Specifications •
OFFICE COPY
• RECEIVED
SEP 2 3 2015
Structural Calculations CITYOF"I'1GARD
BUILDING DIVISION
for
12600 SW 124th
Basement Window Headers
September 22, 2015
DESIGN PARAMETERS
2014 Oregon Residential Specialty Code
Loads 15.0 psf (Dead)
25.0 psf (Roof, Snow)
40.0 psf (Floor, Live)
CITY OP TIGARD
REVIEWED FOR CODE COMPLIANCE
Approved: i I
OTC: I I
Permit#: rnz-i- PJ r — 9 O I 9
Address: laCoc, s w l ot4
suite#:
By. -4\ Dates 9 - )S
Scope of Work: ‘1\ PRO
The attached calculations pertain to the analysis of gravity framing to �� p l a
support loads over two (2) new basement openings. This scope of work '
does not include any analysis of other portions of structure to remain.
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—ConsuLting Lngineers
.3truc-EuraL Engineering JOB NO
(503) 968-9994 p (503) 968-8444 f SHEET 1:1--- OF 4
Project Title:
uL' 1I!vu EN Engineer: Prolect ID:
Project Descr.
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— — Consulting Lngineers
•Jtrut±Ural Lngineering
Printed 21 SEP2015, 1:10PM
Wood Beam
File=z:lprojects12015PR-11153441-1115344.ec6
ENERCALC,INC.1983-2014,Build:6.14.6.15,Ver:6.14.6.15
Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: New Header(South)
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 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi
Fc-PI 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
r — + + D(0.045)5(0.075) i 1
i i 0(0.1u7)l(0.31 i i
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A A
2n10
Span-3.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: 0=0.0150, L=0.040 ksf, Tributary Width=7.50 ft,(Wf)
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=3.0 ft,(Wr)
DESIGN SUMMARY . Design OK
Maximum Bending Stress Ratio = 0.292 1 Maximum Shear Stress Ratio = 0.202 : 1
Section used for this span 2x10 Section used for this span 2x10
fb:Actual = 288.74 psi fv:Actual = 36.28 psi
FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.004 in Ratio= 8289
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.006 in Ratio= 5837
Max Upward Total Deflection 0.000 in Ratio= 0<180
•Overall,Maximum.Deflections-Unfactored Loads
Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span
D+1+S 1 0.0062 1.511 0.0000 0.000
Vertical Reactions Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.799 0.799
Overall MINimum 0.113 0.113
0 Only 0.236 0.236
L Only 0.450 0.450
S Only 0.113 0.113
L+S 0.563 0.563
D+t_ 0.686 0.686
D+S 0.349 0.349
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Consulting engineers Project Title:
Engineer: Project ID:
Project Descr:
Structural Lngineering
Printed:21 SEP 2015. 1 10PM
Wood Beam
File=z:lprojects12015PR-11153441-1115344.ec6
ENERCALC,INC.1983-2014,Build:6.14.6.15,Ver:6.14.6.15
:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS'
Description: New Header(South)
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
DiL+S 0.799 0.799
n
Project Title:
. 1111
Engineer: Project ID:
Project Descr:
•
ConsuLting Lngineers
3tructuraL Engineering Printed 21 SOP 2015,1:09PM
Wood Beam Fle=zaprojects12015PR-1,153441-1115344.ec6
ENERCALC,INC.1983-2014,Build:6.14.6.15,Ver:6.14.6.15
Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: New Header(West)
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 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.21 o pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
+ i 0(0.21+s10.35) $ $
0(0.03)L(0,0t11 + 1
br10
Span-3.OR
Applied Loads • : Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=2.0 ft,(WO
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=14.0 ft,(Wr)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.376 1 Maximum Shear Stress Ratio = 0.260 : 1
Section used for this span 2x10 Section used for this span 2x10
fb:Actual = 372.36 psi fv:Actual = 46.79 psi
FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.005 in Ratio= 7229
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.008 in Ratio= 4639
Max Upward Total Deflection 0.000 in Ratio= 0<180
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.''Defl Location in Span Load Combination Max.'+Defl Location in Span
D+1+S 1 0.0078 1.511 0.0000 0.000
Vertical Reactions Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.005 1.005
Overall MINimum 0.120 0.120
D Only 0.360 0.360
L Only 0.120 0.120
S Only 0.525 0.525
L+S 0.645 0.645
D+L 0.480 0.480
D+S 0.885 0.885
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Project Title:
II ' ' : D EI1iProject Descr:
— — Consulting Engineers
5tructuraL .ngineering
Printed:21 SEP 2015,1:09PM
Wood Beam Fie=z:l projects 12015PR-1u53441-1115344.ec6
ENERCALC,INC.1983-2014,Build.6.14.6.15,Ver:6.14.6.15
Lic.#:KW-06005543. Licensee HAYDEN CONSULTING ENGINEERS
Description: New Header(West)
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
D+L+S 1.005 1.005
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/HA vo o .EI/ 12480 SW 68th Avenue
Tigard, OR 97223
- g Engineers Phone: 503-968-9994
5tructuraL Lngineering Fax: 503-968-8444
Bill To:
Invoice
William Cady Construction
12600 SW 124th
Project# 15344
Invoice Date 9/23/2015
Invoice# 7225
Terms On Receipt
Description Fee Amt Total % Curr % Amount
Structural Engineering Services: 850.00 100.00% 100.00% 850.00
Provide one (1) non-invasive visual observation,
structural calcs, and sketches pertaining to sizing
of two (2) headers over new basement window
openings.
Scope of work does not include any analysis of
other portions of structure to remain, including roof
and floor framing, or lateral analysis.
•
Total $850.00
1.5% finance charge added to all amounts 30 days past due. Balance Due $850.00
. RECEIVE!)
GENERAL NOTES SAP 3 2015
• CITY OFTIGAIW
DESIGN STAN ARD 2014 OREGON RESIDENTIAL SPECIALTY CODE BUILDING DIVISION
SCOPE OF W R � THIS SCOPE OF WORK PERTAINS TO THE REMODEL OF AN EXISTING SINGLE-FAMILY
RESIDENCE TO SUPPORT GRAVITY FRAMING OVER TWO (2) NEW EXTERIOR
;r° ' BASEMENT OPENINGS. THIS SCOPE DOES NOT INCLUDE ANY OTHER ANALYSIS
t ' OF OF EXISTING PORTIONS OF STRUCTURE TO REMAIN.
GENERAL
1 . VERIFY DIMENSIONS AND CONDITIONS WITH THE DRAWINGS. FIELD VERIFY DIMENSIONS AND
ELE\ATI S RELATIVE TO THE EXISTING STRUCTURE PRIOR TO FABRICATION OF MATERIALS. ALL
FIN L DINSIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND/OR HOMEOWNER.
2. APPLI*,Pti `CE, ERECT, OR INSTALL ALL PRODUCTS AND MATERIALS IN ACCORDANCE WITH
MANUFACAURER'S INSTRUCTIONS.
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3. AL M ' RARY SHORING BY OTHERS.
,
FRAMING LUMBER—4r
1. LUMBAR SPECIES & GRADES:
a. 4,/AL1 UDS, POSTS DF #2
b. FLOOR AND RIM JOISTS DF #2
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CONNECTIONS AND FASTENERS
1 . FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE THE SIZE AND TYPE SHOWN ON THE
DR S, AND MANUFACTURED BY SIMPSON STRONG-TIE COMPANY OR AN ENGINEER
AP OVEEQUAL.
2. FR
A 4ONNECTORS SHALL HAVE ALL THE NAIL HOLES FILLED AS SPECIFIED BY THE
CON��Nrr TOR MANUFACTURER, UNLESS NOTED OTHERWISE.
3. ALLlNAILS OWN ON THE DRAWINGS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE.
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4. TYPIC514.NitING CONNECTIONS SHALL BE PER IBC TABLE 2304.9.1 OR IRC TABLE R602.3(1) UNLESS
NOTED OTHERWISE ON THE DRAWINGS.
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