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Permit Number: it t'v' t5T 20f 2 en2j
MANi LEVa- R..0012RAN Address: 2 )(4A( ' Lt=
B Ari i% Date: ealrrea
13923 SW MST Ql. ! 11G0. Oi2 97224
Approved pians
shall be o job site,
OFFICE COPY
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13923swMistletoeHartwell
56 I scale: Approved by: Drawn h
Date, Myran
Revised:
Cutting Edge Custom Cabinets, INC.
Drawing number:
Kitchen
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001.11.11
114111
13923swMistletoeHartwell
�a..ee. I Approved ey: craeraw,by:uyran
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Cutting Edge Custom Cabinets, INC.
Kitchen I o;a neer,
ALAN MASCORD DESIGN ASSOCIATES, INC.
August 8,2012
John Hartwell
Hartwell Homes,LLC
5100 NW 137th
Portland,OR 97229
Re:Review of framing alteration at the Rothstein residence, at 13923 SW Mistletoe,Tigard,OR.
John,
Per our discussions,my site visit,and your follow up to further reveal the existing foundation and floor
structure as it relates to cutting an opening between rooms at the lower-level recreation room,I have
the following recommendations.
A sketch of the framing situation shows that the nook post load was coming down through this wall(to
be opened up)via a built up stud post,which was supported directly onto the floor girder beam in the
crawlspace.The girder beam,in turn,spans to supporting posts on bearing pads.Adding a header over
your proposed opening,positioned so that it's ends land over the same bearing pads,effectively
transfers the loads,resulting in no effective alteration of loading at the footings.Therefore,no changes
would be required to those footings.
A sketch of the framing and a header calculation are provided.This provided header calculation uses
very conservative load numbers and I am highly confident is sized in considerable excess of the current
capacity of the girder below.Please provide this letter,sketch and calculation to the building official,
should they want documentation of the change.
Thank you,
01
• pley
General Manager
(503)225-9161 ext.227
jone@mascord.com
1305 NW 18"'Avenue
Portland,Oregon 97209
503/225-9161 FAX 503/225-0933
www.mascord.com
II 0/0/t10: 4orsoli,!oc 1305 NW 18th Avenue .
Portland, Oregon 97209
503 /225-9161
. FAX 503 /225-093?
ALAN MASCORD DESIGN ASSOCIATES, INC. . www.mascord.com
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PageProject:tigard tDesign/Production Staff(JRE)
Location:NEW BEAM AT REG RM NEW OPENING IN WALL Alan Mascord Design
Multi-Loaded Multi-Span Beam ,•.; 1305 NW 18th Avenue
[2009 International Residential Code(2005 NOS)) r Portland,OR 97209
3.5 IN x 15.0 IN x 5.25 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8A.112.0 7/18/2012 9:23:16 PM
Section Adequate By:10.2% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.03 IN L/2055
Dead Load 0.02 in
Total Load 0.05 IN L/1322
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240
REACTIONS Q, I
Live Load 5714 lb 5256 lb
Dead Load 3109 lb 2845 lb
Total Load 8823 lb 8101 lb +�
Bearing Length 3.88 in 3.56 in
BEAM DATA Center A — --- — 6.25ft — -- --— ft_
SpanLength 5.25 ft B
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 5.25 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Camber Adj.Factor 1 Uniform Live Load 260 plf
Camber Required 0.02 Uniform Dead Load 65 plf
Notch Depth 0.00 Beam Self Weight 11 plf
MATERIAL PROPERTIES Total Uniform Load 336 plf
24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN
Base Values A•justed Load Number Dm Two Three
Bending Stress: Fb= 2400 psi Controlled by: Live Load 4169 lb 715 lb 4721 lb
Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 2251 lb 198 lb 3104 lb
Cd=1.00 Location 2.5 ft 2.5 ft 2.5 ft
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi
Comp.J-to Grain: Fc- = 650 psi Fc- L'= 650 psi
Controlling Moment: 20862 ft-lb
2.52 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 8417 lb
At a distance d from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 104.31 in3 131.25 in3
Area(Shear): 47.64 in2 52.5 in2
Moment of Inertia(deflection): 178.73 in4 984.38 in4
Moment: 20862 ft-lb 26250 ft-lb
Shear: 8417 lb 9275 lb