05-5540 (CSCS) Geotechnical InvestigationCITY OF LA QUINTA
BUILDING & SAFETY DEPT,
DATE
kHK L E I N F E L D E R
An employes owned compas y
REPORT OF GEOTECHNICAL INVESTIGATION '
PROPOSED COSTCO WHOLESALE WAREHOUSE
SWC OF HWY 111 AND JEFFERSON STREET
LA QUINTA, CALIFORNIA
May 23, 2005
55403/GEO/DBA5R079 Page i of iv May 23, 2005
Copyright 2005, Kleinfelder, Inca
1
3
t'
KLEINFELDER
An employee owned company
j June 22, 2005
Project No. 55403
Ms. Wendy Worthey
HDR Engineering, Inc.
8690 Balboa Avenue, Suite 200
San Diego, CA 92123
v" oo��
1\111 OEC
Subject: Supplemental Geotechnical Investigation
Proposed Costco Wholesale Warehouse
SWC of Jefferson Street and Highway 111
La Quinta, California
Dear. Ms. Worthey:
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
DATE -Ii (-== BY
In accordance with your authorization, Kleinfelder has prepared this report to presenting the results of
our supplemental geotechnical investigation for the proposed waterline alignment located at the
subject site. Our services were performed in general accordance with our revised proposal dated May
20, 2005.
1 References
1. Revised Foundation Recommendations, Proposed Costco Wholesale, SWC of Jefferson Street
and Highway 111, La Quinta, California, Prepared by Kleinfelder, Inc., dated June 9, 2005, Project
No. 55403/GEO
2. Report of Geotechnical Investigation, Proposed Costco Wholesale, SWC of Jefferson Street and
} Highway 111, La Quinta, California, Prepared by Kleinfelder, Inc., dated May 23, 2005, Project No.
I 55403/GEO.
1 3. Costco La Quinta, South of Intersection of Highway 111 and Depot Drive, and Northwest of La
Quinta Evacuation Channel, La Quinta, California, Contract Amendment No. 2, Prepared by
Kleinfelder, Inc., dated May 20, 2005, Project No. 55403/GEO.
Scope of Work
1
Our authorized scope of work consisted of the following primary tasks;
1
J • Mark boring locations and contact Underground Service Alert;
• Conducting a field exploration program to evaluate the onsite soil conditions;
1
• Laboratory testing to evaluate the strength parameters of the soils encountered;
• Preparation of this report.
I
} A summary of our understanding of the project and our findings, conclusions, and recommendations
are summarized in the following sections.
I
55403-1/1)BA5R114 Page 1 of 3 June 22, 2005
Copyright 2005 Kleinfelder, Inc,
KLEINFELDER 1370 Valley Vista Drive, Suite 150, Diamond Bar, CA 91765-3910 (909) 396-0335 (909) 396-1324 fax
Project Background and Site Description
On May 23, 2005, Kleinfelder provided a geotechnical investigation regarding the building pad, gas
station, and adjacent parking areas for the subject site. Subsequent to the previous field
investigation, an investigation was requested by HDR Engineering on May 11, 2005 to perform a
supplemental investigation on a proposed waterline.
Based on the information provided to Kleinfelder by Fuscoe Engineering, the additional waterline was
proposed to be constructed on the eastern portion of the site. In order to extend the limits of our
previous geotechnical investigation, four additional borings were completed to supplement our
geotechnical investigation dated May 23, 2005. The waterline is proposed to extend east from the
Costco property, across vacant property currently owned by the City of Indio. The waterline is
proposed to cross the La Quinta Evacuation Channel and connect to existing utility lines in Jefferson
j Street.
J The proposed alignment is generally flat, with some small mounds and dunes .and slopes slightly from.
north to south. The alignment is currently vacant although there is an existing Gas Station and Car
Wash to the north and east. The existing ground surface consists of approximately 12 to 1,8 inches of
loose and dry soils with weeds and scrub brush.
Field Investigation
A total of 4 borings were drilled along the proposed water pipe alignment at the site. Two soil borings
were advanced, one on either side of the La Quinta Evacuation Channel. Two soil borings were also.
performed along the alignment that is proposed to run in the east/west direction across the site. The
borings were conducted using a truck mounted hollow -stem auger drill rig provided by CalPac Drilling
of Calimesa, California. The borings were advanced to depths ranging from approximately 11.5 to
31.5 feet below the existing ground surface. The borings were backfilled using the soil cuttings.
The approximate locations of the borings are presented on Plate 2, Plot Plan. A staff professional
from Kleinfelder logged the borings and collected drive and bulk samples that were sealed and
transported to our laboratory for further evaluation. The logs of the four borings are presented on
Plates A-2 through A-5, Log of Borings.
Laboratory Testing
Laboratory testing was performed on representative samples to provide engineering characteristics of
the subsurface soils. The testing included sieve analysis, collapse potential, direct shear, moisture
content and unit weight determinations, and preliminary corrosivity testing. The results of the
laboratory testing performed are presented on Tables 1 through 3 and Plates B-1 through B-3,
attached.
Subsurface Conditions
Our borings were performed within the area of the proposed waterline. Based on the previous report,
and the current field information obtained, it appears that existing fill/disturbed native soils are derived
locally from the local soils observed elsewhere at the site. The soils generally consist of sands and
silty sands with varying amounts of gravel. The density of the material derived from the blow counts is
determined to be loose to dense. Groundwater was not encountered during our investigation.
i
55403-1/DBA5R114 Page 2 of 3
copyright 2005 Kleinfelder, Inc.
June 22, 2005
KLEINFELDER 1370 Valley Vista Drive, Suite 150, Diamond Bar, CA 91765-3910 (909) 396-0335 (909) 396-1324 fax
Conclusions and Recommendations
:t
Based on the results of our field exploration and laboratory testing and our understanding of the
design and construction, it is our professional opinion that the proposed water pipeline is
geotechnically feasible. The conclusions and recommendations presented in our previous reports for
the project (referenced above) remain valid and applicable to the proposed waterline project.
I Limitations
The findings, conclusions and recommendations presented in this report were prepared in accordance
with generally accepted geotechnical engineering practice. No other warranty, expressed or implied,
is made. Our corrosion recommendations are preliminary, as Kleinfelder is not a corrosion
engineering consultant. Specific recommendations for corrosion protection should be obtained from a
1 corrosion specialist.
This report may be used only by the client and only for the purposes stated, within a reasonable time
from its issuance. Land use, site conditions (both on site and off site) or other factors may change
over time, and additional work may be required with the passage of time. Based on the intended use
of this report and the nature of the new project, Kleinfelder may require that additional work be
performed and that an updated report be issued. Non-compliance with any of these requirements by
the client or anyone else will release Kleinfelder from any liability resulting from the use of this report
by any unauthorized party.
l We appreciate the opportunity of providing geotechnical engineering services to you on this project. If
J you should have any questions or require additional information, please contact us.
Respectfully submitted,
KLEINFELDER, INC. �e=�' ' I
ldp�� <�op
�G
1 '
J
Ro.2506 z
.1 E.�2.OS•30o �-
j Jeffery D. Waller Eric W. Noel, P.E., 9N
Senior Professional Senior Geotechnical���F�`
cc: Peter Clement, .Costco Wholesale
Jeffery Wilson, MulvannyG2 Architecture
1 Attachments:
Plate 1 — Site Vicinity Map
Plate 2 — Plot Plan
Plates A-1 a and A-1 b — Legend to Logs
Plates A-2 through A-5 — Logs of Borings
Plate B-1 —Grain Size Distribution
Plate B-2 — Collapse Potential Test
Plate B-3 — Direct Shear Test
Table 1 — Moisture and Density Test Results
Table 2 — Wash Sieve Test Results
Table 3 — Corrosion Test Results
55403-1/DBA5R114
Copyright 2005 Kleinfelder, Inc.
Page 3 of 3
June 22, 2005
KLEINFELDER 1370 Valley Vista Drive, Suite 150, Diamond Bar, CA 91765-3910 (909) 396-0335 (909) 396-1324 fax
��:2.`.u��i.Ci:•:t% �;[.`. 2'�n_'.�a�..� `, ��"t'xr; csil4-c�,iG��� � .��S.c�',::� �'��."` '�w��.'4'���t! 1 �� �.C9rai
r• , � 1
0.7
0.5
1.8
0.4
2.5
Table 3
Corrosion Test Results
T-1 June 22, 2005
'N'
I AVENUE p 44• $
BM 33
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ea- P -6yu S!phae::•
` Weil
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SOURCE: U.S.G.S. 7.5' topogrophic series. Lo Ouinta• California 0 FEET 2.000
quadrangle dated 1959, photorevised 1980.
C05TC0 LA QUINTA �TE
Highway 111 West of Jefferson Street
Lo Quints, California SITE LOCATION MAP
KLEINFEL.DER Project: 55403 June 2005
PROPERTY
BOUNDARY
FFEET 150
EXPLANATION
B-38 APPROXIMATE SOIL BORING LOCATION (JUNE 2005)
8-34 $ APPROXIMATE SOIL BORING LOCATION (MAY 2005)
TP -4 APPROXIMATE TEST PIT LOCATION (MAY 2005)
w
Date Drilled 6/14/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 6/14/05
Drilling Method: Mobile B-61, 8" HSA Elevation: 55 feet (approx.)
Logged By: J. Waller Datum: MSL
X
g
q
O
[
GEOTECHNICAL DESCRIPTION
�
OBD
z
o
c
a
A
AND
CLASSIFICATION
3
a
A3�U
QE'��a
--ISM
Disturbed Native:
Gs
Silty Sand (SM): light brown, slightly moist, fine to
-ism
coar _ _ffained, with finegravel- — — — — — — — — — — —
— — —i
Native:
Silty Sand (SM): brown, moist, fine to medium
505
2
grained.
CP
16
ffj
-- @ 5 feet: light brown, slightly moist, medium dense.
4s 10—
3wA
12
,
'
sP
----------------------------------
Sand (SP): light brown, slightly moist, medium dense,
fine to medium grained.
40 15—
4
25
as 2p
5
24
30 25
6
31
@ 25 feet: increase fine sand, decrease medium sand.
—
'
SM
----------------------------------
Silty Sand (SM): brown, moist, medium dense, fine to
25 30
7
18
medium grained.
Total Depth: 31.5 feet.
Groundwater not encountered.
Boring backfilled with soil cuttings.
K L E I N F E L D E R
Costco La Quinta
PLATE
k
La Quinta, California
LOG OF BORING B-35
A-2
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers maybe gradual
i
Date Drilled 6/14/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 6/14/05
Drilling Method: Mobile B-61, 8" HSA Elevation: 55 feet (approx.)
Logged By: J. Waller Datum: MSL
a
$
8
c
GEOTECHNICAL DESCRIPTION
z
H
A
AND
3
��+�
CLASSIl�KATION
p
W..A
AO
A
Ca
8
QF�s
slut
Disturbed Native:
slut
Silty Sand (SM): brown, slightly moist, fine to
kmedium Arrained, some coarse sand and fine gravel.
Native:
.:
SP
Silty Sand (SAI): brown, moist, fine to medium
so 5—
i
----------------- --------�
DS
12
Sand (SP): brown, slighty moist, file to medium
grained.
-- @ 5 feet: medium dense, increase silt at bottom.
45 10-
2
18
-- @ 10 feet: disturbed.
..
sm
----------------------------------
Silty Sand (SNI): light brown, slightly moist, medium
dense, fine to medium grained.
40 15-3
it
3s 20
4
16
-- @ 20 feet: increase fine sand.
30 25
5
14.
@ 25 feet: fine sand.
is 3
6
14
Total Depth: 31.5 feet.
Groundwater not encountered.
Boring backfilled with soil cuttings.
K L E I N F E L D E R
Costco La Quinta
PLATE
k
La Quinta, California
LOG OF BORING B-36
A-3
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types sbown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 6/14/05 Water Depth: Not Encoutnered
Drilled By: Cal-Pac Drilling Date Measured: 6/14/05
Drilling Method: Mobile B-61, 8" HSA Elevation: 55 feet (approx.)
Logged By: J. Waller Datum: MSL
w
oa
. �
GEOTECE ICAL DESCRIPTION
3
s
a
s
A
AND
CLASSIFICATION
a
\
a
3
�
p
v
e
w A
m
cfi
n
I
d
¢Ha
sm
Silty Sand (SM: brown, moist, fine to medium
1
24
grained.
-- @ 1 foot: medium dense.
2
SP
Sand (SP): light brown, slightly moist, fine to medium
So 5
3
11
grained.
WA
-- @ 5 feet: loose.
HL
Sandy Silt (Nffi): light brown, slightly moist, stiff, fine
grained sand.
45 10
4
14
--@ 10 feet: medium dense, 6 inch silty sand layer.
Total Depth: 11.5 feet.
Groundwater not encountered.
Boring backfilled with soil cuttings.
k K L E I N F E L D E RCostco
La Quinta
La Quinta, California
PLATE
LOG OF BORING B-37
A-4
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may he gradual
Date Drilled 6/14/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 6/14/05
Drilling Method: Mobile B-61, 8" HSA Elevation: 55 feet (approx.)
Logged By: J. Waller Datum: MSL
g
23
.[
GEOTECBNICAL DESCRIPTION
w
a
A
v
AND
CLASSIFICATION
3
a
a
w A
0
ca
on
v"
A3
d
SM
Silty Sand (SAI): light brown, moist, fine to medium
1
a34
grained, trace fine gravel.
-- @ 1 foot: dense.
so 5
2
28
-
-13
-- @ 5 feet: medium dense.
CHEM
as 10
3
'
18
'
----------------------------------
Total Depth: 11.5 feet.
Groundwater not encountered.
Boring backfilled with soil cuttings.
K L E I N F E L D E RCostco
La Quinta
PLATE
k
La Quinta, California
LOG OF BORING B-38
A-5
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boon daries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
STANDARD
1 1 #60 #100 #200
It
oil�III1��llt_
a'1 80
70
z 60
H
N
w 50
H
z
w
w 40
a
a
H 30
20
a
10
0
l u 1 0.1 0.01 0.001
GRAIN SIZE (mm)
GRAVEL
SAND
SILT
CLAY
coarse I fine
I coarse I medium fine
Symbol
Sampie
Depth (ft)
Description
Classification
•
6-35
0-5
Silty Sand
SM
K KLEINFELDER
PROJECT NO. 56403
Costco La Quanta
Highway 111 West of Jefferson Street
La Quanta, California
GRAIN SIZE DISTRIBUTION
WILIFU
B-1
t•�
q —L
r
r 0
r-
1
^ 2
ck.
z
H
i E9 3
L w
a
c�
H
H 4
a
w
5
6
7
1 g
0.1
1
10 100
VERTICAL STRAIN ( ksf )
Sample
B-35
Depth
1
5.0
Description
Silty Sand
Classification
SM
Initial Moisture Content: 0.7%
1
Collapse Potential
0.55
Initial Dry Density : 100 pcf
Severity of Collapse
Slight
Final Moisture Content: %
Costco La Quinta
PLATE
k1T K L E I N F E L D E R
Highway 111 West of Jefferson Street
La Quinta, California
COLLAPSE POTENTIAL TEST
B'2
PROJECT NO. 55403
4
I"
rn
x
co
3
w
H
C4
F4
W 2
cox
1
0L
0
1 2 3 4 5 6
NORMAL STRESS - ksi
Test type
controlled - strain test
Rate of shear - in/min
0.05
Normal Stress - psf
1000
2000
4000
Maximum Shear - psf
936
1404 '
2436
Shear Strain - %
-
-
-
Initial Moisture Content : 0.9%
Initial Dry Density : 98 pcf
Final Moisture Content: 25.1%
i.
kF K L E I N F E L D E R
PROJECT NO. 55403
Boring
36
Depth - ft
5.0
Friction Angle - deg
27
Cohesion - ksf
0.42
Description
Sand
Classification
SI'
Costco La Quinta PLATE
Highway 111 West of Jefferson Street
La Quinta, California
DIRECT SHEAR TEST B-3
kn KLEINFELDER n
An employee owned company '
r 'F
May 23, 2005
Project No. 55403/GEO ,
Sw
Ms. Wendy Worthey
HDR Engineering, Inc.
8690 Balboa Avenue, Suite 200
San Diego, CA 92123
Subject: Report of Geotechnical Investigation
Proposed Costco Wholesale Warehouse
SWC of Jefferson Street and Highway 111
La Quinta, California
Dear Ms. Worthey:
Kleinfelder, Inc. is pleased to present this report summarizing our geotechnical investigation
performed for the proposed Costco Wholesale Warehouse at the subject site. The site is -located
at the southwest corner of Jefferson Street and Highway 111 in La Quinta, California. The
results of our geotechnical investigation, and our conclusions and recommendations for
geotechnical design of the project, are presented in the attached report.
In summary, the building loads may be adequately supported on spread foundations founded on
engineered fill. The upper soils appear to have a slight to moderate potential for collapse;
therefore, we recommend that the soils be overexcavated prior to construction of the proposed
site improvements.
The conclusions and recommendations presented in this report are subject to the limitations
presented in Section 6.' The final grading. plans were not available at the time this report was
prepared. Therefore, our grading recommendations should be reviewed when final grading plans
are complete.
We appreciate the opportunity of providing geotechnical engineering services to you on this
project. If you should have any questions or require additional information, please contact us.
Respectfully submitted,
KLEINFELDER, INC.
.rroject r,ngmeer
nor; ';- -
W fyNo 2 of
i
m�
t5 rn
Eric W. Noel, P.E., 1
Senior Geotechnical
55403/GEO/DBA5R079 Page ii of iv May 23, 2005
Copyright 2005, Kleinfelder, Inc.
KLEINFELDER 1370 Valley Vista Drive, Suite 150, Diamond Bar, CA 91765-3910 '(909) 396-0335 (909) 396-1324 fax
CM,M KLEINFELDER
TABLE OF CONTENTS
Section Page
EXECUTIVESUMMARY..............................................................................................ES-1
1 INTRODUCTION....................................................................................................................1
1.1 Purpose and Scope...................................................................................................1
1.2 Proposed Project......................................................................................................3
2 SITE AND SUBSURFACE CONDITIONS..........................................................................4
2.1
Site Description........................................................................................................4
2.2
Subsurface Soil Conditions......................................................................................4
2.2.1 General.........................................................................................................4
Seismic Design Considerations..............................................................................10
2.2.2 Soil Conditions.............................................................................................4
2.3
Surface Water Conditions........................................................................................5
2.4 '
Groundwater Conditions..........................................................................................5
3 GEOLOGIC CONDITIONS..................................................................................................6
3.1 Regional Geology....................................................................................................6
3.2 Geologic Hazards.....................................................................................................6
3.3 Faulting and Seismicity............................................................................................7
4 CONCLUSIONS AND RECOMMENDATIONS...............................................................10
4.1
General...................................................................................................................10
4.2
Seismic Design Considerations..............................................................................10
2.2.3 Ground Shaking.........................................................................................11
2.2.4 Liquefaction...............................................................................................11
2.2.5 Seismically -Induced Settlement.................................................................12
2.2.6 Other Seismic Considerations....................................................................12
4.3
Earthwork recommendations.................................................................................12
2.2.7 General....... .........:................................. ................12
2.2.8 Subgrade Preparation.................................................................................13
2.2.9 Excavation Conditions...............................................................................14
4.4
Temporary Excavations.........................................................................................14
2.2. 10 General.......................................................................................................14
2.2.11 Excavations and Slopes..............................................................................15
4.5
Engineered Fill..................................................................................................
15
2.2.12 Materials....................................................................................................15
2.2.13 Compaction Criteria...................................................................................16
4.6
Trench Backfill......................................................................................................16
2.2.14 Materials....................................................................................................16
2.2.15 Compaction Criteria...................................................................................17
4.7
Drainage and Landscaping.....................................................................................17
4.8
Shallow Foundations..............................................................................................17
55403/GEO/DBA5R079 Page iii of iv May 23, 2005
Copyright 2005, Kleinfelder, Inc.
" KLEINFELDER
2.2.16 Allowable Bearing Pressures.....................................................
2.2.17 Estimated Settlements................................................................
2.2.18 Lateral Resistance......................................................................
2.2:19 Construction/Design Considerations .........................................
4.9 Lateral Earth Pressures..........................................................................
4.10 Concrete Slabs Supported -On -Grade .....................................................
4.11 Preliminary Pavement Design................................................................
2.2.20 Asphalt -Concrete Pavement Sections....... ..................................
2.2.21 Portland Cement Concrete Pavement ........................................
4.12 Expansive Soils......................................................................................
4.13 Corrosivity.............................................................................................
...............17
...............18
...............18
...............19
...............19
...............20
...............20
...............20
...............22
...............22
...............23
5 ADDITIONAL SERVICES..................................................................................................24
5.1 Plans and Specifications Review...........................................................................24
5.2 Construction Observation and Testing...................................................................24
6 LIMITATIONS ..............................
7 REFERENCES ......................................
PLATES
Plate 1 — Site Location Map
Plate 2 — Plot Plan
APPENDICES
Appendix A — Exploratory Borings and Test Pits
Appendix B — Laboratory Testing
....................................................................2 5
...............................................................26
55403/GEO/DBA5R079 Page iv of iv May 23, 2005
Copyright 2005, Kleinfelder,Inc.
M� KLEINFELDER
EXECUTIVE SUMMARY
The proposed Costco Wholesale Warehouse is located at the southwest corner of Jefferson Street
and Highway 111 in La Quinta, California (Plate 1). The total site is approximately 17 acres in
area. We understand that the project will consist of the construction of an approximately
150,000 -square -foot Costco Wholesale Warehouse and a Costco gas station as shown on the site
plan (Plate 2). The remainder of the site will be utilized for loading, parking and drive/access
areas.
The subsurface conditions encountered at the site generally consisted of silty sand and sand with
occasional layers of sandy silt to the total depth explored. The coarse-grained material is
generally loose to medium dense. Groundwater was not encountered within any of our borings
during our field exploration and is reported to be deeper than 100 feet below the ground surface.
Groundwater levels may fluctuate with climate, irrigation, and future construction influences that
were not present at the time of our field exploration.
Based on our review of the data collected during our investigation, it is our opinion that, from a
geotechnical standpoint, the site is suitable for the proposed development. The following key
items are conclusions developed from our investigation:
• There are no mapped active or potentially active faults crossing the site, which would affect
the proposed construction.
• The site is located in the seismically active southern California area and the structure should
be designed to tolerate seismic shaking in accordance with the Uniform Building Code.
• The potential for liquefaction is considered to be remote.
• Seismically -induced settlement (settlement of soils during seismic shaking without the
presence of groundwater) is estimated to be less than 1 inch when incorporating the
earthwork recommendations presented herein. We estimate the differential settlement due to
seismic shaking to be less than 1/2 inch.
55403/GEO/DBA5R079 Page ES -1 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
KLEINFELDER
• New fills constructed from the on-site materials can be used to support conventional shallow
foundations and floor slabs with an allowable maximum bearing capacity of 3,000 pounds
per square foot (psf), provided that the site preparation and grading is conducted in
accordance with the recommendations presented in this report.
lulu _ ►7 iA1�1017v-61111 y
n m::.:>?::::.::<::::;:>:::<
:::;Recommended Parameter:<°;:::::
eference Re ort Pa e=
:;.:: ,.....
.Existin .Site Ctindition. .':< :,c.:':.
`?: >:; No .::..... .
Foundations:
Footing Bearing Pressure (psf)
2,000 psf. The bearing pressure
may be increased by 250 psf for
each foot of additional width or 17
depth, to a maximum value of
3,000 psf.
Foundation Overexcavation
Minimum of 5 feet below footing 12
bottom
Passive Lateral Resistance
300 psf per foot 18
Coefficient of Friction
0.35 18
Soil Expansion
None 22
Pavements and Slabs:
Asphalt Concrete Pavement
Structural Sections
20
Parking Areas (TI = 5)
3.0" AC / 4.0" AB
Access Lanes (TI = 7)
4.0" AC / 4.5" AB
Portland Cement Concrete Pavement
6" PCCP/ 4" AB
22
Section
Building Floor Slabs -on -Grade
Bearing on a minimum of
5 feet of engineered fill
20
Pro'ect Site Conditions:
Groundwater Depth >I 00 feet 5
Existing Underground Structures Unknown 4
Existing Aboveground Structures None 4
This is an executive summary of findings and should not be relied upon without consulting the
attached report for a more detailed description of the geotechnical evaluation performed by
Kleinfelder, Inc. for Costco Wholesale, Inc. It is subject to the limitations included in Section 6
of our report and the ASFE (the Association of Engineering Firms Practicing in the Geosciences)
insert included following this summary.
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1,24 KLEINFELDER
1 INTRODUCTION
Kleinfelder, Inc. (Kleinfelder) was retained by HDR Engineering, Inc. (HDR) to conduct a
geotechnical investigation for the proposed Costco Wholesale Warehouse and Costco Gasoline
at the subject site. Our services were performed in general accordance to our proposal dated
March 1, 2005.
The site is located at the southwest corner of Jefferson Street and Highway 111 in La Quinta,
California. The location of the site is shown on Plate 1, Site Location Map.
1.1 PURPOSE AND SCOPE
The purpose of this geotechnical exploration and analysis was to explore and evaluate the
subsurface soil conditions at the proposed site and provide design -level geotechnical
recommendations for the project. This investigation also addresses the anticipated seismic
shaking at the site, groundwater levels and earthwork considerations. A description of the scope
of work performed is presented below.
Task 1 — Literature Review/Utility Clearance. We reviewed published and unpublished
geologic literature in our files and the files of selected public agencies including publications
prepared by the California Division of Mines and Geology and the U.S. Geological Survey. We
reviewed available appropriate seismic and faulting information including designated earthquake
fault zones and our in-house. database of faulting in the general site vicinity. We also reviewed
reports previously prepared for the site by other consultants (refer to references).
Each of our proposed boring locations was cleared for known existing utility lines and with the
participating utility companies through Underground Service Alert (USA).
Task 2 - Field Exploration. A total of 34 hollow -stem auger borings and 4 test pits were
advanced within the area of the proposed project. The borings were advanced to depths of
approximately 11'/2 to 511/2 feet below grade. The test pits were excavated to depths ranging
from 5.5 to 8 feet below the existing ground surface. The locations of the borings and test pits
are presented on Plate 2, Plot Plan. A Kleinfelder engineer supervised the field operations and
logged the borings and test pits. Selected drive and bulk samples were retrieved, sealed and
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transported to our laboratory for further evaluation. Our typical sampling interval within the
borings was approximately 5 feet. The number of blows necessary to drive both a Standard
Penetration Test (SPT) sampler and a California -type sampler were recorded. A description of
the field exploration and a Legend to the Logs of Borings is presented in Appendix A.
Task 3 - Laboratory Testing. Laboratory testing was performed on representative bulk,
relatively undisturbed and disturbed samples to substantiate field classifications and to provide
engineering parameters for geotechnical design. Testing consisted of:
• In situ moisture and density
• Grain size distribution
• Collapse Potential
• Direct shear
• Maximum Density/Optimum Moisture Content
• R -value
• Corrosion tests
The results of our laboratory testing are presented in Appendix B. AP Engineering and Testing
Inc. was retained to perform the corrosion testing. The corrosion test results are also presented in
Appendix B.
Task 4 - Geotechnical Analyses. Field and laboratory data were analyzed in conjunction with
the site plan and estimated building loads. We evaluated potential foundation systems, lateral
earth pressures, hydro -consolidation potential, pavement design and earthworks considerations.
Potential geologic hazards were evaluated, such as ground shaking, liquefaction potential, fault
rupture hazard and seismically -induced settlement. Design recommendations for use with
standard UBC (1997) seismic design were considered.
Task 5 - Report Preparation. This report was prepared presenting our findings, conclusions
and recommendations for earthwork and foundation engineering. Recommendations for
foundation type(s), allowable bearing pressure, estimated settlement, passive resistance, lateral
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earth pressures for retaining structures and seismicity are presented. This report also contains a
site map, logs of the borings and test pits and laboratory test results.
1.2 PROPOSED PROJECT
Based on our review of the Concept Site Plan (DD1.1-04) dated January 7, 2005, we understand
the approximately 16.77 -acre site, currently undeveloped, will be developed as an approximately
148,663 -square -foot COSTCO Wholesale Warehouse and an associated four island fuel facility.
We anticipate that the building will be a single -story, steel -framed, and concrete -masonry -unit
structure supported by conventional shallow foundations with concrete slabs on grade. The gas
station will contain three 20,000 -gallon underground tanks, fueling stations, and a pre -
manufactured metal canopy. The surrounding construction will consist mainly of parking with
some landscape areas. We have assume maximum column loads to be 150. kips, perimeter and
canopy column loads to be 50 kips, typical wall loads to be 3 to 4.5 kips per lineal foot, and total
slab load to be 500 psf.
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2 SITE AND SUBSURFACE CONDITIONS
2.1 SITE DESCRIPTION
The site of the proposed development is located west of the Jefferson Street and on the south side
of Highway 111 in La Quinta, California. The total site is approximately 17 acres in area. The
site is bounded by Highway 111 on the north, vacant property to the east, an earthen channel on
the south and existing residential property to the west. The site is generally flat, with some small
mounds and dunes and slopes slightly from north to south. The site is currently vacant. The
existing ground surface consists of approximately 12 to 18 inches of very loose and dry soils
with weeds and scrub brush.
2.2 SUBSURFACE SOIL CONDITIONS
2.2.1 General
The following paragraphs summarize the results of our field exploration. The boring logs and
test pit logs (presented in Appendix A) should be reviewed for a more detailed description of the
subsurface conditions at the locations explored.
2.2.2 Soil Conditions
The site is generally underlain by interbedded layers of silty sand, sandy silt and sand to the
maximum depth explored (51.5 feet). The soils were generally in a loose to medium dense
condition and generally became more dense with depth. For coarse-grained soils, the SPT
equivalent blow counts varied from 2 to 36 blows per foot, indicating very loose to dense
consistencies. In-situ dry densities of the soils tested varied from approximately 88 to 102
pounds per cubic foot (pcf) at moisture contents varying between 0.3 and 6.9 percent. The near -
surface soils have a slight to moderate potential for collapse when inundated with water.
See Appendix A for a more detailed explanation of the field exploration.
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2.3 SURFACE WATER CONDITIONS
Surface water drainage across the ungraded site is predominately towards the south following
local topography via sheet flow.
Portions of the site are currently situated within Zone X, a 500 -year flood hazard zone or 100
year flood hazard zone that is protected by levee improvements (FEMA, 2005). The 100 year
zone is confined to the La Quinta Evacuation Channel located immediately adjacent to the .
southeastern margin of the site.
2.4 GROUNDWATER CONDITIONS
Groundwater was not encountered in any of the 34 borings and 4 test pits ranging from 6 feet to
51.5 feet below the ground surface (bgs) that were advanced for this investigation. The historical
high groundwater level is reported to be greater than 100 feet below the surface of the site
(CVWD, 2005).
Fluctuations of the groundwater level, localized zones of perched water, and soil moisture
content should be anticipated during and following the rainy season. Irrigation of landscaped
areas on or immediately adjacent to the site can also cause a fluctuation of local groundwater
levels.
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3 GEOLOGIC CONDITIONS
3.1 REGIONAL GEOLOGY
The site is located along the southwestern side of the Coachella Valley. Locally, the Coachella
Valley represents the northern portion of the Salton Trough geomorphic province of California.
Structurally, the Coachella Valley is bounded on the north by the Little San Bernardino
Mountains, on the west by the Santa Rosa Mountains, and on the east by the Indio Mecca Hills.
The Coachella Valley extends towards the south as the Salton Trough into the Gulf of California.
The site is regionally geologically mapped to be underlain by alluvium consisting of gravel,
sand, silt, and clay (CDMG, 1965). In our borings alluvial soils were encountered consisting of
eolian sand and alluvial sands, silty sand, and silts. Underlying the alluvium at depth are
crystalline basement complex of the area.
3.2 GEOLOGIC HAZARDS
Since the site is located in a relatively flat lying valley floor area, we do not consider that
landslides or other forms of natural slope instability to represent a significant hazard to the
project. The elevated inland location of the site is not situated near any impounded bodies of
water; therefore, tsunami and seiche are not considered potential hazards to the project.
The site is not located within a State of California or Riverside County designated Seismic
Hazard Zone for seismically induced slope instability, liquefaction potential, or Earthquake Fault
Rupture Hazard Zone for active surface faulting (DMG, 1999; Hart and Bryant, 1997; Riverside
County, 1997).
The most significant geologic hazard to the project is the potential for moderate to strong ground
shaking resulting from earthquakes generated on the faults within the vicinity of the site. In the
vicinity of the site, approximately 29 known active faults have been mapped within a 62 -mile
(100 -kilometer) radius of the site.
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3.3 FAULTING AND SEISMICITY
We consider the most significant geologic hazard to the project to be the potential for moderate
to strong seismic shaking that is likely to occur during the design life of the proposed project.
The project site is located in the highly seismic Southern California region within the influence
of several fault systems that are considered to be active or potentially active. An active fault is
defined by the State of California as a "sufficiently active and well defined fault" that has
exhibited surface displacement within the Holocene time (about the last 11,000 years). A
potentially active fault is defined by the State as a fault with a history of movement within
Pleistocene time (between 11,000 and 1.6 million years ago).
These active and potentially active faults are capable of producing potentially damaging seismic
shaking at the site. It is anticipated that the project site will periodically experience ground
acceleration as the result of moderate to large magnitude earthquakes. Other active faults
without surface expression (blind faults) are also capable of generating an earthquake, or other
potentially active seismic sources are not currently zoned and are known to be locally present
under the region.
Faults identified by the State as being either active or potentially active are not currently known
to be present at the surface of the site. The site is not currently located within a State of
California or Riverside County designated Earthquake Fault Rupture Hazard Zone for active
surface faulting (Hart and Bryant, 1997; Riverside County, 1997).
We have performed a computer-aided search of the known active and potentially active faults
within a 62 -mile (100 -kilometer) radius of the site and researched available literature to assess
the expected maximum magnitude earthquakes to be generated on each fault. Table 1
summarizes parameters for one of the 29 known active and potentially active faults within the
searched radius of the site that in our opinion may have the greatest impact upon the site.
Selection of this fault was based on its proximity to the site and their potential to generate
moderate to strong ground motion on the site.
Table 1 was generated using, in part, the EQFAULT computer program (Blake, 2000), as
modified using the fault parameters from CGS Open File Report 96-08 revised June 2003, and
the 1997 UBC fault maps (ICBO, 1998). This table does not identify the probability of
reactivation or the onsite effects from earthquakes occurring on any of the other faults in the
region. The approximate center of the site is located on the USGS 71-�', La Quinta, California
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Quadrangle, at Latitude 33.7060°N and Longitude 116.2737°W, between approximately the 50 -
foot and 60 -foot elevations (MSL).
Table 1
aignilicant rauns
southern section
'As defined by the ICBO (1998) and CDMG (OFR 96-08).
A number of moderate earthquakes have occurred in the vicinity of the project site in the past
years. The parameters used by the EQSearch program (Blake, 2000) to define the limits of the
historical earthquake search include geographical limits (within 100 km of the site), dates (1800
through 2004), and magnitude (magnitudes above M 4). A summary of the results of the
historical search is presented below.
Table 2
Historic seismicity
Time period (1800 to 2004) 205 years
Maximum Magnitude within 62.1 mi. (100 km) radius (6/28/1992) M 7.6
Approximate distance to nearest historical earthquake, > M4.0 3.3 miles
Maximum Calculated Historic Site Acceleration during period 0.12 g
Number of events exceeding magnitude 4 within the search area 724
Under the current understanding of regional seismo-tectonics, the largest maximum magnitude
event to significantly impact the site may be generated by the San Andreas Fault (southern
section) having a moment magnitude of M 7.2.
The CGS (2005) indicates a 10% probability of exceedance in 50 years for an acceleration of
0.6g for alluvial sites within this area. The site is located in Seismic Zone 4 of the 1997 edition
of the Uniform Building Code (UBC). Structures should be designed in accordance with the
values and parameters given within the UBC.
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Near -Source Seismic Zone
In addition to the determination of fault activity, faults are also type classified as an A, B, or C
for Near -Source Zone ground motion (Ca, Cv, Na and Nv) by both the State, and ICBO (in the
UBC, Table 16-U), according to parameters of known slip rate, and maximum earthquake
magnitude. This classification is as follows:
• Type A: seismic source capable of generating an earthquake with a magnitude greater than or
equal to 7.0 and slip rate greater than or equal to 5mm/yr.
• Type B: seismic source capable of generating an earthquake with a magnitude greater than or
equal to 7.0 with a slip rate <5mm/yr.; or magnitude <7.0 with a slip rate >2mrn/yr.; or a
magnitude greater than or equal to 6.5 with a slip rate <2mm/yr.
• Type C: seismic source capable of generating an earthquake with a magnitude M<6.5 and a
slip rate less than or equal to 2mm/yr, or is un -rated under the current knowledge.
The site is located approximately 8.3 km from the both the San Andreas Fault (Coachella /
southern section), within the 5 to 10 km Active Fault Near -Source (Seismic) Zone . The San
Andreas Fault (Coachella / southern section) is a Type A faults as designated by the ICBG.
Please note that the fault distances presented in Table 1, Significant Faults, indicates the distance
from the site to the nearest location where the fault trace is mapped at the ground surface. The
Near Source Zone Map distances are based on the shortest distance from the site to the fault
plane projection to the ground surface, from a depth of 10 -km. In some cases the Near Source
Zone Map distance may differ from the map distance shown in Table 1, because the site may be
closer to or further from the fault plane projection than the surface trace of the fault.
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4 CONCLUSIONS AND RECOMMENDATIONS
4.1 GENERAL
" KLEINFELDER
Based on our field exploration, laboratory testing and geotechnical analyses conducted for this
study, it is our opinion that it is geotechnically feasible to construct the project as planned,
provided the recommendations presented in this report are incorporated into project design and
construction. There does not appear to be any significant onsite geotechnical constraints that
cannot be overcome by proper planning, design and construction practices.
The soils were generally in a loose to medium dense condition and generally became more dense
with depth. In their current condition, the near surface soils are not considered suitable for the
support of the proposed building loads. The results of our laboratory tests indicate a slight to
moderate potential for collapse in the upper soils at the site. Therefore, we recommend that the
upper soils be overexcavated to depths indicated in Section 4.3.2 of this report and replaced as
engineered fill. We further recommend that planters and landscaping be kept outside a zone
extending approximately 5 feet from the edge of the proposed buildings. Once the soils have
been recompacted as discussed herein, it is our opinion that the structures may be founded on
shallow spread continuous and pad foundations.
Our recommendations regarding the geotechnical aspects of project design and construction are
presented in the following sections.
4.2 SEISMIC DESIGN CONSIDERATIONS
The site is located in a seismically active region and the proposed new structure can be expected
to be subjected to moderate to strong seismic shaking during its design life. Potential seismic
hazards include ground shaking, localized liquefaction, ground rupture due to faulting, and
seismic settlement. The following sections discuss these potential seismic hazards with respect
to this site.
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2.2.3 Ground Shaking
Because this site is located in the seismically active Southern California region, we recommend
that, at a minimum, the proposed development be designed in accordance with the requirements
of the latest edition of the Uniform Building Code (UBC) for Seismic Zone 4. We recommend
that a soil profile factor of SD be used with the UBC design procedure (Table 16-J). Near source
seismic coefficients for acceleration and velocity, Na, Nv, Ca, and Cv (UBC Tables 16-S and 16-
T) should be used for calculating the design. The site is located at 8.3 km (within the 10 -km)
Active Fault Near -Source (Seismic) Zone for the San Andreas Fault (Coachella / southern
section) a Type A fault as designated by the UBC (ICBG, 1998). A summary of the seismic
parameters is presented below.
Design Fault
The San Andreas Fault
(Coachella / southern section)
Fault Type
A
Seismic Zone
4 (z = 0.4)
Soil Profile Factor (Table 16-)
SD
Near -Source Distance
8.3 km
Na (Table 16-S)
1.07
Nv (Table 16-T)
1.34
Ca (Table 16-Q) 0.44 (Na)
0.47
Cv (Table 16-R) 0.64 (Nv)
0.85
2.2.4 Liquefaction
Liquefaction may occur when loose, saturated sandy or silty soils are subjected to strong shaking
typically resulting from earthquake motions. Under such conditions the sands may lose a portion
or all of their shear strength and regain strength sometime after the shaking stops. Soil
movements (both vertical and lateral) have been observed under these conditions due to
consolidation of the liquefied soils and the reduced shear resistance of slopes.
The project site is generally underlain by loose to medium dense coarse-grained soils, to the
maximum depth explored. Groundwater or perched water was not encountered within our
borings. As previously noted, the reported depth to groundwater is greater than 100 feet below
ground surface of the site (CVWD, 2005). The site is not located within a State and County
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designated Seismic Hazard Zone for liquefaction potential. Due to the reported historical high
depth to first or perched groundwater, the liquefaction hazard at the site is considered to be
remote.
2.2.5 Seismically -Induced Settlement
Seismically -induced settlement is surface settlement caused by densification of non -saturated
soils due to earthquake -induced ground shaking. Based on our field data and utilizing
procedures proposed by Tokimatsu and Seed (1987), we estimated seismically -induced
settlement due to the "Maximum Probable Earthquake" to be on the order of 3/4 to 1 inch when
incorporating the recommended overexcavation and recompaction. Differential seismically
induced settlement is anticipated to be on the order of % inch or less.
2.2.6 Other Seismic Considerations
The site is not located within a State or County designated Seismic Hazard Zone for liquefaction
potential seismically induced slope instability, or Earthquake Fault Rupture Hazard Zone for
active surface faulting. Based on the materials encountered at this site during our field
exploration, the existing topographic conditions, and the proposed site improvements, we do not
expect seismic slope instability to be a concern. Additionally, the likelihood for ground surface
rupture due to primary faulting from known faults is considered to be remote.
Portions of the site are currently situated within a 500 -year flood hazard zone (FEMA, 2005).
Due to the elevated inland location and proximity of the site from any large bodies of impounded
water, tsunami and seiche do not appear to pose a potential hazard to the project.
4.3 EARTHWORK RECOMMENDATIONS
2.2.7 General
Site preparation and earthwork operations should be performed in accordance with applicable
codes. All references to maximum dry density are established in accordance with ASTM
Standard Test Method D-1557-91.
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2.2.8 Subgrade Preparation
Surficial vegetation, organic, inert and oversized materials (greater than 6 inches in maximum
dimension) should be stripped and isolated prior to removal of reusable soils. Areas to receive
fill should be stripped of all existing fill (if encountered) and any loose or soft earth materials
until a firm, unyielding native subgrade is exposed, as evaluated by the geotechnical engineer.
Overexcavation and recompaction is recommended to reduce the potential for excessive
settlement of the existing native soils. Care should be taken during overexcavation operations to
maintain sidewall stability and personal safety. Please refer to Section 4.4 for temporary
excavation recommendations. .
Overexcavation recommendations are as follows:
• Shallow Foundations: For the proposed structures, we recommend that the footings be placed
on a minimum of 5 feet of engineered fill. The engineered fill should extend horizontally
beyond the edges of all foundation elements a minimum of 5 feet.
• Slab -on -Grade: For the proposed structure, we recommend the placement of a minimum of 5
feet of engineered fill below the bottom of slabs -on -grade.
• Pavement Sub rg ade: We recommend that the proposed concrete or asphaltic concrete
pavements be placed over a minimum of 24 inches of engineered fill. This engineered fill
thickness is in addition to the concrete or asphalt concrete pavement and aggregation base
layers presented in Section 4.11.
G Miscellaneous Areas to Receive Fill: Areas to receive fill, which do not fall into one of the
categories above (for example, sidewalks and other flatwork), should be placed on a
minimum of 12 inches of engineered fill. The areas designated for landscaping do not require
overexcavation.
At the time of this report, site-specific development and grading plans have not been developed.
Once these plans have been prepared, it may be possible to adjust these recommendations based
on the proposed grading plans and site development.
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Prior to the placement of engineered fill, after site preparation and overexcavation, processing of
the approved excavation bottom should be performed by scarifying to a minimum depth of
8 inches, moisture conditioning or drying to within 2 percent of the optimum moisture content
and compacting to a minimum of 90 percent of the maximum dry density.
The removal and stripping operations must expose a firm, non -yielding subgrade that is free of
significant voids and organics. The subgrade soils exposed at the bottom of each excavation
should be observed by a geotechnical engineer or geologist from our office prior to the
placement of any fill. Additional removals may be required as a result of observation and testing
of the exposed subgrade soils.
Soils that are significantly under or. over the optimum moisture content may be encountered
during site grading. The grading contractor should anticipate that additional processing of the
onsite soils will be necessary during site grading to obtain material which is capable of being
placed as engineered fill, as described in Section 4.5.
2.2.9 Excavation Conditions
The borings advanced at the site were advanced using a truck -mounted, hollow -stem auger drill
rig. Drilling was completed with slight to moderate effort through the subsurface soils.
Conventional earth moving equipment is expected to be capable of performing the excavations
required for site development. Based on the material encountered within our borings and our
knowledge of local geology, we do not anticipate the need for blasting.
4.4 TEMPORARY EXCAVATIONS
2.2. 10 General
All excavations must comply with applicable local, state, and federal safety regulations including
the current OSHA Excavation and Trench Safety Standards. Construction site safety generally is
the sole responsibility of the Contractor, who shall also be solely responsible for the means,
methods, and sequencing of construction operations. We are providing the information below
solely as a service to our client. Under no circumstances should the information provided be
interpreted to mean that Kleinfelder is assuming responsibility for construction site safety or the
Contractor's activities; such responsibility is not being implied and should not be inferred.
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2.2.11 Excavations and Slopes
The Contractor should be aware that slope height, slope inclination, or excavation depths
(including utility trench excavations) should in no case exceed those specified in local, state,
and/or federal safety regulations (e.g., OSHA Health and Safety Standards for Excavations,
29 CFR Part 1926, or successor regulations).
Due to the potential for local trench wall instability, we recommend that temporary cut slopes
with a maximum height of 15 feet needed to achieve the proposed subgrade elevations be
constructed at inclinations no steeper than 1.5H:1 V in the existing soils. Heavy construction
equipment, building materials, excavated soil, and vehicular traffic should not be allowed within
1/3 the slope height from the top of any excavation. Where the stability of adjoining buildings,
walls, or other structures is endangered by excavation operations, support systems such as
shoring, bracing, or underpinning may be required to provide structural stability and to protect
personnel working within the excavation. Shoring, bracing, or underpinning required for the
project (if any) should be designed by a professional geotechnical engineer registered in the State
of California.
During wet weather, earthen berms or other methods should be used to prevent runoff water from
entering all excavations. All runoff water and/or groundwater encountered within excavations
should be collected and disposed outside the construction limits.
For new underground gas tanks, sloped excavations should be no steeper than 1%:l (H:V) in the
site soils. The sloped excavations should be evaluated by a representative of Kleinfelder and
modifications to the excavation gradient may be required if soils are encountered that do not
have a satisfactory factor of safety for stability at the recommended inclination... .
4.5 ENGINEERED FILL
2.2.12 Materials .
The on-site soils encountered during our investigation, excluding debris and/or other deleterious
materials, are considered suitable for use as engineered fill. When adequately compacted at an
appropriate moisture content, these materials can be expected to possess suitable bearing and
settlement characteristics for the proposed construction.
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Import fill soils should be free of organic or other deleterious debris, essentially non -plastic, and
comprised of particles less than 3 inches in maximum dimension. In general, well -graded
mixtures of gravel, sand, non -plastic silt, and small quantities of cobbles, rock fragments, and/or
clay are acceptable for use as engineered fill. Imported soils should be sampled, evaluated and
approved by the project Geotechnical Engineer prior to being transported to the site. We
recommend that the contractor be responsible to assure that all imported soil is free of
environmentally regulated substances.
2.2.13 Compaction Criteria
All fill soils, either native or imported, required to bring the site to final grade should be
compacted as engineered fill. Engineered fill consisting of granular soils should be uniformly
moisture -conditioned to within 2 percent of the optimum moisture content, placed in horizontal
lifts less than 8 inches in loose thickness, and compacted to at least 90 percent relative
compaction. Additional fill lifts should not be placed if the previous lift did not meet the
minimum required relative compaction or if soil conditions are not stable.
4.6 TRENCH BACKFILL
2.2.14 Materials
Pipe zone backfill (i.e. material beneath and in the immediate vicinity of the pipe) should consist
of imported soil less than 3/4 inch in maximum dimension. Trench zone backfill (i.e., material
placed between the pipe zone backfill and finished subgrade) may consist of onsite soil or
imported fill which meets the requirements for engineered fill provided above. .
If imported material is used for pipe or trench zone backfill, we recommend it consist of
fine-grained sand. In general, coarse-grained sand and/or gravel should not be used for pipe or
trench zone backfill due to the potential for soil migration into the relatively large void spaces
present in this type of material and water seepage along trenches backfilled with coarse-grained
sand and/or gravel.
Recommendations provided above for pipe zone backfill are minimum requirements only. More
stringent material specifications may be required to fulfill local building requirements and/or
bedding requirements for specific types of pipes. We recommend the project Civil Engineer
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develop these material specifications based on planned pipe types, bedding conditions, and other
factors beyond the scope of this study.
2.2.15 Compaction Criteria
Trench backfill should be placed and compacted in accordance with recommendations provided
above for engineered fill. Mechanical compaction is recommended; ponding or jetting should
be avoided, especially in areas supporting structural loads or beneath concrete slabs supported on
grade, pavements, or other improvements.
4.7 DRAINAGE AND LANDSCAPING
It is important that positive surface drainage be provided to prevent ponding and/or saturation of
the soils in the vicinity of foundations, concrete slabs -on -grade, or pavements. We recommend
that the site be graded to carry surface water away from the improvements and that positive
measures be implemented to carry away roof runoff. Poor perimeter or surface drainage could
allow migration of water beneath the building or pavement areas, which may result in distress to
project improvements. Due to the collapse potential of the near surface soils, we recommend
that planters and landscaping be kept outside a zone extending approximately 5 feet from the
edge of the proposed buildings. In addition, we also recommended that areas next to buildings
have a minimum of 5 percent positive fall away from building perimeters to a distance of at least
5 feet. Drain spouts should be extended to discharge a minimum of 5 feet from the building, or
some other method should be utilized to prevent water from accumulating in planters.
Landscaping after construction should not promote ponding of water adjacent to structures.
4.8 SHALLOW FOUNDATIONS
2.2.16 Allowable Bearing Pressures
The proposed structures may be supported on shallow, reinforced concrete, spread footings
founded entirely on engineered fill (refer to section 4.3.3 for overexcavation recommendations).
Continuous and isolated spread footings should have minimum widths of 18 inches and be
embedded at least 18 inches below the lowest final adjacent subgrade*. Footings so established
may be designed using an allowable bearing pressure of 2,000 pounds per square foot (psf) for
*Within this report, lowest adjacent grade refers to the finished exterior grade for perimeter footings and the finished pad grade
for interior footings.
55403/GEO/DBA5R079 Page 17 of 27 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
�� KLEINFELDER
dead plus sustained live loading. The bearing pressure may be increased by 250 psf for each foot
of additional width or depth, to a maximum value of 3,000 psf. The allowable bearing pressure
provided above is a net value; therefore, the weight of the foundation (which extends below
grade) may be neglected when computing dead loads. The allowable bearing pressure may be
increased by 1/3 for short-term loading due to wind or seismic forces.
Footings may experience an overall loss in bearing capacity or an increased potential to settle
where located in close proximity to existing or future utility trenches. Furthermore, stresses
imposed by the footings on the utility lines may cause cracking, collapse and/or a loss of
serviceability. To reduce this risk, footings should extend below a 1:1 plane projected upward
from the closest bottom corner of the trench.
2.2.17 Estimated Settlements
Total settlement of an individual foundation will vary depending on the plan dimensions of the
foundation and the actual load supported. Based on anticipated foundation dimensions and
loads, it is our opinion that provided the earthwork recommendations presented herein are
implemented, anticipated structural loads will result in total and differential settlements between
similarly loaded adjacent footings of less than 1 inch and '/z inch, respectively.
Static settlement of all foundations is expected to be primarily elastic and should be essentially
completed shortly after initial application of structural loads.
2.2.18 Lateral Resistance
Resistance to lateral loads (including those due to wind or seismic forces) may be provided by
frictional resistance between the bottom of concrete foundations and the underlying soil and by
passive soil pressure against the sides of the foundations. A coefficient of friction of 0.35 may
be used between cast -in-place concrete foundations and the underlying soil. Passive pressure
available in engineered fill may be taken as equivalent to the pressure exerted by a fluid
weighing 300 pounds per cubic foot (pcf).
The passive resistance of the subgrade soils will diminish or be non-existent if trench sidewalls
slough, cave or are overwidened during or following excavations. If this condition is
encountered, our firm should be notified to review the condition and provide remedial
recommendations, if necessary.
55403/GEO/DBA5R079 Page 18 of 27 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
4 KLEINFELDER
2.2.19 Construction/Design Considerations
Prior to placing steel or concrete, footing excavations should be cleaned of all debris, loose or
soft soil, and water. Footing excavations should be observed by the project Geotechnical
Engineer just prior to placing steel or concrete to verify the recommendations contained herein
are implemented during construction.
We recommend that all reinforcement be designed for the specific loading conditions by the
project structural engineer.
4.9 LATERAL EARTH PRESSURES
We recommend that soil pressure values for calculating active lateral earth pressures developed
from horizontal backfills on dock -high walls that are free to rotate at least 0.1 percent of the wall
height use an equivalent fluid pressure of 30 pounds per cubic foot (pcf). Walls which are
restrained against movement or rotation at the top should be designed for an at -rest equivalent
fluid pressure of 50 pcf.
The recommended lateral earth pressures assume that drainage is provided behind the walls to
prevent accumulation of hydrostatic pressures. Walls should be provided with backdrains to
reduce the potential for the accumulation of hydrostatic pressures. Backdrains may consist of a
2 -foot wide zone of Caltrans Class 2 permeable material located immediately behind the wall,
extending to within 1 foot of the ground surface. Weep holes should be provided or a perforated
pipe (Schedule 40 PVC) should be installed at the base of the backdrain and sloped to discharge
to a suitable collection facility.
The recommended values do not include compaction or truck -induced wall pressures. Care must
be taken during the compaction operations not to overstress the walls. Heavy construction
equipment should be maintained a distance of at least 3 feet away from the walls while the
backfill soils are being placed. Hand operated compaction equipment should be used to compact
the backfill soils within a 3 -foot wide zone adjacent to the walls. Kleinfelder should be
contacted when development plans are finalized so we can review wall and backfill conditions
on a case-by-case basis.
55403/GEO/DBA5R079 Page 19 of 27 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
KLEINFELDER
Additional loads on retaining walls may be imposed by surcharge. An additional horizontal wall
load equal to 50 percent of the surcharge load should be applied uniformly over the entire height
of the wall. This additional load should also be applied to loading dock walls for forklift loads.
4.10 CONCRETE SLABS SUPPORTED -ON -GRADE
Concrete slab -on -grade floors may be used for the proposed buildings. The slab -on -grade should
be placed on at least 5 feet of engineered fill, prepared as described in Section 4.5 of this report.
We recommend that the floor slab be underlain by a minimum of 4 inches of crushed rock or
aggregate base material to provided more uniform support of the slab and provided a capillary
moisture break between the subgrade soils and the bottom of the floor.slab.
All slabs should be designed for any specific loading conditions by the structural engineer. A
modulus of subgrade reaction of 200 pounds per cubic inch may be used for design. All areas
adjacent to buildings, including planters, should be designed to drain away from the structure to
avoid accumulation of water beneath the slab or footings.
4.11 PRELIMINARY PAVEMENT DESIGN
2.2.20 Asphalt -Concrete Pavement Sections
Based on a design R -value of 50 for the near -surface soils and using anticipated Traffic Index
(TI) values of 5.0 and 7.0 for the parking areas and access lanes, we have developed the
following preliminary recommendations for flexible pavement design. These recommendations
are applicable for the entire site.
Table 2
Recommended Asphalt Concrete Pavement Sections
:.
As haltic :'::";<: ;''
P
: ;
" Class 2 .A re ate Base..
gg
In ex
<:
Concrete,
ornches
` :.: �.....:..
5.0 (Parking Areas)
3.0
4.0
7.0 (Access Lanes)
4.0
4.5
*CMB — Crushed Miscellaneous Base
55403/GEO/DBA5R079 Page 20 of 27 May 23, 2005
Copyright 2005, Meinfelder, Inc.
KLEINFELDER
Pavement sections provided above are contingent on the following recommendations being
implemented during construction.
• The pavement sections recommended above, should be placed on a minimum of 24 inches of
engineered fill. Prior to fill placement, the exposed subgrade should be scarified to a depth
of 8 inches, uniformly moisture conditioned to within 2 percent of the optimum moisture
content, and compacted to at least 90 percent relative compaction. The upper six inches of
the pavement subgrade should be compacted to a minimum of 95 percent relative
compaction.
• Subgrade soils should be in a stable, non -pumping condition at the time aggregate base
materials are placed and compacted.
• Aggregate base materials should be compacted to at least 95 percent relative compaction.
• Adequate drainage (both surface and subsurface) should be provided such that the subgrade
soils and aggregate base materials are not allowed to become wet.
• Aggregate base materials should meet current Caltrans specifications for Class 2 aggregate
base.
• Crushed miscellaneous base material should meet current requirements of the Standard
Specification for Public Works Construction (Greenbook).
• Asphalt paving materials and placement methods should meet current Caltrans specifications
for asphalt concrete.
Pavement sections provided above are based on the soil conditions encountered during our field
investigation, our assumptions regarding final site grades, and limited laboratory testing. In the
event actual pavement subgrade materials are significantly different than those tested for this
study, we recommend representative subgrade samples be obtained and additional R -value tests
performed. Should the results of these tests indicate a significant difference, the design
pavement sections provided above may need to be revised.
55403/GEO/DBA5R079 Page 21 of 27 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
R KLEINFELDER
2.2.21 Portland Cement Concrete Pavement
Concrete pavement may be desirable in loading docks and trash collection areas. For the
existing on-site near -surface soils, we have assumed a design modulus of subgrade reaction of
200 pci.
For an unlimited number of applications of 18 -kip single axle load, the concrete pavement
should have a minimum thickness of 6 inches and a minimum 28 -day compressive strength of
3;500 pounds per square inch. Control joints should be spaced every 15 feet. Concrete
pavements should be placed on 4 inches of aggregate base compacted to 95 percent relative
compaction (ASTM D 1557-91).
The pavement sections recommended above should be placed on a minimum of 24 inches of
engineered fill. Prior to fill placement, the exposed subgrade should be scarified to a depth of
8 inches, uniformly moisture conditioned to within 2 percent of the optimum moisture content,
and compacted to at least 90 percent relative compaction. The upper six inches of the pavement
subgrade should be compacted to a minimum of 95 percent relative compaction.
4.12 EXPANSIVE SOILS
Expansive soils are characterized by their ability to undergo significant volume change (shrink or
swell) due to variations in moisture content. Changes in soil moisture content can result from
rainfall, landscape irrigation, utility leakage, roof drainage, perched groundwater, drought, or
other factors and may cause unacceptable settlement or heave of structures, concrete slabs
supported -on -grade, or pavements supported over these materials. Depending on the extent and
location below finished subgrade, these soils could have a detrimental effect on the proposed
construction.
The project site is underlain by granular soils which, based on soil classification, is not believed
to have a significant expansion potential. Following grading of the site, we recommend that
finish grade soils be tested at randomly selected locations to identify areas where additional steel
reinforcement may be required in the foundations.
55403/GEO/DBA5R079 Page 22 of 27 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
" KLEINFELDER
4.13 CORROSIVITY
Two samples of the on-site soils were tested for preliminary corrosion potential to concrete and
reinforcing steel. Samples of the material were sent to AP Engineering and Testing, Inc. for
testing of pH, resistivity, soluble sulfates and soluble chlorides. Samples were tested in general
accordance with California Test Methods 643, 422, and 417 for pH and resistivity, soluble
chlorides, and soluble sulfates, respectively. The test results are as follows:
We have provided the above corrosion tests as requested by the client. These tests are only an
indicator of soil corrosivity for the samples tested. Other soils found on site may be more, less,
or of a similar corrosive nature.
Although Meinfelder does not practice corrosion engineering, the corrosion values from the soil
tested are normally considered to be slightly corrosive towards buried ferrous metals. The low
concentrations indicate that on-site soils of similar composition should not be overly aggressive
toward concrete elements. Based on guidelines provided in the UBC, Table 19-A-4, cement
types or maximum water -cement ratios are not specified for these concentrations. The proposed
concrete mix design should be submitted to a qualified materials engineer for approval.
We recommend that a competent corrosion engineer be retained to evaluate the corrosion
potential of the site to proposed improvements, to recommend further testing as required, and to
provide specific corrosion mitigation methods appropriate for the project.
55403/GEO/DBA5R079 Page 23 of 27 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
KLEINFELDER
5.1 PLANS AND SPECIFICATIONS REVIEW
We recommend that Kleinfelder conduct a general review of final plans and specifications to
evaluate that our earthwork and foundation recommendations have been properly interpreted and
implemented during design. In the event Kleinfelder is not retained to perform this
recommended review, we will assume no responsibility for misinterpretation of our
recommendations.
5.2 CONSTRUCTION OBSERVATION AND TESTING
We recommend that all earthwork during construction be monitored by a representative from
Kleinfelder, including site preparation, placement of all engineered fill and trench backfill,
construction of slab and roadway subgrades, and all foundation excavations. The purpose of
these services would be to provide Kleinfelder the opportunity to observe the soil conditions
encountered during construction, evaluate the applicability of the recommendations presented in
this report to the soil conditions encountered, and recommend appropriate changes in design or
construction procedures if conditions differ from those described herein.
55403/GEO/DBA5R079 Page 24 of 27 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
KLEINFELDER
,6,,,,, LIMITATIONS
This preliminary report has been prepared for the exclusive use of Costco Warehouse, Inc. and
their agents for specific application to the proposed development in La Quinta, California. The
findings, conclusions and recommendations presented in this report were prepared in accordance
with generally accepted geotechnical engineering practice. No other warranty, expressed or
We should review the final location map and grading plans to verify that our
implied, is made.
borings were properly located, and to develop recommendations for additional exploration, if
appropriate, and to provide additional information.
The scope of our geotechnical services did not include any environmental site assessment for the
presence or absence of hazardous/toxic materials in the soil, surface water, groundwater or
atmosphere, or the presence of wetlands.
The client has the responsibility to see that all parties to the project, including the designer,
contractor, subcontractors, etc., are made aware of this report in its entirety. This report contains
information, which may be useful in the preparation of contract specifications. However, the
report is not designed as a specification document and may not contain sufficient information for
this use without proper modification.
This report may be used only by the client and only for the purposes stated, within a reasonable
time from its issuance. Land use, site conditions (both on site and off site) or other factors may
change over time, and additional work may be required with the passage of time. Based on the
intended. use of, this report and the nature of the new project, Kleinfelder. may require that
additional work be performed and that an updated report be issued. Non-compliance with any of
these requirements by the client or anyone else will release Kleinfelder from any liability
resulting from the use of this report by any unauthorized party.
55403/GEO/DBA5R079 Page 25 of 27 May/23,2005
Copyright 2005, Kleinfelder, Inc.
KLEINFELDER
7 REFERENCES
Blake, Thomas F., 2000, EQFAULT and EQSEARCH, v 3.00, Computer Programs.
California Division of Mines and Geology, 1965, Geologic Map of California, Santa Ana Sheet,
Revised 1992.
California Geologic Survey, (formerly California Division of Mines and Geology), 2000, Digital
Images of Official Maps of Alquist-Priolo Earthquake Fault Zones of California,
Southern Region, DMG CD 2000-003.
Earth Systems Consultants Southwest, 2000, Geotechnical Engineering Report, La Quinta
Commercial Park, SWC Highway 111 and Jefferson Street, La Quinta, California, dated
July 27, 2000.
ESRI/FEMA, 2005, Hazard Information and Awareness (web site).
FEMA, 2005, Map Service Center (web site).
Hart, Earl W., and Bryant, William A., 1997, Fault -Rupture Hazard Zones in California: Alquist-
Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps,
California Division of Mines and Geology, Special Publication 42, supplemented through
1999, in DMG CD 2000-03.
International Conference of Building Officials, 1997, Uniform Building Code, Volume 2.
International Conference of Building Officials, (ICBG) 1998, Maps of Known Active Fault
Near -Source Zones in the State of California and Adjacent portions of Nevada — To be
Used With the 1997 Uniform Building Code, prepared by California Department of
Conservation, Division of Mines and Geology in Cooperation with Structural Engineers
Association of California — Seismology Committee, February 1998.
Jennings, Charles W., 1994, Fault Activity Map of California and Adjacent Areas, California
Division of Mines and Geology, Geologic Data Map No. 6.
55403/GEO/DBA5R079 Page 26 of 27 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
KLEINFELDER
Riverside County Transportation and Land Management Agency, 1997, Riverside County
Environmental Hazards Map.
Ziony, Joseph I., and Jones, Lucile M., 1989, Map Showing Late Quaternary Faults and 1978-84
Seismicity of the Los Angeles Region, California, U.S. Geological Survey Miscellaneous
Field Studies Map, MF -1964.
55403/GEO/DBA5R079 Page 27 of 27 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
PLATES
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7-1
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SOURCE: U.S.G.S. 7.5' topographic series, Lo Quinto, California 0 FEET 2.000
quadrangle doted 1959, photorevised 1980.
Of
COSTCO LA QUINTA
PLATE
Highway 111 west of Jefferson Street SITE LOCATION MAP 1
La Quints, California
KLEINFELDER project: 55403 May 2005
PROPERTY
BOUNDARY
0 FEET 150
EXPLANATION
B-34 # APPROXIMATE SOIL BORING LOCATION
TP -4 sa APPROXIMATE TEST PIT LOCATION
COSTCO LA QUINTA
Highway 111 West of Jefferson Street
Lo Quinto, California
REFERENCE: BASE MAP PROVIDED BY MULVANNY.G2, DATED 01/07/05 KLEINFELDER project: 55403 May 2005
APPENDIX A
EXPLORATORY BORINGS AND TEST PITS
am 0
KLEINFELDER
0_2901►117 AM
EXPLORATORY BORINGS AND TEST PITS
The subsurface exploration program for the proposed project consisted of excavating and logging
a total of 34 hollow -stem auger borings and 4 test pits. The borings were drilled with a 4 -wheel
drive Mobile B-53 truck -mounted drill rig equipped with 8 -inch diameter hollow -stem augers,
provided by Cal Pac Drilling of Calimesa, California. The test pits were excavated with a Case
580 Super L backhoe equipped with a 24 -inch bucket, provided by Staib Backhoe and
Excavation. The approximate locations of the borings and test pits are shown on Plate 2.
The logs of the borings and test pits are presented as Plates A-2 through A-35, Log of Borings
and Plates A-36 through A-39, Log of Test Pits. An explanation to the logs is presented on Plate
A-1. The logs of borings and test pits describe the earth materials encountered, samples
obtained, and show field and laboratory tests performed. The logs also show the boring and test
pit number, drilling date, boring elevation and the name of the logger and drilling subcontractor.
The borings and test pits were logged by a Kleinfelder staff professional utilizing the Unified
Soil Classification System. The boundaries between soil types shown on the logs are
approximate because the transition between different soil layers may be gradual. Bulk and drive
samples of representative earth materials were obtained from the borings at maximum intervals
of approximately 5 feet.
A California sampler was used to obtain relatively undisturbed drive samples of the soil
encountered. This sampler consists of a 3 inch O.D., 2.4 inch I.D. split barrel shaft that is driven
a total of 18 inches into the soil at the bottom of the boring. The soil was retained in six 1 -inch
brass rings for laboratory testing. The sampler was driven using a 140 -pound automatic hammer
falling 30 inches. The total number of hammer blows required to drive the sampler the final 12
inches is termed the blow count and is recorded on the Logs of Borings. Where the sample was
driven less than 12 inches, the number of blows to drive the sample for each 6 inch segment, or
portion thereof, is shown on the logs.
55403/GEO/DBA5R079 Page A -I May 23, 2005
Copyright 2005, Kleinfelder, Inc.
KLEINFELDER
Samples were also obtained using a Standard Penetration Test Sampler (SPT). This sampler
consists of a 2 -inch O.D., 1.4 -inch .I.D. split barrel shaft that is advanced into the soils at the
bottom of the drill hole a total of 18 inches. The sampler was driven using a 140 pound
automatic hammer falling 30 inches. The total number of hammer blows required to drive the
sampler the final 12 inches is termed the blow count (N -value) and is recorded on the Logs of
Borings. Where the sample was driven less than 12 inches, the number of blows to drive the
sample for each 6 inch segment, or portion thereof, is shown on the logs. The procedures we
employed in the field are generally consistent with those described in ASTM Standard Test
Method D-1586-84.
Soil samples obtained by the SPT were stored in plastic bags. Bulk samples of the sub -surface
soils were directly retrieved from the soil cuttings produced by the auger blades.
T
55403/GEO/DBA5R079 Page A-2 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
Date Drilled: Water Depth:
Drilled By: Date Measured:
Drilling Method: Reference Elevation:
Logged By: Datum:
5
IN
PV 2 12 GS
PF
(1) (2) (3) (4) (5) (6) (6) (7)
I ' ' ' I NOTES ON FIELD INVESTIGATION
1. SAMPLE - Graphical representation of somple type as shown below.
Split Spoon - Standard Penetration Test Sample (SPT) D
Drive Sample - California Sample (Col)
Bulk Sample - Obtained by collecting cuttings in o plastic bog
Tube Somple - Shelby/Pilcher Tube Sample
2. SAMPLE NO. - Sample Number
3. BLOWS/FT - Number of blows required to advance sampler 1 foot (unless a lesser distance is specified).
Samplers in general were driven into the soil at the bottom of the hole with o standard (140 Ib) hommer dropping o standard 30 inches.
Drive samples collected in bucket ouoer borings may be obtained by dropping non-stondord weight from variable heights.
When a SPT sampler is used the blow count conforms to ASTM D-1586.
SCR/ROD - Sample Core Recovery (SCR) in percent (%) and Rock Ouclity Designation (ROD) in percent (%). ROD is defined as the
percentage of core in each run which the spacing between natural fractures is greater than 4 inches. Mechanical breaks of the core
are not considered.
4. GRAPHIC LOG - Standard symbols for soil and rock types, as shown on plate B -1b.
5. GEOTECHNICAL DESCRIPTION
Soil - Soil classifications ore based on the Unified Soil Classification System per ASTM D-2487, and designations include consistency, moisture,
color and other modifiers. Field descriptions hove been modified to reflect results of laboratory analyses where deemed appropriate.
Rock - Rock classifications generally include o rock type, color, moisture, mineral constituents, degree of weathering, alteration, and
the mechanical properties of the rock. Fabric, lineations, bedding spacing, foliations, and degree of cementation ore also presented
where appropriate.
Description of soil origin or rock formation is placed in brackets at the beginning of the description where applicable, for example, Residual Soil.
6. DRY DENSITY, MOISTURE CONTENT: As estimoted by laboratory or field testing.
7: ADDITIONAL TESTS - (Indicates somple tested for properties other thon the above):
MAX - Maximum Dry Density SG - Specific Gravity PP - Pocket Penetrometer
GS - Groin Size Distribution HA - Hydrometer Analysis WA - Wash Analysis
SE - Sand Equivalent AL - Atlerberg Limits DS - Direct Shear
EI - Expansion Index RV - R-Volue CP - Collapse Potential
CHEM - Sulfate and Chloride Content, pH, Resistivity CN - Consolidation UC - Unconfined Compression
PM - Permeability CU - Consolidation Undrained Trioxiol T - Torvone
UU - Unconsolidated Undroined Trioxial CD - Consolidated Drained Trioxiol
B. ATTITUDES - Orientation of rock discontinuity observed in bucket ouger boring or rock core, expressed in strike/dip and dip ongle,
respectively, preceeded by o one -letter symbol denoting nature of discontinuity as shown below.
B: Bedding Plane J: Jointing C: Contact F: Fault S: Shear
PLATE
KLElNEELDER
EXPLANATION OF LOGS A_1a
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GEOTECHNICAL DESCRIPTION
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(1) (2) (3) (4) (5) (6) (6) (7)
I ' ' ' I NOTES ON FIELD INVESTIGATION
1. SAMPLE - Graphical representation of somple type as shown below.
Split Spoon - Standard Penetration Test Sample (SPT) D
Drive Sample - California Sample (Col)
Bulk Sample - Obtained by collecting cuttings in o plastic bog
Tube Somple - Shelby/Pilcher Tube Sample
2. SAMPLE NO. - Sample Number
3. BLOWS/FT - Number of blows required to advance sampler 1 foot (unless a lesser distance is specified).
Samplers in general were driven into the soil at the bottom of the hole with o standard (140 Ib) hommer dropping o standard 30 inches.
Drive samples collected in bucket ouoer borings may be obtained by dropping non-stondord weight from variable heights.
When a SPT sampler is used the blow count conforms to ASTM D-1586.
SCR/ROD - Sample Core Recovery (SCR) in percent (%) and Rock Ouclity Designation (ROD) in percent (%). ROD is defined as the
percentage of core in each run which the spacing between natural fractures is greater than 4 inches. Mechanical breaks of the core
are not considered.
4. GRAPHIC LOG - Standard symbols for soil and rock types, as shown on plate B -1b.
5. GEOTECHNICAL DESCRIPTION
Soil - Soil classifications ore based on the Unified Soil Classification System per ASTM D-2487, and designations include consistency, moisture,
color and other modifiers. Field descriptions hove been modified to reflect results of laboratory analyses where deemed appropriate.
Rock - Rock classifications generally include o rock type, color, moisture, mineral constituents, degree of weathering, alteration, and
the mechanical properties of the rock. Fabric, lineations, bedding spacing, foliations, and degree of cementation ore also presented
where appropriate.
Description of soil origin or rock formation is placed in brackets at the beginning of the description where applicable, for example, Residual Soil.
6. DRY DENSITY, MOISTURE CONTENT: As estimoted by laboratory or field testing.
7: ADDITIONAL TESTS - (Indicates somple tested for properties other thon the above):
MAX - Maximum Dry Density SG - Specific Gravity PP - Pocket Penetrometer
GS - Groin Size Distribution HA - Hydrometer Analysis WA - Wash Analysis
SE - Sand Equivalent AL - Atlerberg Limits DS - Direct Shear
EI - Expansion Index RV - R-Volue CP - Collapse Potential
CHEM - Sulfate and Chloride Content, pH, Resistivity CN - Consolidation UC - Unconfined Compression
PM - Permeability CU - Consolidation Undrained Trioxiol T - Torvone
UU - Unconsolidated Undroined Trioxial CD - Consolidated Drained Trioxiol
B. ATTITUDES - Orientation of rock discontinuity observed in bucket ouger boring or rock core, expressed in strike/dip and dip ongle,
respectively, preceeded by o one -letter symbol denoting nature of discontinuity as shown below.
B: Bedding Plane J: Jointing C: Contact F: Fault S: Shear
PLATE
KLElNEELDER
EXPLANATION OF LOGS A_1a
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FINE-GRAINED SOILS COARSE-GRAINED SOILS
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8
32
Sandy Silt to Silt with Sand: Light gray, damp to
slightly moist, hard, fine grained sand, non -plastic, very
slightly cemented (continued)
15 40
9
16
-very stiff, no cementation
ML
Sandy Silt (ML): light gray, slightly moist, stiff, fine
10 45
grained sand.
10
15
-slightly moist-----------------------------------
�s
sM
Silty Sand: Light brown, slightly moist, medium dense,
5 50
11
19
fine grained sand, slightly silty
Boring terminated at approximately 51-1/2 feet
No refusal
No bedrock
No groundwater observed
i
Hole backfilled with cuttings
i
t
, K L E I N F E L D E R
Costco La Quinta
PLATE
k04
La Quinta, California
LOG OF BORING B-1
A -2b
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/11/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/11/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 56 feet (approx.)
Logged By: KLP Datum: MSL
ao
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GEOTECHNICAL DESCRIPTION
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CLASSIFICATION
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Silty Sand: Light gray, dry to damp, loose, fine grained
M.
sand, non -cohesive (dune sand)
so 5
1
6
0.6
45 1
Z
14
-medium dense, increase in silt content
40 15
3
14
1
20-4
s5
15
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
s
Hole backfilled with cuttings
7
5
i
S
KLEINFELDER
Costco La Quinta
PLATE
u k4
La Quinta, California
LOG OF BORING B-2
A-3
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
z
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Elevation (approx.)
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Sample Number
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Remarks
Date Drilled 4/11/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/11/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 51 feet (approx.)
Logged By: KLP Datum: MSL
a
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GEOTECHNICAL DESCRIPTION
Eo
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H
AND
a
s
3
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Q
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CLASSIFICATION
y C
SM
Silty Sand: Light gray, dry to damp, loose, fine grained
so
13
sand, non -cohesive (dune sand)
1
q
-slightly moist
4.4
CHEM
5
'
45
i
2
7
-damp
10
3
17
-medium dense, increase in silt content
40
15
4
a5
13
20-5
30
13
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
Costco La Quinta
PLATE
PqKLEINFELDER
k
La Quinta, California
LOG OF BORING B-4
A-5
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/11/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/11/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 53 feet (approx.)
Logged By: KLP Datum: MSL
ao
a
GEOTECHNICAL DESCRIPTION
•�
CL
a
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z
Oco
H
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sir
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3
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CLASSIFICATION
n
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2
O O
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N N
w
W A
Z
[q
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C7
to
A
A aJ
U
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SM
Silty Sand: Light brown, dry to damp, loose, fine
grained sand, non -cohesive (dune sand)
50
5-
2
8
AI
I1
0.6
a5
10-
3
14
RJ
-medium dense
40
ML
-----------------------------------
Silt with Sand: Light gray, damp, very stiff, fine
15
4
31
grained sand
35
--sm
-------------------------------------
Silty Sand: Light brown, damp, medium dense, fine
grained sand, slightly silty
20-
5
29
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
i
-
Hole backfilled with cuttings
s
i
5
s
S
L E I N F E L D E R
Costco La Quinta
PLATE
o
k4K
La Quinta, California
LOG OF BORING B-5
A-6
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/11/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/11/05
Drilling Method: Mobile B-53,8" HSA Elevation: 54 feet (approx.)
Logged By: KLP Datum: MSL
a
o
°
a
.`
GEOTECHNICAL DESCRIPTION
Ca
E
Z'
�;
to
.�
A
AND
3
s
ami
n
o
o
a
CLASSIFICATION
o
CQ
tUn
a
A .°
� U
Q
SM
Silty Sand: Light brown, dry to damp, loose, fine
grained sand, non-cohesive (dune sand)
s0
5
1
6
1.0
as
ML
-- --- --- --
Sandy Silt: Light gray-brown, damp, stiff, fine grained
10
2
11
sand, highly voided (pin sized), very slightly cemented
M
Silty Sand to Sandy Silt: Light gray, damp to slightly
ML
moist, medium dense (stiff), fine grained sand
ao
15
3
12
ss
20
4
13
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
s
s
r
S
I
S
K L E I N F E L D E R
Costco La Quinta
PLATE
—
La Quinta, California
LOG OF BORING B-6
A-7
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/11/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/11/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 54 feet (approx.)
Logged By: KLP Datum: MSL
o
a
GEOTECHNICAL DESCRIPTION
SP
v0
C
E
z
O
N
3
A
AND
3
q
y
a
y
a
s
CLASSIFICATION
W-0
to
M
rn
cl a
U
j
SM
Silty Sand: Light gray, dry to damp, loose, fine grained
sand, non -cohesive (dune sand)
so
5
1
8
-with abundant iron pyrite flecks
0.7
SP-
Poorly Graded Sand with Silt (SP -SND: light gray,
45
--Ism
moist, medium dense, fine to coarse grained
10-2
Iz
-increase in silt content
Gs
---------------------------------------
SM
Silty Sand: Light gray, dry to damp, medium dense,
4o
fine grained sand, non -cohesive (dune sand)
15-
3
13
ED
-decrease in iron pyrite flecks
35
20
4
10
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
s
s
t
7
S
n
S
K L E I N F E L D E R
Costco La Quinta
PLATE
U ��
La Quinta, California
`
u
LOG OF BORING B-7
A-8
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/11/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/11/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 54 feet (approx.)
Logged By: KLP Datum: MSL
�
o
aco
o
N
C
a
GEOTECHNICAL DESCRIPTION
o
za
V
AND
3
a,Sq
a
s
3
n
g.v
CLASSIFICATION
y
ua�ca
oa
c7
rn
A3
U
SM
Silty Sand: Light gray, dry to damp, loose, fine grained
sand, non -cohesive (dune sand)
50
5
11
0.3
45
10
2
24
-medium dense
40
15
3
i
24
M
Silty Sand to Sandy Silt: Light gray, damp, fine
35
ML
grained sand
20-
4
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
j K L E I N F E L D E R
Costco La Quinta
PLATE
k"
La Quinta, California
LOG OF BORING B-8
A-9
j PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/11/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/11/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 55 feet (approx.)
Logged By: KLP Datum: MSL
M
2
o
0
GEOTECHNICAL DESCRIPTION
Ca
[
z'
0'0.
a
A
AND
3
�,
a
3a
a
co
CLASSIFICATION
W_Q
to
Ca
rn
0
A
A3�5U
QF c5'
Sm
Silty Sand: Gray -brown, damp, loose, fine grained
sand, non -cohesive (dune sand), with some iron pyrite
flecks
1
6
0.7
50 5
'h
2
19
'
'
'
-medium dense
a5 10-
3
11
'
-no recovery
40 15
4
'
'
'
23
'
35 20-
5
13
'
-increase in silt content
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
s
S
r
S
KLEINFELDER
Costco La Quinta
La Quinta, CaliforniaL4
PLATE
LOG OF BORING B-9
A-10
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
C
m
AT
Y
a
a
11 A SCAM LA nl IINTA COSTCO CP 1 KA {7n1 Nn QnT 5/93/n5
►t�
Elevation (approx.)
C>
o
`"
Depth
d
d
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Sample Number
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Blows per Foot
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- - -
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Graphic Log
O
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USCS Description
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Remarks
Date Drilled 4/11/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/11/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 55 feet (approx.)
Logged By: KLP Datum: MSL
n
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GEOTECHNICAL DESCRIPTION
SOD
z
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a
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CLASSIFICATION
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0
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Silty Sand: Light gray, dry to damp, loose, fine grained
sand, non -cohesive (dune sand)
so 5
1
9
,
0.8
Silty Sand to Sandy Silt: Light gray, damp, medium
45 10sw
218
ML
dense (very stiff), fine grained sand
-Ism
Silty Sand: Light gray, damp, medium dense, fine
grained sand
ao 15
3
111
12
,
M
----------------------------------
Silty Sand to Sandy Silt: Light gray, damp, medium
ML
dense (stiff), fine grained sand
as 20-
4
12
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
fC
C
L
7
0
S
7
n
x
n
3
K L E I N F E L D E R
Costco La Quinta
PLATE
k4
La Quinta, California
LOG OF BORING B-11
A-12
fl LUL PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/11/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/11/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 57 feet (approx.)
Logged By: KLP Datum: MSL
`Qa
w
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GEOTECHNICAL DESCRIPTION
o
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CLASSIFICATION
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Silty Sand: Light gray, dry to damp, loose to medium
dense, fine grained sand, non -cohesive (dune sand)
55
$
1
14
ED
0.5
50
10-
2
17
1-7
-medium dense
45
i
M
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Silty Sand to Sandy Silt: Light gray -brown, damp,
15
3
23
ML
medium dense (stiff), fine grained sand
40
20-4
20
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock.
No groundwater observed
i
Hole backfilled with cuttings
Costco La Quinta
PLATE
k"KLEINFELDER
i
La Quinta, California
LOG OF BORING B-12
A-13
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/11/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/11/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 55 feet (approx.)
Logged By: KLP Datum: MSL
a
8
GEOTECHNICAL DESCRIPTION
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CLASSIFICATION
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Silty Sand: Light gray, dry to damp, loose to medium
dense, fine grained sand, non -cohesive (dune sand)
CHEM
so
5
1
12
F
111
-medium dense
0.7
4s
10-
2
12
M
Silty Sand to Sandy Silt: Light gray -brown, damp,
ML
medium dense (stiff), fine grained sand
40
15
3
'
11
3s
20
4
14
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
i
Hole backfilled with cuttings
Costco La Quinta
PLATE
K4KLEINFELDERLa
Quinta, California
LOG OF BORING B-13
A-14
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
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Continued From Previous Pae
A s�
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24
SM
Silty Sand: Light gray -brown, damp, medium dense,
15 40M
9
fine grained sand, non -cohesive
23
10 45
10
36
-dense
s 50
11
36
Boring terminated at approximately 51-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
i
s
S
5
K L E I N F E L D E R
Costco La Quinta
PLATE
k4
La Quinta, California
LOG OF BORING B-14
A -15b
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/12/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/12/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 54 feet (approx.)
Logged By: KLP Datum: MSL
ao
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GEOTECHNICAL DESCRIPTION
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CLASSIFICATION
0w0
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Sm
Silty Sand: Light gray -brown, dry to damp, loose, fine
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50
5
1
g
45
10-
2
13
-medium dense, no recovery
40
15—
3
11
2.
-with an interbedded silt layer to 1 " thick
35
20
4
15
,
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
s
s
3
n
n
K L E I N F E L D E R
Costco La Quinta
PLATE
k4
La Quinta, California
u
LOG OF BORING B-15
A-16
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/12/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/12/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 55 feet (approx.)
Logged By: KLP Datum: MSL
X
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GEOTECHNICAL DESCRIPTION
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Silty Sand: Light gray -brown, slightly moist, loose,
fine grained sand, non -cohesive (dune sand)
50
5
1
13
102.0
1.0
DS, CP
45
10
2
12
93.0
1.3
M
----------------------------------
Silty Sand to Sandy Silt: Light gray, damp, medium
ao
ML
dense (stiff), fine grained sand
15
3
14
35
20
4
13
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
t
' K L E I N F E L D E R
Costco La Quints
PLATE
k4
La Quinta, California
LOG OF BORING B-16
A-17
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/12/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/12/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 56 feet (approx.)
Logged By: KLP Datum: MSL
a
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GEOTECHNICAL DESCRIPTION
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CLASSIFICATION
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-ism
Silty Sand: Light gray-brown, dry to damp, loose, fine-
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1
3
-slightly moist
4.7
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so 5
3
3
45 10
4
8
-increase in silt content
M
----------------------------------
Silty Sand to Sandy Silt: Light gray, damp, medium
ML
dense (stiff), fine grained sand
40 15
5
15
35 20-6
19
-(very stiff)
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
s
s
s
S
K L E I N F E L D E R
k4
Costco La Quinta
La Quinta, California
PLATE
LOG OF BORING B-17
A-18
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
n ccim Le n was rncTrn nm 1 kA Rn un rnT 603ln5
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Remarks
Date Drilled 4/12/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/12/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 56 feet (approx.)
Logged By: KLP Datum: MSL
�
a
C
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GEOTECHNICAL DESCRIPTION
m
o
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a
3
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s
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CLASSIFICATION
or
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W
CO
0
D
0
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QF��
s5
SM
Silty Sand: Light gray, dry to damp, loose to medium
dense, fine grained sand, non -cohesive (dune sand)
1
15
98.0
0.5
5
so
smi
Silty Sand to Sandy Silt: Light gray, damp, medium
212
ML
dense (stiff), fine grained sand
1
4s0
ao 15
3
i l
ss 20
4
12
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
i
Hole backfilled with cuttings
S
S
S
Costco La Quinta
PLATE
k4KLEINFELDERLa
Quinta, California
LOG OF BORING B-20
A-21
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
0
A
e
0
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TEME(;ULA btAU3
LA UUIN I A GUS I GU.UI'J KA HULNUA L) I W[JND
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0
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Remarks
Date Drilled 4/12/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/12/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 55 feet (approx.)
Logged By: KLP Datum: MSL
ag
o
a
GEOTECHNICAL DESCRIPTIONCo
'
to
3
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3
e
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A
CLASSIFICATION
o
SM
Silty Sand: Light gray -brown, dry to damp, loose to
medium dense, fine grained sand, non -cohesive (dune
sand)
50
5
1
17
D
-medium dense
0.6
45 10
2
12
t
-loose, no recovery
40
15
3
18
C
-medium dense
M
Silty Sand to Sandy Silt: Light gray, damp, medium
ML
dense (stiff), fine grained sand
3s 20
4
19
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed '
Hole backfilled with cuttings
s
7
t
n
Costco La Quinta
PLATE
uKLEINFELDER
La Quinta, California
r
u
LOG OF BORING B-22
A-23
11 PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/12/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/12/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 55 feet (approx.)
Logged By: KLP Datum: MSL
a
E
oa
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N
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GEOTECHNICAL DESCRIPTION
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a
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CLASSIFICATION
C
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wtA
5
M
c7
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U
Q[�' 0G
sM
Silty Sand: Light gray, dry to damp, loose to medium
dense, fine grained sand, non -cohesive (dune sand)
50
5
1
10
0.6
45
10
2
14
40
15
3
i
12
M
----------------------------------
Silty Sand to Sandy Silt: Light gray, damp, medium
ML
dense (stiff), fine grained sand
35
20
4
12
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
S
S
S
K L E I N F E L D E R
L�i�
Costco La Quinta
PLATE
La Quinta, California
LOG OF BORING B-23
A-24
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
C
C
a
a
t�
C
Date Drilled 4/12/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/12/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 55'feet (approx.)
Logged By: KLP Datum: MSL
X
a
g
L
GEOTECHNICAL DESCRIPTION
.9
o
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3
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a
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4CLASSIFICATION
IO
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wto
M
0
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SM
Silty Sand: Light gray, dry to damp, loose, fine grained
sand, non -cohesive (dune sand)
1
4
-damp to slightly moist
3.7
50
5
2
6
-increase in silt content
ML
----------------------------------
Sandy Silt: Light gray -brown, damp, stiff, fine grained
45
sand, slightly plastic to non -plastic
10
3
12
SM
Silty Sand: Light gray -brown, damp, medium dense,
fine grained sand
40
15
35
20-
4
12
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
K L E I N F E L D E R
Costco La Quinta
PLATE
k
La Quinta, California
LOG OF BORING B-24
A-25
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/13/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/13/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 61 feet (approx.)
Logged By: KLP Datum: MSL
X
s
o
a
GEOTECHNICAL DESCRIPTION
90
z
H
o
a
N
A
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3
..
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>
a
a
°
U
CLASSIFICATION
ua.,A
vs
m
vs
A
U
SM
Silty Sand: Light gray, dry to damp, loose, fine grained
60
sand, non -cohesive (dune sand)
1
5
-slightly moist
3.5
cs
5
2
6
1.7
ss
3
7
10-
4
s0
8
15
5
11
;
-medium dense, increase in silt content
4s
M
----------------------------------
Silty Sand to Sandy Silt: Light gray -brown, damp,
20
6
16
ML
medium dense (very stiff), fine grained sand
40
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
s
s
s
5
K L E I N F E L D E R
Costco La Quinta
PLATE
u ��
La Quinta, California
LOG OF BORING B-25
A-26
D PROJECT NO. 55403.
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
o -
m
0
a
0
m
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o
0..
..
�. p
G
t=i
CD
i
CD
r
Y
aP
CD
Irl
r
d
0
a.v4�OL.
.t
O
I
a.�l
CD
r�
bd
;
N
01
o
N
'3
r
(ND
Z
CD
D
aCD
i
a
I
�
w
00
Dry Unit Weight
0
0
(pcf)
c
..
Moisture
p
'
o
Content (%)
Additional
0
cD
A
y r
Tests
a
N&
J
Remarks
Date Drilled 4/13/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/13/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 65 feet (approx.)
Logged By: KLP Datum: MSL
E
0
0
�
c
GEOTECHNICAL
ECHNICAL DESCRIPTION
C
z
y
a
U
la
AND
3
o
^
> d o
a
3
a
n
U
CLASSIFICATION
u7twE
A
CA
C7
U
Q nU
QE���
SM
Silty Sand: Light gray, dry to damp, very loose to
loose, fine grained sand, non -cohesive (dune sand)
so 5
1
a
-slightly moist, loose
6.9
m
----------------------------------
Silty Sand to Sandy Silt: Light gray -brown, damp,
55 10
2'
9
ML
loose (stiff), fine grained sand, very slightly cemented
so 15
3
la
-medium dense
as 20
a
17
J
-(very stiff), decrease in silt content
ao 25
5
13
-(stiff)
Boring terminated at approximately 26-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
La Quinta
PLATE
kCostcoKLEINFELDER
4
La Quinta, California
LOG OF BORING B-27
A-28
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/13/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/13/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 59 feet (approx.)
Logged By: KLP Datum: MSL
�
a
z
g
m
C
a
GEOTECHNICAL DESCRIPTION
AND
3
o
v
N
a
s
c
a
Q
CLASSIFICATION
w A�
ca
n
a
A —KI
U
'<Og :
,
sM
Silty Sand: Light gray, dry to damp, loose, fine grained
sand, non -cohesive (dune sand)
55
5
1
g
-slightly moist
94.0
50
10
2
12
96.0
M
Silty Sand to Sandy Silt: Light gray -brown, damp,
ML
medium dense (stiff), fine grained sand
45
15
3
13
40
20
4
16
-(very stiff)
35
25-
5
15
-slight decrease in silt content
Boring terminated at approximately 26-1/2 feet
No refusal
No bedrock
N6 groundwater observed
Hole backfilled with cuttings
I N F E L DER
Costco La Quinta
PLATE
k"'KLE
La Quinta, California
LOG OF BORING B-28
A-29
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/13/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/13/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 63 feet (approx.)
Logged By: KLP Datum: MSL
a
g
a
GEOTECHNICAL DESCRIPTION
�
A
AND
3
ami
a
c
�
CLASSIFICATION
y�
a
.o o
�v °�
'Uo
W..A
W
C7
A
A n
U
aY"i ani
sM
Silty Sand: Light gray brown, dry to damp, very loose
to loose, fine grained sand, non -cohesive (dune sand)
60
5
2
2
'
-very loose, slightly moist
2.7
55
10-
3
g
-loose
50
15
4
Cl
6
45
ML
Silt with Sand: Brown, slightly moist, stiff, fine
20
5
9
grained sand, slightly plastic
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
s
7
S
S
S
k4KLEINFELDERLa
Costco La Quinta
Quinta, California
PLATE
LOG OF BORING B-29
A-30
PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/13/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/13/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 59 feet (approx.)
Logged By: KLP Datum: MSL
a
a
g
0
a
GEOTECHNICAL DESCRIPTION
coan
�-
E
w
U
N3
AND
a
&
N
a
s
A
CnI
CLASSIFICATION
w ..IM
as
to
0
A e�
o
U
E
Sm
Silty Sand: Light gray, dry to damp, very loose to
loose, fine grained sand, non -cohesive (dune sand)
1
4
M
-loose
2.3
SS
5
2
6
-increase in silt content, with an interbedded silt layer to
1" thick
3
8
50
10
M
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Silty Sand to Sandy Silt: Gray -brown, damp, medium
45
ML
dense (stiff), fine grained sand
15
4
11
40
20
s
12
-decrease in silt content
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
s
s
S
r
n
n
u
Costco La Quinta
PLATEKLEINFELDER
La Quinta, California��
C
LOG OF BORING B-30
A-31
L PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/13/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/13/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 57 feet (approx.)
Logged By: KLP Datum: MSL
a
g
b40
Q
GEOTECHNICAL DESCRIPTION
CISw
L'1
I~
I
� I
3
0
Iii Ln
s
���
ao=
o
A
�
CLASSIFICATION
��'o0
Y
���E
W-0
cn
W
0
A
ism
Silty Sand: Light gray, dry to damp, loose, fine grained
55
,
sand, non -cohesive (dune sand)
ML
----------------------------------
Sandy Silt: Light gray -brown, damp, stiff, fine grained
sand, slightly plastic
5—
1
10
3.0
Gs
so
sM
Silty Sand: Light gray -brown, damp, loose, fine
10
z
s
grained sand
45
'
15-
3
12
-increase in silt content
40
M
Silty Sand to Sandy Silt: Light gray -brown, damp,
ML
loose (stiff), fine grained sand
20
4
s
35
Boring terminated at approximately 211-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
z
0
aY
fC
-
1
L)
N
D
U
H
Z
D
O
n
N
S
W K4 K L E I N F E L D E R
Costco La Quinta
La Quinta, California
PLATE
W
LOG OF BORING B-31
A-32
_
W1 PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/13/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/13/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 56 feet (approx.)
Logged By: KLP Datum: MSL
a
g
GEOTECHNICAL DESCRIPTION
z
H
3
AND
3
�^y
N N a
o
OU
o
co
A
CLASSIFICATION
O
N
w�Q
m
C7
A�
U
55
m
sM
Silty Sand: Brown to dark brown, damp, loose, fine
grained sand, very silty
1
RV
so 5
Z=
5
decrease in silt content
1.0
M
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Silty Sand to Sandy Silt: Light gray -brown, damp,
10
45
3
16
medium dense (very stiff), fine grained sand
-ISM
Silty Sand: Light gray -brown, damp, loose, fine
ML
grained sand
ao 15
4
11
35 20
5
-increase in silt content
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
r
fC
C
L
7
7
7
7
n
3
L E I N F E L D E R
Costco La Quinta
PLATE
k4K
La Quinta, California
r
L
LOG OF BORING B-32
A-33
D PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/13/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/13/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 55 feet (approx.)
Logged By: KLP Datum: MSL
iG
a
n
g
CO
L
GEOTECHNICAL DESCRIPTION
C
z
b
A
AND
3
,
a
c
y,
n
Q
Cn
CLASSIFICATION
.��,
44
e
w`•:A
A3'7U
04
SM
sM
Silty Sand: Light gray, dry to damp, loose, fine grained
sand, non -cohesive (dune sand)
i
8
1.0
50
5
ML
----------------------------------
Sandy Silt: Light gray, damp, stiff, fine grained sand,
slightly plastic
45
10
2
2.5
8
smi
Silty Sand to Sandy Silt: Light gray -brown, damp,
40
ML
loose (stiff), fine grained sand
15
3
9
as
20
4
9
Boring terminated at approximately 21-1/2 feet
No refusal
No bedrock
No groundwater observed
Hole backfilled with cuttings
Cf
C
L
7
q
7
1
Z:
7
7
n
R
n
5
K L E I N F E L D E R
Costco La Quinta
PLATE
U k4
L
La Quinta, California
LOG OF BORING B-33
A-34
L PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Drilled 4/13/05 Water Depth: Not Encountered
Drilled By: Cal-Pac Drilling Date Measured: 4/13/05
Drilling Method: Mobile B-53, 8" HSA Elevation: 55 feet (approx.)
Logged By: KLP Datum: MSL
aw
GEOTECHNICAL DESCRIPTION
C
0
l�
c
.a
AND
3
o
C N
o
Y s
N N
a
��'
N
���'
a
a
Q
CLASSIFICATION
�' U
O p
b
y y
ua..ca
ca
a
ca3
U
¢H x
sM
Silty Sand: Light gray, dry to damp, loose, fine grained
sand, non -cohesive (dune sand), very silty
1
2
9
X Mb
0.6
s0
5
3
11
-medium dense
13
45
10-
4
12
40
15
i
35
i
M
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Silty Sand to Sandy Silt: Light gray -brown, damp,
20
s
ML
medium dense (stiff), fine grained sand
13
3
h
v
n
Z
7
YQ
Y
CL
L7
U
U
N
U
U
H
Z
7
O
g
0
N
5
W K L E I N F E L D E R
Costco La Quinta
PLATE
i
��
La Quinta, California
W
LOG OF BORING B-34
A-35
W PROJECT NO. 55403
Legend to Logs on Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Excavated: 4/11/05 Equipment: Backhoe
Excavated By: Staib Backhoe.
Bucket Size: 24 inch Elevation: 55 feet
Logged By: J. Waller Datum: MSL
SOIL DESCRIPTION
H
z
AND
y
C
CL
a.
CLASSIFICATION
a�U
QF
Silty Sand (SNI): light brown, dry, fine grained sand, some medium sand
1
-some roots
-slightly moist
50 5
Test pit terminated at 6 feet
No refusal
No bedrock
No groundwater observed
Excavation backfilled with soil cuttings
Z
Z
P.
V
O
F
O
V
Q
H
7
o
Costco La Quinta
PLATE
k"KLEINFELDER
La Quinta, California
m
0
A-36
LOG OF TEST PIT TP -1
PROJECT NO. 55403
01
)rafted By: Reviewed By: Legend To Logs On Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Excavated: 4/11/05 Equipment: Backhoe
Excavated By: Staib Backhoe
Bucket Size: 24 inch Elevation: 55 feet
.Logged By: J. Waller Datum: MSL
L
SOIL DESCRIPTION
H
z
a
AND
Sq
a
CLASSIFICATION
A
cn
66
N
1
SIlty Sand (SM): light brown, dry, fine grained sand, some medium sand
-slightly moist
50 5
Test pit terminated at 6 feet
No refusal
No bedrock
No groundwater observed
Excavation backfilled with soil cuttings
i
s
z
Costco La Quinta
PLATE
k4 K L E I N F E L D E R
La Quinta, California
n
LOG OF TEST PIT TP-2
A-37
PROJECT NO. 55403
)rafted By: Reviewed By: Legend To Logs On Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Excavated: 4/11/05 Equipment: Backhoe
Excavated By: Staib Backhoe
Bucket Size: 24 inch Elevation: 54 feet
Logged By: J. Waller Datum: MSL
A
SOIL DESCRIPTION
g
AND
�'
o
>
y
o
o
CLASSIFICATION
�C_
o p
y
w
W-0
En
v)
0
0_52U
¢H
SIlty Sand (Sn: light brown, dry, fine grained sand, some medium sand
-slightly moist
3
50
5
-moist, appears medium dense
-fine to medium grained sand
Test pit terminated at 8 feet
No refusal
No bedrock
No groundwater observed
Test pit backfilled with excavated soil
3
S
i
t
i
L
Costco La Quinta
PLATE
K L E I N F E L D E R
k4
La Quinta, California
LOG OF TEST PIT TP -3
A-38
PROJECT NO. 55403
)rafted By: Reviewed By: Legend To Logs On Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
Date Excavated: 4/11/05 Equipment: Backhoe
Excavated By: Staib Backhoe
Bucket Size: 24 inch Elevation: 57 feet
Logged By: J. Waller Datum: MSL
SOIL DESCRIPTION
51L
C H
Z
Z
AND
G
o
o =
a
CLASSIFICATION
A
[
° N
c
wto 1/5
n
0
A
O
> -U
Q(~
4
Silty Sand (SM): light brown, dry, fine grained sand, some medium sand
55
-slightly moist, trace roots.
-moist, medium dense.
5
1
T
-fine to medium grained.
Test pit terminated at 6 feet
No refusal
No bedrock
No groundwater observed
Test pit backfilled with excavated soil
3
J
7
L
L
7
n
J
C
7
Costco La Quinta
PLATE
k4 KLEINFELDER
La Quinta, California
n
LOG OF TEST PIT TP -4
A-39
PROJECT NO. 55403
)rafted By: Reviewed By: Legend To Logs On Plate A-1
Note: The boundaries between soil types shown on the logs are approximate as the transition between different soil layers may be gradual.
APPENDIX B
LABORATORY TESTING
k'q KLEINFELDER
APPENDIX B
LABORATORY TESTING
Laboratory tests were performed on representative intact and bulk soil samples to estimate
engineering characteristics of the various earth materials encountered. Testing was performed in
accordance with one of the following references:
1) Lambe, T. William, Soil Testing for Engineers, Wiley, New York, 1951
2) Laboratory Soils Testing, U.S. Army, Office of the Chief of Engineers, Engineering Manual
No. 1110-2-1906, November 30, 1970
3) ASTM Standards for Soil Testing, latest revisions
4) State of California Department of Transportation, Standard Test Methods, latest revisions.
LABORATORY MOISTURE AND DENSITY DETERMINATIONS
Natural moisture content and dry density tests were performed on selected intact samples
collected. Moisture content was evaluated in general accordance with ASTM Test Method
D 2216; dry unit weight was evaluated using procedures similar to ASTM Test Method D 2937.
The results are presented on the Logs of Borings and are summarized in Table B-1, Moisture and
Density Test Results.
SIEVE ANALYSIS
Sieve analyses were performed on eight samples of the materials encountered at the site to
evaluate the grain size distribution characteristics of the soils and to aid in their classification.
The tests were performed in general accordance with ASTM Test Method D 422. The test
results are presented as Plates B-1 and B-2, Grain Size Distribution.
55403/GEO/DBA5R079 Page B-1 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
M KLEINFELDER
DIRECT SHEAR
Direct shear testing was performed on one relatively undisturbed sample. The test was conducted
to evaluate the soil shear strength parameters in general accordance with ASTM Standard Test
Method D 3080. The soil sample was soaked to near saturation prior to testing. The result is
presented as Plate B-3, Direct Shear Test.
REMOLDED DIRECT SHEAR
One selected sample, remolded to 90 perecent relative compaction, was subjected to direct shear
testing for shear strength and cohesion values of the in situ soils in accordance with ASTM
Standard Test Method D 3080. The results are presented as Plate B-4, Direct Shear Test.
COLLAPSE POTENTIAL TEST
Collapse Potential testing was performed on four selected relatively undisturbed samples in
accordance with ASTM Standard Test Method D-5333. The test results are presented as Plates
B-5 through B-8, Collapse Potential Test, and may be compared to the table presented below to
qualitatively evaluate the collapse potential of the near -surface site soils.
Degree of Specimen Collapse Collapse Index Ip, %
None 0
Slight 0.1-2.0
Moderate 2.1-6.0
Moderately Severe 6.1-10.0
Severe > 10
MAXIMUM UNIT WEIGHT/OPTIMUM MOISTURE CONTENT
Maximum unit weight/optimum moisture tests was performed on one selected bulk sample of the
on-site soils to determine compaction characteristics. The test was performed in accordance with
ASTM Standard Test Method D-1557. The test result is presented in Table B-2, Maximum Dry
Unit Weight and Optimum Moisture Content.
55403/GEO/DBA5R079 Page B-2 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
W" KLEINFELDER
R -VALUE TESTS
R -value testing was performed on two samples of the near -surface soils encountered at the site.
The tests were performed in general accordance with Caltrans Standard Test Method 301. The
test results are presented in Table B-3, R -Value Test Results.
CORROSIVITY TEST
A series of chemical tests were performed on four selected samples of the near -surface soils to
estimate pH, resistivity, sulfate and chloride contents. Test results may be used by a qualified
corrosion engineer to evaluate the general corrosion potential with respect to construction
materials. The results are presented in Table B-4, Corrosion Test Results, and may be compared
to the table presented below to qualitatively evaluate the corrosivity of the near -surface site soils.
Soil Resistivity
In ohm -centimeters
0 to 1,000
1,000 to 2,000
2,000 to 10,000
Over 10,000
Corrosivitv Cateizory
Severely corrosive
Corrosive
Moderately corrosive
Mildly corrosive
55403/GEO/DBA5R079 Page B-3 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
" KLEINFELDER
Table B-1
Moisture and Densitv Test Results
.d vhV2.Y i}= a: am, -'
Borm fi D�epfb ; 1�r, ensrty
s"',C5• ..
a o�sture
t
B-1
5
--
0.5
B-1
10
--
0.5
B-1
15
88
1.6
B-2
5
--
0.6
B-3
3
-
1.2
B4
3
--
4.4
B-5
5
95
0.6
B-6
5
--
1.0
B-7
5
--
0.7
B-8
5
--
0.3
B-9
3
--
0.7
B-10
5
--
0.5
B-11
5
--
0.8
B-12
5
--
0.5
B-13
5
-
0.7
B-14
5
92
1.7
B-16
5
102
1.0
B-16
10
93
1.3
B-17
3
--
4.7
B-18
5
95
1.1
B-19
5
--
0.6
B-20
3
98
0.5
B-21
3
--
1.0
B-22
5
--
0.6
B-23
5
--
0.6
B-24
3
--
3.7
B-24
5
--
0.7
B-25
3
--
3.5
B-25
5
--
1.7
B-26
3
89
1.0
B-26
7
96
0.7
B-27
5
--
6.9
B-28
5
94
1.0
B-28
10
96
0.5
B-29
5
--
2.7
B-30
3
--
2.3
B-30
5
--
3.2
B-31
5
--
3.0
it B-32
5
--
1.0
55403/GEO/DBA5R079 Page B-4 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
k'q-KLE IN F E L D E R
Table B-1 (continued)
Moisture and Densitv Test Results
- wi. In
5
HE
4p;
B-33 3
1.0
B-33 10
2.5
B-34 3
0.6
34 7
13��j
Table B-1
Maximum Unit Weight and Optimum Moisture Content
SAIA 4
4p;
�w7mkjdffiurn Density
V
um oisture.
IN 6,11-11,
B-1
2-7
113.5
13.5
Table B-3
R -Value Test Results
Y ar
m
ME
w
'�'+ ' (.,[^` Y' 1�tK'E J' is
w
�'•`3 ON
f
ONRauexx�:.s
B-21
2-7
76
B-32
2-7
68
Table B-4
Corrosion Test Results
SENSE,,,-
�nfrPH�
pawsm
,
:Z
WR 5-13
—rSc "-I wa t b � (PP
res-!, 71s Eyi
m
B-4
3
9.19
4
62
6200
B-13
3-8
8.78
.4
151
3000
55403/GEO/DBA5R079 Page B-5 May 23, 2005
Copyright 2005, Kleinfelder, Inc.
SIEVE ANALYSIS f HYDROMETER
U.S. STANDARD SIEVE SIZES
3" 1.5" 3/4" 3/8" #4 #10 #16 #30 #60 #100 #200
100 rn i i i 1 i n'iTri 1 0
C�
70
z 60
H
M
w 50
H
z
w
U
w 40
a
a
0 30
10
i
1 0.1
GRAIN SIZE (mm)
E m
0.01 0.001
GRAVEL SAND
coarse fine coarse medium fine SILT
CLAY
Symbol
Sample
Depth (ft)
Description
Classification
•
1
20.0
Silty Sand
SM
M
1
45.0
Sandy Silt
ML
7
10.0
Poorly Graded Sand with Silt
SP -SM
*
10
10.0
Sandy Silt
ML
XT KLEIN FELDER
PROJECT NO. 55403
Costco La Quinta
Highway 111 West of Jefferson Street
La Quinta, California
GRAIN SIZE DISTRIBUTION
PLATE
Q
w
z
H
a
H
W
C4
H
z
w
U
x
w
a
a
H
0
H
GRAVEL
SIEVE ANALYSIS HYDROMETER
U.S. STANDARD SIEVE SIZES
3" 1.5" 3/4" 3/8" #4 #10 #16 #30 #60 #100 #200
0
100
14
30.0
Silty Sand
SM
m
17
3.0
Silty Sand
SM
A
25
3.0
Silty Sand
SM
�r
31
5.0
Sandy Silt
ML
90
10
80
20
70
30
z 60
0 z
H
H
w 50
H
50 a
H
2
W
H
Z
U
40
W
U
60 w
a
a
a
a
030
E,
70 0
20
80
10
ffl
90
0
L
I
I
10 1 0.1 0.01 0.001
GRAIN SIZE (mm)
Costco La Quinta
PLATE
X K L E I N F E L D E R
Highway 111 West of Jefferson Street
La Quinta, California
GRAIN SIZE DISTRIBUTION
B-2
PROJECT NO. 55403
GRAVEL
SAND
SILT
CLAY
coarse fine
coarse medium fine
Symbol
Sample
Depth (ft)
Description
Classification
•
14
30.0
Silty Sand
SM
m
17
3.0
Silty Sand
SM
A
25
3.0
Silty Sand
SM
�r
31
5.0
Sandy Silt
ML
6
controlled -strain test
Rate of shear - in/min
0.02
Normal Stress -psf
5
2329
4658
Maximum Shear -psf
884
4
3598
Shear Strain - %
w
x
3
W
V)
w
x
E
U)
a
x 2
U)
1
0
0
1
2 3 4 5
6
NORMAL STRESS - ksf
Initial Moisture Content:
1.0%
Initial Dry Density : 102
pcf
Final Moisture Content:
21.8%
Costco La Quinta
PLATE
X KLEIN F E L
D E R
Highway 111 West of Jefferson Street
La
Quinta, California
DIRECT SHEAR TEST
B-3
PROJECT NO. 55403
Test type
controlled -strain test
Rate of shear - in/min
0.02
Normal Stress -psf
1216
2329
4658
Maximum Shear -psf
884
1862
3598
Shear Strain - %
Boring
16
Depth - ft
5.0
Friction Angle -deg
38
Cohesion -ksf
0.00
Description
Silty Sand
Classification
SM
6
controlled -strain test
Rate of shear - in/min
0.02
Normal Stress -psf
5
2329
4658
Maximum Shear -psf
852
4
3251
Shear Strain - %
-
-
w
m
A4
1 3
U)
U)
w
x
H
U)
x
w 2
M;
U)
1
0
0
1
2 3 4 5
6
NORMAL STRESS - ksf
Initial Moisture Content:
14.1%
Note: Sample Remolded to 90% of Maximum
Dry Density
Initial Dry Density: 103 pcf
Final Moisture Content:
21.3%
Costco La Quinta
PLATE
XTK L E I N F E L
D E R
Highway 111 West of Jefferson Street
La
Quinta, California
DIRECT SHEAR TEST
B-4
PROJECT NO. 55403
Test type
controlled -strain test
Rate of shear - in/min
0.02
Normal Stress -psf
1216
2329
4658
Maximum Shear -psf
852
1704
3251
Shear Strain - %
-
-
-
Boring
1
Depth - ft
2.0
Friction Angle -deg
35
Cohesion -ksf
0.04
Description
Silty Sand
Classification
SM
0
U
W�
U.1
PRESSURE - Ksf
Boring
1
Depth (m)
15
Moisture Content (%)
1.6
Dry Density (pcf)
88
Description
Silty Sand
Classification
SM
Collapse Potential (%)
4.8
Severity of Problem
Moderate
k4 KLEINFELDER
PROJECT NO. 55403
Costco La Quinta
Highway 111 West of Jefferson Street
La Quinta, California
COLLAPSE POTENTIAL TEST
10
PLATE
0
U
W
U.1
1
W,i�.�. lYl 41 WIM
Boring
14
Depth (m)
g
Moisture Content (%)
1.7
Dry Density (PC')
92
Description
Silty Sand
Classification
SM
Collapse Potential (%)
1.4
Severity of Problem
Slight
Ik KLEINFELDER
PROJECT NO. 55403
Costco La Quinta
Highway 111 West of Jefferson Street
La Quinta, California
COLLAPSE POTENTIAL TEST
10
PLATE
F
aro
Q
U
Wp
U.1
1
PRESSURE - Ksf
Boring
16
Depth (m)
10
Moisture Content (%)
1.3
Dry Density (pcf)
93
Description
Silty Sand
Classification
SM
Collapse Potential (%)
0.9
Severity of Problem
Slight
�I�.t
KLEINFELDER
PROJECT NO. 55403
Costco La Quinta
Highway 111 West of Jefferson Street
La Quinta, California
COLLAPSE POTENTIAL TEST
10
PLATE
m.
oil
Density (pcf)
95
Description
Silty Sand
Classification
SM
Collapse Potential (%)
0.9
Severity of Problem
Slight
1
2
3
0
4
U
5
W�
6
7
8
9
0.1
1 10
PRESSURE - Ksf
Boring
lg
0 Depth (m)
5
a
n Moisture Content (%)
1.1
F
Dry
a
V
U
F
U
6
0
1
k� K L E I N F E L D E R
Costco La Quinta
Highway 111 West of Jefferson Street
PLATE
N
La Quinta, California
COLLAPSE POTENTIAL TEST
B-8
o PROJECT NO. 55403
Density (pcf)
95
Description
Silty Sand
Classification
SM
Collapse Potential (%)
0.9
Severity of Problem
Slight