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Job N.ame:'ZB COMPANIES/WILLIAMS Truss ID: CX Q : 1 Drw : exc x-Loc REACT szzE tiE4�� TC 2x4 SPF #1/#2-CAN Web bracing required at each location shown. End verticals are designed for axial loads 1 0- 2-12 5ei 5.50�� 1.Sa�� BC 2x4 SPF C1650F1.SE � See standard details (TX01087001-001 revl). only unless noted otherwise. 2 le- 9- a 995 5.50�� 1.56^ 2x4 SPF #1/N2-CAN 8-9 **[PM]=PLATE MONITOR USED-See Joint Report** Extensions above or below the truss pro£ile BRG REQUZREMENTS shown are based ONLY WEB 2x3 SPF STUD-CAN Designed per ANSI/TPI 1-2002 (if any) have been designed for loads on the truss material at each bearing 2x4 SPF #1/N2-CAN 6-2, 9-5 Plating is based on quality control factors indicated only. Horizontal loads applied at 2x3 SPF #1/#2-CAN 7-4 Cq = 1.25 for wide face and the end of the extensions have not been Tc FORCE 1�ti. sem csi This design does not account for long term Cq = 1.25 £or narrow face. considered unless shown. A drop-leg to an i-2 175 0.04 0.71 0.75 time dependent loading (creep) . Building Any alterations to this are shown for otherwise unsupported wall may create a 2-3 -1306 0.02 0.71 0.7G Designer must account for this. individual joints on the Joint Report. hinge effect that requires additional design 3-4 -1177 0.01 0.71 0.73 THIS DESIGN IS THE COMPOSITE RESULT OF Re£er to Joint QC Detail Sheet for consideration (by others) . 4-5 -171 0.00 0.71 0.71 MULTZPLE LOAD CASES. Maximum Rotational Tolerance used UPLIFT REACTION(S) . Loaded for 10 PSF non-concurrent HCLL. IRC/IBC truss plate values are based on Support Main Wind Non-Wind ac FORCE r�cL sxo csi Shim bearings (if needed) £or req. support. testing and approval as required by IBC 1703 1 -49 lb 6-7 1241 0.09 0.71 0.90 HORIZONTAL REACTION(S) : and ANSI/TPI and are reported in available 2 -217 lb 7-8 743 O.oa o.71 0.75 support 1 413 lb documents as ER-1607 and ESR-1118. This truss is designed using the 8-9 790 0.07 0.50 0.57 support 2 413 lb ASCE7-OS Wind Speci£ication Bldg Enclosed = Yes, Importance Factor = 1.00 WEB FORCE CSI WEB FORCE CSI Truss Location = Not End Zone 1-6 -224 0.07 4-7 577 0.20 Hurricane/Ocean Line = No , Exp Category = B 2-6 -1561 0.55 4-9 -857 0.63 Bldg Length = 99.99 ft, Bldg Width = 50.00 ft 2-7 -236 0.13 5-9 -226 0.25 Mean roof height = 16.16 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 10.2 psf Designed as Main Wind Force Resisting Systesn - Low-rise and Components and Cladding Tributary Area = 38 sqft MP.X DEFLECTION (span) : 6-4-0 6-4-0 6-4-0 L/999 MEM 6-7 (LIVE) LC 25 6-4-0 12-8-0 19-0-0 t.= -0.21" D= -0.21" T= -0.42 1 2 3 4 5 Joint Locations --- 1 0- 0- 0 6 0- 0- 0 2 6- 4- 0 7 9- 6- 0 8•00 3 9- 2- 5 8 11- 3-13 3X6 4 12- 8- 0 9 19- 0- 0 � 5 19- 0- 0 3X4 83-9 S=4X6 14-5-12 6X6 14-5-12 SHIP W:508 6X6 R:995 6-2-3 2X3 3X4 U:-217 I,_9_,2 S-4Xs 1 81 W:508 4X8 R:981 q.�U I U:-49 0-5H 8 19-0-0 6 9-6-0 7 8 9-6-0 9 18-7-0 9-6 0 19-0 0 STUB 9/29/2008 All connector plates are Truswal 20 ga.unless preceded by"W"for Wave 20 ga.,"HS"for HS 20 ga.,"S"for SS 18 ga.from Alpine;or preceded by"MX"for TWMX 20 ga.or"H"for 16 ga.from Truswal,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:3/32"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wsnt: ��z WORK ORDER:208125 V I L LA U M E This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk:MJK CUST:LAMPERT YARDS-A.V. and tlone in accordance with the current versions of TPI antl AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer andlor building tlesigner prior to fabrication. The building tlesigner must ascertain that the loads Dsgnr:SJS DUE DATE:9/15/2008 utilizetl on this tlesign meet or exceetl the loatling imposed by the local building code antl the particular application.The design assumes that the top chord TC Live 35.00 psf DurFacs L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing matenal directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length.This component shall not be placed in any TC Dead 7.00 PSf Defi.Ratio: 240 environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate,handle,install BC Live 0.00 psf O.C.Spacing 2-�-� 2926 Lone Oak Cifcle,St.Paul,MN 55121 and brace this truss in accordance with the follawing standards:'Joint and Cutting DeW il Reparts'available as output from Truswal software, PH;651-454-3610 FAX;651-454-4765 �ANSI/TPI 1','WTCA 1'-Wootl Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC DBBd 10.00 psf Design Spec IRC-2006 (BCSI)and'BC51 SUMMARY SHEETS'by WTCA and TPI.The Truss Plate Institute(TPI)is located at 218 N.Lee Street Suite 312, Alexantlria,VA 22314.The American Fores[and Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 52.00 psf Seqn T6.5.7 - 73962