Project Name/Number :

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
Criteria Soil Data
Retained Height = 6.42 ft Allow Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Wall height above soil = 0.25 ft
Active Heel Pressure = 45.0 psf/ft
Slope Behind Wall = 4.00
Height of Soil over Toe = 12.00 in =
Passive Pressure = 300.0 psf/ft
Water height over heel = 0.0 ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 115.00 pcf
Footing||Soil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in

Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load

Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs
NOT Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft
Load Type = Wind (W)
Axial Load Applied to Stem Footing Type Line Load
(Service Level)
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf = 0.0 ft
at Back of Wall
Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Triangular Total Strength-Level Seismic Load. . . . . = 1,024.065 lbs
Load at bottom of Triangular Distribution . . . . . . . = 270.000 psf Total Service-Level Seismic Load. . . . . = 716.846 lbs
(Strength)

Design Summary Stem Construction Bottom

Stem OK
Wall Stability Ratios Design Height Above Ftg ft = 0.00
Overturning = 1.32 Ratio < 1.5! Wall Material Above "Ht" = Masonry
Sliding = 1.13 Ratio < 1.5! Design Method = LRFD LRFD
Thickness = 8.00
Total Bearing Load = 2,216 lbs Rebar Size = # 5
...resultant ecc. = 21.70 in Rebar Spacing = 16.00
Rebar Placed at = Edge
Soil Pressure @ Toe = 1,866 psf OK Design Data
Soil Pressure @ Heel = 0 psf OK fb/FB + fa/Fa = 0.961
Allowable = 2,000 psf
Total Force @ Section
Soil Pressure Less Than Allowable
Service Level lbs =
ACI Factored @ Toe = 2,612 psf
ACI Factored @ Heel = 0 psf Strength Level lbs = 2,216.6
Moment....Actual
Footing Shear @ Toe = 13.7 psi OK
Service Level ft-# =
Footing Shear @ Heel = 8.0 psi OK
Strength Level ft-# = 4,742.8
Allowable = 75.0 psi
Moment.....Allowable = 4,929.7
Sliding Calcs
Lateral Sliding Force 2,101.2 lbs Shear.....Actual
=
less 100% Passive Force = - 1,601.0 lbs Service Level psi =
less 100% Friction Force = - 775.5 lbs Strength Level psi = 24.2
Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 69.7
....for 1.5 Stability = 775.3 lbs NG Anet (Masonry) in2 = 91.50
Rebar Depth 'd' in = 5.25
Masonry Data
f'm psi = 1,500
Fy psi = 60,000
Solid Grouting = Yes
Vertical component of active lateral soil pressure IS NOT Modular Ratio 'n' = 0.00
considered in the calculation of soil bearing pressures.
Wall Weight psf = 0.0
Load Factors
Building Code CBC 2019,ACI Equiv. Solid Thick. in = 7.60
Dead Load 1.200 Masonry Block Type = Medium Weight
Live Load 1.600 Masonry Design Method = LRFD
Earth, H 1.600 Concrete Data
Wind, W 1.000 f'c psi =
Seismic, E 1.000 Fy psi =
 Project Name/Number :

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
Footing Dimensions & Strengths Footing Design Results
Toe Width = 3.50 ft Toe Heel
Heel Width = 1.70 Factored Pressure = 2,612 0 psf
Total Footing Width = 5.20 Mu' : Upward = 8,401 0 ft-#
Footing Thickness = 14.00 in Mu' : Downward = 2,335 790 ft-#
Mu: Design = 6,066 790 ft-#
Key Width = 8.00 in Actual 1-Way Shear = 13.67 7.99 psi
Key Depth = 15.00 in Allow 1-Way Shear = 75.00 40.00 psi
Key Distance from Toe = 3.42 ft Toe Reinforcing = # 5 @ 7.99 in
f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 15.99 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min. As % = 0.0020
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=
= 3.00 in
Toe: #4@ 7.13 in, #5@ 11.06 in, #6@ 15.70 in, #7@ 21.42 in, #8@ 28.20 in, #9@ 35
Heel: Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
Key: Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm

Min footing T&S reinf Area 1.57 in2

Min footing T&S reinf Area per foot 0.30 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.94 in #4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in

Summary of Overturning & Resisting Forces & Moments

.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 1,384.4 2.61 3,619.7 Soil Over Heel = 762.8 4.68 3,572.4
Surcharge over Heel = Sloped Soil Over Heel = 15.3 4.86 74.5
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = * Axial Live Load on Stem =
Seismic Earth Load = 716.8 2.53 1,812.6 Soil Over Toe = 402.5 1.75 704.4
= Surcharge Over Toe =
Stem Weight(s) =
Total 2,101.2 O.T.M. 5,432.3
Earth @ Stem Transitions =
= = Footing Weight = 910.0 2.60 2,366.0
Resisting/Overturning Ratio = 1.32 Key Weight = 125.0 3.75 469.2
Vertical Loads used for Soil Pressure = 2,215.6 lbs Vert. Component =
Total = 2,215.6 lbs R.M.= 7,186.5
If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed, or used for overturning
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in the
calculation of Sliding Resistance.

Vertical component of active lateral soil pressure IS NOT considered in the

calculation of Overturning Resistance.

Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)

Soil Spring Reaction Modulus 250.0 pci

Horizontal Defl @ Top of Wall (approximate only) 0.066 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
 Project Name/Number :

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
DESIGNER NOTES:

Chablis CMU Wall 6.67'

 Project Name/Number :

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
Criteria Soil Data
Retained Height = 7.02 ft Allow Soil Bearing = 2,665.0 psf
Equivalent Fluid Pressure Method
Wall height above soil = 0.31 ft
Active Heel Pressure = 45.0 psf/ft
Slope Behind Wall = 4.00
Height of Soil over Toe = 12.00 in =
Passive Pressure = 400.0 psf/ft
Water height over heel = 0.0 ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 115.00 pcf
Footing||Soil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in

Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load

Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs
NOT Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft
Load Type = Wind (W)
Axial Load Applied to Stem Footing Type Line Load
(Service Level)
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf = 0.0 ft
at Back of Wall
Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Triangular Total Strength-Level Seismic Load. . . . . = 1,657.800 lbs
Load at bottom of Triangular Distribution . . . . . . . = 405.000 psf Total Service-Level Seismic Load. . . . . = 1,160.460 lbs
(Strength)

Design Summary Stem Construction Bottom

Stem OK
Wall Stability Ratios Design Height Above Ftg ft = 0.00
Overturning = 1.65 OK Wall Material Above "Ht" = Masonry
Sliding = 1.17 Ratio < 1.5! Design Method = LRFD LRFD
Thickness = 8.00
Total Bearing Load = 3,149 lbs Rebar Size = # 5
...resultant ecc. = 18.02 in Rebar Spacing = 8.00
Rebar Placed at = Edge
Soil Pressure @ Toe = 1,313 psf OK Design Data
Soil Pressure @ Heel = 0 psf OK fb/FB + fa/Fa = 0.801
Allowable = 2,665 psf
Total Force @ Section
Soil Pressure Less Than Allowable
Service Level lbs =
ACI Factored @ Toe = 1,839 psf
ACI Factored @ Heel = 0 psf Strength Level lbs = 2,993.1
Moment....Actual
Footing Shear @ Toe = 20.8 psi OK
Service Level ft-# =
Footing Shear @ Heel = 8.6 psi OK
Strength Level ft-# = 7,003.8
Allowable = 75.0 psi
Moment.....Allowable = 8,733.3
Sliding Calcs
Lateral Sliding Force 2,765.1 lbs Shear.....Actual
=
less 100% Passive Force = - 2,134.7 lbs Service Level psi =
less 100% Friction Force = - 1,102.1 lbs Strength Level psi = 32.7
Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 69.7
....for 1.5 Stability = 910.9 lbs NG Anet (Masonry) in2 = 91.50
Rebar Depth 'd' in = 5.25
Masonry Data
f'm psi = 1,500
Fy psi = 60,000
Solid Grouting = Yes
Vertical component of active lateral soil pressure IS NOT Modular Ratio 'n' = 21.48
considered in the calculation of soil bearing pressures.
Wall Weight psf = 78.0
Load Factors
Building Code CBC 2019,ACI Equiv. Solid Thick. in = 7.60
Dead Load 1.200 Masonry Block Type = Medium Weight
Live Load 1.600 Masonry Design Method = LRFD
Earth, H 1.600 Concrete Data
Wind, W 1.000 f'c psi =
Seismic, E 1.000 Fy psi =
 Project Name/Number :

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
Footing Dimensions & Strengths Footing Design Results
Toe Width = 4.50 ft Toe Heel
Heel Width = 1.70 Factored Pressure = 1,839 0 psf
Total Footing Width = 6.20 Mu' : Upward = 12,793 0 ft-#
Footing Thickness = 14.00 in Mu' : Downward = 3,785 848 ft-#
Mu: Design = 9,009 848 ft-#
Key Width = 8.00 in Actual 1-Way Shear = 20.78 8.59 psi
Key Depth = 15.00 in Allow 1-Way Shear = 75.00 40.00 psi
Key Distance from Toe = 4.42 ft Toe Reinforcing = # 5 @ 7.99 in
f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 15.99 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 15.99 in
Min. As % = 0.0020
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=
= 3.00 in
Toe: #4@ 7.13 in, #5@ 11.06 in, #6@ 15.70 in, #7@ 21.42 in, #8@ 28.20 in, #9@ 35
Heel: Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
Key: Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm

Min footing T&S reinf Area 1.87 in2

Min footing T&S reinf Area per foot 0.30 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.94 in #4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in

Summary of Overturning & Resisting Forces & Moments

.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 1,604.7 2.82 4,517.1 Soil Over Heel = 834.2 5.68 4,741.1
Surcharge over Heel = Sloped Soil Over Heel = 15.3 5.86 89.9
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = * Axial Live Load on Stem =
Seismic Earth Load = 1,160.5 2.73 3,166.8 Soil Over Toe = 517.5 2.25 1,164.4
= Surcharge Over Toe =
Stem Weight(s) = 571.7 4.83 2,763.4
Total 2,765.1 O.T.M. 7,683.9
Earth @ Stem Transitions =
= = Footing Weight = 1,085.0 3.10 3,363.5
Resisting/Overturning Ratio = 1.65 Key Weight = 125.0 4.75 594.2
Vertical Loads used for Soil Pressure = 3,148.8 lbs Vert. Component =
Total = 3,148.8 lbs R.M.= 12,716.4
If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed, or used for overturning
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in the
calculation of Sliding Resistance.

Vertical component of active lateral soil pressure IS NOT considered in the

calculation of Overturning Resistance.

Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)

Soil Spring Reaction Modulus 250.0 pci

Horizontal Defl @ Top of Wall (approximate only) 0.043 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
 Project Name/Number :

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
DESIGNER NOTES:

Chablis CMU Wall 7.33'

 Project Name/Number : 3568 Chablis

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
Criteria Soil Data
Retained Height = 8.00 ft Allow Soil Bearing = 2,665.0 psf
Equivalent Fluid Pressure Method
Wall height above soil = 0.00 ft
Active Heel Pressure = 45.0 psf/ft
Slope Behind Wall = 4.00
Height of Soil over Toe = 12.00 in =
Passive Pressure = 400.0 psf/ft
Water height over heel = 0.0 ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 115.00 pcf
Footing||Soil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in

Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load

Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs
NOT Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft
Load Type = Wind (W)
Axial Load Applied to Stem Footing Type Line Load
(Service Level)
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf = 0.0 ft
at Back of Wall
Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Triangular Total Strength-Level Seismic Load. . . . . = 1,993.750 lbs
Load at bottom of Triangular Distribution . . . . . . . = 435.000 psf Total Service-Level Seismic Load. . . . . = 1,395.625 lbs
(Strength)

Design Summary Stem Construction 5th 4th 3rd 2nd Bottom

Stem OK Stem OK Stem OK Stem OK Stem OK
Wall Stability Ratios Design Height Above Ftg ft = 3.17 2.67 2.00 1.33 0.00
Overturning = 2.03 OK Wall Material Above "Ht" = Masonry Masonry Masonry Masonry Masonry
Sliding = 1.15 Ratio < 1.5! Design Method = LRFD LRFD LRFD LRFD LRFD
Thickness in = 8.00 8.00 12.00 12.00 12.00
Total Bearing Load = 3,935 lbs Rebar Size = # 5 # 5 # 5 # 5 # 5
...resultant ecc. = 16.52 in Rebar Spacing in = 16.00 16.00 16.00 16.00 8.00
Rebar Placed at = Edge Edge Edge Edge Edge
Soil Pressure @ Toe = 963 psf OK Design Data
Soil Pressure @ Heel = 0 psf OK fb/FB + fa/Fa = 0.454 0.611 0.485 0.666 0.614
Allowable = 2,665 psf
Total Force @ Section
Soil Pressure Less Than Allowable
Service Level lbs =
ACI Factored @ Toe = 1,348 psf
ACI Factored @ Heel = 0 psf Strength Level lbs = 1,393.4 1,696.8 2,150.2 2,657.2 3,822.5
Moment....Actual
Footing Shear @ Toe = 21.6 psi OK
Service Level ft-# =
Footing Shear @ Heel = 6.2 psi OK
Strength Level ft-# = 2,243.3 3,014.6 4,300.4 5,907.8 10,193.5
Allowable = 75.0 psi
Moment.....Allowable ft-# = 4,929.7 4,929.7 8,853.2 8,853.2 16,580.2
Sliding Calcs
Lateral Sliding Force 3,359.1 lbs Shear.....Actual
=
less 100% Passive Force = - 2,488.9 lbs Service Level psi =
less 100% Friction Force = - 1,377.1 lbs Strength Level psi = 15.2 18.5 15.4 19.0 27.4
Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 69.7 69.7 69.7 69.7 69.7
....for 1.5 Stability = 1,172.7 lbs NG Anet (Masonry) in2 = 91.50 91.50 139.50 139.50 139.50
Rebar Depth 'd' in = 5.25 5.25 9.00 9.00 9.00
Masonry Data
f'm psi = 1,500 1,500 1,500 1,500 1,500
Fy psi = 60,000 60,000 60,000 60,000 60,000
Solid Grouting = Yes Yes Yes Yes Yes
Vertical component of active lateral soil pressure IS NOT Modular Ratio 'n' = 21.48 21.48 21.48 21.48 21.48
considered in the calculation of soil bearing pressures.
Wall Weight psf = 78.0 78.0 124.0 124.0 124.0
Load Factors
Building Code CBC 2019,ACI Equiv. Solid Thick. in = 7.60 7.60 11.60 11.60 11.60
Dead Load 1.200 Masonry Block Type = Medium Weight
Live Load 1.600 Masonry Design Method = LRFD
Earth, H 1.600 Concrete Data
Wind, W 1.000 f'c psi =
Seismic, E 1.000 Fy psi =
 Project Name/Number : 3568 Chablis

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
Footing Dimensions & Strengths Footing Design Results
Toe Width = 6.50 ft Toe Heel
Heel Width = 1.70 Factored Pressure = 1,348 0 psf
Total Footing Width = 8.20 Mu' : Upward = 20,932 8 ft-#
Footing Thickness = 14.00 in Mu' : Downward = 7,917 558 ft-#
Mu: Design = 13,015 550 ft-#
Key Width = 8.00 in Actual 1-Way Shear = 21.57 6.19 psi
Key Depth = 18.00 in Allow 1-Way Shear = 75.00 40.00 psi
Key Distance from Toe = 6.42 ft Toe Reinforcing = # 5 @ 7.99 in
f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 15.99 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 7.99 in
Min. As % = 0.0020
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=
= 3.00 in
Toe: #4@ 6.33 in, #5@ 9.81 in, #6@ 13.93 in, #7@ 19.00 in, #8@ 25.02 in, #9@ 31.
Heel: Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
Key: #4@ 13.42 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i

Min footing T&S reinf Area 2.48 in2

Min footing T&S reinf Area per foot 0.30 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.94 in #4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in

Summary of Overturning & Resisting Forces & Moments

.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 1,963.5 3.11 6,114.1 Soil Over Heel = 644.0 7.85 5,055.4
Surcharge over Heel = Sloped Soil Over Heel = 7.0 7.97 56.1
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = * Axial Live Load on Stem =
Seismic Earth Load = 1,395.6 3.06 4,264.4 Soil Over Toe = 747.5 3.25 2,429.4
= Surcharge Over Toe =
Stem Weight(s) = 746.8 6.91 5,158.5
Total 3,359.1 O.T.M. 10,378.5
Earth @ Stem Transitions = 204.3 7.33 1,498.3
= = Footing Weight = 1,435.0 4.10 5,883.5
Resisting/Overturning Ratio = 2.03 Key Weight = 150.0 6.75 1,013.0
Vertical Loads used for Soil Pressure = 3,934.7 lbs Vert. Component =
Total = 3,934.7 lbs R.M.= 21,094.2
If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed, or used for overturning
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in the
calculation of Sliding Resistance.

Vertical component of active lateral soil pressure IS NOT considered in the

calculation of Overturning Resistance.

Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)

Soil Spring Reaction Modulus 250.0 pci

Horizontal Defl @ Top of Wall (approximate only) 0.026 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
 Project Name/Number : 3568 Chablis

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
DESIGNER NOTES:

Chablis CMU Wall 8.00'

 Project Name/Number : 3568 Chablis

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
Criteria Soil Data
Retained Height = 8.50 ft Allow Soil Bearing = 2,665.0 psf
Equivalent Fluid Pressure Method
Wall height above soil = 0.17 ft
Active Heel Pressure = 45.0 psf/ft
Slope Behind Wall = 4.00
Height of Soil over Toe = 12.00 in =
Passive Pressure = 400.0 psf/ft
Water height over heel = 0.0 ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 115.00 pcf
Footing||Soil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in

Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load

Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs
NOT Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft
Load Type = Wind (W)
Axial Load Applied to Stem Footing Type Line Load
(Service Level)
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf = 0.0 ft
at Back of Wall
Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Triangular Total Strength-Level Seismic Load. . . . . = 1,619.167 lbs
Load at bottom of Triangular Distribution . . . . . . . = 335.000 psf Total Service-Level Seismic Load. . . . . = 1,133.417 lbs
(Strength)

Design Summary Stem Construction 4th 3rd 2nd Bottom

Stem OK Stem OK Stem OK Stem OK
Wall Stability Ratios Design Height Above Ftg ft = 2.67 2.00 1.33 0.00
Overturning = 2.02 OK Wall Material Above "Ht" = Masonry Masonry Masonry Masonry
Sliding = 1.18 Ratio < 1.5! Design Method = LRFD LRFD LRFD LRFD LRFD
Thickness in = 8.00 8.00 12.00 12.00
Total Bearing Load = 4,041 lbs Rebar Size = # 5 # 5 # 5 # 5
...resultant ecc. = 16.33 in Rebar Spacing = 16.00 16.00 16.00 8.00
Rebar Placed at = Edge Edge Edge Edge
Soil Pressure @ Toe = 984 psf OK Design Data
Soil Pressure @ Heel = 2 psf OK fb/FB + fa/Fa = 0.714 0.989 0.739 0.657
Allowable = 2,665 psf
Total Force @ Section
Soil Pressure Less Than Allowable
Service Level lbs =
ACI Factored @ Toe = 1,377 psf
ACI Factored @ Heel = 3 psf Strength Level lbs = 1,812.5 2,253.1 2,741.5 3,852.9
Moment....Actual
Footing Shear @ Toe = 22.6 psi OK
Service Level ft-# =
Footing Shear @ Heel = 6.5 psi OK
Strength Level ft-# = 3,522.4 4,881.7 6,552.2 10,916.6
Allowable = 75.0 psi
Moment.....Allowable ft-# = 4,929.7 4,929.7 8,853.2 16,580.2
Sliding Calcs
Lateral Sliding Force 3,312.7 lbs Shear.....Actual
=
less 100% Passive Force = - 2,488.9 lbs Service Level psi =
less 100% Friction Force = - 1,414.4 lbs Strength Level psi = 19.8 24.6 19.7 27.6
Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 69.7 69.7 69.7 69.7
....for 1.5 Stability = 1,065.8 lbs NG Anet (Masonry) in2 = 91.50 91.50 139.50 139.50
Rebar Depth 'd' in = 5.25 5.25 9.00 9.00
Masonry Data
f'm psi = 1,500 1,500 1,500 1,500
Fy psi = 60,000 60,000 60,000 60,000
Solid Grouting = Yes Yes Yes Yes
Vertical component of active lateral soil pressure IS NOT Modular Ratio 'n' = 21.48 21.48 21.48 21.48
considered in the calculation of soil bearing pressures.
Wall Weight psf = 78.0 78.0 124.0 124.0
Load Factors
Building Code CBC 2019,ACI Equiv. Solid Thick. in = 7.60 7.60 11.60 11.60
Dead Load 1.200 Masonry Block Type = Medium Weight
Live Load 1.600 Masonry Design Method = LRFD
Earth, H 1.600 Concrete Data
Wind, W 1.000 f'c psi =
Seismic, E 1.000 Fy psi =
 Project Name/Number : 3568 Chablis

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
Footing Dimensions & Strengths Footing Design Results
Toe Width = 6.50 ft Toe Heel
Heel Width = 1.70 Factored Pressure = 1,377 3 psf
Total Footing Width = 8.20 Mu' : Upward = 21,418 10 ft-#
Footing Thickness = 14.00 in Mu' : Downward = 7,917 587 ft-#
Mu: Design = 13,501 577 ft-#
Key Width = 8.00 in Actual 1-Way Shear = 22.61 6.48 psi
Key Depth = 18.00 in Allow 1-Way Shear = 75.00 40.00 psi
Key Distance from Toe = 6.42 ft Toe Reinforcing = # 5 @ 7.99 in
f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 15.99 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 15.99 in
Min. As % = 0.0020
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=
= 3.00 in
Toe: #4@ 6.10 in, #5@ 9.46 in, #6@ 13.43 in, #7@ 18.31 in, #8@ 24.12 in, #9@ 30.
Heel: Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
Key: #4@ 13.38 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i

Min footing T&S reinf Area 2.48 in2

Min footing T&S reinf Area per foot 0.30 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.94 in #4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in

Summary of Overturning & Resisting Forces & Moments

.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 2,179.3 3.28 7,149.4 Soil Over Heel = 684.3 7.85 5,371.4
Surcharge over Heel = Sloped Soil Over Heel = 7.0 7.97 56.1
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = * Axial Live Load on Stem =
Seismic Earth Load = 1,133.4 3.22 3,652.1 Soil Over Toe = 747.5 3.25 2,429.4
= Surcharge Over Toe =
Stem Weight(s) = 768.3 6.89 5,291.1
Total 3,312.7 O.T.M. 10,801.5
Earth @ Stem Transitions = 249.2 7.33 1,827.2
= = Footing Weight = 1,435.0 4.10 5,883.5
Resisting/Overturning Ratio = 2.02 Key Weight = 150.0 6.75 1,013.0
Vertical Loads used for Soil Pressure = 4,041.2 lbs Vert. Component =
Total = 4,041.2 lbs R.M.= 21,871.7
If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed, or used for overturning
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in the
calculation of Sliding Resistance.

Vertical component of active lateral soil pressure IS NOT considered in the

calculation of Overturning Resistance.

Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)

Soil Spring Reaction Modulus 250.0 pci

Horizontal Defl @ Top of Wall (approximate only) 0.029 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
 Project Name/Number : 3568 Chablis

RetainPro (c) 1987-2018, Build 11.18.12.04

License : KW-06060083 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To : LC Engineering
DESIGNER NOTES:

Chablis CMU Wall 8.67'