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Job Name: 30' Tuckunder Truss ID: FA01 Qt : 1 Drw : BRG X-LOC REnCT SIZE AEQ'DTC dx2 SPF C2100F1.BE If rigid sheathing is not directly attached End verticals a=e designed for axial loads 1 0- 1-12 1316 3.So" 1.SOBC Gx2 SPF C2100F1.BE � to the bottom chord, adequate lateral only unless noted otherwise. 2 29- 9- 4 1316 3.50" 1.50'WEB 4x2 SPF STUD-CAN restraint may be requiied (by others). For Extensions above or below the truss profile BRG REQUIREMENTS shorn a e based ot83Yf BLK Gx2 SPF N1/#2-CAN floor applications, 2x6 strongback bridging (if any) have been desiqned for loads on che truss material atfeach bear8tptes outside the truse perimeter are is required, at 10'-0" O.C. or lees. See indicated only. Horizontal loads applied at designed for the location shown only (DO NOT ANSI/TPI 1 6 BCSI for more. the end of the extensions have not been TC FORCF. AXL BND C9I MOVE!) and may be trimmed or folded. Re£er 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 is based on quality control factors Designed per ANSI/TYI 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 acco�nt for long term hinge effect that requires additional design 3-4 -3476 0.14 0.12 0.26 Cq = 1.25 for nar=ow face. time dependent loading (creep). Huildinq consideration (by others). 4-5 -5543 0.35 0.14 0.50 My altezations to this are shown for Designer must account for this. 5-6 -55A3 0.36 0.15 0.51 individual joints on the Joint Repott. Aefer to Joint QC Detnil Sheet for � 6-7 -6191 0.G5 0.16 0.62 NOTE:MI�XIMItdUM TRUSS SPACING IS 19.2 " O.C. Mazimum Rotational Tolerance used 7-e -6191 0.45 0.15 0.61 IRC/IBC txuss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF 8-9 -6191 0.45 0.16 0.62 testing and approval as requited by IBC 1703 MULTIPI.E LOAU CASES. 9-10 -5413 0.34 0.15 O.a9 and ANSI/TPI and are reported in available 20 psf bottom cho=d live load NOT required 10-11 -Sd13 o.3d 0.14 0.48 documents as ER-1607 and ESR-1116. on thie txuss, per IBC/IRC requiiements for 11-12 -3715 0.12 0.11 0.23 attics with limited atorage. 12-13 -3215 0.09 0.13 0.22 13-14 0 0.00 0.13 0.13 Panel Lengths: ec FORCE rUa, sNo csi Std=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 a.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" D= -0,34" T= -1.26' 20-21 4477 O.G9 0.05 0.55 2i-2z 1569 o.i� o.os a.zz p p m y o q � Y � v � v o �' � � m v m � o v � � ____ ____ N m u = Joint Locations = WE� FORCE CSI WEH FORCE CSI � � "' � `" ^ '" � '" � rv � � � � � Y p � �' � � � � 2 2_ 8- 4 13 27- 8- 4 1-15 -99 0.03 9-18 265 o.i3 3 5- 2- 4 14 29-11- 0 2-15 -2239 0.70 9-20 -648 0.20 z-5_4 4 7- 8- 4 15 0- 0- 0 2-16 1860 0.92 10-20 -198 0.05 � 5 10- 2- 4 16 5- 2- 4 3-16 -193 0.05 11-20 1100 O.SG �•�-$ 6 12- 8- 4 17 10- 2- 4 4-16 -1407 0.4G 11-21 -1483 0.46 7 14- 1- 8 18 15- 2- 4 a-i� iozz o.si iz-zi -i9e o.os � p 3 4 5 6 7 6 9 10 11 12 13 14 8 15- 2- 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 0.09 ia-zz -ez o.oz 1.5X3 ii 22- e- a z2 29-11- o s-1s -i9e o.os 6X12 4X7 3X4 1.5X3 6X12 1.5X3 1.5X3 1.5X3 W=3X7 3X4 4X8 1.5X3 1.5X3 It-B-� It-8-0 6X12 4X8 3X5 4X8 6X12 5X Ex8 W-H0312 N= X7 W:308 � �r m N m N o v g Y `.�J � W:308 R:1316 � � � m � ,/, � � � �i ,a �, R:1316 U: U: 15 16 17 1819 20 21 22 29-11-0 7/16/2012 All piates are 20 gauge Truswal Connectors unless preceded by"MX"�or HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:5132"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. wo:cuiiickson socuckund This deelgn Is tor en Individuel b�liding componenl nol lruss nyeiem.It hns beon besed on npacl(icellons provldad by�ha component menufect�rar Chk: DPE end done In accordenca with the currenl vernions of TPI end AFPA design ninnderds. No responslbllky la esnumad for dlmonslonal nccurncy. Dlmamlons re lo be verifled by Iha componant menufncturar end/or bullding dealgner prlor lo febrlcatlon. 7he b�llding dasigner musl escartein tl�et iha loads Dsgnr: LSP ulillzed on thie dasign moe[or azcaed tha Ioeding Impoaed by ihe bcnl bullAing coda and the pnrticuler npplication. The doalgn eseumas thet the top chord TC Live 40.00 paf DurFacs L=1.00 P=�.�� E Is Ieleraly breced by Ihe roof or fbor eheelhing end the bottom chord le letarelly breced by n rigid sheafhing me�arial dlreclly etleched,unlese othorwlsa noted. Bracing shown Is for lelerel nuppori ol componanls memben only lo raduce buckling length. This componanl nhnll not be placed In nny TC Dead 1�.0� p9f Rep M br Bnd �.�5 nvironmenl lhat wlll ceuse the molalure contanl of the wood lo exceed 18%end/or cxuse connoclor pinta corronlon. Febricete,hnndle,insinll gC Live 0.00 paf O.C.Spacing 1-7-3 E M M E RI C H W 00 D fl��d brece this Ir�sa in eccordance wlth cha following stendards 'Join1 end Cutting Deteil Reporis'aveilrble es outpul from Truewel soflwnre, 'ANSYTPI 1','WTCA 1'-Wood Tr�as Co�ncli of Amarlce Slandnrd Oesign Responslbllitles,'BUILDING COMPONENT SAFETV INFORMATION'- BC Dead 5.00 psf Design Spec �RC-2��6 7115 182nd Leno,AnAovar MN 55704 (BC91)end'BCSI SUMMARV SHEETS'by WTCA entl TPI.�he Truss Plete Instltute(TPI)Is locetad e�218 N.Lan Street Suila 712, - 7hono(789�427-4155 Fez(783�d27-BO87 Alazendria,VA 2P314.The Amerlcnn Foreal enA Paper AsnoclnHon(AFPA)Is localad et 1171 18ih S�raal,MN,5[a 800,Washington,OC Y0076. TOTP.L $$.�� P9 f Seqn T6.5.14- 364252 �'DF created with pdfFactory trial version www.pdffactorv.com