Specifications (44) S raL00 G&/�'
11-7" 5`)//. RECEIVED
OFFICE COPY OCT 26 2017
CITY OF TIGARD
STRUCTURAL CALCULATIONTL 'DING }
FOR
RESIDENCE REMODEL
12723 SW SORREL DOCK COURT
TIGARD, OR 97223
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Contact Person: John E Nordling,PE Calculations Cl -C2
NORDLING Proj. No.: 17-288
A STRUCTURAL RESIDENCE
SORREL DOCK
ENGINEERS, LLC H.E.L.P.GROUP INC
6775 SW 111th,Suite 200•Beaverton OR,97008 Date:OCT 2017 By:JEN Sheet No.:COVER
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The existing residence remodel from a structural standpoint consists of the removal of two
interior bearing walls between the first and second floors. New beams,support columns and
footings will be added.
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 i 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.
Verify that all construction is properly protected and sealed against water penetration.
Conform to appropriate code and industry/construction methods. Co-ordinate all structural
framing and connections with the existing conditions in regards to alignments,elevation ties
with existing framing,etc. Report any conflicts to the engineer prior to construction.
Shore the existing framing as required until all new construction is in place and secure.
1. Existing 2 x 10 at 10 inches on center second floor joists eld veri
2. New 3.5 x 9.25 parallam beam(8'-6"maximum span opening. cate beam
either under the existing floor joists or cut and hang the floor joists from the side
of the beam. If under,connect the existing floor joists to the beam with
(2)-10d toe-nails from each side. If hung,use Simpson"LUS410"hangers.
3. Provide multiple studs or 4x post under new beam and secure with stud
or blocking each side nailed to the beam.
4. Align 4 x 4 post from crawl space footing to first floor and from first floor
to second floor beam(note 1). Provide Simpson"BC40"at first floor, •
Simpson"EPC4Z"at new beam. Footing to be l'-9"x l'-9"x 10"
with(3)-#4 x 1'-3"each way,3 inches clear of bottom of footing.
Connect 4 x 4 post in crawl space to new footing with Simpson"ABA44Z".
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NORDLING Proj. No.: 17-288
77 I STRUCTURAL RESIDENCE
111 SORREL DOCK
ENGINEERS, LLC
H.E.L.P.GROUP INC
6775 SW 111th,Suite 200•Beaverton OR,97008 Date:OCT 2017 By:JEN Sheet No.: Ni
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k STRUCTURAL . RESIDENCE
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6775 SW 111th,Suite 200•Beaverton OR,97008 Date:OCT 2017 By:JEN Sheet No.: D1
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NORDLING Proj. No.: 17-288
4 STRUCTURAL
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STRUCTURAL
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RESIDENCE
SORREL DOCK
H.E.L.P.GROUP INC
8775 SW 111th,Suite 200•Beaverton OR,97008 Date:OCT 2017 By:JEN Sheet No.:
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STRUCTURAL RESIDENCE
5 , SORREL DOCK
;, ENGINEERS, LLC H.E.L.P.GROUP INC
6775 SW 111th,Suite 200.Beaverton OR,97008 Date:OC! 2017 By:JEN Sheet No.: 173
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prof. No.: 17-288
RESIDENCE
SORREL DOCK
H.E.L.P.GROUP INC
6775 SW 111th,Suite 200•Beaverton OR,97008 Date:OCT 2017 By:JEN Sheet No.: 61
Nordling Structural Engineers LLC
6775 SW 111th, Suite 200
Beaverton, OR 97008
Date:10125117 Page:
MULTI-SPAN TIMBER BEAM DESIGN
SORREL DOCK RESIDENCE
A-(TL) A-(IL) 8-(TL) B-(LL)
GENERAL DATA - 1 2- -4 5-
All Spans Simple Support?? : YES
Spans Length ft : 8.00 8.00 7.50 7.50
End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin
Beam Width in : 3.500 3.500 3.500 3.500
Beam Depth in : 9.25 9.25 9.25 9.25
CALCULATED VALUES -OK- -OK- -OK- -OK-
F'b-Modified Allow. psi : 2990.0 2990.0 2990.0 2990.0
fb-Actual. psi : 1394.5 961.7 1225.6 845.2
F'v-Modified Allow, psi : 304.8 304.8 304.8 304.8
fv(actual)* 1.5 psi : 109.3 75.4 100.8 69.5
Moment @ Left k-in : 0.0 0.0 0.0 0.0
Moment @ Right k-in : 0.0 0.0 0.0 0.0
Max.Mom.@ Mid-Span k-in : 69.6 48.0 61.2 42.2
X-Dist ft : 4.00 4.00 3.75 3.75
Shears: Left k : 2.90 2.00 2.72 1.87
Right k : -2.90 -2.00 -2.72 -1.87
Reaction @ Left DL k : 0.90 0.00 0.84 0.00
LL k : 2.00 2.00 1.87 1.87
Total k : 2.90 2.00 2.72 1.87
Reaction @ Right DL k : 0.90 0.00 0.84 0.00
LI k : 2.00 2.00 1.87 ' 1.87
Total k : 2.90 2.00 2.72 1.87
Max.Deft.@ Mid Span in : -0.152 -0.105 -0.118 -0.081
X-Dist ft : 4.00 4.00 3.75 3.75
DESIGN DATA
Le:Unsupported Length ft : 0.00 0.00 0.00 0.00
Fb:Basic Allowable psi : 2600.0 2600.0 2600.0 2600.0
Fv:Basic Allowable psi : 265.0 265.0 265.0 265.0
Elastic Modulus ksi : 1900 1900 1900 1900
Load Duration Factor 1.15 1.15 1.15 1.15
APPLIED LOADS
Use Live Load on This Span ? Yes Yes Yes Yes
Uniform DL plf : 225.0 0.0 225.0 0.0
LL plf : 500.0 500.0 500.0 500.0
QUERY VALUES
Location ft : 0.00 0.00 0.00 0.00
Shear 11 : 2.90 2.00 2.72 1.87
Moment k-in : 0.00 0.00 0.00 0.00
Deflection in : 0.000 0.000 0.000 0.000
V4.4B2 lc)1983.95 ENERCALC Bruce W.Kenny,KW060914SL-A