10-0760 (CONR) Geotechnical EngineeringMY OF LA QUINTA
BUILDING & SAFE DIPT.
REC EIvmD
DCT 18 2010
BY:
SLRDDEN ENGINEERING
Soil Engineers and Geologists
Buena Park Palm Desert • Beaumont Victorville Hemet
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Sladden Engineering
45090 Golf Center Parkway, Suite F, Indio, CA. 92201 (760) 863-0713 Fax (760) 863-0847
6782.Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778
June 29, 2010 ProjectNo. 544-10095
10-06-142
Tradition Club Associates, LLC .
78-808 Old Avenue 55
La Quinta, California 92253
Subject: Geotechnical Investigation
Project: Proposed New Fitness Center
Tradition Golf Club
La Quinta, California -
.Sladden Engineering is pleased to present the!results of our geotechnical investigation for proposed new
fitness center to be constructed within the Tradition Golf Club development in the City of La Quinta,
California. Our services were completed in accordance with our proposal for geotechnical engineering
services dated June 3; 2010 and your authorization to proceed with the work. The purpose of our
investigation was to explore the subsurface conditions at the site in order to provide recommendations
for foundation design and site preparation.. Evaluation of environmental issues and hazardous wastes
was not included within the scope of services provided.
The opinions, recommendations and design lcriteria presented in? this report are based on our field
exploration program, laboratory testing and engineering analyses. Based on the results of our
investigation, it is our professional opinion that the proposed project is feasible provided the
recommendations presented in this report are implemented in the design and carried out through
construction.
We appreciate the opportunity. to provide service to you on this project. If you have any questions
regarding this report, please contact the undersigned.
��FF SS!(1,yA
Respectfully submitted, ��t Ar,Df,�yn
SLADDEN ENGINEERI $t Vt,*.L �.O Q y ?
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Exp 9-30-2010
4MatthgewJ..Cohrt Matthew I Brett L. Anderso JT CIVIC-
Project Geologist COhrt Principal Engineer 9TFOF CAt�F��
No. 8567
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Sladden Engineering
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GEOTECHNICAL INVESTIGATION
PROPOSED NEW FITNESS CENTER
TRADITION GOLF CLUB
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LA —UCALIFORNIA
June 29,2OlO
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�TABLE OF CONTENTS
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INTRODUCTION..................................................................................................... ..............................
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PROJECT DESCRIPTION -----------.l----------. :....................................................
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SCOPE CFSERVICES --_-----------L-------.'------'-----------..
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SITE CONDITIONS ---------------|---------------------------
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� GEOLOGIC SETTING ..........................................
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SUBSURFACE CONDITIONS ................... ---........................................................................... ........
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_ SEISMICITY AND FAULTING ................. --'i,=--................................................ .......... ............ 4
CBC DESIGN PARAMETERS ---------'............
GEOLOGICHAZARDS ........................................ ................. ................................... ..............................
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Seismic I�azuzdy--------------�+------------------..........................
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Noo'Se�/oicHazards -----------'_---_—.................................................................
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CONCLUSIONS-----`-------_---'----^---.................................... ................. —
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EARTHWORK AND GRADING -------..�......................... �---................................................
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Stripping............................................................... ................ ...........................................................
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c6 /�reao---------------------.------------.
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Compactionr--
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Shrinkage and Subsidence ....................... '!--------------......................................
FOUNDATIONS SPREAD FOOTINGS ................................. —........................ ................................
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SLauS'Om-GmAuE---------------. ......................................... .............................. ..........
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' SOLUBLE SULFATES ........................................... ............................................................ .......................
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UTILITY TRENCH BACKFILL ............................. -------------------. ------ 'lO
EXTERIOR CONCRETE FLATWKOBK....................................................................................................
DRAINAGE............................................................ --------------------------'ll
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L/uu//��T/�/mS-------'--_----_--.-----_`-----------------ADDITIONAL —_-11
SERVICES .............................. -----------_--____________�_ll
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REFERENCES...................................................
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FlCDRES- Site Location Map |
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Regional ``�""'6� D�a/
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Borehole Location Plan
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APPENDIX Field
~~ � Exploration .
APPENDIX B- Laboratory Testing |
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INTRODUCTION
' This report presents the results of the
. geotechnical investigation performed b .Sladden Engineering
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(Sladden) for the proposed new fitness center, to be located within the Tradition Golf Club development
in the City o La Quinta, California. The site is located on the SE 1/4 of Section 6, Township 6 South, Range
7 East (SBBM) at approximately 33.671633 degrees north latitude and 116.293410 degrees west longitude.
The approximate location of the site is indicated on the Site Location Map (Figure 1).
Our investigation was conducted in order to evaluate the engineering properties of 'the subsurface
materials, to evaluate their' in-situ characteristics, and to ,provide engineering recommendations and.
' design criteria for site preparation, foundatiori design and the design of various site improvements. This
study also includes a review of published sand unpublished geotechnical and geological literature
.regarding seismicity at and near the subject site.
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PROJECT DESCRIPTION
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Based on the provided Site Plan, and our preliminary conversations, it is our understanding that the
proposed project will consist of constructing I a new fitness center on the Tradition property. Sladden
anticipates that the proposed project will also include new concrete flatwork and associated site
improvements. For our analyses we expect that the proposed fitness center will consist of a relatively
lightweight wood -frame structure supported on conventional shallow spread footings and concrete slabs -
on -grade. j
Grading plans and finished floor elevations were not available prior to the .preparation of this report.
However, based on the relatively level nature of the site and the anticipated scope of work, Sladden
expects that grading will be limited to .minor cuts and fills in order to accomplish the desired pad
' . elevations and provide adequate gradients for site drainage. This does not include the removal and
recompaction of foundation bearing soil within .the building envelope. Upon completion of precise
' grading plans, Sladden should be retained in order to ensure that the recommendations presented within
in this report are incorporated into the design of the proposed project.
Structural foundation loads were not available at the time of this report. Based on our experience with
r relatively lightweight structures, we expect that isolated column loads will be less than 20 kips and
continuous wall loads will be less than 2.0 kips per linear foot. If these assumed loads vary significantly
' from the actual loads, we should be consulted to verify the applicability of the recommendations
provided. 1
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SCOPE OF SERVICES.
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' The purpose of our investigation .was to determine specific engineering characteristics of the surface and .
near , surface soil in order to develop foundation design criteria and , recommendations for site
' preparation. Exploration of the site was achieved by drilling three (3) exploratory boreholes to a
maximum depth of approximately 51.5 feet below the existing ground surface (bgs). Specifically, our site
characterization consisted of the following tasks:
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a Site reconnaissance to assess the existing surface conditions on and adjacent to the site.
® Advancing three (3) exploratory borehole i to depths of up to 51.5 feet bgs in order to characterize the
' subsurface" soil conditions. Representative samples of the soil were classified in the field and retained
for laboratory testing and engineering analyses.
o Performing laboratory testing on selected samples, to evaluate their. engineering characteristics.
o Reviewing geologic literature and discussing geologic hazards.
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Performing engineering analyses to develop recommendations for -.foundation design and site
preparation.
9 The preparation of this report summarizing our, work at the site.
SITE CONDITIONS
The site is located within the Tradition Golf Club development in the City of La Quinta. The proposed
fitness center site is located near the north end of the.existing overflow parking lot on the southwest
corner of Peerless Place and Citation Court: The proposed fitness center building site is currently
occupied by landscape and parking areas. The existing parking lot to the south is paved with asphalt.
There are underground utilities within the ,nearby streets and possibly irrigation lines within the
proposed building area.
Based on our review of the USGS (1980), the site is situated at an.approximate elevation of 40 feet above
mean sea level (AMSC).
No natural ponding of water or surface seeps were observed at or near the site during our investigation
conducted on June 22, 2010. Site drainage appears to be controlled via sheet flow and surface infiltration.
' Regional drainage is provided by the La Quinta Evacuation channel and the Whitewater River Channel
that are located north of the site.
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GEOLOGIC SETTING
Thejroect.site is -located within the Colorado Desert Physiographic Province (also referred to as the
P
Salton Trough) that is characterized as a northwest-southeasttrending structural depression extending
' from the Gulf of California to the Banning Pass. The Salton Trough is dominated by several northwest
trending faults, most notably the San Andreas Fault system. The Salton Trough is bounded by the Santa
Rosa — San Jacinto Mountains on the southwest, the San Bernardino Mountains on the north, the Little
' San Bernardino - Chocolate — Orocopia Mountains on the east, and extends through the Imperial Valley
into the Gulf of California on the south.
A relatively thick sequence (20,000 feet) of sediment 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 (lake) and minor,marine deposits. The major contributor of these sediments
has been the Colorado River. The mountains'surrounding the Coachella Valley are composed primarily
of Precambrian metamorphic and Mesozoic "granitic" rock.
The Salton Trough is an internally draining area with no readily available outlet to Gulf of California and
with portions well below sea level (-253' msl). The region is intermittently blocked from the Gulf of
California by the damming effects of the Colorado River delta (current elevation +30'msl). Between about
' 300AD and 1600 AD (to .1700 ?) the Salton Trough has been inundated by the River's water, forming
ancient Lake Cahuilla (Max. elevation +58' msl). Since that time the floor of the Trough has been
'repeatedly flooded with other "fresh" water lakes (1849, 1861, and 1891), the most recent and historically
long lived being the current Salton Sea (1905). The sole outlet for these waters is evaporation, leaving
behind vast amounts of terrestrial sediment materials and evaporite minerals.
The site has been mapped by Rogers (1965) to;be immediately underlain by undifferentiated Quaternary -
age lake deposits (Q1') and alluvium (Qal). The regional geologic setting for the site vicinity is presented
on the Regional Geologic Map (Figure 2).
SUBSURFACE CONDITIONS
The subsurface conditions at the site were investigated by drilling three (3) exploratory boreholes to a
maximum depth of 51.5 feet bgs. The approximate locations of the boreholes are illustrated on the
Borehole Location Plan (Figure 3). The boreholes were advanced using a truck -mounted Mobile B-61 drill
rig equipped with 8 -inch outside diameter (O.D.) hollow stem augers. A representative of Sladden was
on-site to log the materials encountered and retrieve samples for laboratory testing and engineering
analysis.
During our field investigation lacustrine and'alluvial materials consisting of silty sand (SM) and sandy
silt (ML) were encountered to the maximum depths explored. Granular materials appeared loose to
medium dense, moist and fine-grained. Cohesive soil encountered in the bores appeared medium stiff to
stiff, moist, and exhibited characteristics indicative of low plasticity. soil. Detailed descriptions of the
subsurface materials encountered are included in Appendix A of this report.
Groundwater was not encountered to a maximum explored depth of 51.5 feet bgs during our field
investigation conducted on June 22, 2010. As such, it is our opinion that groundwater should not be a
' factor during construction of the proposed project.
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SEISMICITY AND FAULTING
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The southwestern United States is a tectonically active and structurally complex region, dominated by
northwest trending dextral faults. The faults of the region are often part of complex fault systems,.
composed of numerous subparallel faults which splay or step from main fault traces. Strong seismic
shaking'could be produced by any of these faults during the design life of the proposed project.
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 project. The proposed project 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. lAn 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
epoch (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).
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As previously stated, the site has been subjected to strong, seismic shaking related to active faults that
traverse through the region. Some of the more significant seismic events near the subject site within
recent times include: M6.0 North Palm Springs (1986), M6.1 Joshua Tree (1992), M7.3 Landers (1992),
M6.2 Big -Bear (1992) and M7.1 Hector Mine (19,99).
Table 1 lists the closest known potentially active faults that was generated in part using the EQFAULT
computer program (Blake, 2000), as modified , using the fault parameters from' The Revised 2002
California Probabilistic Seismic Hazard Maps (Cao et al, 2003). This table does not identify the probability
of reactivation or the on-site effects from earthquakes occurring on any of the other faults in the region.
TABLE ].
CLOSEST KNOWN ACTIVE FAULTS
Fault Name F
Distance
(Km)
Maximum
Event
San Andreas - Coachella
12.3
7.2
San Andreas - Southern
12.3-
7.2
Burnt Mountain ('
31.4
6.5
San Andreas - San Bernardino 1
32.8
7.5
Eureka Peak
Al
6.4
San Jacinto - Anza
30.3
7.2
San Jacinto - Coyote Creek 1
31.0
6.8
Pinto Mountain
51.5
7.2
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2007 CBC SEISMIC DESIGN PARAMETERS
Sladden has reviewed the 2007 California Building .Code (CBC) and summarized the current seismic
design parameters for the proposed structure. The seismic design 'category for a structure may be
determined in accordance with Section 1613 of the 2007 CBC or ASCE7. According to the -2007 CBC, Site
Class D may be used to estimate design seismic loading for the proposed structures. The period of the
structures should be less than 1/2 second. This assumption should be verified by the project structural
engineer. The 2007 CBC Seismic Design Parameters are summarized below:
Occupancy Category (Table 1604.5): II i
Site Class (Table 1613.5.5): D
Ss (Figure 1613.5.1):1.500g
S1 (Figure 1613.5.1): 0.600g ;
Fa (Table 1613.5.3(1)): 1.0
Fv (Table 1613.5.3(2)):1.5 {
Sms (Equation 16-37 {Fa X Ss)): 1.5008
Sm1 (Equation 16-38 (Fv X51)): 0.900g
SDs (Equation 16-39 {2/3 X Sms)): 1.00Og
SD1 (Equation 16-40 12/3 X Sm1)):.0.600g
Seismic Design Category: D
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GEOLOGIC HAZARDS
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The subject site is located in an active seismic zone and will likely experience strong seismic shaking
during the design life of the proposed project. In general, the intensity of ground shaking will depend on
several factors including: the distance to the earthquake focus, the earthquake magnitude, the response
characteristics of the underlying materials, arid the quality and* type of construction. Geologic hazards
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and their relationship to the site are discussed below.
A. Seismic Hazards
I. Surface Rupture. Surface rupture is expected to occur along preexisting, known active fault
traces. However, surface rupture could potentially splay or step from known active faults
or rupture along unidentified traces. Based on our review of Rogers (1965), Jennings (1994),
Hart. and Bryant (1997), and RCLIS (2010), no known faults are currently mapped
immediately adjacent to the site. In addition, no signs of active surface faulting were
observed during our review of non -stereo digitized photographs of the site and site vicinity
(Google, 2010; Terra Server 2002). Finally, no signs of active surface fault rupture or
secondary seismic effects' (lateral spreading, lurching etc.) were identified on-site during
our field investigation. Therefore, it is our opinion that risks associated with primary
surface ground rupture should b+e considered "low'.
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II. Ground Shaking. The site has been subjected to past ground shaking by faults that traverse
through the region. Strong seismic shaking from nearby active faults is expected to
produce strong seismic - shaking during the design life of the proposed 'project. A
probabilistic approach was employed to the estimate the peak ground acceleration (am,x)
that could be experienced at the site. Based on the USGS Probabilistic Hazard Curves
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June 29, 2010 1 - 6' Project No. 544-10095
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(USGS, 2009) the site could be subjected to ground motions on the order of 0.498. The peak
ground acceleration at the site is judged to have a 475 year return period and a 10. percent .
chance of exceedence in 50 years.
III. Liquefaction. Liquefaction is the process in which loose, saturated granular soil loses
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strength as a result of cyclic loading. The strength loss is -a result of a decrease in granular
sand volume and a positive increase in pore pressures. Generally, liquefaction can occur if
all of the following conditions apply: liquefaction -susceptible soil, groundwater_ within a
depth of 50 feet or less, and strong seismic shaking.
According to the .County of Riverside, the site is situated within a "Low" liquefaction
potential zone (RCLIS, 2010). Based on our review of groundwater. maps of the site vicinity
(>50 feet bgs; Tyley, 1975), and our experience in the*project vicinity, risks associated with
liquefaction and liquefaction related hazards should be considered negligible.
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IV.. Tsunamis and Seiches. Because the site is situated, at an inland location, and is not
immediately adjacent to any impounded bodies of water, risk associated with tsunamis
and seiches is considered negligible.
B. Non -Seismic Hazards
I. Slope Failure, Landsliding, Rock Falls., No signs of slope instability in the form of
landslides, rock falls, earthflows or slumps were observed at or near the subject site. The
site is situated on relatively flat ground and not immediately adjacent to any slopes or
hillsides. As such,.risks associated with slope instability should be considered negligible.
II. Expansive Soil. Generally, the site soil consists of silty sand (SM) and silt (ML) Based on the
results of our laboratory testing �(EI=2), the materials underlying the site are considered to
have a "very low" expansive potential and risks of structural damage caused by volumetric
changes in the subgrade soil is considered "negligible":
III. Settlement. Settlement resulting from the anticipated foundation. loads should be tolerable
provided that the recommendations included in this report.are considered in foundation
design and construction. The estimated ultimate settlement is calculated to be less that
approximately one inch when using the recommended_ bearing values. As a .practical
matter, differential settlement between footings can be assumed as one-half of the total
settlement. ;
IV. Subsidence. The site situated within a "Susceptible" subsidence zone (RCLIS, 2010). Land
subsidence can occur in valleystwheire aquifer systems have been subjected to extensive
groundwater pumping, such that groundwater pumping exceeds groundwater recharge.
Generally, pore water reduction can result in a rearrangement of skeletal grains and could
result in elastic (recoverable) or inelastic (unrecoverable) deformation of an aquifer system.
Recent published literature indicates that the Upper Coachella Valley region between 1996
and 2005 has been subjected to groundwater withdrawal related subsidence (USGS, 2007).
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June 29, 2010 - 7 - Project No. 544-10095
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Although recent investigations; have documented significant subsidence within the La
Quinta area (USGS,. 2007), no i fissures or other surficial evidence of subsidence were
observed at the subject site. 'With the exception of isolated tension zones .typically
manifested on the ground surface as fissures and/or ground cracks, subsidence related to
groundwater depletion is generally areal in nature with limited differential settlement over
short distances such as across individual buildings.'
The Coachella Valley Water District has publically acknowledged regional subsidence
throughout the southern portion of the Coachella Valley and has indicated a commitment
to groundwater replenishment programs that are intended to limit future subsidence. At
this time, subsidence is considered a regional problem requiring regional mitigation not
specific to the project vicinity. i
Locally, no fissures or other surficial evidence of subsidence were observed at or near the
subject site. However, site specific effects resulting from long term regional subsidence. is
beyond the scope of our investigation.
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.Debris Flows. Debris flows are. viscous flows consisting of poorly sorted mixtures of
sediment and water and are generally initiated on slopes steeper than approximately six
horizontal to one vertical (6H:1V)(Boggs, 2001). Based on the flat nature of the site and the
composition of the surface soil, 'we judge that risks associated with debris flows should be
considered remote..
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Flooding and Erosion. No signs of flooding or erosion were observed during. our field
investigation conducted on June 22, 2010. Accordingly, risks associated with.flooding and
erosion should be -considered low.
CONCLUSIONS
Based on the results of our investigation, it is;our professional opinion that the project is feasible from. a
' soil mechanic's standpoint provided the recommendations of this report are incorporated in the design
and carried out through construction. The main geotechnical concern in the construction of the proposed
project is the presence of potentially compressible surface soil.
The site surface soil is considered loose, potentially compressible and not suitable for support of shallow
foundations or concrete slabs in its existing condition. Because of the somewhat loose and potentially
compressible condition of - the near surface soil, remedial grading including overexcavation or
recompaction is recommended for the proposed building and foundation areas. We recommend that
remedial grading within the. proposed building area include overexcavation and recompaction of the.
foundation bearing. soil. Specific recommendations for site preparation are presented in -the Earthwork
' and Grading section of this report.
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Caving did occur to varying degrees within each of our exploratory bores and the surface soil may be
' susceptible to caving 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 subsoil will conform to that described by CalOSHA as Type B'or C.
Soil conditions should be verified. in the field by a "Competent person" employed by the Contractor.
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June 29, 2010 - 8 - Project.No. 544-10095
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' The following recommendations present more detailed design criteria that have .been developed on the
basis of our field and laboratory investigation.
EARTHWORK AND GRADING '
All earthwork including excavation,.backfill and preparation of the subgrade soil, should be performed in
' accordance with the geotechnical recommendations presented in this report and portions -of the .local
regulatory requirements, as applicable. All earthwork should be performed under the observation and
testing.of a qualified soil engineer. The following geotechnical engineering recommendations for the
proposed project are based on observations from the field investigation program, laboratory. testing and
geotechnical engineering analysis.
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' a. Stripping. Areas to be .graded should be cleared of any existing pavement, utilities, vegetation,
associated root systems, -and debris. All areas scheduled to receive fill should be cleared of old
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fills- and•:any.irreducible matter. The strippings -should be. removed -off site, -or. stockpiled for later
' use in landscape areas. Voids left by removals should be properly backfilled in accordance with
the compaction recommendations of this report.
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b. Preparation of the Building ,Areas. In order to achieve a firm and unyielding bearing surface, we
recommend overexcavation and recornpaction throughout the building areas. All native low
density near surface soil should be removed to a depth of at least 3 feet below existing grade or 3
' feet below the bottom of the footings, whichever is deeper. Remedial grading should extend
laterally, a minimum of five feet beyond the building perimeter. The exposed surface should then
be scarified, moisture conditioned for within two percent of optimum moisture content, and .
compacted to at least 90 percent relative compaction. Testing of the native soil within the
excavation bottoms should be performed during grading to verify adequacy.
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C. Compaction. Soil to be used as engineered fill should be free of organic material, debris, and
other deleterious substances, and should not contain irreducible matter greater than three, inches
in maximum dimension. All fill materials should be .placed in thin lifts, not exceeding six inches
in their loose state. If import fill is required, the material should be of a low to non -expansive .
nature and should meet the following criteria:
Plastic Index Less than 12
Liquid Limit Less than 35
Percent Soil Passing #200 Sieve j Between 15% and 35%
' Maximum Aggregate Size i 3 inches
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The subgrade and all fills should be compacted with acceptable compaction equipment, to at
least 90 percent relative compaction. The bottom of the exposed subgrade should be observed by
a representative of Sladden Engineering prior to fill placement. Compaction testing should be
performed on all lifts in order to ensure proper placement of the fill materials. Table 2 provides a
' summary of the excavation and compaction recommendations.
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June 29, 2010 - - 9 - Project No: 544=10095
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Table 2
SUMMARY OF RECOMMENDATIONS
*Remedial Grading
Excavation and recompaction within the building
envelope and extending laterally for 5 feet beyond
the building limits and to a minimum of 3 feet
below existing grade or 3 feet below the bottom of
the footings, whichever is deeper.
Native / Import Engineered Fill
Place in thin lifts not exceeding 6 inches in the loose
state, compact to a minimum of 90 percent relative
compaction within 2 percent of the optimum
moisture content.
*Actual depth may vary and should be.determined by a representative of Sladden Engineering in the field
during construction.
Shrinkage and Subsidence: Volumetric shrinkage of "the matefial "that is� excavated .and replaced -
as controlled compacted fill should be anticipated. We estimate that this shrinkage could vary
from. 15 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.
FOUNDATION CONVENTIONAL SPREAD FOOTINGS
Load bearing walls may be supported on continuous spread footings and interior columns may be
supported on isolated pad footings. All footings should be founded upon properly engineered fill and
should have a minimum embedment depth of 12 inches measured from the lowest adjacent finished
grade. Continuous and isolated footings should .have a minimum width of 12 inches and .24 inches
respectively. Continuous and isolated footings placed on such materials may be designed using an
allowable (net) bearing pressure of 1800 and 2000 pounds per square foot (psf) respectively. Allowable
increases of 250 psf for each. additional 1 foot in width and 250 psf' for. each additional 6. inches in depth
maybe utilized, if desired. The maximum allowable bearing pressure should be 2,500 psf. The maximum
bearing'value applies to combined dead.and sustained live loads.
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The allowable bearing pressure may be increased by one-third when considering transient live loads,
including seismic and wind forces. All footings should be reinforced in accordance with the project
structural engineer's recommendations.
Based on the allowable bearing pressures recommended above, total settlement of the shallow footings
are anticipated to be less than one -inch„ provided foundation preparations conform to the
recommendations described in this report. Differential settlement is anticipated to be approximately half
the total settlement for similarly loaded footings spaced up to approximately 40 feet apart.
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Lateral load resistance for the spread footings will be developed by passive soils pressure against the
sides of the footings below grade and by friction acting at. the base of the concrete footings bearing on
compacted fill. An allowable passive pressure of 300 psf per foot of depth may be used for design
purposes. An allowable coefficient of friction 0.45 may be used for dead and sustained live loads to
compute the frictional resistance of the footing placed directly on compacted fill. Under seismic and wind
loading conditions, the passive pressure and frictional resistance may be increased by one-third.
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' All .footing excavations should be observed by a representative of the project geotechnical consultant to
verify adequate embedment � depths prior to 'placement of forms, steel reinforcement or concrete. The
excavations should be trimmed neat, level and square. All loose, disturbed, sloughed or moisture -
softened soils and/or any construction debris should be removed prior to concrete placement. Excavated
soil generated from footing and/or utility trenches should not be stockpiled within the building envelope
or in areas of exterior concrete flatwork. 1
' SLABS -ON -GRADE
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In order to reduce the risk of cracking and settlement, concrete . slabs -on -grade must be placed on
properly compacted fill as outlined in the previous sections. The slab subgrades should remain near
optimum moisture content and should not be permitted -to dry. Prior to concrete pour, all slab subgrades
should be firm and unyielding. Disturbed soils should be removed and then replaced and compacted to a
minimum of 90 percent relative compaction. '
Slab thickness and reinforcement should be determined by the structural engineer. We recommend a
minimum slab thickness of 4.0 inches. All slab reinforcement should be supported on concrete chairs to
ensure that reinforcement is placed at slab mid` -height.
i
Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a
polyvinyl chloride membrane such as 10 -mil' Visqueen, or equivalent. All laps within the membrane
should be sealed and at least 2 -inches of clean_ sand should be placed over the membrane to promote
uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on
a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface can not be
achieved by grading, consideration should be given to placing a 1 -inch thick leveling course of sand
across the pad surface prior to placement of the membrane.
SOLUBLE SULFATES
1
Soluble sulfate concentrations were determined -to be "negligible"(less that 1,000 ppm) based upon our
laboratory testing. Based upon our preliminary testing the use of Type. V and/or sulfate resistant mix
design should not be necessary. However, thelsoil should to be retested for soluble sulfate concentration
after grading and compaction work is completed. Soluble sulfate content of the surface soil should -be
reevaluated after grading and appropriate concrete mix designs should be established based upon post -
grading test results.
i
UTILITY TRENCH BACKFILL
I
All utility trench backfill should be compacted to a minimum relative compaction of 90 percent. Trench
backfill materials should be placed in lifts no greater than six inches in their loose state, moisture
conditioned (or air-dried) as necessary to ;achieve near optimum moisture conditions, and then
mechanically compacted in place to a minimum relative compaction of 90 percent. A representative of the
project soil engineer should test the backfill to verify adequate compaction.
I
1 •
1
Sladden Engineering
June 29, 2010 -11 - Project No. 544-10095
' 10-06442
i
EXTERIOR. CONCRETE FLATWORK
To minimize cracking of concrete flatwork, the subgrade soil -below concrete flatwork areas should first
' be compacted to a minimum relative compaction of 90 percent. A representative of the project
geotechnical consultant should observe and verify the density and moisture content of the soil prior to
concrete placement.
' DRAINAGE
I
All final grades should be provided with positive gradients away from foundations to provide rapid
' removal of surface water runoff to an adequate discharge point. No water should be allowed to be pond
on or immediately adjacent to foundation elements. In order to reduce water infiltration into the
subgrade soil, surface water should be directed away from building foundations to an adequate
discharge point. Subgrade,drainage should be{ evaluated upon completion of the precise grading plans
and in the field during grading. f
' LIMITATIONS .
i
The findings and recommendations presented lin this report are based upon an interpolation of the soil
conditions between the exploratory 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.
f
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 operation by a representative of Sladden
' Engineering. All recommendations are considered to be tentative pending our review of the- grading
operation 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 'Sladde'n Engineering.
i
I
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.
ADDITIONAL SERVICES
i
Once completed, final project plans and specifications should be reviewed by use prior to construction to
' confirm that the full intent of the recommendations presented herein have been applied to design and .
construction. Following review of plans and splecifications, observationshould be performed by the Soil
Engineer during construction to document thatlfoundation elements are founded on/or penetrate into the
recommended soil, and that suitable backfill I soil is placed upon competent materials and properly
' compacted at the recommended moisture content.
Tests and observations should be performed during grading 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 acceptable ASTM test methods. The minimum
acceptable degree of compaction should ' be 90 percent for subgrade soils and 95 percent for Class II aggregate. base 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.
Sadden Engineering
' f -
{
June 29, 2010. -12- Project No. 544-10095
10-06-14'2..
REFERENCES ,
Blake, T., 2000, EQFAULT and EQSEARCH, Computer Programs for Deterministic and Probabilistic
Prediction of Peak Horizontal Acceleration from Digitized California Faults.
Boggs, S. Jr., 2001 , "Principles of Sedimentol and Stratigraphy", Prentice Hall, third edition
gg ( ) P fgY
California Building Code (CBC), (2007), California Building Standards Commission.
Cao T., Bryant, W.A., Rowshandel B., Branum D., Wills C.J., (2003), "The Revised 2002 California
Probabilistic Seismic Hazard Maps".
'GoogleEarth.com, 2010, Vertical Aerial Photograph -for the La Quinta area, California, Undated, Variable
Scale..
Hart, E. W.,.and.Bryant,W.. A., Revised 1997, Fault -Rupture Hazard Zones_in California, Alquist-Priolo
Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps: State of California,
Department of Conservation, Division of Mines and Geology Special Publication 42. 38 Pages.
Supplements 1 and 2 were added on 1999.
A ,
Jennings, Charles W. (Compiler), 1994, Fault Activity Map of California and Adjacent Areas, California.
Division of Mines and Geology, Geologic Data Map No. 6'
{ .
Riverside County Land Information Systems (RCLIS),available at
http://www.tlma.co.riverside.ca.us/gis/gisdevelop.html.
4
Rogers T.H (compiler), Jenkins, O.P (edition) (1965), Geologic Map of California, Santa Ana Sheet, sixth
printing 1992, California Division of Mines and Geology, 1: 250,000.
1
TerraSever, 'Inc., 2002, Aerial Photographs and Topographic Maps at Various Scales. Available at
www.terraserve.com
Tyley, S.J., (1974) Analog Model Study of the Ground -Water Basin of the Upper Coachella Valley,
California, Geological Survey Water-Suppley Paper 2027.
United States Geological Survey (USGS) (1980) La Quinta 7.5 Minute Quadrangle Map, 1:24000.
United States Geological Survey (USGS) (2007), "Detection and Measurement of Land Subsidence Using
Global Positioning System and Interferometric Synthetic Aperture Radar, Coachella Valley,
California, 1996-2005", Scientific Investigations Report 2007-5251.
United States Geological Survey (USGS) (2009), "Seismic Hazard Curves and Uniform Response Spectra,
Version 5.0.9a", updated 10/21/2009. 1
Sladden Engineering
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SITE LOCATION MAP FIGURE
4
Project Nu ber: 544-10095
Report Number: 10-06-142
Sladd�n Engineering Date: June 29, 2010
W90
f1i
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EXPLANATION OF SITE UNITS
�_ _ :. •
Alluvium
Quaternary lake deposits
9 Mml _JW- 9 10
Source: Rogers (1965)
REGIONAL GEOLOGIC MAP
Project Number: 67t, E, 5
Report Number:
June 29,2010
N Ah
a
M rLIVEr�wy—
U
W,
Mrilgwl. MW
SPAR
OEM
EXPLANATION OF SITE UNITS
�_ _ :. •
Alluvium
Quaternary lake deposits
9 Mml _JW- 9 10
Source: Rogers (1965)
REGIONAL GEOLOGIC MAP
Project Number: 67t, E, 5
Report Number:
June 29,2010
hg -
CD
�X • _
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ter'
�- -�
::B-3 'Approximate Borehole Location and Designation
BOREHOLE LOCATION PLAN M FIGURE
Project Number: 544-10095
Report Number: 10-06-142' ti;
Sladden Engineering Date: ! June 29, 2010
' APPENDIX A :.
FIELD EXPLORATION
For our field investigation three (3) exploratory bores were excavated utilizing a truck mounted hollow
stem auger rig. (Mobile B-61). Continuous i logs of the materials encountered were made. by a
' representative of Sladden Engineering. Materials encountered in the boreholes were classified in
accordance with-the.Unified Soil Classification System which is presented in this appendix.
Representative undisturbed samples were obtained within our borings by driving a thin-walled steel
penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a
140 pound automatic-trip hammer dropping approximately 30 inches (ASTM D1586). The number of
' blows required to drive the samplers 18 inches was recorded in 6-inch increments and blowcounts are
indicated on the boring logs.
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.
A
t
1
r
i
j
l Sladden Engineering
t
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
TYPICAL NAMES
GW
WELL GRADED GRAVEL -SAND MIXTURES
CLEAN GRAVELS
w
GRAVELS
WITH LITTLE OR NO
v)
FINES '
GP
POORLY GRADED GRAVELS, GRAVEL -SAND
o
t
MIXTURES
SILTY GRAVELS, POORLY -GRADED GRAVEL -
z
MORE THAN HALF
,4
COARSE FRACTION IS
GM
SAND -SILT MIXTURES
O x
LARGER THAN No.4 SIEVE
GRAVELS WITH OVER
CLAYEY GRAVELS, POORLY GRADED GRAVEL-
x
SIZE
12% FINEST
P14z
GC
SAND -CLAY MIXTURES
SW
WELL GRADED SANDS, GRAVELLY SANDS
cf) w
SANDS
CLEAN SANDS WITH
LITTLE OR NO FINES
SP
POORLY GRADED SANDS, GRAVELLY SANDS
" MORE THAN HALF
SILTY SANDS, POORLY GRADED SAND -SILT
w
COARSE FRACTION IS
SM
MIXTURES
1:4
SMALLER THAN No.4
SANDS WITH OVER
CLAYEY SANDS, POORLY GRADED SAND -CLAY
SIEVE SIZE
12%° FINES,
Sc
(
MIXTURES
INORGANIC SILTS & VERY FINE SANDS, ROCK
ML
FLOUR, SILTY OR CLAYEY FINE SANDS, OR
CLAYEY SILTS WITH SLIGHT PLASTICITY
E.
INORGANIC CLAYS OF LOW TO MEDIUM
SILTS AND CLAYS
CL
PLASTICITY, GRAVELLY CLAYS, SANDY
co a
LIQUID LIMIT LESS THAN 50 .
CLAYS, SILTY CLAYS CLEAN CLAYS
OL
ORGANIC CLAYS AND ORGANIC SILTY CLAYS
U) W�
n
i
cdw
OF LOW PLASTICITY
w g
INORGANIC SILTS, MICACEOUS OR
MH
DIATOMACIOUS FINE SANDY OR SILTY SOILS,
w z
I
ELASTIC SILTS
CH
INORGANIC CLAYS OF HIGH PLASTICITY,, FAT
z
SILTS AND CLAYS: LIQUID LIMIT GREATER THAN
El
50
CLAYS
w
.x
OH
ORGANIC CLAYS OF MEDIUM TO HIGH
PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS
Pt
PEAT AND OTHER HIGHLY ORGANIC. SOILS
EXPLANATION OF BORE LOG SYMBOLS
_California Split -spoon Sample
Unrecovered Sample
Standard Penetration Test Sample
' Note: The stratification lines on the
borelogs represent the approximate
. Groundwater depth boundaries between the soil types; the
transitions may be gradational.
A-1
a
BORE LOG
SLADDEN ENGINEERING
Drill Rig: Mobil B-61
Date Drilled: 6/22/2010
Elevation:
--40 Feet (AMSL)
Boring No: B-1
�°'CD
x
CD
u75
0v
oE
Q,
w
U
Description
V
U)
c
r
o
i
$
0.
aE
vCU
cn
rro
w
0
0
1 Q
Q
U
4.0" AC over 3.0" Base
4/5/5
1
2
42.5
8.8
95.3
2
Silty Sand (SM); yellowish brown, moist, loose, fine-grained (Ql-Qal)
4
3/4/5
37.9
8.6
95.2
6
Silty Sand (SM); yellowish brown, moist, loose, fine-grained (Ql-Qal)
8
2/3/4
46.2
8.1
10
12
Silty Sand (SM); yellowish brown, moist, loose, fine-grained (Q1-Qal).
14
4/4/7
60.9
8.1
97.6
16
Sandy Silt (ML); grayish brown, moist, medium stiff, low plasticity
(QI-Qal).
18
2/2/3
89.6
31.6
20
22
Silt (ML); light yellowish brown, moist, medium stiff,.low plasticity
(QI-Qal).
-24-
3/4/4
68.6
19.8
96.0
26
Sandy Silt (ML); grayish brown, moist, medium stiff; low plasticity
with clay (CL) laminations (Ql-Qal).
28
3/5/5
78.9
16.4
30
-32-
2345/6/12
Sandy Silt (ML); yellowish brown, moist, stiff, low plasticity (Q1-Qal).
34-
5/6/12
62.4
14.9
97.7
36
Sandy. Silt (ML); yellowish brown, moist, stiff, low plasticity (QI-Qal).
-38-
3/6/7
64.5
12.5
40
-42-
Sandy Silt (ML); yellowish brown, moist, stiff, low plasticity (Q1-Qal).
-44-
8/11/15
8/11/15
29.7
9.7
101.4
46
Silty Sand (SM); yellowish brown, moist, medium dense, fine-grained
with trace gravel (QI-Qal).
48
Sand (SP); gray, dry, medium dense, fine-grained (Q1-Qal).
9/10/10
10.4
4.2
50
Completion Notes:
PROPOSED NEW FITNESS CENTER
Terminated at -51.5 feet bgs. f
TRADITIONS GOLF CLUB
Project No: 544-10095
Page
1
No Bedrock Encountered.
Report No: 10-06-142
No Groundwater or Seepage Encountered.
7
BORE LOG,.
SLADDEN ENGINEERING
Drill Rig: Mobil B-61
I Date Drilled: 6/22/2010
I Elevation:
-40 Feet (AMSL)
Boring No` B-2
x
c
o
0
:3
o.
'*
¢
v
Description
o
U
U)
o
v
v
o
U')
C1
W
W
o
Q
O
U
4.0" AC over 3.0" Base
Silty Sand (SM); yellowish brown, moist, loose, fine-grained (Ql-Qal)
2/4/3
42.0
7.8 "
91.7
2
4
2/3/5
66.5
21.2
84.4
6
Sandy Silt (ML); yellowish brown, moist, medium stiff, low plasticity
(Ql-Qal).
8
3/3/3
-
59.6
-
10.4
i0
12
Sandy Silt (ML); yellowish brown, moist, medium stiff, low plasticity
(QI-Qal) K -
14
4/5/7
65.0
12.1
98.7
16
Sandy Silt (ML); yellowish brown, moist, medium stiff, low plasticity
(QI-Qal).
18
2/3/4
86.4
25.6
20
22
Clayey Silt (ML); light yellowish brown, moist, medium stiff, low
plasticity (Ql-Qal).
24
3/5/7
95.6
33.8
87.1
26
Sandy Silt (ML); yellowish brown, moist; medium stiff, low plasticity
(QI-Qal).
-28-
830
4/5/5
59.5
13.4
-30_
Sandy Silt (ML); yellowish brown, moist, medium stiff, low plasticity
(QI-Qal).
-32-
-34-
Terminated at -31.5 feet bgs.
No Bedrock Encountered
No Groundwater or Seepage Encountered. "
36
38
40
42
-44-
4464850
-46-
-48-
50
Completion Notes:
PROPOSED NEW FITNESS CENTER
TRADITIONS GOLF CLUB
'
Project No: 544-10095
Page
2
Report No: 10-06-142
i
t
• BORE LOG
SLADDEN ENGINEERING
Drill Rig: Mobil B-61
Date Drilled: 6/22/2010
Elevation:
-40 Feet (AMSL)
Boring No: B-3'
°=
oE
o
�
u
Q,
v
w
u
Description
°?
n
U
m
U)�
m
G
�.
30
�
Q
v
v
m
V)
W
ca
W
o
0-0
Q
I]
4.0" AC over 3.0" Base
2
Silty Sand (SM); yellowish brown, moist, fine-grained (Ql-Qa1)
4
3/5/5
48.3-
7.7
98.4
6
Silty Sand. (SM); yellowish brown, moist, loose, fine-grained (Ql-Qal)
8
4/4/6
40.0
6.0
94.1
10
Silty Sand (SM); yellowish brown, moist, loose, fine-grained (Ql-Qal) .
-
- --
12
-
14
4/7/7
71.9
10.7
93.9
16
Sandy Silt (ML); light yellowish brown, moist, stiff, low plasticity (Ql-
Qal)• .
-18-
3/6/9
90.9
35.1
88.0
_20-
Clayey Silt (ML); light yellowish brown, moist, stiff, low plasticity (Ql
Qal).
22
�
-24-
}
Terminated at. •-21.5 feet bgs.
No Bedrock Encountered
No Groundwater or Seepage Encountered.
26
�
-
28
30
32
34
r.
6
-36-
-38-
3840
-40-
_42-
4244464850Completion
-44-
-46-
-48-
-50-
CompletionNotes:
PROPOSED NEW FITNESS CENTER
'TRADITIONS GOLF CLUB
Project No: 544-10095
Page
3
Report No: 10-06-142
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 soils underlying the site. This testing was
performed in order, to estimate the engineering characteristics of the soil and to serve as a basis for
selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing.
This testing including consolidation, shear strength and expansion testing was performed in order to
provide a means of developing specific design" recommendations based on the mechanical properties of
the soil.
CLASSIFICATION AND COMPACTION TESTING
Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and
measured in order to determine -its unit weight. A small portion of each sample was then subjected to
testing in order to determine its moisture content. This was used in order to determine the dry density of
the soil in its natural condition. The results of this testing are shown on the Boring Logs.
Maximum Density -Optimum Moisture De'te'rminations: 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 these tests 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.
i
Classification Testing: Soil samples were, selected for classification testing. This testing consists of
mechanical grain 'size analyses. This provides information for developing classifications for the soil in
accordance with the Unified Soil Classification System which is presented in the preceding appendix.
This classification system categorizes the soil into groups having similar engineering characteristics. The
results of this testing is very useful in detecting variations in the soil and in selecting samples for further
testing.
SOIL MECHANIC'S TESTING
Expansion Testing: One (1) bulk sample was selected for Expansion testing. Expansion testing. was
performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4 -inch diameter
by 1 -inch thick test specimens to a moisture content and.dry density corresponding to approximately 50
percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed
to reach equilibrium. At that point the specimens are inundated ' with distilled water. The linear
expansion is then measured until complete.
I
Direct Shear Tests: One (1) bulk sample was selected for Direct Shear Testing. This test measures the
shear strength of the soil under various normal pressures and is used to develop parameters for
foundation design and lateral design. Tests were performed using a recompacted test specimen that was
saturated prior to tests. Tests were performed using a strain controlled test apparatus with normal
pressures ranging from 800 to 2300 pounds per.square foot.
Sladden Engineering
Consolidation Test: One (1)" relatively undisturbed sample was selected for consolidation testing. For this
test, a one -inch thick test specimen was subjected to vertical loads' varying from 575 psf to 11520 psf.
applied progressively. The consolidation at each load increment was recorded prior to placement of each
' subsequent load. The specimens were saturated at 575 psf or.720 psf load increment.
i
1
Sladden Engineering
Slad.den Engineering
450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863
1 _
Maximum Density/Optimum Moisture
ASTM D698/D1557
Project Number: 544-10095 July 1, 2010
Project Name: Traditions Fitness Center
Lab ID Number: LN6-10248 ASTM D-1557 A
' Sample Location: B -I Bulk @ 0-4' Rammer Type: Machine
Description: Dark Brown Silty Sand (SM)
' Maximum Density: 105.5 pcf
Optimum Moisture: 16%
1-
Sieve Size 1% Retained
_ -
-3/4"-
3/8"
3/4" 3/8"
#4
'
145
140
1
135
130
u
125
1✓
�y
120
A
A
115
110
105
'
100
0 5 1 1 0 15 20 25
' Moisture Content, %
t
1. Buena Park • Palm Desert • Hemet
Sladden En ineerin
450 Egan Avenue, Beaumont, CAA 92223 (951) 845-7743 Fax (951) 845-8863
I ,
Expansion. Index
rASTM D 4829
1 Job Number: 544-10095
Job Name: Traditions Fitness Center
1 Lab.ID Number: LN6-10248 .;
Sample ID: B-1 Bulk 1 a 0-4'
1 Soil Description- Dark Brown Silty Sand (SM)
1
1
1
Wt of Soil + Ring:
556.0
Weight of Ring:
192.9
Wt of Wet Soil:
,
363.1 r
Percent Moisture:
13.5% 1
Wet Density, pcf: 110.0 I
1
Dry DenstiY, p cf 96.9
Fo Saturation: 49.4
1 Expansion Rack # 4 ;
1
Date/Time
6/29/2010
1 11:501AM
Initial Reading
. 0.0000
Final Reading
0.0023 !
Expansion Index
1 (Final - Initial) x 1000
1
1
2.
I
i
Buena Park} Palm Desert • Hemet
July 1', 2010
Sladden Engineering
450 Egan Avenue, Beaumont, CA.92223 (951) 845-7743 Fax (951) 845-8863
Direct Shear ASTM D 3080-04
(modified for unconsolidated condition)
a
Job Number: 544-10095 July 1, 2010
' Initial D Density: 94.5 cf
Job Name Traditions Fitness Center n' y p
Lab ID No. LN6-10248 Initial Mosture Content: 16.1%
Sample ID B-1 Bulk l'-@ 0-4' Peak Friction Angle (0): 32°
Classification Dark Brown Silty Sand (SM) Cohesion (c): 160 psf
Sample Type Remolded @ 90% of Maximum Density
Test Results
i
2'
3
4
Average
Moisture Content, %
25.4.
; . 25.4
25.4
25.4
25.4
Saturation, %
87.7
87.7
87.7
87.7
87.7
Normal Stress, kps
0.739
1 1.479
1 2.958.
5.916
Peak Stress, kps0.592
1.118
2.039
3.860
A Peak Stress Linear (Peak Stress)
5.0
y 4.0
a 3.0
2.0 --
CIO) _ ----
1.0
0.0
0 1 2 ! 3 4 5 6
1 Normal Stress, kps
I
i
' Buena Park • Palm Desert • Hemet
t
Sladden Engineering
' 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
}
' Gradation
ASTM C117 & C136
i
Project Number: 544-10095 July 1,2010
Project Name: Traditions Fitness Center
' Lab ID Number: LN6-10248
Sample ID: B-1 Bulk 1 @ 0-4' Soil Classification: SM
' Sieve {Sieve Percent
Size, in Size, mm Passing
2" 50.8 100.0.
' 1 1/2" 38 1 100.0
1 , 25.4 100.0
3/4" - ! 19.1 100.0 -
'
1/2" i 12.7 99.3
3/8" � 9.53 99.2
#4 4.75 98.9
#8 ` 2.36 98.6
#16 1.18 98.4
'#30. ' 0.60 98.0
#5096.4
96.4
#100 1'0.15 85.1
#200 10.075 47.4
100.0
1
90.0
80.0
70.0
60.0
� f
' En En 50.0
a.
0 40.0
' 30.0
20.0 jLL
IUEI
' t 10.0 ,
0.0
' 100.000 10.000 11.000. 0.100 0.010 0.001
Sieve Size, mm
' Buena Park • Palm Desert •Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
3
Gradation
ASTM C117 & C136
Project Number: 544-10095
Project Name: Traditions Fitness Center'
Lab ID Number: LN6-10248
Sample ID: B-3 #1 @ 5' Soil Classification: SM
Sieve Sieve Percent
Size, in 1 Size; mm Passing
1 25.4 100.0
3/4" 1.9:1. 100.0
1/2" k 12.7 100.0
3/8" 9.53 - 100.0
#4 4.75 100.0
#8 2.36 100.0
#16 1.18. 100.0
#30 0.60 99.9
#50 I 0.30 98.7
#100 0.15 85.5
#200 1 0.074 48.3
100
90
80
70
60
cn
A
N 50
Cd
a
40
30
20
10
0
1(
July 1, 2010
10.000
10.000. 1.000 0.100
Sieve Size, mm
Buena Part: • Palm Desert • Hemet
s
0.010 0.001
Sladden Engineering
450 Egan Avenue, Beaumont, CA! 92223 (951) 845-7743 Fax (951) 845-8863
' One Dimensional Consolidation
ASTM D2435 & D5333
' Job Number: 544-10095 July 1, 2010
Job Name: Traditions Fitness Center
+
Lab ID Number: LN6-10248 ! Initial Dry Density, pcf: 81.4
Sample ID: B-2 #2 @ 5' Initial Moisture; %: 21.2
Soil"Description: Dark Brown Sandy Silt w/Clay Lenses (SM) Initial Void Ratio: 1.048
Specific Gravity: 2.67
Hydrocollapse: 0.2% @ 0.702 ksf
% Change in Height'vs Normal Presssure Diagram .
}
0 Before Saturation —6 —After Saturation
i
E) Rebound + --*— Hydro Consolidation
'
1
0
-1
-2 .
'
-3
-4
-5
a
R
U
o
-6
-7 +
{
I
-8 j +
--9
+
j
i
-10 4
0.1 1.0 10.0
+ Normal Load (ksf)
' Buena Park • Palm Desert • Hemet
+
100.0
I
5
i
rSladden Engineering
6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369.
45090 Golf Center Pkwy, Suite F,:Indio, CA 92201 (760) 863=0713 Fax (760) 863-0847 -
r 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
1
r i
I
Date: July 1, 2010
Account No.: 544-10095
rCustomer: Traditions Golf Club
Location: Traditions Fitness Center, La Quinta
Analytical Report
1 �
}
Corrosion Series
pH Soluble Sulfates Soluble Chloride Min. Resistivity
per CA 643 per CA 417 } per CA 422 per CA 643
' Ppm Ppm ohm -cm
730
B-1 @ 0-4'. 8.4 230 260
r .
r i •
r
r• C Rpt 544-10095 070110.doc
K l ;