HomeMy WebLinkAboutB14-0153_3.19_1421429100.pdf 40.1 Fpal
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Job Truss Truss Type Qty Ply • •
ML07779 SI Scissor 10 444 1 11 0 11
Overholt Truss, Delta.Co 81416
ID rfg9ZcmVny8P
3-0-0 5-0-2 9-8-13
3-0-0 5-0-2 4-8-10 it rri
.01
00
of
lao) *0).
5.00 112 10
3x5
3 r. 01/16/15 •
6x12.5 MT16 Hei
2 �:
AT
8
5x5= 7 m
.,4•1/1
� 3x5= Y
Frig
9 3x8% 3.00 12 6
3x4 II
I 6-11-12 1 9-8-13 I 13-11-8 I
6-11-12 2-9-1 4-2-11
Plate Offsets(X,Y): 12:0-5-15,Edgel
LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft L/d PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.07 8 >999 240 MT20 197/144
Roof Snow=80.0) Lumber Increase 1.00 BC 0.50 Vert(TL) -0.12 8-9 >999 180 MT16 116/127
TOOL 15.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.07 6 n/a n/a
BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight:79 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*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-9:2x6 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=1349/0-5-8 (min.0-2-0),9=2134/0-5-8 (min.0-3-3)
Max Horz 9=177(LC 9)
Max Uplift6=62(LC 11),9=-170(LC 10)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-168/461,3-4=-1895/131,4-5=-1165/111,2.9=-1137/146,5-6=-1310/90
BOT CHORD 8-9=-185/1793,7-8=-86/1004
WEBS 4-8=-58/1058,4-7=-773/85,3-9=-2307/175,5-7=-66/1118
NOTES
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91mph;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 16.0 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. ``������
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _+ P�O LI�N%
7)Bearing at joint(s)6,9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify .O ie
capacity of bearing surface. �, ��••••.'.•.•• S
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) i V�•• P. HFj9 ••FO(?
9=170. / :0 ti i �t
9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced j V 7
i
standard ANSI/TPI 1. ',r. 66°: P
LOAD CASE(S) Standard � �.i IV j
111;r Y�`+DNAI,EN��_
August 6,2014
t r
Q WARNING-Verify design parameters and READ M)TES ON TNI.9AND INCLUDED MITET(REFERENCE PAGE 1411-7473 fee 1/29/1014 BEFOREUSE
Design valid for use only with M1ek 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 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/T911 Quality Criteria,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
N Southern Pine(SP)lumber is spec flied,the design values are those effective 06/01/2013 by ALSC