HomeMy WebLinkAboutCT 2017-0005; Grand West; Masonry Retaining Wall Calculations for Grand West; 2020-12-09MASONRY RETAINING WALL
CALCULATIONS
FOR
CT 2017-0005
GR 2018-0036
Grand West
972 & 988 Grand Avenue Carlsbad, CA 92008
OWNER:
Arie E de Jong, III and Silva de Jong 807 E. Mission Avenue Carlsbad, CA 92008
PREPARED BY: MASSON & ASSOCIATES, INC. 200 E. WASHINGTON, SUITE 200 ESCONDIDO, CA 92025
(760) 741-3570
P.N. 16277
Updated Tuesday, September 1, 2020
Rev. December 09, 2020
By:_________ ______ ______________________ Robert D’Amaro, R.C.E. 081699, exp. 03-31-2022
PROJECT NO. 16277
TABLE OF CONTENTS
1. Loads and Soil Design Parameters
2. Design Parameters 3. Retaining Wall Calculations a. Wall “A” 6’-0” High Concrete toe = 1.54’ (Restrained against sliding)
b. Wall “A” 6’-0” High Concrete toe = 4.54’ (Restrained against sliding) c. Wall “B” 4’-8” High Masonry (Restrained against sliding)
d. Wall “C” 4’-8” High Masonry (Restrained against sliding)
GOVERNING BUILDING CODE - CBC 2019
UNIT WEIGHT OF SOIL 110 PCF
ACTIVE SOIL PRESSURE (EFP)
LEVEL BACKFILL – UNRESTRAINED 30 PCF
PASSIVE SOIL PRESSURE (MAX OF 2/3 OF TOTAL LATERAL RESISTANCE)
LEVEL 250 PSF (2 KSF MAX)
COEFFICIENT OF FRICTION 0.30
SOIL BEARING PRESSURE 2,000 PSF
WALL DESIGN PARAMETERS – MASONRY BLOCK DESIGN PER ACI 530
ALL BLOCK SHALL BE TYPE “N” GROUTED SOLID WITH F’M = 1,500 PSI F’M = 1,500 PSI
CONCRETE DESIGN PER ACI 318 –
*F’C = 2,500 PSI MINIMUM
*1,800 PSI.
*2,000 PSI
REINFORCING STEEL –
*
*
*
6' HIGH WOOD FENCE - 34#/CF T H CF/LF WT/LF
1 1" thk FENCE BOARDS 0.08 6.00 0.50
2 2" x 6"FENCE CAP 0.17 0.50 0.17
2 2" x 4"TOP RAIL 0.17 0.33 0.11
2 1" x 4"BOTTOM RAIL 0.08 0.33 0.06
Subtotal Wood 0.83 28.33
Steel Post @ 28#/6' section 4.67
33.00
NOTES:
1.0
2.0
3.0
4.0
5.0
VERTICAL EXPANSION JOINTS SHALL BE PLACED AT 96 FOOT INTERVALS. JOINTS SHALL BE
DESIGNED TO RESIST SHEAR AND OTHER LATERAL FORCES WHILE PERMITTING LONGITUDINAL
MASONRY AND CONCRETE RETAINING WALL SPECIFICATIONS AND NOTES
GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF:
ALL CELLS SHALL BE FILLED SOLID WITH GROUT.
STOP GROUT 2” BELOW TOP OF MASONRY UNITS WHEN GROUTING OF A SECOND LIFT IS TO BE
CONTINUED AT A LATER TIME.
TO ENSURE PROPER BONDING BETWEEN THE FOOTING AND THE FIRST COURSE OF BLOCK, A 2”
HIGH BY 4” WIDE (NOMINAL) MORTAR KEY SHALL BE FORMED IN THE FOOTING. AS AN
ALTERNATIVE THE FIRST COURSE OF BLOCK MAY BE SET INTO THE FRESH CONCRETE AND A GOOD
BOND IS OBTAINED.
VERTICAL CONTROL JOINTS SHALL BE PLACED AT 32 FOOT INTERVALS. JOINTS SHALL BE DESIGNED
TO RESIST SHEAR AND OTHER LATERAL FORCES WHILE PERMITTING LONGITUDINAL MOVEMENT.
SOIL DESIGN PARAMETERS - FROM PRELIMINARY GEOTECHNICAL INVESTIGATION BY CTE, INC. DATED
MAY 31, 2017. PROJECT NO. 10-13643G
REINFORCING STEEL SHALL BE DEFORMED BARS COMPLYING WITH ASTM SPECIFICATION A615-85,
GRADE 40 OR 60.
REINFORCING STEEL LAP DISTANCE SHALL BE A MINIMUM OF 40 BAR DIAMETERS.
FOR 8” AND 12” WALLS, ONE BAR SHALL BE PLACED LONGITUDINALLY IN THE CENTER OF THE
WALL (#4 BAR @ 16” O.C.).
FOOTING CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF:
MORTAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF:
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall A Page : 1
Dsgnr:DWM Date: 9 DEC 2020
Description....
6'-0" Stormwater Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\wall-a - 6'-0'' high-concrete-w-fence-2.
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number : wall-a - 6'-0
5.83
6.00
0.00
36.00
0.0
Criteria
Retained Height =ft
Wall height above soil =ft
Slope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
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
Soil Data and Lateral Earth Pressure
2,000.0
30.0
250.0
Active Heel Pressure =psf/ft
=
110.00=pcfSoil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 0.00 pcf
Footing||Soil Friction =0.300
Soil height to ignore
for passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads
0.0 0.0Surcharge Over Heel = psf Surcharge Over Toe psf
Used To Resist Sliding & Overturning Used for Sliding & Overturning
=
33.0
0.0
0.0
Axial Load Applied to Stem
Axial Dead Load =lbs
Axial Live Load =lbs
Axial Load Eccentricity =in
Lateral Load = 0.0 #/ft
Wind on Exposed Stem psf16.0=
Lateral Load Applied to Stem
...Height to Top = 12.00 ft
...Height to Bottom =6.00 ft
Wind acts left-to-right toward retention side.
(Service Level)
Load Type
(Service Level)
Wind (W)=
Wind on Exposed Stem
Adjacent Footing Load
Wall to Ftg CL Dist = 0.00 ft
Adjacent Footing Load =0.0 lbs Footing Type Line Load
Footing Width = 0.00 ft
Eccentricity = 0.00 in = 0.0 ft
Base Above/Below Soil
=Poisson's Ratio 0.300
at Back of Wall
MASSON
C_J
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall A Page : 2
Dsgnr:DWM Date: 9 DEC 2020
Description....
6'-0" Stormwater Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\wall-a - 6'-0'' high-concrete-w-fence-2.
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number : wall-a - 6'-0
Wall Design Summary
Stability Ratios
Overturning = 4.13 OK
Sliding = 3.97 OK
Soil Bearing
Total Bearing Load = 1,628 lbs
...resultant ecc. = 7.00 in
Soil Pressure @ Toe = 0 psf OK
Soil Pressure @ Heel = 1,239 psf OK
Allowable = 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 0 psf
ACI Factored @ Heel = 1,734 psf
Footing Shear @ Toe = 3.8 psi OK
Footing Shear @ Heel = 6.9 psi OK
Allowable = 75.0 psi
*
Vertical component of active lateral soil pressure IS considered in the
calculation of soil bearing pressures.
lbs
*Includes water table effect
lbs
0.0
1,628.4
Totals =
0.0
353.1
Seismic-Self-weight
0.0
Sliding
Seismic Load
0.0
444.5
0.0
0.0
Added Lateral Load
543.8
-96.0
0.0
Load @ Stem Above Soil
0.0
0.0
33.0
Surcharge Over Toe
0.0
0.0
0.0 Adjacent Footing
0.0 0.0
lbs
Surcharge over Heel
lbs
734.9
Force
Omit
Heel Active Pressure
Vertical Forces Force
**
Lateral Forces
Lateral on Key
Total Vertical Loads
638.9
Vert. Component
Sliding Calcs
Sloped Soil Over Heel
Lateral Sliding Force
Surcharge Over Heel
= 638.9
Axial Dead Load on Stem
Adjacent Footing Load
lbs
Soil Over Toe
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
488.5
2,045.1
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Axial Live Load on Stem *
Surcharge Over Toe
Earth @ Stem Transitions
Stem Weight(s)
Key Weight
Footing Weight
* Axial live load NOT included in total displayed , or used for overturning
Resisting Forces Sliding Forces
or sliding resistance, but is included for soil pressure calculations.
Buoyant Force 0.0
0.0Water Over Heel
0.0Soil Over Heel (below water table, if any)
Soil Over Heel (above water table, if any) 254.0
Hydrostatic Force 0.0
0.0Heel Active Pressure (below water table, if any)
Heel Active Pressure (above water table, if any) 734.9
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall A Page : 3
Dsgnr:DWM Date: 9 DEC 2020
Description....
6'-0" Stormwater Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\wall-a - 6'-0'' high-concrete-w-fence-2.
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number : wall-a - 6'-0
Resisting Moments Force Distance Moment
Soil Over Heel 254.0
lbs
2.34
ft
594.8
ft-#
Sloped Soil Over Heel 0.0
Surcharge Over Heel 0.0
Adjacent Footing Load 0.0
Axial Dead Load on Stem 33.0 1.84 60.8
Axial Live Load on Stem *0.0
Soil Over Toe 0.0 0.77
Surcharge Over Toe 0.0
Stem Weight(s)543.8 1.84 1,001.6
Earth @ Stem Transitions 0.0
Footing Weight 444.5 1.27 564.5
Key Weight 0.0 5.50
Vert. Component 353.1 2.54 897.0
Total Vertical Loads 1,628.4 lbs
3,118.7 ft-#
Eccentricity 2.2
Overturning
in
* Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations.
Resisting Moment
Resisting Moments
0.0Water Table
Soil Over Heel (below water table, if any) 0.0
594.82.34254.0Soil Over Heel (above water table, if any)
Overturning Moments Force Distance Moment
lbs ft ft-#
Surcharge over Heel 0.0
Adjacent Footing 0.0
Surcharge Over Toe 0.0
Load @ Stem Above Soil -96.0 10.00 -960.0
Added Lateral Load 0.0
Seismic Load 0.0
Seismic-Self-weight 0.0
Totals =638.9 lbs
Overturning Moment 754.8 ft-#
Overturning
Overturning Moments
Buoyant Force 0.0
0.0Hydrostatic Force
Heel Active Pressure (below water table, if any) 0.0
1,714.82.33734.9Heel Active Pressure (above water table, if any)
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall A Page : 4
Dsgnr:DWM Date: 9 DEC 2020
Description....
6'-0" Stormwater Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\wall-a - 6'-0'' high-concrete-w-fence-2.
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number : wall-a - 6'-0
Stem Design Summary
Masonry Block Type = Medium Weight
2nd Bottom
Stem OK
Design Height Above Ftg = 6.00ft 0.00
Wall Material Above "Ht" = Fence Concrete
Thickness = 7.25
Rebar Size = # 5
Rebar Spacing = 16.00
Rebar Placed at = Edge
Design Data
fb/FB + fa/Fa =0.136
Total Force @ Section
= 93.3lbs
Moment....Actual
= 272.2ft-#
Moment.....Allowable = 5,401.9ft-#
Shear.....Actual
=psi
Shear.....Allowable = 75.0
Wall Weight =90.6psf
Rebar Depth 'd'=in 5.44
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Data
f'c = 2,500.0psi
Fy = 60,000.0
Masonry Design Method ASD=
psi
Service Level
= 720.6lbsStrength Level
Service Level
Strength Level =739.7ft-#
Service Level
Strength Level =11.0psi
Design Method =LRFD
Anet =in2
MASSON
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall A Page : 5
Dsgnr:DWM Date: 9 DEC 2020
Description....
6'-0" Stormwater Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\wall-a - 6'-0'' high-concrete-w-fence-2.
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number : wall-a - 6'-0
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.0321 in2/ft
(4/3) * As : 0.0428 in2/ft Min Stem T&S Reinf Area 1.044 in2
200bd/fy : 200(12)(5.4375)/60000 : 0.2175 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.174 in2/ft
0.0018bh : 0.0018(12)(7.25) : 0.1566 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.1566 in2/ft #4@ 13.79 in #4@ 27.59 in
Provided Area : 0.2325 in2/ft #5@ 21.38 in #5@ 42.76 in
Maximum Area : 0.7366 in2/ft #6@ 30.34 in #6@ 60.69 in
1.54
1.00
14.00 =Min. As %0.0018
Footing Dimensions & Strengths
f'c = 2,500 psiToe Width = ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width 12.00
0.00
5.00
= in
= in
= ft
@ Top
=
Footing Thickness = in
2.54 ft=
Rebar Cover = 2.00
in@ Bottom 3.00
in
Total Footing Width = 150.00 pcfFooting Concrete Density
Fy = 60,000 psi
Footing Data
Footing Torsion, Tu =
Toe Heel
ft-lbs
Footing Design Results
0.00
Key:
Footing Allow. Torsion, phi Tu
=
=
No key defined
ft-lbs
Factored Pressure
If torsion exceeds allowable, provide supplemental design for footing torsion.
Mu' : Upward
0.00
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe: #4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@ 39
#4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@ 39
= None Spec'd
=
=
=
=
=
0
2,000
8,623
-552
3.78
75.00
Heel:
1,734
0
300
-300
6.91
75.00
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing = # 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 6 @ 16.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If two layers of horizontal bars:
0.77
0.30
#4@ 15.87 in
#5@ 24.60 in
#6@ 34.92 in
in2
in2 /ft
If one layer of horizontal bars:
#4@ 7.94 in
#5@ 12.30 in
#6@ 17.46 in
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) 0.000 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.
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall A Page : 1
Dsgnr:DWM Date: 9 DEC 2020
Description....
6'-0" Stormwater Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\wall-a - 6'-0'' high-concrete-w-fence-5.
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number : wall-a - 6'-0
5.83
6.00
0.00
36.00
0.0
Criteria
Retained Height = ft
Wall height above soil = ft
Slope Behind Wall
Height of Soil over Toe in
Water height over heel = ft
=
=
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
Soil Data and Lateral Earth Pressure
2,000.0
30.0
250.0
Active Heel Pressure = psf/ft
=
110.00=pcfSoil Density, Heel
=
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 0.00 pcf
Footing||Soil Friction = 0.300
Soil height to ignore
for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads
0.0 0.0Surcharge Over Heel = psf Surcharge Over Toe psf
Used To Resist Sliding & Overturning Used for Sliding & Overturning
=
33.0
0.0
0.0
Axial Load Applied to Stem
Axial Dead Load = lbs
Axial Live Load = lbs
Axial Load Eccentricity = in
Lateral Load = 0.0 #/ft
Wind on Exposed Stem psf16.0=
Lateral Load Applied to Stem
...Height to Top = 12.00 ft
...Height to Bottom = 6.00 ft
Wind acts left-to-right toward retention side.
(Service Level)
Load Type
(Service Level)
Wind (W)=
Wind on Exposed Stem
Adjacent Footing Load
Wall to Ftg CL Dist = 0.00 ft
Adjacent Footing Load =0.0 lbs Footing Type Line Load
Footing Width = 0.00 ft
Eccentricity = 0.00 in = 0.0 ft
Base Above/Below Soil
=Poisson's Ratio 0.300
at Back of Wall
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall A Page : 2
Dsgnr:DWM Date: 9 DEC 2020
Description....
6'-0" Stormwater Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\wall-a - 6'-0'' high-concrete-w-fence-5.
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number : wall-a - 6'-0
Wall Design Summary
Stability Ratios
Overturning = 11.65 OK
Sliding = 4.21 OK
Soil Bearing
Total Bearing Load = 2,153 lbs
...resultant ecc. = 20.33 in
Soil Pressure @ Toe = 0 psf OK
Soil Pressure @ Heel = 1,116 psf OK
Allowable = 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 0 psf
ACI Factored @ Heel = 1,562 psf
Footing Shear @ Toe = 18.0 psi OK
Footing Shear @ Heel = 6.9 psi OK
Allowable = 75.0 psi
*
Vertical component of active lateral soil pressure IS considered in the
calculation of soil bearing pressures.
lbs
*Includes water table effect
lbs
0.0
2,153.4
Totals =
0.0
353.1
Seismic-Self-weight
0.0
Sliding
Seismic Load
0.0
969.5
0.0
0.0
Added Lateral Load
543.8
-96.0
0.0
Load @ Stem Above Soil
0.0
0.0
33.0
Surcharge Over Toe
0.0
0.0
0.0 Adjacent Footing
0.0 0.0
lbs
Surcharge over Heel
lbs
734.9
Force
Omit
Heel Active Pressure
Vertical Forces Force
**
Lateral Forces
Lateral on Key
Total Vertical Loads
638.9
Vert. Component
Sliding Calcs
Sloped Soil Over Heel
Lateral Sliding Force
Surcharge Over Heel
= 638.9
Axial Dead Load on Stem
Adjacent Footing Load
lbs
Soil Over Toe
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
646.0
2,045.1
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Axial Live Load on Stem *
Surcharge Over Toe
Earth @ Stem Transitions
Stem Weight(s)
Key Weight
Footing Weight
* Axial live load NOT included in total displayed , or used for overturning
Resisting Forces Sliding Forces
or sliding resistance, but is included for soil pressure calculations.
Buoyant Force 0.0
0.0Water Over Heel
0.0Soil Over Heel (below water table, if any)
Soil Over Heel (above water table, if any) 254.0
Hydrostatic Force 0.0
0.0Heel Active Pressure (below water table, if any)
Heel Active Pressure (above water table, if any) 734.9
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall A Page : 3
Dsgnr:DWM Date: 9 DEC 2020
Description....
6'-0" Stormwater Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\wall-a - 6'-0'' high-concrete-w-fence-5.
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number : wall-a - 6'-0
Resisting Moments Force Distance Moment
Soil Over Heel 254.0
lbs
5.34
ft
1,356.8
ft-#
Sloped Soil Over Heel 0.0
Surcharge Over Heel 0.0
Adjacent Footing Load 0.0
Axial Dead Load on Stem 33.0 4.84 159.8
Axial Live Load on Stem *0.0
Soil Over Toe 0.0 2.27
Surcharge Over Toe 0.0
Stem Weight(s)543.8 4.84 2,632.9
Earth @ Stem Transitions 0.0
Footing Weight 969.5 2.77 2,685.5
Key Weight 0.0 5.50
Vert. Component 353.1 5.54 1,956.3
Total Vertical Loads 2,153.4 lbs
8,791.3 ft-#
Eccentricity 11.5
Overturning
in
* Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations.
Resisting Moment
Resisting Moments
0.0Water Table
Soil Over Heel (below water table, if any)0.0
1,356.85.34254.0Soil Over Heel (above water table, if any)
Overturning Moments Force Distance Moment
lbs ft ft-#
Surcharge over Heel 0.0
Adjacent Footing 0.0
Surcharge Over Toe 0.0
Load @ Stem Above Soil -96.0 10.00 -960.0
Added Lateral Load 0.0
Seismic Load 0.0
Seismic-Self-weight 0.0
Totals =638.9 lbs
Overturning Moment 754.8 ft-#
Overturning
Overturning Moments
Buoyant Force 0.0
0.0Hydrostatic Force
Heel Active Pressure (below water table, if any) 0.0
1,714.82.33734.9Heel Active Pressure (above water table, if any)
MASSON
5-;..SSOCIATES, I"
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall A Page : 4
Dsgnr:DWM Date: 9 DEC 2020
Description....
6'-0" Stormwater Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\wall-a - 6'-0'' high-concrete-w-fence-5.
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number : wall-a - 6'-0
Stem Design Summary
Masonry Block Type = Medium Weight
2nd Bottom
Stem OK
Design Height Above Ftg =6.00ft 0.00
Wall Material Above "Ht"= Fence Concrete
Thickness =7.25
Rebar Size =# 5
Rebar Spacing =16.00
Rebar Placed at =Edge
Design Data
fb/FB + fa/Fa =0.136
Total Force @ Section
=93.3lbs
Moment....Actual
= 272.2ft-#
Moment.....Allowable =5,401.9ft-#
Shear.....Actual
=psi
Shear.....Allowable =75.0
Wall Weight =90.6psf
Rebar Depth 'd'=in 5.44
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
psi
Service Level
=720.6lbsStrength Level
Service Level
Strength Level =739.7ft-#
Service Level
Strength Level =11.0psi
Design Method =LRFD
Anet =in2
MASSON
5-;..SSOCIATES, I"
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall A Page : 5
Dsgnr:DWM Date: 9 DEC 2020
Description....
6'-0" Stormwater Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\wall-a - 6'-0'' high-concrete-w-fence-5.
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number : wall-a - 6'-0
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.0321 in2/ft
(4/3) * As : 0.0428 in2/ft Min Stem T&S Reinf Area 1.044 in2
200bd/fy : 200(12)(5.4375)/60000 : 0.2175 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.174 in2/ft
0.0018bh : 0.0018(12)(7.25) : 0.1566 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.1566 in2/ft #4@ 13.79 in #4@ 27.59 in
Provided Area : 0.2325 in2/ft #5@ 21.38 in #5@ 42.76 in
Maximum Area : 0.7366 in2/ft #6@ 30.34 in #6@ 60.69 in
4.54
1.00
14.00 =Min. As % 0.0018
Footing Dimensions & Strengths
f'c = 2,500 psiToe Width = ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width 12.00
0.00
5.00
= in
= in
= ft
@ Top
=
Footing Thickness = in
5.54 ft=
Rebar Cover = 2.00
in@ Bottom 3.00
in
Total Footing Width = 150.00 pcfFooting Concrete Density
Fy = 60,000 psi
Footing Data
Footing Torsion, Tu =
Toe Heel
ft-lbs
Footing Design Results
0.00
Key:
Footing Allow. Torsion, phi Tu
=
=
No key defined
ft-lbs
Factored Pressure
If torsion exceeds allowable, provide supplemental design for footing torsion.
Mu' : Upward
0.00
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe: #4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@ 39
#4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@ 39
= None Spec'd
=
=
=
=
=
0
10,696
74,944
-5,354
17.95
75.00
Heel:
1,562
0
300
-300
6.91
75.00
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing = # 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 6 @ 16.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If two layers of horizontal bars:
1.68
0.30
#4@ 15.87 in
#5@ 24.60 in
#6@ 34.92 in
in2
in2 /ft
If one layer of horizontal bars:
#4@ 7.94 in
#5@ 12.30 in
#6@ 17.46 in
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) 0.000 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.
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall B Page : 1
Dsgnr:Robert D'Amaro Date: 9 DEC 2020
Description....
4'-8" Wall Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\WALL-B - 4'-8'' High Masonry.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number :
4.67
0.50
0.00
36.00
0.0
Criteria
Retained Height =ft
Wall height above soil =ft
Slope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
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
Soil Data and Lateral Earth Pressure
2,000.0
30.0
300.0
Active Heel Pressure =psf/ft
=
110.00=pcfSoil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 0.00 pcf
Footing||Soil Friction =0.300
Soil height to ignore
for passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads
120.0 0.0Surcharge Over Heel = psf Surcharge Over Toe
Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning
=
0.0
0.0
7.0
Axial Load Applied to Stem
Axial Dead Load =lbs
Axial Live Load =lbs
Axial Load Eccentricity =in
Lateral Load = 0.0 #/ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
...Height to Top =0.00 ft
...Height to Bottom =0.00 ft
Wind acts left-to-right toward retention side.
(Service Level)
Load Type
(Service Level)
Wind (W)=
Wind on Exposed Stem
Adjacent Footing Load
Wall to Ftg CL Dist = 0.00 ft
Adjacent Footing Load =0.0 lbs Footing Type Line Load
Footing Width = 0.00 ft
Eccentricity = 0.00 in = 0.0 ft
Base Above/Below Soil
=Poisson's Ratio 0.300
at Back of Wall
-
1 .... .. . .
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall B Page : 2
Dsgnr:Robert D'Amaro Date: 9 DEC 2020
Description....
4'-8" Wall Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\WALL-B - 4'-8'' High Masonry.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number :
Wall Design Summary
Stability Ratios
Overturning = 1.64 OK
Sliding = 4.14 OK
Soil Bearing
Total Bearing Load = 1,506 lbs
...resultant ecc. = 8.15 in
Soil Pressure @ Toe = 1,530 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,142 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 6.8 psi OK
Footing Shear @ Heel = 7.4 psi OK
Allowable = 75.0 psi
*
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of soil bearing pressures.
lbs
*Includes water table effect
lbs
0.0
1,506.3
Totals =
0.0
0.0
Seismic-Self-weight
0.0
Sliding
Seismic Load
0.0
467.3
0.0
0.0
Added Lateral Load
403.3
0.0
0.0
Load @ Stem Above Soil
0.0
0.0
0.0
Surcharge Over Toe
0.0
0.0
120.4 Adjacent Footing
0.0 191.0
lbs
Surcharge over Heel
lbs
511.0
Force
Omit
Heel Active Pressure
Vertical Forces Force
**
Lateral Forces
Lateral on Key
Total Vertical Loads
702.0
Vert. Component
Sliding Calcs
Sloped Soil Over Heel
Lateral Sliding Force
Surcharge Over Heel
= 702.0
Axial Dead Load on Stem
Adjacent Footing Load
lbs
Soil Over Toe
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
451.9
2,454.2
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Axial Live Load on Stem *
Surcharge Over Toe
Earth @ Stem Transitions
Stem Weight(s)
Key Weight
Footing Weight
* Axial live load NOT included in total displayed , or used for overturning
Resisting Forces Sliding Forces
or sliding resistance, but is included for soil pressure calculations.
Buoyant Force 0.0
0.0Water Over Heel
0.0Soil Over Heel (below water table, if any)
Soil Over Heel (above water table, if any) 515.4
Hydrostatic Force 0.0
0.0Heel Active Pressure (below water table, if any)
Heel Active Pressure (above water table, if any) 511.0
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall B Page : 3
Dsgnr:Robert D'Amaro Date: 9 DEC 2020
Description....
4'-8" Wall Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\WALL-B - 4'-8'' High Masonry.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number :
Resisting Moments Force Distance Moment
Soil Over Heel 515.4
lbs
2.17
ft
1,117.6
ft-#
Sloped Soil Over Heel 0.0
Surcharge Over Heel 120.4 2.17 261.1
Adjacent Footing Load 0.0
Axial Dead Load on Stem 0.0
Axial Live Load on Stem *0.0
Soil Over Toe 0.0 0.50
Surcharge Over Toe 0.0
Stem Weight(s)403.3 1.33 537.7
Earth @ Stem Transitions 0.0
Footing Weight 467.3 1.34 623.8
Key Weight 0.0
Vert. Component 0.0
Total Vertical Loads 1,506.3 lbs
2,540.1 ft-#
Eccentricity -8.1
Overturning
in
* Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations.
Resisting Moment
Resisting Moments
0.0Water Table
Soil Over Heel (below water table, if any) 0.0
1,117.62.17515.4Soil Over Heel (above water table, if any)
Overturning Moments Force Distance Moment
lbs ft ft-#
Surcharge over Heel 191.0 2.92 557.5
Adjacent Footing 0.0
Surcharge Over Toe 0.0
Load @ Stem Above Soil 0.0
Added Lateral Load 0.0
Seismic Load 0.0
Seismic-Self-weight 0.0
Totals =702.0 lbs
Overturning Moment 1,551.6 ft-#
Overturning
Overturning Moments
Buoyant Force 0.0
0.0Hydrostatic Force
Heel Active Pressure (below water table, if any) 0.0
994.21.95511.0Heel Active Pressure (above water table, if any)
MASSON
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall B Page : 4
Dsgnr:Robert D'Amaro Date: 9 DEC 2020
Description....
4'-8" Wall Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\WALL-B - 4'-8'' High Masonry.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number :
Stem Design Summary
Masonry Block Type = Medium Weight
Bottom
Stem OK
Design Height Above Ftg = 0.00ft
Wall Material Above "Ht" = Masonry
Thickness = 8.00
Rebar Size = # 4
Rebar Spacing = 24.00
Rebar Placed at = Edge
Design Data
fb/FB + fa/Fa =0.893
Total Force @ Section
= 480.0lbs
Moment....Actual
= 866.1ft-#
Moment.....Allowable = 969.8
Shear.....Actual
= 5.2psi
Shear.....Allowable = 44.9psi
Wall Weight = 78.0psf
Rebar Depth 'd'=5.25in
Masonry Data
f'm = 1,500psi
Fs =psi 24,000
Solid Grouting =Yes
Modular Ratio 'n'= 21.48
Short Term Factor = 1.000
Equiv. Solid Thick.=7.60in
Concrete Data
f'c =psi
Fy =
Masonry Design Method ASD=
psi
Service Level
=lbsStrength Level
Service Level
Strength Level =ft-#
Service Level
Strength Level =psi
Design Method = ASD LRFD
Anet = 91.50in2
MASSON
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall B Page : 5
Dsgnr:Robert D'Amaro Date: 9 DEC 2020
Description....
4'-8" Wall Basins 1 & 3
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\WALL-B - 4'-8'' High Masonry.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number :
1.00
1.67
14.00 =Min. As %0.0018
Footing Dimensions & Strengths
f'c = 2,500 psiToe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width 0.00
0.00
0.00
= in
= in
= ft
@ Top
=
Footing Thickness = in
2.67 ft
=
Rebar Cover = 2.00
in@ Bottom 3.00
in
Total Footing Width = 150.00 pcfFooting Concrete Density
Fy = 60,000 psi
Footing Data
Footing Torsion, Tu =
Toe Heel
ft-lbs
Footing Design Results
0.00
Key:
Footing Allow. Torsion, phi Tu
=
=
No key defined
ft-lbs
Factored Pressure
If torsion exceeds allowable, provide supplemental design for footing torsion.
Mu' : Upward
0.00
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe: #4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@ 39
#4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@ 39
= None Spec'd
=
=
=
=
=
2,142
10,678
4,848
486
6.83
75.00
Heel:
0
0
683
-683
7.40
75.00
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing = # 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 6 @ 16.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If two layers of horizontal bars:
0.81
0.30
#4@ 15.87 in
#5@ 24.60 in
#6@ 34.92 in
in2
in2 /ft
If one layer of horizontal bars:
#4@ 7.94 in
#5@ 12.30 in
#6@ 17.46 in
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) 0.082 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.
MASSON
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall C Page : 1
Dsgnr:Robert D'Amaro Date: 9 DEC 2020
Description....
4'-8" Wall Basin 2
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\WALL-C - 4'-8'' High Masonry.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number :
4.67
0.50
0.00
36.00
0.0
Criteria
Retained Height =ft
Wall height above soil =ft
Slope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
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
Soil Data and Lateral Earth Pressure
2,000.0
30.0
300.0
Active Heel Pressure =psf/ft
=
110.00=pcfSoil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 0.00 pcf
Footing||Soil Friction =0.300
Soil height to ignore
for passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads
0.0 0.0Surcharge Over Heel = psf Surcharge Over Toe
Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning
=
0.0
0.0
7.0
Axial Load Applied to Stem
Axial Dead Load =lbs
Axial Live Load =lbs
Axial Load Eccentricity =in
Lateral Load = 0.0 #/ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
...Height to Top =0.00 ft
...Height to Bottom =0.00 ft
Wind acts left-to-right toward retention side.
(Service Level)
Load Type
(Service Level)
Wind (W)=
Wind on Exposed Stem
Adjacent Footing Load
Wall to Ftg CL Dist = 0.00 ft
Adjacent Footing Load =0.0 lbs Footing Type Line Load
Footing Width = 0.00 ft
Eccentricity = 0.00 in = 0.0 ft
Base Above/Below Soil
=Poisson's Ratio 0.300
at Back of Wall
MASSON
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall C Page : 2
Dsgnr:Robert D'Amaro Date: 9 DEC 2020
Description....
4'-8" Wall Basin 2
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\WALL-C - 4'-8'' High Masonry.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number :
Wall Design Summary
Stability Ratios
Overturning = 3.44 OK
Sliding = 5.24 OK
Soil Bearing
Total Bearing Load = 1,236 lbs
...resultant ecc. = 0.99 in
Soil Pressure @ Toe = 450 psf OK
Soil Pressure @ Heel = 329 psf OK
Allowable = 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 631 psf
ACI Factored @ Heel = 461 psf
Footing Shear @ Toe = 1.2 psi OK
Footing Shear @ Heel = 10.3 psi OK
Allowable = 75.0 psi
*
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of soil bearing pressures.
lbs
*Includes water table effect
lbs
0.0
1,235.7
Totals =
0.0
0.0
Seismic-Self-weight
0.0
Sliding
Seismic Load
0.0
317.0
0.0
0.0
Added Lateral Load
403.3
0.0
0.0
Load @ Stem Above Soil
0.0
0.0
0.0
Surcharge Over Toe
0.0
0.0
0.0 Adjacent Footing
0.0 0.0
lbs
Surcharge over Heel
lbs
427.2
Force
Omit
Heel Active Pressure
Vertical Forces Force
**
Lateral Forces
Lateral on Key
Total Vertical Loads
427.2
Vert. Component
Sliding Calcs
Sloped Soil Over Heel
Lateral Sliding Force
Surcharge Over Heel
= 427.2
Axial Dead Load on Stem
Adjacent Footing Load
lbs
Soil Over Toe
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
370.7
1,866.7
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Axial Live Load on Stem *
Surcharge Over Toe
Earth @ Stem Transitions
Stem Weight(s)
Key Weight
Footing Weight
* Axial live load NOT included in total displayed , or used for overturning
Resisting Forces Sliding Forces
or sliding resistance, but is included for soil pressure calculations.
Buoyant Force 0.0
0.0Water Over Heel
0.0Soil Over Heel (below water table, if any)
Soil Over Heel (above water table, if any) 515.4
Hydrostatic Force 0.0
0.0Heel Active Pressure (below water table, if any)
Heel Active Pressure (above water table, if any) 427.2
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall C Page : 3
Dsgnr:Robert D'Amaro Date: 9 DEC 2020
Description....
4'-8" Wall Basin 2
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\WALL-C - 4'-8'' High Masonry.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number :
Resisting Moments Force Distance Moment
Soil Over Heel 515.4
lbs
2.67
ft
1,375.3
ft-#
Sloped Soil Over Heel 0.0
Surcharge Over Heel 0.0
Adjacent Footing Load 0.0
Axial Dead Load on Stem 0.0
Axial Live Load on Stem *0.0
Soil Over Toe 0.0 0.75
Surcharge Over Toe 0.0
Stem Weight(s)403.3 1.83 739.3
Earth @ Stem Transitions 0.0
Footing Weight 317.0 1.59 502.4
Key Weight 0.0
Vert. Component 0.0
Total Vertical Loads 1,235.7 lbs
2,617.0 ft-#
Eccentricity -1.0
Overturning
in
* Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations.
Resisting Moment
Resisting Moments
0.0Water Table
Soil Over Heel (below water table, if any) 0.0
1,375.32.67515.4Soil Over Heel (above water table, if any)
Overturning Moments Force Distance Moment
lbs ft ft-#
Surcharge over Heel 0.0
Adjacent Footing 0.0
Surcharge Over Toe 0.0
Load @ Stem Above Soil 0.0
Added Lateral Load 0.0
Seismic Load 0.0
Seismic-Self-weight 0.0
Totals =427.2 lbs
Overturning Moment 759.9 ft-#
Overturning
Overturning Moments
Buoyant Force 0.0
0.0Hydrostatic Force
Heel Active Pressure (below water table, if any) 0.0
759.91.78427.2Heel Active Pressure (above water table, if any)
MASSON
Stem Design Summary
Masonry Block Type = Medium Weight
Bottom
Stem OK
Design Height Above Ftg = 0.00ft
Wall Material Above "Ht" = Masonry
Thickness = 8.00
Rebar Size = # 4
Rebar Spacing = 32.00
Rebar Placed at = Edge
Design Data
fb/FB + fa/Fa =0.693
Total Force @ Section
= 327.1lbs
Moment....Actual
= 509.2ft-#
Moment.....Allowable = 734.5
Shear.....Actual
= 3.6psi
Shear.....Allowable = 44.9psi
Wall Weight = 78.0psf
Rebar Depth 'd' = 5.25in
Masonry Data
f'm = 1,500psi
Fs =psi 24,000
Solid Grouting = Yes
Modular Ratio 'n'= 21.48
Short Term Factor = 1.000
Equiv. Solid Thick.=7.60in
Concrete Data
f'c =psi
Fy =
Masonry Design Method ASD=
psi
Service Level
=lbsStrength Level
Service Level
Strength Level =ft-#
Service Level
Strength Level =psi
Design Method = ASD LRFD
Anet = 91.50in2
Masson & Assoc., Inc.
200 E. Washington Ave. Suite 200
Escondido, CA 92029
(760) 741-3570
Title :Wall C Page : 5
Dsgnr:Robert D'Amaro Date: 9 DEC 2020
Description....
4'-8" Wall Basin 2
This Wall in File: I:\16\16277\PROD\Reports\Retaining Walls\WALL-C - 4'-8'' High Masonry.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06057269License To : MASSON & ASSOCIATES, INC.
Project Name/Number :
1.50
1.67
8.00 =Min. As %0.0018
Footing Dimensions & Strengths
f'c = 2,500 psiToe Width = ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width 0.00
0.00
0.00
= in
= in
= ft
@ Top
=
Footing Thickness = in
3.17 ft
=
Rebar Cover = 2.00
in@ Bottom 3.00
in
Total Footing Width = 150.00 pcfFooting Concrete Density
Fy = 60,000 psi
Footing Data
Footing Torsion, Tu =
Toe Heel
ft-lbs
Footing Design Results
0.00
Key:
Footing Allow. Torsion, phi Tu
=
=
No key defined
ft-lbs
Factored Pressure
If torsion exceeds allowable, provide supplemental design for footing torsion.
Mu' : Upward
0.00
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe: phiMn = phi'5'lambda'sqrt(fc)'Sm
phiMn = phi'5'lambda'sqrt(fc)'Sm
= None Spec'd
=
=
=
=
=
631
8,151
8,514
-30
1.20
40.00
Heel:
461
0
494
-494
10.26
40.00
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = None Spec'd
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If two layers of horizontal bars:
0.55
0.17
#4@ 27.78 in
#5@ 43.06 in
#6@ 61.11 in
in2
in2 /ft
If one layer of horizontal bars:
#4@ 13.89 in
#5@ 21.53 in
#6@ 30.56 in
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) 0.020 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.