HomeMy WebLinkAboutB14-0153_3.26_1421429100.pdf 4 V JA d i I I g fe
Job Truss I Truss Type Qty Ply ei •
ML07779 17 1Common 2 Itirle 111
Overholt Truss, Delta.Co 81416 Aiir- *e%
ID:rfg9ZcmVny8F ZiotelWini 1
-2-0-0 I 4-9-5 j 933 i 13-9-0 I 18-2-13
2-0-0 4-9-5 4-5-13 4-5-13 4-5-13 ct ■e f
5.8=
0* 046,444.16
tlfgoll
PM
5.00 12 3x4
5
2x4�� 14 c 01/16/15
4
• 5x12
3
1001111 1 2 -_ r� 10 12'
i.1 13 11 s
7x10 II 12 7x10 II
3x4= 5x10 = 3x4=
7-0-4 I 1380 1_.� _ZQ-1. I 2.7&-0. I
7-04 8$12 _ 43-12 7-Cti4
Plate Offsets(X,Y): 12:0-8-1,Edael,110:0-8-1,Edgel,112:0-5-0,0-3-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Lid PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.91 Vert(LL) -0.23 12-13 >999 240 MT20 197/144
(Roof gnaw 80 0) Lumber Increase 1.00 BC 0.91 Vert(TL) -0.38 12-13 >874 180
TCDL 15.0 Rep Stress Ina YES WB 0.77 Horz(TL) 0.18 10 n/a n/a
BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight:141 lb FT=0%
BCDL 10.0
LUMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF 1650F 1.5E I MTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x8 SPF 1950F 1.5E 2-7-14,Right 2x8 SPF 1950E 1.5E 2-7-14 be installed during truss erection,in accordance with Stabilizer
l Installation glide.
REACTIONS (Ib/size) 10=2872/0-5-8 (min.0-4-9),2=3299/0-5-8 (min.0-5-3)
Max Horz 2=118(LC 14)
Max Uplift10=156(LC 11),2=207(LC 10)
Max Gray 10=2890(LC 18),2=3299(LC 1)
FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-4=-4728/264,4-5=4287/249,5.6=3512/223,6-7=-3511/220,7-8=-4376/261,
8-10=-4901/280
BOT CHORD 2-13=-262/3861,12-13=-189/3842,11-12=-84/3869,10-11=-165/4025
WEBS 6-12=-70/1743,7-12=-15761182,5-12=-1484/177,4-13=-36/257
NOTES
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91 mph;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 ll;Fxp 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. ��...��A
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O LI -'
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)10=156, O ...... %•••• V�
7)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced V o° P ER •,•Q
standard ANSI TPI 1. •°Q. e "9 l• 7
of •
LOAD CASE(S) Standard •.►GG. - ..7ac 0: ifi
IA ey ,V• /
1 .13 9. • CC5
August 6,2014
I
®WARN1Mt-Verify kap parameter'mad RFA AWES ON NIS NM TaLIDED t/77FX REFERENa PAGE NII-7473 rem.1/29/2014 BEFOREtSE pedi
Design valid for use only with Mick connectors.This design is based ony upon parameters shown,and is for an individual building component.
Applicability of design porameters 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 Ls the responsibillity of the iVliTek•
erector. Additional permanent bracing of the overall structure is the responsib'lily of the building designer.For general guidance regarding
fabrication,quality control,storoge,delivery,erection and bracing,consult ANSUTPI1 Quality Crfterta,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109
T Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314.
N dCerus Heights,CA,95810
Southern Pine(Sp)lumber is specifr. ,the design values ere those affective 06/01/2013 by .SC