05-4962 (BLCK)13.0. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:05-9.6'2s�:�
0=0:004.
Property Address:
504 95 ORCHARD LN
APN:
772-050-012- - -.
Application description:
WALL/FENCE
Property Zoning:
LOW DENSITY RESIDENTIAL
Application valuation:
1640
Applicant:
Architect or Engineer:
pIP.
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
tMARl
(
i
7 2006
CITY OF LA QUINTA
Owner:
LA QUINTA ORCHARD PARTNERS
P.O. BOX 3718
LA QUINTA, CA 92253
Contractor:
SPARKS CONSTRUCTION, INC
P•.O. BOX 1716
LA QUINTA, CA 92247
(760)771-1941
Lic. No.: 674074
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
' Date: "3/15/06
. LICENSED CONTRACTOR'S DECLARATION
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury that 1 am licensed under provisions of Chapter 9(commencing with
I hereby affirm under penalty of perjury one of the following declarations: °
my License is in full force and effect.
Section 7000) of DivisE7031.5,
Business and Profess=cityor
I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
License Class: 13 674074
° -- -
_
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued.
Date: �.CV O
_ I 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 ,
. OWNERARATION
insurance carrier and policy number are:
.. I hereby affirm under prjury that I am. exempractor's State icense Law for the
Carrier STATE FUND Policy Number 0000348-2005
following reason (Sec.siness and Professiony or county th t requires a permit to -
_ I certify that, in the performance of the work for which this permit is issued, I shall not employ any
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the
person in any manner so as to become subject to the workers' compensation laws of California,
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
and agree that, if I should become subject to ers' compensation provisions of Section
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
j ,7500 of the Labor Code, I shall forthw' comply with hose provisions.
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 penaltyof not more than five hundred dollars 1$5001.:
(_ I 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.).
(_ 1 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.).
(_ 1 I am exempt under Sec. , BAP.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 Name: . _ t A
Lender's Address
LQPERMIT
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUI!, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS 1$100,0001. 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 Director of Building and Safety for a permit subject to the .
conditions and restrictions set forth on this appjication.
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 laws relating to building construction, andthorize representatives
of this coyntyrto enter upon the above-mentioned grope or mspectio oses.
Application Number . . . . .. 05-00004962
•Permit, . . . . WALL/FENCE PERMIT
Additional desc .
Permit Fee . . . . 39.00
Plan Check
Fee
- .00
Issue Date . . . . -
Valuation
. . .
1640
Expiration Date 9/11/06
Qty Unit Charge Per
Extension
BASE FEE
15.00
12.00 2.0000 HND BLDG 501-2,000
24.00
--------------------------------------------------
Special Notes and Comments
40 LF 6' RETAINING WALL & 40 LF -41
RETAINING WALL PER ENGINEERED PLANS &
CALCS
Fee summary Charged Paid
Credited
Due
Permit Fee Total 39.00
.00
.00
39.00
Plan Check Total .00
.00
.00
.00
Grand Total 39.00.
.00
.00
39.00
Bin #
City of La Quinta
Building & Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address:
re
Owner's Name: /J
J t i .�✓� Q' �wc
A. P. Number:
Address: p, Go,( 17 1&
Legal Description:
City, ST, Zip:
Contractor: r
nt�k
p 7l fur
Telephone: X166 % IM _89M
IN,
Address: (� fl . L -Z (G�
Project Description:
City, ST,Zip: Gt'� �"�C Gt t'•� ��2<''�^�cl
cam` , rs A <
Telephone: "j 6 -7 Z ( t, '
A a
State Lic. # : 7 G
City Lic. #:,9117b�
�__r* , K t f
Arch., Engr., Designer:��
Address:
/•�rj fC f^.��rt!
City, ST, Zip:
Telephone: Igo 3G O D�s^Q rp ` r `<
State Lic. #:
Name of Contact Person: M ljC P
Construction Type: Occupancy:
Project type (circle one): New Add'a Alter Repair Demo
Sq. Ft.: # Stories: # Units:
Telephone # of Contact Person: 7
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACKING
PERMIT FEES
Plan Sets
a
Plan Check submitted lit 6
Item
Amount
Calcs.
aStructural
Reviewed, re y for correctionsV
Plan Check Deposit
Truss Calcs.
Called Contact rIL I.
Plan Check Balance
Energy Cates.
Plans picked up t,,ajl1.�
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2nd Review, ready for correctis/issue
Electrical
Subcontactor List
Called Contact Person �S
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
"d Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permil Fees
11�8� �j►�Dv►2 Dve l��"►PIII�Iy'05
IIT ' �J'pj1rL sVe 12/�i1a6
�1�5 SMT -ed
w
Letter of Transmittal
To: City of La Quinta Today's Date:
78-495 Calle Tampico City Due Date :.
La Quinta, Ca 92253 Project Address:
Attn: Ed
Plan Check #: - 4,q lot
Submittal: ❑
iSt ❑ 4 t
.pl
l❑�
2nd ED Stn
'
3`d 0 Other:
We are forwarding:
By Messenger
❑ By Mail (Fed Ex or UPS)
❑ Your Pickup .
Includes: # Of
Descriptions:
Includes: "# Of
Descriptions:
Copies:
Copies:
❑
Structural Plans
❑
Revised Structural Plans
❑
Structural. Calcs
Revised Structural Calcs
❑
Truss Calcs
Revised Truss Calcs
❑
Soils Report.
❑
Revised Soils Report
❑
Correction List
❑
Approved Structural Plans
Redlined Structural Plans
❑
Approved Structural Calcs
Redlined Structural Calcs
❑
Approved Truss Calcs
❑
Redlined Truss Calcs
❑
Approved Soils Report
❑
Redlined Soils Reports
❑
Other_
Comments: •
Thank you!
t
This Material Sent for:
�
❑ Your Files
❑ Per Your Request
❑ Your Review
❑ Approval
❑ Checking
❑ , At the request of:
Other: ❑
By:
Palm Desert Office :
❑ # (760) 360-5770
Washington Office:
❑ # (760) 404-9556
CN
1�t
5o. 4a 5 094RARRD L M.
`�-QUINTA
BUI
CIV
I DINOG &� DEPT.
Dy
FAO P
#� off- �roJt
f'm = 1500 Psi, U"U-Jsvc,crr=o
�M=25oPs�
n 40
�S = 20, ovo P 5;
—6-B _ - p� = 30 (6. X7)%2 = G�7ol
#
LArtD�P2- - Ie. s ` _
- R2 ~ J CO R(k2) 0. S!, 5 16
---- ' — ro67 "0 41 0.41 S'4 3o = 2 , Jr A
G�NSE C
---- N LM
r
OM = Gr, 7Cg.2Z)-F- 12,S(4,33 2,0
O�CALIFC��
wALL 77 X 4.G7 (o, r--7) = ?-SO" K 2..
ire, x Cf) = 236 x 3 e 70S
i'Co d50 YC 3,5(1) _ b2,5 x 1,75— = 918
?2c�2 I, 27 ` l5o x 1,55(1) = 234 x 2 = qG8
1717 SOLL f 00 x 0,33(4,G7) = J-574 X 2. &3 = 43G
(00X 015(6.&7) = 334 x 3.25 = I oar,
173-1 1737 ¢19�"�
SLbt�INJG F�Rtc-�►oe.l = (`73"7 (O,ZS�= 434"
W P/iSS�vE = 424x(2,n/2)= Goo
150(,2.33) = 424
,TOG S 4�?(4.F.7/1)+S2,S.(4,c7/2)- 75ot
Me�uaw= 37(12i�5,3jZ= 124'72°> '75pCt2) = 9072 n,K
A.5
15000.Sj' = 1 3 00� 4 ZO,c�ov psi OL -e-
4 1. &a
L-e.41.&a = 137 (0, 14-7) Co. -B,2e) 5,3
437• 12-" W4x.L- 14e (Gl o/G,v
N(,= GC,7C 2.22) + (2,S (s .3
MW MA--
912 AS I)CO �9) '5
TEO.G'7 - 15 539 L 2S��voo pci, o,K.
. I Co.1a-7
' 4. L. I �G%G
r'
r
_ (2) 1-7 3-7
433:P
M
437 & - - AY7
10 e7G L 2o,cy5o Pso o,W,
O,14'7 �06s9) �J 4c1G''O�C
5-0. 11I Qu
tt
"a
\F�
P2=0I0)012-YO 5) looK o,2S = 7.5 FA
I.4hE � `� Iep
ST�'N1 M = 338 t , G7 + 7,5 X'2 .5 5F3'� ' ��3 x- z
540 x 2+ 7, b
7 7 X �57 3 e S I, (oma = C142
1.50 (1) t = l so X I , 2S = (e8
�r loox;sxo,-% 91 0 131 S
2 5 o x 'S C 2
= I l 03 .I. 21 I S ZC) S.
9J0 F 1,7
1 C"
M= Som (t JL4 -12,
30�� 303 (I,a.a.�z� x o•4s = l�5 ,..
5oq "pss a. a 4 E 3
s,
4Co22
0 14-7'(0. ae9Y--1
CITY OF IJP QUINT
BUILDING & SAFETY DEPT
AppROVED
FOR ,ONS
DATE=
GENERALNOTES
1. Concrete - 2000 p.s.i. Min. @ 28 days.
2. Reinf. Steel - Grade 40. fs=20,000 p.s.i.
3. Reinf. Steel Laps - Min. V_8"
N/Au, 4. Concrete Masonry Units with Type "M" mortar fm=1 500 p.s.i.
5. Grout - 1 part cement (plastic cement not permitted) 2% to 3
parts sand, 2 parts pea gravel.
6. Mortar type "M" or "S" - 1 part cement, % part hydrated lime
or lime putty, sand 2% - 3 time's the sum of cement and lime.
11 7. All workmanship'and materials to conform with the
UN11-UMNI BUILDING %UUF--
2 #4 CONT 8. Backfill - sand or gravel soil- f
X" BARS
#4 @ 24" O.C.
HORIZ. TYP.
-GROUTALL CELLS
—#3 TIES @ 16" O.C.-TYP.
1 CU, FT./FT. GRAVEL
W/ 4" DIA, PERF. PIPE TYP
V BARS TRANSVERSE
#4 @ 12" O.Q. LONGIT
-CITY
OF LN ()UlNl*A
& SAFM DEPT.
APPROVED
FOR CONSTRUCTIO N
C_ 9
y P"P,7.0��
�,*ILDING
L,
A-C7O L
1,1�Al
WD -c -
Z16
f ` r
^.
,} a !C 0.N S UTMLT I NyG{
STRUCTURAL CALCULATIONS FOR SITE RETAINING -W -L-LS.
CITY OF LA'
QU IIVTA Estancias, Lot 2, Tract 28935
^BUILDING & SAFETY DEPT.
Lat. E
APPROVE®
FOR CONSTRUCTION S40
.
Ob.
c • DateMarch 20, 2007 y vR'
., Location ". Lot 2, Tract 28935
` La Quinta, California
-.Client `: Walling & Mc Callum, Inc. , r • �n .�
Code 1997 UBC/2001 CBC
y• Design Criteria:
Soils report•b 'Earth Systems, dated February 9,2007 -
�r
-Active. EFP= 35pcf
Passive pressure= 250pcf
Dynamic lateral pressure= 3 6p for, retaining heights > 6' `' ? • x' h
.• ,;w,�.,:. • Vit_ _ A,.' ' ;.�. . �,• t • -
„ The attached calculations are valid only when bearing ' pFESSI ;I
Original signature of Christina R. Silva, hereon _ pQ��NA Nql
m ` � •� ti.. . � �Q� �S� R.J� Fac .. _ ; . - ,
�. No: 37201 ,
Christina R. Silva, P.E. C37201, Exp. 6/30/2008 Exp.
CRSS
LA+
b!!!y
8012 Mermaid Circle, Huntington Beach CA 92646 C1 V 1�Q "a
(714)307 7101.
_ 4444 � �,�.. � � �., ` " , • !'' ?
4r +: ,
Christina R. Silva, P.E.Title : Estancias, lot 2 Job # 01062-06
(714)307-7101 Dsgnr: crs Date: V-XV/0?
Description : Site retaining wall
Scope : Structural design
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
User: KW0606044, Ver 5.6.0, 1 -Dec -2003 Cantilevered Retaining Wall Design
(c)1983-2003 ENERCALC Engineering Software estancias lot 2.ecw:Calculations
Description 13' retaining with 4' fence above
Criteria
i
Retained Height =
13.00 ft ✓
Wall height above soil =
4.50 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Soil Density =
110.00 pcf
Wind on Stem = 15.0 psf
Surcharge Loads
1,962 psf OK
Surcharge Over Heel
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
2,433 psf
Axial Load Applied to Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Total Bearing Load =
11,251 lbs
...resultant ecc. =
7.87 in
Soil Pressure @ Toe =
1,962 psf OK
Soil Pressure @ Heel =
712 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,433 psf
ACI Factored @ Heel =
883 psf
Footing Shear @ Toe =
24.1 psi OK
Footing Shear @ Heel =
57.7 psi OK
Allowable =
85.0 psi
Wall Stability Ratios
2,401 21,122 ft
Overturning =
2.69 OK
Sliding =
1,52 (Vertic
Sliding Calcs (Vertical Component Used)
Soil Data
i
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Water height over heel
= 0.0 ft
FootingiiSoil Friction = 0.300
Soil height to ignore
for passive pressure = 0.00 in
Lateral Load Applied to Stem I
�Weral Load= 468.0 #/ft
C,, -Height to Top = 8.30 ft
...yeight to Bottom = 7.30 ft
al
Lateral Sliding Force =
4,288.1 lbs
less 100% Passive Force=
- 3,125.0 lbs.
less 100% Friction Force=
- 3,375.3 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Footing Design Results
=
Toe Heel '
Factored Pressure =
2,433 883 ps
Mu': Upward =
13,587 0 ft
Mu' : Downward =
2,401 21,122 ft
Mu: Design = ,
11,186 21,122 ft
Actual 1 -Way Shear =
24.10 57.73 psi
Stem Construction
f
-#
#
Top Ste
r
Design height
ft= 13
Wall Material Above "Ht"
= Fe
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
Key Distance from Toe
= 3.50 ft
- fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-# _
Moment..... Allowable
ft-# _
Shear..... Actual
psi =
Shear..... Allowable
=
Co Bar Develop ABOVE Ht.
in =
Bar Lap/Hook BELOW Ht.
in =
Wall Weight
psf=
Rebar Depth 'd'
in=
Masonry Data
fm
psi=
Fs
psi =
Solid Grouting
=
Special Inspection
=
Modular Ratio'n'
_
Short Term Factor
=
Equiv. Solid Thick.
_
Masonry Block Type = Normal
Weight
, Concrete Data
fc
psi =
Fy
psi =
Footing Strengths & Dimensions
fc = 2,500 psi
Fy = 40,000 psi
Min. As % -
= 0.0014
Toe Width
= 3.50 ft
Heel Width
Total Footing Width
= 4.92
Footing Thbkness
= ✓ 18.00 in
Key Width
= 16.00 in /0�
Key Depth
= 36.00 in •.0'
Key Distance from Toe
= 3.50 ft
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
Adjacent. Footing Load
Adjacent Footing Load
= 200.0 lbs
Footing Width
= 0.67 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 4.33 ft
Footing Tyge
Line
Base Above/Below Soil
= -5.0 ft
at Back cf Wall
m 2nd
3rd
4th
Stem OF:
Stem OK
Stem OK
.50 9.3Z
5.67
0.00 .
nce MasonryMasonry
8.0c.";_
Concrete
16.00",
16.0
# 4
1,-, # 6
# 6
24.00
16.00
8.00
Edge
Edge
Edge
1-0-88r.
X0.742
x-0.789
303.2
1,481.4
6,049.7
687.9
3,943.1
30,121.2
776.1
5,312.4
38,153.2
5.2
10.4
37.0
19.4
19.4
85.0
/24 00
01 36,00
416.82
74:00
.4P8-08
9:81
84.0
175.0
193.3
5.25.
13.00
13.63
1,500,
1,500
24,000
24,000
Yes
Yes
No No .�-
25.78
25.78
1.000
1.000
7.60
15.62
2,500.0
60,000.0
Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings
Toe Reinforcing = # 5 @ 16.00 in Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing = # 6 @ 7.75 in Heel: #4@ 12.00 in, #5@ 18.75 in, #6@ 26.50 in, #7Ca 36.00 in, #8@ 47.50 in, #9@ 4
Key Reinforcing = # 4 @ 16.00 in Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.
a
,Christina R..Silva, P.E.
Title : Estancias, lot 2
Job # 01062-06
.; (714)307-7101 _
Dsgnr: crs .
Description :
Date:-S/S-/01
Site retaining wall
Scope : Structural design
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Rev: 580018
User: KW-0606044, Ver 5.8.0,1-De�:2003 Cantilevered Retaining Wall Design
(c)1983-2003 ENERCALC Engineering Software
estancias lot 2.ecw
Calculations
Description retaining with 4' fence above
k13'
"
[summary of Overturning & Resisting Forces & Moments
OVERTURNING.....
.....RESISTING.....
t Force Distance Moment
Force
Distance
Moment
Item lbs ft ft-#
lbs
ft
ft-#
Heel Active Pressure = 3,679.4 4.83 17,783.6
Soil Over Heel =
5,124.2
6.63
33,947.6. ,
Toe Active Pressure =
Sloped Soil Over Heel =
Surcharge Over Toe _
Surcharge Over Heel =
Adjacent Footing Load ' = 73.2 4.47 327.6
Adjacent Footing Load =
58.9
6.63
390.3
Added Lateral Load = 468.0 9.30 4,352.4
Axial Dead Load on Stem=
0.00
Load @ Stem Above Soil = 67.5 16.75 1,130.6
Soil Over Toe =
192.5
1.75
336.9
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s) =
2,087.0
4.11
8,579.0
Total = 4,288.1 O.T.M. = 23,594.2
Earth @ Stem Transitions=
269.1
4.50
1,211.1 `
Resisting/Overturning Ratio = 2.69
Footing Weight =.
1,893.7
4.21
7,969.5
Vertical Loads used for Soil Pressure11,250.9 lbs
Key Weight _
600.0
4.17
r 2,500.0
.=
'Vert. Component =
1,025.5
8.428,631.0
Vertical component of active pressure used for soil pressure
Total =
11,250.9
lbs R.M.=
63,565.3
n
,Christina R. Silva, P.E.
(714)307-7101
Title : Estancias, lot 2
Dsgnr: crs
Description : Site retaining wall
Scope: Structural design
Job # 01062-06
Date: 3/ u101
Code Ref: ACI 318-02,1967 UBC, 2003 IBC, 2003 NFPA 5000
User: KW0606044, Ver 5.8.0,1 -Dec -2003 Cantilevered Retaining Wall Design
(c)1983-2003 ENERCALC Engineering Software estancies lot 2.ecw Calculations
Description 10'-4" retaining with 4' fence above
Criteria
1,930 psf OK
Retained Height =
10.25 ft /
Wall height above soil =
4.50 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Soil Density =
110.00 pcf
Wind on Stem = 15.0 psf
Surcharge Loads
1,930 psf OK
Surcharge Over Heel _
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
2,363 psf
Axial Load Applied to Stem
w .0
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Design Summary.
Wall Stability Ratios
Total Bearing Load =
7,497 lbs
...resultant ecc. =
9.14 in
Soil Pressure @ Toe =
1,930 psf OK
Soil Pressure @ Heel =
348 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,363 psf
ACI Factored @ Heel =
426 psf
Footing Shear @ Toe =
14.0 psi OK
Footing Shear @ Heel =
. 35.6 psi OK
Allowable =
85.0 psi
Wall Stability Ratios
2.58 ft
Overturning =
2.41 OK
Sliding =
1.59 (Vertic
Soil Data
fc = '_',500 psi Fy =
Allow Soil Bearing _
= 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Water height over heel
= 0.0 ft
FootingiiSoil Friction = 0.300
Soil height to ignore
for passive pressure = 0.00 in
Lateral Load Applied to Stem
Lateral Load = 378.0 #/ft
...Height to Top = x/6.80 ft
.,
...Height to Bottom = 5.80 ft
Footing Strengths & Dimensions
fc = '_',500 psi Fy =
40,000 psi
Min. As % =
0.0014
Toe Width =
2.58 ft
Heel Widtl- =
4.00
Total Footing Width
Stem OK
Footing Thickness =
18.00 in
Key Width =
12.00 in
Key Depths =
28.00 in
Key Distarce from Toe =
2.58 ft
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacer>tt Footing Load
Concrete
Thickness
=
8.00 16.00 16.00
Rebar Size
Adjacent Footing Load =
100.0 lbs
Footing Wdth =
0.67 ft
EccentriciQ =
0.00 in
Wall to Ftc CL Dist =
4.33 ft
Footing Type
Line
Base Above/Below Soil
Edge
at Back of Wall =
6.0 ft
Stem Construction
psf=
Top Stem
2nd
3rd
4th
fm
psi =
Fs
Stem CK
Stem OK
. Stem OK
Design height
ft = 10.75
6.58
3.00
0.00
Wall Material Above "Ht"
= Fence
Mason N
ason rY
Concrete
Thickness
=
8.00 16.00 16.00
Rebar Size
=
# 4
# 6
# 6
Rebar Spacing
=
24.00
16.00
8.00
Rebar Placed at
=
Edge
Edge
Edge
Design Data
fb/FB + fa/Fa
=
0.8s8
0.774
0.424
Total Force @ Section
lbs=
386A
1,365.4
3,908:21
Moment.... Actual
ft-#=
697.
4,111.6
16,191.7
Moment..... Allowable
ft-#=
776:1
5,312.4
38,153.2
Shear..... Actual
psi =
6.6
9.6
23.9
_ghanr Allrnermhla
=
194
104
85 0
al Co
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 2,885.4 lbs
less 100% Passive Force= - 2,347.2 lbs
less 100% Friction Force= _ 2,249.2 lbs
Added Force Req'd = 0.0 lbs OK
....for 1.5 : 1 Stability = 0.0 lbs OK
Footing Design Results
Toe Heel
Factored Pressure = 2,363 426 psf
Mu'.: Upward = 7,041 0 ft-#
Mu': Downward = 1,308 9,785 ft-#
Mu: Design = 5,732 9,785 ft-#
Actual 1 -Way Shear 13.98 35.60 psi
Allow 1 -Way Shear = 85.00 85.00 psi
Toe Reinforcing = # 5 @ 19.50 in
Heel Reinforcing = # 7 @ 17.50 in
Key Reinforcing = # 5 @ 17.25 in
Bar Develop ABOVE Ht. in =
Bar Lap/Hook BELOW Ht. in =
Wall Weight
psf=
Rebar Depth 'd'
in =
Masonry Data
0016.00
fm
psi =
Fs
psi =
Solid Grouting
=
Special Inspection
=
ModularRatio'n'
_
Short Term Factor
=
Equiv. Solid Thick.
_
Masonry Block Type = Normal Weight
Concrete Data
fc
psi =
Fy
psi =
x'24.1[0
-36.00
0-f2. 0 0
/24.00
,-28.08
0016.00
840
175.0
193.3
5.25
13.00
13.63
1,5CO 1,500
24,01[0 24,000
YES Yes
No No
25.78 25.78
1.01[4 1.000
7.60 ,15.62
2,500.0
60,000.0-
Other
0,000.0-
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S * Fr
Heel: #4@ 12.00 in, #5@ 18.75 in, #6@ 26.50 in, #n@ 36.00 in, #8@ 47.50 in, #9@ 4
'Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.
Christina R. Silva, P. E:{
Title : Estancias, lot 2
Job # 01062-06
(714)307-7101
Dsgnr: crs
Date:3/'7.olo'j
Description : Site retaining wall
Scope: Structural design
Code Ref: ACI 318-02,1997 UBC, 2003
IBC, 2003
NFPA 5000
Rev: 580018
User: KW -0606044, Ver 5.8.0,1 -Dec -2003 Cantilevered Retaining Wall Design
(c)1983-2003 ENERCALC Engineering Software
estancies lot 2.ecw.Calculations
Description 10'-4" retaining with 4' fence above
Summary of Overturning & Resisting Forces & Moments
..OVERTURNING.....
.....RESISTING.....
- force Distance Moment
Farce
Distance
Moment
Item lbs ft ft-#
lbs
ft
ft-#
Heel Active Pressure 2,416.1 3.92 9,463.0
Soil Over Heel =
3.006.7
5.25.
15,785.0
Toe Active Pressure = ,.
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load = 23.8 1.97 46.8
Adjacent Footing Load =
17.9
5.85
104.8
' Added Lateral Load = 378.0 7.80 2,948.4
Axial Dead Load on Stem=
0.00
Load @ Stem Above Soil = 67.5 14.00 945.0
Soil Over Toe =
142.1
1.29
183.5
SeismicLoad =
Surcharge Over Toe
Stem Weight(s) =
1556.8
3.17
4,942.8
Total = 2,885.4 O.T.M. = 13,403.2
Earth @ Stem Transitions=
269.1
3.58
964.4
Resisting/Overturning Ratio = 2.41
Footing Weight =
1,481.2
3.29
4,875.8
Vertical Loads used for Soil Pressure = 7,497.2 lbs
. Key Weight =
350.0
3.08
1,079.2
_
Vert. Component =
673.4
6.58
4,433.1
Vertical component of active pressure used for soil pressure
Total =
7.497.2
lbs R.M.=
32,368.5
`a
Christina R. Silva, P.E. Title : Estancias, lot 2 Job # 01062-06
(714)307-7101 Dsgnr: crs
Description : Site retaining wall o
Scope : Structural design
Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
6ser:KW0606044,Ver5.8.0,1-Dee-2003 Cantilevered Retaining Wall Design
(01983-2003 ENERCALC Engineering Software estancias lot 2.ecw:Calculations
Description 8' retaining with 4' fence above
Criteria
1,802 psf OK
Retained Height
= 8.00 ft
Wall height above soil
= k/4.50 ft
Slope Behind Wall
= 0.00: 1
Height of Soil over Toe
= 6.00 in
Soil Density
= 41100..00 pcf
Axial Live Load =
0.0 lbs
Wind on Stem
= a115.0 psf
Surcharge Loads
1,802 psf OK
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
2,137 psf
Axial Load Applied to Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
TotalBearing=
4,770 lbs
...resultant ecc. =
9.36 in
Soil Pressure @ Toe =
1,802 psf OK
Soil Pressure @ Heel =
75 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,137 psf
ACI Factored @ Heel =
89 psf
Footing Shear @ Toe =
19.0 psi OK
Footing Shear @ Heel =
25.9 psi OK
Allowable =
85.0 psi ,
Wall Stability Ratios
Btm.= 3.00 in
Overturning =
2.18 OK
Sliding =
1.51 (Vertic
Soil Data
fc = ?,500 psi Fy =
Allow Soil Bearing
=W,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Water height over heel
= 0.0 ft
FootingiiSoil Friction = 0.300
Soil height to ignore
for passive pressure = 0.00 in
Lateral Load Applied to Stem
Lateral Load = V288.0 #/ft
...Height to Top = X5.30 ft
...Height to Bottom = 4.30 ft
Footing Strengths & Dimensions
fc = ?,500 psi Fy =
40,000 psi
Min. As % =
0.0014
Toe Width =
1.83 ft
Heel Width =
3.25
Total Footing Width/
Design height
Footing Thickness =
15.00 in/
Key Width =
Depth
12.00 in/17Key
19.00 in
Key Distarce from Toe =
1.83 ft
Cover @ Top = 3.00 in @
Btm.= 3.00 in
Adjacent Footing Load
in=
8.00
L 12.00 [
16.0
Rebar Size
Adjacent Footing Load
4100.0 Ibsf
Footing Width =
0.67 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
4.33 ft
Footing Type
Line
Base Above/Below Soil =
-5.5 ft
at Back -of Wall
Edge
Stem Construction
Top Stem
2nd
3rd
4th
Bar Lap/Hook BELOW Ht.
in =
Stem OK
Stem OK
Stem OK
Design height
ft = 8.50
4.&3
2.67
0.00
Wall Material Above "Ht"
= Fence
Masorvy
Masonry /Iulasonry
Thickness
in=
8.00
L 12.00 [
16.0
Rebar Size
=
# . 4
# 4
# 6
Rebar Spacing
=
32.00
16.00
16.00
Rebar Placed at
=
Edge
Edge
Edge
Design Data
Short Term Factor
=
1.030
1.000
fb/FB + fa/Fa
=
0.8.13
0:928
0.953'
Total Force @ Section
lbs =
37P-7
852.7
. 1,479.2
Moment.... Actual
ft-#=
583.5
2,008.4
5,062.6
Moment..... Allowable
ft-#=
692-3
, 2,164.1
5,312.4
Shear..... Actual
psi =
E4
8.5
10.4
Shear..... Allowable
=
1 c 4
19.4
19.4
al Co
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 1,864.3 lbs
less 100% Passive Force= - 1,388.9 lbs
less 100% Friction Force= - 1,431.0 lbs
Added Force Req'd = 0.0 lbs OK
....for 1.5 : 1 Stability = 0.0 lbs OK
Footing Design Results
Toe Heel
Factored Pressure = 2,137 89 psf
Mu': Upward = 4,333 0 ft-#
Mu': Downward = 797 5,143 ft-#
Mu: Design = 3,536 5,143 ft-#
Actual 1 -Way Shear = 18.97 25.90 psi
Allow 1 -Way Shear = 85.00 85.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = # 5 @ 19.50 in
Key Reinforcing = None Spec'd
Bar Develop ABOVE Ht.
in =
(24:00
24.00
-/3600
Bar Lap/Hook BELOW Ht.
in =
24.00
24.00
X8.20
Wall Weight
psf=
84.0
133.0
175.0
Rebar Depth 'd'
in=
5.25
9.00
13.00
Masonry Data
fm
psi=
1,590
1,500,-'1,500
Fs
Solid Grouting
psi=
=
24,000
Y'es
24,00024,000
Yes/
Yes/
Special Inspection
=
Iwo
No
No
ModularRatio'n'
=
25.78
25.78
25.78
Short Term Factor
=
1.030
1.000
1.000
Equiv. Solid Thick.
=
7.30
11.62
15.62
Masonry Block Type = Normal
Weight
Concrete Data
fc
psi =
Fy
psi =
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S * Fr -
Heel: #4@ 12.00 in, #5@ 18.75 in, #6@ 26.50 in, #7@ 36.00 in, #8@ 47.50 in, #9@ 4
Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.
`e Christina R. Silva, P.E.
Title : Estancias, lot 2
Job #
01062-06
(714)307-7101 ;
Dsgnr: crs
Description :
Date:_ 3/' -/V?
Site retaining wall
Scope: Structural design
Code, Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Rev: 580018 '
User: KW-0606044, Ver 5.8.0, 1-0ec-2003 Cantilevered Retaining Wall Design
(c)1983-2003 ENERCALC Engineering Software
estancias lot 2.ecw:Calculations
Description 8', retaining with 4, fence above
.
Summa of Overturning & Resisting Forces & Moments
-....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force Distance
Moment
Item lbs ft ft-#
lbs ft
ft-#
Heel Active Pressure = 1,497.3 3.08 4,616.8
Soil Over Heel =
1,686.7 4.13
6,957.5 '
Toe Active Pressure =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load = 11.5 '.'0.95 11.0
Adjacent Footing Load =
Added Lateral Load = 288.0 6.05 1,742.4
Axial Dead Load on Stem=
0.00
Load @ Stem Above Soil = 67.5 11.50 776.3
Soil Over Toe' =
100.8 0.92
92.4
SeismicLoad _
Surcharge Over Toe =
Stem Weight(s)' - =
1,062.8 2.36
2,506.4
Total -r = 1,864.3 O.T.M. = 7,146.4
Earth @ Stem Transitions=
311.7 2.88
896.3
Resisting/Overturning Ratio = 2.18
Footing Weight =
953.1 2.54
2,422.5'
Vertical Loads used for Soil Pressure = 4,769.9 lbs
Key Weight =
237.5 2.33
554.2
Vert. Component =
417.3 5.08
2,121.4
Vertical component of active pressure used for soil pressure
Total =
4,769.9 lbs R.M.=
15,550.6
,
/
+ Christina R. Silva, P.E. Title : Estancias, lot 2 Job # 01062-06
(714)307-7101 Dsgnr: crs Date:
Description : Site retaining wall
Scope: Structural design
Code Ref: ACI 318-02,1997 VBC, 2003 IBC, 2003 NFPA 5000
llserKW-06oBo44,Ver 5.8.0,1 -Dec -2003 Cantilevered Retaining Wall Design
(c)1983-2003 ENERCALC Eng�!%ering Software eslancias lot 2.ecw:Calculations
Description 5'-4" retaining with 4' fence above
Criteria
p
Retained Height =
5.33 ft
Wall height above soil =
4.50 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Soil Density =
110.00 pcf
Wind on Stem = 15.0 psf
Surcharge Loads
p
Surcharge Over Heel =
0.0 psf r
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
= 0.0 psf/ft
Axial Load Applied to Stem_
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Design Summary
1
Total Bearing Load =
2,436 lbs
...resultant ecc. =
6.02 in
Soil Data
1,341 psf OK
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Water height over heel
= 0.0 ft
FootingiiSoil Friction = 0.300
Soil height to ignore
for passive pressure = 0.00 in
Lateral Load Applied to Stem I
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Stem Construction _
Design height �ft =
Wall Material Above "Ht" _
Thickness =
Soil Pressure @ Toe =
1,341 psf OK
Rebar Size
=
Soil Pressure @ Heel =
84 psf OK
Rebar Spacing
=
Allowable =
2,000 psf
Rebar Placed at
=
Soil Pressure Less Than Allowable
Design Data
12.00 in
ACI Factored @ Toe =
1,626 psf
fb/FB + fa/Fa
=
ACI Factored @ Heel =
102 psf
Total Force @Section
lbs =
Footing Shear @ Toe =
8.7 psi OK
Moment.... Actual
ft-#=
Footing Shear @ Heel =
12.4 psi OK
Moment..... Allowable
ft-#=
Allowable =
85.0 psi
Shear.....Actual
psi=
Wall Stability Ratios
O-
Shear..... Allowable
=
verturn ing - 2.30 OK
Sliding = 1.64 (Vertical Co
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 829.3 lbs
less 100% Passive Force= - 632.8 lbs
less 100% Friction Force= - 730.7 lbs
Added Force Req'd = 0.0 lbs OK
....for 1.5 : 1 Stability = 0.0 lbs OK
Footing Design Results_
Toe Heel
Factored Pressure = 1,626 102 psf
Mu': Upward = 1,420 0 ft-#
Mu': Downward = 341 1,667 ft-#
Mu: Design = 1,079 1,667 ft-#
Actual 1 -Way Shear = 8.68 12.41 psi
Allow 1 -Way Shear = 85.00 85.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Bar Develop ABOVE Ht. in =
Bar Lap/Hook BELOW Ht. in =
Footing Strengths & Dimensions
fc = 2,500 psi Fy =
40,000 psi
Min. As % =
0.0014
Toe Width =
1.17 ft
Heel Width =
2.25
Total Footing Width =
# 4
Footing Thickness - =
15.00 in
Key Width =
12.00 in
Key Depth =
6.00 in
Key Distance from Toe =
1.17 ft
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
HE
jl
Adjacent Footing Load =
100.0 lbs
Footing Width =
0.67 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
4.33,ft
Footing Type
Line
Base Above/Below Soil =4.0
ft
at Back of Wall
Stem 2nd
3rd
Stem OK
Stem OK
5.83 2.17
0.00
Fence Masonry
Masonry
8.00
12.00
# 4
# 4
32.00
16.00
Edge
Edge
Wall Weight
psf =
Rebar Depth 'd'
in=
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Special Inspection
=
Modular Ratio'n'
_
Short Term Factor
=
Equiv. Solid Thick.
_
Masonry Block Type = Normal Weight
Concrete Data
fc
psi =
Fy
psi =
0.793 0.645
242.2 564.7
549.2 1,394.9
692.3 2,164.1
4.1 5.6
19.4 19.4
24.00 24.00
24.00 6.00
84.0 133.0
5.25 9.00
1,500 1,500
24,000 24,000
Yes Yes
No No
25.78 25.78
1.000 1.000
7.60 11.62
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S' Fr
Heel:.#4@ 12.00 in, #5@ 18.75 in, #6@ 26.50 in, #7@ 36.00 in, #8@ 47.50 in, #9@ 4
Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.
)
Christina R. Silva, P.E.
Title : Estancias, lot 2
Job # 01062-06 • .
(714)307-7101
Dsgnr: crs -
Cate: 3�?,•l 07
!•
i
Description : Site retaining wall
Scope: Structural design
4
Code Ref: ACI 318-02,1997 JBC, 2003 IBC, 2003
NFPA 5000
Rev: 580018
User: KW -0606044, Ver 5.8.0, 1 -Dec -2003 Cantilevered Retaining Wall Design'
(c)1983-2003 ENERCALC Engineering Software
estancias lot 2.ecw:Calculations
- Description 5'-4" -retaining with 4' fence above
Summa of Overturning & Resisting Forces & Moments -
- ..OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Fcrce Distance
Moment
Item lbs ft ft-#
ISs ft
ft-#
Heel Active Pressure = 757.7 2.19 1,661.9
Soil Over Heel =
732.9 2.79
2,045.9
Toe Active Pressure =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load = 4.1 0.48 2.0
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load,on Stem=
0.00
Load @ Stem Above Soil = 67.5 8.83 596.0
Soil Over Toe =
64.2 0.58
37.4
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s) =
596.1 1.58
942.2
Total = • 829.3 O.T.M. = 2,259.9
Earth @ Stem Transitions=
115.9 2.00
231.7
Resisting/Overturning Ratio = 2.30
Footing Weight =
640.6 1.71
-'1.094.4
Vertical Loads used for Soil Pressure = 2,435.7 lbs
Key Weight =
75.0 1.67
125.0
Vert. Component =
211.2 3.42
721.5
Vertical component of active pressure used for soil pressure
Total =
Z435.7 lbs R.M.=
5,198.2
.`
r
.
r
Apr_068 07 09:32a Walling & McCallum LTD 7603600786 p.l
Earth Systems
vmft� Southwest 79-81 IB Country Club Drive
Berm & Dunes, CA 92203
(760)345-1588
(800) 924-7015
FAX (760) 345-7315
February 9, 2007 File No.: 09921-06
07-02-740
La Quinta Orchard Partners Limited
P.O. Box 1716 oU
La Quinta, California 92253(��,� O
Attention: Mr. Nolan Sparks
Subject: Supplemental Recommendations for Retaining Wall
Project: Lot 2, Tract 28935 9y
The Estancias
La Quinta, California
References: 1. Buena Engineers, Inc., Geotechnical Engineering Report for The Orchard,
Tracts 26524 and 26525, La Quinta, California, File No.: B7 -2823-P1,
Document Into.: 90-12-786, dated December 18, 1990.
2. Earth Systems Consultants Southern California, Soil Engineering Report
Update, Las Estancias (Parcel Map 26525), La Quinta, California, File
No.: SS -6883 -.PI, Document No.: 98-07-770, dated July 16, 199E.
3. Earth Systems Consultants Southern California, Report of Testing and
Observations During Grading, Las Estancias, Parcel Map 28935, Lots 1, 2, 3,
and Designated Remainder Lot, within Interim Report on Lot 4, La Quinta,
California, File .No.: 06883-02, Document No.: 99-10-709, dated October 7,
1999.
4. Walling & McCallum Limited, Project PIans for Mr. and Mrs. Peyton Cramer,
Lot 2, Orchard Lane, La Quinta, Sheets 1, S, and S -RW, dated August 10,
2006.
Dear Mr. Sparks:
Pursuant to the recent request by the City of La Quinta, this letter provides supplemental
recommendations for the proposed retaining, walls to be located near the west property line. The
custom home is near completion; however, once the proposed retaining wall has been completed
and backfilled, a pool will be constructed in close proximity to the retaining wall.
Based on our review of the referenced plan and discussions with Mr. Mike Theriault, we
understand the proposed retaining wall will be constructed to retain up to 13 feet_ at its highest
point. Although the referenced plans did not show the location of the proposed pool, we
understand the pool will be located within a few feet of the proposed retaining wall. Therefore,
in addition to the design pressures provided in Table 1, the following criteria should be
incorporated into the design and construction of the proposed retaining wall:
➢ The foundation of the proposed retaining wall should be positioned such that: 1) there is no
surcharge to down -gradient structures; 2) there is a minimum of 5 feet horizontal distance to
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any down -gradient slopes; and 3) the foundation is outside an imaginary line projected down
and away from the bottom of the foundation of the existing residence.
➢ The soil backfill for the retaining wall should be compacted to at least 95% relative
compaction in the vicinity of the pool and to a distance of 10 feet beyond the ends of the..
pool. The remaining backfill may be compacted to a minimum of 90% relative compaction.
➢ The proposed pool should be designed as free-standing to eliminate potential lateral loading
on the retaining wall.
➢ Due to the height and location of the proposed retaining wall, we recommend the design
engineer include the dynamic lateral earth pressure as provided in Table 1 in addition to the.
active earth pressure and surcharge from the proposed pool.
The following table presents lateral earth pressures for use in retaining wall design. The values
are given as equivalent fluid pressures without surcharge loads or hydrostatic pressure.
TABLE 1
Lateral Pressures and Sliding Resistance
Granular Backfill
Passive Pressure
350 pcf — level ground
Active Pressure (cantilever walls)
Use when wall is permitted to rotate 0.1 to 0.2% of wall
35 pcf — level ground
height for granular backfill
At -Rest Pressure (restrained walls)
50 pcf — level ground
Dynamic Lateral Earth Pressure
36 pcf
Acting at 0.611, where H is height of backfill in feet
Base Lateral Sliding Resistance
0.50
Dead load x Coefficient of Friction:
Notes:
1 These values are ultimate values. A factor of safety of 1.5 should be used in stability analysis
except for dynamic earth pressure where a factor of safety of 1.2 is acceptable.
2 Dynamic pressures are based on the Mononobe-Okabe 1929 method, additive to active earth
pressure. Walls retaining less than 6 feet of soil and not supporting inhabitable structures need not
consider this increased pressure (reference: CBC Section 1630A. 1. 1.5).
Upward sloping backfill or surcharge loads from nearby footings can create larger lateral
pressures. Should any walls be considered for retaining sloped backfill or placed next to
foundations, our office should be contacted for recommended design parameters. Surcharge
loads should be considered if they exist within a zone between the face of the wail and a plane
projected 45 degrees upward from the base of the wall. The increase in lateral -.arth pressure
should be taken as 35% of the surcharge load within this zone. Retaining walla subjected to
traffic loads should include a uniform surcharge load equivalent to at least 2 feet ofnative soil.
Drainage: A backdrain or an equivalent system of backfill drainage should be incorporated into
the retaining wall design. Our firm can provide construction details when the specific application
is determined. Backfill immediately behind the retaining structure should be a free -draining
granular material. Waterproofing should be according to the designer's specifications.. Water
EAXfH SYSTEMS SOUTHWEST
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should not be allowed to pond near the top of the wall. To accomplish this,. the li:ial backfill
trade should be such that all water is diverted away from the retaining -wall.
Backfill and Sub -
grade Compaction: Compaction on the retained side of the wall within a.
horizontal distance equal to one wall height should be performed by hand -operated or other
lightweight compaction equipment. This is intended to reduce potential locked -in lateral
pressures caused .by compaction with heavy, grading equipment. Foundation subgrade
preparation should be as specified above.
closin.14
Except as modified in this report, it is our opinion that the referenced doe-Lunents are applicable
to the proposed retaining wall. We make no representation as to the accuracy of the cimensions,
measurements; calculations, or any portion of the design.
This report is issued with the understanding that the owner or the owner's representative has the
responsibility to bring the information and recommendations contained herein to the attention of
the architect and engineers for the project so that they are incorporated into the plans and
specifications for the project. The owner or the owner's representative also has the responsibility
to tale the necessary steps to see that the general contractor and all subcontractors follow such
recommendations., It is further understood that the owner or the owner's representative is
responsible for submittal of this report to the appropriate governing agencies.
As the Geotechnical Engineer of Record for this project, Earth Systems Southwest (ESSW) has
striven to provide our services in accordance with generally accepted geotechnical engineering
practices in this locality at this time. No warranty or guarantee is express or implied. This report
was prepared for the exclusive use of the Client and the Client's authorized agents.
ESSW should be provided the opportunity for a general review of final.design and specifications
in order that earthwork and foundation recommendations may be properly interpreted and
implemented in the design and specifications. if ESSW is not accorded the privilege of making
this recommended review, we - can assume no responsibility for misinterpretation of our
recommendations.
This report is based on the assumption that an adequate program of client consultation,
construction monitoring, and testing will be performed during the final design and a:)nstruction
phases to check compliance with these recommendations. Maintaining ESSM' as the
geotechnical consultant from beginning to end of die project will provide continuity of services.
The geotechnical engineering firm providing tests and observations shall assume the
responsibility of Geotechnical Engineer of Record.
We recommend that we be contacted several days prior to concrete placement. This will enable
our firm to review the moisture conditions of the bearing soils on the proposed building pads. If
N�•e conclude that the bearing soils are excessively dry at the time of construction, then the
proposed building pads should be moisture conditioned as we recommend at that tirne..�Should
moisture conctitionina be prescribed, the use of agricultural type irrigation sp-inklers or
Rainbirds`''' should be used to apple water to the building pads as necessary. To aid in the
penetration of the applied water into the native clay soil, the use of a chemical 4vetting agent may
be added to the water.
EARTH SYST'E,\9S SOUTFFV.EST
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i
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07-02-740
We appreciate the opportunity to be of service. If you have any additional questions or require
additional information, please contact the undersigned.
Sincerely,
EARTH SYSST
�i.O ,GS•yq`
cz CE 38234 m
Craig S. Hill E.xp.03/31/07 r
CE 38234s� CtV11-
Letter/csh/reh TFOF CA
Distribution: 4/La Quinta Orchard Partners Limited
1/RC File
2/131) File
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