Report --"- PWU ENGINEERING INC. Il f\ -1 )03-601G-1
Ph: (503) 810-8309
Email: Dwuenaineerina( comcast.net
Field Memo Fix:
Job #: MC13134
Hato- 17I'41111
Client: Fowler Home Design, Timberland Homes
Proiect: Lot 4 Troy Park. Tiaard. OR
Dear Steve, Dennis;
At Dennis's request we visited the site today to observe the problem with the
bearing support where the plumber had chipped out the concrete under the
garage beam on the right middle side of the garage. Please see the attached
framing plan done by others. Please note that the design of the beams and
framing were done by Troy Fowler design and are outside the scope of our work.
Our work previously was for the lateral shearwalls only.
As discussed to provide a fix for the bearing a 4x4 post was installed on the
garage side of the beam please see the attached photo. In addition to this fix we
are recommending that the damaged concrete be chipped flat and then backfilled
with 10.000psi min non-shrink arout. Please see the attached photograph for the
fix.
Secondly. there were some minor very small penetrations throuah some beams
for electrical that do not appear to be an issue. Again, we did not size the beams
and cannot comment on their adequacy as they were sized by others and are the
responsibility of Fowler Desian. However. the penetrations are so small that they
should not have an effect on the current beams, please see attached photos.
Sincerely.
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VV r. Beams/Joists Analysis and Design wwpo.org
ASD Method How to ---- ' Order Pro
Developed by: Forum Engineers Enter Data Print Version
Setup (: Beam or Girder C Joist or Rafter
Member# Al Memberati Floor Roof
Location : Main Floor Repetitive Use?I
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): X100 100-125 125-150 1
Tributary Width(B)= 1 ft - 0 in ...___._ 777
Unsupported Length(lu)= 1 ft - 0 in Set Duration Factors E with Cantilever
Set Deflection Limits i- with Point Load(s)
Reset Loads to Zero F with Sloped Load(s)
(pressed-down buttons are selected)
L .
w .s
I1111111111111111111111111111111111111111111111111111111111111111IIII1 111 LOADING Load Type
• Max.Span = 9 ft - 2 in A Dead Load Uniform w(psf)= 183
111 R2 s.—/q:), y.,3— ci) / Q 3 5
1903 lb 1904 lb LrJAU. C90 G°Q
•ca 3P µ Q '> (o8
Stress and/or Deflection Check D. OK
A c t u a I A l l o w a b l e Ratio Floor Live Uniform w(psf)= 240
Max fv(psi)&V(lb) 73 1577 180 3885 41% + , -,C.2:::)," 3.3 6 r.yr0 /
CD=1.00 1Qinen-P Y. C Z 5' /am
Max fb(psi)&M(lb-ft) 1030 4283 1078 4485 95%
Total Load Max.Defl.(in) -0.17 U639 L/240 0.45 38%
Live Load Max.Defl.(in) -0.10 U1126 U360 0.30 32%
Adjustment Factors
2500 for Fb for Fv for E
2000
;0000 Wet Service CM= 1.00 1.00 1.00
so0 Temperature Ct= 1.00 1.00 1.00
-5oo
Beam Stability Cr= 1.00 N/A N/A I
-2503 Size CF= 1.20 N/A N/A
Flat Use Cf„= 1.00 N/A N/A
Shear Force,V(lb) Incising Ci= 1.00 1.00 1.00
Repetitive Member Cr= 1.00 N/A N/A
6000 - Buckling Stiffness CT= N/A N/A 1.06
4000 (C, for Emin only)
Design Values in psi
2000 Fb Fv E Emin
0 Reference 900 180 1600000 580000
Adjusted 1078 180 1600000 580000
Bending Moment,M(1b-ft) '
Section Properties
breadth(b)= 3.5 in
depth(d)= 9.25 in
. Area(A)= 32.4 in^2
Section Modulus(Sx)= 49.9 in^3
Moment of Inertial(lx)= 230.8 in^4
1 Total Load Deflection(in)