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Job Truss Truss Type Qty Ply s •
ML07779 M4 Monopitch 2 111
Overholt Truss, Delta.Co 81416
I D:rfg9ZcmVny8P Z id
I 6-10-8 i 13-9-0 id r
6-10-8 6-10-8 rill
wit
PO
5.00 1jJ170) VP2
2x4 II
3 01/16/15 •
Z 9
7 5x5
5x5
00.00111e.1 111.11.
MI' It 3x4=
Y R 8 Id
WA
2N 6 5
3x12 II
5x6= 3x5 I I
6-10-8 I 13-9-0 I
6-10-8 6-10-8
Plate Offsets(X,Y): 11:0-3-8,Edcel 14:0-6-4,0-4-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.07 1-6 >999 240 MT20 197/144
Roof Snow=80.0) Lumber Increase 1.00 BC 0.46 Vert(TL) -0.12 1-6 >999 180 MT18HS 197/144
TCDL 15.0 Rep Stress lncr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a
BOLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:78 lb FT=0%
BCDL 10.0
LUMBER BRACING
TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 5-1-5 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 3-9-8 be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=1436/0-5-4 (min.0-2-8),8=1360/0-1-8 (min.0-1-8)
Max Horz 1=252(LC 10)
Max Upliftl=-55(LC 10),8=-168(LC 10)
Max Gray 1=1585(LC 17),8=1701(LC 17)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-3=-2292/53,3-4=-2323/190
BOT CHORD 1-6=-203/1833
WEBS 3-6=-1512/278,4-6=-275/2320
NOTES
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91mph;TCDL=6.0psf;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 0;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)All plates are MT20 plates unless otherwise indicated.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ..00414AN
6)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity _O�Pp 0 LI�F•11
of bearingsurface. 1'
7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. s. �•.......•••• rs
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) o ru0;• N. HEr4••S<f)'i!
8=168. • 0 29. //
9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced / / 1-.• /
standard ANSI/TPI 1. ' . 66-•
• /
LOAD CASE(S) Standard � • Nom•
Q
S. i /
40
1li:s��•aNAL �`
August 6,2014
0 WARM,AG-Verify design parameters and READ HOMES ON MIS AND INCLUDED WIER REFERENCE PAGE W11-1413 fel 1/29/201dREDREW mg
Design valid for use only with Mlek 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 MR**erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,qualify contra!,
Citrus storage,delivery,erection and bracing n nsidt ANSIReledR
Pi1 Qov Crlten DSB-99 and CC!Building Component
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. 7777 eenoacC CA,85810
95,Susie u5
If Southern Pine ISP lumber is specified,the design values are those effective 06/01/2013 by ALSO Heights,