define the provisions hereof. 14. Notice. Except for any notice required by law to be given in another manner, (a) any notice to Borrower provided for in this Deed of Trust, shall be in writing and shall be given 4 1353913.2 and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail, addressed to Borrower at Borrower's address stated herein or at such other address as Borrower may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may designate by notice to Borrower as provided herein. Any notice provided for in this Deed of Trust shall be deemed to have been given to Borrower or Lender when given in any manner designated herein. 15. Governing Law; Severability. The Note and this Deed of Trust shall be governed by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust or the Note which can be given effect without the conflicting provision, and to this end the provisions of the Deed of Trust and Note are declared to be severable. 16. Acceleration; Foreclosure; Other Remedies. Except as provided in § 22 (Transfer of the Property; Assumption), upon Borrower's breach of any covenant or agreement of Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's option, all of the sums secured by this Deed of Trust shall be immediately due and payable (Acceleration). To exercise this option, Lender may invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by lave. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may determine. Lender or Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, this Deed of Trust and the obligations secured hereby shall remain in full force and effect as though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued. 18. Appointment of Receiver; Lender in Possession. Lender or the holder of the Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the time covered by foreclosure proceedings and the period of redemption, if any; and shall be entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or of the then owner of the Property, and without regard to the value thereof. Such receiver may be appointed by any Court of competent jurisdiction upon ex parte application and without notice; notice being hereby expressly waived. Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, shall be entitled to enter upon, take possession of and manage the Property and to collect the rents of the Property including those past due. All rents collected by Lender or the receiver shall be applied, first to payment of the costs of preservation and management of the Property, second to payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and the receiver shall be liable to account only for those rents actually received. 19. Release. (a) Full Release. Upon payment of all sums secured by this Decd of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for 'Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot; Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/100 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal law presently existing or hereafter enacted. 21. Dry Utility Obligations. Lender agrees that if the actual cost incurred by Borrower in connection with providing dry utilities service to the Lots (electricity, gas, phone 1353913.2 and cable) including the costs of pennits, fees, demolition, relocation and installation ("Dry Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80;000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up infonnation supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utility Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, .legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with. Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer; shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement 7 InIV,M showing the status of the loan, whether or not Lender had actual or constrictive notice of such Transfer, shall not be a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. 1Remainder ofpage intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON H Colorado comora By: Title: STATE OF COLORADO § COUNTY 01`4k OF COLORADO, INC., a The for Ding instrument was acknowledged before me this 26th day of February, 2016, by �1 rIQS l4'1�QS Pre.4� of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. Witness my hand and official seal. ��'�"""�� M commission SHANNON: fl IVC14AIIA01 y b l, ,` ' n Notary publ expires: oC3t State of Colorado Notary 10 20054037048 My Commission Expires Se 23, 2017 Notary Public 0 1353913.2 City of Wheat Ridge CTLITHOMPSON ALM Building Division August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 16, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 ..1\ HOME BUYER ADVISORY Expansive soils are present at this subdivision; this results in a geologic hazard. This letter describes the soil condi- tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated August 18, 2016). This letter presents a summary of our findings and recommen- dations for the subject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and compara- tively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in mois- ture and are referred to as expansive soils. Other soils can settle significantly upon wetting and are identified as collapsing soils. Most of the land available for devel- opment east of the Front Range is underlain by expansive clay or claystone bed- rock near the surface. The soils that exhibit collapse are more typical west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns, leads to an increase in subsur- face moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, home owners must assume responsibility for maintaining the struc- tures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 8 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 25 feet. Groundwater was encountered at a depth of 18.2 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 L Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot compressed 0.2 percent when wetted. Based upon results of laboratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evalua- tion, as well as slab installation and maintenance recommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base - 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAL RIDGE ESTATES LOT I6,BLOCK I CTL T PROJECT NO. DN47,957.001-120 ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary is1taken. CTL I THOMPSON, I G REMINGTON HOMES QUAIL RIDGE ESTATES LOT 16, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 EXHIBIT A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers' (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Category Representative Percent Swell* 500 sf S u rc h a rg e Representative Percent Swell* 1000 psf Surcharge) Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 "Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. "'Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa- tion of Geotechnical Engineers, December 1996. REMINGTON HOMES Exhibit A-1 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL IThompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point') between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. REMINGTON HOMES Exhibit B-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 16, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 !\ HOME BUYER ADVISORY Expansive soils are present at this subdivision; this results in a geologic hazard. This letter describes the soil condi- tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated August 18, 2016). This letter presents a summary of our findings and recommen- dations for the subject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and compara- tively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in mois- ture and are referred to as expansive soils. Other soils can settle significantly upon wetting and are identified as collapsing soils. Most of the land available for devel- opment east of the Front Range is underlain by expansive clay or claystone bed- rock near the surface. The soils that exhibit collapse are more typical west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns, leads to an increase in subsur- face moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, home owners must assume responsibility for maintaining the struc- tures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 8 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 25 feet. Groundwater was encountered at a depth of 18.2 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 43' was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot compressed 0.2 percent when wetted. Based upon results of laboratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evalua- tion, as well as slab installation and maintenance recommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base - 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAIL RIDGE ESTATES LOT 16, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary i taken. CTL I THOMPSON, INgq,f--, REMINGTON HOMES QUAIL RIDGE ESTATES LOT 16, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 L31 EXHIBIT A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers4 (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Category Representative Percent Swell* 500 psf Surcharge) Representative Percent Swell* 1000 psf Surcharge) Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 *Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. "'Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa- tion of Geotechnical Engineers, December 1996. REMINGTON HOMES Exhibit A-1 QUAIL RIDGE ESTATES CTL i T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-Ri.doc EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL I Thompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point') between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-Ri.doc Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. REMINGTON HOMES Exhibit B-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-Rt.doc P-. 1 U Q1 N � 0 Z 0) pr rtt a1 r0 x cr: cc • v r 4J i.r V /cn�r i. .rr 4W M 41CC L ?+ L W N p 0 _ n ro C rn 0 +) V) � N (U c o LJLJ N +' ko r� Go 0', O C> O N 0 �D N Q'+ /) vt O V � R to An 3 G C Q d cmc b L V a >% ;o C)) 00 = O M a r ,�: �. � wO C Lo m p C w -a C -, W a C O � O V v a CC) m �ro o Oro 0 C o �n E }+ i Z a ,_� O C� O Li ui a CL ° = cci °U` C O V) U in CN g fD 2) Ql 0) Q a (a -C C V `O LU V V) a, M v < ?- z V z 0 t- v m CC a� v c V v v V Q1 E E fu s v 0 a, Ll - cmc b L V a s ;o C)) 00 V rc C! -0 wO C O)O t2. n w -a C -, qE z w E C O � O V v ds N CC) m �ro o Oro 0 C o �n o in }+ i Z a ,_� O C� O Li w o"'c a CL ° = cci °U` v m CC a� v c V v v V Q1 E E fu s v 0 a, Ll - b V rc w 41 eE E 0 v°E ds N CC) N C cc u V J LL LU V V) v C < M 4 g ry a, v � v v m V v m y Z c 2 ,Y G w N u -6 C O N V 3 JCCn N V c U N Y- +U o M O rn 2 a = ¢ 0 v c %A N i C m 6i �1 ,00 O ate+ s C_ Qj v °o ro y c 0) 0 s is c o M x v : x = o o U- >. >, N y I ¢ a c ° E c r 0 R _ O a a G v m CC a� v c V v v V Q1 E E fu s v 0 a, Ll - 41 eE E 0 v°E ds N ENERGY STAR V3 Home Report Property Remington Homes 5235 Pierson Ct Wheat Ridge , CO 80033 Template - Remington - 715 FB Whe Template - 715 FB - Wheat Ridge - F Organization EnergyLogic Peter Oberhammer Builder Remington Homes Mandatory Requirements Inspection Status Results are projected Duct leakage at post construction better than or equal to ENERGY STAR v3/3.1 requirements. V Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. Slab on Grade Insulation must be > R-5, and at IECC 2009 Depth for Climate Zones 4 and above. ✓ Envelope insulation achieves RESNET Grade I installation, or Grade II with insulated sheathing. V Windows meet the 2009 IECC Requirements - Table 402.1.1. V Duct insulation meets the EPA minimum requirements of R-6. V Mechanical ventilation system is installed in the home. V ENERGY STAR Checklists fully verified and complete. QnergyLogic onol��ls. Inrlgnl, ant�r.r t. HERS Index Target Reference Home HERS 82 SAF (Size Adjustment Factor) 0.85 SAF Adjusted HERS Target 69 As Designed Home HERS 58 As Designed Home HERS w/o PV 58 Normalized, Modified End -Use Loads (MBtu / yeas) ENERGY STAR As Designed Heating 55.2 31.3 Cooling 8.4 5.3 Water Heating 10.7 7.6 Lights and Appliances 32.2 31.0 Total 106.5 75.2 This home MEETS or EXCEEDS the energy efficiency requirements for designation as an EPA ENERGY STAR Qualified Home.EMEM . HERS Index w/o PV <= HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 402 Carbon Dioxide (CO2) - tonslyr 3.5 Cooling 37 Water Heating 43 Lights & Appliances 43 Generation Savings 0 Total 525 The energy savings and pollution prevented are calculated by comparing the Rated Home to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National Program Requirements, Version 3.0 promulgated by the Environmental Protection Agency (EPA). In accordance with the ANSI/RESNET/ICC 301-2014 Standard, building inputs affecting setpoints infiltration rates, window shading and the existence of mechanical systems may have been changed prior to calculating loads Ekotrope HERS Rating Tool - Version 2.2.0.1816 Th�c ininrn�at�.w� rYrvaa nrv}rnn eM1t��ia a �..nrra i.ir.. nr ni��.o n}aa n4 hrvnia enern.� nnrfnrm�nra IECC 2012 Performance Compliance nergyLogic Property Organization °"°'"'' Remington Homes EnergyLogic 5235 Pierson Ct Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Results are projected Builder Template - Remington - 715 FB Whe Remington Homes Template - 715 FB - Wheat Ridge - F Annual Energy Cost Design IECC 2012 As Designed Performance Heating $635 $518 Cooling $135 $129 Water Heating $149 $149 SubTotal - Used to determine compliance $918 $796 Lights & Appliances $990 $974 Onsite generation $0 $0 Total $1,908 $1,769 402. 405.3 402.4.1.2 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 13 3% SHGC 404 402.5 403.2.2 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency L! -Factor Mandatory Checklist N Design exceeds requirements for IECC 2012 Performance compliance by 13.3%. Name: Organization: Peter Oberhammer EnergyLogic Signature: A _ Date. Dec 08, 2017 Ekotrope HERS Rating Tool - Version 2.2.0.1816 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm; which is a RESNET Accredited IECC Rating Tool. Building Summary QnergyLogic Property Organization '""'"'` Remington Homes EnergyLogic 5235 Pierson Ct PeterOberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge- EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington enteral Building Information 't Number Of Bedrooms s Number Of Floors 1 Conditioned FloarArea [sq. ft.J 4,342 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft-] 43,162 Number Of Units 1 Residence Type Single family detached Model 715 FB Plan Community Wheat Ridge asernent Wall Name Library Type Height Above Grade Depth Below Grade Perimeter Location Enclosing SsmUGarage Un R-19 Draped Fall 1 7 46.2 Exposed Exterior Conditioned Space BsmVGeound Unfinis R-19 Draped Full 1 7 175.2 Exposed Exterior Conditioned Space Basement Wall Library List Name Feet From Wall Top To Insulation Feet. From Wall Top To Insulation Is Fully insulated R Top Bottom R-19 Draped Full R N/A NIA -- ._....... -------- Yes ._..- ----- ------- 19 lab Name Library Type Perimeter Floor Grade Carpet R Exposed Surface Area Location Enclosing masonry Area Bsml Uninsulated 221 Below Grade 1.23 0 2,145.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List Name Wall Construction Type Slab Compietely Underslab Insulation Perimeter Insulation Perimeter insulation R R Insulated. Width (ft] Depth [ft) Value Uninsutated Woad Frame I Cather No 0 0 0 0 1 Building Summary 2x6 R23 15' OC 6F G1 Medium 587.8 sq. ft. Exposed Exterior nergyLogic Property Organization Medium 130.0 sq. ft Remington Homes EnergyLogic Garage 2x6 2x6 R23 16" OC BF G1 5235 Pierson Ct Peter Oberhammer 471 8 sq. It Unconditioned, attached garage Wheat Ridge, CO80033 Inspection Status Medium Builder Results are pojecled Left 2x6 Template - Remington - 715 F6 Wheat Ridge- EKO Remington Homes Medium 616.0 sq. ft. Template - 715 FB - Wheat Ridge - Remington w' r Framed Flog Name Library Type Carpet R Floor Grade Surface Area Location Cantilever 12" R5016"OC BF G1 123 Above Grade 11.0 sq It Exposed Exterior Exterior cant Framed Floor Library List Name R 12" R50 16"0C BF G1 Exterior 4608006 cant t Rim JoiS# Name Library type Surface Area Location Ambient R 23.0 Exposed Exterior 176 ..2 sq. It. Garage R 23.0 47-2 sq ft Unconditioned, attached garage Rim Joist Library L - Name R R 23.0 23 Back 2x6 2x6 R23 15' OC 6F G1 Medium 587.8 sq. ft. Exposed Exterior Front 2x6 2x6 R23 16" OC BF Gi Medium 130.0 sq. ft Exposed Exterior Garage 2x6 2x6 R23 16" OC BF G1 tvledium 471 8 sq. It Unconditioned, attached garage Kneewall2x6 2x6 R23 16" OC BF G1 Medium 312.8 sq. ft. Attie Left 2x6 2x6 R23 16" OC 6F G1 Medium 616.0 sq. ft. Exposed Exterior 4 Building Summary Property Organization Remington Homes EnergyLogic 5235 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Builder Template - Remington - 715 FB Wheat Ridge - EKO Remington Hanes Template - 715 FB - Wheat Ridge - Remington 0 Name Library Type Right 2x6 2x6 R23 16" OC BF G1 11 Library List Name R 2x6 82316" OC BF G1 1849835 Inspection status Results are projected Surface Color Surface Area Medium 5252 A. ft nergyLogic enmrats. Location Exposed Exterior ' Glazing Library List Name Shgc R ............. 30 / .30 0.3 3.33333 a'+ Skylight None Present 3 Assignment Top Bottom Back 2x6 .301.30 Back 2x6 0 0 0 West 232.0 sq. ft. Back bsmt .301.30 Bsml Grormd Unnnis 0 (1 0 West 409 sq. ft. Front 2x6 .301.30 Front 2x6 0 0 0 East 11.3 sq ft Left 2x6 .30 /.30 Left 2x6 0 0 0 South 509 sq. ft Lett bsmt .301 .30 BsmtGfound Unfinis 0 0 0 South 40.0 sq. ft Right 2x6 .301 30 Right 2x6 0 0 0 North 38.0 sq. it Right bsmt 301 30 BsmtiGround Unnnis 0 0 0 North 20.0 sq. ft ' Glazing Library List Name Shgc R ............. 30 / .30 0.3 3.33333 a'+ Skylight None Present 3 Building Summary (9nergyLogic Property Organization °"° "•" ""' ""` Remington Homes EnergyLogic 5235 Pierson Ct Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington kylight Library List ML AN Mone Present Paque Door Name Library Type Wall Assignment Basement all Emittance Solar Surface Color Surface Area Location Assignment Absorptance Front 2x6 Insulated Door 6.6 Front 2x6 0.9 075 Medium 24.0 sq_ fl Exposed Exterior Garage R 5 Garage Entry Garage 2x6 0.9 0.75 Medium 20.0 sq. ft Exposed Exterior 1 Opaque Door Library List Name R Insulated Door 6.6T 6.66667 R 5 Garage Entry 5 Roof Insulationu Name Library Type Roof -Deck Area (sq. ft.] Clay or Concrete Roof Surface Color Surface Area Location Tiles Oat R-50 BF 24'bc 2,156 No Dark 2,156.0 sq. R Attic Roof Insulation Libra" . Name Has Radiant Barrier R Rao BF 24"ac No 50.68123 Whole House Infiltration •`- . Infiltration Measurement Type Shelter Class 3 ACH at 50 Pa Blower -door tested 4 4 Building Summary Property Remington Homes 5235 Pierson Ct Wheat Ridge, C080033 Template - Remington -715 FB Wheat Ridge- EKO Template - 715 FB - Wheat Ridge - Remington Organization EnergyLogic Peter 0berhammer Builder Remini3ton Homes Inspection Status Results are pojeeted nergyLogic oeoi)+1.. 1-10 M. Percent Lighting Interior 0 0 5 Onsite Generation None Present onsite Generation Library List; - None Present Solar Generation None Present Solar Generation Library List None P resent 5 Building Summary (DnergyLogic Property Organization Remington Homes EnergyLogic 5235 Pierson Ct Peter Obei-hammer Wheat Ridge , CO 30033 Inspection Status Builder Results are projected Template - Remington -715 FB Wheat Ridge- EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Conditioning Equipment',., Equipment Type: 13SEER/36BTU 3 torr',`'' Fuel Type 14 Name Library Type Heating Percent Load Cooling Percent Load Hot Water Percent Load Aircondilioner(3) 13SEER/36STU 3 ton 0% 100% 0% Fuel -fired air 92 1 AFU E i 80K 100% 0% 0% distribution (1) Distribution Type Forced Air Motor Type Water Heating (2) w62 EF 176 RE / 50g 0% 0% 100% I Equipment Type: 13SEER/36BTU 3 torr',`'' Fuel Type Electric Distribution Type ForcedAir Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity IkBtuYhl 36 Equipment Type: 92.1 AFUE / 80K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92 1 AFUE Heating Capacity [kBtu/hl 74 Use default EAE No EAE [kWh] 692 Equipment Type: w62 EF / 76 RE 150g Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 062 Energy Factor Tank Capacity (gal ) 50 Hot Water Capacity [kBtu/h] 40 Recovery Efficiency 076 Property Organization Remington Homes Energy Logic 5235 Pierson Ct Peter Oberhammer Wheat Ridge, CO 90033 Inspection Status Builder Results are protected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 1`I3 - Wheat Ridge - Remington Distribution System Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) Cooling Equipment Air conditioner (3) Sq. Feet Served 4302 # Return Grilles 4 Supply Duct R Value 0 Return Duct R Value 0 Supply Duct Area [sq ft ) 1161 54 Return Duct Area [sq If] 860.4 Duct Leakage to Outdoors (CFM25) 1 Total Leakage [CFM @ ,-25Pal 1 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rate Yes Duct 1 Duct Location Conditioned Space Percent Supply Area 100 Percent Return Area 100 Duct 2 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 3 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 4 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 5 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 6 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Ceiling Fan Has Ceiling Fan Cfm Per Watt Water Distribution Water Fixture Type Use Default Hot Water Pipe Length Hot Water Pipe Length [ft] At Least R3 Pipe Insulation? Hot Water Recirculation System? Drain Water Heat Recovery? M Loti�r-floi� 60 No No No nergyLogic anal�xra, irtilghl. anxy'��x. Building Summary Property Organization Label Energy Rating Remington Homes EnergyLogic _ $0 081kWh 5235 Pierson Ct ReterOberhammer Gas Rate Wheat Ridge , CO 80033 Capacity Inspection Status Imef Builder Results are projected Template - Remington - 715 F8 Wheat Ridge - EKO Remington Homes Template - 71' 5 F8 - Wheat Ridge - Remington g; Clothes Dryer Fuel Type Electrc Cef 261739—— Field Utilization Timer Controls r. Clothes Washer Label Energy Rating 487 WIn:Year Electric Rate _ $0 081kWh Annual Gas Cost $23.00 Gas Rate $0.69/Therm Capacity 32 Imef 080737 Kitchen Appliances Dishwasher Size Standard Dishwasher Energy Factor 0.67 Range/Oven Fuel Electric Convection Gwen? No Induction Range? No Refrigerator Consumption 500 kWh/Year rnergyLogic ......I.. 1-19Ki, anxs�rx. 1.1 Manual S Remington Homes Quail Ridge 5235 Pierson Ct City of Wheat Ridge Building Division NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C080S21--20 (80,000 BTU) 92.1% AFE Air Conditioner = Carrier Model CA13NA036****C (3 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg, Duct lengths: feet, Dud sizes: inch, Airflow: CFM, Velocity ft -/min, Temperature: F Notes: Static pressure available values for return duds are at the entrance of the dud. For supply, they are at the exit_ The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available_ Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Su mma: r Number of active trunks: 25 Number of active run outs: 25 Total runout outlet airflow: 1,350 Main trunk airflow: 1,251 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -100 Smallest trunk diameter: 129 ST -310 Smallest runout diameter: 4 SR -190 Supply fan external static pressure: 0.800 5upplyfan device pressure losses: 0.300 Supplyfan static pressure available: 0.500 Runout maxirnumcumulative static pressure loss: 0°.451 SR -200° Return loss added to supply: 0.092 Total effective length of return ( ft): 193.7 Crawl RA Total effective length of supply(ft.): 243:8 SR -200 Overall total effective length ( ft;): 437-5 Crawl RA to SR -200 Design overall friction rate per 100 ft. 0.114 (Available SP 100 /TEL) System duct surface area (No Scenario): 1009 Total system duct surface area: 1009 Heat Rise Used on the Program- 58° F e'r�l no, „ Qac y and Eff Iclency Return Air Connection Wire Lead Color Cooling Tons CFM ; Ton Test Airflow Delivery tgl Various External 0.1 0.2 0.3 0.4 0.5 0.6 0-7 0A essures 0.9 1 040-10 lnpuI High Heat (BTUH) 40,000 40,000 60.000 60,000 80,000 80,000 100,000 100,000 120,000 Outpu Hlgh Heat (S1 UN) 37,000 37,000 56,000 56,000 75,000 75,000 " 93,000 93,000 112,000 uerlinea 1 empera ure Rise Range °F (°C) High Heat 4 (22 - 39) (19 - 36) 4 - (22 - 39) 35-65 (19-36) - 3 - (19 - 36) (19 - 36)'' 40-70 (22-39) 40-70 (22-39) - -74-= (25-42) Fan Performance .AIR DELIVERY - CFM (BOTTOM RETURN N%TTH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM ; Ton Test Airflow Delivery tgl Various External 0.1 0.2 0.3 0.4 0.5 0.6 0-7 0A essures 0.9 1 040-10 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860 1580 615 Blue 2-0 413 970 940 905 870 825 775 730 675 570 509- Yellow 2.0 385 910 880 845 810 770 725 675 600 535 475 Red 1.5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 3.0 3651 1215 1205 1205 1195 1155 1100 1045 975 910 805 Blue 2.5 370 980 985 980 955 925 880 835 780 695 585 Yellow 2.D 425 910 92D 905 880 8501 815 765 695 630 545 Red 1 1.5 430 750 730 705 680 645 605 555 040-12 SIDE/BOTTOM Black 3.0 380 1365 13101 1255 1200 1140 1080 1015 950 860 795 Yellow 2.5 418 1245 1200 1150 110D 1045 990 930 855 790 730 Orange 25 366 1050 1025 985 950 915 870 B20 760 705 655 Blue 2-0 435 980 955 935 905 870 830 780 725 675 625 Red 1.5 437 720 705 690 675 655 625 590 555 525 485 060-16 SIDE/BOTTOM Black 4.0 376 1600 1545 1505 1475 1505 1445 1400 13301 1235 1140 Yellow 1 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155 1065 1000 Bluej 1 3.0 387 1190 11851 1195 1195 1160 1123 1075 1015 Red 1 1 2.5 394 1030 1025 1030 1010 080-16 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 1345 1255 1165 Yellow 3-5 381 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3.0 3831 1205 1205 1185 1165 1150 1100 1055 1000 935 870 Blue 2.5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2.0 380 850 825 805 785 760 725 695 655 600 545 or BOTTOMOran a TWO -SIDES 4, 5 Black 5.0 377 2225 2160 2070 1980 1885 1790 1690 1575 1460 1345 DBG-20 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 g a 3-5 397 1485 1470 1455 1430 1390 1340 1280 1205 1120 1035 Blue 25 426 1120 1110 1100 1090 1065 1035 Aw Am, Red Black 2.0 4.0 433ME 373 1715 1660 1610 How 1555 1490 1420 1340 an 1150 Ka 1065 10016 SIDE/BOTTOM Yellow 3.5 379 1535 1480 1435 1380 1325 1260 11811 1095 1010 Blue Red 3 Black 3.0 2.0 5.0 367 445 394 1300 1110 2270 1255 1055 22205 1206 1005 2130 1160 2055 1100 1970 1035 1880 17$0 1870 1555 1425 10(} 2© BOTTOM or TWO -SIDES 4.5 Yellow 5.0 367 2090 2940 1960 1910 1835 1755 1670 1570 1460 1340 Blue 4.0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 120.20 BOTTOM or TWO -SIDES 4, 5 Black 5-0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5.0 369 2130 2070 2010 1940 1845 1740 1630 1525 1420 1305 Blue 1 4.0 416 1875 1840 1795 173-51 1665 1580 1495 1410 1310 1205 Red 3.5 414 1610 15851 15551 15151 14501 1395 1325 1250 NOTE: 1. A fitter is required for each retum-air inlet. Airflow Performance includes a 3j4 -in- (19 mm) washable filter media such as contained in a factory -author- ized accessory fitter rack. See accessory Gat. To determine airflow performance without this filter, assume an. additional 0.1 in. W.C. available external static Pressure. 2. ADJUST THE BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION. 3. Shaded areas indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1800 CFM require bottom return, two -side return, or bottom and side return. A minimum fitter size of 20° x 25° (548 x 835 mm) is required. 5. For upflow applications, air enteiengfrom one side into both the Fide of the furnace and a return air bane counts as a side and bottom return. 8. All airflovrs that are shown in SOLD exceed 0.58 wafts per CFM at the given external static pressure. Evaporator Coil Static Pressure PERFORNIANCE DATA (cont) COIL STATIC PRESSURE DROP (in -we.) PURONO AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 1 500 1 600 1 700 1800 1900 11000 1 1100 1 1200 1 1300 111400 1 1500 1 1600 1 1700 1 IBDO 1 1900 12000 12100 1 220 --w 1814 0.079 10.114 10.156 10.198 4.253 I I I I I I I wet 0.096 10.138 JOAM 10.213 10.277 1 1 1 Dry 2414 0.070 JOAM 10.143 10.182 JO.M 10-290 1 OT9-F- I I I Wet 0.089 10.128 10.171 10.214 10.269 10.336 10,413 1 1 1 1 1 1 1 1 1 1 1 1 Dry 2417 &GG48 10-062 10.090 10-112 10.140 10-170 jO.2C Wet 0.064 10.091 10.122 10.150 10.188 10224 10263 1 1 1 1 Dry 3014 OM5 10,097 10.135 10.173 JO.M 10.278 10-339 1 0.405 0.478 wet 0.078 0.114 10.160 10.206 10.260 10.321 1 0.388 I 0.46TF6-6�40 Dry 3017 0,042 10.06O�.= 0.102 10.128 10,157 1 07178S �O222 10259 1 Wet 0.055 10.076 10.104 10.127 10.158 10.190 10.225 10.266 0.309 My 3617 0.043 10.061 10.092 10.103 10.128 10-157 10.189 1 0.221 0.259 10,299 10.341 1 1 1 -T- T3617 Wet 0.056 10.079 10.107 10.133 10.166 10.200 10-236 10276 10.215 10.361 10.413 1 1 1 1 Dry 3621 0.035 10.048 10-062 10.076 10.093 10-111 1 0l32 I 0.153 0.177 10.228 I I I Wet 0,049 10.066 10.085 JOADO 10.122 10.144 10.171 1 0.192 0217 0.245 10.276 1 1 1 Dry 4221 O.OaO10.04=054 10.066 10.082 10 099 10.118 0.137 0.158 0.184 10.205 1 0.23l 1 0.259 1 1 14221 0.043 10.059 10.078 10.101 10.126 1 0.153 10.161 10.207 10.234 10.260 10.288 10.319 10354 1 1 Dry 4821 1 10.047 10.060 10.075 10,092 1 4.110 10.130 0.152 10-176 10.204 10.230 1 0.256 10.204 1 0.318 1 1 1 1 14821 Wet 1 10.053 10.067 10.085 10-104 1 0A25 10.147 10.172 10.200 10.228 10.259 1 0.292 10.327 1 0.365 1 1 1 1 Dry 4824 1 10.015 J0.046 J4.057 10-069 1 0D94 10.019T-0-11-9 0.124 10.140 10.158 10-175 10.195 10.214 1 1 1 1 wet 10.032 10.050 10.066 JOL91 10.097 10 -1 -1 -4 -FG --1 3-1 T0A50 10.169 10.190 10.211 10.233 10.257 1 1 1 Dry 6024 1 1 10.062 10,07316-�CG7 �0111 10,126 10-138 10-154 10-172 10.190 1 U�0228 10-251 10.273 10293 T6024 Wet I 1 1 10.082 10,096 10.112 10.129 10.145 10.163 10.171 10.191 10.212 10.235 10.258 10.283 10.310 10.336 1 0,365 Detailed cooling capacity EVAPORATOR AIR CONDENSER ENTERING All 75 (23.9) 85 (29.4) 95 (35) CFM EWB °F (° C) 72 (22.2) Capacity MBtuh Total Sena# 40.22 21.00 Total System KW** 2.54 Capacity MBtuh Total Sens# 38.50 20.34 Total System KW** 2.79 Capacity MBtuh Total I Sens* SectionCA13NA036****C Outdoor 36.66 19.65 Total System KW** 3.07 67 (19.4) 36.61 25.73 2.51 35.00 25.05 2.76 33.29 24.35 3.04 1050 63 (17.2)tt 34.02 24.88 2.49 32.50 24.20 2.74 30.89 23.49 3.02 62 (16.7) 33.42 30.44 2.49 31.97 29.75 2.74 30.45 29.01 3.02 57 (13.9) 32.55 32.55 2.48 31.38 31.38 2.73 30.12 30.12 3.02 72 (22.2) 40.90 21.97 2.60 39.11 21.31 2.85 37.20 20.61 3.13 67 (19.4) 37.25 27.30 2.57 35.57 26.61 2.82 33.80 25.90 3.10 1200 63 (17.2)tt 34.63 26.36 2,55 33.04 25.66 2.80 31.38 24,94 3.08 62 (16.7) 34.19 32.60 2.55 32.73 31.85 2.80 31.24 31.24 3.08 57 (13.9) 33.87 33.87 2.55 32.61 32.61 2.80 31.27 31.27 3.08 72 (22.2) 41.40 22.89 2.66 39.55 22.22 2.91 37.60 21.52 3.19 67 (19.4) 37.72 28.79 2.63 36.00 28.11 2.88 34.19 27.39 3.16 1350 63 (17.2)tt 35.09 27.77 2,61 33.47 27.07 2.86 31.76 26.34 3.14 62 (16.7) 34.90 34.90 2.61 33.63 33.63 2.86 32.22 32.22 3.15 57 (13.9) 34.96 34.96 2.61 1 33.64 33.64 1 2.86 1 32.23 32.23 1 3.15 Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 29,490 BTU's Sensible Gain from Manual J = 25,979 BTUs 25,979/29,490 = .88 or 12% over Note: the CA13NA030 (2.5 Ton) has a Usable Capacity 24,293 BTUs AHRI Used Item Value ..!- I - Standard Air Conditioner Model Number (Combined) CAI 3NA036* C+C NPV*4221AL*+TDR Outdoor Model Number CAIUA036****,C Indoor Model Number CNPV*4221AL*+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 34000 Nominal Capacdy High Speed 0 Norninal Capacity Low Speed 0 SEER 13 SEER High Speed 0 SEER Low Speed 0 EER 11 EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 6395682 Qualifying Tier Sensible Capacity 34000 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty o cfi x II T E0 _ T � W a OLL w M w N MN w F con w W a m mm 0 o aww 3m C,1tyOl y w N x _ DU NUS SCL W (nD (n W F w 0 z z F o z o m m ' Z F-- W W W W heat Rld9e N a U- ZO UW Uw n F aU U0p w 2 < ¢ U2 Ot_- wam.� w x p1�1i510 U 0 = O -jcLLi ¢zw zaF[N m� O r uild�n9 8 JD 0w O- z F O Y a 4'm jU 2OJ won a�< Wx m¢O 0) 0 0 m LL Z Q O FUQ m w 0 = U W W CC wW -i LU a LL U x0 Z(n WMO (n � F F 02 F J N W F Z Z x F Z W F F, O (iza > Y LL �( O Z W m x W W F O F x C7 F x jZ m (7 W U 3:w x Z �Om w W FU x x 0 Qw CC N F� O W 07w OJ 0 m x x O) Q >> > � Z x w N m O W (n a W Y W Z W Y F F a 0 W z x W U F- 00 •� \ >, aj ❑ O W00 a z (L 7a Z J m a >. 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CC T / N LL a) U max, /N LL X U O — W co to � C7 Q CE irk L 2 N N U- 0 U) w O z T N r m iL+ N a L= / U) L J ❑ / � / LL � �l / / Q O E \� o \ a \ X \x \x x O \ N O T r r d CD U- LL LL U U U v CD O cl M f�D LO Lq o � M N N � CE x Cl) En N � CC OD ct x 0 d LL U It Cl) CD T O d LD N (n / LL N U 00 Cl) LO O CC 0 x N r \ x LL \ U r O \ 01 ti a> m ti LL U = co LO N 0 Cl) cr o ac � c j m co CD U O O i C i O tm IL S LO (j M In CC i (Dco CD N / co CD U O O i C i O tm IL S LO (j M In CC M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ci Littleton Q0 80125 Pae 1 Project Report Ge. era! Pro` c Infos anon Project Title: Remington Homes - Quail Ridge - 5235 Pierson Ct Designed By: Andy O'Leary Project Date: Tuesday, March 28, 2017 Project Comment: o� Client Name: Remington Homes C11*6 g Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 e�� �& Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Pill 9� Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company Fax: 303-688-1811 Company E-Mail Address: mpiil@smithandwillis.com esgll Data: Reference City: Arvada, Colorado Building Orientation: Front door faces East Daily Temperature Range: High Latitude: 40 Degrees Elevation: 5344 ft. Altitude Factor: 0.821 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 60.84 Summer: 94 59 12% 50% 75 -44 Check Figures Total Building Supply CFM: 1,260 CFM Per Square ft.: 0.293 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,201 Volume (ft3) of Cond. Space: 43,063 Buildin Lords Total Heating Required Including Ventilation Air: 45,930 Btuh 45.930 MBH Total Sensible Gain: 25,979 Btuh 100 % Total Latent Gain: -2,562 Btuh 0 % Total Cooling Required Including Ventilation Air: 25,979 Btuh 2.16 Tons (Based On Sensible + Latent) Nates Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac-Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton CO 80125 Page 2 Miscellaneous Report System 1 Whole House System Outdoor Outdoor Outdoor Indoor Indoor Grains' Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 60.84 Summer: 94 59 12% 50% 75 -43.84 Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.278 AC/hr 0.250 AC/hr 130 CFM 117 CFM Infiltration Actual: 0.318 AC/hr 0.294 AC/hr Above Grade Volume: X 28.045 Cu.ft. X 28,045 Cu.ft. 8,909 Cu.ft./hr 8,235 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 148 CFM 137 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration & Ventilation Sensible Gain Multiplier: 17.17 = (1.10 X 0.821 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -24.49 = (0.68 X 0.821 X -43.84 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.35 = (1.10 X 0.821 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (117 CFM) Summer Infiltration Specified: 0.250 AC/hr (117 CFM) M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 Page 3 Load Preview Report Net ft.2 Sen Lat Net Sen Hts g Cls g Act Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size Building 2.16 2,201 4,295 25,979 -2,562 25,979 45,930 876 1,260 1,260 System 1 2.16 2,201 4,295 25,979 -2,562 25,979 45,930 876 1,260 1,260 25x17 Humidification 4,412 Zone 1 4,295 25,979 -21562 25,979 41,518 876 1,260 1,260 12x17 1-1-aundry 75 1,270 -182 1,270 1,508 32 62 62 5 2-Foyer 177 1,386 -100 1,386 1,474 31 67 67 6 3-Study 168 1,553 -106 1,553 2,776 59 75 75 5,5 4-Bath 73 522 -201 522 1,575 33 25 33 4 5-Bedroom 3/Opt Study 160 1,232 76 1,308 1,542 33 60 60 5,5 6-KitcheNDining 418 5,805 -454 5,805 5,260 111 282 282 7,7,7,7 7-Mud Room 76 368 -117 368 1,056 22 18 22 4 8-Great Room 513 6,717 -520 6,717 7,173 151 326 326 7,7,7,7 9-Master Bedroom 264 3,256 -196 3256 3,901 82 158 158 6,6,6 10-Master Bath 111 388 -70 388 819 17 19 19 5 11-WC 20 232 -66 232 600 13 11 13 4 12-Mstr WIC 99 492 -221 492 1,632 34 24 34 5 13-Unfinished Basement 1,576 2,600 -300 2,600 9,552 202 126 202 6,6,6 14-Crawl Space 565 158 -105 158 2,650 56 8 56 Not MDD: 1--4 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 51 Page 4 Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. Runout 0.0003 7 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing___ _ CFM Area _ SP.Avail SPL.Cumullj ---Duct Name: SR -100, Supplies: Kitchen/Dining, Fittings: 2-I, 4-H, Effective Length: 61.1 Runout 0.0003 7 262 0.003 Up: ST -250 55 5.4 0.018 0.008 Rnd 18.7 7.7 42.4 0.011 Presize 70 34.2 0.374 0.426 ---Duct Name: SR -110, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 89.4 Runout Runout 0.0003 7 262 0.005 Up: ST -280 55 5.4 0.018 0.012 Rnd 24.8 7.7 64.6 0.016 Presize 70 45.5 0.369 0.431 ---Duct Name: SR -120, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 85.7 Runout 0.0003 7 262 0.005 Up: ST -300 55 5.4 0.018 0.011 Rnd 24.8 7.7 60.9 0.016 Presize 70 45.5 0.370 0.430 ---Duct Name: SR -130, Supplies: Great Room, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 92.5 Runout 0.0003 7 303 0.007 Up: ST -200 55 5.4 0.024 0.015 Rnd 29.5 7.7 63.0 0.022 Presize 81 54.1 0.363 0.437 ---Duct Name: SR -140, Supplies: Great Room, Fittings: 2-1, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 83.5 Fittings: 2-I, 4-G, Effective Length: 75.7 Runout 0.0003 7 303 0.008 Up: ST -330 55 5.4 0.024 0.012 Rnd 32.0 7.7 51.5 0.020 Presize 81 58.6 0.366 0.434 ---Duct Name: SR -150, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 82.0 Runout 0.0003 7 303 0.006 Up: ST -120 55 5.4 0.024 0.013 Rnd 26.7 7.7 55.3 0.019 Presize 81 48.9 0.367 0.433 ---Duct Name: SR -160, Supplies: Master Bedroom, Fittings: 2-I, 4-G, Effective Length: 75.7 Runout 0.0003 6 270 0.007 Up: ST -320 55 4.7 0.024 0.010 Rnd 31.3 6.6 44.3 0.018 Presize 53 49.2 0.367 0.433 ---Duct Name: SR -170, Supplies: Master Bedroom, Fitting: 2-I, Effective Length: 54.3 Runout 0.0003 6 270 0.007 Up: ST -170 55 4.7 0.024 0.005 Rnd 31.3 6.6 22.9 0.013 Presize 53 49.2 0.372 0.428 ---Duct Name: SR -180, Supplies: Master Bath, Fittings: 4-G, 2-I, Effective Length: 48.9 Runout 0.0003 5 139 0.001 Up: ST -270 55 3.9 0.009 0.003 Rnd 15.0 5.5 33.9 0.005 Presize 19 19.6 0.380 0.420 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC { Remington Homes - Quail Ridge - 5235 Pierson Ct Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Runout Runout 0.0003 4 149 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -190, Supplies: WC, Fittings: 4-G, 2-I, Effective Length: 32.7 Runout Runout 0.0003 4 149 0.001 Up: ST -160 128 3.1 0.013 0.003 Rnd 7.7 4.4 25.0 0.004 Presize 13 8 0.380 0.420 ---Duct Name: SR -200, Supplies: Laundry, Fittings: 2-I, 4-H, Effective Length: 48.5 0.008 Presize Runout 0.0003 5 455 0.006 Up: ST -290 55 3.9 0.075 0.031 Rnd 7.5 5.5 41.0 0.036 Presize 62 9.8 0.349 0.451 ---Duct Name: SR -210, Supplies: Bedroom 3/Opt Study, Fittings: 2-I, 4-G, Effective Length: 37.2 Runout 0.0003 5 220 0.001 Up: ST -250 55 3.9 0.021 0.007 Rnd 3.7 5.5 33.5 0.008 Presize 30 4.8 0.378 0.422 ---Duct Name: SR -220, Supplies: Foyer, Fittings: 2-I, 4-H, Effective Length: 49.3 Mstr WIC, Fittings: 4-G, 2-I, Effective Length: 46.2 Runout 0.0003 6 341 0.004 Up: ST -330 55 4.7 0.036 0.013 Rnd 12.2 6.6 37.1 0.018 Presize 67 19.1 0.369 0.431 ---Duct Name: SR -230, Supplies: Study, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 65.3 0.426 Runout 0.0003 5 279 0.008 Up: ST -280 55 3.9 0.031 0.013 Rnd 25.0 5.5 40.3 0.021 Presize 38 32.7 0.365 0.435 ---Duct Name: SR -240, Supplies: Bedroom 3/Opt Study, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 46.7 Runout 0.0003 5 220 0.002 Up: ST -240 55 3.9 0.021 0.007 Rnd 10.8 5.5 35.9 0.010 Presize 30 14.2 0.376 0.424 ---Duct Name: SR -250, Supplies: Study, Fittings: 2-I, 4-H, Effective Length: 57.4 Runout 0.0003 5 279 0.008 Up: ST -220 55 3.9 0.031 0.010 Rnd 26.8 5.5 30.5 0.018 Presize 38 35.1 0.368 0.432 ---Duct Name: SR -260, Supplies: Bath, Fittings: 2-I, 4-H, Effective Length: 53.7 Runout 0.0003 4 378 0.016 Up: ST -300 128 3.1 0.065 0.019 Rnd 24.2 4.4 29.5 0.035 Presize 33 25.3 0.351 0.449 ---Duct Name: SR -270, Supplies: Mstr WIC, Fittings: 4-G, 2-I, Effective Length: 46.2 Runout 0.0003 5 249 0.001 Up: ST -270 128 3.9 0.023 0.010 Rnd 2.7 5.5 43.5 0.011 Presize 34 3.5 0.374 0.426 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC MRemington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 _ _ Page 6 J Manual D Ductsize Data - Duct System 1 - Supply �cont'd) 252 Up: ST -320 ---Duch Name, etc. 3.1 0.032 Rnd 1.5 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit. Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -280, Supplies: Mud Room, Fittings: 2-I, 4-11-11, Effective Length: 24.3 Runout 0.0003 4 252 Up: ST -320 128 3.1 0.032 Rnd 1.5 4.4 22.8 Presize 22 1.6 0.377 ---Duct Name: SR -340, Supplies: Great Room, Fitting: 2-I, Effective Length: 59.3 Effective Length: 0.8 Runout 0.0003 7 303 Up: ST -110 55 5.4 0.024 Rnd 26.8 7.7 32.4 Presize 81 49.2 0.372 ---Duct Name: SR -350, Supplies: Master Bedroom, Effective Length: 31.3 Effective Length: 0.7 Runout 0.0003 6 270 Up: ST -150 55 4.7 0.024 Rnd 31.3 6.6 0.0 Presize 53 49.2 0.377 ---Duct Name: SR -360, Supplies: Kitchen/Dining, Fitting: 2-I, Effective Length: 37.1 Runout 0.0003 7 262 Up: ST -230 55 5.4 0.018 Rnd 13.2 7.7 24.0 Presize 70 24.1 0.379 ---Duct Name: ST -340, Feeds Into: Unfinished Basement, Effective Length: 0.8 Trunk 0.0003 15.2 171 Up: ST -230 55 20 0.004 Rect 0.8 10 0.0 Presize 238 4.2 0.386 ---Duct Name: ST -330, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 15.2 436 Up: ST -110 55 20 0.020 Rect 0.7 10 0.0 Presize 606 3.3 0.386 ---Duct Name: ST -320, Feeds Into: Unfinished Basement, Effective Length: 3.2 Trunk 0.0003 15.2 197 Up: ST -190 55 20 0.005 Rect 3.2 10 0.0 Presize 273 15.8 0.385 ---Duct Name: ST -310, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 12.9 163 Up: ST -150 128 14 0.004 Rect 1.2 10 0.0 Presize 158 4.7 0.385 ---Duct Name: ST -300, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 318 Up: ST -260 55 20 0.012 Rect 1.0 10 0.0 Presize 441 5 0.386 0.000 0.007 0.008 0.423 0.006 0.008 0.014 0.428 0.007 0.000 0.007 0.423 0.002 0.004 0.007 0.421 0.000 0.000 0.000 0.414 0.000 0.000 0.000 0.414 0.000 0.000 0.000 0.415 0.000 0.000 0.000 0.415 0.000 0.000 0.000 0.414 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 Page 7 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Trunk 0.0003 12.9 Up: ST -240 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -250, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 12.9 Up: ST -240 55 14 Rect 1.0 10 Presize 100 4 ---Duct Name: ST -240, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 12.9 Up: ST -280 55 14 Rect 1.0 10 Presize 130 4 ---Duct Name: ST -230, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 15.2 Up: ST -220 55 20 Rect 1.3 10 Presize 308 6.7 ---Duct Name: ST -220, Feeds Into: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 Up: ST -300 55 20 Rect 1.5 10 Presize 346 7.5 ---Duct Name: ST -210, Feeds Into: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 15.2 Up: ST -330 55 20 Rect 3.5 10 Presize 458 17.5 ---Duct Name: ST -200, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 15.2 Up: ST -290 55 20 Rect 4.0 10 Presize 396 20 ---Duct Name: ST -190, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 15.2 Up: ST -200 55 20 Rect 0.7 10 Presize 315 3.3 ---Duct Name: ST -180, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 15.2 Up: ST -320 55 20 Rect 4.0 10 Presize 202 20 ---Duct Name: ST -170, Feeds Into: Unfinished Basement, Effective Length: 2.5 Trunk 0.0003 12.9 Up: ST -270 55 14 Rect 2.5 10 Presize 64 10 103 0.002 0.0 0.385 134 0.003 0.0 0.385 222 0.006 0.0 0.386 249 0.007 0.0 0.386 330 0.012 0.0 0.386 285 0.010 0.0 0.385 227 0.006 0.0 0.385 145 0.003 0.0 0.385 66 0.001 0.0 0.384 0.000 0.000 0.000 0.415 0.000 0.000 0.000 0.415 0.000 0.000 0.000 0.414 0.000 0.000 0.000 0.414 0.000 0.000 0.000 0.414 0.000 0.000 0.000 0.415 0.000 0.000 0.000 0.415 0.000 0.000 0.000 0.415 0.000 0.000 0.000 0.416 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ct II, Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ' ---Duct Name, etc. _ Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizina CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -160, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 12.9 13 0.000 Up: ST -170 128 14 0.000 0.000 Rect 1.3 10 0.0 0.000 Presize 13 5.3 0.384 0.416 ---Duct Name: SMT -100, Feeds Into: Unfinished Basement, Fitting: 1-01, Effective Length: 184.8 Trunk 0.0003 22.4 424 0.000 Up: Fan 55 25 0.012 0.021 Rect 0.8 17 184.0 0.321 Presize 1,251 5.8 0.387 0.413 ---Duct Name: ST -110, Feeds Into: Unfinished Basement, Effective Length: 2.3 ---Duct Name: ST -140, Feeds Into: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 15.2 495 0.001 Up: SMT -100 55 20 0.026 0.000 Rect 2.3 10 0.0 0.001 Presize 687 11.7 0.386 0.414 ---Duct Name: ST -120, Feeds Into: Unfinished Basement, Effective Length: 2.7 Trunk 0.0003 16.9 325 0.000 Up: SMT -100 55 25 0.011 0.000 Rect 2.7 10 0.0 0.000 Presize 564 15.6 0.387 0.413 ---Duct Name: ST -130, Feeds Into: Unfinished Basement, Effective Length: 2.3 Trunk 0.0003 15.2 348 0.000 Up: ST -120 55 20 0.014 0.000 Rect 2.3 10 0.0 0.000 Presize 483 11.7 0.386 0.414 ---Duct Name: ST -140, Feeds Into: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 12.9 245 0.000 Up: ST -340 55 14 0.009 0.000 Rect 1.8 10 0.0 0.000 Presize 238 7.3 0.386 0.414 ---Duct Name: ST -150, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 12.9 208 0.000 Up: ST -180 55 14 0.006 0.000 Rect 0.7 10 0.0 0.000 Presize 202 2.7 0.385 0.415 ---Duct Name: SR -290, Supplies: Unfinished Basement, Fittings: 2-I, 4 -AD, Effective Length: 68.2 Runout 0.0003 6 341 0.008 Up: ST -130 128 4.7 0.032 0.014 Rnd 23.5 6.6 44.7 0.022 Presize 67 36.9 0.364 0.436 ---Duct Name: ST -260, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 318 0.000 Up: ST -130 55 20 0.012 0.000 Rect 1.0 10 0.0 0.000 Presize 441 5 0.386 0.414 M:\...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac --Residential-&- Light Commercial HVAC Loads Elite Software Development,Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 Pa e9 Manual D Ductslze Data= -Duct System 1_ - Supply_ (cont'q) ---Duct Name, etc. e Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot CFM _ Area _ _ SP.Avail SPL.Cumul _ ---Duct Name: SR-300, Supplies: Unfinished Basement, Fittings: 4-AD, 2-I, Effective Length: 88.2 Runout 0.0003 6 341 0.010 Up: ST-310 128 4.7 0.032 0.018 Rnd 31.0 6.6 57.2 0.028 Presize 67 48.7 0.356 0.444 ---Duct Name: ST-270, Feeds Into: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 12.9 110 0.000 Up: ST-310 55 14 0.002 0.000 Rect 1.8 10 0.0 0.000 Presize 107 7.3 0.385 0.415 ---Duct Name: ST-280, Feeds Into: Unfinished Basement, Effective Length: 3.8 Trunk 0.0003 12.9 245 0.000 Up: ST-140 55 14 0.009 0.000 Rect 3.8 10 0.0 0.000 Presize 238 15.3 0.385 0.415 ---Duct Name: ST-290, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 15.2 330 0.000 Up: ST-210 55 20 0.012 0.000 Rect 4.0 10 0.0 0.000 Presize 458 20 0.385 0.415 ---Duct Name: SR-330, Supplies: Unfinished Basement, Fitting: 2-I, Effective Length: 35.6 Runout 0.0003 6 341 0.002 Up: ST-190 128 4.7 0.032 0.010 Rnd 5.2 6.6 30.4 0.011 Presize 67 8.1 0.373 0.427 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. [gummary Number of active trunks: 25 Number of active runouts: 25 Total runout outlet airflow: 1,350 Main trunk airflow: 1,251 Largest trunk diameter: 22.4 SMT-100 Largest runout diameter: 7 SR-100 Smallest trunk diameter: 12.9 ST-310 Smallest runout diameter: 4 SR-190 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.300 Supply fan static pressure available: 0.500 Runout maximum cumulative static pressure loss: 0.451 SR-200 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM ---- FRhvac-Residential&Light Commercial HVACLoads Elite Software Development, Inc. mith &Willis HVAC LLC Remington Homes Quail Ridge 5235 Pierson Ct tleton, CO 80125 _ _ Page 10 MManual D Ductsize Data - Duct System 1 - Supply (cont'd) Summary Return loss added to supply: 0.092 Total effective length of return ( ft.): 193.7 Crawl RA Total effective length of supply ( ft.): 243.8 SR -200 Overall total effective length ( ft.): 437.5 Crawl RA to SR -200 Design overall friction rate per 100 ft.: 0.114 (Available SP x 100 / TEL) System duct surface area (No Scenario): 1009 Total system duct surface area: 1009 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 Pae 11 Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Runout 0.0003 12.2 Type Roughness Diameter Velocity SPL. Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Kitchen Low, Returns From: Foyer, Fitting: 6-F, Effective Length: 30.1 Runout 0.0003 12.2 380 0.000 Up: RT -200 75 16 0.020 0.006 Rect 1.2 8 29.0 0.006 Presize 338 4.7 -0.032 0.006 ---Duct Name: BR 3 High, Returns From: Bedroom 3/Opt Study, Fitting: 6-F, Effective Length: 30.0 Runout 0.0003 7 225 0.002 Up: RT -230 75 5.4 0.014 0.002 Rnd 14.8 7.7 15.1 0.004 Presize 60 27.2 -0.035 0.004 ---Duct Name: Study High, Returns From: Study, Fitting: 6-F, Effective Length: 34.3 Runout 0.0003 7 284 0.004 Up: RT -230 75 5.4 0.021 0.003 Rnd 18.3 7.7 16.0 0.007 Presize 76 33.6 -0.032 0.007 ---Duct Name: Great Room High B, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 46.5 Runout 0.0003 7 262 0.002 Up: RT -160 75 5.4 0.018 0.007 Rnd 10.0 7.7 36.5 0.008 Presize 70 18.3 -0.029 0.008 ---Duct Name: Great Room High A, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 46.5 Runout 0.0003 7 262 0.002 Up: RT -240 75 5.4 0.018 0.007 Rnd 10.0 7.7 36.5 0.008 Presize 70 18.3 -0.029 0.008 ---Duct Name: Mstr Low B, Returns From: Master Bedroom, Fittings: 12-S, 6-G, 6-C, Effective Length: 121.3 Runout 0.0003 7 281 0.003 Up: RT -130 75 5.4 0.020 0.021 Rnd 17.2 7.7 104.1 0.024 Presize 75 31.5 -0.013 0.024 ---Duct Name: Mstr Low, Returns From: Master Bedroom, Fittings: 2-I, 12-S, 6-G, 6-C, Effective Length: 95.7 Runout 0.0003 7 273 0.003 Up: RT -140 75 5.4 0.019 0.015 Rnd 17.3 7.7 78.3 0.018 Presize 73 31.8 -0.019 0.018 ---Duct Name: Mstr High A, Returns From: Master Bedroom, Fittings: 12-S, 6-G, 6-C, Effective Length: 52.6 Runout 0.0003 7 281 0.003 Up: RT -150 75 5.4 0.020 0.007 Rnd 15.5 7.7 37.1 0.011 Presize 75 28.4 -0.027 0.011 ---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-F, Effective Length: 32.4 Runout 0.0003 12.9 347 0.000 Up: RT -210 75 14 0.015 0.005 Rect 0.7 10 31.8 0.005 Presize 337 2.7 -0.034 0.005 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 Page 12 Manual D Ductsize Data - Duct System 1 - Return (cont'o ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct "Upstream Temperature Width Loss/100 SPL.Fit Shape Length. Height Fit.Eq.Len SPL.Tot 1 Sizinq CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -240, Feeds From: Unfinished Basement, Effective Length: 11.3 0.0003 16.9 Trunk 0.0003 15.2 261 0.001 Up: RT -200 75 20 0.008 0.000 Rect 11.3 10 0.0 0.001 Presize 363 56.7 -0.038 0.026 ---Duct Name: RT -230, Feeds From: Unfinished Basement, Effective Length: 1.0 ---Duct Name: RT -180, Feeds From: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 16.9 78 0.000 Up: RT -220 75 25 0.001 0.000 Rect 1.0 10 0.0 0.000 Presize 136 5.8 -0.040 0.007 ---Duct Name: RT -220, Feeds From: Unfinished Basement, Effective Length: 0.8 192 20.4 Trunk 0.0003 16.9 111 Up: RT -180 75 25 0.002 Rect 0.8 10 0.0 Presize 192 4.9 -0.040 ---Duct Name: RT -180, Feeds From: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 16.9 111 Up: RT -170 75 25 0.002 Rect 3.5 10 0.0 Presize 192 20.4 -0.040 ---Duct Name: RT -170, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 16.9 111 Up: RT -120 75 25 0.002 Rect 1.8 10 0.0 Presize 192 10.7 -0.040 ---Duct Name: RT -160, Feeds From: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 15.2 211 Up: RT -240 75 20 0.005 Rect 1.2 10 0.0 Presize 293 5.8 -0.038 ---Duct Name: RT -150, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 15.2 161 Up: RT -160 75 20 0.003 Rect 1.8 10 0.0 Presize 223 9.2 -0.038 ---Duct Name: RT -140, Feeds From: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 107 Up: RT -150 75 20 0.002 Rect 1.5 10 0.0 Presize 148 7.5 -0.038 ---Duct Name: RT -130, Feeds From: Unfinished Basement, Effective Length: 6.7 Trunk 0.0003 15.2 54 Up: RT -140 75 20 0.001 Rect 6.7 10 0.0 Presize 75 33.3 -0.038 r iii I off I off 0.000 0.000 0.000 0.025 0.000 0.000 0.000 0.025 0.000 0.000 0.000 0.025 0.000 0.000 0.000 0.025 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC F1Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton, 00_80125 _ _ Page 13 Manual D Ductsize Data - Duct System 1 - Retumjcont'd Duct Name, etc. ----- --------- ---- -- ---- ------ - -- _ __ -_� Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RMT -100, Feeds From: Unfinished Basement, Fitting: 5-L, Effective Length: 162.8 Trunk 0.0003 18.6 648 0.000 Up: Fan 75 25 0.032 0.051 Rect 1.0 12 161.8 0.052 Presize 1,350 6.2 -0.040 0.092 ---Duct Name: RT -110, Feeds From: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 591 0.000 Up: RMT -100 75 20 0.034 0.000 Rect 1.0 10 0.0 0.000 Presize 821 5 -0.040 0.027 ---Duct Name: RT -120, Feeds From: Unfinished Basement, Effective Length: 2.5 Trunk 0.0003 16.9 305 0.000 Up: RMT -100 75 25 0.010 0.000 Rect 2.5 10 0.0 0.000 Presize 529 14.6 -0.040 0.091 ---Duct Name: Basement Ceiling, Returns From: Unfinished Basement, Fitting: 6-F, Effective Length: 31.8 Runout 0.0003 8 344 0.003 Up: RT -110 75 6.2 0.024 0.005 Rnd 12.0 8.7 19.8 0.008 Presize 120 25.1 -0.032 0.008 ---Duct Name: RT -200, Feeds From: Unfinished Basement, Effective Length: 3.7 Trunk 0.0003 15.2 505 0.001 Up: RT -110 75 20 0.026 0.000 Rect 3.7 10 0.0 0.001 Presize 701 18.3 0.039 0.053 ---Duct Name: RT -210, Feeds From: Unfinished Basement, Effective Length: 1.7 Trunk 0.0003 12.9 347 0.000 Up: RT -120 75 14 0.015 0.000 Rect 1.7 10 0.0 0.000 Presize 337 6.7 -0.039 0.005 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-L, Effective Length: 22.2 Runout 0.0003 4 642 0.026 Up: RT -220 75 3.1 0.178 0.013 Rnd 14.7 4.4 7.6 0.040 Presize 56 15.4 0.000 0.040 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. E Summary _ l Number of active trunks: 14 Number of active runouts: 11 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac- Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC E Elite Software Development, Inc. Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 Page 14 Manual D Ductsize Data - Duct System 1 - Return cont'd Summary Total runout outlet airflow: 1,350 Main trunk airflow: 1,350 Largest trunk diameter: 18.6 RMT-100 Largest runout diameter: 12.9 Foyer High Smallest trunk diameter: 12.9 RT-210 Smallest runout diameter: 4 Crawl RA Runout maximum cumulative static pressure loss: 0.040 Crawl RA Return loss added to supply: 0.092 Total effective length of return ( ft.): 193.7 Crawl RA System duct surface area (No Scenario): 441.9 Total system duct surface area: 441.9 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton Co 80125 Pae 15 Total Building Summar Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain 1 Remington: Glazing -Remington Windows, u -value 0.3, 467.3 9,678 0 12,826 12,826 SHGC 0.3 Remington Door: Door -U=0.2 17.8 246 0 89 89 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2318.7 9,918 0 2,057 2,057 R11 Draped -8: Wall -Basement, Custom, R11 Draped 1132.9 4,180 0 122 122 R11 Draped -9: Wall -Basement, Custom, R11 Draped 196.6 716 0 15 15 R11 Draped -4: Wall -Basement, Custom, R11 Draped 419.6 1,583 0 67 67 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 2151.8 2,970 0 2,109 2,109 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor -Over open crawl space or garage, Custom, R 11.5 18 0 2 2 50 Exposed Floor 21 A -32-c: Floor -Basement, Concrete slab, any thickness, 1575.6 2,174 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 21 A-32: Floor -Basement, Concrete slab, any thickness, 2 564.7 779 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 32,262 0 17,287 17,287 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 148, Summer CFM: 137 9,256 -3,362 2,356 -1,006 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 12.03 gal/day : 4,412 0 0 0 AED Excursion: _ _ 0 0 3,016 3,016 Total Building Load Totals: 45,930 -2,562 25,979 23,417 Check Figures Total Building Supply CFM: 1,260 CFM Per Square ft.: 0.293 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,201 Volume (ft3) of Cond. Space: 43,063 Building Loads Total Heating Required Including Ventilation Air: 45,930 Btuh 45.930 MBH Total Sensible Gain: 25,979 Btuh 100 % Total Latent Gain: -2,562 Btuh 0 % Total Cooling Required Including Ventilation Air: 25,979 Btuh 2.16 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington Homes - Quail Ridge - 5235 Pierson Ci Littleton CO 80125 Pae 16 System 1 Whole House System Summar Loads mponent 1.4cription, Area Sen Lat Serf Total Quan Loss Gain Gain Gain Remington: Glazing-Remington Windows, u-value 0.3, 467.3 9,678 0 12,826 12,826 SHGC 0.3 Remington Door: Door-U=0.2 17.8 246 0 89 89 R23: Wall-Frame, Custom, 2x6" Exterior Wall R23 2318.7 9,918 0 2,057 2,057 R11 Draped-8: Wall-Basement, Custom, R11 Draped 1132.9 4,180 0 122 122 R11 Draped-9: Wall-Basement, Custom, R11 Draped 196.6 716 0 15 15 R11 Draped-4: Wall-Basement, Custom, R11 Draped 419.6 1,583 0 67 67 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 2151.8 2,970 0 2,109 2,109 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor -Over open crawl space or garage, Custom, R 11.5 18 0 2 2 50 Exposed Floor 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1575.6 2,174 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 21 A-32: Floor-Basement, Concrete slab, any thickness, 2 564.7 779 0 0 0 or more feet below grade, no insulation below floor, any floor cover,_ shortest side of floor slab is 32' wide Subtotals for structure: 32,262 0 17,287 17,287 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 148, Summer CFM: 137 9,256 -3,362 2,356 -1,006 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 12.03 gal/day : 4,412 0 0 0 AED Excursion: _ _ 0 _ 0 3,016 3,016 System 1 Whole House System Load Totals: 45,930 -2,562 25,979 23,417 check Figures Supply CFM: 1,260 CFM Per Square ft.: 0.293 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,201 Volume (ft3) of Cond. Space: 43,063 System Loads Total Heating Required Including Ventilation Air: 45,930 Btuh 45.930 MBH Total Sensible Gain: 25,979 Btuh 100 % Total Latent Gain: -2,562 Btuh 0 % Total Cooling Required Including Ventilation Air: 25,979 Btuh 2.16 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 E Page 17 Equipment Data - System 1 - Whole House System Cooling System Type: Outdoor Model: Indoor Model: Tradename: Outdoor Manufacturer: AHRI Reference No.: Nominal Capacity: Efficiency: Heating System Type: Model: Tradename: Manufacturer: Description: Capacity: Efficiency: Standard Air Conditioner CA13NA036****C CNPV*4221 AL*+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395682 34000 13 SEER Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential & Light Commercial HVAC Loads Ellte Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 -. ____ _- _-- Pae 18 _--- -_- ----_----_ - System 1 Room Load Summary -Min-Run- Htg Run Cig Cig Min Act Room Area Sens Htg Duct Duct Sens Lat Cig Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Laundry 75 1,508 32 5 - 1,270 -182 70 62 2 Foyer 177 1,474 31 6 - 1,386 -100 77 67 3 Study 168 2,776 59 5,5 - 1,553 -106 86 75 4 Bath 73 1,575 33 4 - 522 -201 29 33 5 Bedroom 3/Opt 160 1,542 33 5,5 - 1,232 76 68 60 Study 6 Kitchen/Dining 418 5,260 111 7,7,7,7 - 5,805 -454 321 282 7 Mud Room 76 1,056 22 4 - 368 -117 20 22 8 Great Room 513 7,173 151 7,7,7,7 - 6,717 -520 372 326 9 Master Bedroom 264 3,901 82 6,6,6 - 3,256 -196 180 158 10 Master Bath 111 819 17 5 - 388 -70 21 19 11 WC 20 600 13 4 - 232 -66 13 13 12 Mstr WIC 99 1,632 34 5 - 492 -221 27 34 13 Unfinished 1,576 9,552 202 6,6,6 - 2,600 -300 144 202 Basement 14 Crawl Space 565 -2,650 -- 56 11-4 641 158 -105 9 56 Humidification 4,412 System 1 total -- 4,295 45,930 876 25,979 -2,562 1,438 1,260 System 1 Main Trunk Size: 25x17 in. Velocity: 424 ft./min Loss per 100 ft.: 0.012 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling Sensible/Latent Sensible LatentTotal Tons Split Btuh Btuh Btuh Net Required: 2.16 111% / -11% 25,979 -2,562 25,979 Actual: 2.83 100%/0% 34,000 0 34,000 Equipment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S21--20 CA13NA036'*"'C Indoor Model: CNPV*4221AL*+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 34000 Sensible Capacity: n/a 34,000 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395682 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 _ _ Pae 19 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces East Individual Rooms -----__ ---- ---^- 00 450 900 1350 1800 225° 2700 3150 High Rm. Room Rot. Rot. Rot. Rot. Rot, Rot. Rot. Rot. Duct No. Name _ CFM CFM CFM CFM CFM CFM CFM CFM Size j System 1: Zone 1: 1 Laundry 62 61 61 61 *63 55 52 55 5 2 Foyer 67 70 69 *74 72 64 55 60 6 3 Study 75 97 *120 90 66 85 111 92 5,5 4 Bath 33 33 *41 35 33 33 38 33 4 5 Bedroom 3/Opt *101 Study 60 81 73 50 70 94 77 5,5 6 Kitchen/Dining *282 272 260 266 275 272 269 277 7,7,7,7 7 Mud Room *22 22 22 22 22 22 22 22 4 8 Great Room 326 282 238 285 *331 298 260 295 7,7,7,7 9 Master Bedroom 158 134 107 135 *160 143 121 141 6,6,6 10 Master Bath 19 28 *40 32 23 30 37 27 5 11 WC 13 17 *25 20 14 19 23 17 4 12 Mstr WIC *34 34 34 34 34 34 34 34 5 13 Unfinished Basement *202 202 202 202 202 202 202 202 6,6,6 14 Crawl Space *56 56 56 56 56 56 56 56 1--4 * Indicates highest CFM of all rotations. Whole Building -- -- Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons, 0° East *1,260 *25,979 *-2,562 *2.16 450 Southeast 1,260 24,894 -2,562 2.07 900 South 1,260 19,563 -2,562 1.63 1350 Southwest 1,260 21,972 -2,562 1.83 180' West 1,260 22,622 -2,562 1.89 225, Northwest 1,260 23,123 -2,562 1.93 2700 North 1,260 21,017 -2,562 1.75 315, Northeast 1,260 24,935 -2,562 2.08 * Indicates highest value of all rotations. M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM Rhvac- Residential & Light Commercial HVAC loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5235 Pierson Ct Littleton, CO 80125 Page 20 Building Rotation Report (cont'd) Building Rotation Tonnage 2.1 ................................................................................................. 2.0................ .......... .... ...... .................. ...... ..... ...... ........... ......... ........ c 0 rn 1.9 ......................... ........... ............... ...I.. ... ........ ............ ............ c 0 1.8................... ....... .................. ....... .........I....... ....... .... ............... 1.7................ .... ......... .................................................................... I i 1.6 – East Southeast South Southwest West Northwest North Northeast Direction Front door Faces --+— Buildinq Net Tonnage M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM [Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. ith &Willis HVAC LLC Remington Homes Quail Ridge 5235 Pierson Ct leton, CO 80125 Page 21 Building Rotation Report cont`d Building Rotation Hourly Net Gain 26,000 ' 25,000 r 24,000 ' (� 23,000 a 22,000- 21,000--'' 2,000 '21,000 ' 20,000--'' 19,000---- 18,000 9,000 ''18,000 17,000 ' 16,000 15.000 14,000 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm 7 pm Time of Day —*-- Front door faces East Lmµ Front door faces Southeast --'ti--- Front door faces South Front door faces Southwest —•� Front door faces West —�— Front door faces Northwest Front door faces North Front door faces Northeast M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, November 07, 2017, 10:14 AM MiTek Re: 50875 715B PC_ k d,4 0 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Alpine Truss -Brighton, CO. Pages or sheets covered by this seal: R51631121 thru R51631190 My license renewal date for the state of Colorado is October 31, 2017. o FoOo CFV •• S ti'• O UO O� PE -44018 L-� September 6,2017 Ong, Choo Soon IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. O 0 c v 2 VJ W 2 0 2 Z `0 1( n V Z 5 L W ^L' W O -F� =3 12 sed W C m a O n U m m m N N N O O 6 W N t+l • ^J N O TULL O Y U M O N m N E r2 02 d c L a Job Truss Truss TypeQty Ply 715B PC PLATES GRIP MT20 185/144 MT20H9139/108 Weight: 398 Ib FT = 20% LUMBER- Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. BRACING - 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to 851631121 50875 Al Hip Girder 1 2 O V. ' 0 e except end verticals, and 2-0-0 oc purlins (4-8-2 max.): 3-8. 2-14: 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:38 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-EnRxrA WreCetoesnj34cCNRPftz?rlpkG5OX6DygNDF -1-0- 6- - 8-7- 16-0-1 23-6-10 31-1-3 38.6-0 0-1-8 -0- 2-7-4 7-4-13 7-6-9 7-6-9 7-4-13 1-7-8 Scale = 1:74.5 4.00 12 5x6 = 6x6 = 10x16 MT20HS = 2x4 II 8x8 = 10x10 MT20HS = 6x6 4x6 = 16 1514 13 12 11 10 20 21 22 23 24 25 26 27 26 29 30 31 32 33 34 35 4x6 = 3x5 10x16 MT20HS = 2x4 I 1Ox12 MT20HS = 10x10 MT20HS 11 10x10 MT20HS = IN1� LOADING (psf) TCLL 30.0 (Roof Snow=3 0) 1 0.0 TCDL 1 BCLL 0. 0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.51 BC 0.81 W 0.99 B Matrix -S DEFL. Vert(LL) Verl(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.72 12-13 >521 360 -1.23 12-13 >306 240 0.15 10 n/a n/a 0.41 12-13 >914 240 PLATES GRIP MT20 185/144 MT20H9139/108 Weight: 398 Ib FT = 20% LUMBER- Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. BRACING - 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 210OF 1.8E `Except' O V. ' 0 e except end verticals, and 2-0-0 oc purlins (4-8-2 max.): 3-8. 2-14: 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud `Except` WEBS 1 Row at micipt 7-11 �0. 4-14,6-14,6-12,7-11: 2x4 SPF 1650F 1.5E, 9-11: 2x4 SPF No.2 8) All plates are MT20 plates unless otherwise indicated. REACTIONS. (Ib/size) 15=6395/0-5-8, 10=4098/Mechanical ON 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 10) Max Horz 15=83(LC 43) September 6,2017 11) Refer to girder(s) for truss to truss connections. Max Uplift 15=-1548(LC 6), 10=-867(LC 7) Max Grav 15=6468(LC 26), 10=4422(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-557/1687, 3-4=-452/1428, 4-5=-10382/2082, 5-6=-10382/2082, 6-7=-13352/2611, 7-8=-3448/666, 8-9=-3541/669, 9-10=-5104/977 BOT CHORD 2-16=-1482/567, 15-16=-3049/1022, 14-15=-3049/982, 13-14=-3142/15682, 12-13=-3142/15682, 11-12=-2613/13266 WEBS 3-16=-734/295, 4-16=-590/2026, 4-15=-4894/1290, 4-14=-2540/12201, 5-14=-615/248, 6-14=-5497/1277, 6-13=-199/1423, 6-12=-2437/535, 7-12=-308/1933, 7-11=-10186/2005, 8-11=-223/447. 9-11=-1052/5499 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row 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 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Pp Q LIC ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ����•••�••F/�� 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; tJ SOON •• FQ enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip O V. ' 0 e DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. PE -44018 ; 6) 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 other live loads. �0. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. QCs •••••.• 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ON 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 10) will fit between the bottom chord and any other members. September 6,2017 11) Refer to girder(s) for truss to truss connections. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job TrussTruss Type Qty Ply 715B PC 7 851631121 50875 Al Hip Girder 1 n L Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:38 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-EnRxrAWreCetoesnj34cCNRPftz?rlpkG5OX6DygNDF NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 15=1548, 10=867. 13) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 833 Ib down and 199 Ib up at 6-0-0, 328 Ib down and 83 Ib up at 8-0-12, 328 Ib down and 83 Ib up at 10-0-12, 328 Ib down and 83 Ib up at 12-0-12, 328 Ib down and 83 Ib up at 14-0-12, 328 Ib down and 83 Ib up at 16-0-12, 328 Ib down and 83 Ib up at 18-0-12, 328 Ib down and 83 Ib up at 20-0-12, 328 Ib down and 83 Ib up at 22-0-12, 328 Ib down and 83 to up at 24-0-12, 328 Ib down and 83 Ib up at 26-0-12, 328 Ib down and 83 Ib up at 28-0-12, 328 Ib down and 83 Ib up at 30-0-12, 328 ib down and 83 Ib up at 32-0-12, 328 Ib down and 83 Ib up at 34-0.12, 328 Ib down and 83 Ib up at 36-0-12, and 328 Ib down and 83 Ib up at 38-0-12, and 336 Ib down and 71 Ib up at 39-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-8=-80, 8-9=-80, 2-10=-20 Concentrated Loads (lb) Vert: 16=-833(F) 14=-328(F) 20=-328(F) 21=-328(F) 22=-328(F) 23=-328(F) 24=-328(F) 25=-328(F) 26=-328(F) 27=-328(F) 28= -328(F)29= -328(F) 30=-328(F) 31=-328(F) 32=-328(F) 33=-328(F) 34=-328(F) 35=-336(F) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahts, CA 95610 Job Truss Truss Type City Ply 7158 PC in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631122 50675 A2 Roof Special 1 1 BC 0.57 Vert(TL) -0.60 12-13 >628 240 MT20HS 139/108 TCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:40 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-A9YiFrY5Apub2yOArU64lo WjDhiCJGZ1 jPteB5ygN DD - -0. 6-0.0 16-0-0 24-0-0 32-0-0 3* 7 8 37-1-8 40-1-8 -0.0 8-0-0 8-0-0 8-0-0 8-0-0 0.7- 4-6-0 3-0-0 Scale = 1:73.0 10x10 MT20HS = 4.00 12 802 = 4x8 = 6x6 = 8x8 = 5x6 = I^ m c� N M 6x6 = 15 14 13 12 11 10 4x12 = 4x8 = 5x6 = 8x8 = 5x10 = 3x4 Plate Offsets (X Y)-- f2:0-1-11 Edgel 13:0-5-4 Edgel 14:0-6-0.0-5-01 [6:0-3-0,0-3-81, [12:0-2-12,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.30 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.57 Vert(TL) -0.60 12-13 >628 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.08 10 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -S Wind(LL) 0.14 12-13 >999 240 Weight: 203 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E 'Except' except end verticals, and 2-0-0 oc purlins (4-2-11 max.): 3-6, 7-8. 2-14: 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 5-10-0 oc bracing: 2-15. 4-15: 2x6 SPF 1650F 1.5E, 5-12: 2x4 SPF No.2 WEBS 1 Row at midpt 4-15, 5-12, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=-306/0-3-0, 15=3030/0-5-8, 10=1352/Mechanical Max Horz 2=76(LC 9) Max Uplift 2=-749(LC 31), 15=-513(LC 7), 10=-245(LC 7) Max Grav 2=210(LC 36), 15=3626(LC 31), 10=1540(LC 31) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-453/2887, 3-4=-434/2964, 4-5=-3342/414, 5-6=-3543/508, 6-7=-3541/499, 7-8=-1579/267, 8-9=-1666/258, 9-10=-1494/258 BOT CHORD 2-15=-2663/382, 13-15=-337/1950, 12-13=-668/4275, 11-12=-486/3438 WEBS 3-15=-1581/363,4-15=-5231/836,4-13=-77/1658,5-13=-1156/330, 5-12=-778/242, 6-12=-115/265, 7-12=-82/536, 7-11=-2145/262, 9-11=-277/1828 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=749,15=513,10=245. 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 6,2017 A WARNING - Vwlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II4473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This tlesign is based only upon parameters shown, and Is for an individual building component, not 'x a truss system. Before use, the build ing designer must verify the applicability of design parameters and properly incorporate this tlesign into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 7 Citrus Hei hts CA 95610 Job Truss pe Qty Ply 715B PC851631123 CSI. DEFL. Ffs, PLATES GRIP TCLL 30.0 50875 A3 cial 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 8-10=-1737/350 BC 0.44 Vert(TL) Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:43 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-bkEquta_TkGAvPlkWcgnvQ8FXumOWy3TPN5loQygNDA 5-4-15 10-0-0 16-8- 3-4- 30-0-0 34-7-8-1- 5-415 4-7.1 6-8-0 6-8-0 6-8-0 4 -7 -0 - Scale = 1:74.6 4.00 12 8x8 = 4x8 = 8x8 = 5x8 = ,� 3x6 II 5x6 = 15 14 13 12 11 10 4x12 — 4x8 — 4x6 = 8x8 = 5x10 = 10x10 MT20HS = 8-7-4 19-3-10 30-0-0 34-7-8 40-1-8 8-7-4 10-8-6 10-8-6 4-7-8 5-6-0 Plate Offsets (X Y)-- [1:0-1-7 Edgel [5:0-4-0,0-4-8],[7:0-2-12,0-3-01, [8:0-6-0,0-2-121,[11:0-3-8,0-2-81,[12:0-4-0,0-4-81, fl5:0-3-5,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.23 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 8-10=-1737/350 BC 0.44 Vert(TL) -0.48 12-13 >780 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 WB 0.99 Horz(TL) 0.07 10 n/a n/a 4) Provide adequate drainage to prevent water ponding. BCLL 0.0 Code IRC2012/TPI2007 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Matrix -R Wind(LL) 0.12 12-13 >999 240 Weight: 202 Ib FT = 20 BCDL 10.0 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) �O: 1=605, 15=496, 10=248. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 141 •� C�s(� �•`•_ . rn\�j�j LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (4-9-2 max.): 3-6, 7-8. WEBS 2x4 HF Stud 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-15: 2x4 SPF 1650F 1.5E, 5-12: 2x4 SPF No.2 6-0-0 oc bracing: 1-15. WEBS 1 Row at midpt 4-15 ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer Fst allation guide. REACTIONS. (Ib/size) 1=-330/0-3-0,15=2940/0-5-8, 10=1375/Mechanical Max Horz 1=66(LC 9) Max Uplift 1=-605(LC 30), 15=-496(LC 6), 10=-248(LC 7) Max Grav 1=109(LC 7), 15=3181 (LC 30), 10=151O(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-327/2087, 2-3=-403/2368, 3-4=-227/1672, 4-5=-2587/356, 5-6=-2987/506, 6-7=-3161/502, 7-8=-3287/545 BOT CHORD 1-15=-1910/261, 13-15=-288/1958, 12-13=-524/3319, 11-12=-550/3209, 10-11=-166/859 WEBS 2-15=-849/227, 3-15=-1366/313, 4-15=-3929/603, 4-13=-44/1029, 5-13=-959/273, 5-12=-376/276, 6-12=0/489, 7-12=-449/140, 7-11=-1045/229, 8-11=-434/2629, 8-10=-1737/350 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 0 Ltr✓F� 3) Unbalanced snow loads have been considered for this design. RPD 4) Provide adequate drainage to prevent water ponding. �•e•••••e•• �� O S00N e'.kQs 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. U O 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PE -44018 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) �O: 1=605, 15=496, 10=248. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 141 •� C�s(� �•`•_ . rn\�j�j September 6,2017 A WARNING - Vadly design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC DOL=1.33 9-9-1 10-4-7 Plate Offsets (X Y)— [5:0-5-0,0-1-121, [8:0-0-0,0-1-121, 18 Edge 0-3-81 [12:0-4-0,0-2-81, [13:04-0,0-4-81 3) Unbalanced snow loads have been considered for this design. 851631124 50875 A4 Roof Special 1 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.16 10-12 >999 360 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:45 2017 Page 1 ID:X4RmSVrO2XOMRGCOAfIFymHyU-X7MbJZcE?LWt8ju7e1 iF_rEXGiSC_U1 mthaPsJygNDB I 6-4-15 12-0-0 20.0-0 28-0-0 32-3-12 + 36-7-8 6-4-15 5-7-1 8-0-0 8-0-0 4-3-12 4-3-12 Scale = 1:73.2 8x8 = 4.00 12 2x4 11 5x10 = 4x6 = 13 12 11 10 9 8x8 = 5x10 = 48 = 4x12 = !OHS NOTES- 9-7-4 20-0-0 1)Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat, 11; Exp C; 29-9-1 40-1-8 1 r 9-7-4 10-4-12 DOL=1.33 9-9-1 10-4-7 Plate Offsets (X Y)— [5:0-5-0,0-1-121, [8:0-0-0,0-1-121, 18 Edge 0-3-81 [12:0-4-0,0-2-81, [13:04-0,0-4-81 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.16 10-12 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.39 Vert(TL) -0.33 10-12 >999 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.05 9 n/a n/a Code IRC2012/TP12007 Matrix -R Wind(LL) 0.11 10-12 >999 240 Weight: 201 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (5-6-9 max.): 3-5, 7-8. WEBS 2x4 HF Stud `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-12,5-12: 2x4 SPF No.2 WEBS 1 Row at midpt 3-13,5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=-55/0-3-0, 9=1354/Mechanical, 13=2686/0-5-8 Max Horz 1=69(LC 12) Max Uplift 1=-246(LC 28), 9=-242(LC 7), 13=-446(LC 6) Max Grav 1=261(LC 32), 9=1383(LC 15), 13=2686(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-203/1204, 2-3=-275/1551, 34=-2267/394, 4-5=-2267/394, 5-6=-2680/476, 6-7=-2947/534, 7-8=-343/0, 8-9=-319/63 BOT CHORD 1-13=-1082/186, 12-13=-318/84, 10-12=-380/2371, 9-10=-600/2969 WEBS 2-13=-942/258, 3-13=-2541/513, 3-12=-401/2629, 4-12=-974/259, 5-12=-703/130, 5-10=-14/657,6-10=-576/174,7-10=-320/129,7-9=-2856/673 NOTES- 1)Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat, 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 0 0/ 4) Provide adequate drainage to prevent water ponding. 5) All are MT20 unless otherwise indicated. �(y0 6, plates plates 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ••e•••••e•ZS • SOO/V• ••e VO as 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide : O� 00 will fit between the bottom chord and any other members. : a 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) PE -44018 1=246,9=242,13=446. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 6,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. as Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631125 50875 A5 Roof Special 1 1 1.15 BC 0.36 Vert(TL) -0.26 11-12 >999 240 TCDL Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:47 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfI FymHyU-TWiLjFdUXzmbN 12VJISkj4GJyPV88S RX3K?3VxBygND6 7-4-1514-0-0 20-0-0 26-0-0 32-3-12 38-7-8 AO -1-8 7-4-15 6-7-1 6-0-0 6-0-0 6-3-12 6-3-12 1-6-0 Scale= 1:70.4 8x8 = 4.00 FIT 4x6 = 6x6 = 4x6 = 13 1111 10 9 5x6 = 8x8 = 8x8 = 4x6 = 46 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.13 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.26 11-12 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.06 9 n/a n/a Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.08 10-11 >999 240 Weight: 202 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E `Except' TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc pur ins, 7-8: 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (5-11-4 max.): 3-5, 7-8. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 1-13. 4-11: 2x4 SPF No.2 WEBS 1 Row at midpt 3-13,6-11 Tek recommends that Stabilizers and required cross bracing bMie installed during truss erection, in accordance with Stabilizer In.guide. REACTIONS. (Ib/size) 1=81/0-3-0, 9=1396/Mechanical, 13=2508/0-5-8 Max Horz 1=77(LC 10) Max Uplift 1=-102(LC 15), 9=-248(LC 7), 13=-406(LC 6) Max Grav 1=298(LC 31), 9=1462(LC 33), 13=2554(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -2= -115/854,2 -3=-154/1244,3-4=-1353/271,4-5=-2234/462,5-6=-2432/453, 6-7=-3268/562, 7-8=-293/0 BOT CHORD 1-13=-747/142, 12-13=-51/689, 11-12=-251/1872, 10-11=-501/3049, 9-10=-473/2574 WEBS 2-13=-945/267, 3-13=-2395/432, 3-12=-148/1258, 4-12=-1065/265, 4-11=-97/802, 5-11=0/299,6-11=-1195/233, 7-10=-28/563, 7-9=-2736/607 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. P LIC 0 f 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. �� 0 S00N • �`rt� 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 0 0% Q will fit between the bottom chord and any other members. V 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) PE 44018 ; 1=102, 9=248, 13=406. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ' • O a, 4 September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 715B PC DEFL. in (loc) War L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 851631126 50875 A6 Half Hip Girder 1 2 MT20HS 148/108 TCDL 10.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.01 7 n/a n/a Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:49 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfI Fym HyU-Qub68wfl3aOJdKCuttnB9hOFiJr6wJHMoJYc?4ygN D4 i 6-4-9 11-6-0 1 13-10-8 19-8-12 25-10-8 6-4-9 5-1-7 2-4-8 5-10-4 6-1-12 Scale = 1:44.9 8x8 = 2x4 11 3x6 = 1 0x1 0 MT20HS = 10 6x6 = 5x8 = 7 10x10 MT20HS 11 Plate Offsets (X Y)-- f1.0-10-13 0-1-41 f6:0-4-12 0-5-01 (7•Edge 0-5-81 f8:0-3-8 0-2-81 f9:0-3-4 0-6-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.08 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.26 Vet(TL) -0.14 8-9 >999 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.04 8-9 >999 240 Weight: 308 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x8 SPF 1950F 1.7E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-6. WEBS 2x4 HF Stud `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-7,4-9: 2x6 SPF 165OF 1.5E, 3-9,6-8: 2x4 SPF No.2 6-0-0 oc bracing: 1-10. REACTIONS. (Ib/size) 1=-177/0-3-0, 7=4717/0-8-0, 10=6820/0-5-8 Max Horz 1=198(LC 37) Max Uplift 1=-406(LC 21), 7=-730(LC 7), 10=-1217(LC 6) Max Grav 1=430(LC 33), 7=4867(LC 22), 10=6841(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-529/1401, 2-3=-362/1861, 3-4=-4781/857, 4-5=-4728/848, 5-6=-5334/883, 6-7=-4623/727 BOT CHORD 1-10=-1291/332, 9-10=-308/1256, 8-9=-883/5334, 7-8=-131/496 WEBS 2-10=-910/260,3-10=-660411233, 3-9=-1108/6607, 4-9=-1714/283,5-9=-795/42, 5-8=-3293/626, 6-8=-932/5826 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip NIDO L1 DOL=1.33 �•.•.•� 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 •sfO so % •�� 5) Unbalanced snow loads have been considered for this design. 6) Provide drainage to water 010 adequate prevent ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. PE 44018 ; 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �0, 1=406,7=730,10=1217. (CS •••• \ 11) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. ON 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1194 Ib down and 189 Ib up at 12) 15-11-4, 10491b down and 187 Ib up at 17-11-4, 945 Ib down and 182 Ib up at 19-11-4, and 1018 Ib down and 175 Ib up at September 6,2017 21-11-4, and 1163 Ib down and 165 Ib up at 23-11-4 on top chord, and 3648 Ib down and 745 Ib up at 13-10-8 on bottom chord. P A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE, " Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPn Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply 7158 PC 851631126 50875 A6 Half Hip Girder 1 2 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:49 2017 Page 2 ID:X4RmS WO2ZO2XOMRGCOAfI FymHyU-Qub68wfl3aOJdKCuttnB9hOFIJr6WJHMOJYC?4ygND4 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 1-7=-20 Concentrated Loads (lb) Vert: 9=-3648(B) 5=-903 12=-1152 13=-1007 15=-976 16=-1121 AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, A 95610 Job Truss Truss Type Qty Ply 7158 PC TOP CHORD 2x6 SPF 165OF 1.5E 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 2-5: 2x4 SPF 1650F 1.5E, 5-7: 2x4 SPF No.2 except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 2-7. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except' 851631127 50675 B1 HALF HIP GIRDER 1 3 Max Uplift 1=-271(LC 6), 8=-220(LC 6) Max Grav 1=2618(LC 22), 8=2751 (LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Truss, Commerce City, CO - 80022, 8.130 s Sep 1 201 / MI I ek Industries, Inc. Wed Sep 6'10:56:52 2017 Nage 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-gTHEnyhdLVOuUoxTY?KunKOm Q WoY7jAoUHnGcPygND1 5-0.0 + 11-4-7 17-10-10 24-4-14 30-11-1 37-7-0 5-0.0 6-4-7 6-6-3 6-6-3 6-6-3 6-7-15 4.00 F12 Scale: 3/16"=1' 5x6 = 48 = 2.4 II 5x8 = 48 = 4x6 11 4x6 = 13 18 19 12 20 21 22 23 11 24 25 26 10 27 28 29 9 30 31 32 8 4x6 = 2.4 11 8x8 = 2x4 11 8x8 = 4x8 - LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012ITP12007 CSI. TC 0.62 BC 0.54 WB 0.61 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.61 11 >727 360 Vert(TL) -1.27 10-11 >352 240 Horz(TL) 0.15 8 n/a n/a Wind(LL) 0.34 11 >999 240 PLATES GRIP MT20 185/144 Weight: 487 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 2-5: 2x4 SPF 1650F 1.5E, 5-7: 2x4 SPF No.2 except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 2-7. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except' 7-8: 2x6 SPF 165OF 1.5E REACTIONS. (Ib/size) 1=2478/0-5-8, 8=2365/Mechanical Max Horz 1=91(LC 39) Max Uplift 1=-271(LC 6), 8=-220(LC 6) Max Grav 1=2618(LC 22), 8=2751 (LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7050/648, 2-3=-6415/634, 3-4=-13041/949, 4-5=-13041/949, 5-6=-7712/532, 6-7=-679/89, 7-8=-502/157 BOT CHORD 1-13=-597/6576,12-13=-856/11537, 11-12=-856/11537, 10-11=-832/12015, 9-10=-832/12015,8-9=-524/7609 WEBS 2-13=-54/2051. 3-13=-5320/273, 3-12=0/498. 3-11=-71/1562, 4-11=-567/197, 5-11=-99/1066, 5-10=0/527, 5-9=-4477/334, 6-9=0/1284, 6-8=-7204/466 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 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 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. p 00 L1c 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; ••••..•••F/�s enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip �� .•• So ON •. F� � DOL=1.33 .1 �S 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. ; U f> ; i 6) Provide adequate drainage to prevent water ponding. PE -44018 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ;•�� will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. F`s 0... \ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 5'�ON 1=271, 8=220. 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. September 6,2017 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 7158 PC 851631127 50875 B1 HALF HIP GIRDER 1 3 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:52 2017 Page 2 ID:X4RmSVWzZO2XOMRGCOAfIFym HyU-qTH EnyhdLVOuUoxTY?KunKOmOWoY7jAoUHnGcPygND t NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 Ib down and 99 Ib up at 36-6-12 on top chord, and 459 Ib down and 94 Ib up at 5-0-0, 66 Ib down at 7-0-12, 66 Ib down at 9-0-12, 66 Ib down at 11-0-12, 66 Ib down at 13-0-12, 66 Ib down at 15-0-12, 66 Ib down at 17-0-12, 66 Ib down at 19-0-12, 66 Ib down at 21-0-12, 66 Ib down at 23-0-12, 66 Ib down at 25-0-12, 66 Ib down at 27-0-12, 66 Ib down at 29-0-12, 66 Ib down at 31-0-12, 66 Ib down at 33-0-12, and 66 Ib down at 35-0-12, and 70 Ib down at 36-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-7=-80,1-8=-20 Concentrated Loads (lb) Vert: 13= -459(F)9= -33(F) 17=-145(F) 18=-33(F) 19=-33(F) 20=-33(F) 21=-33(F) 22=-33(F) 23=-33(F) 24=-33(F) 25=-33(F) 26=-33(F) 27=-33(F) 28=-33(F) 29=-33(F) 30=-33(F) 31=-33(F) 32=-35(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heialus. CA 95610 Job Truss Truss Type Qty Ply 71511 PC PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 183 Ib FT=20 LUMBER- BRACING - 851631128 50875 B2 HALF HIP 1 1 except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 2-6. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:58:54 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-m s0_Cejtt6fcj64sfQMMsl53hKOzbYZ5xbGNhHygN D? 7-0-0 14-6-0 22-1-12 29-9-8 37-7-0 7-0.0 7-6-0 7-7-12 7-7-12 7-9-8 Scale = 1:64.7 4.00 12 5x10 = 4x6 = 8x8 = 5x8 = 6x12 = 4X12 — 11 10 9 8 7 2x4 11 10x12 MT20HS = 4x12 = 8x12 = 46 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.82 BC 0.92 WB 0.94 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wmd(LL) in (loc) I/deft L/d -0.89 9-10 >503 360 -1.58 9-10 >282 240 0.20 7 n/a n/a 0.48 9-10 >930 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 183 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 2-6. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7:2x6 SPF 1650F 1.5E, 2-10,3-9,5-9: 2x4 SPF No.2 iTek recommends that Stabilizers and required cross bracing 6-8:2x4 SPF 165OF 1.5E installed during truss erection, in accordance with Stabilizer [be Installation guide. REACTIONS. (Ib/size) 1=1856/0-5-8, 7=1856/Mechanical Max Hoa 1=119(LC 7) Max Uplift 1=-335(LC 6), 7=-337(LC 6) Max Grav 1=1906(LC 22), 7=2276(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5129/821, 2-3=-6121/1286, 3-4=-8249/1304, 4-5=-8249/1304, 5-6=-5742/896, 6-7=-2165/370 BOT CHORD 1-11=-744/4793, 10-11=-749/4783, 9-10=-1239/8117, 8-9=-873/5742 WEBS 2-11=0/319,2-10=-516/3510,3-10=-972/259,4-9=-671/224, 5-9=-428/2628, 5-8=-1642/370, 6-8=-871/5785 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. ��PD 0 (�('F� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �e••••••�+ ci 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide VOA ; O g00� •+ .FO will fit between the bottom chord and any other members. + Q O 8) Refer to girder(s) for truss to truss connections. : Z 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) U 1=335,7=337. PE -44018 10) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. SS�ON September 6,2017 A WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE U1.7473rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, A 95610 Job Truss Truss Type Qty Ply 7158 PC DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.42 851631129 50875 B3 ROOF SPECIAL 1 1 MT20HS 139/108 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.22 10 n/a n/a Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:58:56 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-iEWIcKkBPkvKzPEEnrPgxABVQ77v3UmOPvlUkAygNCz 4-10-15 9-0-0 -8-0 22-4-0 9-0-0 -7 8 33-5-8 37-7-0 4-10.15 4-1-1 6-8-0 6-8-0 6-8-0 0-7- 3-10-0 4-1-8 Scale = 1:65.7 c6 4.00 12 6x6 = 8x8 = 10x16 MT20HS 4x6 = 2.4 11 5x8 = 48 15 14 13 12 11 10 10x12 MT20HS = 4x8 = 6x10 = 4x6 = 4x6 = 10x12 MT20HS = Plate Offsets (X Y)-- [5:0-4-0,0-4-81,[6:0-8-0.0-3-21, 19:0-3-4,0-2-41, [10: Edge, 0-2-01 [11:0-2-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.53 14 >843 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.77 Vert(TL) -0.93 12-14 >478 240 MT20HS 139/108 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.22 10 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.27 14 >999 240 Weight: 194 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (3-1-13 max.): 3-6, 7-9. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 8-10-14 oc bracing. 9-10: 2x6 SPF 165OF 1.511, 4-15,5-12,9-11: 2x4 SPF No.2 WEBS 1 Row at midpt 4-15, 5-12, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 1=1856/0-5-8, 10=1856/Mechanical Max Horz 1=140(LC 9) Max Uplift 1=-321(LC 6), 10=-330(LC 7) Max Grav 1=1856(LC 1), 10=2310(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4548/816, 2-3=-4783/737, 3-4=-4560/726, 4-5=-6719/929, 5-6=-4766/651, 6-7=-4821/648, 7-8=-2811/384, 8-9=-2802/381, 9-10=-2225/346 BOT CHORD 1-15=-758/4194, 14-15=-1010/6578, 12-14=-1017/6651, 11-12=-681/4678 WEBS 2-15=-359/398, 3-15=-63/998, 4-15=-2228/368, 4-14=0/277, 5-14=0/328, 5-12=-2072/404, 6-12=0/397, 7-12=-106/690, 7-11=-2378/314, 8-11=-548/141, 9-11=-493/3385 NOTES- 1)Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. �� •�.•••••.•�s FQ 5) All plates are MT20 plates unless otherwise indicated. V� O SOO/V• O% : 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O Q 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide U X00 will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. PE -44018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=321, 10=330. '• 10) Graphical representation does not depict the size or the orientation of the along the top and/or bottom chord. •' D,C •' pudin pudin Fss�a September 6,2017 ,& WARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1191-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631130 50875 B4 ROOF SPECIAL 1 1 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.73 9-10 >613 240 MT20HS 139/108 TCDL Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:58 2017 Page 1 F ID:X4RmSVWzZO2XOMRGCOAfIFymHyU-fdeVl?mOxL91{ CjOduGRIObGo Rxr6XMagsDEbp3ygNCx 5-10-15 0-0 27-0-0 3-788 37.7-0 5-10-15 5-1-- 98-00 B-0-0 4-7- 5-11-8 Scale = 1:68.4 6x6 = 4.00 F12 2x4 11 6x6 = 4x8 % 10 4x12 = 8x8 = 8 10x10 MT20HS = Pr r N Plate Offsets (X Y)-- [3:0-3-0,0-2-121, [5:0-3-0,0-2-121, [7:Edge 0-3-81 [9:0-4-0,0-4-81 [11:0-4-0.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.38 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) psf Lumber DOL 1.15 BC 0.53 Vert(TL) -0.73 9-10 >613 240 MT20HS 139/108 TCDL 10.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.17 8 n/a n/a puriin representation not size Or orientation of pudin along and/or BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.23 10 >999 240 Weight: 187 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E except end verticals, and 2-0-0 oc puriins (3-4-8 max.): 3-5, 6-7. WEBS 2x4 HF Stud *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-10,5-10,6-8: 2x4 SPF No.2 WEBS 1 Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1860/0-5-8, 8=1860/Mechanical Max Horz 1=92(LC 9) Max Uplift 1=-316(LC 6), 8=-322(LC 7) Max Grav 1=1860(LC 1), 8=2051 (LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4450/818, 2-3=-4210/699, 3-4=-5295/843, 4-5=-5295/843, 5-6=-4323/659, 7-8=-348/86 BOT CHORD 1-11=-761/4101,10-11=-594/3955,9-10=-638/4019,8-9=-746/4242 WEBS 2-11=-589/241, 3-11=0/482, 3-10=-240/1479, 4-10=-1073/284, 5-10=-267/1408, 5-9=0/390, 6-9=-351/183,6-8=-4439/773 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. �NO 0 LICE �s 6) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. �0 •�.•••••�•• SOQN •*a FO psf V� .0O 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. U 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) PE -44018 ; 1=316, 8=322. 10) Graphical does depict the the the the top bottom chord. 0 ; puriin representation not size Or orientation of pudin along and/or �O •: �(� s�ON September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. A 95610 Job Truss Truss Type Qty Ply 715B PC DOL=1.33 9-0-0 9-7-0 Plate Offsets (X Y)-- [3:0-3-0,0-2-121, [5:0-5-0,0-1-121, [9:0-4-0,0-4-81, [11:0-4-0,0-4-81 3) Unbalanced snow loads have been considered for this design. 851631131 50875 85 ROOF SPECIAL 1 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.28 10 >999 360 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:59 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfi FymHyU-7pCtFLnOifHugtzpSzyXZopxrLBrGp2g5tz8LVygNCw 6-10-15 13-0-0 19-0-0 25-0-0 33-7-8 37-7-0 6-10-15 6-1-1 6-0-0 6-0-0 8-7-8 3-11-8 Scale = 1:66.1 g a cs 6x6 = 2x4 11 500 = Ann 4x12 = 11 10 a 8 8x8 = 4x8 = 8x6 = 5x8 = NOTES - 9-11-5 i 19-0-0 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; 28-0-0 37-7-0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 9-11-5 9-0-11 DOL=1.33 9-0-0 9-7-0 Plate Offsets (X Y)-- [3:0-3-0,0-2-121, [5:0-5-0,0-1-121, [9:0-4-0,0-4-81, [11:0-4-0,0-4-81 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.28 10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -0.57 9-10 >784 240 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.16 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.19 9-10 >999 240 Weight: 187 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc pudins, BOT CHORD 2x6 SPF 165OF 1.5E except end verticals, and 2-0-0 oc purlins (4-3-2 max.): 3-5, 6-7. WEBS 2x4 HF Stud `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-10,5-10: 2x4 SPF No.2 WEBS 1 Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1860/0-5-8, 8=1860/Mechanical Max Horz 1=75(LC 10) Max Uplift 1=-31O(LC 6), 8=-312(LC 7) Max Grav 1=1965(LC 29), 8=1860(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4620/795, 2-3=-4085/683, 3-4=-3991/696, 4-5=-3991/696, 5-6=-3969/608 BOT CHORD 1-11=-739/4244, 10-11=-533/3507, 9-10=-564/3488, 8-9=-776/3983 WEBS 2-11=-692/263, 3-11=-41/748, 3-10=-125/827, 4-10=-803/200, 5-10=-131/858, 5-9=0/446, 6-9=-530/304, 6-8=-4210/838 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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. 0/C'F� 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 0�N� �..••••�• tS will fit between the bottom chord and any other members. 7) Refer to for truss to truss V� •• SOON ••• FQ : O girder(s) connections. QO 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) U �S 1=310, 8=312. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PE -44018 S 0 September 6,2017 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type City Ply 715B PC Plate Offsets (X,Y)- [1:0-5-12,0-5-0], [3:0-6-0,0-4-8], [8:0-0-0,0-1-9], [11:0-6-8,0-6-0], [13:0-5-0,0-6-12], [14:0-0-1,0-2-4], [14:0-7-4,0-4-8], [15:0-6-0,0-0-10], [16:0-1-12,0-1-2], connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-11 2x4 - 2 rows staggered at 0-4-0 oc. [17:0-1-12,0-0-0] 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to connections have been to distribute only loads noted as (F) or (B), unless otherwise indicated. 851631132 50875 B6 GABLE 1 3 TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:03 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi Fym HyU-?bRO4jgXmtnKlUGahpl TjezcZyYJCbuPOUxMUGygNCs I 6-3-0 - 2-0 6 i 5 377-0 1-8 5--963-0 -18 4-8 Scale: 3/16"=1' 2x4 I 2x4 I 2x4 11 2x4 11 10x14 = 2x4 11 2x4 11 2x4 II 2x4 II 8x12 = 2x4 II 4x6 = 8x8 4.00 112 3x12 10x16 MT20HS = 10x10 MT20HS = 412 = 10x16 MT20HS = 3x6 2x4 11 46 = 3x6 11 0 4 I NOTES - 6-3-0 12-2-B 18-2-0 24-1-8 26-6-0 31-7-7 37-7-0 i � 6-3-0 5-11-B 5-11-8 5-11-8 2-4-8 5-1-7 5-11-9 Plate Offsets (X,Y)- [1:0-5-12,0-5-0], [3:0-6-0,0-4-8], [8:0-0-0,0-1-9], [11:0-6-8,0-6-0], [13:0-5-0,0-6-12], [14:0-0-1,0-2-4], [14:0-7-4,0-4-8], [15:0-6-0,0-0-10], [16:0-1-12,0-1-2], connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-11 2x4 - 2 rows staggered at 0-4-0 oc. [17:0-1-12,0-0-0] 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to connections have been to distribute only loads noted as (F) or (B), unless otherwise indicated. LOADING (psf) ply provided r 2 3) Wind: ASCE 7-10; Vu It= 140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; ; U S7 ; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 cs'�CNA Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.54 11-12 >829 360 MT20 174/144 TCDL 10) 10.0 Lumber DOL 1.15 BC 0.59 Vert(TL) -0.99 11-12 >453 240 MT20HS 139/108 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.18 8 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Mat -S Wind(LL) 0.31 12 >999 240 Weight: 770 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 SPF 1950F 1.7E 'Except' except end verticals, and 2-0-0 oc purlins (4-4-5 max.): 1-6. 13-15:1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except` 1-15: 2x8 SPF 195OF 1.7E, 1-14: 2x4 SPF 1650F 1.5E 6-11: 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 15=1 1732/0-5-8, 8=8473/Mechanical Max Horz 15=-198(LC 6) Max Uplift 15=-2045(LC 7), 8=-1414(LC 7) Max Grav 15=11929(LC 22), 8=8561 (LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-11552/2019,1-2=-1 5858/2687, 2-3=-1 5858/2687, 3-4=-28367/4628, 4-5=-28367/4628, 5-6=-26387/4424, 6-7=-23363/3931, 7-8=-22324/3698 BOT CHORD 14-15=-2/523, 13-14=-3899/24923, 12-13=-3899/24923, 11-12=-4266/26450, 10-11=-3588/22129, 9-10=-3398/20764, 8-9=-3398/20764 WEBS 1-14=-3051/18436, 2-14=-4496/936, 3-14=-10891/1656,3-13=0/338, 3-12=-676/4177, 4-12=-3622/608, 5-12=-254/2303, 5-11=-2981/441, 6-11=-1355/8506, 6-10=-113/369, 7-10=-730/2013,7-9=-522/198 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. O ��elvsu Bottom chords connected as follows: 1 1/2 x 7 1/4 - 3 rows staggered at 0-4-0 oc. R �� connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-11 2x4 - 2 rows staggered at 0-4-0 oc. •••eWebs •• SOON••Fo 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to connections have been to distribute only loads noted as (F) or (B), unless otherwise indicated. �� ; DO O 00 ply provided r 2 3) Wind: ASCE 7-10; Vu It= 140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; ; U S7 ; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip PE -44018 DOL=1.33 4) 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 building designer ANSI/TPI 1. -0 , d �� as applicable, or consult qualified as per e• �� ��f`s 5) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 •e•eeeee•• 6) Unbalanced snow loads have been considered for this design. cs'�CNA 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. September 6,2017 9) The Fabrication Tolerance at joint 11 = 16% A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7158 PC 851631132 50875 66 GABLE 1 q 3 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:03 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfI FymHyU-?bRO4jgXminKlUGahpl TjezcZyYJCbuPOUxMUGygNCs NOTES - 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 13) Refer to girder(s) for truss to truss connections. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 15=2045, 8=1414. 15) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 Ib down and 76 Ib up at 0-3-10, 260 Ib down and 87 Ib up at 2-0-12, 2293 Ib down and 516 Ib up at 4-1-8, 1226 Ib down and 228 Ib up at 6-0-12, 1035 Ib down and 220 Ib up at 8-0-12, 1035 Ib down and 220 Ib up at 10-0-12, 937 Ib down and 158 Ib up at 12-0-12, 1163 lb down and 165 Ib up at 14-0-12, 1019 Ib down and 175 Ib up at 16-0-12, 945 Ib down and 182 Ib up at 18-0-12, and 1047 Ib down and 187 Ib up at 20-0-12, and 1192 Ib down and 189 Ib up at 22-0-12 on top chord, and 4608 Ib down and 853 Ib up at 24-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-8=-80, 8-15=-20 Concentrated Loads (Ib) Vert: 1=-184 2=-1184 3=-895 4=-903 11=4608(8) 33=-218 34=-2251 35=-993 36=-993 38=-1121 39=-977 41=-1005 42=-1150 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC 13-4-0 r 6-8-0 6-8-0 Plate Offsets (X Y)-- f4:0-3-8 Edgel 851631133 50875 B7 Monopitch 1 1 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.76 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:04 2017 Page 1 I D:X4RmSWOzZO2XOMRGCOAfIFymHyU-Tn?m l3r9XBvBwemFWYiGsWn7MxFxC HZE8hvOiygNCr i 6-8-0 13-4-0 6-8-0 6-8-0 Scale = 1:28.6 4x6 II 2x4 3x5 = r 6-8-0 13-4-0 r 6-8-0 6-8-0 Plate Offsets (X Y)-- f4:0-3-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.05 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.42 Vert(TL) -0.12 5-6 >999 240 TCDL 10.0 * Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 5 n/a n/a BCL2 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.02 1-6 >999 240 Weight: 52 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 3-6-0 WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=659/Mechanical, 5=659/Mechanical Max Horz 1=244(LC 7) Max Uplift 1=-105(LC 6), 5=-137(LC 10) Max Grav 1=695(LC 14), 5=786(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1189/174, 4-5=-306/78 BOT CHORD 1-6=-174/1038, 5-6=-174/1038 WEBS 3-6=0/302, 3-5=-1088/243 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category It; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow toads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent 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. O PD 0 �/C62 6) Refer to girder(s) for truss to truss connections. eejeeee C 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) V� O SOO/V/ e � ko 1=105.5=137. `USO O.e PE -44018 September 6,2017 A WARNING - Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC 851631134 I 50875 B8 Monopitch 6 1 TC 0.92 Vert(LL) -0.07 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:05 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfiFym HyU-yzZ9V PrnHV12YoQzpE3xo33vNm Hege-iToQSZ9ygNCq i o6-11-0 13-8-4 20-9-0 1-0-0 6-11-0 6-9-4 7-0-12 4.00 12 Scale = 1:40.4 3x4 = 3x4 Plate Offsets (X Y)- [3:0-3-12,0-2-21, [4:0-6-0,0-3-41, 15:0-3-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.07 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.19 2-8 >427 240 TCDL 10.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -S Wind(LL) 0.03 2-8 >999 240 Weight: 77 lb FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 'Except' except end verticals. 3-8: 2x4 HF Stud, 3-6: 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=663/Mechanical, 2=370/0-3-8, 3=1104/0-5-8 Max Horz 2=312(LC 7) Max Uplift 6=-129(LC 10), 2=-62(LC 6), 3=-247(LC 10) Max Grav 6=887(LC 15), 2=371 (LC 15), 3=1194(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-307/77, 3-4=-1440/157, 5-6=-345/83 BOT CHORD 3-7=-162/1292, 6-7=-165/1286 WEBS 4-7=0/292, 4-6=-1326/230 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q ) Lf 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 (:r .will fit between the bottom chord and any other members.SQON • �F 7) Refer to girder(s) for truss to truss connections. Q8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=1b) 6=129,3=247.PE-44018 September 6,2017 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Was Design valid for use only with MiTekO wnnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI11 Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 7158 PC PB9 in (loc) I/deft L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 851631135 50875 -0.16 1-6 >743 360 Monopitch 2 1 BC 0.55 Vert(TL) -0.41 1-6 >282 240 TCDL 10.0 ' Rep Stress Incr YES Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:06 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-QA7XjksP2o9v9y?9MxaALHb609aeP73siSA05bygNCp 6-10-8 13-9-0 6-10-8 6-10-8 Scale = 1:29.8 4x6 11 3x4 11 3x4 = Plate Offsets (X Y)-- (1:0-3-4,0-1-1) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.16 1-6 >743 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.41 1-6 >282 240 TCDL 10.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 1-6 >999 240 Weight: 53 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5:2x4 SPF No.2 ek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 3-6-12 [b�einstalledduring truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 1=485/0-3-0, 5=211/Mechanical, 6=665/0-5-8 Max Horz 1=244(LC 9) Max Uplift 1=-76(LC 6), 5=-71 (LC 7), 6=-114(LC 6) Max Grav 1=485(LC 1), 5=240(LC 14), 6=812(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-593/131 BOTCHORD 1-6=-181/501 WEBS 3-6=-753/262 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 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) Refer to girder(s) for truss to truss connections. ND O ��CF 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=1b) �� ••..••••e•�s 6=114. �JO • SOON• •.• C U�OO O�e PE -44018 September 6,2017 A WARNING - Vedl y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473rev. 1010312015 BEFORE USE. Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not + a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 715B PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.11 9 >999 360 851631136 50875 C1 Hip Girder 2 TCDL 10.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.04 6 n/a n/a BCLL 0.0 BCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:09 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-glofLmuHLjYUOPkk248tzvDj5NePcVUI000giwygNCm r-1-0-0 5-0-0 10-0-0 + 15-0-0 20-0-0 121-0-0 1-0-0 5-0-0 5-0-0 5-0-0 5-0-0 1-0-0 Scale = 1:36.4 4x6 = 4.00 12 2x4 11 4x6 = 13 14 15 16 3x5 %2X4 II 3x5 8x8 = 2x4 I Plate Offsets (X Y)— [2:0-0-8,0-1-81, [3:0-2-8,0-0-121, [5:0-2-8,0-0-121, [6:0-0-8,0-1-81, 19:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.11 9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.42 Vert(TL) -0.22 9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.04 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.06 9 >999 240 Weight: 158 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc pudins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=1600/0-5-8,2=1600/0-5-8 Max Horz 2=30(LC 48) Max Uplift 6=-268(LC 7), 2=-268(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3641/439, 3-4=-4429/472, 4-5=-4429/472, 5-6=-3641/440 BOT CHORD 2-10=-378/3363, 9-10=-377/3318, 8-9=-356/3318, 6-8=-356/3363 WEBS 3-10=-8/609, 3-9=-73/1184, 4-9=-687/162, 5-9=-74/1184, 5-8=-8/609 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row 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 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs NNU 0 L/CF2 non -concurrent with other live loads. sf� 7) Provide adequate drainage to prevent water ponding. •••••,,,•• ,• SOO AV• •, 0. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' d0 9) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r 2 will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) PE 44018 ; 6=268, 2=268. 11) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �• ea �Q a 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 459 Ib down and 94 Ib up at �� 5-0-0, 66 Ib down at 7-0-12, 661b down at 9-0-12, 66 Ib down at 10-11-4, and 661b down at 12-11-4, and 459 Ib dawn and 94.Ib •• its 0... \ 'S up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ON LOAD CASE(S) Standard September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC �Ci 851631136 50875 Hip Girder 2 2 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:09 2017 Page 2 I D:X4RmS WOzZO2XOMRGCOAfI FymHyU-qlofLmuH LjYUOPkk248tzvDj5NePcVU IOQOgiwygNCm LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-6=-20 Concentrated Loads (lb) Vert: 10=459(B) 8=-459(B) 13=-33(B) 14=-33(B) 15=-33(B) 16=-33(B) aaam ,l& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. EF valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 115B PC 3-6-0 3-6.0 Plate Offsets (X Y) - [2:0-4-1,0-1-11 851631137 50875 C2 Roof Special 1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:11 2017 Page 1 ID:X4RmS WOZZ02XOMRGCOAfIFym HyU-m7wQmSwYtLoBGju79UAL2KIxEAGx4JcbrktnmoygNCk 7-0-0 13-0.016-6-0 20-0-0 l 1 _0 7.0-0 6-0-0 3-6-0 3-6-0 Scale = 1:36.5 6x6 = R!'lllli�_ 5x6 = 4x6 IIB 2x2X41I 3x9 = 3x6 = LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except` TOP CHORD 4-5: 2x4 SPF 165OF 1.5E BOT CHORD 2x4 SPF No.2 BOT CHORD WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 3-6-11 REACTIONS. (Ib/size) 8=991/0-5-8,2=1075/0-5-8 Max Harz 2=56(LC 9) Max Uplift 8=-167(LC 7), 2=-215(LC 6) Max Grav 8=1016(LC 29), 2=1172(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1976/307,4-5=-1747/307,5-6=-1878/297 BOT CHORD 2-10=-256/1771, 9-10=-260/1763,8-9=-356/1841 WEBS 4-10=0/269, 5-9=0/252, 6-8=-1933/378 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-7-0 max.): 4-5, 6-7. Rigid ceiling directly applied or 9-9-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=167, 2=215. 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. September 6,2017 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 114II-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 7-0-0 6-0-0 3-6-0 3-6.0 Plate Offsets (X Y) - [2:0-4-1,0-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.11 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.60 Vert(TL) -0.22 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.07 8 n/a n/a BOLL 0.0 nrrn Inn Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.06 9-10 >999 240 Weight: 74 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except` TOP CHORD 4-5: 2x4 SPF 165OF 1.5E BOT CHORD 2x4 SPF No.2 BOT CHORD WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 3-6-11 REACTIONS. (Ib/size) 8=991/0-5-8,2=1075/0-5-8 Max Harz 2=56(LC 9) Max Uplift 8=-167(LC 7), 2=-215(LC 6) Max Grav 8=1016(LC 29), 2=1172(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1976/307,4-5=-1747/307,5-6=-1878/297 BOT CHORD 2-10=-256/1771, 9-10=-260/1763,8-9=-356/1841 WEBS 4-10=0/269, 5-9=0/252, 6-8=-1933/378 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-7-0 max.): 4-5, 6-7. Rigid ceiling directly applied or 9-9-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=167, 2=215. 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. September 6,2017 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 114II-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:13 2017 Page 1 I0:X4RmSVWzZO2XOMRGCOAfIFymHyU-jW2AB8xoPy2vV01 VHvCp71OMu_wRYFGuJ2MtrhygNCi K- 11 - 1 5-4-5 9-0-0 11-0-0 f 14-6-o 20-0-0 1-0-0 5-4-5 3-7-10 2-0-0 3-6-0 5-6-0 4x6 = 46 = Scale = 1:36.5 46 11 9 3x9 = 3x4 = 3x6 = 9-0-0 Truss Truss Type Qty Ply 7158 PC851631138 L50871lob �C3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Roof Special 1 1 Vert(LL) -0.17 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.73 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:13 2017 Page 1 I0:X4RmSVWzZO2XOMRGCOAfIFymHyU-jW2AB8xoPy2vV01 VHvCp71OMu_wRYFGuJ2MtrhygNCi K- 11 - 1 5-4-5 9-0-0 11-0-0 f 14-6-o 20-0-0 1-0-0 5-4-5 3-7-10 2-0-0 3-6-0 5-6-0 4x6 = 46 = Scale = 1:36.5 46 11 9 3x9 = 3x4 = 3x6 = 9-0-0 2-0-0 3-6-0 5-6-0 Plate Offsets (X Y)— f2:0-3-13,0-1-131 [6:0-2-8,0-0-121, [7:0-2-8,0-2-01, f8:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.17 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.73 Vert(TL) -0.45 9-10 >524 240 TCDL 10.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 9 n/a n/a BCLL 0.0 Code IRC2012rrPI2007 Matrix -S Wind(LL) 0.06 10 >999 240 Weight: 80 lb FT=20% BCDI 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-6-5 max.): 5-6, 7-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 9-8-12 oc bracing. SLIDER Left 2x4 HF Stud 2-9-0 WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=991/0-5-8,2=1075/0-5-8 Max Horz 2=89(LC 7) Max Uplift 9=-161(LC 7), 2=-203(LC 6) Max Gram 9=991 (ILC 1), 2=1284(LC 30) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2280/337, 4-5=-1788/235, 5-6=-1629/242, 6-7=-1744/225, 8-9=-306/79 BOT CHORD 2-11=-297/2034,10-11=-215/1586,9-10=-342/1804 WEBS 4-11=-453/185, 5-11=-2/277, 6-10=-13/322, 7-10=-398/159, 7-9=-1873/347 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 9=161, 2=203. 9) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. 0 September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,4II-7473 rev. 10/0312015 BEFORE USE. eas��° Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 CltrusHekihts. CA 95610 Job Truss Truss Type Qty Ply 7156 PC PLATES GRIP MT20 185/144 Weight: 80 lb FT=20% LUMBER- BRACING - 851631139 50875 C4 Roof Special 1 1 except end verticals, and 2-0-0 oc purlins (4-4-5 max.): 6-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:14 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-B icYOTyQAGAm7Acigdj2gzwYuOJDHgd1 Yi6RN7ygNCh -1-0-0 5-1-12 10--0 F 12_6- i 16-1-4 i 20-0-0 1-0-0 5-1-12 4-10-4 2-6-0 3-7-4 3-10-12 Scale = 1:35.9 5x6 = 4x6 II 3x4 = 9 3x9 = 4x6 = n d A LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frPI2007 CSI. TC 0.55 BC 0.57 WB 0.61 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.09 10-11 >999 360 -0.21 9-10 >999 240 0.05 9 n/a n/a 0.06 10-11 >999 240 PLATES GRIP MT20 185/144 Weight: 80 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-4-5 max.): 6-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-7-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=991/0-5-8,2=1075/0-5-8 Max Hoa 2=125(LC 9) Max Uplift 9=-160(LC 7), 2=-194(LC 6) Max Grav 9=1009(LC 27), 2=1075(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2029/295, 4-5=-1830/275, 5-6=-1755/238, 6-7=-1681/211 BOT CHORD 2-11=-290/1827,10-11=-228/1362,9-10=-228/1114 WEBS 4-11=-325/157, 5-11=-86/528, 5-10=-57/666, 6-10=-799/149, 7-10=-50/699, 7-9=-1306/265 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 9=160, 2=194. 9) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0L September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,411-7473,rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ,i a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631140 50875 C5 GABLE 1 2 Vet(TI) -0.29 89 - >801 240 MT20HS 148/108 1 TCDL 10.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) -0.05 10 n/a n/a Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 6-1.8 3-10-8 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:16 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-75kJp9_gitQUMUm4y2mVVI00xaBzilZNK?ObYROygNCf 3-10-8 6-1-8 Scale = 1:34.8 2x4 I o.,c II o.,c II 3x9 II 8x12 = 3.6 II 5x8 = .. 10 - 10x10 MT20HS 2x4 11 8x12 = 6 3x9 6-1-8 13-10-8 3.10-8 6-1-8 Plate Offsets (X Y)-- f1:0-4-12 0-3-01 [3:0-6-0,0-6-0], [5:0-3-4,0-2-41, f7:0-6-0 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.18 8-9 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.69 Vet(TI) -0.29 89 - >801 240 MT20HS 148/108 1 TCDL 10.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) -0.05 10 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.11 8-9 >999 240 Weight: 267 lb FT 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x8 SPF 1950F 1.7E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 5-6,1-10,5-7,1-9: 2x6 SPF 1650F 1.5E OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 6=977/0-5-8, 10=977/0-5-8 Max Horz 6=-111(LC 7) Max Uplift 6=-1019(LC 9), 10=-1665(LC 5) Max Grav 6=3851 (LC 17), 10=6373(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-3749/1036, 1-2=-12118/3213, 2-3=-12443/3298, 3-4=-7113/2073, 4-5=-7070/2053, 1-10=-6186/1662 BOT CHORD 9-10=-115/365, 8-9=-2994/10379, 7-8=-2994/10379 WEBS 5-7=-2140/7446, 4-7=-873/383, 3-7=-3837/1033, 3-9=-475/2425, 2-9=-6430/1685, 1-9=-3419/12783 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; 0 LIEF enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip�� SND DOL=1.33 •• SOO�y ••� F� 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry �Q .�UO 02 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 6) Provide adequate drainage to prevent water ponding. PE -44018 7) All plates are MT20 plates unless otherwise indicated. 8) Gable studs spaced at 111-0 oc. -O 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �0 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �. •... will fit between the bottom chord and any other members. ��� /0 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=1019,10=1665. September 6,2017 12) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citta Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC 851631140 50875 C5 GABLE 1 2 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 5 10:59:17 2017 Page 2 I D:X4RmS WO2ZO2XOMRGCOAfIFym HyU-bHHhOV?JTBYL_eLH\/MHIHbY6KbixUOcTEgK5_SygNCe NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 577 Ib down and 149 Ib up at -20-2-0, 199 Ib down and 70 Ib up at -22-0-12, 290 Ib down and 78 Ib up at -24-0-12, 6468 Ib down and 1548 Ib up at -26-1-8, 234 Ib down and 749 Ib up at -28-0-12, 128 Ib down and 605 Ib up at -30-0-12, 261 Ib down and 246 Ib up at -32-0-12, 298 Ib down and 102 Ib up at -34-0-12, 365 Ib down and 406 Ib up at -35-2-0, 485 Ib down and 76 Ib up at -37-1-4, 485 Ib down and 76 Ib up at -39-1-4, 536 Ib down and 146 Ib up at 0-2-12, 145 Ib down and 65 Ib up at 2-0-12, 230 Ib down and 74 Ib up at 4-0-12, 6348 Ib down and 1539 Ib up at 6-1-8, 188 Ib down and 809 Ib up at 8-0-12, 139 Ib down and 665 Ib up at 10-0-12, 201 Ib down and 306 Ib up at 12-0-12, 238 Ib down and 162 Ib up at 14-0-12, 319 Ib down and 466 Ib up at 15-2-0, and 425 Ib down and 71 Ib up at 17-1-4, and 435 Ib down and 68 Ib up at 19-1-4 on top chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 6-10=-20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �A a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 - Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 71511 PC 6-0-0 7-0-0 Plate Offsets (X Y)-- [2:0-4-1,0-1-11, [4:0-2-8.0-2-0], [7:0-3-13.0-1-131 3) Unbalanced snow loads have been considered for this design. 851631141 50875 C6 Hip 1 1 in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 .........�. SOON e TC 0.94 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:18 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-3Tr3Er?xDUgCbowT3So_gp57m?htDZ6dS K4eWuygNCd l 7-0-0 13-0-0 20-0-0 1 2 1-0-0 7-0-0 6-0-0 7-0-0 1!0- Scale= 1:36.4 6x6 = 4x8 - 4x6 II 2x4 II 3x4 = 5x6 II 7-0-0 13-0-0 20-0-0 7-0-0 6-0-0 7-0-0 Plate Offsets (X Y)-- [2:0-4-1,0-1-11, [4:0-2-8.0-2-0], [7:0-3-13.0-1-131 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 non -concurrent with other live loads. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 .........�. SOON e TC 0.94 Vert(LL) -0.14 9-10 >999 360 MT20 185/144 ow=30. (Roof Sn0) Lumber DOL 1.15 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. BC 0.46 Vert(TL) -0.26 9-10 >933 240 TCDL 10.0 ' Rep Stress Incr YES O � � WB 0.26 Horz(TL) 0.07 7 n/a n/a September 6,2017 September BCLL 0.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.05 9-10 >999 240 Weight: 70 lb FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E 2-0-0 oc pudins (2-2-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 3-6-11, Right 2x4 HF Stud 3-6-11 k recommends that Stabilizers and required cross bracing [beinstalledduring truss erection, in accordance with Stabilizer llation guide. REACTIONS. (Ib/size) 2=1080/0-5-8,7=1080/0-5-8 Max Horz 2=40(LC 12) Max Uplift 2=-217(LC 6), 7=-217(LC 7) Max Grav 2=1197(LC 27), 7=1197(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2028/329, 4-5=-1803/349, 5-7=-2028/329 BOT CHORD 2-10=-262/1811, 9-10=-266/1804, 7-9=-235/1811 WEBS 4-10=0/259, 4-9=-278/278, 5-9=0/259 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 0/G'F2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 3-6-0 tall by 2-0-0 O�P� 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide .........�. SOON e will fit between the bottom chord and any other members. V� �'O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) ; p Q *0 2=217,7=217. 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PE -44018 O � � ON September 6,2017 September A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus ei his CA 95610 Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631142 50875 C7 Hip Girder 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.58 Vert(TL) -0.33 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:20 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-?szgfX1 B16wwr54sBtgSvEAdhpLRhU4wweZlanygNCb 1-0-0 5-4-6 9-0-0 11-0-0 14-7-10 20-0-0 121-0-0 1 1-0-0 5-4-6 3-7-10 2-0.0 3-7-10 5-4-6 1-0-0 1 1 d1, 4x6 = 6x6 = Scale = 1:36.4 5x6 11 3x9 = 3x4 = 5x6 11 r jo a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.12 9-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.58 Vert(TL) -0.33 9-11 >734 240 TCDL 10.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.08 9 n/a n/a BOLL 0.0 ' nrrr Inn Code IRC2012rrPI2007 Matrix -R Wind(LL) 0.05 12 >999 240 Weight: 76 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650E 1.5E `Except* TOP CHORD 5-6: 2x4 SPF No.2 BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-9-0, Right 2x4 HF Stud 2-9-0 REACTIONS. (Ib/size) 2=1081/0-5-8,9=1080/0-5-8 Max Horz 2=51 (LC 46) Max Uplift 2=-208(LC 6), 9=-208(LC 7) Max Grav 2=1343(LC 27), 9=1342(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2433/343, 4-5=-1955/255, 5-6=-1790/262, 6-7=-1953/257, 7-9=-2432/345 BOT CHORD 2-12=-291/2180, 11-12=-141/1787, 9-11=-258/2180 WEBS 4-12=-433/167,5-12=-13/319,6-11=-25/321,7-11=-436/168 Structural wood sheathing directly applied or 4-7-4 oc purlins, except 2-0-0 oc purlins (4-2-4 max.): 5-6. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=208,9=208. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and 32 Ib up at 1-11-4 on top chord, and 19 Ib down at 1-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard p,DO Llc; •• �0 �2 's PE -44018 i September 6,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual builtling component, not �A a truss system. Before use, the builtling designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 7 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC 851631142 50875 C7 Hip Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:20 2017 Page 2 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-?szgfX1 B16wwr54sBlgSvEAdhpLRhU4wweZlanygNCb LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 6-10=-80, 2-9=-20 Concentrated Loads (lb) Vert: 18=-1(F) AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10103/2015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional tempo rely and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts,CA 95610 Job Truss Truss Type Qty Ply 7158 PC r0-0 5-11-8 9-11-8 13-11-8 j 19-11-8 20-11-8 1-0-0 5-11-8 851631143 50875 D1 Hip Girder 1 2 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.65 Vert(TL) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:22 2017 Page 1 CSI. DEFL. ID:X4RmSVVOzZO2XOMRGCOAfIFymHyU-yF5a4D2RHjAd4PDE I Itw_fGwpcOr9LXCNy2sfgygNCZ r0-0 5-11-8 9-11-8 13-11-8 j 19-11-8 20-11-8 1-0-0 5-11-8 4-0-0 4-0-0 6-0-0 1-0-0 TC 0.49 Vert(LL) Scale = 1:36.4 5x8 = 4.00 12 3x4 = 5x8 = 48 11 4x8 = 8x8 = 48 11 5-11-8 13-11-8 19-11-8 5-11-8 8-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.19 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.65 Vert(TL) -0.34 10-11 >706 240 TCDL 10.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 acnl inn Code IRC20121TPI2007 Matrix -R Wrnd(LL) 0.11 10-11 >999 240 Weight: 208 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 1650F 1.5E 3-0-12, Right 2x6 SPF 1650F 1.5E 3-0-15 REACTIONS. (Ib/size) 8=2286/0-4-8, 2=2290/0-5-8 Max Horz 2=-35(LC 49) Max Uplift 8=-505(LC 7), 2=-506(LC 6) Max Grav 8=2331 (LC 27), 2=2333(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4808/994, 4-5=-4188/924, 5-6=-4212/929, 6-8=-4829/999 BOT CHORD 2-11=-866/4283, 10-11=-1007/4995, 8-10=-858/4307 WEBS 4-11=-331/1918, 5-11=-1000/233, 5-10=-973/227, 6-10=-330/1912 BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 8=505,2=506. 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 770 Ib down and 196 Ib up at 5-11-8, 294 Ib down and 80 Ib up at 8-0-4, 294 Ib down and 80 Ib up at 10-0-4, and 294 Ib down and 80 Ib up at 11-10-12, and 770 Ib down and 196 Ib up at 13-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. September 6,2017 LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE PRI -7473 rev. 10/0312015 BEFORE USE, ' Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 7156 PC 851631143 50875 D1 Hip Girder 1 n L Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:22 2017 Page 2 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-yF5a4D2RHjAd4PDElltw_fGwpcOr9LXCNy2sfgygNCZ LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-9=-80, 2-8=-20 Concentrated Loads (lb) Vert: 10=-770(F) 11=-770(F) 14=-294(F) 15=-294(F) 16=-294(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11511.7473 rev. 10/032015 BEFORE USE. seem Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-99 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus ei hls CA 95610 Job Truss Truss Type City Ply 715B PC DOL=1.33 8-0-0 LOADING (psf) SPACING- 851631144 50875 D2 Hip 1 1 L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:27 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-ICuT7w6a6FpwBA6C5rS5hizlZdlEgxzyXDldKtygNCU -1-0-0 4-1-8 7-11-8 11-11-8 15-9-12 19-11-8 i20-11-8 1-0-0 4-1-8 3-10-0 4-0-0 3-10.4 4-1-12 Scale = 1:36.4 46 = 6x6 = 12 9 5x6 = 3x9 = 3x4 = 5x6 = I4. LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 12=1075/0-5-8, 9=1075/0-4-8 Max Horz 12=-15(LC 13) Max Uplift 12=-217(LC 6), 9=-217(LC 7) Max Grav 12=1264(LC 27), 9=1264(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-322/7, 3-4=-1577/253, 4-5=-1430/264, 5-6=-1581/254, 6-7=-330/6, 2-12=-430/113, 7-9=-433/113 BOT CHORD 11-12=-220/1533, 10-11=-149/1433, 9-10=-221/1545 WEBS 3-12=-1495/304, 6-9=-1497/307 Structural wood sheathing directly applied or 4-3-10 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-7 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 7-11-8 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; 4-0-0 DOL=1.33 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.08 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.57 Vert(TL) -0.21 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.06 9 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 10-11 >999 240 Weight: 84 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 12=1075/0-5-8, 9=1075/0-4-8 Max Horz 12=-15(LC 13) Max Uplift 12=-217(LC 6), 9=-217(LC 7) Max Grav 12=1264(LC 27), 9=1264(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-322/7, 3-4=-1577/253, 4-5=-1430/264, 5-6=-1581/254, 6-7=-330/6, 2-12=-430/113, 7-9=-433/113 BOT CHORD 11-12=-220/1533, 10-11=-149/1433, 9-10=-221/1545 WEBS 3-12=-1495/304, 6-9=-1497/307 Structural wood sheathing directly applied or 4-3-10 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-7 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C oelwill fit between the bottom chord and any other members. O/V ••• o8) ril[PE-44018 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 0% 2 12=217, 9=217. G1 i9) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of tlesign parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 71,513 PC Plate Offsets (X Y)-- (2:0-0-8,0-1-81 f6:0-0-8,0-1-81 LOADING (psf) SPACING- 2-0-0 851631145 50875 D3 Common 2 1 TC 0.47 Vert(LL) -0.17 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Co - 60022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:28 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-m OSrKG7CtZxnoKhOfZzKEwWyi 13LZyw5mtVAtJygNCT -1-0-0 5-1-8 9-11-8 14-9-12 19-11-8 20-11-8 1-0-0 5-1-8 4-10-0 4-10-4 5-1-12 1-0-0 Scale= 1:35.2 4x6 = 3x9 = 4x8 = IN 9-11- i 19-11-8 9-11-8 10-0-0 Plate Offsets (X Y)-- (2:0-0-8,0-1-81 f6:0-0-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.17 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.64 Vert(TL) -0.44 8-9 >536 240 TCDL10.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 Code IRC20121-FP12007 Matrix -S Wind(LL) 0.04 9 >999 240 Weight: 81 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-10,6-8: 2x6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 10=1073/0-5-8, 8=1073/0-4-8 Max Horz 10=-25(LC 11) Max Uplift 10=-209(LC 6), 8=-209(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-285/48, 3-4=-1314/188, 4-5=-1315/187, 5-6=-291/48, 2-10=-363/139, 6-8=-366/139 BOT CHORD 9-10=-219/1372, 8-9=-211/1380 WEBS 3-9=-327/191, 4-9=0/416, 5-9=-336/193, 3-10=-1316/256, 5-8=-1317/258 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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 ( r will fit between the bottom chord and any other members. � r�Dts!_-•e Ns7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �SON •b kQ 10=209,8=209. 0� O PE -44018 -o 9� September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSO -89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hai hts CA 95610 Job Truss Truss Type Qty Ply 715B PC (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 851631146 50875 D4 Common 1 1 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) Job Reference (optional) Alpine truss, commerce city, co - biUUZZ, 4xl 5-1-8 4-10-0 t1.13U s Sep l zul / will eK maustries, Inc. vvea Sep o l V:Sv:3U zu1 / rage 1 ID:X4Rm SWOzZO2XOMRGCOAfIFymHyU-jnacly9TPABV2egnm_OoJLbKxrm01 ftODB_HxCygNC R 5x6 = 4-10-4 5-1-12 Scale = 1:33.5 3x9 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.12 6-7 >999 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.31 6-7 >757 240 TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.05 6 n/a n/a BOLL 0.0 Code IRC2012frPI2007 Matrix -R Wind(LL) 0.04 7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* BOT CHORD 1-8,5-6: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 8=975/0-5-8, 6=975/0-4-8 Max Horz 8=-19(LC11) Max Uplift 8=-147(LC 6), 6=-147(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-450/14, 2-3=-1334/201, 3-4=-1335/200, 4-5=-459/14, 1-8=-322/72, 5-6=-326/73 BOT CHORD 7-8=-224/1395, 6-7=-234/1404 WEBS 2-7=-315/170, 3-7=0/400, 4-7=-323/172, 2-8=-1168/277, 4-6=-1165/279 08 = PLATES GRIP MT20 185/144 Weight: 79 Ib FT = 20% Structural wood sheathing directly applied or 4-10-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 8=147.6=147. •� S00N • k<, 0. 0 PE -44018 September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS849 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 1N Jab Truss Truss Type Qty Ply 715B PC LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. 851631147 50875 D5 Hip 1 1 2x4 SPF No.2 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �� �; SOON *% < except end verticals, and 2-0-0 oc purlins (4-8-3 max.): 3-4. WEBS 2x4 HF Stud Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 6.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:32 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-fAhMAdAjwoRDHx_9uP2GOmgeceRPVkEhhVTO04ygNCP 4-6-12 8-10-0 11-1-0 15-4-8 19-11-8 4-6-12 4-3-4 2-3-0 4-3-8 4-7-0 Scale = 1:34.9 3xE NI 4x6 = 4X6 = 10 4X6 = 7 3x9 = 3x4 = 4x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.41 BC 0.63 WB 0.92 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.15 7-8 >999 360 -0.40 7-8 >595 240 0.06 7 n/a n/a 0.04 8 >999 240 PLATES GRIP MT20 185/144 Weight: 831b FT = 20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins, BOT CHORD 2x4 SPF No.2 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �� �; SOON *% < except end verticals, and 2-0-0 oc purlins (4-8-3 max.): 3-4. WEBS 2x4 HF Stud U BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=983/0-3-0, 7=983/0-4-8 Max Horz 10=-14(LC 13) Max Uplift 10=-154(LC 6), 7=-155(LC 7) Max Grav 10=1201(LC 26), 7=1201(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-269/18, 2-3=-1671/227, 3-4=-1503/237, 4-5=-1673/228, 5-6=-275/17, 1-10=-276/56, 6-7=-278/56 BOT CHORD 9-10=-247/1712, 8-9=-133/1505, 7-8=-260/1724 WEBS 5-8=-257/161, 2-10=-1738/302, 5-7=-1742/304 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 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 p 0 L/ will fit between the bottom chord and any other members. R`P ••...�GF/j/� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �� �; SOON *% < 10=154,7=155. i QO 0 i 8) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. U PE -44018 September 6,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. " Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type City Ply 7158 PC LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. 851631148 50875 D6 Hip 1 1 3-4: 2x4 SPF 1650F 1.5E will fit between the bottom chord and any other members. except end verticals, and 2-0-0 oc puriins (3-4-9 max.): 3-4. BOT CHORD 2x4 SPF 1650F 1.5E Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:33 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfI FymHyU-7MFkNzB Lh5Z4v5ZLS6ZVxzDig2rWEHcgv9CxYXygNCO 3-6-12 6-10-0 I 13-1-0 16-4-8 19-11-- i 3-6-12 3-3-4 6-3-0 3-3-8 3-7-0 3x4 5x6 = 4 00 12 6x6 = Scale = 1:34.9 10 7 3x5 = 3x9 = 3x4 = 3x5 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20121TP12007 CSI. TC 0.84 BC 0.32 WB 0.53 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.07 8-9 >999 360 -0.15 8-9 >999 240 0.05 7 n/a n/a 0.04 8-9 >999 240 PLATES GRIP MT20 185/144 Weight: 80 lb FT=20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc puriins, 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 3-4: 2x4 SPF 1650F 1.5E will fit between the bottom chord and any other members. except end verticals, and 2-0-0 oc puriins (3-4-9 max.): 3-4. BOT CHORD 2x4 SPF 1650F 1.5E �� •.•••••�• �s BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud U MiTek recommends that Stabilizers and required cross bracing PE -44018 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=983/0-3-0, 7=983/0-4-8 Max Horz 10=-19(LC 8) Max Uplift 10=-164(LC 6), 7=-164(LC 7) Max Grav 10=1056(LC 26), 7=1057(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1568/273, 3-4=-1461/283, 4-5=-1573/275 BOT CHORD 9-10=-228/1383, 8-9=-209/1466, 7-8=-249/1396 WEBS 2-9=-24/322,5-8=-31/316,2-10=-1484/280, 5-7=-1491/282 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) �p,0 0 LICE 10=164,7=164. �� •.•••••�• �s 8) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. V� •' gOQN ••• F :TSO �'Li U PE -44018 September 6,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type City Ply 7158 PC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 851631149 50875 D7 Hip 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.45 Vert(TL) -0.22 7-8 >999 240 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 4-10-0 9-11-E 4-10-0 5-1-8 4.00 12 4x6 = 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:35 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-31N UofDbDjpn8PjkZXbz0014OsWOiAX7NTh2cPygNCM 3x9 = 5-1-8 4x6 = 4-10-8 Scale = 1:34.7 10 6 3X4 14x8 = 2x4 4x8 = 3x4 410-0 5-1-8 5-1-8 4-10-8 Plate Offsets (X Y)-- f 1:Edge 0-2-01, f5:Edoe 0-2-01 17:0-1-12 0-1-121 19:0-2-12 0-1-121 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.12 8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.45 Vert(TL) -0.22 7-8 >999 240 VO :O Soo/v tcQ BCDL10.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.07 8 >999 240 Weight: 78 lb FT=20% BCDL 10.0 September 6,2017 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc pudins (4-1-13 max.): 2-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=983/0-3-0, 6=983/0-4-8 Max Hone 10=-26(LC 8) Max Uplift 10=-171(LC 6), 6=-171(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1707/288, 2-3=-1599/301, 3-4=-1608/303, 4-5=-1717/290, 1-10=-925/192, 5-6=-924/193 BOT CHORD 9-10=-50/305, 8-9=-352/2443, 7-8=-352/2443, 6-7=-64/316 WEBS 3-9=-930/140, 3-7=-920/138, 1-9=-192/1492, 5-7=-193/1493 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 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. Ib Q PD r�F �%/s 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 uplift at joint(s) except Qt=1b) �� ��.•.••.• •. 10=171, 6=171. VO :O Soo/v tcQ 8) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. OZ :.'r0 PE -44018 September 6,2017 ,& WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1101-7473rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addition aI temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7158 PC CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 851631150 50875 D8 Hip 1 1 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.49 7-8 >477 240 8) Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 610:59:37 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFym HyU-07VFDLEsIK3VNit7hyeR5pNPvf6yA2YQgnA9h IygNCK 2-10-0 9-11-8 17-1-0 1 19-11-8 2-10-0 7-1-8 7-1-8 2-10-8 Scale = 1:34.7 4.00 12 4x8 = 5x8 = 4x8 = 2x4 II 4x12 = 2x4 11 4x12 = 2x4 II NOTES - 2-10-0 7-1-8 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; 7-1-8 2-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.29 8 >811 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.49 7-8 >477 240 8) Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. TCDL 10.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.10 6 n/a n/a US BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.14 8 >999 240 Weight: 75 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, 2-4: 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (3-10-5 max.): 2-4. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3-9,3-7 3-9.3-7: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (Ib/size) 10=983/0-3-0, 6=983/0-4-8 Max Horz 10=-33(LC 6) Max Uplift 10=-176(LC 6), 6=-176(LC 7) Max Grav 10=1087(LC 25), 6=1085(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1719/246,2-3=-1646/258, 3-4=-1664/261, 4-5=-1739/249, 1-10=-1093/174, 5-6=-1089/175 BOT CHORD 8-9=-557/3864, 7-8=-557/3864 WEBS 3-9=-2282/340, 3-8=0/295, 3-7=-2264/337, 1-9=-226/1746, 5-7=-228/1757 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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. ` 0 Ll 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 members. Q 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) ����,.••e••CF� �� O gOQN • �sf0 10=176,6=176. i O O i 8) Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. (� PE -44018 US /0 September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7158 PC Plate Offsets (X Y)-- [2:0-5-8,0-1-121, [6:0-5-8,0-1-121 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 LOADING (psf) SPACING- 2-0-0 851631151 50875 D9 Hip 1 1 TC 0.72 Vert(LL) -0.52 10 >453 360 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 6 10:59:39 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-yWc?e1 G6HXJDd01 VoNgvBETmxTn7evcjl5fFIAygNC I 00.-- 5-5-1 I 49--51-1148 41-5-64 19-1-0 191-8 47 X01100-00 10 4-7-10 0-8i Scale = 1:34.3 4.00 12 5x10 = 2x4 i1 4x6 = 2x4 11 4x6 = 2x4 11 5x10 = 12 8 4x6 = 8x8 = 5x8 = 8x8 = 4x6 = 0.10-0 5-5-10 9-11-8 14-5-6 19-1-0 119-11 Ill 0-10-0 4-7-10 4-5-14 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 4-5-14 4-7-10 0-10-8 Plate Offsets (X Y)-- [2:0-5-8,0-1-121, [6:0-5-8,0-1-121 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.52 10 >453 360 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.82 Vert(TL) -0.87 10 >272 240 1 TCDL 10.0 * Rep Stress Incr YES WB 0.88 Horz(TL) 0.08 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.24 10 >964 240 Weight: 73 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (2-4-15 max.): 2-6. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 9-1-12 oc bracing. 2-11.6-9: 2x4 SPF No.2MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12=983/0-3-0, 8=983/0-4-8 Max Horz 12=-39(LC 8) Max Uplift 12=-179(LC 6), 8=-179(LC 7) Max Grav 12=1232(LC 25), 8=1230(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4331/609, 3-4=-5413/763, 4-5=-5413/763, 5-6=-4351/612 BOT CHORD 11-12=-153/847,10-11=-615/4331,9-10=-613/4351,8-9=-149/884 WEBS 2-11=-482/3593, 3-11=-793/186, 3-10=-164/1119, 4-10=-477/129, 5-10=-162/1097, 5-9=-788/185.6-9=-478/3576,2-12=-1458/275, 6-8=-1468/276 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 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 D 0 L 1CF�r fit between the bottom chord and any other members. �p ✓� will �� •.•••• ., ' S00,1/'•.� FQ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) �O:. 12=179,8=179. O� O : 8) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. PE .44018 FSS�ON• September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7156 PC CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631152 50875 D10 Flat Girder 1 of Vert(TL) -0.32 5-6 >716 240 MT20HS 139/108 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.54 L Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 6-6-8 3x5 11 8x8 = 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:24 2017 Page 1 I D:X4RmSWOzZO2XOMRGCOAfIFymHyU-udCKUu4ipKQ LKjNdQjvO44LIzQhgdCDVrFXzkYygNCX 6-3-0 8x8 = 6-6-8 Scale = 1:35.2 3x5 I I 8 9 10 11 6 12 13 14 15 5 7 10x16 MT20HS = 10x10 MT20HS = 10x10 MT20HS = 9-8-0 9-8-0 Plate Offsets (X Y)-- [2:0-4-0,0-4-81, [3:0-4-0,0-4-81, [6:0-8-0,0-6-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.19 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.68 Vert(TL) -0.32 5-6 >716 240 MT20HS 139/108 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.09 5-6 >999 240 Weight: 249 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 165OF 1.5E 'Except' WEBS 1 Row at midpt 2-7,3-5 2-7,3-5: 2x4 SPF No.2, 2-6,3-6: 2x4 HF Stud REACTIONS. (Ib/size) 7=3668/Mechanical, 5=4628/Mechanical Max Horz 7=-212(LC 20) Max Uplift 7=-725(LC 4), 5=-833(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-251/91, 2-3=-5405/915, 4-5=-264/92 BOT CHORD 6-7=-809/3881, 5-6=-781/3910 WEBS 2-7=-4689/884, 2-6=-395/2763, 3-6=-390/2711, 3-5=-4587/873 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 0 L lcp 6) All plates are MT20 plates unless otherwise indicated. for 10.0 bottom live load other live loads. PPp �so ''•. 7) This truss has been designed a psf chord nonconcurrent with any ' O O F 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ;COQ 02.0 will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) PE -44018 ' 7=725,5=833. 11) Graphical puffin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 Ib down and 91 Ib up at 1-9-12, 220 lb down and 91 Ib up at 3-9-12, 867 Ib down and 149 Ib up at 5-9-12, 867 Ib down and 149 Ib up at 7-9-12, 867 Ib down and 149 Ib up at 9-9-12, 867 Ib down and 149 Ib up at 11-9-12, 867 Ib down and 149 Ib up at 13-9-12, and 867 Ib down and S/0 F� 149 Ib up at 15-9-12, and 766 Ib down and 157 Ib up at 17-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 7158 PC 851631152 50875 1)10 Flat Girder 1 2 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:24 2017 Page 2 ID:X4RmS WOzZ02XOMRGCOAfIFymHyU-udC KUu4ipKQ LKjNdQjvO44LIzQhgdCDVrFXzkYygNCX LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 5-7=-20 Concentrated Loads (lb) Vert: 6=-867(B) 8=-220(B) 9=-220(B) 10=-867(8) 11=-867(8) 12= -867(B)13= -867(B)14= -867(B) 15=-766(8) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 851631153 50675 E1 Hip Girder 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.13 8-9 >999 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:41 2017 Page 1 I D:X4RmSWOzZO2XOMRGCOAfIFymHyU-uvkm3iHMpYaxsKAuwoiNGfY54GXg6yl?IP8Mg3ygNCG 1-0.06-0-0 s- -0 11-6-0 17-6-0 18-6-0 1-0-00 6-0-0 2-9-0 2-9-0 6-0-0 1-0-0 Scale: 3/8"=1' 4x6 = I — 1— 3x4 = 4x6 = 4x6 = 6x6 = 6x6 = 4x6 = 16 l Plate Offsets (X Y)– [8:0-3-0,0-4-41, [9:0-3-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.13 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.24 8-9 >855 240 TCDL 10.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.04 6 n/a n/a BOLL 0.0 cr.n inn Code IRC2012/TP12007 Matrix -R Wind(LL) 0.08 8-9 >999 240 Weight: 134 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 2=2106/0-5-8,6=2106/0-5-8 Max Hoa 2=-35(LC 13) Max Uplift 2=-464(LC 6), 6=-464(LC 7) Max Grav 2=2203(LC 27), 6=2203(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4995/1000, 3-4=-4483/949, 4-5=-4482/949, 5-6=-4995/1000 BOT CHORD 2-9=-894/4578, 8-9=-915/4688, 6-8=-869/4578 WEBS 3-9=-255/1560, 4-9=-410/92, 4-8=-410/92, 5-8=-255/1560 NOTES - 1) 2 -ply truss to be connected together with 1 O (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Structural wood sheathing directly applied or 5-2-9 oc purlins, except 2-0-0 oc purlins (5-9-10 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TOLL: ASCE 7-10; Pf=30.0 psf (Sat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=464,6=464. 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 830 Ib down and 201 Ib up at 6-0-0, 325 Ib down and 84 Ib up at 8-0-12, and 325 Ib down and 84 Ib up at 9-5-4, and 830 Ib down and 201 Ib up at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard O�PDO LIEF o`'.••• SOON •es' • O UO O� i PE -44018 i September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. ' Design valid for use only wah MiTek® connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing WOW k' is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts,CA 95610 Job Truss Truss Type Qty Ply 7158 PC 851631153 50675 E1 Hip Girder 1 2 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:412017 Page 2 I D:X4RmS WOzZO2XOMRGCOAfi FymHyU-uvkm3iHMPYaxsKAuwoiNGfY54GXg6yl?IP8Mg3ygNCG LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-6=-20 Concentrated Loads (lb) Vert: 9= -830(B)8= -830(8)12=-325(8)13=-325(B) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1l Quality Criteria, DSB-99 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Haunts, CA 95610 Job Truss Truss Type Qty Ply 715B PC 1-6-0 8-0-0 Plate Offsets (X Y)-- [2:0-0-0,0-0-101, f3:0-2-12,0-2-121, [5:0-0-0,0-0-101 3) Unbalanced snow loads have been considered for this design. 851631154 50875 E2 Hip 1 1 TCLL 30.0 plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.09 2-8 >999 360 MT20 185/144 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:43 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-qHs WUOJcLAgf5dKG1 DIrL4dm4DZavSICjdTvyygNCE -1-0-0 8-0-0 9-6-0 17-6-0 18-6-0 r1-0 8-0-0 1-6-0 8-0-0 -0-0 Scale: 3/8"=1' 6x6 = 5x8 = 3x6 = 2x4 II 3x4 = 3x6 = 8-0-0 9-6-0 17-6-0 B-0-0 1-6-0 8-0-0 Plate Offsets (X Y)-- [2:0-0-0,0-0-101, f3:0-2-12,0-2-121, [5:0-0-0,0-0-101 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.09 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.47 Vert(TL) -0.26 2-8 >802 240 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.05 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.04 2-8 >999 240 Weight: 67 Ib FT=20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E 2-0-0 oc pur ins (6-0-0 max.): 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. mends that Stabilizers and required cross bracing [�jT.I'Bacorn nslledduring truss erection, in accordance with Stabilizer allation uide. REACTIONS. (Ib/size) 2=950/0-5-8, 5=950/0-5-8 Max Horz 2=-46(LC11) Max Uplift 2=-196(LC 6), 5=-196(LC 7) Max Grav 2=1193(LC 27), 5=1193(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1822/204, 3-4=-1601/241, 4-5=-1824/203 BOT CHORD 2-8=-145/1604,7-8=-148/1599, 5-7=-122/1606 WEBS 3-7=-266/273, 4-7=-116/326 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O�(i 0/�'F� will fit between the bottom chord and any other members. •••••••••�• V� • $00N •.• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) ; �� 0 ; 2 2=196, 5=196. : Z U �' 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. PE -44018 NAt September 6,2017 A WARNING- Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k� is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Type Qty Ply 7158 PC TEu 851631155 50875 Common 3 1 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 6 10:59:44 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-ITOuhkJ F6TyWjjnvTbwG4u IAlfUZjJLISRNNOROygNCD -1-0-0 -15 8-9-0 12-3-1 1 17-6-0 18 1- 5-2 0-0 5-2-15 3-6-1 3-6-1 5-2-15 1-0-0 Scale = 1:31.3 4x6 = 3x9 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.09 8-10 >999 360 MT20 185/144 (Roof Snow=3 0) 1 BCDL 1 00 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.24 8-10 >880 240 . Rep Stress Incr YES WB 0.18 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 BCLL 0.0 Code IRC2012f rPI2007 Matrix -R Wind(LL) 0.04 10 >999 240 Weight: 63 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-8-4, Right 2x4 HF Stud 2-8-4 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=955/0-5-8, 8=955/0-5-8 Max Horz 2=-50(LC 13) Max Uplift 2=-183(LC 6), 8=-183(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1677/274, 4-5=-1331/186, 5-6=-1331/186, 6-8=-1677/274 BOT CHORD 2-10=-228/1501, 8-10=-194/1501 WEBS 5-10=-15/488, 6-10=-417/169, 4-10=-417/169 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �Pp 0 L/�'z 2=183,8=183. VO�O eS00 ee e�st� . N ee_ Q PE -44018 September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Ib Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.1 5 851631156 50875 E4 COMMON GIRDER 1 3 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.81 Vert(TL) -0.32 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 6 10:59:46 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-FsYf6QLVd5CEy53riLIYzjF1 YHAtn81 Ivhs7VHygNCB 2-3-12 5-6-6 8-9-0 12-3-12 17-6-0 16-0 2-3-12 3-2-10 3-2-10 3-6-12 5-2-4 1-0-0 Scale= 1:29.7 6x6 11 14 10x10 = 12x14 = 3x12 II Plate Offsets (X Y)— 12:0-11-8,0-2-81 [4:0-3-8,0-3-011[8:0-8-0.0-1-81, [9:0-7-0,0-7-81, [10:0-3-8,0-7-81, [11:0-0-0 0-3-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.1 5 TC 0.51 Vert(LL) -0.17 9-10 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.81 Vert(TL) -0.32 9-10 >643 240 TCDL 10.0 1 ' Rep Stress Incr YES W 0.58 B Horz(TL) 0.07 6 n/a n/a BCLL 0.n 0 arnl Tn Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.10 10 >999 240 Weight: 350 Ib FT = 20% LUMBER - TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 2x10 DF 1950F 1.7E WEBS 2x4 HF Stud *Except* 2-11: 2x8 SPF 1950F 1.7E, 4-9: 2x6 SPF 165OF 1.5E REACTIONS. (Ib/size) 1=14575/0-5-8, 6=7599/0-5-8 Max Horz 1=-56(LC11) Max Uplift 1=-2332(LC 6), 6=-111 O(LC 7) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. PLY -TO -PLY CONNECTION REQUIRES THAT AN APPROVED FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE ATTACHED WITH A MINIMUM OF 0.148'x 3" NAILS PER HANGER MANUFACTURER SPECIFICATIONS. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-25722/4060, 2-3=-23156/3586, 3-4=-17378/2582, 4-5=-17361/2584, 5-6=-19163/2663 BOT CHORD 1-11=-3754/23735, 10-11=-3754/23735, 9-10=-3384/22036, 8-9=-2438/17941, 6-8=-2438/17941 WEBS 2-11=-584/3169, 2-10=-1773/417, 3-10=-777/4634, 3-9=-6518/1177, 4-9=-1508/10349, 5-9=-1698/140, 5-8=-77/1679 NOTES - 1) Special connection required to distribute bottom chord loads equally between all plies. 2) Special connection required to distribute web loads equally between all plies. 3) 3 -ply truss to be connected together with 1 Od (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x10 - 5 rows staggered at 0-4-0 oc, Except member 9-6 2x10 - 5 rows staggered at 0-4-0 oc. Webs connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 5-8 2x4 - 2 rows staggered at 0-4-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc. 4) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 5) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 6) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 7) Unbalanced snow loads have been considered for this design. 8) 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 other live loads. 9) The Fabrication Tolerance at joint 11 = 4% 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 1=2332,6=1110. V��•''�•'SOoly ' :sc O �vz0 0� i PE -44018 �• O'r ••. •• •\� FSs/ON September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei h s CA 95610 Job Truss Truss Type Qty Ply 715B PC 851631156 50875 E4 COMMON GIRDER 1 3 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:46 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-FsYf6Q LVd5CEy53riLIYzjF1 YHAtn81 Ivhs7VHygNCB NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 681 Ib down and 119 Ib up at 0-7-4, 8541 Ib down and 1434 Ib up at 2-3-12, 1840 Ib down and 332 Ib up at 4-5-4, 2031 Ib down and 342 Ib up at 6-5-4, 2290 Ib down and 350 Ib up at 8-5-4, and 2256 Ib down and 357 Ib up at 10-5-4, and 2731 Ib down and 240 Ib up at 12-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-7=-80, 1-6=-20 Concentrated Loads (lb) Vert: 11=-8541(F) 8=-2731(F) 14=-681(F) 15=-1840(F) 16=-2031(F) 17= -2290(F)18= -2256(F) ,& WARNING - VeN/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631157 50875 G1 Hip Girder 1 3 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.28 Job Reference (optional) Alpine Truss, Commerce City, Co - 60022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:49 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-fRDnkRNNwOaopYnQOTsFaLtZTVFu_R5Bbe4n6bygNC8 r -1-0-0 4-0-0 6-1-8 8-9-12 11-6-0 15-6-0 1-0-0 4-0-0 2-1-8 2-8-4 2-8-4 4-0-0 6x6 = 2X4 11 4x8 = 6x6 = 4 nn Scale = 1:27.0 4x8 % 3.6 II 10x10 = 3x6 II 8x8 = 4x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.16 9-10 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.28 9-10 >644 240 1 0.0 BCDL 1 Rep Stress Incr NO WB 0.88 Horz(TL) 0.06 7 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.09 9-10 >999 240 Weight: 242 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x8 SPF 1950F 1.7E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 7=6726/0-5-8,2=5270/0-5-8 Max Horz 2=30(LC 46) Max Uplift 7=-1165(LC 7), 2=-965(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13208/2281, 34=-18045/3158, 4-5=-18044/3158, 5-6=-13234/2298, 6-7=-14716/2517 BOT CHORD 2-11=-2103/12293, 10-11 =-2106/12267, 9-10=-3068/18109, 8-9=-3068/18109, 7-8=-2313/13720 WEBS 3-11=0/269, 3-10=-1239/7013, 4-10=-219/374, 5-10=-309/28, 5-9=-346/2336, 5-8=-5492/961,6-8=-785/4902 Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-6. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Special connection required to distribute web loads equally between all plies. 2) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 raw at 0-9-0 oc, Except member 4-10 2x4 - 2 row's staggered at 0-4-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) 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 other live loads. 8) Provide adequate drainage to prevent water ponding. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 7=1165,2=965. 12) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verifythe applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with passible personal injuryandproperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC 851631157 50875 G1 Hip Girder 1 3 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:49 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-fRDnkRNNwOaopYnQOTsFaLtZTVFu_R5Bbe4n6bygNC8 NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 Ib down at 4-0-0, 46 Ib down at 6-0-12, 4402 Ib down and 887 Ib up at 6-1-8, 46 lb down at 7-9-0, 1520 Ib down and 265 Ib up at 8-0-12, 46 Ib down at 9-5-4, 1490 Ib down and 268 Ib up at 10-0-12, 107 Ib down at 11-5-4, and 1363 Ib down and 262 Ib up at 12-0-12, and 1442 Ib down and 268 Ib up at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 6-7=-80, 2-7=-20 Concentrated Loads (lb) Vert: 11= -53(F)10= -4425(F=-23, B=-4402) 8=-53(F) 14=-23(F) 15=-1520(B) 16=-23(F) 17=-1490(B) 18=-1363(8) 19=-1442(B) A wARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not + a truss system. Before use, the building designer must verify the applicability of tlesign parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7158 PC DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 851631158 50875 H1 Hip Girder 1 1 BC 0.79 Vert(TL) -0.25 10-11 >739 240 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr NO Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 1-0-0 ' 4-0-0 06 = 4.00 12 3-9-0 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:52 2017 Page 1 ID:X4RmSW07ZO2XOMRGCOAfIFymHyU-30vwNTQGDxyNhOW?3bPyC—V—JiDcBvTdHcJRj vygNC5 2x4 II 3-9-0 4x6 = 4-0-0 1-0-0 Scale = 1:29.0 5x6 II 2x4 11 4x8 = 2x4 II 5x6 II Plate Offsets (X,Y)— f2:0-3-13,0-1-131, [4:0-2-8.0-0-121, [6:0-2-8 0-0-121 [8:0-3-13,0-1-131 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.12 11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.79 Vert(TL) -0.25 10-11 >739 240 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.06 8 n/a n/a 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wnd(LL) 0.07 11 >999 240 Weight: 57 Ib FT = 20 BCDL 10.0 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O,c�iS' • •.•' LOAD CASE(S) Standard `S�ONA LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc pudins (3-1-5 max.): 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-11-11, Right 2x4 HF Stud 1-11-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=976/0-3-8, 8=1038/0-3-8 Max Horz 2=25(LC 12) Max Uplift 2=-147(LC 6), 8=-168(LC 7) Max Grav 2=976(LC 1), 8=1039(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1879/164, 4-5=-2673/248, 5-6=-2673/248, 6-8=-2038/215 BOT CHORD 2-12=-122/1721,11-12=-129/1713,10-11=-162/1862,8-10=-154/1869 WEBS 4-11=-98/1042, 5-11=-618/126, 6-11=-39/880 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �/ will fit between the bottom chord and any other members. ���P.••••••CF�s �� •O S00/vj ••• C 40 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) ; Q it 2=147, 8=168. i Z i : U 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 Ib down and 105 Ib up at PE -44018 11-6-0 on top chord, and 107 Ib down at 4-0-0, 46 Ib down at 6-0-12, 46 Ib down at 7-9-0, and 46 Ib down at 9-5-4, and 107 Ib �� down at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O,c�iS' • •.•' LOAD CASE(S) Standard `S�ONA September 6,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-39 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply 71511 PC 851631158 50875 H1 Hip Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:52 2017 Page 2 ID:X4RmSWO2ZO2XOMRGCOAfIFymHyU-30vwNTQGDxyNhOV1r73bPyC_V JiDcBvTdHcJRjwygNC5 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-9=-80, 2-8=-20 Concentrated Loads (lb) Vert: 6=-128(B) 12=-53(B) 11=-23(B) 10=-53(B) 15=-23(B) 16=-23(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individuat building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC LUMBER- BRACING - 851631159 50875 H2 Hip 1 1 2x4 SPF No.2 except WEBS 2x4 HF Stud Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:54 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-OPOgn9RWYC5wKgOAORQHPaP3W CfunwkwoYnpygNC3 -1-0-0 6-0-0 9-6-0 15-6-0 16-6-0 1-0-0 6-0-0 3.6-0 6-0-0 1-0-0 Scale = 1:29.0 6x6 = 4x6 = 3x6 II 2x4 II 3x4 = 4x6 II Ib LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.41 BC 0.46 WB 0.08 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d 0.05 9-10 >999 360 -0.10 2-10 >999 240 0.04 7 We n/a 0.02 2-10 >999 240 PLATES GRIP MT20 185/144 Weight: 55 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc puriins, BOT CHORD 2x4 SPF No.2 except WEBS 2x4 HF Stud 2-0-0 oc purlins (4-9-9 max.): 4-5. SLIDER Left 2x4 HF Stud 3-0-6, Right 2x4 HF Stud 3-0-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=855/0-3-8, 7=855/0-3-8 Max Horz 2=35(LC 10) Max Uplift 2=-177(LC 6), 7=-177(LC 7) Max Grav 2=994(LC 27), 7=994(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1565/230, 4-5=-1331/249, 5-7=-1566/230 BOT CHORD 2-10=-173/1338, 9-10=-176/1331, 7-9=-149/1338 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=177, 7=177. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 0L September 6,2017 A6, WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N A'7®1.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MVS 1 IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infortnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7158 PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural.wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing 851631160 50875 H3 Common 1 1 Max Uplift 6=-111(LC 7), 2=-166(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1256/185, 4-6=-1261/187 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:55 2017 Page 1 I D: X4Rm S WOzZO2XO M RGCOAf I Fym HyU-Uba2? V S8 WsKyYU Fakkyfgc7TtwJ 00 Kf3zaX6KFyg N C2 -1-0-07-9-0 15-0-0 11-0 00 7-9-0 7-3.0 Scale = 1:25.7 48 = 4x6 11 2x4 11 3x9 11 LOADING (psf) TCLL 30.0 (Roof Snow=3 1 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rrPI2007 CSI. TC 0.85 BC 0.53 WB 0.11 Matrix -R DEFL. in (loc) 1/deft L/d Vert(LL) -0.10 2-7 >999 360 Vert(TL) -0.22 2-7 >814 240 Horz(TL) 0.03 6 n/a n/a Wind(LL) 0.06 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 51 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural.wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 4-0-6, Right 2x6 SPF 1650E 1.5E 3-9-13 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=747/Mechanical, 2=833/0-3-8 Max Hoa 2=-46(LC 11) Max Uplift 6=-111(LC 7), 2=-166(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1256/185, 4-6=-1261/187 BOT CHORD 2-7=-110/1095,6-7=-110/1095 WEBS 4-7=0/313 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. SPD 0 L/rF 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)��••••••��� 6=111,2=166. O VO • SOQN •.� tCQ VOOG% PE -44018 _/ON September 6,2017 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTves k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631161 50875 it Diagonal Hip Girder 5 1 MT20 1971144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Co - 60022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:56 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfI Fym HyU-yn8RCrTm H9Sp9dgm IRUuNggngJjC7mQ DCE HfshygNC 1 i -11 -0 3-6-1 7-0-2 1 1-5-0 3-6-1 3-6-1 2x4 11 Scale= 1:15.7 3.5 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 9 >999 360 MT20 1971144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(TL) -0.03 8-9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 Code IRC20121TPI2007 Matrix -P Wind(LL) 0.01 9 >999 240 Weight: 26 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD SLIDER Left 2x4 SPF No.2 1-8-15 REACTIONS. (Ib/size) 8=420/Mechanical, 2=475/0-7-6 Max Horz 2=94(LC 7) Max Uplift 8=-77(LC 10), 2=-136(LC 6) Max Grav 8=454(LC 15), 2=495(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-676/93 BOT CHORD 2-9=-92/582, 8-9=-92/582 WEBS 4-8=-621/122 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vuit=140mph (3 -second gust) V(IRC2012)=11 tmph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except Qt=1b) 2=136. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 Ib down and 79 Ib up at 5-7-7 on top chord, and 3 Ib down at 2-9-8, 3 Ib down at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 2-7=-20 O�p,D0 LIC 4 G4�••p SOON •+15 r0 02 ;U O PE -44018 ON September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC 851631161 50875 J1 Diagonal Hip Girder 5 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:56 2017 Page 2 I D:X4RmS WO2ZO2XOMRGCOAfI FymHyU-yn8RCrTm H9Sp9dgm IRUuNggngJjC7mQDCEHfshygNC 1 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-51(F) 13=-29(F=-15, B=-15) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 115B PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 851631162 50875 J2 Jack -Closed 29 1 Max Uplift 4=-89(LC 10), 2=-84(LC 6) Max Grav 4=216(LC 15), 6=106(LC 5), 2=343(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:57 2017 Page 1 ID:X4RmSWOz7O2XOMRGCOAfIFymHyU-Q_ipQAU02TbgnnPzs9?7v1 Cu6j3ZsFgMQu0008ygNCO 1 -1-0-0 5-0-0 1-0-0 5-0-0 3x4 11 2x4 115 Scale= 1:14.6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.55 BC 0.23 WB 0.00 Matrix -P DEFL. in (IDc) I/deft Lid Vert(LL) -0.03 2-6 >999 360 Vert(TL) -0.07 2-6 >763 240 Horz(TL) 0.02 4 n/a n/a Wind(LL) 0.00 6 "" 240 PLATES GRIP MT20 185/144 Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-5-4 REACTIONS. (Ib/size) 4=189/Mechanical, 6=53/Mechanical, 2=333/0-5-8 Max Horz 2=84(LC 10) Max Uplift 4=-89(LC 10), 2=-84(LC 6) Max Grav 4=216(LC 15), 6=106(LC 5), 2=343(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. p 0 LICF�s •eeee.. SOON •%�Q VO •.••' OZ. :ADO PE -44018 s 10see'•. mak, •. • .� �� FSs,ON• September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111111-7473rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 7156 PC I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631163 50875 J3 Jack -Closed 9 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:58 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfi FymHyU-uAGBdWU 1 pnjXPxzgPsWMSF17a7QHbi4WlYmmwaygNC? -1-0-0 3-11-11 1-0-0 3-11-11 3x4 11 2x4 11 5 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 6 "" 240 Weight: 141b FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-5-8 Max Horz 2=69(LC 10) Max Uplift 4=-71 (LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. Poo uc September 6,2017 AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7477 rev. 70/038015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, 95610 Job Truss Truss Type Qty Ply 7158 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631164 50875 J3A JACK -CLOSED 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Co - 60022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:59 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-MMgZrsVfa4rNO5YLza1 b_SIHzXmWK9KfuCVJTOygNC_ 3-11-11 3-11-11 3x4 11 2x4 11 4 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 1-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 5 "" 240 Weight: 13 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 1=193/0-5-8, 3=156/Mechanical, 5=43/Mechanical Max Horz 1=70(LCB) Max Uplift 1=-22(LC 6), 3=-74(LC 6) Max Grav 1=196(LC 14), 3=166(LC 14), 5=85(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. g—Io R � / C •�soaN Fo 02 PE -44018 :� 'o. 0.1 .0 " September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �F a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC 1-11-11 Plate Offsets (X Y)-- [2:0-2-5,0-0-51, [4:0-2-0,0-0-41 851631165 50875 J4 Jack -Closed 9 1 PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:012017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-JlyKFYXv5i55GPik5_334tNhaKUYo3gyLW QWvygNBy -1-0-0 1-11-11 1-0-0 1-11-11 1 0 d 3.4 11 Scale= 1:9.5 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. ��pDO Ll� 4 v0�.••• s00,y'. ,S Zoo 0. U L7 PE -44018 September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hekthts. CA 95610 1-11-11 1-11-11 Plate Offsets (X Y)-- [2:0-2-5,0-0-51, [4:0-2-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCL2 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 2 - 240 Weight: 9 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. ��pDO Ll� 4 v0�.••• s00,y'. ,S Zoo 0. U L7 PE -44018 September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hekthts. CA 95610 Job Truss Truss Type Qty Ply 7156 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631166 50875 J4A JACK -CLOSED 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine I russ, commerce Glty, c0 - 6UU22, 21.130 s Sep 1 ZUl t MI I eK Industries, Inc. Wed Sep 6 11:0U:UZ ZU1 t Page 1 ID:X4RmS WOzZO2XOMRGCOAfiFymHyU-nxViTuXXs?DytYHweialc5wtOkpnXW35aAkz2LygNBx 1-11-11 1-11-11 3x4 II Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1-4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -P Wind(ILL) 0.00 1 "" 240 Weight: 7lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 1=98/0-5-8, 4=20/Mechanical, 3=78/Mechanical Max Horz 1=43(LC 6) Max Uplift 1=-7(LC 6), 3=411 (LC 6) Max Grav 1=98(LC 1), 4=39(LC 5), 3=78(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. September 6,2017 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. ' Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Oty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631167 50875 J5 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:03 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-F734gEY9dJLpVis6CP6X91SOy89rGzJFpgTXbnygNBw -1-5-0 2-7-1 150 271 I 3x4 11 2-7-1 271 Scale = 1:9.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 2-6 >999 240 TCDL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 acnl inn Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 6 **— 240 Weight: 10 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-6-5 REACTIONS. (Ib/size) 4=69/Mechanical, 6=29/Mechanical, 2=268/0-7-6 Max Horz 2=39(LC 10) Max Uplift 4=-37(LC 10), 2=-108(LC 6) Max Grav 4=77(LC 15), 6=59(LC 5), 2=272(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-7-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. NOTES. 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 qualified building designer as per ANSIfTPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except flt=1b) 2=108. LI�F�h September 6,2017 ,& WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NI -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ,,& a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631168 50875 J6 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:05 2017 Page 1 ID:X4RmSWOzZO2X0MRGCOAfIFymHyU-B WBg5waQ9wbXkOOVKg8?EjYMZyrYktpXGByefgygNBu -1-V-U 1-1V 1-0-0 1-10-8 3x4 11 Scale= 1:9.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 — 240 Weight: 7Ib FT=20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x4 HF Stud 1-5-8 REACTIONS. (Ib/size) 4=53/Mechanical, 2=195/0-5-8, 5=19/Mechanical Max Horz 2=40(LC 10) Max Uplift 4=-33(LC 10), 2=-69(LC 6) Max Grav 4=55(LC 15), 2=195(LC 15), 5=37(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. September 6,2017 ,& WARNING - Verfty design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Job Truss Truss Type Qty Ply 715B PC DOL=1.33 4-2-9 , Plate Offsets (X,Y)-- (2:0-3-2.0-1-31 3) Unbalanced snow loads have been considered for this design. 851631169 50875 K1 Diagonal Hip Girder 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.02 9 >999 360 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:06 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-filDJFb2wEjOMAbhtYfEnx4SOL7PTG?hVoiBC6ygNBt 1-5-0 4-2-9 Scale = 1:18.1 2x4 11 5 6 3x5 11 NOTES. 4-2-9 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; 8-5-1 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 4-2-9 DOL=1.33 4-2-9 , Plate Offsets (X,Y)-- (2:0-3-2.0-1-31 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.02 9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.05 8-9 >999 240 ; U G BCDL 10.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a �O • : ��� 'C(�s 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.01 9 >999 240 Weight: 32 Ib FT = 20 .0 BCDL 10' LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-7-6 Max Horz 2=110(LC 7) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=-128/801, 8-9=-128/801 WEBS 4-8=-848/163 NOTES. 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chard 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 members. LICF 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=1b) Q�NO0 �� •••••�••••• plate 2=149. �� •• SOO�y •.Ls�IO DO O 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 80 Ib up at 2 5-7-7 on top chord, and at 2-9-8, at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. The ; U G design/selection of such connection device(s) is the responsibility of others. PE 4401$ ; 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �O • : ��� 'C(�s 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) 0. . \ ON Vert: 1-5=-80, 5-6=-80, 2-7=-20 Vert: September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web end/or chard members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC 851631169 50875 K1 Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:06 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-filDJFb2wEjOMAbhtYfEnx4SOL7PTG?hVoiBC6ygN Bt LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-50(F) 13=-29(F=-14, B=-14) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631170 50875 K2 Diagonal Hip Girder 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.05 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:07 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-7vJbWbbghYrF_K9uRFATJ8dd81TeCjFgkSRkkZygN Bs -1-5-0 4-2-9 8-5-1 1-5-0 4-2-9 4-2-9 Scale = 1:18.1 2x4 11 5 B 3x5 II 4-2-9 8-5-1 4-2-9 4-2-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.02 9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.05 8-9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 * lacnl inn Code IRC2012lTP12007 Matrix -P Wind(LL) 0.01 9 >999 240 Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-7-6 Max Horz 2=110(LC 7) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=-128/801, 8-9=-128/801 WEBS 4-8=-848/163 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except Qt=1b) 2=149. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 80 Ib up at 5-7-7 on top chord, and at 2-9-8, at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase= 1.15 Uniform Loads (pig Vert: 1-5=-80, 5-6=-80, 2-7=-20 5&3t.0�1� R '/'VsOpN ..s' �0 02 ;U G• PE -44018 '0O : � oN�� e �FSs�• September 6,2017 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010311015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply7158 PC R51631170 50875 K2 Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:07 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-7vJbWbbghYrF_K9uRFATJ8dd8lTeCjFgkS RkkZygNBs LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-50(B) 13=-29(F=-14, B=-14) A WARNING - Verify design paremef. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIi Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 71,111 PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 851631171 50875 K3 Jack -Closed 4 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-11-9 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:08 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFym HyUc5tzjxclSrz6bTk4?zhisMAic9nGxEZy6BIG?ygNBr 6-0.0 6-0-0 2x4 3 3x4 11 2x4 11 Scale= 1:16.5 LOADING (psf) TCLL 30.0 (Roof Snow=3 1 TCOL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.79 BC 0.35 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wnd(LL) in (loc) I/deft Ud -0.06 1-6 >999 360 -0.16 1-6 >428 240 -0.00 6 n/a n/a 0.00 1 "" 240 PLATES GRIP MT20 185/144 Weight: 20 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SPF No.2 will fit between the bottom chord and any other members. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-11-9 ek recommends that Stabilizers and required cross bracing 02�0 b�istalleclduring truss erection, in accordance with Stabilizer PE -44018 2 allation guide. REACTIONS. (Ib/size) 1=286/0-5-8, 6=314/Mechanical Max Horz 1=115(LC 9) Max Uplift 1=-44(LC 6), 6=-64(LC 10) Max Grav 1=294(LC 14), 6=345(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-283/102 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 6. 0 LICF� c°oo SO°N 02�0 PE -44018 2 September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/5015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not+ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC LOADING (psf) SPACING- 2-0-0 851631172 50875 K4 Jack -Closed 3 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:09 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-4HQLxHdwD95zDdJGZgCxOZi?oZAsgho7BmwroRygNBq 1-0-0 3-11-11 3x4 11 2x4 11 5 Scale= 1:12.8 Plate Offsets (X Y)– [2:0-2-5,0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 6 — 240 Weight: 14 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-5-8 Max Horz 2=69(LC 10) Max Uplift 4=-71 (LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. O�Pp 0 UCF� :eep 5004/ eee,Fp ?� �2e: U (ii PE -44018 ON September 6,2017 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 71511 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631173 50875 K5 Jack -Closed 4 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 6 11:00:11 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-OgY5MzeAlmLgSxTfg5FPU_oO2MuuBblQe3PytKygNBo 1-0-0 1-11-11 3x4 11 Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a SCLL 0.0 Code IRC2012rrP12007 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 9 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. PD 0 LICF2 0�;.0 S00"V%a. O :•2'00 O1.Z ;U irk; PE -44018 i NW September 6,2017 A WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, Suite 109 C'ru Hei hs CA 95610 Job Truss Truss Type City Ply 715B PC I/defi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631174 50875 K6 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:12 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-Us6UZJfpW4TX452rEomeOC KVhm CYt2YZtj9VPmygN Bn 3-11-11 3-11.11 3x4 11 2x4 11 4 Scale= 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 1-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 5 **** 240 Weight: 13 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 1=193/0-5-8, 3=156/Mechanical, 5=43/Mechanical Max Horz 1=70(LC 6) Max Uplift 1=-22(LC 6), 3=-74(LC 6) Max Grav 1=196(LC 14), 3=166(LC 14), 5=85(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 5 SOON 00 C U PE -44018 September 6,2017 ,& WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103)1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type City Ply 715B PC 4-2-9 LOADING (psf) SPACING- 2-0-0 CSI. 851631175 50875 L1 Diagonal Hip Girder 2 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 7-8 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:13 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-y3gsnfgRHOcOiFdl oWHtZPthvAX5cRVj6Nu3xCygNBm _1_'_04-2-9 8-5-1 1-5-0 4-2-9 4-2-9 0 N 2x4 11 Scale = 1:19.2 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (Ib/size) 9=545/0-7-6, 7=433/Mechanical Max Horz 9=140(LC 7) Max Uplift 9=-174(LC 6), 7=-83(LC 10) Max Grav 9=576(LC 15), 7=504(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-544/180, 2-3=-629/110 BOT CHORD 7-8=-106/577 WEBS 2-8=-77/592, 3-7=-639/147 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Ii; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 9=174. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 Ib up at 2-9-8, 21 Ib up at 2-9-8, and 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-2=-80, 2-4=-80, 4-5=-80, 6-9=-20 gcr,R,FDO LICF�h VO.00 SOON •'';'`' FOt`i VOO� PE -44018 i QZ. SS�aN • September 6,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS13-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 4-2-9 4-2-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 7-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(TL) -0.04 7-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.01 8-9 >999 240 Weight: 36 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (Ib/size) 9=545/0-7-6, 7=433/Mechanical Max Horz 9=140(LC 7) Max Uplift 9=-174(LC 6), 7=-83(LC 10) Max Grav 9=576(LC 15), 7=504(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-544/180, 2-3=-629/110 BOT CHORD 7-8=-106/577 WEBS 2-8=-77/592, 3-7=-639/147 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Ii; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 9=174. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 Ib up at 2-9-8, 21 Ib up at 2-9-8, and 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-2=-80, 2-4=-80, 4-5=-80, 6-9=-20 gcr,R,FDO LICF�h VO.00 SOON •'';'`' FOt`i VOO� PE -44018 i QZ. SS�aN • September 6,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS13-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Jab Truss Truss Type Qty Ply 7158 PC 851631175 50875 L1 Diagonal Hip Girder 2 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:13 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-y3gsnfgRHOcOiFd1 oWHtZPthvAX5cRVj6Nu3xCygNBm LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 12=-26(F=-13, B=-13) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev, 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not + a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 7158 PC Plate Offsets (X Y)-- [2:0-2-14,0-2-81, (3:0-3-3 Edgel LOADING (psf) SPACING- 2-0-0 CSI. 851631176 50875 L2 Jack -Closed 5 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.06 4-5 >999 240 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:14 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-QFEE_?h31 hkFJOC ELDo65dPkTatdLx6sL1 ecUfygNBI -1.0-0 3-0-0 6-0-0 1-0-0 3-0-0 3-0-0 Scale = 1:19.0 3x4 1-0-D 6-0-0 1-0-0 5-0-0 Plate Offsets (X Y)-- [2:0-2-14,0-2-81, (3:0-3-3 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.02 4-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.06 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.02 4-5 >999 240 Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. iTek recommends that Stabilizers and required cross bracing einstalled during truss erection, in accordance with Stabilizer bn stallation guide. REACTIONS. (Ib/size) 4=276/Mechanical, 6=386/0-5-8 Max Hoa 6=145(LC 7) Max Uplift 4=-60(LC 10), 6=-106(LC 6) Max Grav 4=314(LC 15), 6=401 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-282/56 NOTES. 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 0 (_ I C� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) SPO �0 •. • ••.. �/� F� 6=106. �� •' 500/1/ •`. O 0 PE -44018 Ct ssJON September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. senes Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7156 PC I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631177 50675 L7 Jack -Closed 4 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:15 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-uRocCKhho?s6xYnQvxJMegy1 u_EX40gOZhN905ygNBk -1-0-0 3-11-11 r 1-0-0 3-11-11 2x4 114 2x4 11 Scale = 1:15.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 Code IRC2012f rPI2007 Matfix-P Wind(LL) 0.01 5-6 >999 240 Weight: 15 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41 /Mechanical Max Horz 7=72(LC 7) Max Uplift 7=-77(LC 6), 3=-61 (LC 10) Max Grav 7=298(LC 15), 3=153(LC 15), 5=82(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-263/53 Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Ouide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3. September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS VTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC 1-11-11 851631178 50875 L8 Jack -Closed 4 1 LOADING (psf) SPACING- 2-0-0 CSI. Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 0 N 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:16 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfiFymHyU-NeM_PgiJZJ zZiMcTerbB2VFLNb9prl9oL7jYXygNBj 1-11-11 1-11-11 Scale: 1"=l' NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, 3. ''Nu 0 L /C .••Sooty . :•��o 02' PE -44018 i S/p N September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 6 4 2X4 1-11-11 i i 1-11-11 Plate Offsets (X Y)-- f3:0-2-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber -DOL 1.15 BC 0.03 Vert(TL) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/rP12007 Matrix -P Wind(LL) 0.00 6 >999 240 Weight: 10 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or, 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. k recommends that Stabilizers and required cross bracing [iTe be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=211/0-5-8, 4=18/Mechanical, 3=44/Mechanical Max Harz 6=52(LC 7) Max Uplift 6=-70(LC 6), 4=-10(LC 6), 3=-22(LC 10) Max Grav 6=212(LC 15), 4=36(LC 5), 3=46(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, 3. ''Nu 0 L /C .••Sooty . :•��o 02' PE -44018 i S/p N September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631179 50875 Mi Diagonal Hip Girder 4 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.12 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:18 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfiFymHyU-JOTIgMkZ5wEhoOV?a3t3GTaQwBCxHl1 SFfcgdQygNBh 5-7-2 5-7-2 3x4 11 2x4 11 5 5-7-2 5-7-2 Scale = 1:13.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.05 2-6 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.12 2-6 >534 240 TCDL 10.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 4 n/a n/a BCLL 0.0 RCDI_ 10.0 Code IRC2012/TPI2007 Matr x -P Wind(LL) 0.00 6 .""240 Weight: 19 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD SLIDER Left 2x4 SPF No.2 2-8-2 REACTIONS. (Ib/size) 4=207/Mechanical, 6=59/Mechanical, 2=402/0-7-6 Max Horz 2=69(LC 10) Max Uplift 4=-90(LC 10), 2=-121(LC 6) Max Grav 4=241 (LC 15), 6=118(LC 5), 2=421 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 5-7-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=121. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and 31 Ib up at 2-9-8 on top chord, and 3 Ib down at 2-9-8, and 3 Ib down at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 14=-80, 2-5=-20 PD0 Ll�F 5 .•• SOON •e F l BOO O2 PE -44018 September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631180 50875 M2 Jack -Closed 10 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.14 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 1-0-0 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 6 11:00:19 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-nC171 ilCsEMYQA4B8m01og7jBbb9OCHbUJLN9sygNBg 3x4 11 2x4 11 5 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.14 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BOLL 0.0 arrr Inn Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 6 "" 240 Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-15 REACTIONS. (Ib/size) 4=147/Mechanical, 6=43/Mechanical, 2=285/0-5-8 Max Horz 2=70(LC 10) Max Uplift 4=-72(LC 10), 2=-78(LC 6) Max Grav 4=164(LC 15), 6=86(LC 5), 2=291(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log CitrusHeitints. CA 95610 Job Truss Truss Type Qty Ply715B PC I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631181 50875 M3 Jack -Closed 4 1 MT20 185/144 (Roof Snow=, Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:20 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-FPbVF21gdXUP1 JfOiUvXLufwn?z_lfXljz5whlygNBf -1-0-0 1 1-11-11 1 1-0-0 1-11-11 3x4 11 Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=, Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0BCLL Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 9lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. �PpOLIQ�C �O �.•'• S00%� •.• �OO OZ ? PE -44018 U September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. 851631182 50875 S1 Diagonal Hip Girder 1 1 Vert(LL) . -0.02 9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:21 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFym HyU-jb9tSOmSOrcGrrEaGBQmu5COcOEvU2iuydgUDlygNBe 1-5-0 4-2-9 2x4 II 5 3x5 II Scale= 1:18.1 0_616 4-2-3 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; 4-2-9 Plate Offsets (X Y)- [2:0-3-2,0-1-31 DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L!d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) . -0.02 9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.05 8-9 >999 240 Q��••• S�Q� •• TCDL 10.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a • PE -44018 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Code IRC2012ITP12007 Matrix -P Wind(LL) 0.01 9 >999 240 Weight: 32 lb FT=20% BCDL 10.0 •••• Uniform Loads (plf) 3NN Vert: 1-5=-80, 5-6=-80, 2-7=-20 LUMBER- September 6,2017 BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-3-8 Max Horz 2=110(LC 9) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=-128/801, 8-9=-128/801 WEBS 4-8=-848/163 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. No 0 LICE 7) Refer to girder(s) for truss to truss connections. Q •e•••.• 2 cS 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=1b) Q��••• S�Q� •• 2=149.V device(s) be to concentrated load(s) 109 Ib down and 80 Ib up at Q� O S 9) Hanger(s) or other connection shall provided sufficient support 5-7-7 on top chord, and 3 Ib down at 2-9-8, 3 Ib down at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. � Z The design/selection of such connection device(s) is the responsibility of others. • PE -44018 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -O LOAD CASE(S) Standard �Q •� •\ 'C�s 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 •••• Uniform Loads (plf) 3NN Vert: 1-5=-80, 5-6=-80, 2-7=-20 September 6,2017 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 - Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC 851631182 50875 St Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Cc - 60022, 6.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:212017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-jb9tSOm SOrcGfrEaGBQmu5COcOEvU2iuydgU DlygNBe LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-50(F) 13=-29(F=-14, B=-14) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110171-7473re, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7156 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631183 50875 S2 Jack -Closed 17 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.16 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 1-0-0 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:23 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-f_Het3oWSs_vnOyNcTEzWHG?CvmyOGBPxJaldygN Bc 6-0-0 6-0-0 Scale= 1:17.3 2x4 II 4 3x4 6 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.06 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.16 2-7 >428 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 7 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 2 - 240 Weight: 21 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 2-11-9 REACTIONS. (Ib/size) 7=307/Mechanical, 2=373/0-5-8 Max Horz 2=115(LC 9) Max Uplift 7=-63(LC 10), 2=-98(LC 6) Max Grav 7=348(LC 15), 2=385(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-7=-285/100 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2. o SOON •. �F > 02. PE -44018 September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. aaaaaa Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a tmss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT@k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 7 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC 5-4-8 2-4-8 6-0-0 0-7-8 Plate Offsets (X Y)-- [2:0-3-5.0-0-51,[4:0-5-12,0-1-01, 5:0-1-12,0-0-01 Max Hoa 2=100(LC 9) 851631184 50875 S3 Jack -Closed 1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:25 2017 Page 1 ID:X4RmSWOzZ02XOMRGCOAfIFymHyU-cM0011pyS46h85YLV1 Vi2xNfAOdmQwyUsFohNWygNBa -1-0-60 5 4-B 1 1-0- 5-4-8 Scale = 1:17.2 5x10 = 3x5 17 4x6 11 LUMBER- BRACING - 3-0-0 3-0-0 BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purtins: 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-4-8 2-4-8 6-0-0 0-7-8 Plate Offsets (X Y)-- [2:0-3-5.0-0-51,[4:0-5-12,0-1-01, 5:0-1-12,0-0-01 Max Hoa 2=100(LC 9) Max Uplift 8=-51(LC 6), 2=-101(LC 6) Max Grav 8=355(LC 24), 2=492(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.03 2-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.25 Vert(TL) -0.07 2-9 >991 240 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=1b) TCDL 10.0 Rep Stress Incr YES VO�'a•• SOON •. F� WB 0.05 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code IRC2012rrPI2007 Matrix -S Wind(LL) 0.01 2-9 >999 240 Weight: 23 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purtins: 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-8-6 REACTIONS. (Ib/size) 8=307/Mechanical, 2=373/0-5-8 Max Hoa 2=100(LC 9) Max Uplift 8=-51(LC 6), 2=-101(LC 6) Max Grav 8=355(LC 24), 2=492(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-262/19 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. PD 0 LIC 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=1b) fie` • �2s 2=101. VO�'a•• SOON •. F� 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. OZ •���0 ;U PE -44018 6 • •• \r, 0. September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7158 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631185 50675 S4 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:26 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-4Zym V5gbDNEYm E6X2kOxa9vvWP_g9NOd5vYFvyygNBZ 1-0-0 3-11-11 3.4 11 2x4 11 5 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 6 •'"' 240 Weight: 14 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-3-0 Max Horz 2=69(LC 10) Max Uplift 4=-71(LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. o��p,00 L/c", �o:.•o SooN • NN e, UO O� i PE -44018 September 6,2017 A& WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citms Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 851631186 50675 S5 Jack -Closed 6 1 -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 6 11:00:27 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-YI W9jRrD_hMPNOhkcSXA7MS7OpMdugGnKZHoROygNBY 1-0-0 1-11-11 3x4 11 Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012fTP12007 Matrix -P Wind(LL) 0.00 2 — 240 Weight: 9 l FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-3-0, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. C September 6,2017 AWARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03)2015 BEFORE USE. MF valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) 851631187 50675 V1 Valley 1 1 WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.930 s Sep 1 2ul / MI I ek Industries, Inc. Wed Sep 6 11:UU2d 20'11 Nage 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-Ox4Xwnsrk?VG?YGwA92Pga?HODb9dHVwZD1 LzrygNBX 3-10-8 + 7-9-0 i 3-10-8 3-10-8 3x4 - 4.00 12 2 5 2x4 % 2x4 Scale= 1:14.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Weight: 16 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF N0.2 REACTIONS. (Ib/size) 1=298/7-9-0, 3=298/7-9-0 Max Horz 1=-15(LC 11) Max Uplift 1=-45(LC 6), 3=-45(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-407/124, 2-3=-407/124 BOT CHORD 1-3=-98/357 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. pD 0 LSOO/IOC �DO 00 U � PE -44018 /0 September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �k a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 CitrusHelahts. CA 95610 Job Truss Truss Type Qty Ply 715B PC in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 851631188 50875 V2 GABLE 1 1 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:30 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-yKCHLTt5Gcl EsQJHa5tl?4cD1MU5AvDOXWS2jygNBV 7-7-8 4x6 = Scale = 1:23.5 8 7 6 3x4 % 2x4 2x4 2x4 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012frPI2007 Matrix -S Weight: 38 Ib FT=20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing Fb installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 14-10-8. (lb)- Max Horz 1=-35(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8, 6 Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7 except 8=440(LC 14), 6=440(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-350/137.4-6=-350/137 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 8, 6. September 6,2017 A WARN/NG •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bulid Ing design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 m I� d Job Truss Truss Type Qty Ply 715B PC in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 851631189 50875 V3 Valley 1 1 Lumber DOL 1.15 BC 0.18 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:31 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfI FymHyU-Q WmfYpujl wtrsO?Vrlc6HCdIUQhDgd?MFBFOaAygNB U 5-7.8 11-3-0 5-7-8 5-7-8 Scale = 1:17.8 5x6 = 4 3x4 2x4 II 3x4 zzz LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.18 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Weight: 26 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 1=204/11-3-0, 3=204/11-3-0, 4=537/11-3-0 Max Horz 1=-24(LC11) Max Uplift 1=-43(LC 6), 3=-46(LC 11), 4=-57(LC 6) Max Grav 1=214(LC 14), 3=214(LC 15), 4=537(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-391/112 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. September 6,2017 14 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 7158 PC in (loc) I/dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 851631190 50875 V4 Valley 1 1 Lumber DOL 1.15 BC 0.33 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:33 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-NvtQzUv_ZX7Z5J9tzjeaNdi8FEK01XIfiVk6f2ygNBS 3-7-8 7-3-0 3-7-8 3-7-8 Scale= 1:13.3 3x4 = 4.00 12 2x4 % 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' Code IRC2012lrP12007 Matrix -P Weight: 15 Ib FT = 20 BCDL 10.0 LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=273/7-3-0, 3=273/7-3-0 Max Horz 1=-14(LC 11) Max Uplift 1=-41(LC 6), 3=-41 (LC 7) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-372/113, 2-3=-372/113 BOT CHORD 1-3=-89/327 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 0�;.•0 SOON •.. 0 00 U G�; PE -44018 ? �ko ��•�� September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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Block 1, Lot 9, Parcel #; 39-162-14-019-5292 trail St. 'heat Il.id e C080033 80033 Block 1 Lot 8, Parcel #: 9-162-14-020 - 5282 trail St. eat Pid"e CSC? Ci Block 1, Lot 7,.Parcel #: 39-162-14-021 5272 rr it St. Wh '`t ICid � C�C3 X0033 Block 1 Lot 6, Parcel #: 39-162-14-022 -_ 5262trail S . eat ___RidgeC.0 80033' Block 1, Lot 5, Parcel #. 39-162-14-023 _... 5252 trail St. Wheat did e CO 80033 Block 1, last 4, Parcel #: 394162.-14-024 - 5242 trail St. eat ICi e C C 80033 Block 1, Lot 3, Parcel #: 39-163-11-011 -_ 5232 trail Si. eat Ridge, -CO 80033 Block 1 Lot 2, Parcel #: 39-163-11-010 - 5222 trail St Wheat Ride CO 80033 Block 1, Lot 1, Parcel #: 39-163-11-009 _- 5212 trail St. Wheat Ride CQ`8003 Block 1, Lot 10, Parcel #: 39-1612-14-018 w 5295 'ierson �t. "Teat Ri e `C3 8010133 Block 1, Lot 11, Parcel #. 39-162-14-017 5285 Pierson Ct.. Wheat ICid C C) 803033 Block 1, Lot 12, Parcel #; 39-162-14-016 ..... -5275-Pierson "i. 'heat 1kid Ye CO 80033 Block 1, Lot 13, Parcel #: 39-162.-14-015 ..... 5:265 Piers rr C t. �h t laid e C� BilCl33 Block 1, Lot 14, Parcel #. 39-162-14-014 5255 Pierson Ct Wheat In 3 Block 1, Lot 15, Parcel : 39-162-14-013,-- 5245 Pier trrr Ct., Wheat Rid -,e CQ 8003-1 Block 1, Lot 16, Parcel #; :39-163-11-012 - 5235 mists ri Q. Wheat Ride C.0 80033 Block 1, Lot 17, Parcel # 39-163-11-013 5225 Pierson Ct. Wheat Itid 80033 Merck 1, I.,ot 18, Parcel #: 39-163-11-014.,._ 5215 Pierson Cit, Wheat Rid e, CO 80033 Block 2, Lot 1„ Parcel #: 9-162-13-028 5296 Pierson Ct. Wheat ICid xe C C3 80033 Block 2, Lot 2, Parcel #: 39-162-13-029 m_ 5286 Pierson Ct Wheat. I .id >e C"C) 80033 Block 2, Lot 3, Parcel #: 39-162-13-030 - 5276 Pierson Ct. Wheat Rid 3 Block 2, Lot 4, Parcel #; 9-162-13-031 --- 5266 Pierson r't Wheat Rid 3 Block 2, Lot 5, Parcel #: 39-162-13-032 -- 5256 Pierson Ct, W"lieat P 3 Block 2, Lot 6, Parcel #; 9-162-13033 _. 5246 Pierson C .t. Wh t Rid e C o 80033 Block 2, Lot 7, Parcel #: 39-163-10-003.--,5236 Person Ct. Wheat P d c C C. 80033 SUBDIVISION: -Quail idestates SECTION: �16 SW & NW Jefferson C o t ece rt €r Number for Plat: 20150198618 NOTES: This is a courtesy notification, AUTHORIZED I a DATE: kimmumEy