HomeMy WebLinkAboutB14-0153_Section 1.8_1421429160.pdf 40.1 F pal
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Job Truss Truss Type Qty Ply s •
ML08712 M6 Menopitch
Overholt Truss, Delta.Co 81416 LA '611r- ‘r IINIPII el
ID:6LCOSLDOz9JU5ryP
I -3.0-0 I 5-5-12 I e�
3-0-0 5-5-12 ■ae f
.01
ow of
-1.),)Icco) 0).c)-
3.00 12
2x4 11 2 *
11 3
- -- -- 01/16/15 •
6x12 M18SHS
2 10
0ii
E
�t9Ia
6 5
*
7 4x10 = 3x4 H
3x5=
I 5-5-12 10-11-8
5-5-12 5-5-12
Plate Offsets(X,Y)-- 12:0-5-0.0-2-81,14:0-5-4.0-4-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.04 6 >999 240 MT20 197/144
Roof Snow=80.0) Lumber Increase 1.00 BC 0.19 Vert(TL) -0.06 6 >999 180 M18SHS 197/144
TCDL 15.0 Rep Stress Incr YES WB 0.29 Horz(TL) -0.01 9 n/a n/a
BCLL 0.0 Code IRC2009/TPI2007
BCDL 10.0 (Matrix) Weight:63 lb FT=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 6-0-0 oc bracing.
2-7:2x6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SPF 1650F 1.5E be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 7=1839/0-5-8 (min.0-3-4),9=947/0-1-8 (min.0-1-8)
Max Horz 7=161(LC 8)
Max Uplift7=-241(LC 6),9=-95(LC 9)
Max Gray 7=2089(LC 13),9=1199(LC 13)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-10=-1598/30,10-11=-1579/44,3-11=-1297/45,3-12=-1588/83,4-12=-1433/96,
2-7=-2019/271
BOT CHORD 6-7=-496/47
WEBS 3-6=-1202/162,4-6=-121/1485,2-6=-102/1547
NOTES-
1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.Opsf;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. _+�ViNiNo
5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4..... P�O �/C \,,1
6)All plates are MT20 plates unless otherwise indicated. Q� F 1
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 0�,:.•••••H••.•///x,�
8)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity / V rJ P• FR •.• r+Ai
of bearing surface. of e 2 t
9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. j V 9Z••• t
LOAD CASE(S) Standard % e G- JP 66-••
moi•` n/:
Q 1
I i���0 % ��G."i
January 6,2015
Q WARNING-Verify design parameters and READ N07ES ON MIS AND INCLUDED MILER REEEREMI PAGE MII-1413 res 1/29/2014 BEFORE USE
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI
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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109
Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610
N Southern Pine(3P(lumber is specified,the design values are those effective 06/01/2013 by ALSC