HomeMy WebLinkAboutB14-0153_3.18_1421429100.pdf 40.1 F p4%°40111*fie
Job Truss Truss Type Qty Ply •
ML07779 MS Monopitch 4 4411 1 11 0 11
Overholt Truss, Delta.Co 81416
ID,rfg9ZcmVny8Pc Z id
-2-0-0 3-0-10 I
2-0-0 3-0-10 4 In/
Nit
PO
5.00 12 ojlao) livi''
2x4 II
4 01/16/15 •
5x5-
3 r
2
o 3x4II
iI-
UI
0g ld
►M
O M 7 3x5= 6
4x10 II 2x4 II
I 3-0-10 I 7-9-8 I
3-0-10 4-8-14
Plate Offsets(X,Y): (2:0-7-13,0-1-01,15:0-3-12,0-4-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.02 7 >999 240 MT20 197/144
Roof Snow=80.0) Lumber Increase 1.00 BC 0.18 Vert(TL) -0.04 6-7 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 9 n/a n/a
BOLL 0.0 Code IRC2012/TP12007
BCDL 10.0 (Matrix) Weight:48 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
SLIDER Left 2x8 SPF 1950F 1.5E 1-9-14 be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1260/0-5-8 (min.0-2-3),9=681/0-1-8 (min.0-1-8)
Max Horz 2=154(LC 10)
Max Uplift2=-80(LC 10),9=-91(LC 10)
Max Gray 2=1392(LC 17),9=856(LC 17)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-4=-1277/17,4-5=-1107/91
BOT CHORD 2-7=-104/842
WEBS 5-7=-126/948,4-7=-551/142
NOTES
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91mph;TCDL=6.Opsf;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. _��1����`
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 1%
6)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity _ei, LSCA-,, I,
of bearing surface. O,, ••.••••H -,•!,•.-<<),
•.•• ,0 la
7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. j C • P• F'7/1/
4 •• ),vi
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,9. �/ •O /% if
9)This truss is designed in accordance with the 2012 International Residential Code sections R502,11.1 and R802.10.2 and referenced / U -2.1. /
standard ANSI/TPI 1. -
�� •• p• /
�4 a e6 m. it
LOAD CASE(S) Standard / . , ti:
4.
August 6,20 14
A WARNING-Verify design parameters and READ W2IES ON MIS AND INCLUDED NRF!(REFERENCE PAGE M77-7473 rex 1/19/1011 BffDRFI15E tilimmm
Design valid for use only with MiTek 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 Mieleerector.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 Qualify Criteria,998-89 and BCSI guiding Component 7777 Gr__
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. r r r r Greenback Lane,10Suite 109
',Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSO Citrus Heights,CA,95610