Report nicer 3 --00!10
�PWU ENGINEERING INC.
Ph: (503) 810-8309
Email: Dwuenaineerina ancomcast.net
Field Memo Fix:
Job #: MC13133
Hato. 19/11/11
Client: Fowler Home Design, Timberland Homes
Project: Lot 6 Trov Park. Tigard. OR
Dear Steve, Dennis;
Our prior scope of work on this job was for the lateral shearwalls only all vertical
framing including the design of the foundation is outside the scope of our work.
However, we have been requested to address only these specific field issues
that the inspector has. This memo is for only these specific issues only all other
vertical framing work is outside the scope of our services and was performed by
Trov Fowler Desian.
At Dennis's request we visited the site today to observe the problem with the
bearing wall plumbing penetrations through the Master Bath bearing wall at the
roof. Please see the attached photos and plan. The load at each of the studs is
745Lbs and as such the studs need to be reinforced with Simpson SS1.5 stud
shoes, (1) on each side of the stud so that they overlap. Please see the attached
riff chaatc fnr tha fly
Secondly, as per the attached photo at the end of the bearing wall where the
header intersects the wall, an A35 clip needs to be added to the king stud.
Please see the attached photo. Dennis I believe we discussed this issue out in
the tiled due to the discontinuous top plate above.
The final issue is to add a strap as shown in the attached photo at the radon pipe
penetration throuah the top plates at the side shearwall. Please see the attached
photo.
Sincerely.
CD PR Ore
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PHILIP `N
Expires: 06!30,2014
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wJ t /a#- `� T�l�I5iot ��� Designed on January 10,2014
W P Beams/Joists Analysis and Design wwpa.org n
How to 45t Ord�e�r Pro
ASD Method Developed by: Forum Engineers Enter Data
p Y ne
g Print Version
Setup fi Beam or Girder C Joist or Rafter
Member# Al Member at Floor Roof
Location : Main Floor Repetitive Use?
Nominal Size : ( 1 ) 4 x 10 Incised for PT? No Yes
Species = Douglas Fir-Larch Flat Use: No Yes
**Dimension Lumber** Grade= No.2 Moisture Content• <19% >19%
Span(L)= 9 ft - 0 in Temperature(°F): <100 100-125 . 125-150
Tributary Width(B)= 1 ft - 0 in
Unsupported Length(lu)= 1 ft - 0 in Set Duration Factors r with Cantilever
Set Deflection Limits i- with Point Load(s) �I
Reset Loads to Zero I with Sloped Load(s)
L I (pressed-down buttons are selected)
• •
w •sf
111111111111111111111111111 1111 111111111111111111111111111111111111111111111 LOADING Load Type
4.4 Max.Span = 17 ft - 6 in 742 Dead Load Uniform w(psf)= 84
R1 R2
603 lb 603 lb
Stress and/or Deflection Check ■ OK
A c t u a I Allowable Ratio Snow Load Uniform w(psf)= 50
Max fv(psi)&V(Ib) 23 500 207 4468 11% i
CD=1.15
Max fb(psi)&M(lb-ft) 326 1357 1240 5157 26%
Total Load Max. Defl.(in) -0.05 L/2017 U180 0.60 9%
Live Load Max.Defl.(in) -0.02 L/5404 U240 0.45 4%
Adjustment Factors
eoo for Fb for Fv for E
400 Wet Service CM= 1.00 1.00 1.00
o Temperature Ct= 1.00 1.00 1.00
.00 Beam Stability CL= 1.00 N/A N/A
mo
-eoo Size CF= 1.20 N/A N/A
Flat Use Cru= 1.00 N/A N/A
Shear Force,V(Ib) Incising Ci= 1.00 1.00 1.00
Repetitive Member Cr= 1.00 N/A N/A
1500 Buckling Stiffness CT= N/A N/A 1.06
1000 , (C T for Emin only)
Design Values in psi
500 - Fb AI E Emin
0 Reference 900 180 1600000 58000$
Adjusted 1240 207 1600000 580001
Bending Moment,M(lb-ft)
Section Properties
breadth(b)= 3.5 in
0 000
depth(d)= 9.25 in
-0 COO
Area(A)= 32.4 in^2
.0 060
.0 000 Section Modulus(Sx)= 49.9 in^3
Moment of Inertial(lx)= 230.8 in^4
Total Load Deflection(in)