4812 ELM ST 2019-01-28 - Laserfiche WebLink

r Job Truss Truss Type Qty Ply submittals 111803702 05706360 A01 Common Girder 1 3 Job Reference(optional) The Truss Co., Burlington,WA,98233 8.030 s Oct 5 2016 MiTek Industries,Inc.Tue Jul 11 09:40:51 2017 Page 1 I D:DYVe4WH3wNiyn_iNU 1 ZZcRz3MY8-BH5fRr6k6KYPPL7wPCM23RKdUn41 vriK3pqHs6yzAiA 3-9-4 6-10-0 9-11-12 I 13-8-0 3-8-4 3-1-12 3-1-12 3-8-4 4x6= Scale=1:28.7 3 ill 6.00iih\12 8 9 2x4 VA 2x4// 2 ------'- 4 c5 \ a5 e1 OM 11 1� _ - — - B1 — 11 Y 11 11 x% 17 10 11 7 12 13 6 14 15 RN 0 .4 HUS26 HUS26 4x6= HUS26 HUS26 4x6 = HUS26 4x8 = 4x8 = HUS26 4-8-13 8-11-3 13-8-0 4-8-13 4-2-5 4-8-13 Plate Offsets(X,Y)-- (1:0-4-0,0-1-15),(5:0-4-0,0-1-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.05 6-7 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.08 6-7 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.01 5 n/a n/a BCLL 0.0 BCDL 7.0 * Code IRC2015/TPI2014 Matrix-SH Weight:212 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud REACTIONS. (lb/size) 1=3418/0-5-8 (min.0-1-8),5=3224/0-5-8 (min.0-1-8) Max Horz 1=74(LC 27) Max Uplift 1=-1252(LC 10),5=-1180(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-5559/2022,2-8=-5436/2004,3-8=-5407/2012,3-9=-5373/2000,4-9=-5401/1992, 4-5=-5523/2010 BOT CHORD 1-10=-1835/4936,10-11=-1835/4936,7-11=-1835/4936,7-12=-1182/3370, 12-13=-1182/3370,6-13=-1182/3370,6-14=-1749/4903,14-15=-1749/4903, 5-15=-1749/4903 WEBS 3-6=-1017/2683,3-7=-1037/2741 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=103mph;TCDL=4.2psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i L. Q 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1252 lb uplift at joint 1 and 1180 lb +04 IVASN ' uplift at joint 5. 4 9)Use USP HUS26(With 16d nails into Girder&16d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-7-4 from fte- %y� the left end to 11-7-4 to connect truss(es)B02(1 ply 2x4 HF)to front face of bottom chord. � n5 074 10) Fill all nail holes where hanger is in contact with lumber. I.C� /" LOAD CASE(S) Standard 4 1fi -' 19969 Continued on page 2 > 4. +'-0 July 11,2017 r I AA' A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 BEFORE USE. ` Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSII Building Component y � Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. he irf�RUSSCO.INC.