REVIEWED BLD BLD2021-1023+Structural_Calculations+7.23.2021_8.49.45_AM+2317810C 4M
ENGINEERING
250 41h Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
civil & structural
engineering & planning
STRUCTURAL CALCULATIONS
Tarqueno Slope Stabilization
841 Elm Way
Edmonds, WA 98020
�15 M.
�g ire d
OVAL 6/11 /21
CG Project No.: 21117.10
Protect Location
841 Elm Way
Edmonds, WA 98020
Protect Description
An existing single-family home is located on a sloping lot. An existing timber retaining wall is located
on the west side of the house on the property line. The timber retaining wall is failing and the soil
between the house and the property line is creeping toward the neighboring property. A CMU fence
is located on neighboring property to the west and will limit construction methods.
The geotechnical engineer has recommended temporarily excavating the soil and designing a concrete
retaining wall to stabilize the area. A temporary slope cut will be used between the between the
garage and the property line to install the concrete wall. Tiebacks may be needed for the concrete
retaining wall. We will design the wall based on recommendations from the geotechnical engineer.
We will show the temporary slope cut based on the recommendations from the geotechnical
engineer.
Scope of Work
Provide structural calculations in accordance with current building code.
Basis of Design
Coefficient of Friction 0.36
Active Pressure 40 pcf
Passive Resistance 200 pcf
Soil Bearing Capacity 3000 psf
Description By ZSH Date 6 9 2021
Checked Date
Project Summary
ENGINEERING Seale sheet No.
NTS
250 4th Ave South
Project Job No..
Suite 200
Edmonds, WA 98020 Tarqueno Slope Stabilization 21117.10
Zach Hoffman
From: Alex Rinaldi <alexr@nelsongeotech.com>
Sent: Thursday, March 25, 2021 12:38 PM
To: Dennis Titus; Joe Tarqueno; Khaled Shawish
Cc: Zach Hoffman
Subject: RE: Tarqueno prelim options
Dennis,
For the preliminary design we can use the following:
- 0.36 friction coefficient on the base of the footing
- 40 pcf for active condition lateral pressure, assuming relatively level behind wall and well drained backfill, need footing
drain and/or drainage mat along back of wall
- Soil bearing capacity of 3,000 psf
- A passive resistance of 200 pcf could be achieved with a key along the base of the wall if friction is not sufficient
Let me know if you need anything else.
Thanks,
Alex
Project Name/Number : tarqueno reta
Use menu item Settings > Printing & Title Block Title Targyeno Slope Stabilization Page: 1
to set these five lines of information Dsgnr: ZSH Date: 26 MAR 2021
for your program. Description....
3' Wall w/ Key
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16
License To: CG ENGINEERING
Criteria Soil Data
Retained Height =
3.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
5.00
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning
= 3.45 OK
Sliding
= 1.58 OK
Total Bearing Load
= 1,329 Ibs
...resultant ecc.
= 5.03 in
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 40.0 psf/ft
Passive Pressure
= 200.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 0.00 pcf
FootingllSoil Friction
= 0.360
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Soil Pressure @ Toe =
1,066 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,493 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
0.5 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
352.8 Ibs
less 100% Passive Force = -
77.8 Ibs
less 100% Friction Force = -
478.6 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2018,ACI
1.200
1.600
1.600
1.000
1.000
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Stem OK
0.00
Concrete
LRFD ASD LRFD
8.00
# 5
15.00
Center
0.071
288.0
288.0
4,055.8
6.0
67.1
139.50
4.00
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
f'c psi = 2,000.0
Fy psi = 60,000.0
Project Name/Number : tarqueno reta
Use menu item Settings > Printing & Title Block Title Targyeno Slope Stabilization Page: 2
to set these five lines of information Dsgnr: ZSH Date: 26 MAR 2021
for your program. Description....
3' Wall w/ Key
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16
License To: CG ENGINEERING
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) : 0.0174 in2/ft
(4/3) * As : 0.0232 in2/ft
200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft
0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft
Min Stem T&S Reinf Area 0.576 in2
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
Horizontal Reinforcing Options :
One layer of:
Two layers of :
Required Area : 0.1728 in2/ft #4@ 12.50 in
#4@ 25.00 in
Provided Area : 0.248 in2/ft #5@ 19.38 in
#5@ 38.75 in
Maximum Area: 0.4335 in2/ft #6@ 27.50 in
#6@ 55.00 in
Footing Data
Toe Width
= 0.00 ft
Heel Width
= 2.50
Total Footing Width
= 2.50
Footing Thickness
= 10.00 in
Key Width = 12.00 in
Key Depth = 6.00 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 @ Btm = 3.00 in
Footing Design Results
Toe Heel
Factored Pressure = 1,493 0 psf
Mu': Upward = 0 608 ft-#
Mu': Downward = 0 972 ft-#
Mu: Design = 0 363 ft-#
Actual 1-Way Shear = 0.00 0.51 psi
Allow 1-Way Shear = 0.00 75.00 psi
Toe Reinforcing = # 5 @ 15.00 in
Heel Reinforcing = # 4 @ 10.00 in
Key Reinforcing = None Spec'd
Footing Torsion, Tu = 2,258.00 ft-Ibs
Footing Allow. Torsion, phi Tu = 3,662.35 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Key: phiMn = phi'5'lambda'sgrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
0.54 in2
0.22 in2 A
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
Project Name/Number : tarqueno reta
Use menu item Settings > Printing & Title Block Title Targyeno Slope Stabilization Page: 3
to set these five lines of information Dsgnr: ZSH Date: 26 MAR 2021
for your program. Description....
3' Wall w/ Key
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16
License To: CG ENGINEERING
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
HL Act Pres (ab water tbl) 352.8 1.28 493.9
Soil Over HL (ab. water tbl)
605.0
1.58
957.9
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
1.58
957.9
Hydrostatic Force
Watre Table
Buoyant Force =
Sloped Soil Over Heel =
37.0
1.89
69.8
Surcharge over Heel =
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 =
=
Surcharge Over Toe =
Stem Weight(s) =
300.0
0.33
100.0
Earth @ Stem Transitions=
Total = 352.8 O.T.M. = 450.8
Footing Weighi =
312.5
1.25
390.6
Key Weight =
75.0
0.50
37.5
Resisting/Overturning Ratio = 3.45
Vert. Component =
Vertical Loads used for Soil Pressure = 1,329.5 Ibs
Total =
1,329.5 Ibs
R.M.=
1,555.9
* Axial live load NOT included in
total displayed,
or used for overturning
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) 0.036 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 : tarqueno reta
Use menu item Settings > Printing & Title Block Title Targyeno Slope Stabilization Page: 1
to set these five lines of information Dsgnr: ZSH Date: 26 MAR 2021
for your program. Description....
Seismic - 3' Wall w/ Key
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16
License To: CG ENGINEERING
Criteria Soil Data
Retained Height =
3.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
5.00
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 8.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 40.0 psf/ft
Passive Pressure
= 200.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 0.00 pcf
FootingllSoil Friction
= 0.360
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Overturning
= 2.36 OK
Sliding
= 1.23 Ratio <
Total Bearing Load
= 1,329 Ibs
...resultant ecc.
= 6.90 in
Soil Pressure @ Toe =
1,313 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,838 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
2.3 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
451.6 Ibs
less 100% Passive Force = -
77.8 Ibs
less 100% Friction Force = -
478.6 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
121.0 Ibs NG
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code IBC 2018,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
Uniform Seismic Force = 33.600
Total Seismic Force = 141.120
Stem Construction
Design Height Above Ftc ft =
Wall Material Above "Ht" _
Design Method =
1.5! Thickness =
Rebar Size =
Rebar Spacing =
Rebar Placed at =
Design Data
fb/FB + fa/Fa =
Total Force @ Section
Service Level Ibs =
Strength Level Ibs =
Moment.... Actual
Service Level ft-# =
Strength Level ft-# =
Moment..... Allowable =
Shear..... Actual
Service Level psi =
Strength Level psi =
Shear..... Allowable psi =
Anet (Masonry) in2 =
Rebar Depth 'd' in =
Masonry Data
f'm psi =
Fs psi =
Solid Grouting =
Modular Ratio'n' _
Wall Weight psf =
Short Term Factor =
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c psi
Fy psi
Bottom
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Stem OK
0.00
Concrete
LRFD ASD LRFD
8.00
# 4
11.00
Center
0.121
388.8
439.2
3,611.3
8.1
67.1
139.50
4.00
itfillf
= Medium Weight
= ASD
= 2,000.0
= 60.000.0
Project Name/Number : tarqueno reta
Use menu item Settings > Printing & Title Block Title Targyeno Slope Stabilization Page: 2
to set these five lines of information Dsgnr: ZSH Date: 26 MAR 2021
for your program. Description....
Seismic - 3' Wall w/ Key
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16
License To: CG ENGINEERING
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) : 0.0265 in2/ft
(4/3) * As : 0.0354 in2/ft
200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft
0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft
Min Stem T&S Reinf Area 0.576 in2
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
Horizontal Reinforcing Options :
One layer of:
Two layers of :
Required Area : 0.1728 in2/ft #4@ 12.50 in
#4@ 25.00 in
Provided Area : 0.2182 in2/ft #5@ 19.38 in
#5@ 38.75 in
Maximum Area: 0.4335 in2/ft #6@ 27.50 in
#6@ 55.00 in
Footing Data
Toe Width
= 0.00 ft
Heel Width
= 2.50
Total Footing Width
= 2.50
Footing Thickness
= 10.00 in
Key Width = 12.00 in
Key Depth = 6.00 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 @ Btm = 3.00 in
Footing Design Results
Toe Heel
Factored Pressure = 1,838 0 psf
Mu': Upward = 0 379 ft-#
Mu': Downward = 0 972 ft-#
Mu: Design = 0 592 ft-#
Actual 1-Way Shear = 0.00 2.31 psi
Allow 1-Way Shear = 0.00 75.00 psi
Toe Reinforcing = # 4 @ 11.00 in
Heel Reinforcing = # 4 @ 10.00 in
Key Reinforcing = None Spec'd
Footing Torsion, Tu = 2,258.00 ft-Ibs
Footing Allow. Torsion, phi Tu = 3,662.35 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Key: phiMn = phi'5'lambda'sgrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
0.54 in2
0.22 in2 A
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
Project Name/Number : tarqueno reta
Use menu item Settings > Printing & Title Block Title Targyeno Slope Stabilization Page: 3
to set these five lines of information Dsgnr: ZSH Date: 26 MAR 2021
for your program. Description....
Seismic - 3' Wall w/ Key
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16
License To: CG ENGINEERING
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load =
352.8
98.8
1.28
2.10
493.9
207.4
Total = 451.6 O.T.M. = 658.2
Resisting/Overturning Ratio = 2.36
Vertical Loads used for Soil Pressure = 1.329.5 Ibs
If seismic is included, the OTM and sliding ratios
may be 1.1 per section 1807.2.3 of IBC.
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.
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Watre Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions=
Footing Weighi =
Key Weight =
Vert. Component =
605.0 1.58
1.58
37.0 1.89
300.0 0.33
312.5 1.25
75.0 0.50
957.9
957.9
69.8
100.0
390.6
37.5
Total = 1,329.5 Ibs R.M.= 1,555.9
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
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) 0.044 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 : trqueno reta
Use menu item Settings > Printing & Title Block Title Tarqueno Slope Stabilization Page: 2
to set these five lines of information Dsgnr: ZSH Date: 26 MAR 2021
for your program. Description....
4' Wall w/ Key
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058761
Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16
License To: CG ENGINEERING
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0412 in2/ft
(4/3) * As :
0.0549 in2/ft
Min Stem T&S Reinf Area 0.768 in2
200bd/fy : 200(12)(4)/60000 :
0.16 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :
0.1728 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.1728 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.248 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.4335 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Data
Toe Width
= 0.00 ft
Heel Width
= 3.50
Total Footing Width
= 3.50
Footing Thickness
= 10.00 in
Key Width = 12.00 in
Key Depth = 6.00 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 @ Btm = 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 1,662
136 psf
Mu': Upward
= 0
2,198 ft-#
Mu': Downward
= 0
2,922 ft-#
Mu: Design
= 0
724 ft-#
Actual 1-Way Shear
= 0.00
1.20 psi
Allow 1-Way Shear
= 0.00
75.00 psi
Toe Reinforcing
= # 5 @ 15.00 in
Heel Reinforcing
= # 4 @ 10.00 in
Key Reinforcing
= None Spec'd
Footing Torsion, Tu
= 2,258.00
ft-Ibs
Footing Allow. Torsion,
phi Tu = 3,662.35
ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Key: phiMn = phi'5'lambda'sgrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
0.76 in2
0.22 in2 A
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
Project Name/Number : trqueno reta
Use menu item Settings > Printing & Title Block Title Tarqueno Slope Stabilization Page: 3
to set these five lines of information Dsgnr: ZSH Date: 26 MAR 2021
for your program. Description....
4' Wall w/ Key
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16
License To: CG ENGINEERING
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
HL Act Pres (ab water tbl) 583.2 1.61 1,049.8
Soil Over HL (ab. water tbl)
1,246.7
2.08
2,597.2
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
2.08
2,597.2
Hydrostatic Force
Watre Table
Buoyant Force =
Sloped Soil Over Heel =
88.3
2.56
225.7
Surcharge over Heel =
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 =
=
Surcharge Over Toe =
Stem Weight(s) =
400.0
0.33
133.3
Earth @ Stem Transitions _
Total = 583.2 O.T.M. = 939.6
Footing Weighi =
437.5
1.75
765.6
Key Weight =
75.0
0.50
37.5
Resisting/Overturning Ratio = 4.00
Vert. Component =
Vertical Loads used for Soil Pressure = 2,247.5 Ibs
Total =
2,247.5 Ibs
R.M.=
3,759.4
* Axial live load NOT included in
total displayed,
or used for overturning
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 Ton 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) 0.038 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.
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Title Page: 1
fn Dsgnr: 0 Date: 9 JUN 2021
Description....
W
This Wall in File: R:\-2021 Projects\21117.10 Tarqueno Slope stabilization\ Structural\Engineering\t
Code: IBC 2018,AC1 318-14,TMS 402-16
r,
Retained Height =
4.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
12.00 in
Water height over heel =
0.0 ft
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
I
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
P✓
Overturning
= 2.10 OK
Sliding
= 1.53 OK
Total Bearing Load
= 1,285 Ibs
...resultant ecc.
= 5.98 in
Allow Soil Bearing = 3,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 40.0 psf/ft
Passive Pressure
= 200.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
= 0.360
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
Soil Pressure @ Toe =
1,206 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,689 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.5 psi OK
Footing Shear @ Heel =
4.4 psi OK
Allowable =
75.0 psi
9
Lateral Sliding Force =
500.0 Ibs
less 100% Passive Force =
300.0 Ibs
less 100% Friction Force = -
462.7 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2018,ACI
1.200
1.600
1.600
1.000
1.000
(Service Level)
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Stem OK
ft =
0.00
Wall Material Above "Ht" =
Concrete
Design Method =
LRFD
Thickness =
8.00
Rebar Size =
# 4
Rebar Spacing =
9.00
Rebar Placed at =
Center
fb/FB + fa/Fa =
I
Service Level Ibs =
Strength Level Ibs =
512.0
Service Level ft-# =
Strength Level ft-# =
682.7
Moment..... Allowable =
4,328.0
a
Service Level
Strength Level
Shear..... Allowable
Anet (Masonry)
Rebar Depth 'd'
fm
Fs
Solid Grouting
Modular Ratio'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
B
f'c
Fy
psi =
ASD LRFD
psi = 10.7
psi = 67.1
in2 = 139.50
in = 4.00
psi =
psi =
psf = 100.0
= Medium Weight
= ASD
psi = 2,000.0
psi = 60,000.0
PA
IF Title IF
fn Dsgnr: 0
(11 Description....
W
Page: 2
Date: 9 JUN 2021
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\ Structural\Engineering\t
Code: IBC 2018,AC1 318-14,TMS 402-16
Bottom Stem Vertical Reinforcing
As (based on applied moment) : 0.0412 in2/ft
(4/3) * As : 0.0549 in2/ft
200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft
0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft
Required Area
Provided Area
Maximum Area:
0.1728 in2/ft
0.2667 in2/ft
0.4335 in2/ft
Toe Width
= 0.75 ft
Heel Width
= 1.67
Total Footing Width
= 2.42
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.75 ft
fc = 2,500 psi Fy
= 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top 2.00
@ Btm = 3.00 in
Horizontal Reinforcing
Min Stem T&S Reinf Area 0.768 in2
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers
#4@ 12.50 in #4@ 25.00
#5@ 19.38 in #5@ 38.75
#6@ 27.50 in #6@ 55.00
Factored Pressure = 1,689 0 psf
Mu': Upward = 5,031 48 ft-#
Mu': Downward = 1,053 354 ft-#
Mu: Design = 332 306 ft-#
Actual 1-Way Shear = 0.54 4.44 psi
Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing = # 4 @ 9.00 in
Heel Reinforcing = # 5 @ 14.00 in
Key Reinforcing = None Spec'd
Footing Torsion, Tu = 2,258.00 ft-
Footing Allow. Torsion, phi Tu = 3,662.35 ft-
of :
in
in
in
Ibs
Ibs
Other Acceptable Sizes & Spacings
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
0.63 in2
0.26 in2 A
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
flill
Title IF
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(11 Description....
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This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
Page: 3
Date: 9 JUN 2021
R
Code: IBC 2018,AC1 318-14,TMS 402-16
S
o �
to Ibs ft ft-# Ibs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
500.0 1.67
IF = 500.0 M =
Vertical Loads used for Soil Pressure = 1,285.2 Ibs
833.3 Soil Over HL (ab. water tbl)
440.1
1.92
843.7
Soil Over HL (bel. water tbl)
1.92
843.7
Watre Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
82.5
0.38
30.9
Surcharge Over Toe =
Stem Weight(s) =
400.0
1.08
433.3
Earth @ Stem Transitions=
833.3 Footing Weighi =
362.6
1.21
438.1
Key Weight =
0.75
Vert. Component =
IF
1,285.2 Ibs
M =
1,746.1
* Axial live load NOT included in
total displayed,
or used for overturning
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.
W
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.055 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.
00
Title Page: 1
fn Dsgnr: 0 Date: 9 JUN 2021
Description....
W
This Wall in File: R:\-2021 Projects\21117.10 Tarqueno Slope stabilization\ Structural\Engineering\t
Code: IBC 2018,AC1 318-14,TMS 402-16
G
Retained Height =
4.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
12.00 in
Water height over heel =
0.0 ft
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
I
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
�1
Method : Uniform
Multiplier Used = 6.000
(Multiplier used on soil density)
33
Allow Soil Bearing = 3,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 40.0 psf/ft
Passive Pressure
= 200.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
= 0.360
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
Overturning = 1.38 Ratio <
Sliding = 1.20 Ratio <
Total Bearing Load = 1,187 Ibs
...resultant ecc. = 9.25 in
Soil Pressure @ Toe =
2,233 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
3,127 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
1.1 psi OK
Footing Shear @ Heel =
5.2 psi OK
Allowable =
75.0 psi
Lateral Sliding Force =
605.0 Ibs
less 100% Passive Force =
300.0 Ibs
less 100% Friction Force =
427.2 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
180.3 Ibs NG
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
H
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2018,ACI
1.200
1.600
1.600
1.000
1.000
(Service Level)
Uniform Seismic Force = 30.000
Total Seismic Force = 150.000
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Stem OK
ft =
0.00
Wall Material Above "Ht" =
Concrete
1.5! Design Method =
LRFD
1.5! Thickness =
8.00
Rebar Size =
# 4
Rebar Spacing =
9.00
Rebar Placed at =
Center
fb/FB + fa/Fa =
Service Level Ibs =
Strength Level Ibs =
632.0
Im
Service Level ft-# =
Strength Level ft-# =
922.7
Moment..... Allowable =
4,328.0
13
Service Level
Strength Level
Shear..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Pq
f'm
Fs
Solid Grouting
Modular Ratio'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
B
f'c
Fy
psi =
ASD LRFD
psi = 13.2
psi = 67.1
in2 = 139.50
in = 4.00
psi =
psi =
psf = 100.0
= Medium Weight
= ASD
psi = 2,000.0
psi = 60,000.0
PA
IF Title IF
fn Dsgnr: 0
(11 Description....
W
Page: 2
Date: 9 JUN 2021
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\ Structural\Engineering\t
Code: IBC 2018,AC1 318-14,TMS 402-16
Bottom Stem Vertical Reinforcing
As (based on applied moment) : 0.0557 in2/ft
(4/3) * As : 0.0743 in2/ft
200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft
0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft
Required Area
Provided Area
Maximum Area:
0.1728 in2/ft
0.2667 in2/ft
0.4335 in2/ft
Toe Width
= 0.75 ft
Heel Width
= 1.50
Total Footing Width
= 2.25
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.75 ft
fc = 2,500 psi Fy
= 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top 2.00
@ Btm = 3.00 in
Horizontal Reinforcing
Min Stem T&S Reinf Area 0.768 in2
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers
#4@ 12.50 in #4@ 25.00
#5@ 19.38 in #5@ 38.75
#6@ 27.50 in #6@ 55.00
Factored Pressure = 3,127 0 psf
Mu': Upward = 8,070 0 ft-#
Mu': Downward = 1,053 246 ft-#
Mu: Design = 585 246 ft-#
Actual 1-Way Shear = 1.11 5.18 psi
Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing = # 4 @ 9.00 in
Heel Reinforcing = # 5 @ 14.00 in
Key Reinforcing = None Spec'd
Footing Torsion, Tu = 2,258.00 ft-
Footing Allow. Torsion, phi Tu = 3,662.35 ft-
of :
in
in
in
Ibs
Ibs
Other Acceptable Sizes & Spacings
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
0.58 in2
0.26 in2 A
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Title IF
fn Dsgnr: 0
(11 Description....
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This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
Page: 3
Date: 9 JUN 2021
R
Code: IBC 2018,AC1 318-14,TMS 402-16
S
o �
to Ibs ft ft-# Ibs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load =
500.0 1.67
105.0 2.50
IF = 605.0 M
Vertical Loads used for Soil Pressure = 1.186.7 Ibs
833.3
262.5
If seismic is included, the OTM and sliding ratios
may be 1.1 per section 1807.2.3 of IBC.
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.
W
(Deflection due to wall bending not considered)
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Watre Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions=
Footing Weighi =
Key Weight =
Vert. Component =
366.7 1.83
1.83
82.5 0.38
400.0 1.08
337.5 1.13
0.75
672.2
672.2
30.9
433.3
379.7
IF 1,186.7 Ibs M = 1,516.2
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.110 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.
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Project Name/Number : trqueno reta
Use menu item Settings > Printing & Title Block Title Tarqueno Slope Stabilization Page: 1
to set these five lines of information Dsgnr: ZSH Date: 9 JUN 2021
for your program. Description....
Seismic - 6' Wall B
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16
License To: CG ENGINEERING
Criteria Soil Data
Retained Height =
6.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
36.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 6.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning = 1.67 OK
Sliding = 2.07 OK
Total Bearing Load = 2,665 Ibs
...resultant ecc. = 11.98 in
Allow Soil Bearing
= 3,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 40.0 psf/ft
Passive Pressure
= 200.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
= 0.360
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Soil Pressure @ Toe =
2,364 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
3,310 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
6.8 psi OK
Footing Shear @ Heel =
13.4 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,185.8 Ibs
less 100% Passive Force =
1,500.0 Ibs
less 100% Friction Force =
959.4 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2018,ACI
1.200
1.600
1.600
1.000
1.000
Uniform Seismic Force = 42.000
Total Seismic Force = 294.000
Stem Construction -11
Design Height Above Ftg
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# _
Strength Level
ft-# _
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
f'm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Stem OK
0.00
Concrete
LRFD ASD LRFD
8.00
# 4
9.00
Center
0.707
1,404.0
3,060.0
4,328.0
29.3
67.1
139.50
4.00
itfillf
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
f'c psi = 2,000.0
Fy psi = 60,000.0
Project Name/Number : trqueno reta
Use menu item Settings > Printing & Title Block Title Tarqueno Slope Stabilization Page: 2
to set these five lines of information Dsgnr: ZSH Date: 9 JUN 2021
for your program. Description....
Seismic - 6' Wall B
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16
License To: CG ENGINEERING
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing
As (based on applied moment) : 0.1847 in2/ft
(4/3) * As : 0.2463 in2/ft
200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft
0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft
Horizontal Reinforcing
Min Stem T&S Reinf Area 1.152 in2
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
Horizontal Reinforcing Options :
One layer of:
Two layers of :
Required Area : 0.1847 in2/ft #4@ 12.50 in
#4@ 25.00 in
Provided Area : 0.2667 in2/ft #5@ 19.38 in
#5@ 38.75 in
Maximum Area: 0.4335 in2/ft #6@ 27.50 in
#6@ 55.00 in
Footing Data
Toe Width
= 1.00 ft
Heel Width
= 2.50
Total Footing Width
= 3.50
Footing Thickness
= 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 1.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm = 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 3,310
0 psf
Mu': Upward
= 16,924
50 ft-#
Mu': Downward
= 3,456
1,634 ft-#
Mu: Design
= 1,122
1,584 ft-#
Actual 1-Way Shear
= 6.83
13.41 psi
Allow 1-Way Shear
= 75.00
75.00 psi
Toe Reinforcing
= # 4 @ 9.00 in
Heel Reinforcing
= # 5 @ 14.00 in
Key Reinforcing
= None Spec'd
Footing Torsion, Tu
=
2,258.00 ft-Ibs
Footing Allow. Torsion,
phi Tu =
3,662.35 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
0.91 in2
0.26 in2 A
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Name/Number : trqueno reta
Use menu item Settings > Printing & Title Block Title Tarqueno Slope Stabilization Page: 3
to set these five lines of information Dsgnr: ZSH Date: 9 JUN 2021
for your program. Description....
Seismic - 6' Wall B
This Wall in File: R:\_2021 Projects\21117.10 Tarqueno Slope stabilization\_Structural\Engineering\t
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16
License To: CG ENGINEERING
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
HL Act Pres (ab water tbl) 980.0 2.33 2,286.7
Soil Over HL (ab. water tbl)
1,210.0
2.58
3,125.8
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
2.58
3,125.8
Hydrostatic Force
Watre Table
Buoyant Force =
Sloped Soil Over Heel =
Surcharge over Heel =
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 =
330.0
0.50
165.0
Seismic Earth Load = 205.8 3.50 720.3
Surcharge Over Toe =
=
Stem Weight(s) =
600.0
1.33
800.0
Earth @ Stem Transitions=
Total = 1,185.8 O.T.M. = 3,007.0
Footing Weighi =
525.0
1.75
918.8
Key Weight =
1.00
Resisting/Overturning Ratio = 1.67
Vert. Component =
Vertical Loads used for Soil Pressure = 2,665.0 Ibs
Total =
2,665.0 Ibs
R.M.=
5,009.6
* Axial live load NOT included in
total displayed,
or used for overturning
If seismic is included, the OTM and sliding ratios
resistance, but is included for soil
pressure calculation.
may be 1.1 per section 1807.2.3 of IBC.
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 Ton 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) 0.113 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.