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EIR (SCH # 2019011044)
Technical Appendices
APPENDIX E
Geotechnical Investigation Report
Prepared by
Sladden Engineering
45090 Golf Center Parkway, Suite F
Indio CA 92201
December 7, 2018
E-1
GEOTECHNICAL INVESTIGATION
PROPOSED DESERT WA VE RESORT
SURF LAGOON
RESORT HOTELS & RELATED AMENITIES
DESERT WILLOW COMPLEX
PALM DESERT, CALIFORNIA
-Prepared By
Sladden Engineering
45090 Golf Center Parkway, Suite F
Indio, California 92201
(760) 772·3893
S/adden Engineering
Sladden Engineering
45090 Golf Center Parkway, Suite F, Indio, California 92201 (760} 863-0713 Fax (760) 863-0847
6782 Stanton Avenue, Suite C, 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
December 7, 2018 Project No. 544-18228
18-12-602
Desert Wave Ventures, LLC
P.O. Box 147
Solana Beach, California 92075
Subject:
Project:
Geoteclmical Investigation
Proposed Desert Wave Resort
Desert Willow Complex
Palm Desert, California
Sladden Engineering is pleased to present the results of the geotechnical investigation performed for the
proposed Desert Wave Resort to be constructed south of the Desert Willow Golf Resort clubhouse in the
City of Palm Desert, California. Our services were completed in accordance with our proposal for
geotechnical engineering services dated June 21, 2018 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 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 criteria 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 should be feasible from a
geotechnical perspective provided the recommendations presented in this report are implemented into
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.
Respectfully submitted,
SLADDEN ENGINEERING
Matthew J. Cohrt
Principal Geologist
Copies: 4/ Addressee
James W. Minor Ill
Project Geologist
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Brett L. Anderson
Principal Engineer
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Stadden Engineering
GEOTECHNICAL INVESTIGATION
PROPOSED DESERT WA VE RESORT
NORTH OF COUNTRY CLUB DRIVE
DESERT WILLOW COMPLEX
PALM DESERT, CALIFORNIA
TABLE OF CONTENTS
INTRODUCTION .................................................................................................................................... 1
PROJECT DESCRIPTION ....................................................................................................................... 1
SCOPE OF SERVICES ............................................................................................................................. 2
SITE CONDITIONS ................................................................................................................................ 2
GEOLOGIC SETTING ............................................................................................................................ 3
SUBSURFACE CONDITIONS ................................................................................................................ 3
SEISMICITY AND FAULTING .............................................................................................................. 4
CBC DESIGN PARAMETERS ................................................................................................................ 5
GEOLOGIC HAZARDS .......................................................................................................................... 5
CONCLUSIONS ...................................................................................................................................... 7
EARTHWORK AND GRADING .......................................................................................................... 8
Site Clearing ..................................................................................................................................... 8
Preparation of the At-Grade Structure Areas ............................................................................... 8
Preparation of the Below-Grade Structure Areas ........................................................................ 8
Fill Placement and Compaction ..................................................................................................... 8
Shrinkage and Subsidence .............................................................................................................. 8
TEMPORARY EXCAVATIONS ............................................................................................................ 9
CONVENTIONAL SHALLOW SPREAD FOOTINGS ...................................................................... 10
SLABS-ON-GRADE ................................................................................................................................ 11
STRUCTURAL MAT SLABS ....................................................................................... 11
RETAINING WALLS .............................................................................................................................. 11
PRELIMINARY PAVEMENT DESIGN ................................................................................................ 12
CORROSION SERIES ............................................................................................................................. 12
UTILITY TRENCH BACKFILL ............................................................................................................. 13
EXTERIOR CONCRETE FLA TWORK ................................................................................................. 13
DRAINAGE .............................................................................................................................................. 13
LIMITATIONS ......................................................................................................................................... 13
ADDITIONAL SERVICES ...................................................................................................................... 14
REFERENCES .......................................................................................................................................... 15
FIGURES-
APPENDIX A-
APPENDIXB
APPENDIXC-
Site Location Map
Regional Geologic Map
Borehole/Test Pit Location Plan
Field Exploration
Laboratory Testing
Seismic Design Map and Report
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Stadden Engineering
December 7, 2018 1
INTRODUCTION
Project No. 544-18228
18-12-602
This report presents the results of the geotechnical investigation performed by Sladden Engineering
(Sladden) for the proposed Desert Wave Resort complex to be constructed on the north side of Country
Club Drive just south of the Desert Willow Resort clubhouse in the City of Palm Desert, California. The
site is located at approximately 33.7640 degrees north latitude and 116.3673 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, foundation design and the design of various site improvements. This
study also includes a review of published and unpublished geotechnical and geological literature
regarding seismicity at and near the subject site.
PROJECT DESCRIPTION
Based on the preliminary Site Plan (delawie, 2018), it is our understanding that the proposed project will
consist of constructing a two-directional surf lagoon, surrounding viewing decks, cabanas and various
amenities, a two-story surf center with subterranean parking, 2 three-story hotel buildings with
subterranean parking, a two-story spa building and numerous guest villas on the site. The preliminary
plans indicate that the proposed project will also include paved driveways/access roadways, parking lots,
concrete flatwork, underground utilities and various associated site improvements.
Based upon the preliminary project plans, we expect that the proposed surf lagoon and wave generators
will be enclosed within cast in place reinforced concrete walls supported upon conventional shallow
spread footings and/or structural mat slabs. We expect that the proposed resort hotels and surf center
will consist of two (2) to three (3)-story wood-frame sh·uctures overlying subterranean parking levels of
cast in place reinforced concrete construction supported on conventional shallow spread foundations and
concrete slabs on grade. We expect that the two-story spa building and the remainder of the guest villas
and amenity structures will be of lightweight wood-frame construction supported upon conventional
shallow spread footings and concrete slabs on grade.
Specific foundation loading information was not available at the time of the preparation of this report.
Based on our experience with multi-story reinforced concrete and wood-frame structures, we expect that
isolated column loads will be up to 300 kips and continuous wall loads will be up to 8.0 kips per linear
foot for the proposed resort hotel buildings. Based on our experience with relatively lightweight
structures, we expect that isolated column loads will be less than 30 kips and continuous wall loads will
be less than 3.0 kips per linear foot for the surf center, spa building, various guest villas and amenity
buildings. If these assumed loads vary significantly from the actual loads, we should be consulted to
verify the applicability of the recommendations provided.
We expect that the surf lagoon and wave generator structures will be of cast in place reinforced concrete
construction and will include subterranean walls and up to 15 feet in height. The applied loads
associated with the wave generating equipment are not known at this time.
Stadden Engineering
December 7, 2018 2 ProjectNo.544-18228
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Sladden anticipates that grading within the resort hotel, surf center and surf lagoon will include
excavations up to 15 feet in depth to accommodate the subterranean parking levels, lagoon enclosure
walls and wave generating equipment. We expect that the grading within the remainder of the site will
be limited to minor cuts and fills to accomplish the desired surface grades and provide adequate
gradients for site drainage. This does not include the removal and re-compaction of the primary
foundation bearing soil within the building and foundation areas. 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.
SCOPE OF SERVICES
TI1e purpose of our investigation was to determine specific engineering maracteristics 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 fourteen (14) exploratory boreholes and
eleven (11) test pits to depths between approximately 10 and 71 feet below the existing ground surface
(bgs). Specifically, our site characterization consisted of the following tasks:
• Site reconnaissance to assess the existing surface conditions on and adjacent to the site.
• Advancing fourteen (14) exploratory boreholes and eleven (11) test pits to depths between
approximately 10 and 71 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.
• Performing laboratory testing on selected samples to evaluate pertinent engineering maracteristics.
• Reviewing geologic literature and discussing geologic hazards.
• Performing engineering analyses to develop recommendations for foundation design and site
preparation.
• The preparation of this report summarizing our work at the site.
SITE CONDITIONS
The subject property is located north Country Club Drive just south of the Desert Willow Golf Resort
clubhouse complex in the City of Palm Desert, California. The property is formally identified by the
County of Riverside as APN: 620-420-023 and occupies approximately 14.65 acres.
The parcel identified as APN: 620-420-023 consists of undeveloped desert land. The ground surface is
relatively level with a gentle descending slope to the south. The property is surrounded by golf course
fairways to the soutl1 east and west and by a paved parking lot and the Desert Willow clubhouse complex
to tl1e north. Scattered desert brush and weeds exist throughout the property. Abandoned irrigation
systems remain on the ground surface throughout the site.
Stadden Engineering
December 7, 2018 3 Project No. 544-18228
18-12-602
No natural ponding of water or surface seeps were observed at or near the site during our investigation
conducted on November 7, 2018 and November 19, 2018. Site drainage appears to be controlled via sheet
flow and surface infiltration. Regional drainage is provided by the Whitewater River that is located
approximately 1.8 miles south of the project site.
GEOLOGIC SETTING
The project site is located within the Colorado Desert Physiographic Province (also referred to as the
Salton Trough) that is characterized as a northwest-southeast trending 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 tl1e east and extends through the Imperial Valley
into the Gulf of California on tl1e south.
A relatively thick sequence (20,000 feet) of sediment has 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 tl1ese sediments has
been the Colorado River. The mountains surrounding the Coachella Valley are composed primarily of
Precambrian metamorphic and Mesozoic "graniticu 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' ms!). 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' ms!). 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.
TI1e site has been mapped by Rogers (1965) to be immediately underlain by Quaternary-age dune sand
(Qs). The regional geologic setting for the site vicinity is presented on the Regional Geologic Map (Figure
2).
SUBSURFACE CONDITIONS
TI1e subsurface conditions at the site were investigated by drilling fourteen (14) exploratory boreholes
and eleven (11) test pits to depths between approximately 10 and 71 feet bgs. The approximate locations
of the boreholes and test pits are illustrated on the Borehole/Test Pit 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 and the test pits were excavated witl1 a track mounted mini
excavator. A representative of Sladden was on-site to log the materials encountered and retrieve samples
for laboratory testing and engineering analysis.
Stadden Engineering
December 7, 2018 4 Project No. 544-18228
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During our field investigation a thin mantel of fill/disturbed soil was encountered to a maximum depth of
approximately two (2) to three (3) feet bgs. The artificial fill/ disturbed soil appeared to mantel the entire
site. The soil throughout the depth of our bores consisted primarily of fine grained sand of alluvial and
eolian deposition. The sandy soil was very uniform in composition and appearance throughout the
depth of our bores. The soil throughout the site appeared relatively firm to dense. In general density
increased with depth. The artificial fill and native sandy soil was found to be generally dry throughout,
fine-grained and grayish brown in in-situ color.
The final logs represent our interpretation of the contents of the field logs, and the results of the
laboratory observations and tests of the field samples. The final logs are included in Appendix A of this
report. The stratification lines represent the approximate boundaries between soil types although the
transitions may be gradual and variable across the site.
Groundwater was not encountered to a maximum explored depth of 71 feet bgs during our field
investigation. Based upon available groundwater maps, the depth to groundwater is in excess of 200 feet
in the vicinity of the site. It is our opinion that groundwater should not be a factor in design or during
the construction of the proposed project.
SEISMICITY AND FAULTING
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. An active fault is defined by the State of California as a
"sufficiently active and well defined fault" that has exhibited surface displacement within the Holocene
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).
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 (1999).
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.
Stadden Engineering
December 7, 2018 5
TABLE 1
CLOSEST KNOWN ACTNE FAULTS
Fault Name Distance
(Km)
San Andreas - Coachella 8.7
San Andreas - Southern 8.7
Burnt Mountain 20.2
San Andreas - San Bernardino 20.5
Eureka Peak 22.8
SanJacinto-Anza 34.5
San Jacinto - Coyote Creek 36.5
Pinto Mountain 39.3
*8.2 for multiple segment rupture.
2016 CBC SEISMIC DESIGN PARAMETERS
Project No. 544-18228
18-12-602
Maximum
Event
7.2*
7.2*
6.5
7.5*
6.4
7.2
6.8
7.2
Sladden has reviewed the 2016 California Building Code (CBC) and summarized the current seismic
design parameters for the proposed structures. The seismic design category for a structure may be
determined in accordance with Section 1613 of the 2016 CBC or ASCE7. According to the 2016 CBC, Site
Class D may be used to estimate design seismic loading for the proposed structures. T11e 2016 CBC
Seismic Design Parameters are summarized below. The project Design Map Reports (USGS, 2018a) are
included within Appendix C.
Risk Category (Table 1.5-1): I/II/Ill
Site Class (Table 1613.3.2): D
Ss (Figure 1613.3.1): 1.672g
S1 (Figure 1613.3.1): 0.793g
Fa (Table 1613.3.3(1)): 1.0
Fv (Table 1613.5.3(2)): 1.5
Sms (Equation 16-37 {Fa X Ssl): 1.672g
Sml (Equation 16-38 {Fv X SI}): 1.190g
Sos (Equation 16-39 {2/3 X Smsl): 1.115g
SDI (Equation 16-40 {2/3 X Sml}): 0.793g
Seismic Design Category: E
GEOLOGIC HAZARDS
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, and the quality and type of construction. Geologic hazards
and their relationship to the site are discussed below.
Stadden Engineering
December 7, 2018 6 ProjectNo.544-18228
18-12-602
I.
II.
III.
IV.
V.
VI.
VII.
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),
and CDMG (1974), known faults are not mapped on or projecting towards the site (Figure
4). 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, 2018). 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 be considered "low".
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=)
that could be experienced at the site. Based on the USGS Unified Hazard Tool (USGS,
2018b) shear wave velocity (Vs30) of 259 m/s, the site could be subjected to ground motions
on the order of 0.598g. 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.
Liquefaction. The project site is situated within a County of Riverside designated
"moderate" liquefaction potential zone (RCPR, 2018). Liquefaction is the process in which
loose, saturated granular soil loses 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 each of the following conditions apply: liquefaction
susceptible soil, groundwater within a depth of 50 feet or less, and strong seismic shaking.
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 lique_f~cti,011 and
liquefaction related hazards should be considered negligible. I [J I I;: , '11' Lj uL 1rJ
Tsunamis and Seiches. Because the site is situated at an inland location and is not
immediately adjacent to any impounded bodies of water, risks associated with tsunamis
and seiches are considered negligible.
Slope Failure, Landsliding, Rock Falls. 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.
Expansive Soil. Generally, the site soil consists of silty sand (SM). Based on the results of
our laboratory testing (El=0), the materials underlying the site are considered to have a
"very low" expansion potential. However, the expansion potential of the surface soil
should be reevaluated after remedial grading.
Static Settlement. Static settlement 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 static settlement is calculated
to be approximately 1 inch when considering the recommended bearing pressures. As a
practical matter, differential static settlement between footings can be assumed as one-half
of the total settlement.
Sladden Engineering
December 7, 2018 7 Project No. 544-18228
18-12-602
Vill. Subsidence. Land subsidence can occur in valleys where 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 (umecoverable)
deformation of an aquifer system.
Although recent investigations have documented significant subsidence within the
Coachella Valley (USGS, 2007), no 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. There was no evidence of fissures or
ground cracks at the project site.
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.
IX. 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). 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.
X. Flooding and Erosion. No signs of flooding or erosion were observed during our field
investigation. However, risks associated with flooding and erosion should be evaluated
and mitigated by the project design Civil Engineer.
CONCLUSIONS
Based on the results of our investigation, it is our professional opinion that the project should be feasible
from a geoteclmical perspective provided that the recommendations provided in this report are
incorporated into design and carried out through construction. The main geotechnical concerns are the
presence of artificial fill/disturbed soil and potentially loose near surface native soil.
The near surface soil appeared loose and dry. We recommend that remedial grading within the proposed
new building and foundation areas include over-excavation and re-compaction of the artificial fill soil,
tl1e primary foundation bearing soil and any loose native soil encountered during grading. Specific
recommendations for site preparation are presented in the Earthwork and Grading section of this report.
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 tl1e basis of our observations of the materials
encountered, we anticipate that the subsoil will conform to that described by CalOSHA as Type C. Soil
conditions should be verified in the field by a "Competent person" employed by the Contractor.
Stadden Engineering
December 7, 2018 8 Project No. 544-18228
18-12-602
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 applicable portions of
the local grading ordinance. All earthwork should be performed under the observation and testing of a
qualified geotechnical engineer. The following geotechnical engineering recommendations for the
proposed project are based on our supplemental the field investigation program, laboratory testing and
geotechnical engineering analyses.
a. Site Clearing. Areas to be graded should be cleared of any vegetation, associated root systems,
and debris. All areas scheduled to receive fill should be cleared of old fill and any irreducible
matter. The unsuitable materials should be removed off site. Voids left by obstructions should
be properly backfilled in accordance with the compaction recommendations of this report.
b. Preparation of the At Grade Structure Areas: For the various at-grade structures including the
spa building, cabanas and other amenity buildings, all undocumented artificial fill and low
density native surface soil should be removed and re-compacted. In order to provide for firm and
uniform foundation bearing conditions, the primary foundation bearing soil should be over
excavated and re-compacted. Over-excavation should extend to a minimum depth of 3 feet
below existing grade or 3 feet below the bottom of the footings, whichever is deeper. Once
adequate removals have been verified, the exposed native soil should be moisture conditioned to
within two percent of optimum moisture content and compacted to at least 90 percent relative
compaction. The previously removed material may then be placed as compacted engineered fill
as outlined below. Removals should extend at least 5 feet laterally beyond the footing limits.
c. Preparation of the Below-Grade Structure Areas: For structures founded deeper than 5 feet
below existing natural grade including the resort hotel buildings, surf center and surf lagoon, the
primary foundation bearing soil should be over-excavated and re-compacted. Over-excavation
should extend to a minimum depth of 3 foot below the bottom of the footings or structural mat
slabs. Once adequate removals have been verified, the exposed native soil should be moisture
conditioned to witl1in two percent of optimum moisture content and compacted to at least 90
percent relative compaction. The previously removed material may then be placed as compacted
engineered fill as outlined below. Removals should extend at least 2 feet laterally beyond the
footing limits.
c. Fill Placement and 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 a loose condition. If import fill is required, the material should be of a
low to non-expansive nature and should meet the following criteria:
Plastic Index
Liquid Limit
Percent Soil Passing #200 Sieve
Maximum Aggregate Size
Less than 12
Less than 35
Between 15% and 35%
3 inches
S/adden Engineering
December 7, 2018 9 Project No. 544-18228
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The subgrade and all fill soil should be compacted with acceptable compaction equipment, to at
least 90 percent relative compaction. The bottom of the excavations should be observed by a
representative of Sladden Engineering prior to fill placement. Compaction testing should be
performed on all lifts in order to verify proper placement of the fill materials. Table 2 provides a
summary of the excavation and compaction recommendations.
d. 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 should be
between 10 and 15 percent. Subsidence of the surfaces that are scarified and compacted should
be Jess than 1 tenth 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.
TEMPORARY EXCAVATIONS
The preliminary plans indicate that the subject project involves the installation of numerous subsurface
structures. It is our understanding that temporary excavations up to 20 feet in depth may be required to
accomplish the proposed construction. The near surface soil encountered during the subsurface
exploration performed throughout the site consists primarily of fine grained wind-blown sand (SP). The
site soil should be classified as "C" type soil per CAL-OSHA Trenching Guidelines Section 1541.1
Appendix A.
Excavations to depths of 20 feet should have slope cuts no steeper than one horizontal to one vertical
(1 to 1).
It should be noted that the allowable slope configurations provided are adequate for temporary
excavations only. Excavations should not be left open for extended periods of time. We recommend a
maximum exposure period of approximately 6 months.
TI1e allowable slope configurations provided are based on the expected presence of engineered fill soil or
competent native soil throughout the site. The soil exposed within the excavations may vary. If changes
in the soil conditions or caving sands are encountered during excavation, a representative of Sladden
Engineering should be consulted immediately. Additional observations and follow-up testing should be
performed during excavation to confirm the adequacy of the given slope configurations. Particular care
should be taken in the vicinity of previous trenches and other areas of potential inconsistencies and in
areas where significant vibrations may occur.
Construction site safety is the sole responsibility of the Contractor, who shall also be solely responsible
for the means, methods, and sequencing of the construction operations. We are providing this
information solely as a service to our client. Under no circumstances should this information be
interpreted to mean that Sladden Engineering is assuming responsibility for construction site safety or the
Contractor's activities; such responsibility is not being implied and should not be inferred.
WJ
S/adden Engineering
December 7, 2018 10
CONVENTIONAL SHALLOW SPREAD FOOTINGS
Project No. 544-18228
18-12-602
Conventional spread footings are expected to provide adequate support for the proposed resort buildings
and surf lagoon enclosure walls. All footings should be founded upon properly compacted engineered fill
soil and should have a minimum embedment depth of 18 inches measured from the lowest adjacent
finished grade. Continuous and isolated footings should have minimum widths of 12 inches and 24
inches, respectively. Continuous and isolated footings supported upon properly compacted soil may be
designed using allowable (net) bearing pressures of 1800 and 2000 pounds per square foot (psi),
respectively. Allowable increases of 250 psf for each additional 1 foot in width and 250 psi for each
additional 6 inches in depth may be utilized, if desired. The maximum allowable bearing pressure should
be 4,000 psf. The maximum bearing pressure applies to combined dead and sustained live loads.
The allowable bearing pressures 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 recommended allowable bearing pressures, the total static settlement of the shallow footings
is anticipated to be less than one-inch, provided foundation preparations conform to the
recommendations described in this report. Static differential settlement is anticipated to be approximately
one-half of the total settlement for similarly loaded footings spaced up to approximately 50 feet apart.
Lateral load resistance for the spread footings will be developed by passive pressure against the sides of
the footings below grade and by friction acting at the base of the footings. An allowable passive pressure
of 275 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 soil. Under seismic and wind loading conditions, the passive pressure and
frictional resistance may be increased by one-third.
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. TI1e
excavations should be trimmed neat, level and square. All loose, disturbed, sloughed or moisture
softened soil 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.
SLABS-ON-GRADE Is
lJ
In order to provide uniform support, concrete slabs-on-grade must be placed on properly compacted
engineered fill as outlined in the previous sections of this report. The slab subgrade should remain near
optimum moisture content and should not be permitted to dry prior to concrete placement. Slab
subgrades should be firm and unyielding. Disturbed soil should be removed and replaced with
engineered fill soil 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 and a minimum reinforcement consisting of #3 bars at 18 incl1es on
center in each direction. All slab reinforcement should be supported on concrete chairs to ensure that
reinforcement is placed at slab mid-height.
Stadden Engineering
December 7, 2018 11 Project No. 544-18228
18-12-602
Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a
polyvinyl d1loride 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.
STRUCTURAL MAT SLABS
The use of a structural mat slabs may be considered for the below grade structures associated with the
wave generating equipment. An allowable soil bearing pressure of 3,000 psf (net) may be utilized for the
design of mat slabs at elevations of approximately 10 feet below grade or deeper. The allowable bearing
pressure may be increased by one-third when considering transient live loads, including seismic forces.
A subgrade modulus of approximately 200 psi/inch should be representative of the subgrade soil at the
anticipated subterranean structure depths (10 feet or deeper).
RETAINING WALLS
Retaining walls will be required for the subterranean parking levels and the surf lagoon enclosure.
Cantilever retaining walls may be designed using "active" pressures. Active pressures may be estimated
using an equivalent fluid weight of 35 pcf for level or gently sloping (less than 3H:1V) native backfill soil
acting in a triangular pressure distribution with free-draining backfill conditions. For steeper slopes (ip
to 2H:1V), the active equivalent fluid pressure should be increased to 55 pcf EFP. "At Rest" pressures
should be utilized for restrained walls. At rest pressures may be estimated using an equivalent fluid
weight of 60 pcf for native backfill soil with level free-draining backfill conditions.
According to the 2016 CBC, seismic loads should be considered in the design of earth retaining walls that
will be relied upon for structural support. Retaining walls may be designed utilizing the Monobe-Okabe
(M-O) method. The following design criteria may be used for earth retaining walls up to 15 feet in height.
Seismic pressures may be estimated using uniform load of 20H psf (where His in feet).
We recommend that a back drain be provided behind all retaining walls or that the walls be designed for
full hydrostatic pressures. The back drains should consist of a heavy walled perforated pipe sloped to
drain to outlets by gravity, and of clean, free-draining, three-quarter to one and one-half inch crushed
rock or gravel. The crushed rock or gravel should extend to within one foot of the surface. A Mirafi 140N
filter cloth should be placed between the on-site native material and the drain rock.
We recommend that the ground surface behind retaining walls be sloped to drain. Under no
circumstances should the surface water be diverted into back drains. Where migration of moisture
through walls would be detrimental, the walls should be waterproofed.
u
Stadden Engineering
December 7, 2018 12
PRELIMINARY PAVEMENT DESIGN
Project No. 544-18228
18-12-602
Asphalt concrete pavements should be designed in accordance with Topic 608 of the Caltrans Highway
Design Manual based on R-Value and Traffic Index. An R-Value of 60 was assumed to develop the
following preliminary pavement sections. On-site and any imported soil should be tested for R-Value
after grading. The R-Value of subgrade soil should be consistent with the pavement design. For
Pavement design, a Traffic Index (TI) of 6.5 was used for the on-site pavements. We assumed Asphalt
Concrete (AC) over Class II Aggregate Base (AB). The preliminary flexible pavement design is as follows:
RECOMMENDED ASPHALT PAVEMENT SECTION LAYER THICKNESS
Pavement Material Recommended Thickness
TI =5.0
Asphalt Concrete Surface Course 3.0 inches
Class II Ao:o:regate Base Course 4.0 inches
Compacted Subgrade Soil 12.0 inches
Asphalt concrete should conform to Sections 203 and 302 of the latest edition of the Standard
Specifications for Public Works Construction ("Greenbook"). Class II aggregate base should conform to
Section 26 of the Caltrans Standard Specifications, latest edition. The aggregate base course should be
compacted to at least 95 percent of the maximum dry density as determined by ASTM Method D 1557.
We expect that concrete pavement may be used for some on-site pavement areas. A concrete pavement
section of 6.0 inches of Portland Cement Concrete (PCC) on compact native soil should be adequate for
the on-site concrete pavement subject to light vehicle traffic and occasional heavy truck traffic.
Properly spaced and constructed control joints including expansion joints and contraction joints should
be incorporated into concrete pavement design to accommodate temperature and shrinkage related
cracking. Joint spacing and joint patterns should be established based upon Portland Cement Association
(PCA) and American Concrete Institute (AC!) guidelines.
CORROSION SERIES
The soluble sulfate concentrations of the surface soil were determined to be 180 parts per million (ppm).
TI1e soil is considered to have a "negligible" corrosion potential with respect to concrete. The use of Type
V cement and special sulfate resistant concrete mixes should not be necessary. However, 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.
The pH levels of the surface soil was determined to be 8.8. Based on soluble chloride concentration testing
(50 ppm) the soil is considered to have a "low" corrosion potential with respect to normal grade steel. TI1e
minimum resistivity of the surface soil was found to be 8,200 ohm-cm that suggests tl1e site soil is
considered to have a "low" corrosion potential with respect to ferrous metal installations. A corrosion
expert should be consulted regarding appropriate corrosion protection measures for corrosion sensitive
installations.
Stadden Engineering
December 7, 2018 13
UTILITY TRENCH BACKFILL
Project No. 544-18228
18-12-602
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.
EXTERIOR CONCRETE FLA TWORK
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
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.
LIMITATIONS
111e findings and recommendations presented in this report are based upon an interpolation of the soil
conditions between the exploratory bore locations and extrapolation of these conditions throughout the
proposed building areas. Should conditions encountered during grading appear different than those
indicated in this report, this office should be notified.
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 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.
S/adden Engineering
December 7, 2018 14
ADDITIONAL SERVICES
Project No. 544-18228
18-12-602
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 specifications, observation should be performed by the Soil
Engineer during construction to document that foundation elements are founded on/or penetrate into the
recommended soil, and that suitable backfill 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 AS1M test methods. The minimum
acceptable degree of compaction should be 90 percent for engineered fil soil and 95 percent for Class II
aggregate base as obtained by the ASTM D1557 test method. Where testing indicates insufficient density,
additional compactive effort shall be applied until retesting indicates satisfactory compaction.
Stadden Engineering
December 7, 2018 15
REFERENCES
Project No. 544-18228
18-12-602
Blake, T., 2000, EQFAULT and EQSEARCH, Computer Programs for Deterministic and Probabilistic
Prediction of Peak Horizontal Acceleration from Digitized California Faults.
California Building Code (CBC), 2016, California Building Standards Commission.
California Division of Mines and Geology (CDMG), 1974, State of California, Special Studies Zones,
Myoma Quadrangle.
Cao T., Bryant, W.A., Rowshandel B., Branum D., Wills C.J., 2003, "The Revised 2002 California
Probabilistic Seismic Hazard Maps".
Delawie, 2018, Desert Wave Resort Site Plan.
GoogleEarth.com, 2018, Vertical Aerial Photograph for the Palm Desert area, California, Undated,
Variable Scale.
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 Parcel Report (RCPR), 2018,available at
http://mmc.rivcoit.org/MMC_Public/Custom/disclaimer/Default.htrn
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.
Tyley, S.J., (1974) Analog Model Study of the Ground-Water Basin of the Upper Coachella Valley,
California, Geological Survey Water-Supply Paper 2027.
United States Geological Survey (USGS), 2012, Myoma 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 State Geological Survey (USGS), 2018a, U.S. Seismic Design Maps; available at:
http://earthquake.usgs.gov/designmaps/us/application.php
United States Geological Survey (USGS), 2018b, Unified Hazard Tool; available at:
https://geohazards.usgs.gov/hazards/interactive/
Stadden Engineering
FIGURES
SITE LOCATION MAP
REGIONAL GEOLOGIC MAP
BOREHOLE/TEST PIT LOCATION PLAN
S/adden Engineering
SITE LOCATION MAP FIGURE
rro·ect Number: 544-18228
Re ort Number: 18-12-602 1
Sladden Engineering Date: December 3, 2018
G .. A.lluviuTn
0
, Source: Rod ers 1965
REGIONAL GEOLOGIC MAP FIGURE
rro·ect Number: 544-18228
Re ort Number: 18-12-602 2
Sladden Engineering Date: December 3, 2018
;I ·i ·
:H:·: '.
;\;;/)li
,, f
APPENDIX A
FIELD EXPLORATION
Stadden Engineering
APPENDIX A
FIELD EXPLORATION
For our field investigation fourteen (14) exploratory bores were excavated utilizing a truck mounted
hollow stem auger rig (Mobile B-61) and hollow-stem augers. Additionally, eleven (11) test pits were
excavated with a mini-excavator equipped with a 24-inch bucket attachment. Continuous 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 that is presented
in this appendix.
Representative undisturbed samples were obtained within our bores 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.
111e 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.
Stadden Engineering
[;'
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UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS TYPICAL NAMES
GW WELL GRADED GRAVEL-SAND MlXTURES
GRAVELS CLEAN GRAVELS WlTH
LITTLE OR NO FINES POORLY GRADED GRAVELS, GRAVEL-SAND GP MIXTURES
MORE THAN HALF SILTY GRAVELS, POORLY-GRADED GRAVEL-
COARSE FRACTION IS GM SAND-SILT MIXTURES LARGER THAN NoA SIEVE GRAVELS WITH OVER
SIZE I2% FINES
GC CLAYEY GRAVELS, POORLY GRADED GRAVEL-
SAND-CLAY MIXTURES
SW WELL GRADED SANDS, GRAVELLY SANDS
CLEAN SANDS WITH SANDS LITTLE OR NO FINES
SP POORLY GRADED SANDS, GRAVELLY SANDS
MORE THAN HALF COARSE SILTY SANDS, POORLY GRADED SAND-SILT
FRACTION IS SMALLER SM MIXTURES THAN NoA SIEVE SIZE SANDS WITH OVER 12%
FINES CLAYEY SANDS, POORLY GRADED SAND-CLAY SC MIXTURES
INORGANIC SILTS & VERY FINE SANDS, ROCK
ML FLOUR, SILTY OR CLAYEY FINE SANDS, OR
CLAYEY SILTS WITH SLIGHT PLASTICITY
SILTS AND CLAYS INORGANIC CLAYS OF LOW TO MEDIUM
CL PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS,
LIQUID LIMIT LESS THAN 50 SILTY CLAYS, CLEAN CLAYS
ORGANIC CLAYS AND ORGANIC SILTY CLAYS OL OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS OR
MH DIATOMACIOUS FINE SANDY OR SILTY SOILS,
ELASTIC SILTS
SILTS AND CLAYS: LIQUID LIMIT GREATER THAN CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT
50 CLAYS
ORGANIC CLAYS OF MEDIUM TO HIGH OH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS
EXPLANATION OF BORE LOG SYMBOLS
-California Split-spoon Sample
IZJUnrecovered Sample
[]I[] Standard Penetration Test Sample
T Groundwater depth
Note: The stratification lines on the
borelogs represent the approximate
boundaries between the soil types; the
transitions may be gradual.
A-1
BORELOG
SLADDEN ENGINEERING Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 271 Ft (MSL) Boring No: BH-1 (1 of 2)
X @
0 0
-0 □ 0 11 .;!! .s □ Z' ,5 N ru .?;-§ 0. ~ ru ;::; .~ --~ ru Description
0 E ~ E 5 !:,. :E ru u 0 ~ ~ -a. U'.> C .E ·5 r:, ,5
E ~ -" 0 :;: :;: 0. 0.
0 '3 0. ;-:, 0
0 X ru " U'.> iii "' "' cf'. cf'. r:, r:, {.)
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
2
18/32/43 0 0.4 113.0 Sand (SP); grayish brown, dry, very d~nse, fine-grained, well-sorted
4 (Qs).
15/30/50-6" 9.2 0.8 114.8 6 Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
8
10
13/24/25 1.5 Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
12 (Qs).
14
25/36/54 0.7 118.5 16 Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
18
20
7/10/12 0.9 Sand {SP); grayish brown, dry, medium dense, fine-grained, well-
22 sorted (Qs).
24
15/23/33 0.8 110.6 26 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
28
30
11/15/13 1.3 Sand {SP); grayish brown, dry, medium dense, fine-grained, well-
32 sorted (Qs).
34
12/24/28 1.1 111.5 36 Sand (SP}; grayish brown, dry, dense, fine-grained, well-sorted (Qs).
38
40
12/17/18 1.7 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
42
44
28/38/50-6" 1.7 110.1 46 Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
48
50 Sand {SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
17/20/26 1.9
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WJLLOW COMPLEX, PALM DESERT
Project No: 544-18228
Page 1 Report No: 18-12-602
SLADDEN ENGINEERING
X
0
" 0
eJ ru .5 0 .b N ru § I = C --~
8 0 ~ .a C ru m -~ " -~ ru
" "' C ~ 0 Cl ~ m E :el p.. ::-E b m 0 " X
"' al "' "' "" "" Cl
20/45/50-5" 1.6 113.0
14/25/33 2.0
24/40/50-6" 2.1 106.4
13/21/25 8.3 3.1
Completion Notes:
i:ii
0 a
cc;, ,S ru ru ;:;
!::. u
:E ,S p.. p.. m ru -Cl l'J
52
54
56
58
60
62
64
66
68
70
BORE LOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 271 Ft (MSL) Boring No: BH-1 (2 of2)
Description
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs.
Terminated at- 71.5 feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 >--~-----------------< Page 2 Report No: 18-12-602
SLADDEN ENGINEERING
X ru
-0 0
.l!J 0 .s 0
N 0 " P< = 0
" -~ " -~
0 6 m .a ~ ru u 0 " m I en Iii ~ ~ r:i ~
0 :cl "" C' 0 " X en al "' "' "' "' r:i
12/17/23 1.0
31/50-5" 7.0 0.4 116.B
16/23/24 0.5
14/16/22 0.3 105.9
Completion Notes:
i;';,
.§
cS -;; ru ;:J
~ u ;a cS "" "" 0 ru " r:i Cl
2
4
6
8
JO
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
BORE LOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 270 Ft (MSL) Boring No: BH-2
Description
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Terminated at -21.5 feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 i::..:.=::..:_:.:.:.._.:_:.::...:===-----------1 Page 3 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 260 Ft (MSL) Boring No: BH-3 (1 of 2)
X i:o
ID 0
'd 0 0 1l ID .s 0 z, ,£ N ID .b § a. " = ID ;:l ll -~ ID Description 0 6 0 ~ " !:;, u 'E. u m -~ 0 -~ ID ;e "' " ~ 0 Cl ,£ ~ m P. 6 '3 P. :;; b P. m m 0 X ID ~
"' o5 "' "' "' "' Cl Cl Cl
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
2
18/30/45 0.4 114.3 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
4
19/31/50-5" 0.9 114.8 6 Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
8
13/24/25 0.5 110.7
10
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
12 (Qs).
14
6/9/10 0.7 16 Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
sorted (Qs).
18
8/10/16 0.3 105.7
20
Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
22 sorted (Qs).
24
9/11/12 1.1 26 Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
sorted (Qs).
28
16/25/31 0.8 107.4
30
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
32
34
11/15/23 1.7 36 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
38
14/27/50-6" 7.4 1.5
40
110.9 Sand {SP); grayish brown, dry, very dense, fine-grained, well-sorted
42 (Qs).
44
15/26/32 1.9 46 Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
48
50 Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
24/36/50-4" 1.4 110.4 (Qs).
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
Page 4 Report No: 18-12-602
SLADDEN ENGINEERING
~
-0 0
:!l ru .s 0
N .b § t ~ ru
" " ·m
8 -~ ~ il g u " 0 i -a. Vl " ~ Q ~ " E '3 0. b " s X
Vl "' "' a' a' Q
11/13/29 1.9
28/39/50-5" 2.0 104.4
12/196/28 2.9
17/32/50-5" 2.5 107.0
Completion Notes:
6il
0
0
'f c5 ;:; ru e:. u :z c5 0. 0. " ru " Q CJ
52
54
56
58
60
62
64
66
68
70
BORELOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 271 Ft (MSL) Boring No: BH-3 (2 of 2)
Description
Sand (SP}; grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand {SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Terminated at -71.5 feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 ic.:===-=...:..:.-==-----------1 Page 5 Report No: 18-12-602
SLADDEN ENGINEERING
X w
"CJ 0
-" ~ .s 0
N 0 0 § p,, ~ " " ·~
0 E 0 ~ .2 " 'E. u 0 ·~ " ~ 0 "" " ~ ·a 0 ~ 0 E cg p,, ::8 i':' 0 0 X
"' "' "' "' # "' 0
15/28/42 8.7 1.1 115.4
15/16/19 1.2
13/16/23 0.9 120.5
8/9/15 1.9
Completion Notes:
i;;;
0
0
,S " ;J w
~ .~
,S -" p,, p,, 0 0 " 0 CJ
2
4
6
8
JO
12
14
16
18
20
BORE LOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 270 Ft (MSL) Boring No: BH-4
Description
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well
sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
U +=c+sccoccrtcce,:cd.,_(Q,.s::.,)c_---------------------!
24
26
28
30
32
34
36
38
40
42
44
46
48
50
Terminated at -21.5 feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 I--'------~-----------, Page 6
Report No: 18-12-602
SLADDEN ENGINEERING
X ru .,, 0
c!J ru ..5 0
N ru j-;, § P< " = " -~
0 6 0 00 .a " ru u m -~ ~ 00 ru P< en " .s ·5 0
6 ~ -" m :E :E 0 "3 0. b m X en iiS "' "' ~ ~ 0
12/22/26 1.5
16/32/50-4" 1.7 1]8.5
13/20/23 1.2
10/15/20 ].] 109.l
Completion Notes:
5"ii
.9
0
~ £
ru ;:J
!:,. u
:E £
0. 0. m ru " 0 t.:J
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
BORELOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 270 Ft (MSL) Boring No: BH-5
Description
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well
sorted (Qs.
Terminated at -21.5 feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 <-~-----------------' Page 7
Report No: 18-12-602
SLADDEN ENGINEERING
X ru
" □
J!l .!i □ ..!'J N ru ;a:, § "' C ~ 2 ·,;;
8 E .9 ~ C -a. m ~ ~ -a ru U) C ~ 0 ~ .,, m E .9 ;l "' ;;;; ;:;, m X
U) "' "' "' "' "' 0
16/28/50-6" 0.8 113.8
14/23/33 1.3
7/13/16 0.6 100.1
7/10/11 7.2 12
12/16/22 1.2 109.6
14/17/21 1.8
Completion Notes:
6'ii
0
0 z-£ ru ;3 ru
~ u
:E £ "' "' m ru " 0 C)
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
BORE LOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 270 Ft (MSL) Boring No: BH-6
Description
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
sorted (Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted {Qs).
Terminated at-31.5 feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WAVE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 '-~------------------' Page 8
Report No: 18-12-602
SLADDEN ENGINEERING
X w
,:J 0
-"' -a .s 0
N w ;,, § C ~ ~ ·a
0 E 0 " .a C w u • ·a " ·8 w
0. en C C Cl ~ rn ~ E :g Cl. :,: ~ " 0 X en io "' "' ., ., Cl
13/24/25 1.3
6/12/15 0.4 99.5
8/10/12 1.1
13/17/20 1.0 105.6
Completion Notes:
i:,J
0
0
~ £
w ;:J e:. u
:E £ Cl. Cl. " w c'.3 Cl
2
4
6
8
10
12
14
16
18
20
BORELOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 270 Ft (MSL) Boring No: BH-7
Description
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well
sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well
sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
22 +'"-""+s'-'o-'-rtc:e.ccd_,_(Q=s)"-. ---------------------,
24
26
28
30
32
34
36
38
40
42
44
46
48
50
Terminated at -21.5 feel bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 1-~-----------------< Page 9
Report No: 18-12-602
BORE LOG
SLADDEN ENGINEERING Drill Rig: Mobil B-61 Date Drilled: 11/16/2018
Elevation: 265 Ft (MSL) Boring No: BH-8 (1 of2)
X @
w ,@ .,, 0
.l'l w ..5 0 ,S N b -a; § -a ~ w C " -~ w ;:J Description
0 E 0 ~ .a C !::. w u • -~ 0 ~ w ] -a "' ii ~ ·a p ,S ~ ~ p., E p., :. i':' p., • • 0 X w " "' iii "' "" "' "' p p lJ
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
2
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
4
12/18/22 1.2 6 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
B
13/23/38 1.6
JO
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
12 (Qs).
14
13/16/22 1.7 16 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
18
10/12/14 1.1
20
Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
22 sorted (Qs).
24
7/10/13 l.l 26 Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
sorted (Qs).
28
8/9/12 7.5 1.5
30
Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
32 sorted (Qs).
34
10/17/21 1.8 36 Sand {SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
38
40
11/18/22 1.9 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
42
44
8/9/15 2.2 46 Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
sorted (Qs).
48
50 Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
13/21/30 2.1 (Qs).
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 Page 10 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Drill Rig: Mobil B-61 I Date Drilled: 11/7/2018
Elevation: 265 Ft (MSL) I Boring No: BH-8 (2 of 2)
X ~
0 0
"O 0 0 JO ru .s 0 'if ,fj N ru .b § o'., C ~ .2 -~ ru ;J Description 0 E 0 00 C I::. -a u m -~ 0 00 ru :E "' C .s ·5 c:, ,fj
E ~ '§ m ;;; ;;; 0.. 0.. 0.. c m m s X 0 " "' "' "' "' "' c:, c:, L'J
- -
- 52-
--
1-54-
tI L -
15/26/31 2.0
L 56-Sand (SP); grayish brown, dry, very dense, .fine-grained, well-sorted
L -(Qs).
I-58-
I--
I 1-60-
13/21/26 2.4
L -Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
L 62
I--
~ 64-
tc I--14/15/17 2.7
1-66 -Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
L
- -
Terminated at -66.5 feet bgs. --No Bedrock Encountered. - -
L -No Groundwater or Seepage Encountered.
L -
L -
L -
I--
I--
L -
L -
L -
L -
I--
I-.
L
L -
L -
L .
I-.
I--
L -
L -
L -
I--
I--
L -
L -
L -
L -
I--
I--
L -
Completion Notes: PROPOSED DESERT WAVE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
: Page I 11 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Drill Rig: Mobil B-61 Date Drilled: 11/16/2018
Elevation: 260 Ft (MSL) Boring No: BH-9 (1 of 2)
X ;;,
w 0
,:j 0 0 J'l w ..s 0 Z' cS N w b § 0. ~ w ;:J ~ .2 ·~ w Description 0 E 0 00 ~ :::. u w u rn ·~ 0 .~ w ;a 0. "' ~ .5 0 Cl cS E ~ cg rn :;: :;: 0. 0.
..!l 0. t:' rn rn X w ~
"' "' "' "' a< a< Cl Cl t;)
2 Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
4
10/16/25 1.2 6 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
8
13/18/27 1.5
10
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
12
14
10/13/17 1.2 16 Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
sorted (Qs).
18
6/8/11 L3
20
Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
22 sorted (Qs).
24
9/11/13 1.4 26 Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
sorted (Qs).
28
30
5/8/13 1.7 Sand (SP}; grayish brown, dry, medium dense, fine-grained, well-
32 sorted (Qs).
34
10/16/16 2.2 36 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
38
40
11/13/16 2.6 Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
42 sorted (Qs).
44
15/16/23 2.3 46 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
48
50 Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
16/26/30 5.5 2.3 (Qs).
Completion Notes: PROPOSED DESERT WAVE RESORT
DESERT WlLLOW COMPLEX, PALM DESERT
Project No: 544-18228
Page 12 Report No: 18-12-602
SLADDEN ENGINEERING
X ru
0 'O
J!J 'a s 0
N ru 0 " ~
" " .2 -~
0 5 0 00 " ru u m ·rn " 00 ru
} Ul " ~ ·a Cl ~ '5 m ;:;: .£ '" c m X
Ul "' "' ,.., ii' ii' Cl
18/26/35 2.5
6/9/12 1.5
16/24/28 2.9
11/18/30 2.5
Completion Notes:
5'il
.§
,S ;; ;:J ru ::,. ;E ,S
'" '" m ru " Cl C)
52
54
56
58
60
62
64
66
68
70
BORELOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 260 Ft(MSL) Boring No: BH-9 (2 of 2)
Description
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well
sorted (Qs).
Sand {SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Terminated at- 71.5 feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 !,--'-----~~----------, Page 13 Report No: 18-12-602
SLADDEN ENGINEERING
J'l ~ § P.
E 0 w u m
0. "' E " -" 0 '3 m
"' .s "'
10/17/22
17/24/30
6/8/10
5/7/10
6/9/12
10/12/17
13/15/18
15/23/28
14/19/27
14/20/21
Completion Notes:
X w
-0
Ji
" ·~
" m
P.
X
µJ
a a
N =
~
~ ~
"'
w ~ .a
·S :,,
"'
1.5
1.8
6.3 1.3
1.3
1.7
1.7
2.1
2.0
2.6
2.2
2.4
2.7
b -~
" w
Cl
<:'
/:l
g;,
0
0
~ ,5
;:J w
!:,_ u
:2 ,5
P. P. rn w ~
/:l c.:,
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
BORELOG
Drill Rig: Mobil B-61 Date Drilled: 11/16/2018
Elevation: 260 Ft (MSL) Boring No: BH-10 (1 of 2)
Description
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well
sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well
sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well
sorted (Qs).
Sand {SP); grayish brown, dry, medium dense, fine-grained, well
sorted (Qs).
Sand {SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand {SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand {SP); grayish brown, dry, dense, fine-grained, well-sorted {Qs).
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
....__~-----------------' Page 14 Report No: 18-12-602
SLADDEN ENGINEERING
X w
,:j 0
-"' -a .s 0
N w b § " ~ " 'G
0 E 0 ~ B m w u " 'G ~ I ci. "' " ~ p ~ :g " E 0 C. i::' " ii, X
"' "' w "' "' p
16/28/31 2.4
15/31/42 2.7
19/25/27 2.7
12/17/30 2.8
Completion Notes:
@
.9
0
~ £
w ;:J
!::,. u
;E £ C. C. " u " p l'.l
52
54
56
58
60
62
64
66
68
70
BORELOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 260 Ft (MSL) Boring No: BH-10 (2 of 2)
Description
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Terminated at - 71.5 feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 !---'------------------, Page 15 Report No: 18-12-602
BORE LOG
SLADDEN ENGINEERING Drill Rig: Mobil B-61 Date Drilled: 11/16/2018
Elevation: 270Ft(MSL) Boring No: BH-11 (1 of 2)
X 1:ii ru a
" 0 0 "' w .s 0 ~ c5 N w .b § } " ~ ~ ·m w ;.::; Description a 0 ~ .a 5 !::. u ~ m ·m 0 ·S :E U} " ~ i:, c5 "' ~ m "' E -" "' :-E Cc "' m
m _g :3 X ru c'.3 U} "' "' w * * i:, i:,
2 Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
4
15/22/26 0.9 6 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
8
10
11/22/28 1.1 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
12
14
11/14/16 0.8 16 Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
sorted (Qs).
18
20
6/7/10 0.9 Sand {SP); grayish brown, dry, medium dense, fine-grained, well-
22 sorted (Qs).
24
10/14/17 6.9 0.9 26 Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
sorted (Qs).
28
30
7/10/14 1.0 Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
32 sorted (Qs).
34
10/18/20 1.5 36 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
38
40
10/15/22 1.6 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
42
44
15/19/19 1.8 46 Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
48
50 Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
15/24/31 1.8 (Qs).
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
Page 16 Report No: 18-12-602
SLADDEN ENGINEERING
X w
"O 0
.l'l w .s 0
N i:;, C P. ~ w
" § --~
0 6 " .2 g w u " -~ " -~ P. "' C .5 0 Q
6 ~ :el " :::E :::E 0 C. Cc m " X
"' s "' "' ?f'-?f'-Q
16/23/31 2.2
12/20/21 2.7
13/28/40 2.4
14/23/30 2.5
Completion Notes:
i;;i
0
0
~ £
w ;:; e:,. u
:2 £
C. C.
" w -Q l'.J
52
54
56
58
60
62
64
66
68
70
BORELOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 270 Ft (MSL) Boring No: BH-11 (2 of2)
Description
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Terminated at -71.5 feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 >--~----------------, Page 17 Report No: 18-12-602
SLADDEN ENGINEERING
X ru
'O 0
l!l 'a .s 0
N ru i:;, " ~ a " " ·m a 6 a ~ .il § ru u rn ·m a ~ -a Ul " " ·a 0 ~ ,g rn jl 6 oil C. :a c rn X
Ul "' '" ,e ,e 0
13/16/24 1.1
23/26/25 0.9
17/22/23 1.0
17/23/22 0.9
Completion Notes:
r:;;
a
0
~ ,5
0 ;:; c u
:E ,5 C. C. rn ru " 0 l?
2
4
6
8
10
12
14
16
18
20
BORE LOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 270Ft(MSL) Boring No: BH-12
Description
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
22+=.c+-------------------------1
24
26
28
30
32
34
36
38
40
42
44
46
48
50
Terminated at -21.5 feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 o--~-----------------l Page 18
Report No: 18-12-602
SLADDEN ENGINEERING
X w
" 0
J'l ..!!l .s 0
N w £:, § 0. C = ~ ·m
0 E -~ ~ .8 C
'a u rn ~ -~ w u, C ~ :E c:, ~ -" rn E .s '3 0. b rn X u, "' "' UJ "' "' c:,
18/22/25 0.8
23/22/24 0.8
13/14/16 1.0
12/13/12 1.5
Completion Notes:
»
"" .s
0
~ ii
w ;:]
~ u
:E ii 0. 0. rn w ~ c:, CJ
2
4
6
8
10
12
14
16
18
20
BORE LOG
Drill Rig: Mobil B-61 Date Drilled: 11/7/2018
Elevation: 265 Ft (MSL) Boring No: BH-13
Description
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, dense, fine-grained, well-sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, fine-grained, well
sorted (Qs).
Sand (SP); grayish brown, dry, medium dense, .fine-grained, well-
22 -i.cc...""l.c.so""r'-'te"'d=-.c(Q,,s=. ---------------------'
24
26
28
30
32
34
36
38
40
42
44
46
48
50
Terminated at -21.5 feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 i.:-:.=::..:.=-=-:..:...;=::....----------1 Page 19 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Drill Rig: Mobil B-61 I Date Drilled: 11/7/2018
Elevation: 260 Ft (MSL) I Boring No: BH-14
~ 1;;;
-0 0 -@
J'l ru .s 0 'il' ,5 N 0 § } ~ ru ;::; -~ " -~ ru Description 0 ~ il ~ !::,. u ru u • 0 ~ ru :E 0.. U) ii .s ·a p ,5 ~ :ei p. s p. ::E ::E t:' p. • • 0 0 X ru " U) iii "' "' ., ., p p Cl
--
I - 2 -
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
-
- 4 -
tI - -21/26/28 1.3 - 6 -Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
(Qs). - -
~ 8 -
~ -
[I I-10-
24/25/27 1.0 Sand (SP); grayish brown, dry, very dense, fine-grained, well-sorted
f--
1-12 -(Qs).
~ -
t-14-
I ~ .
9/11/13 0.9 r-16-Sand (SP); grayish brown, dry, medium dense, fine-grained, well-
f--sorted (Qs).
f-18 -
--
I - 20-
8/9/11 1.0 [· Sand (SP); grayish brown, dry, medium dense, fine-grained, well---
- 22 sorted (Qs).
- -
-24-Terminated at - 21.5 feet bgs.
No Bedrock Encountered. - -
- 26-No Groundwater or Seepage Encountered.
- -
- 28-
--
1-30-
~ -
1-32-
~ -
1-34 -
f-.
r-36-
~ -
1-38-
f--
- 40-
--
-42-
- -
- 44-
--
- 46-
- -
- 48-
- -
- so-
Completion Notes: PROPOSED DESERT WAVE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
: Page I 20 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Excavator: :Mini-Ex l Date Excavated: 12/7/2018
Elevation: 270 Ft(MSL) I Boring No: TP-1
X i;;;
ID 0 "" 0 0 .l'l I .s 0 ""' ,5 N ru b § ~ ID ;:J C .a -~ ID Description 0 0 ~ C ::,_ u ID u m -~ ~ ~ ID :2 0. <Jl C .s '6 p ,5 ~ ,g m :a! :a! 0. 6 0 0. b 0. m m ;;; X "' ID ~
<Jl "' "' 0 "' p p c.:,
.... -
I .... 2 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill) .
I-
I-4 •
.... .
.... 6. Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs) .
.... .
I-8 -
I--
I-10-
I--
Sand (SP}; grayish brown, dry, fine-grained, well-sorted (Qs).
1-12-
I--
1-14 -
Terminated at -10.0 feet bgs.
I--No Bedrock Encountered.
I-16 -No Groundwater or Seepage Encountered.
.... -
.... 18
.... .
1-20·
--
- 22-
--
- 24-
--
-26-
I--
1-28-
.... -
1-30-
.... -
1-32-
I--
1-34-
I--
1-36-
I--
I-38-
I--
1-40-
.... -
1-42-
I--
I-44-
I--
1-46 -
....
1-48-
I-.
I-50-
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
: Page I 21 Report No: 18-12-602
BORE LOG
SLADDEN ENGINEERING Excavator: Mini-Ex I Date Excavated: 12/7/2018
Elevation: 270 Ft (MSL) I Boring No: 1P-2
~ i;;;
0
"" 0 0 J'l .s 0 f N ru 0 z ,S
§ ~ " --~ ru ;J Description 0 E .9 00 .a " "'-u ru u 0 00 ~ ·6 ru :.a 0. "' " ~ Cl ,S ~ 0 p.. E 's p.. ::s c p.. • " .9 X ru -"' "' "' "' a' a' Cl Cl L'l
f---
•••••••••••
- 2
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
-
- 4 -···•·••< ..........
--Ii - 6 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
--
- B -
--
- 10-............
--~ Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
- 12-
--
-14-Terminated at -10.0 feet bgs.
No Bedrock Encountered. --
1-16-No Groundwater or Seepage Encountered. --
1-18-
f---
1-20---
I-22-
f---
f-24-
f---
1-26---
'-28-
--
- 30-
--
- 32-
--
- 34-
--
- 36-
--
- 38-
--
- 40-
f---
1-42---
-44---
1-46-
f---
1-48---
1-50-
Completion Notes: PROPOSED DESERT WAVE RESORT
DESERT WlLLOW COMPLEX, PALM DESERT
Project No: 544-18228
: Page I 22 Report No: 18-12-602
BORE LOG
SLADDEN ENGINEERING Excavator: Mini-Ex I Date Excavated: 12/7/2018
Elevation: 260 Ft (MSL) I Boring No: TP-3
X ~ ru 0
" 0 0 .l'l -a. .s 0 c5 N ru 0 -:;; § " = .a -~ ru ;::; Description 0 6 0 ~ " ~ ru u 0 -~ ~ ·6 ru :E P< "' " ~ Cl c5 ~ '3 0 0. E 0 0. ::. t:' 0. 0
0 iii X ru " "' "' "" ;f!. ;f!. Cl Cl C)
f--I I-2 -
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
r . ·.·
r 4 -
r -
f-6 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
f--
r 8 -
r -
-10-
--~ Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
- 12-
--
-14-Terminated at -10.0 feet bgs.
No Bedrock Encountered. --
-16-No Groundwater or Seepage Encountered.
- -
- 18-
--
- 20-
- -
22-
f--
I-24-
f--
1-26-
r -
1-28-
f--
I-30-
r -
t-32-
r -
'-34-
--
- 36-
--
- 38-
--
- 40-
- -
- 42-
--
-44-
-
-46-
f--
1-48-
r -
1-50-
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
: Page I 23 Report No: 18-12-602
BORE LOG
SLADDEN ENGINEERING Excavator: Mini-Ex I Date Excavated: 12/7/2018
Elevation: 265 Ft(MSL) I Boring No: TP-4
X 5'il ru 0 .,, C, 0
JO ru .s C, ~ 5 N ,:, § P< = 0 ;:; C --~ ru Description
0 E 0 ~ .2 C !::. u -a. u 0 -~ " ~ 0 :E "' C .5 ·5 0 5
E ~ :el m :;; :;; 0.. 0..
0 0.. c 0
m " X 0 -"' OJ "' "' .., .., 0 0 l')
I--
I
r 2 -
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
r
r 4 -
I--
I-6 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
I--
r B
r -
1-10-
I--""
Sand (SP); grayish brown, dry, fine-grained, well-sorted {Qs).
1-12-
r -
-14-
Terminated at -10.0 feet bgs.
No Bedrock Encountered. --
-16-No Groundwater or Seepage Encountered.
--
-18-
--
-20-
--
-22-
--
-24-
--
-26-
--
-28-
I--
1-30-
r -
1-32-
r -
t-34-
I--
1-36-
r -
1-38-
r -
1-40-
I--
f-42-
r
I-44-
r -
-46-
--
-48-
--
-50-
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
: Page I 24 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Excavator: Mini-Ex I Date Excavated: 12/7/2018
Elevation: 265 Ft (MSL) I Boring No: TP-5
X 6'il ru 0 .,, 0 0 J!l ru .s 0 'ii' ,5 N 0 0 § -a. " ~ " -~ ru ;:J Description 8 E 0 ~ .2 " ~ u 0 rn -~ " ·6 0 :E -a. Vl § .5 Cl ,5
E ~ '3 ::l: ::l: P< P<
.Q P< c m m X ru " Vl "' "' w "' "' Cl Cl l?
--f -2 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
L ..
L 4 -
L -
.... 6 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs) .
.... -
L B -
L
L... 10-
~ L -
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
I-12-
.... -
'-14-Terminated at -10.0 feet bgs.
No Bedrock Encountered. --
-16-No Groundwater or Seepage Encountered.
- -
-18-
.... -
1-20-
L -
L.. 22-
.... -
I-24-
.... -
1-26
L -
L..28-
.... -
I-30-
.... -
1-32-
L -
L 34-
.... -
I-36-
L -
'-38-
L -
L 40-
.... -
I-42·
L
L44 .
L .
L..46·
.... .
'-48·
L -
L.. 50-
Completion Notes: PROPOSED DESERT WAVE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
: Page I 25 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Excavator: Mini-Ex I Date Excavated: 12/7/2018
Elevation: 265Ft(MSL) I Boring No: TP-6
X i:'il ru .§ 'd 0
J'l ~ .s 0 i; 5 N ru -"' § 0. " ~ .a -~ ru ;::; Description 0 E .9 • " ~ u ru u " • " ·6 ru ;a P. U) " ~ p 5 E ~ -" " ::;: 0. 0.
..9 ,; 0. i:' ru " " X " U) "' "' w "' "' p p Cl
- -
I - 2 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
-
- 4 -
--
- 6 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
--
- 8 --:
--
-10-~ ~ -Sand {SP); grayish brown, dry, fine-grained, well-sorted (Qs).
I-12-
~ -
r-14-Terminated at -10.0 feet bgs.
No Bedrock Encountered. --
-16-No Groundwater or Seepage Encountered.
--
- 18-
--
-20-
--
- 22-
--
- 24-
--
- 26-
--
- 28-
--
- 30-
f---
~ 32-
~ -
1-34-
f---
-36-
--
- 38-
--
- 40-
--
- 42-
--
- 44-
--
-46-
--
- 48-
--
- 50-
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: S44-18228 I Page I 26 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Excavator: Mini-Ex I Date Excavated: 12/7/2018
Elevation: 260 Ft (MSL) I Boring No: TP-7
~ 6il .,, 0 ,§
.l!l ru .s 0 ~ '5 N b ~ ~ ~ ru
E -~ ~ .a -~ ru ;:; Description ~ !:,. :E ru m " ·8 ru } "' a .E p '5 ~ '" .9
a,; '" ;;: ;;: i':' '" m m " X ru " "' "' "' "' 'if!. 'if!. p p l'l
f---
••••••••••••
-2 -
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
--4-
--
- 6 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
--
-B -
--:-: 1-10-
-
-"" Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
I-12---
14-Terminated at-10.0 feet bgs.
No Bedrock Encountered. -
1-16-No Groundwater or Seepage Encountered.
--
-18---
1-20-
--
I-22-
f---
-24-
--
-26-
--
-28-
--
-30-
--
1-32-
--
-34-
--
-36-
--
-38-
--
-40-
--
-42-
--
-44-
--
-46-
--
- 48-
--
-50-
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228 ~ Page I 27 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Excavator: Mini-Ex I Date Excavated: 12/7/2018
Elevation: 265 Ft (MSL) I Boring No: TP-8
X 6,i
w _g "' 0 0 ll w .5 0 ~ -5 "' w .b § i'i. " ~ " -~ w ;:J Description 0 E .~ ~ .a ij e u w u • " j :E } "' " .s r::, -5 ~ • C.
0 ~ C. :,, b C. m
m X w " "' ;;; " "' .., .., r::, r::, l?
--us - 2 -
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
'-
L 4 -i<
L -
L 6 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
L -
'-8 -
'--
I-10-
"" L -
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
I-12-
L -
I-14-Terminated at -10.0 feet bgs.
'--No Bedrock Encountered.
1-16-No Groundwater or Seepage Encountered.
~ -
-18-
--
-20-
'--
L 22-
L -
L 24-
'--
I-26-
'--
'-28-
L -
L.. 30-
'-.
1-32-
L -
1-34-
L -
L 36-
'--
1-38-
L -
1-40-
L -
L42-
'--
'-44 -
L -
L 46-
L -
L 48•
'-.
'-50
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
: Page I 28 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Excavator: Mini-Ex I Date Excavated: 12/7/2018
Elevation: 265 Ft (MSL) I Boring No: TP-9
~ i;,l
.9 .,, 0 0 .l'l .s; .s 0 ~ ,fj "' w o § p.. " ~ " -~ 0 ;:J Description 0 E .9 ~ .a § !::. u -a u 0 ~ " ·5 :E "' " .5 Q ,fj ~ rn p.. E 1 p.. :,; :,; b p.. 0 rn .9 X w " "' "' "' "' .., .., Q Q c.:,
- -[---2 -
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
-:·-
-4 -
-
L 6 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
L -
C. 8 -
C. -
1-10-r\ L Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
L J2
L
I-14-Terminated at -10.0 feet bgs.
C. -No Bedrock Encountered.
1-. 16 -No Groundwater or Seepage Encountered.
L -
I.... 18-
L -
-20-
C. -
I-22-
-
24-
C. -
I-26-
L -
1-2s-
L -
L JQ
C. .
I-32·
L -
1-34-
L -
1-36-
C. -
1-33.
L -
1.... 40-
-
C. 42-
C. -
C. 44-
L -
1-46-
L -
1.... 48-
C. -
I-50-
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WJLLOW COMPLEX, PALM DESERT
Project No: 544-18228
: Page I 29 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Excavator: Mini-Ex I Date Excavated: 12/7/2018
Elevation: 265 Ft (MSL) I Boring No: TI'-10
X 1:,)
w 0
" 0 a ti "S. ..s 0 ~ -5 N w .b § ~
E 0 " ·,;; w ;:l Description 0 @
~ .a 0 !:,. u "S. u m " i w ;e "' i Cl -5 ~ 1 " 0. E .8 0. Cc a. m
" X 0 " "' "' "' "' ,I'-,I'-Cl Cl (j
f--
••••••••••••
f-2 -
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
r
r 4 -
r -
- 6 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
--
- B -
--
-10-~ --Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
- 12-
--
-14-Terminated at -10.0 feet bgs.
No Bedrock Encountered. --
-16-No Groundwater or Seepage Encountered.
--
I-18 -
f--
1-20-
r -
1-22-
r -
1-24-
f--
1-26
r
.,_ 28-
--
-30-
--
-32-
--
- 34-
--
- 36-
--
- 38-
--
-40-
r -
I-42-
f--
r44-
f--
1-46-
f--
f-48-
r -
1-50-
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
: Page I 30 Report No: 18-12-602
BORELOG
SLADDEN ENGINEERING Excavator: Mini-Ex I Date Excavated: 12/7/2018
Elevation: 270 Ft (MSL) I Boring No: TP-11
X 6"il u 0
-0 □ 0 11 ~ .s □ ~ 3 N ID .G' § '" § ~
E ~ 1l -~ u Description 0 ~ c u -a u m -~ 0 ·8 ID :E U1 ~ .s Cl £
E ~ 1 m :,; :,; '" '" 0 '" c m
m X ID ~
U1 '° "' "' ,. ,. Cl Cl l:>
--!> - 2 -
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Fill).
-
[·
- 4 -
--
- 6 -Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
--
f-8 -
f--
t-10-~ f--
Sand (SP); grayish brown, dry, fine-grained, well-sorted (Qs).
1-12-
f--
f-14-Terminated at -10.0 feet bgs.
No Bedrock Encountered.
f--
>-16 No Groundwater or Seepage Encountered.
f-
L... 18-
--
-20-
--
-22-
--
-24-
--
-26-
- -
-28-
f--
1-30-
f--
1-32-
f--
1-34-
f--
1-36-
f--
1-38-
-
-40-
--
- 42-
--
-44-
--
-46-
--
- 48-
- -
-50-
Completion Notes: PROPOSED DESERT WA VE RESORT
DESERT WILLOW COMPLEX, PALM DESERT
Project No: 544-18228
: Page I 31 Report No: 18-12-602
APPENDIXB
LABORATORY TESTING
S/adden Engineering
APPENDIXB
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 Determinations: Representative soil types were selected for
maximum density determinations. This testing was performed in accordance with the ASTM Standard
01557-91, Test Method A. Graphic representations of the results of this testing are presented 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.
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 distilJed water. The linear
expansion is then measured until complete.
Direct Shear Testing: 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.
Stadden Engineering
Corrosion Series Testing: The soluble sulfate concentrations of the surface soil were determined in
accordance with California Test Method Number (CA) 417. The pH and Minimum Resistivity were
determined in accordance with CA 643. The soluble chloride concentrations were determined in
accordance with CA 422.
S/adden Engineering
§) Sladden Engineering
450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863
Project Number:
Project Name:
Lab ID Number:
Sample Location:
Description:
Maximum Density:
Optimum Moisture:
145
140
I
135
130 I
I ...
" 125 Q,
~ ·;;; = " 120 Q I
C:
Q
115
110
105
100
0
Maximum Density/Optimum Moisture
ASTM D698/Dl557
544-18228
Desert Willow Country Club
LN6-18514
BH-1 Bulk I @ 0-5'
Dark Brown Sand w/Silt (SP-SM)
113.5 pcf
11.5%
Sieve Size
3/4"
3/8"
#4
' ' '
' '
' ' ' ' ' ' ' ' ' '
% Retained
0.0
' !
' 1
i
' !
!
' ' I
I I
I
I' ,; <-----Zero Air Voids Lines,
'-'-1-.~ ,; sg -2.65, 2.70, 2.75
' ' ' !
"l"
' ' ;'\.
! ' ' ' ' ' I
I ; ' '
l ' ' ' ' l ' ' I ' 'i"
i I ' I
! ' ' I
' 'I' ; ' ' 7 ' '' i " I ' ' ' I '
' I ' ' I ! '-I ' I i I
! I
I
' ;
I I ! I
I I i
I I i I
7 -, i 7
7 7 i I
I I i I I
5 10 15
Moisture Content, %
Buena Park • Palm Desert • Hemet
I
I
I
"
December 7, 2018
ASTM D-1557 A
Rammer Type: Machine
I
I
I
I
I
I
' ' " . '
' I " '
' ' ' ' ' ' ' ' ' '
'
20 25
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Expansion Index
ASTMD4829
Job Number: 544-18228
Job Name: Desert Willow Country Club
Lab ID Number: LN6-18514
Sample ID: BH-1 Bulk 1 @0-5'
Soil Description: Dark Brown Sand w/Silt (SP-SM)
Wt of Soil + Ring: 561.7
Weight of Ring: 191.1
Wt of Wet Soil: 370.6
Percent Moisture: 10.2%
Sample Height, in 0.95
Wet Density, pcf: 118.6
Dry Denstiy, pcf: 107.6
1% Saturation: 48.7
Expansion Rack# 4
Date/Time
Initial Reading
Final Reading
Expansion Index
(Final - Initial) x 1000
11/28/2018 I
0.0000
0.0000
3:10 PM
0
Buena Park • Palm Desert • Hemet
December 7, 2018
~ 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)
Job Number:
Job Name
Lab ID No.
Sample ID
544-18228
Desert Willow Country Club
LN6-18514
BH-1 Bulk 1 @0-5'
Classification Dark Brown Sand w/Silt (SP-SM)
Sample Type Remolded@ 90% of Maximum Density
Test Results I 2
Moisture Content, % 18.7 18.7
Saturation, % 79.2 79.2
Normal Stress, kps 0.739 1.479
Peak Stress, kps 0.519 1.020
3
18.7
79.2
2.958
1.998
e Peak Stress -Linear (Peak Stress) I
6.0
5.0
Q. 4.0
-"' ,;;
~
" .;:: 3 .0
rJ} ...
" ~ 2.0
"'
1.0
0.0
-
0 2 3 4
Normal Stress, kps
Buena Park • Palm Desert • Hemet
December 7, 2018
Initial Dry Density: 102.9 pcf
Initial Mosture Content: 11 .4 %
Peak Friction Angle (0): 31 °
Cohesion (c): 110 psf
4 Average
18.7 18.7
79.2 79.2
5.916
3.700
5 6
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Project Number:
Project Name:
Lab ID Number:
544-18228
Gradation
ASTM C117 & Cl36
Desert Willow Country Club
LN6-18514
December 7, 2018
Sample ID: BH-1 Bulk 1 @0-5' Soil Classification: SP-SM
oI)
" ·;;;
~
"-
";F.
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
JOO.ODO
,
Sieve
Size, in
2"
1 1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
JO.DOD
Sieve
Size, mm
50.8
38.1
25.4
19.1
12.7
9.53
4.75
2.36
1.18
0.60
0.30
0.15
0.075
-
l
\
\
\
~
\
I.ODO 0.100
Sieve Size, mm
Percent
Passing
100.0
100.0
100.0
100.0
100.0
100.0
100.0
99.9
99.3
88.0
57.4
29.3
9.4
Buena Park • Palm Desert • Hemet
0.010 0.001
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM Cl 17 & Cl36
Project Number: 544-18228 December 7, 2018
Project Name:
Lab ID Number:
Sample ID:
bl)
C ·co
"' "' 0...
~ 0
100
90
80
70
60
50
40
30
20
IO
0
100.000
Desert Willow Country Club
LN6-18514
BH-1 R-2@5' Soil Classification: SP-SM
.
Sieve
Size, in
l"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
. .
10.000
Sieve
Size, mm
25.4
19.1
12.7
9.53
4.75
2.36
1.18
0.60
0.30
0.15
0.074
I\
'
\
\
\
\
\
' \
1.000 0.100
Sieve Size, mm
Percent
Passing
100.0
100.0
100.0
100.0
100.0
100.0
99.9
95.9
72.2
35.1
9.2
Buena Park • Palm Desert • Hemet
0.010 0.001
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM Cl 17 & Cl36
Project Number: 544-18228 December 7, 2018
Project Name:
Lab ID Number:
Sample ID:
100
90
80
70
60
bJJ
" ·:;;
50 "' "' 0...
::R 0 40
30
20
IO
0
l00.000
Desert Willow Country Club
LN6-18514
BH-1 S-15@ 70' Soil Classification: SP-SM
-
Sieve
Size, in
I"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
-.
10.000
Sieve
Size, mm
25.4
19.1
12.7
9.53
4.75
2.36
1.18
0.60
0.30
0.15
0.074
.
\
\
I
I
I
1
\
\
I
1.000 0.l00
Sieve Size, mm
Percent
Passing
100.0
100.0
100.0
100.0
100.0
100.0
100.0
99.5
83.5
38.9
8.3
Buena Park • Palm Desert • Hemet
0.0IO 0.001
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM Cl 17 & Cl36
Project Number: 544-18228 December 7, 2018
Project Name:
Lab ID Number:
Sample ID:
bJ)
,:
"in
"' "' 0.
~
100
90
80
70
60
50
40
30
20
IO
0
JOO.ODO
Desert Willow Country Club
LN6-18514
BH-2 R-2 @ IO' Soil Classification: SP-SM
Sieve Sieve
Size, in Size, mm
l" 25.4
3/4" 19.1
1/2" 12.7
3/8" 9.53
#4 4.75
#8 2.36
#16 1.18
#30 0.60
#50 0.30
#100 0.15
#200 0.074
. . .
T
'
·~
\
\
I\
l.
\
\
IO.ODO 1.000 0.100
Sieve Size, mm
Buena Park • Palm Desert • Hemet
Percent
Passing
100.0
100.0
100.0
100.0
100.0
100.0
99.9
97.0
59.9
26.9
7.0
0.010 0.001
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM Cl 17 & Cl36
Project Number: 544-18228 December 7, 2018
Project Name:
Lab ID Number:
Sample ID:
bl)
C: ."' "' "' i:,.
-;I:.
100
90
80
70
60
50
40
30
20
IO
0
100.000
Desert Willow Country Club
LN6-18514
BH-3 R-9@ 40' Soil Classification: SP-SM
Sieve Sieve
Size, in Size,mm
I" 25.4
3/4" 19.1
1/2" 12.7
3/8" 9.53
#4 4.75
#8 2.36
#16 1.18
#30 0.60
#50 0.30
#100 0.15
#200 0.074
. .
\
\
\
\
"'I.
\
'
IO.ODO I.ODO 0.100
Sieve Size, mm
Buena Park • Palm Desert • Hemet
Percent
Passing
100.0
100.0
100.0
100.0
100.0
100.0
99.8
93.4
59.3
29.0
7.4
0.010 0.001
~ Stadden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM CJ 17 & Cl36
Project Number: 544-18228 December 7, 2018
Project Name:
Lab ID Number:
Sample ID:
JOO
90
80
70
60
OJJ
"' ·,:;
50 "' "' 0...
:,R 0 40
30
20
IO
0
100,000
Desert Willow Country Club
LN6-18514
BH-4 R-1 @5' Soil Classification: SP-SM
Sieve
Size, in
l"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
.
10.000
Sieve
Size, mm
25.4
19.1
12.7
9.53
4.75
2.36
1.18
0.60
0.30
0.15
0.074
.
I
I
\
\
\.
\
\
1.000 0.100
Sieve Size, mm
Percent
Passing
100.0
100.0
100.0
100.0
100.0
100.0
99.9
91.4
46.8
25.8
8.7
Buena Park • Palm Desert • Hemet
0.010 0.001
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM Cl 17 & Cl36
Project Number: 544-18228 December 7, 2018
Project Name:
Lab ID Number:
Sample ID:
bJl p
·;;;
"' "' 0...
~ 0
100
90
80
70
60
50
40
30
20
JO
0
100.000
Desert Willow Country Club
LN6-18514
BH-6 S-4 @ 20' Soil Classification: SP-SM
.
Sieve
Size, in
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
. . .
10.000
Sieve
Size, mm
25.4
19.1
12.7
9.53
4.75
2.36
1.18
0.60
0.30
0.15
0.074
.
\
\
I
'
I
I
~
\
\
1.000 0.100
Sieve Size, mm
Percent
Passing
100.0
100.0
100.0
100.0
100.0
100.0
99.8
96.6
75.1
33.8
7.2
Buena Park • Palm Desert • Hemet
0.010 0.001
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM CJ 17 & Cl36
Project Number: 544-18228 December 7, 2018
Project Name:
Lab ID Number:
Sample ID:
bl)
"' "u,
"' '" P..
~
100
90
80
70
60
50
40
30
20
IO
0
100.000
Desert Willow Country Club
LN6-18514
BH-8 S-6@ 30' Soil Classification: SP-SM
,
Sieve
Size, in
l"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
~
IO.ODO
Sieve
Size, mm
25.4
19.1
12.7
9.53
4.75
2.36
1.18
0.60
0.30
0.15
0.074
\
I
\
I
I
~
I -\
I.DOD 0.100
Sieve Size, mm
Percent
Passing
100.0
100.0
100.0
100.0
100.0
100.0
99.9
96.6
76.2
37.7
7.5
Buena Park • Palm Desert • Hemet
0.010 0.001
(g) Stadden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM Cl 17 & CI36
Project Number: 544-18228 December 7, 2018
Project Name:
Lab ID Number:
Sample ID:
bJl
C:
"ui
"' "' i:,..
~
100
90
80
70
60
50
40
30
20
IO
0
100.000
Desert Willow Country Club
LN6-18514
BH-9 S-10@50' Soil Classification: SP-SM
Sieve
Size, in
l"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
. . .
10.000
Sieve
Size, mm
25.4
19.1
12.7
9.53
4.75
2.36
1.18
0.60
0.30
0.15
0.074
\
'
\
\
\
\.
\
\
1.000 0.100
Sieve Size, mm
Percent
Passing
100.0
100.0
100.0
100.0
100.0
99.9
99.7
92.3
58.1
25.9
5.5
Buena Park • Palm Desert • Hemet
0.010 0.001
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM Cl 17 & Cl36
Project Number: 544-18228 December 7, 2018
Project Name:
Lab ID Number:
Sample ID:
bD
" "[n
u,
"' ~
a'?.
100
90
80
70
60
50
40
30
20
IO
D
JOO.ODO
Desert Willow Country Club
LN6-18514
BH-10 S-3@ 15' Soil Classification: SP-SM
. -
Sieve
Size, in
I"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
. . --
IO.ODO
Sieve
Size, mm
25.4
19.1
12.7
9.53
4.75
2.36
1.18
0.60
0.30
0.15
0.074
-
I\
I
I
I
\
\
I
~
\
\
I
I.ODO 0.100
Sieve Size, mm
Percent
Passing
100.0
100.0
100.0
100.0
100.0
100.0
99.9
97.3
74.6
32.9
6.3
Buena Park • Palm Desert • Hemet
0.010 0.001
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM Cl 17 & C136
Project Number: 544-18228 December 7, 2018
Project Name:
Lab ID Number:
Sample ID:
JOO
90
80
70
60
bl)
'1 ·;;;
50 "' '" /1..
~ 40
30
20
JO
0
100.000
Desert Willow Country Club
LN6-18514
BH-11 S-5 @25' Soil Classification: SP-SM
Sieve Sieve
Size, in Size,mm
I" 25.4
3/4" 19.1
1/2" 12.7
3/8" 9.53
#4 4.75
#8 2.36
#16 1.18
#30 0.60
#50 0.30
#100 0.15
#200 0.074
. . .
I\
I
'
\
\
'
I
\
"\
\
'
10.000 1.000 0.100
Sieve Size, mm
Buena Park • Palm Desert • Hemet
Percent
Passing
100.0
100.0
100.0
100.0
100.0
100.0
100.0
95.0
63.4
29.6
6.9
0.010 0.001
(g) Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-18228 December 7, 2018
Job Name: Desert Willow Country Club
Lab 1D Number: LN6-18514
Sample ID: BH-1 R-2@ 5'
Soil Description: Gray Brown Sand w/Silt (SP-SM)
Initial Dry Density, pcf:
Initial Moisture, %:
Initial Void Ratio:
111.1
0.8
0.501
Specific Gravity: 2.67
0
-]
-2
-3 --= Oil ·;:;
-4 :c
·= " Oil = -5 " -= u
-;F, -6
-7
-8
-9
-JO
0.1
Hydrocollapse: 0.3%@ 0.694 ksf
% Change in Height vs Normal Presssure Diagram
~ Before Saturation
-a-Rebound
•
i
-:~ •
'
•
'
•
•
1.0
--0---Aller Saturation
-Ill-Hydro Consolidation
i
•
.
~ -1---~ f-~
'
•
•
!
•
•
•
•
10.0
Normal Load (ksl)
Buena Park • Palm Desert • Hemet
100.0
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-18228 December 7, 2018
Job Name: Desert Willow Country Club
Lab ID Number: LN6-18514
Sample ID: BH-2 R-2@ 10'
Soil Description: Gray Brown Sand w/Silt (SP-SM)
Initial Dry Density, pcf:
Initial Moisture, %:
Initial Void Ratio:
112.9
0.4
0.476
Specific Gravity: 2.67
0
-1
-2
-3 -.c
bl) ·:;;
-4 ::c
·= "' bl)
-5 = .. .c u
:,,: 0 -6
-7
-8
-9
-10
0.1
Hydrocollapse: 0.2%@0.702 ksf
% Change in Height vs Normal Presssure Diagram
~ Before Saturation
---&-Rebound
•
•
.
.
:
.
•
'
•
1.0
---rl-After Saturation
~ Hydro Consolidation
'
•
~ .
. ~
.
•
.
'
10.0
Normal Load (ksl)
Buena Park • Palm Desert • Hemet
100.0
~ Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-18228 December 7, 2018
Job Name: Desert Willow Country Club
Lab ID Number: LN6-18514
Sample ID: BH-4 R-1 @5'
Soil Description: Brown Sand w/Silt (SP-SM)
Initial Dry Density, pcf:
Initial Moisture, %:
Initial Void Ratio:
115.3
1.1
0.445
Specific Gravity: 2.67
1
0 -
-1
-2
-3 --= ,.
·.;
-4 ::c:
·= .. ,.
-5 C: = 0
"" 0 -6
-7
-8
-9
-10
0.1
% Change in Height vs Normal Presssure Diagram
~ Before Saturation
-e--Rebound
•
I
'
•
•
•
i
:
'
: .
1.0
---½-After Saturation
-II-Hydro Consolidation
---~ .
.
.
.
. .
10.0
Normal Load (lest)
Buena Park • Palm Desert • Hemet
100.0
Sladden Engineering
6782 Stanton Ave., Suite C, 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
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Date: November 29, 2018
Account No.: 544-18228
Customer: Desert Wave Ventures, LLC
Location: Country Club Drive, Desert Willow Country Club, Palm Desert
Corrosion Series
BH-1@ 0-5'
pH
perCA643
8.8
Analytical Report
Soluble Sulfates
per CA 417
ppm
180
Soluble Chloride
per CA 422
ppm
50
Min. Resistivity
per CA643
ohm-cm
8200
C Rpt544-18228112918
APPENDIXC
SEISMIC DESIGN MAP AND REPORT
DEAGGREGATION OUTPUT
S/adden Engineering
12/3/2018 Design Maps Summary Report
l'ilUSGS Design Maps Summary Report
User-Specified Input
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33. 76399°N, 116.36729°W
Site Soil Classification Site Class D -"Stiff Soil"
Risk Category 1/Il/Ill
USGS-Provided Output
S5 = 1.672 g
s, = 0.793 g
.Thousand Palm:.
J'rancho•
Mir~ge
•Palm Desert ·c·
SMS = 1.672 g
SMl = 1.190 g
Sos= 1.115 g
S 01 = 0.793 g
For information on how the 55 and 51 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
l\lCE 1t Response Spectrum De.sign Response Spectrum
1:,,
" r~
I>)" !!,:,, \l.J<i (!,'-, i!;-,1 lfH I..':\• J.Jji Lf,;, I.'..-, ;: .. ,
f't'rirHI. T 1.st'l') PuirHI. T l~t'l'i
For PGAw TL, Cns, and Cn1 values, please view the detailed reR □rt.
Although tills information is a product of the U.S. Geological Sul"vey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject-m2tter knowledge.
https://prod02-earthq ua ke. er. usg s .gov/desig nmaps/us/summary.php ?tempi ate=minimal&lalitud e=33. 763 988&1ongitude=-116.367287 &siteclass=3&risk.. . 1 / 1
12/3/2018 Design Maps Detailed Report
EUSGS Design Maps Detailed Report
ASCE 7-10 Standard (33.76399°N, 116.36729°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 11.4.1 - Mapped Acceleration Parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5 ] and
1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B.
Adjustments for other Site Classes are made, as needed, in Section 11.4.3.
From Figure 22-1 r1 1 S 5 = 1.672 g
From Figure 22-2 r2 1 s, = 0.793 g
Section 11.4.2 - Site Class
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Chapter 20,
Table 20.3-1 Site Classification
Site Class
A. Hard Rock
B. Rock
-----·--·-·"-"''--
C. Very dense soil and soft rock
D. Stiff Soil
E. Soft clay soil
F. Soils requiring site response
analysis in accordance with Section
21.1
Nor Nch -
Vs s,,
>5,000 ft/s N/A N/A
2,500 to 5,000 ft/s N/A N/A
1,200 to 2,500 ft/s >50 >2,000 psf
600 to 1,200 ft/s 15 to SD 1,000 to 2,000 psf
<600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the
characteristics:
• Plasticity index PI> 20,
• Moisture content w 2: 40%, and
• Undrained shear strength Su < 500 psf
--------
See Section 20.3.1
For SI: lft/s = 0.3048 m/s llb/ft 2 = 0.0479 kN/m2
https://prod02-earthq ua ke. cr.usgs .g ov/desig nma ps/us/rep art. php ?tempi ate=mi nim al&I alitud e=33. 763988&longilude=-116 .367287 &slteclass=3&riskca t. . . 116
12/3/2018 Design Maps Detalled Report
Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (,f::'.\,f;;,!;;Jl)
Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient Fa
Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period
s, :5 0.25 S5 = 0.50 s, = 0.75 s, = 1.00 s, 2: 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S5
For Site Class= D and 5 5 = 1.672 g, F11 = 1.000
Table 11.4-2: Site Coefficient Fv
Site Class Mapped MCE , Spectral Response Acceleration Parameter at 1-s Period
s, :5 0.10 s, = 0.20 s, = 0.30 s, = 0.40 s, 2: 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of 5 1
For Site Class= D and 5 1 = 0.793 g, Fv = 1.500
https :/f prod02-earthq u a ke .er. usgs.gov/designma ps/us/report. ph p ?te mpl ate=minimal&latitude=33. 7639BB&longitude=-116.367287 &sitecl ass=3&riskcat. . . 2/6
12/3/2016 Design Maps Detailed Report
Equation (11.4-1): SMs = F.Ss = 1.000 x 1.672 = 1.672 g
Equation (11.4-2): S 1•11 = F,S 1 = 1.500 X 0.793 = 1.190 g
Section 11.4.4 - Design Spectral Acceleration Parameters
Equation (11.4-3): S 05 = ½ S,.15 = ½ X 1.672 = 1.115 g
Equation (11.4-4): S 01 =½Sm= ½x 1.190 = 0.793 g
Section 11.4.5 - Design Response Spectrum
From Figure 22-12 [3 l T, = 8 seconds
Figure 11.4-1: Design Response Spectrum
5:~ = l 11 :',
T < T,: S, = s,, ( 0.4 + 0.6 TIT,)
Tn ST s Ts: sll = sos
T5 <TSTL:Sg=S::,1 /T
T>TL:SD=S.)1TL/P
g
J;
c
-! E s.,1 = 11 ~,;3 . --.J --------- - - - -.J ---
" ~
" ~ ;;. n
"
l~ = 11.71 l I .rn1,1
Pcri11d. T !St't'i
ht1ps://prod02-earthq u a ke. er. usgs .gov/designm aps/ us/rep ort.ph p ?tern pl ate=minimal &latitud e=33. 763988&langitude=-116 .36728 7 &siteclass=3&riskcat. . . 3/6
12/3/2018 Design Maps Detailed Report
Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum
The MCE1t Response Spectrum is determined by multiplying the design response spectrum above by
1.5.
S,ts=lh72 --~------~
S,11 = l l '1\J --., --- --- - - - --- -.., - - - - - -
T =" 142 T~=!1-Tl2 rn10
Pt'find, T lst-r}
https:l/prod02-ea rthqua ke. er. usg s .gov/desig nmaps/us/ report.ph p ?template=minimal &latitude= 33. 763988&long itude=-116. 367287 &siteclass=3&riskcat. . . 4/6
12/3/2018 Design Maps Detailed Report
Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design
Categories D through F
From Figure 22-7 [4 J PGA = 0.671
Equation (11.8-1): PGAM = FPGAPGA = 1.000 x 0.671 = 0.671 g
Table 11.8-1: Site Coefficient F PGA
Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA
Class
PGA s PGA = PGA = PGA = PGA 2:
0.10 0.20 0.30 0.40 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4. 7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of PGA
For Site Class = D and PGA = 0.671 g, FPGA = 1.000
Section 21.2.1.1 - Method 1 (from Chapter 21 -Site-Specific Ground Motion Procedures for
Seismic Design)
From Figure 22-17 [SJ CRS = 1.022
From Figure 22-18 [GJ c., = 0.980
https:/lprod02-earthqu a ke. er. usgs .gov/d esig nmaps/us/rep o rt. php ?template=mini mal&latilude=33. 763988&1ong itude=-116.367287 &siteclass=3&riskca t. . . 5/6
12/3/2018 Design Maps Detailed Report
Section 11.6 - Seismic Design Category
Table 11 6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter
RISK CATEGORY
VALUE OF S 0 s
I or II III IV
S 0 s < 0,167g A A A
0.167g S S 0 s < 0.33g B B C
0.33g S Sos < O.SOg C C D
O.SOg S S 0 s D D D
For Risk Category = I and 5 05 = 1.115 g, Se1sm1c Design Category = D
Table 11 6-2 Seismic Design Category Based on 1-5 Period Response Acceleration Parameter
RISK CATEGORY
VALUE OF S 01
I or II III IV
S 01 < 0.067g A A A
0.067g S S 01 < 0.133g B B C
0.133g S S 01 < 0,20g C C D
0.20g S S 01 D D D
For Risk Category = I and 5 01 = 0.793 g, Seismic Design Category = D
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
Seismic Design Category =" "the more severe design category in accordance with
Table 11.6-1 or 11.6-2" = E
Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.
References
1. Figure 22-1: https:// earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20 lD_ASCE- 7 _Figure_22-1. pdf
2. Figure 22-2: https :// earthquake. usgs.gov/hazards/desig nmaps/downloads/pdfs/201D_ASCE- 7 _Figu re_22-2. pdf
3. Figure 22-12: https ://earthquake. usgs.gov /hazards/designmaps/downloads/pdfs/201D_ASCE- 7 _Figure_22-12. pdf
4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-7. pdf
5. Figure 22-17: https ://earthquake.usgs.gov /hazards/designmaps/downloads/pdfs/20 lO_ASCE-7 _Figure_22-17. pdf
6. Figure 22-18: https ://earthquake. usgs.gov/hazards/desig nmaps/downloads/pdfs/2010_ASCE- 7 _Figu re_22-18. pdf
https :/lprod02-earthquake. cr.usgs .gov/des ignmaps/us/report. ph p ?template=mini mal&latitude=33. 763988&1ong itude=-116. 36728 7 &siteclass=3&riskcat. . . 6/6
12/3/2018 Unified Hazard Tool
U.S. Geological Survey -Earthquake Hazards Program
Unified Hazard Tool
Please do not use this tool to obtain ground motion parameter values for the design code
reference documents covered by the U.S. Seismic Design Ma[]s web tools (e.g., the
International Building Code and the ASCE 7 or 41 Standard). The values returned by the two
applications are not identical.
"' Input
Edition Spectral Period
L/ _o_y_n_a_m_i c_: _c_o_n_te_r_m_i_n_o_u_s_u_.s_._2_0_1_4_(_v4_._1_. -~I I Peak ground acceleration
Latitude Time Horizon
Decimal degrees Return period in years
1 33.763988 475
Longitude
Decimal degrees, negative va!ues for western longitudes
I -116.367287
Site Class
259 m/s (Site class D)
https://earthquake.usgs.gov/hazards/interactive/ 1/5
12/3/2018 Unified Hazard Tool
"' Hazard Curve
Please select "Edition", "Location" & "Site Class" above to
compute a hazard curve.
Compute Hazard Curve
https://earthquake.usgs.gav/haz:ards/interactive/ 2/5
1213/2018
A Deaggregation
Component
Total
https:1/earthquake.usgs.gov/hazards/interac!ive/
Unified Hazard Tool
+
!IE=(-= .. -2.5)
ii E = [-2.5 .. -2)
E=[-2 .. -1.5)
E=[-1.5 .. -1)
0 E = [-1 .. -0.5)
0 E=[-0.5 .. 0)
0 E=[0 .. 0.5)
0 E= [0.5 .. 1)
E= [l .. 1.5)
E = [l.5 .. 2)
1!1111 E = [2 .. 2.5)
[II E = [2.5 .. +=)
315
1213/2018 Unified Hazard Tool
Summary statistics for, Deaggregation: Total
Deaggregation targets
Return period: 475 yrs
Exceedance rate: 0.0021052632 yr'
PGA ground motion: 0.59827202 g
Totals
Binned: 100 %
Residual: 0 %
Trace: 0.22 %
Mode (largest r-rn bin)
r: 9.27 km
m: 7.34
Eo: 0.36 a
Contribution: 13.25 %
Discretization
r: min= 0.0, max= 1000.0, !!. = 20.0 km
m: min= 4.4, max= 9.4, !!. = 0.2
£: min= -3.0, max= 3.0, ti= 0.5 a
https:1/earthquake.usgs.gov/hazards/interactive/
Recovered targets
Return period: 516.45448 yrs
Exceedance rate: 0.0019362791 yr'
Mean (for all sources)
r: 12.87 km
m: 7.04
E,: 0.69 a
Mode (largest"" bin)
r: 8.57 km
m: 7.49
Eo: 0.78 0
Contribution: 6.69 %
Epsilon keys
EO: [-ro .. -2.5)
El: [-2.5 .. -2.0)
E2: [-2.0 .. -1.5)
E3: [-1.5 .. -1.0)
E4: [-1.0 .. -0.5)
ES: [-0.5 .. 0.0)
EG: [0.0 .. 0.5)
E7: [0.5 .. 1.0)
EB: [1.0 .. 1.5)
E9: [1.5 .. 2.0)
ElO: [2.0 .. 2.5)
Ell: [2.5 .. +ro]
415
1213/2018 Unified Hazard Tool
Deaggregation Contributors
Source Set I+ Source Type r m •o Ion lat az %
UC33brAvg_FM31 System 35.28
San Andreas (San Gorgonio Pass-Garnet Hill} [l] 8.53 7.58 0.21 116.329°W 33.833°N 24.65 22.86
San Jacinto (Anza) rev [4] 32.57 7.90 1.09 116.580°W 33.53l°N 217.27 3.35
San Andreas (North Branch Mill Creek) [11] 9.47 7.87 0.10 116.303°W 33.826"N 41.01 2.69
San Andreas (Coachella) rev [O] 11.51 7.16 0.60 116.246eW 33.788°N 76.40 1.81
UC33brAvg_FM32 System 35.26
San Andreas (San Gorgonio Pass-Gamel HIil) [!] 8.53 7.58 0.21 116.329°W 33.833°N 24.65 22.76
San Jacinto (Anza) rev [4] 32.57 7.90 1.09 116.580°W 33.531 CN 217.27 3.34
San Andreas (North Branch Mill Creek} [11] 9.47 7.84 0.11 116.303°W 33.826°N 41.01 2.85
San Andreas (Coachella) rev [OJ 11.51 7.13 0.62 116.246"W 33.788°N 76.40 1.67
UC33brAvg_FM31 (opt) Grid 14.73
PointSourceFinite: -116.367, 33.831 8.68 5.71 1.10 116.367"W 33.831 "N 0.00 2.20
PointSourceFinite: -116.367, 33.831 8.68 5.71 1.10 116.367°W 33.83l"N 0.00 2.20
PointSourceFinite:-116.367, 33.813 7.32 5.68 0.96 116.367°W 33.813'N 0.00 1.71
PointSourceFinite: -116.367, 33.813 7.32 5.68 0.96 11G.36rW 33.813°N 0.00 1.71
UC33brAvg_FM32 (opt) Grid 14.72
PointSourceFinite: -116.367, 33.831 8.68 5.71 1.10 116.367°W 33.831°N 0.00 2.20
PointSourceFinite: •116.367, 33.831 8.68 5.71 1.10 116.36rW 33.831 °N 0.00 2.20
PointSourceFinlte: -116.367, 33.813 7.32 5.68 0.96 116.3Grw 33.813°N 0.00 1.71
PointSourceFinite:-116.367, 33.813 7.32 5.68 0.96 116.367°W 33.813"N 0.00 1. 71
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