Report /Lt S OUZO
Use menu item Settings>Printing&Title Block Title 5'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr. DNS Date: 20 JUN 2012
for your program. Description....
5'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08
License To:CORE ENGINEERING
Summary of Overturning & Resistina Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0
Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4
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 = 157.6 3.60 567.3 Soil Over Toe = 1,970.8
Seismic Stem Self Wt = 220.0 3.75 825.0 Surcharge Over Toe =
Total 1,021.1 O.T.M. 2,645.7 Stem Weight(s) = 550.0 0.33 183.3
Earth @ Stem Transitions=
= Footing Weight = 637.5 2.13 1,354.7
Resisting/Overturning Ratio = 2.55 Key Weight =
Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component =
Total= 3,301.7 lbs R.M.= 6,735.3
If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturning
ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 6'-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
6'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08
License To:CORE ENGINEERING
Criteria Soil Data
Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf a
FootingIlSoil Friction = 0.350
Soil height to ignore F
for passive pressure = 12.00 in
Surcharge Loads LLateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
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
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem has been increased 1.00 Footing Type
pp ® by a factor of
0.0 ft
Axial Dead Load = 0.0 lbs Base Above/Below Soil -
Wind on Exposed Stem = 0.0 psf at Back of Wall
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Design Summary I Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 4.63 OK Wall Material Above"Ht" = Concrete
Sliding = 1.57 OK Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 4,258 Ibs Rebar Spacing = 14.00
...resultant ecc. = 6.34 in Rebar Placed at = Center
Design Data
Soil Pressure @ Toe = 1,391 psf OK fb/FB+fa/Fa = 0.541
Soil Pressure @ Heel = 312 psf OK Total Force @ Section lbs= 1,130.2
Allowable = 1,500 psf Moment....Actual ft-#= 2,382.5
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,670 psf Moment.....Allowable = 4,407.9
ACI Factored @ Heel = 374 psf Shear.....Actual psi= 23.5
Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 4.00
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.65
Lateral Sliding Force = 946.6 lbs LAP SPLICE IF BELOW in=
EMBED INTO FTG in= 6.00
less 100%
less 100%Friction Force 1,490.4 lbs Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio
= -
Hook embedment reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data
....for 1.5: 1 Stability = 0.0 lbs OK fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Modular Ratio'n' _
Load Factors ---- -- - - - Short Term Factor =
Building Code IBC 2009,ACI _
Equiv.Solid Thick.
Dead Load 1.200 -
Dead
1.600 Masonry Block Type = Medium Weight
Live Masonry Design Method = ASD
Earth,H 1.600
Wind,W 1.600 Concrete Data
fc psi= 2,500.0
Seismic, E 1.000 Fy psi= 60,000.0
Use menu item Settings>Printing&Title Block Title : 6'-0"Wall Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
6'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08
License To:CORE ENGINEERING
Footing Dimensions & Strengths 1 L Footing Design Results 1
Toe Width = 0.25 ft Toe Heel
Heel Width = 4.75 Factored Pressure = 1,670 374 psf
Total Footing Width = 5.00 Mu':Upward = 51 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-#
Mu: Design = 46 534 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 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 1
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2.96 7,972.7
Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= 'Axial Live Load on Stem =
Soil Over Toe = 2,695.0
Surcharge Over Toe =
Total 946.6 O.T.M. 2,312.7 Stem Weight(s) = 650.0 0.58 379.2
Earth @ Stem Transitions=
Footing Weight = 750.0 2.50 1,875.0
Resisting/Overturning Ratio = 4.63 Key Weight =
Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component =
Total= 4,258.3 lbs R.M.= 10,710.1
'Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
6'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
Retain Pro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Criteria t LSoil Data
Retained Height = 6.00 ft Allow Soil Bearing = 1,995.0 psf '
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 inH;-"
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
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 It Eccentricity = 0.00 in
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem has been increased 1.00 Footing Type
PP ® by a factor of
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load ' Kae for seismic earth pressure = 0.389 Added seismic base force 214.5 lbs
Design Kh = 0.166 g Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.112
Using Mononobe-Okabe/Seed-Whitman procedure
Stem Weight Seismic Load Fp/W Weight Multiplier = 0.400 g Added seismic base force 185.7 lbs
Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
6'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Design Summary LStem ConstructionTop Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 2.68 OK Wall Material Above"Ht" = Concrete
Sliding = 1.11 Ratio< 1.5! Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00
...resultant ecc. = 11.10 in Rebar Placed at = Center
Design Data
Soil Pressure @ Toe = 1,802 psf OK fb/FB+fa/Fa = 0.913
Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,612.1
Allowable = 1,995 psf Moment....Actual ft-#= 4,026.6
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,163 psf Moment.....Allowable = 4,407.9
ACI Factored @ Heel = 0 psf Shear.....Actual psi= 29.0
Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 4.00
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.38
Lateral Sliding Force = 1,346.8 lbs LAP SPLICE IF BELOW in=
less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 7.39
less 100%Friction Force = - 1,490.4 lbs Lap splice above base reduced by stress ratio
Hook embedment reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data -
....for 1.5: 1 Stability = 529.8 lbs NG fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Modular Ratio'n' _
Load Factors Short Term Factor =
Building Code IBC 2009,ACI Equiv.Solid Thick. _
Dead Load 1.200 Masonry Block Type = Medium Weight
Live Load 1.600 Masonry Design Method = ASD
Earth,H 1.600
Wind,W 1.600 Concrete Data -- -
fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Footing Dimensions & Strengths F Footing Design Results
Toe Width = 0.25 ft Toe Heel
Heel Width 4.75 Factored Pressure = 2,163 0 psf
Total Footing Width = 5.00 Mu':Upward = 66 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-#
Mu: Design = 61 534 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 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
Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
6'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08
License To:CORE ENGINEERING
Summary of Overturning & Resisting Forces & Moments
OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2.96 7,972.7
Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2
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 = 214.5 4.20 900.8 Soil Over Toe = 2,695.0
Seismic Stem Self Wt = 260.0 4.25 1,105.0 Surcharge Over Toe =
Total 1,346.8 O.T.M. 4,002.8 Stem Weight(s) = 650.0 0.58 379.2
Earth @ Stem Transitions=
Footing Weight = 750.0 2.50 1,875.0
Resisting/Overturning Ratio = 2.68 Key Weight =
Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component =
Total= 4,258.3 lbs R.M.= 10,710.1
If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturning
ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 7'-0"Wall Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
7'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08
License To:CORE ENGINEERING
Criteria , Soil Data
Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
E
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf �'
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads ' C Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
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
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem has been increased 1.00 Footing Type
pP ® by a factor of Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Design Summary ' Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 5.11 OK Wall Material Above"Ht" = Concrete
Sliding = 1.59 OK Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00
...resultant ecc. = 5.90 in Rebar Placed at = Center
Design Data
Soil Pressure @ Toe = 1,383 psf OK fb/FB+fa/Fa = 0.512
Soil Pressure @ Heel = 472 psf OK Total Force @ Section lbs= 1,514.5
Allowable = 1,500 psf Moment....Actual ft-#= 3,700.2
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,660 psf Moment.....Allowable = 7,221.8
ACI Factored @ Heel = 566 psf Shear.....Actual psi= 31.6
Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 4.00
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00
Lateral Sliding Force 1,221.8 lbs LAP SPLICE IF BELOW in=
less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00
less 100%Friction Force = - 1,947.8 lbs Lap splice above base reduced by stress ratio
Hook embedment reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data
....for 1.5: 1 Stability = 0.0 lbs OK fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
__- ___ _ Modular Ratio'n'
Load Factors
Short Term Factor
Building Code IBC 2009,ACI -
Dead Load 1.200 Equiv.Solid Thick. _
Live Load 1.600 Masonry Block Type = Medium Weight
D
Masonry Design Method = AS
Earth, H 1.600
Wind,W 1.600 Concrete Data -
fc psi= 2,500.0
Seismic, E 1.000 Fy psi= 60,000.0
Use menu item Settings> Printing&Title Block Title 7'-0"Wall Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
7'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To: CORE ENGINEERING
Footing Dimensions & Strengths IL Footing Design Results
Toe Width = 0.50 ft Toe Heel
Heel Width = 5.50 Factored Pressure = 1,660 566 psf
Total Footing Width = 6.00 Mu':Upward = 204 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-#
Mu: Design = 181 748 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 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-# lbs ft ft-#
Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0
Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= 'Axial Live Load on Stem =
Soil Over Toe = 3,721.7
Surcharge Over Toe =
Total 1,221.8 O.T.M. 3,393.9 Stem Weight(s) = 750.0 0.83 625.0
Earth @ Stem Transitions=
Footing Weight = 900.0 3.00 2,700.0
Resisting/Overturning Ratio = 5.11 Key Weight =
Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component =
Total= 5,565.0 lbs R.M.= 17,353.8
Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 7'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
7'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Criteria LSoil Data
Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingliSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads 1 Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 Psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
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
Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft
Axial Load Applied to Stem has been increased 1.00 Footing Type
pp by a factor of Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load ' Kae for seismic earth pressure = 0.389 Added seismic base force 280.1 lbs
Design Kh = 0.166 g Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.112
Using Mononobe-Okabe/Seed-Whitman procedure
Stem Weight Seismic Load e Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 214.3 lbs
Use menu item Settings>Printing&Title Block Title : 7'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
7'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Design Summary LStem ConstructionTop Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 3.01 OK Wall Material Above"Ht" = Concrete
Sliding = 1.13 Ratio<1.5! Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00
...resultant ecc. = 10.99 in Rebar Placed at = Center
Design Data
Soil Pressure @ Toe = 1,777 psf OK fb/FB+fa/Fa = 0.844
Soil Pressure @ Heel = 78 psf OK Total Force @ Section lbs= 2,116.6
Allowable = 1,995 psf Moment....Actual ft-#= 6,094.0
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,133 psf Moment.....Allowable = 7,221.8
ACI Factored @ Heel = 93 psf Shear.....Actual psi= 37.8
Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 4.00
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 19.75
Lateral Sliding Force = 1,716.3 lbs LAP SPLICE IF BELOW in=
less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.84
less 100%Friction Force = - 1,947.8 lbs Lap splice above base reduced by stress ratio
Hook embedment reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data
....for 1.5: 1 Stability = 626.6 lbs NG fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Modular Ratio'n' _
Load Factors Short Term Factor =
Building Code IBC 2009,ACI _
Equiv.Solid Thick.
Dead Load 1.200 -
Dead
1.600 Masonry Block Type = Medium Weight
Live Masonry Design Method = ASD
Earth,H 1.600
Wind,W 1.600 Concrete Data
fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Footing Dimensions & Strengths Footing Design Results I
Emma
Toe Width = 0.50 ft Toe Heel
Heel Width = 5.50 Factored Pressure = 2,133 93 psf
Total Footing Width = 6.00 Mu':Upward = 259 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-#
Mu: Design = 237 748 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 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
Use menu item Settings>Printing&Title Block Title : 7'-0"Wall with seismic Page:
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7'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs It ft-# lbs ft ft-*
Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0
Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8
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 = 280.1 4.80 1,344.7 Soil Over Toe = 3,721.7
Seismic Stem Self Wt = 300.0 4.75 1,425.0 Surcharge Over Toe =
Total 1,716.3 O.T.M. 5,756.5 Stem Weight(s) = 750.0 0.83 625.0
Earth @ Stem Transitions=
_ = Footing Weight = 900.0 3.00 2,700.0
Resisting/Overturning Ratio = 3.01 Key Weight =
Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component =
Total= 5,565.0 lbs R.M.= 17,353.8
If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturning
ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title 8'-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
8'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Criteria �' [Soil Data
Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil 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 = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
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
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
Axial Load A lied to Stem has been increased 1.00 Footing Type
pp ® by a factor of
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Design Summary Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 5.11 OK Wall Material Above"Ht" = Concrete
Sliding = 1.55 OK Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00
...resultant ecc. = 5.74 in Rebar Placed at = Edge
Design Data -
Soil Pressure @ Toe = 1,430 psf OK fb/FB+fa/Fa = 0.564
Soil Pressure @ Heel = 576 psf OK Total Force @ Section lbs= 1,954.9
Allowable = 1,500 psf Moment....Actual ft-#= 5,430.3
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,715 psf Moment.....Allowable = 9,623.1
ACI Factored @ Heel = 691 psf Shear.....Actual psi= 26.3
Footing Shear @ Toe = 0.6 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.20
Lateral Sliding Force = 1,532.0 lbs IAP SPLICE IF BELOW in=
less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00
less 100%Friction Force = - 2,369.2 lbs Lap splice above base reduced by stress ratio
Hook embedment reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data - -
....for 1.5: 1 Stability = 0.0 lbs OK fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Modular Ratio'n' _
Load Factors --- Short Term Factor =
Building Code IBC 2009,ACI _
Equiv.Solid Thick.
Dead Load 1.200 -
Dead
1.600 Masonry Block Type = Medium Weight
Live D
Masonry Design Method = AS
Earth,H 1.600
Wind,W 1.600 Concrete Data
fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Use menu item Settings>Printing&Title Block Title 8'-0"Wall Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
8'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Footing Dimensions & Strengths L Footing Design Results
Toe Width = 0.75 ft Toe Heel
Heel Width = 6.00 Factored Pressure = 1,715 691 psf
Total Footing Width = 6.75 Mu':Upward = 472 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-#
Mu: Design = 421 910 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.63 60.82 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 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 0
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4
Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= 'Axial Live Load on Stem =
Soil Over Toe = 4,693.3
Surcharge Over Toe =
Total 1,532.0 O.T.M. 4,768.0 Stem Weight(s) = 850.0 1.08 920.8
Earth @ Stem Transitions=
= Footing Weight = 1,012.5 3.38 3,417.2
Resisting/Overturning Ratio = 5.11 Key Weight =
Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component =
Total= 6,769.2 lbs R.M.= 24,373.6
Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
8'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
CriteriaI Lsoil Data
Retained Height = 8.00 ft Allow Soil Bearing = 1,995.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads L Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
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
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
has been increased 1.00 Footin T e
Axial Load Applied to Stem 1 by a factor of g yp
Base Above/Below Soil _ 0.0 ft
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 354.6 lbs
Design Kh = 0.166 g Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.112
Using Mononobe-Okabe/Seed-Whitman procedure
Stem Weight Seismic Load � Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 242.9 lbs
Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page:
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8'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Design Summary 9 LStem ConstructionTop Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 3.06 OK Wall Material Above"Ht" = Concrete
Sliding = 1.11 Ratio<1.5! Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00
...resultant ecc. = 11.40 in Rebar Placed at = Edge
Design Data
Soil Pressure @ Toe = 1,850 psf OK fb/FB+fa/Fa = 0.911
Soil Pressure @ Heel = 156 psf OK Total Force @ Section lbs= 2,689.5
Allowable = 1,995 psf Moment....Actual ft-#= 8,769.3
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,219 psf Moment.....Allowable = 9,623.1
ACI Factored @ Heel = 187 psf Shear.....Actual psi= 30.9
Footing Shear @ Toe = 0.8 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.32LAP SPLICE IF BELOW in=
Lateral Sliding Force = 2,129.5 lbs HOOK EMBED INTO FTG in= 7.84
less 100%
less 100Friction Force = 2,369.2 lbs
Passive Force = - 0.0 lbs Lap splice above base reduced by stress ratio
-
Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio
....for 1.5: 1 Stability = 825.0 lbs NG fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Modular Ratio'n'
Load Factors
Short Term Factor
Building Code IBC 2009,ACI -
Dead Load 1.200 Equiv.Solid Thick. _
Live Load 1.600 Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Earth, H 1.600
Wind,W 1.600 Concrete Data - -- -
fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Footing Dimensions & StrengthsFoo ting Design Results
Toe Width = 0.75 ft Toe Heel
Heel Width = 6.00 Factored Pressure = 2,219 187 psf
Total Footing Width = 6.75 Mu':Upward = 603 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-#
Mu: Design = 552 910 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.83 60.82 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 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
Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
8'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Summary of Overturning & Resistinq Forces & Moments
OVERTURNING..... RESISTING.....
M
Force Distance oment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4
Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stern=
Load @ Stem Above Soil= 'Axial Live Load on Stem =
Seismic Earth Load = 354.6 5.40 1,914.6 Soil Over Toe = 4,693.3
Seismic Stem Self Wt = 340.0 5.25 1,785.0 Surcharge Over Toe =
Total 2,129.5 O.T.M. 7,957.6 Stem Weight(s) = 850.0 1.08 920.8
Earth @ Stem Transitions=
Footing Weight = 1,012.5 3.38 3,417.2
Resisting/Overturning Ratio = 3.06 Key Weight =
Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component =
Total= 6,769.2 lbs R.M.= 24,373.6
If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturning
ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 9'-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
9'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Criteria 1 [Soil Data
Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load 1
Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
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
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied t0 Stem has been increased 1.00 Footing Type
pp ® by a factor of Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Design Summary ' Stem Construction Top stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 5.80 OK Wall Material Above"Ht" = Concrete
Sliding = 1.58 OK Thickness = 10.00
Rebar Size = # 5
Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00
...resultant ecc. = 4.09 in Rebar Placed at = Edge
Design Data
Soil Pressure @ Toe = 1,331 psf OK - -
Soil Pressure @ Heel = 789 psf OK Total +fa/Fa o.1.3
1,500 p Total Force @Section lbs= 2,451.3
Allowable = sf Moment....Actual ft-#= 7,628.7
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,598 psf Moment.....Allowable = 12,971.1
ACI Factored @ Heel = 947 psf Shear.....Actual psi= 24.9
Footing Shear @ Toe = 7.4 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0
Allowable = 75.0 psi Rebar Depth 'd' in= 8.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.76
Lateral Sliding Force = 1,877.3 lbs LAP SPLICE IF BELOW in=
EMBED INTO FTG in= 6.03
less 100%less 100Passive Force= - 0. lbs Lap splice above base reduced by stress ratio
%0 Friction Force = - 2,968.66 lbs
Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio
....for 1.5: 1 Stability = 0.0 lbs OK fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Modular Ratio'n'
Load Factors _
Short Term Factor
Building Code IBC 2009,AC1 =
Dead Load 1.200 Equiv.Solid Thick. _
Live Load 1.600 Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Earth,H 1.600
Concrete Data -- - -- ----- - --- -- --------
Wind,W 1.600 fc psi= 2,500.0
Seismic, E 1.000 Fy psi= 60,000.0
Use menu item Settings>Printing&Title Block Title : 9'-0"Wall Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
9'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
LFooting Dimensions & Strengths L=Footing Design Results
Toe Width = 1.25 ft Toe Heel
Heel Width = 6.75 Factored Pressure = 1,598 947 psf
Total Footing Width = 8.00 Mu':Upward = 1,222 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-#
Mu: Design = 1,081 1,120 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 7.41 74.32 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 It Toe Reinforcing = #5 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 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-# lbs ft ft-#
Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6
Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= Axial Live Load on Stem =
Soil Over Toe = 5,857.5
Surcharge Over Toe =
Total 1,877.3 O.T.M. 6,469.7 Stem Weight(s) = 1,187.5 1.67 1,979.2
Earth @ Stem Transitions=
Footing Weight = 1,200.0 4.00 4,800.0
Resisting/Overturning Ratio = 5.80 Key Weight =
Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component =
Total= 8,481.7 lbs R.M.= 37,503.9
'Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
9'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Criteria [Soil Data
Retained Height = 9.00 ft Allow Soil Bearing = 1,995.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore Q�
for passive pressure = 12.00 in z
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
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
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load
pp ® by a factor of Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 437.7 lbs
Design Kh = 0.166 g Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.112
Using Mononobe-Okabe/Seed-Whitman procedure
Stem Weight Seismic Load ' Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 339.3 lbs
Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
9'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
Retain Pro 1D (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
sign Summary St
Deem Construction Top Stem
mmmmmmmmma Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 3.39 OK Wall Material Above"Ht" = Concrete
Sliding = 1.12 Ratio<1.5! Thickness = 10.00
Rebar Size = # 5
Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00
...resultant ecc. = 10.57 in Rebar Placed at = Edge
Design Data
Soil Pressure @ Toe = 1,760 psf OK fb/FB+fa/Fa = 0.970
Soil Pressure @ Heel = 360 psf OK
Allowable = 1,995 Total Force @Section lbs= 3,425.7
psf Moment....Actual ft-#= 12,581.6
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,113 psf Moment.....Allowable = 12,971.1
ACI Factored @ Heel = 432 psf Shear.....Actual psi= 29.8
Footing Shear @ Toe = 10.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0
Allowable = 75.0 psi Rebar Depth 'd' in= 8.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 22.70
Lateral Sliding Force = 2,654.3 lbs LAP SPLICE IF BELOW in=
EMBED INTO FTG in= 8.26
less 100%Passive Force= - 0.0 lbs
less 100%Friction Force = - 2,968.6 lbs Lap splice above base reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio
....for 1.5: 1 Stability = 1,012.8 lbs NG fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Modular Ratio'n'
Load Factors _
Short Term Factor
Building Code IBC 2009,ACI =
Dead Load 1.200 Equiv.Solid Thick. _
Live Load 1.600 Masonry Block Type = Medium Weight
D
Masonry Design Method = AS
Earth,H 1.600
Wind,W 1.600 Concrete Data
fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Footing Dimensions & Strengths , F Footing Design Results
Toe Width = 1.25 ft Toe Heel
Heel Width = 6.75 Factored Pressure = 2,113 432 psf
Total Footing Width = 8.00 Mu':Upward = 1,582 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-#
Mu: Design = 1,441 1,120 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 9.96 74.32 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 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
Use menu item Settings>Printing&Title Block Title 9'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
9'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6
Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2
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 = 437.7 6.00 2,626.4 Soil Over Toe = 5,857.5
Seismic Stem Self Wt = 475.0 5.75 2,731.3 Surcharge Over Toe =
Total 2,654.3 O.T.M. 11,047.0 Stem Weight(s) = 1,187.5 1.67 1,979.2
Earth @ Stem Transitions=
_ = Footing Weight = 1,200.0 4.00 4,800.0
Resisting/Overturning Ratio = 3.39 Key Weight =
Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component =
Total= 8,481.7 lbs R.M.= 37,503.9
If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturning
ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 10'-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
10'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
LCriteria , LSoil Data
Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf -
Soil Density,Toe = 110.00 pcf
FootingliSoil 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 = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
Used To Resist Sliding&Overturning ...Height to Top = 0.00 It Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 It Eccentricity = 0.00 in
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
has been increased 1.00 Footing Type Line Load
Axial Load Applied to Stem ® by a factor of Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Design SummaryStem Construction , Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 5.58 OK Wall Material Above"Ht" = Concrete
Sliding = 1.55 OK Thickness = 10.00
Rebar Size = # 5
Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50
...resultant ecc. = 4.26 in Rebar Placed at = Edge
Design Data
Soil Pressure @ Toe = 1,444 psf OK fb/FB+fa/Fa = 0.610
Soil Pressure @ Heel = 878 psf OK Total Force @ Section lbs= 3,003.6
Allowable = 1,500 psf Moment....Actual ft-#= 10,351.5
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,733 psf Moment.....Allowable = 16,968.2
ACI Factored @ Heel = 1,054 psf Shear.....Actual psi= 30.6
Footing Shear @ Toe = 7.4 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0
Allowable = 75.0 psi Rebar Depth 'd' in= 8.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 14.28
Lateral Sliding Force = 2,324.3 lbs LAP SPLICE IF BELOW in=
EMBED INTO FTG in= 6.21
less 100%
less 100%Friction Force 3,555.6 lbs
Passive Force= - 45.1 lbs Lap splice above base reduced by stress ratio
= -
Hook embedment reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data
....for 1.5: 1 Stability = 0.0 lbs OK fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Load Factors __ Modular Ratio'n'
Building Code IBC 2009,ACI Short Term Factor -
Dead Load 1.200 Equiv.Solid Thick. _
Live Load 1.600 Masonry Block Type = Medium Weight
Earth,H 1.600 Masonry Design Method = ASD
Wind,W 1.600 Concrete Data - ------- - - - --- --- -
fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Use menu item Settings>Printing&Title Block Title : 10'-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
10'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1318-08,AC1530-08
License To:CORE ENGINEERING
Footing Dimensions & Strengths L Footing Design Results
Toe Width = 1.50 ft Toe Heel
Heel Width = 7.25 Factored Pressure = 1,733 1,054 psf
Total Footing Width = 8.75 Mu':Upward = 1,905 0 ft-#
Footing Thickness = 14.00 in Mu':Downward = 236 1,318 ft-#
Mu: Design = 1,669 1,318 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 7.43 74.12 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in
Fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 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-4 lbs ft ft-#
Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9
Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= *Axial Live Load on Stem =
= Soil Over Toe = 7,058.3
Surcharge Over Toe =
Total 2,324.3 O.T.M. 8,916.0 Stem Weight(s) = 1,312.5 1.92 2,515.6
Earth @ Stem Transitions=
_ = Footing Weight = 1,531.3 4.38 6,699.2
Resisting/Overturning Ratio = 5.58 Key Weight =
Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component =
Total= 10,158.8 lbs R.M.= 49,752.1
Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
I it
Use menu item Settings>Printing&Title Block Title : 10'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
10'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
Retain Pro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Criteria ' LSoil Data
Retained Height = 10.00 ft Allow Soil Bearing = 1,995.0 psf -
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in a �:
Surcharge Loads A LLateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
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
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load
pp ® by a factor of Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 545.8 lbs
Design Kh = 0.T g Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.112
Using Mononobe-Okabe/Seed-Whitman procedure
Stem Weight Seismic Load� Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 375.0 lbs
Use menu item Settings>Printing&Title Block Title 10'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
10'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Design Summary Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 3.32 OK Wall Material Above"Ht" = Concrete
Sliding = 1.11 Ratio<1.5! Thickness = 10.00
Rebar Size = # 5
Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50
...resultant ecc. = 11.42 in Rebar Placed at = Edge
Soil Pressure @ Toe = 1,919 psf OK Design Data -
Soil Pressure @ Heel = 403 psf OK Total fb/FB+fa/Fa 0.990
= Force @Section lbs= 4,145.2
Allowable i,g95 psf Total
Soil Pressure Less Than Allowable Moment....Actual ft#= 16,806.9
ACI Factored @ Toe = 2,303 psf Moment.....Allowable = 16,968.2
ACI Factored @ Heel = 484 psf Shear.....Actual psi= 35.9
Footing Shear @ Toe = 10.1 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0
Allowable = 75.0 psi Rebar Depth 'd' in= 8.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 23.18
Lateral Sliding Force = 3,245.1 lbs LAP SPLICE IF BELOW in=
less 100%Passive Force= - 45.1 lbs HOOK EMBED INTO FTG in= 8.57
less 100%Friction Force = - 3,555.6 lbs Lap splice above base reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio
....for 1.5: 1 Stability = 1,266.9 lbs NG fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Load Factors Modular Ratio'n' _
Building Code IBC 2009,ACI Short Term Factor =
Dead Load 1.200 Equiv.Solid Thick. _
Live Load 1.600 Masonry Block Type = Medium Weight
Earth,H 1.600
Masonry Design Method = ASD
Wind,W 1.600 Concrete Data - -
fc psi= 2,500.0
Seismic, E 1.000
Fy psi= 60,000.0
Footing Dimensions & Strengths 1 Footing Design Results
Toe Width = 1.50 ft Toe Heel
Heel Width = 7.25 Factored Pressure = 2,303 484 psf
Total Footing Width = 8.75 Mu':Upward = 2,474 0 ft-#
Footing Thickness = 14.00 in Mu':Downward = 236 1,318 ft-#
Mu: Design = 2,237 1,318 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 10.06 74.12 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 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
• t 11 ' 'I
Use menu item Settings>Printing&Title Block Title 10'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
10'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
L Summary of Overturning & Resisting Forces & Moments
OVERTURNING..... RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9
Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4
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 = 545.8 6.70 3,657.0 Soil Over Toe = 7,058.3
Seismic Stem Self Wt = 525.0 6.42 3,368.8 Surcharge Over Toe =
Total 3,245.1 O.T.M. 14,979.2 Stem Weight(s) = 1,312.5 1.92 2,515.6
Earth @ Stem Transitions=
Footing Weight = 1,531.3 4.38 6,699.2
Resisting/Overturning Ratio = 3.32 Key Weight =
Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component =
Total= 10,158.8 lbs R.M.= 49,752.1
If seismic included the min.OTM and sliding Axial live load NOT included in total displayed,or used for overturning
ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation.
DESIGNER NOTES: