HomeMy WebLinkAboutCUP 2017-0009; ECO-FRIENDLY AUTO SPA; RETAINING WALL CALCULATIONS; 2022-03-10
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Daniel T. Math, RCE #61013
Principal Engineer
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Title :H=6', Burial 3'Page : 1Dsgnr:D. Caron Date: 3 DEC 2021Description....Site Walls
This Wall in File: P:\2019\1292D - CTE - Auto Spa\Retaining Walls\1292D - Wall.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06064753License To : Civil Landworks
Project Name/Number : 1292D - Wall
6.00
0.00
50.00
36.00
2,500.0
30.0
0.0 250.0
Criteria Soil Data
Retained Height =ft
Wall height above soil = ft Active Heel Pressure = psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel = ft
=
=
135.00=pcf
=
Soil Density, Heel
=
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 135.00 pcf
Footing||Soil Friction = 0.300
Soil height to ignorefor passive pressure = 12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
250.0 Lateral Load = 20.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width = 0.00 ft...Height to Top = 11.00 ft Eccentricity = 0.00 in...Height to Bottom = 6.50 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
= 0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Stem Weight Seismic Load F lbs=Added seismic base force 158.6/ Wpp 0.484 gWeight Multiplier
Design Summary
Wall Stability RatiosOverturning =1.96 OK
Sliding =2.22 OK
Total Bearing Load = 3,673 lbs...resultant ecc. = 10.19 in
Soil Pressure @ Toe = 2,128 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe = 2,979 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 29.5 psi OK
Footing Shear @ Heel = 23.1 psi OK
Allowable = 75.0 psi
Sliding Calcs
Lateral Sliding Force =1,338.2 lbs
less 67 % Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
1,102.0
1,872.7
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type = Medium Weight
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht" = Masonry
Thickness = 8.00
Rebar Size = # 7
Rebar Spacing = 16.00
Rebar Placed at = EdgeDesign Data
fb/FB + fa/Fa =0.992
Total Force @ Section
= 1,121.9lbs
Moment....Actual
= 3,343.2ft-#
Moment.....Allowable = 3,369.3
= 12.3psi
Shear.....Allowable = 45.1psi
Wall Weight = 78.0psf
Rebar Depth 'd' = 5.25in
Masonry Data
f'm = 1,500psi
Fs =psi 20,000
Solid Grouting = Yes
Modular Ratio 'n'= 21.48
Short Term Factor = 1.000
Equiv. Solid Thick.=7.60in
Concrete Dataf'c =psi
Fy =
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000 psi
Service Level
=lbsStrength Level
Service Level
Strength Level =ft-#
Service Level
Strength Level =psi
Design Method = ASD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry) = 91.50in2
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Title :H=6', Burial 3'Page : 2Dsgnr:D. Caron Date: 3 DEC 2021Description....Site Walls
This Wall in File: P:\2019\1292D - CTE - Auto Spa\Retaining Walls\1292D - Wall.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06064753License To : Civil Landworks
Project Name/Number : 1292D - Wall
1.50
2.50
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
= 2,500 psi
Toe Width = ftHeel Width =
Key Distance from Toe
Key Depth
Key Width = in
=in
=
12.00
12.00
1.50 ft
Footing Thickness =in
4.00=
Cover @ Top =2.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00pcfFooting Concrete DensityFy = 60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
= None Spec'd
=
=
=
=
=
2,979
34,396
10,494
1,992
29.50
75.00
Heel:
0
306
3,030
2,725
23.14
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing = # 5 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 5 @ 16.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.86
0.22
#4@ 11.11 in
#5@ 17.22 in#6@ 24.44 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in#6@ 48.89 in
supplemental design for footing torsion.
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 4.5 3.39 15.4
1,311.03.44381.7=Surcharge over Heel
=
Surcharge Over Heel
=
458.3 3.08 1,413.2=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem=
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
158.6
=
=
607.5 0.75 455.6=
=
=
Stem Weight(s)3.83 607.8Seismic Stem Self Wt =
468.0 1.83 858.0
Earth @ Stem Transitions
=Footing Weight
=
500.0 2.00 1,000.0
Key Weight
=
150.0 2.00 300.0
Added Lateral Load
lbs
=4,393.9
Vert. Component
Total
=
3,673.4
90.0 9.58 862.5
8,620.9* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total = R.M.
=1,338.2 O.T.M.
=
Resisting/Overturning Ratio =1.96
Vertical Loads used for Soil Pressure = 3,673.4 lbs
If seismic is included, the OTM and sliding ratiosmay 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)
1,485.0 3.08
3.08
4,578.8
4,578.8
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
708.0 2.28 1,621.2
Hydrostatic Force
Use menu item Settings > Printing & Title Block
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Title :H=6', Burial 3'Page : 3Dsgnr:D. Caron Date: 3 DEC 2021Description....Site Walls
This Wall in File: P:\2019\1292D - CTE - Auto Spa\Retaining Walls\1292D - Wall.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06064753License To : Civil Landworks
Project Name/Number : 1292D - Wall
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) 0.089 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.
Use menu item Settings > Printing & Title Block
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Title :H=5.0', Burial 3'Page : 1Dsgnr:D. Caron Date: 3 DEC 2021Description....Site Walls
This Wall in File: P:\2019\1292D - CTE - Auto Spa\Retaining Walls\1292D - Wall.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06064753License To : Civil Landworks
Project Name/Number : 1292D - Wall
5.00
0.50
50.00
36.00
2,500.0
30.0
0.0 250.0
Criteria Soil Data
Retained Height =ft
Wall height above soil = ft Active Heel Pressure = psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel = ft
=
=
135.00=pcf
=
Soil Density, Heel
=
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 135.00 pcf
Footing||Soil Friction = 0.300
Soil height to ignorefor passive pressure = 12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
250.0 Lateral Load = 20.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width = 0.00 ft...Height to Top = 11.00 ft Eccentricity = 0.00 in...Height to Bottom = 6.50 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
= 0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Earth Pressure Seismic Load
Load at bottom of Triangular Distribution . . . . . . . = 20.000
(Strength)
Total Strength-Level Seismic Load. . . . . =
41.090Total Service-Level Seismic Load. . . . .=
58.700 lbs
lbspsf
Method : Triangular
Stem Weight Seismic Load F lbs=Added seismic base force 145.3/ Wpp 0.484 gWeight Multiplier
Use menu item Settings > Printing & Title Block
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Title :H=5.0', Burial 3'Page : 2Dsgnr:D. Caron Date: 3 DEC 2021Description....Site Walls
This Wall in File: P:\2019\1292D - CTE - Auto Spa\Retaining Walls\1292D - Wall.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06064753License To : Civil Landworks
Project Name/Number : 1292D - Wall
Design Summary
Wall Stability RatiosOverturning =2.27 OK
Sliding =2.58 OK
Total Bearing Load = 3,387 lbs...resultant ecc. = 8.55 in
Soil Pressure @ Toe = 1,754 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe = 2,455 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 22.7 psi OK
Footing Shear @ Heel = 17.6 psi OK
Allowable = 75.0 psi
Sliding Calcs
Lateral Sliding Force =1,119.4 lbs
less 67 % Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
1,016.1
1,872.7
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type = Medium Weight
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht" = Masonry
Thickness = 8.00
Rebar Size = # 7
Rebar Spacing = 16.00
Rebar Placed at = EdgeDesign Data
fb/FB + fa/Fa =0.765
Total Force @ Section
= 931.0lbs
Moment....Actual
= 2,578.1ft-#
Moment.....Allowable = 3,369.3
= 10.2psi
Shear.....Allowable = 45.0psi
Wall Weight = 78.0psf
Rebar Depth 'd' = 5.25in
Masonry Data
f'm = 1,500psi
Fs =psi 20,000
Solid Grouting = Yes
Modular Ratio 'n'= 21.48
Short Term Factor = 1.000
Equiv. Solid Thick.=7.60in
Concrete Dataf'c =psi
Fy =
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=lbsStrength Level
Service Level
Strength Level =ft-#
Service Level
Strength Level =psi
Design Method = ASD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry) = 91.50in2
Use menu item Settings > Printing & Title Block
to set these five lines of information
for your program.
Title :H=5.0', Burial 3'Page : 3Dsgnr:D. Caron Date: 3 DEC 2021Description....Site Walls
This Wall in File: P:\2019\1292D - CTE - Auto Spa\Retaining Walls\1292D - Wall.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06064753License To : Civil Landworks
Project Name/Number : 1292D - Wall
1.50
2.50
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
= 2,500 psi
Toe Width = ftHeel Width =
Key Distance from Toe
Key Depth
Key Width = in
=in
=
12.00
12.00
1.50 ft
Footing Thickness =in
4.00=
Cover @ Top =2.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00pcfFooting Concrete DensityFy = 60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
= None Spec'd
=
=
=
=
=
2,455
28,855
10,494
1,530
22.70
75.00
Heel:
0
517
2,709
2,192
17.61
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing = # 5 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 5 @ 16.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.86
0.22
#4@ 11.11 in
#5@ 17.22 in#6@ 24.44 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in#6@ 48.89 in
supplemental design for footing torsion.
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 4.5 3.39 15.4
957.12.94326.1=Surcharge over Heel
=
Surcharge Over Heel
=
458.3 3.08 1,413.2=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem=
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
= 41.1
145.3
=
=
607.5 0.75 455.6=
=
=Seismic Earth Load
=
1.96 80.4 Stem Weight(s)3.58 520.8Seismic Stem Self Wt =
429.0 1.83 786.5
Earth @ Stem Transitions
=Footing Weight
=
500.0 2.00 1,000.0
Key Weight
=
150.0 2.00 300.0
Added Lateral Load
lbs
=3,425.8
Vert. Component
Total
=
3,386.9
90.0 9.58 862.5
7,786.3* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total = R.M.
=1,119.4 O.T.M.
=
Resisting/Overturning Ratio =2.27
Vertical Loads used for Soil Pressure = 3,386.9 lbs
If seismic is included, the OTM and sliding ratiosmay 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)
1,237.5 3.08
3.08
3,815.6
3,815.6
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
516.9 1.94 1,011.3
Hydrostatic Force
Use menu item Settings > Printing & Title Block
to set these five lines of information
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Title :H=5.0', Burial 3'Page : 4Dsgnr:D. Caron Date: 3 DEC 2021Description....Site Walls
This Wall in File: P:\2019\1292D - CTE - Auto Spa\Retaining Walls\1292D - Wall.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06064753License To : Civil Landworks
Project Name/Number : 1292D - Wall
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) 0.067 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.
$YHQLGD(QFLQDV&DUZDVK
&DUOVEDG&DOLIRUQLD
3DJH
&7(-RE1R
$77$&+0(17
0$18)$&785(63(&,),&$7,216