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. Work Order: T56565 Customer: LYMAN LUMBER/CHAN Truss ID: B3 Qt : 2 Desc: GABLE etic x-wC nsac.^r 3I2E nBQ�n TC 2x< SPF $1/Y2-CAN Web bracing required at aach location shorn. End verticale are daeiqned for axial loada 1 0- 1-12 325 3.50" 1.50" BC 2x4 SPF C1650F1.SE � Refer to BCS2 for prop�r requirod lateral only unloss notad othorviao. 2 1-10- 0 2t5 5.50^ 1.50^ WEB 2x3 SPF #3-CAN restraint. For alternative reb bracing, &xtenaione above or balor the trusa profile 3 3- 2- 0 138 5.50" 1.50" 2x4 SPF #3-CAN 14-1, 26-13 aee ITWBCG's standard d�tails. (iP any) hava bean d�aiqned for loade < 1- 6- 0 117 5.50" 1.50" 2x3 SPF �1/�2-CAN 19-6, 20-7 Deaiqned pex ANSI/TPI 1-2007 indicated only. Horizontal loada appl3ed at 5 5-30- D la6 5.50" 1.50�' 21-8 Sabrication Tol�ranc• = 16.09 th� end of th� eateneions hav� not baan 6 7- 2- 0 148 5.50^ 1.50^ Platinq is baaed on quality control factore Bearinqa desiqnad for an FeParp value of the conaidered unlesa sho�rn. A drop-leq to an 7 8- 6- 0 161 5.50^ 1.50" Cq = 0.64 for rrida face and lassar of thm truss chord lumbez value or otherxiae unaupport�d wall may create a 8 9-30- 0 148 5.50^ 1.50^ Cq = 0.94 for narrow face. 425 for all bearings. hinqe effect that requirea additional desiqn 9 11- 2- 0 1d6 5.50" 1.50" Any alterationa to thia are ehovn for Thia deaiqn doea not account for lonq term conaideration (by othera). 10 12- 6- 0 147 5.50�� 1.50�� individval joints on the Joint Report. time dependent load.ing (creep). Building tlPLiFT REACTION(S) : � 11 13-10- 0 138 5.50" 1.50° Refor to Joint QC Detail 3heat for Deaignar must account for thia. Support Main iiind Non-iiind 12 15- 2- 0 245 5.50^ 1.50^ Maxinum Aotational Tolerance used THIS DESIGN ZS T� COI+IPOSITE RESIILT OF 1 -176 lb 13 16-i0- a 325 3.50^ 1.50^ IRC/IBC truas plata values are based on !![JLTIPLE LOAD CA3&S. 2 -231 lb testing and approval as required by IBC 1703 Loaded for 10 PSF non-concurrent SCLL. 3 -65 lb 2C Foacs x�, aam CSI and ANSI/TPI and ara raported in availabla Mark all interior bearing locations. 4 -69 lb 1-2 -230 0.02 O,o3 o.os documents aa ER-1607 and ESR-1118. Inatall intarior support(s) before aroction. 5 -71 lb 2-3 -167 0.00 0.0< 0.0< HORIZONTAL REACTION(3) : Gable verticala ara 2x 3 web material apacad 6 -23 lb 3-a -12e o.00 0.02 0.03 support 2 191 lb at 16.0 " o.c. unl�ea notwd otherwise. 8 -23 lb 1-5 -87 0.00 0.02 0.03 support 12 -191 lb Top chord supports 24.0 " of unifora load 9 -71 lb S-6 95 0.01 O.D2 0.03 This truss is d�siqned uainq th� at 35 psf live load and 10 psf dead load. 10 -69 lb 6-7 la3 0.02 0.02 0.05 ASCE7-OS Wind Specification Additional deaign considerations may be 11 -65 lb 7-8 143 0.02 0.02 0.05 Bldg Encloaed = Yas, Importance Factor = 1.00 required if aheathinq ia attached. 12 -231 lb 8-9 95 0.01 0.02 0.03 Trusa Location = End Zone r ce ab e s ud in acc rdan e with 13 -176 lb 9-10 -87 0.00 0.02 0.03 Burricane/Ocaan Liae = No Exp Cateqo = C T uax 1 at ms ta r ab e bracinq 20 paf bottom chord live load NOT required 10-11 -128 0.00 0.02 0.03 Bldg Length = 80.00 ft, Bld��' th � � q � �� on this truss, par IBC/IRC raquirements for 11-12 -167 0.00 0.04 O.oa Mean roof heiqht = 15.00 ft.--mp�c�-z $ � atructura of attica Mith limit�d storaga. 12-13 -230 0.02 0.03 0.05 ASCE7 II $tandard Occupanc}A,-10dbd Lo �C � �eN v�d. Sheathing Desiqned aa Main Nind Force Reaieting S may be applied additional support to eC l'oRCa A�. BND CSI - Lor-risa and Compononta and s, but is not NAX DEFLECTION (span) : 1a-15 0 0.00 0.01 0.01 Tributary Area = 34 aqft 3 4 e ir u la� n d� ral loads havs L/999 MEM 1-2 (LIVE) LC 1 15-16 0 0.00 o.oi o.01 �- not bean analy�sa indicated i� 0.00" D= 0.00" T= 0.00� 16-17 0 0.00 0.01 0.01 12.00 -72.00 17-18 0 0.00 0.01 0.01 . � Joint Locationa � ie-i9 0 0.00 o.oi o.01 R3X4 1 0- o- 0 14 0- 0- 0 19-20 0 0.00 0.01 0.01 2 1-10- 0 15 1-10- 0 z0-zl 0 O.oO O.ol o.ol 3 3- 2- 0 16 3- 2- 0 2i-z2 0 0.00 o.oi o.oi 1.SX4 1.5X4 4 4- 6- 0 17 4- 6- 0 22-23 0 0.00 0.01 0.01 5 5-10- 0 18 5-10- 0 23-24 0 0.00 0.01 0.01 1.SX4 1.SX4 6 7- 2- 0 19 7- 2- 0 2e-25 o O.00 0.01 o.oi 7 8- 6- 0 20 8- 6- 0 2s-2s o o.00 0.01 0.01 1.SX4 1.SX4 8 9-10- 0 21 9-10- 0 9 11- 2- 0 22 11- 2- 0 wse soxce csz ase roxcs csi 10 12- 6- 0 23 12- 6- 0 1-1e -3oe o.o� e-21 -122 O.oe 10-0-0 1.SX4 1.SX4 10-2-15 11 13-10- 0 2d 13-10- 0 1-is Za� o.ii 9-22 -izo o.i� SHIP 12 15- 2- 0 25 15- 2- 0 2-15 -155 0.06 10-23 -121 0.11 1.5X4 1.SX4 13 17- 0- 0 26 17- 0- 0 3-16 -113 0.07 I1-2� -113 0.07 �-17 -121 0.11 12-25 -155 0.06 s-ie -i2o o.v 13-25 zai o.ii 3X4 3X4 6-19 -122 0.08 13-26 -308 0.07 ,_zo _�.a o.�2 ,.�-0 I,.�-0 1. 3X4 1.5X4 1.SX4 3X4 1.SX4 1.SX4 1.5X4 1.SX4 1.SX4 1.SX4 1.5X4 1.SX4 �� 17-0-0 �� 14 15 16 17 18 79 20 21 22 23 24 2526 '.,°-0� l�111111111 1� ,.,a-0 � �,� � � � � �� ,� � t � 10/21/2015 OVER CONTINUOUS SUPPORT 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' AUTOMATED WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Job Name:srttucK This tl�sign is for an individual building eomponent not truss sysbm.It�u Dean baseC o�specifications providea Dy the�omponant manufaoturar C}y]�; BU I LDI N G and done In accordance witl�the curteM versiona of TPI and AFPA design standarcls.No responsi6ility le asaumed for dimensional accu/acy.Dimenslon� De r: ADG COM PON ENTS are to bs varifiad Dy th�componant manuf�atursr afMlor building designer pdor to tabricaGon.Tha buiWiny dasip�r must ascarfain that M�bads � utiBzed on this d»Ign maet w exuetl tha bading imposatl by tlro local bulldinp wde and the pardeular applicatbn.TM wmponant manufacturer Is not tha � Live 35.00 paf W rFaes Itl.15 �1.15 bul Wing dasignw.TM daslgn auumsa that M�top ehord la latmlly braeed by ths roof w floor ahbthing and tha bottom ehord Is Iabrally broced by s rlgld sharthing mateAal directly attae�etl,unlws otMrwlse noted.Bracl�g shown Is for lataral support o1 componant mombars only to reduce buckNrp length.Thla TC Dead 10.00 pof Rep bh�r Bnd 1.15 1111 8TH STREET cwnponent Shai�not be D�a�ed in any environmsnt that will puw the rtq4turo condnt o/tha wood to excesd 1�andlw cauu wnnector pfata corroabn. SC LiV9 0.00 Pef O.C.SPBCinq 2- 0- 0 CHETEK�W��72$ Fabrimte,handle,fn�Gll anA bracs thh wq In accordanca wlth th�following standarda:'Jolnt and Cuttlng Detel�Reports'avallable es output from T�u�wal toftware,'ANSU7%1','WTCA 1'-Wood Tnias Council of America StandaM Desipn RasponsibilHiea,'BUILDING COMPONENT SAFETY INFORMATION'- SC D@Ad 10.00 Pa f Deeign Spec IRC-2012 PHONE: (800)524-9990 (BCSq and'BC51 SUMMARV SHEETS'by WTCA and TPI.The Truu Pleto InstHute(TPn is bcated at 218 N.Lee Street Suite 312, FAX:(715)924-2585 Ab.andria,VA 22374.Ths Amsrinn Forost and Papar Associalion(AFVA)is IocNed at 1111 19th Streat,NW,Sb 800,Washinqton,DC 30036. TOT�7, 55.00 paf Secin T6.5.20 - 126269