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Job Name: 30' Tuckunder Truss ID: FA02 Qt : 1 Drw : Enc x-i.oc xeacT sizE REQ'DTC 4x2 SPF /1/N2-CAN If rigid sheathing is not directly attached End varticals are deaigned for axial loads 1 0- 2-12 d1G 5.50" 1.SO�C 4x2 SPF M1/$2-CAN � to the bottom chord, adequate lateral only unleea noted otharrise. 2 9- 8-12 2196 5.50^ 1.50'WEB 4x2 SPF STUD-CAN reatraint may be required (by othera). For ExtQneions above or beloa the truas profile 3 25- 9- a 951 3.50^ 1.50�� 2-4x2 SPF STUD-CAN 5-17 floor applications, 2x6 atronqback bridqinq (if any) have been deeiqned for loada sxc REQUIREMENTS ahown ara based ot&ahtes outside the trusa perimeter are is required, at 10'-0" O.C. or leas. See indicated only. Horizontal loads applied at on the truee material at oach bear�apiqned for the location ehown only (DO NOT ANSI/TPI 1 6 BCSI for more. the end of the extenaions have not baen MOVE!) and may be tri�ed or folded. Rofer to ANSZ/TPI 1-2002 eect. 7.5.2.4. considered unlesa ehorn. A drop-leq to an TC eORCE wxi. sim csi Platinq is based on quality control factoze Deeiqned per ANSI/TPI 1-2002 otherwise unsupported wall may creato n 1-2 0 0.00 0.34 0.3C Cq = 1.25 for Mide face and Thia desiqn does not account for lonq tarm hinqe ef£ect that requirea additional deaiqn 2-3 v23 0.11 0.34 0.44 Cq = 1.25 for narror faca. time dependent loadinq (creep). Building consideration (by others). 3-G 923 0.11 0.28 0.39 Any alterations to this are sho�va for Desiqner must account for this. UPLIST REACTZON(S) : 4-5 2358 0.61 0.32 0.92 individual jointa on the Joint Report. Refar to Joint QC Detail Sheet for Support 1 -216 lb 5-6 2358 0.61 0.32 0.92 THIS DESIGN IS THE COt�OSITE RESULT OF Maximum Rotational Tolerance usad 6-7 -1059 0.02 0.31 0.33 MULTZPLE LOAD CASES. IRC/IBC truns plata values are baeed on 7-e -1059 0.02 0.27 0.29 Mark all intarior bearing locations. testinq and approval as required by IBC 1703 8-9 -1059 0.01 0.27 0.29 Inatall intarior support(s) bofore eraction. and ANSI/TPI and are reported in availabla 9-10 -2467 0.11 0.26 0.37 20 paf bottom chord liva load NOT required documanta ae ER-1607 and ESR-1118. 10-11 -2A67 0.11 0.27 0.38 on thin trune, per IBC/IRC requirements for 11-12 -2129 0.08 0.27 0.35 attics with limited storaqe. 12-13 -2129 0.08 0.33 O.C1 is-ia o o.o0 0.33 0.33 PanelLengths: Std=2-5�4 BC FORCE AXI. BND C3I 4-5 1-77-0 J-70 2-4-$ 15-16 C23 0.11 0.12 0.23 16-17 -1603 0.14 0.14 0.28 MAX DEFLECTION (span) : 17-18 -G86 0.00 0.15 0.15 L/999 ME2Q 10-11 (LIVE) LC 3 18-19 1970 0.51 0.10 0.60 L= -0.26" D= -0.08" T= -0.32' 19-20 1970 0.51 O.OB 0.59 � � � � zo-zi zsos o.ca o.iz o.�6 Sr y o p Q v q � 4 � 4 � Y m 4 � 4 m � � v � _ _= Joinc Locations =____ zi-zz ix�z 0.33 o.iz o.aa q y ^� q� n Y � Y ,� '^ A, Y Y 4 � i o- o- o i2 za- e-iz rL � fL ih � n � `� `ti '-. rv "" `� "� �4 }� `�i � Fi rv 2 2- B- 4 13 27- 2-12 WEB FORCE CSI WEB FORCE CSI $ $- 2- 4 14 29-11- O 1-15 -123 0.03 9-18 -1095 0.3i Z-�5� 4 '7- 8- C 15 0- 0- 0 2-15 -500 o.2d 9-20 61A 0.30 5 9- 6-12 16 5- 2- 4 2-16 -600 0.19 10-20 -2G4 0.06 0-1$ 6 12- 3- 8 17 9- 8-12 3-16 -249 0.06 11-20 -6B 0.02 -� 7 14- 1- B 18 14- 9- 8 a-is io�i 0.53 u-zi -aao o.ia � p 3 4 5 6 7 8 9 10 11 12 13 14 e ia- 9- a 19 15-11- o 4-17 -129a 0.37 12-21 -2d2 0.06 9 17- 3- 8 20 19- 8-12 5-17 -2C0 0.03 13-21 1006 0.50 10 19- B-12 21 26- 8-12 6-17 -2185 0.68 13-22 -1505 O.d7 11 22- 2-12 22 29-11- 0 6-18 1663 0.82 14-22 -12i 0.03 3X4 4X7 fiX12 1.$J($ $X4 4X8 e-18 -2A9 0.06 1.SX3 1.5X3 2X3 W=3X4 4X7 1.SX3 1.5X3 7.5X3 I,_8_o I,$� 3X5 4X8 SX1 6X12 3X7 4X8 4X =3X5 9-8-12 W:508 m ^.J W:508 � m p � � � W:308 R:414 � � p �R.2196 � a a � � � � � R:951 U:-214 U. U: 15 16 17 18 19 20 21 22 29-11-0 OVER 3 SUPPORTS 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 Corrtrector. wo:cuuickson 3ocuckund Thia dosign is for en individuel building eomponont not truss system. tt has baen based on spaefi atbns proviMd by tha eomponent menufaeturvr Chk: DPE and done in accordance wkh tha curront vonions of TPI end AFPA daaign etanMrds.No responsibiliry Is essumad for dimansional eccuracy.Dimenaiona are to bo va�d by the componont manufecturer end/or building designor prior to febrieation.The building dasignar must eseortain thet the loads Dsqnr: LSP utilized on thia denign meet w accead tha beding inposod by the bcal building coda end the particuNr epplicatbn.The design esaumos thnt the top chord TC Live 40.00 ps£ DurFacs L=1.00 P=1.00 E is laterolly brocad by tM roof or Floor shoathing end the bottom chord in krorolly bracad by a rigid ahaathing metarlsl dincty enachetl,unbas otharwisa noted.Bncing shown is for kbral aupport of componants mamban only lo reduca buckling langih.This canponont ahall not 6a pleced in eny TC DBIId 10.00 p9f Rep Mbr Bnd �.�5 ant that wiq causs tha moisturv conten[of tha wood to axeeed 1BY.and/or ceuse connector pleta eortosbn.Febriute,hendk,install BC Live 0.00 p9f O.C.Spacing 2-0-� -E M M E R I C H W 00 D end'bro o thia truse in eccordenw wkh the follow{ng sbntlards:'Joint end CuHing Datail Reporta'aveilable es output frwn Truswal soflwere, 'ANSI?PI 1','WTCA 1'-Wood Truse Council of Amarka Standerd Design Responaibileics,'BUILDING COMPONENT SAFETY INFORMATION'- BC DCad 5.�0 pef Design Spec �RC-2��6 3115 182nd Lane,Andover MN 55704 (BCS1�and'BCSI SUMMARV SHEETS'by WTCA and TPI.The Truaa Plate Inatkub(TPI)h located at Y1B N.Lea Streat Sui1a 312, Phona(783�27-0155 Fez(783�427-8083 Alezandrle,VA 22714.Tha Amarican Forost and Pepar Associetion(AFPA)Is louted at 1111 19th Stroat,NW,Ste 800,Weshington,DC 20038. TOTAI. 55.00 psf Seqn T6.5.74- 364253 - PDF created with pdfFactory trial version www.pdffactorv.com