HomeMy WebLinkAboutSDP 2019-0005; BMW CARLSBAD; GMU RETAINING WALLS AND BMP PLANTERS; 2020-03-06..
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CMU RETAINING WALLS AND BMP PLANTERS
BMW
1050 / 1060 Auto Center Ct. Carlsbad CA
STRUCTURAL CALCULATIONS
Date: March/6/2020
Calculations Prepared By:
Matthew Farrington, M.Sc. RCE 90349
Senior Staff Engineer
GMU STRUCTURAL ENGINEERING
Reviewed for Geotechnical Conformance By:
Nadim Sunna, M.Sc., PE, GE 3172
Senior Engineer
GMU GEOTECHNICAL, Inc.
RE(-:EIVED
JUL O 2 2021
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Page#
1
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5-9
IO-14
15-19
20-24
25-29
30-34
35-39
40-44
45-49
50-54
55-59
60-64
Table of Contents
Description Sheet
BMP Pla.nter Stem Wall Loading NA
BMP Planter Stem Wall Check NA
BMP Planter Base Loading NA
BMP Planter Base Check NA
Detail 1, Civil Section D-D, Retaining Wall, Adi. Auto Center Court S-1
Detail 2, Civil Section G-G, Retaining Wall Adi. Auto Center Court S-1
Detail 3, Civil Section J-J, Retaining Wall Adi. Cannon Road S-1
Detail 4, Civil Section f-1, Retaining WaJI Adi. Cannon Road S-1
Detail 5, Civil Section A-A, BMP Planter, Western Edge of Site S-1
Detail 6, Civil Section B-B, BMP Planter, Northern Side Adj. Cannon S-2
Road
Detail 7, Civil Section E-E, BMP Planter, NE Corner Adj. Car Country S-2
Drive, Parking Lot Side of Structure.
Detail 7, Civil Section E-E, BMP Planter, NE Comer Adj. Car Country S-2
Drive, Sidewalk Side
Detail 8, Civil Section F-F, BMP Planter, Southern Comer Adj. Car S-2
Country Drive and Auto Center Court, Parking Lot Side of Structure
Detail 8, Civil Section F-F, BMP Planter, Southern Comer Adj. Car S-2
Country Drive and Auto Center Court, Slope Side of Structure
Detail 9, Civil Section H-H, BMP Planter, NE Comer Adj. Cannon Road, S-2
Parking Lot Side of Structure
Detail 9, Civil Section H-H, BMP Planter, NE Corner Adj. Cannon Road, S-2
Slope Side of Structure
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Design Parameters, Per Soils Report
"Geotcchnical Investigation Report Auto Nation BMW of Carlsbad I 050 and l 060 Auto Center
Court, Carlsbad California, Dated December 13, 2019. By GMU
Geotechnical, GMU Project Number 18-101-00
•C Bearing Materials:
o C 3 feet of engineered fill below bottom of footing for all walls and BMP structures
where footings span from cut to fill. The cut should be excavated to a depth of 3'
below footing elevation and must be compacted to 90% relative compaction in
accordance with ASTM Dl557.
oC Competent Santiago Formation bedrock for all retaining walls and BMP structures
in cut.
•C Active Loading:
oC 35 PCF (EFP)-Assumes the use of select soils in backfill zone, (Drained).
oC 80 PCF (EFP) -Saturated soil condition, (undrained) -(Calculated by GMU
Structural)
•□ Soil Friction Angle, (Phi):
oC 33 degrees
•C Unit Weight of Soil (Gamma):
oC 120 PCF
• C Passive Resistance:
o C 300 PSF level ground
• iJ Ignore Upper 6" of passive resistance
• ::J 1/3 allowable increase for seismic conditions
oC 100 PSF sloping ground-Per conversati@ with Nudim Sunrn.1. GMU Gcotccbnical
-· to be included in an addendum by GMlJ Gcotedmical to be released later.
oJ 400 PSF (300 ·"'-l/1 I:11.:.:rcase) frir retaining walls and B.!'v1P Planters in Santiago
Fonnation bedrock per Nadim Sunna GMU Geotcchnical "" to be induded in an
addendun1 tn b;: released at a later date.
• C Maximum Bearing Capacity:
oC 2,500 PSF
• ::J 1/3 allowable increase for seismic conditions
•J Coefficient of Friction: -0.30
Additional Loading Specifications
•J All retaining walls and BMP Structures that abut the BMW dealership parking lot include
a surcharge load of 250 psf, (Minimum Passenger Car Load Per ASCE 7-16) .
•C Cast-in-Place BMP Planters wall and base loading is based on worst case scenario (system
being clogged). Saturated Soil 80 PSF (EFP)
Minimum Factors of Safety
Per 2019 CBC, 1807.2.3 (Safety Factor)
Retaining Walls shall be designed to resist the lateral action of soil to produce sliding and
overturning with a minimum safety factor of 1.5 in each case.
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BMP Planter Stem Wall (LOADING}
0 = 33°
Ka= Coulomb'sActive Earth Pressure= 0.295
y = 120pcf
H = 5.25'(Highest Retained Section) .
Active Pressure= (Ka)(y) = 35PSF /FT (EFP) -(DRAINED}
Active Pressure= Ka(Y -Yw) + Yw = 79.4 pcf :. Use 80pcf (UNDRAINED)
5.25' Tall Wall
Pa= ½ (80PSF)(5.25 ft)2 = 1240.3 lbs
J ~~
1,240.3 lbs/FT / ] /~ I
Moment= 2,170.5 ft*lbs
Mu= 1.4 x 2,170.5 ft*lbs = 3,038.7 ft*lbs
Mu = 36,464.8 in*!bs
Page: 1
BMP Planter Stem (WALL CHECK}
-C Modeled as 12" wide Reinforced Concrete Beam, 6" thick
/y = 60,000PSI
b = 12"
h = 6"
d = 3"
A5 = (1)# 5@ 12" 0. C. = 0.3068 in2
f' c = 3,000PSI
Loading (Worst Case Scenario)= Empty BMP structure retaining undrained soils
Mu= (3,038.7 ft* lbs)= 36,464.8 in* lbs
A5 0 .. 3068 in2
p = bd = 12., * 3,. = 0.008572
A5 min = 0.0033 bd = 0.1188 in2
A5 = 0.3068 in2 > 0.1188 in2 :. OK
0 = 0.9
k-= 0.4590 kips/. 2 m
Asfy . a = 0 85 f, b = 0.602 m
• C
Mn= A5 fyZ = 49,687.2 in* lbs -BASED ON STEEL
1/JMn = 44,718.4 in* lbs = 3,726.5/t * lbs
Mn= </Jbd2 k-= (0.9)(12in)(3in)2 ( 0.4590 kips/inz) = 44,615 in* lbs -BASED ON k-
0Mn = 40,153.3 in* lbs = 3,346.1/t * lbs
Mu; = 36,464.8 in* lbs/ . = 90 8 o/c Stress Ratio :. OK 0Mn 40,153.3 m * lbs • 0
Page:2
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BMP PlanterBase (LOADING}
Loading (Worst Case Scenario) -Fully clogged system with undrained soils
, (Gs+ e)yw (2.65 + .15)62.4PCF
y = (1 + e) = (1 + 0.15) = 151.9PCF
(151.9 PCF)(1'wide)(4.25' high) = 645.6PSF
Wl2 645.6PlF(4ft2)
12 = 12 = 860.8 ft* lbs = 10,329.2 in* lbs
Mu = 1.4(860.8 ft* lbs)= 1,205.1 ft* lbs
Mu = 14,461.4 in* lbs
646 PLF
0.
' 1'
CJ
Moment= 860.8 ft*lbs
Mu = 1.4 x 860.8 ft*lbs
= 1,205.1 ft*lbs
= 14,461.4 in*lbs
Page:3
BMP Planter (BASE CHECK)
-CJ Modeled as 12" wide Reinforced Concrete Beam, 12" thick
{y = 60,000PSI
b = 12, h = 12, d = 6", 0 = 0.9
As = (1)# 5@ 12" 0. C. = 0.307 in2
f' c = 3,000 PSI
Loading (Worst Case Scenario)= Rectangular Loading 775 PSF
Mu = 1,205.1 ft* lbs = 14,461 in* lbs
As 0.307 in2
p = bd = 12,. * 6,. = 0.00426
As min = 0.0033 bd = 0.1188 in2
A5 = 0.307 in2 > 0.1188 in2 :. OK
Asfy .
a= 0.85 f' Cb= 0.6019 m
Mn = AsfyZ = 104,976 in* lbs -BASED ON STEEL
0Mn = 94,478.3 in* lbs= 7,873.2 ft* lbs
Mn= 0bd2k-= (0.9)(12in)(6in)2 ( 0.2396 kips/in2) = 93,156.5 in* lbs -BASED ON k-
0Mn = 83,840.8 in* lbs= 6,986.7/t * lbs
Mu/ 14,461.4 in* lbs/ 17 3 o¾ M • B d' Str R t· OK 0Mn = 83,840.8 in * lbs = . o aximum en mg ess a lO :.
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Page:4 11111
r -~• ffi STRUCTURAi ...... i.. A,. ., I 23241 Arroyo Vista
'-ll"'IU "N""'"""'"''; Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detaij 1
Dsgnr: M. Farrington
Description ....
Civil Section D-D
Page : 5
Date: 4 MAR 2020
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro • Enerca
RetainPro (c) 1987-2019, Build 11.20.02.28
License: KW-06062010 Cantilevered Retaining Wall
License To : GMU Geotechnical, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
! c_ri.te.r.ia _________ .... l Soil Data I
Retained Height = 3.70 ft
Wall height above soil = 0.25 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 24.00 in
Water height over heel = 0.0 ft
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 90.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
= 300.0 psf/ft
= 125.00 pcf
125.00 pcf
= 0.300
= 6.00 in
Surcharge Loads I .L.at.e.ra_1_L_o_a_d_A_P_P_li_ed-to_s.te_m __ • •.Adjacent.Footing.Load ···································,
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning ......... ...... ........ . .. ...... 7
: Axial Load Applied to Stem I
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
Design Summary
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
=
=
=
=
0.0 lbs
0.0 lbs
0.0 in
.......... ················ ,
1.64 OK
1.69 OK
1,323 lbs
11.38 in
Soil Pressure@ Toe = 1,303 psf OK
Soil Pressure @ Heel O psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,824 psf
ACI Factored @ Heel O psf
Footing Shear@ Toe =
Footing Shear @ Heel
Allowable =
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force =
less 100% Friction Force
Added Force Req'd
... .for 1. 5 Stability
4.4 psi OK
0.0 psi OK
75.0 psi
924.8 lbs
1.166.7 lbs
396.9 lbs
0.0 lbs OK
0.0 lbs OK
Lateral Load 0.0 #/ft
... Height to Top 0.00 ft
... Height to Bottom = 0.00 ft
Load Type = Wind(W)
(Service Level)
Wind on Exposed Stem =
(Service Level)
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
0.0 psf
I Bottom
Stem OK
ft= 0.00
= Masonry
= .ASD
= 6.00
= # 5
= 16.00
= Center
= 0.828
lbs= 616.1
lbs=
ft-#= 759.8
ft-#=
= 916.7
psi= 9.1
psi=
psi= 44.6
in2= 67.50
in= 2.75
psi= 1,500
psi= 20.000
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Solid Grouting
Modular Ratio 'n'
Wall Weight
=
=
Yes
21.48
psf= 58.0
Load Factors .... = 1.000
in= 5.60
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
= Medium Weight
Concrete Data
fc
Fy
ASD
psi=
psi=
= 0.0 lbs
= 0.00 ft
0.00 in
= 0.00 ft
Line Load
= 0.0 ft
= 0.300
IT -ji Ii Sl'RVCTUAAl
.--. ,1111c 111 I 23241 Arroyo Vista \.ll""IU , , c"", .,,~i Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Deta~ 1
Dsgnr: M. Farrington
Description ....
Civil Section D-D
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro • Enerca
Page : 6
Date: 4 MAR 2020
RetainPro (c) 1987-2019, Build 11.20.02.28 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 license : KW-06062010 License To : GMU Geotechnlcal, Inc. l Footing Data I Footing Design Results I Toe Width = 2.75 ft I2!l l:iiftl Heel Width = 0.50 Factored Pressure = 1,824 0 psf Total Footing Width = 3.25 Mu': Upward = 46,075 0 ft-#
Footing Thickness = 10.00in Mu' : Downward = 22,275 0 ft-#
Mu: Design = 1,983 0 ft-# Key Width = 12.00 in Actual 1-Way Shear = 4.35 0.00 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 0.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5@16.00in
re = 2,500psi Fy = 60,000 psi Heel Reinforcing = #5@16.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min. As % = 0.0018 Footing Torsion, Tu = 0.00 ft-lbs Cover@Top 2.00 @Btm.= 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 11 .11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5 Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.11 in
#5@ 17.22 in
#6@24.44 in
0.70 in2
0.22 in2 1ft
If two layers of horizontal bars:
#4@22.22 in
#5@34.44 in
#6@48.89 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl) 924.8
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load
Added Lateral Load =
Load @ Stem Above Soil =
=
Total = 924.8
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
1.51
O.T.M.
1,397.5
1,397.5
1.64
1,322.9 lbs
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)
WatreTable
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
. .... R.ESISTING ..... Force Distance Moment
lbs ft ft-#
687.5
229.1
406.3
1.38
3.00
1.63
0.50
945.3
687.3
660.2
Total= 1,322.9 lbs R.M.= 2,292.8
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
•
Project Name/Number : bmw carlsbad
IT a.a• It STRVCTV~AL • ._.._ ,.. • 1 23241 Arroyo Vista
Ul""IU , '"''""""'~'-Rancho Santa Margarita, CA 92688
Title Deta~ 1
Dsgnr: M. Farrington
Description ....
Civil Section D-D
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro • Enerca
RetainPro (c) 1987-2019, Build 11.20.02.28 license: KW-06062010 Cantilevered Retaining Wall
License To : GMU Geotechnlcat, Inc. Tilt ....................... ,
Horizontal Deflection at Top of wan due to settlement of son
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Def!@ Top of Wall (approximate only)
250.0 pci
0.044 in
The abqve calculfltion isnoualidjfthe hfteLsQilbea;ing psessureexs:fteds ttwtoU,hetoe.
j;).filIBuse tt1e wall would the.J.JJ.fill.lUQ rotaJe into the retait1ed .fil2it.
Page : 7
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
Project Name/Number : bmw carlsbad
Title DetaH 1 1H' Jm.AII• II! SHllJCTV\:!At
,....,lo . .a1• • 1 23241 Arroyo Vista u1·1 u ' 'C '"CC,''~.,: Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description __ ,.
Civil Section D-D
This Wall in File: U:\2020\20-150-00 BMW Car1sbad_Structural Services\Structural\Retain-Pro -Enerca
RetalnPro (c) 1987-2019, Bulid 11.20.02.28 License : KW--06062010
License To : GMU Geotechnical, Inc.
6"wtt/6@ 16"
Sclid Grot.1
#5@16.ln.
@Toe
#5@115'
@H~el
Cantilevered Retaining Wall
2c,r 6'
~ ---
1-3"
~ -
Page : 8
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
3'-·1.1"
:r
W a,..,ai; Ill ''rJ'IVCTV~Al -1» .. 11111 111 I 23241 Arroyo Vista
\.11,..IIJ :~""""':,~,. Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Deta~ 1
Dsgnr: M. Farrington
Description ....
Civil Section D-D
Page: 9
Date: 4 MAR 2020
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro -Enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28
License : KW-06062010 License To : GMU Geotechnical Inc.
Pp"' 116£.67# ___ __,. __ _....
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
r 925#
■ Hydrostatic Force
■ Lafera! earth press.ure due lo !tie soil BE.LOW \\'<!!er labfe
I 23241 Arroyo Vista Gt-.-1U r~~~J,:\t~".!;: Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Deta~ 2
Dsgnr: M. Farrington
Description ....
Civil Section G-G
This Wall in File: u:\2020\20-150-00 bmw carlsbad structural services\structural\retain-pro -enerca
Page: 1:
Date: 4 MAR 2020
RetalnPro (c) 1987-2019, Build 11.20.02.28 License: KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnlcal, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
:_c_M_~_r_ia _________ ., ~,~~ I
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Retained Height = 5.95 ft
Wall height above soil = 0.50 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 16.00 in
Water height over heel = 0.0 ft
=
Passive Pressure = 300.0 psf/ft
Soil Density, Heel = 125.00 pcf
Soil Density, Toe = 125.00 pcf
FootingllSoil Friction = 0.300
Soil height to ignore
for passive pressure = 6.00 in
.s.u.rc.h.a.r.ge_L_o.ad_s ______ ,.I Lateral Load Applied to Stem I _Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Lateral Load
... Height to Top
... Height to Bottom =
0.0 #/ft Adjacent Footing Load
0.00 ft Footing Width
0.00 ft Eccentricity NOT Used for Sliding & Overturning
Axial Load Applied to Stem Load Type = Wind (W) Wall to Ftg CL Dist
Footing Type • (Service Level) Base Above/Below Soil Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
I Design Summary
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
0.0 lbs
0.0 lbs
0.0 in
I
2.83 OK
3.46 OK
2,689 lbs
6.17 in
Soil Pressure@ Toe = 1,445 psf OK
Soil Pressure @ Heel = 91 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 2,023 psf
ACI Factored@ Heel 128 psf
Footing Shear@ Toe
Footing Shear @ Heel =
Allowable =
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force =
less 100% Friction Force
Added Force Req'd =
... .for 1. 5 Stability =
17.1 psi OK
8.5 psi OK
75.0 psi
805.2 lbs
1,979.2 lbs
806.6 lbs
0.0 lbs OK
0.0 lbs OK
Wind on Exposed Stem =
(Service Level)
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Solid Grouting
Modular Ratio 'n'
Wall Weight
Load Factors · •
Building Code
Dead load
Live Load
Earth,H
Wind,W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
0.0 psf at Back of Wall
Poisson's Ratio
I 2nd Bottom
Stem OK Stem OK ft= 2.50 0.00
= Masonry Masonry
-· ASD ASD
= 6.00 8.00
= # 4 # 5
= 32.00 16.00
= Center Center
= 0.765 0.965
lbs= 208.3 619.5
lbs= 776.3
ft-#= 239.5 1,228.8
ft-#= 970.3
ft-#= 313.1 1,272.4
psi = 3.1 6.8
psi= 21 .6
psi= 44.6 45.1
in2= 67.50 91 .50
in = 2.75 3.75
psi= 1,500 1,500
psi= 20.000 20,000
= Yes Yes
:: 21.48 21 .48
psf = 58.0 78.0
= 1.000 1.000
in= 5.60 7.60
= Medium Weight
= ASD
psi=
psi=
=
=
=
=
=
0.0 lbs
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
•
Project Name/Number : bmw carlsbad
Title Deta~ 2 Page : :::r::
llf' -.A1111 Ii STRVCTU~Al
.....,..,_ All III I 23241 Arroyo Vista
\Jll..,,ILI ,~e-,,_, "~'~'-Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description .. ,.
Date: 4 MAR 2020
Civil Section G-G
This Wall in File: u:\2020120-150-00 bmw carlsbad structural services\structural\retain-pro -enerca
RetainPro (c) 1987-2019, Build 11.20.02.28 License : KW---06062010 License To : GMU Geotechnical, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
i Footing Data I
Toe Width = 1.00 ft
Heel Width = 2.50
Total Footing Width 3.50
Footing Thickness = 10.00 in
Key Width 12.00 in
Key Depth = 18.00 in
Key Distance from Toe 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover@ Top 2.00 @ Btm.= 3.00 in
Footing Design Results I
I2i .l:iul
Factored Pressure = 2,023 128 psf
Mu' : Upward = 11 ,055 771 ft-#
Mu' : Downward = 2,800 2,071 ft-#
Mu: Design = 688 1,299 ft-#
Actual 1-Way Shear = 17.12 8.52 psi
Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing = # 5@ 16.00 in
Key Reinforcing = None Spec'd
Footing Torsion, Tu = 0.00 ft-lbs
Footing Allow. Torsion, phi Tu = 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@24.44 in, #7@ 33.33 in, #8@43.88 in, #9@ 5
Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Key: phiMn = phi'5'1ambda'sqrt(fc}'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.11 in
#5@ 17.22 in
#6@24.44 in
0.76 in2
0.22 in2 1ft
If two layers of horizontal bars:
#4@22.22 in
#5@34.44 in
#6@48.89in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
805.2 2.26 1.820.7
805.2 O.T.M. 1,820.7
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
WatreTable
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions=
Footing Weight =
Key Weight
Vert. Component =
. .... RESISTING .....
Force Distance
lbs ft
1,363.5
166.7
424.1
71 .9
437.5
225.0
2.58
2.58
0.50
1.29
1.58
1.75
0.50
Moment
ft-#
3,522.5
3,522.5
83.3
546.4
113.8
765.6
112.5
Vertical Loads used for Soil Pressure =
= 2.83
2,688.7 lbs Total= 2,688.7 lbs R.M,= 5,144.1
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.
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
•
Project Name/Number : bmw carlsbad
.?""'UI i: I . 23241 Arroyo Vista ur1u ~!~~~/ulf,R!z Rancho Santa Margarita, CA 92688
Title Detaij 2
Osgnr: M. Farrington
Description ....
Civil Section G-G
This Wall in File: u:\2020\20-150-00 bmw carlsbad_structural serviceslstructural\retain-pro -enerca
RetalnPro (c) 1987-2019, BuUd 11.20.02.28 License: Kw-0sos2010 Cantilevered Retaining Wall License To : GMU Geotechnlcal, Inc. [Tlfr. " ···················································1
Horizontal Deflection at Top of wan due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Oefl @Top of Wall (approximate only)
250.0 pci
0.074 in
The above qalculation_is not vaUJ:f ifthe hegt soi.!J:l?-ITTiniJ..Pf~,§sure exceejls thatpJttle toe~
bEKat.lSethe ,'@ilwould then tenct !.QJ:.otate into the retained soil,
Page : :::2
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
Project Name/Number : bmw carlsbad
rum I I _ 23241 Arroyo Vista
\.ll"'IU ~;;~~~/.~~~!;, Rancho Santa Margarita, CA 92688
Title Deta~ 2
Dsgnr: M. Farrington
Description ....
Civil Section G-G
This Wall in File: u:\2020\20-150-00 bmw carlsbad_structural services\structural\retain-pro -enerca
RetainPro (c) 1987-2019, Build 11.20.02.28 License: KW-06062010 Cantilevered Retaining Wall
License To : GMU Geotechnical, Inc.
-Solii! Grout.
#5@16Jn
@Toe
Page : c:r.:;
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
tit' !nll.Mll Ii S1'RVCTUAAl
,_._ Aa • 1 23241 Arroyo Vista \.11"'11.1 . , ,,, ",," ""· Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detaij 2
Dsgnr: M. Farrington
Description ....
Civil Section G-G
Page : u:::
Date: 4 MAR 2020
This Wall in File: u:\2020\20-150-00 bmw cartsbad_structural services\structural\retain-pro • enerca
RetainPro (c) 1987-2019, Build 11.20.02.28 License: Kw-0sos2010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
■ Hydroslatit Force
■ l ateral earth pressure cue to tne sou 8!:LOW waler table
. · 1 23241 Arroyo Vista G~~u ;~~1/,~.r,t~ll~).: Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detai! 3
Dsgnr: M. Farrington
Description ....
Civil Section J.J
This Wall in File: u:\2020\20-150-00 bmw carlsbad_structural services\structural\retain-pro -enerca
Page: 15
Date: 4 MAR 2020
RetainPro (c) 1987-2019, Build 11.20.02.28 license: KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
: Criteria I '. Soil Data I
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure : 35.0 psf/ft
Retained Height = 4.85 ft
Wall height above soil = 0.50 ft
Slope Behind Wall 0.00
Height of Soil over Toe = 24.00 in
Water height over heel = 0.0 ft
=
Passive Pressure = 100.0 psf/ft
Soil Density, Heel = 125.00 pcf
Soil Density, Toe 125.00 pcf
Footingl!Soil Friction = 0.300
Soil height to ignore
for passive pressure = 6.00 in
.s.u.rc.h.a.rg
11111
e_L_o_a_d_s _____ _.l Lateral Load Applied to Stem
Surcharge Over Heel = 250.0 psf Lateral Load =
I Adjacent Footing Load I
Used To Resist Sliding & Overturning ... Height to Top =
Surcharge Over Toe = 0.0 psf ... Height to Bottom =
Used for Sliding & Overturning · ········· ···•·· ·········· .. ·--···················· .. ················.................... Load Type =
0.0 #/ft
0.00 ft
0.00 ft
Wind (W) : Axial Load Applied to Stem • (Service Level)
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
0.0 lbs
0.0 lbs
0.0 in
2.54 OK
1.78 OK
2,867 lbs
6.81 in
Soil Pressure@ Toe = 1,616 psf OK
Soil Pressure @ Heel = 22 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 2,263 psf
ACI Factored @ Heel 30 psf
Footing Shear@ Toe 17.9 psi OK
Footing Shear@ Heel = 13.5 psi OK
Allowable = 75.0 psi
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force = -
less 100% Friction Force
Added Force Req'd
.... for 1.5 Stability
963.1 lbs
855.6 lbs
860.0 lbs
0.0 lbs OK
0.0 lbs OK
Wind on Exposed Stem =
(Service Level)
0.0 psf
Stem Construction I ..
Design Height Above Ftg ft =
Wall Material Above "Ht" "'
Design Method =
Thickness =
Rebar Size =
Rebar Spacing =
Rebar Placed at =
Design Data
fb/FB + fa/Fa =
Total Force @Section
Service Level lbs=
Strength Level lbs=
Moment. ... Actual
Service Level ft--#=
Strength Level ft--#=
Moment. .... Allowable ft--#=
Shear ..... Actual
Service Level psi=
Strength Level psi=
Shear ..... Allowable psi=
Anet (Masonry) in2=
Rebar Depth 'd' in"'
Masonry Data
fm psi=
Fs psi=
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Solid Grouting
Modular Ratio 'n'
=
=
Wall Weight psf =
Short Term Factor =
Equiv. Solid Thick. in=
2nd
Stem OK
2.50
Masonry
ASD
6.00
# 4
32.00
Center
0.859
261.1
776.3
269.0
970.3
313.1
3.9
21 .6
44.3
67.50
2.75
1,500
20.000
Yes
21.48
58.0
1.000
5.60
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Bottom
Stem OK
0.00
Masonry
ASD
8.00
# 6
16.00
Center
0.859
751 .1
1,488.8
1,732.9
8.2
44.9
91 .50
3.75
1,500
20,000
Yes
21 .48
78.0
1.000
7.60
Load Factors ···
Building Code
Dead Load
Live Load
Earth, H
Wind,W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi=
Fy psi=
=
=
=
=
0.0 lbs
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
3T lllllllh.Mli! Ii en>VCHIAAl .-.. ,11• ., I 23241 Arroyo Vista
Ul~IU :.~'"' ""'"· Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detaij 3
Dsgnr: M. Farrington
Description ....
Civil Section J.J
This Wall in File: u:\2020120-150-00 bmw carlsbad_structural services\structural\retain-pro -enerca
Page : rn
Date: 4 MAR 2020
RetainPro (c) 1987-2019, Build 11.20.02.28 License : KW-06062010 License To : GMU Geotechnlcal, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
!Footing Data
Toe Width =
Heel Width =
Total Footing Width =
Footing Thickness =
Key Width =
Key Depth =
Key Distance from Toe =
fc = 2,500 psi Fy =
Footing Concrete Density
1.00 ft
2.50
3.50
10.00in
12.00 in
16.00 in
0.00 ft
60,000 psi
150.00 pcf
Min. As%
Cover@Top
= 0.0018
2.00 @ Btm.= 3.00 in
I Footing Design Results I
I2!l Httl
Factored Pressure = 2,263 30 psf
Mu': Upward = 12,301 706 ft-#
Mu' : Downward = 3,600 2,537 ft-#
Mu: Design = 725 1,831 ft-#
Actual 1-Way Shear = 17.87 13.49 psi
Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing # 6@ 16.00 in
Heel Reinforcing = # 6@ 16.00 in
Key Reinforcing = None Spec'd
Footing Torsion, Tu = 0.00 ft-lbs
Footing Allow. Torsion, phi Tu = 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 11 .11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@43.88 in. #9@ 5
Heel: #4@ 11 .11 in, #5@ 17.22 in, #6@ 24.44 in, #7@33.33 in, #8@ 43.88 in, #9@ 5
Key: phiMn = phi'5'1ambda'sqrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.11 in
#5@ 17.22 in
#6@24.44 in
Summary of Overturning & Resisting Forces & Moments
0.76 in2
0.22 in2 Jft
If two layers of horizontal bars:
#4@22.22 in
#5@ 34.44 in
#6@48.89 in
..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water lbl) 565.3 1.89 1.070.8
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel = 397.8 2.84 1,130.5
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil
Total 963.1 O.T.M. = 2,201 .4
Resisting/Overturning Ratio
Soil Over HL (ab. water tbl)
Soil Over Hl (bei. water tbl)
WatreTable
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe =
Surcharge Over Toe
Stem Weight(s) =
Earth @ Stem Transitions =
Footing Weight
Key Weight =
Vert. Component =
Force Distance
lbs ft
1,111.5
458.3
250.0
360.3
49.0
437.5
200.0
2.58
2.58
2.58
0.50
1.30
1.58
1.75
0.50
Moment
ft-#
2,871 .3
2,871 .3
1,184.0
125.0
466.6
77.5
765.6
100.0
Vertical Loads used for Soil Pressure =
= 2.54
2,866.6 lbs Total= 2,866.6 lbs R.M.= 5,590.1
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.
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
I
Project Name/Number : bmw carlsbad
r ~..&i fil I · 23241 Arroyo Vista UrlU ;~~~J?,}(tie;: Rancho Santa Margarita, CA92688
Title Detaij 3
Dsgnr: M. Farrington
Description ....
Civil Section J.J
This Wall in File: u:\2020\20-150-00 bmw carlsbad_structural services\structurallretain-pro -enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28 License : KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc. : Tiit ········ .. ... ............. I
Horizontal Deflection at Top of wan due to settlement of sou
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only)
250.0 pci
0.069 in
The µbove calculatLon is not valid if the heel soil bearing nres~ure t:txcee,ds thaLoJ the toe.
because tt,e wall wo!Jlg_jl1en te;nd to m.IB.te into t.re retained soil.
Page : :::7
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
Project Name/Number : bmw carlsbad
r ~a~ B STRUCTURAL • ....,...,. All 111 I 23241 Arroyo Vista
\.ll""IU , '""'""'"'"· Rancho Santa Margarita, CA92688
Title Deta~ 3
Dsgnr: M. Farrington
Description ....
Civil Section J.J
This Wall in File: u:\2020\20-150-00 bmw carlsbad structural services\structural\retain-pro -enerca
RetainPro (c) 1987-2019, Build 11.20.02.28 License : KW--06062010 Cantilevered Retaining Wall License To : GMU Geotechnlcal, Inc.
Solid Grout
lid Grout
#6@16Jn
@Toe
Page : c:B
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
U W..&11!> " SlRUCTVRAL ,...,i... '"' ,. I 23241 Arroyo Vista
\,,ll"'IU "~"'""""'~'· Rancho Santa Margarita, CA92688
Project Name/Number : bmw carlsbad
Title Detai~ 3
Dsgnr: M. Farrington
Description ....
Civil Section J..J
Page : :::9
Date: 4 MAR 2020
This Wall in File: u:\2020\20-150-00 bmw carlsbad_structural services\structural\retain-pro -enerca
RetainPro (c) 1987-2019, Build 11.20.02.28
License: KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
250.00psf
■ Hydroslatic• Force
■ Lateral earth pressure due to me soi! BELOW water labre
rum f I . 23241 Arroyo Vista '-11..,..IU ~~~~.~/c'{~~).: Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detai:14
Dsgnr: M. Farrington
Description ....
Civil Section 1-1
This Wall in File: u:\2020\20-150-00 bmw carlsbad structural services\structural\retain-pro -enerca
Page : 2:::
Date: 4 MAR 2020
RetalnPro (c) 1987-2019, Build 11.20.02.28 License : KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnlcal, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
: .c.ri.te.r.ia _________ .. l Soil Data I
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Retained Height = 5.33 ft
Wall height above soil 0.17 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 24.00 in
Water height over heel = 0.0 ft
=
Passive Pressure = 1 00. 0 psf/ft
Soil Density, Heel = 125.00 pcf
Soil Density, Toe 124.00 pcf
FootingllSoil Friction = 0.300
Soil height to ignore
for passive pressure = 6.00 in
................................................................................................................................... ·····································, Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load I
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Lateral Load =
... Height to Top =
... Height to Bottom =
0.0 #/ft
0.00 ft
0.00 ft
Adjacent Footing Load =
Footing Width =
Eccentricity =
Used for Sliding & Overturning
[Axial Load Applied to Stem • Load Type Wind (W)
(Service Level)
Wall to Fig CL Dist =
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
0.0 lbs
0.0 lbs
0.0 in
2.76 OK
1.57 OK
2,220 lbs
5.42 in
Soil Pressure@ Toe = 1,253 psf OK
Soil Pressure @ Heel 113 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 1,755 psf
ACI Factored @ Heel 158 psf
Fooling Shear@ Toe
Footing Shear @ Heel =
Allowable =
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force = -
less 100% Friction Force
Added Force Req'd
.... for 1.5 Stability =
9.1 psi OK
6.0 psi OK
75.0 psi
701 .2 lbs
437.5 lbs
666.1 lbs
0.0 lbs OK
0.0 lbs OK
Wind on Exposed Stem =
(Service Level)
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Solid Grouting
Modular Ratio 'n'
Wall Weight
Load Factors ···
Building Code
Dead Load
Live Load
Earth , H
Wind,W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
0.0 psf
I 2nd Bottom
Stem OK Stem OK ft= 2.50 0.00
= Masonry Masonry
= ASD ASD
6.00 6.00
= # 4 # 5
32.00 16.00
Center Center
: 0.422 0.963
lbs= 140.2 497.2
lbs= 776.3
ft-#= 132.2 883.3
ft-#= 970.3
ft-#= 313.1 916.7
psi= 2.1 7.4
psi = 21.6
psi= 44.3 45.0
in2 = 67.50 67.50
in= 2.75 2.75
psi= 1,500 1,500
psi= 20.000 20,000
= Yes Yes
= 21.48 21 .48
psf= 58.0 58.0
= 1.000 1.000
in= 5.60 5.60
= Medium Weight
= ASD
·····················································································---·····
psi=
psi =
0.0 lbs
0.00 ft
0.00 in
0.00ft
Line Load
0.0 ft
0.300
····---····
Project Name/Number : bmw carlsbad
Title Deta~ 4 Page : 2:::; r~..&i i) I <"J'RVCT!JRA.l 23241 Arroyo Vista \Jll""IU :~""'"';; ~.:: Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ....
Date: 4 MAR 2020
Civil Section 1-1
This Wall in File: u:12020\20-150-00 bmw carlsbad structural services\structural\retain-pro -enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28
License: KW--06062010 License To : GMU Geotechnlcal, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
[ Footing Data I
Toe Width = 1.00 ft
Heel Width = 2.25
Total Footing Width = 3.25
Footing Thickness = 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 1.08 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover@ Top 2.00 @ Btm.= 3.00 in
Footing Design Results
Factored Pressure =
Mu': Upward
Mu' : Downward
Mu: Design
ISli!
1,755
9,546
3,600
495
I
lin.l
158 psf
681 ft-#
1,714 ft-#
1,033 ft-#
Actual 1-Way Shear " 9.11 6.01 psi
Allow 1-Way Shear =
Toe Reinforcing
75.00 75.00 psi
#6@ 16.00 in
Heel Reinforcing = # 6@ 16.00 in
Key Reinforcing = None Spec'd
Footing Torsion. Tu
Footing Allow. Torsion, phi Tu
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@20.37 in, #7@27.77 in, #8@ 36.57 in, #9@ 46
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@46
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26in
#5@ 14.35 in
#6@20.37 in
0.84 in2
0.26 in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@28.70 in
#6@40.74 in
:·s·ummaioi·overturn1nij a. Res1st1nij -Forces--&,.,,oments
..... OVERTURNING ..... Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
701.2 2.11 1.479.5
701 .2 O.T.M. 1,479.5
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Watre Table
Sloped Soil Over Heel =
Surcharge Over Heel ::
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s}
Earth @ Stem Transitions =
Footing Weight
Key Weight
Vert. Component =
. .... RESISTING .....
Force Distance
lbs ft
1,165.9
248.0
319.0
487.5
2.38
2.38
0.50
1.25
1.63
1.08
Moment
ft-#
2,769.1
2,769.1
124.0
398.8
792.2
Vertical Loads used for Soil Pressure =
= 2~76
2,220.4 lbs Total= 2,220.4 lbs R.M.= 4,084.0
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.
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Project Name/Number : bmw carlsbad
W l!LAIII It SHIVCTVl'lAl ,,.....,_ .a• • 1 23241 Arroyo Vista u1·1u 'SCot,Cl'a•~<-Rancho Santa Margarita, CA 92688
Title Detaij 4
Dsgnr: M. Farrington
Description ....
Civil Section 1-1
This Wall in File: u:\2020\20-150-00 bmw carlsbad structural services\structural\retain-pro -enerca
RetainPro (c) 1987-2019, Build 11.20.02.28 License: KW--06062010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc.
[Tilt •••••••• I
Horizontal Deflection at Top of wan due to settlement of son
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only}
250.0 pci
0.059 in
T)Hu'lbovft calculattoMs not valid if thetw;iLsQilbeadnu.PJ:fts,'\ume~cgeds ttwJ.oftheJoe.
be<;::fil.s!Se the wall wou~_nsJ.l9_[Q.t!i§ into the retained soil,
Page : 22
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
Project Name/Number : bmw carlsbad
Title Detaij 4 rt&.Affi ill I 23241 Arroyo Vista Ul"'II.I ~J~X:2;~.~!;; Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ....
Civil Section 1-1
This Wall in File: u:\2020\20-150-00 bmw carlsbad structural serviceslstructurallretain-pro -enerca
RetalnPro (c) 1987-2019, BuUd 11.20.02.28
License : KW-06062010 License To : GMU Geotechnlcal, Inc.
Solid Gmut
lid Giout
#6@16_in
@Toe
#6@16"
@Hee!
Cantilevered Retaining Wall
3'3"
Page : 2'.:J
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
5'-6"
3"
Ir -!ii ll SH!VCTVIIAL ..,...._ .v, iii I 23241 Arroyo Vista
\Jll"'IU , , , "",,, ~,. Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detaij 4
Dsgnr: M. Farrington
Description ....
Civil Section 1-1
Page : 2:::
Date: 4 MAR 2020
This Wall in File: u:\2020\20-150-00 bmw carlsbad_structural serviceslstructurallretain-pro -enerca
RetainPro (c) 1987-2019, BuUd 11.20.02.28 License : KW--06062010 Cantilevered Retaining Wall License To : GMU Geotechnlcal, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
f'p= 437.50#
7(}1#
■ Hydrostatic Force
■ Lateral earth pressure due to the soil BELOW waterlable
Project Name/Number : bmw carlsbad
Title Detaij S '1"h.Ai ' I . 23241 Arroyo Vista ur·1u ;~~X~Z/~A~;: Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ....
Civil Section A-A.
This Wall in File: u:\2020\20-150-00 bmw carlsbad_structural serviceslstructural\retain-pro -enerca
RetainPro (c) 1987-2019, Build 11.20.02.28
License : KW-06062010 Cantilevered Retaining Wall
License To : GMU Geotechnical, Inc.
1 Criteria I i Soil Data I
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 90.0 psf/ft
Retained Height = 3.58 ft
Wall height above soil = 0.25 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 0.00 in
Water height over heel = 0.0ft
=
Passive Pressure = 300.0 psf/ft
Soil Density, Heel = 125.00 pcf
Soil Density, Toe = 125.00 pcf
Footingl!Soil Friction = 0.300
Soil height to ignore
for passive pressure = 12.00 in
Page : 25
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
I .s.u.rc•h•a•r•g•e•L•o•a•d•s _____ ..,.I Lateral Load Applied to Stem
Surcharge Over Heel 240.0 psf
I LAdjacent Footing Load I
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
......•............•.......................... ·····--••y••·· ...... ·····--··7
: Axial Load Applied to Stem I
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
Wall Stability Ratios
Overturning
0.0 lbs
0.0 lbs
0.0 in
1.77 OK
Lateral Load =
... Height to Top =
... Height to Bottom =
Load Type =
Wind on Exposed Stem =
(Service Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Service Level)
0.0 psf
Stem Construction 1· -----------· Bottom
Stern OK
0.00 Design Height Above Ftg ft =-
Sliding 0.52 UNSTABLE!
Wall Material Above "Ht"
Design Method
Thickness
"' Concrete
LRFD
6.00
# 5
12.00
Center
Total Bearing Load
... resultant ecc.
1,652 lbs
1.39 in
(*)
Soil Pressure@ Toe = 399 psf OK
Soil Pressure @ Heel = 297 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 680 psf
ACI Factored @ Heel 506 psf
Footing Shear@ Toe =
Footing Shear @ Heel =
Allowable
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force =
less 100% Friction Force = •
Added Force Req'd
... .for 1. 5 Stability
13.9 psi OK
9.0 psi OK
75.0 psi
1,639.1 lbs
354.2 lbs
495.7 lbs
789.3 lbs NG
1.608.8 lbs NG
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment.. .. Actual
Service level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Modular Ratio 'n'
Wall Weight
lbs=
lbs=
ft-#;
ft-#=
=
psi=
psi:c
psi =
in2=
in=
psi=
psi=
0.781
1,912.6
2,872.9
3,674.7
53.1
75.0
3.00
psf = 75.0
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Fig CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
=
=
=
=
=
0.0 lbs
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
(*) Stiding factor of safety OK due to
passive resistance on opposite sideof
structure which cannot be includedin
retain~pro calculation
Load Factors ···
Building Code
Dead Load
Live Load
Earth, H
Wind,W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
= Medium Weight
= ASD
Concrete Data
fc
Fy
psi= 2,500.0
psi = 60,000.0
Project Name/Number : bmw carlsbad
Title Detail 5 Page : 26 tlY !Ill.MIi ll Sl'RVCTU~Al _.._ .a11 111 I . 23241 Arroyo Vista
'-ll"'IU ",. "".," ""· Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ....
Date: 4 MAR 2020
Civil Section A-A
This Wall in File: u:\2020\20-150-00 bmw carlsbad structural services\structural\retain-pro -enerca
RetainPro (c) 1987-2019, Build 11.20.02.28 License: KW.-06062010 License To : GMU Geotechnical, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
I Concrete Sten, ~t:tbarArea Details I
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment): 0.2381 in2/ft
(4/3) •As : 0.3175 in2/ft Min Stem T&S Reinf Area 0.552 in2
200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft
0.0018bh : 0.0018(12)(6): 0.1296 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of :
Required Area : 0.2381 in2/ft #4@ 16.67 in #4@ 33.33 in
Provided Area : 0.31 in2/ft #5@ 25.83 in #5@ 51 .67 in
Maximum Area : 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in
l Footing Data I Toe Width = 2.75 ft
Heel Width 2.00
Total Footing Width • 4:'75
Footing Thickness = 10.00 in
Key Width 8.00 in
Key Depth 12.00 in
Key Distance from Toe 2.75 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover@ Top 2.00 @ Btm.= 3.00 in
[ Footing Design Results
Toi
Factored Pressure = 680
Mu' : Upward = 29,326
Mu': Downward 6,806
Mu: Design : 1,877
Actual 1-Way Shear = 13.86
Allow 1-Way Shear = 75.00
Toe Reinforcing : # 6@ 12.00 in
Heel Reinforcing = # 6 @ 12.00 in
Key Reinforcing = None Spec'd
Footing Torsion, Tu
Footing Allow. Torsion, phi Tu
I
HH!
506 psf
590 ft-#
1,205 ft-#
615 ft-#
8.95 psi
75.00 psi
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Heel: #4@ 11.11 in, #5@ 17.22 in, #6@24.44 in, #7@33.33 in, #8@43.88 in, #9@5
Key: phiMn = phi'5'1ambda'sqrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11 .11 in
#5@17.22 in
#6@24.44 in
1.03 in2
0.22 in2 1ft
If two layers of horizontal bars:
#4@22.22 in
#5@34.44 in
#6@48.89 in
Project Name/Number : bmw Carlsbad
• -~ ~ STRUCTURAL
,_,i,. ,u III I 23241 Arroyo Vista ur·1u "NC-'" H,. ;H, Rancho Santa Margarita, CA 92688
Title Deta~ 5
Dsgnr: M. Farrington
Description ... ,
Civil Section A-A
This Wall in File: u:\2020120-150-00 bmw carlsbad structural services\structural\retain-pro -enerca
Page : 27
Date: 4 MAR 2020
RetainPro (c) 1987-2019, Build 11.20.02,28 License : KW--06062010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
Summa of Overturnin & Resistin Forces & Moments
..... OVERTURNING .....
Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
8765 1.47 1,289.4
762.6 2.21 1,682.9
1,639.1 O.T.M. = 2,972.3
Soil Over HL (ab. water tbl)
Soil Over HL (bet water tbl)
WatreTable
Sloped Soil Over Heel
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
. .... RESISTING .....
Force Distance Moment
lbs ft ft-#
671.3 4.00
4.00
287.3 3.00
593.8 2.38
100.0 3.08
2,685.0
2,685.0
861 .8
1,410.2
308.3
Vertical Loads used for Soil Pressure =
= 1.77
1,652.3 lbs Total= 1,652.3 lbs R.M.= 5,265.2
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
; Tilt I
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only)
250.0 pci
0.009 in
The above calcula1ion is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Project Name/Number : bmw carlsbad
ti!' -.all II SH!UCTURAL
,_._ All! ,., l 23241 Arroyo Vista
'-ll""IU , ,c-,.,, ...,.;.,. Rancho Santa Margarita, CA 92688
Tille Detaij S
Dsgnr: M. Farrington
Description ....
Civil Section A-A
This Wall in File: u:\2020120-150-00 bmw carlsbad_structural serviceslstructural\retain-pro -enerca
RetalnPro eel 1987-2019, Bulla 11.20.02.2s License: KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnlcal, Inc.
6"Wf#5@ 1Z
@Heel
• •
•
Page : 28
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
• ••■ It ITRUCTUA•L ,-i,,_ -'ffi it I 23241 Arroyo Vista \.11...,ILI ,,,.,;i,q;c~ % Rancho Santa Margarita, CA92688
Project Name/Number : bmw carlsbad
Title Deta~ 5
Dsgnr: M. Farrington
Description ....
Civil Section A-A
Page : 29
Date: 4 MAR 2020
This Wall in File: u:\2020\20-150-00 bmw carlsbad structural services\structural\retain-pro -enerca
RetalnPro (c) 1987-2019, Bulld 11.20.02.28
License; KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
240,00.risr
■ Hydm-stalit Force
■ Lateral earth pressur~ floe to tne: son BELOW waler fable
tr a,11111 !! Sl'RUCHIAAl ,_.._ .ti! 1>; I 23241 Arroyo Vista \.11.,IU , ,,,,.,, r;:,~,.. Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Deta~ 6
Dsgnr: M. Farrington
Description ....
Civil Section B-B
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
Page : c:c
Date: 4 MAR 2020
RetalnPro (c) 1987-2019, Build 11.20.02.28 License: KW-06062010 License To : GMU Geotechnlcal, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
: Criteria
Retained Height = 3.60 ft
Wall height above soil 0.25 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 0.00 in
Water height over heel = 0.0 fl
Surcharge Over Heel = 240.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
I
I
Axial Load Applied to Stem I
Axial Dead Load
Axial Live Load =
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data I
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 90.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FoolingUSoil Friction
Soil hei.ght to ignore
for passive pressure
= 300.0 psf/ft
= 125.00 pcf
125.00 pcf
= 0.300
= 12.00 in
r I
Lateral Load Applied to Stem I :Adjacent Footing Load
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Service Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind (W)
(Service Level)
0.0 psf
.s.te.m_c.o.n.s.t.ru.c.t.io.n __ .. 1
Adjacent Footing Load
Footing Width =
Eccentricity
Wall to Fig CL Dist =
Footing Type
Base Above/Below Soil
at Back of Wall =
Poisson's Ratio =
• 0.0 lbs
0.00 fl
0.00 in
0.00ft
Line Load
0.0 ft
0.300
Wall Stability Ratios
Overturning
Sliding
1.51 OK
0.50 UNSTABLE!
(*)
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
ft=
Bottom
Stem OK
0.00
= Concrete
LRFD
6.00
# 5
12.00
Center
n Sliding factor of safety OK due to passive
resistance on opposite sideof structure which
cannot be includedin retain-pro calculation
Total Bearing Load
... resultant ecc.
1,595 lbs
4.42 in
Soil Pressure@ Toe 571 psf OK
Soil Pressure @ Heel 180 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored@Toe = 979 psf
ACI Factored@ Heel = 309 psf
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
Sliding Cales
Lateral Sliding Force
15.2 psi OK
10.8 psi OK
75.0 psi
less 100% Passive Force =
less 100% Friction Force = •
1,650.5 lbs
354.2 lbs
478.5 lbs
Added Force Req'd
... .for 1.5 Stability
817.9 lbs NG
1,643.1 lbs NG
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Load Factors ···
Building Code
Dead Load
Live Load
Earth. H
Wind.W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Modular Ratio ·n·
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
lbs=
lbs=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
psi=
psi=
0.792
1,928.4
2,911.3
3,674.7
53.6
75.0
3.00
psf = 75.0
Medium Weight
= ASD
psi = 2,500.0
psi= 60,000.0
Project Name/Number : bmw carlsbad
Title Detaij 6 Page : ::1::
a' -~ II SHIUCTUAAI
,_ .. ,irn, 11 I 23241 Arroyo Vista Ul"'ILI ,,,,c.,1.rr;,,~,: Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ... ,
Date: 4 MAR 2020
Civil Section B-B
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro -Enerca
RetalnPro (c) 1987-2019, Bulid 11.20.02.28
License : KW-06062010 License To : GMU Geotechnical, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
: Concrete Stem Rebar Area Details I
Bottom Stem
As (based on applied moment) :
(4/3) •As :
200bd/fy : 200(12)(3)/60000 :
0.0018bh : 0.0018(12)(6):
Required Area :
Provided Area :
Maximum Area :
i Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
2.25 ft
2,00
4.25
10.00 in
8.00 in
12.00 in
3.00 ft
Vertical Reinforcing
0.2413 in2/ft
0.3217 in2/ft
0.12 in2/ft
o .1296 in2/ft
0.2413 in2/ft
0.31 in2/ft
0.4064 in2/ft
Horizontal Reinforcing
Min Stem T&S Reinf Area 0.554 in2
Min Stem T&S Reinf Area per ft of stem Height : 0, 144 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of :
#4@ 16.67 in #4@ 33,33 in
#5@ 25.83 in #5@ 51.67 in
#6@ 36.67 in #6@ 73.33 in
I Footing Design Results I
To! Htt!
Factored Pressure = 979 309 psf
Mu' : Upward = 26,148 436 ft-#
Mu': Downward = 4,556 1,208 ft-#
Mu: Design = 1,799 772 ft-#
Actual 1-Way Shear 15.21 10,78 psi
Allow 1-Way Shear = 75,00 75,00 psi
Toe Reinforcing = # 5@ 12,00 in
re = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 12,00 in
Key Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf
Min, As% = 0.0018
Cover@ Top 2.00 @ Btm.= 3,00 in
Footing Torsion, Tu
Footing Allow, Torsion, phi Tu
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 11 .11 in, #5@ 17 .22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Heel: #4@ 11, 11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Key: phiMn = phi'5'1ambda'sqrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.11 in
#5@ 17.22 in
#6@24.44 in
0.92 in2
0.22 in2 1ft
If two layers of horizontal bars:
#4@22.22 in
#5@34.44 in
#6@48.89 in
rue ff I . 23241 Arroyo Vista
\.ll""H.I ~~~~:/0'{.~~Z Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detai:16
Dsgnr: M. Farrington
Description ....
Civil Section B-B
This Wall in File: U:\2020\20-150-00 BMW Cartsbad_Structurai Services\Structural\Retain-Pro • Enerca
Page : 32
Date: 4 MAR 2020
RetalnPro (c) 1987-2019, Build 11.20.02.28 License: KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
• Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
884.5
766.1
1,650.5
1.48 1,307.0
2.22 1,698.1
O.T.M. 3,005.2
= 1.51
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl}
WatreTable
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s} =
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
. .... RESISTING .....
Force Distance Moment
lbs ft ft-#
675.0
288.8
531 .3
100.0
3.50
3.50
2.50
2.13
3.33
2,362.5
2,362.5
721 .9
1,128.9
333.3
Vertical Loads used for Soil Pressure = 1,595.0 lbs Total= 1,595.0 lbs R.M.= 4,546.6
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of wan due to settlement Qf soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only}
250.0 pci
0.014 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 mto the retained soil.
•
Project Name/Number : bmw carlsbad
Title Detaij 6
W i®,,,t/111 ~ SHllJC:TVAAl ,,_h -~Iii ~ I . 23241 Arroyo Vista Ul"'IU' ,~c"'""" .~,. Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ....
Civil Section B-B
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Seivices\Structural\Retain-Pro -Enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28 License : KW-06062010 License To : GMU Geotechnlcal, Inc.
#5@_12.io
@Toe
@Hoel
Cantilevered Retaining Wall
8'' 7"
Page : er
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
Project Name/Number : bmw carlsbad
Title Deta~ 6 Page : :::r:: ,,..._Al I I . 23241 Arroyo Vista Ul"'U,I ~~~~~,\0,iiez Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ....
Date: 4 MAR 2020
Civil Section B-B
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28
License : KW-06062010 License To : GMU Geotechnical, Inc. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
240 oopsl
■ Hydrostatic force
J ■ Lateral earth pressure dl1e to the sol! BELOW waler table
0 d CB
r~i I I 23241 Arroyo Vista \,,ll"'IU ~I~~J,\~?!;,; Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detaij 7 -PL
Dsgnr: M. Farrington
Description ....
Civil Section E-E
This Wall in File: U:\2020\20-150-00 BMW Car1sbad_Structural Services\Structural\Retain-Pro -Enerca
Page : :::5
Date: 4 MAR 2020
RetalnPro (c) 1987-2019, Build 11.20.02.28 License: KW--06062010 Cantilevered Retaining Wall
License To : GMU Geotechnlcal, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
i .c.ri.te.r.ia _________ _.1 1 Soil Data I
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 90.0 psf/ft
Retained Height = 3.60 ft
Wall height above soil = 0.50 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 0.00 in
Water height over heel = 0.0 ft Passive Pressure = 400.0 psf/ft
Soil Density, Heel = 125.00 pcf
Soil Density, Toe 125.00 pcf
FootingllSoil Friction = 0.300
Soil height to ignore
for passive pressure = 6.00 in
t.s.u.rc_h_a_r_ge_L_o.ad_s_ ..... _ •• _._ .. _ .... _ .... _ ..... _ ..... _ .... _ ..... _ ........ [ Lateral Load Applied to Stem I jAdjacent Footing Load
Surcharge Over Heel = 240.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
: Axial Load Applied to Stem • Axial Dead Load
Axial Live Load =
Axial Load Eccentricity
[Design Summa~
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
0.0 lbs
0.0 lbs
0.0 in
•••••••••••••••••• •
1.59 OK
1.58 OK
2,166 lbs
4.97 in
Soil Pressure@ Toe = 878 psf OK
Soil Pressure @ Heel 205 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 1,570 psf
ACI Factored @ Heel 366 psf
Footing Shear@ Toe =
Footing Shear @ Heel =
Allowable =
Slldlng Cales
Lateral Sliding Force =
less 100% Passive Force = -
less 100% Friction Force = -
Added Force Req'd
.... for 1.5 Stability
7.9 psi OK
9.2 psi OK
75.0 psi
1,650.5 lbs
1.955.6 lbs
649.8 lbs
0.0 lbs OK
0.0 lbs OK
Lateral Load = 0.0 #/ft
... Height to Top = 0.00 ft
... Height to Bottom = 0.00 ft
Load Type = Wind(W)
(Service Level)
Wind on Exposed Stem =
(Service Level)
L Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@Section
Service Level
Strength Level
Moment. ... Actuai
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
0.0 psf
I
ft=
-=
=
=
=
=
lbs-=
lbs=
ft-#=
ft-#=
=
psi=
psi =
psi=
in2 =
in-=
psi=
psi=
Bottom
Stem OK
0.00
Concrete
LRFD
6.00
# 5
12.00
Center
0.792
1,928.4
2,91 1.3
3,674.7
53.6
75.0
3.00
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Solid Grouting
Modular Ratio 'n'
Wall Weight
Load Factors ...
Building Code
Dead Load
Live Load
Earth, H
Wind,W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psf= 75.0
= Medium Weight
= ASD
psi = 2,500.0
psi = 60,000.0
=
=
=
=
=
0.0 lbs
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
•
Ill' -• ii< SHlUCTllAAl .--. ·•• 111< I 23241 Arroyo Vista '\.ll"'IU "'"'"u;a,~,: Rancho Santa Margarita, CA92688
Project Name/Number : bmw carlsbad
Title Detaij 7 -PL
Dsgnr: M. Farrington
Description ....
Civil Section E-E
This Wall in File: U:\2020\20-150-00 BMW Car1sbad Structural Services\Structural\Retain-Pro -Enerca
Page : :::6
Date: 4 MAR 2020
RetainPro (c) 1987-2019, Build 11.20.02.28 license : KW-06062010 License To : GMU Geotechnlcal, Inc. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
i Concrete Stem Rebar Area Details I
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment): 0.2413 in2/ft
(4/3) • As : 0.3217 in2/ft Min Stem T&S Reinf Area 0.590 in2
200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft
0.0018bh : 0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options :
One layer of : Two layers of :
Required Area : 0.2413 in2/ft #4@ 16.67 in #4@ 33.33 in
Provided Area : 0.31 in2/ft #5@ 25.83 in #5@ 51 .67 in
Maximum Area : 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in
I Footing Data I Toe Width = 1.00ft
Heel Width = 3.00
Total Footing Width = 4.00
Footing Thickness = 10.00 in
Key Width 8.00 in
Key Depth = 28.00 in
Key Distance from Toe 1.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover@ Top 2.00 @ Btm.= 3.00 in
1... Footing Design Results I
To!t J:!H!
Factored Pressure = 1,570 366 psf
Mu': Upward = 8,817 1,928 ft-#
Mu' : Downward 900 3,356 ft-#
Mu: Design = 660 1.428 ft-#
Actual 1-Way Shear 7.94 9.21 psi
Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing = # 5@ 12.00 in
Heel Reinforcing = # 5@ 12.00 in
Key Reinforcing = None Spec'd
Footing Torsion, Tu
Footing Allow. Torsion, phi Tu
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 11.11 in, #5@ 17 .22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Key: phiMn = phi'5'1ambda'sqrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.11 in
#5@17.22 in
#6@24.44 in
0.86 in2
0.22 in2 1ft
If two layers of horizontal bars:
#4@22.22 in
#5@34.44 in
#6@48.89 in
Project Name/Number : bmw carlsbad
r~m i I 23241 Arroyo Vista UrlU ~J~X~Z,;~'./'!l: Rancho Santa Margarita, CA 92688
Title Detail 7 • PL
Osgnr: M. Farrington
Description ....
Civil Section E-E
This Wall in File: U:12020120-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro -Enerca
Page : 37
Date: 4 MAR 2020
RetainPro (c) 1987-2019, Build 11.20.02.28 License : KW-06062010 License To : GMU Geotechnical, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
Summary of Overturning & Resisting Forces & Moments
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load
Added Lateral Load =
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft ft-#
884.5 1.48 1,307.0
766.1 2.22 1,698.1
1,650.5 O.T.M. ::: 3,005.2
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Watre Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
. .... RESISTING .....
Force Distance
lbs ft
1,125.0
307.5
500.0
233.3
2.75
2.75
1.25
2.00
1.33
Moment
ft-#
3,093.8
3,093.8
384.4
1,000.0
311.1
Vertical Loads used for Soil Pressure =
= 1.59
2,165.8 lbs Total= 2,165.8 lbs R.M.= 4,789.2
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt •• ,
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of wan due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only)
250.0 pci
0.025 in
The above r-d'.llculation is not valid if the heel soil bearing pressure exceeds that of the toe.
because the wall would then tend to rotate into the retained soil.
Project Name/Number : bmw carlsbad
Title Detaij 7 -PL #""'Ufil i) I . 23241 Arroyo Vista
\.lrlU ;~~~.\\~~R~;: Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ....
Civil Section E-E
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro -Enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28
License : KW-06062010 License To : GMU Geotechnical, Inc.
#5@t2.in
@foe
Cantilevered Retaining Wall
Page : :::8
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
Project Name/Number : bmw carlsbad
#"" fut.A f I I . 23241 Arroyo Vista
Ul-.,ILI ~J~~~J,JJ}'•t;: Rancho Santa Margarita, CA 92688
Title Deta~ 7 -PL
Dsgnr: M. Farrington
Description .. ,,
Civil Section E-E
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro -Enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28
license: KW--06062010 License To : GMU Geotechnical, Inc.
Cantilevered Retaining Wall
Hydrostatic Foree
Page : rn
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
,.. ... ..di II I . 23241 Arroyo Vista \JIIYIU ~~~~'~,r.~~Aet Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detai:I 7 -SW
Dsgnr: M. Farrington
Description ....
Civil Section E-E
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structurai Services\Structural\Retain-Pro -Enerca
Page : ex::
Date: 4 MAR 2020
RetalnPro (c) 1987-2019, Build 11.20.02.28
License: KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc . Code: CBC 2019,ACI 318-14,TMS 402-16
• c.ri.te.r.ia _________ .l • Soil Data I
Allow Soil Bearing = 2.500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 90.0 psf/ft
Retained Height = 3.33 ft
Wall height above soil 0.75 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 0.00 in
Water height over heel = 0.0 ft
=
Passive Pressure = 400.0 psf/ft
Soil Density, Heel = 125.00 pcf
Soil Density, Toe = 125.00 pcf
FootingllSoil Friction = 0.300
Soil height to ignore
for passive pressure = 6.00 in
.s.u.rc_h_a_r_ge_L_o_a_ds ______ ., Laterail...oadAppliedtoStem I :Adjacent Footing load
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem • Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
I Design Summary
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
0.0 lbs
0.0 lbs
0.0 in
•••• ----•
1.98 OK
1.64 OK
1,303 lbs
6.78 in
Soil Pressure@ Toe = 1,072 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @Toe = 1,501 psf
ACI Factored @ Heel O psf
Footing Shear@ Toe
Footing Shear @ Heel =
Allowable
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force =
less 100% Friction Force --
Added Force Req'd =
.... for 1.5 Stability =
7.1 psi OK
6.0 psi OK
75.0 psi
780.0 lbs
888.9 lbs
391.0 lbs
0.0 lbs OK
0.0 lbs OK
Lateral Load = 0.0 #/ft
... Height to Top = 0.00 ft
... Height to Bottom = 0.00 ft
Load Type = Wind(W)
(Service Level)
Wind on Exposed Stem =
(Service Level)
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @Section
0.0 psf
I
= Concrete
LRFD
6.00
# 5
12.00
Center
0.241
Service Level lbs =
Strength Level lbs = 798.4
Moment. ... Actual
Service Level ft-# =
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Fig CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Strength Level ft-#= 886.2
Moment. .... Allowable
Shear .... ,Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
psi=
psi=
psi=
in2=
in=
psi=
psi =
3,674.7
22.2
75.0
3.00
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Solid Grouting
Modular Ratio 'n'
Wall Weight
Load Factors ···
Building Code
Dead Load
Live Load
Earth, H
Wind,W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psf= 75.0
= Medium Weight
= ASD
psi = 2,500.0
psi = 60,000.0
=
=
=
=
=
0.0 lbs
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
•
Project Name/Number : bmw carlsbad
Title Detaij 7 -SW Page : u:::
tr !lll>SM lit STPUCTURAt ....,..,. -"• 11t I 23241 Arroyo Vista
'-ll"'IU ,~~ ... u~,N,: Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington Date: 4 MAR 2020
Description ....
Civil Section E-E
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro -Enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28
License : KW--06062010
License To : GMU Geotechnical, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
Concrete Stem Rebar Area Details
Bottom Stem
As (based on applied moment) :
(4/3) •As :
Vertical Reinforcing
0 .0735 in2/ft
Horizontal Reinforcing
200bd/fy : 200(12)(3)/60000 :
0.0018bh : 0.0018(12)(6):
Required Area :
Provided Area :
Maximum Area :
i Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
1.00 ft
1.75 •• 2.75
10.00 in
Key Width 8.00 in
Key Depth = 16.00 in
Key Distance from Toe 1.00 ft
0.0979 in2/ft
0.12 in2/ft
o .1296 in2/ft
0.1296 in2/ft
0.31 in2/ft
0.4064 in2/ft
Min Stem T&S Reinf Area 0.588 in2
Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft
Horizontal Reinforcing Options :
One layer of :
#4@ 16.67 in
#5@25.83 in
#6@36.67 in
Two layers of :
#4@33.33 in
#5@51.67 in
#6@73.33 in
I Footing Design Results I
Factored Pressure
Mu': Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear =
!2§
1,501
7,773
900
573
7.11
75.00
.l:ili!
O psf
83 ft-#
507 ft-#
424 ft-#
6.05 psi
75.00 psi
re = 2,500 psi Fy = 60,000 psi
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Footing Torsion, Tu
#5@ 12.00 in
= # 5 @ 12.00 in
= None Spec'd Footing Concrete Density = 150.00 pcf
Min. As% = 0.0018
Cover@ Top 2.00 @ Btm.= 3.00 in Footing Allow. Torsion, phi Tu
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 11 .11 in, #5@ 17.22 in, #6@24.44 in, #7@ 33.33 in, #8@43.88 in, #9@ 5
Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Key: phiMn = phi'5'1ambda'sqrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11 .11 in
#5@ 17.22 in
#6@24.44 in
0.59 in2
0.22 in2 1ft
If two layers of horizontal bars:
#4@22.22 in
#5@34.44 in
#6@48.89 in
,_,._ .Hi r1 I 23241 Arroyo Vista
Project Name/Number : bmw carlsbad
Title Deta~ 7 -SW Page : :::2 !fl' -,i !l SH!UClVRAl \Jll"'IU ,. ,,:..,,u,,;,,: Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ....
Date: 4 MAR 2020
Civil Section E-E
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
RetainPro (c) 1987-2019, Buiid 11.20.02.28 -
License : KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
• Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl) 780.0 1.39 1,082 .5
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel
Surcharge Over Toe =
Adjacent Footing Load
Added Lateral Load =
Load @ Stem Above Soil =
Total = 780.0 O.T.M. : 1,082.5
Resisting/Overturning Ratio = 1.98
Soil Over HL (ab, water tbl)
Soil Over HL (bel. water tbl)
Watre Table
Sloped Soil Over Heel
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
. .... RESISTING ..... Force Distance Moment
lbs ft ft-#
520.3
306.0
343.8
133.3
2.13
2.13
1.25
1.38
1.33
1,105.7
1,105.7
382.5
472.7
177.8
Vertical Loads used for Soil Pressure = 1,303.4 lbs Total= 1,303.4 lbs R.M.= 2,138.6
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of wan due to settlement of son
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only}
250.0 pci
0.044 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate mto the retained soil.
tie -~ 11, SI RVCTUAA\ ."""'"'· ·to. ,rn ..: I 23241 Arroyo Vista \Jll.,ILI "',,,,en,,~,; Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Deta~ 7 -SW
Dsgnr: M. Farrington
Description . .,.
Civil Section E-E
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
Page: 4'.::
Date: 4 MAR 2020
RetalnPro {cl 1§e1-2019, Bulla 11.20.02.2s
License : KW--06062010 License To : GMU Geotechnlcal, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
115@t2Jh
@foe
@Heel
rt.. .. n g I 23241 Arroyo Vista
\JlrlU ;J~~:~:/}1!; Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Deta~ 7 -SW
Dsgnr: M. Farrington
Description ....
Civil Section E-E
Page : u:::
Date: 4 MAR 2020
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
RetainPro (c) 1987-2019, Build 11.20.02.28
License : KW--06062010 License To : GMU Geotechnical, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
■ Hydrosta!k Force
■ Lateral earth pressure due to the sol! BE.LOW waler lable
,ir 11111,Al!ll! Iii STRVCTllRAt .-... ..,11 • I 23241 Arroyo Vista
'-ll"'IU '"""'t" ~,~<. Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detaij 8 -PL
Dsgnr: M. Farrington
Description ....
Civil Section F·F
This Wall in File: U:\2020\20-150-00 BMW Car1sbad_Structural Services\Structural\Retain-Pro -Enerca
Page : :::5
Date: 4 MAR 2020
RetainPro (c) 1987-2019, Build 11.20.02.28 License: KW--06062010 Cantilevered Retaining Wall
License To : GMU Geotechnical, Inc.
Code: CBC 2019,ACI 318-14,TMS 402-16
: .c.ri.te.r.ia _________ .... 1 1 Soil Data I
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 90.0 psf/ft
Retained Height = 3.60 ft
Wall height above soil = 0.50 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 0.00 in
Water height over heel 0.0 ft
=
Passive Pressure = 400.0 psf/ft
Soil Density, Heel = 125.00 pcf
Soil Density, Toe = 125.00 pcf
FootingllSoil Friction = 0.300
Soil height to ignore
for passive pressure ; 6.00 in
,
.s.u.rc.h.a.rg1111e_L_o.ad_s ______ .1 L Lateral Load Applied to Stem I !Adjacent Footing Load I
Adjacent Footing Load Surcharge Over Heel = 240.0 psf Lateral Load = 0.0 lbs 0.0 #/ft =
NOT Used To Resist Sliding & Overturning ... Height to Top = 0.00 ft
Surcharge Over Toe = 0.0 ... Height to Bottom = 0.00 in 0.00 ft Footing Width
Eccentricity 0.00 ft
NOT Used for Sliding & Overturning 0.00 ft Load Type = Wind(W) Wall to Fig CL Dist =
Axial Load Applied to Stem I Line Load
0.0 ft
0.300
(Service Level) Footing Type
Base Above/Below Soil
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
=
=
=
0.0 lbs
0.0 lbs
0.0 in
1.59 OK
1.58 OK
2,166 lbs
4.97 in
Soil Pressure@ Toe = 878 psf OK
Soil Pressure @ Heel = 205 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,570 psf
ACI Factored@ Heel = 366 psf
Footing Shear@ Toe =
Footing Shear @ Heel =
Allowable =
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force =
less 100% Friction Force --
Added Force Req'd
.... for 1.5 Stability
7.9 psi OK
9.2 psi OK
75.0 psi
1,650.5 lbs
1.955.6 lbs
649.8 lbs
0.0 lbs OK
0.0 lbs OK
Wind on Exposed Stem =
(Service Level)
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@Section
Service Level
Strength Level
Moment. .. Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Solid Grouting
Modular Ratio 'n'
Wall Weight
Load Factors···
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
re
Fy
0.0 psf
• ft=
=
=
=
=
=
=
lbs=
lbs=
ft-#=
ft-#=
=
psi=
psi=
psi=
in2=
in=
psi=
psi=
Bottom
Stem OK
0.00
Concrete
LRFD
6.00
# 5
12.00
Center
0.792
1,928.4
2,911 .3
3,674.7
53.6
75.0
3.00
psf= 75.0
at Back of Wall
Poisson's Ratio
= Medium Weight
= ASD
psi = 2,500.0
psi = 60,000.0
=
Ill' 00..dl!lll Iii STRUC'TVAAt
_r.. Jilli .t I 23241 Arroyo Vista u1·1u F~,,,q t;~•~i Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detaij 8 -PL
Dsgnr: M. Farrington
Description,.,,
Civil Section F-F
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro -Enerca
Page : :::6
Date: 4 MAR 2020
RetainPro (c) 1987-2019, Build 11.20.02,28
License: KW-06062010 License To : GMU Geotechnlcal, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
i ConcreteStern Rebar Area DetaUs •
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) : 0.2413 in2/ft
(4/3) • As : 0.3217 in2/ft Min Stem T&S Reinf Area 0.590 in2
200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft
0.0018bh : 0.0018(12)(6) : 0.1296 in2/ft Horizontal Reinforcing Options :
One layer of: Two layers of :
Required Area :
Provided Area :
Maximum Area :
0.2413 in2/ft
0.31 in2/ft
0.4064 in2/ft
#4@ 16.67 in #4@ 33.33 in
#5@ 25.83 in #5@ 51.67 in
#6@ 36.67 in #6@ 73.33 in I Footing Data I Toe Width = 1.00 ft
Heel Width = 3.00 Total Footing Width = ............. ~f.'00 .. ..
Footing Thickness = 10.00 in
Key Width 8.00 in
Key Depth 28.00 in
Key Distance from Toe = 1.00 ft
re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover@ Top 2.00 @ Btm.= 3.00 in
Footing Design Results
Factored Pressure
Mu': Upward
Mu' : Downward
Mu: Design
To§
1,570
8,817
900
660
• tin!
366 psf
1,928 ft-#
3,356 ft-#
1.428 ft-#
Actual 1-Way Shear 7.94 9.21 psi
Allow 1-Way Shear =
Toe Reinforcing
75.00 75.00 psi
Heel Reinforcing
Key Reinforcing
Footing Torsion, Tu
#5@ 12.00 in
#5@ 12.00 in
= None Spec'd
Footing Allow. Torsion, phi Tu
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Heel: #4@ 11.11 in, #5@ 17.22 in, #6@24.44 in, #7@33.33 in, #8@43.88 in, #9@5
Key: phiMn = phi'5'1ambda'sqrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11 .11 in
#5@ 17.22 in
#6@24.44 in
0.86 in2
0.22 in2 1ft
If two layers of horizontal bars:
#4@22.22 in
#5@34.44 in
#6@48.89 in
#"""~Ali ; I 23241 Arroyo Vista '-ll"'II.I ~;~~JJ~l'.,A;~).; Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Deta~ 8 -PL
Dsgnr: M. Farrington
Description .. ,,
Civil Section F-F
Page : Cl
Date: 4 MAR 2020
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
RetainPro (c) 1987-2019, BuUd 11.20.02.28 License: KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
Summary of Overturning & Resisting Forces & Moments
..... OVERTUR.NING .....
Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total
Resistlng/Overtumlng Ratio
884.5
766.1
1,650.5
1.48 1,307.0
2.22 1,698.1
O.T.M. = 3,005.2
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
WatreTable
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
. .... RESISTING .....
Force Distance Moment
lbs ft ft-#
1,125.0
307.5
500.0
233.3
2.75
2.75
1.25
2.00
1.33
3,093.8
3,093.8
384.4
1,000.0
311.1
Vertical Loads used for Soil Pressure =
= 1.59
2,165.8 lbs Total= 2,165.8 lbs R.M.= 4,789.2
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance .
• Tilt I
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of wan due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only)
250.0 pci
0.025 in
The above calculation is not valid if the heel soil bearing pressure exceeds tha! of the toe,
because the wall would then tend to rotatf! into the retained soil.
I
Project Name/Number : bmw carlsbad
Title Deta~ 8 -PL r~.AIB I I 23241 Arroyo Vista UrlU f I~~~,\'(,~~) Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ....
Civil Section F-F
This Wall in File: U:\2020\20-150-00 BMW Car1sbad Structural Services\Structural\Retain-Pro -Enerca
RetainPro (c) 1987-2019, BuUd 11.20.02.28
License : KW-06062010 License To : GMU Geotechnical, Inc.
#5@12in
@foe
#5@12"
@Heel
Cantilevered Retaining Wall
•
•
I
Page : 48
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
#I' a,,414i.; $ Sl'RVCTUAAl
,s;,;,,,&-.;,~ $ I 23241 Arroyo Vista
\Jll""I U . ~,,,"tu, ~ ,; Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detai~ 8 -PL
Dsgnr: M. Farrington
Description ....
Civil Section F-F
Page : :::9
Date: 4 MAR 2020
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28
License : KW--06062010 License To : GMU Geotechnical, Inc.
Pp~ 1955.56#
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
240JlOpsJ
tS51#
■ Hydrostatic Force
■ Laleral earth pressure ctue to ·me soil S!;LOW water table
!If' W.A!ill ffi SHIUCTU~AI
.-~ .~ill 111 I 23241 Arroyo Vista
\.11..,,1 U , , ,, , ,. , ";,. ~ ,: Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Deta~ 8 -SL
Dsgnr: M. Farrington
Description ....
Civil Section F-F
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structural Seivices\Structural\Retain-Pro -Enerca
Page : SU
Date: 4 MAR 2020
RetainPro (c) 1987-2019, Build 11.20.02.28 License : KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnlcal, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
1_c_ri_~_r_~---------~· ~ID~ I
Retained Height = 4.33 ft
Wall height above soil = 0.08 ft
Slope Behind Wall = 4.00
Height of Soil over Toe = 0.00 in
Water height over heel = 0.0ft
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 90.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingUSoil Friction
Soil height to ignore
for passive pressure
= 400.0 psf/ft
= 125.00 pcf
= 125.00 pcf
= 0.300
= 6.00 in
s.u.rc_h_a_r .. ge_L_o.ad_s ______ .l Lateral Load Applied to Stem I Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem • Axial Dead Load =
Axial Live Load
Axial Load Eccentricity =
0.0 lbs
0.0 lbs
0.0 in
[ Design Summary ···············••··•··········,
Wall Stability Ratios
Overturning = 1.53 OK
Sliding 1.51 OK
Total Bearing Load = 1,932 lbs
... resultant ecc. = 11.50 in
Soil Pressure@ Toe = 1,932 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @Toe = 2,705 psf
ACI Factored @ Heel = O psf
Footing Shear@ Toe
Footing Shear @ Heel =
Allowable =
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force =
less 100% Friction Force - -
Added Force Req'd =
... .for 1.5 Stability =
13.2 psi OK
14.3 psi OK
75.0 psi
1.411 .6 lbs
1.555.6 lbs
579.6 lbs
0.0 lbs OK
0.0 lbs OK
Lateral Load = 0.0 #/ft Adjacent Footing Load
.... Height to Top =
... Height to Bottom =
0.00 ft Footing Width
0.00 ft Eccentricity
Load Type = Wind(W) Wall to Fig CL Dist
Footing Type (Seivice Level) Base Above/Below Soil
Wind on Exposed Stem =
(Seivice Level)
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@Section
Seivice Level
Strength Level
Moment. ... Actual
Seivice Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
0.0 psf at Back of Wall
I
ft=
;:
=
=
=
=
=
=
lbs=
lbs=
ft-#-=
ft-#=
psi=
psi =
psi=
in2 =
in=
psi=
psi =
Poisson's Ratio
Bottom
Stem OK
0.00
Concrete
LRFD
6.00
# 5
12.00
Center
0.530
1,349.9
1,948.4
3,674.7
37.5
75.0
3.00
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Solid Grouting
Modular Ratio 'n'
Wall Weight
Load Factors ····
Building Code
Dead Load
Live Load
Earth, H
Wind,W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psf= 75.0
Medium Weight
= ASD
psi = 2,500.0
psi = 60,000.0
=
=
=
=
=
0.0 lbs
0.00 fl
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
I
Project Name/Number : bmw carlsbad
Title Detaij 8 -SL Page : 5::: rll;.Affl • , 23241 Arroyo Vista UrlU ~J~~;,r0
11,~~z Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description .. ,.
Date: 4 MAR 2020
Civil Section F-F
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structurai Services\Structural\Retain-Pro • Enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28
License : KW-06062010
License To : GMU Geotechnlcal, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
Concrete Stem Rebar 1'rea Details . I
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) : 0.1615 in2/ft
(4/3) • As : 0.2153 in2/ft Min Stem T&S Reinf Area 0.635 in2
200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft
0.0018bh : 0.0018(12)(6): 0.1296 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of :
Required Area : 0.1615 in2/ft #4@ 16.67 in #4@ 33.33 in
Provided Area : 0.31 in2/ft #5@ 25.83 in #5@ 51.67 in
Maximum Area : 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in
[ Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth =
Key Distance from Toe =
fc = 2,500 psi Fy =
Footing Concrete Density
1.00 ft
2.25 ......... 3.25
10.00 in
8.00 in
24.00 in
1.00 ft
60,000 psi
150.00 pcf
Min. As%
Cover@Top
= 0.0018
2.00 @ Btm.= 3.00 in
I r Footing Design Results I
IQ! ~
Factored Pressure = 2,705 O psf
Mu': Upward 13,526 28 ft-#
Mu' : Downward = 900 1,291 ft-#
Mu: Design = 1,052 1,263 ft-#
Actual 1-Way Shear 13.19 14.31 psi
Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing = # 5@ 12.00 in
Heel Reinforcing = # 5@ 12.00 in
Key Reinforcing = None Spec'd
Footing Torsion, Tu
Footing Allow. Torsion, phi Tu
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 11 .11 in, #5@ 17.22 in, #6@ 24.44 in, #7@33.33 in , #8@ 43.88 in, #9@ 5
Heel: #4@ 11 .11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Key: phiMn = phi'5'1ambda'sqrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.11 in
#5@ 17.22 in
#6@24.44 in
0.70 in2
0.22 in2 1ft
If two layers of horizontal bars:
#4@22.22 in
#5@34.44 in
#6@48.89 in
w W..<ffll!i r; srRUCTI./RAl ,,..,.k ..1r; r; I 23241 Arroyo Vista Ul""IU ,,c"''""'"': Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Deta~ 8 -SL
Dsgnr: M. Farrington
Description ....
Civil Section F-F
This Wall in File: U:\2020\20-150-00 BMW Cartsbad_Structural Services\Structural\Retain-Pro -Enerca
Page : 52
Date: 4 MAR 2020
RetalnPro (c) 1987-2019, Build 11.20.02.28 License: KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnical, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl) 1,411-6 1.72 2,635.4
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
=
Total = 1,411.6 O.T.M. = 2,429.6
Resisting/Overturning Ratio 1.53
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water !bl)
Watre Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Siem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
. .... RESISTING ..... Force Distance Moment
lbs ft ft-#
947.2
47.9
330.8
406.3
200.0
2.38
2.38
2.67
1.25
1.63
1.33
2.249.6
2,249.6
127.6
413.4
660.2
266.7
Vertical Loads used for Soil Pressure = 1,932.0 lbs Total:: 1,932.0 lbs R.M.== 3,717.4
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of wan due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only)
250.0 pci
0.073 in
The above calcula1ion is not valid if the heel soil bearing pressure exceeds that of the toe
because the wan would then tend to rotate mlo the retained soil.
•
Project Name/Number : bmw carlsbad
,.. .... .in I I 23241 Arroyo Vista UrU., ;!~~~,\~i~~~: Rancho Santa Margarita, CA 92688
Title Detaij 8 -SL
Dsgnr: M. Farrington
Description ....
Civil Section F-F
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro -Enerca
RetainPro (c) 1987-2019, Bulid 11.20.02.28
License : KW--06062010 License To : GMU Geotechnlcal, Inc.
#5@12.in
@Toe
@Heel
Cantilevered Retaining Wall
•
•
Page : s:::
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
r&.-...&I I( I . 23241 Arroyo Vista ur1u ;~~~J,1/l~~;: Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Deta~ 8 -SL
Dsgnr: M. Farrington
Description .. ,.
Civil Section F-F
Page : s::
Date: 4 MAR 2020
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
RetainPro (c) 1987-2019, Build 11.20.02.28
License : KW--06062010 License To : GMU Geotechnical Inc. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
4
\ \
1412#
r ■ Hydmst<1tic Force
■ Lateral earth pressure due to 1he soil BELOW waler table
ruw 'I 23241 Arroyo Vista Ul"'IU tJ~~~?cv/~) Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detaij 9 -PL
Dsgnr: M. Farrington
Description ....
Civil Section H-H
This Wall in File: U:\2020\20-150-00 BMW Car1sbad_Structural Services\Structural\Retain-Pro -Enerca
Page : 55
Date: 4 MAR 2020
RetalnPro (c) 1987-2019, Build 11.20.02.28 License : KW-06062010 License To : GMU Geotechnlcal, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
: Criteria • Soil Data I
Retained Height = 3.92 ft
Wall height above soil 0.50 ft
Slope Behind Wall = 0.00
Allow Soil Bearing = 2.500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 90.0 psf/ft
Height of Soil over Toe = 0.00 in
Water height over heel = 0.0 ft
=
Passive Pressure = 400.0 psf/ft
Soil Density, Heel = 125.00 pcf
Soil Density, Toe = 125.00 pcf
FootingllSoil Friction = 0.300
Soil height to ignore
for passive pressure :: 6.00 in 1
Surcharge Loads J Lateral Load Applied to Stem I _Adjacent Footing Load I
Surcharge Over Heel = 240.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to"stem ••••••• -.
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
[ Design Summary
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
0.0 lbs
0.0 lbs
0.0 in
•
1.61 OK
1.58 OK
2,460 lbs
5.57 in
Soil Pressure@ Toe = 959 psf OK
Soil Pressure @ Heel 199 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @Toe = 1,702 psf
ACI Factored@ Heel = 354 psf
Footing Shear@ Toe =
Footing Shear @ Heel =
Allowable =
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force =
less 100% Friction Force --
Added Force Req'd
.... for 1.5 Stability
8.7 psi OK
10.1 psi OK
75.0 psi
1,838.1 lbs
2.172.2 lbs
738.1 lbs
0.0 lbs OK
0.0 lbs OK
Lateral Load
... Height to Top
... Height to Bottom
0.0 #/ft
0.00 ft
0.00 ft
Load Type = Wind (W)
(Service Level)
Wind on Exposed Stem =
(Service Level)
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
0.0 psf
• ft=
Bottom
Stem OK
0.00
= Concrete
LRFD
6.00
# 5
12.00
Center
0.971
lbs=
lbs = 2,190.2
ft-#=
ft-#= 3,569.9
= 3,674.7
Service Level psi =
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
psi=
psi=
in2=
in=
psi=
psi =
60.8
75.0
3.00
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Solid Grouting
Modular Ratio 'n'
Wall Weight
Load Factors···
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psf = 75.0
Medium Weight
ASD
psi = 2,500.0
psi = 60,000.0
=
0.0 lbs
0.00 ft
0.00 in
0.00 ft
. Line Load
0.0 ft
0.300
Project Name/Number : bmw carlsbad
Title Deta~ 9 -PL Page : 56 rum ij I 23241 Arroyo Vista Ut•IU ;~~~~};~,r.e~ Rancho Santa Margarita, CA92688 Dsgnr: M. Farrington
Description ....
Date: 4 MAR 2020
Civil Section H-H
This Wall in File: U:\2020\20-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro -Enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28
License: KW-06062010 License To : GMU Geotechnical, Inc. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
l c·~~c~~t~ St;m R;b~-~Area. Detaii~ .. ,
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) : 0.2959 in2/ft
(4/3) • As : 0.3945 in2/ft Min Stem T&S Reinf Area 0.636 in2
200bd/fy : 200( 12)(3)/60000 : 0.12 in2/ft
0.0018bh : 0.0018(12)(6): 0.1296 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of :
Required Area :
Provided Area :
Maximum Area :
0.2959 in2/ft
0.31 in2/ft
0.4064 in2/ft
#4@ 16.67 in #4@ 33.33 in
#5@ 25.83 in #5@ 51 .67 in
#6@ 36.67 in #6@ 73.33 in
! Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
= 1.00 ft
= 3.25
= 4.25
10.00 in
8.00 in
= 30.00 in
= 1.00 ft
fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover@ Top 2.00 @ Btm.= 3.00 in
I Footing Design Results
I21!
Factored Pressure 1,702
Mu' : Upward = 9,577
Mu' : Downward = 900
Mu: Design : 723
Actual 1-Way Shear = 8.69
Allow 1-Way Shear = 75.00
Toe Reinforcing = #5@ 12.00 in
Heel Reinforcing = # 5@ 12.00 in
Key Reinforcing = None Spec'd
Footing Torsion, Tu
Footing Allow. Torsion, phi Tu
• liH!
354 psf
2,437 ft-#
4,243 ft-#
1,805 ft-#
10.15 psi
75.00 psi
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 11. 11 In, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 In, #9@ 5
Heel: #4@ 11.1 1 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5 Key: phiMn = phi'5'1ambda'sqrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11 .1 1 in
#5@17.22 in
#6@24.44 in
0.92 in2
0.22 in2 1ft
If two layers of horizontal bars:
#4@22.22 in
#5@34.44 in
#6@48.89 in
Project Name/Number : bmw carlsbad
Title Detaij 9 -PL Page : 57
1ft' -~ Iii SH!VCTUAAl ,_,._ ,u 111· 1 23241 Arroyo Vista
u1·1 LI ' 'C,' ,, < V ij. ~ ,: Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ....
Date: 4 MAR 2020
Civil Section H-H
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
RetalnPro (c) 1987-2019, Build 11.20.02.28
License: KW-06062010 Cantilevered Retaining Wall
License To : GMU Geotechnlcal, Inc.
Code: CBC 2019,ACI 318-14,TMS 402-16
Summa of Overturnin & Resistin Forces & Moments
..... OVERTURNING ..... . .... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft fl-#
HL Act Pres (ab water tbl) 1,016.7 1.58 1,611.0 Soil Over HL (ab. water tbl) 1,347.5 2.88 3,874.1
HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.88 3,874.1
Hydrostatic Force Watre Table
Buoyant Force = Sloped Soil Over Heel =
Surcharge over Heel = 821.4 2.38 1,952.1 Surcharge Over Heel =
Surcharge Over Toe = Adjacent Footing Load =
Adjacent Footing Load Axial Dead Load on Stem =
Added Lateral Load = • Axial Live Load on Stem =
Load @ Stem Above Soil = Soil Over Toe =
= Surcharge Over Toe =
Stem Weight(s) 331 .5 1.25 414.4
Total = 1,838.1 O.T.M. = 3,563.1
Earth @ Siem Transitions =
Fooling Weight = 531 .3 2.13 1,128.9
Key Weight = 250.0 1.33 333.3
Resisting/Overturning Ratio 1.61 Vert. Component =
Vertical Loads used for Soil Pressure = 2,460.3 lbs Total= 2,460.3 lbs R.M.= 5,750.7
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
Horizontal Deflection at Top of wan due to settlement of sou
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Oefl@ Top of Wall (approximate only)
250.0 pci
0.028 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Project Name/Number: bmw carlsbad
Title Dela~ 9 -PL tlf' -;11 ~' STRUCTU~A.l
.-r.. ,If§ ~ I 23241 Arroyo Vista u1·1u "' ., '" C (:" '~ (, Rancho Santa Margarita, CA 92688 Dsgnr: M. Farrington
Description ....
Civil Section H-H
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
RetainPro (c) 1987-2019, Build 11.20.02.28 License : KW-06062010 License To : GMU Geotechnical, Inc.
#S@1Jjo
@Toe
i/5@12"
Cantilevered Retaining Wall
•
•
•
-
3'-Y
Page : 58
Date: 4 MAR 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
r~.&! I[ I 23241 Arroyo Vista
'-11"'11.f ~~~~.~.1,tt,~e;: Rancho Santa Margarita, CA92688
Project Name/Number : bmw carlsbad
Title Detai~ 9 -PL
Dsgnr: M. Farrington
Description ....
Civil Section H-H
Page: 59
Date: 4 MAR 2020
This Wall in File: U:12020\20-150-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro -Enerca
RetainPro (c) 1987-2019, BoHd 11.20.02.28
License : KW-06062010 License To : GMU Geotechnical, Inc.
Pp= 2.17222#
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
240,00psf
lateral earth pressure due to the soil 5ELOW water table
rum I I 23241 Arroyo Vista Ul""IU ~~~~.;/,'".~!.t Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detaij 9 -SL
Dsgnr: M. Farrington
Description ....
Civil Section H-H
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
Page : 6,:i
Date: 28 FEB 2020
RetainPro (c) 1987-2019, Build 11.20.02.28
License : KW-06062010 License To : GMU Geotechnlcal, Inc. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
: Criteria I
Retained Height = 3.92 ft
Wall height above soil = 0.50 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 0.00 in
Water height over heel = 0.0ft
Soil Data I
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 90.0 psf/ft
=
Passive Pressure = 400.0 psf/ft
Soil Density, Heel = 125.00 pcf
Soil Density, Toe = 125.00 pcf
Footingl!Soil Friction 0.300
Soil height to ignore
for passive pressure = 6.00 in
..................................... ,
------~-
. .
.s.u.rc_h_a.rg111e_L_o.ad_s ______ .1 Lateral Load Applied to Stem I Adjacent Footing Load I
Surcharge Over Heel = 0.0 psf Lateral Load o.o #/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding & Overturning ... Height to Top =-0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ... Height to Bottom = 0.00 ft Eccentricity = 0.00 in
NOT Used for Sliding & Overturning Wall to Fig CL Dist = 0.00 ft Load Type Wind (W) Line Load Axial Load Applied to Stem I (Service Level) Footing Type • Base Above/Below Soil Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
l. Design Summary
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
0.0 lbs
0.0 lbs
0.0 in
························,
1-77 OK
1.65 OK
1,608 lbs
8.73 in
Soil Pressure@ Toe = 1,388 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 1,944 psf
ACI Factored @ Heel O psf
Footing Shear@ Toe =
Footing Shear @ Heel
Allowable =
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force =
less 100% Friction Force
Added Force Req'd =
.... for 1.5 Stability =
9.4 psi OK
9.2 psi OK
75.0 psi
1,016.7 lbs
1,200.0 lbs
482.5 lbs
0.0 lbs OK
0.0 lbs OK
Wind on Exposed Stem =
(Service Level)
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@Sectlon
Service Level
Strength Level
Moment.. .. Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Solid Grouting
Modular Ratio 'n'
Wall Weight Load Factors-------
Building Code
Dead Load
Live Load
Earth, H
Wlnd,W
Seismic, E
CBC 2019,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
0.0 psf at Back of Wall
I
ft=
=
-·
=
=
=
=
lbs=
lbs=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
psi=
psi:
Poisson's Ratio
Bottom
Stem OK
0.00
Concrete
LRFD
6.00
# 5
12.00
Center
0.393
1,106.4
1,445.7
3,674.7
30.7
75.0
3.00
psf = 75.0
= Medium Weight
= ASD
psi = 2,500.0
psi = 60,000.0
0.0 ft
0.300
<If ®.AU 111 STl'!UCTVAAt ,.,,.,11,. ,u 111 I 23241 Arroyo Vista ur·1u s ~ C, "'cc".~,: Rancho Santa Margarita, CA 92688
Project Name/Number : bmw carlsbad
Title Detaij 9 -SL
Dsgnr: M. Farrington
Description ....
Civil Section H-H
This Wall in File: U:\2020\20-1 50-00 BMW Car1sbad_Structural Services\Structural\Retain-Pro -Enerca
Page : 6i'
Date: 28 FEB 2020
RetalnPro (c) 1987-2019, Build 11.20.02.28
License: KW-06062010
License To : GMU Geotechnical, Inc.
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
: Concrete Stem Rebar Area Details I
Bottom Stem
As (based on applied moment) :
(4/3) •As :
200bd/fy : 200(12)(3)/60000 ;
0.0018bh: 0.0018(12)(6):
Required Area :
Provided Area :
Maximum Area :
I Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
=
=
=
=
=
1.00 ft
2.00
3.oo·
10.00in
8.00 in
20.00 in
1.00 ft
Vertical Reinforcing
0.1198 in2/ft
Horizontal Reinforcing
0.1598 in2/ft Min Stem T&S Reinf Area 0.636 in2
0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/fl
0.1296 in2/ft Horizontal Reinforcing Options :
------------One layer of : Two layers of :
0.12 in2/ft #4@ 16.67 in #4@ 33,33 in
0.31 in2/ft #5@ 25.83 in #5@ 51.67 in
0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in
I [F ooting Design Results I
IQ! tltt!
Factored Pressure 1,944 0 psf
Mu• : Upward = 9,984 76 ft-#
Mu' : Downward 900 830 ft-#
Mu: Design = 757 754 ft-#
Actual 1-WayShear = 9.41 9.19 psi
Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing = # 5@ 12.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5@ 12.00 in
Key Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf
Min. As% = 0.0018
Cover@ Top 2.00 @ Btm.= 3.00 in
Footing Torsion, Tu
Footing Allow. Torsion, phi Tu
0.00 fl-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Heel: #4@ 11.1 1 in, #5@ 17 .22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars;
#4@ 11 .11 in
#5@17.22 in
#6@24.44 in
0.65 in2
0.22 in2 1ft
If two layers of hori.zontal bars:
#4@22.22 in
#5@34.44in
#6@48.89in
Project Name/Number : bmw carlsbad
r~ ... u 11 23241 Arroyo Vista ur1u ;'~~~~cr,K,ll~t Rancho Santa Margarita, CA 92688
Title Deta~ 9 -SL
Dsgnr: M. Farrington
Description ....
Civil Section H-H
This Wall in File: U:\2020\20-150-00 BMW Car1sbad_Structural Services\Structural\Retain-Pro -Enerca
Page : 62
Date: 28 FEB 2020
RetainPro (c) 1987-2019, Build 11.20.02.28 License : KW-06062010 Cantilevered Retaining Wall License To : GMU Geotechnlcal, Inc. Code: CBC 2019,ACI 318-14,TMS 402-16
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl) 1,016.7 1.58 1,611 .0
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
=
Total = 1,016.7 O.T.M. 1,611.0
Resisting/Overturning Ratio = 1.77
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Watre Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions=
Footing Weight =
Key Weight =
Vert. Component =
. .... RESISTING .....
Force Distance Moment
lbs ft ft-#
735.0
331 .5
375.0
166.7
2.25
2.25
1.25
1.50
1.33
1,653.8
1,653.8
414.4
562.5
222.2
Vertical Loads used for Soil Pressure = 1,608.2 lbs Total= 1,608.2 lbs R.M.= 2,852.8
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of son
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only)
250.0 pci
0.057 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 soii.
Project Name/Number : bmw carlsbad
rum 'I 23241 Arroyo Vista \.11.,...IU ~!~~-\\Vt~.!: Rancho Santa Margarita, CA 92688
Title Deta~ 9 -SL
Dsgnr: M. Farrington
Description.,,.
Civil Section H-H
This Wall in File: U:\2020\20-150-00 BMW Carlsbad Structural Services\Structural\Retain-Pro -Enerca
RetainPro (c) 1987-2019, Build 11.20.02.28 License : KW-06062010
License To : GMU Geotechnical, Inc.
#5@12.in
@Toe
Cantilevered Retaining Wall
•
•
Page : 6:::
Date: 28 FEB 2020
Code: CBC 2019,ACI 318-14,TMS 402-16
lfr iill>.,...ll! ll: Sl'RVCTl/RAI
,.,..... .1" " I 23241 Arroyo Vista Ul.,,,IIJ ,~,;,.,, ,,.;,,; Rancho Santa Margarita, CA92688
Project Name/Number : bmw carlsbad
Title Deta~ 9 -SL
Dsgnr: M. Farrington
Description ....
Civil Section H-H
Page : 6r::
Date: 28 FEB 2020
This Wall in File: U:\2020\20-1 50-00 BMW Carlsbad_Structural Services\Structural\Retain-Pro -Enerca RetalnPro (c) 1987-2019, Build 11.20.02.28 License : KW--06062010 License To : GMU Geotechnical, Inc. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
1017#
■ Hydrostatic Force
■ Lateral earth pressure due to 111e s.oil BELOW waler taole