HomeMy WebLinkAboutCorrespondence with EngineerDave Argo
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THE DRAWINGBOARD < DRAWBD@ROF.NET>
Tuesday, August 6,2019 B:02 AM
Dave Argo
'skyler yeldell'
lExternall FW: Yeldell Add.
SHOP DRAWING FOR APPROVAL GUlDEL|NES.pdf;8715 LAYOUT 80519.pdf;
871sSHOPS 80519.pdf
Dave, I am responding to your letteron 8-5-19. Chuck Peterson, the engineerwill respond to items listed in 1. The
existing basement contains one finished bedroom and bathroom. The rest of the existing basement is unfinished. The
house was like this when the Yeldells purchased it. The new basement will be all unfinished, with no new bedrooms. I
have included the truss layout and drawings from truss-fab. Please let me know if you have any additional
questions. Thanks, Rob
Rob Classen
The Drawingboard
(e7o)-e45-502s
drawbd@rof.net
From: skyler yeldell Imailto:skyleryeldell@gmail.com]
Sent: Monday, August 05, 2019 1:13 PM
To: drawbd@rof.net
Subject: Fwd: Yeldell Add.
Would this work for the building department?
Forwarded message
From: Thad Greene <trusfab@yahoo.com>
Date: Mon, Aug 5,2019,12:53 PM
Subject: Yeldell Add.
To : <skyleryeldell@gma
Skyler,
Here are the shops and the Layout for your project. Call me if you have any questions.
Thanks
Troy Kelley
TRUSFAB INC
1
PHONE: 970-984-2336
137-08-081 0-03-0817-OA-1219-11-12\M/W3w11ôlBIç=oo@o@NooooNAAAAAAAAo=W9@3oooo@oooo*oo*ooo@o@ôtooooc{S{NEW CASTLE, COYELDELL RES.JOB # 8715TRUSFAB, INC.6181 ROAD 335NEW CASTLE, CO 81647PH 970-984-2336 / FAX 970-984-3533TRUSFAB@YAHOO.COM
Qtv
14
Ply
1
YELDELL ADD/REMODEL
Job Reference (oÞtional)A
Truss Truss Type
SCISSORS
Job
871 5
New Castle,
7-1-4
16 --
81647,8.000 s Feb :24 2019 Page 1
Scale = 1
-12
5-l 0-8
I 8-1 0-4
5-1 0-B
R
37-8-8
7-1-4
4x6 --
SxB ---
o
l+o
oqo
4x6 --
5x8 --
D
E
4.0072
o
5x8 ll
F
G
H
F.
I
I(
3x4 -- O
c
3x4 --
I
B
N
10x12 M18SHS=
M
L
6x12 M18SHS----
4x6 ---...-
J
A K
P
6x12 M18SHS=
4x6 -- 2.oon,6x16 =
9-6-09-6-0
I 0-0-8 27-8-0
in (loc)
-0.87 L-N
-1.32 L-N
0.68 J
0.33 L-N
l/defl
>514
>338
nla
>999
Ud
360
180
nla
240
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
PLATES
MT2O
M18SHS
GRIP
'169t123
197t144
Weight: 207 lb FT = 20o/o
SPAC|NG- 2-O-O
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress lncr YES
Code 1RC2015fiP12014
csr.
TC
BC
WB
(Matrix)
0.64
0.82
0.79
0)
.0
.0
.0
(Roof
TCDL
1 0
BCLL
BCDL
LOADING (psf)TCLL 40.0
Snow=40.
10
0
2x6 DF 2100F 1.8E
2x6 DF 2100F 1.8E
2x4 WW Stud *Except*
W1: 2x6 DF 2100F 1.8E, W2: 2x4 SPF 2'100F 1.8E
LUMBER-
TOP CHORD
BOT CHORD
WEBS
BRACING-
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 2-5-8 oc
purlins.
Rigid ceiling directly applied or 7-6-10 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer lnstallation quide.
REACTIONS. (lb/size) 8=241510-5-8, J=2415t0-5-8
Max Horz B=91(LC 13)
Max UpliftB=-294(LC 14), J=-294(LC 14)
Max GravB=2434(LC 19), J=2ßa$C2O)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/52, B-C=-9014/1854, C-Q=-8530/1640, D-Q=-845111641,D-E=-837211650, E-F=-6551/'1299,
F-G=-6551/1299, G-H=-837211658, H-R=-8451/1649, l-R=-8530/1648, l-J=-9014/1861 , J-K=0152
BOT CHORD B-P=-167018427, O-P=-142717813, N-O=-141717832, M-N=-142417832, L-M=-143417813,
J-L=-168718427WEBS F-N=-627t3522,C-P=-2801269, E-P=0/554, E-N=-21321459, G-N=-2132l458, G-L=0/554, lL=-2801268
NOTES-
1) Wind: ASCE 7-10; Vult=11Smph (3-second gust) Vasd=glmph; TCDL=5.Opsf; BCDL=5.Opsf; h=25fi; B=45ft; L=38ft;
eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;
end vertical leff and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33
plate grip DOL=1 .33
2) TCLLaASCE 7-10:Pf=40.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct= I
3) Unbalanced snow loads have been considered for this design.
4) Tnis truss has been designed for greater of min roof live load of '16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a l¡ve load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by
2-0-0 wide will fit between the bottom chord and any other members.
8) Bearing at joint(s) B, J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer
should verify capacity of bear¡ng surface.
9) Provide meðhanical ıonnection (by others) of truss to bearing plate capable of withstanding 294 lb uplift at joint B and
294 lb uplift at joint J.
Continued on oaoe 2
Job
8715
0ty
14
Ply
1
YELDELL ADD/REMODEL
Job Reference (ootional)
Truss Truss Type
A SCISSORS
TRUSFAB, lNC., New Castle, CO 81647, Thad
NOTES.
lD :qnzVWvVn?QrQ4SooxShLZOjywr_r-zAwdehoRoaciEc2q?CqgTC2TrEyEjd HbjioXF?yqubF
10)Thistrussisdesignedinaccordancew¡ththe20'lSlnternational Residential CodesectionsR502.11.1 andRS02.l0.2andreferencedstandard
ANSI/TPI1.
1 1) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard