HomeMy WebLinkAboutB14-0153_3.6_1421429100.pdf 40,1 Fpal
Job Truss Truss Type Qty Ply s �•
ML07779 GR1 Roof Special Girder 1 4411 1 11 0 11
Overholt Truss, Delta.Co 81416 LIP rewl
ID:rfg9ZcmVny8PgT Z id
3-4-8 6-5-8 ! 11-7-3 I
3-4-8 3-1-0 5-1-11 ar
f
.01
ow
5x8= Q. t 5 �!
5.00 12 lao) IPI*
3x4 i
13 4 01/16/15 •
d 3x4% ' l
ib 3
6x8% UI taw
2 11111111.11•� II��10 N
�iiiiiiiiiii 11 10 9 =� o
12 4x8 = II
n OIW 8x8= 5x10 87x12= �b
II_ zxs II
►, THDH28-2
►1
5x12 II 3.00 12
3-4-8 6-5-5 { 11-7-3 i 16-8-9 19-7-0 I
3-4-8 3-1-0 5-1-11 5-1-5 2-10-7
Plate Offsets(X.Y): 11:0-5-11,Edgel,11:1-2-6,0-6-91,16:0-1-8,0-4-01,17:0-5-9,0-2-41,[9:0-6-4,0-2-81,111:0-4-0,0-5-81
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.14 10-11 >999 240 MT20 197/144
(Roof Snow=80.0) Lumber Increase 1.00 BC 0.54 Vert(TL) -0.20 10-11 >999 180
TCDL 15.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.11 7 n/a n/a
BCLL 0.0
BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:250 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.
BOT CHORD 2x8 SPF 1950F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF 1650F 1.5E*Except*
6-9:2x10 DF-N 1950F 1.7E
SLIDER Left 2x4 SPF 1650F 1.5E 1-9-14,Right 2x8 SPF 1950F 1.5E 2-8-12
REACTIONS (lb/size) 1=2317/0-5-8 (min.0-2-2),7=5993/(0-5-8+bearing block) (req.0-5-13)
Max Horz 1=134(LC 10)
Max Uplift/=-173(LC 10),7=-456(LC 11)
Max Gray 1=2864(LC 2),7=7414(LC 2)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-3=-6125/428,3-4=-7871/537,4-5=-5604/357,5-6=-5742/371,6-7=-11476/674
BOT CHORD 1-12=-448/5144,11-12=-455/5298,10-11=-515/7189,9-10=-523/9299,7-9=-523/9299
WEBS 3-12=-584/68,3-11=-80/2165,4-11=-30/837,4-10=-2490/260,5-10=-148/2946,
6-10=-4955/403,6-9=-186/3343
NOTES
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x6-2 rows staggered at 0-7-0 cc,
Bottom chords connected as follows:2x8-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc,2x10-5 rows staggered at 0-2-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ``"�"`
3)2x8 SPF 1950F 1.5E bearing block 12"long at jt.7 attached to each face with 4 rows of 10d(0.131'x3")nails spaced 3"o.c.16 Total \N%
fasteners per block.Bearing is assumed to be SPF 1950F 1.5E. =�00 0 L ICe Ai
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed; . ••••••••e•• I.
MWFRS(envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.00 plate grip ,& • P. HFR•.stCO
DOL=1.00 �� /1/; �4
5)TCLL:ASCE 7-10;Pf=80.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 • / -92;
6)Unbalanced snow loads have been considered for this design. ii , Cc /
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '• '0 661,1C7• %
8)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity / :`y - n/: /
of bearing surface. fa : : j
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=173, 1111()<:...
�O
7=456. 11 F••••ee•ee••e• �/�
10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced I1,cSs/O NG
standard ANSI/TPI 1. \ NAI. t
11)Use USP THDH28-2(With 16d nails into Girder&16d nails into Truss)or equivalent at 16-8-8 from the left end to connect truss(es)to `\\‘N.V‘Vb�
back face of bottom chord. August 6,2014
cgatFrm 8Riblai*twhere hanger is in contact with lumber.
/ a
A WARNING-Verify design parameters and READ MESON MS AND IN(ItR)ED MITER REFERENCE PAGE N11-7473 mei 1/29/2014 BEFORE USE Mt
Design valid for use only with M7ek connectors.This design B based only upon parameters shown,and is for an individual building component.
Applicabilityof design parameters and proper incorporation of component h 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 Mel(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 Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610
N Southern Pine ISP)lumber is specified the design values ere those*Restive 06/0112013 by ALSO