HomeMy WebLinkAboutB14-0153_Section 1.7_1421429100.pdf 40,1 F
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Job Truss Truss Type Qty Ply ie•
ML08712 J3 Jack-Open 7
Overholt Truss, Delta.Co 81416 tail rewl
ID:6LCOSLDOz9JU: Z id
-3-0-0 I 6-0-0
3-0-0 6-0-0 id Ie e f
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3,00 12 4
478 I
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55
3x6=
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6-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TOLL 80.0 Plates Increase 1.00 TC 0.56 Vert(LL) 0.06 4-5 >999 240 MT20 197/144
(Roof Snow=80.0) Lumber Increase 1.00 BC 0.34 Vert(TL) -0.08 4-5 >839 180
TCDL 15.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.08 3 n/a n/a
BCLL 0.0 Code IRC2009/TPI2007
BCDL 10.0 (Matrix) Weight:25 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF 1650F 1.5E end verticals.
WEBS 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 5=1403/0-5-8 (min.0-2-8),3=380/Mechanical,4=40/Mechanical
Max Horz 5=134(LC 8)
Max Uplift5=-221(LC 6),3=-64(LC 8)
Max Gray 5=1600(LC 13),3=477(LC 13),4=93(LC 5)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-5=-1528/262
NOTES-
1)Wnd:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;Cat,II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever
left and right exposed;end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00
2)TCLL:ASCE 7-05;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 20.0 psf or 1.00 times flat roof load of 80.0 psf on overhangs
non-concurrent with other live loads.
5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
6)This truss has been designed fora 10,0 psf bottom chord live load nonconcurrent with any other live loads.
7)Refer to girder(s)for truss to truss connections.
LOAD CASE(S) Standard rNW) L/Ce II
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0 WARNING-Verify design parameters and READ AO7ES ON THIS AND nN7UDED MITER REFERENCE PAGE NII-7473 sic 1/29/2014 BEFORE USE mt
Design valid for use only with M7ek 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,quality control,storage,delivery,erection and bracing,consult ANSI/M1 Qualify Criteria,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
M Southern Pine(SP( (lumber is specified.the design values are those effective 06/01/2013 by ALSC