4812 ELM ST 2019-01-28 - Laserfiche WebLink

Job Truss Truss Type Qty Ply submittals 111803703 BB706360 A02 QUEENPOST 2 1 Job Reference(optional) The Truss Co., Burlington,WA,98233 8.030 s Oct 5 2016 MiTek Industries,Inc. Tue Jul 11 09:40:52 2017 Page 1 ID:DYVe4WH3wNiyn_iNU 1 ZZcRz3MY8-fTflfB7NtdgG 1 Ui6zwtHcetl l BQSeLGTITarOYyzAi9 2-0-0 3-8-4 6-10-0 9-11-12 13-8-0 15-8-0 2-0-0 3-8-4 3-1-12 3-1-12 - 3-8-4 2-0-0 Scale=1:30.7 4x4= 4 6.00 12 2x4 2x4 9 10 3 5 M1N1 6 2 -um- :7 Io C 3x4 3 7 G 3x8= 3x4 6-10-0 13-8-0 6-10-0 6-10-0 Plate Offsets(X,Y)-- [2:0-2-9,0-1-8],[6:0-2-9,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.04 2-8 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.07 2-8 >999 180 TCDL 8.0 Rep Stress lncr YES WB 0.09 Horz(CT) 0.01 6 n/a n/a BCLL BCDL 7:0 * Code IRC2015/TPI2014 Matrix-SH Weight:53 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 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=675/0-5-8 (min.0-1-8),6=675/0-5-8 (min.0-1-8) Max Horz 2=-99(LC 15) Max Uplift 2=-272(LC 10),6=-272(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-794/264,3-9=-584/184,4-9=-535/195,4-10=-535/195,5-10=-584/183, 5-6=-794/265 BOT CHORD 2-8=-227/644,6-8=-140/644 WEBS 4-8=-56/303 NOTES- 1)Wind:ASCE 7-10;Vult=l3omph(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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 23.0psf 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. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 272 lb uplift at joint 2 and 272 lb uplift at joint 6. LOAD CASE(S) Standard «4` WASyt , C,� r O "� i `' "'.� 14959 `�sjQNA,[•I�t� July 11,2017 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 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 BCSI1 Building Component t, Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ahe i w.RUSSco.INC.