Specifications Structural Calculations
for
Arnsberg & Simser Residence , (7777
11085 SW 83rd Ave
Tigard, OR 97223
December 1 , 2015
DESIGN PARAMETERS
2014 Oregon Residential Specialty Code
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Address: 110 sS sid 2,S'd AV
Suite #:
By: Date:
Scone of Work:
These calculations are for the gravity and lateral loads associated with the
removal of an existing interior bearing wall as part of remodel.
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ReportTitle Arnsberg Residence Remodel
Thu November 5,2015 23:32:07 UTC
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.43982°N, 122.76239°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
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USGS-Provided Output
SS = 0.980 g SMS = 1.086 g Sos = 0.724 g
Si = 0,424 g SM1 = 0.669 g S01 = 0.446 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
0.99
1.10 0.90
0.99 0.72
0.88 0.64
0.77 0.56
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RI 0.55 , H 0.40
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0.33 0.24
0.22 0.16
0.11 0.08
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Wood Beam File=Z:1projects12015PR-1115388A-11153881-1.EC8
ENERCALC,INC.1983-2015,Bulid:6.15.10.6,Ver:6.15.10.6
Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description; New beam Between Dining and Family Room
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set;ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi
Ft 1,100.0 psi Density 31.20 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.315)Lr(0.42)S(0.525)
i i i + 'V
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5.5x15
Span=17.0 ft
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Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.0150, Lr=0.020, S=0,0250 ksf, Tributary Width=21.0 ft
DESIGN SUMMARY bast•n OK
Maximum Bending Stress Ratio = 0.659 1 Maximum Shear Stress Ratio = 0.372 : 1
1 Section used for this span _ 5.5x15 Section used for this span 5.5x1 5
fb:Actual 1,803.10 psi fv:Actual = 113.23 psi
FB:Allowable = 2,737.34 psi Fv:Allowable = 304.75 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 8.500ft Location of maximum on span = 0.000 ft
i Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.356 in Ratio= 572
Max Upward Transient Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.582 in Ratio= 350
Max Upward Total Deflection 0.000 in Ratio= 0<240