HomeMy WebLinkAboutB14-0153_3.15_1421429160.pdf 40,1 F
Job Truss Truss Type Qty Ply • e+
ML07779 M6 Monopitch 4 11/41 111
Overholt Truss, Delta.Co 81416
ID,rfg9ZcmVnyBPc
I 3-9-8 I 7-7-0
3-9-8 3-9-8 rigi
Mit
6x6 siii-
5.00 7 3
2x40 I F
2 a
III
4x4
1 01/16/15 •
s, I
cii
x4 =
IN �- Ni 68 I�
►t
�� 5 4
6
2x4 II 4x8= 2x4
I 3-9-8 I 7-7-0 I
3-9-8 3-9-8
Plate Offsets(X,Y): 13:0-1-12,0-4-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP
TC LL 80.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 5 >999 240 MT20 197/144
Roof Snow=80.0) Lumber Increase 1.00 BC 0.08 Vert(TL) -0.02 4-5 >999 180
TCDL 15.0 Rep Stress Ina YES WB 0.24 Horz(TL) 0.00 8 n/a n/a
BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight:57 lb FT=0%
BCDL 10.0
LUMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 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
be installed during truss erection,in accordance with Stabilizer
Installation guide_
REACTIONS (lb/size) 6=772/0-5-8 (min.0-1-8),8=698/0-1-8 (min.0-1-8)
Max Horz 6=152(LC 7)
MaxUplift8=-121(LC 10)
Max Gray 6=852(LC 17),8=825(LC 17)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-533/0,2-3=-622/60,1-6=-820/13
WEBS 2-5=-919/148,3-5=-132/732,1-5=0/548
NOTES
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91 mph;TCDL=6.Opsf;BCDL=6.Opsf;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)TOLL: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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)Bearing at joint(s)8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface. ������
6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. ��� N%
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=121. O PD 0 L/c6, 11 1i
8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced ,, •••'•••••.• S
standard ANSI/TPI 1. j co;.• P. HER•••Fp t
LOAD CASE(S) Standard % O / 6 ��I/
•
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1 O •
4-c/
August 6,2014
1 A WARNIAG-Verify design parameters and READ NO TES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-1413 reg 1/29/201d BERME USE
Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. .
Applicabirity 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 responsibility of the MITek'
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/fP11 Qualify Crtieda,DSB-89 and BCSI 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
M Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2013 by MSC