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Job Name: 30' Tuckunder Truss ID: FA01 Qt : 1 Drw : BRG X-LOC REACT SIZE AEQ'DTC 4x2 SPF C2100F1.BE If Zigid 9hEathing i9 ROt CliieCtly aGtaChed End vEitiCal9 ar2 de9iqned £OI axial loadD 1 0- 1-12 1316 3.50" 1.SOBC 4x2 SPF C2100F1.8E � to the bottom choxd, adequate lateral only unless noted otherwise. 2 29- 9- G 1316 3.50" 1.50'FIES 4x2 SPF STUD-CAN restraint may l�e requized (by others). For Extecisions above or below the [zuss profile BRG REQUIREMENTS Fhown a e based ot�L BLK 4x2 SPF kl/N2-CAN floor applications, 2x6 stxongback bridging (if any) have been designed for loads on the trosa material at each bear�tes outside the tcues perimetez are ie required, at 10'-0" O.C. or less. See indicated only. Horizontal loads applied at deaigned for the location shovn only (�O NOT ANSI/TPI 1 6 BCSI for more. the end of the extensions have not been TC FORCE AXL BND CSI MOVE!) and may be trinvned or folded. Aefer to ANSI/TPI 1-2002 sect. 7.5.2.4. considered unless shown. A drop-leg to an 1-2 0 0.00 0.16 0.16 Plating ie based on quality control factors Designed per ANSI/TPI 1-2002 otherwise unsupported wall may create a 2-3 -3476 0.11 0.16 0.26 Cq = 1.25 for wide face and This design does not account for long term hinge effect that zequires additional design 3-4 -3076 0.14 0.12 0.26 Cq = 1.25 for narrow face. time dependent loading (creep). Building consideration (by othere). 4-5 -55G3 0.35 O.1G 0.50 Any alterations to this are shown for Designer must account for this. 5-6 -5543 0.36 0.15 0.51 individual joints on the Joint Repoit. Refez to Joint QC Detail Sheet for 6-7 -6191 0.45 0.16 0.62 NOTE:MAXIMIt3UM TRUSS SPACING ZS 19.2 " O.C. Maximum Rotational Tolerance used 7-e -6191 o.GS 0.15 0.61 IRC/SBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF B-9 -6191 O.GS 0.16 o.G2 testinq and appzoval ae requized by IBC 1703 MULTIPLE LOAD CASES. 9-l0 -SG13 0.34 0.15 0.49 and ANSI/TPI and are repo=ted in available 20 psf bottom chord live load NOT required 10-11 -5413 0.3G 0.14 O.AB documents as EA-1607 and ESR-1118. on thie [zuss, per IBC/IRC requirements for 11-12 -3215 0.12 0.11 0.23 attics with limited atorage. 12-13 -3215 0.09 0.13 0.22 13-1C 0 0.00 0.13 0.13 Vanel Lengths: ec eoacs aHI, e�o csi S[d=2•5•4 15-16 1893 0.21 0.06 0.27 13-14 1-11•12 16-17 G673 0.51 0.05 0.57 17-18 6030 0.66 0.07 0.73 MAX DEFLECTION (span) : 18-19 5965 0.66 0.02 0.68 L/386 MEM 6-7 (LIVE) LC 1 19-20 5965 0.66 0.07 0.72 L= -0.91" 0= -0.3C" T= -1.26' 20-21 4477 0.49 0.05 0.55 � 21-22 1569 0.17 0.05 0.22 � }* Q v m q m v � � � v o v � v m v m � m v � � ____= Joint Locations =____ 4 m x J Y ^ Y � � � `� J, Y � `� !E Y fS x fC x � rv S� i o- o- o i2 zs- z- a WEO FORCE CSI - WEB FORCE CSI - 2 2- 8- 4 13 27- 8- 4 1-15 -99 0.03 9-18 265 0.13 3 5- 2- 4 14 29-11- 0 2-15 -2239 0.70 9-20 -648 0.20 z.�.4 4 7- 8- 4 15 0- 0- 0 2-16 1860 0.92 10-20 -198 0.05 ' S 10- 2- 4 16 5- 2- 4 3-16 -193 0.05 11-20 1100 O.Sd �-�-$ 6 12- 8- 6 17 10- 2- 4 G-16 -1G07 0.4G 1]-21 -1G83 0.46 -� 7 14- 1- 8 18 15- 2- 4 a-i7 iozz o.si iz-2i -i9e a.os � Z 3 4 5 fi 7 8 9 10 11 12 13 14 8 i5- z- a 19 15-11- 0 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 e-ie ie9 o.a9 ia-zz -e2 o.oz 1.5X3 ii 22- e- a 22 29-11- 0 e-ie -ise o.os 6X12 4X7 3X4 1.5X3 6X12 1.5X3 1.5X3 1.5X3 W=3X7 3X4 4X0 1.5X3 1.5X3 I1-8-0 I�-8-0 6X12 4X8 3X5 4X8 6X12 5X 6X6 W-H0312 N= X7 W:308 � � m Y m v o v 9 � � W:308 R:1316 � ^� � m � ,j, � � � � a � R:1316 U: U: 15 16 17 1819 20 21 22 29-11-0 7/16/2012 All platQs are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 yauge or"H"for 16 gauge,posilioned per Joint Detail Reports available irom 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:Guii�ckson sotuck�nd Thia tlesign Is for en Indlvld�xl bullding coinponant not lrusa ayatem.It hns bean based on npecificelions provldod by tha componenl manu(ec�urer Chk: DPE end done In accardence with Ihe currant versions ol TPI and AFPA design standardc. No rasponslbliity Is essumed for dlmenaional nccu ecy. Oim nsionn re to be verified by ihe componenl manufacturar end/or b�ilding designar prlor to fabrlcallon.Tha bullding dasigner muat ancortnln tl�nlrthe loeds D sgnr: LSP utillzed on this design moet or exceod Ihe loading Imposad by Ihe locnl bullding coda and Ihe pnrticuler npplicetion. The dasign esauines that the top chord TC Live 40.00 paf DurFacs L=1.00 P=�.�� E Is Interally breced by Ihe roof orfloor eheelhing end tha bottom chorA le leterelly br»cad hy n rigid sheelhing meteriel directly etlnched unlass olherwlee noted. Brecing shown I�for Inleral support of componenls mambers only�o raduce bucMling langth. Thie component shell not be plxcae In nny TC Dead 1�.00 P9£ Rep M br Bnd �.�5 rv�ron eni�hel wlll caufa Ihe moisture con�ent of tha wood lo ezcxed 18%endlor cnuse connaclor plele corroeion. Febricate,handla,inetall $C LiVe �.00 (Jef O.C.Spacing �-7-3 E M M E RI C H W 00 D end brece this truas in accordenca wilh tl�e lollowing standards 'Join1 and Cutting Oetall Reporta'eveilnble es outp�l from Truswal so(lware, - 'ANSLRPI 1','WTCA 1'-Wood Truss Councll o(Americe Stendard Daniyn Responsibliltles,'BUILDING COMPONENT SAFETV INFORMA�ION'- BC Dead 5.00 psf Design Spec �f�C-20�6 - - 7115 1 H2nA Lnno,AnAover MN 55304 �BCSI)end'BC51 SUMMARY SHEEiS'hy WTCA end TPI.The Truss Plata Institute(TPI)Is loceled et 21 B N.Loe Street Sulte 912, Phono(78��427-0155 Fea(763)427-8087 Aloxendrie,VA 22714.Tha Amerlcnn Foreal end PaperAanoclxtlon(AFPA)is locnled at 1111 181h Stree�,NVJ,Sle 800,Washington,DC 20036. TOTAI. 55.00 Pef Seqn T6.5.14- 364252 PDF created with pdfFactory trial version www.pdffactor.v.corn