HomeMy WebLinkAboutCDP 2022-0008; MARTIN RESIDENCE; MARTIN RESIDENCE SITE WALLS; 2024-05-01
Martin Residence Site Walls
Buena Vista Circle
Carlsbad, CA 92008
Structural Calculations - 23198
Qualls Engineering
Structural Engineering Services
Pasco Laret Suiter & Associates
119 Aberdeen Drive
Cardiff, CA 92007
P: 858-259-8212
CDP 2022-0008GR 2023-0033DWG.544-4A
C77372
Qualls Engineering
Structural Engineering Services
Sheet:
Project: Martiin Residence Site Walls Job #: 23198
Engineer: AL Date:
Correction Responses
On 4/30/24, I had a phone conversation with Nichole Fine in the Land Development Engineering department. It was discussed that the combined retaining wall footings do not require a specific calculation
related to the combined footing, as the individual retaining wall footing designs and calculations govern. The retaining walls are opposing each other at the combined footings, and their overturning moments are reduced
as the retaining wall pressures are opposing each other.
Correction 1: See revised cover sheet which now specifies the permit numbers and drawings numbers associated with the
project.
Correction 2: See revised structural details 1 & 8 on sheet 10 clarifying the 4” dimension from back of key to back (heel) of
footing.
Note to the Engineering Reviewer:
Please feel free to reach out to me directly if there are any items that may require further consideration. We find it is simpler and clearer to coordinate with you directly and hope to avoid another round of formal
corrections. Thanks for your partnership in providing our client the most streamlined approach possible. Andrew Lelja
andrew@quallseng.com 760-704-8292
1 / 34
05/07/24
Qualls Engineering
Structural Engineering Services
Sheet:
Project: Martin Residence Site Walls Job #: 23198
Engineer: AL Date:
DESIGN BASIS
GOVERNING CODE: 2022 CBC
CONCRETE: f’c = 2,500 psi (MINIMUM)
REINFORCING STEEL: ASTM A615, Fy = 60 ksi
STRUCTURAL STEEL: ASTM A36, Fy = 36 ksi (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GR C, Fy = 50 ksi (STRUCTURAL RECT & SQ HSS TUBES)
MASONRY: f’m = 2,000 psi (MINIMUM)
PROJECT SCOPE
Project consists of a proposed site wall around the bio-filtration basin in the rear of the property
located at Buena Vista Circle, Carlsbad, CA, 92008. The proposed site wall around the basin is primarily constructed of typical CMU stem walls and concrete footings. There has been a soils
report provided for this project by Christian Wheeler Engineering, dated 12/08/21. Therefore, the foundation design will be based on recommendations of the project geotechnical engineer.
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Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 4'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Design Summary
Wall Stability RatiosOverturning =1.65
Global Stability =1.70
OKSliding=1.73 OK
Total Bearing Load =1,107 lbs...resultant ecc.=6.02 inEccentricity outside middle thirdSoil Pressure @ Toe =1,481 psf OKSoil Pressure @ Heel =0 psf OK
Allowable =2,000 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =2,073 psfACI Factored @ Heel =0 psf
Footing Shear @ Toe =10.8 psi OKFooting Shear @ Heel =2.1 psi OK
Allowable =75.0 psi
Sliding CalcsLateral Sliding Force =512.5 lbs
less 100% Passive Forceless 100% Friction Force
Added Force Req'd....for 1.5 Stability =0.0=
332.1554.2==
0.0
-lbslbs
lbs OK
lbs OK
-
Masonry Block Type =
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ftWall Material Above "Ht"=Masonry
Thickness =8.00Rebar Size =#4Rebar Spacing =16.00
Rebar Placed at =4.6 inDesign Data
fb/FB + fa/Fa =0.259
Total Force @ Section
=328.0lbs
Moment....Actual
=437.3ft-#
Moment.....Allowable =1,683.4
=3.6psi
Shear.....Allowable =52.0psi
Wall Weight =78.0psf
Rebar Depth 'd'=4.60in
Masonry Dataf'm =2,000psiFs=psi 32,000Solid Grouting =Yes
Modular Ratio 'n'=16.11
Equiv. Solid Thick.=7.63in
Concrete Dataf'c =psiFy=
Masonry Design Method ASD=
Load FactorsBuilding CodeDead 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 ASD SD
Vertical component of active lateral soil pressure ISNOT considered in the calculation of soil bearing
Anet (Masonry)=91.50 139.50in2
3
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 4'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
1.00
1.00
12.00
Footing Torsion, Tu =
=
ft-lbs0.00
Min. 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 DepthKey Width =in=in
=
8.008.00
1.00 ft
Footing Thickness =in
2.00=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
#4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in
Factored PressureMu' : UpwardMu' : DownwardMu: Design
Actual 1-Way ShearAllow 1-Way Shear
Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@46.29 in, #10@ 58.79 in
phiMn = phi*5*lambda*sqrt(fc)*Sm
=# 4 @ 12.00 in
==
=
==
2,073805168637
10.8275.00
Heel:
008484
2.1040.00
HeelToe psfft-#ft-#ft-#
psipsi
Heel Reinforcing =None Spec'd
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 4 @ 8.00 in
Min footing T&S reinf AreaMin footing T&S reinf Area per foot
If one layer of horizontal bars:
0.520.26
#4@ 9.26 in
#5@ 14.35 in#6@ 20.37 in
in2in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in#6@ 40.74 in
supplemental design for footing torsion.
phiMn 2,50011,336=ft-#OKOK
4
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 4'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Forceft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
=Surcharge over Heel
=
Surcharge Over Heel
=
=
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
=
=
=
60.0 0.50 30.0=
=
=
Stem Weight(s)
=
520.3 1.33 693.7
Earth @ Stem Transitions
=Footing Weight
=
300.0 1.00 300.0
Key Weight
=
66.7 1.33 88.9
Added Lateral Load
lbs
=854.2
Vert. Component
Total
=
1,106.9 1,405.9* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=512.5 O.T.M.
=
Resisting/Overturning Ratio =1.65Vertical Loads used for Soil Pressure =1,106.9 lbs
Vertical component of active lateral soil pressure IS NOT considered inthe calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered inthe calculation of Overturning Resistance.
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
160.0 1.83
1.83
293.3
293.3
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
512.5 1.67 854.2
Hydrostatic Force
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)0.137 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.
5
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 4'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Calculated Rebar Stress, fs = 8313.40 psi
Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =20.00 in
Development length for #4 bar specified in this stem design segment =12.00 in
Hooked embedment length into footing for #4 bar specified in this stem design segment =8.40 in
As Provided =0.1500 in2/ft
As Required =0.0399 in2/ft
6
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 4'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:7
8" w/ #4@ 16"
Solid Grout
6"~------------
#4@8in
@Toe
#4@12in
@ Center On Key
•
1'-0"
2'-8"
Clear Cover : 2. 75" 6'-8"
4'-0"
3"
811 411
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 5'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per IBC 1807.3, CBC , ASCE 7-16
5.00
1.67
0.00
6.00
2,000.0
41.0
0.0
300.0
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 table above =ft =
=
120.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 120.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
bottom of footing
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.00.00.0
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 Spread Footing
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 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)=
8
2021 2022
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 5'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Design Summary
Wall Stability RatiosOverturning =1.67
Global Stability =1.53
OKSliding=1.61 OK
Total Bearing Load =1,338 lbs...resultant ecc.=7.60 inEccentricity outside middle thirdSoil Pressure @ Toe =1,203 psf OKSoil Pressure @ Heel =0 psf OK
Allowable =2,000 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,684 psfACI Factored @ Heel =0 psf
Footing Shear @ Toe =12.8 psi OKFooting Shear @ Heel =2.5 psi OK
Allowable =75.0 psi
Sliding CalcsLateral Sliding Force =738.0 lbs
less 100% Passive Forceless 100% Friction Force
Added Force Req'd....for 1.5 Stability =0.0=
401.3787.5==
0.0
-lbslbs
lbs OK
lbs OK
-
Masonry Block Type =
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ftWall Material Above "Ht"=Masonry
Thickness =8.00Rebar Size =#4Rebar Spacing =16.00
Rebar Placed at =4.6 inDesign Data
fb/FB + fa/Fa =0.507
Total Force @ Section
=512.5lbs
Moment....Actual
=854.2ft-#
Moment.....Allowable =1,683.4
=5.6psi
Shear.....Allowable =52.0psi
Wall Weight =78.0psf
Rebar Depth 'd'=4.60in
Masonry Dataf'm =2,000psiFs=psi 32,000Solid Grouting =Yes
Modular Ratio 'n'=16.11
Equiv. Solid Thick.=7.63in
Concrete Dataf'c =psiFy=
Masonry Design Method ASD=
Load FactorsBuilding CodeDead 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 ASD SD
Vertical component of active lateral soil pressure ISNOT considered in the calculation of soil bearing
Anet (Masonry)=91.50 139.50in2
9
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 5'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
1.75
1.00
12.00
Footing Torsion, Tu =
=
ft-lbs0.00
Min. 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 DepthKey Width =in=in
=
8.0012.00
1.75 ft
Footing Thickness =in
2.75=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
#4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in
Factored PressureMu' : UpwardMu' : DownwardMu: Design
Actual 1-Way ShearAllow 1-Way Shear
Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@46.29 in, #10@ 58.79 in
phiMn = phi*5*lambda*sqrt(fc)*Sm
=# 4 @ 12.00 in
==
=
==
1,6841,9024591,443
12.7975.00
Heel:
00100100
2.5040.00
HeelToe psfft-#ft-#ft-#
psipsi
Heel Reinforcing =None Spec'd
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 4 @ 8.00 in
Min footing T&S reinf AreaMin footing T&S reinf Area per foot
If one layer of horizontal bars:
0.710.26
#4@ 9.26 in
#5@ 14.35 in#6@ 20.37 in
in2in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in#6@ 40.74 in
supplemental design for footing torsion.
phiMn 2,50011,336=ft-#OKOK
10
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 5'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Forceft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
=Surcharge over Heel
=
Surcharge Over Heel
=
=
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
=
=
=
105.0 0.88 91.9=
=
=
Stem Weight(s)
=
520.3 2.08 1,083.9
Earth @ Stem Transitions
=Footing Weight
=
412.5 1.38 567.2
Key Weight
=
100.0 2.08 208.3
Added Lateral Load
lbs
=1,476.0
Vert. Component
Total
=
1,337.8 2,467.9* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=738.0 O.T.M.
=
Resisting/Overturning Ratio =1.67Vertical Loads used for Soil Pressure =1,337.8 lbs
Vertical component of active lateral soil pressure IS NOT considered inthe calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered inthe calculation of Overturning Resistance.
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
200.0 2.58
2.58
516.7
516.7
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
738.0 2.00 1,476.0
Hydrostatic Force
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)0.081 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.
11
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 5'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Calculated Rebar Stress, fs = 16237.10 psi
Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =20.00 in
Development length for #4 bar specified in this stem design segment =16.24 in
Hooked embedment length into footing for #4 bar specified in this stem design segment =8.40 in
As Provided =0.1500 in2/ft
As Required =0.0784 in2/ft
12
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 5'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:13
8" WI #4@ 16"
Solid Grout
6"~------------
#4@8in
@Toe
#4@12in
@ Center On Key
1'-9"
1'-9"
1'-8"
Clear Cover : .775" 6,_8 ..
5'-0"
3"
8" 4"
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per IBC 1807.3, CBC , ASCE 7-16
6.00
0.67
0.00
6.00
2,000.0
41.0
0.0
300.0
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 table above =ft =
=
120.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 120.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
bottom of footing
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.00.00.0
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 Spread Footing
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 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)=
14
20222021
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Design Summary
Wall Stability RatiosOverturning =1.60
Global Stability =1.28
OKSliding=1.52 OK
Total Bearing Load =1,569 lbs...resultant ecc.=10.18 inEccentricity outside middle thirdSoil Pressure @ Toe =1,160 psf OKSoil Pressure @ Heel =0 psf OK
Allowable =2,000 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,624 psfACI Factored @ Heel =0 psf
Footing Shear @ Toe =14.6 psi OKFooting Shear @ Heel =2.9 psi OK
Allowable =75.0 psi
Sliding CalcsLateral Sliding Force =1,004.5 lbs
less 100% Passive Forceless 100% Friction Force
Added Force Req'd....for 1.5 Stability =0.0=
470.61,054.2==
0.0
-lbslbs
lbs OK
lbs OK
-
Masonry Block Type =
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ftWall Material Above "Ht"=Masonry
Thickness =8.00Rebar Size =#4Rebar Spacing =8.00
Rebar Placed at =4.6 inDesign Data
fb/FB + fa/Fa =0.514
Total Force @ Section
=738.0lbs
Moment....Actual
=1,476.0ft-#
Moment.....Allowable =2,870.4
=8.1psi
Shear.....Allowable =52.0psi
Wall Weight =78.0psf
Rebar Depth 'd'=4.60in
Masonry Dataf'm =2,000psiFs=psi 32,000Solid Grouting =Yes
Modular Ratio 'n'=16.11
Equiv. Solid Thick.=7.63in
Concrete Dataf'c =psiFy=
Masonry Design Method ASD=
Load FactorsBuilding CodeDead 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 ASD SD
Vertical component of active lateral soil pressure ISNOT considered in the calculation of soil bearing
Anet (Masonry)=91.50 139.50in2
15
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
2.50
1.00
12.00
Footing Torsion, Tu =
=
ft-lbs0.00
Min. 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 DepthKey Width =in=in
=
8.0016.00
2.50 ft
Footing Thickness =in
3.50=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
#4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in
Factored PressureMu' : UpwardMu' : DownwardMu: Design
Actual 1-Way ShearAllow 1-Way Shear
Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@46.29 in, #10@ 58.79 in
phiMn = phi*5*lambda*sqrt(fc)*Sm
=# 4 @ 12.00 in
==
=
==
1,6243,5118932,618
14.6475.00
Heel:
00116116
2.9040.00
HeelToe psfft-#ft-#ft-#
psipsi
Heel Reinforcing =None Spec'd
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 4 @ 8.00 in
Min footing T&S reinf AreaMin footing T&S reinf Area per foot
If one layer of horizontal bars:
0.910.26
#4@ 9.26 in
#5@ 14.35 in#6@ 20.37 in
in2in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in#6@ 40.74 in
supplemental design for footing torsion.
phiMn 2,50011,336=ft-#OKOK
16
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Forceft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
=Surcharge over Heel
=
Surcharge Over Heel
=
=
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
=
=
=
150.0 1.25 187.5=
=
=
Stem Weight(s)
=
520.3 2.83 1,474.1
Earth @ Stem Transitions
=Footing Weight
=
525.0 1.75 918.8
Key Weight
=
133.3 2.83 377.8
Added Lateral Load
lbs
=2,343.8
Vert. Component
Total
=
1,568.6 3,758.1* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=1,004.5 O.T.M.
=
Resisting/Overturning Ratio =1.60Vertical Loads used for Soil Pressure =1,568.6 lbs
Vertical component of active lateral soil pressure IS NOT considered inthe calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered inthe calculation of Overturning Resistance.
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
240.0 3.33
3.33
800.0
800.0
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
1,004.5 2.33 2,343.8
Hydrostatic Force
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)0.061 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.
17
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Calculated Rebar Stress, fs = 14475.19 psi
Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =20.00 in
Development length for #4 bar specified in this stem design segment =14.48 in
Hooked embedment length into footing for #4 bar specified in this stem design segment =8.40 in
As Provided =0.3000 in2/ft
As Required =0.1369 in2/ft
18
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-0" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:19
8" w/#4@8"
Solid Grout
6"~-----------_j
#4@8in
@Toe
#4@12in
@ Center On Key
•
2'-6" 8" 4"
2'-6"
3'-6"
Clear Cover : 2.775"6,_8,,
6'-0"
3"
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-8" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per IBC 1807.3, CBC , ASCE 7-16
6.67
0.67
0.00
6.00
2,667.0
41.0
0.0
300.0
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 table above =ft =
=
120.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 120.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
bottom of footing
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.00.00.0
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 Spread Footing
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 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 top of Inverted Triangular Distribution . . . . . . .=96.000
(Strength)
Total Strength-Level Seismic Load. . . . .=
268.912Total Service-Level Seismic Load. . . . .=
384.160 lbs
lbspsf
Method : Inverted Triangular
20
20222021
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-8" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Design Summary
Wall Stability RatiosOverturning =1.27
Global Stability =1.28
Ratio < 1.5!Sliding =1.25 Ratio < 1.5!
Total Bearing Load =2,083 lbs...resultant ecc.=19.41 inEccentricity outside middle thirdSoil Pressure @ Toe =2,196 psf OKSoil Pressure @ Heel =0 psf OK
Allowable =2,667 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =3,075 psfACI Factored @ Heel =0 psf
Footing Shear @ Toe =11.6 psi OKFooting Shear @ Heel =2.4 psi OK
Allowable =75.0 psi
Sliding CalcsLateral Sliding Force =1,582.0 lbs
less 100% Passive Forceless 100% Friction Force
Added Force Req'd....for 1.5 Stability =0.0=
624.81,354.2==
394.0
-lbslbs
lbs OK
lbs NG
-
Masonry Block Type =
Stem Construction Bottom
Ratio > 1.0
Shear.....Actual
Design Height Above Ftg =0.00ftWall Material Above "Ht"=Masonry
Thickness =8.00Rebar Size =#6Rebar Spacing =8.00
Rebar Placed at =4.5 inDesign Data
fb/FB + fa/Fa =1.004
Total Force @ Section
=1,285.5lbs
Moment....Actual
=3,570.0ft-#
Moment.....Allowable =3,554.1
=14.0psi
Shear.....Allowable =52.2psi
Wall Weight =78.0psf
Rebar Depth 'd'=4.50in
Masonry Dataf'm =2,000psiFs=psi 32,000Solid Grouting =Yes
Modular Ratio 'n'=16.11
Equiv. Solid Thick.=7.63in
Concrete Dataf'c =psiFy=
Masonry Design Method ASD=
Load FactorsBuilding CodeDead 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 ASD SD
Vertical component of active lateral soil pressure ISNOT considered in the calculation of soil bearing
Anet (Masonry)=91.50 139.50in2
21
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-8" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
3.50
1.00
16.00
Footing Torsion, Tu =
=
ft-lbs0.00
Min. 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 DepthKey Width =in=in
=
8.0016.00
3.50 ft
Footing Thickness =in
4.50=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
#4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in
Factored PressureMu' : UpwardMu' : DownwardMu: Design
Actual 1-Way ShearAllow 1-Way Shear
Toe:#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@34.72 in, #10@ 44.09 in
phiMn = phi*5*lambda*sqrt(fc)*Sm
=# 4 @ 12.00 in
==
=
==
3,0758,3622,0936,269
11.6075.00
Heel:
00133133
2.3840.00
HeelToe psfft-#ft-#ft-#
psipsi
Heel Reinforcing =None Spec'd
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 6 @ 8.00 in
Min footing T&S reinf AreaMin footing T&S reinf Area per foot
If one layer of horizontal bars:
1.560.35
#4@ 6.94 in
#5@ 10.76 in#6@ 15.28 in
in2in2 /ft
If two layers of horizontal bars:
#4@ 13.89 in
#5@ 21.53 in#6@ 30.56 in
supplemental design for footing torsion.
phiMn 4,90035,190=ft-#OKOK
22
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-8" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Forceft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
=Surcharge over Heel
=
Surcharge Over Heel
=
=
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
=268.9
=
=
210.0 1.75 367.5=
=
=Seismic Earth Load
=
5.34 1,434.8 Stem Weight(s)
=
572.5 3.83 2,194.7
Earth @ Stem Transitions
=Footing Weight
=
900.0 2.25 2,025.0
Key Weight
=
133.3 3.83 511.1
Added Lateral Load
lbs
=4,937.8
Vert. Component
Total
=
2,082.7 6,254.4* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=1,582.0 O.T.M.
=
Resisting/Overturning Ratio =1.27Vertical Loads used for Soil Pressure =2,082.7 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 inthe calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered inthe calculation of Overturning Resistance.
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
266.8 4.33
4.33
1,156.1
1,156.1
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
1,313.1 2.67 3,503.0
Hydrostatic Force
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)0.100 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.
23
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-8" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Calculated Rebar Stress, fs = 17041.77 psi
Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) =30.00 in
Development length for #6 bar specified in this stem design segment =25.56 in
Hooked embedment length into footing for #6 bar specified in this stem design segment =12.60 in
As Provided =0.6600 in2/ft
As Required =0.3522 in2/ft
24
Cantilevered Retaining Wall
LIC# : KW-06015197, Build:20.23.12.07 Qualls Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Martin Residence Site Walls 6'-8" Cantilever Wall
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project File: martin residence site walls - Copy.EC6
Project Title:Engineer:Project ID:Project Descr:25
8" w/#6@8"
Solid Grout
6"_J_ __________ _J
#6@8in
@Toe
#4@12in
@ Center On Key
·~------------1' 1'-"
'-i. II
3'-6"
3'-6"
4'-6"
8" I
Clear Co er: 2.7g'l_4,,
6'-8"
_I_
3"
Qualls Engineering
Structural Engineering Services
Sheet:
Project: Job #:
Engineer: Date:
26
Martin Residence Site Walls
AL
23198
Masonry Anchor @ Guardrail
Tension
Tu = 2,391 lbs per anchor LRFD (See PROFIS)
ΦBanb = 0.5(4)Apt f'm = 0.5(4)(66in2)( 2,000psi) = 5,903 lbs (Controls)
ΦBans = 0.9Abfy = 0.9(0.2in2)(36,000psi) = 6,480 lbs
DCR = 0.41
Shear
Vu = 100 lbs per anchor LRFD (See PROFIS)
ΦBvnb = 0.5(4)Apv f'm = 0.5(4)(23in)2 2,000psi = 47,315 lbs
ΦBvnc = 0.5(1050) 4 f'mAb = 0.5(1050) 4 2,000psi*0.2in2 = 2,348 lbs (Controls)
ΦBvpry = 0.5(8)Apt f'm = 0.5(8)(66in2) 2,000psi = 11,806 lbs
ΦBvns = 0.9(0.6)Abfy = 0.9(0.6)(0.2in2)(36,000psi) = 3,888 lbs
DCR = 0.04
Combined DCR = 0.45
Quall Engineering
tructural Engineering en. ice
www.hilti.com
Hilti PROFIS Engineering 3.0.90
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Guardrail Anchorage
Page:
Specifier:
E-Mail:
Date:
1
1/24/2024
Specifier's comments:
1 Input data
Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1/2
Item number: not available
Effective embedment depth: hef = 4.724 in.
Material: ASTM F 1554
Evaluation Service Report: Hilti Technical Data
Issued I Valid: - | -
Proof: Design Method ACI 318-19 / CIP
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plateR : lx x ly x t = 4.000 in. x 9.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)
Profile: Square HSS (AISC), HSS2X2X.250; (L x W x T) = 2.000 in. x 2.000 in. x 0.250 in.
Base material: cracked concrete, 2000, fc' = 2,000 psi; h = 48.000 in.
Reinforcement: tension: not present, shear: not present;
edge reinforcement: none or < No. 4 bar
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
27
Martin Residence Site Walls 23198
1 : i i S • 1 ---------
I Ill
y
X
www.hilti.com
Hilti PROFIS Engineering 3.0.90
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Company:
Address:
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Fastening point:
|
Guardrail Anchorage
Page:
Specifier:
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Date:
2
1/24/2024
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 0; Vx = -200; Vy = 0;
Mx = 0; My = -8,400; Mz = 0;
no 94
Compression
1
2
x
y2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 2,391 100 -100 0
2 2,391 100 -100 0
max. concrete compressive strain: 0.33 [‰]
max. concrete compressive stress: 1,454 [psi]
resulting tension force in (x/y)=(0.000/0.000): 0 [lb]
resulting compression force in (x/y)=(0.244/4.500): 4,782 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*2,391 6,177 39 OK
Pullout Strength*2,391 3,259 74 OK
Concrete Breakout Failure**4,782 5,090 94 OK
Concrete Side-Face Blowout, direction **N/A N/A N/A N/A
* highest loaded anchor **anchor group (anchors in tension)
28
Martin Residence Site Walls 23198
•=iiS•• ---------------------
H
()
~ ~ ...
0
www.hilti.com
Hilti PROFIS Engineering 3.0.90
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
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Design:
Fastening point:
|
Guardrail Anchorage
Page:
Specifier:
E-Mail:
Date:
3
1/24/2024
3.1 Steel Strength
Nsa = Ase,N futa ACI 318-19 Eq. (17.6.1.2)
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.14 58,000
Calculations
Nsa [lb]
8,236
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
8,236 0.750 6,177 2,391
3.2 Pullout Strength
NpN = y c,p Np ACI 318-19 Eq. (17.6.3.1)
Np = 8 Abrg f'
c ACI 318-19 Eq. (17.6.3.2.2a)
f NpN ³ Nua ACI 318-19 Table 17.5.2
Variables
y c,p Abrg [in.2]l a f'
c [psi]
1.000 0.29 1.000 2,000
Calculations
Np [lb]
4,656
Results
Npn [lb]f concrete f Npn [lb]Nua [lb]
4,656 0.700 3,259 2,391
29
Martin Residence Site Walls 23198
•=iiS•• ----------------------
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Hilti PROFIS Engineering 3.0.90
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Guardrail Anchorage
Page:
Specifier:
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Date:
4
1/24/2024
3.3 Concrete Breakout Failure
Ncbg = (ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b)
f Ncbg ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,mincac
, 1.5hefcac)£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
4.724 0.000 0.000 3.813 1.000
cac [in.]kc l a f'
c [psi]
-24 1.000 2,000
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
153.84 200.88 1.000 1.000 0.861 1.000 11,022
Results
Ncbg [lb]f concrete f Ncbg [lb]Nua [lb]
7,271 0.700 5,090 4,782
30
Martin Residence Site Walls 23198
•=iiS•• ----------------------
www.hilti.com
Hilti PROFIS Engineering 3.0.90
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
5
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Guardrail Anchorage
Page:
Specifier:
E-Mail:
Date:
5
1/24/2024
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*100 3,212 4 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**200 10,179 2 OK
Concrete edge failure in direction x-**200 2,666 8 OK
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa = 0.6 Ase,V futa ACI 318-19 Eq. (17.7.1.2b)
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]
0.14 58,000
Calculations
Vsa [lb]
4,942
Results
Vsa [lb]f steel f Vsa [lb]Vua [lb]
4,942 0.650 3,212 100
31
Martin Residence Site Walls 23198
•=iiS•• ----------------------
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Hilti PROFIS Engineering 3.0.90
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
6
Company:
Address:
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Fastening point:
|
Guardrail Anchorage
Page:
Specifier:
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Date:
6
1/24/2024
4.2 Pryout Strength
Vcpg = kcp [(ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b)
f Vcpg ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,mincac
, 1.5hefcac)£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]
2 4.724 0.000 0.000 3.813
y c,N cac [in.]kc l a f'
c [psi]
1.000 ∞24 1.000 2,000
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
153.84 200.88 1.000 1.000 0.861 1.000 11,022
Results
Vcpg [lb]f concrete f Vcpg [lb]Vua [lb]
14,542 0.700 10,179 200
32
Martin Residence Site Walls 23198
•=iiS•• ----------------------
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Hilti PROFIS Engineering 3.0.90
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
7
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Guardrail Anchorage
Page:
Specifier:
E-Mail:
Date:
7
1/24/2024
4.3 Concrete edge failure in direction x-
Vcbg = (AVc
AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b)
f Vcbg ³ Vua ACI 318-19 Table 17.5.2
AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)
AVc0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ec,V = (1
1 + e'
v
1.5ca1
)£ 1.0 ACI 318-19 Eq. (17.7.2.3.1)
y ed,V = 0.7 + 0.3(ca21.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (leda)0.2
√da)l a √f'
c c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.]
3.813 -0.000 1.000 48.000
le [in.]l a da [in.]f'
c [psi]y parallel,V
4.000 1.000 0.500 2,000 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [lb]
99.74 65.43 1.000 1.000 1.000 2,498
Results
Vcbg [lb]f concrete f Vcbg [lb]Vua [lb]
3,808 0.700 2,666 200
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.940 0.075 1.000 85 OK
bNV = (bN + bV) / 1.2 <= 1
33
Martin Residence Site Walls 23198
•=iiS•• -----
EJ
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Hilti PROFIS Engineering 3.0.90
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
9
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Guardrail Anchorage
Page:
Specifier:
E-Mail:
Date:
9
1/24/2024
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 0.000 -3.000 3.813 3.813 - -
2 0.000 3.000 3.813 3.813 - -
7 Installation data
Anchor type and diameter: Hex Head ASTM F 1554 GR.
36 1/2
Profile: Square HSS (AISC), HSS2X2X.250; (L x W x T) = 2.000 in. x 2.000 in.
x 0.250 in.
Item number: not available
Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: -
Plate thickness (input): 0.500 in. Hole diameter in the base material: - in.
Recommended plate thickness: not calculated Hole depth in the base material: 4.724 in.
Minimum thickness of the base material: 5.568 in.
Hilti Hex Head headed stud anchor with 4.724409 in embedment, 1/2, Steel galvanized, installation per instruction for use
1
2
x
y
2.000 2.000
2.000 2.000
1.
5
0
0
6.
0
0
0
1.
5
0
0
4.
5
0
0
4.
5
0
0
34
Martin Residence Site Walls 23198
•=iiS•• -----------------------
'~
( \
_/
....
~