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.3tructural F ngineering 1'2AAJ6 ,<A Utivi" /IQ./ JOB NO VA A`1
(503)968-9994 p (503)968-8444 f SHEET OF _._
Structural Calculations
for
Tenant Improvement
12455 SW 68th Ave
Portland, Oregon
February 16, 2015
DESIGN PARAMETERS
2014 Oregon Structural Specialty Code
SRUCTUR,g4
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R. HP
EXP: 6/30/ 1G—
Scope of Work:
These calculations pertain the support of lateral, out of plane forces on new
walls in an existing structure.This scope of work does not include any
analysis of other areas of the existing structure.
By: sr Date:
D�D �Q EN' Chk: Date:
Consulting Engineers
.3trucEural Engineering Job #: 15049
(503)968-9994(phone) (503) 968-8444 (fax) Sheet: Of:
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Consulting Engineers L V>�
6tructural Engineering - - JOB NO I ex1461
(503) 968-9994 p (503) 968-8444 f SHEET__- OF
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1111 1 t ' 4J Project Title:
•' n EI*JI
Project Descr: Project ID:
.1111 INI Consulting Engineers
.5tructuraL Lnyineering_
Wood Beam File=clproJects12015PR-11150491-1Vncgee.ec6
• ENERCALC,INC.1983-2015,Build:6.15.1 19.Ver 6.15.1 19
Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: 29 ft top plate
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 900 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600 ksi
Fc-Prll 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 32.21 pcf
Beam Bracing : Completely Unbraced
L(0 0230)
r
3-2x4 3-2x4 A
Span=11.0 ft Span=18.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans: L=0.0230 k/ft
DESIGN SUMMARY Desi s n N.G.
Maximum Bending Stress Ratio = 0.687 1 Maximum Shear Stress Ratio = 0.128 : 1
Section used for this span 3-2x4 Section used for this span 3-2x4
fb:Actual = 927.51 psi fv:Actual = 23.03 psi
FB :Allowable 1,350.00psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 11.000ft Location of maximum on span = 11.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span 111
Maximum Deflection
Max Downward Transient Deflection 1.167 in Ratio= 185<360
Max Upward Transient Deflection -0.106 in Ratio= 1246 ■
Max Downward Total Deflection 1,167 in Ratio= 185
Max Upward Total Deflection -0.106 in Ratio= 1246
Vertical Reactions Support rotation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum - 0.062 X438 --O T168 — -- _
Overall MINimum 0.062 0.438 0.168
D Only
L Only 0.062 0.438 0.168
S Only
W Only
1L1U Proje E I, Engineer: Project ID:
Project Descr.
I I Consulting Lngineer5
Structural Engineering
[Wood Beam File=zaprojecls12015PR-11150491-1Vncgee.ec6
ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver6.15.1.19
Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: 18 ft top plate
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 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksl
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksl
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 : Completely Unbraced
LI0,02301
V * * * tt 1
2 3-2x4 A
Span=18.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Loads on all spans.,.
Uniform Load on ALL spans: L=0.0230 k/ft
DESIGN_SUMMARY Desi.n N.G.
(Maximum Bending Stress Ratio = 0.901: 1 Maximum Shear Stress Ratio = 0.106 : 1
Section used for this span 3-2x4 Section used for this span 3-2x4
fb:Actual = 1,216.65psi fv:Actual = 19.14 psi
FB:Allowable = 1,350.00psl Fv:Allowable = 180.00 psi
Load Combination +D'-L+H Load Combination +D+L+H
Location of maximum on span = 9.000ft Location of maximum on span = 17.737 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I
Maximum Deflection
Max Downward Transient Deflection 2.124 in Ratio= 101<36(1
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 2.124 in Ratio= 101 <180
Max Upward Total Deflection 0.000 In Ratio= 0<180
1
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
OveraaitMum 0.207 0.207 --
Overall MINimum 0.207 0.207 .
D Only
L Only 0.207 0.207
S Only
W Only
7
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t Project Title:,, U ElIj Engineer Project ID:
Project Descr:
_ Consulting Engineers
Structural Engineering
—
Wood Bea m File=z:brojecitzo15pR-1,150491-f uncgee.ecs
ENERCALC,INC.1963.2015,Build:6.15.1.19,Vei 6.15.1.19
Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: 13 ft top plate
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 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi
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 32.210pcf
Beam Bracing : Completely Unbraced
L(o 02301
2-2x4
I Span=13.0 ft
.
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans: L=0.0230 k/ft
DESIGN SUMMARY Desi.n N.G.
Maximum Bending Stress Ratio = 0.710 1 Maximum Shear Stress Ratio = 0.113 : 1
Section used for this span 2-2x4 Section used for this span 2-2x4
fb:Actual = 951.92psi fv:Actual = 20.42 psi
FB:Allowable = 1,341.12psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 6.500ft Location of maximum on span = 12.715 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.867 in Ratio= 179<360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.867 in Ratio= 179 <180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical Reactions Support notation:Far left is#1 Values In KIPS
Load Combination Support 1 Support 2 — "
Overall MARimum — 0.150 — 0.150 -- — --— ----- - —
- Overall MINimum 0.150 0.150
D Only
L Only 0.150 0.150
S Only
W Only
zr.
_ 1� � •� �: � Esr:e:
l I Project ID:
'
Consulting Lngineers
Structural Engineering
[Wood Beam File=zw rofects120 15PR-1)150491-11mcgee.ec6
ENERCALC,INC.1993.2016,Build:6.15.1.19,Ver:6.15.1.19
Lic.#:KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS
Description: 9 ft top plate
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 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx I,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 32.210pcf
Beam Bracing : Completely Unbraced
L(0.0230)
V t + t j ;
2x4
i
Span=9.0rt
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans: L=0.0230 klft
DESIGN SUMMARY Oasis n N.G.
Maximum Bending Stress Ratio = 0.692 1 Maximum Shear Stress Ratio = 0.155 : 1
Section used for this span 2x4 Section used for this span 2x4
fb:Actual = 912.49 psi fv:Actual = 27.84 psi
FB:Allowable = 1,319.18psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 4.500ft Location of maximum on span = 8.737 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
. Maximum Deflection
Max Downward Transient Deflection 0.398 in Ratio= 271<360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.398 In Ratio= 271
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical Reactions Support notation:Far left Is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.101— O.1 4
Overall MINlmum 0.104 0.104
D Only
L Only 0.104 0.104
S Only
W Only
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.tructural Engineering — _- JOB NO r�_" V 1{1 _
(503) 968-9994 p (503) 968-8444 f _ SHEET lu OF ____
f •
McGee Wealth Management Framing Instructions
Approximately 90'of wall to build:
➢ Frame in two 4x4 windows
➢ Frame in 1 pocket door(kitchen)
Y Frame in 4 -36"doors(interior)(2 offices,New Server Room&Closet)
Y Frame 1—36"door with side light(interior)
➢ Fill in two doors to solid wall
➢ Fill in 2-48"x48"interior windows to solid wall
➢ Fill in 2-71"x79"exterior windows(siding fill being providing by our siding contractor)
New Wall "3' New Wall-29'
Close off Old Door New Left Swing Door
Move existing wall inline _ 1 _-L 1 Mr .r!►
other kitchen wall. Length "'9.'
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SP 11
(plumbing move als'
No. E _
Remove window 36"Rt Swing Door 1F--� —
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New Wall-18'w/
2 doors 2 windows
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from Judith's _-
office)
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New Wall "13' New Rt Swing Remove 2
Window(used Door w/side Windows to
from Judith's window reuse and move
Left Swing Door Right Swing Door office) door. vmsrnv witiaL
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