HomeMy WebLinkAboutB14-0153_Section 1.9_1421429160.pdf 4%°,011
Job Truss Truss Type Qty !Ply V 0
ML08712 M10 Monopitch 1op
Overholt Truss, Delta.Co 81416
ID:6LCOSLDOz9JU5r Z 11
-3-0-0 1 3-6-0
3-0-0 3-6-0 4,04
0. 146_44/61
3.00 12
2x4 H r/=� ���iii
PI*
3 �f
11 -
4x4: - 01/16/15
N
•
CS 2
10
111111
11101
�� 3x4=
o Ia
6 5
7 3x8 = 2x4 II
2x4 II
3-6-0 7-11-8 I
3-6-0 4-5-8
Plate Offsets(X,Y)- 14:0-1-12.0-4-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Loc) I/deft L/d PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.01 6 >999 240 MT20 197/144
(Roof Snow=80.0) Lumber Increase 1.00 BC 0.09 Vert(TL) -0.03 5-6 >999 180
TCDL 15.0 Rep Stress Incr YES WE 0.13 Horz(TL) 0.01 9 n/a n/a
BCLL 0.0 Code IRC2009/fPI2007
BCDL 10.0 (Matrix) Weight:47 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 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) 7=1546/0-5-8 (min.0-2-12),9=611/0-1-8 (min.0-1-8)
Max Horz 7=139(LC 8)
Max Uplift7=-222(LC 6),9=-77(LC 9)
Max Gray 7=1764(LC 13),9=761(LC 13)
FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-11=-843/62,3-11=-740/84,3-12=-765/156,4-12=-646/182,2-7=-1736/236
WEBS 2-6=-160/705,3.8=-558/283,4-6=-218/645
NOTES-
1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;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.
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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �����
7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity .....'s •11
0 Lice 1%of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. �co.,�•..A"HF.• V."II
LOAD CASE(S) Standard �/ �•°� 7// //
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January 6,2015
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A WARNING-Verify design parameten and READ NOTES ON MIS AND INCLUDED MILER REFERENCE PAGE NII-7413 re11/29/1014 BEFORE USE
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 MiTek�
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storagedelivery,erection and bracing,consult ANSI/T{91 Quality Criteria,DSB-89 end SCSI Budding 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 tSPt lumber is specified the design values are those effective 06/01/2013 by A1SC