REVIEWED REVISION BLD2022-0766+Structural_Calculations+6.6.2023_9.14.59_PM+35925941 of 13
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425-318-7047(0)
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Howard Chermak Retaining Wall
1214 11t" Place North
Edmonds, WA 98020
PROJECT NO: 22090 DATE:06/06/23
PREPARED BY: BASRI BASRI PE, SE
Desiqn Criteria
International Building Code (IBC) 2018
American Society of Civil Engineers (ASCE) 7-16
3roject Description
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BY
CITY OF EDMONDS
BUILDING DEPARTMENT
Structural design of 80 feet long concrete retaining wall with retaining height above top of footing varying from
2.25 feet up to 5 feet. Soil lateral pressure of 35 psf/ft and surcharge of 50 psf are used for design. Soil
conditions including soil bearing pressure of 2000 psf, passive earth pressure of 350 pcf, and base coefficient
of friction of 0.35 were provided by geotechnical report, conducted by Geo Group Northwest Inc on March 28,
2022.
Please see attached calculations for your reference
2' - 3" Retaining Wall
Title Howard Chermak Retaining Wall Page: 2 of 13
Job # 22090 Dsgnr: Date: MAY 12,2022
Description....
Case 1 - Surcharge
This Wall in File: c:\users\basri\box\current projects\22090-
RetainPro Version 6.0 Cantilevered Retaining Wall Design
Build Date: 10-SEP-2001, (c) 1989-2001
Criteria
Soil Data
Retained Height =
2.25 ft
Allow Soil Bearing
= 2,000.0 psf
Wall height above soil =
0.00 ft
Equivalent Fluid Pressure Method
Heel Active Pressure
- 35.0 psf/ft
Slope Behind Wal =
1.00 : 1
Toe Active Pressure
= 35.0 psf/ft
Height of Soil over Toe =
9.00 in
Passive Pressure
= 350.0 psf/ft
Soil Density =
125.00 pcf
Water height over heel
= 0.0 ft
FootingllSoil Frictior
= 0.350
Wind on Stem =
0.0 psf
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Design Summary
Total Bearing Load = 551 Ibs
...resultant ecc. = 5.11 in
Soil Pressure @ Toe
= 1,132 psf OK
Soil Pressure @ Heel
= 0 psf OK
Allowable
= 2,000 psf
Soil Pressure Less
Than Allowable
ACI Factored @ Toe
= 1,585 psf
ACI Factored @ Heel
= 0 psf
Footing Shear @ Toe
= 0.5 psi OK
Footing Shear @ Heel
= 1.6 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
Overturning
= 1.59 OK
Sliding
= 2.64 OK
Sliding Calcs (Vertical
Component NOT Used)
Lateral Sliding Force
= 209.8 Ibs
less 100% Passive Force= - 360.9 Ibs
less 100% Friction Force= - 192.8 Ibs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Footing Design Results
Toe Heel
Factored Pressure =
1,585 0 ps
Mu': Upward =
0 0 ft-
Mu' : Downward =
0 22 ft-
Mu: Design =
169 22 ft-
Actual 1-Way Shear =
0.49 1.56 psi
Allow 1-Way Shear =
85.00 85.00 psi
Toe Reinforcing =
# 4 @ 16.00 in
Heel Reinforcing =
# 4 @ 16.00 in
Key Reinforcing =
None Spec'd
Surcharge Over Heel = 50.0 psf
f
#
#
#
Used To Resist Sliding & Overturning
Stem Construction
Top Stem
Stem OK
Design height ft=
0.00
Wall Material Above "Ht" =
Concrete
Thickness =
6.00
Rebar Size =
# 4
Rebar Spacing =
16.00
Rebar Placed at =
Edge
Design Data
fb/FB + fa/Fa =
0.061
Total Force @ Section Ibs =
187.4
Moment.... Actual ft-#=
169.0
Moment..... Allowable =
2,749.3
Shear..... Actual psi =
3.7
Shear..... Allowable psi =
85.0
Lap Splice if Above in =
31.20
Lap Splice if Below in =
8.40
Wall Weight =
75.0
Rebar Depth 'd' in =
4.25
Masonry Data
f m psi =
Fs psi =
Solid Grouting =
Special Inspection =
Modular Ratio 'n' _
Short Term Factor =
Equiv. Solid Thick. _
Masonry Block Type = Medium
Weight
Concrete Data
fc psi =
2,500.0
Fy psi =
60,000.0
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S Fr
Heel: Not req'd, Mu < S ' Fr
Key: No key defined
Footing Dimensions & Strengths
Toe Width
= 0.75 ft
Heel Width
= 0.75
Total Footing Widtt
= 1.50
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Title Howard Chermak Retaining Wall Page: 3 of 13
Job # 22090 Dsgnr: Date: MAY 12,2022
2' - 3" Retaining Wall Descri Case1 -Surcharge
This Wall in File: c:\users\basri\box\current projects\22090-
RetainPro Version 6.0 Cantilevered Retaining Wall Design
Build Date: 10-SEP-2001, (c) 1989-2001
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 263.4 1.28 335.9
Toe Active Pressure = -53.6 0.58 -31.3
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total = 209.8 O.T.M. = 304.6
Resisting/Overturning Ratio = 1.59
Vertical Loads used for Soil Pressure = 550.8 Ibs
Vertical component of active pressure NOT used for soil pressure
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions =
Footing Weighl =
Key Weight =
Vert. Component =
Total =
70.3 1.38 96.7
3.9 1.42 5.5
12.5 1.38 17.2
0.00
70.3
0.38
26.4
168.8
1.00
168.8
225.0
0.75
168.8
Ibs R.M.=
550.8
483.3
4of13
2' - 3" Retaining Wall
Pp= 360.94# IF 263.384
1131.9psf
5of13
2' - 3" Retaining Wall
in Conc w/ #
91,
#4@16.in
@Toe
Designer select
#4 16.in 9 9
@ all horiz. reinf.
@ Heel See Appendix A
1'-6"
3' - 9" Retaining Wall
Title Howard Chermak Retaining Wall Page: 6 of 13
Job # 22090 Dsgnr: Date: MAY 12,2022
Description....
Case 1 - Surcharge
This Wall in File: c:\users\basri\box\current projects\22090-
RetainPro Version 6.0 Cantilevered Retaining Wall Design
Build Date: 10-SEP-2001, (c) 1989-2001
Criteria
Soil Data
Retained Height =
3.75 ft
Allow Soil Bearing
= 2,000.0 psf
Wall height above soil =
0.00 ft
Equivalent Fluid Pressure Method
Heel Active Pressure
- 35.0 psf/ft
Slope Behind Wal =
1.00 : 1
Toe Active Pressure
= 35.0 psf/ft
Height of Soil over Toe =
9.00 in
Passive Pressure
= 350.0 psf/ft
Soil Density =
125.00 pcf
Water height over heel
= 0.0 ft
FootingllSoil Frictior
= 0.350
Wind on Stem =
0.0 psf
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Design Summary
Total Bearing Load = 954 Ibs
...resultant ecc. = 7.21 in
Soil Pressure @ Toe
= 979 psf OK
Soil Pressure @ Heel
= 0 psf OK
Allowable
= 2,000 psf
Soil Pressure Less
Than Allowable
ACI Factored @ Toe
= 1,371 psf
ACI Factored @ Heel
= 0 psf
Footing Shear @ Toe
= 6.8 psi OK
Footing Shear @ Heel
= 2.1 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
Overturning
= 1.71 OK
Sliding
= 1.53 OK
Sliding Calcs (Vertical
Component NOT Used)
Lateral Sliding Force
= 453.9 Ibs
less 100% Passive Force= - 360.9 Ibs
less 100% Friction Force= - 333.9 Ibs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Footing Design Results
Toe Heel
Factored Pressure =
1,371 0 ps
Mu': Upward =
0 0 ft-
Mu' : Downward =
0 30 ft-
Mu: Design =
686 30 ft-
Actual 1-Way Shear =
6.77 2.13 psi
Allow 1-Way Shear =
85.00 85.00 psi
Toe Reinforcing =
# 4 @ 16.00 in
Heel Reinforcing =
# 4 @ 16.00 in
Key Reinforcing =
None Spec'd
Surcharge Over Heel = 50.0 psf
f
#
#
#
Used To Resist Sliding & Overturning
Stem Construction
Top Stem
Stem OK
Design height ft=
0.00
Wall Material Above "Ht" =
Concrete
Thickness =
6.00
Rebar Size =
# 4
Rebar Spacing =
16.00
Rebar Placed at =
Edge
Design Data
fb/FB + fa/Fa =
0.250
Total Force @ Section Ibs =
490.9
Moment.... Actual ft-#=
686.1
Moment..... Allowable =
2,749.3
Shear..... Actual psi =
9.6
Shear..... Allowable psi =
85.0
Lap Splice if Above in =
31.20
Lap Splice if Below in =
8.40
Wall Weight =
75.0
Rebar Depth 'd' in =
4.25
Masonry Data
f m psi =
Fs psi =
Solid Grouting =
Special Inspection =
Modular Ratio 'n' _
Short Term Factor =
Equiv. Solid Thick. _
Masonry Block Type = Medium
Weight
Concrete Data
fc psi =
2,500.0
Fy psi =
60,000.0
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S Fr
Heel: Not req'd, Mu < S ' Fr
Key: No key defined
Footing Dimensions & Strengths
Toe Width
= 1.75 ft
Heel Width
= 0.75
Total Footing Widtt
= 2.50
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Title Howard Chermak Retaining Wall Page: 7 of 13
Job # 22090 Dsgnr: Date: MAY 12,2022
3' - 9" Retaining Wall Description....
Case 1 - Surcharge
This Wall in File: c:\users\basri\box\current projects\22090-
RetainPro Version 6.0 Cantilevered Retaining Wall Design
Build Date: 10-SEP-2001, (c) 1989-2001
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Nressure = bul.5 1.tb W4.L
Toe Active Pressure = -53.6 0.58 -31.3
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total = 453.9 O.T.M. = 872.9
Resisting/Overturning Ratio = 1.71
Vertical Loads used for Soil Pressure = 953.9 Ibs
Vertical component of active pressure NOT used for soil pressure
Soil Over Heel =
117.2
2.38
278.3
Sloped Soil Over Heel =
3.9
2.42
9.4
Surcharge Over Heel =
12.5
2.38
29.7
Adjacent Footing Load =
Axial Dead Load on Stem =
0.00
Soil Over Toe =
164.1
0.88
143.6
Surcharge Over Toe =
Stem Weight(s) =
281.3
2.00
562.5
Earth @ Stem Transitions =
Footing Weighl =
375.0
1.25
468.8
Key Weight =
Vert. Component
Total = 953.9 Ibs R.M.= 1,492.3
8of13
T - 9" Retaining Wall
50. pgf
'A
Pp= 360.94#
507.5#
979.46psf
9of13
3' - 9" Retaining Wall
6.in Cc
91,
#4@16.in
@Toe
Designer s
#4@16.in all horiz.
@ Heel See Appen
5'- 0" Retaining Wall
Title Howard Chermak Retaining Wall Page:10 of 13
Job # 22090 Dsgnr: BB Date: JUN 1,2023
Description....
This Wall in File: C:\USERS\BASRI\BOX\CURRENT PROJE(
RetainPro Version 6.0 Cantilevered Retaining Wall Design
Build Date: 10-SEP-2001, (c) 1989-2001
Criteria
Soil Data
Retained Height =
5.00 ft
Allow Soil Bearing
= 2,000.0 psf
Wall height above soil =
0.00 ft
Equivalent Fluid Pressure Method
Heel Active Pressure
- 35.0 psf/ft
Slope Behind Wal =
1.00 : 1
Toe Active Pressure
= 35.0 psf/ft
Height of Soil over Toe =
8.00 in
Passive Pressure
= 350.0 psf/ft
Soil Density =
125.00 pcf
Water height over heel
= 0.0 ft
FootingllSoil Frictior
= 0.350
Wind on Stem =
0.0 psf
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Design Summary
Total Bearing Load = 1,294 Ibs
...resultant ecc. = 9.11 in
Soil Pressure @ Toe
= 1,165 psf OK
Soil Pressure @ Heel
= 0 psf OK
Allowable
= 2,000 psf
Soil Pressure Less
Than Allowable
ACI Factored @ Toe
= 1,631 psf
ACI Factored @ Heel
= 0 psf
Footing Shear @ Toe
= 11.2 psi OK
Footing Shear @ Heel
= 0.9 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
Overturning
= 1.62 OK
Sliding
= 2.23 OK
Sliding Calcs (Vertical
Component NOT Used)
Lateral Sliding Force
= 684.2 Ibs
less 100% Passive Force= - 1,069.4 Ibs
less 100% Friction Force= - 453.0 Ibs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Footing Design Results
Toe Heel
Factored Pressure =
1,631 0 ps
Mu': Upward =
0 0 ft-
Mu' : Downward =
0 4 ft-
Mu: Design =
1,534 4 ft-
Actual 1-Way Shear =
11.16 0.86 psi
Allow 1-Way Shear =
85.00 85.00 psi
Toe Reinforcing =
# 5 @ 12.00 in
Heel Reinforcing =
# 5 @ 12.00 in
Key Reinforcing =
None Spec'd
Footing Dimensions & Strengths
Toe Width
= 2.25 ft
Heel Width
= 0.75
Total Footing Widtt
= 3.00
Footing Thickness
= 12.00 in
Key Width
= 8.00 in
Key Depth
= 12.00 in
Key Distance from Toe
= 1.25 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Surcharge Over Heel = 50.0 psf Surcharge Over Toe = 0.0 psf
f
#
#
#
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
Stem Construction
Top Stem
Stem OK
Design height ft=
0.00
Wall Material Above "Ht" =
Concrete
Thickness =
8.00
Rebar Size =
# 4
Rebar Spacing =
12.00
Rebar Placed at =
Edge
Design Data
fb/FB + fa/Fa =
0.283
Total Force @ Section Ibs =
849.5
Moment.... Actual ft-#=
1,534.1
Moment..... Allowable =
5,412.6
Shear..... Actual psi =
11.3
Shear..... Allowable psi =
85.0
Lap Splice if Above in =
31.20
Lap Splice if Below in =
8.40
Wall Weight =
100.0
Rebar Depth 'd' in =
6.25
Masonry Data
f m psi =
Fs psi =
Solid Grouting =
Special Inspection =
Modular Ratio 'n' _
Short Term Factor =
Equiv. Solid Thick. _
Masonry Block Type = Medium
Weight
Concrete Data
fc psi =
2,500.0
Fy psi =
60,000.0
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S Fr
Heel: Not req'd, Mu < S ' Fr
Key: #4@ 22.25 in, #5@ 34.50
in, #6@ 48.25 in, #7@ 48.25 in,
5' - 0" Retaining Wall
Title Howard Chermak Retaining Wall Page:11 of 13
Job # 22090 Dsgnr: BB Date: JUN 1,2023
Description....
This Wall in File: C:\USERS\BASRI\BOX\CURRENT PROJE(
RetainPro Version 6.0 Cantilevered Retaining Wall Design
Build Date: 10-SEP-2001, (c) 1989-2001
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 732.8 2.15 1,572.3 Soil Over Heel = 52.1 2.96 154.1
Toe Active Pressure = -48.6 0.56 -27.0 Sloped Soil Over Heel = 0.4 2.97 1.3
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total = 684.2 O.T.M. = 1,545.3
Resisting/Overturning Ratio = 1.62
Vertical Loads used for Soil Pressure = 1,294.2 Ibs
Vertical component of active pressure NOT used for soil pressure
Surcharge Over Heel =
4.2
2.96
12.3
Adjacent Footing Load =
Axial Dead Load on Stem =
0.00
Soil Over Toe =
187.5
1.13
210.9
Surcharge Over Toe =
Stem Weight(s) =
500.0
2.58
1,291.7
Earth @ Stem Transitions =
Footing Weighl =
450.0
1.50
675.0
Key Weight =
100.0
1.58
158.3
Vert. Component =
Total =
1,294.2
Ibs R.M.=
2,503.6
12 of 13
5' - 0" Retaining Wall
50. ppf
Pp= 1069.4#
11111111111PPPP-
1165.1 psf
13 of 13
5' - 0" Retaining Wall
F7
#5@12.1
@Toe
#5@12.i
@ Heel