Specifications OFFICE COPY
Structural Calculations RECELVED
for OCT 17 2019
GARD
Foundation Repair BO; OF
I � 4 .
12254 SW Westbury Terr.
Portland, Oregon 97223
October 17, 2019 Approved plans
DESIGN CODE
shall be on job site.
2017 Oregon Residential Specialty Code
DESIGN LOADS
Gravity Loads Material Wt lbs (Dead)
40 psf (Live - Floor)
25 psf (Live-Snow)
CITY OF TIGARD
REVIEWED FOR CODE COMPLIANCE
Approved: [1/
OTC: [ J ����D PROFFSS
Permit#: Yn,S'C9.D l`\ - ODLt OD es �G ► N EF
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Address: ki,Z�j { Sv) \,JTbv lArlkk
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suite #: 1
Lj OREGON
By: Date: 6 1 i 1 y 14 2 \�-
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EXPIRES: 12/31/2020
SCOPE OF WORK
The attached calculations pertain to gravity for a foundation repair at
the above address. This scope of work does not include any analysis of
any other portions of structure to remain.
BY RN DATE 10/17/19
HAYDEN
ENGINEERS REV DATE
STRUCTURAL I CIVIL JOB NO 19284
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HAYDEN
ENGINEERS
STRUCTURAL I CIVIL
Wood Beam
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Lic.#:KW-06005543: r. W t",:VP ''''''*';'T't''''''. Licen ` 6—::MA DN ON 1 i., gNi . R t'
Description: B-1
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 900 psi Ebend-xx 1600 ksi
Fc-Pill 1350 psi Eminbend-xx 580 ksi
Wood Species : Douglas Fir- Larch Fc-Perp 625 psi
Wood Grade : No.2 Fv 180 psi
Ft 575 psi Density 31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.06)[(0 16)
b b d b
it
4x8
AlirthSpan=8.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=4.0 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.58S 1 Maximum Shear Stress Ratio = 0.247 : 1
Section used for this span 4x8 Section used for this span 4x8
fv:Actual =
fb:Actual 688.81 psi 44.43 psi
FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi
Load Combination +D+L Load Combination +D+L
Location of maximum on span = 4.000ft Location of maximum on span = 7.416 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.083 in Ratio= 1151>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.115 in Ratio= 837>=240
Max Upward Total Deflection 0.000 in Ratio= 0<240
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.880 0.880
Overall MINimum 0.640 0.640
D Only 0.240 0.240
+D+L 0.880 0.880
+D+0.750L 0.720 0.720
+0.60D 0.144 0.144
L Only 0.640 0.640
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