BPAT2014-101778-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number: BPAT20144017
Property Address:
81181 MERV GRIFFIN WY
APN:
767780085
Application Description:
.ZEN GARDEN PATIO COVER
Property Zoning:
Application Valuation:
$15,000.00
Applicant:
LENNAR HOMES OF CALIF
INC
980 MONTECITO DR STE
302
CORONA, CA 0
VOICE (760) 777-7125
FAX (760) 777-7011 .
INSPECTIONS.(760) 777-7153
Date: 10/7/2014
Owner:
IOTA GRIFFIN
Lr -v a 4675 MACARTHUR CT NO 1550
NEWPORT BEACH, CA 0
OCT 07 2014
CITY OF LA QUINTA
COMMUNITY DEVELOPMENT DEPARTMENT Contractor:
LENNAR HOMES OF CALIF INC
980 MONTECITO DR STE 302
CORONA, CA 0
Llc. No.::CONV:140528101253005876
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 j�: Lic se No.::CONV:140528 012 30058
Date: ' l Contractor: c/
OWNER -BUILDER DECLARATION '
I hereby affirm under penalty of perjury.that I am exempt fromL�,demolish,
r's ate
License Law for the following reason (Sec. 7031.5, Business andode:Any
city or county that requires a permit to construct, alter, improv repair
any structure, prior to its issuance, also requires the applicant fo 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. fo thi eason
Date: (� r Owner:
CONSTRUCTION LENDING AJ
I hereby affirm under penalty of perjury that there is a ding a ency for
the performance of the work forwhich this permit is issCiv. .).
l
Lender's Name:
Lender's Add
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 the work for which this permit is issued.
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 insurance carrier and policy number are:
Carrier: _ Policy Number:
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 thew kers'
compensation laws of California, and agree that, if I should become subject o the
workers' compensation provisions of Section 00 o the La od , I sha forthwith
comply with those rovisions.
Date: �Q rt( Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COV AA�UNFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES A D CIO
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 laws relating to building
construction, and hereby authorize'representatives of this city to enter upon the above-
mentioned property for inspection purposes.
Date: Signature (Applicant or Agent):.
yfA •� �� ` DESCRIPYION x �` t £ACCOUNT QTY 9�AMOUNT. 4 z PAID' u~ PAID DATEr
j BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 10/7/14
-PAID BY. METHOD g RECEIPT*..;z CHECK #, CLTD BY''
€' imL., tom:. ;,E S ""j . i . Ti-A�.-,: < <w, .wn.:r <?w.
LENNAR HOMES OF CALIF INC CHECK R1811 13165 MFA
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA $1.00 $1.00
DESCRIPTION .>; # A
' s fi a ACCOUNT y
QTY
=F `A
� $ =PAID
PAID DATE
F.
_
, 1.MOUNTL'
HOURLY PLAN CHECK - YES
101-0000-42600
2.5
$175.00
$175.00
10/7/14
BY rk < w
'� METHODS
RECEIPT #
# x
CLTD`BY h
y-
ry
.' trCHECK
LENNAR HOMES OF CALIF INC
CHECK
R1811
13165
MFA
DESCRIPTION ` °
ACCOUNT ;,�
QTY,r
AMOUNT r
s PAID
PAID DATEI
t<. ,`,e
r
X
a
HOURLY PLAN CHECK - YES
101-0000-42600
0.75
$52.50
$52.50
10/7/14
PAID BY
r
" k METHOD
R T #;
ECEIP
H *tr
C. E CK #
_
' CLT D BY
..
s
v'
LENNAR HOMES OF CALIF INC
CHECK
R1811
13165
MFA
Total Paid forCITY STAFF - PER HOUR: $227.50 $227.50
'+
"
QTY_..x
AMOUNT
PAID
PAID,DATEACCOUNTaDESCRIPTIO:
WALL/FENCE - FIRST 100 LF
101-0000-42404
0
$47.19
$47.19
10/7/14
"' .`PAID BYE
METHOD `
x RECEIPT #,ry
#
CLTD:"BY.
x
.CHECK
LENNAR HOMES OF CALIF INC
CHECK
R1811
13165
MFA
DESCRIPTION=ACCOIINT
''QTY
AMOUNT'^
PAID
PAIDDATE.'
WALL/FENCE - FIRST 100 LF PC
101-0000-42600
0
$60.06
$60.06
10/7/14
PAID BYMETHOD
» RECEIPT#
CHECK #
rCLTD BY;
LENNAR HOMES OF CALIF INC
CHECK
R1811
13165
MFA
Total Paid,forFENCE OR FREESTANDING WALL- $107.25 $107.25
DESCRIPTION vi <
b
'-ACCOUNT
QTYa
; a AMOUNT,
PAID`
PAIDDATE,
S
PATIO COVER, DESIGNED
101-0000-42404
0
$131.56
$131.56
10/7/14
x' 1 BYE fit
METHOD
° , RECEIPT #
CHECK #
CLTD BY'"
.<"PAID
.. «.
a
LENNAR HOMES OF CALIF INC
CHECK
R1811
13165
MFA
y DESCRIPTION
3�' _ ,ACCOUNT
QTY
AMOUNT:
PAID f"
PAID,DATE''.
<
,
PATIO COVER, DESIGNED.PC
101-0000-42600
0
$165.88
$165.88
10/7/14
"PAID:13y
METHOD `_
g RECEIPT #
CHECK# `
CLTD Blf'
ti <,
."�
LENNAR HOMES OF CALIF INC
CHECK
R1811
13165
MFA
Total Paid for PATIO COVER/ COVERED PORCH / LATTICE $297.44 $297.44
ctu IL.
DESCRIPTION
+ ACCOUNT
Q TY�:
'.w A MOUNT
P AID`
PAID DAT E
w{
_
r
SMI - RESIDENTIAL
101-0000-20308
0
$1.95
$1.95
10/7/14
{
CEIPT #METHODx r
RE
CHECK #
CLTD BY4.
m
LENNAR HOMES OF CALIF INC
CHECK-
R1811
13165
MFA
. Total Paid forSTRONG MOTION INSTRUMENTATION SMI $1.95 $1.95
i
Description: ZEN GARDEN PATIO COVER
Type: PATIO COVER
Subtype:
Status: APPROVED
Applied: 8/18/2014 PJU
Approved: 10/6/2014 JJO
Parcel No: 767780085 Site Address: 81181 MERV GRIFFIN WY LA QUINTA,CA 92253
Subdivision: TR 32879,
Block:
Lot: AW
Issued:
Lot Sci Ft: 0
Building Sci Ft: 0
Zoning:
Finaled:
Valuation: $15,000.00
Occupancy Type:
Construction. Type:
Expired:
No. Buildings: 0
No. Stories: 0
No. Unites: 0
Details: zen garden poles with 21 In ft. of 5 ft. high block walls. fountain will be seperate permit.
ADDITIONAL SITES
49 �
f
Printed: Tuesday, October 07, 2014 5:04:44 PM 1 of 3 „___.
FINANCIAL INFORMATION
CLTD.'
DESCRIPTION' ; ACCOUNT QTY AMOUNT. PAID ._ PAID: DATE RECEIPT # CHECK.# METHOD PAID BY
• .
BSAS SB1473 FEE 101-0000-20306 0 $1.00
$1.00
10/7/14 R1811 13165 CHECK LENNAR HOMES OF MFA
CALIF INC
Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $1.00
BSA:
HOURLY PLAN CHECK -
101-0000-42600
2.5
$175.00
$175.00
10/7/14
R1811
13165
CHECK
LENNAR HOMES OF
MFA
YES
CALIF INC
HOURLY PLAN CHECK -
101-0000-42600
0.75
$52.50
$52.50
10/7/14
R1811
13165
CHECK
LENNAR HOMES OF
MFA
YES
CALIF INC
Total Paid forCITY STAFF - PER HOUR: $227.50 $227.50
WALL/FENCE - FIRST
LENNAR HOMES OF
101-0000-42404
0
$47.19
$47.19
10/7/14
R1811
13165
CHECK
MFA
100 LF
CALIF INC
WALL/FENCE - FIRST
LENNAR HOMES OF
101-0000-42600
0
$60.06
$60.06
10/7/14
R1811
13165
CHECK
MFA
100 LF PC
CALIF INC
Total Paid forFENCE OR FREESTANDING WALL $107.25 $107.25
PATIO COVER,
101-0000-42404
0
$131.56
$131.56
10/7/14
R1811
13165
CHECK
LENNAR HOMES OF
MFA
DESIGNED
CALIF INC
PATIO COVER,
101-0000-42600
0
$165.88
$165.88
10/7/14
R1811
13165
CHECK
LENNAR HOMES OF
MFA
DESIGNED PC
CALIF INC
Total Paid for PATIO COVER / COVERED PORCH / LATTICE $297.44 $297.44
SMI - RESIDENTIAL
101-0000-203080
$1.95
$1.95
10/7/14
R1811
13165
CHECK
LENNAR HOMES OF
MFA
CALIF INC
Total Paid forSTRONG MOTION INSTRUMENTATION SMI: $1.95 $1.95
TOTALS:
Printed: Tuesday, October 07, 2014 5:04:44 PM 2 of 3 Call" _••___
INSPECTIONS
SEQID INSPECTION TYPE INSPECTOR. SCHEDULED ,COMPLETED RESULT REMARKS NOTES
„ ._
' DATE DATE'
FINAL"
PARENT PROJECTS ,,.,.
Printed: Tuesday, October 07, 2014 5:04:44 PM 3 of 3
Description: ZEN GARDEN PATIO COVER
-CHRONOLOGY
Type: PATIO COVER
Subtype:
Status: APPROVED
Applied: 8/18/2014 PJU
Approved: 10/6/2014 JJO
Parcel No: 767780085 Site Address: 81181 MERV GRIFFIN WY LA QUINTA,CA 92253
Subdivision: TR 32879
Block:
Lot: AW
Issued:
Lot Sq Ft: 0
Building Sq Ft: 0
Zoning:
Finaled:
Valuation: $15,000.00
Occupancy Type:.
Construction Type:
Expired:
No. Buildings: 0
No. Stories: 0
No. Unites: 0
9/9/2014
Details:, zen garden poles with 21 In ft. of 5 ft. high block walls. fountain will be seperate permit.
9/9/2014.
ADDITIONAL SITES-
.... . .. ............ . ....
49
Printed: Tuesday, October 07, 2014 5:04:44 PM 1 of.3 __•,_
-CHRONOLOGY
77
x
GOMPLET
a 4. -« r
"NOTESODAT
>.CHRONOLOGYP.:;STAFFNAME
.:. v_. .
» 'a
PLAN CHECK PICKED UP
STEPHANIE KHATAMI
9/9/2014
9/9/2014
,
CALLED LARRY @ 951-258-4890, GOT VOICE MAIL. LEFT
TELEPHONE:CALL
JIM JOHNSON
9/9/2014
9/9/2014.
MESSAGE PLANS READY FOR CORRECTIONS.
TELEPHONE CALL
JIM JOHNSON
10/6/2014
10/6/2014
CALLED APPLICAND,PLANS READY TO ISSUE.
CONTACTS
±.g...
... .rnx:`.f ::-:+. •R: :l" �: er. _.R✓.;,
_--ADDRES51
.3.:R'.' F .t2'._ 'z':.'•`
,....::.. r. "._.,�. ^BitC i
STATE.,,hZIP �a P,HONE.
x.NAMETYPE w.NAME_ .;-
rk-
-
4�
APPLICANT LENNAR HOMES OF CALIF INC
980 MONTECITO DR
CORONA
CA
0
STE 302
CONTRACTOR LENNAR HOMES OF CALIF INC
980 MONTECITO DR
CORONA,
CA
0
STE 302 .
Printed: Tuesday, October 07, 2014 5:04:44 PM 1 of.3 __•,_
FINANCIAL • 1
n
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'.
t{� DESCRIPTION. r r ACCOUNT CITY - .i w rAMCiUNT .» ,x , PAID PAID DATE .:'RECEIPT # x;CHECK'# METHQD:°; i
yK�.,.."#{x � ��N. i -� Y�-w•-I-�tN
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SS'.�':,i��.......�0v m.�%'.. "y,'�:'e'.a$•-*Ft.�.w.;�. ,,:rti.3,e, m+wti=d:::::Mie^xi7.t�"�. �d...-x'eFw afi. .-e,e.-:-Hiv .� r^..+rlLa. ::!•E:e;Y -. ..Yd Yx.vF, x�e- ae°a .. y.+,» t�..Ty mtr"�'1d $ea>��3a�''R`i;. x°,ea 1a
LENNAR HOMES OF
BSAS SB1473 FEE 101-0000-20306 0 $1.00
$1.00
10/7/14
R1811 13165
CHECK
MFA
CALIF INC
1 Total Paid forBUILDING STANDARDS ADMINISTRATION
$1.00 $1.00
BSA:
HOURLY PLAN CHECK -
101-0000-42600
2.5
$175.00
$175.00
10/7/14
R1811
13165
CHECK
LENNAR HOMES OF
MFA
YES
CALIF INC
HOURLY PLAN CHECK -
101-0000-42600
0.75
$52.50
$52.50
10/7/14
R1811
13165
CHECK
LENNAR HOMES OF
MFA
YES
CALIF INC
Total Paid forCITY STAFF - PER HOUR: $227.50 $227.50
WALL/FENCE -FIRST
LENNAR HOMES OF
101-0000-42404
0
$47.19
$47.19
10/7/14
R1811
13165
CHECK
MFA
100 LF
CALIF INC
WALL/FENCE - FIRST
101-0000-42600
0
$60.06
$60.06
10/7/14
R1811
13165
CHECK r
LENNAR HOMES OF
MFA
100 LF PC
CALIF INC
Total Paid for FENCE OR FREESTANDING WALL $107.25 $107.25
PATIO COVER,
.101-0000-42404
0
$131.56
$131.56
10/7/14
R1811
13165
CHECK
LENNAR HOMES OF
MFA
DESIGNED
CALIF INC
PATIO COVER,
LENNAR HOMES OF
101-0000-42600
0
$165.88
$165.88
10/7/14
R1811
13165
CHECK
MFA
DESIGNED PC
CALIF INC
Total Paid for PATIO COVER / COVERED PORCH / LATTICE -$297.44 $297.44
LENNAR HOMES OF
SMI - RESIDENTIAL
101-0000-20308
0
$1.95
$1.9510/7/14
R1811
13165
CHECK
MFA
CALIF INC
Total Paid forSTRONG MOTION INSTRUMENTATION SMR $1.95 $1.95
TOTALS:
Printed: Tuesday, October 07, 2014 5:04:44 PM 2 of 3
PARENT PROJECTS
REVIEW TYPE
REVIEWER
SENT DATE:
DUE DATE
RETURNED
STATUS
REMARKS
NOTES
_
__.
DATE
N/S READY FOR CORRECTIONS
NON-STRUCTURAL
JIM JOHNSON
9/9/2014
9/9/2014
9/9/2014
REVISIONS REQUIRED
1ST. PLAN CHECK
PLANS RETURNED TO F/C FILES
1ST.,PLAN CHECK BY YOUNG ENGINEERING
STRUCTURAL
JIM JOHNSON
9/9/2014
9/23/2014.
9/9/2014
REVISIONS REQUIRED
1ST. PLAN CHECK
CORRECTION REQUIRED.
NON-STRUCTURAL
JIM JOHNSON
9/17/2014
10/1/2014
9/25/2014
APPROVED
APPROVED
NON STRUC APPROVED
STRUCTURAL
JIM JOHNSON
9/17/2014
10/1/2014
10/6/2014
APPROVED
APPROVED
PLANS APPROVED BY YOUNG
... „ ,,, BONG INE4R.....
ATinN,
.
ATTACHMENTS
Printed: Tuesday, October 07, 2014 5:04:44 PM 3 of 3
Bin #
City of La Quinta
-Building &r Safety Division
101 P.O. Box 1504, 78-495 Calle Tampico
La Quin-ta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit#
Project Address: /51
Owner's Name: Vn
A. P. Number: Jt4 le''
Address:
V
Legal Description:
City, ST, Zip:
Contractor: 4 e–Vtv? eLv-
telephone:
Mum
Address:
Project Description:
City, ST, Zip:
Telephone:
. .........
14 JA
State Lic. #
City Lic.
C)oArch.,
Engr., Designer:
Address: jn
City., ST, Zip:
Construction Type: Occupancy:
Telephone:
......... ......
... ........
............ ...
State Lic. 4:•
P roject ty p c (circle one): New Add'n Alter Repair Demo
Name of Contact Person:
Sq. Ft.:
# Stories:
# Units:
Telephone. #,of Contact Person:; • �Xvo —I—E
L 4 -9—
stimated Value of Project: t9DO
APPLICANT: DO NOT WRITE BELOW THIS LINE
N
Submittal
Reqld
Rec'd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
0/1
Item Amount'
Structural CaIcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
C?
Plan Check Balance.
Title 24 CaIcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
•
Mechanical
Grading plan
2" Review, ready for correct
f
Electrical•
41 L
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
•
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
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 Permit Fees
7
1.5 Nis OP
JI bSp'wo
kG401 t-0 '
N
P.O. Box 1.504
LA QUINTA, CALIFORNIA 92247-1504
78-495 CAL.LB TAiMPICO (760) 777-7000
LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7101
Mr.' Scott McFarren
In -Site Landscape Architecture 4
2400 Historic Decatur -Road, Suite'1.07-403
San Diego, CA 92106
�. a •
SUBJECT: FINAL LANDSCAPING PLANS 2013-080, AMENDMENT #1
-REF: GRIFFIN RANCH CLUBHOUSE LANDSCAPING PLANS
Dear Mr. McFarren:
The Planning Division has reviewed and has approved the amended landscape plans
for the Griffin Ranch Clubhouse. The Planning Division finds that the plans meet the
requirements of Section 8.13. The installation of landscaping is subject to the
conditions of approval for Site Development Permit 2006-872, Amendment #1.
The Planning Division has stamped two copies of the plans as approved for your
records. The third copy will remain in our files. Should you have any questions or need
additional information, please feel free to contact me at (760) 777-7125 or
ncriste@la-guinta.org. The Municipal Code can be accessed on the City's Website by
logging onto www.la-guinta.org.
Sincerely,
Nicole Sauviat riste
Consulting Planner
G
A
' GEOTECHNICAL INVESTIGATION
PROPOSED GRIFFIN RANCH
RESIDENTIAL DEVELOPMENT
SEC AVENUE 54 AND MADISON STREET
LA QUINTA, CALIFORNIA
_. -Prepared By'-
Sladden Engineering
39-725 Garand Lane, Suite G
Palm Desert, California 92211
(760) 772-3893
Sladden Engineering
6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 77273895
August 17, 2004 r :'` ProjectlVo`5414-4402`
04-08-571
Transwest Housing, Inc.
47-120 Dune Palms Road, Suite C
La Quinta, California 92253
Attention: Mr. Rod Grinberg
Project: Proposed Griffin Ranch Residential Development
SEC Avenue 54 and Madison Street
La Quinta,California
Subject: Geotechnical Investigation
Presented herewith is the report of our Geotechnical Investigation conducted for the construction of the
proposed approximately 195 -acre residential development to be located on the southeast comer of
Avenue 54 and Madison Street in the City of La Quinta, California. The investigation was performed in
order to provide recommendations for site preparation and to assist in foundation design for the
proposed residential structures and the related site improvements.
This report presents the results of our field investigation and laboratory testing along with conclusions
and recommendations for foundation design and site preparation. This report completes our original
scope of services as outlined within our proposal dated July 8; 2004.
We appreciate the opportunity to provide service to you on this project. If you have any questions
regarding this report, please contact the undersigned -
Respectfully submitted,
SLADDEN ENGINEERING
Brett L. Anderson
Principal Engineer
SER/pc
Copies: 6/Transwest Housing
,I'FY 0 F LA QUINTA
3;.I{{._f?,iO & SAFETY DEPT
"' P0\/ED
FOR CONSTRUCTION
3
n�Tl` BY•
GEOTECHNICAL INVESTIGATION
PROPOSED GRIFFIN RANCH DEVELOPMENT
SEC AVENUE 54 & MADISON STREET
LA QUINTA, CALIFORNIA
a' 'A'ugiist
TABLE OF CONTENTS
INTRODUCTION......................:.............................................................................................................
1
SCOPEOF WORK........................................................................................................................ .....
1
PROJECTDESCRIPTION....................................................................................:..................................
1
GEOLOGYAND SEISMICITY...........................................................................:..................................
2
SUBSURFACE CONDITIONS...............................................................................................................
3
LIQUEFACTION.....................................................................................................................................
3
CONCLUSIONS AND RECOMMENDATIONS................................................................................
3
FoundationDesign.....................................................................:.....................................................
4
Settlements...........................................:.......................:....................:...................c...........................
5
LateralDesign....:..............................................................................................................................
5
RetainingWalls..................:..............................................................................................................
5
ExpansiveSoils.......................................................................................:.........................................
5
Concrete Slabs-on-Grade.................................................................................................................
5
SolubleSulfates......................................................:..........................................................................
6
TentativePavement Design............................................................................................................
6
Shrinkageand Subsidence..............................................................................................................
6
GeneralSite Grading..................................................................................................................
1. Site Clearing...........................................................................................................................
6
2. Preparation of Building and Foundation Areas................................................................
7
3. Placement of Compacted Fill...............................................................................................
7
4. Preparation of Slab and Pavement Areas...................................:...............:.......................
7
5. Testing and Inspection..........................................................................................................
7
GENERAL................... ......................................................:...................................................:..................8
REFERENCES.................................................................................................................;........................
9
APPENDIX A - Site Plan and Boring Logs
Field Exploration
APPENDIX B - Laboratory Testing
Laboratory Test Results
APPENDIX C - 1997 UBC Seismic Design Criteria
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE BY ..
August 17, 2004 -1- Project No. 544-4402
04-08-571
INTRODUCTION
This report presents the results of our Geotechnical Investigation performed in order to provide
1 :recorrimendatiorisfor site prepaiation and,.t assist ih the"design°and`coiYstrnc4ion ofthe'foundatioris''for '
the single-family residences proposed for the Griffin Ranch development. The project site is located on
the southeast corner of Avenue 54 and Madison Street in the City of La Quinta, California. The
preliminary plans indicate that the proposed project will include single-family residences along with
various associated site improvements. The.associated site improvements are expected to include paved
roadways, concrete driveways and patios, underground utilities, and landscape areas.
SCOPE OF WORK
The purpose of our investigation was to determine certain engineering characteristics of'the near surface
soils on the site in order to develop recommendations for foundation design and site preparation. Our
investigation included field exploration, laboratory testing, literature review, engineering analysis and
the preparation of this report. Evaluation of hazardous materials or other environmental concerns was
not within the scope of services provided. Our investigation was performed in accordance with
contemporary geotechnical engineering principles and practice. We make no other warranty, either
express or implied.
PROJECT DESCRIPTION
The approximately 195 -acre project site is located on the southeast corner of Avenue 54 and Madison
Street in the City of La Quinta, California. It is our understanding that the project will consist of single-
family residences along with various associated site improvements. It is our understanding that the
proposed residences will be of relatively lightweight wood -frame construction and will be supported by
conventional shallow spread footings and concrete slabs on grade. The associated improvements will
include paved roadways, concrete walkways, patios, driveways, landscape areas and various
underground utilities.
The majority of the subject site is presently vacant and the ground surface is covered with scattered desert
brush, short grass and weeds. Large tamarisk trees exist along the majority of the property lines. The
majority of the property has apparently been previously used for agricultural purposes. The property
has been leveled throughout and is near the elevation of the adjacent properties and roadways. The
Griffin estate located within the central portion of the property is not a part of the proposed project. The
eastern portion of the Griffin estate including a horse racing track and fields are a part of the proposed
development. The PGA West development forms the southern site boundary and exists west of the site '
across Madison Street. There is a residential subdivision along the southeastern edge of the site. The
properties along the northeast property boundary and north of the site across Avenue 54 remain vacant.
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
FOR CONSTRUCTION
DA-rE BY
Sladden Engineering
August 17, 2004
I
-2- , Project No. 544-4402
04-08-57I
Based upon our previous experience with lightweight residential structures, we expect that isolated
column loads will be less than 30 kips and wall loading will be less than to 2.0 kips per linear foot.
Grading is expected to include minor cuts and fills to match the nearby elevations and to construct
sligfitly' elevated' building 'pads"to "accom'modate` `s'ite drainage:' Ttii"s°'does `not incliide iemdval 'and
recompaction of the bearing soils within the building areas. If the anticipated foundation loading or site
grading varies substantially from that assumed the recommendations included in this report should be
reevaluated.
GEOLOGY AND SEISMICITY
The project site is located within the central Coachella Valley that is part of the broader Salton Trough
geomorphic province. The Salton Trough is a northwest trending depression that extends from the Gulf
of California to the Banning Pass. Structurally the Salton Trough is dominated by several northwest
trending faults, most notable of which is the San Andreas system.
A relatively thick sequence of sedimentary rocks have been deposited in the Coachella Valley portion of
the Salton Trough from Miocene to present times. These sediments are predominately terrestrial in
nature with some lacustrian and minor marine deposits. The mountains surrounding the Coachella
Valley are composed primarily of Precambrian metamorphic and Mesozoic granitic rock.
The Coachella Valley is situated in one of the more seismically active areas of California. .The San
Andreas fault zone is considered capable of generating a maximum credible earthquake of magnitude 8.0
and due to its proximity to the project site the distance of approximately 9.9 kilometers should be
considered in design fault for the project.
Seismic activity along the nearby faults continues to affect the area and the Coachella Valley is considered
one of the more seismically active regions in California. A computer program and pertinent geologic
literature were utilized to compile data related to earthquake fault zones in the region and previous
seismic activity that may have affected the site. E.Q. Fault Version 3.00 (Blake) provides a compilation of
data related to earthquake faults in the region. The program searches available databases and provides
both distances to causitive faults and the corresponding accelerations that may be experienced on the site
due to earthquake activity along these faults. The attenuation relationship utilized for this project was
based upon Joyner & Boore (1987) attenuation curves. The information generated was utilized in our
liquefaction evaluation
The site is not located in any Earthquake Fault zones as designated by the State but is mapped in the
County's Liquefaction and Ground Shaking Hazard Zone V. Several significant seismic events have
occurred within the Coachella Valley during the past 50 years. The events include Desert Hot Springs -
1948 (6.5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), Desert Hot Springs - 1992 (6.1 Magnitude),
Landers -1992 (7.5 Magnitude) and Big Bear -1992 (6.6 Magnitude).
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
AdPrr—"RtuVE®
FOR CONSTRUCTION
DATE 8Y
Sladden Engineering
August 17, 2004 -3- Project No. 544-4402
04-08-571
SUBSURFACE CONDITIONS
The soils underlying the site consist primarily of fine-grained silty sands with scattered generally thin
Y ical for iie'area;the sil ty.sand'and,td silt'TaYa s'are'irncorsistently
.:
interbedded and vary in thickness. Silty sands were the most prominent soils within our exploratory
borings but several prominent sandy silt and clayey silt layers were also encountered.
The silty sands encountered near the existing ground surface appeared somewhat loose but the deeper
silty sand and sandy silt layers appeared relatively firm. Sampler penetration resistance (as measured by
field blowcounts) indicate that density generally increases with depth. The site soils were dry on the
surface but moist below a depth of approximately 5 feet.
Laboratory testing indicates that the surface soils within the upper 5 feet consist primarily of silty sands.
Expansion testing indicates that the surface silty sands are generally non -expansive -and are classified as
"very low" expansion category soils in accordance with Table 18-1-B of the 1997 Uniform Building Code.
Groundwater was not encountered within our borings that extended to a depth of approximately 50 feet
below the existing ground surface. Groundwater should not be a factor in design or construction.
LIQUEFACTION
Liquefaction occurs with sudden loss of soil strength due to rapid increases in pore pressures within
cohesionless soils as a result of repeated cyclic loading during seismic events. Several conditions must be
present for liquefaction to occur including; the presence of relatively shallow groundwater, generally
loose soils conditions, the susceptibility of soils to liquefaction based upon grain -size characteristics and
the generation of significant and repeated seismically induced ground accelerations. Liquefaction affects
primarily loose, uniform grained cohesionless sands with low relative densities.
In the case of this project site, several of the factors required for liquefaction to occur are absent. As
previously indicated, groundwater was not encountered within our borings that extended to a depth of
approximately 50 feet below the existing ground surface on the site. Due to the depth to groundwater,
the potential for liquefaction affecting the site is considered negligible.
CONCLUSIONS AND RECOMMENDATIONS
Based upon our field investigation and laboratory testing, itis our opinion that the proposed residential
development is feasible from a soil mechanic's standpoint provided that the recommendations included
in this report are considered in building foundation design and site preparation. Due to the somewhat
loose condition of the surface soils, remedial grading is recommended for the building areas. We.
recommend that remedial grading within the proposed building areas include the overexcavation and
recompaction of the primary foundation bearing soils. Specific recommendations for site preparation are
presented in the Site Grading section of this report. CITY OF LA Q U ! NTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
d PDATE _
Sladden Engineering
August 17, 2004 -4- Project No. 544-4402
04-08-571
Based upon the depth to groundwater and the generally firm condition of the deeper sand layers, it is our
opinion that the potential for liquefaction affecting the site is minimal. The remedial grading
recommended for building areas will result in the construction of a uniform compacted soil mat beneath
all, footings. In our opinion,•liquefaction`relaye'd"mitigation'measu"res`in'additioii to the site'gra ding and
foundation design recommendations included in this report should not be necessary. -
The site is located in one of the more seismically active areas in California. Design professionals should
be aware of the site setting and the potential for earthquake activity during the anticipated life of the
structure should be acknowledged. The accelerations that may be experienced on the site (as previously
discussed) should be considered in design. The seismic provisions included in the Uniform Building
Code for Seismic Zone 4 should be considered the minimum design criteria. Pertinent 1997 UBC Seismic
Design Criteria is summarized in Appendix C.
Caving did occur within our borings and the potential for caving should be expected within deeper
excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation
criteria. On the basis of our observations of the materials encountered, we anticipate that the near surface
silty sands will be classified by CaIOSHA as Type C. Soil conditions should be verified in the field by a
"Competent person" employed by the Contractor.
The near surface soils encountered during our investigation were found to be non -expansive. Laboratory
testing indicated an Expansion Index of 0 for the surface silty sands and sandy silts that corresponds with
the "very low" expansion category in accordance with UBC Table 18 -I -B.
The following recommendations present more detailed design criteria which have been developed on the
basis of our field and laboratory investigation. The recommendations are based upon non -expansive
soils criteria.
Foundation Design: The results of our investigation indicate that either conventional shallow
continuous footings or isolated pad footings that are supported upon properly compacted soils,
may be expected to provide adequate support for the proposed structure foundations. Building
pad grading should be performed as described in the Site Grading Section of this report to
provide for uniform and firm bearing conditions for the structure foundations.
Footings should extend at least 12 inches beneath lowest adjacent grade. Isolated square or
rectangular footings should be at least two feet square and continuous footings should be at least
12 inches wide. Continuous footings may be designed using an allowable bearing value of 1500
pounds per square foot (psf) and isolated pad footings may be designed using an allowable
bearing pressure of 1800 psf. The allowable bearing pressures are applicable to dead and
frequently applied Iive loads. The allowable bearing pressures may be increased by 1/3 to resist
wind and seismic loading. Care should be taken to see that bearing or subgrade soils are not
allowed to become saturated from the ponding of rainwater or irrigation: 'Drainage from the
building area should be rapid and complete.
CITY OF LA QUI NTA
BUILDING & SAFETY DEPT.
,IPPR(DVE®
FOR CONSTRUCTION
DA-fE B`�
August 17, 2004 -5- Project No. 544-4402
04-08-571
The recommendations provided in the preceding paragraph are based on the assumption that all
footings will be supported upon properly compacted engineered fill soils. All grading should be
performed under the testing and inspection of the Soils Engineer or his representative. Prior to
tlie'placeme`nt of concrete, we recommend that'the'footiiig' excavations' be irispected' iri or'ije"r' to "
verify that they extend into compacted soil and are free of loose and disturbed materials.
Settlements: Settlements resulting from the anticipated foundation loads should be minimal
provided that the recommendations included in this report are considered in foundation design
and construction. The estimated ultimate settlements are calculated to be approximately one inch
when using the recommended bearing values. As a practical matter, differential settlements
between footings can be assumed as one-half of the total settlement.
Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at
the base of the slabs or foundations and passive earth pressure along the sides of the foundations.
A coefficient of friction of 0.40 between soil and concrete may be used with consideration to dead
load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may
be used for the sides of footings that are poured against properly compacted native or approved
non -expansive import soils. Passive earth pressure should be ignored within the upper 1 foot
except where confined (such as beneath a floor slab).
Retaining Walls: Retaining walls may be necessary to accomplish the proposed construction.
Lateral pressures for use in retaining wall design can be estimated using an equivalent fluid
weight of 35 pcf for level free -draining native backfill conditions. For walls that are to be
restrained at the top, the equivalent fluid weight should be increased to 55 pcf for level free -
draining native backfill conditions. Backdrains should be provided for the full height of the
walls.
Expansive Soils: Due to the prominence of "very low" expansion category soils near the surface,
the expansion potential of the foundation bearing soils should not be a controlling factor in
foundation or floor slab design. Expansion potential should be reevaluated subsequent to
grading.
Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade should be underlain by
a minimum compacted non -expansive fill thickness of 24 inches, placed as described in the Site
Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or
where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor
barrier or an adequate capillary break. Vapor barriers should be protected by sand in order to
reduce the possibility of puncture and to aid in obtaining uniform concrete curing. .
Reinforcement of slabs -on -grade in order to resist expansive soil pressures should not be
necessary. However, reinforcement will have a beneficia . e ec co mi g c g Al concrete shrinkage. Temperature and shrinkage related era mg should' -be ti ' a ed Al
concrete slabs -on -grade. Slab reinforcement and the spacing oftcontzala�joi t AR&RcT.b
determined by the Structural Engineer.• ;"° 9 D
ROA CaNsTwanon
6
Sladden Engineering
August 17, 2004 -6- Project No. 5444402
04-08-571
Soluble Sulfates: The soluble sulfate concentrations of the surface soils have not yet been
determined but native soils in the area have been known to be potentially corrosive with respect
to concrete. The use of Type V cement and specialized sulfate resistant concrete mix designs may
be necessary for concrete in contact with the native soils.
Tentative Pavement Design: All paving should be underlain by a minimum compacted fill
thickness of 12 inches (excluding aggregate base). This may be performed as described in the Site
Grading Section of this report. R -Value testing was not conducted during our investigation but
based upon the sandy nature of the surface soils, an R -Value of approximately 50 appears
appropriate for preliminary pavement design. The following preliminary onsite pavement
section is based upon a design R -Value of 50.
Onsite Pavement (Traffic Index = 5.0)
Use 3.0 inches of asphalt on 4.5 inches of Class 2 base material,
Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of
CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section 39
of the CalTrans Standard Specifications. The recommended sections should be provided with a
uniformly compacted subgrade and precise control of thickness and elevations during placement.
Pavement and slab designs are tentative and should be confirmed at the completion of site
grading when the subgrade soils are in-place. This will include sampling and testing of the
actual subgrade soils and an analysis based upon the specific traffic information
Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced
as controlled compacted *fill should be anticipated. We estimate that this shrinkage could vary
from 20 to 25 percent. Subsidence of the surfaces that are scarified and compacted should be
between 0.1 and 0.3 tenths of a foot. This will vary depending upon the type of equipment used,
the moisture content of the soil at the time of grading and the actual degree of compaction
attained. These values for shrinkage and subsidence are exclusive of losses that will occur due to
the stripping of the organic material from the site and the removal of oversize material.
General Site Grading: All grading should be performed in accordance with the grading
ordinance of the City of La Quinta, California. The following recommendations have been
developed on the basis of our field and laboratory testing and are intended to provide a uniform
compacted mat of soil beneath the building slabs and foundations.
1. Site Clearing: Proper site clearing will be very important. Any existing vegetation,
slabs, foundations, abandoned underground utilities or irrigation lines should be
removed from the proposed building areas and the resulting excavations should be
properly backfilled. Soils that are disturbed during site clearing should be removed and
replaced as controlled compacted fill under the direction of the Soils Engineer. ,
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
� �PF� VED
FOR CONSTRUCTION
DATE --_— BY__
August 17, 2004 -7- Project No. 544-4402
04-08-571
2. Preparation of Building and Foundation Areas: In order to provide adequate and
uniform bearing conditions, we recommend overexcavation throughout the proposed
residential building areas. The building areas should be overexcavated to a depth of at
least 3 "feeYbelow existing grade' of 2 feet below` the boifom of the footings,'whichever is '
deeper. The exposed soils should then be scarified to a depth of 1-foot; moisture
conditioned and recompacted to at least 90 percent relative compaction. The excavated
material may then be replaced as engineered fill material as recommended below.
3. Placement of Compacted Fill: Within the building pad areas, fill materials should be
spread in thin lifts, and compacted at near optimum moisture content to a minimum of
90 percent relative compaction. Imported fill material shall have an Expansion Index not
exceeding 20.
The contractor shall notify the Soils Engineer at least 48 hours in advance of importing
soils in order to provide sufficient time for the evaluation of proposed import materials.
The contractor shall be responsible for delivering material to the site that complies with .
the project specifications. Approval by the Soils Engineer will be based upon material
delivered to the site and not the preliminary evaluation of import sources.
Our observations of the materials encountered during our investigation indicate that
compaction within the native soils will be most readily obtained by means of heavy
rubber tired equipment and/or sheepsfoot compactors. A uniform and near optimum
moisture content should be maintained during fill placement and compaction.
4. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or
exterior concrete slabs -on -grade, should be underlain by a minimum compacted fill
thickness of 12 inches. This may be accomplished by a.combination of overexcavation,
scarification and recompaction of the surface, and replacement of the excavated material
as controlled compacted fill. Compaction of the slab and pavement areas should be to a
minimum of 90 percent relative compaction.
5. Testing and Inspection: During grading tests and observations should be performed by
the Soils Engineer or his representative in order to verify that the grading is being
performed in accordance with the project specifications. Field density testing shall be
performed in accordance with applicable ASTM test standards.
The minimum acceptable degree of compaction shall be 90 percent of the maximum dry
density as obtained by the ASTM D1557-91 test method. Where testing indicates
insufficient density, additional compactive effort shall be applied until retesting indicates
satisfactory compaction.
CITY OF lA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE BY
Sladden Engineering
August 17, 2004 -8- Project No. 544-4402
04-08-571
GENERAL
The findings and recommendations presented in this report are based upon an interpolation of the soil
conditioris' between boiirig locations and extrapolation' o—these`conditions ttiioughouf`'the pioposed '
building area. Should conditions encountered during grading appear different than those indicated in
this report, this office should be notified.
This report is considered to be applicable for use by Trans West Development, Inc. for the specific site.
and project described herein. The use of this report by other parties or for other projects is not
authorized. The recommendations of this report are contingent upon monitoring of the grading
operations by a representative of Sladden Engineering. All recommendations are considered to be
tentative pending our review of the grading operations and additional testing, if indicated. If others are
employed to perform any soil testing, this office should be notified prior to such testing in order to
coordinate any required site visits by our representative and to assure indemnification of Sladden
Engineering.
We recommend that a pre-job conference be held on the site prior to the initiation of site grading. The
purpose of this meeting will be to assure a complete understanding of the recommendations presented in
this report as they apply to the actual grading performed.
----..___--------------------------- Sladden Engineering
August 17, 2004 -9 Project No. 5444402
04-08-571
REFERENCES
ASCE Journal of Geotechnical Engineering Division, April 1974.
"' Boore; Joyriei`and Fumal'(1'994) Estimatioii6f Response"Spectra and'Peak Ac' elerations%rom N`o'rth Aiiierican' " -'
Earthquakes, U. S. Geological Survey, Open File Reports 94-127 and 93-509.
Finn, W. E. Liam, (1996) Evaluation of Liquefaction Potential for Different Earthquake Magnitudes and Site
Conditions, National Center for Earthquake Engineering Research Committee.
Joyner and Boore, (1988) Measurements, Characterization and Prediction of Strong Ground Motion, ASCE '
Journal of Geotechnical Engineering, Special Publication No. 20.
Lee & Albaisa (1974) "Earthquake Induced Settlements in Saturated Sands".
Seed and ldriss (1982) Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering
Research Institute Monograph.
Seed, Tokimatsu, Harder and Chung, (1985), Influence of SPT Procedures in Soil Liquefaction Resistance
Evaluations, ASCE Journal of Geotechnical Engineering, Volume 111, No. 12, December.
Rogers, Thomas H., Geologic Map of California, Santa Ana Map Sheet.
Riverside County, 1984, Seismic Safety Element of the Riverside County General Plan
4
Sladden Engineering
C iT`,( OF LA Q U 6 NTA
BUILDING & SAFETY DEPT.,
APPROVED
FOR CONSTRUCTION
' 4
t�A1-E BY
y.
i
C iT`,( OF LA Q U 6 NTA
BUILDING & SAFETY DEPT.,
APPROVED
FOR CONSTRUCTION
' 4
t�A1-E BY
APPENDIX A
FIELD EXPLORATION
For our field investigation, 16 exploratory borings were excavated on July 16 and August 4, 2004, using.a
truck mounted hollow stem auger rig (Mobile B-61) in the approximate locations indicated on the site ,.
plan included in this appendix. Continuous log of the materials encountered were prepared on the site V
by a representative of Sladden Engineering. Boring logs are included in this appendix.
Representative undisturbed samples were obtained within our boring by driving a thin-walled steel
penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a
140 pound hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to
drive the samplers 18 inches was recorded (generally in 6 inch increments). Blowcounts are indicated on
the boring log.
The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of
2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5
inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers
in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation
spoils and samples were then transported to our laboratory for further observations and testing.
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APP OVED .
FOR CONSTRUCTION
DATE BY
Griffin Ranch
SEC Avenue 54 and'Madison Street '` =
Date: 7/16/2004 Boring No. lJob Number: 544-4402
0
0
s
v
3E
-
q
o
rn U
at
Description
a
�Z
Remarks
0
ative Soils
lib gip,
f
°1V
5
w wl
3/5/8
Dry Silty Fine Sand
SM
5
--
rey in color ,
10
"c11rM
?fid
418/11
Dry Fine to Medium Sand with Traces of Silt
SM
1
7
Grey in color
R
Ali r
15
,K!
h'^Mill
2!6/7
Dry Silty Fine Sand
SM
1
---
Grey in color
n
20
trt '
3!517
Dry Silty Fine Sand
$M
1
11
Grey in color
J 4
y;r
25
3/5/6
Clayey Silt
ML,
1
67
irmly Packed.
-
Grey in color
30
314/7
Clayey Silt
ML
1
69
Grey in color
35
5/6/9
Slightly moist Clayey Silt with Traces of Fine Sand
ML
I S
79
Grey in color
40
3/5/13
Slightly moist Clayey Silt with Traces of tine Sand
ML
4
69
Grey in color
-
with a Layer of Silty Fine Sand --4"
-Note-
The stratification lines
represent the approximate
'_' _ �r
yea III:
6/9/17
Slightly Moist Silty Fine Sand
SM
4
--
45
boundaries between the soil
;the transition may be
-
zs
gradual.
"tri
o NTA
50
? !i
9/15/20
li htl Moist Sil Fine Sand
SM
i
!
j3�t
R14:
dw
�irprml.avtsr� bjnco tered
ck not encounter
-
FOR CONSTRUCTION -
DATE BY
r: t:
Sladden Engineering
-
GriffmRanch
SEC Avenue 54 and Madison Stfi'
et
Date: 7/16/2004 Boring No. 2 Job Number: ��4-4402
.
..
^
"
-
. .
.
`
'
'
'
'
U
Description
�D
Remarks
6/10/13
F irm Clayey Silt
ML
7
Grey in color.
10
3/4/6
Clayey Silt with Silty Fine Sand Layer —6"
ML
6
77
Grey in color
15
5/6/6
Dry Sandy Silt
ML
3
71
Grey in color
20
Grey in color
ja
4/6/8
Dry Silty Fine Sand
SM
2
25
3/6/11
Silty Medium to Coarse Sand
SM
.19
Grey in color
30
7
Silty Fine Sand
SM
19
Grey in color
35
R
4/5/6
Silty Fine Sand with Firm Sandy Silt Layer —5"
SIM,
5,
Grey in color
Note: The stratification lines
re present the approximate
-
!M
boundaries between the soil types
40
3/5/7
Silty Fine Sand
SM
3
13
the transition may be gradual.
45
4/5/4
Moist Silty Fine to Medium Sand with a ivery Moist
SM
19
---
Grey in color
Sandy and Clayey Silt Layer —6"
BU
LUN
G A
t red 50'
rotrj,,ITU
so
3/6/9_
Wet Sandy and Clayey Silt with Slity Fine Sand
sm
IE
.~
^
'
~
.
.
..
^
"
-
. .
.
`
'
'
'
'
.~
^
'
Griffin Ranch
SEC Avenue 54 and Madison Street ` "
Date: 7/16/2004 Boring No. 3 Job Number: 5444402
41
0
3
a
�
a
0
rn
U
rn
�D
e
Remarks
0j
lgh
Surrounding Area is Flood
wl
Irrigated
5
y
". '�``
I'='i
3/3/5
Moist Silty Fine to Medium Sand
SM
113
4
17
Grey in color
a li
10I1
4/5/6
Moist Silty Fine Sand
SM
6
21
Grey in color
a:
15
Grey in color
1/1/1
Wet Clayey Silt Layer -10"
ML
34
84
20
2/2/2
Wet Clayey Silt Layer —10" with Silty Fine Sand'
ti
ML
27
71
Grey in color
25
Grey in color
'"' `tl
w
3/3/6
Moist Silty Fine to Medium Sand with a"Clayey Silt
SM
19
atMz
Layer —6"
"
>'
3/2/2005
Moist Silty Clay Layer -16"
CL
35
89
30
Grey in color
35
Grey in color
5/7/9
Moist Fine to Medium Sand with Traces of Silt
SP
6
10
-
Note: The stratification lines
-
represent the approximate
40
[
5/8111
Moist Fine to Medium Sand with Traces of Silt ^
SP
4
7
boundaries between the soil
types; the transition may be
_
gradual.
45
6/10/16
Moist -Fine to Medium Sand with Traces of Silt-
SP
5
8
Grey in color
=
ITY
OF
bt l 50
�IotA
terms,
50
9/9117
Moist Fine to Medium Sand with Traces of Silt
P BUILDING
&S/
rod'' ter ot countered
n
_
A
m _a
N�Tlg
FOR CONSTRUCTION
DATE BY
Sladden Engineering .; i
r
Griffin Ranch
"- SEC'AVenue 54 and Madiion Street"
Date: 7/16/2004 Boring No. 4 Job Number: 5444402
-
U
CL
e
0
fV
�
..
q
U
Cq
Description
to
Remarks
0
Native Soils
clliL„F.
_
}
u. i'�
-
5
kU
4!7/9
Dry Silty Fine Sand
SM
2
20
Grey in color
4'lop
10
na!
.
3/7/10
Damp Silty Fine Sand
SM
6
25
Grey in color
-
!y!g
!Qrgii�
�
"
i:Ft;fhN
'
(Fi�
15
Grey in color
2/3/7
Wet Silty Clay and Moist Silty Fine Sand
ML
—
20
2/3/4 IMoist
Sandy and Clavey Silt
ML
--
—
Grey in color
25
Total Depth = —20'
-
Bedrock not encountered
-
Groundwater not encountered
30
-
Recovered Sample
I
-
Unrecovered Sample ,
,
Standard Penetration Sample '
35
40
mote: The stratification lines represent the approximate
-
boundariw between the soil types; the transition may be
gradual.
45
_
QUINTA'
CRY
V
BUIL
DING,
& SAFETY
DEPT.
50
d�i"
I
R -WE
'
�VIi VVIVV 111vv11V
w,'rE BY
Sladden Engineering
Griffin Ranch
"SEC Avenue' 54 and Madison Street ., x r'.' ` '
Date: 8/4/2004 Boring No. 5 Job Number: 5444402
c
0
N
R
°'
ti
A
vz
U
PC
Description
�°
�D
a
Remarks .
0
ative Soils
':2.
..
:_i. ..
.r. i:. ;ry 'ha ,c. 4tC.. ._ r..,.tw:: ,.
" .. •"
.(''
�r'. : r.
'a: 1.Jr: ": p` .
5
3/12/23
Dry Silty Clay
CL
2
93
Greyish Brown in color
10
Grey in color
9/11/24
Dry Fine to Medium Sand with Traces of Silt
SP
1
-7
15
Grey in color
14/15/27
Dry Clayey Silt
ML
4
89
20
Grey in color
`�,<
17/50-6`-1
Dry Silty Fine Sand
I SM 11
1
1 12
-Total
Depth x-20'
-
Bedrock not encountered
-Groundwater
of encountered
25
30
Recovered Sample
-
Unrecovered Sample
-
Standard Penetration Sample
35
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
gradual.
45
r
QUINTA
C I
TYTYC)
L
50
Esi�
L_DIN
a &
FETY DEPT.
FrR CONSTRUCTION
1EiE` 4 BY
Sladden Engineering la _'_.
Griffm Ranch
`SEC AV64i'54 and M&d SdjiStr'e-e'f
Date: 8/41/2004 Boring No. 6 Job Number: 5444402
o
0
a
0
U
Description
rn
q
>Z
Remarks'
0
Native Soils
rt
a
5
gi.gf
V
19/30/32
Dry Silty Fine Sand
SM
I
Grey in color
,
gq.
TENN.
0
Greyish brown in color
IT
10/23/20
Dry Fine Sand with Traces of Silt
SP
15
in color
10715713-lDry
Silty Fine and with aCla-y-ey SiltLayer-3"
4
--6-T—,,GTey
'total Depth = 15'
Bedrock not encounered
Groundwater not encountered
20
25
30
Recovered Sample
Unrecovered Sample
Standard Penetration Sample
35
40
Note: The stratification lines represent the'approximate
-
boundaries between the soil types; the transition may be
gradual.
45
INTA
ITY
OF
LA
50
B
j:LDNG
&
SAFE
DEPT.
ppT�TY
Sladden Engineering
FOR,CONSTRUCT—ION
DATE, BY
S..
Griffin Ranch -
" - SEC Avenue 54 and Madison Street'
Date: 8/4/2004 Boring No. 7 Job Number: 544-4402
o
e
3
2
a
3
o-
q
a,
� i
Description
o
Remarks
0
?tjljN
ative Soils -
5
5/10/ 15
Dry Silty Pine Sand
SM
0
-
Grey in color
I rG
GI 84
�1..0 t7µh'F�f
_
M IMI
�il#ly
10th
6/10!19
Dry Silty Fine Sand
SM -
2
22
rey in color `
�fitt
9/26/24
Dry Clayey Silt
ML
6
81
15
Grey in color
2Und
Grey in color
SM
7
-
t
total Depth = —20'
-
Bedrock not encountered
25
Recovered Sample
Groundwater not encountered
-
Unrecovered Sample
-
Standard Penetration Sample -
30
35
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition may be
f
-
gradual.
40
..
45
y
C1WO
QUINTA
UIL
SING
& SA
:ETDEPT.
50
�P
1ROVED
.. -. I' ",
Griffin Ranch
A-v"e-nindi `54 a'-n"d'Ma' s6i"
SEC e di n 8t
Date:
8/4/2004 Boring No. 8 Job Number: 544-4402
•
0
0
0
r)Description
�D
Remarks
0
ative Soils
W
up
NMI
ME
p,if
..
5i
10/33/50-6"
Dry Silty Fine Sand
SM
I
Grey in color
'a
10
li 1
16/22/30
Dry Silty Fine Sand •
SM
1
11
Grey in color
15
14/22/26
Dry Silty Fine Sand with Traces of Clay
SM
4
35
_,Greyish Brown in color
20
Total Depth 15'
Bedrock not encountered
Groundwater not encountered
-
Recovered Sample
25
-
Unrecovered Sample
Standard Penetration Sample
30
-
Note: The stratification lines represent the approximate .
35
boundaries between the soil types; the transition may be
gradual.
40
45
QUI -NT -A
CITY
U
BULDING
I
& S
DEPT.
50
JkP
RC
VED'
- I - -t,<. ':
Griffin Ranch
EC-Avenue 54 and'Nladison Street""_"_"__`_
Date: 8/4/2004 Boring No. 9 Job Namber: 544-4402
,•
Ufl.
�
0
N
a
3
o
o
.o
4
0
A
cn
U
pa
Description
r„
q
o
emarks
0
Native Soils
...h .
5
8/14/30
Slightly Moist Silty Clay and Silty Fine Sand
CL
10
92
Greyish Brown in color
10
Brown in color
22/22/50-6"
Slightly Moist Fine to Medium Sand with Traces of Silt
SP
2
11
15
Greyish Brown in color
15/20/22 IFine
Sandy Silt with Traces of Clay
M L-1.
6
75
-
Recovered Sample
Total Depth =--15'
-
I
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
_
-
I
Standard Penetration Sample
25
30
-
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition may be
gradual:
35
40
45
_
-I1
O
LA
QUINTA ,
UILC
ING
SA
ETY DEPT.
so
,PpjRO
E9
run uviv.� i
GATE BY
1 -
Sladden Engineering • `: `. <<' r: _ .
M
Griffin Ranch
SECAvenue 54 and ka"di-son' Stri; e-el"`7
Date: 8/4/2004 Boring No. 10 Job Number: 544-4402
0
P:
0
0
0
U
Description
0
Remarks
0
Native Soils
9/11/12
Dry Fine Sand with Traces of Silt
SP
Grey in color
10
11/7/13
Dry Fine Sand with Traces of Silt
SP
1
17
Grey in color
is
7/10/16
Ory Fine Sand with Traces of Silt
SP
1
15
Grey in color
20
--5710/14
'1
in color
Dry Clayey Silt
1 MC -1
3
I'--6T—JlGrey
Recovered Sample
Total Depth = —29
25
1
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
Standard Penetration Sample
30
35
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
gradual.
40
45
CIWOFLAQUINTA
-
BUILDING
& SAFM
DEPT.
50
Y�PFIIROVE
Sladden Engineering
LDATE By--
Griffin Ranch ,
" u ••....�
.. P..e.+. i f:.,+e—.:•... . 'i •'.� 7 . !::'; ; -.. , .:. r
SEC Av.enue;. .1�54 an.d Ma� •disodrStre'i � _✓ . r. S _: x" < :. ..._. •- Iy .. .... .i+..::.-• ,
_ . 9'i',>
'
Date: 8/4/2004 Boring No.11 Job Number: 544-4402
o
0
o
A
cn
U
al
Description
rn
o
Remarks .
0
Dative Soils
5
5/8/13
Slightly Moist Fine to Medium Sand with Trace Silt
SP
1
9
Grey in color
] 0
4/6/9
Slightly Moist Fine to Medium Sand with Trace Silt 3
SP
4
--
Greyish Brown in color
and a Sandy Silt Layer •-•6"
15
5/9/12
Moist Fine Sand with Traces of Silt
SP
2
14
Grey in color
-
Recovered Sample
focal Depth =i 5'
-
IBedrock
not encountered
20
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Sample
25
30
35
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
_
gradual.
40
_
-
I IATA ...
C I •
Y C
0= LA
Q
45
•
BUII
DING
& S
FET
DEPT.
"ROVE
D
-
T
F
.. R C
NST
RUC'
ION
50
PATE
f
ly—
.............
Sladden Engineering
Griffin Ranch
"SEC "A-ve'n"ille 54'*irid'im,adiii)n,St'ie�,e,,,i
Date: 8/4/2004 Boring No.12 Job Number: 54441402
CD
E
Lei
0
U
Description
0
0
-Z
Remarks
0
alive Soils
Iffigg".,
'ov e'6
5
4/6/8
Moist Silty Fine Sand
SM •
3
Grey in color
10
Dark Grey in color
4/3/4
Wet Silty Clay Layer —5" and Sandy Silt
ML
1
85
-is
ark Grey in color
2/2/3
Wet Silty Clay
CL
V
93 '
Recovered Sample
Total Depth =1 5'
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
Standard Penetration Sample
25
30
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition maybe
gradual.
35
40
C
ITS'
OF
LA
WINT,A
'
13
JILDRNG
&
SAF I
DEPT.
45
APPMOVED
FOF
CO
STR
ICTION
50
V t
Di
TE
BY
Sladden Engineering
Griffin Ranch
CITY
SEC Avenue 54 and'Madison Street
F=
QUINTA
Date:
8/4/2004 Boring No.13 Job Number: 5444402
& Sj
EETY DEPT.
a'
FDR
PPIR(
c
45
VEE)
RUCTION
DATE .
Y
o
—
.50'
—6
s
` 1
f
y
a
.
A
rn
U
Description
rn
U
o
Remarks
04`
u'`
E�iNff
Native Soils
v -
I4x
3'fi.
1.
?'v:. '�...
} .k.! ,. .. 1.?v • .. +. l..l — .lu+ R is �..
� 1 ..... 1
^i.;. Y.
y . �.
�J S'r
.}. yt.n . r (v ::�. �—
..
0
.
rr;.. ,
5
��N
5/516
Moist Silty Pine Sand
SM
6
26
Grey in color
I';i'yiluF,p
-
10
Dark Grey in color
5/5/10
Wet Clayey Silt
ML
30
87
15
Dark Grey in color
$'
2/3/6
Wet Silty Fine Sand with Traces of Clay
SM
13
---
Recovered Sample
Total Depth = 15',
-
IBedrock
not encountered
20
Unrecovered Sample
Groundwater not encountered
Standard Penetration Sample
25
30
-
Note; The stratification lines represent the approximate
-
boundaries betwoen the soil types; the transition may be
35
gradual.
40
CITY
C
F=
QUINTA
BUII-DING
& Sj
EETY DEPT.
a'
FDR
PPIR(
c
45
VEE)
RUCTION
DATE .
Y
_
—
.50'
s
` 1
f
CITY
C
F=
QUINTA
BUII-DING
& Sj
EETY DEPT.
a'
FDR
PPIR(
c
DNSI
VEE)
RUCTION
DATE .
Y
-i
i
Sladden Engineering FI::. •: `.: r
CIT
LA
Griffin Ranch
NTA
BUIL
"SEC Averiae 54"and`Madison`Street
& SA
45
Date: 8/4/2004 Boring No. 14 Job Number: 5444402
5-PRCVE
R
P CONSTRUCT
0
N
CD0
S
t
50
s
q
o
U
o
pa
-
Descri tion
-
rn
r
q
o
o
Remarks
0
e;,
Ir r �
Native Soils
- ..Ai�
.i'
F'.
r crp `f •. ,p, r& ,. ..'.7 .•�: k. eY .'7�¢
, aT--✓
", `r,�
..,.
j.< .S}?..`"7ti i'.. ,E .. ...i
l
-
tu'�
�Fu
IAIM
5
_ r;
6/10112
Dry Silty Fine Sand with a Clayey Silt Laver —6"
SM
13
---
Light Greyish Brown in color
e4
10
akI�L�M
7/16/16
Dry Silty Fine Sand
SM
1
„
Grey in color
_
nlli:
yy,eF�Z:
h •
t
15
a4' ;
9/16!20 '
Slightly Moist Silty Fine Sand
SM
1'
Grey in color
-
Recovered Sample
Total Depth = 15'
-
I
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Sample
25
30
•
-
Note: The stratification lines represent the approximate
_
boundaries between the soil types. the transition may be
35
gradual. .
40
CIT
LA
CSU
NTA
BUIL
MING
& SA
45
DEPT.
5-PRCVE
R
P CONSTRUCT
N
DATE -
S
t
50
CIT
LA
CSU
NTA
BUIL
MING
& SA
=ETY
DEPT.
5-PRCVE
R
P CONSTRUCT
N
DATE -
S
j ' gladden Engineering 1
CHY
OF
Griffin Ranch
Q1
SEC Avetiue'54 and'Midison Street'
86I
_DIN&
45
Date: 8/4/2004 Boring No.15 Job Number: 544-4402
DEPT.,
L�
P} S
1 Y
.®
f
OR c
e
0
o
N
50
1
t
_ 5,
[DA _
CL
N
3
L
0
"G
'0
A
>1
(n
C
U
pa
Dmri tion
O
a
o
Remarks
0
aO+y.i
Native Soils
aP 3U
i
5/5/7
Slightly Moist Silty Fine Sand
SM3
13
Grey in color ,
IM w;
TaG
10
411'g
1iijPC;
4/5/8
Silty Fine Sand with Traces of Clay
SM
15
36
Light Greyish Brown in color
h.:
15
'r
5/6/13
Sil Fine Sand with a Clayey
ty yeySiltLay��S"
SM
SM
9
---
Grey in color 5,..
Recovered Sample
Total Depth =--15'
-
I
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Sample
s,
25
30
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
_
gradual
35
..
.
40
CHY
OF
LA
Q1
JINTA
86I
_DIN&
45
FE�
DEPT.,
L�
P} S
1 Y
.®
f
OR c
ONS
RUC
50
1
t
_ 5,
[DA _
r
..Y 3
CHY
OF
LA
Q1
JINTA
86I
_DIN&
S
FE�
DEPT.,
L�
P} S
1 Y
.®
f
OR c
ONS
RUC
FION
1
t
[DA _
r
Sladden Engineering
Griffin Ranch
Sladden Engineering
SEC Avenue 54 and IViadiib Street"`'
Date: 8/4/2004 Boring No.16 Job Number: 544-4402
• -
R.
o
0
N
..
cTr
°
',p
'?
76.
A
0
ci U
3
Cq
Description
_
r°
e
]
o
Remarks
0
~ "
����
Native Soils
ave i s
,P
i�i 1
.
5
:,;,-,��z
4/6/1
Silty Fine Sand with a Clayey Silt Layer —3"
SM
lU
22
Grey in color
u"? t
10`M
r
3/6/8
Slightly Moist Silty Fine Sand with Traces of Clay
SM9
36
Grey in color
ii.
15
'
15
P�
"
4/8/13'
Silty Fine to Medium Sand
-SM
1 2
1 25 IlGreyincolor
-
Recovered Sample
Total Depth = 15'
-
I
Bedrock not encountered
20
Unrecovered Sample
I
Groundwater not encountered
'
_
Standard Penetration Sample -
25
30
-
-
-
Note: The stratification lines represent the approximate
35
boundaries between the soil types; the transition may be
_
gradual.
40
NTA
C0
®
LA
CSU
BUIL
WING
& SAFETY
DEPT.
as
AuPFIC
ED
F
R C
NST
UCT
N
-
ATE
DATE-
50
50
-
f
i i ,
Sladden Engineering
E
D
AP
TRUCTION
f%iC1iUMh�YMA:1MnAil A..... �iWA3....L4 ��{^y'.+.:•.i.P11? .ny...�ia �O�F' ii.i! -.�.,, 1elir�iw Jeiyl �F�.tAkS�G-ail,Bp �,j� •l:A�{d?rYL-'+tN�:M•4cp^"t{U{.r ,.:�A3. �.. .. ..., M1... •w 3�,. f�.. i,�^•�^�. {�..L�.: +4 •....,,..4.u.17': 5?.��[.'�:4-.k i�e'T�t�i.
Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our
laboratory for additional observations, and testing. Laboratory testing..was.generally,,performed.in.,two. vhases. ,The.::.: -,%,., .
first phase consisted of testing in order to determine the compaction of the existing natural soil and the general
engineering classifications of the soils underlying the site. This testing was performed in order to estimate the
engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The
second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion
testing was performed in order to provide a means of developing specific design recommendations based on the
mechanical properties of the soil.
CLASSIFICATION AND COMPACTION TESTING
Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order
to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its
moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results
of this testing are shown on the Boring Log.
Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum
density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method
A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to
the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the
Boring Log, and is useful in estimating the strength and compressibility of the soil.
Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain
size analyses and Atterberg Limits determinations. These provide information for developing classifications for the
soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups
having similar engineering characteristics. The results of this testing are very useful in detecting variations in the
soils and in selecting samples for further testing.
SOIL MECHANIC'S TESTING
Direct Shear Testing: One bulk sample was selected for Direct Shear Testing. This testing measures the shear
strength of the soil under various normal pressures and is used in developing parameters for foundation design and
lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing.
Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300
pounds per square' foot.
Expansion Testing: One bulk sample was selected for Expansion testing. Expansion testing was performed in
accordance with the UBC Standard 18-2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test
specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples
are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the
specimens are inundated with distilled water. The linear expansion is then measured until com le e
Consolidation Testing. Four relatively undisturbed samples were selelct oor consi hEttio°irte�tinn �{�g��
V'—�' j
one -inch thick test specimens are subjected to vertical loads varying fr m57Uiysj o1 32f?�psf ti d ro essivel .
The consolidation at each load increment was recorded prior to place ent of each subs gue tfi��1�.We pecime
were saturated at the 575 psf or 720 psf load increment. RUCTION
FOR CO
DATE ---- BY
l .:- :i-n,v, fr . w. 5..:5;,_ �I .. Na.: :r!"�._ ....... ., "r... }o e -.�.1 w �:;2:<.c r . d'?:�r'•°^ ,.L.-. +.r ..Y'.. �... - i,, a ry.S„ tr,y •r✓..:, � �r ., r...
... uT 'SII ...,�:_� ".. !.4i .�..,\:{�..y. .i.: �,t d.I\).i Yf.r� .•: lil:l,K. ..GT �.w .':.�A
Maximum Density/Optimum Moisture
ASTMD698/DI557
Project Number: 544-4402 August 3, 2004
Project Name: Trans West Housing ASTM D-1 557 A
Lab ID Number: Rammer Type: Manua
Sample Location: Bulk 3 @ 0 -5 -
Description: Silty Sand
Maximum Density: 129 pcf
Optimum Moisture: 9.5%
145
140
135
130
12
120
P"
In,
110
105
100
0
Sieve Size % Retained
3/411
3/8"
#4 0.0
10
Moisture Content,
DATE BY
Max Density Sladden Engineering., Revised 12/0342.-
---- zero Air Voids Lim
sg =2.65,
ILE 64
Ma r
=w ! Q0
M
& ON
&
10
Moisture Content,
DATE BY
Max Density Sladden Engineering., Revised 12/0342.-
Maximum Density/Optimum Moisture
ASTM D698/D1557
Project Number: 544-4402 August 30, 2004
Project Name: Ave. 54 & Madison ASTM D-1557 A
'Lab ID Number: ammer-Type: ani
Sample Location: Bulk 3 @ 0-5'
Description: Silty Sand
Maximum Density: 119 pef
Optimum Moisture: 10.5%
145
140
135
130
u
a 125
a.
C
C 120
0
115
110
105
Sieve Size % Retained
3/4"
3/8"
#4 0.0
•r .,.....K:.�x.i
a�..Y� 't. �'�Y�,..�r'S J=.� M
Yjl-' P�:a .} (ra�'a.: N'.In '?..,.
.... .,. tii�"M �at..'!i`.. .i�:!T .ns Fi i �i4. 'Yt�It.fE"SPr.
y...r ..f ... .. Y. '+-.i.Pi.•�.. ^. -.h 'r.
Max Density
Sladden Engineering.
Revised 12/03/02
Gradation
ASTM C117 & C136
Project Number:
544-4402
August 3, 2004
Project Name:
Trans West Housing
y- i.:.r .:..'s �^..:..-: �....h... ;.:a> :., :. is ... . ,, ., ._
-: .i w+F
.A.r. '.
.iT--.. - , -..� -. q',•� ... ...i.
Sample ID:
Bulk 3 @ 0-5'
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
"
111
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
#16
1.18
97.0
#30
0.60
94.0
#50
0.30
86.0
#100
0.15
75.0
#200
0.074
25.0
Gradation Sladden Engineering Revised 11/20/02
Gradation
ASTM C1 17 & C136
Project Number:
544-4402
August 30, 2004
Project Name:
Ave. 54 & Madison
Sample ID:
Bulk 3 @ 075'
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
1"
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
99.0
416
1.18
91.0
430
0.60
86.0
#50
0.30
71.0
#100
0.15
61.0
#200
0.074
25.0
DATE ��-
Graaatinn Sladden Enaineerina Revised 11/20/02
Expansion Index
ASTM D 4829/UBC 29-2 ,
Job Number: 544-4402 Date: 8/3/2004
tit Job.Nanie: ""Trans'West"Housing .:,<. , ='Tech.°` , w Jake
Lab ID:
Sample ID: Bulk 3 @ 0-5'
Soil Description: Silty Sand
Wt of Soil + Ring.
595.0
Weight of Ring:
179.0
Wt of Wet Soil:
416.0
Percent Moisture:
8%
Wet Density, pcf:
126.0
Dry Denstiy, cf:
116.7
Saturation: 48.7
Expansion hack #
Date/Time
8/4/2004
9:00 AM
Initial Reading'
0.500
Final Reading
0.511 `
Y
CITY OF LA QOiNTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE BY
F.l h., r ;s—Sladden.Engineering w► : *' . < -s a:r• -Revised:l2/10/02'
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-4402
JobName: Ave. -54 & Madison, -
Sample ID: Boring 9 @ 5'
Soil Description: Sandy Silt
I
0
-1
-2
4
August 30, 2004
Initial! Dry Derisity;pcf.-,,-.88.0
Initial Moisture, %: 10
Initial Void Ratio: 0.894
Specific Gravity: 2.67
% Change in Height vs Normal Presssure Diagram
0 Before Saturation 6 After Saturation
—e—Rebound Hydro, Consolidation
7-
__7
- - - - -- - -- -
-7
T I
D
4P EP-li-
0.0 1.0 2.0 3.0 4.0 COFI
F!CZM0NS_T1PUQT'0N 7.0
DATE BY
Consolidation Sladden Engineering.::... Revised 11/20/01-
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-4402
August 30, 2004
'Job"Name: Ave.54 & Madison•'• `f- `" j}4°"'Initial Dry Density,'pcf.,.,:"`: , 99:9':":`
Sample ID: Boring 9 @ 10' Initial Moisture, %: 2
Soil Description: Sand Initial Void Ratio: 0.669
Specific Gravity: 2.67
% Change in Height vs Normal Presssure Diagram-
0
iagram
0 Before Saturation 6 After Saturation -
-9 ReboundHydro Consolidation
1 ,
:
-4
r_-
• t
-5
6
-7
4.0FU;o; CO
DATE BY
7.0
Cnnt„rdation Sladden Enaineerinp- Revised 11/20/02•
•
9
0.0
1.0
2.0
3.0
4.0FU;o; CO
DATE BY
7.0
Cnnt„rdation Sladden Enaineerinp- Revised 11/20/02•
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-4402
August 30, 2004
Job -Name-, -Ave2�54:&,Madison
Initial Dry, Density; pef-..-� -
Sample ID: Boring 15 @ 5' Initial Moisture, %: 3
Soil Description: Sand Initial Void Ratio: 0.837
Specific Gravity: 2.67
% Change in Height vs Normal Presssure Diagram
0 Before Saturation After Saturation
9 Rebound Hydro Consolidation
0
-2
-3
........ ..
4
-5 -------
-6
-77 77
_LT
-7
%
1
-9 4-ATY-
_UNTA
i vvza,., ri v r)EPT.
-10
.I.@UCTIP
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 FOR4PONSON
DATE - BY
ConsolidationSladden Engineering .. Revised 11/20/02
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-4402 August 30, 2004
Ave,.,-,,54�&,!Madisori",
Initial Dry Derisity; cf:. 95.9
Sample ID: Boring 15 @ 10, Initial Moisture, W 15
Soil Description: Silty Sand Initial Void Ratio: 0.738
Specific Gravity: 2.67
% Change in Height vs Normal Presssure Diagram
0 Before Saturation 6 After Saturation
9 Rebound --W- Hydro Consolidation
i
0
-7-
-2
-3
-4
-5
-j
-6 . ......
-7
-8 -
-9
-10 -
0.0 0.5 1.0 1:5 2.0 2.5
Consolidation Sladden Engineering
IT -L
-f-71 -Y--n- -F
!E
I -CH CONSTRUCTION
3.5 4.0 4.5 5.0
DATE - BY
Revised11/20/02
Expansion Index
ASTM D 4829/UBC 29-2
Job Number: 544-4402 Date: 8/30/2004
. Job`Narr"le Ave: 54`,&'1Vladison r". • ° ...`Tech:'` "Jake" � ., ,°- r k`;.,•:..:
Lab ID:
Sample ID: Bulk 3 @ 0-5'
Soil Description: Silty Sand
Wt of Soil + Ring:
585.0
Weight of Ring:
179.0
Wt of Wet Soil:
406.0
Percent Moisture:
9%
Wet Density, cf.-
123.0
Dry Densti , pcf.
112.9
Saturation: 49.3
Expansion Rack #
Date/Time
8/30/2004
9:00 AM
Initial Reading
0.500
Final Reading
0.502
Expansion Index 2
(Final - Initial) x 1000 ,
CITY OF LA QUiNTA
BUII"DING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
i BY
DATE -
.... �� •El Sladderi Engineering .,<., >i nom; - i,ri
Gradation
ASTM C117 & C136
Project Number:
544-4402
August 30, 2004
Project Name:
Ave. 54 & Madison
ILI!
Sample ID:
Boning 3 @ 5'
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
111
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
#16
1.18
97.0
430
0.60
79.0
450
0.30
68.0
#100
0.15
59.0
#200
0.074
17.0
100
go .
80
--------
70 -
60
50 -
N
CL4
40
E
JJJ
J
30
T-- -I. 1 1!
L
JL:
20-
10
LA
'I;
-,I JIN TA
h
OUILUIN & S
G AR
0
100.000
10.000
I
1.000 0.100
A4 -X P0 POOR 001
-
Sieve Size, mm
d
FOR CONST
TRUCTION
TE3Y__
r)
A -r-i-
'7
Gradation
Sladden Engineering
Revised 11/20102
Gradation
ASTM C117 & C136
Project Number:
5444402
August 30, 2004
Project Name:
Ave. 54 & Madison
Sample ID:
Boring 3 @ 10'
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
111
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
#16
1.18
100.0
#30
0.60
86.0
#50
0.30
74.0
#100
0.15
57.0
#200
0.074
21.0
]GO
go
—
80
-4-
70
60
50 -
i
i
W
30
20
to -
0_1
100.000 10.000 1.000 o.1 oo
Sieve Size, mm.
Gradation Sladden Engineering
IILIJII%ql� SAFETY
APPROVED
FOR CONSTRUCTION
DATE —___—,_ BY
---------------
Revised 11/20/01:t- -
•W .yy...,y, ,.. Wil.". v'. :�"' .. .1�. ."r r.i.�- i. :.�t../...6 �u: i 1' 1 .. {.S' .^'\.. !1�, • v :.h.•
August 17, 2004 -15- Project No. 5444402
04-08-571
1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION
The Internation'al'Conference of Bildirig'Offival's 1997 Unifoim Building 'Code 'contains substantia] - "
revisions and additions to the earthquake engineering section in'Chapter 16. Concepts contained in the
updated code that will be relevant to construction of the proposed structures are summarized below.
Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity
to significant faults capable of generating large earthquakes. Major fault zones considered to be most
likely to create strong ground shaking at the site are listed below.
Fault Zone
Approximate Distance
From Site
Fault Type
(1997 UBC)
San Andreas
9.9 km
A
San Jacinto
32.1 km
A
Based on our field observations and understanding of local geologic conditions, the soil profile type
judged applicable to this site is SD, generally described as stiff or dense soil.. The site is located within
UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic
mitigation for new construction upon adoption of the 1997 code.
CITY OF LA QUINTq
PUILDING & SAFETY DEPT,
FOR CONSTRUCTION.
GATE- BY '
S1addeii Engineering
Near -Source
Near -Source
Seismic
Seismic
Seismic
Acceleration
Velocity
Coefficient
Coefficient
Source
Factor, Na
Factor, Ny
Ca
C�
San Andreas
1.0
1.2
0.44Na
0.64N..
San Jacinto
1.0
1.0 _
0.44N8
0.64N�
CITY OF LA QUINTq
PUILDING & SAFETY DEPT,
FOR CONSTRUCTION.
GATE- BY '
S1addeii Engineering
Sladden Engineering
77-725 Enfield Lane, Suite 100, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
6782 Stanton AvQ. Suitc A. Buena Park, CA 90621 (714) 523.0952 Fax (714) 523-1369
450 Egan Avcnuc, Bindumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
December 10, 2007 Project No. 544-4402 s
07-12-847
Trans West Housing, Inc.
47-120 Dune Palms Road,'Suite C
La Quinta, California 92253
Attn: Ms. Marty Butler
Project: Griffin Ranch- Tract 32879
SEC Avenue 54 and Madison Street
La Quinta, California
Subject: Geotechnical Update
Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated August 17,
2004, project No. 544-4402, Report No. 04-08-571
Geotechnical Update prepared by Sladden Engineering dated December 2, 2005,
Project No. 544-4402, Report No. 05-11-1133
As requested, we have reviewed the above referenced Geotechnical Tnvestigation report as it
relates to the design and construction of the proposed residential development. The project site
is identified as Tract 32879 and is located in the City of La Quinta, California. It is our
understanding that the proposed residences will be relatively lightweight wood -frame structures
supported by conventional shallow spread.footings and concrete slabs on grade."
The lots are presently being graded during the rough grading of the Griffin Ranch project site.
Tho rough grading includes overexcavation of the native surface soils along with the placement
of engineered fill material to construct the building pads.
The referenced reports include recommendations pertaining to the construction of residential
structure foundations. Based upon our review of the referenced reports, it is our opinion that the
structural values included in the referenced geotechnical report remain applicable for the design
and construction of the proposed residential structure foundations.
Because the majority of the lots have been previous rough gmdedtbe-remedi�g-roti
at this time should be minimal. The building areas shoulaerc Ge Rf.L Q TA
scarified and moisture conditioned prior to precise graJiniUJ'bf)teixv@scgcd&.'fffy1SOjb
compacted so that a minimum of 90 percent relative compa •tio 19%
tta' 0 to fill
placement. Any fill material should be placed in thin lifts t near R i rn RU ht and
compacted to at least 90 percent relative compaction. (:
DATE BY
-.,�.... ..:,[i..- ".:... .. -..[-r. r,..;: _-, .:: .-•... -_. .: .e..�.'. ..._.' n r ie[ ulP r . }�r•�. r '� . . u- _ _ _. 1 � • � r , - � 3 a
_. ,. .... .. :December,•-I0;20Q7; ,_..., - ..�.., ...,. _2_ ,.. .,�. aa�=s . .�,.�Pruject-Nu:544-4402 .�„ _�_ .�. _ ,
07-12-847
Allowable Bearing Pressures: The allowable bearing pressures recommended in the
Geotechnical Investigation report prepared by Sladden Engineering remain applicable.
Conventional shallow spread footings should be bottomed into properly compacted fill material
a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12
.— inches wide.and isolated pad footings. should • be. at least.2.fect wide. Xontinuous:footings,.and._.. ,...,,_.
isolated pad footings may be designed utilizing a allowable bearing pressures of 1500 and 1.800
psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf
for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing
pressure should be 3000 psf. The recommended allowable bearing pressures may be increased
by one-third for wind and seismic loading.
The bearing soils. are non -expansive and fall within the "very low' expansion. category in
accordance with Uniform Building Code (UBC) classification criteria. Pertinent 1997 UBC and
2001 CBC Seismic Design parameters are summarized on the attached data sheet.
If you have questions regarding this letter or the referenced report, please contact the
undersigned.
Respectfully submitted,
SLADDEN ENGI NG PpFESSIpti
COQ L. ANOFq��
h m m
m
Brett L. Anderson d EXp g.gp.200S
Principal Engineer 13" CMIL
SER/gl _ q.�r�
Copies: 4/Trans West Housing, Inc.
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE BY
Sladden Engineering
07-12-847
1997 UNIFORM BUILDING CODE INFORMATION
The International Conference of Building Officials *1997 and 2001 CBC California Building Code
•.,, ;...,.._ :;:.. r: Uniform.,:.:.Buildingw,:Code..,.- contain :: substantial: _revisions.. and_ ,additions,>to:.,,the• , earthquake,
engineering section in Chapter 16. Concepts contained in the code that will be relevant to
construction of the proposed structures arc summarized below.
Ground shaking is expected to be the primary hazard most likely to affect the site, based upon
proximity to significant faults capable of generating large earthquakes. Major fault zones
considered to be most likely to create strong ground shaking at the site are listed below.
Fault Zone
Approximate Distance
From Site
Fault Type
(1997 UBC)
San Andreas
9.8 km
A
San Jacinto
26 km
A
Based on our field observations and understanding of local geologic conditions, the soil profile
type judged applicable to this site is SD, generally described as stiff or dense soil. The site is
located within UBC Seismic Zone 4. The following table presents additional coefficients and ;
factors relevant to seismic mitigation for construction based upon the 2001 CBC.
Near -Source
Near -Source
Seismic
Seismic
Seismic
Acceleration
Velocity
Coefficient
Coefficient
Source
Factor, N,
Factor, No
C,
C� _
San Andreas
1.01
1..22
0.44 N.
0.64 N�
San Jacinto
1.0
1.0
0.44 N.
0.64 N,.
.,...;I�, :....:: • . , ... • ,._ _. pecember 10; 2�/>.• .'•. t...., ; ti 9 1 �nC:".� . Y ..':y7;� r: =-4= � .. - � II , . I ��Project-.No:�54:4-4Q02<-.-�r r -�
07-12-847
Based on our field observations and understanding of local geologic conditions, the soil profile
type judged applicable to this site is So, generally described as stiff soil. The site is located within
UBC Seismic 7 -one 4. The following presents additional coefficients and factors relevant to
seismic mitigation for new construction upon adoption of the 2006 code.
.<.vno.iy F. .K} .. .'.P..2 . ^.n.v' .. .: ...... ::,6, ... ._. a.?. ..i. ...... -::.t ..� <-+.'.v .? a. •.. A .. .. Jr <. J
The seismic design category for a structure may be determined in accordance with Section 1613
of the 2006 IBC or ASCE7. According to the 2006 IBC, Site Class D may be used to estimate
design seismic loading for the proposed structures. The period of the structures should be less
than 1h second. This assumption should be verified by the project structural engineer. The 2006
IBC Seismic Design Parameters are summarized below.
Occupancy Category (Table 1604.5):11
Site Class (Table 1613.5.5): D
Ss (Figure 1613.5(3)):1.508
Si (Figure 1613.5(4)):0.60g
Fa (Table 1613.5.3(1)): 1.0
Fv (Table 1613.5.3(2)):1.5
Sms (Equation 16-37 IFa X Ss)): 1.50g
Smi (Equation 16-38 (Fv X $I)): 0.90g
SDs (Equation 16-39 (2/3 X Smsl): 1.00g
SDI (Equation 16-40 12/3 X Smt)): 0.60g
Seismic Design Category based on SDS (Table 1613.5.6(1)): D
Seismic Design Category based on SDI (Table 1613.5.6(2)): D
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPR®VED
FOR CONSTRUCTION
ATE
Sladden Engineering
Sladden Engineering
45090 Golf Center Park%vay, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847
6782 Stanton Avenue, Suite A. Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
450 I:
March 29, 2012 -2- Project No. 544-12050
12-03-080
Footings should extend at least 12 inches beneath lowest adjacent grade. Isolated square or
rectangular footings should be at least two feet square and continuous footings should be at least
12 inches wide. Continuous footings may be designed using an allowable bearing value of 1500
powids per square fool (psf) and isolated pad footings niay t�e,desis;ned using. an. allo,rv�il?le
hearing pressure of 1.800 psf. The allowable bearing pressures are applicable to.dead and
frequently applied live loads. The allowable bearing pressures may be increased by 1/3 to resist
wind and seismic loading. Care should be taken to see that bearing or subgrade soils are not
allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the
building area should be rapid and complete..
Resistance to lateral loads can be provided by a combination of friction acting at the base of the
slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient
of friction of 0.40 between soil and concrete may be used with consideration to dead load forces
only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for
the sides of footings that are poured against properly compacted native or approved non -
expansive import soils. Passive earth.pressure should be ignored within the upper 1 "foot except
Xwhere confined (such as beneath a floor slab).
•I"he surface soil is non -expansive and falls within the "very low" expansion category in
accordance with 2010 California Building Code (C13C) classification criteria. Slab thickness and
reinforcement should be determined by the structural engineer. All slab reinforcement should be
supported on concrete chairs to ensure that reinforcement is placed at slab mid -height.
Slabs with moisture sensitive surfaces should be underlain with a moisture/vapor retarder
consisting of 10 -mil Visqueen, or equivalent. All laps within the membrane should be sealed and
at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of
the concrete. To reduce the potential for punctures, the membrane should be placed on a pad
Surface that has been graded smooth without any sharp protrusions. If a smooth surface can not
be achieved by grading, consideration should be given to placing a 1 -inch thick leveling course of
sand across the pad surface prior to placement of the membrane.
Based on our field observations and understanding of local geologic conditions, the soil profile
type judged applicable to this site is So, generally described as stiff soil. The following presents
additional coefficients and factors relevant to seismic mitigation for new construction based upon
the 2010 California Building Code (CBC).
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
A PROVED
FOR CONSTRUCTION'
DATE BY' I
Sladdern Engineering
a \4arch 29, 2012 -3 t _ s > Project No. 544-12050` . R
12-03-080
The seismic design category for a struchnre may be determined in accordance with Section 1613
of the 2010 C:13C or ASCI' --'7. According to the 2010 C13C, Site Class D may be used to estimate' .
design seismic landing for the proposed structures. The period of the structures sliould be less
than '/z second. This assumption should bc, verified, by the prajeet sl,:uclural engineer.; 'fhe 2Q10: .. ,, ..
CBC Seismic Design Paramelers are summarized below.
Occupancy Category (Table 160=1.5): If
Site Class (Table 1613.5.2): D
Ss (Figure 1613.5.1.): 1.508
41
SI (Figure'16'13.5.1):0.608
Fa (Table 1613.5.3(1)): 1.0
F%, ('fable 1613.5.3(2))::1.5
S.„s (I::quation '16-36 {Fa X Ss{): 7.50g
Sint (Equation 16-37 (Fv X Sll): 0.901;
SDs (Equation 16-38 12/3 X Sills)): 1.00g
Sm (Equation 16-39 12/3 X S,»l{): 0.608
Seismic Design Category D -
If you have questions regarding this letter or the refere nced report, please contact the
undersigned.
Respectfully submitted,
SLADDEN ENGINEERING
Brett I... Anderson
t:o. C 45389 `
Principal Engineer ” 12
SER/g1
Copies: 4/ Decatur A,dvisgrs, LLC
Sladden Engineering
f
Sladden Engineering