Plans STRUCTURAL CALCULAT ic4julvoN;:04:1
FOR
BOWKER RESIDENCE
11496 SW CORNELL PL
TIGARD, OR 97223
-- KITCHEN REMODEL
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EXPIRES:12/31/18 I
OFFICE COPY
CITY OF TIGARD
REVIEWE iFOR CODE COMPLIANCE
Approved: N
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Permit #: -ror7OOa3 .
Address: j q co r fl c ))
Contents
Suite #: Details A-B
Contact Person: John E Norling,PE Date:d "M D1 -D2
By -- c
al -11 Calculations 1 -C2
NORDLING Proj. No.: 17-142
STRUCTURAL BOWKER RESIDENCE
ENGINEERS, LLC
LORDS CONSTRUCTION CO
6775 SW 111th Su)tc 200 R(avei ton OR.97008 Date. MAY 2017 By: JEN Sheet No.: COVER
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KITCHEN Flan
The existing residence kitchen remodel requires the removal
of an interior bearing wall that supports the ceiling and roof above.
Shore the existing framing as required until all new construction is in place and secure.
As is typical with all remodels,field discrepancies may be present which may not be
apparent prior to demolition/construction. During construction any questionable
as-built framing or discrepancies to noted details is to be brought to the attention
of the engineer for review and modification will be made if/as required.
All construction is to conform to local code requirements. Use Simpson hardware.
Provide multiple studs/posts under beams and verify alignment to solid beam/foundations below.
Verify that the existing support grade is in good condition suitable for foundation support
with a minimum bearing pressure of 1500 psf If questionable soils are encountered,
consult with a geotechnical engineer.
ItkED PRO/414:57
Verify that all construction is properly protected and sealed against water penetration. 1 �
Conform to appropriate code and industry/construction methods. Co-ordinate all structural E" �/
framing and connections with the existing conditions in regards to alignments,elevation ties :-(C‘?' 12,187
with existing framing,etc. Report any conflicts to the engineer prior to construction.
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1 EXPIRES: 12/31/18
-- — — NORDLING Proj. No.: 17-142
STRUCTURAL BOWKER RESIDENCE
\_> \>/ ✓ v ENGINEERS, LLC LORDS CONSTRUCTION CO
6775 SW 11110.Suite 200 Beau erten OR,97008 Date:MAY 2017D
By: JEN Sheet No.: l�
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1. New GL 5.5 x 12(24F DF-L V4). Upset beam so that bottom of beam is flush with the \----
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bottom of the existing 2x8 ceiling joists. An existing pony wall that supports the roof
rafters is to be revised to bear directly over the GL beam. Hang the existing ceiling
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joists from the side of the new GL beam with Simpson"LU"hangers. See detail B. ; 11,,s
2. Bear the GL beam on a new 6x6 post with a Simpson"EP6Z",align to foundation.F
oundation to be 2'-3"x 2'-3"x 10"with(3)-#4 x 2'-0"each way,3 inches clear of
bottom of footing. 1.;<,a
3. Bear the GL beam on the existing wall double top plates(verify elevation)directly over
a new 4x6 post or triple 2x studs to the existing foundation wall below. Block solid the
GL beam with Simpson"A35"each side. Verify that the existing foundation is a p
continuous concrete stern wall with a minimum 6 inches thickness over a continuous I , r fOF4s�
footing with a minimum thickness of 6 inches and minimum width of 12 inches,all in
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good condition,free of cracks. I 2,187
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. NORO
I EXPIRES: 12/31/18 I
-- — NORDLING Proj. No.: 17-142
STRUCTURAL BOWKER RESIDENCE
rc\r/ ENGINEERS, LLC LORDS CON
- ----_ _ STRUCTION CO
0775 SW 111th,Suite 200•13eoielton 018,97008 Date: MAY 2017 By: JEN Sheet No.: 1)1-
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--- - NORDLING Proj. No.: 17-142
. STRUCTURAL BOWKER RESIDENCE
k,
j _ ENGINEERS, LLC LORDS CONSTRUCTION CO
Ii775 SW 111th.Suite 200 Ge,n-erten 1)0.9700H Date:MAY 2017 By: JENC.I
Sheet No.:
a . '
• Nordling Structural Engineers LLC
6775 SW 111th, Suite 200
Beaverton, OR 97008
Date:05124117 Page:
MULTI-SPAN TIMBER BEAM DESIGN
BOWKER RESIDENCE
A-(TL) A-(DL) A-(LL) A-(TL) A-(DL) A-(LL)
GENERAL DATA - 1 2 3 - - 5 6 7
All Spans Simple Support?? : YES
Spans Length ft : 15.00 15.00 15.00 15.00 15.00 15.00
End Fixity: : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin
Beam Width in : 3.500 3.500 3.500 5.500 5.500 5.500
Beam Depth in : 13.50 13.50 13.50 12.00 12.00 12.00
CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK-
F'b-Modified Allow, psi : 2106.0 2106.0 2106.0 2677.2 2677.2 2677.2
fb-Actual. psi : 1666.7 396.8 1269.8 1342.3 319.6 1022.7
F'v-Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5
fv(actual)* 1.5 psi : 106.7 25.4 81.3 77.6 18.5 59.1
Moment @ Left k-in : 0.0 0.0 0.0 0.0 0.0 0.0
Moment @ Right k-in : 0.0 0.0 0.0 0.0 0.0 0.0
Max.Mom.@ Mid-Span k-in : 177.2 42.2 135.0 177.2 42.2 135.0
X-Dist ft : 7.50 7.50 7.50 7.50 7.50 7.50
Shears: Left k : 3.94 0.94 3.00 3.94 0.94 3.00
Right k : -3.94 -0.94 -3.00 -3.94 -0.94 -3.00
Reaction @ Left DL k : 0.94 0.94 0.00 0.94 0.94 0.00
LL k : 3.00 0.00 3.00 3.00 0.00 3.00
Total k : 3.94 0.94 3.00 3.94 0.94 3.00
Reaction @ Right DL k : 0.94 0.94 0.00 0.94 0.94 0.00
LL k : 3.00 0.00 3.00 3.00 0.00 3.00
Total k : 3.94 0.94 3.00 3.94 0.94 3.00
Max.Defl.@ Mid Span in : -0.463 -0.110 -0.353 -0.419 -0.100 -0.320
X-Dist ft : 7.50 7.50 7.50 7.50 7.50 7.50
DESIGN DATA
Le:Unsupported Length ft : 15.00 15.00 15.00 15.00 15.00 15.00
Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0
Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0
Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800
Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15
APPLIED LOADS
Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes
Uniform DL plf : 125.0 125.0 0.0 125.0 125.0 0.0
LL plf : 400.0 0.0 400.0 400.0 0.0 400.0
QUERY VALUES
Location ft : 0.00 0.00 0.00 0.00 0.00 0.00
Shear 11 : 3.94 0.94 3.00 3.94 0.94 3.00
Moment k-in : 0.00 0.00 0.00 0.00 0.00 0.00
Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000
V4.462(c) 1983-95 ENERCALC
Bruce W.Kenny,KW060914SL-A
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