05-4158 (CONR) Geotechnical InvestigationGEOTECHNICAL INVESTIGATION
PROPOSED MADISON CLUB
GOLF CLUB AND RESIDENTIAL DEVELOPMENT
NEC AVENUE 54 AND MADISON STREET
LA,QUINTA, CALIFORNIA
-Prepared By-
Sladden Engineering
39-725 Garand Lane, Suite G
Palm Desert, California 92211
(760) 772-3893
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCT N
DA i OS BY
t
Sladden Engineering
6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
January 28, 2005 Project No. 544-4810
05-01-101
East of Madison, LLC
81-100 Avenue 53
La Quinta, California 92253
Attention: Mr. John Gamlin
Project: Madison Club
Tentative Tract Map 33076
NEC Avenue 54 and Madison Street
La Quinta, California
Subject: Geotechnical Investigation
Presented herewith is the report of our Geotechnical Investigation conducted for the construction of the
proposed golf club and residential development to be located on the northeast corner of Avenue 54 and
Madison Street in the City of La Quinta, California. The investigation was performed in order to provide
recommendations for site preparation and to assist in foundation design for the proposed residential
structures and the related site improvements.
This report presents the results of our field investigation and laboratory testing along with conclusions
and .recommendations for foundation design and site preparation. This report completes our original . .
scope of services as outlined within our proposal dated December 13, 2004.
We appreciate the opportunity to provide service to you on this project. If you have any questions
regarding this report, please contact the undersigned
Respectfully submitted,
SLADDEENGINEERING
LAUJ No.. C 45 G)
EXP. 9130 0s
si m
N AD7
Brett L. Anderson
Principal Engineer
SER/pc
Copies: 6/East of Madison, LLC
GEOTECHNICAL INVESTIGATION
PROPOSED MADISON CLUB
NEC AVENUE 54 & MADISON STREET
LA QUINTA, CALIFORNIA
January 28, 2005
TABLE OF CONTENTS '
INTRODUCTION.:.................................................................................................................................. 1
SCOPEOF WORK.........................................................................:...:...................................................... 1
PROJECT DESCRIPTION...................................................................................................................... 1
GEOLOGYAND SEISMICITY.............................................................................................................. 2
SUBSURFACECONDITIONS..........................................................:.................................................... 3
LIQUEFACTION..................................................................................................................................... 3
CONCLUSIONS AND RECOMMENDATIONS................................................................................ 3
FoundationDesign..................................:........................................................................................ 4
Settlements........................................................................................................................................ 5
LateralDesign................................................................................................................................... 5.
RetainingWalls................................................................................................................................. 5
ExpansiveSoil................................................................................................................................... 5
ConcreteSlabs-on-Grade..............................................................................................................:.. 5
SolubleSulfates.................................................................................................................................. 6
Tentative Pavement Design............................................................................................................ 6
Shrinkageand Subsidence.......................... :............. ....................................................................... 6
GeneralSite Grading....................................................................:.................................................. 6
1. Site Clearing..............................................................................................:............................ 6
2. Preparation of Building and Foundation Areas................................................................ 7
3. Placement of Compacted Fill............................................................................................... 7
4. Preparation of Slab and Pavement Areas..................................................................:......... 7
5. Testing and Inspection ............................................. :.............................................................. 7
GENERAL................................................................................................................................................ 8
REFERENCES.......................................................................................................................................... 9
APPENDIX A - Site Plan and Boring Logs
Field Exploration
APPENDIX B - Laboratory Testing
Laboratory Test Results
APPENDIX C - 2001 California Building Code with 1997 UBC.Seismic Design Criteria
s
January 28, 2005
-1-
INTRODUCTION
Project No. 5444810
05-01-101
This report presents the results of our Geotechnical Investigation performed in order to provide
recommendations for site preparation and to assist in the design and construction of the foundations for
the single-family residences proposed for the Madison Club golf course and residential development.
The project site is located on the northeast corner of Avenue 54 and Madison Street in the City of La
Quinta, California. The preliminary plans indicate that the proposed project will include an 18 -hole golf
course, clubhouse, and approximately 200 single-family residences along with various associated site
improvements. The associated site improvements are expected to include paved roadways, concrete
driveways and patios, underground utilities, and landscape areas.
SCOPE OF WORK
The purpose of our investigation was to determine certain engineering characteristics of the near surface
soil on the site in order to develop recommendations for foundation design and site preparation. Our
investigation included field exploration, laboratory testing, literature review, engineering analysis and
the preparation of this report. Evaluation of hazardous materials or other environmental concerns was
not within the scope of services provided. Our investigation was performed in accordance with
contemporary geotechnical engineering principles and practice. We do not make other warranty, either
express or implied.
PROJECT DESCRIPTION
The project site is located on the northeast corner of Avenue 54 and Madison Street in the City of La
Quinta, , California. It is our understanding that the project will consist of an 1& -hole golf course,
clubhouse, and approximately 200 single-family residences along with various associated site
improvements. It is our understanding that the proposed residences and clubhouse will be of relatively
lightweight wood -frame construction and will be supported by conventional shallow.. spread footings and
concrete slabs on grade. The associated improvements will include paved roadways, concrete walkways,
patios, driveways, landscape areas and various underground utilities.
The majority of the subject site is presently vacant. The site includes several agricultural parcels as well
as undeveloped desert land. Large tamarisk trees exist along the majority of the property lines within the
southeastern portion of the site. The majority of the eastern portions of the property have been
previously used for agricultural purposes. The property is level throughout and is near the elevation of
the adjacent properties and roadways. A horse ranch occupies the southeast corner of the site. The ranch
contains several residential structures and various outbuildings. Fenced pastures occupy most of the
ranch. Several other residences and structures exist at locations throughout the site. Avenue 54 forms the
southern site boundary, Monroe Street forms the eastern site boundary, and Madison Street forms the
western site boundary. The Hideaway development is located just west of the site.
Sladden Engineering
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January 28, 2005 -2- 'Project No. 544-4810
05-01-101
Based upon our previous experience with lightweight residential structures, we expect that isolated
column loads will be less than 30 kips and wall loading will be less than to 2.0 kips per linear foot.
Grading is expected to include minor cuts and fills to match the nearby elevations and to construct
slightly elevated building pads to accommodate site drainage. Extensive cuts are proposed for several of
the golf holes with the preliminary plans indicating cuts in excess of 40 feet within some of the golf holes.
This does not include removal and recompaction of the bearing soil within the building areas. If the
anticipated foundation loading or site grading varies substantially from that assumed the
recommendations included in this report should be reevaluated.
GEOLOGY AND SEISMICITY
The project site is located within the central Coachella Valley that is part of the broader Salton Trough
geomorphic province. The Salton Trough is a northwest trending depression that extends from the Gulf
of California to the Banning Pass. Structurally the Salton Trough is dominated by several northwest
trending faults, most notable of that is the San Andreas system.
A relatively thick sequence of sedimentary rocks have been deposited in the Coachella Valley portion of
the Salton Trough from Miocene to present times. These sediments are predominately terrestrial in
nature with some lacustrian and minor marine deposits. The mountains surrounding the Coachella
Valley are composed primarily of Precambrian metamorphic and Mesozoic granitic rock.
The Coachella Valley is situated in one of the more seismically active areas of California. The San
Andreas fault zone is considered capable of generating -a maximum credible earthquake of magnitude 8.0
and because of its proximity to the project site the distance of approximately 9.2 kilometers should be
considered in design fault for the project.
Seismic activity along the nearby faults continues to affect the area and the Coachella Valley is considered
one of the more seismically active regions in California. A computer program and pertinent. geologic
literature were utilized to compile data related to earthquake fault zones in the region and previous
seismic activity that may have affected the site. E.Q. Fault Version 3.00 (Blake) provides a compilation of
data related to earthquake faults in the region. The program searches available databases and provides
both distances to causitive faults and the corresponding accelerations that may be experienced on the site
because of earthquake activity along these faults. The attenuation relationship utilized for this project
was based upon Joyner & Boore (2001) attenuation curves. The information generated was utilized in our
liquefaction evaluation
The site is not located in any Earthquake Fault zones as designated by the State but is mapped -in the
County's Liquefaction and Ground Shaking Hazard Zone V. Several significant seismic events have
occurred within the Coachella Valley during the past 50 years. The events include Desert Hot Springs -
1948 (6.5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), Desert Hot Springs - 1992 (6.1 Magnitude),
Landers - 1992 (7.5 Magnitude) and Big Bear - 1992 (6.6 Magnitude).
Sladden Engineering
January 28, 2005 -3- Project No. 544-4810
05-01-101
SUBSURFACE CONDITIONS
The soil underlying the site consists primarily of fine-grained silty sands with scattered prominent sandy
clay and sandy silt layers. As is typical for the area, the silty sand and sandy silt layers are inconsistently
interbedded and vary in thickness. Silty sands were the most prominent soil within our exploratory
boring's but several prominent sandy silt and clayey silt layers were also encountered.
The silty sands encountered near the existing ground surface appeared somewhat loose but the deeper
silty sand and sandy silt layers appeared relatively firm. Relatively undisturbed samples. indicated dry
density varying from 84 to 121 pcf. Sampler penetration resistance (as measured by field blowcounts)
indicates that density generally increases with depth. The site soil was dry on the surface and moist
below a depth of approximately 5 feet but some silty layers were typically wet. Laboratory testing
indicated moisture content varying from 1 to 33 percent.
Laboratory testing indicates that the surface soil within the upper 5 feet consist primarily of silty sands.
Expansion testing indicates that the surface silty sands are generally non -expansive and are classified as
"very low" expansion category soil in accordance with Table 18 -I -B of the 1997 Uniform Building Code.
Groundwater was encountered within our borings at depths of approximately 51 to 79 feet below the
existing ground surface. Groundwater should be considered in design and construction.
LIQUEFACTION
Liquefaction occurs with sudden loss of soil strength because of rapid increases in pore pressures within
cohesionless soil as a result of repeated cyclic loading during seismic events. Several conditions must be
present for liquefaction to occur. including; the presence of relatively shallow groundwater, generally
loose soil conditions, the susceptibility of soil to liquefaction based upon grain -size characteristics and the
generation of significant and repeated seismically induced ground accelerations: Liquefaction- affects
primarily loose, uniform grained cohesionless sands with low relative.densities.
In the case of this project site, several of the factors required for liquefaction to occur are not present. As
previously indicated, groundwater was encountered within our borings at depths of approximately 51 to
79 feet below the existing ground surface on the site. Because of the depth to groundwater, the potential
for liquefaction affecting the site is considere& negligible.
CONCLUSIONS AND RECOMMENDATIONS
Based upon our field investigation and laboratory testing, it is our opinion that the proposed golf course,
clubhouse, and residential development is feasible from a soil mechanic's standpoint provided that'the
recommendations included in this report are considered in building foundation design and site
preparation. Because of the somewhat loose condition of the near surface soil, remedial grading is
recommended for the building areas. We recommend that remedial grading within the proposed
building areas include the overexcavation and recompaction of the primary foundation bearing soil.
Specific recommendations for site preparation are presented in the Site Grading section of this report.
Sladden Engineering
January 28, 2005 -4- Project No. 544-4810
05-01-101
Based upon the depth to groundwater and the generally firm condition of the deeper sand layers, it is our
opinion that the potential for liquefaction affecting the site is negligible. The remedial grading
recommended for building areas will result in the construction of a uniform compacted soil mat beneath
all footings. In our opinion, liquefaction related mitigation measures in addition to the site grading and
foundation design recommendations included in this report should not be necessary.
The site is located in one of the more seismically active areas in California. Design professionals should
be aware of the site setting and the potential for earthquake activity during the anticipated life of the
structure should be acknowledged. The accelerations that may be experienced on the site (as previously
discussed) should be considered in design. The seismic provisions included in the Uniform Building
Code for Seismic Zone 4 should be considered the minimum design criteria. Pertinent 1997 UBC Seismic
Design Criteria is summarized in Appendix C.
Caving did occur within our borings and the potential for caving should be expected within deeper
excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation
criteria. On the basis of our observations of the materials encountered, we anticipate that the near surface
silty sands will be classified by CalOSHA as Type C. Soil conditions should be verified in the field by a
"Competent person" employed by the Contractor.
The near surface soil encountered during our investigation was found to be non -expansive. Laboratory
testing indicated an Expansion Index of 0 for the surface silty sands that corresponds with the "very low"
expansion category in accordance with UBC Table 18 -I -B.
The following recommendations present more detailed design criteria which have been developed on the
basis of our field and laboratory investigation. 'The recommendations are based upon non -expansive soil
criteria.
Foundation Design: The results of our. investigation indicate that either conventional shallow ..:. .
continuous footings or isolated pad footings that are supported upon properly compacted soil,
may be expected to provide adequate support for the proposed structure foundations. Building
pad grading should be performed as described in the Site Grading Section of this report to
provide for uniform and firm bearing conditions for the structure foundations.
Footings should extend at least 12 inches beneath lowest adjacent grade: Isolated square or
rectangular footings should be at least two feet square and continuous footings should be at least
12 inches wide. Continuous footings may be designed using an allowable bearing value of 1500
pounds per square foot (psf) and isolated pad footings may be designed using an .allowable
bearing pressure of 1800 psf. Allowable increases of 250 psf for each additional 1 foot of width
and 250 psf, for each additional 6 inches of depth may be utilized if desired. The maximum
allowable bearing pressure should be 2500 psf. The allowable bearing pressures are applicable to
dead and frequently applied live loads. The allowable bearing pressures may be increased by 1/3
to resist wind and seismic loading. Care should be taken to see that bearing or subgrade soil is
not allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the
building area should be rapid and complete.
Sladden Engineering
January 28, 2005 -5- Project No. 544-4810
05-01-101
The recommendations provided in the preceding paragraph are based on the assumption that all
footings will be supported upon properly compacted engineered fill soil. All grading should. be
performed under the testing and inspection of the Soil Engineer or his representative. Prior to
the placement of concrete, we recommend that the footing excavations be inspected in order to
verify that they extend into compacted soil and are free of loose and disturbed materials.
Settlements: Settlements resulting from the anticipated foundation loads should be minimal
provided that the recommendations included in this report are considered in foundation design
and construction. The estimated ultimate settlements are calculated to be approximately one inch
when using the recommended bearing values. As a practical matter, differential settlements
between footings can be assumed as one-half of the total settlement.
Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at
the base of the slabs or foundations and passive earth pressure along the sides of the foundations.
A coefficient of friction of 0.40 between soil and concrete may be used with consideration to dead
load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may
be used for the sides of footings that are poured against properly compacted native or approved
non -expansive import soil. Passive earth pressure should be ignored within the upper 1 foot
except where confined (such as beneath a floor slab).
Retaining Walls: Retaining walls may be necessary to accomplish the proposed construction.
Lateral pressures for use in retaining wall design can be estimated using an equivalent fluid
weight of 35 pcf. , for level free -draining native backfill conditions. For walls that are to be
restrained at the top, the equivalent fluid weight should be increased to 55 pcf for level free -
draining native backfill conditions. Backdrains should be provided for the full height of the
walls.
-Expansive Soil:- Because of the prominence of "very low' • expansion category, soil near the
surface, the expansion potential of the foundation bearing soil should not be a controlling factor
in foundation or floor slab design. Expansion potential should be reevaluated subsequent to
grading.
Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade should be underlain by
a minimum compacted non -expansive fill thickness of 24 inches, placed as described in the Site
Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or
where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor
barrier or an adequate capillary break. Vapor barriers should be protected by sand in order to
reduce the possibility of puncture and to aid in obtaining uniform concrete curing.
Reinforcement of slabs -on -grade in order to resist expansive soil pressures should not be
necessary. However, reinforcement will have a beneficial effect in containing cracking because of
concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all
concrete slabs -on -grade. Slab reinforcement and the spacing of control joints should be
determined by the Structural Engineer.
Sladden Engineering
January 28, 2005 -67 Project No. 544-4810
05-01-101
Soluble Sulfates: The soluble sulfate concentrations of the surface soil have not yet been
determined but native soil in the area has been known to be potentially corrosive with respect to
concrete. The use of Type V cement and specialized sulfate resistant concrete mix designs may be
necessary for concrete in contact with the native soil.
Tentative Pavement Design: All paving should be underlain by a minimum compacted fill
thickness of.12 inches (excluding aggregate base). This may be performed as described in the Site
Grading Section of this report. R -Value testing was not conducted during our investigation but
based upon the sandy nature of the surface soil, an R -Value of approximately 50 appears
appropriate for preliminary pavement design. The following preliminary onsite pavement
section is based upon a design R -Value of 50.
Onsite Pavement (Traffic Index = 5.0)
Use 3.0 inches of asphalt on 4.5 inches of Class 2 base material
Aggregate base should conform to the requirements for .Class 2 Aggregate base in Section 26 of
CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section 39
of the CalTrans Standard Specifications. The recommended sections should be provided with a
uniformly compacted subgrade and precise.control of thickness and elevations during placement.
Pavement and slab designs are tentative and should be confirmed at the completion of site
grading when the subgrade soil is in-place. This will include sampling and testing of the actual
subgrade soil and an analysis based upon the specific traffic information
Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced
as'controlled compacted fill should be anticipated. We estimate that this shrinkage could vary
from 20 to 25 percent. Subsidence of the surfaces that are scarified and compacted should be .
between 1 and 3 tenths of a foot. This will vary depending upon the type of equipment used, the
moisture content of the soil at the time,of grading and the actual degree of compaction attained.
These values for shrinkage and subsidence are exclusive of losses that. will occur because of the "
stripping of the organic material from the site and the removal of oversize material. The
shrinkage losses are suspected to be somewhat less within areas where deeper cuts (more than 20
feet in depth) are planned.
General Site Grading: All grading should be performed in accordance with the grading
ordinance of the City of La Quinta, California. The following recommendations have been
developed on the basis of our field and laboratory testing and are intended to provide a uniform
compacted mat of soil beneath the building slabs and foundations.
1. Site Clearing: Proper site clearing will be very important. Any existing vegetation,
slabs, foundations, abandoned underground utilities or irrigation lines should be
removed from the proposed building areas and the resulting excavations should be
properly backfilled. Soil that is disturbed during site clearing should be removed and
replaced as controlled compacted fill under the direction of the Soil Engineer.
Sdadden Engineering
January 28, 2005 -7- Project No. 544-4810
05-01-101
2. Preparation of Building and Foundation Areas: In order to provide adequate and
uniform bearing conditions, we recommend overexcavation throughout the proposed
residential building areas. The building areas should be overexcavated to a depth of at
least 3 feet below existing grade or 3 feet below the bottom of the footings, whichever is
deeper. The exposed soil should then be scarified to a depth of 1 -foot, moisture
conditioned and recompacted to at least 90 percent relative compaction: The excavated
material may then be replaced as engineered fill material as recommended below.
3. Placement of Compacted Fill: Within the building pad areas, fill materials should be
spread in thin lifts, and compacted at near optimum moisture content to a minimum of
90 percent relative compaction. Imported fill material shall have an Expansion Index not
exceeding 20.
The contractor shall notify the Soil Engineer at least 48 hours in advance of importing soil
in order to provide sufficient time for the evaluation of proposed import materials. The
contractor shall be responsible for delivering material. to the site that complies with the
project specifications. Approval by the Soil Engineer will be based upon material
delivered to the site and not the preliminary evaluation of import sources.
Our observations of the materials encountered during our investigation indicate. that
compaction within the native soil .will be most readily obtained by .means of heavy
rubber tired equipment and/or sheepsfoot compactors. The moisture content of the near
surface soils was somewhat inconsistent within our borings. In general, the sandy soils
are dry and well below optimum moisture content but some of the deeper silt layers
were wet. It is likely that. wet silt/clay layers will be encountered during grading
particularly in irrigated areas where deep cuts are planned. A uniform and near
optimum moisture content should be maintained during fill placement and compaction.
4.- Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or
exterior concrete slabs -on -grade, should be underlain by a minimum compacted fill
thickness of 12 inches. This may be accomplished by a combination of overexcavation,
scarification and recompaction of the surface, and replacement of the excavated material
as controlled compacted fill. Compaction of the slab and pavement areas should be to a
minimum of 90 percent relative compaction.
5. Testing and Inspection: During grading tests and observations should be performed by
the, Soil Engineer or his representative in order. to verify that the grading. is being
performed in accordance with the project specifications. Field density testing shall be
performed in accordance with applicable ASTM test standards.
The minimum acceptable degree of compaction shall be 90 percent of the maximum dry
density as obtained by the ASTM D1557-91 test method. Where testing indicates
insufficient density, additional compactive effort shall be applied until retesting indicates
satisfactory compaction.
Sladden Engineering
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January 28, 2005 -8- Project No. 544-4810
05-01-101
GENERAL
The findings and recommendations presented in this report are based upon an interpolation of the soil
conditions between boring locations and extrapolation of these conditions throughout the proposed
building area. Should conditions encountered during grading,appear different than those indicated in
this report, this office should be notified.
This report is considered to be applicable for use by East of Madison, LLC, for the specific site and project
described herein. The use of this report by other parties or for other projects is not authorized. The
recommendations of this report are contingent upon monitoring of the grading operations by a
representative of Sladden Engineering. All recommendations are considered to be tentative pending our
review of the grading operations and additional testing, if indicated. If others are employed to perform
any soil testing, this office should be notified prior to such testing in order to coordinate any required site
visits by our. representative and to assure indemnification of Sladden Engineering.
We recommend that a pre -job conference be held on the site prior to the initiation of site grading. The
purpose of this meeting will be to assure a complete understanding of the recommendations presented in
this report as they apply to the actual grading performed.
Sladden Engineering
January 28, 2005
-9- Project No. 544-4810
05-01-101
REFERENCES
ASCE Journal of Geotechnical Engineering Division, April 1974.
Boore, Joyner and Fumal (1994) Estimation of Response Spectra and Peak Accelerations from North American
Earthquakes, U. S. Geological Survey; Open File Reports 94-127 and 93-509.
Finn, W. E. Liam, (1996) Evaluation of Liquefaction Potential for Different Earthquake Magnitudes and Site
Conditions, National Center for Earthquake Engineering Research Committee.
Joyner and Boore, (1988) Measurements, Characterization and Prediction of Strong Ground Motion, ASCE
Journal of Geotechnical Engineering, Special Publication No. 20..
Lee & Albaisa (1974) "Earthquake Induced Settlements in Saturated Sands".
Seed and Idriss (1982) Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering
Research Institute Monograph.
Seed, Tokimatsu, Harder and Chung, (1985), Influence of SPT Procedures in Soil Liquefaction Resistance.
Evaluations, ASCE Journal. of Geotechnical Engineering, Volume 111, No. 12, December.
Rogers, Thomas H., Geologic Map of California, Santa Ana Map Sheet.
Riverside County, 1984, Seismic Safety Element of the Riverside County General Plan
Sladden Engineering
APPENDIX A
Site Plan
Boring Logs.
APPENDIX A
FIELD EXPLORATION
For our field investigation, 29 exploratory borings were excavated between December 13 and December
23, 2004' using a truck mounted hollow stem auger rig (Mobile B-61) in the approximate locations
indicated on the site plan included in this appendix. Continuous log of the materials encountered were
prepared on the site by a representative of Sladden Engineering. Boring logs are included in this
appendix.
Representative undisturbed samples were obtained within our boring by driving a thin-walled steel
penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT)r sampler with a
140 pound hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to
drive the samplers 18 inches was recorded (generally in 6 inch increments). Blowcounts are indicated on
the boring log.
The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of
2.5 -inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5
inches. Undisturbed samples were removed from the sampler and placed in moisture sealed, containers
in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation
spoils and samples were then transported to our laboratory for further observations and testing.
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date:
12/13/2004
Boring No. 1
Job Number:
544-4810
0
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Description
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Native Soil
5
10
[
15
20
25
6/4/6
Sand: Fine to Medium Grained and Sandy Silt Layer — 2"
SP
11
---
Grey in color
30'
5/6/7
Clayey Silt
ML
6
64.
Grey in color
35
9/13/10
Sand: Fine to Medium Grained Layer —9" and Sandy Silt
SP
2
10
Grey in color
40
10/10/8
Silty Sand: Fine Grained
SM
2
14
Grey in color
45
8/10/8
Silt and Clay: Interbedded Thin Lenses
ML
6
---
Grey in color
50
11/16/21
Sand: Fine to Medium Grained
SP
3
8
Grey in color
Sladden Engineering
55
'.'.
8/9/11
Sand: Fine to Medium Grained and Sandy Silt Layer — 2"
SP
4
6
Brownish Grey in color
60
3/3/4
Clayey Silt
ML
27
77
Grey in color
65
10/7/8
Sand: Fine to Medium Grained Layer —9" and Sandy Silt
SP
23
---
Grey in color
70
11/13/16
Silty Sand: Fine Grained
SM
26
22
Dark Grey in color
75
7/9/12
Silt and Clay: Interbedded Thin Lenses
ML
33
72
Dark Grey in color
Groundwater @ •- 78 Feet
80
5/7/8
Clayey Silt
ML
32
70
Brownish Grey in color
85
6/10/10
Sample Not Recovered
90
-
Note: The stratification lines
-represent
the approximate
95
oundaries between the.soil
types; the transition may be
gradual.
-
Total Depth = 90 Feet
100
Groundwater encountered
-
Bedrock not encountered
Sladden Engineering
Sladden Engineering -
r
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/18/2004
Boring No. 2
Job Number:
544-4810
U
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Description
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Remarks
0
Native Soil
5
3/3/3
Silty
Silt Sand: Fine Grained
SM
r
2 , •
---
t
Light Grey in color
10
5/6/7
Silty Sand: Fine Grained
SM
I _
Light Brown in color
15
3/4/6
Silt
ML
9 '
97
an in'color
20
4/5/7
Sandy Silt and Silt Layers'
: '
ML
11 '"
81
Tan in color
25
5/6/7
Silty Sand: Fine Grained
SM
2
-24
Greyish Brown in color
ftiY
r•
. -
• �
P
1
30
3/5/9
Sandy Silt and Silt Layers
ML
S
64
Light Brown in color
35
.4/5/7
Sandy Silt`
". ML'
6
56
Greyish Brown in color '
40
*?
6/8/13
Silty Sand: Fine Grained e
SM •
2
-=-
Brownish Grey in color
45
5/7/7
Sandy Silt
ML
-
10
51
Brownish Grey in color.
50•�`
8/10/11
`Silty Sand: FineGrained'and Silt Layer—l"
• I.
SM .3
t
•9
,
18'-,
Brownish Grey in color ,
-
Sladden Engineering -
r
Sladden Engineering
55
60
65
4/6/8
4/7/8
5/8/9
Clayey Silt
Sandy Silt with Traces of Clay
Sandy Silt
ML
ML
ML
22
17
22
77
67
77
Brown in color
Brown in color .
Brown in color
JL
70
K
7/8/18
Sand and Silt Layers
SM
12
34
Brown in color
75
3/3/6
Clayey Silt
ML
31
83
Brown in color
Groundwater @ 79 Feet
80
85
4/6/7
6/14/17
Clayey Silt
Clayey Silt
ML
ML
27
26
88
63
Brown in color
Brown in color
90
_represent
95
100
_
s
'
`''"'' "'
1/3/5
1/7/16
5/6/12
Silty Sand: Fine Grained
Silty Sand: Fine Grained
Clayey Sand
SM
SM
SM
28
28
19
10
16
47
Brown in color
Note: The stratification lines
the approximate
oundaries between the soil
types; the transition may be
gradual.
Total Depth = 101.5 Feet
Groundwater encountered
Bedrock not encountered
Sladden Engineering
Sladden Engineering
Madison Club -The Hideaway
+
NEC Avenue 54 & Madison'Street, La Quinta
Date:
12/18/2004 _
Boring No. 3
Job Number:
544-4810
0
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Remarks,
0
Native Soil
10
15
`
20
F
25
5/9/12
Silty Sand: Fine Grained and. Silt Layer —3"
SM,
5
20
Greyish Brown in color .
30
4/6/8
Silty Sand: Fine Grained and Silt Layer —1 "
SM
3
21
Greyish Brown in color
35
'<
8/11/16
Silty Sand: Fine Grained
-SM
2
14
Brownish Grey in color
40
6/9/14
Silty Sand: Fine Grained'
SM
3
16 `'
Brownish Grey in color
45
5/5/7
Sandy Silt
ML
25
84
Brown in color
50
3/4/8
Silt -'
ML
22
56
Brown in color
Sladden Engineering
Sladden Engineering
55
9/10/17
Sand: Fine to Medium Grained
SP
26
9
Brownish Grey in color
Groundwater @ _ 56 Feet
60
4/6/7
Silt
ML
27
66
Brown in color
65
'
6/13/10
Silty Sand: Fine Grained
SM
24
14
Brownish Grey in color
70
2/5/14
Sandy Silt
ML
24
52
Brown in color
75
5/12/22
Silty Sand: Fine Grained
SM
27
30
Brown in color
80
6/21/34
Clayey Sand
SM
16
26
Brown in color
8511/20/26
Sand: Fine to Medium Grained
SP
18
5
Brown in color
90
10/16/31
Sand: Coarse Grained and Sandy Silt
SP
28
-
Brown in color
Note: The stratification lines
represent the approximate
95
s'
7/15/21
Silty Sand: Fine Grained
SM
19
---
boundaries between the soil
types; the transition may be
gradual.
-
Total Depth = 101.5 Feet
100
'.5/8/l7
Sand: Coarse Grained
SP
17
---
Groundwater encountered
Bedrock not encountered
Sladden Engineering
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & MMadison°Street, La.Quinta
Date:
12/20/2004 •
Boring No. 4
Job Number:
544-4810
3.
U
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- Description
r°
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Remarks '
0
Native Soil
-
Silty Sand: Fine to Medium Grained -
-
.5
a
10
15
,
20
..........
25
2/4/6
Clayey Silt . i
ML
11
78 :
Grey in color '
30
5/8/9
Silty Sand: Fine Grained and Clay Layer -5"
SM .
6.
:--
Grey in color.
35
7/8/12
Sand: Fine Grained
Grey in color
40
5/8/13
Sand: Fine Grained'
SP '
2
9
Grey in color
45
.2/3/6
Clayey Silt Layer - 8" and Silty Clay Layer -.8"
ML
31
87
Grey in color .
50 s
5/6/11
Silty Sand: Fine Grained
SM "
2219
Groundwater @ -51 Feet
Sladden Engineering
Sladden Engineering
55
9/18/31
Sand: Fine Grained
SP
22
11
Dark Grey in color
60
6/8/16
Sandy Silt
ML
24
61
Dark Grey in color
65
3/4/7
Clay
CL
23
91
Brownish Grey in color
70
9/13/16
Sand: Fine to Coarse Grained
SP
25
10
Grey in color
75
9/15/17
Sand: Fine to Coarse Grained
SP
23
11
Grey in color
80
12/16/23
Sand: Fine to Coarse Grained and Gravel
SP
23
8
Grey in color
85
6/9/13
Sand: Fine to Coarse Grained and Silty Clay Layer — 4"
SP
23
--
Grey in color
90
6/10/15
Sand: Fine to Coarse Grained
SP
28
11
Grey in color
Note: The stratification lines
_represent
the approximate
95
17/26/29
Sand: Fine to Coarse Grained
SP
27
7
oundaries between the soil
types; the transition may be
gradual.
_Total
Depth = 10 1. 5 Feet
100
'[
8/17/29
Sand: Fine to Coarse Grained
SP
30
8
Groundwater encountered
_
Bedrock not encountered
Sladden Engineering
Madison Club-The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/20/2004 Boring No. 5 Job Number: 544-4810
¢
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Description
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Native Soil
5
5/7/10
Sandy Silt
ML
96
14
77
Greyish Brown in color
10
3/5/9
Silty Sand: Fine Grained
SM
110
5-
16
Grey in color
15
5/7/10
Clayey Silt and Sandy Silt
. ML
108
3
74
Brownish Grey in color
20
4/8/13
Sand: Fine Grained
SP
114
1
11
Grey in color
25
30
California Split-spoon Sample
Total Depth =21'
Bedrock not encountered
-
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
_
gradual.
45
50
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/20/2004 Boring No. 6 Job Number: 544-4810
U
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0Native
Soil
5
5/9/1 1.
Sand: Fine Grained and Clayey Silt
SP
114
2
Grey in color
10
`:
9/10/10
Sand: Fine Grained and Silty Sand: Fine Grained
SP
107
2
11
Grey in color
15
4/6/10
Sand: Fine Grained and Sandy Silt
SP
101
23
---
Grey in color
20
5/10/17
Sand: Fine Grained
SP
91
20
7
Grey in color
25
30
California Split -spoon Sample
Total Depth =2 V
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
_
gradual.
45
50
Sladden Engineering
10 4/4/8 Clay and Silty Sand: Fine Grained
15. 4/6/11 Sand: Fine to Coarse Grained and Sandy Silt
20'll 5/9/13 1 Sandy Silt
25
30 California Split -spoon Sample
Unrecovered Sample
- Standard Penetration Test Sample
35
40
45
50
The stratification lines represent the approximate
aries between the soil types; the transition may be
Sladden Engineering
SM 84 22 16 IBrownish Grey in color
SP II 103 I 5 I 10 . IlGrey in color
ML - 11 110 1 6 1 77 [Grey in color
otal Depth = 21'
edrock not -encountered
roundwater not encountered
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Dater
12/20/2004
Boring No. 7
Job
Number: 544-4810
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Native Soil
5
4/5/8
Silty Sand: Fine Grained
SM
102
3
21
Brownish -Grey in color.
10 4/4/8 Clay and Silty Sand: Fine Grained
15. 4/6/11 Sand: Fine to Coarse Grained and Sandy Silt
20'll 5/9/13 1 Sandy Silt
25
30 California Split -spoon Sample
Unrecovered Sample
- Standard Penetration Test Sample
35
40
45
50
The stratification lines represent the approximate
aries between the soil types; the transition may be
Sladden Engineering
SM 84 22 16 IBrownish Grey in color
SP II 103 I 5 I 10 . IlGrey in color
ML - 11 110 1 6 1 77 [Grey in color
otal Depth = 21'
edrock not -encountered
roundwater not encountered
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/20/2004 Boring No. 8 Job Number: 544-4810
0
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Native Soil
5
4/7/11
Sandy Silt and Silty Clay
ML
104
2
67
Grey in color
1'0
7/9/9
Silty Clay and Silty Sand: Fine Grained
ML
107
8
80
Grey in color
15
10/16/24
Sand: Fine Grained
SP
118
6
9
Grey in color
20
r
8/12/18
Silty Sand: Fine Grained and Sandy Silt
SM
III
I
Grey in color
25
30
California Split -spoon Sample
Total Depth = 21'
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
gradual.
45
50
Sladden Engineering
Madison Club-The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/20/2004 Boring No. 9 Job Number: 5444810
-
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0
Native Soil
5
4/5/9
Sand: Fine Grained
SP
101
3
7
Grey in color
10
5/9/15
Sandy Silt
ML
90
22
75
Grey in color
S
'
4/9/15
Silty Sand: Fine Grained
SM
102
14
15 '
Grey in color
208/16/20
Sand: Fine Grained
SP
98
18
11
Grey in color
s
25
30
California Split-spoon Sample
Total Depth = 21'
_
I
Bedrock not encountered
-
Unrecovered Sample
Groundwater not encountered
-
AL
Standard Penetration Test Sample
35
40.
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be .
_
gradual.
45
50
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Qui>nta
Date: 12/21/2004 Boring No. 10 Job Number: 5444810
0
0
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Remarks
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Native Soil
5
'•
12/15/23
Sand: Fine Grained and Sandy Silt
SP
100
2
9
Grey in color
10
23/35/31
Sand: Fine Grained and Clayey Silt
SP
108
3
9
Brownish Grey in color
15
16/21/38
Sand: Fine Grained
SP
99
6
7
Brownish Grey in color
20
23/50-5
Sand: Fine Grained
SP
106
3
7.
Greyish Brown in color
25.
30
California Split -spoon Sample
Total Depth =-21'
_
.I
Bedrock not encountered
-
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
_
gradual.
45
50
Sladden Engineering
Madison Club-'The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/21/2004 Boring No. 11 Job Number: 544-4810
°
0
0
N
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3
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Description
2:1
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0
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Remarks
0
Native Soil
5
10/14/19
Sand: Fine Grained
SP
114
2
12
Grey in color
10
8/11/15
Sand: Fine Grained
SP
115
3
11
Brownish Grey in color
I S
9/13/16
Sandy Silt and Sand: Fine Grained
ML
121
2
72
Greyish Brown in color
20
8/11/15
Sand: Fine Grained
SP.
113
2
12
Grey in color
25
30
California Split-spoon Sample
Total Depth =2 V
_
I
Bedrock not encountered
-
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
_
gradual.
45
50
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/21/2004 Boring No. 12 Job Number: 544-4810
6/9/13
Sand: Fine Grained
SP
109
1
9
Grey in color
15
0
0
9/12/14
Silty Sand: Fine Grained
SM
114
2
17
Grey in calor
20
9/12/22
o
SM
112
4
16
3
25
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Remarks
0
Total Depth = 2 V
-
I
Native Soil
5
8/11/13
Sand: Fine Grained
SP
113
2
8
Brownish Grey in color
10
6/9/13
Sand: Fine Grained
SP
109
1
9
Grey in color
15
9/12/14
Silty Sand: Fine Grained
SM
114
2
17
Grey in calor
20
9/12/22
Silty Sand: Fine Grained
SM
112
4
16
Grey in color
25
30
California Split -spoon Sample
Total Depth = 2 V
-
I
Bedrock not encountered
-
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
gradual.
45
50
Sladden Engineering
Madison Club-The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/21/2004 Boring No. 13 Job Number: 544-4810
0
0
N
°
3
Y
A
E
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U
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Description
;✓
-
Cn
Y
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Remarks
0
Native Soil
5
4/6/6
Sand: Fine Grained
SP
115
1
10
Grey in color
10
6/7/11
Sand: Fine Grained
SP
103
1
8
Grey in color
15
9/14/15
Silty Sand: Fine Grained
SM
110
1
18
Grey in color
California Split-spoon Sample
Total Depth 16'
-
I
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
25
-
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
_
gradual.
30
35
40
45
50
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/21/2004 Boring No. 14 Job Number: 544-4810
0
0
0
3
q
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Description
Cn
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Remarks
0
Native Soil
5
7/10/14
Clayey Silt and Silty Sand: Fine Grained
ML
104
11
77.
Grey in color
10
8/12/16.
Sand: Fine Grained
SP
99
6
8
Brownish Grey in color
15
6/10/11
Clayey Silt
ML
93
24
83
Brownish Grey in color
20
5/8/11
Clayey Silt and Sandy Silt
ML
93
27
80
Grey in color
25
30
California Split -spoon Sample
Total Depth = 2V
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
_
I
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition may be
gradual.
45
50
Sladden Engineering
. Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date:. 12/21/2004 Boring No. 15 Job Number: 544-4810
3/2/2
Sand: Fine Grained
SP
1,
0
o .
0
Grey in color
0
10
3
2/2/3
Silty Sand: Fine Grained
a
Q
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ri U
Description
13
Grey in color
a
153/5/7
Remarks
Q
Silty Sand: Fine Grained
SM
3
Native Soil
5JIL
3/2/2
Sand: Fine Grained
SP
3
10
Grey in color
10
2/2/3
Silty Sand: Fine Grained
SM
8
13
Grey in color
153/5/7
Silty Sand: Fine Grained
SM
3
15
Brown in color
20
iii:'
6/7/7
Silty Sand: Fine Grained and Clay Layer —3"
SM
6
16
Brown in color
25
3/3/4
Clay Layer —7" and Clayey Silt Layer "-4"
Brown in color
30
California Split -spoon Sample
Total Depth =-26'
-
I
Bedrock not encountered .
-><Unrecovered
Sample
Groundwater not encountered
Standard Penetration Test Sample
35
40 Note: The stratification lines represent the approximate
_ boundaries between the soil types; the transition may be
gradual.
45
50
Sladden Engineering
Sladden Engineering
Madison Club-The hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date:
12/21/2004
Boring No. 16
Job
Number:
544-4810
\
0
0
N
a
a
E
0
A
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U
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Description
°
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Remarks
0Native
Soil
5
10/11/14
Silty Sand: Fine Grained and Clayey Silt
SM
103
6
16
Grey in color
10
6/9/13
Sand: Fine Grained
SP
110
2
7
Grey in color
15
7/11/12
Sand: Fine Grained
SP
109
2
6
Grey in color
20
7/13/20
Sandy Silt and Silty Sand: Fine Grained
ML
99
7
60
Grey in color
25
30
Califomia Split-spoon Sample
Total Depth =•-21'
-
I
Bedrock not encountered
-
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
'35
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
gradual.
45
50
Sladden Engineering
Madison Club -'The. Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/21/2004 Boring No. 17 Job Number: 5444810
o
0
4t
4~
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¢
Q
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.(n
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Description
0
V)
o
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Remarks
0
Native Soil
5
6/10/16
Clayey Silt
ML
109
1
76
Grey in color
10
12/14/22
Clayey Silt
ML
108
8
71
Grey in color
15
'
6/9/12
Silty Sand: Fine Grained
SM
107
2
16
Grey in color
California Split -spoon Sample
Total Depth = 16'
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
25
-
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
_
gradual.
30
35
40
45
50
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/21/2004 Boring No.. 18 Job Number: 544-4810
0
0
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Description
0
;Z)
o
_V
8
Remarks
0
Native Soil
5
6/8/15
Silty Sand: Fine Grained
SM
103
1
17
Grey in color
10
12/14/19
Sand: Fine Grained
SP
112
0
7
Brownish Grey in color
15
`:
9/10/13
Sand: Fine Grained
SP
104
1
5
Brownish.Grey in color
-
California Split -spoon Sample
Total Depth = 16'
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
-
I
Standard Penetration Test Sample
25
-
Note: The stratification lines represent the approximate .
boundaries between the soil types; the transition may be
gradual.
30
35
40
45
50
Sladden Engineering
Madison Club -The Hideaway.
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/21/2004 Boring No. 19 Job Number: 544-4810
0
0
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Description
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Remarks
0
u;
Native Soil
5
''
10/14/18
Silty Sand: Fine Grained
SM
103
1
14
Grey in color
10
`:'
4/7/9
Sand: Fine Grained
SP 11
104 1
2
10
Grey in color
15 5/7/10 Silty Sand: Fine Grained
20 ... 7/11/20 Sand: Fine Grained
30 California Split -spoon Sample
Unrecovered Sample
Standard Penetration Test Sample
35
40
45
50
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
gradual.
Sladden Engineering
SM II 111 1 4 1 18 IlGrey in color
SP II 109 1 4 1 8
in color
it Depth =21'
rock not encountered
undwater not encountered
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/21/2004 Boring No. 20 Job Number: 544-4810
0
0
O
Q
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-
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Q
rn
U
pq
Description
o
Remarks
0
Native Soil
5
8/9/12
Sand: Fine Grained
SP
113
1
8
Grey in color
10
9/13/14
Sand: Fine Grained
SP
109
5
---
Grey in color
15
6/9/13
Sand: Fine Grained
SP
109
1
8
Grey in color
20
8/14/27
Sand: Fine Grained
SP
112
4
10
Grey in color
25
30
California Split -spoon Sample
Total Depth =-•21'
-
I
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition may be
gradual.
45
50
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/23/2004 Boring No. 21 .lob Number: 544-4810
•
0
o
CL
3
Q
�n
U
pq
Description
GO
0
o
Remarks
0
Native Soil
5
5/10/21
Sand: Fine Grained
SP
1
9
Grey in color
10
'.
8/10/10
Sand: Fine Grained
SP
5
10
Grey in color
i 5
3/4/8
Silty Clay and Clay Layer —3"
ML
11
75
Brownish Grey in color
20
3/6/11
Silt and Clay: Thin Interbedded Lenses
CL
10
95
Brownish Grey in color
25
30
California Split -spoon Sample
Total Depth = 2 P
-
I
Bedrock not encountered
Unrecovered Sample
I
Groundwater not encountered
-
-
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
_
gradual.
45
50
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/23/2004 Boring No. 22 Job Number: 544-4810
c
0
0
N
C)
rn
U
pq
Description
Cn
Remarks
0
Native Soil
5
4/4/10
Clay and Sandy Silt Layer —6"
ML
7
57
Brownish Grey in color
10
JIL
5/8/11
Silty Clay and Silty Sand: Fine Grained Layer —2"
CL
13
86
Grey in color
15
6/9/14
Silty Sand: Fine Grained and Silty Clay Layer —7"
SM
18
---
Grey in color
20
5/8/11
Sand: Fine Grained
SP
1
14
Brownish Grey in color
25
3/7/10
Clayey Silt
ML
3
81
Brownish Grey, in color
30
California Split -spoon Sample
Total Depth = 25.5'
Bedrock not encountered
Unrecovered Sample
I
Groundwater not encountered
-
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
gradual.
45
50
Sladden Engineering
Madison Club-The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/23/2004 Boring No. 23 Job Number: 544-4810
U
o
0
0
N
t1
it
`
o
a.
3
CL
Q
Iti
Cn
0
p
pq
Description
r°
�
O
o
Remarks
0
Grass Pasture
5
4/6/8
Sand: Fine Grained
SP
1
10
Grey in color
10
3/5/11
Sand: Fine Grained
SP
7
10
Grey in color
15
3/6/8
Clayey Silt and Sandy Silt Layer —7"
ML
8
68
Brownish Grey in color
20
3/3/5
Clay and Sandy Silty Layer —6"
ML
20
71
Brownish Grey in color
25
30
California Split-spoon Sample
Total Depth =20.5'
IBedrock
not encountered
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
_
gradual.
45
50
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/23/2004 Boring No. 24 Job Number: 544-4810
\
0
0
N
Q
o
q
E
Cn
o
U
Description
�D
Remarks
0
Native Soil
5
5/20/20
Clayey Silt
ML
1
---.
Light Grey
10
6/7/10
Sand: Fine Grained
SP
2
9
Grey in color
15
5/6/10
Silty Sand: Fine Grained
SM
2
12
Grey in color
20
5/7/8
Silty Sand: Fine Grained
SM
1
12
Grey in color
25
30
California Split -spoon Sample
Total Depth =20.5'
Bedrock not encountered
-
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
35
'40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
gradual.
45
50
Sladden Engineering
Madison Club-The Hideaway
NEC Avenue 54 &. Madison Street, La Quinta
Date: 12/23/2004 Boring No. 25 Job Number: 544-4810
o
0
3
4
�.
ami
0
3
O
.--,
z
.O
A
cn
U
pq
Desch tion
Cn
�
o
Remarks
0
Native Soil
5 .
'i'•i':
10/20/20
Sand: Fine Grained
SP
1
9
Grey in color
10
6/9/18
Sand: Fine Grained
SP
I
H* *
Grey in color
15
6/10/15
Clayey Silt
ML
3
77
Brown in color
20
8/10/14
Sandy Silt and Clayey Silt Layer —3"
ML
3
72
Brown in color
25
30
California Split-spoon Sample
Total Depth =20.5'
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
_
gradual.
45
50
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/23/2004 Boring No. 26 Job Number: 544-4810
U
c
0
0
N
och
,�
CL
3
n
q
�O
E�-
Cn
N
� j
o
Description
Cn
�D
$
o
Remarks
0
Native Soil
5
fill
3/6/10
Silty Clay Layer —6" and Sand: Fine Grained
ML
18
81
Grey in color
10
5/6/8
Sand: Fine Grained
SP
8
10
Grey in color
I S
3/4/6
Sand: Fine Grained Layer —3" and Clayey Silt_
SP '
8
-
Grey in color .
-
California Split -spoon Sample
Total Depth =--15.5'
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
-AL
Standard Penetration Test Sample
25
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
_
gradual.
30
35
40
45
50
Sladden Engineering
Madison Club-The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/23/2004 Boring No. 27 Job Number: 544-4810
0
0
N
O-
Cn
,�
3
q
ri
U
o
pq
Description
r°
o
o
Remarks
p
Native Soil
5
6/7/9
Sand: Fine Grained
SP
4
9
Grey in color
10
3/4/5
Clayey Silt
ML
2
84
Brownish Grey in color
15
4/5/5
Sandy Silt and Clayey Silt —3"
ML
12
71
Brownish Grey in color
20
5/5/8
Sand: Fine to Medium Grained
SP
6
10
Brown in color
25
30
California Split-spoon Sample
Total Depth =20.5'
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
_
boundaries between the soil types; the transition may be
gradual.
45
50
Sladden Engineering
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/23/2004 Boring -No. 28 Job Number.: 544-4810
e
0
0
N
�
Q
U
o
W
Description
0
r°
o
o
Remarks
0
Native Soil
5
4/7/9
Sandy Silt
ML
3
61
Grey in color
10
3/3/6
Clay Layer —7" and Sandy Silt
ML
10
74
Grey in color
15
r
2/2/3
Clay
CL
12
90
Brownish Grey in color
California Split -spoon Sample
Total Depth =15.5'
IBedrock
not encountered
20
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
25-
-
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
gradual.
30
35
40
45
50
Sladden Engineering'
Madison Club -'The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/23/2004 Boring No. 29Job Number: 544-4810
-
o
0
N
Q
3
y
o
Q
E3
rn
U
pq
Description
r°
�
Remarks
0
Native Sbil
5
6/9/14
Silty Sand: Fine Grain ed
SM
1
17
Grey in color I
10 [ 6/7/8 Sand: Fine Grained
15 3/4/7 Sand: Fine Grained
California Split -spoon Sample
20 Unrecovered Sample
Standard Penetration Test Sample
25
30
35
40
45
50
Vote: The stratification lines represent the approximate
)oundaries between the soil types; the transition may be
;radual.
Sladden Engineering
SP 11 1 2 1 11 IlGrey in color
SP 4 1 10 Grey in color
Total Depth =15.5'
Bedrock not encountered
Groundwater not encountered
APPENDIX B
Laboratory Testing,
Laboratory Test Results
.4
V
APPENDIX B
LABORATORY TESTING
Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our
laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The
first phase consisted of testing in order to determine the compaction of the existing natural soil and the general
engineering classifications of the soil underlying the site. This testing was performed in order to estimate the
engineering characteristics of the soil grid to serve as a basis for selecting samples for the second phase of testing. The
second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion
testing was performed in order to provide a means of developing specific design recommendations based on the
mechanical properties of the soil.
CLASSIFICATION AND COMPACTION TESTING
Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order
to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its
moisture content. This was used in order to determine the dry density of the soil in its. natural condition. The results
of this testing are shown on the Boring Log.
Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum
density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method
A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to
the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the
Boring Log, and is useful in estimating the strength and compressibility of the soil.
Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain
size analyses and Atterberg Limits determinations: These provide information for developing classifications for the
soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups
having similar engineering characteristics. The results of this test are very useful for detecting variations in the soil
and in selecting samples for further testing.
'SOIL MECHANIC'S TESTING
Direct Shear Testing: One bulk sample was selected for Direct Shear Testing. This testing measures the shear
strength of the soil under various normal pressures and is used in developing parameters for foundation design and
lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing.
Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300
pounds per square foot.
Expansion Testing: One bulk sample was selected for Expansion testing. Expansion testing was performed in
accordance with the UBC Standard 18-2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test
specimens to a moisture contentand dry density corresponding to approximately 50 percent saturation. The samples
are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the
specimens are inundated with distilled water. The linear expansion is then measured until complete.
Consolidation Testing: F6 relatively undisturbed samples were selected for consolidation testing. For this testing
one -inch thick test specim s are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively.
The consolidation at each oad increment was recorded prior to placement of each subsequent load. The specimens
were saturated at the 575 sf or 720 psf load increment.
IDA
APPENDIX C
2001 California Building Code with 1997 UBC Seismic Design Criteria
January 28, 2005 -15- Project No. 544-4810
05-01-101
2001 CALIFORNIA BUILDING CODE SEISMIC DESIGN INFORMATION
The California Code of Regulations, Title 24 (2001 California Building Code) and 1997 Uniform
Building Code,* Chapter 16 of this code, contain substantial revisions and additions to earthquake
engineering design criteria. Concepts contained in the code that will be relevarit to construction of
the proposed structures are summarized below.
Ground shaking is expected to be the primary hazard most likely, to affect the site, based upon
proximity to significant faults capable of generating large earthquakes. Major fault zones considered
to be most likely to create strong ground shaking at the site are listed below.
Fault Zone
Approximate Distance
From Site
Fault Type
(1997 UBC)
San Andreas
8.9 km.
A
San Jacinto
30.9 km
A
Based on our field observations and understanding of local geologic conditions, the soil profile type
judged applicable to this site is Su, generally described as stiff or dense soil. The site is located within
UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic
mitigation for new construction upon adoption of the 1997 code.
Sladden Engineering
Near -Source
Near -Source
Seismic
Seismic
Seismic
Acceleration
Velocity
Coefficient
Coefficient
Source
Factor, Na
Factor, Ny
Ca
Cv
San Andreas
1.04
1.29
0.44Na
.0.64N,
San Jacinto
1.0
1.0
0.44Na
0.64Nv
Sladden Engineering