BWFE2019-021678-495 CALLE TAMPICO D "'ill
LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Permit Type/Subtype: WALL/FENCE/CITY STANDARD/PRE-APPROVED
Application Number: BWFE2019-0216
Property Address: 77234 CASA DEL SOL
APN: 773360002
Application Description: GERVAIS / PROPERTY BLOCK WALLS
Property Zoning:
Application Valuation: $7,000.00
Applicant: DCORONEL ENTERPRISES INC
42760 MADIO STREET OCT z 5 20t9
INDIO, CA 92201 nD
CITY OF !A QUINTA
DESIGN & DEVELOPMENT DEPARTMENT
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9
(commencing with Section 7000) of Division 3 of the Business and Professions Code, and
my License is in full force and effect.
License Class: B License No.;
Date:�10 Contractor: [CO
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair any
structure, prior to its issuance, also requires the applicant for the permit to file a signed
statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business
and Professions Code) or that he or she is exempt therefrom and the basis for the
alleged exemption. Any violation of Section 7031.5 by any applicant for a permit
subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that he
or she did not build or improve for the purpose of sale.).
(_) I, as owner of the property, am exclusively contracting with licensed contractors to
construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State
License Law does not apply to an owner of property who builds or improves thereon,
and who contracts for the projects with a contractor(s) licensed pursuant to the
Contractors' State License Law.).
(_) I am exempt under Sec. B.&P.C. for this reason
Date
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Na
Lender's Add
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 10/25/2019
Owner:
GT LLC.
4776 WEST MILL RIVER COURT
COEUR D'ALENE, ID 83814
Contractor:
CORONEL ENTERPRISES INC
42760 MADIO STREET
INDIO, CA 92201
(760)775-1234
Llc. No.: 727199
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of t r which this permit is issued. $ wo
have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My workers' compensation insurance carrier and policy number are:
Carrier: IEN+ HMARX INSURANCE COMPANY Policy Number:SST5014903
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become sub t to the
workers' compensation provisions of Se 'on 370 of the L Zir Code, sha forthwith
comply with those provisions.
Date: [� _)-S `11 Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit issued
as a result of this application , the owner, and the applicant, each agrees to, and shall
defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not
commenced within 180 days from date of issuance of such permit, or cessation of work
for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state layis relatl q0 uildin
construction, and hereby authorize representatives oft city t enter ❑n t e abov
mentioned property for inspection purposes.
Date: lv Signature (Applicant or Agent, �.
DESCRIPTION
ACCOUNT
CITY
AMOUNT
RETAINING/COMBINATION WALL EA 501-F
101-0000-42400
0
$64.40
DESCRIPTION
ACCOUNT
QTY
AMOUNT
WALL/FENCE - EA ADDITIONAL 50LF
101-0000-42404
0
$64.40
DESCRIPTION
ACCOUNT
QTY
AMOUNT
WALL/FENCE - FIRST 100LF
101-0000-42404
0
$53.67
DESCRIPTION
ACCOUNT
QTY
AMOUNT
WALL/FENCE - FIRST 100LF PC
101-0000-42600
0
$67.08
Total Paid for BLOCK WALL 2019: $249.55
DESCRIPTION
ACCOUNT
QTY
AMOUNT
BSAS SB1473 FEE
101-0000-20306
0
$1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
RECORDS MANAGEMENT FEE
101-0000-42416
0
$10.00
Total Paid for RECORDS MANAGEMENT FEE: $10.00
DESCRIPTION ACCOUNT
QTY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE 502-0000-43611
0
$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00
za Qall�tra
- GE,M .y":hr DESERT -
PERMIT # U F O
PLAN LOCATION: -
Project Address: `-/ -7 3 �, \ \
Project Description: Pool, Remodel, Add't, Elect, Plumb, Mech
APN #:
Applicant Name:
Address: `( a� 6 v o
% L LN-- G _
City, ST, Zip:
hone:o
IV1.0
:
t
Valuation of Project $
Contractor Name:
New SFD Construction:
Address: Q
J
Conditioned Space SF
City, St, Zip \�,,
LA 1 DL
Garage SF
Telephone: •76,0
` 13
Patio/Porch SF
Email:
C�a.a
er C_O
Fire Sprinklers SF
State Lic:`-7A--� �- City Bus Lic:.
Arch/Eng Name:
Construction Type: Occupancy:
Grading:
Address:
City, St, Zip
Telephone:
Bedrooms: Stories:
# Units:
Email:
State Lic: City Bus Lic:
Property Owner's Name: New Commercial / Tenant Improvements:
Address: �A Nk r Total Building SF
City, ST, Zip Construction Type: Occupancy:
Telephone:
Email:
78495 CALLE TAMPICO
LA QUINTA, CA 92253
760-777-7000
k
ORCO Z--0" TO Y--0" RETAINING WALL W/LEVEL BACKFILL
SPECIAL INSPEC770N NOTE:
TTE7j�A PER THE 2d16 CBC:
PRQVIpE LEVEL B SPECL41 INSPECTION PER TMS
AM PREOURE - ISM pSF
402-13/ACI530-13/ASCE 6.13 TABLE 3.1.2 OF THE
LENT FLUID PRESSURE 63 ACE.
MASONRY STEM PRIOR TO GROUTING TO VERIFY GR4pE
BLE LATERAL PASSIVE PRESSURE = 150 PCF
7REINFORZING
SIZE AND PROPER PLACEMENT OF REINFQRCEMENTAND
STRENGTH - 2000 PSI @ 28 DAYS.
TO
ENSURE THE GROUT SPACE IS THE PROPER SIZE WITHOUT
RCING STEEL :GRADE 60.
I MASONRY COMPRESSION STRENGTH.
OBSTRUCTION OTHER THANNORMAL MORTAR FUNS.
(f1 S'AtU5•yAIiM MI
L�srwrNCAsxnara
Tq RROTECTMPLA[L�
2'-0"MIN.
LEVEL mcr u
.I4 HORZ COME
[COMPACTED TO MIN 9"
ATTOP
REM ME COMPACTION
PER ASTM 1557-0
p�
'[DOWEL
®EDGEOFR"CNU
����6777F
WATERPROOF MCKS1DE
Z' C1R OF RETAINING WALL W/
X
z�
ORP WATERSTM
4'D& SOR7SIEA°PNL`
Wj' 1 Cf. 1/116xA9 •
ROPE TD UR AE
OR INSTALL WEEP HOLES.
M
F4HORZ. L
@I2'000NT.CONT.Z'O/C
'D'&R
A' 12'
tl
6
NOTE: DIMENSIONSARE NOT TO SCALE
NOTES:
1. CONCXCTE BL04X SHALL BE ORCO MANUFACTURED WHIL7i
CONFORMS TY7 ASTM C 90, W60GELOCK BLOCK, SLUMP BLOCK
AND SPLITFACEBLQCKAREACCEPTABLE
2. CONCRETE FOR FOO77N6 SHALL BE I PART CEMENT TO 2412
PARTS SAND 703.112 PAR M GRAVEL WITH A M4XIMUA1 OF I-112
GALLONSOFWATER PERSAO'L PM7LINIDCEMENTSHALL
CONFORM TO AST74 C 150 TYPE 111V. Fc = 2500 PSI
3, REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO
ASTM A 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4. RESIR5HALLBECENTEREDINTHE CONCRETE BL0CKCELL IN
WHICH IT IS LDCATT'D.
5. CONCRETE BLOCK SHALL BE LAYED IN A RUNNING BOND
PATTERN WITH VERTTC4L CONT7NUITY OF THE CELLS UNO.
6, ALL BLOCK CELLS SHALL BE SOLID GROUTED.
7. USE TYPES MORTAR PROPOR77ONED USING ASTM C 270 PART
CEMENT TO 112 PART LIME TO 4-112 PARTS DAMP, LOOSE SAND.
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE I PART
CEMENT TD 3 PARTS S4ND (GROUT MAY CONTAIN 2 PARTS 318"
FFA GRAVEL IF WEATHER CMDMT W ARE FAVORM$lEAND
BLOCK UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW
GOOD GROUT FLOW). WATER SHALL BEADDED TO PRODUCE
GOOD GROUT FLOW WITHOUT SEGREGATTON OF THE
CONSTMENTS.
9. BLOCK STEM AMYBEWET-SET1-112"INTOTHEFOOTINGWHILE
THE CONCRETE IS PLASTIC BLOCKSTEM MAYBE PLACED TO
EITHER EDGE OF THE TRENCH TYPE F0077NG
10. F007ING MUST BE POURED ON OR INTO UNDISTURBED NATURAL
SOIL OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF
90%.
ll. FIRST INSPEC77ON TO BEAFTER FOOTING TRENCHES ARE READY
FOR CONCRETEAND ALL REQUIRED STEEL IS 77ED IN PLACE
SECOND INSPEC77ON TO BE WHEN THE REQUIRED VER77CAL IS
IN PLACEAND THEBLOCK WALL IS RE4DYTO GROUT.
12. MAXIMUM CONTROL JOINT SPACING.' 20' 01C.
'HT'
'A'
'B'
'CDOWEL
'D' BAR
'K'
2"-0"
6"
2'-3"
1¢L4®32" 0/C II33"
NIA
9..
21'J
3"-0"
1'-0"
2'-9'
1{4016" PIC 45"
#4016' 0/C 72"
—117"
27J
Com"try
CITY OF LA QUrNTA
77234 C45A DEL SOL
LA QUINTA, C4LIF0RNI4
ORCO WALL SYSTEM FORCES PER 2016 CBC CHAPTER 16
WIND FORCES TO WALLS PER ASCE 7-10 SECTION 29.4 ^
CHECK WIND FORCE CALCULATION FOR BASIC 85 MPH 8 95 MPH 5 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
OH= 0,00256 Kz Kzr K0 Vz... (29.5-1), WHERE.' Kz = 0.57 FOR EXP B AND Kz = 0.85 FOR EXP C
FROM TABLE 29.5-1: KZT = l.0 DEFAULT PER SECTION 26.8-1 8 KD = 0.85 FROM SECTION 26.6-1
THEREFORE, FOR 85 MPH 8 95 MPH 5 SEC. WIND GUST SPEED:
OR= (0.00256)(0.85)(1.0)(0.85)010)z = 22.4 PSF 8 OR =(0.00256)(0.85)(1.0)(0.85)(120)z = 26.6 PSF
NOW USING SECTION 6.5.14 FOR SOLID FREESTANDING WALLS: FH= ON G CF AS.. (29.4-1), WHERE: G= a 85 FROM SECTION 26. 9.1
Cr = 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 1.3 FOR A 60' PANEL.
THEREFORE FOR Il0 MPH - (22.4 PSFO ASAQ A, = 16 7 PSF. 8 FOR l20 MPH = (ZO 6 PSF9O. *S10 41 A, - J1.7 PSF.
WIND FORCE FOR EXPOSURE C CONDITIONS
V,, IN MPH
100
/10
/20
130
1 /40
1.50
On = 0 00256 K, K,r V' I
wneRe K,= 0 B5, K,.=40, Ho= 0 BS
1.
1&5 PSF
22.4 PSF
26 6 PSF
52.2 PSF
36. J PSF
416 PSF
Fx = wimp FORCE PER S0. Ff.
F„ = Ox G C, A, PER SECTION 20 4-1
22.0 PSf
26.7 PSF
JL7 PSF
JB. 4 PSF
412 PSF
4 9.5 PSF
WHERE 6=0 85 AND C,= 14 APE.
Fx =WIND FORCE BY USING 0. 60 LOAD
78
g$
9J
IOI
IOB
Ilb
FACTOR PER CBC 1605 J. l EON /6-5
PROJECT SITE WIND ZONE- V ULT = ll ° MPH EXPOSURE C
THEREFORE WIND FORCE = 24_-�- PSF ..<-- 63a��5
SEISMIC FORCES PER 2016 CBC (ASCE 7-10 SECT, 15.4.1e) YHOFL'Ssf CH
FOR NONSU/LD/NG STRUCTURES:
- FREE STANDING WALLS AND PILASTERS-
- PROJECT SITE CLASS D
- FUNDAMENTAL PERIOD T GREATER THAN 0. 06 SEC NO. 83660 °
,* EA'P 0313111011 �.
CALCULATED USING EQUATION 12.8-7 AND TABLE 12.8-2
�i p � 1 V 14 � ■
4 ar CA00a
PER EQN. 15.4-2, SEISMIC BASE SHEAR FOR FLEXIBLE NONBUILDING STRUCTURES NOT SIMILAR TO BUILDINGS.
V= N.80)(S/)/(R/I)J W , WHERE 1 = I.0 8 FA = 1.1 FROM TABLE I1.4-1 6 R = J.0 FROM TABLE 15.4.2
SEISMIC FORCE FOR I SEC. PERIOD CONDITIONS
S, FROM FIG. 12-2
60 1 70 1 80 1 90 /00
f
1/0
V = ((0.80)(S))/(R/0J W
-1
0. 22w 0.24 w 0.25w 0.27W o. 30W
-
! 0. 32W
PROJECT SITE SEISMIC INFORMATION: S1 S V=o.?�-W f
CMU WALL WEIGHTS PER SO. FT.
BLOCK TYPE
6' CMU W/ JOINT REINFORCEMENT
B' CMU
16XI6
PILASTER
GROUTED 10/C
419'0/C
4010/C
32'O/C
24'0/C
I6'0/C
J2'O/C
24'0/C
16'O/C
SOLID
SOLID
WT. PER S0, FT
34 PSF
55 PSF
37 PSF
39 PSF
45 PSF
48 PSF
52 PSF
60 PSF
BO PSF
160 PSF
THEREFORE SEISMIC FORCE IS: V 3 ::� PSF) _ 9 q PSF
ORCO Block & Hardscape
11100 Beach Blvd
Stanton, CA 90680
Tel. (714) 527-2239
This Wall in File: 0userMgvE
drive - orco block compan
Project Name/Number : city of la qu
Title City pf La Quints
Dsgnr: GV
Description....
(01 a) 2':0" ret
project files
Page: 1
Date: 1 S OCT 2019
Ratampro (c) 1967.2010. Build n.1B.11aa
Lloonae: KW.06059a01 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 =
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
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.01bs
Axial Load Eccentricity=
0.0 In
Design Summar
Wall Stability Ratios
Overturning n
1.54 OK
Sliding =
1.55 OK
Total Bearing Load _ 949 Ibs
...resultant ecc. = 7.62 in
Soil Pressure @ Toe =
1,292 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable -
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,808 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
7.5 psi OK
Footing Shear @ Heel =
0.7 psi OK
Allowable =
75.0 psi
Sliding Cafes
Lateral Sliding Force =
379.6lbs
less 100 % Passive Force = -
304.7 Ibs
less 100% Friction Force = -
2B4.71bs
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
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
Soil Data
f
Allow Soil Beanng
= 1,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 63-0 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 Oft
...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)
I
�I1
.i
1
Adjacent Footing Load
Adjacent Fooling Load r
0.0lbs
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
end
Bottom
Stem OK
Stem OK
Design Height Above Ftg
ft.
2.00
0.00
Wall Material Above "HI"
a
Masonry
Masonry
Design Method
a
LRFD
LRFD
LRFD
Thickness
.
6.00
8.00
Reber Size
# 4
# 4
Rebar Spacing
32.00
32.00
Rebar Placed at
=
Center
Edge
Design Data
fb/FB + fa/Fa
a
0.543
0.540
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
160.2
361.8
Moment,... Actual
Service Level
ft-#=
Strength Level
ft-# =
480.6
935.4
Moment,..,. Allowable
114=
884.2
1,727-9
Shear..... Actual
Service Level
psi =
Strength Level
psi =
9.1
4.0
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 Ration'
=
16.11
16.11
Wall Weight
psf =
42.0
78.0
Equiv. Solid Thick.
in =
3.90
7.60
4Ror essra�fi
Masonry Block Type
= Medium Weight
a�n JERpVrp F
Masonry Design Method
Concrete Data
f'c
=
psi =a
LRFD
ro n
ON n 1
Fy
psis
NO 63660
* EXP 03/31/2021
9rF CiV ❑Ftt ;
OF CAME
Project Name/Number : city of Is qu
ORCO Block & Hardscape Title City pf La Quints Page : 2
11100 Beach Blvd Dsgnr: GV Date: 18 OCT 2019
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (01 a) 2'•0" ret
This Wall in File: c luse+slgverdugolaneddve - orco block rompanyldoGumWtfslrFlalnpr0 prolecl files
no lam Pro ieJ 1687.2018. atlihl 11.18.11.29
Licanse : KW06059401
License To . ORCO BLOCK COMPANY, INC.
Cantilevered Retaining Wall
Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & Strengths
Footing Design Results
Toe Width -
1.58 ft
Toe
Heel
Heel Width
0.67
Factored Pressure = 1,806
0 psi
Total Footing Width
2.25
Mu': Upward = 1,452
0 ft-k
Footing Thickness M
12.00 in
Mu': Downward = 378
0 ft-#
Mu: Design = 1,075
0 h-#
Key Width
12.00 in
Actual 1-Way Shear = 7.48
0,74 psi
Key Depth
9.00 in
Allow 1-Way Shear = 40.00
40.00 psi
Key Distance from Toe m
0.50 it
Toe Reinforcing = None Spec'd
Pc = 2,500 psi Fy =
60,000 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'S'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 M
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #40 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 h
it-# Ibs it ft-#
Heel Active Pressure = 283.5 1.00
283.5 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 @ 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 379.6 O.T.M.
860.2 Stem Weight(s) = 408.0 1.86 760.9
Earth @ Stem Transitions=
Footing Weighl = 337.5 1.12 379.6
Resisting/Overturning Ratio = 1.54
Key Weight = 112.5 1.00 112.5
Vertical Loads used for Soil Pressure = 949-0
Ibs Vert. Component =
Total = 949.0 Ibs R.M.= 1,325.0
' tidal live load NOT included in total displayed or used for overturning
fe819tance, but is included for soil pre"wre 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 Too of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci PROF EsSroN
Horizontal Dail @ Top of Wall (approximate only) 0.128 in �qa� V4ERotrGC
lli(_1�1.itr_111r�tl;_.Iwll c_.�1i t.alr.: 111e_hri;;1 ;plill.0 iu Jncs_:juir^c_.iP�l!i{•�-Ilull,r�l lug. _Iri<
D z .
NO 93660
* EXP 03/31/2021
.0 9TE C l v i °ill Y
OF CAI''F
Project Name/Number : city of la qu
ORCO Block & Hardscape Title City 91 La Quints Page: 1
11100 Beach Blvd Dsgnr: GV Date: 18 OCT 2019
Stanton, CA 90680 Description,.,.
Tel. (714) 527-2239 (01b) 3'-0" ret
This Wall in File: c:\users\gverdugo\onedrive - orco block company\documents\retainpro p(ojecl files
Rot olnAro(c] too 7.2010. Build II.I a.11.29
Licunse: KW-05059401
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACi 530-13
License To: ORCO BLOCK COMPANY, INC.
Criteria
!
Soil Data
Retained Height =
3 00 ft
Allow Soil Bearing
= 1,500.0 psf
I
Wall height above soil =
6.00 It
Equivalent Fluid Pressure Method
Active Heel Pressure .
- 63.0 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
FootingIlSoil Friction
~
= 0.300 "
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 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.61 OK
Sliding =
1.55 OK
Total Bearing Load = 1,231 Ibs
...resultant ecc. = 8.51 in
Soil Pressure 0 Toe =
1,233 psf OK
Soil Pressure ® Heel =
0 psf OK
Allowable -
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,726 psf
ACI Factored @ Heel =
0 psf
Footing Shear ® Toe =
9.6 psi OK
Footing Shear ® Heel =
0.7 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
600.1 Ibs
less 100 % Passive Force =' -
563.0 Ibs
less 100 % Friction Force = -
369.2 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
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 #/ft
...Height to Top
= 0.00 ft
...Height to Bottom
= 0.00 ft
Load Type
= Wlnd (W)
(Strength Level)
Wind on Exposed Stem
= 26.7 psf
(Strength Level)
Stem Construction
Design Height Above Ftg
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Reber Size
=
Reber 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-# =
Moment..,..Allowable
ft-#=
Shear..... Actual
Service Level
psi =
Strength Level
psf =
Shear.....Allowable
psi =
Anet(Masonry)
In2=
Reber Depth 'd'
In =
Masonry Data
I'm
psi =
Fy
psi =
Solid Grouting
=
Modular Ration'
Wall Weight
psi=
2nd
Slem OK
3.00
Masonry
-RFD
6.00
# 4
32.00
Center
0.543
Adjacent Footing Load
Adjacent Footing Load =
0.0lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig 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
Slem OK
0.00
Masonry
LRFD LRFD
8.00
# 4
16.00
Edge
0.419
160.2 613.8
480.6 1,414.E
884.2 3,368.0
9.1 6.7
80.5 60.5
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 tRdfESS/cNa
Masonry Block Type = Medium Weight tic 4011ODCO r R
Masonry Design Method = LRFD k~
Concrete Data I; m m
Pc psl+ v m
p D n .
Fy PSI = NO 83660
* E%P 03/31/2021
sT CI \r
Spy tp
09 ct'01
BLOCK CO., INC.
Since 1946
ANGELUS BLOCK MASONRY FENCE WALL SYSTEM
DESIGN CRITERIA:
1. DESIGN CRITERIA PER 2016 CBC
2. ALLOWABLE SOIL BEARING PRESSURE - 1500pef
3. ALLOWABLE SOIL PASSIVE PRESSURE - 150pcf
4. COEFFICIENT OF FRICTION m 0.25, COHESION = Opef
5. CANTILEVER ACTIVE = 30pcf
6. MASONRY COMPRESSIVE STRENGTH, rm = 1500psi, SPECIAL INSPECTION
NOT REQUIRED PER CBC SECTION 1704.2, EXCEPTION 2, 'U' OCCUPANCY.
7. USER TO VERIFY APPLICABILITY OF THE DEFINED DESIGN CRITERIA FOR THE
PROJECT SPECIFIC SITE.
NOTES:
1. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A615
GRADE 60. PROVIDE SPLICES (LAPS) OF 48 BAR DIAMETERS OR 24
INCHES, WHICHEVER IS GREATER, CENTER VERTICAL BARS IN CELLS.
6' to 8' High Site Wall
Eccentric Spread Footing
C o 110mph (uit)
Risk Category I
6' Wide CMU
OPTIONAL WAL
�6 S'CD. LAODI
pS STU FOR
JOINT REl1'IF I
COURSE, AT F
COURSE, AND
2. JOINT REINFORCEMENT ("LADDER" TYPE) SHALL BE COLD -DRAWN STEEL
WIRE CONFORMING TO ASTM A951. PROVIDE MINIMUM 6 INCH LAP SPLICES.
6" WIDE
3. STRENGTH OF CONCRETE FOR FOOTINGS = 2500psi 0 2B DAYS, UNLESS
GROUT CELLS
OTHERWISE REQUIRED BY SOILS REPORT.
w/ REINF.
4. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, ANGELUS
BLOCK PRECISION, SPLIT FACE, BURNISHED, OR SHOTBLAST, WITH OR
WITHOUT MORTARLESS HEAD JOINTS (TONGUE -AND -GROOVE), OR
ANGELUS BLOCK SLUMPSTONE SHALL BE USED.
5. MORTAR SHALL BE SPEC MIX TYPE S PRE13LENDED MASONRY MORTAR AS
MANUFACTURED BY E-Z MIX INC., CONFORMING TO PROPORTIONS AND
'X' BARS PER
REQUIREMENTS OF ASTM C270, OR SPEC MIX IWWR MASONRY MORTAR AS
SCHEDULE
MANUFACTURED BY E-Z MIX INC., CONFORMING TO PROPERTY
CTR. OF WALL
REQUIREMENTS OF ASTM C270.
6. GROUT SHALL CONFORM TO ASTM C476, WITH AN 8-11 INCH SLUMP,
AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
2000psi.
7. FIRST COURSE MAY BE WET -SET 1 1/2 INCHES MAX. WHILE CONCRETE
OWLS. TO MAT
IS PLASTIC.
VERT. REINF. 1
24" MIN.
8. CONCRETE BLOCK SHALL BE LAID IN RUNNING BOND PATTERN WITH
VERTICAL CONTINUITY OF THE CELLS.
F.G.
9. VERTICAL CONTROL JOINTS SHALL BE SPACED AT A MAXIMUM OF
40'-O"o.c. OR 20'-0"o.c. IF WALL IS TO BE STUCCO COATED OR
MORTAR WASHED
WET -SET FIRS
10. GROUT ALL CELLS WITH REINFORCEMENT.
COURSE
11. INSPECTIONS: A. AFTER FOOTING IS READY FOR CONCRETE AND ALL
FOOTING REINFORCING IS TIED IN PLACE. B. AFTER VERTICAL
2-Y4 CONT.—
REINFORCEMENT IS IN PLACE AND CELLS ARE READY FOR GROUT.
E2. FOR TYPICAL FOOTING STEP AND DRAINAGE BLOCK -OUT DETAILS
SEE DETAIL SHEET S-5.1.
CONT. CONC.
t3. DO NOT PLACE FOOTING WITHIN 5'-0' OF A SLOPE
MA50013Y FENCE WALL SU(EDULE
'H' MAX. 'X' BARS B' MIN.
76" LONG CMU 16' LONG CMU
6'-0" 1 414G48"o.c. I 94054"o.c. 1 2'—ti"
6'
1 7-4" 1 N4032"o.c. I #4036"o.c. 1 3'-0" 1
3'
I GHL !NC.
t2U gas-3addic St. ( Co,; _A J17113
F 625 939 .59$
F 6,6 ?J8 i1485
ti . -�.ighl o;m
CITY OF LA QUINTA
BUILDING DIVISION
APPROVED
FOR CONSTRUCTION
BY: A. ,,,DATE: 04/27/2017
VLK SiCNLUULL
r1o` 858�31 �;
�c EXP. 9-30-18
OF CA��F%
DATE SIGNED 4-12-17
S-1.1LQ
#16-077
0
w
En
V
a
d4
*5LOCKC�M.
ANGELUS BLOCK MASONRY FENCE WALL SYSTEM
DESIGN CRITERIA,
1. DESIGN CRITERIA PER 2016 CBC
2. ALLOWABLE SOIL BEARING PRESSURE = 1500psf
3, ALLOWABLE SOIL PASSIVE PRESSURE = 150pcf
4, COEFFICIENT OF FRICTION = 0.25, COHESION = Opsf
5. CANTILEVER ACTIVE = 30pc1
6. MASONRY COMPRESSIVE STRENGTH, f'm = 1500pol. SPECIAL INSPECTION
NOT REQUIRED PER CBC SECTION 1704.2, EXCEPTION 2, 'U' OCCUPANCY.
7. USER TO VERIFY APPLICABILITY OF THE DEFINED DESIGN CRITERIA FOR THE
PROJECT SPECIFIC SITE.
I. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A615
GRADE 60. PROVIDE SPLICES (LAPS) OF 48 BAR DIAMETERS OR 24
INCHES, WHICHEVER IS GREATER. CENTER VERTICAL BARS IN CELLS.
2. JOINT REINFORCEMENT ("LADDERS TYPE) SHALL BE COLD -DRAWN STEEL
WIRE CONFORMING TO ASTM A951. PROVIDE MINIMUM 6 INCH LAP SPLICES.
3. STRENGTH OF CONCRETE FOR FOOTINGS = 2500psi ® 28 DAYS, UNLESS
OTHERWISE REQUIRED BY SOILS REPORT.
4, CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90. ANGELUS
BLOCK PRECISION, SPLIT FACE, BURNISHED, OR SHOTBLAST, WITH OR
WITHOUT MORTARLESS HEAD JOINTS (TONGUE —AND —GROOVE), OR
ANGELUS BLOCK SLUMPSTONE SHALL BE USED.
5. MORTAR SHALL 8E SPEC MIX TYPE S PREBLENDED MASONRY MORTAR AS
MANUFACTURED BY E-2 MIX INC., CONFORMING TO PROPORTIONS AND
REQUIREMENTS OF ASTM C270. OR SPEC MIX IWR MASONRY MORTAR AS
MANUFACTURED BY E—Z Mix INC., CONFORMING TO PROPERTY
REQUIREMENTS OF ASTM C270.
6. GROUT SHALL CONFORM TO ASTM C476, WITH AN 8-11 INCH SLUMP,
AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
2000ps1.
7. FIRST COURSE MAY BE WET -SET 1 1/2 INCHES MAX. WHILE CONCRETE
IS PLASTIC.
8. CONCRETE BLOCK SHALL BE LAID IN RUNNING BOND PATTERN WITH
VERTICAL CONTINUITY OF THE CELLS.
9. VERTICAL CONTROL JOINTS SHALL BE SPACED AT A MAXIMUM OF
40'-O"o.c. OR 20'-0"o.c. IF WALL IS TO BE STUCCO COATED OR
MORTAR WASHED
10. GROUT ALL CELLS WITH REINFORCEMENT.
11. INSPECTIONS: A. AFTER FOOTING IS READY FOR CONCRETE AND ALL
FOOTING REINFORCING IS TIED IN PLACE. B. AFTER VERTICAL
REINFORCEMENT IS IN PLACE AND CELLS ARE READY FOR GROUT.
12. FOR TYPICAL FOOTING STEP AND DRAINAGE BLOCK -OUT DETAILS
SEE DETAIL SHEET S-5.1.
13. DO NOT PLACE FOOTING WITHIN 5-0" OF A SLOPE
MASONRY FENCE RETAINING WALL SCHEOULE
.H.
'X' BARS
Y BARS
'B' MIN.
'C' MIN.
16" LONG CMU
16" LONG CMU
2'-0"
4032"o.c.
4048"o.c.
2'-9
N A
2'-8"
4032"o.c.
44D48"o.c.
S-0"
N/A
T-4'
#4032"o.c.
#4048"o.c.
3'-5"
N/A
4'-0"
#4032"o.c.
4048"o.c.
J 3'-'
GHL INC.
• =, 259id ;i95
6' High Wall 2' to 4' Retaining
Heel -in Footing
C ® 110mph (uft.)
Risk Category I
6'/8" Wide CMU
OPTIONAL WALL CAP -
16 STD. LADDER TYPE
#S STO FOR SLUMPSTONE)
JOINT REINF_ AT TOP COURSE, -
AT FIRST COURSE, AND 24"o.c.
AT FENCE
6" WIDE (NOM.) CMU
w/ 'Y' BARS PER
SCHEDULE W CTR.
OF WALL. GROUT
CELLS w/ REINF.
#4 HORIZ. 024",3.:,
® RETAINING
4"0 SDR 35 PERF. PIPE w/
1c.f. 3/4" GRAVEL WRAPPED IN
MIRAFI 140N FILTER FABRIC- -
SLOPE TO DRAIN. WATERPROOF
BACKSIDE OF RETAINING WALL
8" WIDE (NOM.) CMU
FULLY GROUTED
'X' BARS PER
SCHEDULE, LAP
24" MIN.
F.G. -
WET -SET FIRST
COURSE
#4 CONT
#4 CONT. ® 12"o.c.—
CONT. CONC. FTG.
CONC. KEY
LOADING
1. SEISMIC, 5% DAMPING ® 1 SECOND
ACCELERATION Cs=0.33Wt.
2. FOUNDATION SIZES BASED ON
MAXIMUM WIND OR SEISMIC
LOADING.
CITY OF LA QUINITA
BUILDING DIVISION
APPROVED
FOR CONSTRUCTION
BY: A. SATE: 04/27/2017
M
'H' + 12"
DISTANCE TO EDGE OF
NEAREST ADJACENT
FOUNDATION
o
a
rOPTIONAL CHAMFER
BACKFILL-
III WELL GRADED, CLEAN
SANDS OR GRAVEL OR
COMBINATION
USC= GW,GP OR SW,SP
21" OUTSIDE FACE
OF BLOCK TO
o
OF VERT
=
x
U
0
o:
a
N
" U
Y
12„ I 12"
'B' MIN.
PER SCHEDULE
,PROFLSS,
t7
rq
c NO. B5 81 m
is EXP. 9-30-18
C .I V `�,
y�x of c++�-�F�¢
DATE SIGNED 4-12-17
S-1.6LQ
#16-077
GENERAL INFORMATION
AREA TABULATIONS
OWNER: GREG & TERRI GERVAIS
RESIDENCE
3,353 SO. FT.
LOT 2, CASA DEL SOL
GARAGE I MECHANICAL
1,139 50. FT.
LA QUINTA, CA 92253
COVERED PATIO
986 SQ. FT
LEGAL DESCRIPTION: LOT 2, TR 28409
TOTAL STRUCTURE
5,478 SQ FT
APN: 773-360-002
TOTAL SITE
12,197 SQ. FT.
5,478 / 12,197
PROJECT ADDRESS: LOT 2, CASA DEL SOL
TOTAL LOT COVERAGE
44.9%
LA QUINTA, CA 92253
' -
- - ZONING. RM - RESIDENTIAL MEDIL
• • • •
OCCUPANCY: R-1
_
TYPE V-B NON -RATED
L�
7 i 77i7 � L
3
R
At.L
RAVEL
PA PIANTER
I
I
I
I
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GRAVdL
AC CONDENSER
i
SET ON TXT CONC.
)
PAD TOP OF PAD TO
3•-
—a
BE NO LESS THAN
3' ABOVE GRADE
(E) 6-0- HIGH
BLOCK WALL
CON I
i
WALK
LOT 3
p�
m
°
}
�
GARAGE
CONIC. q 1,139 SO FT
WALK F.F. - 6570
F.G. - 65.20
IN13060 \
WROUGHT
IRON GATE ^
(N) 6'-0' HIGH
BLOCK WALL
PV
TV
---
TEAR CREEK CHANNEL
(E)6-0-HfGH
BLOCK WALL
IN28'0756-Ei
---- - (127.1T
�V-V,5PLANTER PLANTER
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a
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BBO COVERED PATIO
CONC. DECK
726 SQ.FT.
'% 2_3y :_:� \
LOT 2
RESIDENCE
3,353 SQ.FT.
F.F. - 67 70
F.G•-67.20
z r
PLANTER
---- i �, C VERED PA O
I -- "� i77 SOFT, 11 P! PLA!
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CONIC. STEPS
❑
�A Li ON
65_ ...>> t
4' HIGH ILLUMINATEDPLANTER
�-
STREET NUMBERS •--ate '
VISIBLE AND LEGIBLE
FROM THE STREET -__ -
-64-- CONC STEPS
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CONG. DRIVEWAY .... .. Z'I {i
_ - CASA _ DEL
� SOL
A xTic .s S `i' «"�
Ax),dtll 6[.G
gWraoll- oil 6
THE DEVELOPER / CONTRACTOR / OWNER IS
RESPONSIBLE FOR THE VERIFICATION OF
EXISTING CURB (OR EDGE OF STREET PAVING IF
NO CURB EXISTS) LOCATION FROM PROPERTY
LINES) WITH THE PUBLIC WORKS DEPARTMENT.
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BLOCK WALL
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CONIC.
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PATIO
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83 SQ.FT. 0
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IRON GATE
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CONC. PATIOXPOkl
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SITE PLAN
SCALE: 1/8" = V-0" I NORTH
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE BY
7 713 y CASA OEL 5*04,