20180816100359.pdfßtD 2-ó tS clcgq
Fwd: ej repair
nathan brockmiller <bbaconstructionl @gmail.com>
Fri 9/10/2018 1:50 PM
to: wjajones@ msn.com <wjajones@msn-com > ;
Û 1 attachrnents (187 KB)
EJ EXTEND.pdf;
Forwarded message
From: Rich Speed < Rich.SBeedglh€ltuggtS!0.>
Date: Fri, Aug 10, 2018, 10:54 AM
Subject ej repair
To: þþaçg¡slruçtisd!.@,gmail.com <þþêçpls!ruslisd.@.gmâil.com >
Ledger appox. 4' OK to notch to clear truss.
Attach on each side of notch.
Thank you
I ruSS
JAOTN lirruas rype
JACK.OPEN
rty
1
JOþ
8J802200
ä
Séle = 1:18.1
3
4.wE
7
BC
AD
1l
2>
EN
2
45
3x6 /-
SPAC|NG- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress lncr YES
Code lRC2015/TP12014
csr.
TC
BC
WB
Metr¡x-SH
1.00
0.46
0.00
Udefl
>623
>322
nla
Ud
240
180
nla
DEFL
Vert(LL)
Ved(GT)-0.28
Hoz(GT) 0.00
(loc)
24
24
tn
-0.f4
LOADING (psf)
TCLL 25.0
(Roof Snow=25.0)
TCDL 8.0
BCLL 0.0 .
LUMBER.
TOP CHORD 2x4 HF No.2
BOT CI'IORD 2x4 HF No.2
OTHERS 2x4DF 2400F 2.08
LBR SCAB 5-6 2x4 DF 2400F 2.0E one side
PI¡TES
MT2O
GRIP
185/148
BRACING.
TOP CHORD
BOT CHORD
Weight:24 lb FT = 20"/o
Structural wood sheathing directly applied.
Rig¡d ce¡l¡ng directly appl¡ed or 10-0-0 oc bracing.
MiTek recommends that stabil¡zers and requ¡red cross brac¡ng
be ¡nstalled during truss erection, ¡n accordance with Stabilizer
lnstallation ouide.
REACTIONS.(lb/size) 3=219/Mechanical, 2=468/0-5€ (min. 0-1-8),4=68/Mechanical, 6=0/Mechanical
Max Hoz3=58(LC 10), 2=125(LC 6)
Max Uplift3=-136(LC 10), 2=-289(LC 6)
Max Grav3=267(LC 17),2=486(LC 1f, a=117(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES.
1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=4.2psf; BCDL=4.2psf; h=25fr; Cat. ll; Exp C; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vert¡cal leff exposed; Lumber DOL='I.60 plate grip DOL=1 .60
2) TCLL: ASCÊ 7-10; Pf=25.0 psf (flat roof snow); Category ll; 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 1 6.0 psf or I .00 times flat roof load of 25.0 psf on overhangs
non-cþncunent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w¡th any other live loads.
6) " This truss has been designed for a live load of 23.0psf on the bottom chord in all areãs where a rectangle 3-6-0 tall by 2-0-0 wide will fìt
between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Refer to girde(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of w¡thstand¡ng 1 36 lb uplift at joint 3 and 289 lb uplift at joint
2.
'10) Non Standard bearing condition. Review required.
1 1) This truss is designed in accordance with the 2015 lnternational Residential Code sections R502.1 1. ,l and R802.10.2 and referenced
standard ANSI/TPI '1.
LOADCASE(S) Standard