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z�,�r o rvvrznf �,�� p�2,v� Job Name: HODDER BARN Truss ID: A1 Qty: 4 Drwg: sxc x-nOC itEaCT Sxza REQ'D TC 2x6 SPF C1650F1.SS *t[PM]=PLAT& MONITOR USED-See Joint Report�� + + + + + + + + + + + + + + + + + + + + + + 1 0- 2-12 3471 5.50^ 1.50" BC 2x6 SP 2700E-2.2& Designed per ANSI/TPI 1-2002 Nail pattern shown is for PLF loads and 2 27- 9- 4 3472 5.50^ 1.50^ WEB 2x3 SPF STUD-CAN Kcr (creep factor) = 1.00 point loads converted to PLF loads only. exc REpOIREMENTS ahown are based OxLs 2x10 SP 2400E-2.OB 8-3 Refer to Joint QC Detail Sheet for Concentrated loads MUST be distributed to on the [rusa material at each bearing GSL BLK 2x3 SPF STUD-CAN Maximum Rotational Tolerance used each ply equally. Multi-ply with hangers are IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF based on hanger nails using 3.0" nails min. . xc FORCE ucL arm csx testing and approval as required by isC 1703 MULTZPLE LOAD CASES. into the carrying member. 1-2 -13410 0.19 0.45 0.64 and ANSI/TPI and are reported in available Gable studs are required ONLY in the truss If shown, use additional fasteners for point 2-3 -14987 0.26 0.39 0.65 documenta as ER-1607 and SSR-1118. ply that will have siding/sheathing attached loads as indicated from the back plys, 3-4 -14487 0.26 0.39 0.65 Loaded for 10 PSP non-concurrent BCLL. and are used only for that attachement as distributed synunetrically around the hanger. 4-5 -13410 o.19 0.45 0.6a + + + + + + + + + + + + + + + + + + + + + + non-structural members. Use any other approved detail (by others). Unrestrained horiz. LL deflection = 0.42 " Permanent bracing is required (by others) to lOd = lOd NAILS, SDS = Simpson SDS screws � BC eoxCE rUCL erm Csx + + + + + + + + + + + + + + + + + + + + + + prevent rotation/toppling. See BCSI or equivalent substitute. 6-7 12449 0.31 0.37 0.67 Gable verticals are 2x 3 web material spaced and ANSI/TPI 1. (•) = Special Connection Req. (by others) 7-B 12668 0.31 0.3� 0.68 at 16.0 ^ o.c. unless noted otherwise. 2-PLY! Nail w/lOd BOX, staggered (per NDS) @ = Indicates load is evenly distributed e-9 12668 0.31 0.37 0.68 Top chord supports 24.0 " of uniform load in: TC- 2 BC- 2 WESS- 2 *�PER FOOTI*• (no additional fasteners req.) 9-i0 12449 0.31 0.37 0.67 at 35 psf live load and 7 psf dead load. Cluster screws, if shown, are 3" long. + + + + + + + + + + + + + + + + + + + + + + Additional design considerations may be UPLIFT REACTION(S) . + + + + + + + + + + + + + + + + + + + + + + wsa FORCE Csx wae FORCE csx required if sheathing is attached. Support Main Wind Non-Wind NAZL pattern shown is based on: 2-7 -592 O.o9 4-8 1125 0.34 Brace gable studs in accordance with 1 -157 lb lOd aOX = 0.128" dia. x 3.0" long nail 2-8 1125 0.34 4-9 -593 0.09 Truswal Systems standard gable bracing 2 -156 lb lOd COhASON = 0.148" dia. x 3.0" long nail 3-8 10310 0.17 details and charts. This truss is designed using the 16d BOX = 0.135" dia. x 3.5" long nail This truss requires adequate sheathing, as ASCE7-OS Wind Specification 16d COFASON = 0.162" dia. x 3.5" long nail designed by others, applied to the truss Bldg Enclosed = Yes, Importance Factor = 1.00 + + + + + + + + + + + + + + + + + + + + + + face providing lateral support for webs in Truss Location = Not End Zone 20 psf bottom chord live load NOT required the truss plane and creating shear wall Hurricane/Ocean Line = No , Exp Category = B on this truss, per IBC/IRC requirements for action to resist diaphragm loads. Sldg Length = 99.99 ft, Bldg width = 50.00 ft attics with limited storage. Mean roof height = 23.25 ft, mph = 90 ----------LOAD CASS #1 D$SIGN LOADS ------- ASCE7 II Standard Occupancy, Dead Load = 10.2 psf Dir L.Plf L.Loc R.Plf R.Loc LL/TL Designed as Main Wind Force Resisting System TC Vert 104.00 - 1- 6- 0 104.00 0- 0- 0 0.67 8-0-0 6-_ O-QL°`ilise $y�„�omponents and��iding TC Vert 84.00 0- 0- 0 84.00 28- 0- 0 0.83 8-0-0 1�'��41"ry Ar _E3=225 sqft 28_O.O TC Vert 104.00 28- 0- 0 104.00 29- 6- 0 0.67 20 0 0 BC Vert 20.00 0- 0- 0 20.00 28- 0- 0 0.00 � �4-�-� 14-0-0 ..Type... lbs X.LOC LL/TL Fastenez 2-PLYS � 2 3 4 5 Tc vert 60.0 29- 6- 0 1.00 REQUIRED 5.00 -5.00 sc vert 3600.0 14- 0- 0 0.70 8X10 � � MAX DEFLECTION (span) : L/475 MEM 8-9 (LZVE) LC 1 3X4 3X4 L= -0.70" D= -0.31" T= -1.01" 6-6-0 H� 6-11-7 =-__= Joint Locations =---- � SHIP 1 0- o- 0 6 0- o 0 1 3-4-10 z a- o- o � 8- o- o $X12 5X12 3 14- 0- 0 8 14- 0- 0 IO-8-0 IO-8-0 4 20- 0- 0 9 20- 0- 0 g� 3600# BZ 5 2a- o- 0 10 za- o- o W:508 W:508 R:3471 R:3472 U:-157 3•� '3•�� U:-156 0-5N8 0- -8 -'�_6-Oy 13-6-8 -6-0 , 28- -� 13-f��R 6 7 8 9 10 � 8-0-0 6-0-� 6-0-� 8-0-� 8-0-0 14-0-0 20-0-0 28-0-0 TYPICAL PLATE:1.5X3 2/27/2013 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:1l8"=1' WARN IN G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wsnt: 2os WORK ORDER:240973 V I L LA U M E This design is for an intlividual builtling component not truss system. It has been based on specifications provided by the component manufacturer Chk: CUST:SIWEK LUMBER and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr:BK DUE DATE:3I5/2013 are to be verified by the component manufacturer andlor building designer prior to fabrication.The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application.7he 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 rigitl sheathing material tlirectly attached, unless otherwise noted. Bracing shown is for lateral support of components mem6ers only to reduce buckling length.This component shall not be placed in any TC Dead 7.00 psf Defl.Ratio: 240 environment that will cause the moisture content of the wood to exceed 19%antllor cause connector plate corrosion.Fa6ricate,hantlle,install BC Live 0.00 psf O.C.Spacing 2-0-0 2926 Lone Oak ClfCle,St.PaUI,MN 55121 and brace ihis truss in accordance with the tollowing standards:'Joint and Cutting Detail Reports'available as output irom 7ruswal soRware, PH;651-454-3610 FAX;651-454-4765 'ANSIRPI 1','WTCA 1'-Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFEN INFORMATION'- BC D@8C1 10.00 psf Design Spec IRC-20�6 (BCSI)and'BCSI SUMMARY SHEETS'by 4YTCA and TPI.The Truss Plate Institute(TPI)is located at 218 N.Lee Street Suite 3�2, Alexandria,VA 22314. The American Forest and Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 52.00 PSf Seqn T6.5.14- 181458