HomeMy WebLinkAboutMS 2019-0003; BMW OF CARLSBAD; CMU RETAINING WALLS AND BMP PLANTERS STRUCTURAL CALCULATIONS; 2020-03-06
Date: March/6/2020
Calculations Prepared By: Reviewed for Geotechnical Conformance By:
Matthew Farrington, M.Sc. RCE 90349 Nadim Sunna, M.Sc., PE, GE 3172
Senior Staff Engineer Senior Engineer
GMU STRUCTURAL ENGINEERING GMU GEOTECHNICAL, Inc.
CMU RETAINING WALLS AND BMP PLANTERS
BMW
1050 / 1060 Auto Center Ct. Carlsbad CA
STRUCTURAL CALCULATIONS
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Table of Contents
Page # Description Sheet
1 BMP Planter Stem Wall Loading NA
2 BMP Planter Stem Wall Check NA
3 BMP Planter Base Loading NA
4 BMP Planter Base Check NA
5 – 9 Detail 1, Civil Section D-D, Retaining Wall, Adj. Auto Center Court S-1
10 – 14 Detail 2, Civil Section G-G, Retaining Wall Adj. Auto Center Court S-1
15 – 19 Detail 3, Civil Section J-J, Retaining Wall Adj. Cannon Road S-1
20 – 24 Detail 4, Civil Section I-I, Retaining Wall Adj. Cannon Road S-1
25 – 29 Detail 5, Civil Section A-A, BMP Planter, Western Edge of Site S-1
30 – 34 Detail 6, Civil Section B-B, BMP Planter, Northern Side Adj. Cannon
Road
S-2
35 – 39 Detail 7, Civil Section E-E, BMP Planter, NE Corner Adj. Car Country
Drive, Parking Lot Side of Structure.
S-2
40 – 44 Detail 7, Civil Section E-E, BMP Planter, NE Corner Adj. Car Country
Drive, Sidewalk Side
S-2
45 – 49 Detail 8, Civil Section F-F, BMP Planter, Southern Corner Adj. Car
Country Drive and Auto Center Court, Parking Lot Side of Structure
S-2
50 – 54 Detail 8, Civil Section F-F, BMP Planter, Southern Corner Adj. Car
Country Drive and Auto Center Court, Slope Side of Structure
S-2
55 – 59 Detail 9, Civil Section H-H, BMP Planter, NE Corner Adj. Cannon Road,
Parking Lot Side of Structure
S-2
60 – 64 Detail 9, Civil Section H-H, BMP Planter, NE Corner Adj. Cannon Road,
Slope Side of Structure
S-2
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Design Parameters, Per Soils Report
“Geotechnical Investigation Report Auto Nation BMW of Carlsbad 1050 and 1060 Auto Center
Court, Carlsbad California, Dated December 13, 2019. By GMU
Geotechnical, GMU Project Number 18-101-00
• Bearing Materials:
o 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 D1557.
o Competent Santiago Formation bedrock for all retaining walls and BMP structures
in cut.
• Active Loading:
o 35 PCF (EFP) – Assumes the use of select soils in backfill zone, (Drained).
o 80 PCF (EFP) – Saturated soil condition, (undrained) – (Calculated by GMU
Structural)
• Soil Friction Angle, (Phi):
o 33 degrees
• Unit Weight of Soil (Gamma):
o 120 PCF
• Passive Resistance:
o 300 PSF level ground
▪ Ignore Upper 6” of passive resistance
▪ 1/3 allowable increase for seismic conditions
o 100 PSF sloping ground – Per conversation with Nadim Sunna, GMU Geotechnical
– to be included in an addendum by GMU Geotechnical to be released later.
o 400 PSF (300 + 1/3 Increase) for retaining walls and BMP Planters in Santiago
Formation bedrock per Nadim Sunna GMU Geotechnical – to be included in an
addendum to be released at a later date.
• Maximum Bearing Capacity:
o 2,500 PSF
▪ 1/3 allowable increase for seismic conditions
• Coefficient of Friction: - 0.30
Additional Loading Specifications
• 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).
• Cast-in-Place BMP Planters wall and base loading is based on worst case scenario (system
being clogged). Saturated Soil 80 PSF (EFP)
,-u1 • 1 STRUCTURAL '-11·1u N N IN
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.
,-u1 • 1 STRUCTURAL '-11·1u N N IN
BMP Planter Stem Wall (LOADING)
∅=33°
𝐾𝑎=𝐴𝑘𝑟𝑘𝑘𝑘𝑍′𝑟𝐴𝑍𝑟�ℎ𝑟𝑍 𝐴𝑍𝑟𝑟� 𝐾𝑟𝑍𝑟𝑟𝑟𝑟𝑍= 0.295
𝛾=120𝑘𝑍𝑍
𝐴=5.25′(𝐴�ℎ𝑍�𝑍𝑟𝑟 𝑅𝑍𝑟𝑍�ℎ𝑘𝑍𝑍 𝑅𝑍𝑍𝑟�ℎ𝑘𝑘).
𝐴𝑍𝑟�ℎ𝑟𝑍 𝐾𝑟𝑍𝑟𝑟𝑟𝑟𝑍=(𝐾𝑎)(𝛾)=35𝐾𝑅𝐴/𝐴𝑅 (𝐴𝐴𝐾) - (DRAINED)
𝐴𝑍𝑟�ℎ𝑟𝑍 𝐾𝑟𝑍𝑟𝑟𝑟𝑟𝑍= 𝐾𝑎(𝛾− 𝛾𝑤)+ 𝛾𝑤=79.4 𝑘𝑍𝑍 ∴𝑅𝑟𝑍 80𝑘𝑍𝑍 (UNDRAINED)
5.25’ Tall Wall
𝐾𝑎= 1 2⁄(80𝐾𝑅𝐴)(5.25 𝑍𝑟)2 =1240.3 𝑘𝑍𝑟
Q.
1,240.3 lbs/FT
r:i
in
472. 5 PSF/FT u
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*lbs
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BMP Planter Stem (WALL CHECK)
- Modeled as 12” wide Reinforced Concrete Beam, 6” thick
𝑍𝑦=60,000𝐾𝑅𝐴
𝑍=12"
�=6"
𝑍=3"
𝐴𝑠=(1)# 5 @ 12" 𝐾.𝐴.= 0.3068 �ℎ𝑘2
𝑍′
𝑐=3,000𝐾𝑅𝐴
𝐾𝑘𝑍𝑍�ℎ𝑘𝑍 (𝑊𝑘𝑟𝑟𝑟 𝐴𝑍𝑟𝑍 𝑅𝑍𝑍𝑘𝑍𝑟�ℎ𝑘)=𝐴𝑘𝑘𝑟𝑟 𝐴𝐾𝐾 𝑟𝑟𝑟𝑟𝑍𝑟𝑟𝑟𝑍 𝑟𝑍𝑟𝑍�ℎ𝑘�ℎ𝑘𝑍 𝑟𝑘𝑍𝑟𝑍�ℎ𝑘𝑍𝑍 𝑟𝑘�ℎ𝑘𝑟
𝐾𝑢=(3,038.7 𝑍𝑟∗𝑘𝑍𝑟)=36,464.8 �ℎ𝑘∗𝑘𝑍𝑟
𝜌= 𝐴𝑠
𝑍𝑍= 0..3068 �ℎ𝑘2
12" ∗ 3"=0.008572
𝐴𝑠min =0.0033 𝑍𝑍=0.1188 �ℎ𝑘2
𝐴𝑠=0.3068 �ℎ𝑘2 >0.1188 �ℎ𝑘2 ∴ 𝐾𝐾
∅=0.9
𝑘−=0.4590 𝑘�ℎ𝑘𝑟
�ℎ𝑘2⁄
𝑍= 𝐴𝑠𝑍𝑦
0.85 𝑍′
𝑐𝑍=0.602 �ℎ𝑘
𝑍=𝑍−𝑍2⁄=2.7 �ℎ𝑘
𝐾𝑛= 𝐴𝑠𝑍𝑦𝑍=49,687.2 �ℎ𝑘∗ 𝑘𝑍𝑟−𝐴𝐴𝑅𝐴𝐴 𝐾𝐾 𝑅𝑅𝐴𝐴𝐾
∅𝐾𝑛=44,718.4 �ℎ𝑘∗𝑘𝑍𝑟= 3,726.5𝑍𝑟∗𝑘𝑍𝑟
𝐾𝑛= ∅𝑍𝑍2𝑘−=(0.9)(12�ℎ𝑘)(3�ℎ𝑘)2 (0.4590 𝑘�ℎ𝑘𝑟
�ℎ𝑘2⁄)=44,615 �ℎ𝑘∗𝑘𝑍𝑟− 𝐴𝐴𝑅𝐴𝐴 𝐾𝐾 𝑘−
∅𝐾𝑛=40,153.3 �ℎ𝑘∗𝑘𝑍𝑟= 3,346.1𝑍𝑟∗𝑘𝑍𝑟
𝐾𝑢∅𝐾𝑛⁄= 36,464.8 �ℎ𝑘∗𝑘𝑍𝑟
40,153.3 �ℎ𝑘∗𝑘𝑍𝑟⁄=90.8 % 𝑅𝑟𝑟𝑍𝑟𝑟 𝑅𝑍𝑟�ℎ𝑘 ∴𝐾𝐾
ru1 1 I STRUCTURAL '-11 ... ILI ENGINEER ING
BMP PlanterBase (LOADING)
Loading (Worst Case Scenario) – Fully clogged system with undrained soils
𝛾′= (𝐴𝑠+𝑍)𝛾𝑤
(1 +𝑍)= (2.65 +.15)62.4𝐾𝐴𝐴
(1 +0.15)=151.9𝐾𝐴𝐴
(151.9 𝐾𝐴𝐴)(1′𝑟�ℎ𝑍𝑍)(4.25′ 𝑖ℎ𝑍�)=645.6𝐾𝑅𝐴
𝑊𝑘2
12 = 645.6 𝐾𝐾𝐴 (4 𝑍𝑟2)
12 =860.8 𝑍𝑟∗ 𝑘𝑍𝑟=10,329.2 �ℎ𝑘∗𝑘𝑍𝑟
𝐾𝑢=1.4(860.8 𝑍𝑟∗𝑘𝑍𝑟)=1,205.1 𝑍𝑟∗𝑘𝑍𝑟
𝐾𝑢=14,461.4 �ℎ𝑘∗𝑘𝑍𝑟
646 PLF
Q
' ~ '
u
Moment = 860.8 ft*lbs
Mu = 1.4 x 860.8 ft*lbs
1,205.1 ft*lbs
= 14,461.4 in*lbs
ru1 1 I STRUCTURAL '-11 ... ILI ENGINEER ING
BMP Planter (BASE CHECK)
- Modeled as 12” wide Reinforced Concrete Beam, 12” thick
𝑍𝑦=60,000𝐾𝑅𝐴
𝑍=12 , h = 12, 𝑍=6", ∅ = 0.9
𝐴𝑠=(1)# 5 @ 12" 𝐾.𝐴.= 0.307 �ℎ𝑘2
𝑍′
𝑐=3,000 𝐾𝑅𝐴
𝐾𝑘𝑍𝑍�ℎ𝑘𝑍 (𝑊𝑘𝑟𝑟𝑟 𝐴𝑍𝑟𝑍 𝑅𝑍𝑍𝑘𝑍𝑟�ℎ𝑘)=𝑅𝑍𝑍𝑟𝑍𝑘𝑍𝑟𝑘𝑍𝑟 𝐾𝑘𝑍𝑍�ℎ𝑘𝑍 775 𝐾𝑅𝐴
𝐾𝑢=1,205.1 𝑍𝑟∗𝑘𝑍𝑟=14,461 �ℎ𝑘∗𝑘𝑍𝑟
𝜌= 𝐴𝑠
𝑍𝑍= 0.307 �ℎ𝑘2
12" ∗ 6"=0.00426
𝐴𝑠min =0.0033 𝑍𝑍=0.1188 �ℎ𝑘2
𝐴𝑠=0.307 �ℎ𝑘2 >0.1188 �ℎ𝑘2 ∴ 𝐾𝐾
𝑍= 𝐴𝑠𝑍𝑦
0.85 𝑍′𝑐𝑍=0.6019 �ℎ𝑘
𝑍=𝑍−𝑍2⁄=5.7 �ℎ𝑘
𝐾𝑛= 𝐴𝑠𝑍𝑦𝑍=104,976 �ℎ𝑘∗ 𝑘𝑍𝑟−𝐴𝐴𝑅𝐴𝐴 𝐾𝐾 𝑅𝑅𝐴𝐴𝐾
∅𝐾𝑛=94,478.3 �ℎ𝑘∗𝑘𝑍𝑟=7,873.2 𝑍𝑟∗𝑘𝑍𝑟
𝐾𝑛= ∅𝑍𝑍2𝑘−=(0.9)(12�ℎ𝑘)(6�ℎ𝑘)2 (0.2396 𝑘�ℎ𝑘𝑟
�ℎ𝑘2⁄)=93,156.5 �ℎ𝑘∗𝑘𝑍𝑟− 𝐴𝐴𝑅𝐴𝐴 𝐾𝐾 𝑘−
∅𝐾𝑛=83,840.8 �ℎ𝑘∗𝑘𝑍𝑟= 6,986.7𝑍𝑟∗𝑘𝑍𝑟
𝐾𝑢∅𝐾𝑛⁄= 14,461.4 �ℎ𝑘∗𝑘𝑍𝑟83,840.8 �ℎ𝑘∗𝑘𝑍𝑟⁄=17.3 % 𝐾𝑍𝑟�ℎ𝑘𝑟𝑘 𝐴𝑍𝑘𝑍�ℎ𝑘𝑍 𝑅𝑟𝑟𝑍𝑟𝑟 𝑅𝑍𝑟�ℎ𝑘 ∴𝐾𝐾
ru1 1 I STRUCTURAL '-11 ... ILI ENGINEER ING
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
3.70
0.25
0.00
24.00
2,500.0
90.0
0.0 300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 125.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =6.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =1.64 OK
Sliding =1.69 OK
Total Bearing Load =1,323 lbs...resultant ecc.=11.38 in
Soil Pressure @ Toe =1,303 psf OK
Soil Pressure @ Heel =0 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,824 psf
ACI Factored @ Heel =0 psf
Footing Shear @ Toe =4.4 psi OK
Footing Shear @ Heel =0.0 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =924.8 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
396.9
1,166.7
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht"=Masonry
Thickness =6.00Rebar Size =#5
Rebar Spacing =16.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.828
Total Force @ Section
=616.1lbs
Moment....Actual
=759.8ft-#
Moment.....Allowable =916.7
=9.1psi
Shear.....Allowable =44.6psi
Wall Weight =58.0psf
Rebar Depth 'd'=2.75in
Masonry Data
f'm =1,500psi
Fs =psi 20,000
Solid Grouting =Yes
Modular Ratio 'n'=21.48
Short Term Factor =1.000
Equiv. Solid Thick.=5.60in
Concrete Dataf'c =psi
Fy =
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=lbsStrength Level
Service Level
Strength Level =ft-#
Service Level
Strength Level =psi
Design Method =ASD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=67.50in2
Page : 1
Detail 1 Page : 5
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section D-D
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
~------.. • ~I---------•
~------.. • '--.I---------• l~ ______ _.1
I ~------·•-------------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
2.75
0.50
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=
12.00
0.00
0.00 ft
Footing Thickness =in
3.25=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way ShearAllow 1-Way Shear
Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
=None Spec'd
=
=
=
==
1,824
46,075
22,275
1,983
4.3575.00
Heel:
0
0
0
0
0.000.00
HeelToe
psf
ft-#
ft-#
ft-#
psipsi
Heel Reinforcing =# 5 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 5 @ 16.00 in
Min footing T&S reinf AreaMin footing T&S reinf Area per foot
If one layer of horizontal bars:
0.700.22
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
in2in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
supplemental design for footing torsion.
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
687.5 1.38 945.3=
=
=
Stem Weight(s)
=
229.1 3.00 687.3
Earth @ Stem Transitions
=Footing Weight
=
406.3 1.63 660.2
Key Weight
=
0.50
Added Lateral Load
lbs
=1,397.5
Vert. Component
Total
=
1,322.9 2,292.8* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=924.8 O.T.M.
=
Resisting/Overturning Ratio =1.64
Vertical Loads used for Soil Pressure =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)
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
924.8 1.51 1,397.5
Hydrostatic Force
Page : 2
Detail 1 Page : 6
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section D-D
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.044 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 into the retained soil.
Page : 3
Detail 1 Page : 7
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section D-D
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 1 Page : 8
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section D-D
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGI N EERING
6" w/ #5@ 16' ..
Solid Grout
2'-0"
#5@16.in
@Toe
#5@16"
@ Heel
•
2'-9"
-
3'-3"
6"
-
-
T
2" ___j_
3"
3'-8" 3'-11"
3"
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 1 Page : 9
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section D-D
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
Pp= 1166.67#
-IJ) 0. <D 0
(')
0 (')
r 925#
■ Hydrostatic Force
■ Lateral earth pressure due to the soil BELOW water table
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
5.95
0.50
0.00
16.00
2,500.0
35.0
0.0 300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 125.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =6.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe psf
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
NOT Used To Resist Sliding & Overturning
NOT Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =2.83 OK
Sliding =3.46 OK
Total Bearing Load =2,689 lbs...resultant ecc.=6.17 in
Soil Pressure @ Toe =1,445 psf OK
Soil Pressure @ Heel =91 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =2,023 psf
ACI Factored @ Heel =128 psf
Footing Shear @ Toe =17.1 psi OK
Footing Shear @ Heel =8.5 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =805.2 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
806.6
1,979.2
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction 2nd Bottom
Stem OK Stem OK
Shear.....Actual
Design Height Above Ftg =2.50ft 0.00
Wall Material Above "Ht"=Masonry Masonry
Thickness =6.00 8.00Rebar Size =##4 5
Rebar Spacing =32.00 16.00
Rebar Placed at =Center CenterDesign Data
fb/FB + fa/Fa =0.765 0.965
Total Force @ Section
=208.3 619.5lbs
Moment....Actual
=239.5 1,228.8ft-#
Moment.....Allowable =313.1 1,272.4ft-#
=3.1 6.8psi
Shear.....Allowable =44.6 45.1psi
Wall Weight =58.0 78.0psf
Rebar Depth 'd'=2.75in 3.75
Masonry Data
f'm =1,500 1,500psi
Fs =psi 20,000 20,000
Solid Grouting =Yes Yes
Modular Ratio 'n'=21.48 21.48
Short Term Factor =1.000 1.000
Equiv. Solid Thick.=5.60 7.60in
Concrete Dataf'c =psi
Fy =
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=776.3lbsStrength Level
Service Level
Strength Level =970.3ft-#
Service Level
Strength Level =21.6psi
Design Method =ASD ASD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=67.50 91.50in2
Page : 1
Detail 2 Page : 10Dsgnr:M. Farrington Date:4 MAR 2020Description....Civil Section G-G
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
~------.. • ~I---------•
~------.. • '--.I---------• l~ ______ _.1
I ~-----.. •------------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
1.00
2.50
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=
12.00
18.00
0.00 ft
Footing Thickness =in
3.50=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way ShearAllow 1-Way Shear
Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
=None Spec'd
=
=
=
==
2,023
11,055
2,800
688
17.1275.00
Heel:
128
771
2,071
1,299
8.5275.00
HeelToe
psf
ft-#
ft-#
ft-#
psipsi
Heel Reinforcing =# 5 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 5 @ 16.00 in
Min footing T&S reinf AreaMin footing T&S reinf Area per foot
If one layer of horizontal bars:
0.760.22
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
in2in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
supplemental design for footing torsion.
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
166.7 0.50 83.3=
=
=
Stem Weight(s)
=
424.1 1.29 546.4
Earth @ Stem Transitions
=
71.9 1.58 113.8
Footing Weight
=
437.5 1.75 765.6
Key Weight
=
225.0 0.50 112.5
Added Lateral Load
lbs
=1,820.7
Vert. Component
Total
=
2,688.7 5,144.1* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=805.2 O.T.M.
=
Resisting/Overturning Ratio =2.83
Vertical Loads used for Soil Pressure =2,688.7 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)
1,363.5 2.58
2.58
3,522.5
3,522.5
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
805.2 2.26 1,820.7
Hydrostatic Force
Page : 2
Detail 2 Page : 11
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section G-G
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.074 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.
Page : 3
Detail 2 Page : 12
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section G-G
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 2 Page : 13
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section G-G
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
6"w/#4@32"
Solid Grout
8"w/#5@ 16"
Solicl Grout
1·-4·__._! _
#5@16.in
@Toe
#5@16"
@ Heel
1'-0"
6'-5"
5'-11"
3"
1'-6"
2'-6"
2'-6"
3'-6"
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 2 Page : 14
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section G-G
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
Pp= 1979.17# 805#
-"' D.. D D
l!) st st
-,,,
D..
0)
"'
m
■ Hydrostatic Force
■ Lateral earth pressure due to the soil BELOW water table
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
4.85
0.50
0.00
24.00
2,500.0
35.0
0.0 100.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 125.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =6.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
250.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe psf
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =2.54 OK
Sliding =1.78 OK
Total Bearing Load =2,867 lbs...resultant ecc.=6.81 in
Soil Pressure @ Toe =1,616 psf OK
Soil Pressure @ Heel =22 psf OK
Allowable =2,500 psfSoil 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 Calcs
Lateral Sliding Force =963.1 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
860.0
855.6
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction 2nd Bottom
Stem OK Stem OK
Shear.....Actual
Design Height Above Ftg =2.50ft 0.00
Wall Material Above "Ht"=Masonry Masonry
Thickness =6.00 8.00Rebar Size =##4 6
Rebar Spacing =32.00 16.00
Rebar Placed at =Center CenterDesign Data
fb/FB + fa/Fa =0.859 0.859
Total Force @ Section
=261.1 751.1lbs
Moment....Actual
=269.0 1,488.8ft-#
Moment.....Allowable =313.1 1,732.9ft-#
=3.9 8.2psi
Shear.....Allowable =44.3 44.9psi
Wall Weight =58.0 78.0psf
Rebar Depth 'd'=2.75in 3.75
Masonry Data
f'm =1,500 1,500psi
Fs =psi 20,000 20,000
Solid Grouting =Yes Yes
Modular Ratio 'n'=21.48 21.48
Short Term Factor =1.000 1.000
Equiv. Solid Thick.=5.60 7.60in
Concrete Dataf'c =psi
Fy =
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=776.3lbsStrength Level
Service Level
Strength Level =970.3ft-#
Service Level
Strength Level =21.6psi
Design Method =ASD ASD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=67.50 91.50in2
Page : 1
Detail 3 Page : 15Dsgnr:M. Farrington Date:4 MAR 2020Description....Civil Section J-J
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
~------.. • ~I---------•
~------.. • '--.I---------• l~ ______ _.1
I ~------·•-------------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
1.00
2.50
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=
12.00
16.00
0.00 ft
Footing Thickness =in
3.50=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way ShearAllow 1-Way Shear
Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
=None Spec'd
=
=
=
==
2,263
12,301
3,600
725
17.8775.00
Heel:
30
706
2,537
1,831
13.4975.00
HeelToe
psf
ft-#
ft-#
ft-#
psipsi
Heel Reinforcing =# 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 6 @ 16.00 in
Min footing T&S reinf AreaMin footing T&S reinf Area per foot
If one layer of horizontal bars:
0.760.22
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
in2in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
supplemental design for footing torsion.
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
1,130.52.84397.8=Surcharge over Heel
=
Surcharge Over Heel
=
458.3 2.58 1,184.0=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
250.0 0.50 125.0=
=
=
Stem Weight(s)
=
360.3 1.30 466.6
Earth @ Stem Transitions
=
49.0 1.58 77.5
Footing Weight
=
437.5 1.75 765.6
Key Weight
=
200.0 0.50 100.0
Added Lateral Load
lbs
=2,201.4
Vert. Component
Total
=
2,866.6 5,590.1* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=963.1 O.T.M.
=
Resisting/Overturning Ratio =2.54
Vertical Loads used for Soil Pressure =2,866.6 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)
1,111.5 2.58
2.58
2,871.3
2,871.3
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
565.3 1.89 1,070.8
Hydrostatic Force
Page : 2
Detail 3 Page : 16
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section J-J
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.069 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.
Page : 3
Detail 3 Page : 17
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section J-J
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 3 Page : 18
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section J-J
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
2'-o·
6"w/#4@32"
Solid Grout
8" w/ #6@ 16"
lid Grout
#6@16.in
@Toe
#6@16"
@Heel
5·-4·
4'-10"
3•
1'-4"
1'-0" 2'-6"
2'-6"
3'-6"
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 3 Page : 19
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section J-J
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
Pp= 855_56#
-"' o_
CD N
CD
CD
250_00psf
ill
-"' o_
If) ":
N
963#
■ Hydrostatic Force
■ Lateral earth pressure due to the soil BELOW water table
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
5.33
0.17
0.00
24.00
2,500.0
35.0
0.0 100.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 124.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =6.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe psf
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =2.76 OK
Sliding =1.57 OK
Total Bearing Load =2,220 lbs...resultant ecc.=5.42 in
Soil Pressure @ Toe =1,253 psf OK
Soil Pressure @ Heel =113 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,755 psf
ACI Factored @ Heel =158 psf
Footing Shear @ Toe =9.1 psi OK
Footing Shear @ Heel =6.0 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =701.2 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
666.1
437.5
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction 2nd Bottom
Stem OK Stem OK
Shear.....Actual
Design Height Above Ftg =2.50ft 0.00
Wall Material Above "Ht"=Masonry Masonry
Thickness =6.00 6.00Rebar Size =##4 5
Rebar Spacing =32.00 16.00
Rebar Placed at =Center CenterDesign Data
fb/FB + fa/Fa =0.422 0.963
Total Force @ Section
=140.2 497.2lbs
Moment....Actual
=132.2 883.3ft-#
Moment.....Allowable =313.1 916.7ft-#
=2.1 7.4psi
Shear.....Allowable =44.3 45.0psi
Wall Weight =58.0 58.0psf
Rebar Depth 'd'=2.75in 2.75
Masonry Data
f'm =1,500 1,500psi
Fs =psi 20,000 20,000
Solid Grouting =Yes Yes
Modular Ratio 'n'=21.48 21.48
Short Term Factor =1.000 1.000
Equiv. Solid Thick.=5.60 5.60in
Concrete Dataf'c =psi
Fy =
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=776.3lbsStrength Level
Service Level
Strength Level =970.3ft-#
Service Level
Strength Level =21.6psi
Design Method =ASD ASD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=67.50 67.50in2
Page : 1
Detail 4 Page : 20
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section I-I
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
~--------• ~I---------•
~--------• L-.1 ---------• ~I ______ .... 1
I ~--------•-------------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
1.00
2.25
12.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=
0.00
0.00
1.08 ft
Footing Thickness =in
3.25=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way ShearAllow 1-Way Shear
Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
=None Spec'd
=
=
=
==
1,755
9,546
3,600
495
9.1175.00
Heel:
158
681
1,714
1,033
6.0175.00
HeelToe
psf
ft-#
ft-#
ft-#
psipsi
Heel Reinforcing =# 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 6 @ 16.00 in
Min footing T&S reinf AreaMin footing T&S reinf Area per foot
If one layer of horizontal bars:
0.840.26
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
in2in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
supplemental design for footing torsion.
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
248.0 0.50 124.0=
=
=
Stem Weight(s)
=
319.0 1.25 398.8
Earth @ Stem Transitions
=Footing Weight
=
487.5 1.63 792.2
Key Weight
=
1.08
Added Lateral Load
lbs
=1,479.5
Vert. Component
Total
=
2,220.4 4,084.0* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=701.2 O.T.M.
=
Resisting/Overturning Ratio =2.76
Vertical Loads used for Soil Pressure =2,220.4 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)
1,165.9 2.38
2.38
2,769.1
2,769.1
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
701.2 2.11 1,479.5
Hydrostatic Force
Page : 2
Detail 4 Page : 21Dsgnr:M. Farrington Date:4 MAR 2020Description....Civil Section I-I
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.059 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.
Page : 3
Detail 4 Page : 22
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section I-I
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 4 Page : 23
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section I-I
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
2'-0"
6"w/#4@ 32"
Solid Grout
6" w/ #5@ 16"
lid Grout
#6@16_in
@Toe
#6@16"
@Heel
•
1'-0"
3'-3"
2"
3'-0"
5'-4" 5'-6"
2'-6"
2"
•
3"
2'-3"
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 4 Page : 24
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section I-I
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
Pp= 437.50#
'ti a. r-(')
(')
L[)
N
701#
■ Hydrostatic Force
■ Lateral earth pressure due to the soil BELOW water table
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
3.58
0.25
0.00
0.00
2,500.0
90.0
0.0 300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 125.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
240.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
NOT Used To Resist Sliding & Overturning
NOT Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =1.77 OK
Sliding =0.52 UNSTABLE!
Total Bearing Load =1,652 lbs...resultant ecc.=1.39 in
Soil Pressure @ Toe =399 psf OK
Soil Pressure @ Heel =297 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =680 psf
ACI Factored @ Heel =506 psf
Footing Shear @ Toe =13.9 psi OK
Footing Shear @ Heel =9.0 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =1,639.1 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
789.3=
495.7
354.2
=
=
1,608.8
-
lbs
lbs
lbs NG
lbs NG
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#5
Rebar Spacing =12.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.781
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =3,674.7
=psi
Shear.....Allowable =75.0psi
Wall Weight =75.0psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=1,912.6lbsStrength Level
Service Level
Strength Level =2,872.9ft-#
Service Level
Strength Level =53.1psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=in2
Page : 1
Detail 5 Page : 25
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section A-A
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGI N EERING
• • •
~-------• '--.I---------• I~-------•
I ~------... •--------------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Concrete Stem Rebar Area Details
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 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 :0.2381 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
2.75
2.00
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=
8.0012.00
2.75 ft
Footing Thickness =in
4.75=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
=None Spec'd
=
=
=
=
=
680
29,326
6,806
1,877
13.86
75.00
Heel:
506
590
1,205
615
8.95
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 6 @ 12.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 6 @ 12.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
1.03
0.22
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
supplemental design for footing torsion.
Page : 2
Detail 5 Page : 26Dsgnr:M. Farrington Date:4 MAR 2020Description....Civil Section A-A
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
•
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
1,682.92.21762.6=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
=
=
=
Stem Weight(s)
=
287.3 3.00 861.8
Earth @ Stem Transitions
=Footing Weight
=
593.8 2.38 1,410.2
Key Weight
=
100.0 3.08 308.3
Added Lateral Load
lbs
=2,972.3
Vert. Component
Total
=
1,652.3 5,265.2
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=1,639.1 O.T.M.
=
Resisting/Overturning Ratio =1.77
Vertical Loads used for Soil Pressure =1,652.3 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)
671.3 4.00
4.00
2,685.0
2,685.0
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
876.5 1.47 1,289.4
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.009 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.
Page : 3
Detail 5 Page : 27
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section A-A
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 5 Page : 28
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section A-A
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
6"w/#5@ 12·
•
3'-7" 3'-10"
•
• T 2· • • 10 #6@12.in
@Toe
3"
1'-0"
#6@12"
@Heel
2'-9" s· 1•-4•
2'-9"
4'-9"
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 5 Page : 29
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section A-A
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
Pp= 354_17# ~
-,,,
(l_ t-(0
(D 0)
"'
240_00psf
ill
,,,
(l_
N 0
t-o,
N
1639#
■ Hydrostatic Force
■ Lateral earttl pressure due to ttle soil BELOW water table
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
3.60
0.25
0.00
0.00
2,500.0
90.0
0.0 300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 125.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
240.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
NOT Used To Resist Sliding & Overturning
NOT Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =1.51 OK
Sliding =0.50 UNSTABLE!
Total Bearing Load =1,595 lbs...resultant ecc.=4.42 in
Soil Pressure @ Toe =571 psf OK
Soil Pressure @ Heel =180 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =979 psf
ACI Factored @ Heel =309 psf
Footing Shear @ Toe =15.2 psi OK
Footing Shear @ Heel =10.8 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =1,650.5 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
817.9=
478.5
354.2
=
=
1,643.1
-
lbs
lbs
lbs NG
lbs NG
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#5
Rebar Spacing =12.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.792
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =3,674.7
=psi
Shear.....Allowable =75.0psi
Wall Weight =75.0psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=1,928.4lbsStrength Level
Service Level
Strength Level =2,911.3ft-#
Service Level
Strength Level =53.6psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=in2
Page : 1
Detail 6 Page : 30
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section B-B
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGI N EERING
~-------• '--.I---------• I~-------•
I ~------... •--------------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Concrete Stem Rebar Area Details
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 0.554 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
2.25
2.00
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=
8.0012.00
3.00 ft
Footing Thickness =in
4.25=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
=None Spec'd
=
=
=
=
=
979
26,148
4,556
1,799
15.21
75.00
Heel:
309
436
1,208
772
10.78
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 5 @ 12.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 5 @ 12.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.92
0.22
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
supplemental design for footing torsion.
Page : 2
Detail 6 Page : 31
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section B-B
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
•
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
1,698.12.22766.1=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
=
=
=
Stem Weight(s)
=
288.8 2.50 721.9
Earth @ Stem Transitions
=Footing Weight
=
531.3 2.13 1,128.9
Key Weight
=
100.0 3.33 333.3
Added Lateral Load
lbs
=3,005.2
Vert. Component
Total
=
1,595.0 4,546.6
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=1,650.5 O.T.M.
=
Resisting/Overturning Ratio =1.51
Vertical Loads used for Soil Pressure =1,595.0 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)
675.0 3.50
3.50
2,362.5
2,362.5
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
884.5 1.48 1,307.0
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.014 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 into the retained soil.
Page : 3
Detail 6 Page : 32Dsgnr:M. Farrington Date:4 MAR 2020Description....Civil Section B-B
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 6 Page : 33
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section B-B
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGI N EERING
6" w/#5@ 12"
#5@12.in
@Toe
#5@12"
@Heel
•
•
•
3'-0"
2'-3"
4'-3"
3'-7" 3'-10"
T 2"
3"
1'-0"
8" 7"
2'-0"
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 6 Page : 34
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section B-B
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
Pp= 354_17#~
240_00psf
ill
1651#
■ Hydrostatic Force
! ■ Lateral earth pressure due to the soil BELOW water table
D
D ro
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
3.60
0.50
0.00
0.00
2,500.0
90.0
0.0 400.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 125.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =6.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
240.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
NOT Used To Resist Sliding & Overturning
NOT Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =1.59 OK
Sliding =1.58 OK
Total Bearing Load =2,166 lbs...resultant ecc.=4.97 in
Soil Pressure @ Toe =878 psf OK
Soil Pressure @ Heel =205 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,570 psf
ACI Factored @ Heel =366 psf
Footing Shear @ Toe =7.9 psi OK
Footing Shear @ Heel =9.2 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =1,650.5 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
649.8
1,955.6
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#5
Rebar Spacing =12.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.792
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =3,674.7
=psi
Shear.....Allowable =75.0psi
Wall Weight =75.0psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=1,928.4lbsStrength Level
Service Level
Strength Level =2,911.3ft-#
Service Level
Strength Level =53.6psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=in2
Page : 1
Detail 7 - PL Page : 35
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section E-E
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGI N EERING
I
• I • n -
~ .1
~ ~-------• '--.I ______ __.1 I~-------•
I ~-----.. •-----------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Concrete Stem Rebar Area Details
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
1.00
3.00
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=
8.0028.00
1.00 ft
Footing Thickness =in
4.00=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
=None Spec'd
=
=
=
=
=
1,570
8,817
900
660
7.94
75.00
Heel:
366
1,928
3,356
1,428
9.21
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 5 @ 12.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 5 @ 12.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.86
0.22
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
supplemental design for footing torsion.
Page : 2
Detail 7 - PL Page : 36
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section E-E
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
•
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
1,698.12.22766.1=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
=
=
=
Stem Weight(s)
=
307.5 1.25 384.4
Earth @ Stem Transitions
=Footing Weight
=
500.0 2.00 1,000.0
Key Weight
=
233.3 1.33 311.1
Added Lateral Load
lbs
=3,005.2
Vert. Component
Total
=
2,165.8 4,789.2
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=1,650.5 O.T.M.
=
Resisting/Overturning Ratio =1.59
Vertical Loads used for Soil Pressure =2,165.8 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)
1,125.0 2.75
2.75
3,093.8
3,093.8
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
884.5 1.48 1,307.0
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.025 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.
Page : 3
Detail 7 - PL Page : 37Dsgnr:M. Farrington Date:4 MAR 2020Description....Civil Section E-E
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 7 - PL Page : 38
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section E-E
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
G" w/#5@ 12"
#5@12_in
@Toe
#5@12"
@Heel
1'-0"
1'-0"
•
•
8" _ .. --
4'-0"
4'-1"
3'-T'
2" •
3"
Z-4"
2'-4"
~
3'-0"
~
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 7 - PL Page : 39
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section E-E
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
240_00psf
1651#
Pp= 1955.56#
■ Hydrostatic Force
■ Lateral earth pressure due to the soil BELOW water table
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
3.33
0.75
0.00
0.00
2,500.0
90.0
0.0 400.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 125.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =6.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
NOT Used To Resist Sliding & Overturning
NOT Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =1.98 OK
Sliding =1.64 OK
Total Bearing Load =1,303 lbs...resultant ecc.=6.78 in
Soil Pressure @ Toe =1,072 psf OK
Soil Pressure @ Heel =0 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,501 psf
ACI Factored @ Heel =0 psf
Footing Shear @ Toe =7.1 psi OK
Footing Shear @ Heel =6.0 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =780.0 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
391.0
888.9
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#5
Rebar Spacing =12.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.241
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =3,674.7
=psi
Shear.....Allowable =75.0psi
Wall Weight =75.0psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=798.4lbsStrength Level
Service Level
Strength Level =886.2ft-#
Service Level
Strength Level =22.2psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=in2
Page : 1
Detail 7 - SW Page : 40
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section E-E
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGI N EERING
~------.. • ~I---------•
~------.. • '--.I---------• l~ ______ _.1
I ~-----.. •------------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.0735 in2/ft
(4/3) * As :0.0979 in2/ft Min Stem T&S Reinf Area 0.588 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 :0.1296 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
1.00
1.75
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=
8.0016.00
1.00 ft
Footing Thickness =in
2.75=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
=None Spec'd
=
=
=
=
=
1,501
7,773
900
573
7.11
75.00
Heel:
0
83
507
424
6.05
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 5 @ 12.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 5 @ 12.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.59
0.22
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
supplemental design for footing torsion.
Page : 2
Detail 7 - SW Page : 41
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section E-E
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
•
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
=
=
=
Stem Weight(s)
=
306.0 1.25 382.5
Earth @ Stem Transitions
=Footing Weight
=
343.8 1.38 472.7
Key Weight
=
133.3 1.33 177.8
Added Lateral Load
lbs
=1,082.5
Vert. Component
Total
=
1,303.4 2,138.6
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=780.0 O.T.M.
=
Resisting/Overturning Ratio =1.98
Vertical Loads used for Soil Pressure =1,303.4 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)
520.3 2.13
2.13
1,105.7
1,105.7
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
780.0 1.39 1,082.5
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.044 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 into the retained soil.
Page : 3
Detail 7 - SW Page : 42
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section E-E
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 7 - SW Page : 43Dsgnr:M. Farrington Date:4 MAR 2020Description....Civil Section E-E
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
6"w/#5@ 12"
#5@ 12.in
@Toe
#5@12"
@Heel
•
1·-0·
g•
4'-1"
3·-4·
2"
3•
1'-4"
s· 1·-1·
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 7 - SW Page : 44
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section E-E
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
Ppc 88889#L
't, o_ t-
<')
N t-o
780#
■ Hydrostatic Force
■ Lateral earth pressure due to the soil BELOW water table
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
3.60
0.50
0.00
0.00
2,500.0
90.0
0.0 400.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 125.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =6.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
240.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
NOT Used To Resist Sliding & Overturning
NOT Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =1.59 OK
Sliding =1.58 OK
Total Bearing Load =2,166 lbs...resultant ecc.=4.97 in
Soil Pressure @ Toe =878 psf OK
Soil Pressure @ Heel =205 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,570 psf
ACI Factored @ Heel =366 psf
Footing Shear @ Toe =7.9 psi OK
Footing Shear @ Heel =9.2 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =1,650.5 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
649.8
1,955.6
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#5
Rebar Spacing =12.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.792
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =3,674.7
=psi
Shear.....Allowable =75.0psi
Wall Weight =75.0psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=1,928.4lbsStrength Level
Service Level
Strength Level =2,911.3ft-#
Service Level
Strength Level =53.6psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=in2
Page : 1
Detail 8 - PL Page : 45
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section F-F
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGI N EERING
I
• I • n -
~ .1
~ ~-------• '--.I ______ __.1 I~-------•
I ~-----.. •-----------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Concrete Stem Rebar Area Details
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
1.00
3.00
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=
8.0028.00
1.00 ft
Footing Thickness =in
4.00=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
=None Spec'd
=
=
=
=
=
1,570
8,817
900
660
7.94
75.00
Heel:
366
1,928
3,356
1,428
9.21
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 5 @ 12.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 5 @ 12.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.86
0.22
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
supplemental design for footing torsion.
Page : 2
Detail 8 - PL Page : 46
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section F-F
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
•
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
1,698.12.22766.1=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
=
=
=
Stem Weight(s)
=
307.5 1.25 384.4
Earth @ Stem Transitions
=Footing Weight
=
500.0 2.00 1,000.0
Key Weight
=
233.3 1.33 311.1
Added Lateral Load
lbs
=3,005.2
Vert. Component
Total
=
2,165.8 4,789.2
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=1,650.5 O.T.M.
=
Resisting/Overturning Ratio =1.59
Vertical Loads used for Soil Pressure =2,165.8 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)
1,125.0 2.75
2.75
3,093.8
3,093.8
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
884.5 1.48 1,307.0
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.025 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.
Page : 3
Detail 8 - PL Page : 47
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section F-F
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 8 - PL Page : 48Dsgnr:M. Farrington Date:4 MAR 2020Description....Civil Section F-F
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
G" w/#5@ 12"
#5@12_in
@Toe
#5@12"
@Heel
1'-0"
1'-0"
•
•
8" _ .. --
4'-0"
4'-1"
3'-T'
2" •
3"
Z-4"
2'-4"
~
3'-0"
~
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 8 - PL Page : 49
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section F-F
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
240_00psf
1651#
Pp= 1955.56#
■ Hydrostatic Force
■ Lateral earth pressure due to the soil BELOW water table
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
4.33
0.08
4.00
0.00
2,500.0
90.0
0.0 400.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 125.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =6.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
NOT Used To Resist Sliding & Overturning
NOT Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =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 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =2,705 psf
ACI Factored @ Heel =0 psf
Footing Shear @ Toe =13.2 psi OK
Footing Shear @ Heel =14.3 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =1,411.6 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
579.6
1,555.6
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#5
Rebar Spacing =12.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.530
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =3,674.7
=psi
Shear.....Allowable =75.0psi
Wall Weight =75.0psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=1,349.9lbsStrength Level
Service Level
Strength Level =1,948.4ft-#
Service Level
Strength Level =37.5psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=in2
Page : 1
Detail 8 - SL Page : 50
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section F-F
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGI N EERING
~-------• '--.I---------• I~-------•
I ~-----.. •------------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Concrete Stem Rebar Area Details
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 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 :0.1615 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
1.00
2.25
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=
8.0024.00
1.00 ft
Footing Thickness =in
3.25=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
=None Spec'd
=
=
=
=
=
2,705
13,526
900
1,052
13.19
75.00
Heel:
0
28
1,291
1,263
14.31
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 5 @ 12.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 5 @ 12.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.70
0.22
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
supplemental design for footing torsion.
Page : 2
Detail 8 - SL Page : 51
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section F-F
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
•
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft ft-#lbs
Sloped Soil Over Heel 47.9 2.67 127.6
=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
=
=
=
Stem Weight(s)
=
330.8 1.25 413.4
Earth @ Stem Transitions
=Footing Weight
=
406.3 1.63 660.2
Key Weight
=
200.0 1.33 266.7
Added Lateral Load
lbs
=2,429.6
Vert. Component
Total
=
1,932.0 3,717.4
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=1,411.6 O.T.M.
=
Resisting/Overturning Ratio =1.53
Vertical Loads used for Soil Pressure =1,932.0 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)
947.2 2.38
2.38
2,249.6
2,249.6
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
1,411.6 1.72 2,635.4
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.073 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.
Page : 3
Detail 8 - SL Page : 52
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section F-F
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 8 - SL Page : 53
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section F-F
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
6"w/#5@12"
#5@12.in
@Toe
#5@12"
@Heel
•
•
1'-0" 8"
4
1"
4'-9"
4'-4" 4'-5"
2'-0"
1'-7"
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 8 - SL Page : 54Dsgnr:M. Farrington Date:4 MAR 2020Description....Civil Section F-F
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
Pp= 1555.56#
't,
Q_ <D N
N (')
0)
4
1412#
r ■ Hydrostatic Force
■ Lateral earth pressure due to the soil BELOW water table
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
3.92
0.50
0.00
0.00
2,500.0
90.0
0.0 400.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 125.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =6.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
240.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
NOT Used To Resist Sliding & Overturning
NOT Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =1.61 OK
Sliding =1.58 OK
Total Bearing Load =2,460 lbs...resultant ecc.=5.57 in
Soil Pressure @ Toe =959 psf OK
Soil Pressure @ Heel =199 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,702 psf
ACI Factored @ Heel =354 psf
Footing Shear @ Toe =8.7 psi OK
Footing Shear @ Heel =10.1 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =1,838.1 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
738.1
2,172.2
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#5
Rebar Spacing =12.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.971
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =3,674.7
=psi
Shear.....Allowable =75.0psi
Wall Weight =75.0psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=2,190.2lbsStrength Level
Service Level
Strength Level =3,569.9ft-#
Service Level
Strength Level =60.8psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=in2
Page : 1
Detail 9 - PL Page : 55
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section H-H
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGI N EERING
I i I i n
~
~ ~l
~ ~-------• '--.I ______ __.1 I~-------•
I ~-----.. •------------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Concrete Stem Rebar Area Details
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 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 :0.2959 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
1.00
3.25
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=
8.0030.00
1.00 ft
Footing Thickness =in
4.25=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
=None Spec'd
=
=
=
=
=
1,702
9,577
900
723
8.69
75.00
Heel:
354
2,437
4,243
1,805
10.15
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 5 @ 12.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 5 @ 12.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.92
0.22
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
supplemental design for footing torsion.
Page : 2
Detail 9 - PL Page : 56
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section H-H
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
•
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
1,952.12.38821.4=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
=
=
=
Stem Weight(s)
=
331.5 1.25 414.4
Earth @ Stem Transitions
=Footing Weight
=
531.3 2.13 1,128.9
Key Weight
=
250.0 1.33 333.3
Added Lateral Load
lbs
=3,563.1
Vert. Component
Total
=
2,460.3 5,750.7
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=1,838.1 O.T.M.
=
Resisting/Overturning Ratio =1.61
Vertical Loads used for Soil Pressure =2,460.3 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)
1,347.5 2.88
2.88
3,874.1
3,874.1
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
1,016.7 1.58 1,611.0
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.028 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.
Page : 3
Detail 9 - PL Page : 57
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section H-H
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 9 - PL Page : 58
Dsgnr:M. Farrington Date:4 MAR 2020
Description....
Civil Section H-H
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
G" w/#5@ 12"
#5@12.in
@Toe
#5@12"
@Heel
•
•
1'-0" 8"
1'-0"_
4'-5"
3'-11"
2"
3"
2'-6"
Z-7"
3'-3"
4'-3"
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 9 - PL Page : 59Dsgnr:M. Farrington Date:4 MAR 2020Description....Civil Section H-H
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
Pp= 2172-22#
-"' Q_ lJ)
"' CD "' Cf)
240_00psf
IT]
-"' Q_ N N
Cf) Cf)
1838#
■ Hydrostatic Force
■ Lateral earth pressure due to the soil BELOW water table
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
3.92
0.50
0.00
0.00
2,500.0
90.0
0.0 400.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
125.00=pcf
=
Soil Density, Heel
=Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 125.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =6.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe
Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
NOT Used To Resist Sliding & Overturning
NOT Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =1.77 OK
Sliding =1.65 OK
Total Bearing Load =1,608 lbs...resultant ecc.=8.73 in
Soil Pressure @ Toe =1,388 psf OK
Soil Pressure @ Heel =0 psf OK
Allowable =2,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,944 psf
ACI Factored @ Heel =0 psf
Footing Shear @ Toe =9.4 psi OK
Footing Shear @ Heel =9.2 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =1,016.7 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
482.5
1,200.0
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#5
Rebar Spacing =12.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.393
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =3,674.7
=psi
Shear.....Allowable =75.0psi
Wall Weight =75.0psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load Factors
Building Code CBC 2019,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi
Service Level
=1,106.4lbsStrength Level
Service Level
Strength Level =1,445.7ft-#
Service Level
Strength Level =30.7psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS NOT
considered in the calculation of soil bearing pressures.
Anet (Masonry)=in2
Page : 1
Detail 9 - SL Page : 60
Dsgnr:M. Farrington Date:28 FEB 2020
Description....
Civil Section H-H
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGI N EERING
I
• I • n
~
~~
~ ~-------• '--.I ______ __.1 I~-------•
I ~--------•-----------
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.1198 in2/ft
(4/3) * As :0.1598 in2/ft Min Stem T&S Reinf Area 0.636 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 :0.12 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
1.00
2.00
10.00
Footing Torsion, Tu ==ft-lbs0.00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=
8.0020.00
1.00 ft
Footing Thickness =in
3.00=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
#4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5
=None Spec'd
=
=
=
=
=
1,944
9,984
900
757
9.41
75.00
Heel:
0
76
830
754
9.19
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 5 @ 12.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 5 @ 12.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.65
0.22
#4@ 11.11 in
#5@ 17.22 in
#6@ 24.44 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 22.22 in
#5@ 34.44 in
#6@ 48.89 in
supplemental design for footing torsion.
Page : 2
Detail 9 - SL Page : 61
Dsgnr:M. Farrington Date:28 FEB 2020
Description....
Civil Section H-H
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
•
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
=
=
=
Stem Weight(s)
=
331.5 1.25 414.4
Earth @ Stem Transitions
=Footing Weight
=
375.0 1.50 562.5
Key Weight
=
166.7 1.33 222.2
Added Lateral Load
lbs
=1,611.0
Vert. Component
Total
=
1,608.2 2,852.8
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=1,016.7 O.T.M.
=
Resisting/Overturning Ratio =1.77
Vertical Loads used for Soil Pressure =1,608.2 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)
735.0 2.25
2.25
1,653.8
1,653.8
Watre Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
1,016.7 1.58 1,611.0
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.057 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 soil.
Page : 3
Detail 9 - SL Page : 62
Dsgnr:M. Farrington Date:28 FEB 2020
Description....
Civil Section H-H
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
I
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 4
Detail 9 - SL Page : 63
Dsgnr:M. Farrington Date:28 FEB 2020
Description....
Civil Section H-H
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
G"w/#5@ 12"
#5@12.in
@Toe
#5@12"
@Heel
1'-0"
1'-0"
•
4'-5"
3'-11" •
3"
1'-8"
8" 1'-4"
23241 Arroyo Vista
Rancho Santa Margarita, CA 92688
Title :
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 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06062010License To : GMU Geotechnical, Inc.
Project Name/Number : bmw carlsbad
Page : 5
Detail 9 - SL Page : 64
Dsgnr:M. Farrington Date:28 FEB 2020
Description....
Civil Section H-H
,. ......... 111 I I STRUCTURAL '-,ll""IU ENGINEERING
Pp= 1200.00#
-(/} 0. N (')
00 00 (')
1017#
r ■ Hydrostatic Force
■ Lateral earth pressure due to the soil BELOW water table