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Job Name: Truss ID: 424 Qty: 1 BRG X-LOC REACT SIZE REQ'D TC 206 SPF C1650F1.5E Designed per ANSI/TPI 1-2002 This design based on chord bracing applied 1 0- 2-12 3312 5.50" 3.59" BC 204 SPF C2400F2.0E This design does not account for long term per the following schedule: 9- 4 3312 5.50" 3.59" WEB 204 SPF #3-CAN time dependent loading (creep). Building max o.c. from to 2 23- BR2 REQUIREMENTS- shown .50 based ONLY PLT BLK 204 SPF #1/82-CAN Designer must account for this. IC 24.00" 0-0-0 24- 0- 0 GBL BLK 204 SPF #3-CAN Refer to Joint QC Detail Sheet for BC 120.00" 0-0- 0 24- 0-0 on the truss material at each bearing Lumber shear allowables are per NDS. Maximum Rotational Tolerance used UPLIFT REACTION(S) MAX DEFLECTION (span) : IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF Support Main Wind Non-Wind L/632 MEM 3-4 (LIVE) LC 1 testing and approval as required by IBC 1703 MULTIPLE LOAD CASES. 1 -217 lb L. -0.45" D= -0(LIV T= -0.56" and ANSI/TPI and are reported in available Loaded for 10 PSF non-concurrent BCLL. 2 -217 lb CRITICAL MEMBER FORCES: documents as ER-1607 and ESR-1118. Valley Truss application only; not designed This truss is designed using the TC LOME.BERR FOR TENS.; (DUR.) CSI Gabledvderticals are 20 4 web material spaced for wind load applied to the face. Web ASCE7-05 Wind Specification 1-2 -7302(1.15)/ 499(1.60) 0.73 at o.c. unless noted otherwise. bracing is required if shown. Bldg Enclosed Yes, Importance Factor 0.87 ((( ))) ((( ) Designed for a post-frame building 20 psf bottom chord live load NOT required Truss Location-Not End Zone 2-3 -6230 1.15/ 314 1.60 0.82 application. on this truss, per IBC/IRC requirements for Hurricane/Ocean Line No Exp Category=C 3-4 -6230 1.15 / 314 1.60 0.82 attics with limited storage. Bldg Length- 80.00 ft, Bldg Width= 40.00 ft 4-5 -7302 1.15/ 499 1.60 0.73 Mean roof height= 12.25 ft, mph - 90 BC COMP. DUR. / TENS. OUR. CSI ASCE7 I Low Hazard, Dead Load= 11.0 psf Designed as Main Wind Force Resisting System 6-7 -428 1.60)/ 6723 1.15 0.85 - Low-rise 7-8 -61 1.60/ 4649 1.15 0.75 Tributary Area= 144 sqft 8-9 -61 1.60/ 4649 1.15 0.75 9-10 -428 1.60/ 6723 1.15 0.85 WB COMP. DUR.)/ TENS. DUR.) CSI 2-7 -1396 1.15)/ 479 1.60) 0.41 3-7 -29 1.60)/ 1635 1.15) 0.72 3-9 -29 1.60)/ 1635 1.15) 0.72 4-9 -1396 1.15)/ 479 1.60) 0.41 6-6-0 ( 5-6-0 I 5-6-0 I 6-6-0 I 6-6-0 12-0-0 17-6-0 24-0-0 I12-0-0 I 12-0-0 I 1 2 3 4 5 4.00 -4.00 12-7- .- FA;0X10 - -13 . T 3X4 X4 4-6-1 4b4 4-6-1 l 8X8 8X8 'SHIP 1 I 0-6-1 5X6 S=SS0312 m0-6-1 61 1.5X4 5X6 B2 W:508 W:508 R:3312 R:3312 I hereby certify that this plan,specification, U:-217 U:-217 or report wasreared p p by me or under my I 24-0-0 direct supervision and that I am a duly 6 7 8 9 10 I Licensed Professional Engineer under The Laws of the State of Minnesota. 8-8-0 I 6-8-0 I 8-8-0 I 8-8-0 15-4-0 24-0-0 TYPICAL PLATE:6X6 BRAD Y E MORRIS All connector plates are ITBCG Wave 20 ga.,unless preceded by"H"for High Strength 20 ga.,"SS"for Super Date__ License No.41772 W Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates 3/16/2012 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates(or staple). WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cunt: ® This design is for an individual building component not truss system.11 has been based on specifications provided by the component manufacturer WO: D ri ve_G_46pfi 6_L0000 and done in accordance with the current versions of TPI and AFPA design standards.No responsibility is assumed for dimensional accuracy.Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication.The building designer must ascertain that the loads Dsgn r: #LC = 16 WT: 131# T R U S WA L utilized on this design meat or exceed the loading imposed by the local building code and the particular application.The design assumes that the top chord TC Live 35.00 psf LiveDur L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord i6 laterally braced by a rigid sheathing material directly attached,unless otherwise noted.Bracing shown is for lateral support of components members only to reduce budding length.This component shall not be placed in any TC Dead 4.00 psf SnowDu r L=1.15 P=1.15 ger SYSTEMS environment that will cause the moisture content of the wood to exceed 19%and/or cause connector Mate corrosion.Fabricate,handle,install BC Live 0.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss In accordance with the following standards.'Joint and Cutting Detail Reports'available as output from Truswal software, BC Dead 7.00 psf 1.00 / 1.00 / 1.00 STBW Building Components Group,Inc. 'ANSI/TPI 1',WTCA 1'-Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- TOTAL 46.00sf 0.C.Spacing 6- 0- 0 2820 N.Great SW Pkwy.Grand Prairie,TX 75050 (BCSI)and'SCSI SUMMARY SHEETS'by WTCA and TPI.The Truss Plate Institute(TPI)is located at 218 N.Lee Street Suite 312, P TRUSPLUS 6.0 VER: 76.5.15 Alexandria,VA 22314.The American Forest and Paper Aseodiation(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. Bldg Code:IRC-2006 DEFL RATIO: L/240 TC: L/180