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Job Name: 20X24 9/12 Truss ID: A2 Qty: 1 Drw : <br /> ERG X-LOC REACT SIZE REQ'D TC 2x6 SPF C1650F1.5E Web bracing required at each location shown. End verticals are designed for axial loads <br /> 1 0- 2-12 1491 5.50^ 1.76^ BC 2x8 SP 195OF-1.7E ® Refer to SCSI for proper required lateral only unless noted otherwise. <br /> 2 16- 3- 4 1502 5.50^ 1.77^ WEB 2x6 SPF C1650F1.5E restraint. For alternative web bracing, Extensions above or below the truss profile <br /> BRG REQUIREMENTS shown ace based ONLY 2x3 SPF STUD-CAN 8-1, 1-9 see ITRBCG's standard details. (if any) have been designed for loads <br /> on the truss material at each bearing 2x3 SPF #1/#2-CAN 10-7, ll-R*[PM]=PLATE MONITOR USED-See Joint Report** indicated only. Horizontal loads applied at <br /> TIE BEAM 2x4 SPF STUD-CAN Plates outside the truss perimeter are the end of the extensions have not been <br /> TC FORCE AXI, MM CSI ATTIC WE 2x4 SPF STUD-CAN designed for the location shown only (DO NOT considered unless shown. A drop-leg to an <br /> 1-2 -1040 0.00 0.44 0.44 Lumber shear allowables are per NDS. MOVE!) and may be trimmed or folded. otherwise unsupported wall may create a <br /> 2-3 -712 0.00 0.43 0.43 Kar (creep factor) = 1.00 Designed per ANSI/TPI 1-2002 hingeeffect that <br /> requires additional design <br /> 3-4 -149 0.00 0.18 0.19 Attic room load= 43 psf, plus noir added Refer to Joint QC Detail Sheet for consideration (by others). <br /> 4-5 -238 0.00 0.44 0.44 loads indicated. Room LL Defl, is L/480. Maximum Rotational Tolerance used HORIZONTAL REACTIONS) <br /> 5-6 -801 0.00 0.44 0.44 IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF support 1 211 lb <br /> 6-7 -771 0.00 0.15 0.15 testing and approval as required by ISC 1703 MULTIPLE LOAD CASES. support 2 211 lb <br /> and ANSI/TPI and are reported in available Loaded for 10 PSF non-concurrent BCLL. This truss is designed using the <br /> SC FORCE AXG B1ID CSI documents as ER-1607 and ESR-1118. + + + + + + + + + + + + + + + + + + + + + + ASCE7-05 Wind Specification <br /> 8-9 -211 0.00 0.23 0.23 One row of cross bridging (R-bracing) may be Unrestrained horiz. LL deflection = 0.36 " Bldg Enclosed= Yes, Importance Factor = 1.00 <br /> 9-10 579 0.03 0.66 0.66 required at centerline of room per NDS. + + t + + + + + + + + + + + + + + + + + + + Truss Location =Not End Zone <br /> 10-11 211 0.00 0.66 0.66 20 psf bottom chord live load NOT required Attic collar tie requires lateral restraint Hurricane/Ocean Lin® =No Exp Category = B <br /> on this truss, per IBC/IRC requirements for shown, or rigid sheathing is required. Bldg Length = 99.99 ft, Bldg Width = 50.00 ft <br /> WEB FORCE CSI WEB FORCE CSI attics with limited storage. - Mean roof height = 26.00 ft, mph = 90 <br /> 1-8 -1309 0.40 6-10 444 0.04 ASCE7 II Standard Occupancy, Dead Load= 10.2P sf <br /> 1-9 613 0.37 7-10 2645 0.91 Designed as ]!?ala Wind Force Resisting System <br /> 2-9 478 0.04 7-11 -3103 0.86 - Low-rise and Components and Cladding <br /> Tributary Area = 33 sgft <br /> TB FORCE AXL HIM CSI ----------LOAD CASE #1 DESIGN LOADS --------------- <br /> 3-12 -593 0.19 0.00 0.19 m Dir L.Plf L.Loc R.Plf R.Loo LL/ <br /> 12-5 -593 0.19 0.00 0.19 4,9_ -4 TC Vert 104.00 - 1- 6- 0 104.00 0- 0- 0 0.6 <br /> TC Vert 84.00 0- 0- 0 84.00 4- 9- 4 0.8 <br /> AW FORCE CSI AN FORCE CSI 4-9-4 TC Vert 94.00 4- 9- 4 94.00 7- 4-14 0.7 <br /> 4-12 37 0.02 10-0-0 i 6-6-0 TC Vert 84.00 7- 4-14 84.00 12- 7- 2 0.8 <br /> 1 2 3 4 6 67' TC Vert 94.00 12- 7- 2 94.00 15- 2-12 0.7 <br /> TC Vert 84.00 15- 2-12 84.00 16- 6- 0 0.8 <br /> BC Vert 20.00 0- 0- 0 20.00 4- 9- 4 0.0 <br /> 12.00 -12.00 BC Vert 106.00 4- 9- 4 106.00 15- 2-12 0.6 <br /> Ec Vert 20.00 15- 2-12 20.00 16- 6- 0 0.0 <br /> R5X6 3-5 V 10.00 7- 4-14 10.00 12- 7- 2 0.0 <br /> ...Type... lbs R.Loc LL/TL Fastener <br /> TC Vert 60.0 - 1- 6- 0 1.00 <br /> AX3 <br /> 4X4 BC Vert 26.7 4- 9- 4 0.00 <br /> BC Vert 28.7 15- 2-12 0.00 <br /> 2X3 MAX DEFLECTION (span) <br /> 12-0-07X12 L/602 MEM 9-10 (LIVE) LC 3 <br /> T 12'1-12 L= -0.32^ D= -0.15" T= -0.47 <br /> 44 SHIPJoint Locations1 0- 0- 0 7 16- 6- 0 <br /> 56-6-0 2 4- 9- 4 8 0- 0- 0 <br /> - -2-0-04 10- 0- 0 10 15- 2-12 <br /> 5 12- 5- 6 11 16- 6- 0 <br /> 25X16 6 15- 2-12 12 10- 0- 0 <br /> 01 3 3X5 B2 <br /> W:508W:508 <br /> R:1491 1= R:1502 <br /> 2901 U: <br /> 16-6-0 <br /> 8 9 10 3-" <br /> 4-9-4 16-5-8 <br /> 15-212 � TSB 10/17/2014 <br /> 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 <br /> by"MX"for TWMX 20 ga.or"H"for 16 ga.from Truswai,positioned per Joint Detail Reports available from Truswai software,unless noted. Scale:1/8"=V <br /> WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wght 176 WORK ORDER:Q261448 <br /> VILLA■ a A/E p■MC This design m for an Individual buBQing component not truss system.It has been based en specifications Provided by the component manufacturer Chk' CUST•SAWHORSE <br /> Vand done in accordance with the current versions of TPI and AFPA design standards.No responsibility Is assumed for dhrtenslonal accuracy.Dimensions Dnr.SJS DUE DATE:10/17/14 <br /> are to be verified by the component manufacturer and/or building designer priorto fabrication.The building designer must ascermhn that the toads Sg <br /> utilized on this design meet or exceed the loading Imposed by the local building code and the particular application.The design assumes that the top chord TC Live 36.00 psf DurFaes L=1.15 P=1.15 <br /> Is laterally braced by the roof orfloor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached,untess otherwtse <br /> noted.Bracing shown is for lateral support of components members only to reduce budding length.Thts Component shag not be placed In airy TC Dead 7.00 psf Defl.Ratio: 240 <br /> environment that will cause the metal=content of the wood to exceed 199 and/or cause connector plate corrosion.Fabricate,handle,Insmg BC Live 0.00 psf O.C.Spacing 2-0-0 <br /> 2926 Lone Oak Circle,St Paid,MN 55121 and brace this truss in accordance with the following stamlards:'Jolm and Cutting Detail Reporm'available as output from Truswal software, <br /> PH;651.464-3610 FAX;661-464.4765 'ANSVTPI V,'WTCAT-wood Truss Council of America Standard Design ResponsWWtles,'BUILDING COMPONENT SAFETY WFORMATIOM- BC Dead 10.00 psf Design Spec IRC-2006 <br /> (BCSq and SCSI SUMMARY SHEETS by W TCA and TPI.The Truss Plant Institute M Is located at 218 N.Lee Street Suite 312, <br /> 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 <br /> psf Seqn T6.5.19- 554119 <br />