BWFE2019-0199 Revision 1f., F i E RC -
Project Address: 5 L' O-80 A,, C�6r
APN #:
Applicant Name: ,J
Address: �L_,GI
City, ST, Zip:
Telephone:
Email: 1?06 ® �S+ CJv ✓o�G.Gv�-�
Property Owner's Name:
Address:
City, ST, Zip
Telephone:
Email:
PERMIT
# jL5 -F ,
PLAN LOCATION:
Project Description: Pool, Remodel, Add't, Elect, Plumb, Mech
n lal l �a,;
Valuation of Project
T Zi New Commercial / Tenant Improvements:
Total Building SE
Construction Type: Occupancy:
78495 CALLE TAMPICO
LA QUINTA, CA 92253
760-777-7000
ORCO WALL SYSTEM
STRUCTURAL CALCULATIONS
PREPARED FOR
CITY OF LA QUINTA
54-080 AVENIDA OBREGON
LA QUINTA, CALIFORNIA
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
RDUG0 �c
m
w I y' D rn
NO B3660
* EXP. 03/31/2021
C 1 V % N,
T
E OF C4�-%f
PREPARED BY
CITY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
Ld FEa,.oi Q - o / ?gI
0
i
ORCO BLOCK & HARDSCAPE %
11100 BEACH BLVD STANTON, CA.
TEL. (714) 527-2239 FAX. (714)
k
90680 3
fl0
897-1904
ORCO WALL SYSTEM FORCES PER 2016 CBC CHAPTER /6
L A (Qai An-W �_,4
WIND FORCES TO WALLS PER ASCE 7-10 SECTION 29.4
CHECK WIND FORCE CALCULATION FOR BASIC 85 MPH 8 95 MPH 3 SECOND GUST SPEED EXPOSURE C CONDITION
USING ASCE 7-10 CHAPTER 29 WIND LOADS 8 USING SECTION 29.3.2 TO FIND THE 3 SEC. VELOCITY PRESSURE OH.
QH= 0.00256 K z K ZT K D V 2 ... (29.3-1), WHERE: K z = 0.57 FOR EXP B AND K 2 = 0.85 FOR EXP C
FROM TABLE 29.3-I: KZT = 1.0 DEFAULT PER SECTION 26.8-1 8 KD = 0.85 FROM SECTION 26.6-I
THEREFORE, FOR 85 MPH 8 95 MPH 3 SEC. WIND GUST SPEED:
ON=(0.00256)(0.85)(1.0)(0.85)(I10)2 = 22.4 PSF 8 QN =(0,00256)(0.85)(1.0)(0.85)(120)2 = 26.6 PSF
NOW USING SECTION 6.5.14 FOR SOLID FREESTANDING WALLS: FN= ON G CF AS..(29.4-1), WHERE: G= 0.85 FROM SECTION 26.9.1
CF = 1.40 PER FIGURE 29.4-1 USING AVERAGE ASPECT RATIO (WALL LENGTH TO HIGTH) OF 2.
NOTE: CF RANGES FROM 1.48 FOR A 5' WIDE RETURN WALL TO l.3 FOR A 60' PANEL.
THEREFORE. FOR 110 MPH = (22.4 FSF)(0.85)0,4) A. = 26, 7 PSF. B FOR 120 MPH = (26.6 W)(G.M44) A. = 31.7 PSF:
WIND FORCE FOR EXPOSURE C CONDITIONS
V,,,,T IN MPH
I00
110
120
/30
140
1501
ON = 0.00256 Ki X, K. V` 1
18.5 PSF
22-4 PSF
26,6 PSF
J2,1 PSF
36,J PSF
41.6 PSF
wNERE K.= 0.85, K.,= 1.0, K., 0,85
F„ = WINO FORCE PER SO, FT.
Fw = Q. G C, A. PER SECTION 29,4-I
22, 0 PS
26.7 PS
3/.7 PSF
38.4 PSF
43.2 PSF
49.5 PSF
WHERE G=0.85 AND C•= 1,4 AVE,
- F. = WIND FORCE BY USING 0,60 LOAD
78
1.
BS
93
101
108
/l6
FACTOR PER CBC 1605, J./ EON 16-5,
PROJEC T S1 TE WIND ZONE: V UL T = //0 MPH EXPOSURE C
THEREFORE WIND FORCE = 2(0 , PSF <--
SEISMIC FORCES PER 2016 CBC (ASCE 7-10 SECT. 15,4.IB) e gFESSrDti
FOR NONBUILDING STRUCTURES:�-
- FREE STANDING WALLS AND PILASTERS �° Q
- PROJECT SITE CLASS D v
- FUNDAMENTAL PERIOD T GREATER THAN 0.06 SEC
CALCULATED USING EQUATION 12.8-7 AND TABLE 12.8-2 * EV, 01d1/1f>2(
CIV�1.
B QP CpLL119
PER EON. 15.4-2, SEISMIC BASE SHEAR FOR FLEXIBLE NONBUILD/NG STRUCTURES NOT SIMILAR TO BUILDINGS:
V= [(0.80)(S,)/(R/01 W , WHERE I = 1.0 8 FA = I.I FROM TABLE 11.4-1 B R = J.0 FROM TABLE 15.4.2
SEISMIC FORCE FOR I SEC. PERIOD CONDITIONS
S, FROM FIG. 22-2
60
70
1 80
1 90
1 /00
1/0
V = I(0.80)(S0,'(R/1)] W
0.22W
0.24W1.
0.25W
0.27W
I 0. 30W
0.32W
PROJEC T S1 TE SEISMIC I NFORMA TION. S I=?v S V =0. 2 y W
CMU WALL WEIGHTS PER SO. FT.
BLOCK TYPE
6' CMU W/ JOINT REINFORCEMENT
8' CMU
PILASTER
GROUTED 0 O/C
48'0/C
4010/C
3210/C
2410/C
/6'0/C
32'pIC
24'0/C
16'O/C
SOLID
SOLID
WT. PER SO„ FT.
34 PSF
35 PSF
37 PSF
39 PSF
45 PSF
48 PSF
52 PSF
60 PSF
80 PSF
160 PSF
THEREFORE SEISMIC FORCE IS: V = (D, 2 y)(3 7- PSF) = 8' , e 8 PSF
ORCO 6' HIGH WALL W/ 2'-0" - 4'--0" RETAINING
FOR 110 MPH WIND 3 SEC" GUST 0) EXP C
DESIGN CRITERIA PER 20I6 GW
1. SOIL BEARING PRESSURE -1500 PSF + V3 INCR. FOR WIND
OR SEISMIC EQUIVALENT FLUID PRESSURE = 45 PCFPER TABLE
OPTB7NA4 FLAT CAP 161CM-1
Z ALLOWABLE LATERAL PASSIVE PRESSURE =150 PM
3. GROUT STRENGTH - 2000 PSI @ 28 DAYS.
4. RETAFORCNGSTEEL . GRADE 60,
5. 5EISMIC - 15EC. ACCELERATION a 70%.
6. 2000 PSI MASONRY COMPRESSION STRENGTH.
ORCO 6816, 6616, OR 6618 LALU NOTES:
GROUTED ONLY @ VERT STEEL
SPECUL JNSPECTTON NOTE:
PROVIDE LEVEL LT SPECIAL IN5FECTI0N PER
TMS 402-131ACI 530-13/ASCE 6-13 TABLE 3.1.2
OF THE MASONRY STEM PRIOR TO GROUTING
TO VERIFY GRADE, SIZE AND PROPER
PLACEMENT OF RQNFORCE MEDVT AND TO
ENSURE THE GROUT SPACE IS THE PROPER
SIZE WITHOUT OBSTRUCTION 07HER THAN
NORMAL MORTAR FINS.
o� DROP -IN BAR @32"0/C.
PROVIDE 24"LAP INTO 8' CMU.
F6STDJOINT REINFORCEMENT
24" O/C (3 PLACES). USE I'5 M.
FOR SLUMP BLOCK.
NOTE.' PROVIDE #4 DOWEL N
#4 DROP -IN SAR AT EACH
SIDE OF CONTROL JOINTS,
ENDS OF WALLS AND (A WALL
HEIGHT CHANGF-S
,1'4 HORZ CON7 0 24" O/C
LEVEL BACKFTLL W/GRANULAR
B40CFTLL SOIL COMPACTED TO
MIN. 90% RELATIVE COMPACTION
PER A57N 1557-D.
� C DOWEL
�,— ® EDGE OF8" CMU
2'Q.0L
�•y I I
�w-
40Da SOR 35 PE RF PIPE W/
I OF. 314"GRAVEL WRAPPED
EA
W/MIC-S
FABRIC -SLOPE 7D
OPE ODU
DRAIN.
WATERPROOF B4OWDEOF
RETAINING WALL.
1. CONCRETE BLOCK SHALL CONFORM TO ASTM C 90. ORCO STD,
FREOSLOV, SPLIT FACF, OR SLUMP BLOCK MAY BE USED.
Z CONCRETE FOR F0077NG SHALL BE I PART CEMENT TO 2-112
PARTS SAND TO 3-112 PARTS GRAVEL WITHA MAXIMUM OF 1-1/2
G4LLONS OF WATER PER SACK. PORTLAND CENUffSHALL CONFORM
TO ASIM C 150 TYPEIl/V. FC - 2500 PST
3. RENFORCING STEEL SHALL BE DEFORMED AND CONFORM TO
ASTMA 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4. RaW SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN
WHICHIFISLOCATED.
5. CONCRETE BLOCKSTNLL BE DYED IN A STACK BOND PATTERN
WITH VERTICAL CONTINUITY OF THE CELLS UNO.
6. ALL BLOCK CELLS CONTAINING VER77CAL RE94R SHALL BE SOLID
GROUTED.
7, USE OSP TYPES MORTAR PROPOR77ONED USING ASTM C270. 1
PART CEMENT 70 412 PART LIME TO 4.1/2 PARTS O4MP, LOOSE
SAND.
B GROUT FOR CONCRETE BLOCK TO BE 1 PART CEMENT TO 3
PARTS SAND (GROUT MAYCONTAIN2 PARTS 3/8"PF4 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 PLOW W THOUT
SEGREGATION OF THE CONZWENTS PER ASTM 476.
9. BLOCTCSTEM MAY BE WET -SET 1-1/2"INTO THE F0077NG WHILE
THE CONCRETE IS PUMC. BLOCK STEM MAY BE PLACED TO
EITHER EDGE OF THE TWVCL TYPE FOOTING.
10. F007ING MUST BE POURED ON OR INTO LWDISIURBE3D
NATURAL SOIL OR ON COMPACTED FILL WITHA MINIMUM
COMPACTION OF 90%.
11. FIRSF INSPECTION TO BE AFTER FOOTING TRENCHES ARE
READY FOR COWUMANDAll. REQUIRED 57M IS TIED IN PUCE.
SECOND INSPECT70N TO BE WHEN THE REQUIRED VERTICAL IS IN
PLACEAND THE BLOCK WALL IS READY TO GROUP
12. MAXIMUM CONTROL JOINFSPACNG; 40' Q? OR 20' 01CIFTHE
WALLIS TO BE STUCCO COATED,
I 04 HORZ. CONT. @ 12' 0/C
TOPAND BOTTOM AS SHOWN
N4 KEY DOWEL @ 32" O/C ]'
IN 34"AND HIGHER
12" 12"
NOTE. DIMENSIONS ARE NOT TO SCALE.
'A'
'B'
'C I DOWEL
'K'
2'-0"
2'-3'
#4032' 0/C�33"
5"
2l'
2'-8'
2'-6"
ti9,32' 01CJ4/.
I
9'
2'-9"
#t4616' 0/C I49'
J
l3•
27•
4'-0"
3'-D"
#4016' 0/C I57`
J
l8"
30,
2 5,1" MIN, CLEAR CELL
OPEN REQUIRED TO USE
6616 SLUMPED C NU.
Ly =
ORCO WDE CELL SLUMP
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
P 4
rn
CITY OF IA QUINTA * EXP. 03/31/2021 yt
54-080 AVENIDA OBREGON s �v
LA QLIINTA, CALMORNM ��TP C ! V 1
OF ce��
Project Name/Number : city of la qu
ORCO Block & Hardscape Title City pf La Ouinta Page: 1
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (01a) 6' wall w/2'-0" retaining
This Wall in File:
&ive - orco block corn
Project files
ReWInPra cj 1t387.201.a, 9utld 11.18,11.29
License : .OM9401 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To: ORCO BLOCK COMPANY, INC,
Criteria
Retained Height = 2.00 ft
Wall height above soil _��i% 6.00 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 & Overtuming
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem I
Axial Dead Load -
0.0 Ibs
Axial Live Load _
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summa
Wall Stability Ratios
Overturning -
1.68 OK
Sliding _
1.57 OK
Total Bearing Load = 899 Ibs
...resultant ecc. = 6.46 in
Soil Pressure @ Toe =
1,022 psf OK
Soil Pressure ® Heel =
0 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored ® Toe _
1,431 psf
ACI Factored ® Heel -
0 psf
Footing Shear @ Toe =
6.8 psi OK
Footing Shear @ Heel =
1.4 psi OK
Allowable
75.0 psi
Sliding Calcs
Lateral Sliding Force _
298.61bs
less 100% Passive Force = -
200.5 Ibs
less 100% Friction Force = =
269.7 Ibs
Added Force Req'd -
0.0 Ibs OK
....for 1.5 Stability _
0.0 Ibs OK
Soil Data i
Allow Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 45.0 psf/ft
Passive Pressure
150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingilSoil Friction
= 0.300
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
s
r
;4.
Adjacent Adjacent Footing Load
Adjacent Footing Load =
0.0lbs
Fooling Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Fooling Type
Line Load
Base Above/Below Soll _
-
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
Stem Construction
2nd
Bottom
Stem OK
Stem OK
Design Height Above Ftg
ft=
2.00
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Design Method
=
LRFD
LRFD
Thickness
=
6.00
&00
Reber Size
=
# 4
# 4
Reber Spacing
=
32.00
32.00
Rebar Placed at
=
Center
Edge
Design Data --
fb/FB + fa/Fa
0.543
0.518
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
160.2
304.2
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
480.6
897.0
Moment..... Allowable
ft-# =
884.2
1,727.9
Shear...,.Actual
Service Level
psi =
Strength Level
psi =
9.1
3.3
Shear..... Allowable
psi =
80.5
80.5
Anet (Masonry)
in2 =
17.53
91.50
Reber Depth 'd'
In =
2.75
5.25
Masonry Data
f'm
psi =
2,000
2,000
Fy
psi =
60,000
60,000
Solid Grouting
-
No
Yes
Modular Ratio 'n'
-
16.11
16.11
Wall Weight
psf =
42.0
78.0
Load Factors
--..__.. .__ :.. _:_ :..: __ ......
Building Code
CBC 2016,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Equiv. Solid Thick. in = 3.90 7.60 eR°r Es$ / OHS ' 4
Masonry Block Type = Medium Weight A", 4RDUGo {
Masonry Design Method = LRFD fi,
Concrete Data +•' - J-
f'c psi = w o M I
J:�',
Fy psi = NO. 03660
* E%P, 03/31/2021 * .I
�qr Cl1� 4w
V 0
F Op _CA`\F0
ORCO Block & Hardscape
11100 Beach Blvd
Stanton, CA 90680
Tel. (714) 527-2239
This Wall in File:
Project Name/Number : city of la qu
Title City of La Quinta Page : 2
Dsgnr: GV Date: 8 OCT 2019
Description....
(01a) 6' wall w/2'-0" retaining
- orco block companyWocumentslretainpro project fifes
rssaunrm tcl ianr-xuze, BUM Tl.15.77.Z"
Ucanise c KW-ON594M Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : ORCO BLOCK COMPANY, INC.
Footing Dimensions & Strengths
Too Width
= 1.58 tt
Heel Width
= 0.67
Total Footing Width
_
= 2.25
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 % = 0.0014
Cover 0 Top 2.00 @ Btm;= 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure = 1,431
0 psf
Mu': Upward - 1,255
0 ft-#
Mu': Downward = 378
0 ft-#
Mu: Design = 878
0 ft-#
Actual 1-Way Shear = 6.80
1.40 psi
Allow 1-Way Shear = 40.00
40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Heel: Not req'd: Mu < phi'5"lambda`sgrt(f'c)'Sm
Key: Not req'd: Mu < phi'5'lambda'sgrt(f'c)"Sm
Min footing T&S reinf Area 0.45 in2
Min footing T&S reinf Area per foot 0.20 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4® 11.90 In #4@ 23.81 in
#5® 18.45 in #5® 36.90 in
#6® 26.19 in #6® 52.38 in
Surnmary of Overtuminq & Resisting Forces & Moments
OVERTURNING.....
.....RESISTING,....
Force Distance
Moment Force Distance
Moment
Item Ibs ft
ft-# Ibs ft
ft-4
Heel Active Pressure = 202.5 1.00
202.5 Soil Over Heel = 2.25
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load 0 Stem Above Soil = 96.1 6.00
576.7 ` Axial Live Load on Stem =
=
Soil Over Toe = 91.0 0.79
72.0
Surcharge Over Toe =
Total 298.6 O.T.M.
779.2 Stem Weight(s) = 408.0 1.86
760.9
Earth ® Stem Transitions =
Footing Weight = 337.5 1.12
379.6
Resisting/Overturning Ratio = 1.68 Key Weight = 62.5 1.50
93.8
Vertical Loads used for Soil Pressure = 899.0
Ibs Vert. Component =
Total = 899.0 Ibs R.M.=
1,306.2
' Axial live load NOT included in total displayed or used for overturning
resistance, but is included for soil pressure calculatior)
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 m `
Horizontal Deflection, at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci
cR°rt ss+o�4.
Horizontal Defl @ Top of Wall (approximate only)
0.101 in3�ROU�o
y
TIlf3_ 17 VAT �.,.91,4 1uWion is nQ vlid iI the heel soil o excaed& Ihal.ol lhe,�,
,o y •'
Lsec suss the wall would then tend �a ro[ale info fire sektined
go
sail,
/ v
N0, 83660 b
r
•, *
EXP 03/31/2021 *
�p
�rQrf
aF CAL4 t•4¢�
Project Name/Number : city of Is qu
ORCO Block & Hardscape Title City pf La Quints Page: 1
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (01 b) 6' wall w/2'-8" retaining
This Wall in File:
License:
- orco block company\documents\retainpro project files
Criteria
Retained Height =
2.67 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
Water helght 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
_.NI
ILAxial Load Applied to Stern
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Sumrrlar
Wall Stability Ratios
Overluming =
1.69 OK
Sliding
1.55 OK
Total Bearing Load =
1,053 Ibs
...resultant ecc. a
7.04 in
Soil Pressure @ Toe =
1,059 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,483 psf
ACI Factored @ Heel =
0 psf
Footing Shear ® Toe =
8.1 psi OK
Footing Shear @ Heel =
1.4 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
399.2 Ibs
less 100% Passive Force = -
304.7 Ibs
less 100% Friction Force = -
315.9 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Cantilevered Retaining Wall
Soil Data
1
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 45.0 psf/ft
Passive Pressure
150.0 psf/ft
Soil Density, Heel
115.00 pcf
Soil Density, Toe
=. 115.00 pcf
FootingIlSoil Friction
0.300
Soil height to ignore
for passive pressure
12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2016,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Code: CBC 2016,ACI 318-14,ACI 530-13
Adjacent Footing Load
�
jacent Footing oa =
0.0 Ihs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
_
at Back of Wall -
0.0 ft
Poisson's Ratio =
0.300
Stem Construction
2nd
Bottom
-
Stem OK
Stem OK
Design Height Above Ftg
ft=
2.67
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Design Method
=
LRFD
LRFD
Thickness
=
6.00
8.00
Rebar Size
=
# 4
# 4
Reber Spacing
=
32.00
32.00
Reber Placed at
=
Center
Edge
Design Data
fb/FB + fa/Fa
0.543
0.657
Total Force ® Section
Service Level
Ibs =
Strength Level
Ibs =
160.2
416.8
Moment....Actual
Service Level
ft-#=
Strength Level
ft-# =
480.6
1,136.7
Moment..:.. Allowable
ft-#=
884.2
1,727.9
Shear..... Actual
Service Level
psi =
Strength Level
psi =
9.1
4.6
Shea r.....Allowable
psi =
80.5
60.5
Anet (Masonry)
in2 =
17.53
91.50
Rebar Depth 'd'
1n =
2.75
5.25
Masonry Data
f'm
psi =
2,000
2,000
Fy
psi =
60,000
60,000
Solid Grouting
-
No
Yes
Modular Ratio'n'
=
16.11
16.11
Wall Weight
psf =
42.0
78.0
Equiv. Solid Thick.
in =
3.90
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
LRFD
Concrete Data
Pc
psi =
Fy
psi =
•QROFESS+d�`'•�
a �c
w¢w yy�gOl/r;O Ff �
N
NO, 83660
* EXP.03/31/2021
��rE OF LP 0Q�/,
Project Name/Number : city of Is qu
ORCO Block & Hardscape Title City of La Quints Page: 2
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (01b) 6' wall w/2'-8" retaining
This Wall in File:
- orco block companyWocumentsVelainpro project files
rirfgtnPrD [Cy 18s7�416, euilu 11.la.11.te
License: KW.06"01 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To: ORCO BLOCK COMPANY, INC.
Footing Dimensions & Strengths
Toe Width =
1.83 ft
Heel Width = _
0.67
Total Footing Width =
2.50
Footing Thickness =
12.00 in
Key Width =
12.00In
Key Depth =
9.00 in
Key Distance from Toe =
1.00 It
f'c = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0014
Cover ® Top 2.00 ® Btm;= 3.00 in
Footing design Results I
Toe Heel
Factored Pressure = 1,483 0 psf
Mu': Upward = 1,725 0 ft-#
Mu': Downward = 494 0 ft-#
Mu: Design - 1,231 0 ft-#
Actual 1-Way Shear = 8.06 1.40 psi
Allow 1-Way Shear = 40.00 40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Heel: Not req'd: Mu < phi'5`lambda'sgrt(f'c)"Sm
Key: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Min footing T&S reinf Area 0.50 in2
Min footing T&S feint Area per foot 0.20 in2 At
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4® 23.81 in
#5@ 18.45 in #5® 36.90 in
#6® 26.19 in #6@ 52.38 in
Summary of Overturning* Resisting Forces & Moments
OVERTURNING..... .....RESISTING....,
Force Distance
Moment Force Distance
Moment
Item Ibs ft
ft-# Ibs ft
ft-#
Heel Active Pressure = 303.1 1.22
370.7 Soil Over Heel = 2.50
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load ® Stem Above Soil = 96.1 6.67
641.1 ' Axial Live Load on Stem =
_
Soil Over Toe = 105.4 0•92
96.6
Surcharge Over Toe =
Total 399.2 O.T.M.
1,011.9 Stem Weight(s) = 460.3 2.12
976.1
Earth ® Stem Transitions=
_ =
Footing Welghi = 375.0 1.25
468.6
Resisting/Overturning Ratio =
1.69 Key Weight = 112.5 1.50
168.8
Vertical Loads used for Soil Pressure = 1,053.1
Ibs Vert. Component =
Total = 1,053.1 Ibs R.M.=
1,710.0
' 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 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
Horixn tal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl ® Top of Wall (approximate only) 0.102 in
The abave cuict.11allon is not valid II the heel soli bepring piessyrp e? s 1hat of iha oa
beq@use the wall would than tenO to inlate Into 11hetrglaingo W.I.
v ass a
R
m m
a A'
NO. 63660
* EXP 03/3UZ021 y
srgT C` I V I �� a
F Fe i
OF CA0
Project Name/Number : city of Is qu
ORCO Block & Hardscape Title City of La Quints Page: 1
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (01c) 6' wall w/3'-4" retaining
This Wall in File: 0userslgverdugolonedrive - orco block
License: KW-MS94M '''$'tim Cantilevered Retaining Wall
License To: ORCO BLOCK COMPANY. INC.
Criteria
Retained Height =
3.33 ft
Wall height above soil =
6.00 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
Axia! load A lied to Stem
Axial Dead Load =
0.0lbs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratlos
Overturning =
1.64 OK
Sliding =
1.52 OK
Total Bearing Load
1,206 Ibs
...resultant ecc. =
8.17 in
Soil Pressure ® Toe =
1,158 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,622 psf
ACI Factored @ Heel =
0 psi
Footing Shear @ Toe =
9.4 psi OK
Footing Shear @ Heel =
1.4 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
518.0 Ibs
less 100% Passive Force = -
425.5 Ibs
less 100% Friction Force = -
361.9 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
tiles
Soil Data J
Aliaw Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 45.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingliSoil Friction
= 0.300
Soil height to ignore
for passive pressure
= 12,00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/it
-Height to Top =
0.00 it
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Vertical component of active lateral soil pressure IS
NOT considered In the calculation of soil bearing
Load Factors -
-
Building Code
CBC 2016,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1:000
Code: CBC 2016,ACI 318-14,ACI 530-13
I�
i
Adjacent Footing Load
Adjacent Footing Load
0.0Ibs
Footing Width =
0.00 ft
Eccentricity =
O.00In
Wall to Ftg CL Dist =
0.00 It
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0 0 ft
Poisson's Ratio
Stem Construction
Aend
Bottom
_.......
Stem OK
Stem OK
Design Height Above Ftc
ft=
3.33
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Design Method
=
LRFD
LRFD
Thickness
=
6.00
8.00
Rebar Size
=
# 4
# 4
Rebar Spacing
=
32.00
16.00
Rebar Placed at
=
Center
Edge
Design Data
fb/FB + fa/Fa
_
0.543
0.432
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
160.2
559.4
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-#=
480.6
1,457.2
Moment. -...Allowable
ft-# =
884.2
3,368.0
Shear..... Actual
Service Level
psi =
Strength Level
psi =
9.1
6.1
Shear..... Allowable
psi =
80.5
80.5
Anet (Masonry)
in2 =
17.53
91.50
Rebar Depth 'd'
In =
2.75
5.25
Masonry Data
-
-
f'm
psi =
2,000
2,000
Fy
psi =
60,000
60,000
Solid Grouting
=
No
Yes
Modular Ratio 'n'
-
16.11
16.11
Wall Weight
psf =
42.0
78.0
Equiv. Solid Thick.
in =
3.90
7.60
PgpF Ess r ohs ,
Masonry Block Type
=
Medium Weight
4ti° yE�cL'co i
Masonry Design Method
=
LRFD
ti� :rry ' m p -
Concrete Data -
05
r� m, m
f'c
psi =
o
A
Fy
psi =
NO. 63660 '
* EXP, 03/31/2021 * ;�
1
T C I V
rP c
OF CA0
Project Name/Number : city of la qu
ORCO Block & Hardscape Title City Of La Oulnts Page: 2
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (01c) 6' wall w/3'-4" retaining
This Wall in File: c:luserslgverdug6onedrlve - orco block companyldocumentsVetainpro project flies
RetainPra (s)1987.2018, Build 11.18.11.29
Ucansa: KW-06059401
License To : ORCO 19LOCK COMPANY INC.
Cantilevered Retaining Wall
Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & Strengths
Footing Design Results
Toe Width _
2.08 ft
Toe
Heel
Heel Wldth =
0.67
Factored Pressure
= 1,622
0 psf
Total Footing Width =
2.75
Mu': Upward
= 2.346
0 ft-#
Footing Thickness
12.00 in
Mu': Downward
= 627
0 ft-#
Mu: Design
= 1,719
Oft-#
Key Width =
12.00 in
Actual 1-Way Shear
= 9.35
1.40 psi
Key Depth =
13.00 in
Allow 1-Way Shear
= 40.00
40.00 psi
Key Distance from Toe =
1.00 ft
Toe Reinforcing
= None Spec'd
f c = 2,500 psi Fy =
60,000 psi
Heel Reinforcing
= None Spec'd
Footing Concrete Density =
150.00 pef
Key Reinforcing
= None Spec'd
Min. As % 0.0014 Other Acceptable Sizes & Spacings
Cover 0 Top 2.00 ® Btm.== 3.00 in Toe: Not req'd: Mu < phi"5'lambda"sgrt(f'c)"Sm
Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm
Key: Not req'd: Mu < phi"5'lambda"sgrt(f'c)"Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.90 in
#5@ 18.45 in
#6® 26.19 in
0.55 in2
0.20 in2 /it
If two layers of horizontal bars:
#4@ 23.81 in
#5@ 36.90 in
#6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
..OVERTURNING.....
RESISTING...,.
Force Distance imament
Force Distance
Moment
Item Ibs ft ft-#
Ibs ft
ft-#
Heel Active Pressure = 421.9 1.44 608.9
Soil Over Heel =
2.75
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load ® Stem Above Soil = 96.1 7.33 704.6
" Axial Live Load on Stem =
Soil Over Toe =
119.8 1.04
124.7
Surcharge Over Toe =
Total 518.0 O.T.M. 1,313.4
Stem Weight(s) =
511.7 2.38
1,215.5
Earth 0 Stem Transitions=
_ =
Footing Weighl =
412.5 1.37
567.1
Resisting/Overturning Ratio = 1.64
Key Weight =
162.5 1.50
243.8
Vertical Loads used for Soil Pressure = 1,206.5 Ibs
Vert. Component =
Total =
1,206.5 Ibs R.M.=
2,151.1
Axial Ilve load NOT included in total displayed or used for overturning
resislance, bul 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 Tap of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci
Horizontal Defl 0 Top of Wall (approximate only) 0.109 in
1'he actve ealcuialion is rtDI valid it lf}E_heal soli tleArlfx] nrp /roext:ew#hat ajj tt>Ifs toe,
l7eCdusB It1e wall wpgfd Lhen_len(I 10 Fotale irk-)l1p rel- flgM
:� e�ssrati�-•.�
I0_RD1/G0 ti
❑ � it
No, 83660 n�
* EXP. 03/31/2021 * �'
qr c r v i 1. QQ6+ :
E Ot- CA-01
Project Name/Number : city of la qu
ORCO Block & Hardscape Title City 9f La Ouinta Page : 1
11100 Beach Blvd Dsgnr: GV Date: 6 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (Old) 6' wall w/4'-0" retaining
This Wall in File: c:luserslgverdugolonedrlve - orco block ccmpanyldocumentsVetalnpro project files
rleiainrro tc1 ivar;eura, nunaii.in.ii.zv
License : KW-06059401
License To: ORCO BLOCK COMPANY, INC.
Cantilevered Retaining Wall
Code: CBC 2016,ACI 318-14,ACI 530-13
Criteria
_
Soil Data
j-
Retained Height
4.00 ft
Allow Soil Bearing = 2,000.0 psf
I I
Wall height above soil
6.00 ft
Equivalent Fluid Pressure Method
I
Active Heel Pressure - 45.0 psf/ft
Slope Behind Wall -
0.00
Height of Soil over Toe
6.00 In
=
Water height over heel =
0.0 ft
Passive Pressure = 150.0 psf/ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 115.00 pcf
FootingIlSoll Friction = 0.300
Soil height to ignore
for passive pressure = 12.00 in
j Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overtuming
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overtuming
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Debi n Summary
Wall Stability Ratios
Overturning
1.55 OK
Sliding =
1.54 OK
Total Bearing Load =,
1,373 Ibs
...resultant ecc. a
9.74 In
Soil Pressure @ Toe =
1,330 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,862 psf
ACI Factored ® Heel =
0 psf
Footing Shear @ Toe =
10.7 psi OK
Footing Shear ® Heel =
1 A psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
658.6 Ibs
less 100% Passive Force = -
600.0 Ibs
less 100% Friction Force = -
411-9 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Building Code
CBC 2016,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Stern Construction
2nd
- -
Stem OK
Design Height Above Ftg
ft=
4.00
Wall Material Above "Ht"
=
Masonry
Design Method
=
LRFD
Thickness
=
6.00
Rebar Size
=
# 4
Rebar Spacing
=
32.00
Rebar Placed at
=
Center
Design Data
fb/FB + fa/Fa
a
0.543
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
160.2
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
480.6
Moment..... Allowable
ft-#=
884.2
Shear..... Actual
Service Level
psi =
Strength Level
psf =
9.1
Shear..... Allowable
psi =
80.5
Anet (Masonry)
in2 =
17:53
Reber Depth 'd'
in =
2.75
Adjacent Footing load
Adjacent Footing Load =
0.01bs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall '
0.0 ft
Poisson's Ratio =
0.300
Bottom
Stem OK
0.00
Masonry
LRFD
8.00
# 4
16.00
Edge
0.560
736.2
1,889.4
3,368.0
8.0
80.5
91.50
5.25
Masonry Data ---
--- __ _
.__,- _...,.
f'm
psi =
2,000
2,000
Fy
psf =
60,000
60.000
Solid Grouting
No
Yes
Modular Ratio 'n'
a
16.11
16.11
Wall Weight
psi =
42.0
78.0
Equiv. Solid Thick.
In =
3.90
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
LRFD
Concrete Data
f'c
psi =
Fy
psi
4 4ROFf ss 1OH4[
�r�, d�R QUO'Ot
y
NO.63660 A
* E%P, 03/31/2021
F OF CA09
0,.
Project Name/Number: city of Is qu
ORCO Block & Hardscape Title City of Le Quints Page : 2
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (01d) 6' wall w/4'-0" retaining
This Wall in File: c;luserslgverdugftnedrive - orco block companyldocumentslretainpro project fleas
License XW-IM594Q1' .
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To; ORCO BLOCK COMPANY, INC.
Footing Dimensions & Strengths
Toe Width
= 2.33 ft
Heel Width
= 0.67
Total Footing Width
= 3.00
Footing Thickness
= 12.00 in
Key Width = 12.00 in
Key Depth = 18.00 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 % I Pf 0,0014
Cover @ Top 2.00 @ Btm;-- 3.00 in
Footing Design Results
Toe Heel
Factored Pressure = 1,862 0 psf
Mu': Upward - 3.162 0 ft-#
Mu': Downward 774 0 ft-#
Mu: Design - 2,387 0 ft-#
Actual 1-Way Shear = 10.73 1.40 psi
Allow 1-Way Shear = 40.00 40.00 psl
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Heel: Not req'd: Mu < phi'5'lambda"sgrt(f'c)'Sm
Key: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Min footing T&S reinf Area 0.60 in2
Min footing T&S reinf Area per foot 0.20 in2 ift
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 In #4@ 23.81 in
#5@ 18.45 in #50 36.90 in
#6@ 26.19 in #6® 52.38 in
Summary of Overturning & Resisting Forces & Moments
.,_OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 562.5
1.67 937.5
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 96.1
8.00 769.0
Total 658.6
O.T.M. 1,706.5
Resisting/Overturning Ratio
- 1.55
Vertical Loads used for Soil Pressure =
1,373,1 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel =
3.00
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
- Axial Live Load on Stem =
Soil Over Toe =
134.1 1.17
156.5
Surcharge Over Toe =
Stem Weight(s) =
564.0 2.63
1,482:8
Earth @ Stem Transitions =
Footing Weighl =
450.0 1.50
674.9
Key Weight =
225.0 1.50
337.5
Vert. Component =
Total =
1,373.1 Ibs R.M.=
2,651.6
' Axial live load NOT included in
total displayed or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Too of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.123 in
The alxavc raiti+latron rs 1,101 vjrlrr,i rf file b0cal sail hiannrz r rcrss eNC:-ls IhRI al ih. 9,
because the wall would then tend to rotate into the retained soil.
�aflrtessro�
4
lyR`�4 Iell 0t1g0` f `
j u' m• m m
NO 83660 . f
' * EXP. 03/31/2021 * Jr
sq '� CIV t�'�; a•;J
TF OF
ORCO 6' HIGH WALL W/ 2'--0" - 4'--0" RETAINING
FOR 110 MPH WIND 3 SEC. GUST @a EXP C
$'PL:�G[AL rM5PEG7UOAf NOTE: OM45 u CRrrEau PER 20rs LL7c
PROVIDE LEVEL B SPECIAL IN5PEMON PER
TINS 401-13/ACI530-131ASCE 6-13 TABLE 3.1.2 1. SOIL BEARING PRESSURE -1500 PSF+ 0 INCR. FOR WIND
�LPTIL1111LfLiTLAa OF THE MASONRY57EM PRIOR TO GROU77NG OR SEISMIC EQUNALENT RUID PRESSURE =45 PCF PER TABLE
TO VERIFY GRADE, SIZE AND PROPER 16104-1
PLACEMENT OF REINFORCEMENT AND TO 2 ALLOWABLE LATERAL PASSIVE PRESSURE -150 PCF.
J. STRENGTH
ENSURE THE GROUT SPACE IS THE PROPER REINR71Pf1EINFONG57EEL 2000 PSI 28 DAYS,
�. 0 : GRADE60.
SIZE WITHOUT OBSTRUCTION OTHER THAN S. SEISMIC - I SEC. ACMERATTON = 70%.
IVORMAL MORTAR FINS. 6. 2000 PSI MASONRY COMPRESSION STRENCRf
NOTES:
ORCO 6814 6616 OR 6618 OMU
GROUTED ONLY 6 MTSTM
/4 VERT DROP -IN BAR 0 32" O/C
PROWDE 24"LAP INTO 8"OMU.
06 57D JOMT PFI NFCRCEA FNT
OF 24" O/C (3 MA03)• LISE 05
STD. FOR SLUMPBLOOI.
11
NOTE• PROVIDE #4 DOWEL &
04 DROP IN BAR AT EACH
SIDE OF CONTROL JOINTS,
ENDS OF WALLSAND &D WALL
HEIGHT CNANG"S
LEVEL B400L. W/GRANULAR
BA0O.7LL SOIL COMPACTED TO
MIN. 901% RELA77VE COMPACTION
PER A5/74 1557-D.
04 NQPZ L17NT.
024' 01C — I
lid=
CDDWEL
V EDGEOFe"m
2 RR
4" DIA, SOR 35 PERFPIPE W/
_ 1 CF. 3V4"GRAVEL WRAPPED
W/MIRAFII401YFILTER
!�•.• 7, "'—I FABRIC -SLOPE TO DRAIN.
WATERPWALL S/DEOF
RETUNING
U'Itau
04 NLV1Z. CONE
. ` V 12ffQC
12'
NOTE: DIMENSIONS ARE NOT TO SCALE.J
'A'
'B'
'C' DOWEL
I 'D' BAR
V
2'-0"
2'-9"
#4®32" O/C .133'
04@32' O/C 27'
N/A
12' �""-.
6' F--
2'-8"
Z'-9"
iR4®3Z' O/C 4/'
L
040,52, O/C
4
l2"
6' F
1r4016' 01C 40,
#4@16' O/C 30"
6•
12"
6' F
4'-0"
#406. 0/C. � 57-
04@16" 0/C 3'
9'
2
6'
1. CONCRETEBLOOYSHALL CONFORM TOASIMC90. ORCOSTD.
PRECISION, SPLIT FA OR SLUMP &OCK MAY BE USED.
Z CONCRETE FOR FOOTING 94ALL BE 1 PART CEMENT TO 1-112
PARTS SAND 70 3-V2 PARTS GRAVEL W17H A MAXIMUM OF 1-112
GALLOWS OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM
TO ASTM C 150 TYPE B/V. Fr - 2500 PSI
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO
ASTMA 615 GRADE 60. PROVIDE 48 BAR DIAMETER LIP.
4. REBAR SHALL BE CENTERED IN THE CONO7ETE BLOCK CELL IN
WHICH IT IS LOC4TED.
S. CONCRETE &OCKSHALLBELA*VINASTACKBOND PATTERN
WITH VER77CAL CONT77VU17YOF7HECELLS UNO.
6. ALL BLOCK CELLS CONTATNING VER77CAL REBAR SHALL BE SOLID
GROUTED.
7. USE OBPTYPE SMORTAR PROPORTIONED USBNGASTMC270. 1
PART CEMENT TO 1/2 PART LIME TO 4.112 PARTS DAMP, LOOSE
SAND.
8. GROUT FOR CONCRETE BLOCK TO BE I PART CEMENT TO 3
PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8" PEA GRAVEL JF
WEATHER CONDITIONS ARE FAVORABLE AND BLOOM UNOBSTRUCTED
CELL WE IS SUFFICIENT TOALLOW GOOD GROUT ROW). WATER
SHALL BEADDED TO PRODUCE GOOD GROUT ROW WITHOUT
SEGREGATTON OF THE COAMMENTS PER ASIM 476.
9. BLOCKSTEM MAYBEWET-SET1412"INTOTHE F007INGWHILE
THECONCRETt: IS PLASTIC BLOCKSTEM MAYBEPLACED TO
EITHER EDGE OF THE TRENCH TYPE FOOTING.
10. FOOTING MUST BE POURED ON OR INTO LNDLSTURBED
NATURAL SOIL OR ONCOMPACTED FILL WI/NA MINIMUM
COMPACTION OF 90%.
11. FIRSrRV5FEM0NTOBEAPTER FOOTING TRENCHESARE
READY FOR CONC.RETEAND ALL REQUhRED STEEL !S TIED IN PLACE.
SECOND INSPECTION TO BE WHEN THE RE(ti' 6RLD VER77C4L ISIN
FLACEAND THE BLOCK WALL IS READY TO GROUT.
I Z MAXIMUM CONTROL XWVT SPACING 40' O/C OR 20' O/CIF THE
WALL IS TO BE STUCCO CO4TED.
,2518"MIMCLIAR CELL
OPEN REQUIRED TO USE
6616 SLUMPED CMU.
ORCO WIDE CELL SLUMP
ENGINEERING STAMPAPPROVALISCONDMOMG;
REQUIRINO USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS. �1
Carr of LA QUZNTA IN
54-060 AVENIDA OBREGON
LA QUIN TA, C4LMORNIA
/. 'Q -DU6O •c
La m
NO. 83660
* EXP, 03/51/2021
4
s9r C I V
F OF Cp4.�F
0
Project Name/Number : city of Is qu
ORCO Block & Hardscape Title City of La Quints Page : 1
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (02a) 6' wall w/T-0" retaining
This Wall in File:
- orco block companMDcumentsVetalnpro project files
License; KW-08039401
License To : ORCO BLOCK COMPANY, INC.
Criteria
j
Retained Height =
2.00 ft
Wall height above soil
6.00 It
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 psi
Used for Sliding & Overturning
Axial Load Applied to Stem I
Axial Dead Load =
0.0lbs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
J;
Wall Stability Ratios
Overturning a
1.93 OK
Sliding a
1.62 OK
Total Bearing Load 1,300 Ibs
...resultant ecc. 9.84 in
Soil Pressure ® Toe =
1,561 psf OK
Soil Pressure ® Heel =
0 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored ® Toe =
2,185 psf
ACI Factored @ Heel =
0 psf
Footing Shear ® Toe =
10.7 psi OK
Footing Shear ® Heel =
2.5 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
298.6 Ibs
less 100% Passive Force = -
93.8 Ibs
less 100% Friction Force = -
389.9 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Cantilevered Retaining Wall
Soil Data ,
Allow Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 45.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.300
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Vertical component of active lateral soil pressure IS
NOT considered In the calculation of soil bearing
1. _ G'*•7- 11111111
Code: CBC 2016,ACI 318-14,AC1 530-13
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
Line Load
Base Above/Below Soil _
0.0 ft
at Back of Wall
Poisson's Ratio =
0,300
Stem Construction
J _
2nd
Bottom
Stem OK
Stem OK
Design Height Above Ftg
ft=
2.00
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Design Method
=
LRFD
LRFD
Thickness
=
6.00
8.00
Reber Size
=
# 4
# 4
Reber Spacing
=
32.00
32.00
Reber Placed at
=
Center
Edge
Design
-
fb/FB
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
160.2
304.2
Moment.... Actual
Service Level
it-# =
Strength Level
ft-# =
480.6
897.0
Moment..... Allowable
ft-#=
884.2
1,727.9
Shear..... Actual
Service Level
psi=
Strength Level
psi =
9.1
3.3
Shear..... Allowable
psi =
80.5
80.5
Anet (Masonry)
in2 =
17.53
91.50
Reber Depth 'd'
'In =
2.75
5.25
Masonry Data
f'm
psi =
2,000
2,000
Fy
psi=
60,000
60,000
Solid Grouting
-
No
Yes
Modular Ratio 'n'
16.11
16.11
Wall Weight
psf=
42.0
78.0
Building Code
CBC 2016,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1=0
Equiv. Solid Thick. in= 3.90 7.60 pRDressr Nam.
Masonry Block Type = Medium Weight mow° .4egDUGp rl
Masonry Design Method = LRFD
Concrete Data
ft psi = w Q p m l
Fy pst = NO, 83660
* EXP. 03/31/2021 * ,r
OF CA0\
Project Name/Number : city of la qu
ORCO Block & Hardscape Title City pf La Quinta Page: 2
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (02a) 6' wall w/2'-0" retaining
This Wall in File: cAusers\gverdugo\onedrive - orco block companyWocumentsVetainpro project files
RelainPra (c) 7987.2018, Sulk! 11.10.11.29
License:K1N-06fSM1
License To. ORCO BLOCK COMPANY, INC.
Cantilevered Retaining Wall
Code: CBC 2016,AC1 318-14,ACI 530-13
_
Footing Dimensions & Strengths
Footing Design Results
Toe Width =
0.00 ft
Toe
Heal
Heel Width =
2.75
Factored Pressure
= 2,185
0 psf
Total Footing Width =
2.75
Mu': Upward
= 0
218 ft-#
Footing Thickness
12.00 in
Mu': Downward
= 0
1,148 ft-#
Mu: Design
= 0
930 ft-#
Key Width =
12.00 In
Actual 1-Way Shear
= 10.73
2.46 psi
Key Depth =
0.00 in
Allow 1-Way Shear
= 40.00
40.00 psi
Key Distance from Toe
1.50 ft
Toe Reinforcing
= None Spec'd
f'c = 2,500 psi Fy =
60,000 psi
Heel Reinforcing
= None Spec'd
Footing Concrete Density =
150.00 pcf
Key Reinforcing
= None Specd
Min. As % 0.0014 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 ® Btm = 3.00 in
Toe: Not req'd: Mu < phi '5'lambda'sgrt(f'c)'Sm
Heel: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4® 11.90 in
#5@ 18.45 in
#60 26.19 in
of Overtuming & Resisting Forces & Moments
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Force
Distance
Moment
Ibs
it
ft-#
202.5
1.00
202.5
96.1
6.00
576.7
Total 298.6 O.T.M. 779.2
Resisting/Overturning Ratio = 1.93
Vertical Loads used for Soil Pressure = 1,299.7 Ibs
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.
0.55 in2
0.20 in2 /it
If two layers of horizontal bars:
#4® 23.81 in
#5® 36.90 in
#60 52.38 in
Sal Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
' Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth ® Stem Transitions=
Footing Weight =
Key Weight =
Vert. Component =
.RESISTING.....
Force Distance Moment
Ibs It ft-#
479.2 1.71 818.6
408.0 0.28 115.0
412.5 1.38 567.2
2.00
Total = 1,299.7 Ibs R.M.= 1,500.8
Axial live load NOT Included in total displayed or used for overturning
resistance, but is Included for soil pressure cajculation.
Tilt
Horizontal Deflection at Toga of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.126 in
The ai}gv_e cak:ulakon is riot velid_i[ 111 hoB; sold ArInO_ruesstirre exceeds ttlaLof_lhe toy.
!�ggcausy IhQwall muld then lei KJ lo totgte mloHer In 3 cr+ii.
v�ypf ES IS .
�g.
r wow
��gRpU�O
4
a .
•
NO, 63660 D
*
EXP. 03/31/2021
sqr C/V
E Oft tAL�fG
Project Name/Number : city of la qu
ORCO Block & Hardscape Title City of La Quinta Page: 1
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (02b) 6' wall w/2'-8" retaining
This Wall in File:
(drive - orco block com
project files
R4ts1nPra (C)1W? 4018, aulid 11.18.11.29
Ucengs: KW-06059401 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To t ORCO BLOCK COMPANY, INC.
Criteria
Retained Height =
2.67 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 It
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 f
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning
1.88 OK
Sliding LL
1.62 OK
Total Bearing Load = 1562 Ibs
...resultant ecc. = 9.64 in
Soil Pressure ® Toe =
1,822 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,551 psi
ACI Factored ® Heel =
0 psf
Footing Shear @ Toe =
10.7 psi OK
Footing Shear @ Heel =
2.7 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
399.2 Ibs
less 100% Passive Force = -
177.1 Ibs
less 100% Friction Force = -
468.7 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Soil Data
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 45.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.300
Soil height to Ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Stem Construction s
Design Height Above Ftg
It =
Wall Material Above "Ht"
_
Design Method
Thickness
=
Rebar Size
=
Reber Spacing
Reber Placed at
=
Design Data
-
fb/FB + fa/Fa
Total Force ® Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# _
Strength Level
ft-# =
Moment..... Allowable
ft-# =
Shear..... Actual
Service Level
psi=
Strength Level
psi=
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Reber Depth 'd'
In =
Masonry Data
I'm
psi =
Fy
psi =
Solid Grouting
a
Modular Ratio 'n'
a
Wall Weight
psf=
Load Factors
_.._..._......_A ._ _.._..............._._..:.
Building Code
CBC 2016,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
2nd
Stem OK
2.67
Masonry
LRFD
6.00
# 4
32.00
Center
1._
Adjacent Footing Load
Ad scent Footing Load =
0.0 lbs.
Footing Width _
0.00 ft
Eccentricity _
0.00 in
Wall to Ftg CL Dist =
0.00 It
Footing Type
Line Load
Base Above/Below Soil
0.0 ft
at Back of Wall
Poisson's Ratio -
0.300
Bottom
Stem OK
0.00
Masonry
LRFD
8.00
# 4
32.00
Edge
0.543 0.657
160.2 416.8
480.6 1,136.7
884.2 1,727.9
9.1 4.6
80.5 80.5
17.53 91.50
2.75 5.25
2,000 2,000
60,000 60,000
No Yes
16.11 16.11
42.0 78.0
Equiv. Solid Thick. in= 3.90 7.60 eR°vase ��
Masonry Block Type = Medium Weight ¢w°• y�RnUGC
Masonry Design Method = LRFD h� -z"
Concrete Data
rn
f'c psi = w Q M ,
Fy psi c N0. 83660 n I
* EXP. 03/31/2021
.. F OF CA,-'
Project Name/Number : city of Is qu
ORCO Block & Hardscape Title City of La Quints Page: 2
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (02b) 6' wall w/2'-8" retaining
This Wall in File: c:lusers%gverdugalom&ve - orco block companyLdocumenls)relainpro project files
rseselnrra {sj �ae�-xuTn, Cu11R 77.lS.li.xJ
t.lcenee: KW-M59401
Cantilevered Retaining Wall
Code: CBC 2016,ACI 318-14,ACI 530-13
_License To. ORCO BLOCK COMPANY, INC.
_
-
Footing Dimensions & Strengths
Footing Design Results
Toe Width =
0.00 it
Toe
Heel
Heel Width =
2..75
Factored Pressure
= 2,551
0 psf
Total Footing Width =
2.75
Mu': Upward
= 0
2B5 ft-#
Footing Thickness =
12.00 in
Mu': Downward
= 0
1,381 ft-#
Mu: Design
= 0
1,095 ft-#
Key Width =
1in
Actual 1-Way Shear
= 10.73
2.71 psi
Key Depth =
4.00
.00 In
Allow 1-Way Shear
= 40.00
40.00 psi
Key Distance from Toe =
1.75 It
Toe Reinforcing
= None Spec'd
rc = 2,500 psi Fy =
6o,000 psi
Heel Reinforcing
= None Spec'd
Footing Concrete Density =
150.00 pcf
Key Reinforcing
= None Spec'd
Min. As % - 0.0014 Other Acceptable Sizes & Spacings
Cover ® Top 2.00 @ Btm� 3.00 in
Toe: Not req'd: Mu < phi"5'lambda"sgrt(f'c)"Sm
Heel: Not req'd: Mu < phi"5`lambda`sgrt(f'c)"Sm
Key: Not req'd: Mu < phi"5"lambda"sgrt(rc)`Sm
Min footing T&S relnf Area 0.55 in2
Min footing T&S reinf Area per foot 0.20 in2 /it
If one layer of horizontal bars: If two layers of horizontal bars:
#4® 11.90 in #4@ 23.81 in
#5@ 18.45 in #5® 36.90 in
#6@ 26.19 in #6@ 52.38 in
- - ........................ ......._-
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance
Moment Force Distance Moment
Item Ibs ft
ft-# Ibs ft ft-#
Heel Active Pressure = 303.1 1.22
_
370.7 Soil Over Heel = 639.7 i.71 1,092.8
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 96.1 &67
641.1 ` Axial Live Load on Stem =
=
Soil Over Toe =
Surcharge Over Toe =
Total 399.2 O.T.M.
1,011.9 Stem Weight(s) = 460.3 0.29 132.4
Earth @ Stem Transitions=
_ =
Footing Weighs = 412.5 1.38 567.2
Resisting/Overturning Ratio =
1.88 Key Weight = 50.0 2.25 112.5
Vertical Loads used for Soil Pressure = 1,562.4 Ibs Vert. Component =
Total = 1,562.4 Ibs R.M.= 1,904.9
` Axial live load N01 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
250.0 pci pRo�sSraNy
Horizontal DeftTop of Wall (approximate only)
0.160 in q*o ar�Rl]t?Cg, 2
7ht atxavRCalcuValioii is nn1 valid I lhr hesl„§oll b
Qara1_n nsexsu�i . r�xceeds IM_I nl the toe.CIO
t1e-cays 9. Ride watl_wqutd lh�n trsnd to fatale into illy
relainorf soil- 4 D # .
� N0.83660 L
* EXP. 03/31/2021
r�r CIV!L ¢ v ,
� Op tP4�49
Project Name/Number : city of Is qu
ORCO Block & Hardscape Title Clty of La Quints Page: 1
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (02c) 6' wall w/3'-4" retaining
This Wall in File: c:luserslgverdugolonedrive - orco block cam pan&ocumentsVelainpro project lites
Rrismpra ts) 7>i67.2v1a, 9ttlttl 71.T9.13.2fi
user": KW-M59401 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,ACI 530-13
Llcense Ta : ORCO BLOCK COMPANY, INC.
Criteria
Retained Height _
3.33 ft
Wall height above soil
6.00 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
I Axial Load Applied to Stem
Axial Dead Load
0.0lbs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning
2.02 OK
Sliding =
1.55 OK
Total Bearing Load 1,930 Ibs
...resultant ecc. 9.69 in
Soil Pressure a Toe =
1,858 psf OK
Soil Pressure ® Heel =
0 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,601 psf
ACI Factored @ Heel =
0 psf
Footing Shear ® Toe =
9.4 psi OK
Footing Shear ® Heel =
2.0 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
518.0 Ibs
less 100% Passive Force = -
225,0 Ibs
less 100% Friction Force = -
579.1 Ibs
Added Force Req'd =
0.0 Ibs OK
...for 1.5 Stability =
0.0 Ibs OK
Soil Data
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 45.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115,00 pcf
FootingjjSoil Friction
= 0.300
Soil height to ignore
for passive pressure
= 12.00 in
I Lateral Load Applied to Stem
Lateral Load =
0.0 #/it
...Height to Top =
0.00 it
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Building Code
CBC 2016,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
I
w
Adjacent Footing Load
jacent Dot ng Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall ffi
0.0 ft
Poisson's Ratio =
0.300
I Stem Construction
t
2nd
Bottom
Stem OK
Stem OK
Design Height Above Ftc
ft=
3.33
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Design Method
=
LRFD
LRFD
Thickness
=
6.00
8.00
Rebar Size
=
# 4
# 4
Rebar Spacing
=
32.00
16.00
Rebar Placed at
=
Center
Edge
Design Data
-...
_ _._.
__....._.__......__.......... ...
fb/FB + fa/Fa
0.543
0.432
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
160.2
559.4
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-#=
480.6
1,457.2
Moment..... Allowable
ft-#=
884.2
3,368.0
Shear..... Actual
Service Level
psi =
Strength Level
psi=
9.1
6.1
Shear..... Allowable
psi=
80.5
80.5
Anet (Masonry)
in2 =
17.53
91.50
Rebar Depth 'd'
In =
2.75
5.25
Masonry Date --�
f'm
psi =
2,000
2,000
Fy
psi =
60,000
60,000
Solid Grouting
No
Yes
Modular Ratio'n'
=
16.11
16.11
Wall Weight
psf=
42.0
78.0
o
Equiv. Solid Thick.
in =
3.90
7.60
a H4 ti
Masonry Block Type
=
Medium Weight
¢�° yV-AauGp
Masonry Design Method
=
LRFD
Concrete Data
�; m
f'c
psf
Q l o A
Fy
psi =
NO, 83660 A ,
j� EXP, 03/31/2021
v .;.
l V 11.
Oe+
g
OF CALIF
Project Name/Number : city of la qu
ORCO Block & Hardscape Title City pf La Quinta Page: 2
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (02c) 6' wall w/3'-4" retaining
This Wall in File: c:luserslgverdugOonedrive - orco block company\documentsVelafnpro project Illes
Licaneer KW-0Btlt9MI 1 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To: ORCO BLOCK COMPANY, INC.
Footing Dimensions & Strengths
Too Width
Heel Width
- 3.00
Total Footing Width
3.00
Footing Thickness
= 12.00 in
Key Width = 12.00 In
Key Depth 6.00 in
Key Distance from Toe = 2.00 ft
f'c = 2,500psi Fy = 60,000 psi
Footing Concrete Density = 150.00pcf
Min. As % = 0.0014
Cover ® Top 2.00 @ Btm;.-= 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure = 2,601
0 psf
Mu': Upward = 0
586 ft-#
Mu': Downward = 0
1,990 ft-#
Mu: Design = 0
1,403 ft-#
Actual 1-Way Shear = 9.35
2.05 psi
Allow 1-Way Shear = 40.00
40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi"5"lambda'sgrt(f'c)"Sm
Heel: Not req'd: Mu < phi"5"lambda'sgrt(f'c)"Sm
Key: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm
Min footing T&S reinf Area 0.60 in2
Min footing T&S reinf Area per foot 0.20 in2 ift
If one layer of horizontal bars: If two layers of horizontal bars:
#4® 11.90 in #4® 23.81 in
#5 ® 18.45 in #5 @ 36.90 in
#6@ 26.19 In #6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
....,OVERTURNING..... RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load ® Stem Above Soil =
Total
421.9 1.44 608.9
96.1 7.33 704.6
518 0 O.T.M. 1,313.4
Resisting/Overturning Ratio = 2.02
Vertical Loads used for Soil Pressure = 1,930.3 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered In
the calculation of Overturning Resistance.
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
" Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth ® Stem Transitions =
Footing Weighl =
Key Weight =
Vert. Component =
893.6 1.83 1,638.2
511.7
0.29
149.6
450.0
1.50
675.0
75.0
2.50
187.5
Total = 1,930.3 Ibs, R.M = 2.650.3
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!pj Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci
Horizontal Defi 0 Top of Wall (approximate only) 0.161 in
'f lie alMve ce1C1JW% r1$S 110t vallr 1f (hli tllael still beafing gtpcsure oxreeft that 91 the !e_e,
Liacause the wail wouisi than tend to fatale into the ivia n I.
o p e
r rn lw. ate',
NO. 83660
* EXP. WWI2021
OF cm,%f
Project Name/Number : city of Is qu
ORCO Block & Hardscape Title City of La Quints Page: 1
11100 Beach Blvd Dsgnr: GV Date: 8 OCT 2019
Stanton, CA 90680 Descrlptlon....
Tel. (714) 527-2239 (02d) 6' wall w/4'-0" retaining
This Wall in File: c:luserslgverdugolonedrive - orco block companyldocumentslretainpro project files
KeaunYra 0)1W-r-Xe1e, UU110 11,14.11.ZV
Lkenvo! W-MOSMI
License To. ORCO BLOCK COMPANY, INC.
Cantilevered Retaining Wall
Code: CBC 2016,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
4.00 ft
Allow Soil Bearing
= 2,000.0 psi
Wall height above soil im
6.00 ft
Equivalent Fluid Pressure Method
I
Active Heel Pressure
= 45.0 psf/ft
Slope Behind Wall =
0.00
,
Height of Soil over Toe
6.00 in
=
Water height over heel
0.0 ft
Passive Pressure
= 150.0 psf/ft
�.
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
Footingl]Soil Friction
= 0.300
Soil height to ignore
for passive pressure
= 12.00 in
_ hara Loads 9
--Surcharge
�
Lateral Load Applied to Stem
Pp �
W
Adjacent Footing Load
�
Surcharge Over Heel =
0.0 psf
Lateral Load =
0.0 #/ft
A Parent 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 it
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 I
(Strength Level)
e
FootingType
Line Load
Axial Dead load -
0-0 Ibs
Wind on Exposed Stem =
26.7 psf
Above/Below Soil
at Back of Wall
0.0 ft
Axial Live Load =
0.0 Ibs
(Strength Level)
Poisson's Ratio =
0.300
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning - 2.11 OK
Sllding m 1.53 OK
Total Bearing Load
2,352 Ibs
...resultant ecc. a
9.86 in
Soil Pressure @ Toe =
1,953 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored ® Toe =
2,734 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
10.7 psi OK
Footing Shear @ Heel =
1.4 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
658.6 Ibs
less 100% Passive Force = -
304.7 Ibs
less 100% Friction Force = -
705.7 Ibs
Added Force Req'd = 0.0 Ibs OK
....for 1.5 Stability = 0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Stem Construction
Design Height Above Ftc
ft.
Wall Material Above "Ht"
-
Design Method
=
Thickness
=
Rebar Size
=.
Rebar Spacing
Rebar Placed at
Design Data�
fb/FB + fa/Fa
-
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
MomenL.,..Allowable
ft-# =
Shear.....Actual
Service Level
psi =
Strength Level
psi =
Shear... -.Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
MasonryData - -
I'm
psi =
psf =
2nd
Stem OK
4.00
Masonry
LRFD
6.00
# 4
32.00
Center
Bottom
Stem OK
0.00
Masonry
LRFD
8.00
# 4
16.00
Edge
0.543
0.560
160.2
736.2
480.6
1.889.4
884.2
3,368.0
9.1
80.5
17.53
2.75
2,000
60,000
No
16.11
42.0
8.0
80.5
91.50
5.25
2,000
60,000
Yes
16.11
78.0
Load Factors
--
ress rotiq
Building Code
CBC 2016,ACI
Equiv. Solid Thick.
In = 3.90 7.60
•\
Dead Load
1.200
Masonry Block Type
= Medium Weight
�wc. _4$RDU00 { r
Live Load
1.600
Masonry Design Method
= LRFD
Earth, H
1.600
Concrete Data __ W
Wind, W
1.000
f'c
pshm
¢
Seismic, E
1.000
Fy
psi d°
No, 83660
EXP. W31/2021
,, njRTF C/V
ORCO Block & Hardscape
11100 Beach Blvd
Stanton, CA 90680
Tel. (714) 527-2239
This Wall in File:
Project Name/Number : city of la qu
Title City of La Ouinta Page : 2
Dsgnr: GV Date: 8 OCT 2019
Description....
(02d) 6' wall w/4'-0" retaining
- orco block company%documentsVetainpro project flies
RawrWrcto)I907.2078, 6Cnitl11.18.11-W9
Ucerm : KtN-W591o1 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To. ORCO BLOCK COMPANY, INC.
Footing Dimensions & Strengths
Toe Width
= 0.000
Heel Width
= 3.25
Total Footing Width
= 3-25
Footing Thickness
= 12.00 In
Key Width 12.00 in
Key Depth = 9.00 in
Key Distance from Toe = 2.25 ft
f'c = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % - 0.0014
Cover ® Top 2.00 0 Btm;= 3.00 in
Footing Design Results
I
Toe
Heel
Factored Pressure = 2,734
0 psf
Mu': Upward = 0
1,001 ft-#
Mu': Downward = 0
2,758 ft-#
Mu: Design = 0
1,757 ft-#
Actual 1-Way Shear = 10.73
1.40 psi
Allow 1-Way Shear = 40.00
40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi'5'lambda'sgrt(f'c)`Sm
Heel: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Key: Not req'd: Mu < phl'5'lambda'sgrt(f'c)'Sm
Min footing T&S reinf Area
0.66 in2
Min footing T&S reinf Area per foot
0.20 in2 At
If one layer of horizontal bars:
If two layers of horizontal bars:
#4@ 11.90 in
#4@ 23.81 in
#5® 18.45 in
#5@ 36.90 in
#6® 26.19 in
#6® 52.38 in
Surnmery of Overturninal & Resistinci Forces & Moments
OVERTURNING..... _-RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs If ft-# Ibs ft ft-#
Heel Active Pressure = 562.5 1.67 937.5 Soil Over Heel 1,188.3 1.96 2,327.2
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total
96.1 8.00
658.6 O.T.M.
769.0
1,706.5
Resisting/Overturning Ratio = 2.11
Vertical Loads used for Soil Pressure = 2,352.3 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soll pressure IS NOT considered in
the calculation of Overturning Resistance.
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) = 564.0 0.30
167.0
Earth ® Stem Transitions=
Footing Weighi = 487.5 1.63
792.2
Key Weight = 112.5 2.75
309.4
Vert. Component =
Total = 2,352.3 Ibs R.M.=
3,595.7
' Axial live load NOT included in total displayed or used for overturning
resistance, but is included for soil pressure calculation
Tilt
:Horizontal I?eflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.167 in
The above qn(pulallon is nos valf ii 11}e he l s it b i re sure exams filet of the 14e.
(] use 111e.wall w4uLd tllyir lend 10 rotate into the IeLAineUf 04
e�ypF�sSr�ti� ,�
NO.83660 D -
* EXP. 03/31/2021 * 7/
C I V `�' oQ,i, v:'..
t` OF CAL �F �/
ORCO STANDARD 6'--8" CMU SITE WALLS W/ SPREAD FOOTING
FOR 110 MPH 3 SEC. GUST @ EXP C
NOTE: PROVIDE 04 L7OWE' &
#4 DROP -IN BAR AT FALH
SIDE OF CONTROL JOINTS,
ENDS OF WALLSAND @ WALL
HEIGHT CHANGES
OPTIONAL FLAT GAP
ORCO 6816 OR 6616 CMU
GROUTED ONLY @ VERT STEEL
#4 - DROP -IN BAR @ 40" O/C
@ CENTER OF CMU.
#6 57DJOINT REINFORCEMENT
@ 24" O/C (3 PLACES). USE #S
STD. FOR SLUMP BLOCK
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 @ 40" O/C @ 34"
CENTER OF CMU. L
10"
EQUAL EQUAL
LEVEL GRADE
BOTH SIDES
;�I C I I #4 HOU CONT.rn
5' TO DAYLIGHT
2�-Zn
xDTF: DIME Sl0.V5 ARENOT TO SCALE.
DESIGN CRITERIA PER 2016 CZIC
I. SOIL BEARING PRESSURE = ISM PSF+ 113 INCR. FOR WIND
OR SEISMIC, EQUIVALENT FLUID PRESSURE = 45 PCF PER TABLE
1610A-1
2. ALLOWABLE LATERAL PASSIVE PRESSURE - 150 FIX
3. GROUT STRENGTH - 2000 PSI 28 DAYS.
4. RflNrVRC7NG STEEL : GRADE 60.
S SEISMIC - I SEC. AQOSU37ATION - 70%.
6. 2000 PSI MASCWP Y C OMPRE.SSTON STRENGTH,
NOM.
1. CTNNCIIETEBLOCK914LLCUWEURMTOA51MC90.ORCOS7D.
PRECISION, SPLIT FAL7;. OR SLUMP BLOCK MAY BE USED.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-412
PARTS SAND TO 3-IR PARTS GRAVEL WI1H A MAXIMUM OF 1-l12
GALLONS OF WATER PER SACK FOR7IAND CEMENT SHALL CONFORM
TO A57M C 150 TYPE WV. Fc = 2500 PSI
3. REINFORCING S7EEL SHALL BE DEFORMED AND CONFORM TO
ASTMA 615 GRADE 60, PROVIDE 48 BAR DIAMETER LAP.
4. REEVTR SHALL BE CENTERED IN THE CONCRETE BLOOCCELL IN
WHICHITISLOGI7ED.
S. CONCRETE BLOCKSHALL BELAYED INA STACK BOND P4T7FRN
WITH VERTICAL CONRNUmOFTHE CELLS UNO.
& ALL BLOCK CELIS CONTAINING VERTICAL RELAR SHALL BESOLID
GROUTED.
7. USE OUP TYPE SMORTAR PROPOR77ONED UVNGASTM C27R 1
PART CTMEATT TO 112 PART LIME TO 4-112 PARTS DAMP, LOOSE
SAND,
8. GROUT FOR CONCRETE LR.00K TO BE I PART CEMENT TO 3
PAR 75SAND (GROUT MAY CONTAIN 2 PART53)1- PFA GRAVEL IF
WEATHER CONDI17ONSAREFAVORABLEAND BLOCK UP705SMUCTEC
CALL SI2FI55UffIC7EWTTOALLOW000DGROUTRON9. WATER
SHALL BE ADDED 70 PROD" GOOD GROUT ROW Wf7HOUr
SEGREGARDN OF THE COIILSITU BM PER AS7M 476.
9. BLOCK STEM MAY BE WET --SET I-V/2"INTO THE FOOTING WHILE
THE CONCRETE IS PLASTIC. BLOCK STEM MAYBE PLACED TO
ETTHER EDGE OF THETREVaiTYPEFOOTlAn
I fO077NG MUST BE POURED ON OR INTO UNDISTL4R r
NATURAL SOIL OR ON COMPACIFD FILL WITH A MINIMUM
COMPAC770NOF90%.
11. FIRST INSPEC7TON TO BEAF7ER FOOTTNG THE NLHESARE
READY FOR CONCRETEAND ALL REQUIRED SIEEI IS TIEDIN PUACE.
SECOND INSPE RON TO BEWHEN TIE REQUIRED VER77CAL ISM
PLACEAND THE BLOOCWALL IS READY TO CROUr.
12 MAXIMUM CONTROL lOINTSPACING. 40' 01COR 20' 01CIF THE
WALL IS TO BE STUCCO C04TED.
ENGINEERING STAMPAPPROVALISCONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS
CITY OF LA QUlINTA
54-080 AVENIDA OBREGON
LA QUINTA, CALIFORNM
r • -r,Q
4�R aL1GCi y <
a .4 ra/o 7/r� ° A
03440 a
y} EXP.013 V2021
C r V , 4 FI0%
� OF CAL�F�
Project Name/Number : city of Is qu
ORCO Block & Hardscape Title City of La Quints Page: 1
11100 Beach Blvd Dsgnr: GV Date: 9 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (03) 6'-8" wall
This Wall in File: C:WserslgverdugMOneDrive - ORCO Block CompanoDocuments\RetainPro Project Files
4 tl ra C 1 - ,: Bal Id 14.
License: Kw-090594i11 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1530-13
License To. ORCO. BLOCK COMPANY, INC.
Criteria
Retained Height
0.33 ft
Wall height above soil zz
6.33 ft
Slope Behind Wall a
0.00
Height of Soil over Toe :.is.
4.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel =
0.p pst
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0lbs
Axial Live Load
0.0lbs
Axial Load Eccentricity =
0.0 in
I Design Summary
Wall Stability Ratios
Overturning
1.51 OK
Sliding
1.82 OK
Total Bearing Load
662 Ibs
...resultant ecc. _
8.60 In
Soil Pressure ® Toe =
1,204 psf OK
Soil Pressure e? Heel =
0 psf OK
Allowable =
2,000 psf
Sol[ Pressure Less Than Allowable
ACI Factored @ Toe =
1,685 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
5.6 psi OK
Footing Shear @ Heel =
-1.6 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
141.4lbs
less 100% Passive Force = -
58.3 Ibs
less 100% Friction Force = -
198.6 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Soil Data
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 45.0 psf/ft
Passive Pressure
150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
z 115.00 pcf
FootingIlSoil Friction
Q 0.300
Soil height to ignore
for passive pressure
12.00 in
Vertical component of active lateral soil pressure IS
NOT considered In the calculation of soil bearing
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Adjacent Footing Load
Adjacent Footing Load _
0.0 Ibs
Footing W Idth r
0.00 ft
Eccentricity _
0.00 in
Wall to Ftg CL Dist n
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
_
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
Stem Construction
Bottom
Design Height Above Ftg
It=
Stem OK
0.00
Wall Material Above "Ht"
=
Masonry
Design Method
=
LRFD LRFD
Thickness
=
6.00
Rebar Size
=
# 4
Reber Spacing
=
40.00
Rebar Placed at
=
Center
Design Data
fb/FB + fa/Fa
0.828
Total Force ® Section
Service Level
Ibs =
Strength Level
Ibs =
173.1
Moment.... Actual
Service Level
ft-#=
Strength Level
ft-# =
592.2
Moment..... Allowable
714.4
Shear..... Actual
Service Level
psi =
Strength Level
psi =
12.3
Shear..... Allowable
psi =
80.5
Anet (Masonry)
in2 =
14.03
Rebar Depth 'd'
1n =
2.75
Masonry Data
-
-
f'm
psi =
2,000
Fy
psi=
60,000
Solid Grouting
No
Modular Ratio 'n'
16.11
Wall Weight
psf =
41.0
Load Factors
Building Code
CBC 2016,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1,000
Seismic, E
1.000
Equiv, Solid Thick. in= 3.80 eRcrEsstoti�:
Masonry Block Type = Medium Weight ��°. yERpUGp ..
Masonry Design Method = LRFD
Concrete Data - m rn
ft psi = ti . ¢ m
x v x it
Fy psi = tan. 03640 ¢ /
yF EXP- 03131tZO *'
'P C �v .
qr f V t ¢�
F OF CF
Project Name/Number : city of la qu
ORCO Block & Hardscape Title City pf La Ouinta Page : 2
11100 Beach Blvd Dsgnr. GV Date: 9 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (03) 6'-8" wall
This Wall in File: CAUseraVvsrdugolOneDrive - ORCO Block CompanyLDocumentslRetainPro Project Files
at n ra a 7
Lloemm;KW-06MasVg40i' Cantilevered Retaining Wall Code: CBC2016,ACI318-14,ACI 530-13
License To: ORCO BLOCK COMPANY. INC.
Footing Dimensions & Strengths
Toe Width =
0.83 ft
Heel Width =
1.33
Total Footing Width =
2.17
Footing Thickness =
12.00 In
Key Width -
12.00 in
Key Depth =
0.00 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 % -
0.0014
Cover ® Top 2.00 @ Btm;= 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure = 1,685
0 psf
Mid: Upward - 437
0 ft-#
Mu': Downward - 102
102 ft-#
Mu: Design = 335
102 ft-#
Actual 1-Way Shear = 5.59
1.57 psi
Allow 1-Way Shear _ 40.00
40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi'5"lambda"sgrt(f'c)'Sm
Heel: Not req'd: Mu < phi*5'lambda'sgrt(f'c)'Sm
Key: No key defined
Min footing T&S reinf Area
0.44 in2
Min footing T&S reinf Area per foot
0.20 in2 4t
If one layer of horizontal bars:
If two layers of horizontal bars:
#4@ 11.90 in
#4@ 23.81 in
#50 18.45 in
#5@ 36.90 in
#6® 26.19 in
#6® 52.38 In
Summary of Overturning & Resist ria Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 40.0 0.44 17.8 Soil Over Heel = 31.9 1.75 55.8
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load ® Stem Above Soil =
Total
101.5 4.50 456.5
141.4 O.T.M. 474.3
Res! sting/Overturning Ratio = 1.51
Vertical Loads used for Soil Pressure = 662.0 Ibs
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.
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions=
Footing Weighl =
Key Weight -
Vert. Component
31.9 0.42 13.3
273.3 1.08 296.0
324.9 1.08 351.9
1.50
Total = 662.0 Ibs R.M.= 717.0
Axial live load NOT included in total displayed or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
HoriNntal Deflec iart at Tors of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pcl
Horizontal Defl @ Top of Wall (approximate only) 0.103 in
Thp 90ve calculation is na1 valid i l_ lr,_e hagLsoiI pAkiring grgEVrer exceeds that of 11V too.
b{ �a>e ll�e vial! wouid than tg tr dnrvtala into the relained soil.
rf r eROFESS00�4
u m r11 m
a � o
NO.83660 n'
# 1 EXP, 03/31/2021lp� 7F .
P
�4
ORCD STANDARD 6'-8" CMU SITE WALLS W/SPREAD FOOTING
FOR 110 MPH 3 SEC. GUST @ EXP C
N
H
NOTE: PROVIDE' a4 DOWEL &
04 DROP4N BAR AT EACH
SIDE OFCOMROL JOINTS,
ENDS OF WALLS AND @ WALL
HFIGHTCHANGES
FLAT CAP
ORCO 6816 OR 6616 L74U
GROUTED ONLY @ VERT STEEL
04 VERT DROP -IN BAR @ 40" O/C
@ CENTER OF CMU.
*6 STD JOINT REINFORCEMENT
@ 24" O/C (3 PLACES). USE 05
STD. FOR SLUMP BLOCK.
NOTE:
FUR 5IDEYA AD RETURN WALLS WHERE
DRAINAGE SWALE OOCURES, A 112 BLOCK
MAY LEFT OUT @ SWALE GRADE. PROVIDE
04 DOWEL AND *4 DROP -IN BAR ON EACH
SIDE OF THE 112 BLOC( DRAIN.
DESIGN Cl?MRTA PER 2015 CAC
1. SOIL BE4ROVG PRESSURE = ISM PSF+ V3 INR. FOR WIND
OR SEISMIC EQUIVALENT FLUID PRESSURE a 4S PCF PER TABLE
161CVA-1
Z ALLOWABLE LA7ERAL PASSIVE PRESSURE =150 PCF.
3. GROUT STRENG7H - 2000 PSI 28 VAYS
4. REINFORCINGSIFEL: GRADE60.
5. SEISMIC - I MC, ACUELBPA77ON = 7096.
6. 2000 PSI MASONR Y snov TH.
NOTES•
1. CONCRETE BLOCK SHALL CONFORM TO A57N C90. ORCO STD.
PRECTSICNV, SPLIT FACF, OR SLU4P BEOOC MAYBE USED,
2 CONCRETE FOR POOTAG S7fALL B'E1 PART CEMENT TO 2-112
PARTS SAND 70 3-1/2 PARTS GRAVEL WPN A MAXIMUM Of 1-1/2
GALLONS OF WA7ER PER SACK. FOR 7IANO CEMEMSMLL CONFORM
TO ASTM C 150 7YPELVV. Fr = 2500 PST
3. REWAORCLNG 57EEL SHALL BE DEFORMED AND CONFORM TO
ASTM A 615 GRADE 60. PROVIDE49 BAR DIAMETER LAP.
4, RE84R SHALL BE CENTERED IN THE CONCRETE BLOCKC E L IN
WHI0HITISLOGA7ID.
S. CONCRETE BLOCKSIWl BELAYED IN STACK BOND PATTERN
WITH VERTICAL 0ON77NUITY OF THE CELLS UNO.
6. ALL BLOCKCaLSOONTAINBW VERTICAL REB4R SHALL BE SOLID
GROUTED.
7. USE OSPTVPES14ORTARPROPOR77ONEDUSINGASTM C270.1
PART CEMENT TO 1/2 PART LIME TO 4-1/2 A4RTS IIAMP, LOOSE
SAW.
& GROUT FOR CONCRETE BIOCKTO BE I PART CEMENT TO 3
PAR TSSOD (GROUT NAYCONTATN 2 PARTS" -PEA GRAVEL IF
WEATHER CONDMONS ARE FA VORABLEAND BLOCK UNOBSTRUCTED
cEu 5l2EISsufm ENT TO ALLOW GOOD GROUT ALOWJ. WATER
SHALL BEADDED TO PRODUCE GOOD GROUT FLOW WrTHOUT
SEGREGATION OF THE CYNIKITUEMS PER ASTM 476.
9. aocKSIDN MAY BE WET SET I-1/2"INTO THE FOOTING WHILE
THE CDNCRE7E IS PL45T7C BLOCKSTHN MAYBEPLACED 70
EITHER EDGE OF THE TREN04 TYPE FVO lAK:
10. FOOTING MUST BE ADU)wD ON OR ILVTO UNDISTURBED
NATURAL SOIL OR ON COMPACTED FILL WITH A MINIMUM
COMPACTION OF MW
11. PIRST INSPECTION TO BEAFTHR F0077NG 7R&VOIESARE
READYFOR C OM RETEAND ALL REQUIRED STEEL 5 TIED IN PLACE.
SECOND INVWT70N TO BE WHEN THE RE1 MED VERTIC:I L JS IN
PLACEAND THE BLOCK WALL IS READY TO GROUT.
12. MAXIMUM QOYYTROL JOINT SA4(7NG 40'CYC OR 20' O/CIFTHE
WALL iS TO 8FSTUCCO ODR7ED.
1-7
X4 DOWEL @ 40" O/C
CENTER OFC
L
LEVEL GRADE BOTH SIDES
u
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
{
— --
REQUIRING USE OF ORCO MANUFACTURED CMU ON
`
ALL ORCO WALL SYSTEM DESIGNS.
F 4V
�fRDUGO C
4rya
04 ®40" OK 27 ''� !(ram �(L
y
•
6" a ! DVI 40
04 HORZ COAT NO. 83660
@12"0/C ExP.051311Z021 ,k
TOP AND BOTTOM P
ASSHOWN. s q
L�
0L9" CONT.
oq-
lF o C A
CITY OF LA QUANTA
NOTE:
DIMENSIONSARENOT TIJSLALE
54-080 AVENIDA QBREGON
LA Q[)INTA, C4[IFDRNI.4
Project Name/Number : city of la qu
ORCO Block & Hardscape Title City of La Quints Page: 1
11100 Beach Blvd Dsgnr: GV Date: 10 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (04) V-8" wall
This Wall in File: C:1UserdlgverdugMOneDrive - ORCO Block Company0ocurnentMRetainPro Prejsci Files
Criteria
Retained Height =
0.33 it
Wall height above soil =
6.33 it
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
Water height over heel =
0.0 it
Surcharge Loads
Surcharge Over Hoes -
0.0 psi
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.64 OK
Sliding
2.05 OK
Total Bearing Load 772 lbs
...resultant ecc. 11.82 in
Soil Pressure ® Toe =
1,319 psi OK
Soil Pressure @ Heel =
0 psi OK
Allowable =
2000,psi
Soil Pressure Less Than Allowable
ACI Factored ® Toe =
1,846 psi
ACI Factored ® Heel =
0 psi
Footing Shear 0 Toe =
5.6 psi OK
Footing Shear ® Heel =
1.3 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
141.4 Ibs
less 100% Passive Force = -
58.3 Ibs
less 100% Friction Force = -
231.6 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Cantilevered Retaining Wall
Soil Data
Allow Sail Bearing
= 2,000.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure
= 45.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.300
Soil height to ignore
for passive pressure
= 12.00 in
Vertical component of active lateral soil pressure IS
NOT considered In the calculation of soil bearing
Load Factors
Building Code
CBC 2016,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/it
...Height to Top =
0.00 it
...Height to Bottom =
0.00 it
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psi
(Strength Level)
Code: CBC 2016,ACI 318-14,ACI 530-13
I
i_
..........
Adjacent Footing Load
dfacent oting pad
0.0-lbs
Footing Width
0-00 fl
Eccentricity a
0.00 in
Wall to Ftg CL Dist
0.00 it
Footing Type
Line Load
Base Above/Below Soil
_
at Back of Wall
0 0 it
Poisson's Ratio =
0.300
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft =
0.00
Wall Material Above "Ht"
=
Masonry
Design Method
=
LRFD LRFD
LRFD LRFD
Thickness
=
6.00
Rebar Size
=
# 4
Rebar Spacing
=
40.00
Rebar Placed at
=
Center
Design Data
-
fb/FB + fa/Fa
_
0.828
Total Force 0 Section
Service Level
Ibs =
Strength Level
Ibs =
173.1
Moment.... Actual
Service Level
it-# _
Strength Level
it-#=
592.2
Moment..... Allowable
=
714.4
Shear..... Actual
Service Level
psi =
Strength Level
psi =
12.3
Shear..... Allowable
psi =
80.5
Anet (Masonry)
in2 =
14.03
Rebar Depth 'd'
in =
2.75
Masonry Data
-
f'm
psi =
2,000
Fy
psi =
60,000
Solid Grouting
No
Modular Ratlo'n'
ZP
16.11
Wall Weight
psi =
41.0
Equiv. Solid Thick.
in =
3.80
/ goof E rss aAV
Masonry Block Type
=
Medium Weight
r `. yERDuGo
Masonry Design Method
=
LRFD
Concrete Data
f'c
psi=
w v M
Fy
psi =
NO, BUM n i
* EXP. OV31/2621 /*
�
�4r C. / V
F OF CALVE
Project Name/Number : city of Is qu
ORCO Block & Hardscape Title City of Le Quints Page: 2
11100 Beach Blvd Dsgnr: GV Date: 10 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (04) 6'-8" wall
This Wall in File:
- ORCO Block Company\DocumentslRetainPro Project Files
Kouint'ra jq 1tea 1-ZU Ia. W w I a Ilaa.11.1Y
LloMsea
Ti66941" Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Lice = o : ORCO BLOCK COMPANY, INC.
Footing Dimensions & Strengths
Toe Width =
0.00 ft
Heel Width =
2.75
Total Footing Width -
2.75
Footing Thickness
12.00 in
Key Width =:
12.00 in
Key Depth
0.00 in
Key Distance from Toe
1.00 it
Pc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0014
Cover ® Top 2.00 ® Btm;= 3.00 In
Footing Design Results
1
Toe
Heel
Factored Pressure 846
0 psf
Mu': Upward = 0
79 ft-#
Mu': Downward = 0
635 ft#
Mu: Design 0
556 ft-#
Actual 1-Way Shear 5.59
1.28 psi
Allow 1-Way Shear = 40.00
40.00 psi
Toe Reinforcing = None Spedd
Heel Reinforcing a None Speed
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi'5"lambda'sgrt(f'c)'Sm
Heel: Not req'd: Mu < phi'5'lambdesgrt(f'c)'Sm
Key: No key defined
Min footing T&S reinf Area
0.55 in2
Min footing T&S reinf Area per foot
0.20 in2 /it
If one layer of horizontal bars:
If two layers of horizontal bars:
#4® 11.90 in
#40 23.81 In
#5@ 18.45 in
#50 36.90 in
#6@ 26.19In
#60 52.38 in
Summary of Overtuming & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING....:
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
--
Heel Active Pressure = 40.0 0.44 17.8 Soil Over Heel = 86.2 1.63 140.0
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load ® Stem Above Soil =
_
Total
101.5 4.50 456.5
141.4 O.T.M. 474.3
_
Resisting/Overturning Ratio = 1.64
Vertical Loads used for Soil Pressure = 772.0 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral loll pressure IS NOT considered in
the calculation of Overturning Resistance.
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 Welght(s) _
Earth ® Stem Transitions=
Footing Weighl =
Key Weight -
Vert. Component -
273.3 0.25 68.3
412.5 1.38 567.2
1.50
Total = 772.0 Ibs R.M.= 775.5
Axial live load NOT included in total displayed or used for overtuming
resistance, but is included for soil pressure calculatlon.
Tilt --- - - - 1
}loriixonial Deflection at Toga of_Wall _due to settlement of suit
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Deft @ Top of Wall (approximate only) 0.089 in
The abava calculation Is not Jalld it the heal soil faNrfnc pressure on-oads tlAl of the tog,
because the wall would then tend to rotate into the retained soil.
QpOFTss�tl�
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CALIFORNIA
PERMIT # , W — 01q�
PLAN LOCATION:
Project Address: 5
74 O V4UOProject
Description: Pool, Remodel, Add't, Elect, Plumb, Mech
APN
G ►
Applicant Name: QtJat>`-
Address:
City, ST, Zip:
Telephone:
Email:
Valuation of Project $
Contractor Name:
r Qlk�
New SFD Construction:
Address:
Conditioned Space SF
City, St, Zip
Garage SF
Telephone: 7GG _
4/
Patio/Porch SF
Email: `
Fire Sprinklers SF
State Lic: b 6
City Bus Lic:
Arch/Eng Name:
Construction Type: Occupancy:
Address:
Grading:
City, St, Zip
Telephone:
Bedrooms: Stories: # Units:
Email:
State Lic: City Bus Lic:
Property Owner's Name:AJ
New Commercial / Tenant Improvements:
Address:
Total Building SF
City, ST, Zip
Construction Type: Occupancy:
Telephone:
Email:
78495 CALLE TAMPICO LA QUINTA, CA 92253 (760)777-7125
WWW.LAQUINTACA.GOV
OFFICE USE ONLY
#
Submittal
Req'd
Rec'd
Plan Sets
Structural Calcs
Truss Calcs
Title 24 Calcs
Soils Report
Grading Plan (PM10)
Landscape Plan
Subcontractor List
Grant Deed
HOA Approval
School Fees
Burrtec Debris Plan
Planning approval
Public Works approval
Fire approval
City Business License
Ii 100 LF
2!- 4-'RETalv1u&
61 4I4
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P/L 100'
6 r T
SETSACI� < "
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Concrete
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CITY of LA QUINT
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CONSULTANTS. .
klydpr & D,—mgs 1y Spo,ne Cwurn,c°nn lnr
- -oir Tnndara Ln Pnrw D—Cr
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923&)
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72-651 n n dom La P I., D.-
760-567-7347
Ca. 92-160
I.k '5*1636
F;r-1;E31YICd[.
11 LA INA
f 7
(�,•�,.p.i d Dranings hr Sy—, L--liooly
SUILDING DIVISION
ll y1 rh-r G nr /.n All., D--c
92260
ROAMED FOR
CODE
:.r1.
Li, r581636
COMPLIANCE
C11x:
DA BY
(WYER FL C0NTR4CTOR.. , , ... , ,
t7i„ & Dra up k. SO— C—t—H- 1-
r rrarod noL- Pu1.n Desen Cn 91160
I !r a _81636
Patdd Snri114
54080411 . Obregan, La Quinta. C4 91253
34I-'?9-2311.i
.23 ACRES WL lA' PARS 2
�Vea'
PM 2271029 A f
3ry9I
.AP,Nk 774-204-028-3
CalctlIation of the Net Lot Area
Lot size - f 0000 sgti
Total sgft of all proposed structure - 3336.00
sqft
Net MARK
Net lot area - 34% SCALE:
DATE
DESCRIPTION
1/8" = 1'-0"
WALL LE❑L'Nn
&-0• PRECISION BLOCK WAI L
-
WALLS
'_'-a" PRF.fIS10N BLOCK WALL
PROJECTNO: 022119
MODEL Ftl E' Casa La 9u-n!a 22
DRAWN BY: Bab SlpeSdc
CHK'D BY: kC6n[oIX R i Na-
COPYRIGHT
COPYRIGHT
Sipovac Construction Ina
Ave. Obregon '
I
SEWER LATERAL -T. C}st7fj•E�I:V, � PLAN
NORTH
1. Dmeway approach requires a separate permit and inspection from City of La Quinta Public
works Department.
2. Finishing floor shall be 12 inches above datum point at top of curb at centerline of lot.
3. Block Walls, Pools. Spas, Bbqs and Fire Pits requires a seperate permit from City of La� r�
Quinta Building Depctrtmelit
Monday, September 30. 2019
A-101
SHEET 4 OF 25
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