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Job Name: 30' Tuckunder Truss ID: FA01 Qt : 1 Drw : BRG X-LOC REACT SI2E REQ'DTC 4z2 SPF C2100F1.BE If rigid sheathing is not dizectly attached End verticals ara desiqned foz axial loads 1 0- 1-12 1316 3.50�� 1.SOBC 4x2 SPF C2100F1.BE � to the bottom chord, adequate lateral only unless noted otherwise. 2 29- 9- a 1316 3.50^ 1.SO�WEB 4x2 SPF STUD-CAN restraint may ba requirad (by others). For Extensions above or below tha truss pzofile eRc REQUIREMENTS shoan ara baead o�P BLK 4x2 SPF kl/#2-CAN floor applications, 2x6 etronqback bridqing (if any) hava baen designed for loads on Gho truss material at each beaz�E�Yptes outside the truss perimeter are is required, at 10'-0" O.C. or leee. See indicated only. Horizontal loads applied at deaiqned for the location shorm only (DO NOT ANSI/TPI 1 6 BCSI £or mora. the end of the extenaions have not bean TC FORCE AXL BND CSI MOVE!) and may be tri�ed or folded. Refer to ANSI/TPZ 1-2002 aect. 7.5.2.6. considezed unless shovrti. A drop-leq to an i-2 0 0.00 0.16 0.16 Platinq ia baaed on quality control factorn Dasiqned per ANSI/TPI 1-2002 otherwise uneuppozted wall may create a 2-3 -3d76 0.11 0.16 0.26 Cq = 1.25 for ride face and This dasiqn does not account for lonq term hinqa effect that requires additional doaiqn 3-6 -3476 0.14 0.12 0.26 Cq = 1.25 for narrow face. time dependent loading (creep). Buildinq consideration (by othera). 4-5 -55G3 0.35 O.SG 0.5o Any altarationa to thie aze ehoan for Desiqner muat account for this. 5-6 -55d3 0.36 0.15 0.51 individual joints on the Joint Report. Refer to Joint QC Detail Sheet for 6-7 -6191 0.45 0.16 0.62 NOTE:MAXIMIMOM TRUSS SPACZNG IS 19.2 " O.C. Maximum Rotational Tolerance used 7-8 -6191 O.a5 0.15 0.61 IRC/IBC truss plata values are baeed on THZS DESIGN IS THE COt�OSZTE RESULT O& e-9 -6191 O.C5 0.16 0.62 taetinq and approval as zequiied by ISC 1703 MVLTIPLE LOAD CASES. 9-10 -5a13 0.3< 0.15 0.<9 and ANSI/TPI and are raported in available 20 paf bottom chord live load NOT required 10-11 -Sd13 0.3G 0.14 O.dB documents as ER-1607 and ESR-1118. on thia truee, per ZSC/IRC requiramente for 11-12 -3215 0.12 0.11 0.23 attice with limitad ntoraqe. 12-13 -3215 0.09 0.13 0.22 13-1d 0 0.00 0.13 0.13 Panel Lengths: BC FORCE AXI. BND C3I Std=2-5-4 is-ie 1893 o.zi o.oe o.2� 73-74 1-11-12 16-17 G673 0.51 0.05 0.57 17-18 6030 0.66 0.07 0.73 MAX DEFZECTION (span) : 18-19 5965 0.66 0.02 0.68 L/386 I�ffi�f 6-7 (LIVE) LC 1 19-20 5965 0.66 0.07 0.72 L= -0.91" D= -0.34" T� -1.26' 20-21 4G77 O.G9 0.05 0.55 � 21-22 1569 0.17 0.05 0.22 v v Q v Q v Q v c� v Q v � v o N o � o � o v � � ____= Joint I.ocations =____ ? � x �, x � x � x � x � x ^ � � xa � �c x � � � � o- o- o �z z5- 2- 4 NEH FORCE CSI WEB FORCE CSI 2 2- B- 4 13 27- 8- 4 1-15 -99 0.03 9-18 265 0.13 3 5- 2- G 16 29-11- 0 2-15 -2239 0.70 9-20 -6GB 0.20 Z_5� 4 7- 8- C 15 0- 0- 0 2-16 1860 0.92 10-20 -198 0.05 � 5 10- 2- C 16 5- 2- 4 3-16 -193 0.05 11-20 1100 0.54 0-1-8 6 12- 8- 4 17 10- 2- 6 G-16 -1G07 0.4C 11-21 -1983 O.d6 � 7 14- 1- 8 18 15- 2- 4 a-i� ioz2 o.si iz-2i -i9e o.os � p 3 4 5 6 7 8 9 10 11 12 13 14 8 15- 2- a i9 is-1i- o 5-17 -198 0.05 13-21 1936 0.96 9 17- 8- 4 20 20- 2- 4 6-17 -572 0.18 13-22 -1985 0.58 10 20- 2- 4 21 25- 2- 4 6-ie 1e9 0.09 ia-22 -ez a.oz 7.SX3 11 22- 8- a 22 29-1i- 0 e-ie -i9e o.os 6X12 4X7 3X4 1.5X3 6X12 t.5X3 1.SX3 7.SX3 W=3X7 3X4 4X8 1.5X3 t.5X3 I1_8-0 I,$-0 6X12 4X8 3X5 4X8 6X12 5X 6X8 W-H0312 N= X7 W:308 P V � P V 4 9 � � W:308 R:1376 ^+ ^� � m � ,j, � � ? � � � R:7316 U: J, v, v, .. v, u, a U: 15 16 17 1819 20 27 22 � 29-71-0 7/16/2012 All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:5/32"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. wo:Guuickson sotuckund This deaign is for an individuel building componont not Wsa sysmm.h hea bean basod on�pccif ations proviMd by the component menu(ecturor Chk: DPE and done in aeeordeneo with eha eurrvnt vaniona of TPI end AFPA deaign nGnderds. No roeponsibility is essumad for dimenaional eeeuney. Dimanaione ero[o ba verified by eha eomponant menufeeturvr end/or buiMing daaigner prior to fabrieetion.The building dasigner must eawrtsin thet the loada Dsqnr: LSP utNizad on thia dasgn mwt or axcaad tha beding Ynpoaad by tho loul building coda and the particuler epplicatbn.The dasign essumes thet tha top chord TC LiVe 40.00 psf DurFacs L=1.00 P=1.00 E is ktanly bracod by Na roof or floor aMathing end the bottom chord b leterolly brocad by a rigid ahaathing metariel directy attachad, unkaa othorwiso notod.Braeing ahown b for latanl support o(componanta mom Wn only to rvdueo buckling length.This component ahall not ba pleead in eny TC Dead 10.00 psf Rep M br Bnd 1.15 onment Ihat wlll uuse tha moiatun contant o(tha vrood to oxcoed 79Xnnd/or uuw connector plata corrosion. Fabrkate,handlo,inaGll BC Live 0.00 p9f O.C.Spacing �-�-3 E M M E R I C H W 00 D end'broce this truna in eecordenee w11h the following ahndarda'Joint and Cutting DaGil Raporte'evailebb as output frwn Trunwel soNwara, 'ANSYTPI 1','WTCA 7'-Wood Trusa Coundl of Ameriu SUnderd Daaign Responaibilkks,'BUILDING COMPONENT SAfETY INFORMATIOM- HC Dead 5.00 pef Design Spec �RC-Z�O6 J115 182nd Lane,Andovar MN 55304 (BC31)and'BCSI SUMMARY SHEETS'by WTCA end TPI.Tha Truss Pkte Instituta(TPQ h Ixetad et Y18 N.Laa Streat Suha 71Y. Phona(783)427�4155 Fax(783�627-8083 ANxandrie,VA 22314.The Amarican Fonst and Papar AswclaHon(AFPA)is locatad at 1111 79th Stna[,NW,Sta 800,Washington,DC 20078. TOTAI. 55.00 p9f Seqn T6.5.14- 364252 � F'DF created with pdfFactory trial version www.pdffactory.com