Plans Structural Calculations
for
Spanu Residence
Header Analysis
9650 SW Sattler
May 29, 2015
DESIGN PARAMETERS
2014 Oregon Residential Specialty Code
Loads 15.0 psf (Dead)
25.0 psf (Snow)
20.0 psf (Attic, Live)
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Scope of Work: �� . rROii�
The attached calculations pertain to the analysis of one (1) new exterior ,G 1 NFL ��i
window header to facilitate removal of one (1) intermediate bearing post Y852 ' '
between two existing openings. This scope of work does not include any + J
analysis of other existing portions of structure to remain. y►/�/
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11%0A/ R. 1AF`
EXP: 6/30/I
YD EI By: Date:
II <Consulting Engineers Chk: Date:
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Structural, Engineering Job #: 15187
(503) 968-9994(phone) (503)968-8444(fax) Sheet: Of:
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H EN Project Title:
Engineer: Project ID:
Project Descr:
ConsuLting Engineers
.tructuraL Engineering Prated 26 MAY 701St 9 10P
File z:projects12015PR-111 5 1 87 9-111 51 8 7.ec6
Wood Beam ENERCALC INC 1983.2014,Buiid:614.6.15,Ver 6.14.6.15
LIc.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: New Header
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity
Load Combination ASCE 7-05 Fb-Corrpr 1850 psi Ebend-xx 1800ksi
Fc-Prli 1650 psi Eminbend-xx 930 ksi
Wood Species DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi
Ft 1100 psi Density 32.21 pcf
Beam Bracing : Completely Unbraced
D(0 155)L10 311 i
4 4 +
D(0 211,5(0 351
i y V i i
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fi
d4
3.5x12 �/\/l'
I Span=11.670 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load D=0.0150, S=0.0250 ksf, Tributary Width=14.0 ft,(Roof)
Uniform Load: D=0.010, L=0.020 ksf, Tributary Width=15 50 ft,(Ceiling)
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.884 1 Maximum Shear Stress Ratio = 0.563 : 1
Section used for this span 3.5x12 Section used for this span 3.5x12
fb:Actual = 2,091.47 psi fv:Actual = 149.13 psi
FB:Allowable = 2,365.82 psi Fv:Allowable = 265.00 psi
Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0,750S+H
Location of maximum on span = 5.835ft Location of maximum on span = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0,305 in Ratio= 458
Max Upward L+Lr+S Deflection 0,000 in Ratio= 0<360
Max Downward Total Deflection 0.474 in Ratio= 295
Max Upward Total Deflection 0.000 in Ratio= 0<180
Overall Maximum Deflections-Unfactored Loads _.
- Load Combination Span Max."-"Del Location in Span Load Combination Max."+"Defl Location it Span
D+L+S 1 0.4743 5.878 0.0000 0.000
Vertical Reactions-Unfactored Support notation Far left Is#1 Values in KIPS
Load Combination Support 1 Support 2 __ _
Overall MAXimum 5.98-1 5.981
Overall MINimum 1.809 1.809
0 Only 2.130 2.130
L Only 1.909 1.809
S Only 2.342 2,042
L+S 3,851 3.851
D+L 3.939 3.939
D+S 4.172 4.172
LZ
1111AVII Project Title:
Project ID:
�, Engineer: Project
_ ConsuLting Lngineers
3tructuraL Engineering Ponied:28 MAY 2015,9:10P1.1
FIIe=z:brojects12015PR-1\151879-11t5t87.ec6
Wood Beam ENERCAIC,INC 19832014 6uild:614,6.15.Ver:6.54.6.16
Cie.# KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: New Header
Vertical Reactions•Unfactored Support notation:Far left Is#1 Values in KIPS
Load Combination Support 1 Support 2
+S 5.981 5.981
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Master
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First Floor / / /
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First Floor
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MEMMOMMEMEMEM
A' 591" X 21"A
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All dimensions_size designations PAVEL SKOBKAREV This is an original design and must Designed: 5/5/2015
given are subject to verification on HBC SALES/DESIGN not be released or copied unless Printed: 5/19/2015
job site and adjustment to fit job Cell : 503 539 2493 applicable fee has been paid or job
conditions. Fax: 503 289 6502 order placed.
pavels @huggybear.com
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