BWFE2024-0041 CalcsORCO WALL SYSTEM
STRUCTURAL CALCULATIONS
PREPARED FOR
BEAZER HOMES
CANTERA A T CORAL MOUNTAIN
TRACT No. 31249
CITY OF LA Q UI N TA, CALIFORNIA
ENGINEERING STAMP APPROVAL IS CONDHIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS. �1
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NO. 83660
* EXP. 03/3//2025
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PREPARED BY
ORCO BLOCK & HARDSCAPE
77700 BEACH BLVD STANTON, CA. 90680
TEL. (774) 527-2239 FAX. (774) 897-7904
ORCO WALL SYSTEM FORCES PER 2022 CBC CHAPTER /6
/-A �, TA- aA
WIND FORCES TO WALLS PER ASCE 7 SECTION 29.3
CHECK WIND FORCE CALCULATION FOR 3 SECOND GUST SPEED EXPOSURE C CONDITION
USING ASCE 7 CHAPTER 29 WIND LOADS 8 USING SECTION 29.3.1 TO FIND THE 3 SEC. VELOCITY PRESSURE OH.
QH= 0.00256 KZ KZT KD KE V2... (EQ. 26.10-1),
WHERE: KZ = 0.85 FOR EXP C (TABLE 26.10-1), KZT = 1.0 DEFAULT PER SEC. 26.8.2, KD = 0.85 (TABLE 26.6-1)
8 KE = 1.0 PER SECTION 26.9
THEREFORE:
0, = (0.00256) (0.85) 0.0) (0.85) 0.0) V"
DESIGN WIND FORCE, FH= OH GCFAS.. (EQ. 29.3-1), WHERE: G= 0.85 FROM SECTION 26.1/.1, AND
CF = 1.40 PER FIGURE 29.3-1 USING AVERAGE ASPECT RATIO (WALL LENGTH TO HEIGHT) OF 2.
NOTE: CF RANGES FROM 1.48 FOR A 5' WIDE RETURN WALL TO l.3 FOR A 60' PANEL.
PROJEC T S/ TE WIND ZONE: V UL T = // 0 MPH EXPOSURE C
THEREFORE WIND FORCE =2,(,_ -7- PSF
SEISMIC FORCES PER 2022 CBC (ASCE 7 SECT /5.4.18) PROF E S S I QN
Iwo y ,ft DI) �c
FOR NONBUILD/NG STRUCTURES:
- FREE STANDING WALLS AND PILASTERS �. m m m
- PROJECT SITE CLASS D Np, 836+50 A
- FUNDAMENTAL PERIOD T GREATER THAN 0.06 SEC k Exp- 03/31/2025
CALCULATED USING EQUATION /2.8-7 AND TABLE /2.8-2 srs C I V I %- a�%V
AF 4F CA0FO
PER EONS. 12.8-1 AND 12.8-2, SEISMIC BASE SHEAR:
V= CSW = [SDS/(R11E)) W , WHERE 1E = 1.0 FROM TABLE 1.5-2 8 R = 1.25 FROM TABLE 15.4.2
SEISMIC FORCE
SDS 0.40 0.50 0.60 0.70 0.80 0.90 1.00 I. l0 /.20 L,30 /.40 /.50
V 2 [(SDS)1(R11E)1 W 0.32W 0.40W 0.48W 0.56W 0.64W 0.72W 0.80W 0.88W 0.96W 1.04W 1.12W 1.20W
PROJEC T S/ TE SEISMIC /NFORMA TION: S DS = /• o & V = A 9 W
CMU WALL WEIGHTS PER SQ. FT. (NW)
16,11
CMU WIDTH 6' CMU W1 JOINT REINFORCEMENT 8" CMU L X12 LAS
PILASTER PILASTER
GROUTED ® 01C 48'01C 40'01C 32'01C 24101C I6'01C SOLID 32101C 24'01C 16'01C SOLID SOLID SOLID
WEIGHT 45 PSF 46 PSF I 47 PSF 48 PSF 52 PSF 63 PSF 58 PSF 61 PSF 66 PSF 84 PSF 133 PSF 175 PSF
THEREFORE SEISMIC FORCE /S: V = (0.8 )(SZ PSF) = V, (O PSF
ORCO CMU SITE WALLS W/ TRENCH FOOTING
FOR 110 MPH 3 SEC. GUST @ EXP C
CAP UNIT
ORCO 6616 OR 6816 CMU
�~ GROUTED ONLY @ VERT STEEL
#4 DROP-IN BAR @ 16" O/C
C@ CENTER OF CMU
NOTE:
PROVIDE #4 DOWEL & #4 DROP-IN
BAR AT EACH SIDE OF CONTROL
JOINTS, ENDS OF WALLS AND @
WALL HEIGHT CHANGES
#6 STD JOINT REINFORCEMENT
* 12" O/C FOR 6616 CMU
@ 16" O/C FOR 6816 CMU
NOTE:
FOR SIDEYARD RETURN WALLS WHERE
DRAINAGE SWALE OCCURES, A 112 BLOCK
MAY LEFT OUT @ SWALE GRADE. PROVIDE
#4 DOWEL AND #4 DROP-IN BAR ON EACH
SIDE OF THE 112 BLOCK DRAIN.
#4 DOWEL @ 16" O/C
@ CENTER OF CMU.
PROVIDE 24" MIN. LAP.
ti
f
2 'v
2
1 MAX.
•
#4 HORZ. CONT.
v @ 12" O/C.
M
SETBACK:
8- AT LEAST THE SMALLEST OF
CONT H/3 AND 40 FT (7 FT MIN.),
WHERE H = SLOPE HEIGHT
NOTE: DIMENSIONS ARE NOT TO SCALE.
DETAIL #1B
DESIGN CRITERIA PER THE 2022 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF + i INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2 EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI Cal 28 DAYS
5. REINFORCING STEEL: GRADE 60
6. MASONRY COMPRESSION STRENGTH P, = 2000 PSI.
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
NORMAL WEIGHT.
1. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2 PARTS
SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GALLONS
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
C 150 TYPE II/V. Fc = 2500 PSI
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 BLOCK CELLS CONTAINING VER7IC4L REBAR SHALL BE SOLID
GROUTED.
Z USE TYPE S 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 CONDITIONS ARE FAVORABLEAND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREGATION OF THE CONSTITUENTS.
9. BLOCKSTEM MAYBE 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 BEAFTER FOOTING TRENCHES ARE READY FOR
CONCRETEAND ALL REQUIRED STEEL IS TIED IN PLACE. SECOND
INSPECTION TO BE WHEN THE REQUIRED VERTICAL 15 IN PLACE AND
THE BLOCK WALL IS READY TO GROUT.
12. MAXIMUM CONTROL JOINT SPACING: 20'01C.
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS, n
BEAZER HOMES
CANTERA @ CORAL MOUNTAIN
TRACT No. 31249
LA QUINTA, CALIFORNIA
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NO. 83660
* EXP. 031JI12025
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ORCO CMU SITE WALLS W/ SPREAD FOOTING
FOR 110 MPH 3 SEC. GUST Cad EXP C
REBAR NOTE:
• DO NOT RUN HORIZONTAL REINFORCEMENT THROUGH
WALL RETURNS & CONTROL JOINTS.
• PROVIDE DOWEL & DROP-IN BAR ACCORDING TO DETAIL
AT EACH SIDE OF CONTROL JOINTS, ENDS OF WALLS AND
@ WALL HEIGHT CHANGES.
O
N
ORCO 6616 OR 6816 CMU
GROUTED ONLY @ VERT STEEL
#4 - DROP-IN BAR @ 16" O/C
@ CENTER OF CMU
#6 STD JOINT REINFORCEMENT
@ 12" O/C FOR 6616 CMU
* 16" O/C FOR 6816 CMU
#4 DOWEL @ 16"01C
@ CENTER OF CMU.
PROVIDE 24" MIN. LAP.
SETBACK:
AT LEAST THE SMALLEST OF
H/3 AND 40 FT (7 FT MIN.),
WHERE H = SLOPE HEIGHT
NOTE: DIMENSIONS ARE NOT TO SCALE.
DETAIL #1A
DESIGN CRITERIA PER THE 2022 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF + i INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
5. REINFORCING STEEL: GRADE 60
6. MASONRY COMPRESSION STRENGTH, f 'm = 2000 PSI.
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
NORMAL WEIGHT.
1. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2 PARTS
SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GALLONS
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
C 150 TYPE IIIV. Fc = 2500 PSI
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 BLOCK CELLS CONTAINING VERTICAL REBAR SHALL BE SOLID
GROUTED.
7. USE TYPE S MORTAR PROPORTIONED USINGA5TM C 170 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 CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREGATION OF THE CONSTITUENTS:
9. BLOCK STEM MAY BE WET -SET 1-112" 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 ALL 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.
11. MAXIMUM CONTROL JOINT SPACING: 20'01C.
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
BEAZER HOMES
CANTERA @ CORAL MOUNTAIN
TRACT No. 31249
LA QUINTA, CALIFORNIA
day/2��ZoZ3��
N0.83660 D
* EXP. 0JI3112025
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LiC# : KW•66016003. 13411¢:20.23.2,14 OAK COMPANY INC
DESCRIPTION: (01a) Site Wall
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 height over heel
0.33 ft
6.67 ft
0.00
4.00 in
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
Spread Footing
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
277.3 #/ft
...Height to Top =
5.28 It
...Height to Bottom =
4.28 It
Load Type =
Seismic (E)
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
Project File: beazer homes_cantera_la quinta.ec6
l[:1 E_NE'lG U-1 IN[;
Adjacent Footing Load
Adjacent Footing Load
= 0.0 lbs
Footing Width
= 0.00 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 0.00 ft
Footing Type
Spread Footing
Base Above/Below Soil
at Back of Wall
_ 0.0 ft
-
Poisson's Ratio
= 0.300
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NO 83660
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC1i : KW -06016603. BuIld:20.23.2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (01 a) Site Wall
Project File: beazer homes _cantera_la quinta.ec6
(c} ENERCALC INC 1963.2022
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Design Summary
Stem Construction
Bottom
—
Stem OK
Design Height Above Ftg
ft=
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Masonry
Overturning =
1.24 Ratio < 1.5!
Design Method
=
SD
Sliding _
1.93 OK
Thickness
=
6.00
Global Stability -
4.92
Rebar Size
=
# 4
Rebar Spacing
=
16.00
Total Bearing Load =
924 lbs
Rebar Placed at
=
Center
d iW ...resultant ecc. =
14.43 in
Design Data
\
Eccentricity outside middle third
fb/FB + fa/Fa
=
0.769
Soil Pressure @ Toe
2,037 psf OK
Total Force @ Section
Soil Pressure @ Heel
0 psf OK
Service Level
lbs =
i
Allowable = 2,667 psf
Soil Pressure Less Than Allowable
Strength Level
Moment.... Actual
lbs=
280.4
ACI Factored @ Toe
2,851 psf
Service Level
ft-#=
ACI Factored @ Heel =
0 psf
Strength Level
ft-#=
1,326.0
Footing Shear @ Toe =
8.1 psi OK
Moment..... Allowable
=
1,722.7
Footing Shear @ Heel =
2.5 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
Sliding Calcs
Strength Level
psi =
8.0
Lateral Sliding Force =
225.1 lbs
Shear..... Allowable
psi =
80.5
less 100% Passive Force -
64.8 lbs
Anet (Masonry)
in2 =
35.07
less 100% Friction Force s -
369.5 lbs
Wall Weight
psf =
52.0
Added Force Req'd =
0.0 lbs OK
Rebar Depth 'd'
in=
2.81
....for 1.5 Stability =
0.0 lbs OK
Masonry Data
Vertical component of active lateral
soil pressure IS
f'm
psi =
2,000
considered in the calculation of soil
bearing pressures.
Fy
psi =
60,000
Solid Grouting
=
No
Load Factors
Modular Ratio 'n'
=
16.11
Building Code
Equiv. Solid Thick.
in=
4.11
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=
ASD
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NO 83660
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Cantilevered Retaining Wall
LION - KW -06016003. Build:20.23.2.14
DESCRIPTION: (01 a) Site Wall
Footing Data
Toe Width =
1.25 ft
Heel Width =
1.75
Total Footing Width =
3.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
f'c = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Footing Design Results
Project File: beazer homes_cantera_la quinta.ec6
(c) ENERCALC INC
Toe: phiMn = ph*5*lambda*sgrt(fc)*Sm
Heel: phiMn = ph*5*lambda*sgrt(fc)*Sm
Key: No key defined
0 psf
0 ft-#
240 ft-#
240 ft-# OK
,500 ft-#
2.54 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
Toe Heel
Factored Pressure
= 2,851
Mu': Upward
= 1,212
Mu': Downward
= 212
Mu: Design
= 1,001 OK
phiMn
= 2,500 2
Actual 1 -Way Shear
= 8.10
Allow 1 -Way Shear
= 40.00 4
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Footing Torsion, Tu
= 0.
Footing Allow. Torsion,
phi Tu = 0.
If torsion exceeds
allowable, provide
supplemental design
for footing torsion.
Other Acceptable
Sizes & Spacings
Toe: phiMn = ph*5*lambda*sgrt(fc)*Sm
Heel: phiMn = ph*5*lambda*sgrt(fc)*Sm
Key: No key defined
0 psf
0 ft-#
240 ft-#
240 ft-# OK
,500 ft-#
2.54 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
0.78 in2
Min footing T&S reinf Area per foot
0.26 in2 /ft
if one layer of horizontal bars:
If two lavers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
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NO. 83660
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
Project File., beazer homes_cantera_la quinta.ec6
LEG# : Kw-mb16003. 8uIId:20.23.2.14 ORCO BLOCK COMPANY INC
(c) ENEACALC INC 1983.2022
DESCRIPTION: (01 a) Site Wall
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force Distance
Moment
Item lbs ft ft-#
lbs ft
ft-#
HL Act Pres (ab water tbl) 31.0 0.44 13.7
Soil Over HL (ab. water tbl)
47.4 2.38
112.7
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
2.38
112.7
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 =
Axial Dead Load on Stem =
Added Lateral Load = 194.1 5.78 1,122.1
' Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe =
47.9 0.63
29.9
Surcharge Over Toe =
Stem Weight(s) =
364.0 1.50
546.0
Earth @ Stem Transitions=
Total = 225.1 O.T.M. = 1,135.8
Footing Weight =
450.0 1.50
675.0
Key Weight =
Resisting/Overturning Ratio = 1.24
Vert. Component =
14.3 3.00
42.9
Vertical Loads used for Soil Pressure = 923.6 lbs
Total =
923.6 lbs R.M.=
1,406.5
" 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 considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS 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 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.220 in
The above calculation Is not valid if the lie eI soil ea ri nq pressure exceeds that at the toe
because the wall would then tend to rotate into the retained soil.
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NO 83660 D
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TRENCH FOOTING OVERTURNING AND SLIDING CHECK
OVERTURNING
WALL DIMENSIONS
SEISMIC
HF =
7 ft
Freestanding height (TF to TW)
input
BF =
0.5 ft
Freestanding portion width
input
FTGp =
3.5 ft
Footing depth
input
FTGW =
0.67 ft
Footing width
input
c =
0.33 ft
Footing cover
input
HE =
6.67 ft
Exposed height of wall
MFT =
CS =
0.8
Moment due to footing self weight
RESISTING MOMENT
Self weight of wall
WTF =
52 psf
Freestanding wall weight per sq.ft. input
WF =
WTF (HF - c)=
346.84 plf
Freestanding wall weight per ft of wall
MF =
WF FTGW/2 =
116.1914 ft -Ib
Moment due to freestanding wall self weight
WTFT =
150 pcf (FTGW) =
100.5 psf
Footing weight per sq.ft.
wFT =
WTFT FTGp =
351.75 plf
Footing weight per ft of wall
MFT =
wFT FTGW/2 =
117.8363 ft -Ib
Moment due to footing self weight
Self weight of soils on top of footing
WTS = 115 pcf
WS/FT= WTS (FTGW BF) c = 6.45 plf
MS= WS/FT * FTGW/2 = 2.16 ft -Ib
Passive
Pp = 250 psf/ft
Dig = 1 ft
PPP = 0.5 Pp (FTGpz - Dig): 1,708.61 Ib
h = 2.83 ft
Y= 1.19 ft
MPP = PPP y = 2,032.62 ft -Ib
Resisting Moment
MR= MF+MFT+MPP+MS = 2,268.81 ft -Ib
OVERTURNING MOMENT
Unit weight of soil input
Weight of soil on top of footing per ft
Moment due to soil self weight (on top of footing)
Ultimate passive pressure (increased 1/3 for s input
Depth to ignore passive input
Passive resistance
depth of Passive Resistance triangle or trapezoid
Vert. distance of centroid of triangle/trapezoid, from bot
Moment resistance (passive)
- Seismic
Vs = CS (WF) = 277.472 plf Seismic Load
Mv, = Vs * (2/3*HE + c + F- 2296.543 ft -Ib Moment
MOTs = 0.7Mv, = 1,607.58 ft -Ib per CBC 1807.2.3
- Active pressure
EFP = 35 pcf Equivalent fluid pressure
Pa = 0.5 EFP (FTGp + c)z 256.71 Ib Active load
input
Mora = Pa (FTGp + c)/3 327.73 ft -Ib Overturning moment due to active pressure
Overall Overturning moment
MOT = MOTs + MOTa = 1,335.31 ft -Ib
FACTOR OF SAFETY "OVERTURNING"
SEISMIC
FSOTs = MR / Mors = 1.17 > 1.1 OK Check
SLIDING
FC = 0 Soil Friciton Coefficient input
SLIDING RESISTANCE
Self weight of wall
SRF = FC WF = 0 Ib Sliding resistance due to CMU freestanding portion
SRFT = FC WFT = 0 Ib Sliding resistance due to Concrete footing
Self weight of soil on top of footing
SRS = FC WS/FT = - Ib Sliding resistance due soil on top of footing
Passive
PPP = 1,708.61 Ib Passive resistance
Sliding Resistance
SR = SRF + SRR + SRFT + + SRS + PPP = 1,708.61 Ib
SLIDING FORCES
Seismic .......
0.7 Vs = 194.23 lb ;.•� `_ (�,�
19 U
Active pressure
P — 256.71 Ib E• n, ri
Pa (9 `
ti
4 r
Total sliding force
e+ti q '
SF = 0.7 Vs + Pa = Ib
FACTOR OF SAFETY "SLIDING"
Seismic
FSS, = SR / SF = 3.79 > 1.1 OK
ORCO 12" SQ. PILASTER
FOR 110 MPH 3 SEC. GUST @ EXP C
DESIGN CRITERIA PER THE 2022 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF + i INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
5. REINFORCING STEEL : GRADE 60
6. MASONRY COMPRESSION STRENGTH Pm = 2000 PSI.
r
sl I
►A:
CAP UNIT
ORCO 12612
PILASTER CMU
SOLID GROUTED.
SEE DIAGRAM
BELOW
#4 VERT.
DROP-IN BAR
#4 DOWEL W/ 24' MIN.
EXTENSION INTO CMU
J
#4 HORZ 0 9' 0/C
EACH WAY
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
NORMAL WEIGHT.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2 PARTS
SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GALLONS
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
C 150 TYPE ILIV. Fc = 2500 PSI
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 STACK BOND PATTERN.
6. ALL BLOCK CELLS SHALL BE SOLID GROUTED.
7. USE TYPE S 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 CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
FLOW). WATER SHALL BEADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREGATION OF THE CONSTITUENTS
9. BLOCK STEM MAY BE WET -SET 1-112" 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 BEAFTER FOOTING TRENCHESARE READY FOR
CONCRETEAND ALL REQUIRED STEEL IS TIED IN PLACE. SECOND
INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN PLACEAND
THE BLOCK WALL IS READY TO GROUT.
12. PROVIDE EXPANSION/CONTROL JOINT EACH SIDE OF PILASTER WHERE
INTERSECTION BLOCK WALLS OCCUR.
EOUAL ORCO 12612
PILASTER CMU
2 (SOLID GROUTS[
F
v
2
1 MAX.
3'-0"
SQUARE FOOT/NG
NOTE
ONLY RUN WALL FOOT/NG
HORIZONTAL REINFORCEMENT
THROUGH PILASTER FOOTING,
WHEN INTERSECTING.
DETAIL #2
SETBACK.•
AT LEAST THE SMALLEST OF
H/3 AND 40 FT (7 FT MIN.),
WHERE H = SLOPE HEIGHT
#4 VERTICAL
(AS SHOWN)
PILASTER CROSS
SECTION DETAIL
NOT TO SC4LE
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
¢�10 -4 ftDUGO 4
c
BEAZER HOMES
CANTERA @ CORAL MOUNTAIN
TRACT No. 31249 / g �Zo2 3 D
LA QUINTA, CALIFORNIA N0. 83660
* EXP. 03/3//2025
1.6LOTE: DIMENSIONS ARE NOT TO SCALE. `�'*4 c J V `
lF
OF CAL�Fq¢
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14
DESCRIPTION: (02) Pilaster
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height =
0.33 ft
Wall height above soil =
7.33 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
Water height over heel =
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: beazerhom6s_c..antenk la quinta.ec6
ORCO BLOCK COMPANY INC (c) ENERCALC INC 1983-2022
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
(Strength Level)
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
260.1 #/ft
...Height to Top =
5.72 ft
...Height to Bottom =
4.72 ft
Load Type =
Seismic (E)
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
r
Adjacent Footing Load
Adjacent Footing Load = 0.0 lbs
Footing Width = 0.00 ft
Eccentricity = 0.00 in
Wall to Ftg CL Dist = 0.00 ft
Footing Type Spread Footing
Base Above/Below Soil
at Back of Wall = 0.0 ft
Poisson's Ratio = 0.300
QROFESS/flN.
�4wo yrGRp!!g Q 0c
ti�
cl
4r
wl �m
� D A
NO 83660
* EXP 03/31/2025
T4 CIV�1
lF OF c4k-'F
O4
Cantilevered Retaining Wall
I.104 : KW -66016003. BuIU20.2.3.2.14
DESCRIPTION: (02) Pilaster
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: beazer homes_cantera—la quinta.ec6
ORCO BLOCK COMPANY INC (c) ENERCALC INC 1983-2022
Sliding Calcs
Lateral Sliding Force =
less 100% Passive Force »
less 100% Friction Force -
Added Force Req'd =
....for 1.5 Stability =
Design Summary
Building Code
Stem Construction
213.0 lbs
Shear..... Allowable
64.8 lbs
Design Height Above Ftg
350.7 lbs
Wall Stability Ratios
0.0 lbs OK
Wall Material Above "Ht"
0.0 lbs OK
Overturning =
1.17 Ratio < 1.5! Design Method
Sliding
1.95 OK
Thickness
Global Stability =
3.71
Rebar Size
Rebar Spacing
U
Total Bearing Load =
877 lbs
Rebar Placed at
Design Data
...resultant ecc. =
15.36 in
0
Eccentricity outside middle third
fb/FB + fa/Fa
.L;
Soil Pressure @ Toe =
2,610 psf OK
Total Force @ Section
►'F
Soil Pressure @ Heel
0 psf OK
Service Level
Allowable —
2,667 psf
Strength Level
Soil Pressure Less Than Allowable
Moment.... Actual
ACI Factored @ Toe
3,653 psf
Service Level
ACI Factored @ Heel =
0 psf
Strength Level
Footing Shear @ Toe =
8.1 psi OK
Moment..... Allowable
Footing Shear @ Heel =
2.1 psi OK
Allowable =
75.0 psi
Shear.....Actual
Sliding Calcs
Lateral Sliding Force =
less 100% Passive Force »
less 100% Friction Force -
Added Force Req'd =
....for 1.5 Stability =
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Service Level
Building Code
Strength Level
213.0 lbs
Shear..... Allowable
64.8 lbs
Anet (Masonry)
350.7 lbs
Wall Weight
0.0 lbs OK
Rebar Depth 'd'
0.0 lbs OK
1.000
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Building Code
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Masonry Data
f'm
Fs
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
ASID
12.00
_ # 4
16.00
Center
0.442
lbs= 184.0
lbs =
ft-# = 950.6
ft-# =
2,146.1
psi = 1.3
psi =
psi = 51.0
int = 139.50
psf = 43.9
in= 5.81
psi = 2,000
psi = 32,000
Yes
16.11
in= 11.63
psi =
psi =
ASD
QROFESSIQNQ
ti 2• fi-o. % ,
m
� D A
NO. 83660
* EXP 03/31/2025
{qr CIVIC- 4A�P
OF CN0
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14
DESCRIPTION: (02) Pilaster
Footing Data
Toe Width =
1.00 ft
Heel Width =
2.00
Total Footing Width =
3.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth -
0.00 in
Key Distance from Toe =
0.00 ft
f'c = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Footing Design Results
Project File: beazar homescantera_!a qulnta.ec6
(c) ENERCALC INC 1983-2022
Toe: phiMn = ph'S`lambda'sgrt(fc)" Sm
Heel: phiMn = ph`5`lambda`sgrt(fc)'Sm
Key: No key defined
0 psf
0 ft-#
192 ft-#
192 ft-# OK
,500 ft-#
2.07 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
Toe Heel
Factored Pressure
= 3,653
Mu': Upward
= 941
Mu': Downward
= 170
Mu: Design
= 772 OK
phiMn
= 2,500 2
Actual 1 -Way Shear
= 8.05
Allow 1 -Way Shear
= 40.00 4
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Footing Torsion, Tu
= 0.
Footing Allow. Torsion,
phi Tu = 0.
If torsion exceeds
allowable, provide
supplemental design for footing torsion.
Other Acceatahle
Sizes & Snacinas
Toe: phiMn = ph'S`lambda'sgrt(fc)" Sm
Heel: phiMn = ph`5`lambda`sgrt(fc)'Sm
Key: No key defined
0 psf
0 ft-#
192 ft-#
192 ft-# OK
,500 ft-#
2.07 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
0.78 in2
Min footing T&S reinf Area per foot
0.26 in2 A
If one laver of horizontal bars:
If two layers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
QROFESS ION
,SRDUG
�� ua,
QI SS4' m
NO 83660
* EXP 03/31/2025
�4r C I V tL ¢ttio
R Ox C4L %%
Cantilevered Retaining Wall
LICH - KW -06016003, 131fiId'20.23- A4
DESCRIPTION: (02) Pilaster
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... M
Force Distance oment
Item lbs It ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
31.0 0.44
182.1 6.22
13.7
1,132.4
Total 213.0 O.T.M. = 1,146.2
Resisting/Overturning Ratio = 1.17
Vertical Loads used for Soil Pressure = 876.8 lbs
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Project File: beazer homes_cantera_la quinta.ec6
(c) ENERCALC INC 1983.2022
...RESISTING.....
Force Distance Moment
lbs ft ft-#
Soil Over HL (ab. water tbl)
38.0
2.50
94.9
Soil Over HL (bel, water tbl)
2.50
94.9
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 =
38.3
0.50
19.2
Surcharge Over Toe =
Stem Weight(s) =
336.2
1.50
504.3
Earth @ Stem Transitions=
Footing Weight =
450.0
1.50
675.0
Key Weight =
Vert. Component =
14.3
3.00
42.9
Total =
876.8 lbs
R.M.=
1,336.2
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Tol) of Wall due to settlement of soi
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 150.0 pci
Horizontal Deft @ Top of Wall (approximate only) 0.308 in
The above calculation is not valid ii the heel soil bearing pressure exceeds that of the tom,
because the wall would then tend to rotate into the retained soil.
QpOFESSlOti4
�0 'IeRDU17 Fs
v
it a D1A�
N0. 83660
* EXP 03/31/2025
sr C f V
OF cA04
ORCO CMU + T. S. FENCE W/ SPREAD FOOTING
FOR 110 MPH 3 SEC. GUST @ EXP C
DESIGN CRITERIA PER THE 2022 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF + j INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
5. REINFORCING STEEL : GRADE 60
6. MASONRY COMPRESSION STRENGTH f 'm = 2000 PSI.
ti I CONT. 4S SHOWN
oe SETBACK:
v
Z-2" AT LEAST THE SMALLEST OF
;h H/3 AND 40 FT (7 FT MIN.),
WHERE H = SLOPE HEIGHT
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
NOTE: DIMENSIONS ARE NOT TO SCALE. REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
DETAIL �a ,eR D UG 4c
BEAZER H01" y �-a s
GANTERA @ CORAL MOUNT " m
TRACT No. 31249 y�t
LA QUINTA, CALIFORNIA NO. 83660
* EXP. 0313112025
P2gT C , V IN,
� `P
F Op CA01Q
vi
GENERAL
1.
2.
NOTES:
CONCRETE BLOCK SHALL BE MANUFACTURED BYORCO ASTM C 90.
NORMAL WEIGHT.
CONCRETE FOR FOOTING SHALL BE I PART CEMENT TO 1-1/2 PARTS
SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-112 GALLONS
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
mC
150 TYPE II/V. Fc = 1500 PSI
3.
REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A
. U
615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
c O
4.
REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH
IT IS LOG4TED.
p
p m
5.
CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN WITH
N
W
VERTICAL CONTINUITY OF THE CELLS UNO.
Wti
6.
ALL BLOCK CELLS CONTAINING VERTICAL REBAR SHALL BE SOLID
Z ----i Z
GROUTED.
#4 HORZ. CONT. @
h Wp
7.
TOP BOND BEAM
USE TYPES MORTAR PROPORTIONED USING ASTM C 270 PART
CEMENT TO 1/2 PART LIME TO 4-1/2 PARTS DAMP, LOOSE SAND.
II
(ORPENCIL RODS).
a
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 CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
l j
#4 DOWEL 0) 32" O/C
FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW
ti
@CENTER OF CMU.
WITHOUT SEGREGATION OF THE CONSTITUENTS
h
9.
BLOCK STEM MAY BE WET -SET 1 -112 -INTO THE FOOTING WHILE THE
WCONCRETE
101,OF
IS PLASTIC. BLOCK STEM MAY BE PLACED TO EITHER EDGE
U
�o I�
THE TRENCH TYPE FOOTING.
o�p >
#4 HORZ CONTT, 10.
FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL
b
O 2
@ 24" O/C
OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF 90%.
O
p p
Il.
FIRST INSPECTION TO BEAFTER FOOTING TRENCHES ARE READY FOR
fEQUAL EQUAL
CONCRETE AND ALL REQUIRED STEEL IS TIED IN PLACE. SECOND
+
INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN PLACE AND
°
THE BLOCK WALL 15 READY TO GROUT.
12.
MAXIMUM CONTROL JOINT SPACING: 20'01C.
ti I CONT. 4S SHOWN
oe SETBACK:
v
Z-2" AT LEAST THE SMALLEST OF
;h H/3 AND 40 FT (7 FT MIN.),
WHERE H = SLOPE HEIGHT
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
NOTE: DIMENSIONS ARE NOT TO SCALE. REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
DETAIL �a ,eR D UG 4c
BEAZER H01" y �-a s
GANTERA @ CORAL MOUNT " m
TRACT No. 31249 y�t
LA QUINTA, CALIFORNIA NO. 83660
* EXP. 0313112025
P2gT C , V IN,
� `P
F Op CA01Q
ORCO CMU + T.S. FENCE W/ TRENCH FOOTING
FOR 110 MPH 3 SEC. GUST @ EXP C
DESIGN CRITERIA PER THE 2022 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF + i INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 150 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
5. REINFORCING STEEL : GRADE 60
6. MASONRY COMPRESSION STRENGTH f 'm = 2000 PSI.
SETBACK.'
AT LEAST THE SMALLEST OF
GENERAL
1,
NOTES:
CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
REQUIRING USE OF ORCO MANUFACTURED CMU ON
WHERE H = SLOPE HEIGHT
=
ti
NOTE: DIMENSIONS ARE NOT TO SCALE.
� 4 [
NORMAL WEIGHT.
�.1pRDUG
BEAZER HOAfeS,
O
2.
CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2 PARTS
m
N0. 83660
LA QUINTA, CALIFORNIA * EXP. 0313112025
SAND TO 3-1/1 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GALLONS
j
syr C 1 V '
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
O U
C 150 TYPE II/V. Fc = 2500 PSI
00
OF�
@�
3.
REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A
O615
GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
g m
4.
REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH
^�
W
IT IS LOCATED.
U ti
5.
CONCRETE BLOCK SHALL BE LAID INA RUNNING BOND PATTERN WITH
2
VERTICAL CONTINUITY OF THE CELLS UNO.
#4 HORZ. CONT. @a
WQ
TOP BOND BEAM
6.
ALL BLOCK CELLS CONTAINING VERTICAL REBAR SHALL BE SOLID
5
(OR " PENCIL RODS).
GROUTED.
Z
USE TYPES MORTAR PROPORTIONED USING ASTM C270 PART
CEMENT TO 1/2 PART LIME TO 4-1/2 PARTS DAMP, LOOSE SAND.
•
8.
GROUT FOR CONCRETE BLOCK PER ASTM C476 TO BE 1 PART
W
#4 DOWEL @ 32" O/C
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8" PEA
@ CENTER OF CMU.
GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
J
FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW
V j
WITHOUT SEGREGATION OF THE CONSTITUENTS.
b Q
#4 HORZ CONT.
9.
BLOCKSTEM MAYBE WET -SET 1-1/1" INTO THE FOOTING WHILE THE
op >
CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO EITHER EDGE
b
62
@ 24" O/C
OF THE TRENCH TYPE FOOTING.
O
O W
10.
FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL
j $
OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF 90%.
2
11.
FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE READY FOR
MAX.
1
CONCRETE AND ALL 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.
• #4 HORZ. CONTT,
11.
MAXIMUM CONTROL JOINT SPACING: 20'01C.
_
@ 10" O/C
O
0
M
3" CLR.
SETBACK.'
AT LEAST THE SMALLEST OF
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
10„ H/3 AND 40 FT (7 FT MIN.),
REQUIRING USE OF ORCO MANUFACTURED CMU ON
WHERE H = SLOPE HEIGHT
ALL ORCO WALL SYSTEM DESIGNS.
NOTE: DIMENSIONS ARE NOT TO SCALE.
� 4 [
�.1pRDUG
BEAZER HOAfeS,
DETAIL #3B
cANTER4 �a CORAL MOUNTAIN "Q /�9/Zozs a m
y A
TRACT No. 31249 D
N0. 83660
LA QUINTA, CALIFORNIA * EXP. 0313112025
syr C 1 V '
❑4��a
F OF CA`�F
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: beazer homes_cantera—la quinta.ec6
LICH : Kw -08016003. Build:20.23.2.14 0406 OLOCK COMPANY INC (c) ENERCALG INC 1983.2022
DESCRIPTION: (03) View fence
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Soil Data
I
Retained Height =
0.33 ft
Allow Soil Bearing
= 2,666.6 psf
Wall height above soil =
5.17 ft
Equivalent Fluid Pressure Method
Active Heel Pressure
— 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure
= 166.7 psf/ft
+
Soil Density, Heel
= 115.00 pcf
i
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Lateral Load Applied to Stem
Adjacent Footing Load
Surcharge Over Heel —
0.0 psf
Lateral Load =
0.0 #/ft
Adjacent Footing Load =
0.0 lbs
Used To Resist Sliding & Overturning
...Height to Top =
0.00 ft
Footing Width =
0.00 ft
Surcharge Over Toe =
0.0 psf
...Height to Bottom =
0.00 ft
Eccentricity =
0.00 in
Used for Sliding & Overturning
Load Type =
Wind (W)
Wall to Ftg CL Dist =
0.00 ft
Axial Load Applied to Stem
(Strength Level)
Footing Type Spread
Footing
Base Above/Below Soil =
0.0 ft
Axial Dead Load =
0.0 lbs
Wind on Exposed Stem =
26.7 psf
at Back of Wall
Axial Live Load =
0.0 lbs
(Strength Level)
Poisson's Ratio =
0.300
Axial Load Eccentricity =
0.0 in
Qa0FESSIO
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D N0. 83660 .
* EXP. 03/31/2025
s�qr C I'V `� Fa~P
Cantilevered Retaining Wall
LIC# : KW -06016003, Build: 20.23.2.14
DESCRIPTION: (03) View fence
Design Summary
Wall Stability Ratios
Overturning - 1.97 OK
Sliding = 2.68 OK
Global Stability 4.52
Total Bearing Load =
600 lbs
...resultant ecc. =
6.29 in
Eccentricity outside
middle third
Soil Pressure @ Toe =
698 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
977 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
3.2 psi OK
Footing Shear @ Heel =
1.4 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
113.7 lbs
less 100% Passive Force -
64.8 lbs
less 100% Friction Force =
239.8 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 Stability =
0.0 lbs OK
Project Title:
Engineer:
Project ID:
Project Descr:
Project Flle: bearer homes cantera_la qulnta.ec6
ORCO BLOCK COMPANY INC (c) ENERCALC INC 1983-2022
Stem Construction
Masonry Data
Design Height Above Ftg
ft=
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
Modular Ratio'n'
fb/FB + fa/Fa
=
Total Force @ Section
Equiv. Solid Thick.
Service Level
lbs =
Strength Level
lbs =
Moment.... Actual
Service Level
ft-# _
Strength Level
ft-# _
Moment..... Allowable
ft -4 _
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
=
Anet (Masonry)
in2 =
Wall Weight
psf =
Rebar Depth 'd'
in=
2nd Bottom _
Stem OK
3.50 0.00
Fence Masonry
ASD ASD
8.00
# 4
32.00
Center
0.339
32.0 84.7
31.9 241.4
710.4
3.6
51.6
23.77
58.0
3.81
QEypFES$/ON4
4eRDUGO t �C
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NO 83660
EXP. 03/31/2025
kP�qr C I V
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Masonry Data
-
Vertical component of active lateral soil pressure IS
f'm
psi =
2,000
considered in the calculation of soil bearing pressures.
Fs
psi =
32,000
Solid Grouting
=
No
Load Factors
Modular Ratio'n'
=
16.11
Building Code
Equiv. Solid Thick.
=
4.48
Dead Load 1.200
Masonry Block Type
=
Live Load 1.600
Masonry Design Method
= ASD
Earth, H 1.600
Concrete Data
Wind, W 1.000
f'c
psi =
Seismic, E 1.000
Fy
psi=
QEypFES$/ON4
4eRDUGO t �C
m M.
aI�
NO 83660
EXP. 03/31/2025
kP�qr C I V
F 4F CA% -%I
Cantilevered Retaining Wall
LIDO: KW -06016003, Bultd:20.23Z14
DESCRIPTION: (03) View fence
Footing Data
Toe Width =
0.75 ft
Heel Width
1.42
Total Footing Width s
2.17
Footing Thickness =
12.00 in
Key Width -
0.00 in
Key Depth
0.00 in
Key Distance from Toe -
0.00 ft
f'c = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Footing Design Results
Project File: beazer homes_cantera_la quinta.ec6
(c) ENERCALC INC 1963-2622
Toe Heel
Factored Pressure = 977
Mu': Upward = 234
Mu': Downward = 92
Mu: Design = 142 OK
phiMn = 2,500 2
Actual 1 -Way Shear = 3.23
Allow 1 -Way Shear = 40.00 4
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Footing Torsion, Tu = 0.
Footing Allow. Torsion, phi Tu = 0.
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceotable Sizes & Soacinas
Toe: phiMn = ph*5*lambda*sgrt(fc)*Sm
Heel: phiMn = ph*5*lambda*sgrt(fc)*Sm
Key: No key defined
0 psf
2 ft-#
109 ft-#
107 ft-# OK
,500 ft-#
1.44 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
0.56 in2
Min footing T&S reinf Area per foot
0.26 in2 /ft
If one layer of horizontal tsars:
If two lavers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
egoFESS10V4
ERDUG
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1
0 N0. 83660 D A
* EXP 03/31/2025
.P�qT C , V � L
F Op CALM
Cantilevered Retaining Wall
LJCP : KW -06016003, Build:20.23.2.14
DESCRIPTION: (03) View fence
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... M
Force Distance oment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load Q Stem Above Soil =
31.0 0.44
82.8 3.91
Total 113.7 O.T.M. =
Resisting/Overturning Ratio = 1.97
Vertical Loads used for Soil Pressure = 599.6 lbs
Project File: beazer homes_cantera_laquint
(c) ENERCALC INC 1983-2022
...RESISTING....,
Force Distance Moment
Ibs ft ft-#
13.7 Soil Over HL (ab. water tbl)
28.5
1.79
51.0
Soil Over HL (bel. water tbl)
1.79
51.0
Water Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
323.9 Soil Over Toe =
28.8
0.38
10.8
Surcharge Over Toe =
Stem Weight(s) =
203.0
1.08
219.9
Earth @ Stem Transitions=
337.7 Footing Weight =
325.1
1.08
352.2
Key Weight =
Vert. Component =
14.3
2.17
31.0
Total =
599.6 lbs
R.M.=
664.9
" 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 considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS 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 150.0 pci
Horizontal Defl Q Top of Wall (approximate only) 0.082 in
The above calculation is not valid If the heel soil bearing ressure extends that of the Ioa
because the wall would then tend to rotate into the retained soil.
QRQFESS/ON4
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NO 83660
EXP 03/31/2025
4r C/V 1\-t- F
OF
C A0F
TRENCH FOOTING OVERTURNING AND SLIDING CHECK (view wall)
OVERTURNING
WALL DIMENSIONS
150 pcf (FTGW) =
124.5 psf
WFT =
HF =
5.5 ft
Freestanding height (TF to TW)
input
BF =
0.67 ft
Freestanding portion width
input
FTGp =
3 ft
Footing depth
input
FTGW =
0.83 ft
Footing width
input
C =
0.33 ft
Footing cover
input
HE =
5.17 ft
Exposed height of wall
WIND
WL =
26.7 psf
RESISTING MOMENT
Self weight of wall
WTF =
46 psf
Freestanding wall weight per sq.ft.
input
WF = WTF (HF - c)=
237.82 plf
Freestanding wall weight per ft of wall
MF = WF FTGW/2 =
98.6953 ft -Ib
Moment due to freestanding wall self weight
WTFT =
150 pcf (FTGW) =
124.5 psf
WFT =
WTFT FTGp =
373.5 plf
MFT =
WFT FTGW/2 =
155.0025 ft -Ib
Self weight of soils on top of footing
WTS = 115 pcf
WS/FT= WTS (FTGW-BF) c = 6.07 plf
MS = WS/FT * FTGW/2 = 2.52 ft -Ib
Passive
Pp = 250 psf/ft
Dig = 1 ft
PPP = 0.5 Pp (FTG '2 - Di'2)= 1,261.11 Ib
h= 2.33 ft
Y= 1.01 ft
MPP = PPP y = 1,273.60 ft -Ib
Resisting Moment
MR = MF+MFT+MPP+MS = 1,529.82 ft -Ib
OVERTURNING MOMENT
Footing weight per sq.ft.
Footing weight per ft of wall
Moment due to footing self weight
Unit weight of soil input
Weight of soil on top of footing per ft
Moment due to soil self weight (on top of footing)
Ultimate passive pressure (increased 1/3 for s input
Depth to ignore passive input
Passive resistance
depth of Passive Resistance triangle or trapezoid
Vert. distance of centroid of triangle/trapezoid, from bot
Moment resistance (passive)
- Wind
W = WL * HE = 138.039 plf Wind Load
MW = WL * (0.55*HE + c + 852.1838 ft -Ib Moment
MOTW = 0.6MW = 511.31 ft -Ib
- Active pressure
EFP = 35 pcf Equivalent fluid pressure input
Pa = 0.5 EFP (FTGp + c)Z 194.06 Ib Active load
Mora = Pa (FTG, + c)/3 215.40 ft -Ib Overturning moment due to active pressure
Overall Overturning moment
MOT = MOTw + MOTa = 726.71 ft -Ib
FACTOR OF SAFETY "OVERTURNING"
SEISMIC
FSOT, = MR / MOTs = 2.11 > 1.1 OK Check
SLIDING
FC = 0 Soil Friciton Coefficient input
SLIDING RESISTANCE
SRF = FC WF =
0 Ib Sliding resistance due to CMU freestanding portion
SRFT = FC WFT =
0 Ib Sliding resistance due to Concrete footing
Self weight of soil on top of footing
SRS = FC WS/FT =
Ib Sliding resistance due soil on top of footing
Passive
PPP =
1,261.11 Ib Passive resistance
Sliding Resistance
SR = SRF + SRR + SRFT + + SRS + PPP = 1,261.11 Ib
SLIDING FORCES
Seismic
0.7 Vs =
96.63 Ib
Active pressure
Pa =
194.06 Ibwt'w,�
i
Total sliding force
SF= 0.7 Vs+Pa=
�lb ati
"SLIDING"
4'
FACTOR OF SAFETY
Seismic
FSSL, = SR / SF =
4.34 > 1.1 OK
ORCO 6' HIGH WALL W/ RETAINING & SPREAD FOOTING
FOR 110 MPH WIND 3 SEC. GUST @ EXP C
SPECIAL INSPECTION NOTE:
PROVIDE LEVEL 2 SPECIAL INSPECTION PER TMS 602-16 TABLES 3 & 4 OF THE
MASONRYSTEM.
GAP UNIT
ORCO 6616 CMU
GROUTED ONLY @ VERT STEEL
#4 DROP-IN BAR @32" O/C.
PROVIDE 24" LAP INTO 8" CMU.
#6 STD JOINT
c REINFORCEMENT
b @ 12" O/C
NOTE: PROVIDE #4 DOWEL &
#4 DROP-IN BAR AT EACH
SIDE OF CONTROL JOINTS,
ENDS OF WALLS AND 0 WALL
HEIGHT CHANGES
LEVEL BACKFILL COMPACTED
#4 HORZ. CONT. TO MIN. 90% COMPACTION
@ 24" o/C PER ASTM 1557-D
2 O
'B'
—1 FCLR. ' r i-""--1
I I—
2'-0"
2'-6"
N/A
#4@32" 0/C 33"
l3
D' DOWEL
CK
6"
3'-0"
4" DIA. SOR 35 PERF PIPE
b0 O
F
#4@16" 0/C 21"
W/1FT WIDE OF}"
GRAVEL WRAPPED W/
8.-16"
FI
MIRA14ON FILTER
4'-0"
b
4"
FABRIC 70 WITHIN 1 FT OF
#4@l6" 0/C 24"
FG - SLOPE TO DRAIN.
x;l
_
5'-0"
WATERPROOF BACKSIDE
_-_
1
#408" O/C 69"
#4@8" O/C 30"
OF RETAINING WALL.
8"�
2" CLR.
fE'BAR
7TO DAYLIGHT
#4 HORZ. CONT. 0
12" O/CAS SHOWN
6'
NOTE: DIMENSIONS ARE NOT TO SCALE.
'A'
'B'
'C'
'D' DOWEL IF BAR
2'-0"
2'-6"
N/A
#4@32" 0/C 33"
#4@32" O/C /8"
8" J
6"
3'-0"
2'-9"
N/A
#4@16" 0/C 45"
#4@16" 0/C 21"
8.-16"
4'-0"
3'-0"
4"
#4@16" O/C 57"
#4@l6" 0/C 24"
8" J
8"
5'-0"
3'-6"
7"
#408" O/C 69"
#4@8" O/C 30"
8"�
8"
DESIGN CRITERIA PER THE 1022 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF + j INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3, ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
5. REINFORCING STEEL : GRADE 60
6. MASONRY COMPRESSION STRENGTH f 'm = 2000 PSI.
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
NORMAL WEIGHT.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2 PARTS
SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GALLONS
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
C 150 TYPE 11/V. Fc = 2500 PSI
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
ITIS 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 SOLID GROUTED.
Z USE TYPE S 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 CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW 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 ALL 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: 20'01C.
DETAIL #4
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS. �1
BE.42ER HOMES `
CANTERA @ CORAL MOUNTAIN
TRACT No. 31249
LA QUINTA, CALIFORNIA
//4.c4vr�RDi1G +� �,c
NO. 83660
* EXP. 03/3l/2025
Q
F OF CA��F
Cantilevered Retaining Wall
UGN : KW-M160a3, Build:20.23.2.14
DESCRIPTION: (04a) 2' ret with top out
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 height over heel =
Surcharge Loads
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: beazer homes_cantera_la quinta.ec6 1
-oRCO BLOCK compmy INC (c) ENERCALC INC 1983-2022 1
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Lateral Load Applied to Stem
Lateral Load =
Soil Data
...Height to Top =
r
2.00 ft
Allow Soil Bearing
= 2,666.6 psf
Seismic (E)
6.33 ft
Equivalent Fluid Pressure Method
Wind on Exposed Stem =
0.0 psf
Active Heel Pressure
= 35.0 psf/ft
Poisson's Ratio
0.00
6.00 in
=
0.0 ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
,-
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Lateral Load Applied to Stem
Lateral Load =
148.8 #/ft
...Height to Top =
6.72 ft
...Height to Bottom =
5.72 ft
Load Type =
Seismic (E)
Footing Type
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
Adjacent Footing Load
Adjacent Footing Load
= 1,500.0 lbs
Footing Width
= 1.50 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 5.00 ft
Footing Type
Spread Footing
Base Above/Below Soil
= -1.5 ft
at Back of Wall
Poisson's Ratio
- 0.300
ea0fESS 10,V
41��° 3ER❑t1c F?.
c� r�i1 m
n1A
NO 83660
* EXP 03/31/2025
V
F OF CA`\FD
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: beazer homes_cantera_la quinta.ec6
LICA - KW -06016003, SuiEd:20.23.2A41 00(-,0 9LaCK COMPANY INC (c) ENEFICALC INC 1383-2022
DESCRIPTION: (04a) 2' ret with top out
Design Summary
Stem Construction
2nd
Bottom
Stem OK
StemOK
Design Height Above Ftg
ft=
2.00
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Masonry
Masonry
Overturning =
1.53 OK
Design Method
=
ASD
ASD
Sliding =
2.09 OK
Thickness
=
6.00
8.00
Global Stability =
3.78
Rebar Size
=
# 4
# 4
Rebar Spacing
=
32.00
32.00
Total Bearing Load =
1,176 lbs
Rebar Placed at
=
Center
Edge
...resultant ecc. =
10.02 in
Design Data
Eccentricity outside middle third
fb/FB + fa/Fa
=
0.846
0.703
Soil Pressure @ Toe =
1,891 psf OK
Total Force @ Section
Soil Pressure @ Heel =
0 psf OK
Service Level
lbs =
104.2
174.2
Allowable =
2,667 psf
Strength Level
lbs =
Soil Pressure Less Than Allowable
Moment.... Actual
ACI Factored @ Toe =
2,647 psf
Service Level
ft-# =
439.9
694.9
ACI Factored @ Heel =
0 psf
Strength Level
ft-# =
Footing Shear @ Toe =
7.7 psi OK
Moment..... Allowable
ft-# =
518.6
987.8
Footing Shear @ Heel =
5.0 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
5.9
1.9
Sliding Calcs
Strength Level
psi =
Lateral Sliding Force =
274.8 lbs
Shear..... Allowable
psl =
52.5
52.0
less 100% Passive Force
104.2 lbs
Anet (Masonry)
in2 =
17.53
91.50
less 100% Friction Force -
470.4 lbs
Wall Weight
psf =
47.0
84.0
Added Force Req'd =
0.0 lbs OK
Rebar Depth 'd'
in=
2.81
5.25
....for 1.5 Stability =
0.0 lbs OK
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.
Fs
psi =
32,000
32,000
Solid Grouting
W
No
Yes
Load Factors
Modular Ratio'n'
-
16.11
16.11
Building Code
Equiv. Solid Thick.
in=
3.39
7.63
Dead Load
1.200
Masonry Block Type
=
Live Load
1.600
Masonry Design Method
=
ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
f'c
psi =
Seismic, E
1.000
Fy
psi =
PROFESS/4N
¢�4 �EVZDUG ,4 .
m rrn .
Iw O 1 m
� A
NO 83660 D
* EXP 03/31/2025
srgr C I V 1\ ¢t1 v
F or CAL '10
Cantilevered Retaining Wall
LIGN : KW -06016003, f3ui[d:20.23.?.1
DESCRIPTION: (04a) 2' ret with top out
Footing Data
Toe Width =
0.50 ft
Heel Width =
2.00
Total Footing Width =
2.50
Footing Thickness =
12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
f'c = 2,500 psi Fy
= 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top 2.00
@ Btm: 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Footing Design Results
Project File: beazer homes_cantera_la qulnta.ec6
(c) ENERCALC 1NC 1983-2022
Toe Heel
Factored Pressure = 2,647
Mu': Upward = 287
Mu': Downward = 52
Mu: Design = 235 OK
phiMn = 2,500 2
Actual 1 -Way Shear = 7.68
Allow 1 -Way Shear = 40.00 4
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Footing Torsion, Tu = 0.
Footing Allow. Torsion, phi Tu = 0.
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Soacinas
Toe: phiMn = ph*5*lambda*sgrt(fc)*Sm
Heel: phiMn = ph*5*lambda*sgrt(fc)*Sm
Key: No key defined
0 psf
0 ft-#
507 ft-#
507 ft-# OK
,500 ft-#
5.01 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
0.65 in2
Min footing T&S reinf Area per foot
0.26 in2 ift
It one laver of horizontal bars:
If two layers of horizontal bars-
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
QpOFESS ION
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* EXP 03/31/2025
Sr C 1 V
4TE OF GA��F�¢
Cantilevered Retaining Wall
LICK: Kw -46016603, Bulld:20.23.2.14
DESCRIPTION: (04a) 2' ret with top out
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
157.5 1.00
13.2 0.29
104.2 7.22
Total 274.8 O.T.M. =
Resisting/OverturnIng Ratio = 1.53
Vertical Loads used for Soil Pressure = 1,175.9 lbs
Project File: beazer homes_cantera_la quinta.ec6
(c) ENERCALC INC 1983-2022
.....RESISTING .....
Force Distance Moment
lbs ft ft-#
157.5
Soil Over HL (ab. water tbl)
306.7 1.83
562.2
Soil Over HL (bel. water tbl)
1.83
562.2
Water Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
3.8
Axial Dead Load on Stem =
752.4
Axial Live Load on Stem =
Soil Over Toe =
28.8 0.25
7.2
Surcharge Over Toe =
Stem Weight(s) =
465.5 0.78
363.1
Earth @ Stem Transitions=
913.7
Footing Weight =
375.0 1.25
468.8
Key Weight =
Vert. Component
Total=
1,175.9 lbs R.M.=
1,401.3
` 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 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.292 in
The above calculation is not valid if II1e heel soli bea ri no pMsure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
QRpFE55/ONS
y �
NO 83660 D
* EXP 03/31/2025
C V
OF C1,0
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14
DESCRIPTION: (04b) 3' ret with top out
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 height over heel =
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Surcharge Loads
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Lateral Load Applied to Stem
Lateral Load =
Soil Data
...Height to Top =
3.00 ft
Allow Soil Bearing
= 2,666.6 psf
6.33 ft
Equivalent Fluid Pressure Method
Wall to Ftg CL Dist =
Active Heel Pressure
= 35.0 psf/ft
0.00
(Strength Level)
at Back of Wall
6.00 in
Poisson's Ratio =
=
0.0 ft
Passive Pressure
166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
- 12.00 in
Surcharge Loads
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Lateral Load Applied to Stem
Lateral Load =
148.8 #/ft
...Height to Top =
7.72 ft
...Height to Bottom =
6.72 ft
Load Type =
Seismic (E)
Wall to Ftg CL Dist =
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
at Back of Wall
Project File: Beazer homes ,cantera_ la qu1nta.ec6
(c) ENERCALC INC 1983-2022
Adjacent Footing Load
Adjacent Footing Load =
1,500.0 lbs
Footing Width =
1.50 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
5.00 ft
Footing Type Spread Footing
Base Above/Below Soil
=
-1.5 ft
at Back of Wall
Poisson's Ratio =
0.300
QgOFESS/ON
UG
wf� m m
NO 83660
* EXP. 03/31/2025
s� CfV`L
9rF Op G A411 44
Cantilevered Retaining Wall
LIClt : KW -M16003, Build:20.23 2.14
DESCRIPTION: (04b) 3' ret with top out
Design Summary
Wall Stability Ratios
Overturning - 1.64 OK
Sliding = 1.64 OK
Global Stability = 3.26
Total Bearing Load =
1,537 lbs
...resultant ecc. =
10.17 in
Eccentricity outside middle third
Soil Pressure @ Toe =
1,942 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
2,718 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
8.4 psi OK
Footing Shear @ Heel =
6.6 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
439.2 lbs
less 100% Passive Force -
104.2 lbs
less 100% Friction Force = -
614.8 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 Stability =
0.0 lbs OK
Project Title:
Engineer:
Project ID:
Project Descr:
Project Fife: beazer homes-cantera_la quinta.ec6
ORCO BLOCK COMPANY INC [c] ENERCALC INC 1983-2022
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'
2nd
Masonry Data
Vertical component of active lateral soil pressure IS NOT
f'm
considered in the calculation of soil bearing pressures.
Fs
= Masonry
Solid Grouting
Load Factors
Modular Ratio 'n'
Building Code
Equiv. Solid Thick.
Dead Load 1.200
Masonry Block Type
Live Load 1.600
Masonry Design Method
Earth, H 1.600
Concrete Data
Wind, W 1.000
f'c
Seismic, E 1.000
Fy
2nd
Bottom
Stem OK
Stem OK
ft = 3.00
0.00
= Masonry
Masonry
- ASD
ASD
= 6.00
8.00
# 4
# 4
= 32.00
16.00
Center Edge
0.848 0.489
lbs = 104.2 274.8
lbs =
ft-# =
439.9
945.5
ft-# _
ti
ft-# =
518.6
1,931.1
psi =
5.9
3.0
psi =
E
psi =
52.5
52.3
in2 =
17.53
91.50
psf =
47.0
84.0
in=
2.81
5.25
psi =
2,000
2,000
psi =
32,000
32,000
=
No
Yes
=
16.11
16.11
In =
3.39
7.63
_
ASD
psi =
psi -
,RQFESS10N
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* EXP. 03/31/2025
J+4 C / V `v
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall _ Project File: beazer homes_cantera_la quinta.ec6
LIC# : KW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY INC (c) ENERCALC INC 1983-2022
DESCRIPTION: (04b) 3' ret with top out
Footing Data
Toe Width
= 0.50 ft
Heel Width =
2.25
Total Footing Width =
2.75
Footing Thickness =
12.00 in
Key Width
— 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
— 0.00 ft
f'c = 2,500 psi Fy
= 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top 2.00
@ Btm: 3.00 in
Footing Design Results
Toe Heel
Factored Pressure = 2,718
Mu': Upward = 304
Mu': Downward = 52
Mu: Design = 252 OK
phiMn = 2,500 2
Actual 1 -Way Shear = 8.40
Allow 1 -Way Shear = 40.00 4
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Footing Torsion, Tu = 0.
Footing Allow. Torsion, phi Tu = 0.
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Accerrtable Sizes & Soacinas
Toe: phiMn = ph*5*lambda*sgrt(fc)*Sm
Heel: phiMn = ph*5*lambda*sgrt(fc)*Sm
Key: No key defined
0 psf
21 ft-#
901 ft-#
881 ft-# OK
,500 ft-#
6.60 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area 0.71 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one laver of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
�RpFESS�oN
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4� Cts m
M DIS
N0. 83660
* EXP. 03/31/2025
C i V �w
rF op cA`SFo4
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2 14 ORCO BLOCK COMPANY INC
DESCRIPTION: (04b) 3' ret with top out
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
280.0
1.33
373.3
55.1
0.66
36.3
104.2
8.22
856.6
Total = 439.2 O.T.M. = 1,266.2
Resisting/Overturning Ratio = 1.64
Vertical Loads used for Soil Pressure = 1,537.0 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Project File: beazer homes_cantera_la quinta.ec6
(c) ENERCALC INC 1983-2022
.....RESISTING.....
Force Distance Moment
lbs ft ft-#
Soil Over HL (ab. water tbl)
546.3 1.96
1,069.7
Soil Over HL (bel. water tbl)
1.96
1,069.7
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 =
28.8 0.25
7.2
Surcharge Over Toe =
Stem Weight(s) =
549.5 0.79
433.1
Earth @ Stem Transitions=
Footing Weight =
412.5 1.38
567.2
Key Weight =
Vert. Component =
Total =
1,537.0 lbs R.M.=
2,077.2
` Axial live load NOT included in
total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.305 in
tlhe above calculation is not valid if the heel soil bearing wessura exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Q%0rESS$DN
01RDUG �yc
ND. 83660 n
. * EXP. 03I3t(=5
Ile
C I V'Y'
OF GA6�FQ
Cantilevered Retaining Wall
L1C+i' KW -06016003, Build'20.23.2.14
DESCRIPTION: (04c) 4' ret with top out
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Project Title:
Engineer:
Project ID:
Project Descr:
ORCa BLOCK COMPANY INC
Criteria
148.8 #/ft
Soil Data
8.72 ft
Retained Height =
4.00 ft
Allow Soil Bearing
= 2,666.6 psf
Wall height above soil -
6.33 ft
Equivalent Fluid Pressure Method
0.0 psf
(Strength Level)
Active Heel Pressure
- 35.0 psf/ft
Slope Behind Wall =
0.00
Poisson's Ratio =
0.300
Height of Soil over Toe -
6.00 in
=
Water height over heel -
0.0 ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Lateral Load Applied to Stem
Lateral Load =
148.8 #/ft
...Height to Top =
8.72 ft
...Height to Bottom =
7.72 ft
Load Type =
Seismic (E)
Eccentricity =
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
Base Above/Below Soil =
Project File: beazer homes_cantera-la quinta.ec6
[c] ENERCALC INC 1983.2022
i _ _ - F --
Adjacent Footing Load
Adjacent Footing Load =
1,500.0 lbs
Footing Width =
1.50 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
5.00 ft
Footing Type Spread Footing
Base Above/Below Soil =
-1.5 ft
at Back of Wall
Poisson's Ratio =
0.300
eROFEss/OH
a
��4k4v�ERDUC �y
07
w »l m
NO 63660 n A
* EXP 03/31/2025
s� C I v
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
Project File: beazer homes_cantera_la quinta.ec6
LIC0 : KW -46016003. 0thid:20.?3.2.1-:
ORCO BLOCK COMPANY INC
(C) ENERCALC INC 1983-2022
DESCRIPTION: (04c) 4' ret with top out
Design Summary Stem Construction
2nd
Bottom
Stem OK
StemOK
Design Height Above Ftg
ft =
4.00
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Masonry
Masonry
Overturning = 1.66 OK
Design Method
=
ASD
ASD
Sliding - 1.54 OK
Thickness
=
6.00
8.00
Global Stability = 2.87
Rebar Size
=
# 4
# 4
Rebar Spacing
=
32.00
16.00
Total Bearing Load = 2,006 lbs
Rebar Placed at
=
Center
Edge
...resultant ecc. = 10.91 in
Design Data
Eccentricity outside middle third
fb/FB + fa/Fa
=
0.848
0.760
Soil Pressure @ Toe = 2,264 psf OK
Total Force @ Section
Soil Pressure @ Heel = 0 psf OK
Service Level
lbs =
104.2
439.2
Allowable = 2.667 psf
Strength Level
lbs =
Soil Pressure Less Than Allowable
Moment.... Actual
ACI Factored @ Toe = 3,170 psf
Service Level
ft-#=
439.9
1,468.9
ACI Factored @ Heel = 0 psf
Strength Level
ft -4 =
Footing Shear @ Toe = 10.2 psi OK
Moment..... Allowable
ft-#=
518.6
1,931.1
Footing Shear @ Heel = 8.5 psi OK
Allowable = 75.0 psi
Shear..... Actual
Service Level
psi =
5.9
4.8
Sliding Caics
Strength Level
psi =
Lateral Sliding Force = 650.6 lbs
Shear..... Allowable
psi =
52.5
52.6
less 100% Passive Force - 196.8 lbs
Anet (Masonry)
int =
17.53
91.50
less 100% Friction Force - 802.2 lbs
Wall Weight
psf =
47.0
84.0
Added Force Req'd = 0.0 lbs OK
Rebar Depth 'd'
m=
2.81
5.25
....for 1.5 Stability = 0.0 lbs OK
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.
Fs
psi =
32,000
32,000
Solid Grouting
=
No
Yes
Load Factors
Modular Ratio 'n'
=
16.11
16.11
Building Code
Equiv. Solid Thick.
in=
3.39
7.63
Dead Load 1.200
Masonry Block Type
-
Live Load 1.600
Masonry Design Method
=
ASD
Earth, H 1.600
Concrete Data
Wind, W 1.000
f'c
psi =
Seismic, E 1.000
Fy
psi .=
4�tpFESS104,
ti �� x
w 0 m
N0. 83469 A
�1[
EXP. 43/31/2025
5�4r C/ V
ap C A01
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: Beazer homes_cantera_la quinta.ec6
LJC4 : KW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY INC (C) ENERCALC INC 1983.2022
DESCRIPTION: (04c) 4' ret with top out
Footing Data
Toe Width =
0.50 ft
Heel Width =
2.50
Total Footing Width —
3.00
Footing Thickness =
12.00 in
Key Width
12.00 in
Key Depth =
4.00 in
Key Distance from Toe =
0.50 ft
f'c = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As %
0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe Heel
Factored Pressure = 3,170
Min footing T&S reinf Area per foot
Mu': Upward = 359
If one layer of horizontal bars:
Mu': Downward = 52
1,
Mu: Design = 307 OK
1,
phiMn = 2,500
2
Actual 1 -Way Shear = 10.21
Allow 1 -Way Shear = 40.00
4
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Footing Torsion, Tu =
0.
Footing Allow. Torsion, phi Tu =
0.
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacinos
Toe: phiMn = ph*5*lambda*sgrt(fc)*Sm
Heel: phiMn = ph*5*lambda*sgrt(fc)*Sm
Key: phiMn = phi*5'lambda*sgrt(fc)*Sm
0 psf
66 ft-#
454 ft-#
388 ft-# OK
,500 ft-#
8.45 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
0.78 in2
Min footing T&S reinf Area per foot
0.26 in2 /ft
If one layer of horizontal bars:
If two lavers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
Q�,�xess,oro
w � ,
IW:
NO 83660 D
* EXP. 03/31/2025
syr C / V
0
E OF CA_"�
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14
DESCRIPTION: (04c) 4' ret with top out
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... M
Force Distance oment
Item lbs It ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
437.5
1.67
729.2
109.0
1.08
117.9
104.2
9.22
960.8
Total = 650.6 O.T.M. = 1,807.9
Resisting/Overturning Ratio = 1.66
Vertical Loads used for Soil Pressure = 2,005.6 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Project File: beazar homes__cantera_la quinta-
(c) ENERCALC INC 1983-2022
.....RESISTING.....
Force Distance Moment
lbs ft ft-#
Soil Over HL (ab. water tbl)
843.3
2.08
1,756.9
Soil Over HL (bel. water tbl)
2.08
1,756.9
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 =
28.8
0.25
7.2
Surcharge Over Toe =
Stem Weight(s) =
633.5
0.79
503.1
Earth @ Stem Transitions =
Footing Weight =
450.0
1.50
675.0
Key Weight =
50.0
1.00
50.0
Vert. Component =
Total =
2,005.6 lbs
R.M.=
2,992.3
. Axial live load NOT included in
total displayed,
or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 150.0 pci
Horizontal Dell @ Top of Wall (approximate only) 0.361 in
The above calculation isnot valid if the _heel _soil bearing pressure exceeds that of the. t_ae
because the wall would then tend to rotate into the retained soil.
eROFESS+�ro4
�w415 JERt7UG
w�
of p
NO. 83660 n
* EXP. 03/31/2025
1P�4 P C / V
F OF CA%-% 4
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: bearer homes,, cantera., la quinta.ec6
LIC# : KW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY INC (c) ENERCALC INC 1983-2022
DESCRIPTION: (04d) 5' ret with top out
Code Reference,
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Soil Data
Retained Height =
5.00 ft
Allow Soil Bearing
= 2,666.6 psf
Wall height above soil -
6.33 ft
Equivalent Fluid Pressure
Method
* EXP 03/31/2025
qr C / V � \-
F
OF CA? �F
Active Heel Pressure
- 35.0 psf/ft
Slope Behind Wall -
0.00
Height of Soil over Toe =
6.00 in
=
Water height over heel -
0.0 ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Lateral Load Applied to Stem
Adjacent Footing Load
Surcharge Over Heel -
0.0 psf
Lateral Load =
148.8 #/ft
Adjacent Footing Load =
1,500.0 lbs
Used To Resist Sliding & Overturning
...Height to Top =
9.72 ft
Footing Width =
1.50 ft
Surcharge Over Toe =
0.0 psf
...Height to Bottom =
8.72 ft
Eccentricity =
0.00 in
Used for Sliding & Overturning
Load Type =
Seismic (E)
Wall to Ftg CL Dist =
5.00 ft
Axial Load Applied to Stem
(Strength Level)
Footing Type Spread Footing
Base Above/Below Soil
1.5 ft
Axial Dead Load =
0.0 lbs
Wind on Exposed Stem =
0.0 psf
at Back of Wall -
Axial Live Load =
0.0 lbs
(Strength Level)
Poisson's Ratio -
0.300
Axial Load Eccentricity =
0.0 in
QROFES S/pH
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m
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N0. 83660
* EXP 03/31/2025
qr C / V � \-
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o
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: beazer homes_cantera_la quinta.ec6
LIC# - KW06016003. 1301d:20.23.2.14 ORCO BLOCK COMPANY INC (c)ENERCALC INC 1983.2022
DESCRIPTION: (04d) 5' ret with top out
Design Summary
Stem Construction
2nd
Bottom
- -
Stem OK
StemOK
Design Height Above Ftg
ft =
5.00
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Masonry
Masonry
Overturning =
1.83 OK
Design Method
=
ASD
ASD
Sliding =
1.52 OK
Thickness
=
6.00
8.00
Global Stability
2.68
Rebar Size
=
# 4
# 4
Rebar Spacing
=
32.00
8.00
Total Bearing Load =
2,700 lbs
Rebar Placed at
=
Center
Edge
...resultant ecc. =
11.50 in
Design Data -- - --
-
- - -
Eccentricity outside middle
third
fb/FB + fa/Fa
0.848
0.891
Soil Pressure @ Toe =
2,274 psf OK
Total Force @ Section
Soil Pressure @ Heel =
0 psf OK
Service Level
lbs =
104.2
650.6
Allowable =
2,667 psf
Strength Level
lbs =
Soil Pressure Less Than
Allowable
Moment.... Actual
ACI Factored @ Toe =
3,183 psf
Service Level
ft-#=
439.9
2,334.7
ACI Factored @ Heel =
0 psf
Strength Level
ft-# =
Footing Shear @ Toe =
10.7 psi OK
Moment..... Allowable
ft-# =
518.6
2,617.5
Footing Shear @ Heel =
8.8 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
5.9
7.1
Sliding Calcs
Strength Level
psi =
Lateral Sliding Force =
896.4 lbs
Shear..... Allowable
psi =
52.5
53.0
less 100% Passive Force -
278.4 lbs
Anet (Masonry)
in2 =
17.53
91.50
less 100% Friction Force s -
1,080.2 lbs
Wall Weight
psf =
47.0
84.0
Added Force Req'd =
0.0 lbs OK
Rebar Depth 'd'
in=
2.81
5.25
....for 1.5 Stability =
0.0 lbs OK
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.
Fs
psi=
32,000
32,000
Solid Grouting
=
No
Yes
Load Factors
Modular Ratio 'n'
-
16.11
16.11
Building Code
Equiv. Solid Thick.
in=
3.39
7.63
Dead Load
1.200
Masonry Block Type
-
Live Load
1.600
Masonry Design Method
=
ASD
Earth, H
1.600
Concrete Data -
Wind, W
1.000
Pc
psi=
Seismic, E
1.000
Fy
psi=
QROFESSIaN
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* ERP 03/31/2025
�rq r V
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: beazer homes_cantera_la quinta.ec6
LIGN : RW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY INC (c) ENERCALC INC 1983-2022
DESCRIPTION: (04d) 5' ret with top out
Footing Data
Toe Width
= 0.50 ft
Heel Width
= 3.00
Total Footing Width
= 3.50
Footing Thickness
= 12.00 in
Key Width
= 12.00 in
Key Depth
= 7.00 in
Key Distance from Toe
= 0.50 ft
f'c = 2,500 psi Fy
= 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %0.0018
�@
Cover @ Top 2.00
Btm: 3.00 in
Footing Design Results
Toe Heel
Factored Pressure = 3,183
Min footing T&S reinf Area per foot
Mu': Upward = 370
If one Iaye r of horizontal bars:
T
Mu': Downward = 52
2
Mu: Design = 318 OK
2
phiMn = 2,500
2
Actual 1 -Way Shear = 10.73
Allow 1 -Way Shear = 40.00
4
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Footing Torsion, Tu =
0.
Footing Allow. Torsion, phi Tu =
0.
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Accentable Sizes & SDacincs
Toe: phiMn = ph*5*lambda*sgrt(fc)*Sm
Heel: phiMn = ph*5*lambda*sgrt(fc)*Sm
Key: phiMn = phi*5'lambda*sgrt(fc)*Sm
0 psf
394 ft-#
707 ft-#
312 ft-# OK
,500 ft-#
8.76 psi
0,00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
0.91 in2
Min footing T&S reinf Area per foot
0.26 in2 /ft
If one Iaye r of horizontal bars:
T
It two layers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
Z`yOFEss/oryA
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N0. 83660
*
EXP 03/31/2025
tr
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Cantilevered Retaining Wall
LIC# - KW -06016003, Build -M-212.14
DESCRIPTION: (04d) 5' ret with top out
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... M
Force Distance oment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
630.0
2.00
1,260.0
162.3
1.57
254.1
104.2
10.22
1,064.9
Total 896.4 O.T.M. = 2,579.1
Resisting/Overturning Ratio = 1.83
Vertical Loads used for Soil Pressure = 2,700.4 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Project File: beazer homes_cantera_la quinta.ec6
(c) ENERCALC NO 18#34622
.....RESISTING.....
Force Distance Moment
lbs ft ft-#
Soil Over HL (ab. water tbl)
1,341.7
2.33
3.130.E
Soil Over HL (bel. water tbl)
2.33
3,130.E
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 =
28.8
0.25
7.e
Surcharge Over Toe =
Stem Weight(s) =
717.5
0.80
573.1
Earth @ Stem Transitions=
Footing Weight =
525.0
1.75
918.8
Key Weight =
87.5
1.00
87.5
Vert. Component =
Total =
2,700.4 lbs
R.M.=
4,717.1
* Axial live load NOT included in
total displayed,
or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 150.0 pci
Horizontal Defl Q Top of Wall (approximate only) 0.341 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the tae,
because the wall would then tend to rotate into the retained soil.
QROFESS/4H
W aim
No. 83660
* EXP. 03/31/2025
sT�r C / V } L �tia
E OF CAL��O
ORCO 6' HIGH WALL W/ RETAINING & HEELBACK FOOTING
FOR 110 MPH WIND 3 SEC. GUST @a EXP C
SPECIAL INSPECTION NOTE:
PROVIDE LEVEL 2 SPECIAL INSPECTION PER TMS 602-16
TABLES 3 & 4 OF THE MASONRY STEM.
CAP UNIT
DESIGN CRITERIA PER THE 2022 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF + j INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
5. REINFORCING STEEL : GRADE 60
6. MASONRY COMPRESSION STRENGTH, f', = 2000 PSI.
LEVEL BACKFILL COMPACTED
TO MIN. 90% COMPACTION
PER ASTM 1557-D
'B'
'C'&'D' BARS
GENERAL NOTES:
2'-9"
I 1
@24"O/L'
r ORCO 6616 CMU
1
C' DOWEL L
4'-0"
3'-3"
GROUTED ONLY @ VERT STEEL
U W
3'-6"
#4@8" 0/C
1. CONCRETE BLOCKSHALL BE MANUFACTURED BY ORCO ASTM C 90.
NORMAL WEIGHT.
4"DLA SDR 35 PERF PIPE
ti b�
#4 VERT DROP-IN BAR @ 32" OIC 2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2 PARTS
2 U'
O
2" CLR GRAVEL WRAPPED W1
@ CENTER OF CMU.
PROVIDE 24" MIN LAP INTO 8" CMU SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GALLONS
MIRAR 14ON FILTER
W
E
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
FABRIC TO WITMN 1 FT OF
H
C 150 TYPE II/V. Fc = 2500 PSI
o
•
WATERPROOF BACKSIDE
#6 STD JOINT 3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A
OF RETAINING WALL.
REINFORCEMENT
@ 12' O/C 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
{�\f
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH
2 CCR.
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 SOLID GROUTED.
LEVEL BACKFILL COMPACTED
TO MIN. 90% COMPACTION
PER ASTM 1557-D
�• • A'4 HORZ. CONT.
1"C1R @12"OIC
3"CLR. 3•CLR.
'A
'B'
'C'&'D' BARS
N4 HORZ CONT.
2'-9"
I 1
@24"O/L'
3'-0"
1
C' DOWEL L
4'-0"
3'-3"
@ EDGE OF 8" CMU 12"
U W
3'-6"
#4@8" 0/C
4"DLA SDR 35 PERF PIPE
ti b�
W/1FTWIDE0F}"
2 U'
O
2" CLR GRAVEL WRAPPED W1
yR O
p
MIRAR 14ON FILTER
W
E
FABRIC TO WITMN 1 FT OF
H
FG - SLOPE TO DRAIN.
•
WATERPROOF BACKSIDE
OF RETAINING WALL.
{�\f
n
2 CCR.
ry
�• • A'4 HORZ. CONT.
1"C1R @12"OIC
3"CLR. 3•CLR.
'A
'B'
'C'&'D' BARS
2'-0"
2'-9"
#4@32" 0/C
3'-0"
3'-0"
#4@l6" 0/C
4'-0"
3'-3"
#4@l6" 0/C
5'-0"
3'-6"
#4@8" 0/C
7. USE TYPE S 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 CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW 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 ALL REQUIRED STEEL IS TIED IN PLACE. SECOND
INSPECTION TO BE WHEN THE REQUIRED VER7IC4L IS IN PLACE AND
THE BLOCK WALL IS READY TO GROUT.
12. MAXIMUM CONTROL JOINT SPACING: 20'01C.
DETAIL #5
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
BEAZER HOM
CANTERA @a CORAL MOUNTAIN
TRACT No. 31249
LA QUINTA, CALIFORNIA
NOTE: DIMENSIONS ARE NOT TO SC4LE.
I4�ID yER❑OG ( �
W � yl�9�zoZ3;
NO. 83660
* EXP. 03/31/2025
SqT C IV %\- 09'�
F
0F CA0F
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : M-06016663. BuJM 20 23.2.14 ❑RCO BLOCK COMPANY ING
DESCRIPTION: (05a) 2' ret with top out -heel footing
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
= 148.8 #/ft
Soil Data
= 6.72 ft
Retained Height =
2.00 ft
Allow Soil Bearing
= 2,666.6 psf
Wall height above soil =
6.33 ft
Equivalent Fluid Pressure Method
_ -1.5 ft
at Back of Wall
Active Heel Pressure
- 35.0 psf/ft
Slope Behind Wall -
0.00
Height of Soil over Toe =
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 In
Lateral Load Applied to Stem
Lateral Load
= 148.8 #/ft
...Height to Top
= 6.72 ft
...Height to Bottom
= 5.72 ft
Load Type
= Seismic (E)
Footing Type
(Strength Level)
Wind on Exposed Stem = 0.0 psf
(Strength Level)
Project File: beazer homes_cantera_la quinta.ec6
(c) ENIFFICALC INC 1983.2022
i
i
:I
Ik
I
it
i
I
Adjacent Footing Load
Adjacent Footing Load
= 1,500.0 lbs
Footing Width
= 1.50 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 5.00 ft
Footing Type
Spread Footing
Base Above/Below Soil
_ -1.5 ft
at Back of Wall
Poisson's Ratio
= 0.300
QapF ESS/Ok
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Ix nIrnA
nra. asaao
*
EXP, 0313112025
s qr C, � � 1 V ����► ..
F OP CALIFO
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: beater homes_cantera_la quinta.ec6
LIC# : KW -06016003, Bulld:20.23.2.14 ORCO BLOCK COMPANY INC (c) ENEFICALC INC 1983-2022
DESCRIPTION: (05a) 2' ret with top out -heel footing
Design Summary
Stem Construction
2nd
Bottom
Stem OK
StemOK
Design Height Above Ftg
ft=
2.00
0.00
Wall Stability Ratios
Wall Material Above "Ht"
-
Masonry
Masonry
Overturning =
1.66 OK
Design Method
=
ASD
ASD
Sliding -
2.46 OK
Thickness
=
6.00
8.00
Global Stability =
4.76
Rebar Size
=
# 4
# 4
Rebar Spacing
=
32.00
32.00
Total Bearing Load =
1,357 lbs
Rebar Placed at
=
Center
Edge
...resultant ecc. =
11.17 in
Design Data
Eccentricity outside middle third
fb/FB + fa/Fa
0.848
0.703
Soil Pressure @ Toe =
2,038 psf OK
Total Force @ Section
Soil Pressure Q Heel =
0 psf OK
Service Level
lbs =
104.2
174.2
Allowable =
2,667 psf
Strength Level
lbs=
Soil Pressure Less Than Allowable
Moment.... Actual
ACI Factored Q Toe =
2,854 psf
Service Level
ft-# =
439.9
694.9
ACI Factored @ Heel =
0 psf
Strength Level
ft-#=
Footing Shear @ Toe =
10.7 psi OK
Moment..... Allowable
ft-# =
518.6
987.8
Footing Shear Q Heel =
4.0 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
5.9
1.9
Sliding Calcs
Strength Level
psi =
Lateral Sliding Force =
274.8 lbs
Shear..... Allowable
psi =
52.5
52.0
less 100% Passive Force
104.2 lbs
Anet (Masonry)
in2 =
17.53
91.50
less 100% Friction Force =_ -
571.9 lbs
Wall Weight
psf =
47.0
84.0
Added Force Req'd =
0.0 lbs OK
Rebar Depth 'd'
in=
2.81
5.25
....for 1.5 Stability =
0.0 lbs OK
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.
Fs
psi=
32,000
32,000
Solid Grouting
=
No
Yes
Load Factors
Modular Ration'
-
16.11
16.11
Building Code
Equiv. Solid Thick.
in �
3.39
7.63
Dead Load
1.200
Masonry Block Type
-
Live Load
1.600
Masonry Design Method
=
ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
f'c
psi =
Seismic, E
1.000
Fy
psi =
QRpFESS10
4eRDU
" Q• -a s ,
NO- $3660 A'
* EXP. 0313118025
s�qr C I Y � N- o4�`
O F L h, 1
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (05a) 2' ret with top out—heel footing
Footing Data
Toe Width =
0.00 ft
Heel Width =
2.75
Total Footing Width =
2.75
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
f'c = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As %
0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Project File: beazer homes_cantera_la quinta.ec6
(c) ENERCALC INC 1983.2022
Toe Heel
Factored Pressure = 2,854 0 psf
Mu': Upward = 0 105 ft-#
Mu': Downward = 0 1,148 ft-#
Mu: Design = 0 OK 1,043 ft-# OK
phiMn = OK - Flush 2,500
Actual 1 -Way Shear = 10.73 3.97 psi
Allow 1 -Way Shear = 40.00 40.00 psi
Toe Reinforcing = Flush toe condition. No reinforcing required.
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 & Soacinns
Toe: Flush toe condition. No reinforcing required
Heel: phiMn = ph'5`lambda'sgrt(fc)'Sm
Key: No key defined
Min footing T&S reinf Area
0.71 int
Min footing T&S reinf Area per foot
0.26 int eft
It one laver of horizontal bars:
If two layers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
Q"of ESS 10H
4 F�
� w 47 ■■■ Q rn
N0. 63660
* EXF 03/51/2025
sq CIV
��
OF CA0104
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW -0601600. Build. M23.2.14 ORCO BLOCk COMPANY INC
DESCRIPTION: (05a) 2' ret with top out—heel footing
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Item Ibs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
157.5 1.00
13.2 0.29
104.2 7.22
Total 274.8 O.T.M. =
Resisting/OverturnIng Ratio = 1.66
Vertical Loads used for Soil Pressure = 1,357.2 lbs
Project File: beazer homes_cantera_la quinta.ec6
(o} ENERCALC INC 19832022
...RESISTING.....
Force Distance Moment
lbs It ft-#
157.5
Soil Over HL (ab. water tbl) 479.2 1.71
818.E
Soil Over HL (bel. water tbl) 1.71
818.E
Water Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
3.8
Axial Dead Load on Stem =
752.4
" Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) = 465.5 0.28
130.4
Earth @ Stem Transitions =
913.7
Footing Weight = 412.5 1.38
567.2
Key Weight =
Vert. Component =
Total = 1,357.2 lbs R.M.=
1,516.1
" 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 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 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.286 in
The above calculation is not valid it tho hael sail boa drK r.ressure exceeds thal of the toe.
because the wall would then tend to rotate into the retained soil.
4,OF ESS10N
w � m
a N0. 83660 D
* EXP 03/31/2025
s�qr t= / V
E ofo
CA4�f
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (05b) 3' ret with top out -heel footing
Code Reference.
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
= 1,500.0 lbs
Soil Data
= 1.50 ft
Retained Height =
3.00 ft
Allow Soil Bearing
= 2,666.6 psf
Wall height above soil =
6.33 ft
Equivalent Fluid Pressure Method
at Back of Wall
Active Heel Pressure
— 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Lateral Load Applied to Stem
Lateral Load
...Height to Top
...Height to Bottom
Load Type
148.8 #/ft
= 7.72 ft
6.72 ft
Seismic (E)
(Strength Level)
Wind on Exposed Stem = 0.0 psf
(Strength Level)
Project File; beater homes_cantera_la quinta.ec6
(c) ENERCALC INC 1983-2022
Adjacent Footing Load
Adjacent Footing Load
= 1,500.0 lbs
Footing Width
= 1.50 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 5.00 ft
Footing Type
Spread Footing
Base Above/Below Soil
at Back of Wall
= -1.5 ft
Poisson's Ratio
= 0.300
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY ING
DESCRIPTION: (05b) 3' ret with top out -heel footing
Project File: beazer homes_cantera_la quinta.ec6
(c) ENERCALC INC 1983-2022
Design Summary
Stem Construction
_
2nd
Bottom_
-
Stem OK
Stem OK
Design Height Above Ftg
ft =
3.00
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Masonry
Masonry
Overturning =
1.82 OK
Design Method
-
ASD
ASD
Sliding =
2.00 OK
Thickness
-
6.00
8.00
Global Stability =
3.82
Rebar Size
# 4
# 4
Rebar Spacing
-
32.00
16.00
Total Bearing Load =
1,805 lbs
Rebar Placed at
=
Center
Edge
...resultant ecc. =
11.06 in
Design Data
Eccentricity outside middle
third
fb/FB + fa/Fa
0.848
0.489
Soil Pressure @ Toe =
2,081 psf OK
Total Force @ Section
Soil Pressure @ Heel =
0 psf OK
Service Level
lbs =
104.2
274.8
Allowable =
2,667 psf
Strength Level
lbs =
Soil Pressure Less Than Allowable
Moment.... Actual
ACI Factored @ Toe =
2,914 psf
Service Level
ft-# =
439.9
945.5
ACI Factored @ Heel =
0 psf
Strength Level
ft-# _
Footing Shear @ Toe =
10.7 psi OK
Moment..... Allowable
ft-#=
518.6
1,931.1
Footing Shear @ Heel =
3.6 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
5.9
3.0
Sliding Calcs
Strength Level
psi =
Lateral Sliding Force =
439.2 lbs
Shear..... Allowable
psi =
52.5
52.3
less 100% Passive Force -
104.2 lbs
Anet (Masonry)
in2 =
17.53
91.50
less 100% Friction Force =_ -
773.5 lbs
Wall Weight
psf =
47.0
84.0
Added Force Req'd =
0.0 lbs OK
Rebar Depth 'd'
in=
2.81
5.25
....for 1.5 Stability =
0.0 lbs OK
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.
Fs
psi =
32,000
32,000
Solid Grouting
=
No
Yes
Load Factors
Modular Ratio 'n'
=
16.11
16.11
Building Code
Equiv. Solid Thick.
in=
3.39
7.63
Dead Load
1.200
Masonry Block Type
=
Live Load
1.600
Masonry Design Method
=
ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
f'c
psl =
Seismic, E
1.000
Fy
psi =
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23 2 14 ORCO BLOCK COMPANY INC
DESCRIPTION: (05b) 3' ret with top out -heel footing
Footing Data
Toe Width =
0.00 ft
Heel Width =
3.00
Total Footing Width =
3.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth -
0.00 in
Key Distance from Toe =
0.00 ft
f'c = 2,500 psi Fy
= 60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00
@ Btm: 3.00 in
Footing Design Results
Project File; Beazer homes_cantera_la quinta.ec6
(c) ENERCALC INC 1983.2022
Toe Heel
Factored Pressure = 2,914 0 psf
Mu': Upward = 0 341 ft-#
Mu': Downward = 0 1,848 ft-#
Mu: Design = 0 OK 1,507 ft-# OK
phiMn = OK - Flush 2,500
Actual 1 -Way Shear = 10.73 3.57 psi
Allow 1 -Way Shear = 40.00 40.00 psi
Toe Reinforcing = Flush toe condition. No reinforcing required.
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: Flush toe condition. No reinforcing required.
Heel: phiMn = ph'5'lambda'sgrt(fc)"Sm
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one laver of horizontat bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
0.78 int
0.26 int /ft
If two lavers of {horizontal gars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (05b) 3' ret with top out_heel footing
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING....
Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
280.0
1.33
373.3
55.1
0.66
36.3
104.2
8.22
856.6
Total = 439.2 O.T.M. = 1,266.2
Resisting/Overturning Ratio = 1.82
Vertical Loads used for Soil Pressure = 1,804.5 lbs
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Project File: bearer homes_cantera_la quinta.ecG 1
(c) ENERCALC INC 1983-2022 1
.....RESISTING.....
Force Distance Moment
lbs ft ft-#
Soil Over HL (ab. water tbl) 805.0 1.83
1,475.8
Soil Over HL (bel. water tbl) 1.83
1,475.8
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) = 549.5 0.29
158.4
Earth @ Stem Transitions =
Footing Weight = 450.0 1.50
675.0
Key Weight =
Vert. Component =
Total = 1,804.5 lbs R.M.=
2,309.2
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.300 in
The above calcufalion is not vatid if the heel soi[ bearing press_ure_excoods that of the toe,
because the wall would then tend to rotate into the retained soil.
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
I.IC4 - RW -06016003. Buiid:20.23.2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (05c) 4' ret with top out -heel footing
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height =
4.00 ft
Wall height above soil =
6.33 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Project File: beazer homes_cantera—la quinta.ec6 `
(c) ENERCALC INC 1983-2022 J
Soil Data j
Allow Soil Bearing = 2,666.6 psf +
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingllSoil Friction
= 0.400
Soil height to ignore
(Strength Level)
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
148.8 #/ft
...Height to Top =
8.72 ft
...Height to Bottom =
7.72 ft
Load Type =
Seismic (E)
Footing Type
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
_ 1.5 ft
—
I 1 i
Adjacent Footing Load
Adjacent Footing Load
= 1,500.0 lbs
Footing Width
= 1.50 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 5.00 ft
Footing Type
Spread Footing
Base Above/Below Soil
at Back of Wall
_ 1.5 ft
—
Poisson's Ratio
= 0.300
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: beazer homes_cantera_la quinta.ec6
LIC# : KW -06016003, Build: 20.23.2.14 ORCO BLOCK COMPANY INC (c) ENERCALC INC 1983.2022
DESCRIPTION: (05c) 4' ret with top out -heel footing
Design Summary
Wall Stability Ratios
Overturning = 1.83 OK
Sliding = 1.70 OK
Global Stability - 3.25
Total Bearing Load =
2,309 lbs
...resultant ecc. =
11.72 in
Eccentricity outside middle third
Soil Pressure ® Toe =
2,374 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
3,323 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
10.7 psi OK
Footing Shear @ Heel =
4.1 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
650.6 lbs
less 100% Passive Force
104.2 lbs
less 100% Friction Force = -
1,004.5 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'
2nd
Stem OK
ft = 4.00
= Masonry
ASD
6.00
_ # 4
= 32.00
Center
0.646
Bottom
StemOK
0.00
Masonry
ASD
8.00
# 4
16.00
Edge
0.760
lbs =
Masonry Data
Vertical component of active lateral soil pressure IS NOT
f'm
considered in the calculation of soil bearing pressures.
Fs
ft-# =
Solid Grouting
Load Factors
Modular Ratio 'n'
Building Code
Equiv. Solid Thick.
Dead Load 1.200
Masonry Block Type
Live Load 1.600
Masonry Design Method
Earth, H 1.600
Concrete Data
Wind, W 1.000
f'c
Seismic, E 1.000
Fy
2nd
Stem OK
ft = 4.00
= Masonry
ASD
6.00
_ # 4
= 32.00
Center
0.646
Bottom
StemOK
0.00
Masonry
ASD
8.00
# 4
16.00
Edge
0.760
lbs =
104.2
439.2
lbs =
ft-# =
439.9
1,468.9
ft-# =
ft-# =
518.6
1,931.1
psi =
5.9
4.8
psi =
psi =
52.5
52.6
int =
17.53
91.50
psf =
47.0
84.0
in=
2.81
5.25
psi =
2,000
2,000
psi =
32,000
32,000
=
No
Yes
=
16.11
16.11
in=
3.39
7.63
psi =
psi =
ASID
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW -06016003, 6L1Ifd:20.23.2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (05c) 4' ret with top out—heel footing
Footing Data
Toe Width
= 0.00 ft
Heel Width =
3.25
Total Footing Width =
3.25
Footing Thickness =
12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe =
0.00 ft
f'c = 2,500 psi Fy
= 60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00
@ Btm: 3.00 in
Footing Design Results
Project File: beazer homes_cantera_la quinta.ec6
(c) ENERCALC INC; 1983-2022
Toe Heel
Factored Pressure = 3,323
0 psf
Mu': Upward = 0
596 ft-#
Mu': Downward = 0
2,758 ft-#
Mu: Design = 0 OK
2,162 ft-# OK
phiMn = OK - Flush
2,500
Actual 1 -Way Shear = 10.73
4.12 psi
Allow 1 -Way Shear = 40.00
40.00 psi
Toe Reinforcing = Flush toe condition. No reinforcing required.
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 & SDacinas
Toe: Flush toe condition. No reinforcing required
Heel: phiMn = ph'5'lambda'sgrt(fc)'Sm
Key: No key defined
Min footing T&S reinf Area
0.84 in2
Min footing T&S reinf Area per foot
0.26 in2 /ft
If one laVer of horizontal bars:
If two lavers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIN : KW -06016603. 9ulld:P6.0.2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (05c) 4' ret with top out—heel footing
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... M
Force Distance oment
Item lbs ft ft-#
HL Act Pres (ab water tbl) 437.5 1.67 729.2
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load = 109.0 1.08 117.9
Added Lateral Load = 104.2 9.22 960.8
Load @ Stem Above Soil =
Total _ 650.6 O.T.M. = 1,807.9
Resisting/OverturnIng Ratio = 1.83
Vertical Loads used for Soil Pressure = 2,309.3 lbs
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Project File: beazer homes _cantera_la quinta.ec6
to tNERCALC INC 1983-2022
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
lbs ft
1,188.3 1.96
1.96
633.5 0.29
487.5 1.63
Moment
ft-#
2,327.2
2,327.2
186.4
792.2
Total = 2,309.3 lbs R.M.= 3,305.7
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.349 in
The above calculation is not valid if the heel soil bearinu pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (05d) 5' ret with top out -heel footing
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Project File: beater homes_canteraJa quinta.ec6
(c) ENERCALC INC 1983-2022
Criteria
148.8 #/ft
Soil Data
9.72 It
...Height to Bottom =
Retained Height =
5.00 ft
Allow Soil Bearing
= 2,666.6 psf
(Strength Level)
Wall height above soil =
6.33 ft
Equivalent Fluid Pressure Method
I
Poisson's Ratio
= 0.300
Active Heel Pressure
— 35.0 psf/ft
Slope Behind Wall =
0.00
�
Height of Soil over Toe =
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure
= 166.7 psf/ft
; • yrT
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Lateral Load Applied to Stem
Lateral Load =
148.8 #/ft
...Height to Top =
9.72 It
...Height to Bottom =
8.72 ft
Load Type =
Seismic (E)
Footing Type
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
1.5 ft
Adjacent Footing Load
Adjacent Footing Load
= 1,500.0 lbs
Footing Width
= 1.50 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 5.00 It
Footing Type
Spread Footing
Base Above/Below Soil
at Back of Wall
1.5 ft
Poisson's Ratio
= 0.300
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: beater homes_cantera-la quinta.ec6
LTCN : KW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY INC (c) ENERCALC INC 1963-2022
DESCRIPTION: (05d) 5' ret with top out -heel footing
Design Summary
Stem Construction
_
_2nd
Bottom
- -
Stem OK
Stem OK
Design Height Above Ftg
ft=
5.00
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Masonry
Masonry
Overturning =
1.94 OK
Design Method
ASD
ASD
Sliding =
1.59 OK
Thickness
-
6.00
8.00
Global Stability =
2.86
Rebar Size
-
# 4
# 4
Rebar Spacing
=
32.00
8.00
Total Bearing Load =
3,017 lbs
Rebar Placed at
=
Center
Edge
...resultant ecc. =
11.37 in
Design Data
Eccentricity outside middle third
fb/FB + fa/Fa
0.848
0.891
Soil Pressure @ Toe =
2,507 psf OK
Total Force @ Section
Soil Pressure @ Heel =
0 psf OK
Service Level
lbs=
104.2
650.6
Allowable =
2.667 psf
Strength Level
lbs=
Soil Pressure Less Than Allowable
Moment.... Actual
ACI Factored @ Toe =
3,510 psf
Service Level
ft-# =
439.9
2,334.7
ACI Factored @ Heel =
0 psf
Strength Level
ft-# =
Footing Shear @ Toe =
10.7 psi OK
Moment..... Allowable
ft-# =
518.6
2,617.5
Footing Shear @ Heel =
2.1 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
5.9
7.1
Sliding Calcs
Strength Level
psi =
Lateral Sliding Force =
896.4 lbs
Shear..... Allowable
psi =
52.5
53.0
less 100% Passive Force
- 104.2 lbs
Anet (Masonry)
int =
17.53
91.50
less 100% Friction Force
1,323.0 lbs
Wall Weight
psf=
47.0
84.0
Added Force Req'd =
0.0 lbs OK
Rebar Depth 'd'
in=
2.81
5.25
....for 1.5 Stability =
0.0 lbs OK
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.
Fs
psi =
32,000
32,000
Solid Grouting
-
No
Yes
Load Factors
Modular Ratio 'n'
=
16.11
16.11
Building Code
Equiv. Solid Thick.
in=
3.39
7.63
Dead Load
1.200
Masonry Block Type
=
Live Load
1.600
Masonry Design Method
=
ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
Pc
psi =
Seismic, E
1.000
Fy
psi =
eROFESS/ON
4
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N0. 83660 D
* EXP. 03/31/2025
C I V
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# . KW-oaaim 43. 13010:20.23.2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (05d) 5' ret with top out—heel footing
Footing Data
Toe Width
0.00 ft
Heel Width
3.50
Total Footing Width
3.50
Footing Thickness
12.00 in
Key Width
0.00 in
Key Depth
0.00 in
Key Distance from Toe
0.00 ft
f'c = 2,500 psi Fy =
60,000 psi
Footing Concrete Density
150.00 pcf
Min. As %
0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Project File: beazer homes_cantera_la quinta.ec6
{c} ENERCALC INC 1983.2022
Toe Heel
Factored Pressure 3.510 0 psf
Mu': Upward 0 1.280 ft-#
Mu': Downward 0 3.903 ft-#
Mu: Design 0 OK 2,623 ft-# NG
phiMn = OK - Flush 2,500
Actual 1 -Way Shear = 10.73 2.15 psi
Allow 1 -Way Shear = 40.00 40.00 psi
Toe Reinforcing = Flush toe condition. No reinforcing required.
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: Flush toe condition. No reinforcing required.
Heel: phiMn = ph'5`lambda`sgrt(fc)'Sm
Key: No key defined
Min footing T&S reinf Area
0.91 in2
Min footing T&S reinf Area per foot
0.26 in2 /ft
If one layer of horizontal bars:
If two lavers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
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NO 83660
* EXP 05/31/2025
V 1
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
Project File: beater homes_cantera_la quinta.ec6
LIC# : KW -06016003. Budd:20.23.2.14 ORCO BLOCK COMPANY INC
(c) ENERCALC INC 1983.2022
DESCRIPTION: (05d) 5' ret with top out—heel footing
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance oment
M
Force Distance Moment
Item lbs It ft-#
lbs ft ft-#
HL Act Pres (ab water tbl) 630.0 2.00 1,260.0
Soil Over HL (ab. water tbl)
1,629.2 2.08 3,394.1
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
2.08 3,394.1
Hydrostatic Force
Water Table
Buoyant Force =
Sloped Soil Over Heel =
Surcharge over Heel =
Surcharge Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
145.2 3.25 471.8
Adjacent Footing Load = 162.3 1.57 254.1
Axial Dead Load on Stem =
Added Lateral Load = 104.2 10.22 1,064.9
' Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe =
=
Surcharge Over Toe =
Stem Weight(s) =
717.5 0.30 214.4
Earth @ Stem Transitions=
Total 896.4 O.T.M. = 2,579.1
Footing Weight =
525.0 1.75 918.8
Key Weight =
Resisting/Overturning Ratio = 1.94
Vert. Component =
Vertical Loads used for Soil Pressure = 3,016.8 lbs
Total =
3,016.8 lbs R.M.= 4,999.0
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 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 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.376 in
The above calculation is not _valid _if the heel soil bearing pressure exceeds that of the tae.
because the wall would then tend to rotate into the retained soil.
QaOFESS10
-4E1 U o y fic
.W olmi
N0. 83660 D A
yt EXP 03/31/2025
�T4re C 1 V
Op CA41f
ORCO 12" SQ. PILASTER W/RETAINING
DESIGN CRITERIA PER THE 1011 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF + i INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI Cal 28 DAYS.
5. REINFORCING STEEL: GRADE 60
6. MASONRY COMPRESSION STRENGTH, f',, = 2000 PSI.
SPECIAL INSPECTION NOTE:
PROVIDE LEVEL 2 SPECIAL INSPECTION PER TMS 602-16 TABLES 3 AND
4 OF THE MASONRY STEM.
ORCO 126/2
PILASTER CMU
(SOLID GROUTED)
3-1/2"
CLR.
(2) #4 VERT. _
DROP -1N BARS
#4 DOWELS W1 24'MIN
Z EXTENSION INTO CMU
z J
Q
u 12„
QcQ
N
M
�C 7' TO DAYLIGHT
�� #4HORZ. —
0 9" 0/C
EACH WAY
FOR 1/0 MPH EXPOSURE C WIND
GENERAL NOTES:
1, CONCRETE BLOCKSHALL BE MANUFACTURED BY ORCO ASTM C 90.
NORMAL WEIGHT.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2 PARTS
SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GALLONS
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
C 150 TYPE II/V. Fc = 2500 PSI
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A
615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
CAP UNIT
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH
IT IS LOC4TED.
2'-0"
3'-0"
4'-0"
5. CONCRETE BLOCK SHALL BE LAID IN A STACK BOND PATTERN.
6. ALL BLOCK CELLS SHALL BE SOLID GROUTED.
N/A
3'-0"
7. USE TYPE S MORTAR PROPORTIONED USING ASTM C 270 PART
3'-3"
CEMENT TO 1/2 PART LIME TO 4-1/2 PARTS DAMP, LOOSE SAND.
5'-0"
B. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
5"
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8" PEA
GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK
BEAZER HOMES
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
CANTERA @ CORAL MOUNTAIN
FLOW). WATER SHALL BEADDED TO PRODUCE GOOD GROUT FLOW
TRACT No. 31249
LA QUINTA, CALIFORNIA
WITHOUT SEGREGATION OF THE CONSTITUENTS.
9. BLOCK STEM MAYBE WET -SET 1-112" INTO THE FOOTING WHILE THE
CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO EITHER EDGE
OF CA0F
OF THE TRENCH TYPE FOOTING.
LEVEL BACKFILL 10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL
COMPACTED TO OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF 90%.
MIN. 90"/o RELA77VE
COMPACTION PER 11. FIRST INSPECTION TO BEAFTER FOOTING TRENCHES ARE READY FOR
ASTM 1557-D CONCRETE AND ALL REQUIRED STEEL IS TIED IN PLACE. SECOND
INSPEC77ON TO BE WHEN THE REQUIRED VERTIG4L IS IN PLACE AND
THE BLOCK WALL IS READY TO GROUT.
12. PROVIDE EXPANSION/CONTROL JOINT EACH SIDE OF PILASTER WHERE
MTERSEC77ON BLOCK WALLS OCCUR.
EIR
'B'
SQUARE FOOT/NG
N07E'
ONLY RUN WALL FOOTING
HORIZONTAL REINFORCEMENT
THROUGH PILASTER FOOT/NG,
WHEN INTERSECTING
ORCO 12612
PILASTER CMU
(SOLID
4" DIA. SDR 35 PERF PIPE
W/ IFT WIDE OF 4 1
GRAVEL WRAPPED W1
MIRAF1140N FILTER
FABRIC TO WIRaN 1FT OF
FG - SLOPE TO DRAIN.
WATERPROOF BACKSIDE
OF RETAINING WALL.
12'
N
4TICAL
(AS SHOWN)
PILASTER CROSS
SECTION DETAIL
NOT TO S01LE
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
2'-0"
3'-0"
4'-0"
3'-0"
N/A
3'-0"
N/A
3'-3"
N/A
5'-0"
3'-6"
5"
12'
N
4TICAL
(AS SHOWN)
PILASTER CROSS
SECTION DETAIL
NOT TO S01LE
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
A
DETAIL #6
BEAZER HOMES
a '/ 02 m
CANTERA @ CORAL MOUNTAIN
NO. 83660 D
TRACT No. 31249
LA QUINTA, CALIFORNIA
* EXP. 0313112025
sT4TF
I.ALOTE: DIMENSIONS ARE NOT TO SC11LE.
OF CA0F
Cantilevered Retaining Wall
1.ICu : KW -06016003, Build:20.23.2.14
DESCRIPTION: (06a) Pilaster w/2' ret
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height =
2.00 ft
Wall height above soil =
6.67 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
Water height over heel =
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORtO BLOCK COMPATi} WC
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIiSoil Friction
- 0.400
Soil height to ignore
(Strength Level)
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
147.8 #/ft
...Height to Top =
6.94 ft
...Height to Bottom =
5.94 ft
Load Type =
Seismic (E)
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
Load
Project File' beater homes-cantera_la quinla.ec6
(c) ENERCALC INC 1983-2022
■
I
II
'
1
J
Adjacent Footing
Load
Adjacent Footing Load
=
0.0 lbs
Footing Width
=
0.00 ft
Eccentricity
=
0.00 in
Wall to Ftg CL Dist
=
0.00 ft
Footing Type
Spread Footing
Base Above/Below Soil
at Back of Wall
=
0.0 ft
Poisson's Ratio
=
0.300
QaOFEsSIO
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NO. 83660 D
7k EXP. 03/31/2025 * .
CIV, 4��P
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Cantilevered Retaining Wall
I ICN : KW -06016003, Build:20 23 2.14
DESCRIPTION: (06a) Pilaster w/2' ret
Design Summary
Wall Stability Ratios
Overturning = 1.99 OK
Sliding 2.11 OK
Global Stability - 3.00
Total Bearing Load =
1,118 lbs
...resultant ecc. r
8.10 in
Eccentricity outside
middle third
Soil Pressure @ Toe =
903 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,265 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
6.1 psi OK
Footing Shear @ Heel =
3.3 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
260.9 lbs
less 100% Passive Force -
104.2 lbs
less 100% Friction Force = -
447.2 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 Stability =
0.0 lbs OK
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: beater homes_canteraja qulnta.ec6
ORCO BLOCK COMPANY INC (C) ENFACALC INC 1983.2022
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'
Bottom
Stem OK
ft = 0.00
= Masonry
ASD ASD
-- 12.00
# 4
16.00
Edge
0.211
lbs= 173.4
lbs =
ft-#= 712.9
ft-# =
3,371.6
psi = 1.2
psi =
psf= 51.1
in2 = 139.50
psf = 43.9
in= 9.00
psi = 2,000
psi = 32,000
Yes
16.11
in= 11.63
psi w
psi =
ASD
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0 NO 83660 D • A
* EXP 03/31/2025
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Masonry Data
Vertical component of active lateral soil pressure IS NOT
f'm
considered in the calculation of soil bearing pressures.
Fs
Solid Grouting
Load Factors
Modular Ratio 'n'
Building Code
Equiv. Solid Thick.
Dead Load 1.200
Masonry Block Type
Live Load 1.600
Masonry Design Method
Earth, H 1.600
Concrete Data
Wind, W 1.000
f'c
Seismic, E 1.000
Fy
Bottom
Stem OK
ft = 0.00
= Masonry
ASD ASD
-- 12.00
# 4
16.00
Edge
0.211
lbs= 173.4
lbs =
ft-#= 712.9
ft-# =
3,371.6
psi = 1.2
psi =
psf= 51.1
in2 = 139.50
psf = 43.9
in= 9.00
psi = 2,000
psi = 32,000
Yes
16.11
in= 11.63
psi w
psi =
ASD
eRaFESS�p�
�a'�W4��EpiDIJ � Fc
0 NO 83660 D • A
* EXP 03/31/2025
0
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❑p Caw�F
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14
DESCRIPTION: (06a) Pilaster w/2' ret
Footing Data
Toe Width =
1.00 ft
Heel Width =
2.00
Total Footing Width =
3.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
f'c = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Footing Design Results
Project File: beezer homes_canteraJa qulnta.ec6
(c) ENERCALC INC 1983-2022
Toe: phiMn = ph*5*lambda*sgrt(fc)*Sm
Heel: phiMn = ph*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one laver of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
0 psf
9 ft-#
342 ft-#
333 ft-# OK
,500 ft-#
3.32 psi
0.00 psi
00 ft -lbs
00 ft -lbs
0.78 int
0.26 in2 /ft
If two lavers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
V%OFESS/O4,
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W
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A
NO 83660 A
* EXP 03/31/2025
sqf C 1 v
OF cw')*9
Toe Heel
Factored Pressure
= 1,265
Mu': Upward
= 547
Mu': Downward
= 187
Mu: Design
= 360 OK
phiMn
= 2,500 2
Actual 1 -Way Shear
= 6.14
Allow 1 -Way Shear
= 40.00 4
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Footing Torsion, Tu
= 0.
Footing Allow. Torsion,
phi Tu = 0.
If torsion exceeds
allowable, provide
supplemental design for footing torsion.
Other Accentable
Sizes & SDacinas
Toe: phiMn = ph*5*lambda*sgrt(fc)*Sm
Heel: phiMn = ph*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one laver of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
0 psf
9 ft-#
342 ft-#
333 ft-# OK
,500 ft-#
3.32 psi
0.00 psi
00 ft -lbs
00 ft -lbs
0.78 int
0.26 in2 /ft
If two lavers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
V%OFESS/O4,
���w9�yERDl1 Fc
Q•� Z
yst m
W
w ❑I m
A
NO 83660 A
* EXP 03/31/2025
sqf C 1 v
OF cw')*9
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
Project File: beazer homes_cantera_la quinta.ec6
KW -t i-som. Wid:M23.2.14 ORCO BLOCK COMPANY INC
(c) E-WERCALC lNC 1983.2022
DESCRIPTION: (06a) Pilaster w/2' ret
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force Distance Moment
Item lbs ft ft-#
lbs ft ft-#
HL Act Pres (ab water tbl) 157.5 1.00 157.5
Soil Over HL (ab. water tbl)
230.0 2.50 575.0
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
2.50 575.0
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 =
Axial Dead Load on Stem =
Added Lateral Load = 103.4 7.44 769.6
Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe =
57.5 0.50 28.8
Surcharge Over Toe =
Stem Weight(s) =
380.5 1.50 570.8
Earth Q Stem Transitions=
Total _ 260.9 O.T.M. = 927.1
Footing Weight =
450.0 1.50 675.0
Key Weight =
Resisting/Overturning Ratio = 1.99
Vert. Component =
Vertical Loads used for Soil Pressure = 1,118.0 lbs
Total =
1,118.0 lbs R.M.= 1,849.5
* 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 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.121 in
The above calculation is not valid ff the heel soil bearing pressure exceeds that of thea tao.
because the wall would then tend to rotate into the retained soil.
QRpfess+oH
IeRDU
NO 83660 D
* EXP 03/31/2025 '
(+T4r C r V
OF C A0*
Cantilevered Retaining Wall
LIC# : KW -06016003. Build: 20.23.2.14
DESCRIPTION: (06b) Pilaster w/3' ret
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INN
Criteria
147.8 #/ft
Soil Data
7.94 ft
Retained Height =
3.00 ft
Allow Soil Bearing
= 2,666.6 psf
Wall height above soil =
6.67 ft
Equivalent Fluid Pressure Method
0.0 psf
(Strength Level)
Active Heel Pressure
- 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingllSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Lateral Load Applied to Stem
Lateral Load -
147.8 #/ft
...Height to Top -
7.94 ft
...Height to Bottom =
6.94 ft
Load Type =
Seismic (E)
Footing Type
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
- 0.0 ft
Project File: beater homescanteraja quinta.ec6
(c) ENERCALC INC 1983.2022
Adjacent Footing Load
Adjacent Footing Load
= 0.0 lbs
Footing Width
= 0.00 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 0.00 ft
Footing Type
Spread Footing
Base Above/Below Soil
at Back of Wall
- 0.0 ft
Poisson's Ratio
= 0.300
QRoFESS4
0 CZ) rn m
NO 83660
* EXP 03/31/2025
Sq CIV 1V T10'
TF OF CAl\F
Cantilevered Retaining Wall
LICO : KW06016003. Build:20.23.2.141
DESCRIPTION: (06b) Pilaster w/3' ret
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: beazer homes_cantera_la quinta.ec6
0 CO BLOCK COMPANY INC Gc] ENERCALC INC 1983.2022
Design SU[nmary
Stem Construction
Bottom_
Stem OK
Design Height Above Ftg
ft=
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Masonry
Overturning =
1.77 OK
Design Method
ASD
Sliding
1.60 OK
Thickness
=
12.00
Global Stability =
2.60
Rebar Size
=
# 4
Rebar Spacing
=
16.00
Total Bearing Load =
1,277 lbs
Rebar Placed at
=
Edge
...resultant ecc. =
9.01 in
Design Data
Eccentricity outside middle
third
fb/FB + fa/Fa
=
0.274
Soil Pressure @ Toe =
1,136 psf OK
Total Force @ Section
Soil Pressure @ Heel =
0 psf OK
Service Level
lbs =
260.9
Allowable =
2,667 psf
Strength Level
lbs=
Soil Pressure Less Than
Allowable
Moment.... Actual
ACI Factored @ Toe =
1,591 psf
Service Level
ft-#=
927.1
ACI Factored @ Heel =
0 psf
Strength Level
ft-# =
Footing Shear @ Toe =
8.0 psi OK
Moment..... Allowable
=
3,371.6
Footing Shear @ Heel =
4.8 psi OK
Allowable =
75.0 psi
Shear..... Actual
Service Level
psi =
1.9
Sliding Calcs
Strength Level
psi =
Lateral Sliding Force =
383.4 lbs
Shear..... Allowable
psi =
51.2
less 100% Passive Force
104.2 lbs
Anet (Masonry)
in2 =
139.50
less 100% Friction Force
510.8 lbs
Wall Weight
psf =
43.9
Added Force Req'd =
0.0 lbs OK
Rebar Depth 'd'
in =
9.00
....for 1.5 Stability =
0.0 lbs OK
Masonry Data
Vertical component of active lateral
soil pressure IS NOT
f'm
psi =
2,000
considered in the calculation of soil
bearing pressures.
Fs
psi =
32,000
Solid Grouting
_
Yes
Load Factors
Modular Ratio 'n'
=
16.11
Building Code
Equiv. Solid Thick.
in =
11.63
Dead Load
1.200
Masonry Block Type
=
Live Load
1.600
Masonry Design Method
=
ASD
Earth, H
1.600
Concrete Data _
Wind, W
1.000
f'c
psi =
Seismic, E
1.000
Fy
psi =
ASD
QaoFESS
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NO 83660
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: Beazer homes cantera_fa quinta.ec6 I
LICK : KW -06016003, I3uild:26.23.2.id C]RGfl BLOCK COMPANY INC (c) ENERCAL.0 INC 1983-2622 I
DESCRIPTION: (06b) Pilaster w/3' ret
Footing Data
Toe Width =
1.00 ft
Heel Width =
2.00
Total Footing Width -
3.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
f'c = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe: phiMn = ph*5*lambda'sgrt(fc)`Sm
Heel: phiMn = ph*5*lambda`sgrt(fc)'Sm
Key: No key defined
I
0 psf
2 ft-#
446 ft -4
444 ft-# OK
,500 ft-#
4.77 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
Toe Hee
Factored Pressure
= 1,591
Mu': Upward
= 678
Mu': Downward
= 187
Mu: Design
= 491 OK
phiMn
= 2,500 2
Actual 1 -Way Shear
= 8.04
Allow 1 -Way Shear
= 40.00 4
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Footing Torsion, Tu
= 0.
Footing Allow. Torsion,
phi Tu = 0.
If torsion exceeds
allowable, provide
supplemental design
for footing torsion.
Other Acceotable
Sizes & SQacinas
Toe: phiMn = ph*5*lambda'sgrt(fc)`Sm
Heel: phiMn = ph*5*lambda`sgrt(fc)'Sm
Key: No key defined
I
0 psf
2 ft-#
446 ft -4
444 ft-# OK
,500 ft-#
4.77 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
0.78 in2
Min footing T&S reinf Area per foot
0.26 in2 /ft
If one laver of horizontal bars:
It two is ers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
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W aI A
NO 03660 D
* EXP 05/31/2025
S 7
F
OF CA F9
Cantilevered Retaining Wall
I IC,f : KW -06016003, Build: 20.23.2.14
DESCRIPTION: (06b) Pilaster w/3' ret
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl) 280.0 1.33 373.3
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load = 103.4 8.44 873.1
Load @ Stem Above Soil =
Total = 383.4 O.T.M. = 1,246.4
Resisting/OverturnIng Ratio = 1.77
Vertical Loads used for Soil Pressure = 1,276.9 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Project File: beazer homes_cantera_la quinta.ec6
(c) ENERCALC INC 1983-2022
.....RESISTING.....
Force Distance Moment
lbs ft ft-#
Soil Over HL (ab. water tbl)
345.0 2.50
862.5
Soil Over HL (bel. water tbl)
2.50
862.5
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 =
57.5 0.50
28.8
Surcharge Over Toe =
Stem Weight(s) =
424.4 1.50
636.6
Earth @ Stem Transitions =
Footing Weight =
450.0 1.50
675.0
Key Weight =
Vert. Component =
Total =
1,276.9 lbs R.M.=
2,202.9
• Axial live load NOT included in
total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.170 in
The above calculation is not valid if the heal soil bearing pressure exceeds that of the toe,
hegguse the wall would then fend to rotate into the retained soil.
9%0FEssi`
H
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W a Ql b
NO. &3660
*
EXP- 03/31/2025
s�q CSV
TF OF c4ofa4
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14
DESCRIPTION: (06c) Pilaster w/4' ret
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: beazor hornes_cantera_la quinta.ec6
ORCO BLOCK COMPANY INC (c) ENERCALC INC 1983-2022
Criteria
136.4 #/ft
Soil Data
6.94 It
I
Retained Height =
4.00 ft
Allow Soil Bearing
= 2,666.6 psf
(Strength Level)
Wall height above soil =
6.67 ft
Equivalent Fluid Pressure Method
_ 0.0 ft
—
Poisson's Ratio
= 0.300
Active Heel Pressure
— 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Lateral Load Applied to Stem
Lateral Load =
136.4 #/ft
...Height to Top =
6.94 It
...Height to Bottom =
7.94 It
Load Type =
Seismic (E)
Footing Type
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
_ 0.0 ft
—
Adjacent Footing Load
Adjacent Footing Load
= 0.0 lbs
Footing Width
= 0.00 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 0.00 ft
Footing Type
Spread Footing
Base Above/Below Soil
at Back of Wall
_ 0.0 ft
—
Poisson's Ratio
= 0.300
Q OFESS /QN
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: beazer homes_cantera—la quinta.ec6
LTCfe i Kw -06016003, BuIU20.23.2.14 ORCO BLOCK COMPANY INC (c) ENERCALC INC 1983-2022
DESCRIPTION: (06c) Pilaster w/4' ret
ASD
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* EXP 03/31/2025
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Design Summary
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft=
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Masonry
Overturning =
1.83 OK
Design Method
=
ASD
Sliding =
1.37 Ratio < 1.5!
Thickness
=
12.00
Global Stability —
2.47
Rebar Size
—
# 4
Spacing
=
16.00
rRebar
Total Bearing Load =
1,560 lbs
Rebar Placed at
=
Edge
...resultant ecc. =
9.04 in
Design Data -
Eccentricity outside middle third
fb/FB + fa/Fa
=
0.349
Soil Pressure @ Toe =
1,193 psf OK
Total Force @ Section
p
V Soil Pressure @ Heel =
0 psf OK
Service Level
lbs =
375.5
* Allowable = 2,667 psf
£
Strength Level
lbs =
^�
Soil Pressure Less Than
Allowable
Moment .... Actual
1
:� ACI Factored @ Toe —
1,670 psf
Service Level
ft-#=
1,179.2
,T
tY ACI Factored @ Heel =
0 psf
Strength Level
ft-# _
Footing Shear @ Toe =
9.0 psi OK
Moment..... Allowable
=
3,371.6
Footing Shear @ Heel =
6.6 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
2.7
Sliding Calcs
Strength Level
psi =
Lateral Sliding Force =
533.0 lbs
Shear..... Allowable
psi =
51.3
less 100% Passive Force -
104.2 lbs
Anet (Masonry)
in2 =
139.50
less 100% Friction Force =_ -
624.0 lbs
Wall Weight
psf =
41.2
Added Force Req'd =
0.0 lbs OK
Rebar Depth 'd'
in =
9.00
....for 1.5 Stability =
71.3 lbs NG
Masonry Data -
Vertical component of active lateral
soil pressure IS NOT
f'm
psi =
2,000
considered in the calculation of soil
bearing pressures.
Fs
psi =
32,000
Solid Grouting
=
Yes
Load Factors--
Modular Ration'
16.11
Building Code
Equiv. Solid Thick.
in=
11.63
Dead Load
1.200
Masonry Block Type
=
Live Load
1.600
Masonry Design Method
=
ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
f'c
psi =
Seismic, E
1.000
Fy
psi =
ASD
eaoFESS /0N
%I otJ r Fa
c� m STI m
W pi m
NO 83660 D A
* EXP 03/31/2025
iP)�r C IV �� v
F OF CA0F�
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: beazer homes_cantera_la quinta.ec6
I C4 : 4(VV-06016003. Bulld:20M;2.14 ORCO BLOCK COMPANY INC (0) EI-ERCALC INC 1983-2022
DESCRIPTION: (06c) Pilaster w/4' ret
Footing Data
Toe Width =
1.00 ft
Heel Width =
2.25
Total Footing Width =
3.25
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
f'c = 2,500 psi Fy
= 60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00
@ Btm: 3.00 in
Footing Design Results
Toe: phiMn = ph"5'lambda`sgrt(fc)'Sm
Heel: phiMn = ph'5'lambda'sgrt(fc)`Sm
Key: No key defined
0 psf
25 ft-#
801 ft-#
776 ft-# OK
,500 ft-#
6.62 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
Toe Heel
Factored Pressure
= 1,670
Mu': Upward
= 729
Mu': Downward
= 187
Mu: Design
= 542 OK
phiMn
= 2,500 2
Actual 1 -Way Shear
= 8.99
Allow 1 -Way Shear
= 40.00 4
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Footing Torsion, Tu
= 0.
Footing Allow. Torsion,
phi Tu = 0.
If torsion exceeds
allowable, provide
supplemental design
for footing torsion.
Other Acceptable
Sizes & Spacinos
Toe: phiMn = ph"5'lambda`sgrt(fc)'Sm
Heel: phiMn = ph'5'lambda'sgrt(fc)`Sm
Key: No key defined
0 psf
25 ft-#
801 ft-#
776 ft-# OK
,500 ft-#
6.62 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
0.84 int
Min footing T&S reinf Area per foot
0.26 in2 ift
Ii ane layer of horizontal bars:
If two lavers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
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11 011100
Cantilevered Retaining Wall
LICE - KW -06016003, Build:20,23.2.14
DESCRIPTION: (06c) Pilaster w/4' ret
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
437.5 1.67
95.5 9.44
729.2
901.4
Total 7 533.0 O.T.M. = 1,630.6
Resisting/Overturning Ratio = 1.83
Vertical Loads used for Soil Pressure = 1,559.9 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Project File: boozer homes_cantera_la quinta.ec6
(c) ENERCALC INC 1993-2622
.....RESISTING.....
Force Distance Moment
lbs ft ft-#
Soil Over HL (ab. water tbl)
575.0 2.63
1,509.4
Soil Over HL (bel. water tbl)
2.63
1,509.4
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 =
57.5 0.50
28.8
Surcharge Over Toe =
Stem Weight(s) =
439.9 1.50
659.9
Earth @ Stem Transitions =
Footing Weight =
487.5 1.63
792.2
Key Weight =
Vert. Component =
Total =
1,559.9 lbs R.M.=
2,990.2
Axial live load NOT included in
total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.181 in
I lie above calculation is not valid if the heel sail boring pressure exceeds that of the Joe
because the wall would then tend to ratale into the retained soil.
QaoFEssroN
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W 63660
* E%P 03mao25
119r C I V `L ¢CNV
E OF CAL�F�
Cantilevered ReWining Wall
LIC# : KW -06016003, Build:20.23.2.14
DESCRIPTION: (06d) Pilaster w/5' ret
Code Reference.
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height =
5.00 ft
Wall height above soil =
6.67 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
Water height over heel =
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
(Strength Level)
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
126.7 #/ft
...Height to Top =
9.94 ft
...Height to Bottom =
8.94 ft
Load Type =
Seismic (E)
Adjacent Footing Load =
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
0.00 in
Project File: beater homes_cantera_la qulnta.ec6
(C) ENERCALC INC 1983.2022
PROFESS/0
--ieRDU C
w
a. DIS
NO. 83660
k EXP. 03/31/2025 * .
S4 CIV l4
TF OF CA41ffl4
iI
Wp�l
l
Adjacent Footing Load
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type Spread Footing
Base Above/Below Soil
_
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
PROFESS/0
--ieRDU C
w
a. DIS
NO. 83660
k EXP. 03/31/2025 * .
S4 CIV l4
TF OF CA41ffl4
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14
DESCRIPTION: (06d) Pilaster w/5' ret
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: beazer homes_cantera_la quinta.ec6
ORCO BLOCK COMPANY INC (c) ENERCALC INC 1983-2022
Design Summary
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft =
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Masonry
Overturning —
1.87 OK
Design Method
=
ASD
ding
1.40 Ratio < 1.5!
Thickness
=
12.00
Stability =
2.33
Rebar Size
=
# 4
;Global
Rebar Spacing
=
16.00
tal Bearing Load =
1,958 lbs
Rebar Placed at
=
Edge
ecc. =
9.34 in
Design Data
V ...resultant
•. Eccentricity outside middle third
fb/FB + fa/Fa
_
0.464
p i Soil Pressure @ Toe =
1,343 psf OK
Total Force @ Section
AM Soil Pressure @ Heel =
0 psf OK
Service Level
lbs =
526.2
Allowable =
2,667 psf
Strength Level
lbs =
Soil Pressure Less Than Allowable
Moment.... Actual
ACI Factored @ Toe
1,880 psf
Service Level
ft-#=
1,566.2
ACI Factored @ Heel
0 psf
Strength Level
ft-# =
Footing Shear @ Toe =
10.7 psi OK
Moment..... Allowable
=
3,371.6
Footing Shear @ Heel =
8.6 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
3.8
Sliding Calcs
Strength Level
psi =
Lateral Sliding Force =
718.7 lbs
Shear..... Allowable
psi =
51.3
less 100% Passive Force -
222.8 lbs
Anet (Masonry)
in2 =
139.50
less 100% Friction Force -
783.0 lbs
Wall Weight
psf =
38.6
Added Force Req'd =
0.0 lbs OK
Rebar Depth 'd'
in=
9.00
....for 1.5 Stability =
72.2 lbs NG
Masonry Data
Vertical component of active lateral
soil pressure IS NOT
f'm
psi =
2,000
considered in the calculation of soil
bearing pressures.
Fs
psi =
32,000
Solid Grouting
Yes
Load Factors-----
Modular Ratio'n'
=
16.11
Building Code
Equiv. Solid Thick.
in=
11.63
Dead Load
1.200
Masonry Block Type
=
Live Load
1.600
Masonry Design Method
=
ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
f'c
psi =
Seismic, E
1.000
Fy
psi =
ASD
Q,pFESS 10N
RDU
w
Imo,_ n1 -
NQ. 83660
1r EXP. 03/31/2025
sq C'V,L `V
re OF CAL 'I
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File; beater homes_canteraJa quinta.ec6
LICK: KW•06016003. Build 20.23.2.14 ORCO BLOCK COMPANY INC
(c) ENERCALE fT+fC 1993-ZQ7.2
DESCRIPTION: (06d) Pilaster w/5' ret
Footing Data
Toe Width =
1.00 ft
Heel Width =
2.50
Total Footing Width =
3.50
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
5.00 in
Key Distance from Toe =
1.00 ft
f'c = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe: phiMn = ph"5'lambda`sgrt(fc)'Sm
Heel: phiMn = ph'5'lambda'sgrt(fc)'Sm
Key: phiMn = phi"5'lambda'sgrt(fc)'Sm
0 psf
83 ft-#
,305 ft-#
,222 ft-# OK
,500 ft-#
8.62 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
Toe Heel
Factored Pressure
= 1,880
Mu': Upward
= 833
Mu': Downward
= 187 1
Mu: Design
= 646 OK 1
phiMn
= 2,500 2
Actual 1 -Way Shear
= 10.71
Allow 1 -Way Shear
= 40.00 4
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Footing Torsion, Tu
= 0.
Footing Allow. Torsion,
phi Tu = 0.
If torsion exceeds
allowable, provide
supplemental design
for footing torsion.
Other Acceptable
Sizes & Soacinas
Toe: phiMn = ph"5'lambda`sgrt(fc)'Sm
Heel: phiMn = ph'5'lambda'sgrt(fc)'Sm
Key: phiMn = phi"5'lambda'sgrt(fc)'Sm
0 psf
83 ft-#
,305 ft-#
,222 ft-# OK
,500 ft-#
8.62 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
0.91 in2
Min footing T&S reinf Area per foot
0.26 in2 /ft
If one laver of horizontal pars:
if two lavers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
Project File: beazer homes_cantera_la quinta.ec6
(.ICO: KW.06016{]03, Bulid:2023.2.14 ORCO BLOCK COMPANY INC
(c) ENERCALC INC 1983-202?
DESCRIPTION: (06d) Pilaster w/5' ret
Summary of Overturning & Resisting (Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance oment
M
Force Distance
Moment
Item lbs ft ft-#
lbs ft
ft-#
HL Act Pres (ab water tbl) 630.0 2.00 1,260.0
Soil Over HL (ab. water tbl)
862.5 2.75
2,371.9
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
2.75
2,371.9
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 =
Axial Dead Load on Stem =
Added Lateral Load = 88.7 10.44 925.7
Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe =
57.5 0.50
28.8
-
Surcharge Over Toe =
Stem Weight(s) =
450.1 1.50
675.2
Earth @ Stem Transitions =
Total 718.7 O.T.M. = 2,185.7
Footing Weight =
525.0 1.75
918.8
Key Weight =
62.5 1.50
93.8
Resisting/OverturnIng Ratio = 1.87
Vert. Component =
Vertical Loads used for Soil Pressure = 1,957.6 lbs
Total =
1,957.6 lbs R.M.=
4,088.3
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 Wail due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.207 in
The above calculation is riot valid it the heel soli bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
eRofessra
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N0. 83660 ID
* EXP 03/31/2025
sT4r C I V
E OF CA0FO
#4 VERTICAL DROP-IN
BARS @ 16" 0/C AND -
EA. CORNER
#4 TIES @24' 0/C
STEEL POST
PER L. S. PLANS
#4 DOWELS W/ 24'
MIN. EXTENSION INTO
CMU. @ l6" 0/C
J 33'
B"
6
v
/8" 0
ORCO EN TR Y GA TE PILASTER
FOR 1/0 MPH EXPOSURE C WIND CONDITIONS
CAPPER L. S. PLANS
VOID AREA
DO NOT
GROUT
32" SQ.
■
#4 BARS
@ 9" 0/C
EACH WAY
3" CLR
(4) #5 VERTS W/
#3 LOOP TIES @
l0' 0/C
4'-I0' SQ. FOOTING
DESIGN CRITERIA PER THE 2012 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE= 2000 PSF + j INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE= 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
5. REINFORCING STEEL : GRADE 60
6. MASONRY COMPRESSION STRENGTH, f',,, = 2000 PSI.
GENERAL NOTES:
1, CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90,
NORMAL WEIGHT.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2
PARTS SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2
GALLONS OF WATER PER SACKK, PORTLAND CEMENT SHALL
CONFORM TO ASTM C 150 TYPE II/V. Fc = 1500 PSI
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 ITIS LOCATED.
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN
WITH VERTICAL CONTINUITY OF THE CELLS UNO.
6. ALL BLOCK CELLS SHALL BE SOLID GROUTED.
7. USE TYPE S MORTAR PROPORTIONED USING ASTM C 270 PART
CEMENT TO 1/2 PART LIME TO 4-1/2 PARTS DAMP, LOOSE SAND.
B. 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 CONDITIONS ARE FAVORABLE AND
BLOCK UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD
GROUT FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD
GROUT FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS.
9, BLOCK STEM MAY BE WET -SET 1-112" INTO THE FOOTING WHILE
THE CONCRETE IS PLASTIC BLOCK STEM MAY BE PLACED TO
l3" 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 CONCRETEAND ALL REQUIRED STEEL IS TIED IN PLACE.
SECOND INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN
PLACE AND THE BLOCK WALL 15 READY TO GROUT.
12. PROVIDE EXPANSION/CONTROL JOINT EACH SIDE OF PILASTER
WHEN INTERSECTING BLOCK WALLS OCCUR.
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
DETAIL #71
6E"ER HOME
CANTERA @ CORAL MOUNTAIN
TRACT No. 31249
LA QUINTA, CALIFORNIA
NOTE: DIMENSIONS ARE NOT TO SCALE.
e�LpFESSION
3�RDOG
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fn m
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N0. 83660
* EXP. 03/3//2025
F OF CA`s 0
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: beazer homes-cantera_la quinta.ec6
LIC# : KW -06016003, Build: 20.23.2.14 OFICO B DC C COMPANY INC (c) BN&ICALC INC 1983.2022
DESCRIPTION: (07) 32" Pilaster
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height =
0.33 ft
Wall height above soil =
7.50 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
Water height over heel =
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
Spread Footing
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
834.2 #/ft
...Height to Top =
5.83 ft
...Height to Bottom =
4.83 ft
Load Type =
Seismic (E)
(Strength Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
Adjacent Footing Load
Adjacent Footing Load
= 0.0 lbs
Footing Width
= 0.00 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 0.00 ft
Footing Type
Spread Footing
Base Above/Below Soil
at Back of Wall
= 0.0 ft
Poisson's Ratio
- 0.300
"QROFESSIOk
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W. D M
N0. 83660
* EXP 03/31/2025
S 4l C / V F�`p
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Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (07) 32" Pilaster
Project File. bearer homes-cantera_;a qulnta.ec6
(c) ENERCALC INC 1983.2022
ASD
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01
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*
EXP. 03/31/2025
STS C r V
rF of CNS- itl¢
Design Summary
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft=
0.00
Wall Stability Ratios
Wall Material Above "Ht"
-
Masonry
Overturning =
1.28 Ratio < 1.5!
Design Method
=
ASD
Sliding =
1.38 Ratio < 1.5!
Thickness
=
16.00
Global Stability
5.02
Rebar Size
# 4
Rebar Spacing
=
16.00
Total Bearing Load =
1,955 lbs
Rebar Placed at
28 in
V ...resultant ecc. =
22.53 in
Design Data -
0 `
Eccentricity outside middle third
fb/FB + fa/Fa
=
0.288
4
Soil Pressure @ Toe =
2,400 psf OK
Total Force @ Section
Soil Pressure @ Heel =
0 psf OK
Service Level
lbs =
585.9
4�
Allowable =
2.667 psf
Strength Level
lbs =
`
Soil Pressure Less Than Allowable
Moment.... Actual
ACI Factored @ Toe
3,360 psf
Service Level
ft-#=
3,114.4
ACI Factored @ Heel
0 psf
Strength Level
ft-# =
Footing Shear @ Toe =
19.1 psi OK
Moment..... Allowable
=
10,778.3
Footing Shear @ Heel =
3.5 psi OK
Allowable =
75.0 psi
Shear..... Actual
Service Level
psi =
3.1
Sliding Calcs
Strength Level
psi =
Lateral Sliding Force =
614.9 lbs
Shear..... Allowable
psi =
52.0
less 100% Passive Force -
64.8 lbs
Anet (Masonry)
in2 =
187.50
less 100% Friction Force =_ -
782.1 lbs
Wall Weight
psf =
138.3
Added Force Req'd =
0.0 lbs OK
Rebar Depth 'd'
in=
28.00
....for 1.5 Stability =
75.5 lbs NG
Masonry Data
Vertical component of active lateral
soil pressure IS
f'm
psi =
2,000
considered in the calculation of soil
bearing pressures.
Fs
psi =
32,000
Solid Grouting
=
Yes
Load Factors
Modular Ratio 'n'
-
16.11
Building Code
Equiv. Solid Thick.
in=
15.63
Dead Load
1.200
Masonry Block Type
=
Live Load
1.600
Masonry Design Method
=
ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
f'c
psi =
Seismic, E
1.000
Fy
psi =
ASD
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N0. 83660 >
*
EXP. 03/31/2025
STS C r V
rF of CNS- itl¢
Cantilevered Retaining Wall
I_ICN : KW.66016003. Build:26.23.2.14
DESCRIPTION: (07) 32" Pilaster
Footing Data
Toe Width =
1.75 It
Heel Width =
3.08
Total Footing Width =
4.83
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
Pc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: beazer homes_cantera_la quinta.ec6
❑RCO BLOCK 001APANY INC (c) ENERCALC INC 198M022
Footing Design Results
Toe: phiMn = ph*5*lambda*sgrt(fc)*Sm
Heel: phiMn = ph*5*lambda*sgrt(fc)*Sm
Key: No key defined
0 psf
0 ft-#
517 ft-#
517 ft-# OK
,500 ft-#
3.48 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
Toe Heel
Factored Pressure
= 3,360
Mu': Upward
= 3,290
Mu': Downward
= 478
Mu: Design
= 2,812 NG
phiMn
= 2,500 2
Actual 1 -Way Shear
= 19.12
Allow 1 -Way Shear
= 40.00 4
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Footing Torsion, Tu
= 0.
Footing Allow. Torsion,
phi Tu = 0.
If torsion exceeds
allowable, provide
supplemental design
for footing torsion.
Other Acceptable
Sizes & SDacinas
Toe: phiMn = ph*5*lambda*sgrt(fc)*Sm
Heel: phiMn = ph*5*lambda*sgrt(fc)*Sm
Key: No key defined
0 psf
0 ft-#
517 ft-#
517 ft-# OK
,500 ft-#
3.48 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
1.25 in2
Min footing T&S reinf Area per foot
0.26 in2 At
If one laver of horizontal bars:
If two lavers of horizontai bars:
#4@ 9.26 in
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
Qgof>ssro
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NO. 83660
* EXP 03/31/2025 yt
qr C ! V 1 v
P OF C-m-1FQ ¢
Cantilevered Retaining Wall
LICY : KW06016003, Build:20.23 2.14
DESCRIPTION: (07) 32" Pilaster
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... M
Force Distance oment
Item lbs ft ft-#
HL Act Pres (ab water tbl) 31.0 0.44 13.7
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load = 583.9 6.33 3,698.1
Load @ Stem Above Soil =
Total 614.9 O.T.M. = 3,711.9
Resisting/Overturning Ratio = 1.28
Vertical Loads used for Soil Pressure = 1,955.2 lbs
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Project File: beazer homes cantera__la quinta.ec6
(c) ENERCALC INC 1983-2022
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 Q Stem Transitions =
Footing Weight =
Key Weight =
.....RESISTING.....
Force Distance
lbs ft
66.4 3.96
3.96
67.1
0.88
1,082.5
2.42
725.0
2.42
Moment
ft-#
262.8
262.8
58.7
2,616.0
1,751.8
Vert. Component = 14.3 4.83 69.0
Total = 1,955.2 lbs R.M.= 4,758.4
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 150.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.180 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.
p�OFE55�ON
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NO 83660 D
* EXP 03/31/2025
sqr
IV %\-
F Of LAL'�O
Lo1e Footing Embedded in Soil
LIC# : KW -06016003, Build: 20.23.2.14
DESCRIPTION: (07) gate post footing
Code References
Calculations per IBC 2021 1807.3, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Pole Footing Shape Circular
Pole Footing Diameter ......... 18.0 in
Calculate Min. Depth for Allowable Pressures
Lateral Restraint at Ground Surface
Allow Passive ................ 250.0 pcf
Max Passive ................. 2,500.0 psf
Controlling Values
Governing Load Combinati®p+0.70E
Lateral Load 2.726 k
Moment 9.804 k -ft
Restraint @ Ground Surface
Pressure at Depth
Actual 1,168.83 psf
Allowable 1,218.75 psf
Surface Retraint Force 6,999.54 lbs
Minimum Required Depth 4.875 ft
Footing Base Area 1.767 ft^2
Maximum Soil Pressure 0.0 ksf
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Point Load
Distributed Load
Project File: beazer cantera pole calcs.ec6
(c) ENERCALC INC 1983-2022
Soil Surface
■10'
•
� D,tmret
6'
6 MMoment
42°
n=AA7ft -1 Oft=387 ft 6501b D
0
io
Surface Latet!ral Restraint
N
0
Applied Loads
-
Load Combination
Loads - (k)
Moments - (ft -k)
Lateral Concentrated Load (k)
Lateral Distributed Loads
(kl
_
Applied Moment (kft)
Vertical Load (k)
6.136
+D -0.60W
0.419
0.368
+D+0.450W
D : Dead Load 0.5420 k
5.415
k/ft
k -ft
k
Lr: Roof Live k
1.286
k/ft
k -ft
k
L : Live k
+D+0.70E
k/ft
k -ft
k
S : Snow k
3.300
k/ft
k -ft
k
W: Wind k
0.2670
k/ft
k -ft
k
E : Earthquake k
k/ft
k -ft
k
H : Lateral Earth k
k/ft
k -ft
k
Load distance above TOP of Load above ground surface
around surface 6.0 6.0
Lateral Dead Load was BOTTOM of Load above ground surface
applied @6' height
Load Combination Results
ft MMMen,= (6501b)(10ft/2) = 3.25 kips -ft
DLateral Deed Lead = (3.25kips-ft / 6ft) = 0.542 kip
ft WWindLoad= 26.7psf (1 Oft) = 0.267 kips/ft
ESelwic Lead = (0 .80)(6501b) = O.524 Id ft
Required Pressure at Depth Soil Increase
Depth - (ft) Actual - (psf) Allow - (psf) Factor
3.38 808.9 843.8 1.000
4.13 1,021.7 1,031.3 1.000
1.63 395.3 406.3 1.000
4.00 958.9 1,000.0 1.000
2.38 547.2 593.8 1.000
3.88 912.3 96 Pe s s / o 1.000
2.25 521.8 4tio JADUCCNfPA00
4.88 1,168.8 �� -18.8
3.38 820.9 co m 84 140 m
a o M I.
N0. 83660 D
* EXP- 03/31/2025
V
rF 9F C A01094
Forces @ Ground Surface
Load Combination
Loads - (k)
Moments - (ft -k)
D Only
0.542
3.252
+D+0.60W
1.503
6.136
+D -0.60W
0.419
0.368
+D+0.450W
1.263
5.415
+D -0.450W
0.179
1.089
+0.60D+0.60W
1.286
4.835
+0.60D -0.60W
0.636
0.932
+D+0.70E
2.726
9.804
+D -0.70E
1.642
3.300
ft MMMen,= (6501b)(10ft/2) = 3.25 kips -ft
DLateral Deed Lead = (3.25kips-ft / 6ft) = 0.542 kip
ft WWindLoad= 26.7psf (1 Oft) = 0.267 kips/ft
ESelwic Lead = (0 .80)(6501b) = O.524 Id ft
Required Pressure at Depth Soil Increase
Depth - (ft) Actual - (psf) Allow - (psf) Factor
3.38 808.9 843.8 1.000
4.13 1,021.7 1,031.3 1.000
1.63 395.3 406.3 1.000
4.00 958.9 1,000.0 1.000
2.38 547.2 593.8 1.000
3.88 912.3 96 Pe s s / o 1.000
2.25 521.8 4tio JADUCCNfPA00
4.88 1,168.8 �� -18.8
3.38 820.9 co m 84 140 m
a o M I.
N0. 83660 D
* EXP- 03/31/2025
V
rF 9F C A01094
Project Title:
Engineer:
Project ID:
Project Descr:
Pole Footing Embedded In Soil
Project File: beazer cantera pole calcs.ec6
LIC# : KW.06016003. Build:20.23.2.14
ORCO BLOCK COMPANY INC
(c) ENERCALC INC 1983-2022
DESCRIPTION: (07) gate post footing
+D+0.5250E
2.180
8.166
4.63
1,081.6
1,156.3 1.000
+13-0.5250E
1.096
1.662
2.75
622.7
687.5 1.000
+0.60D+0.70E
2.509
8.503
4.63
1,126.3
1,156.3 1.000
+0.60D -0.70E
1.859
4.601
3.75
927.0
937.5 1.000
QpoFESS/nN
S
0 N0, 83660 A
EXP 03/31/2025
s 1? C IV l ¢acv
E OF cm -,F
ORCO ENTRY MONUMENT PILASTER
FOR //0 MPH EXPOSURE C WIND CONDI TIONS
1.90TE: DIMENSIONS ARE NOT TO SCALE.
32' (TOP SEGMENT)
/—r r
PIGN CRITERIA PER THE 2022 CBC:
I LLOWABLE SOIL BEARING PRESSURE = 2000 PSF + i INCR. FOR
HIND/SEISMIC PER SOILS REPORT.
QUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
I LLOWABLE LATERAL PASSIVE PRESSURE = 150 PCF PER SOILS REPORT.
GROUT STRENGTH = 2000 PSI @ 28 DAYS.
!EINFORCING STEEL . GRADE 60
WONRY COMPRESSION STRENGTH, f', = 2000 PSI.
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
NORMAL WEIGHT.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2
PARTS SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2
GALLONS OF WATER PER SACK. PORTLAND CEMENT SHALL
CONFORM TO ASTM C 150 TYPE HIV. Fc = 2500 PSI
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 LOC4TED.
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN
WITH VERTICAL CONTINUITY OF THE CELLS UNO.
6. ALL BLOCK CELLS SHALL BE SOLID GROUTED.
7. USE TYPE S MORTAR PROPORTIONED USING ASTM C 270 PART
CEMENT TO 1/2 PART LIME TO 4-112 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 CONDITIONS ARE FAVORABLE AND
BLOCK UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD
GROUT FLOW). WATER SHALL BEADDED TO PRODUCE GOOD
GROUT FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS.
9. BLOCK STEM MAY BE WET -SET 1-112" 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 ALL REQUIRED STEEL IS TIED IN PLACE.
SECOND INSPEC17ON TO BE WHEN THE REQUIRED VERTICAL IS IN
PLACE AND THE BLOCK WALL IS READY TO GROUT.
11. PROVIDE EXPANSION/CONTROL JOINT EACH SIDE OF PILASTER
WHEN INTERSECTING BLOCK WALLS OCCUR.
ORCO 88/6 CMU (TOP SEGMENT)
AND 128/6 CMU (BOTTOM SEGMENT)
BLOCK CELLS TO BE SOLID
GROUTED ONLY.
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
#4 TIES
024' 0/C
DETAIL #
#4 VERT ®
16" 0/C AND BEAZER HOMES
Q//e'� m
7
EA. CORNER GANTERA @a CORAL MOUNTAIN
NO. 83660 D
* EXP. 03/3//2025
T
TRACT No. 31249
LA QUINTA, CALIFORNIA
s�4 C 1 V
TF
OF cm_xF
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LTC# : KW•66016668, Buitd:26.03:2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (08) Entry monument pilaster
Code Reference
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
= 868.6 #/ft
Soil Data
= 5.28 ft
Retained Height =
0.33 ft
Allow Soil Bearing
= 2,666.6 psf
Wall height above soil =
6.67 ft
Equivalent Fluid Pressure Method
at Back of Wall
Active Heel Pressure
= 35.0 psf/ft
Slope Behind Wall :•
0.00
Height of Soil over Toe
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
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 = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Lateral Load Applied to Stem
Lateral Load
= 868.6 #/ft
...Height to Top
= 5.28 ft
...Height to Bottom
= 4.28 ft
Load Type
= Seismic (E)
Footing Type
(Strength Level)
Wind on Exposed Stem = 0.0 psf
(Strength Level)
Project File: beazer homes_cantera_la quin1a.ec6
(c) ENutdAw INC 1983.2022
Adjacent Footing Load
Adjacent Footing Load
= 0.0 lbs
Footing Width
= 0.00 ft
Eccentricity
= 0.00 in
Wall to Fig CL Dist
= 0.00 ft
Footing Type
Spread Footing
Base Above/Below Soil
at Back of Wall
_ 0.0 ft
-
Poisson's Ratio
- 0.300
.e%ofESS/pH
yERDU fi
w�
w m
N0. 83660
tF EXP. 03/31/2025
V
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: beazer homes_cantera_la quinta.ec6
LEC# : KW -06018008, Bulld:20.23.2.14 ORCO BLOCK COMPANY INC [c] ENERCALC INC 1983-2022
DESCRIPTION: (08) Entry monument pilaster
ASD
ISOFESS/OH
4'0 �f9DU
�.4`
❑7 Cn m
w � rni
� nIA
NO 83660
* EXP 03/31/2025
nT4 CrV L v
T�
OF CA11F044
Design Summary
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft=
0.00
Wall Stability Ratios
Wall Material Above "Ht"
-
Masonry
Overturning -
1.36 Ratio < 1.51
Design Method
=
ASD
Sliding =
1.38 Ratio < 1.5:
Thickness
=
16.00
Global Stability =
5.25
Rebar Size
=
# 4
Rebar Spacing
=
16.00
Total Bearing Load =
2,042 lbs
Rebar Placed at
=
28 in
...resultant ecc. =
20.48 in
Design Data
Eccentricity outside middle third
fb/FB + fa/Fa
-
0.269
V , V Soil Pressure @ Toe =
2,156 psf OK
Total Force @ Section
Soil Pressure @ Heel =
0 psf OK
Service Level
lbs =
609.9
,In
Allowable =
2,667 psf
Strength Level
lbs =
Sail Pressure Less Than
Allowable
Moment.... Actual
ACI Factored @ Toe =
3,018 psf
Service Level
ft -4 =
2,904.6
0
ACI Factored @ Heel =
0 psf
Strength Level
ft -# _
Footing Shear @ Toe =
20.0 psi OK
Moment..... Allowable
=
10,778.3
Footing Shear @ Heel =
3.3 psi OK
Allowable =
75.0 psi
Shear..... Actual
Service Level
psi =
3.3
Sliding Calcs
Strength Level
PSI =
Lateral Sliding Force =
639.0 lbs
Shear..... Allowable
psi =
52.2
less 100% Passive Force
64.8 lbs
Anet (Masonry)
in2 =
187.50
less 100% Friction Force s -
816.8 lbs
Wall Weight
psf =
171.5
Added Force Req'd =
0.0 Ibs OK
Rebar Depth 'd'
in=
28.00
....for 1.5 Stability =
76.8 lbs NG
Masonry Data
Vertical component of active lateral soil pressure IS
f'm
psi =
2,000
considered in the calculation of soil
bearing pressures.
Fs
psi =
32,000
Solid Grouting
=
Yes
Load Factors
Modular Ratio 'n'
=
16.11
Building Code
Equiv. Solid Thick.
in=
15.63
Dead Load
1.200
Masonry Block Type
=
Live Load
1.600
Masonry Design Method
=
ASD
Earth, H
1.600
Concrete Data _
Wind, W
1.000
ft
psi =
Seismic, E
1.000
Fy
psi =
ASD
ISOFESS/OH
4'0 �f9DU
�.4`
❑7 Cn m
w � rni
� nIA
NO 83660
* EXP 03/31/2025
nT4 CrV L v
T�
OF CA11F044
Cantilevered Retaining Wall
I IG# : KW06016003, 6uIId:20.23.2.14
DESCRIPTION: (08) Entry monument pilaster
Footing Data
Toe Width =
1.67 ft
Heel Width =
3.00
Total Footing Width =
4.67
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,500 psi Fy
= 60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00
@ Btm: 3.00 in
Project Title:
Engineer:
Project ID:
Project Descr:
ORCO BLOCK COMPANY INC
Footing Design Results
Project File: beazer homes_cantera_la quinta.ec6
(c) ENERCALC INC 1983-2022
Toe: phiMn = ph'5'lambda'sgrt(fc)`Sm
Heel: phiMn = ph'5"lambda`sgrt(fc)'Sm
Key: No key defined
0 psf
0 ft-#
477 ft-#
477 ft-# OK
,500 ft-#
3.32 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
Toe Heel
Factored Pressure
= 3,018
Mu': Upward
= 2,955
Mu': Downward
= 440
Mu: Design
= 2,515 NG
phiMn
= 2,500 2
Actual 1 -Way Shear
= 20.00
Allow 1 -Way Shear
= 40.00 4
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Footing Torsion, Tu
= 0.
Footing Allow. Torsion,
phi Tu = 0.
If torsion exceeds
allowable, provide
supplemental design
for footing torsion.
Other Accevtable
Sizes & Spacings
Toe: phiMn = ph'5'lambda'sgrt(fc)`Sm
Heel: phiMn = ph'5"lambda`sgrt(fc)'Sm
Key: No key defined
0 psf
0 ft-#
477 ft-#
477 ft-# OK
,500 ft-#
3.32 psi
0.00 psi
00 ft -lbs
00 ft -lbs
Min footing T&S reinf Area
1.21 in2
Min footing T&S reinf Area per foot
0.26 in2 /ft
If one la er of horizontal bars:
II two lavers of horizontal bars:
#4@ 9.26 in
#4@ 18.52 in�
#5@ 14.35 in
#5@ 28.70 in
#6@ 20.37 in
#6@ 40.74 in
�p.OFESSION
�SRpiJ F
cl
NO. 83660
* EXP.. 03/31/2025 * .
V,L ¢v
OP C41.\Io
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW -06016003, Build:20.23.2.14 ORCO BLOCK COMPANY INC
DESCRIPTION: (08) Entry monument pilaster
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... M
Force Distance oment
Item lbs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
31.0 0.44
608.0 5.78
13.7
3,512.4
Total _ 639.0 O.T.M. = 3,526.1
Resisting/OverturnIng Ratio = 1.36
Vertical Loads used for Soil Pressure = 2,042.0 lbs
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Project File: beazer homes _cantera_la quinta.ec6
(c) ENERCALC INC 1983.2022
.....RESISTING.....
Force Distance Moment
lbs ft ft-#
Soil Over HL (ab. water tbl)
63.3
3.83
242.5
Soil Over HL (bel. water tbl)
3.83
242.5
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 =
63.9
0,83
53.3
Surcharge Over Toe =
Stem Weight(s) =
1,200.5
2.33
2,801.6
Earth Q Stem Transitions =
Footing Weight =
700.1
2.33
1,633.6
Key Weight =
Vert. Component =
14.3
4.67
66.7
Total =
2,042.0 lbs
R.M.=
4,797.5
• Axial live load NOT included in
total displayed,
or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 150.0 pci
Horizontal Defl Q Top of Wall (approximate only) 0.150 in
The above calculalton is not valid if ilia heel still bearing ressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
4Rof Ess roti,
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NO. 03660
* EXP. 03/31/2025 yt
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