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Job Name: 30' Tuckunder Truss ID: FA02 Qt : 1 Drw : BRG x-I.oC REACT SI2E REQ'DTC 4x2 SPF ql/N2-CF�7 If rigid sheathing is not directly attached End verticals are designed fo= axial loads 1 0- 7-12 414 5.50" 1.50BC 4x2 SPF A1/M2-CAN � to the bottom chord, adequate lataral only unless noted othermise. 2 9- 8-12 2196 5.50" 1.SoryTEB 4x2 SPF STUD-CAN restraint may be required (by othezs). For Extensions above or below the truss profile 3 29- 9- 4 951 3.50" 1.50" 2-4x2 SPF STUD-CAN 5-17 floor applications, 2x6 stronqback bridging (if any) have been designed for loads BRG RF.QUTAEMENTS shovn a e bas=d OtBShtes outside the truss perimeter are is required, at 10'-0" O.C. or less. See indicated only. Horizontal loads applied at on the truss material atzeach bear�e�signed foz the location shown only (DO NOT ANSI/TPI 1 6 HCSI for more. the end of the extensions have not been MOVE!) and may be trimmed or folded. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. conaidered unless shown. A drop-leg to an TC FORCE AXL BND CSI Plating is based on quality control factors Desiqned per ANSI/TPI 1-2002 otherwise unaupported wall may create a 1-2 0 0.00 0.34 0.3d Cq = 1.25 for wide face and This design doea not account for long term hinge effect that requi=es additional design ?-3 923 0.11 0.39 0.44 Cq = 1.25 for narrow face. time dependent loading (creep). Building consideration (by othera). 3-4 923 0.17 0.28 0.39 Any alterations to this are shown fot Designer must account for this. UPLIFT REI�CTION(S) : 4-5 2358 0.61 0.32 0.92 individual jointe on the Joint Report. Aefer to Joint QC Detail Sheet for Support 1 -214 lb 5-6 2358 0.61 0.32 0.92 TNIS DESIGN IS THE COMPOSITE RES[1LT OF Maximum Aotational Tolerance used 6-7 -1059 0.02 0.31 0.33 MULTIPLE LOAD CASF,S. 1RC/IBC truss plate valves are based on 7-e -3059 0.02 0.27 0.29 Mark all interioc bearing locations. testing and approval as requized by IBC 1703 8-9 -1059 0.01 0.27 0.29 Install interior support(s) before erection. and ANSI/TPI and are reported in available 5-10 -2467 0.11 0.26 0.37 20 pef bottom chord live load NOT required documents as ER-1607 and ESR-1118. 10-11 -2d67 0.11 0.27 0.38 on this truse, per IBC/IRC tequirements for 11-12 -2129 0.08 0.27 0.35 attics with limited atorage. 12-13 -2129 0.08 0.33 O.C1 i3-ia o o.o0 0.33 0.33 PanelLengths: Std=2-5-4 sc eoRcs n�. allo cst 4-5 1-11-0 9-10 2-0-8 15-16 423 0.11 0.12 0.23 16-17 -1603 O.1G 0.14 0.28 MAX DEFLECTION (span) : 17-18 -G86 0.00 0.15 0.15 L/999 MEM 10-11 (LIVE) LC 3 1A-19 1970 0.51 0.10 0.60 L= -0.24" D= -0.08" T= -0.32' 19-20 1970 0.51 0.08 0.59 � � � � � 20-21 2503 0.64 0.12 0.76 St v m v � m v � m m m � jr `i" o � m � o N � � ____= Joint Locations =____ zi-zz iz�z 0.33 o.iz o.aa v � y � y ^ � � Y � � � � d, `f p `ryP � Y � � � i 0- o- 0 1z 24- e-i2 2 2- 8- G 13 27- 2-12 WEB FORCE CSI WEB FORCE CSI 3 5- 2- 4 14 29-11- O 1-15 -123 0.03 9-18 -1095 0.34 2-5.4 � G 7- 8- 4 15 0- 0- 0 2-15 -500 0.24 9-20 614 0.30 � 5 9- B-12 16 5- 2- 4 2-16 -600 0.19 10-20 -240 0.06 0-1-8 6 12- 3- 8 17 9- 8-12 3-16 -249 0.06 11-20 -68 0.02 7 14- 1- 8 18 1G- 9- 8 a-ie io�i 0.53 ii-zi -aao o.ia 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e 1a- 9- e 19 15-11- o 9-17 -129e o.37 i2-21 -242 0.06 9 17- 3- 8 20 19- 8-12 5-17 -240 0.03 13-21 1006 0.50 10 19- 8-12 21 24- 8-12 6-17 -2185 0.68 13-22 -1505 0.47 11 22- 2-12 22 29-11- 0 6-18 1663 0.82 14-22 -124 0.03 3X4 4x� sX�2 �.5X3 3)(4 4Xg 8-18 -249 0.06 1.5X3 1.5X3 2X3 W=3X4 4X7 1.5X3 1.5X3 1.5X3 I1-8-0 I�-B-° 4X8 5X16 6X12 3X7 4X8 4X 3X5 =3X5 9-8•12 W:500 v � m '.J`W:508 � m q � m m � W:308 R:414 � � a �R:219G � a a � � � ^,�� R:951 U:-214 U: � U: 15 16 17 18 19 20 21 22 29-11-0 7/16/2012 OVER 3 SUPPORTS 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:cuiiickson 3ocuckund This daeign la lor en indivlduel bulldiny component not Ir�sa syatnm. I[hxs been based on specf(icnHons provided hy the componen�mnnutacturer Chk: DPE nnd done In accordance wl�h Ihe currant varslone ol TPI and AFPA deslgn etandarde. No reeponslbilliy Is eseumeA for dimanelonel eccurncy. Dlmanslons re ta ba verified by thx componenl menutaclurer end/or building designer prlor to febricetion.Tl�a buliding daslgner mual eecerteln thet the loeds Daqnt: LSP utilized on this Aesign meet or a.ceed Ihe londing impoaed by iha local buildlny coda and Ihe pnrtici�kr applicntlon.The deafgn ese�ines Il�nl tna top chord TC Live 40.00 p9f DurFacs L=1.00 P=�.�� E is laterelly breced by Ihe roof or floor ahanthing end 1he botlom chord Is lotarelly braced by n rigiA ahenihing matorinl dlrectly eltnchad unlese olharwina no�ad.Brecing ehown is(or Intaral auppon ol components mamben ony to reduce buckling leng�h. 7hls compo�enl shell not be pkced in any TC �ead 10.00 psf Rep M br Bnd 1.15 nviro enl Ihet will cnuse the moistura conten[of�he wood to anceed 18%nndlor a�se c nnaclor plele corroslon. Febricnte,hendle,Ineiell $C Live 0.�0 p9f O.C.Spacing 2-Q-� E M M E R I C H W 00 D end brace Ihla Iruse In eccordance with tha(ollowing etanderds 'Jolnt and Cu�ting Delnll Reporis'nvnileble es oulpul lrom Truawel no/twara, 'ANSI�TPI 7','WTCA 7'.Wood Tr�se Councll of Ainerice Stendnrd�oelyn ResponalblllNes,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 5.00 psf Design Spec �f�C-2��6 ' 3115 182nd Lnno,Andovar MN 55J04 �BCSI)end'0C51 SUMMqRY SHEETS'by WTCA end TPI.The Truas Plate Instllute(TP1)is IoceleA nt 218 N.Lea S�ree�Sui�e 31P, Phone(783)427-4155 Faz(783)427-8087 Alecendrla,VA 22774.The American Forest end Pnpar Assoclntlon(AFPA)Is Iocaled nt 1111�BIh Street,NW,Ste BOD,Weanington,�C 200J8. TOTAL 55.00 p9f Seqn T6.5.14• 364253 t'DF created with pdfFactory triai version www.pdffactorv.com