HomeMy WebLinkAboutB14-0153_3.11_1421429160.pdf 40.1 F pic.°A.pil al
Job Truss Truss Type Qty Ply •
ML07779 M2 MONOPITCH 6 441/
Overholt Truss, Delta.Co 81416 kJ el
ID:rfg9ZcmVny8F Z id
I
I -2-0-0 5-5-12 ■
2-0-0 5-5-12 it •f
.01
3.00 12 II*
2x4 II
4
5x5; 01/16/15 •
d 3 r
10
2 01111
011
I • 9Im
d
7 4x6 = 6
4x12 II 3x5 II
I 5-5-12 I 10-11-6 I
5-5-12 5-5-12
Plate Offsets(X,Y): 12:0-9-9,Edael.[5:0-6-4.0-4-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP
TOLL 80.0 Plates Increase 1.00 TC 0,38 Vert(LL) -0.05 7 >999 240 MT20 197/144
(Roof Snow=80.0) Lumber Increase 1.00 BC 0.44 Vert(TL) -0.08 2-7 >999 180 MT18HS 197/144
TCDL 15.0 Rep Stress lncr YES WB 0.33 Horz(TL) 0,02 9 n/a n/a
BCLL 0.0 Code IRC2012/TPI2007
BCDL 10.0 (Matrix) Weight:59 lb FT=0%
LUMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except
BOT CHORD 2x4 SPF 1650F 1.5E end verticals.
WEBS 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x8 SPF 1950F 1.5E 2-10-7 be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1570/0-5-8 (min.0-2-13),9=1030/0-1-8 (min.0-1-8)
Max Horz 2=124(LC 10)
Max Uplift2=-164(LC 6),9=-104(LC 10)
Max Gray 2=1784(LC 17),9=1274(LC 17)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-4=-2141/87,4-5=-1902/142
BOT CHORD 2-7=-148/1707,6-7=-11/256
WEBS 4-7=-949/165,5-7=-168/1769
NOTES
1)IMnd:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91 mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;
MWFRS(envelope)automatic zone;cantilever left and right exposed:end vertical left and right exposed;Lumber DOL=1.00 plate grip
DOL=1.00
2)TCLL:ASCE 7-10;Pf=80.0 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 20.0 psf or 1.00 times flat roof load of 80.0 psf on overhangs
non-concurrent with other live loads. __`������
5)All plates are MT20 plates unless otherwise indicated. II
=o Pp 0 Ll�%
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q� F
7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity c, .........• s gI
of bearing surface. •VOA• P. H ..,6.. <% II/
8 )Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. �/ .0
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=164, / C) 1-.. )4
9=104. 4� •a
10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced j • •6 m• /
standard ANSI/TPI 1. ;� / N;
LOAD CASE(S) Standard ,1 0 ••.• .•.�k,�-
II s,
August 6,2014
l
0 WARNING-Verity design pararlteten and READ M)IES ON MIS AND INCLIMED MIIEK RFFEREMI PAGE MII-1413 tea 1/19/1014 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 parameters 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 Mire
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 ANSI/IP!!Quality Criteria,DSB-B?and SCSI Building Component 7777 Greenback Lane,Suite 109
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610
H Southam Pine 1sPl lumber is specified,the design values are those effective 06/01/2013 by ALSO