HomeMy WebLinkAboutCT 2017-0003; LA COSTA TOWN SQUARE PARCEL 3 RESIDENTIAL; STRUCTURAL CALCCULATIONS; 2024-05-03THESE PLANS/DOCUMENTS HAVE BEENREVIEWED FOR COMPLIANCE WITH THEAPPLICABLE CALIFORNIA BUILDING STANDARDSCODES AS ADOPTED BY THE STATE OFCALIFORNIA AND AMENDED BY THEJURISDICTION. PLAN REVIEW ACCEPTANCE OFDOCUMENTS DOES NOT AUTHORIZECONSTRUCTION TO PROCEED IN VIOLATION OFANY FEDERAL, STATE, NOR LOCAL REGULATION.BY: _________________ DATE: ________________
True North Compliance Services, Inc.
THIS SET OF THE PLANS AND SPECIFICATIONSMUST BE KEPT ON THE JOB SITE AT ALL TIMESAND IT IS UNLAWFUL TO MAKE ANY CHANGESOR ALTERATIONS WITHOUT PERMISSION FROMTHE CITY. OCCUPANCY OF STRUCTURE(S) ISNOT PERMITTED UNTIL FINAL APPROVAL ISGRANTED BY ALL APPLICABLE DEPARTMENTS.
Ali Al-Murshid 05/20/24
ORCO WALL SYSTEM
STRUCTURAL CALCULATIONS
PREPARED FOR
WOODSIDE HOMES
LA COSTA TOWN SQUARE
APN 223-050-73-00
CARLSBAD, CALIFORNIA
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
PREPARED BY
ORCO BLOCK & HARDSCAPE
11100 BEACH BLVD STANTON, CA. 90680
TEL. (714) 527-2239 FAX. (714) 897-1904
ORCO TOP WALL
SPECIAL INSPECTION NOTE.: DESIGN CRITERIA PER THE 2022 CBC:
PROVJOE LEVEL 2 SPECIAL INSPECTION PER TMS 602-16
TABLES 3 & 4 OF THE MASONRY STEM. 1. ALLOWABLE SOIL BEARING PRESSURE= 2500 PSF + f INCR. WIND/SE/MIC
2. ALLOWABLE LATERAL PASSIVE PRESSURE= 250 PCF.
OPTIONAL CAP
#4 HORZ. CONT.
@24"0/C
NOTE: PROVIDE 'D'-OOWEL &
'E'-BAR AT EAO/ SIDE OF
aJNT11OL JOJNTS, ENDS OF
WALLS AND @ WALL HEIG/fT
O/ANGE5
'B'
LEVEL BACKRLL COMPACTED
TO MIN. 90% COMPACTION
PER ASTM 1557-0
'--+-#4 HORZ. CONT. @
9" 0/C A5 SHOWN.
3. GROUT STRENGTH= 2000 PSI@ 28 DAYS.
4. REINFORCTNG STEEL : GRADE 60.
S. MASONRY COMPRESSION STRENGTH, f 'm = 2000 PSI.
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTVRED BY ORCO ASTM C 90.
2. CONCRETE FOR FOOTTNG SHALL HAVE COMPRESSIVE STRENGTH
F'c = 4000 PSI AT 28 DAY~ WITH WATER/CEMENT RATTO 2 0.50.
PORTLAND CEMENT SHALL CONFORM TO ASTM C 150 TYPE II/V.
3. REINFORCTNG STEEL SHALL BE DEFORMED AND CONFORM TO
ASTM A 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN
WHICH IT IS LOCATED.
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN
WITH VERTTCAL CONTTNUITY OF THE CELLS UNO.
6. ALL RETAINING WALL BLOCK CELLS SHALL BE SOUD GROUTED.
7. USE TYPES MORTAR PROPORTTONED USING ASTM C 270 PART
CEMENT TO 112 PART UME TO 4-1/2 PARTS DAMP, LOOSE SAND.
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8"
PEA GRAVEL IF WEATHER CONDfflONS ARE FAVORABLE AND
BLOCK UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW
GOOD GROUT FLOW). WATER SHALL BE ADDED TO PRODUCE
GOOD GROUT FLOW WITHOUT SEGREGATTON OF THE
CONSTITUENTS.
9. BLOCK STEM MAY BE WET-SET 1-1/2" INTO THE FOOTTNG WHILE
THE CONCRETE IS PLASnC. BLOCK STEM MAY BE PLACED TO
EITHER EDGE OF THE TRENCH TYPE FOOTTNG.
10. FOOTTNG MUST BE POURED ON OR INTO UNDISTURBED NATURAL
SOIL OR ON COMPACTED FILL WITH A MINIMUM COMPACTTON OF
90%.
11. FIRST INSPECTTON TO BE AFTER FOOTTNG TRENCHES ARE READY
FOR CONCRETE AND ALL REQUIRED STEEL IS TTED IN PLACE.
SECOND INSPECTTON TO BE WHEN THE REQUIRED VERTTCAL IS IN
PLACE AND THE BLOCK WALL IS READY TO GROUT.
12. MAXIMUM CONTROL JOINT SPACTNG: 20' OIC.
,~: DIMENSIONS ARE NOT TO SCALE.,
'HT' 'B' 'C' 'D' DOWEL
2·-0· 2·-0· NIA #4flJ2• OIC J JJ•
8"
2'-8" 2'-5" NIA #4flJ2" DIC J 4/"
8"
5'-4" 2'-6" 4 • #4filJ2" 0/C J49•
8"
4 ·-o· 5'-0" 4 • #4@/6" OIC J57"
8"
4 '-8" 5'-J" 8" #4@/6" 0/C J65"
8"
'E' BAR
#MIJ2'0/C 12· rr--
#4filJ2" 0/C /5" rr--
#4flJ2" 0/C /8"
8" r--
#4fil/6" DIC 24 •
8" r--
#4@/6" DIC 27" s·r--
D/11_TOP
ENGINEERING STAMP APPROVAL IS CONDTTIONAL;
REQUIRING USE OF ORCO MANUFACTURED CHU ON
ALL ORCO WALL SYSTEM DESIGNS.
WOODSIDE HOMES
LA COSTA
CARLSBAD, CAUFORNIA
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: woodside homes_la costa_carlsbad.ec6
IC#: .Q6016003, Build:20.23.0~a-"".3=0------------o=R=c=o.-as..,.L-=--ocK COMPANY INC
DESCRIPTION: (01 a) 2'-0" ret
Code Reference.
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water table above
bottom of footing
Surcharge Loads
2.00 ft
0.00 ft
0.00
6.00 in
0.0 ft
Surcharge Over Heel = o.o psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 42.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
Footingl/Soil Friction
Soil height to ignore
for passive pressure
166. 7 psf/ft
130.00 pcf
130.00 pcf
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Strength Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind (W)
(Strength Level)
0.0 psf
(c) ENERC C INC 1983-2023
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
----
1,500.0 lbs
1.50 ft
0.00 in
10.00ft
Spread Footing
= -1.5 ft
0.300
= -
Project Title:
Engineer:
Project ID:
Project Descr:
I Cantilevered Retaining Wall
LIC#: KW-06016003, Bulld:20.23.08.30 -----~ORCO BLOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERCALC INC 1983-2023
DESCRIPTION: (01 a) 2'-0" ret
Wall Stability Ratios
Overturning
Sliding
Global Stability
4.13 OK
1.85 OK
3.94
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Bottom
Siem OK
ft= 0.00
Masonry
SD SD
8.00
# 4
32.00
Edge Total Bearing Load 705 lbs
... resultant ecc. 1.92 in Design Data ---------------------------
Eccentricity within middle third
Soil Pressure @ Toe = 5.22 psf OK
Soil Pressure @ Heel 183 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 731 psf
ACI Factored @ Heel 256 psf
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
Sliding Cales
Lateral Sliding Force
less 1 00% Passive Force
less 100% Friction Force _
Added Force Req'd
.... for 1.5 Stability
1.6 psi OK
1.0 psi OK
75.0 psi
189.2 lbs
104.2 lbs
246.8 lbs
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd' 0.0 lbs OK
0.0 lbs OK,
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Load Factors-
Building Code
Dead Load
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
0.051
lbs=
lbs= 134.4
ft-#=
ft-#= 89.6
1,727.9
psi=
psi= 1.5
psi = 80.5
in2= 91 .50
psf= 78.0
in= 5.25
psi= 2,000
psi= 60,000
= Yes
= 16.11
in = 7.63
=
SD Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Concrete Data -------------------------
f'c
Fy
psi=
psi=
Cantilevered Retaining Wall
L C11 : -06010003. Build:20.23.08.3"""0 ______ _
DESCRIPTION: (01 a) 2'-0" ret
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
0.50 ft
1.50
2.00
12.00 in
0.00 in
0.00 in
0.00 ft
f'c = 2,500 psi Fy = 60,000 psi
150.00 pcf
0.0018
Footing Concrete Density
Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la costa_carlsb~~c6J
ORCO BLOCK COMPANY INC_---C 1983-2023
Footing Design Results
Toe Heel
Factored Pressure 731 256 psf
Mu': Upward 86 112ft-#
Mu' : Downward 54 239 ft-#
Mu: Design 33 OK 127 ft-# OK
phiMn 2,500 2,500ft·#
Actual 1-Way Shear 1.62 0.95 psi
Allow 1-Way Shear 40.00 40.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*Iambda*sqrt(fc)'Sm
Heel: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
0.52 in2
0.26 in2 !ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
@ ~ntilevered Retaining Wall Project File: woodside homes_la costa_car1sbad.ec6
UC#: K ·06016003, Build:20.23.08.30
DESCRIPTION: (01a) 2'-0" ret
(c ENERCALCINC 1983-2023
Summary of Overturnin & Resisting Forces & _M_o_m_e_n_ts ____________________ _
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING ..... Force Distance Moment
lbs ft ft-#
189.0 1.00 189.0
0.2 0.11 0.0
189.2 O.T.M. 189.0
= 4.13
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
. .... RESISTING .....
Force Distance Moment
lbs ft ft-# ---
216.7
32.5
156.0
300.0
1.58
1.58
0.25
0.83
1.00
343.1
343.1
8.1
130.0
300.0
Vertical Loads used for Soil Pressure= 705.2 lbs Total= 705.2 lbs R.M.= 781.2
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell @ Top of Wall (approximate only)
100.0 pci
0.036 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would !hen tend to rotate into Jhe retained so I.
NO. 83660
E~P. 05/51/2025 *
Cantilevered Retaining Wall
LC : K •06016003, Bulld:20.23.08.30
DESCRIPTION: (01 b) 2'-8" ret
Code Reference
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la costa_carlsbad.ec6
ORCO BLOC CO P NY 1m;-(c ENERCA CINC1983-2023
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height = 2.67 ft
Wall height above soil 0.00 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 6.00 in
Water table above
bottom of footing 0.0 ft
Surcharge Loads --------
Surcharge Over Heel = o.o psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 42.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
166. 7 psf/ft
130.00 pcf
130.00 pcf
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top =
... Height to Bottom
Load Type
Wind on Exposed Stem _
(Strength Level) -
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
1,500.0 lbs
1.50 ft
0.00 in
10.00 ft
Spread Footing
-1.Sft
= 0.300
Cantilevered Retaining Wall
L Cli:KW~06016003, Build:20.23.08.30
DESCRIPTION: (01 b} 2'-8" ret
Design Summary
Wall Stability Ratios
Overturning
Sliding
Global Stability
= 3.47 OK
1.53 OK
3.12
Total Bearing Load 954 lbs
... resuftant ecc. = 2.73 in
Eccentricity within middle third
Soil Pressure @ Toe 681 psf OK
Soil Pressure @ Heel 167 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 954 psf
ACI Factored @ Heel 234 psf
Footing Shear @ Toe 2.5 psi OK
Footing Shear @ Heel = 1.7 psi OK
Allowable 75.0 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force _
Added Force Req'd
... .for 1.5 Stability =
286.2 lbs
104.2 lbs
334.0 lbs
0.0 lbs OK
0.0 lbs OK
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
ft=
lbs=
lbs=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
psf=
in=
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERCALC INC 1983-2023
Bottom
Stern OK
0.00
Masonry
SD SD
8.00
# 4
32.00
Edge
0.123
239.5
213.2
1,727.9
2.6
80.5
91.50
78.0
5.25
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
psi=
psi=
2,000
60,000
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
in=
Yes
16.11
7.63
SD
Concrete Data -------------------------
f'c
Fy
psi=
psi=
@ antilevered Retaining Wall
UC# : RW-56016003, Bu ld:20.23.08.30
DESCRIPTION: (01b} 2'-8" ret
Footing Data
Toe Width
Heel Width
Total Footing Width
Fooling Thickness
Key Width
Key Depth
Key Distance from Toe
f'c = 2,500 psi Fy =
Footing Concrete Density =
0.50 ft
1.75
2.25
12.00 in
12.00 in
0.00 in
0.50 ft
60,000 psi
150.00 pcf
0.0018 Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERCALC INC 1983-2023
Footing Design Results
Toe Heel
Factored Pressure 954 234 psf
Mu': Upward 113 205 ft-#
Mu' : Downward 54 458 ft-#
Mu: Design 59 OK 253 ft-#
phiMn 2,500 2,500ft-#
Actual 1-Way Shear 2.46 1.71 psi
Allow 1-Way Shear 40.00 40.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Heel: phiMn = phi*5*Iambda*sqrt(fc)*Srn
Key: No key defined
Min footing T&S reinf Area 0.58 in2
0.26 in2 Jft
OK
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
@ antilevered Retaining Wall
LIC# ; KW-06016003, Bu ld:20.23.08.30
DESCRIPTION: (01 b) 2'-8" ret
Project File: woodside homes_l~ costa_~arlsba~
ORCOB~Lo~c=K~c=o~M=P~A~Nv=1N=c~-----(c) ENERCALC INC 1983-2023
_§_ummary of Overturning & Resisting Forces & Momen_ts _____________________ _
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft ft-#
282.8 1.22 346.0
3.3 0.30 1.0
286.2 O.T.M. = 347.0
= 3.47
Vertical Loads used for Soil Pressure= 954.3 lbs
Soil Over HL (ab. water !bl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh!
Key Weight
Vert. Component
Total=
. .... RESISTING .....
Force Distance Moment
lbs ft ft-#
376.0 1.71 642.4
1.71 642.4
32.5 0.25 8.1
208.3 0.83 173.6
337.5 1.13 379.7
1.00
954.3 lbs R.M.= 1,203.7
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
100.0 pci
0.056 in
The above caJculallon ls not valid If the heel soil bearing pressure exceeds that of the toe.
because the wall would then tend to rotate into lhe retained soil.
Project Title:
Engineer:
Project ID:
Project Descr:
I Can~!!vered Retaining Wall
LIC-11 : KW-06016003, Bulld:20.2=3~.0~8~.3=0--------~ORCO BLOCK COMPANY INC
Project File: woodside homes_la costa_ca_rlsba~
(c) ENERCALC I C 1983-2023
DESCRIPTION: (01c) 3'-4" ret
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height = 3.33 ft
Wall height above soil 0.00 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 6.00 in
Water table above
bottom of footing = 0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 42.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingjjSoil Friction
Soil height to ignore
for passive pressure
166.7 psf/ft
130.00 pcf
130.00 pcf
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Strength Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
1,500.0 lbs
1.50 ft
0.00 in
10.00ft
Spread Footing
== -1.Sft
== 0.300
Project Title:
Engineer:
Project ID:
Project Descr:
@ antilevered Re!~ining Wall
UC# : KW·06016003, Bulld:20.23-.0~8-.3~0~--------o-R_C_O_B~L-O_C_K_C_O_M-PANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERCALC INC 1983·2023
DESCRIPTION: (01 c) 3'-4" ret
Desi n Summary
Wall Stability Ratios
Overturning
Sliding
Global Stability
3.14 OK
1.61 OK
2.66
Total Bearing Load = 1,294 lbs
... resultant acc. = 3.62 in
Eccentricity within middle third
Soil Pressure @ Toe = 892 psf OK
Soil Pressure @ Heel 143 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,249 psf
ACI Factored @ Heel 201 psf
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force _
Added Force Req'd
.... for 1.5 Stability
3.6 psi OK
2.4 psi OK
75.0 psi
404.0 lbs
196.8 lbs
453.1 lbs
0.0 lbs OK
0.0 lbs OK
Stem Construction ----
Design Height Above Ftg
Wall Material Above 'Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
fl=
=
=
=
=
Bottom
Stern OK
0.00
Masonry
SD SD
8.00
# 4
32.00
Edge
Design Data --------------------------
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
lbs=
lbs=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
psf=
in=
0.243
374.6
420.5
1,727.9
4.1
80.5
91.50
78.0
5.25
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
psi=
psi=
2,000
60,000
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
=
in=
=
Yes
16.11
7.63
SD
Concrete Data ------------------------
f'c
Fy
psi=
psi=
Project Title:
Engineer:
Project ID:
Project Descr:
f"cantilevered Retaining Wall
LIGII ; KW-06016003, Bulld:20·~.2=3~,o=e~.3=0--------~o=R=c=o~B~LOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(o) ENERCALC NC 19B3-2023
DESCRIPTION: (01 c) 3'-4" ret
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
0.50 ft
2.00
--2.50
= 12.00 in
12.00 in
4.00 in
= 0.50 ft
f'c = 2,500 psi Fy = 60,000 psi
150.00 pcf
0.0018
Footing Concrete Density
Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
Footing Design Results
Toe Heel
Factored Pressure 1,249 201 psf
Mu': Upward 147 344 ft-#
Mu' : Downward 54 777 ft-#
Mu: Design 94 OK 433 ft-#
phiMn 2,500 2,500 ft-#
Actual 1-Way Shear 3.58 2.44 psi
Allow 1-Way Shear 40.00 40.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Heel: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Key: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.65 in2
0.26 in2 Jft
OK
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
*
NO, s,660
EXP 03/51/2025 *
Project Title:
Engineer:
Project ID:
Project Descr:
I Cantilevered Reta~~_ing Wall
UC# : KW-06016003, Bulld:20.23.08""'.3=oc----------o=R=c=o~e=L~o-·cK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6 I
(c) ENERCALC INC 1983-2023
DESCRIPTION: (01c) 3'-4" ret
Summary of Overturning & Resisting Forces & Moments
Item
HL Act Pres (ab water !bl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
·····OVERTURNING ..... Force Distance Moment
lbs ft ft-#
393.7 1.44 568.3
10.3 0.52 5.3
404.0 O.T.M. = 573.6
Vertical Loads used for Soil Pressure=
3.14
1,294.4 lbs
----
Soil Over HL (ab. water !bl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weighl
Key Weight
Vert. Component
Total=
. .... RESISTING .....
Force Distance Moment
lbs ft ft-#
577.2 1.83 1,058.2
1.83 1,058.2
32.5 0.25 8.1
259.7 0.83 216.5
375.0 1.25 468.8
50.0 1.00 50.0
1,294.4 lbs R.M.= 1,801.5
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
100.0 pci
0.083 in
The above calculation Is not valid ii 1he heel soil bearing pressure exceeds that of the toe,
because the wall would lhen tend to rotate Into the retained soil.
Project Title:
Engineer:
Project ID:
Project Descr:
I Cantilevered Retai,:'ing Wall Project File: woodside homes_la costa_carlsbad.ec6
LIC#: KW-06016003, Build:20.23.0°-8°·.-3~0=---------~o=R=c=o~B=L~o=c~K~c=o~M=PANY INC
DESCRIPTION: (01 d) 4'-0" ret
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height = 4.00 ft
Wall height above soil 0.00 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 6.00 in
Water table above
bottom of footing = 0.0 ft
Surcharge Loads ---------
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 42.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
166.7 psf/ft
130.00 pcf
130.00 pcf
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem _
(Strength Level) -
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
c) ENERCALC INC 1983·2023
_J
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
1,500.0 lbs
1.50 ft
0.00 in
10.00 ft
Spread Footing
-1.5 ft
0.300
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
C# : KW-06016003. Bulld:20.23-~.0~8~.3=o--------~o=R=co B OCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERCAct NC1 983·2023
DESCRIPTION: (01 d) 4'-0" ret
Design Summary
Wall Stability Ratios
Overturning
Sliding
Global Stability
3.35 OK
1.51 OK
2.44
Total Bearing Load 1,798 lbs
... resultant ecc. 4.06 in
Eccentricity within middle third
Soil Pressure @ Toe = 1,005 psf OK
Soil Pressure @ Heel 194 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,407 psf
ACI Factored @ Heel 271 psf
Footing Shear@ Toe 4.3 psi OK
Footing Shear @ Heel 2.8 psi OK
Allowable 75.0 psi
Sliding Cales
Lateral Sliding Force
less 1 00% Passive Force
less 100% Friction Force _
Added Force Req'd
.... for 1.5 Stability
545.9 lbs
196.8 lbs
629.2 lbs
0.0 lbs OK
0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
ft =
lbs=
lbs=
ft·#=
ft-#=
psi=
psi=
psi=
in2=
psf=
in=
psi=
psi=
=
in=
psi=
psi=
Bottom
Stern OK 0.00
Masonry
SD
8.00
# 4
16.00
Edge
0.226
547.8
763.5
3,368.0
6.0
80.5
91 .50
78.0
5.25
2,000
60,000
Yes
16.11
7.63
SD
SD
*
NO. 83660
EXP. OJ/31/2025 *
Project Title:
Engineer:
Project ID:
Project Descr:
fr~ ----------------------------------------------, ~nt~d Retaining Wall Project File: woodside homes_la costa_carlsbad.ec6
UC#: KW-06016003, Build:20.2 .08".s=oc-----------,.ORCO BLOCK COMPANY I C (c ENERCALC INC-19 83-2023
DESCRIPTION: (01d) 4'-0" ret
Footing Data
Toe Width =
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth =
Key Distance from Toe
f'c = 2,500 psi Fy =
Footing Concrete Density =
0.50 ft
2.50
3.00
12.00 in
12.00 in
4.00 in
0.50 ft
60,000 psi
150.00 pcf
0.0018 Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
Footing Design Results
Toe Heel
Factored Pressure 1,407 271 psf
Mu': Upward 168 845 ft-#
Mu' : Downward 54 1,597 ft-#
Mu: Design 114 OK 752 ft-#
phiMn 2,500 2,500 ft-#
Actual 1-Way Shear 4.28 2.84 psi
Allow 1-Way Shear 40.00 40.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*1ambda*sqrt(fc)*Sm
Heel: phiMn = phi*5*1ambda*sqrt(fc)*Sm
Key: phiMn = phi*5*1ambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.78 in2
0.26 in2 !ft
OK
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bal'S:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
IC#: KW-0601 6003, Bulld:20.23.08.30
DESCRIPTION: (01 d) 4'-0" ret
Project File: woodside homes_la costa_carlsbad.ec6 I
0RCO BLOCK COMPANY~.,-N~C~--C 983-2023
Summary of Overturning & Resistin Forces & Moments
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
... ,,OVERTURNING .....
Force Distance Moment
lbs ft ft-#
525.0 1.67 875.0
20.9 0.75 15.6
545.9 O.T.M. 890.6
Vertical Loads used for Soil Pressure=
3.35
1,797.8 lbs
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
* Axial Live load on Stem
Soil Over Toe
Surcharge Over Toe =
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component =
Total=
.. ... RESISTING .....
Force Distance Moment
lbs ft ft-#
953.3 2.08 1,986.1
2.08 1,986.1
32.5 0.25 8.1
312.0 0.83 260.0
450.0 1.50 675.0
50.0 1.00 50.0
1,797.8 lbs R.M.= 2,979.2
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 100.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.093 in
The above calculation Is not valid II the heel soil bearing pressure exceeds that of Ille toe,
because the wall would then lend lo rotate Into the retained soil.
-
·~~of!!._ s, 0,...,,,_ ____ _
4,,,<;> ...i~RD
,.,"' ~v 0, ,_
NO, 83660 * 1:XP. 03/31/2025 *
~ ? >~ C I V \ \.. ~' ,-li' -~o~
OF CA\..\
[~ant!~e~e~ed Retaining Wall
LIC#: KW-06016003, Build:20.23.08.30
DESCRIPTION: (01 e) 4'-8" ret
Code Reference -----
Project Title:
Engineer:
Project ID:
Project Descr:
OACO BLOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERCALC NC 1983-2023
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height 4.67 ft
Wall height above soil = 0.00 ft
Slope Behind Wall 0.00
Height of Soil over Toe 6.00 in
Water table above
bottom of footing = 0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 42.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
166. 7 psf/ft
= 130.00 pcf
130.00 pct
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Strength Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
*
1,500.0 lbs
1.50 ft
0.00 in
10.00 ft
Spread Footing
-1.5 ft
0.300
NO. B5660
EXP. 03/51/2025 *
Project Title:
Engineer:
Project ID:
Project Descr:
[ Cantilevered Retaining Wall
[[Ci":KW-o6016003. Bulld:20.23.08,30~--------0~A~CO BLOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERCALC INC 1983-2023
DESCRIPTION: (01 e) 4'-8" ret
Design Summary
Wall Stability Ratios
Overturning
Sliding
Global Stability
3.05 OK
1.54 OK
2.22
Total Bearing Load 2,249 lbs
... resultant ecc. 5.16 in
Eccentricity within middle third
Soil Pressure @ Toe 1,242 psf OK
Soil Pressure@ Heel 142 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 1,739 psf
ACI Factored @ Heel 199 psf
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force _
Added Force Req'd
... .for 1.5 Stability
5.6 psi OK
3.7 psi OK
75.0 psi
709.6 lbs
307.9 lbs
787.2 lbs
0.0 lbs OK
0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
ft =
lbs=
lbs=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
psf=
in=
psi=
psi=
Bottom
Stem OK
0.00
Masonry
SD
8.00
# 4
16.00
Edge
0.380
757.3
1,280.4
3,368.0
8.3
80.5
91.50
78.0
5.25
2,000
60,000
Yes
16.11
7.63
SD
SD
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Concrete Data -------------------------
f'c
Fy
psi=
psi=
*
NO. 85660
EXP. 05/51/2025 *·
j Cantilevered Retaining Wall
LIC#: KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (01 e) 4'-8" ret
Footing Data
Toe Width
Heel Width =
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe =
f'c = 2,500 psi Fy =
Footing Concrete Density
0.50 ft
2.75
3.25
12.00 in
12.00 in
8.00 in
0.50 ft
60,000 psi
150.00 pcf
Min. As%
Cover@ Top
= 0.0018
2.00 @ Btm.= 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la costa_carlsbad.ec6
Footing Design Results
Factored Pressure
Mu': Upward
Mu' : Downward
Mu: Design
phiMn
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Footing Torsion, Tu
Toe
1,739
207
54
154 OK
2,500
5.57
40.00
None Spec'd
None Spec'd
None Spec'd
Footing Allow. Torsion, phi Tu
Heel
199 psf
1,146 ft-#
2,287 ft-#
1,141 ft-#
2,500 ft-#
3.75 psi
40.00 psi
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Heel: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Key: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.84 in2
0.26 in2 !ft
(c) ENERCALC-fr•jcT§jf3.202J
OK
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC/1 : KW-06016003, Bulld:20.23.08~.3=0~--------o=R=c=o BLOCK C MPAN I C
Project File: woodside homes_la costa_carlsbad.ec~ J
(c) ENER ALC INC 1983-2023
DESCRIPTION: (01 e) 4'-8" ret
Summary of Overturning & Resisting Forces & Moments -------------------
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft ft-#
675.1 1.89 1,276.0
34.5 0.99 34.1
709.6 O.T.M. 1,310.1
Vertical Loads used for Soil Pressure=
= 3.05
2,249.1 lbs
. .... RESISTING .....
Force Distance
lbs ft
Soil Over HL (ab. water tbl) 1,264.8 2.21
Soil Over HL (bel. water tbl) 2.21
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
* Axial Live Load on Stem
Soil Over Toe = 32.5 0.25
Surcharge Over Toe
Stem Weight(s) 364.3 0.83
Earth @ Stem Transitions=
Footing Weight 487.5 1.63
Key Weight 100.0 1.00
Vert. Component
Total= 2,249.1 lbs R.M.=
Moment
ft-#
2,793.1
2,793.1
8.1
303.6
792.2
100.0
3,996.9
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
100.0 pci
0.124 in
The above calculation is not valid 11 the heel soil bea ring pressure exceeds that of the toe.
because Ille wall would lhen tend to rotate into the retained soil.
ORCO MID WALL
SPECIAL rNSPECTION NOTE: DESrGN CRITERIA PER THE 2022 CBC:
PROVIDE LEVEL 2 SPECIAL INSPECTION PER TMS 602-16
TABLES 3 & 4 OF THE MASONRY STEM. 1. ALLOWABLE SOIL BEARING PRESSURE = 2500 PSF + f /NCR. WIND/SE/MIC
2. ALLOWABLE LATERAL PASSIVE PRESSURE= 250 PCF.
i.,. ....,
~
OPTIONAL CAP
#4 HORZ. CONT.
@24"0/C
NOTE: PROVIOE 'D"-OOWEL &
'E'·BAR AT EACH SIDE OF
CONTROL JOINTS, ENDS OF
WALLS AND @ WALL HEIGHT
CHANGES
CONCRETE
DITCH PER
QVJL PLAN
'8'
BACKFILL COMPACTED TO
MIN. 90% COMPACTION PER
ASTM1557-D
""--+--#4 HORZ. CONT. @
9" 0/C AS SHOWN.
3. GROUT STRENGTH = 2000 PSI@ 28 DAYS.
4. REINFORCING STEEL : GRADE 60.
5. MASONRY COMPRESSION STRENGTH, f 'm = 2000 PSL
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
2. CONCRETE FOR FOOTING SHALL HAVE COMPRESSIVE STRENGTH
F'c = 4000 PSI AT 28 DAYS, WITH WATER/CEMENT RATIO < 0.50.
PORTLAND CEMENT SHALL CONFORM TO ASTM C 150 TYPEII/V.
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO
ASTM A 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP,
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN
WHICH IT IS LOCATED.
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN
WITH VERTICAL CONTINUITY OF THE CELLS UNO.
6. ALL RETAINING WALL BLOCK CELLS SHALL BE SOUD GROUTED.
7. USE TYPES MORTAR PROPORTIONED USING ASTM C 270 PART
CEMENT TO 1/2 PART LIME TO 4-1/2 PARTS DAMP, LOOSE SAND.
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8"
PEA GRAVEL IF WEATHER CONDIDONS ARE FAVORABLE AND
BLOCK UNOBSTRUCTED CELL SIZE IS SUFFIGENT TO AUOW
GOOD GROUT FLOW). WATER SHALL BE ADDED TO PRODUCE
GOOD GROUT FLOW WITHOUT SEGREGATION OF THE
CONSTITUENTS.
9. BLOCK STEM MAY BE WET-SET 1-1/2" INTO THE FOOTING WHILE
THE CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO
EITHER EDGE OF THE TRENCH TYPE FOOTING.
10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL
SOIL OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF
90%.
11. FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE READY
FOR CONCRETE AND AU REQUIRED STEEL IS TIED IN PLACE.
SECOND INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN
PLACE AND THE BLOCK WALL IS READY TO GROUT.
12. MAXIMUM CONTROL JOINT SPACING: 20' 0/C.
l!1!H£: DIMENSIONS ARE NOT TO SCALE.,
'HT' 'B' 'C' 'D' DOWEL
2·-0· 2'-6" 8" #MIJ2" 0/C JJJ"
8"
2'-8" J'-J" /'-/" #4@/6" 0/C J 4/'
8"
J'-4. 4 ·-o· 1·-1· #4@/6" 0/C J 49•
8"
4 ·-o· 4 '-9" 2·-1· #4@/6" 0/C J57"
8"
4 '-8" 5'-6" 2'-7" #4@8" 0/C J 65"
a·
'E' BAR
#4@J2" 0/C 18"
9•r--
#4@/6" 0/C 21"
19•r--
#4tll6" 0/C J6"
25•r--
#4@8" 0/C 45•
JI" r--
#4@8" 0/C 54•
Jrr--
0/1.1._MID
ENGINEERING STAMP APPROVAL IS CONDIT1ONAL;
REQUIRING USE OF ORCO MANUFACTURED CHU ON
ALL ORCO WALL SYSTEM DESIGNS.
WOODSIDE HOMES
LA COSTA
CARLSBAD, CAUFORNIA
[~antilevered Retaining Wall
UC#: KW-06016003, ulld:20.23.08.30
DESCRIPTION: (02a) 2'-0" ret 2:1
Code Reference
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la costa_carlsbad.ec6
ORCO BLOCK COMPA I C c) ENERCALC INC1983-2023
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water table above
bottom of footing =
Surcharge Loads
2.00 ft
0.00 ft
2.00
6.00 in
0.0 ft
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
---
0.0 lbs
0.0 lbs
0.0 In
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
Footing//Soil Friction
Soil height to ignore
for passive pressure
166. 7 psf/ft
130.00 pct
130.00 pct
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Strength Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
L
Adjacent Footin~g~L_o_a_d ___ _
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
2,250.0 lbs
3.25 ft
5.16 in
10.00ft
Spread Footing
= 0.5 ft
0.300
Project Title:
Engineer:
Project ID:
Project Descr:
[ Cantilevered Retaining Wall
[ICII : RW-06016003, Buflil:20---:-23.~0~8~-.~30~--------=o=R=co~B~L=o=c=K~C=o~M=PANY INC
Project File: woodside homes_la costa_carlsbad.ec6 I
(C) ENERCA C INC 1983-2023
DESCRIPTION: (02a) 2'-0" ret 2:1
Desi n Summar
Wall Stability Ratios
Overturning
Sliding
Global Stability
2.91 OK
1.64 OK
3.03
Total Bearing Load 1,068 lbs
... resultant ecc. 4.22 in
Eccentricity within middle third
Soil Pressure @ Toe = 788 psf OK
Soil Pressure @ Heel 67 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 1,103 psf
ACI Factored @ Heel 93 psf
Footing Shear @ Toe 3.0 psi OK
Footing Shear @ Heel 2.0 psi OK
Allowable = 75.0 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force _
Added Force Req'd
.... for 1.5 Stability
414.6 lbs
307.9 lbs
373.8 lbs
0.0 lbs OK
0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above 'Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
Bottom
Stem OK
fl= 0.00
Masonry
SD SD
8.00
# 4
32.00
Edge
0.089
lbs=
lbs= 197.9
ft-#=
ft-#= 154.7
1,727.9
psi=
psi= 2.2
psi= 80.5
in2= 91.50
psf= 78.0
in= 5.25
psi= 2,000
psi= 60,000
Yes
16.11
in= 7.63
SD
psi=
psi=
§ntilevered Retaif!ing Wall
UC#: KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (02a) 2'-0" ret 2:1
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness =
Key Width
Key Depth
Key Distance from Toe =
f'c = 2,500 psi Fy =
Footing Concrete Density
0.50 ft
2.00
2.50
12.00 in
12.00 in
8.00 in
0.50 ft
60,000 psi
150.00pcf
0.0018 Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
Prqject Title:
Engineer:
Project ID:
Project Descr:
ORCO-BTOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
{c) ENERCALC INC 1983-2023
Footing Design Results
Toe Heel
Factored Pressure 1,103 93 psf
Mu': Upward 129 243 ft-#
Mu' : Downward 54 620 ft-#
Mu: Design 76 OK 377 ft-#
phiMn 2,500 2,500 ft-#
Actual 1-Way Shear 2.99 2.02 psi
Allow 1-Way Shear 40.00 40.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Heel: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Key: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.65 in2
0.26 in2 1ft
OK
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
[ Cantilevered ~!taining Wall
C# : -06016003, Buiicl:20.23.08.30 ORCO BLOCK COMPANY INC
Project Fil;-;;odside homes_la costa~ar~bad.ec~
(c) ENERCALC INC 19B3-2023
DESCRIPTION: (02a) 2'-0" ret 2:1
Summary of Overturning & Resisting Forces & Moments -----------------
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft ft-#
403.3 1.22 493.0
11.3 0.78 8.8
414.6 O.T.M. 501.7
= 2.91
Vertical Loads used for Soil Pressure= 1,067.9 lbs
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight =
Vert. Component =
Total=
.. ... RESISTING .....
Force Distance Moment
lbs ft ft-#
346.7 1.83 635.6
1.83 635.6
57.8 2.06 118.8
32.5 0.25 8.1
156.0 0.83 130.0
375.0 1.25 468.8
100.0 1.00 100.0
1,067.9 lbs R.M.= 1,461.2
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 100.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.044 in
The above calculalion s no! valid If the heel soil bearing oressure exceeds lhat ol the toe,
because the wall would then lend to rotate Into the retained son.
Cantilevered Retaining Wall
IC~: KW-06016003. Bulld:20.23.08.30
DESCRIPTION: (02b) 2'-8" ret 2:1
Code Reference
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la cos~_carlsbad.ec6 J
ORCO BLOCK c=o=M=P~A~N~Y~,N~C~------(c) ENERCALC INC 1983-2023
--------------------------------------------Ca I cu I at ions per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water table above
bottom of footing
Surcharge Loads
2.67 ft
0.00 ft
2.00
6.00 in
0.0 ft
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem __ _
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 In
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
166.7 psf/ft
= 130.00 pct
130.00 pct
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Strength Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
u--
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
2,250.0 lbs
3.25 ft
5.16 in
10.00ft
Spread Footing
0.5 ft
0.300
NO. 831>60 * EXP. 03/3)1202S *
~ V ,..~ C I V I \.. ~'
)"-~ -0~
OF CA\.\~
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
C#: KW-06016003, uild:20.23.08.30
DESCRIPTION: (02b) 2'-8" ret 2:1
ORCO BLOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6 I
(c}-NERCA C INC 1983-2023
Design Summary
Wall Stability Ratios
Overturning
Sliding
Global Stability
2.91 OK
1.59 OK
2.59
Total Bearing Load = 1,755 lbs
... resultant ecc. 5.63 in
Eccentricity within middle third
Soll Pressure @ Toe = 1,007 psi OK
Soil Pressure @ Heel = 73 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe 1,410 psf
ACI Factored @ Heel 102 psf
Footing Shear @ Toe = 4.3 psi OK
Footing Shear @ Heel 2.7 psi OK
Allowable = 75.0 psi
Sliding Cales
Lateral Sliding Force 684.2 lbs
less 100% Passive Force 472.8 lbs
less 100% Friction Force -614.2 lbs
Added Force Req'd = 0.0 lbs OK
... .for 1.5 Stability 0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
Bottom
Stern OK
ft= 0.00
Masonry
SD SD
8.00
# 4
16.00
Edge
0,113
lbs=
lbs= 355.6
ft-#=
ft-#= 380.7
3,368.0
psi=
psi= 3.9
psi= 80.5
in2= 91 .50
psi= 78.0
in= 5.25
psi= 2,000
psi = 60,000
= Yes
16.11
in= 7.63
=
SD
psi=
psi=
Cantilevered Retaining Wall
LC#: KW-06016003. Bulld:20.23.08.30
DESCRIPTION: (02b) 2'-8" ret 2:1
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
0.50 ft
2.75 325
12.00 in
12.00 in
13.00 in
0.50 ft
f'c = 2,500 psi Fy = 60,000 psi
150.00pcf Footing Concrete Density
Min. As%
Cover@ Top 2.00
= 0.0018
@ Btm.= 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY IN
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERCALC NC 1983·2023
Footing Design Results
Toe Heel
Factored Pressure 1,410 102 psf
Mu': Upward 168 828 ft-#
Mu' : Downward 54 1,765 ft-#
Mu: Design 114 OK 937 ft-#
phiMn 2,500 2,500ft-#
Actual 1-Way Shear 4.27 2.72 psi
Allow 1-Way Shear 40.00 40.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*1ambda*sqrt(fc)*Sm
Heel: phiMn = phi*5*1ambda*sqrt(fc)*Sm
Key: phiMn = phi*5*1ambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.84 in2
0.26 in2 tft
OK
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
*
NO. 83660
EXP. 03/W2025 *
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
JCJF "i<W.060'f6003, Bui :20.23.08.30
DESCRIPTION: (02b) 2'-8" ret 2:1
Project File: woodside homes_la costa_carlsbad.ec6
ORCO BLOCK COMPA NC (c) ENERCALC NC 1983-2023
Summar of Overturning & Resisting Forces & Moments -------------------
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft ft-#
666.0 1.57 1,046.0
18.2 1.02 18.6
684.2 O.T.M. 1,064.6
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component =
.. ... RESISTING .....
Force Distance Moment
lbs ft ft-#
723.1
141.1
32.5
208.3
487.5
162.5
2.21
2.21
2.56
0.25
0.83
1.63
1.00
1,596.9
1,596.9
360.5
8.1
173.6
792.2
162.5
Vertical Loads used for Soil Pressure=
2.91
1,754.9 lbs Total= 1,754.9 lbs R.M.= 3,093.7
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Deft @ Top of Wall (approximate only)
100.0 pci
0.057 in
Tile above calculation ls not valid if lhe heel soil bearing pressure exce.eds that of tile toe,
because the wall would tllen lend lo rolale into the retained son.
*
NO. 83M10
EXP, 03131/2025 *
Cantilevered Retaining Wall
CII : KW-06016003, ulld:20.23.08.30
DESCRIPTION: (02c) 3'-4" ret 2:1
Code Reference ---------
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO B OCK COMPAN INC
Project File: woodside homes_la co~ta_carlsb~~
(c) EN ALC INC 1983·2023
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water table above
bottom of footing
Surcharge Loads
3.33 ft
0.00 ft
2.00
6.00 in
0.0 ft
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Ste.!!!.__
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure = 166.7 psf/ft
Soil Density, Heel = 130.00 pcf
Soil Density, Toe 130.00 pcf
FootingllSoil Friction 0.350
Soil height to ignore
for passive pressure = 12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Strength Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
2,250.0 lbs
3.25 ft
5.16 in
10.00ft
Spread Footing
0.5 ft
0.300
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
IC#: KW-06016003, Build:20.23.08.30
DESCRIPTION: (02c) 3'-4" ret 2:1
0RC0 BLOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERCA C IN 1983-2023
Design Summary
Wall Stability Ratios
Overturning
Sliding
Global Stability
2.91 OK
1.60 OK
2.36
Total Bearing Load 2,617 lbs
... resultant acc. 7.05 in
Eccentricity within middle third
Soil Pressure @ Toe 1,231 psf OK
Soil Pressure @ Heel 78 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,723 psf
ACI Factored @ Heel 109 psf
Footing Shear @ Toe
Footing Shear @ Heel
Allowable =
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force = -
Added Force Req'd
... .for 1.5 Stability
5.6 psi OK
3.1 psi OK
75.0 psi
1,016.7 lbs
708.9 lbs
916.0 lbs
0.0 lbs OK
0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear. .... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
Bottom
Stem OK
ft= 0.00
Masonry
SD SD
8.00
# 4
16.00
Edge
0.222
lbs=
lbs= 555.5
ft-#=
ft-#= 748.3
3,368.0
psi=
psi= 6.1
psi= 80.5
in2= 91 .50
psf= 78.0
in= 5.25
psi= 2,000
psi= 60,000
= Yes
16.11
in= 7.63
=
SD
psi=
psi=
Cantilevered Retaining Wall
IC#: KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (02c) 3'-4" ret 2:1
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
0.50 ft
3.50
4.00
12.00 in
12.00 in
19.00 in
0.50 ft
f'c = 2,500 psi Fy = 60,000 psi
150.00 pct Footing Concrete Density
Min. As%
Cover@ Top 2.00
= 0.0018
@ Btm.= 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
--{c ENERCALC NC 1983-2023
Footing Design Results
Toe Heel
Factored Pressure 1,723 109 psf
Mu': Upward 207 1,967 ft-#
Mu' : Downward 54 3,782 ft-#
Mu: Design 153 OK 1,815 ft-#
phiMn 2,500 2,500 ft-#
Actual 1-Way Shear 5.58 3.05 psi
Allow 1-Way Shear 40.00 40.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 fl-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Heel: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Key: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Min footing T&S reinf Area 1.04 in2
0.26 in2 !ft
OK
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC#: KW•06016003, Bulld:20.23.08.30
DESCRIPTION: (02c) 3'-4" ret 2:1
Project File: woodside homes_la costa_carlsbad.ec6 l
ORCO BLOC COMPANY~ (c) ENERC LC INC 983·2023
Summary of Overturning & Resisting Forces & Moments ·---------------------
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
·····OVERTURNING .....
Force Distance Moment
lbs ft ft-#
990.7 1.92 1,897.8
25.9 1.28 33.1
1,016.7 O.T.M. = 1,930.9
= 2.91
. .... RESISTING .....
Force Distance
lbs ft
Soil Over HL (ab. water tbl) 1,226.6 2.58
Soil Over HL (bel. water tbl) 2.58
Water Table
Sloped Soil Over Heel 260.9 3.06
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem
Soil Over Toe 32.5 0.25
Surcharge Over Toe =
Stem Weight(s) 259.7 0.83
Earth @ Stem Transitions=
Footing Weight 600.0 2.00
Key Weight 237.5 1.00
Vert. Component
Moment
ft-#
3,168.6
3,168.6
797.2
8.1
216.5
1,200.0
237.5
Vertical Loads used for Soil Pressure= 2,617.2 lbs Total = 2,617.2 lbs R.M.= 5,627.9
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 100.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.071 in
The above calculalion Is not valid il the heel soil bearing pressure exceeds that of the toe,
because the wall would then lend to rotate into lhe retained soil.
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LC#: KW-06016003, Bulld:20.23.08.30 -------ORCO BLOCK COMP -NYI NC
Project File: woodside homes_la costa_carlsbad.ec6]
(c) ENERCA C INC-1983-2023
DESCRIPTION: (02d) 4'-0" ret 2:1
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water table above
bottom of footing
Surcharge Loads
4.00 ft
0.00 ft
2.00
6.00 in
0.0 ft
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
Footingl/Soil Friction
Soil height to ignore
for passive pressure
166.7 psf/ft
130.00 pct
130.00 pct
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Strength Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
2,250.0 lbs
3.25 ft
5.16 in
10.00ft
Spread Footing
0.5 ft
0.300
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
IC# : KV\'·06016003, Bulld:20.23.0=s~.3'"°'0=-----------~o=R=c=o~B=1.:~o=c=K~C~O=M=PANY INC
Project File: woodside homes_la costa_car1sbad.ec6
(c) ENERCALC INC 1983-2023
DESCRIPTION: (02d) 4'-0" ret 2:1
Design S_um_m_a_r~------
Wall Stability Ratios
Overturning
Sliding
Global Stability
2.91 OK
1.60 OK
2.20
Total Bearing Load 3,650 lbs
... resultant ecc. 8.50 in
Eccentricity within middle third
Soil Pressure @ Toe = 1,456 psi OK
Soil Pressure @ Heel 81 psi OK
Allowable = 2,500 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe 2,039 psi
ACI Factored @ Heel 113 psi
Footing Shear @ Toe 6.9 psi OK
Footing Shear @ Heel 3.3 psi OK
Allowable = 75.0 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force _
Added Force Req'd =
.... for 1.5 Stability
1,418.2 lbs
986.7 lbs
-1,277.5 lbs
0.0 lbs OK
0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above 'Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear. .... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT I'm
considered in the calculation of soil bearing pressures. Fy
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
ft=
lbs=
lbs=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
psi=
in=
psi=
psi =
psi=
psi=
Bottom
Stem OK
0.00
Masonry
SD
8.00
# 4
16.00
Edge
0.385
803.2
1,300.0
3,368.0
8.8
80.5
91 .50
78.0
5.25
2,000
60,000
Yes
16.11
7.63
SD
SD
Cantilevered Retaining Wall
IC/#: KW-06016003, Build:20.23.08.30
DESCRIPTION: (02d) 4'-0" ret 2:1
Footing Data
Toe Width =
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth =
Key Distance from Toe
f'c = 2,500 psi Fy =
Footing Concrete Density =
0.50 ft
4.25
4.75
12.00 in
12.00 in
25.00 in
0.50 ft
60,000 psi
150.00pcf
0.0018 Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(c} ENERCALC INCl 983-2023
Footing Design Results
Factored Pressure
Mu': Upward
Mu' : Downward
Mu: Design
phiMn
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Footing Torsion, Tu
Toe
2,039
246
54
193 OK
2,500
6.89
40.00
None Spec'd
# 4@ 8.00 in
None Spec'd
Footing Allow. Torsion, phi Tu
Heel
113 psf
3,834 ft-#
6,922 ft-#
3,088 ft-#
12,686 ft-#
3.28 psi
75.00 psi
0.00 fl-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi.5*Iambda*sqrt(fc)*Sm
OK
Heel: #4@ 9.25 in, #5 @ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Key: phiMn = phi*5*Iambda•sqrt(fc)*Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
1.23 in2
0.26 in2 Jfl
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
@ antile~ered _Retaining Wall
LIC#:fWiT.00016003, Bulld:20.23.0 .30
DESCRIPTION: (02d) 4'-0" ret 2:1
ORCO BLOCK COMPANY INC
Project File: woodside homes_la costa_car1sb~
(c) ENERCALC INC 1983·2023
Summary of Overturning & Resisting Forces & Moments ----------------
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft ft·#
1,383.8 2.26 3,132.8
34.4 1.55 53.4
1,418.2 O.T.M. 3,186.2
= 2.91
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe =
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
. .... RESISTING .....
Force Distance Moment
lbs ft ft·#
1,863.3 2.96 5,512.4
2.96 5,512.4
417.3 3.56 1,483.8
32.5 0.25 8.1
312.0 0.83 260.0
712.5 2.38 1,692.2
312.5 1.00 312.5
Vertical Loads used for Soil Pressure= 3,650.1 lbs Total= 3,650.1 lbs R.M.= 9,268.9
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 100.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.085 in
TM above calculallon is not valid if the heel soil bearing pressure exceeds Iha! of the toe.
because Iha wall would then tend to rotate into the retained soil.
-=
NO. 83660
EXP. 03/W202S *
Cantilevered Retaining Wall
it#: KW-0601 6003, Bull :20.23.08.30
DESCRIPTION: (02e) 4'-8" ret 2:1
Code Reference
ORCO BLOCK CO
Project Title:
Engineer:
Project ID:
Project Descr:
NYINC
Project File: woodside homes_la costa_carlsbad.ec6
(c) NERC LC INC 1983-2023
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water table above
bottom of footing
Surcharge Loads
4.67 ft
0.00 ft
2.00
6.00 in
0.0 ft
Surcharge Over Heel = O.O psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
166. 7 psf/ft
130.00 pcf
130.00 pcf
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Strength Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Fig CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
-------
2,250.0 lbs
3.25 ft
5.16 in
10.00ft
Spread Footing
== 0.5 ft
0.300
Cantilevered Retaining Wall
IC#: KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (02e) 4'-8" ret 2:1
Design Summary
Wall Stability Ratios
Overturning
Sliding
Global Stability
2.91 OK
1.59 OK
2.09
Total Bearing Load = 4,850 lbs
... resultant ecc. 9.94 in
Eccentricity within middle third
Soil Pressure @ Toe = 1,679 psf OK
Soil Pressure @ Heel = 85 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 2,350 psf
ACI Factored @ Heel 119 psf
Footing Shear@ Toe
Footing Shear @ Heel
Allowable =
8.2 psi OK
3.0 psi OK
75.0 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
... .for 1.5 Stability
1,885.6 lbs
-1,306.2 lbs
_ -1,697.6 lbs
= 0.0 lbs OK
0.0 lbs OK
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO B OCK COMPANY INC
Stem Construction
Design Height Above Ftg ft =
Wall Material Above "Ht" =
Design Method
Thickness =
Rebar Size =
Rebar Spacing =
Rebar Placed at =
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level lbs=
Strength Level lbs=
Moment .... Actual
Service Level ft-#=
Strength Level ft-#=
Moment. .... Allowable
Shear ..... Actual
Service Level psi=
Strength Level psi=
Shear ..... Allowable psi=
Anet (Masonry) in2=
Wall Weight psf=
Rebar Depth 'd' in=
Project File: woodside hom~~I~ costa_carlsbad.~~
(c) ENERCALC INC 1 3-2023
Bottom
Stern OK
0.00
Masonry
SD SD
8.00
# 4
8.00
Edge
0,322
1,095.1
2,060.5
6,384.4
12.0
80.5
91.50
78.0
5.25
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
psi=
psi=
2,000
60,000
Yes
16.11
7.63
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method SD
Concrete Data -------------
f'c
Fy
psi=
psi=:
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: woodside homes_la costa_car1sbad.ec6
IC : KW-06016003. Bulld:20.23.08.=30~--------.ORCO BLOCK CO c) ENERCALC INC 1983-2023
DESCRIPTION: (02e) 4'-8" ret 2:1
Footing Data
Toe Width = 0.50 ft
Heel Width 5.00
Total Footing Width 5.50
Footing Thickness 12.00 in
Key Width 12.00 in
Key Depth 31.00 in
Key Distance from Toe 0.50 ft
f'c = 2,500psi Fy = 60,000 psi
Footing Concrete Density = 150.00pcf
Min. As% 0.0018
Cover@ Top 2.00 @ Btm.= 3.00 in
Footing Design Results
Toe Heel
Factored Pressure 2,350 119 psi
Mu': Upward 285 6,618 ft-#
Mu' : Downward 54 11,424 ft-#
Mu: Design 232 OK 4,806 ft-# OK
phiMn 2,500 12,686 ft-#
Actual 1-Way Shear 8.19 3.03 psi
Allow 1-Way Shear 40.00 75.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing #4@ 8.00 in
Key Reinforcing #4@ 8.00 in
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other AcceQtable Sizes & Sgacings
Toe: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Key: #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
1.43 in2
0.26 in2 1ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
[ Cantilevered Retaining Wall
ORCO BLOCK C MPANY INC
Project File: woodside homes_la costa_car1sbad.ec6 I
UC#: KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (02e) 4'-8" ret 2:1
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
Force Distance Moment
lbs ft ft-#
1,842.4 2.61 4,812.8
43.2 1.84 79.4
1,885.6 O.T.M. 4,892.2
= 2.91
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel =
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
c) ERCALC INC 1983-2023
. .... RESISTING .....
Force Distance Moment
lbs ft ft-#
2,630.8
610.3
32.5
364.3
825.0
387.5
3.33
3.33
4.06
0.25
0.83
2.75
1.00
8,769.2
8,769.2
2,475.0
8.1
303.6
2,268.8
387.5
Vertical Loads used for Soil Pressure= 4,850.3 lbs Total= 4,850.3 lbs R.M.= 14,212.2
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
100.0 pci
0.099 in
The above calculalion is not vahd 11 lhe heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rota te into the retained soil.
SPECIAL INSPECTION NOTE: I
PROVIDE LEVEL 2 SPECIAL INSPECTION PER TMS 602-16
TABLES 3 & 4 OF THE MASONRY STEM.
-i--,,-
ORCO 807TOM WALL
DESIGN CRITERIA PER THE 2022 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE= 2500 PSF + ½ /NCR. WIND/SE/MIC
2. ALLOWABLE LATERAL PASSNE PRESSURE = 250 PCF.
3. GROUT STRENGTH= 2000 PSI@ 28 DAYS.
4. REINFORCING STEEL : GRADE 60.
5. MASONRY COMPRESSION STRENGTH, f 'm = 2000 PSI.
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
2. CONCRETE FOR FOOITNG SHALL HAVE COMPRESSNE STRENGTH
F'c = 4000 PSI AT 28 DAYS, WITH WATER/CEMENT RA ITO < a.so.
PORTLAND CEMENT SHALL CONFORM TO ASTM C 150 TYPE/IjV.
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO
ASTM A 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN
WHICH IT IS LOCATED.
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN
WITH VERITCAL CONITNUITY OF THE CELLS UNO.
6. ALL RETAINING WALL BLOCK CELLS SHALL BE SOLID GROUTED.
1, ,(, 12" MIN.
~· I
-'D' -DOWEL @ EDGE
~~~~"":':. "vi'\,_ ; _ / OF 8" & 12" CMU
#4 HORZ. CONT . .,), ~ V
@24"0IC _,,,.-
2-112•,
THIS ONE
7. USE TYPES MORTAR PROPORITONED USING ASTM C 270 PART
CEMENT TO 1/2 PART LIME TO 4-1/2 PARTS DAMP, LOOSE SAND.
HORIZONrAL MUST
BE SAME DIAMETER
AS 'P BIIR~ ~._.,.-•+-I!;!
~ T' '.A'v AV ~ Y~, \$,~ '\.; ~
/
-PROVIDE-lf"'IJ SDR·35 PERF. PIPE
W/ t" GRAVEL WRAPPED W/
MIRAR 140N RL TER FABRIC·
SLOPE TD DRAIN. WATERPROOF ,0 BACKSIDE OF RErAIN/NG WALL.
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8"
PEA GRAVEL IF WEATHER CONDfiONS ARE FAVORABLE AND
BLOCK UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW
GOOD GROUT FLOW). WATER SHALL BE ADDED TO PRODUCE
GOOD GROUT FLOW WITHOUT SEGREGAITON OF THE
CONSITTUENTS.
___ ...,.,_ __ __::.....tj"lr-' ' ' _ µ 2" CLR
~ ~ • • •• \ '\.hie-J"CLR
9. BLOCK STEM MAY BE WET-SET 1-1/2" INTO THE FOOITNG WHILE
THE CONCRETE IS PLASITC. BLOCK STEM MAY BE PLACED TO
EITHER EDGE OF THE TRENCH TYPE FOOITNG.
10. FOOITNG MUST BE POURED ON OR INTO UNDISTURBED NATURAL
SOIL OR ON COMPACTED RLL WITH A MINIMUM COMPAffiON OF
90%. -'!<----------.-"~~ I. ~ ...... ~,...,_ __ _, 'P-BAR
3• CLR-., '--;f "--~1--~---1--#4 HORZ. CONT. @
~ 9" OIC AS SHOWN 11. FIRST INSPEffiON TO BE AFTER FOOITNG TRENCHES ARE READY
FOR CONCRETE AND ALL REQUIRED STEEL IS ITED IN PLACE.
SECOND INSPECITON TO BE WHEN THE REQUIRED VERITCAL IS IN
PLACE AND THE BLOCK WALL IS READY TO GROUT. J"aRT'"" • ----
'T' -I. ,2,, I.
., ..
'C'
I .!!QI§: DIMENSIONS ARE NOT TO SCALE. ,
'HT' 'A' '8' 'C' 'D'-DOWEL 'E'-VERT.
12. MAXIMUM CONTROL JOINT SPACING: 20' O/C.
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
'F'-BAR 'K'
~~Qf~S/o~4,5-~-t--
'Tt ~ ~RDUG
fq4 " ' ~1-
t-------t--t----+---------t-----+------+---+--......... ~ ~r:t:v ~ ~
JJJ• #4•Jz• OIC
8
_ ~e· 6 • ~I _,~ /h' __,.,,.-~ -::;. 2'-0" 2'-0" NIA 2'-6" #4@J2" 0/C NIA 8" -, "'~ ,,,-,.~ .,
e· l!> (I) /2 rn rn
t----+---+---+---+------J-4-,• t------t-#_4_@_/6_"_0_/_C __ z,---+---+--.-----t w I r:1o "2 0 -Z,'1 O I ;
2'-8" 2'-8• NIA J '-J" #4@/6" OIC 8• NIA 19• i-/'-/" 6 a:1 1!> 1~/ 83660 I .I>
t------+---1---1f---+------j -,-
9
-+. -------+-#-4-@-/6_"_0_/_C __ z_,.--+-
1
-,_-
7
-.-+----l * EXP. 03/3//20~25 *
J'-4" J'-4" NIA J'-9" #4@/6" 0/C • NIA 12"
14• z5•i-,fl C '<r .,,.-t IV\\..~'
4'-0" 4'-0" NIA 4'-J" #4@/6"0/C J.5r NIA #4 @t6"0/C50.r 2'-0" /'-J• J-~ OF c~\.\~o~
4 '-8" 4 '-8" NIA 5'-0" #4@8" 0/C
5'-4" 5'-4 " NIA 5'-9" #4@8" 0/C
6'-0" J'-4" 2'-8" 6'-6 " #4@8" 0/C
6 '-8" 4 '-0" 2'-8" 7'-J" #4@8" 0/C
Jw zo·
j1J·
ZJ"
J4r
JO"
J4r
J6"
NIA
NIA
#4@/6" OIC
#4@/6" OIC
#4€18" 0/C J6"
J4·i-
#4@8" OIC 4z-
4o·i-
#MIB" 0/C 48"
46"i-
#5@8" OIC 51•
wi-
2 '-4. J'-6·
2'-10" l '-9"
J'-4 • 2 ·-0·
J'-8" 2'-6"
I D/1.1_BOTTOM I
WOODSIDE HOMES
LA COSTA
CARLSBAD, CAUFORNIA
Cantilevered Retaining Wall
IC#: KW-06016003. uild:20-:-2~3--:08.30
DESCRIPTION: (03a) 2'-0" ret 2:1
Code Reference
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la costa_car1sbad.ec6
c) ENERCALC INC 1983-2023
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water table above
bottom of footing
2.00 ft
0.00 ft
2.00
6.00 in
0.0 ft
Surcharge Load_s ______ _
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
166.7 psf/ft
130.00 pcf
130.00 pcf
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem _
(Strength Level) -
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
L
Adjacent Footing L_o_a_d ___ _
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
4,850.0 lbs
5.50 ft
9.94 in
10.00 ft
Spread Footing
= 0.5 ft
0.300
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
IC# : l<W-06016003, Bu ld:20.23.08.30
DESCRIPTION: (03a) 2'-0" ret 2:1
ORCO BLOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6 I
(c) ENERCALCI NC 1983·2023
Design Summary
Wall Stabllity Ratios
Overturning
Sliding
Global Stability
2.88 OK
1.62 OK
3.03
Total Bearing Load 1,068 lbs
... resultant ecc. = 4.28 in
Eccentricity within middle third
Soil Pressure @ Toe 793 psf OK
Soil Pressure @ Heel 62 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 1,110 psf
ACI Factored @ Heel 86 psf
Footing Shear @ Toe 3.0 psi OK
Footing Shear @ Heel 2.1 psi OK
Allowable 75.0 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force _
Added Force Req'd
... .for 1.5 Stability =
420.6 lbs
307.9 lbs
373.8 lbs
0.0 lbs OK
0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment.. ... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear. .... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
ft=
lbs=
lbs=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
psf=
in=
psi=
psi=
=
in=
=
psi=
psi=
Bottom
Stern OK
0.00
Masonry
SD
8.00
# 4
32.00
Edge
0.099
201 .7
171.7
1,727.9
2.2
80.5
91 .50
78.0
5.25
2,000
60,000
Yes
16.11
7.63
SD
SD
*
NO. 83660
EXP 03131/2025
Project Title:
Engineer:
Project ID:
Project Descr:
@ antileverE:d Re!aining Wall Project File: woodside homes_la costa_car1sbad.ec6 I
LI : KW-06016003, Bulld:20.=23~_~08~.=39---------o=R~C=O~B~LO=CKCOMPAN.~Y~IN~C~--(c) E ERCALC INC 1983-2023
DESCRIPTION: (03a) 2'-0" ret 2:1
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
0.50 ft
2.00 = --2.50
Key Distance from Toe =
12.00 in
12.00 in
8.00 in
0.50 ft
f'c = 2,500 psi Fy = 60,000 psi
150.00pcf Footing Concrete Density
Min. As%
Cover@ Top 2.00
= 0.0018
@ Btm.= 3.00 in
Footing Design Results
Toe Heel
Factored Pressure 1,110 86 psf
Mu': Upward 130 238 ft-#
Mu' : Downward 54 620 ft-#
Mu: Design 76 OK 381 ft-#
phiMn 2,500 2,500ft-#
Actual 1-Way Shear 3.01 2.05 psi
Allow 1-Way Shear 40.00 40.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Heel: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Key: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.65 in2
0.26 in2 Jft
OK
Min footing T&S reinf Area per foot
If one layer of hori zontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
*\
NO, B3660
EXP. 0J/3I12025
Project Title:
Engineer:
Project ID:
Project Descr:
[cantilevered Retaining Wall
LIC#: K -06016003, Build:20.23.08.30
DESCRIPTION: (03a) 2'-0" ret 2:1
ORCO BLOCK COMPANY INC
Project File: woodside homes_la co~t~_carlsbad~~
(c) EN CALC NC 1983-2023
Summary of Overturning & Resisting Forces & Moments
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
=
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft ft-#
403.3 1.22 493.0
17.2 0.82 14.1
420.6 O.T.M. = 507.1
Vertical Loads used for Soil Pressure=
2.88
1,067.9 lbs
-----------. .... RESISTING .....
Force Distance
lbs ft
Soil Over HL (ab. water !bl) 346.7 1.83
Soil Over HL (bel. water tbl) 1.83
Water Table
Sloped Soil Over Heel 57.8 2.06
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe 32.5 0.25
Surcharge Over Toe
Stem Weight(s) 156.0 0.83
Earth @ Stem Transitions=
Footing Weight 375.0 1.25
Key Weight 100.0 1.00
Vert. Component
Total= 1,067.9 lbs R.M.=
Moment
ft-#
635.6
635.6
118.8
8.1
130.0
468.8
100.0
1,461.2
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
100.0 pci
0.044 in
The above calculation is nol valld if the heel SOIi bearing pressure exceeds that of the toe.
because the wall would then tend to rotate into the retained soil.
-06016003. Bullct:20.23-:-oa.30
DESCRIPTION: (03b) 2'-8" ret 2:1
Code Reference
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Project File: woodside homes la costa carlsbad.ec6
-----~~-==~=--~-~-__J (c) NER ALC INC 1983-2023
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water table above
bottom of footing
Surcharge Loads
2.67 ft
0.00 ft
2.00
6.00 in
0.0 ft
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
=
Passive Pressure 166.7 psf/ft
Soil Density, Heel 130.00 pct
Soil Density, Toe = 130.00 pcf
FootingllSoil Friction 0.350
Soil height to ignore
for passive pressure = 12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem _
(Strength Level) -
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
l_l
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
4,850.0 lbs
5.50 ft
9.94 in
10.00 ft
Spread Footing
0.5 ft
0.300
Cantilevered Retaining Wall
LI # : KW-06016003. Bu ld:20.23.08.30
DESCRIPTION: (03b) 2'-8" ret 2:1
Design Summary
Wall Stability Ratios
Overturning
Sliding
Global Stability
2.88 OK
1.57 OK
2.59
Total Bearing Load = 1,755 lbs
... resultant ecc. 5.70 in
Eccentricity within middle third
Soil Pressure@ Toe = 1,013 psf OK
Soil Pressure @ Heel = 67 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 1,418 psf
ACI Factored @ Heel 94 psf
Footing Shear @ Toe = 4.3 psi OK
Footing Shear @ Heel 2.8 psi OK
Allowable 75.0 psi
Sliding Cales
Lateral Sliding Force = 693.0 lbs
less 100% Passive Force 472.8 lbs
less 100% Friction Force -614.2 lbs
Added Force Req'd = 0.0 lbs OK
.... for 1 .5 Stability 0.0 lbs OK
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOC COMPA Y I C
Stem Construction
Design Height Above Ftg ft=
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level lbs=
Strength Level lbs=
Moment.. .. Actual
Service Level ft-#=
Strength Level ft-#=
Moment. .... Allowable
Shear ..... Actual
Service Level psi=
Strength Level psi=
Shear ..... Allowable psi=
Anet (Masonry) in2=
Wall Weight psf=
Rebar Depth 'd' in=
Masonry Data
Project File: woodside homes_la costa_carlsbad.ec6 I
(c ENER ALC I C 1983·2023
Bottom
Stem OK
0.00
Masonry
SD SD
8.00
# 4
16.00
Edge
0.125
363.0
422.1
3,368.0
4.0
80.5
91 .50
78.0
5.25
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
psi=
psi =
2,000
60,000
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
=
in::
Concrete Data ---·--
f'c
Fy
psi=
psi=
Yes
16.11
7.63
SD
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
UC#; KW-06016003, Bulld:20.23.08.30.--------ORCO BLOCKCOMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERC LC NC 1983--2023
DESCRIPTION: (03b) 2'-8" ret 2:1
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth :::
Key Distance from Toe =
f'c = 2,500 psi Fy =
Footing Concrete Density =
0.50 ft
2.75
3.25
12.00 in
12.00 in
13.00 in
0.50 ft
60,000 psi
150.00 pcf
0.0018 Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
___£ooting Design Results
Toe Heel
Factored Pressure 1,418 94 psf
Mu': Upward 169 817 ft-#
Mu' : Downward 54 1,765 ft-#
Mu: Design 115 OK 948 ft-#
phiMn 2,500 2,500ft-#
Actual 1-Way Shear 4.30 2.77 psi
Allow 1-Way Shear 40.00 40.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*1ambda*sqrt(fc)*Sm
Heel: phiMn = phi*5*1ambda*sqrt(fc)*Sm
Key: phiMn = phi*5*1ambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.84 in2
0.26 in2 1ft
OK
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: woodside homes_la costa_carlsbad.ec6
UC#: KW·06016003, Bulld:20.23.08.30
DESCRIPTION: (03b) 2'-8" ret 2:1
ORCO BLOCK COMPA Y INC
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl) 666.0 1.57 1,046.0 Soil Over HL (ab. water tbl)
HL Act Pres (be water tbl) Soil Over HL (bel. water tbl)
Hydrostatic Force Water Table
Buoyant Force Sloped Soil Over Heel =
Surcharge over Heel Surcharge Over Heel =
Surcharge Over Toe Adjacent Footing Load
Adjacent Footing Load 27.0 1.07 28.9 Axial Dead Load on Stem =
Added Lateral Load • Axial Live Load on Stem
Load @ Stem Above Soil = Soil Over Toe
Surcharge Over Toe
Stem Weight(s) =
Earth @ Stem Transitions=
Total = 693.0 O.T.M. 1,074.8 Footing Weight =
Key Weight
Resisting/Overturning Ratio = 2.88 Vert. Component
Vertical Loads used for Soil Pressure= 1,754.9 lbs Total=
(c ENERCALC INC 1983·2023
. .... RESISTING .....
Force Distance Moment
lbs ft ft-#
723.1 2.21 1,596.9
2.21 1,596.9
141.1 2.56 360.5
32.5 0.25 8.1
208.3 0.83 173.6
487.5 1.63 792.2
162.5 1.00 162.5
1,754.9 lbs R.M.= 3,093.7
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Deft @ Top of Wall (approximate only)
100.0 pci
0.058 in
The above calculation is not valid it the heel soil bearing pressure exceeds that ot the toe,
because the wall would tllen tend to rotate inlo Iha retained soil.
Cantilevered Retaining Wall
IC# : KW-06016003, Bulld;.20.23.08.30
DESCRIPTION: (03c} 3'-4" ret 2:1
Code Reference
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY-INC
Project File: woodside homes_la costa_~~~~d.ec6 j
c) ERCALC INC 1983-2023
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height 3.33 ft
Wall height above soil = 0.00 ft
Slope Behind Wall = 2.00
Height of Soil over Toe = 6.00 in
Water table above
bottom of footing = 0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
-----
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
= 166.7 psf/ft
130.00 pcf
130.00 pcf
= 0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem _
(Strength Level) -
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
I I
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
-----
4,850.0 lbs
5.50 ft
9.94 in
10.00ft
Spread Footing
0.5 ft
0.300
Project Title:
Engineer:
Project ID:
Project Descr:
I Cantilevered Retaining Wall
LIC#: KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (03c) 3'-4" ret 2:1
ORCO BLOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6 j
c) ENERCATC INC 1983-2023
Design Summary __ __,_ ______ _
Wall Stability Ratios
Overturning
Sliding
Global Stability
2.91 OK
1.62 OK
2.19
Total Bearing Load 2, 168 lbs
... resultant ecc. 5.54 in
Eccentricity within middle third
Soll Pressure @ Toe 1,005 psf OK
Soil Pressure@ Heel = 151 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 1,407 psf
ACI Factored @ Heel 211 psf
Footing Shear @ Toe = 8.0 psi OK
Footing Shear @ Heel 4.1 psi OK
Allowable = 75.0 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force _
Added Force Req'd =
.... for 1.5 Stability
903.4 lbs
708.9 lbs
758.7 lbs
0.0 lbs OK
0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
Bottom
Stem OK
ft= 0.00
Masonry
SD SD
8.00
# 4
16.00
Edge
= 0.245
lbs=
lbs= 567.3
ft-#=
ft-#= 826.1
= 3,368.0
psi=
psi= 6.2
psi= 80.5
in2= 91.50
psf= 78.0
in= 5.25
psi = 2,000
psi= 60,000
Yes
16.11
in= 7.63
SD
psi =
psi=
Cantilevered Retaining Wall
IC#: K -06016003, Bulld:20.23.08.30
DESCRIPTION: (03c) 3'-4" ret 2:1
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth =
Key Distance from Toe
fc = 2,500 psi Fy =
Footing Concrete Density =
1.00 ft
2.75
3.75
12.00 in
12.00 in
19.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018 Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside hom~s_la costa_carlsbad.ec6J
ORCO BLOCK c=o'""'M=P"'"AJ"'"'N""Y""IN~------(c) ENERCALC INC 1983-2023
Footing Design Results
Toe Heel
Factored Pressure 1,407 211 psf
Mu': Upward 651 939 ft-#
Mu' : Downward 172 2,024 ft-#
Mu: Design 479 OK 1,085 ft-#
phiMn 2,500 2,500 ft-#
Actual 1-Way Shear 8.03 4.12 psi
Allow 1-Way Shear 40.00 40.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Footing Torsion, Tu = 0.00 ft-lbs
Footing Allow. Torsion, phi Tu = 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Heel: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Key: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.97 in2
0.26 in2 tft
OK
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
NO. B5660
EXP. 03/51/2025 *
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: woodside homes_la costa_car1sbad.ec6
IC# : K -06016003. Bulld:20.23.08.30
DESCRIPTION: (03c) 3'-4" ret 2:1
ORCO BLOCK COMPANY INC (c ENER ALCINC 983·2023
Summary of Overturning & Resisting Forces & Moments ·---------------------
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft ft-#
865.6 1.79 1,550.0
37.8 1.33 50.2
903.4 O.T.M. 1,600.2
= 2.91
.. ... RESISTING .....
Force Distance Moment
lbs ft ft-#
Soil Over HL (ab. water tbl) 901.9 2.71 2,442.6
Soil Over HL (bel. water tbl) 2.71 2,442.6
Water Table
Sloped Soil Over Heel = 141 .1 3.06 431 .0
Surcharge Over Heel =
Adjacent Footing Load
Axial Dead Load on Stem =
* Axial Live Load on Stem
Soil Over Toe 65.0 0.50 32.5
Surcharge Over Toe
Stem Weight(s) 259.7 1.33 346.3
Earth @ Stem Transitions=
Footing Weight = 562.5 1.88 1,054.7
Key Weight 237.5 1.50 356.3
Vert. Component
Vertical Loads used for Soil Pressure= 2,167.7 lbs Total= 2,167.7 lbs R.M.= 4,663.3
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
100.0 pci
0.062 in
The above calculation 1s not valid ir the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend lo rotate info the retained soil.
Cantilevered Retaining Wall
IC : KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (03d) 4'-0" ret 2:1
Code Reference ------------
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la costa_carlsbad.ec6
ORCO BLOCK COMPAN I C c E ERCALC INC 1983-2023
Ca I cu I at ions per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height = 4.00 ft
Wall height above soil = 0.00 ft
Slope Behind Wall = 2.00
Height of Soil over Toe = 6.00 in
Water table above
bottom of footing = 0.0 ft
Surcharge Loads
Surcharge Over Heel = o.o psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
166.7 psf/ft
130.00 pcf
130.00 pcf
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Strength Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
Adjacent Footing Load -~------Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
4,850.0 lbs
5.50 ft
9.94 in
10.00 ft
Spread Footing
0.5 ft
0.300
. ,,. -=-
NO. 836b0 * EXP. 05/51/2025 * .,, ...
>.q CJV\\-❖' rl:' o~
OF CA\.1~
Cantilevered Retaining Wall
IC# : :20.23.08.30
DESCRIPTION: (03d} 4'-0" ret 2:1
Design Summary ·---
Wall Stability Ratios
Overturning
Sliding
Global Stability
2.80 OK
1.59 OK
1.96
Total Bearing Load 2,721 lbs
... resultant ecc. = 6.29 in
Eccentricity within middle third
Soil Pressure @ Toe 1 , 114 psf OK
Soil Pressure @ Heel 166 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 1,560 psf
ACI Factored @ Heel 233 psf
Footing Shear @ Toe 11.3 psi OK
Footing Shear @ Heel 5.8 psi OK
Allowable 75.0 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force _
Added Force Req'd
.... for 1.5 Stability =
1,190.2 lbs
937.5 lbs
952.4 lbs
0.0 lbs OK
0.0 lbs OK
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la costa_car1sbad.ec6 I
ORCO BLOC COMPA INC c E ERCA C INC 1983-2023
Stem Construction Bottom
Stem OK
Design Height Above Ftg ft= 0.00
Wall Material Above 'Ht" Masonry
Design Method SD SD
Thickness 8.00
Rebar Size # 4
Rebar Spacing 16.00
Rebar Placed at Edge
Design Data
fb/FB + fa/Fa 0.423
Total Force @ Section
Service Level lbs=
Strength Level lbs= 819.7
Moment. ... Actual
Service Level ft-#=
Strength Level ft-#= 1,427.1
Moment. .... Allowable 3,368.0
Shear ..... Actual
Service Level psi=
Strength Level psi = 9.0
Shear ..... Allowable psi= 80.5
Anet (Masonry) in2= 91.50
Wall Weight psf= 78.0
Rebar Depth 'd' in= 5.25
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
psi=
psi =
2,000
60,000
Yes
16.11
7.63
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
in=
SD
Concrete Data -------------------------
f'c
Fy
psi=
psi=
[ Cantilevered Retaining Wall
LICII : KW:06016003, B1.iild:20.23.08.30
DESCRIPTION: (03d) 4'-0" ret 2:1
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width =
Key Depth =
Key Distance from Toe =
f'c = 2,500 psi Fy =
Footing Concrete Density
1.25 ft
3.00
4.25
12.00 in
12.00 in
24.00 in
1.25 ft
60,000 psi
150.00 pct
0.0018 Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK CO PAl'W i~
Project File: woodside homes_la costa_carlsbad.ec~
c) ENERCALC INC 1983-2023
~oting Design Results
Toe Heel
Factored Pressure 1,560 233 psf
Mu': Upward 1,117 1,295 ft-#
Mu' : Downward 255 2,867 ft-#
Mu: Design 862 OK 1,572 ft-#
phiMn 2,500 2,500 ft-#
Actual 1-Way Shear 11.26 5.79 psi
Allow 1-Way Shear 40.00 40.00 psi
Toe Reinforcing None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Heel: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Key: phiMn = phi*5*Iambda*sqrt(fc)*Sm
Min footing T&S reinf Area 1.10 in2
0.26 in2 Jft
OK
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
NO, 83660 * EXP. 05/3)12025
,$' 'I" ,,...., C IV \ \.-~' >-ec -o~
OF CA\.. 1~
Project Title:
Engineer:
Project ID:
Project Descr:
I Cantilevered Retaining Wall
LIC#: KW-06016003, Bulld:20.23.08.30 ------~o=RCO BLOCK COMPANY INC
Project File: woodside homes_la costa_car1sba~:ec6 ]
(c) ENERC LC INC 983·2023
DESCRIPTION: (03d) 4'-0" ret 2:1
Summary of Overturnin & Resisting Forces & Moments
Item
HL Act Pres (ab water tbi)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft ft-#
1,140.8 2.06 2,345.0
49.3 1.61 79.5
1,190.2 O.T.M. 2,424.5
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
Key Weight
Vert. Component
. .... RESISTING .....
Force Distance Moment
lbs ft ft-#
1,213.3 3.08 3,741.1
3.08 3,741.1
176.9 3.47 614.4
81 .3 0.63 50.8
312.0 1.58 494.0
637.5 2.13 1,354.7
300.0 1.75 525.0
Vertical Loads used for Soil Pressure=
= 2.80
2,721 .0 lbs Total= 2,721.0 lbs R.M.= 6,780.0
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
100.0 pci
0.073 in
The above calculahon Is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then lend to rotate Into lhe retained soil.
I Cantilevered Retaining Wall
LICII : KW-0601 6003, Bulld:20.23.08.30
DESCRIPTION: (03e) 4'-8" ret 2:1
Code Reference
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside hom~s_la costa_carlsbad.ec6 I
ORCO BLOCK c o=M~P=A~N=v~,=N=c-----(c E ERCALC INC 1983-2023
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water table above
bottom of footing
Surcharge Loads
4.67 ft
0.00 ft
2.00
6.00 in
0.0 ft
-----------
Surcharge Over Heel = o.o psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load ApJ>lied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
=
Passive Pressure 166. 7 psf/ft
Soil Density, Heel 130.00 pct
Soil Density, Toe = 130.00 pct
FootingllSoil Friction 0.350
Soil height to ignore
for passive pressure = 12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem _
(Strength Level) -
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
I
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
4,850.0 lbs
5.50 ft
9.94 in
10.00 ft
Spread Footing
0.5 ft
0.300
Project Title:
Engineer:
Project ID:
Project Descr:
I Cantilevered Retaining Wall Project File: woodside homes_la costa_carlsbad.ec6
LICf/ : KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (03e) 4'-8" ret 2:1
ORCO BLOCK COMPANY INC
Design Summary
Wall Stability Ratios
Overturning
Sliding
Global Stability
2.87 OK
1.52 OK
1.84
Total Bearing Load 3,543 lbs
... resultant ecc. 6.76 in
Eccentricity within middle third
Soil Pressure @ Toe 1,187 psf OK
Soil Pressure @ Heel 230 psf OK
Allowable = 2,500 psf
Soil Pressure Less Than Allowable
AC/ Factored @ Toe 1,662 psf
ACI Factored @ Heel 322 psf
Footing Shear @ Toe =
Footing Shear @ Heel
Allowable =
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force _
Added Force Req'd =
.... for 1.5 Stability
17.3 psi OK
7.9 psi OK
75.0 psi
1,567.8 lbs
-1,141.2 lbs
• 1,240.0 lbs
0.0 lbs OK
0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above •Ht'
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
ft=
=
lbs=
lbs=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
psf=
in=
psi=
psi=
Bottom
Stem OK
0.00
Masonry
SD
8.00
# 4
8.00
Edge
0.352
1,116.6
2,248.1
6,384.4
12.2
80.5
91 .50
78.0
5.25
2,000
60,000
Yes
16.11
7.63
SD
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Concrete Data -------
f'c
Fy
psi=
psi=
SD
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: woodside homes_la costa_carlsbad.ec6
IC#: KW-06016003. Bu ld~:2=0--:.2cac3.-;;:0""'8."'"30;:----------O=Rc"'o~BLOCK COMPANY INC (c} ENERCALC INC 1983-2023
DESCRIPTION: (03e) 4'-8" ret 2:1
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
1.50 ft
3.50
5.00
12.00 in
12.00 in
28.00 in
1.50 ft
f'c = 2,500 psi Fy = 60,000 psi
150.00 pct
0.0018
Footing Concrete Density
Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
Footing Design Results
Toe Heel
Factored Pressure = 1,662 322 psf
Mu': Upward 1,719 2,308 ft-#
Mu' : Downward = 355 4,719 ft-#
Mu: Design 1,364 OK 2,411 ft-# OK
phiMn 11 ,336 12,686 ft-#
Actual 1-Way Shear 17.31 7.89 psi
Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing # 4@ 8.00 in
Heel Reinforcing # 4@ 8.00 in
Key Reinforcing # 4@ 8.00 in
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other AcceE2table Sizes & Si:2acings
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Key: #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
1.30 in2
0.26 in2 tft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
I Cantilevered Retaining Wall
LIC#: KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (03e) 4'-8" ret 2:1
ORCO BLOCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERC LC INC 1983-2023
Summary of Overturning & Resisting Forces & Moments
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft ft-#
1,506.6 2.36 3,559.0
61.1 1.90 116.3
1,567.8 O.T.M. 3,675.3
Vertical Loads used for Soil Pressure=
= 2.87
3,542.8 lbs
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
Total=
..... RESISTING .....
Force Distance Moment
lbs ft ft-#
1,720.1 3.58 6,163.8
3.58 6,163.8
260.9 4.06 1,058.1
97.5 0.75 73.1
364.3 1.83 667.8
750.0 2.50 1,875.0
350.0 2.00 700.0
3,542.8 lbs R.M.= 10,537.8
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
100.0 pci
0.077 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.
Cantilevered Retaining Wall
LIC#: KW-06016003. Bulld:20.23.08.30
DESCRIPTION: (03f) 5'-4" ret 2:1
Code Reference
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la costa_carlsbad.ec6
ORCO BLOC COMPA INC
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height = 5.33 ft
Wall height above soil = 0.00 ft
Slope Behind Wall = 2.00
Height of Soil over Toe = 6.00 in
Water table above
bottom of footing 0.0 ft
Surcharge Loads ---
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to St_e_m ___ ,
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs o.o in
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
166.7 psf/ft
= 130.00 pct
130.00 pct
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem _
(Strength Level) -
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
Adjacent Footing Load ~-------Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
4,850.0 lbs
5.50 ft
9.94 in
10.00ft
Spread Footing
0.300
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
YING
Project File: woodside homes_la costa_car1sbad.ec6 I
LIC#: KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (03f) 5'-4" ret 2:1
Design Summary
Wall Stability Ratios
Overturning
Sliding
Global Stability
2.94 OK
1.53 OK
1.75
Total Bearing Load 4,488 lbs
... resultantecc. = 7.14in
Eccentricity within middle Lhlrd
Soil Pressure @ Toe 1,265 psi OK
Soil Pressure @ Heel 296 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 1,771 psf
ACI Factored @ Heel 415 psf
Footing Shear @ Toe 22.0 psi OK
Footing Shear @ Heel 9.8 psi OK
Allowable 75.0 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force _
Added Force Req'd
... .for 1.5 Stability
1,991.1 lbs
-1,481.5 lbs
-1,570.7 lbs
0.0 lbs OK
0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above 'Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment.. ... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
ft =
lbs=
lbs=
ft·#=
ft-#=
psi=
psi=
psi=
in2=
psf=
in=
psi=
psi=
psi=
psi=
Bottom
Stern OK
0.00
Masonry
SD
8.00
# 4
8.00
Edge
0.516
1,451.8
3,296.6
6,384.4
15.9
80.5
91.50
78.0
5.25
2,000
60,000
Yes
16.11
7.63
SD
(c) ENERCALC INC 1983-2023
SD
Cantilevered Retaining Wall
DC# : KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (03f) 5'-4" ret 2:1
Footing Data
Toe Width = 1.75 ft
Heel Width = 4.00
Total Footing Width = 5.75
Footing Thickness 12.00 in
Key Width = 12.00 in
Key Depth = 34.00 in
Key Distance from Toe = 1.75 ft
f'c = 2,500 psi Fy = 60,000 psi
150.00 pct Footing Concrete Density
Min. As%
Cover@ Top 2.00
= 0.0018
@ Btm.= 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK OMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6 I
(cj ENERCALC INC 1983-2023
____£_ooting Design Results
Factored Pressure
Mu': Upward
Mu' : Downward
Mu: Design
phiMn
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Footing Torsion, Tu
Toe
1,771
2,501
470
2,030 OK
11 ,336
21.97
75.00
#4@ 8.00 in
# 4@ 8.00 in
# 4@ 8.00 in
Footing Allow. Torsion, phi Tu
Heel
415 psf
3,759 ft-#
7,216 ft-#
3,457 ft-#
12,686 ft-#
9.76 psi
75.00 psi
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
OK
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Key: #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
ff one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
1.49 in2
0.26 in2 !ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
I Cantilevered Retaining Wall
LIC#: KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (03f) 5'-4" ret 2:1
ORCO BLOC COMP NY INC
Project File: woodside homes_la costa_carlsbad.ec6
(c) ENERCALC INC 1983-2023
Summary of Overturning & Resisting Forces & Moments
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft fl-#
1,918.4 2.67 5,113.6
72.7 2.21 160.7
1,991.1 O.T.M. 5,274.3
Vertical Loads used for Soil Pressure=
2.94
4,487.8 lbs
Soil OverHL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s) =
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component =
Total=
. .... RESISTING .....
Force Distance Moment
lbs fl fl-#
2,309.7 4.08 9,431.1
4.08 9,431.1
361.1 4.64 1,675.2
113.8 0.88 99.5
415.7 2.08 866.1
862.5 2.88 2,479.7
425.0 2.25 956.3
4,487.8 lbs R.M.= 15,507.9
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
100.0 pci
0.081 in
The above calculation Is not valid if the heel soil bearing pressure exceeds lhat of tt,e 1001
because the wall would then lend to rolate into the retained soil.
Cantilevered Retaining Wall
LIC#: KW•0601 6003, Build:20.23.08,30
DESCRIPTION: (03g) 6'-0" ret 2:1
Code Reference
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la costa_carlsbad.ec6
ORCO BLOCK COMPANY INC c) ENERC LC INC 1983·2023
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water table above
bottom of footing
Surcharge Loads
6.00 ft
0.00 ft
2.00
6.00 in
0.0 ft
----------
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
O.Oin
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
1 66. 7 psf/ft
130.00 pct
130.00 pct
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem _
(Strength Level) -
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
4,850.0 lbs
5.50 ft
9.94 in
10.00ft
Spread Footing
0.5 ft
0.300
Project Title:
Engineer:
Project ID:
Project Descr:
@ antilevered Retaining Wall
LIC#: KW-0601 6003, Bulld:20.23.08.30
DESCRIPTION: (03g) 6'-0" ret 2:1
Project File: woodside ho~e~-~ ~~sta_carlsbad.ec6 j
oFic=o~s=o=c=K~C=o=M=P~A~N=v~,N~C,,___ (c ENERCALC INC 1983·2023
Design Summary ---"----------
Wall Stability Ratios
Overturning
Sliding
Global Stability
2.94 OK
1.53 OK
1.69
Total Bearing Load 5,468 lbs
... resultant ecc. 7.88 in
Eccentricity within middle third
Soil Pressure @ Toe = 1,351 psf OK
Soil Pressure @ Heel 331 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
AC/ Factored @ Toe 1,892 psf
ACI Factored @ Heel 464 psf
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
Sliding Cales
Lateral Sliding Force
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
... .for 1 .5 Stability
27.2 psi OK
12.4 psi OK
75.0 psi
2,469.5 lbs
-1,863.5 lbs
_ • 1,913.9Ibs
0.0 lbs OK
= 0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht'
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
2nd Bottom
Stem OK Stem OK
fl= 2.67 0.00
Masonry Masonry
SD SD
8.00 12.00
# 4 # 4
16.00 8.00
Edge Edge
0.245 0.404
lbs=
lbs= 567.3 1,835.1
ft-#=
ft-#= 826.1 4,628.6
ft-#= 3,368.0 11,446.9
psi=
psi= 6.2 13.2
psi= 80.5 80.5
in2= 91 .50 139.50
psf= 78.0 124.0
in= 5.25 9.00
psi= 2,000 2,000
psi= 60,000 60,000
= Yes Yes
16.11 16.11
in= 7.63 11.63
= SD
psi=
psi=
J Cantilevered Retaining Wall
UC#; KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (03g) 6'-0" ret 2:1
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness =
Key Width =
Key Depth
Key Distance from Toe
f'c = 2,500 psi Fy =
Footing Concrete Density
2.00 ft
4.50
6.50
12.00 in
12.00 in
40.00 in
2.00 ft
60,000 psi
150.00 pct
0.0018 Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la costa_carlsbad.ec6
ORCO BLOCK CO PANYT C c) E ERCALC INC 1983-2023
Footing Design Results
Factored Pressure
Mu': Upward
Mu' : Downward
Mu: Design
phiMn
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Footing Torsion, Tu
Toe
1,892
3,491
645
2,846 OK
11,336
27.22
75.00
# 4@ 8.00 in
# 4@ 8.00 in
# 4@ 8.00 in
Footing Allow. Torsion, phi Tu
Heel
464 psf
4,410 ft-#
9,046 ft-#
4,637 ft-#
12,686 ft-#
12.41 psi
75.00 psi
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
OK
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Key: #4@ 9.79 in, #5@ 15.18 in, #6@ 18 in, #7@ 18
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
1.68 in2
0.26 in2 !ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
*
NO. 83660
EXP. 03/31/2025 *
Project Title:
Engineer:
Project ID:
Project Descr:
@ antilevered Retaining Wall
LIC# : KW-06016003, Bui d:20.23.08.30
DESCRIPTION: (03g) 6'-0" ret 2:1
ORCO B OCK COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6 J
(c) ENERCAL.C INC 1983-2023
Summar of Overturning & Resistin Forces & Moments -----------------
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING .....
Force Distance Moment
lbs ft ft-#
2,385.2 2.97 6,699.2
84.3 2.53 213.4
2,469.5 O.T.M. 7,302.8
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
..... RESISTING ..... Force Distance Moment
lbs ft ft-#
2,730.0
398.1
130.0
590.8
144.3
975.0
500.0
4.75
4.75
5.33
1.00
2.43
2.83
3.25
2.50
12,967.5
12,967.5
2,123.3
130.0
1,433.8
408.9
3,168.8
1,250.0
Vertical Loads used for Soil Pressure=
= 2.94
5,468.2 lbs Total= 5,468.2 lbs R.M.= 21,482.2
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defi @ Top of Wall (approximate only)
100.0 pci
0.087 in
The above calculation is not valid If the heel soil bearing pressure exceeds thal of lhe toe,
because 111e wall would lhen tend to rotate nto the retained soil.
Project Title:
Engineer:
Project ID:
Project Descr:
[ ~antil~vered Retain~ng Wall
UC#: K -06016003, Bui d:20.23.08'""_3=0-----------.ORCO B OC COMPANY INC
Project File: woodside homes_la costa_carlsbad.ec6 J
(c) NERC C INC 1983·2023
DESCRIPTION: (03h) 6'-8" ret 2: 1
Code Reference ------------------------------------------Ca I cu I at ions per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water table above
bottom of footing
Surcharge Loads
6.67 ft
0.00 ft
2.00
6.00 in
0.0 ft
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs o.o in
Soil Data
Allow Soil Bearing = 2,500.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
= 166. 7 psi/ft
130.00 pcf
130.00 pcf
0.350
12.00 in
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem _
(Strength Level) -
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psi
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
4,850.0 lbs
5.50 ft
9.94 in
10.00ft
Spread Footing
= 0.5 ft
0.300
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: woodside homes_la costa_carlsbad.ec6 _J
LICR : KW-06016003, Bulld:20.23.08.30
DESCRIPTION: (03h) 6'-8" ret 2:1
ORCO BLOCK COMPANY INC
Design Summary ~------
Wall Stability Ratios
Overturning
Sliding
Global Stability
3.12 OK
1.50 OK
1.61
Total Bearing Load 6,456 lbs
... resultant ecc. 6.40 in
Eccentricity within middle third
Soil Pressure @ Toe 1,284 psf OK
Soil Pressure @ Heel 497 psf OK
Allowable 2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 1,797 psf
ACI Factored @ Heel 696 psf
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
Sliding Cales
Lateral Sliding Force
less 1 00% Passive Force
less 100% Friction Force
Added Force Req'd
... .for 1.5 Stability
32.4 psi OK
12.7 psi OK
75.0 psi
2,924.8 lbs
-2,141.2 lbs
_ -2,259.6 lbs
0.0 lbs OK
0.0 lbs OK
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm
considered in the calculation of soil bearing pressures. Fy
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
ft =
lbs =
lbs =
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
psf=
in=
psi=
psi=
=
in=
(c) ERCALC I C 1983-2023
2nd Bottom
Stem OK Stern OK
2.67 0.00
Masonry Masonry
SD SD
8.00 12.00
# 4 # 4
16.00 8.00
Edge Edge
0.423 0.546
819.7 2,261.3
1,427.1 6,253.8
3,368.0 11,446.9
9.0 16.2
80.5 80.5
91.50 139.50
78.0 124.0
5.25 9.00
2,000 2,000
60,000 60,000
Yes Yes
16.11 16.11
7.63 11.63
SD
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Concrete Data -------------------------
f'c
Fy
psi=
psf=
*
NO. 8J660
EXP. 03/31/2025 *
Cantilevered Retaining Wall
TI: KW-0601 6003, Bu :20:23.08.30
DESCRIPTION: (03h} 6'-8" ret 2:1
Footing Data
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
2.50 ft
4.75
7.25
12.00 in
12.00 in
44.00 in
2.50 ft
f'c = 2,500 psi Fy = 60,000 psi
150.00pcf
0.0018
Footing Concrete Density
Min. As%
Cover@ Top 2.00 @ Btm.= 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: woodside homes_la costa_carlsbad.ec6
ORCOBLOC
Footing Design Results
Factored Pressure
Mu': Upward
Mu' : Downward
Mu: Design
phiMn
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Footing Torsion, Tu
Toe
1,797
5,221
968
4,253 OK
11,336
32.43
75.00
# 4@ 8.00 in
# 5@ 8.00 in
# 5@ 8.00 in
Footing Allow. Torsion, phi Tu
Heel
696 psf
6,230 ft-#
11,234 ft-#
5,005 ft-#
19,126ft-#
12.69 psi
75.00 psi
0.00 ft-lbs
0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
(c} ENERCALC INC 1983-2023
OK
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Key: #4@ 7.86 in, #5@ 12.18 in, #6@ 17.29 in, #7@
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
1.88 in2
0.26 in2 Jft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: woodside homes_la costa_carlsbad.ec6
LIC#: :20.2'"'"3_7Q=a.=30,c----------O"'R=c"'O"'"""B"""LO=c=n-=c'"'O"'M=P'"'"AC"n"7""1N""c-----------(c) ENERCALC INC 1983--2023
DESCRIPTION: (03h) 6'-8" ret 2:1
Summar~ of Overturnin & Resistin Forces & Moments
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Total
Resisting/Overturning Ratio
..... OVERTURNING ..... Force Distance Moment
lbs ft ft-#
2,829.5 3.24 8,696.2
95.3 2.87 273.6
2,924.8 O.T.M. 9,433.3
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
.. ... RESISTING .....
Force Distance Moment
lbs ft ft-#
3,251.6 5.38 17,477.5
5.38 17,477.5
457.0 6.00 2,742.2
130.9 7.04 921.4
162.5 1.25 203.1
643.1 2.92 1,877.2
173.3 3.33 577.8
1,087.5 3.63 3,942.2
550.0 3.00 1,650.0
Vertical Loads used for Soil Pressure=
3.12
6,455.9 lbs Total = 6,455.9 lbs R.M.= 29,391.4
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
100.0 pci
0.082 in
The above calculation Is not valid if th e heel soll bearing pressure exceeds that of lhe toe.
because the wall would then tend to rotate into the retained soil.
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW-06016003, Bulld:20.23.08.30 ORCO BLOCK CO PANY INC
Project File: woodside homes_la costa_carlsbad.ec6
(CJ E ERCALC INC 1983-2023
DESCRIPTION: (03h2) 6'-8" ret 2:1_seismic
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe =
Water table above
bottom of footing
6.67 ft
0.00 ft
2.00
6.00 in
0.0 ft
Soil Data
Allow Soil Bearing = 3,333.3 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 60.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
166. 7 psf/ft
130.00 pcf
130.00 pcf
0.350
12.00 in
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = o.o psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs
0.0 lbs
0.0 in
Earth Pressure Seismic Load
Method : Inverted Triangular
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Strength Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind(W)
(Strength Level)
0.0 psf
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Total Strength-Level Seismic Load .... .
Load at top of Inverted Triangular Distribution ..... . 100.000 psf Total Service-Level Seismic Load ..... .
(Strength)
------
4,850.0 lbs
5.50 ft
9.94 in
10.00 ft
Spread Footing
0.5 ft
0.300
485.583 lbs
339.908 lbs
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
UC# : KW-0601 6003, Bulld:20.23.08.30 ORCO BLOCK COMPAN • INC
Project File: woodside homes_la c~:ta_carlsb~~~
c) E RCA C INC 1983·2023
DESCRIPTION: (03h2) 6'-8" ret 2:1_seismic
Design Summar Stem Construction 2nd Bottom
Stem OK Stem OK
Design Height Above Ftg ft= 2.67 0.00
Wall Stability Ratios Wall Material Above 'Ht' Masonry Masonry
Overturning = 2.53 OK Design Method SD SD
Sliding = 1.35 Ratio < 1.5! Thickness 8.00 12.00
Global Stability = 1.61 Rebar Size # 4 # 4
Rebar Spacing 16.00 8.00
Total Bearing Load = 6,456 lbs Rebar Placed at Edge Edge
... resultant acc. 10.49 in Design Data
Eccentricity within middle third fb/FB + fa/Fa 0.619 0.684
Soll Pressure @ Toe = 1,535 psf OK Total Force @ Section
Soil Pressure @ Heel = 246 psf OK Service Level lbs=
Allowable = 3,333 psf Strength Level lbs= 1,115.4 2,638.3
Soil Pressure Less Than Allowable Moment. ... Actual ACI Factored @ Toe 2,149 psf Service Level ft-#= ACI Factored @ Heel 344 psf Strength Level ft-#= 2,088.0 7,833.4
Footing Shear @ Toe 38.1 psi OK Moment.. ... Allowable ft-#= 3,368.0 11,446.9 Footing Shear @ Heel 18.3 psi OK Shear ..... Actual Allowable = 75.0 psi Service Level psi =
Sliding Cales Strength Level psi= 12.2 18.9
Lateral Sliding Force 3,264.7 lbs Shear ..... Allowable psi= 80.5 80.5
less 100% Passive Force -2,141.2 lbs Anet (Masonry) in2= 91 .50 139.50
less 100% Friction Force -. 2,259.6 lbs Wall Weight psf= 78.0 124.0
Added Force Req'd = 0.0 lbs OK Rebar Depth 'd' in= 5.25 9.00
.... for 1.5 Stability 351 .9 lbs NG
Masonry Data
Vertical component of active lateral soil pressure IS NOT f'm psi = 2,000 2,000
considered in the calculation of soil bearing pressures. Fy psi= 60,000 60,000
Solid Grouting Yes Yes
Load Factors-Modular Ratio 'n' 16.11 16.11
Building Code Equiv. Solid Thick. In= 7.63 11.63
Dead Load 1.200 Masonry Block Type
Live Load 1.600 Masonry Design Method SD
Earth,H 1.600 Concrete Data
Wind,W 1.000 f'c psi=
Seismic, E 1.000 Fy psi=
Project Title:
Engineer:
Project ID:
Project Descr:
I Cantilevered Retaining Wall
LIC# : KW-06016003, Bulld:20.23.08.30 --------o~R~C~O~~BLOCK C M ANYiNC
Project File: woodside homes_la costa_carlsba~
(c ENERCA fNC1983-2023
DESCRIPTION: (03h2) 6'-8" ret 2:1_seismic
Footing Data
Toe Width 2.50 ft
Heel Width 4.75
Total Footing Width 7.25
Footing Thickness 12.00 in
Key Width 12.00 in
Key Depth 44.00 in
Key Distance from Toe 2.50 ft
f'c = 2,500psi Fy = 60,000 psi
Footing Concrete Density 150.00pcf
Min. As% 0.0018
Cover@ Top 2.00 @ Btm.= 3.00 in
Footing Design Results
Toe Heel
Factored Pressure 2,149 344 psf
Mu': Upward 6,067 4,610 ft-#
Mu' : Downward = 968 11 ,234 ft-#
Mu: Design 5,100 OK 6,625 ft-#
phiMn 11,336 19,126 ft-#
Actual 1-Way Shear 38.08 18.28 psi
Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing # 4@ 8.00 in
Heel Reinforcing # 5@ 8.00 in
Key Reinforcing # 5@ 8.00 in
Footing Torsion, Tu 0.00 ft-lbs
Footing Allow. Torsion, phi Tu 0.00 ft-lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
OK
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Key: #4@ 7.86 in, #5@ 12.18 in, #6@ 17.29 in, #7@
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
1.88 in2
0.26 in2 !ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: woodside homes_la costa_car1sbad.ec6
LIC#: KW-06016003, Bulld:20.23.08.30 ORCO BLOCK COMPANY INC
DESCRIPTION: (03h2) 6'-8" ret 2:1_seismic
Summary of Overturning & Resisting Forces & Moments
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Seismic Earth Load
Total
Resisting/Overturning Ratio
..... OVERTURNING __ .,.
Force Distance Moment
lbs ft ft-#
2,829.5 3.24 8,696.2
95.3 2.87 273.6
339.9 6.47 2,200.7
3,264.7 O.T.M. 11,634.0
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Water Table
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe =
Surcharge Over Toe
Stem Weight(s) =
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component =
c) ENERCA-LC IN 1983-2023
·-·--RESISTING .....
Force Distance Moment
lbs ft ft-#
3,251 .6 5.38 17,477.5
5.38 17,477.5
457.0 6.00 2,742.2
130.9 7.04 921.4
162.5 1.25 203.1
643.1 2.92 1,877.2
173.3 3.33 577.8
1,087.5 3.63 3,942.2
550.0 3.00 1,650.0
Vertical Loads used for Soil Pressure =
= 2.53
6,455.9 lbs Total = 6,455.9 lbs R.M.= 29,391.4
If seismic is included, the OTM and sliding ratios
may be 1.1 per section 1807.2.3 of IBC.
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Deft @ Top of Wall (approximate only)
100.0 pci
0.098 in
The abOve oalculalion 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.
'*
NO. 85660
EXP. 05/51/2025 *