HomeMy WebLinkAboutB14-0153_3.32_1421429100.pdf Job Truss Truss Type Qty Ply s •
ML07779 T13 Roof Special 1 Itirle 11411w
Overholt Truss. Delta.Co 81416 tm0 04
ID:rfg9ZcmVny81
I 7-11-13 1 13-1-8 _ r
7-11-13 5-1-11ict
7143 II 91 if'!*
3 1111,,
5.00[11 dr-
/
5x5
2
5�' ,`, 01/16/15
9
ts
/ -
SI / �' y_V
8 sB
4x12 II 7
2x4!! 8x12 MT18HS= N
3.00 I.2 6.6-0 tLk-1L 10x10 II
I 0418 .__ 1 13-1.8 i 11-7-0 - ---1
Plate Offsets(X Y): 11:0-3-8,Edoei,f3:0-4-8,Edgel,f7:0-6-8.0-3-01
LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.27 7-8 >854 240 MT20 197/144
(Roof Snow=80.0) Lumber Increase 1.00 BC 1.00 Vert(TL) -0.42 7-8 >554 180 MT18HS 197/144
TCDL 15.0 Rep Stress!nor YES WB 0.49 Horz(TL) 0.20 6 n/a n/a
BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight:94 lb FT=0%
BCDL 10.0 _
LUMBER BRACING
TOP CHORD 2x6 SPF 2100F 1.8E'Except* TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins.
3-6:2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing.
BOT CHORD 2x4 SPF 1650F 1.5E I MTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SPF 1650F 1.5E be installed during truss erection,in accordance with Stabilizer
SLIDER Left 2x8 SPF 1950F 1.5E 4-4-10,Right 2x8 SPF 1950F 1.5E 3-8-5 Inst9Uationguide.
REACTIONS (Ib/size) 1=2049/0-5-8 (min.0-3-3),6=2049/0-5-8 (min.0-3-1)
Max Horz 1-138(LC 11)
Max Uplift1=95(LC 10),6=-130(LC 11)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-3-3149/150,3-4=-4660/359,4-6-5183/257
BOT CHORD 1-8=18/2559,7-8=-41/2507,6-7=-138/4356
WEBS 3-8=0/282,3-7=242/2619,4-7=-527/258
NOTES
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91 mph;TCDL=6.0psf;BCD(=6.0psf;h=25ft;Cat.II;Exp C;enclosed;
MVA/FRS(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)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.
6)Bearing at joint(s)6 considers parallel to grain value using ANSI/7P]1 angle to grain formula. Building designer should verify capacity 1_„N`\`
of bearing surface. \�
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) =O0Pi)0 Lice�‘
6=130. i ••••.s••e•e S
8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced VOof ••.' P. HFR••efO!R+
standard,ANSITPI 1.
•
LOAD CASE(S) Standard :CC' / 92; /,t
4/ ° r'r =6766 ma •
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August 6,2014
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A KARMf14G-Verifydesira?woman and REM ROTES ON 711IS AM fArAVDED MUM REEEP-EACE PAGE 1471-7473 rem!,/29/2014 8t408Et6E •
Design valid for use only with Ml e connectors.This design is based only upon parameters shown,and is for an individual building component. 1111
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 responsibillN of the MiTeR-
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For genera!guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Ttil Qually Cdteda,DSB-89 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
N Southern Pine VP)lumber is specired,the design vehus are those effective 06/01/2013 by ALSO