Specifications (13) 1
RECEIVED
JAN 1 32014
DIBBLE ENGINEERS pINpFTIGARD
BUILDIN(=O fISION
MCDONALD'S TIGARD/KING CITY #36-0095
STRUCTURAL CALCULATIONS
TIGARD, OR
PREPARED FOR:
Freiheit& Ho Architects
5209 Lake Washington Blvd NE, Suite 200
WV) 1A--eirnr:Ci7
Kirkland, WA 98033 -P-2-.O
City of Tigard
Ap•roved Plans
R PR0F�s By Date l
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,� OFFICE COPY
EXPIRES: 12/31/2015 I
Structural Calculations
Project#: 13-3023
Prepared by
Dibble Engineers, Inc.
January 8, 2014
IIPWRIMPRIP
1029 Market Street P: 425-828 . 4200
Kirkland, WA 98033 F : 425-827 . 6131
1( DIBBLE ENGINEERS, INC.
MCDONALD'S TIGARD/KING CITY #36-0095
STRUCTURAL CALCULATIONS
TIGARD, OR
TABLE OF CONTENTS
Section Number
DESIGN CRITERIA 1
GRAVITY CALCULATIONS 2
LATERAL CALCULATIONS 3
DIBBLE ENGINEERS, INC.
MCDONALD'S TIGARD/KING CITY #36-0095
STRUCTURAL CALCULATIONS
TIGARD, OR
SECTION 1
DESIGN CRITERIA
Dibble Engineers, Inc. -Design Criteria Worksheet
Job Name: McDonald's#36-0095 Tigard/King City
Project#: 13-3023
Location: 16200 Southwest Pacific Highway, Tigard, OR 97224
Building Code: 2010 OSSC
Permitting Authority: Tigard, OR
Gravity Design Loads: Concrete:
Roof Dead Load 20 psf fc fy
Roof Live Load 40 psf Footing: 3000 60 ksi
Floor Dead Load 15 psf Slab-on-grade: 3000 60 ksi
Floor Live Load 100 psf Concrete Beams: n/a n/a ksi
LL Reducible? n/a Elevated Slabs: n/a n/a ksi
Partition Load n/a psf Concrete Columns: n/a n/a ksi
Composite Floor n/a psf Concrete Walls: 3000 60 ksi
Piles: n/a n/a ksi
Foundation: Masonry:
fm fy
Soil Bearing Press(assumed) 1500 psf Reinforced Masonry n/a n/a psi
Pile Capacity n/a tons
Frost Depth 18 inch
Lateral Earth Pressures: Structural Steel:
Fy
Restrained n/a pcf W-shapes: ASTM A Gr n/a ksi
Unrestrained: n/a pcf Tube/Pipe: ASTM A Gr n/a ksi
Passive Pressure: n/a pcf Bolt Type: ASTM A n/a
Friction Coefficient n/a Bolt Dia n/a inch
Snow: Lumber :
Ground Snow Load p, 20 Item:Species&Grade Fb Fy
Importance Factor is 1 2x4: HF#2 850 150 psi
Snow Load ps 25 2x6&larger 2x's: HF#2 850 150 psi
Snow Exposure C. 1.00 4x Beams&Post: DF#2 850 180 psi
Thermal Factor Ct 1.00 6x Beams&Post: DF#2 750 170 psi
Sill Plate Grade: PT HF#2 850 150 psi
Engineered Wood Products:
SWWJ / OWWJ TJI
PSL / LSL / LVL 2900 psi
Glulam: 2400E-V4 2400 psi
Sheathing (roof) 15/32 inch
Sheathing (floor) 23/32 inch
Sheathing (walls) 15/32 inch
. ,
Dibble Engineers, Inc. -Design Criteria Worksheet
Job Name McDonm|d'a#3G-0095 Tigard/K|ngCdv
Location:
16200 Southwest Paciflc Highway, -----
Building Code 2010 OSSC
Permitting Authority: Tigard, OR
Lateral Wind:
os mph
ExpOSUre Category
_ o
Importance Facto,|w 1.00
|n�m�P�mumooe�o�mGC� -
Lateral Seismic:
Site Class(Assumed)
Ss 0.952 o
S1 0.419 g
1.120 Interpolated
��m
1.580 Interpolated--- ---- ----
800 0.711
ao,
0.441
Importance Category II Table 1604.5
Seismic Use Group I Section 1616.2
Importance Factor|s too
Cs 0.14
Seismic D Tables 1616.3(1)&1616.3(2)
- �- Basic LrnSystem 1-Bearing Wall System
cuuoh=,wmo�
5 -
u.o
Cd 3.5
Analysis Procedure Simplifed
esign Maps Summary Report http://geohazards.usgs.gov/designmaps/us/summary.php?template=rl...
EL. 5 Design Maps Summary Report
User-Specified Input
Report Title McDs Tigard
Sat November 9,2013 00:36:00 UTC
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.40363°N, 122.7966°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
i I5000m tt �.
� 217
.a
Milwaukee
:_:- aK:nten ig rd
Laufei �l_ake Oswego
01 r i i -
f' Marylhurst
■
ualatin O N O R T H
,,
' ` -•
, , � - -=_ A M E R I C A
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Sherwood
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mapquest a-. ®2013 , . 0 Map4uest
USGS-Provided Output
Ss = 0.952 g SMS = 1.066 g Sps = 0.710 g
S1 = 0.419 g SMl = 0.662 g S DI = 0.441 g
For information on how the SS and S1 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
1.10 0.72
0.59 0.64
0.98 0.56
0.77
0.49
S 0.LL
y 0.55 , I 0.40 l
0.44 0.32
0.33 0.24
0.22 0.16
0.11 0.00
0.00 0.00
0.00 0.20 0.40 0.60 0.50 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00
Period.T(sec) Period. T(sec)
Although this information is a product of the U.S.Geological Survey, we provide no warranty,expressed or implied,as to the accuracy of
the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
1 of 2 11/8/2013 4:38 PM
1( DIBBLE ENGINEERS, INC.
MCDONALD'S TIGARD/KING CITY #36-0095
STRUCTURAL CALCULATIONS
TIGARD, OR
SECTION 2
GRAVITY CALCULATIONS
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x9Dibble Engineers,Inc. Project Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.dibbleengineers.com
Printed:13 NOV 2013,11:10AM
Wood Beam File=j:12013 Projects113-3023 McD#36-0095 Tigard-IGng City\Calculations1ligard.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#: KW-06006102 Licensee:DIBBLE ENGINEERS INC.
Description: New Beam 1
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi
Fc-Prll 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(0.19) L(0.155)
i i i * +
Pz . 7•7Y, ''''''"?'"..."7"'-`77-`" .,. , .”'-- -
5.125x24 •
Span = 28.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.190, L=0.1550, Tributary Width=1.0 ft
DESIGN SUMMARY Desist-) OK
Maximum Bending Stress Ratio = 0.403 1 Maximum Shear Stress Ratio = 0.207 : 1
Section used for this span 5.125x24 Section used for this span 5.125x24
fb:Actual = 890.40 psi fv:Actual = 54.78 psi
FB:Allowable = 2,175.78 psi Fv:Allowable = 265.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 14.000ft Location of maximum on span = 26.058 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.203 in Ratio= 1656
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480
Max Downward Total Deflection 0.488 in Ratio= 689
Max Upward Total Deflection 0.000 in Ratio= 0 <360
I
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.'=Deft Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.4876 14.102 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 5.215 5.215
D Only 3.045 3.045
L Only 2.170 2.170
D+L 5.215 5.215
Dibble Engineers,Inc. Project Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.dibbleengineers.com
Printed:13 NOV 2013,11:47AM
Wood Beam File=j:12013 Projects 113.3023 McD#36-0095 Tigard-King City\Calculations,tigard.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC.
Description: New Beam 2
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 1850 psi Ebend-xx 1800ksi
Fc-Prll 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(0.18) L(0.18)
i * * i +
5.125x18
Span = 21 .0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.180, L=0.180, Tributary Width=1.0 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.39S 1 Maximum Shear Stress Ratio = 0.211 : 1
Section used for this span 5.125x18 Section used for this span 5.125x18
fb:Actual = 909.81 psi fv:Actual = 55.97 psi
FB:Allowable = 2,304.63psi Fv:Allowable = 265.00 psi
Load Combination +D+L+H Load Combination +D+L+F{
Location of maximum on span = 10.500ft 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 0.177 in Ratio= 1426
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.374 in Ratio= 674
Max Upward Total Deflection 0.000 in Ratio= 0<360
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span
D1 1 0.3737 10.577 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.997 3.997
D Only 2.107 2.107
L Only 1.890 1.890
D+L 3.997 3.997
Project No. Sheet No.
DIBBLE ENGINEERS, INC.
1(19 3 3�z 3
Project 7 Date
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Dibble Engineers,Inc. Project Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.dibbleengineers.com
Printed:13 NOV 2013,5:01PM
Steel Beam File=j:12013 Projectsl13-3023 McD#36-0095 Tigard-King City\CalculationsItigard.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#: KW-06006102 Licensee:DIBBLE ENGINEERS INC.
Description: New Beam 3
CODE REFERENCES
Calculations per AISC 360-05, IBC 2006,CBC 2007,ASCE 7-05
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi
Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE 7-10
D(0.48) L(0.56)
+ * * + +
•
A Span=9.0 ft •
A
W12x26
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.480, L=0.560 k/ft, Tributary Width=1.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.119: 1 Maximum Shear Stress Ratio= 0.085 : 1
Section used for this span W12x26 Section used for this span W12x26
Ma :Applied 10.794 k-ft Va:Applied 4.797 k
Mn/Omega:Allowable 90.416 k-ft Vn/Omega:Allowable 56.120 k
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span 4.500ft 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 0.014 in Ratio= 7,667
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.027 in Ratio= 4028
Max Upward Total Deflection 0.000 in Ratio= 0<600
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location in Span
D+L 1 0.0268 4.545 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.797 4.797
D Only 2.277 2.277
L Only 2.520 2.520
D+L 4.797 4.797
Dibble Engineers,Inc. Project Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828,4200
www.dibbleengineers.com
Printed:13 NOV 2013,5:12PM
Steel Beam File=j:12013 Projects113-3023 McD#36-0095 Tigard-King City\Calcula6onsltigard.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC.
Description: New Beam 4
CODE REFERENCES
Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi
Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE 7-10
D(2.3)L(2.5)
D10.2 L 0.16
4" Y��
_ Nom:
..J
ASpan =3.0 ft A
W12x26
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.20, L=0.160 k/ft, Tributary Width=1.0 ft
Point Load: D=2.30, L=2.50 kA1.0ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.039: 1 Maximum Shear Stress Ratio= 0.067 : 1
Section used for this span W1 2x26 Section used for this span W12x26
Ma:Applied 3.579 k-ft Va:Applied 3.779 k
Mn/Omega:Allowable 92.814 k-ft Vn/Omega:Allowable 56.120 k
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span 1.005ft 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 0.000 in Ratio= 0<360
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.001 in Ratio= 44823
Max Upward Total Deflection 0.000 in Ratio= 0<600
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max. 'Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.0008 1.395 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.779 2.179
D Only 1.872 1.106
L Only 1.907 1.073
D+L 3.779 2.179
Project No.
DIBBLE ENGINEERS, INC. , Sheet No.
-3z
Project / Date
Subject By
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Project O A Date
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Dibble'Engineers,Inc. Project Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.dibbleengineers.com
Printed:13 NOV 2013,5:34PM
Wood Beam File=j:12013 Projects113-3023 McD#36-0095 Tigard-King City\Calculations1tigard.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#: KW-06006102 Licensee:DIBBLE ENGINEERS INC.
Description: New Beam 5
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 850 psi Ebend-xx 1 300 ksi
Fc-PrIl 1300 psi Eminbend-xx 470 ksi
Wood Species : Hem Fir Fc-Perp 405 psi
Wood Grade : No.2 Fv 150 psi
Ft 525 psi Density 27.7 pcf
Beam Bracing : Completely Unbraced
D(0.23) L(0.26)
+ * $ V V
s it i . 7' ; ?. -g'.
r ,r ' -:#r'"" 1
• •
• •
6x12
Span = 5.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.230, L=0.260, Tributary Width=1.0 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.183 1 Maximum Shear Stress Ratio = 0.123 : 1
Section used for this span 6x12 Section used for this span 6x1 2
fb:Actual = 155.34 psi fv:Actual = 18.47 psi
FB:Allowable = 848.49psi Fv:Allowable = 150.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 2.500ft 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= 14784
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.008 in Ratio= 7654
Max Upward Total Deflection 0.000 in Ratio= 0<360
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."Deft Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.0078 2.518 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.255 1.255
D Only 0.605 0.605
L Only 0.650 0.650
D+L 1.255 1.255
Project No. Sheet No.
DIBBLE E -.3,c) 3
Project „ _ Date
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• Dibble Engineers,Inc. Project Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.dibbleengineers.com
Printed:14 NOV 2013,10:53AM
Wood Beam File=j:12013 Projects113-3023 McD#36-0095 Tigard-King City\Calculations1tigard.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC.
Description: Entry Ledger Beam
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 850 psi Ebend-xx 1300ksi
Fc-PrIl 1300 psi Eminbend-xx 470ksi
Wood Species : Hem Fir Fc-Perp 405 psi
Wood Grade : No.2 Fv 150 psi
Ft 525 psi Density 27.7pcf
Beam Bracing : Completely Unbraced
D(0.185)i L(0.155)
4 + i i
t
LL f-.1 *
• •
• 4x10 •
Span = 8.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0,1850, L=0.1550, Tributary Width=1.0 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.658 1 Maximum Shear Stress Ratio = 0.347 : 1
Section used for this span 4x10 Section used for this span 4x10
fb:Actual = 665.94psi fv:Actual = 51.99 psi
FB:Allowable = 1,012.43psi Fv:Allowable = 150.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 4.000ft Location of maximum on span = 7.241 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.048 in Ratio= 2005
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.107 in Ratio= 897
Max Upward Total Deflection 0.000 in Ratio= 0<600
I
Overall Maximum Deflections•Unfactored Loads
Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.1069 4.029 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.385 1.385
D Only 0.765 0.765
L Only 0.620 0.620
D+L 1.385 1.385
Dibble Engineers,Inc. Project Title:
ax,9 1029 Market Street Engineer: Protect ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.dibbleengineers.com
i
Printed:14 NOV 2013,11:32AM
Steel Bea lm File=j:12013 Projects113-3023 McD#36-0095 Tigard-King City 1 Calculations\tigard.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC.
Description: Existing Entry Beam
CODE REFERENCES
Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi
Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE 7-10
Unbraced Lengths
First Brace starts at 0.0 ft from Left-Most support
Regular spacing of lateral supports on length of beam=6.50 ft
+ * D(0.505) L(0.795) + +
Span = 13.0 ft
W12x19
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.5050, L=0.7950 k/ft, Tributary Width=1.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.464: 1 Maximum Shear Stress Ratio= 0.150 : 1
Section used for this span W12x19 Section used for this span W1 2x1 9
Ma:Applied 27.863 k-ft Va:Applied 8.573 k
Mn/Omega:Allowable 60.081 k-ft Vn/Omega:Allowable 57.340 k
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span 6.500ft Location of maximum on span 13.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.136 in Ratio= 1,142
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.227 in Ratio= 688
Max Upward Total Deflection 0.000 in Ratio= 0<360
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span
D+L 1 0.2266 6.565 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 8.573 8.573
D Only 3.406 3.406
L Only 5.168 5.168
D+L 8.573 8.573
Project No. Sheet No.
.1( DIBBLE ENGINEERS, INC.
3.:7, _3
Project Date
Subject By
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• Dibble Engineers,Inc. Project Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.dibbleengineers.com
Printed:13 NOV 2013,5:55PM
Cantilevered Retaining Wall File=j:12013 Projects113.3023 McD#36-0095 Tigard-King City\Calculations\tigard.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#: KW-06006102 Licensee:DIBBLE ENGINEERS INC.
Description: 4'Retain Wall
Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006,
Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf CBC 2007,ASCE 7-05
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft
Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft
Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft
Vertical component of active Soil Density,Heel = 110.00 pcf
Lateral soil pressure options: Soil Density,Toe = 0.00 pcf
NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.250
NOT USED for Sliding Resistance. Soil height to ignore
NOT USED for Overturning Resistance. for passive pressure = 12.00 in
Design Summary Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftg ft= 0.00
Overturning = 7.43 OK Wall Material Above"Ht" = Concrete
Sliding = 2.24 OK Thickness in= 8.00
Rebar Size = # 4
Total Bearing Load = 2,177 lbs Rebar Spacing in= 12.00
...resultant ecc. = 0.60 in Rebar Placed at = Center
Soil Pressure @ Toe = 560 psf OK Design Data
Soil Pressure @ Heel = 484 psf OK Total +fa/Fa 0
Allowable = 2,000 psf Total Force @ Section lbs= 4244.0.0
Soil Pressure Less Than Allowable Moment....Actual ft-I= 589.3
ACI Factored @ Toe = 672 psf Moment Allowable ft-I= 3,387.6
ACI Factored @ Heel = 581 psf Shear Actual psi= 8.8
Footing Shear @ Toe = 0.9 psi OK Shear Allowable psi= 75.0
Footing Shear @ Heel = 15.5 psi OK Wall Weight psf= 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 4.00
Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 18.72
Lateral Sliding Force = 377.5 lbs Lap splice if below in= 8.40
less 100%Passive Force = - 300.0 lbs
Hook embed into footing in= 8.40
less 100%Friction Force = • 540.0 lbs Concrete Data
fc
Added Force Req'd = 0.0 lbs OK psi= 2,500.0
F
....for 1.5:1 Stability = 0.0 lbs OK y psi= 60,000.0
Load Factors
Dead Load 1.200
Live Load 1.600
Earth,H 1.600
Wind,W 1.600
Seismic,E 1.000
t ProjDibble Engineers,Inc.
ect Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.dibbleengineers.com
Printed:13 NOV 2013, 5•55PM
Cantilevered Retaining Wall File=j:12013 Projects113-3023 McD#36-0095 Tigard-King City 1Calculationsltigard.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#:KW-06006102 Licensee:DIBBLE ENGINEERS INC.
Description: 4'Retain Wall
Footing Dimensions&Strengths Footing Design Results
Toe Width = 1.00 ft Toe Heel
Heel Width = 3.17 Factored Pressure = 672 581 psf
Total Footing Width = 4.17 Mu':Upward = 332 0 ft-lb
Footing Thickness = 12.00 in Mu':Downward = 156 0 ft-lb
Mu: Design = 176 589 ft-lb
Key Width = 0.00 in Actual 1-Way Shear = 0.89 15.55 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% = 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S'Fr
Heel: Not req'd,Mu<S*Fr
Key: No key defined
Summary of Overturning&Resisting Forces&Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-lb lbs ft ft-lb
Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 1,101.5 2.92 3,214.4
Surcharge over Heel = Sloped Soil Over Heel =
Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel =
Surcharge Over Toe = Adjacent Footing Load =
Adjacent Footing Load = Axial Dead Load on Stem =
Added Lateral Load = *Axial Live Load on Stem =
Load @ Stem Above Soil = Soil Over Toe = 0.50
Surcharge Over Toe =
Stem Weight(s) = 450.0 1.33 600.0
Earth @ Stem Transitions =
Total = 377.5 O.T.M. = 689.2 Footing Weight = 625.5 2.09 1,304.2
ResistinglOverturning Ratio = 7.43 Key Weight =
Vertical Loads used for Soil Pressure= 2,177.0 lbs Vert.Component =
Total= 2,177.0 lbs R.M.= 5,118.6
Axial live load NOT included in total displayed,or used for overtuming
resistance,but is included for soil pressure calculation.
t ProjDibble Engineers,Inc.
ect Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.dibbleengineers.com
Printed.13 NOV 2013,6.08PM
Cantilevered Retaining Wall File=j:\2013 Projects\13-3023 McD#36-0095 Tigard-King City\Calculationsttigard.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC.
Description: 5'Retain Wall
Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006,
Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf CBC 2007,ASCE 7-05
Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method
Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft
Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft
Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft
Vertical component of active Soil Density,Heel = 110.00 pcf
Lateral soil pressure options: Soil Density,Toe = 0.00 pcf
NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.250
NOT USED for Sliding Resistance.
NOT USED for Overturning Resistance. Soil height to ignore
for passive pressure = 0.00 in
Design Summary Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftg ft= 0.00
Overturning = 4.69 OK Wall Material Above"Ht" = Concrete
Sliding = 1.79 OK Thickness in= 8.00
Rebar Size = # 5
Total Bearing Load = 2,390 lbs Rebar Spacing in= 12.00
...resultant ecc. = 1.11 in Rebar Placed at = Edge
Design Data
Soil Pressure @ Toe = 636 psf OK fb/FB+fa/Fa = 0.143
Soil Pressure @ Heel = 489 psf OK Total Force @ Section lbs= 676.0
Allowable = 2,000 psf Moment....Actual ft-I= 1,158.7
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 763 psf Moment Allowable ft-I= 8,121.3
ACI Factored @ Heel = 586 psf Shear Actual psi= 9.1
Footing Shear @ Toe = 1.8 psi OK Shear Allowable psi= 75.0
Footing Shear @ Heel = 13.1 psi OK Wall Weight psf= 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.19
Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 23.40
Lateral Sliding Force = 595.1 lbs Lap splice if below in= 10.50
less 100%Passive Force = - 469.4 lbs
Hook embed into footing in= 10.50
less 100%Friction Force = - 590.0 lbs Concrete Data
fc
Added Force Req'd = 0.0 lbs OK psi= 0,000.0
F
....for 1.5:1 Stability = 0.0 lbs OK y psi= 60,000.0
Load Factors
Dead Load 1.200
Live Load 1.600
Earth,H 1.600
Wind,W 1.600
Seismic,E 1.000
t ProjDibble Engineers,Inc.
ect Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.d i b bl ee n g i n eers.corn
Printed:13 NOV 2013,6:08PM
Cantilevered Retaining Wall File=j:\2013 Projects113-3023 McD#36-0095 Tigard-King CitylCalculationsltigard.ec6
ENERCALC,INC.1983-2013,Build:6.13,8.31,Ver:6.13.8,31
Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC.
Description: 5'Retain Wall
Footing Dimensions&Strengths Footing Design Results
Toe Width = 1.50 ft Toe Heel
Heel Width = 2.75 Factored Pressure = 763 586 psf
Total Footing Width = 4.25 Mu':Upward = 835 0 ft-lb
Footing Thickness = 14.00 in Mu':Downward = 385 0 ft-lb
Mu: Design = 450 1,159 ft-lb
Key Width = 0.00 in Actual 1-Way Shear = 1.81 13.13 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @a 18.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% = 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in
Toe: Not req'd,Mu<S*Fr
Heel: Not req'd,Mu<S*Fr
Key: No key defined
Summary of Overturning&Resisting Forces&Moments
.....OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-lb lbs ft ft-lb
Heel Active Pressure = 665.5 2.06 1,367.9 Soil Over Heel = 1,145.8 3.21 3,676.2
Surcharge over Heel = Sloped Soil Over Heel =
Toe Active Pressure = -70.4 0.72 -50.9 Surcharge Over Heel =
Surcharge Over Toe = Adjacent Footing Load =
Adjacent Footing Load = Axial Dead Load on Stem =
Added Lateral Load = *Axial Live Load on Stem =
Load @ Stem Above Soil = Soil Over Toe = 0.75
Surcharge Over Toe =
Stem Weight(s) = 500.0 1.83 916.7
Earth @ Stem Transitions =
Total = 595.1 O.T.M. = 1,317.1 Footing Weight = 743.8 2.13 1,580.5
Resisting/Overturning Ratio = 4.69 Key Weight =
Vertical Loads used for Soil Pressure= 2,389.6 lbs Vert.Component =
Total= 2,389.6 lbs R.M.= 6,173.4
*Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
• Dibble E=ngineers,Inc. Project Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.dibbleengineers.com
Printed:13 NOV 2013,6:12PM
File=j:12013 Project\13-3023 McD#36-0095 Tigard-King City 1Calculatonsltigard.ec6 Cantilevered Retaining Wall
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#:KW-06006102 Licensee:DIBBLE ENGINEERS INC.
Description: 6'Retain Wall
Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006,
Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf CBC 2007,ASCE 7-05
Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method
Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft
Height of Soil over Toe = 18.00 in Toe Active Pressure = 30.0 psf/ft
Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft
Vertical component of active Soil Density,Heel = 110.00 pcf
Lateral soil pressure options: Soil Density,Toe = 0.00 pcf
NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.250
NOT USED for Sliding Resistance. Soil height to ignore
NOT USED for Overturning Resistance. for passive pressure = 0.00 in
Design Summary Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftg ft= 0.00
Overturning = 5.03 OK Wall Material Above"Hr = Concrete
Sliding = 1.87 OK Thickness in= 8.00
Rebar Size = # 4
Total Bearing Load = 3,220 lbs Rebar Spacing in= 12.00
...resultant ecc. = 1.11 in Rebar Placed at = Edge
Design Data
Soil Pressure @ Toe = 715 psf OK fb/FB+fa/Fa = 0.367
Soil Pressure @ Heel = 573 psf OK Total Force @ Section lbs= 954.0
Allowable = 2,000 psf Moment....Actual ft-l= 1,989.0
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 858 psf Moment Allowable ft-I= 5,412.6
ACI Factored @ Heel = 687 psf Shear Actual psi= 12.7
Footing Shear @ Toe = 3.1 psi OK Shear Allowable psi= 75.0
Footing Shear @ Heel = 24.2 psi OK Wall Weight psf= 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.25
Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 18.72
Lateral Sliding Force = 763.8 lbs Lap splice if below in= 8.40
less 100%Passive Force = - 625.0 lbs
Hook embed into footing in= 8.40
less 100%Friction Force = - 806.0 lbs Concrete Data
Added Force Req'd = 0.0 lbs OK fc psi= 2,500.0
....for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0
Load Factors
Dead Load 1.200
Live Load 1.600
Earth,H 1.600
Wind,W 1.600
Seismic,E 1.000
• Dibble Engineers,Inc. Project Title:
1029 Market Street Engineer: Project ID:
Kirkland,WA 98033 Project Descr:
p.425.828.4200
www.dibbleengineers.com
Printed:13 NOV 2013,6:12PM
Cantilevered Retaining Wall File=j:12013 Projects113-3023 McD#36-0095 Tigard-King City\Calculations1tigard.ec6
g ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC.
Description: 6'Retain Wall
Footing Dimensions&Strengths Footing Design Results
Toe Width = 1.50 ft Toe Heel
Heel Width = 3.50 Factored Pressure = 858 687 psf
Total Footing Width = 5.00 Mu':Upward = 946 0 ft-lb
Footing Thickness = 12.00 in Mu':Downward = 425 0 ft-lb
Mu: Design = 521 1,989 ft-lb
Key Width = 0.00 in
Key Depth = 0.00 in Actual 1-Way Shear 3.11 24.16 psi
Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing = #4 @ 18.00 in
fc = 2,500 iDSi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% = 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in
Toe: Not req'd,Mu<S*Fr
Heel: Not req'd,Mu<S*Fr
Key: No key defined
Summary of Overturning&Resisting Forces&Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-lb lbs ft ft-lb
Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,870.0 3.58 6,700.8
Surcharge over Heel = Sloped Soil Over Heel =
Toe Active Pressure = -93.8 0.83 -78.1 Surcharge Over Heel =
Surcharge Over Toe = Adjacent Footing Load =
Adjacent Footing Load = Axial Dead Load on Stem =
Added Lateral Load = *Axial Live Load on Stem =
Load @ Stem Above Soil = Soil Over Toe = 0.75
Surcharge Over Toe =
Stem Weight(s) = 600.0 1.83 1,100.0
Earth @ Stem Transitions =
Total = 763.8 O.T.M. = 1,922.7 Footing Weight = 750.0 2.50 1,875.0
Resisting/Overturning Ratio = 5.03 Key Weight =
Vertical Loads used for Soil Pressure= 3,220.0 lbs Vert.Component _=
Total= 3,220.0 lbs R.M.= 9,675.8
*Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DIBBLE ENGINEERS, INC.
MCDONALD'S TIGARD/KING CITY #36-0095
STRUCTURAL CALCULATIONS
TIGARD, OR
SECTION 3
LATERAL CALCULATIONS
Project No: Sheet No:
fi DIBBLE ENGINEERS, INC. 13-3023
Date
McDonald's Tigard/King City, OR 11/8/2013
By
Existing Lateral Elements Alterations I
OSSC 2010 Chp. 34
Wind Sail Area Increase
Existing Building Dimensions
Area Existing 4738 ft^2
Area Proposed 4778 ft^2
Perimeter 300 ft
Front (longitudinal) Elevation Wind Sale Area Increase
Existing Area: 1076 ft^2
Proposed Area: 1160 ft^2
Net Increase: 84 ft^2
Percent Increase: 7.8 % < 10% OK
This net area increase is less than the IBC demand/capacity
increase action level of 10% for lateral load carrying elements.
No additional alterations, checks, or retrofits required.
Side (transverse) Elevation Wind Sale Area Increase
Existing Area: 1490 ft^2
Proposed Area: 1580 ft^2
Net Increase: 90 ft^2
Percent Increase: 6.0 % < 10% OK
This net area increase is less than the IBC demand/capacity
increase action level of 10% for lateral load carrying elements.
No additional alterations, checks, or retrofits required.
Project No: Sheet No:
DIBBLE ENGINEERS, INC. 13-3023
Date
McDonald's Tigard/King City, OR 11/8/2013
By
Existing Lateral Elements Alterations
IBC 2009 3404.4
Seismic Weight Increase
Roof Weight
load area Total Wt. (lb.)
Existing (20psf+4psf)* Existing Area = 24 4738 113712
Proposed (20psf+4psf)*Proposed Area = 24 4778 114672
(*4psf Interior Walls Assumed)
Exterior Wall Weight: (Existing)
Perimeter= 300 ft
Wall Height= 12 ft
Parapet Height= 6 ft
Area Ext.Wall= Perimeter*(0.5*height+parapet height)
(assumes 70%CMU&30%Windows @ 8psf)
I = Wall Area Wall Weight
1800 ft^2 * 90 psf CMU Total Ext.Wall Wt.
+ 1800 ft^2 * 10 psf Wood 135720 lb.
Additional Stone Veneer Weight:
Stone Veneer Wt. 15 psf Total Veneer Wt.
8205 lb.
Stone Area 83 ftA2
Stone Area 160 ftA2
Stone Area 120 ft"2
Stone Area 114 ftA2
Stone Area 70 ftA2
Sum 547 ft^2
Total Weight Increase:
Existing Seismic Weight: 249432 lb.
Proposed Seismic Weight: 258597 lb.
Net Weight Increase: 9165 lb.
New Percentage Increase: 3.7 % <10%OK
This seismic weight increase is less than the IBC demand/capacity
increase action level of 10%for lateral load carrying elements. No
additional alterations, checks,or retrofits required.