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Job Name: 30' Tuckunder Truss ID: FA02 Qt : 1 Drw : BRG x-LOC REACT SIZE REQ'DTC 4x2 SPF N1/N2-CAN If rigid sheathing is not directly attached End verticals are designed for axial loads 1 0- 2-12 414 5.50" 1.50�BC 4x2 SPF iil/#2-CAN � to the bottom chord, adequate lateral only vnless noted otherwise. 2 9- 8-12 2196 5.50" 1.So�WEB 4x2 SPF STUD-CAN restraint may be required (by othe=s). For Extensions above or below the tzuss profile 3 29- 9- 4 951 3.50" 1.50" 2-4x2 SPF STUD-CAN 5-17 floor applications, 2x6 strongback bridging (if any) have been designed for lond� HRG AEQOIREMENTS shown are based OPH.t�tes 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 at aach bear�spigned for the location shown only (DO NOT ANSI/TPI 1 6 SCSI 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 NCL BND CSI Plating is based on quality contzol factors Designed per ANSI/TPZ 1-2002 othezwise unsupported wall may create a 1-2 0 0.00 0.3d 0.34 Cq = 1.25 for wide face and This design does not account for lonq term hinge effect that requires additional desiqn 2-3 923 0.11 0.39 0.44 Cq = 1.25 for narrow face. Cime dependent loading (creep). Building consideration (by othexe). 3-G 923 0.11 0.28 0.39 My alterations to this are shown for Designer must account for this. UPLIFT REACTION(S) � 4-5 2358 0.61 0.32 0.92 individual jointa on the Joint Report. Refer to Joint QC Detail Sheet for Support 1 -214 lb 5-6 2358 0.61 0.32 0.92 THIS DESIGN IS THE COMPOSITE RESULT OF Maximwn Rotational Tolerance usad 6-7 -1059 0.02 0.31 0.33 MULTIPLE LOAD CASES. TRC/IBC truss plate values are based on 7-8 -1059 0.02 0.27 0.29 Mark all interior bearing locations. testinq and approval as required by IBC 1703 8-9 -3059 0.01 0.27 0.29 Install interior support(s) before erection, and ANSI/TPI and are reported in available 9-10 -2467 0.11 0.26 0.37 20 paf bottom chord live load NOT requized documents as ER-1607 and ESR-1118. 10-11 -2467 0.11 0.27 0.38 on thia truss, per IBC/IRC requirements for 11-12 -2129 o.oB o.27 0.35 attics with limited storage. 12-13 -2129 0.08 0.33 0.41 i3-ia o o.o0 0.33 0.33 PanelLengths: Std=2-5-4 BC FORCE AX1. BND CSI 4-5 �-��-Q 9•�Q Z"4-8 15-16 423 0.11 0.12 0.23 16-17 -1603 O.1G O.1G 0.28 MAX DEFLECTION (span) 17-18 -486 0.00 0.15 0.15 L/999 MEM 10-11 (LIVE)�LC 3 18-19 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 rv � � � �o-zi zsos o.6a o.iz o.�s }r p m jr � m p `P o m o `P � `�" o ,� m � o �, �+ � -_- ____ 21-22 1272 0.33 0.12 0.44 = Joint Locations = L � Y J x � h � � � Y � �L �' � b � � Y � � �0 i o- o- a iz za- e-iz 2 2- 8- 4 13 27- 2-12 WEA FORCE CSI WEB FORCE CSI 3 S- 2- 4 14 29-11- O 1-15 -123 0.03 9-18 -1095 0.34 2�_4 4 7- 8- 4 15 0- 0- 0 2-15 -500 0.24 9-20 619 0.30 '-� 5 9- 8-12 16 5- 7- 4 2-16 -600 0.19 10-20 -244 O.aS 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 1C- 9- 8 4-is io�1 0.53 ii-2i -aao o.ia � y 3 4 5 6 7 8 9 10 t1 12 13 14 8 1a- 9- 8 19 15-11- o 4-17 -129a 0.37 12-21 -2a2 0.06 9 17- 3- 8 20 19- 8-12 5-17 -200 0.03 13-21 1006 0.50 10 19- 8-12 21 24- 8-12 6-17 -2185 0.68 13-22 -1505 O.G7 11 22- 2-12 22 29-11- 0 e-ie 1663 o.ez ia-zz -i2a o.03 3X4 4X7 6X12 1.5X3 3X4 4X8 e-18 -2G9 0.06 1.5X3 1.5X3 2X3 W=3X4 4X7 1.5X3 1.5X3 1.5X3 I1-8-� I1-8-° 4X8 5X16 6X12 3X7 4X8 4X 3X5 =3X5 9-8-12 W:508 � � m ^J W:508 ^' m y � � m v �' W:308 R:414 � � a �R:2196 � � � � � � "� � 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 yauge 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:�uiiickson 3otuckund This design Is for an indiviAunl building component not truss syslnm. 11 hes bean based on spacificetions prorided by the componant menufacturer Chk: DPE nnd Aone In eccordence with tha currant verslons of TPI end AFPA design stendarde. No reaponslbility Is xseumed lor dimensionei eccurncy. �Imanslons ra lo be verlfled by tha componant menufncturar endlor building daslgner prlor to febrlcetlon.The buiiding deslgner m�sl esceAxln ihnt Ihe laede D9CjnY: LSP �Illlzed on this Aeaign meel or excaed tha londing Imposed by Ihe locel bullding code and Ihe pnrtic�kr eppllcnllon.The daslgn aseumas ihnt iha top chord TC Live 40.00 jJ9£ DurFacs L=1.00 P=�.�� E Is lelerelly braced by Ihe roo(or(loor shenihing nnd Ihe bottom chord In leteralty brnced by n rlgiA nhaething metorinl dlreclly ettxchad unlaee otharwise no�ad. Brecing ahown is lor le�arel e�pport of components membere onty to reduca buckling lengih.This componenl shell not be pinced in eny TC Dead 10.00 psf Rep M br Bnd �.�5 nvlro ant Ihet will ce�sa the moislure content of Iha wood lo exceed 18%nnd/or c r,o�neclor plata corroslon. Febricnte,hendle,Inatell BC Live 0.00 psf O.C.Spacing 2•0-� E M M E RI C H W 00 D end brece lhla trusn In eccordnnce with Ihe lollowinq stnnderds 'Jolnt and Cutting Detnil Rwpons'availeble es o�lput from Truewnl eoltwnro, 'ANSVTPI 1','WTCA i'-WooA 7rues Councll o/Americe Slendard Doelgn Rasponslbllitles,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 5.00 jJ9£ Design Spec �RC.-2��6 3715 182nd Lana,Andovar MN 55704 (BC51)end'BC51 SUMMARV SHEETS'by WTCA nnd TPI.The Truss Plnta Inslltule(TPI)is IocnlaA et 718 N.Lae Streel Suile 71P, Phone(783)427-4155 Fnx(763)A27-B083 Alaxendrle,VA 22314.The Amarlcen Foresl end Pnper Associatlon(AFPA)Is loca�ed nt 1111�Blh Slraal,NVJ,Ste BOO,Washinglon,OC 20078. TOTAI. $$.00 Psf Seqn T6.5.14- 364253 _ PDF cr�ated with pdfFactory trial version www.pdffactorv.com