HomeMy WebLinkAboutB14-0153_3.17_1421429100.pdf Plitt OF
Job Truss Truss Type Qty Ply • ■
ML07779 MB Monopitrh 2 44 40
Overholt Truss,Deka.Co 81416 Ift, Tejo
ID:rfg9ZcmVny8F
I -1-6-0 1 3-1-2 I 8-4-13 I 1iM
143-0 3-1-2 5-3-11 m
Mit
0.51° of
rOg
) 1°,-
5.00 ,2 2x4 II
o) 11°
4 1�
r
12 01/16/15 ,
3x4
3
1
2 awl
'dill
N
i 10111.111 B■1 7 6
N i
7x10 = 6x10 = 2x4 II
Ea
iiiiii
9 5.00 12
8x12 M18SHS II
I 3-1-2 I e-4-13 I 14-0-0 I
3-1-2 5-3-11 5-7-3
Plate Offsets(X,Y): 15:0-5-12,0-3-81,[9:0-3-4,0-2-121
LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.17 7-8 >975 240 MT20 197/144
(Roof Snow=-80.0) Lumber Increase 1.00 BC 0.80 Vert(TL) -0.25 7-8 >663 180 M18SHS 197/144
TCDL 15.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.18 11 n/a n/a
BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:80 lb FT=0%
BCDL 10.0
LUMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-3-10 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 6-0-0 oc bracing.
OTHERS 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) 9=1780/0-5-8 (min.0-2-12),11=1332/0-5-8 (min.0-1-8)
Max Horz 9=237(LC 10)
Max Uplif9=-94(LC 10),11=-168(LC 10)
Max Gray 9=1964(LC 17),11=1714(LC 17)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-9=-1951/198,2-3=3879/329,3-12=-2310/80,4-12=-2195/94,4-5=-2501/201
BOT CHORD 8-9=261/212,7-8=-48513376
WEBS 2-8=-253/3220,3-8=-57/326,3-7=-1377/279,4-7=-1595/223,5-7=-291/2775
NOTES
1)Wind:ASCE 7-10;Vuit=115mph(3-second gust)V(IRC2012)=91 mph;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 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. _`�33����.
5)All plates are MT20 plates unless otherwise indicated. w•-•""
OPD O L/CF\,11
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -
7)Bearing atjoint(s)9,11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify • \., �•••••••••••� S v1
capacity of bearing surface. j VOA co
P• I-i ••FO LI
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint 9 and 168 lb uplift at joint / •02•� /
11. / C) may•
LOAD CASE(S) Standard j/ •! 6 m•
• . 7V: A.
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wi s/Qf\J \ G\��
August 6,2014
I f
A WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MIIFK REFERENCE PAGE MIT-7473 rex I/29/1014 BERME USE
Design valid for use only with Mack 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 responsibility of the MiTek
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,qualify control,storage,delivery.erection and bracing,consult ANSI/TPI1 Qualify 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
If Southern Pine ISPI lumber is specified,the design values are those effective 06/01/2013 by ALSC