HomeMy WebLinkAboutApp B Geotechnical ReportGEOTECHNICAL INVESTIGATION
PROPOSED FACILITIES EXPANSION
PHASE 2.75 & PHASE 3.0
THE LIVING DESERT
47900 PORTOLA AVENUE
PALM DESERT, CALIFORNIA
-Prepared By-
Sladden Engineering
45090 Golf Center Parkway, Suite F
Indio, California 92201
(760) 863-0713
Sladden Engineering
www.SladdeitEngineering.com
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
January 18, 2023 Project No. 544-21530
23-01-022
PVG Architects
44530 San Pablo Avenue, Suite 200
Palm Desert, California 92260
Subject: Geotechnical Investigation
Project: Proposed Facilities Expansion — Phase 2.75 & Phase 3.0
The Living Desert
47900 Portola Avenue
Palm Desert, California
Sladden Engineering is pleased to present the results of the geotechnical investigation performed for the
Phase 2.75 and Phase 3.0 facilities expansion project proposed for The Living Desert Zoo complex located
at 47900 Portola Avenue in the City of Palm Desert, California. Our services were completed in
accordance with our proposal for geotechnical engineering services dated November 18, 2022 and your
authorization to proceed with the work. The purpose of our investigation was to explore the subsurface
conditions at the site to provide recommendations for foundation design and the design of the various
site improvements. 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 that the recommendations presented in this report are implemented in
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. �1
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Respectfully submitted,
SLADDEN ENGINEERING Iff RM L. �
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Sladden Engineering
www. SladdenEngineering. coin
GEOTECHNICAL INVESTIGATION
PROPOSED FACILITIES EXPANSION
PHASE 2.75 & PHASE 3.0
THE LIVING DESERT
47900 PORTOLA AVENUE
PALM DESERT CALIFORNIA
TABLE OF CONTENTS
INTRODUCTION....................................................................................................................................
1
PROJECTDESCRIPTION.......................................................................................................................
1
SCOPEOF SERVICES.............................................................................................................................
2
SITECONDITIONS.................................................................................................................................
2
GEOLOGICSETTING............................................................................................................................
3
SUBSURFACECONDITIONS...............................................................................................................
3
SEISMICITYAND FAULTING.............................................................................................................
4
SITE -SPECIFIC GROUND MOTION PARAMETERS.......................................................................
5
GEOLOGICHAZARDS.........................................................................................................................
6
CONCLUSIONS......................................................................................................................................
7
EARTHWORKAND GRADING..........................................................................................................
8
SiteClearing.....................................................................................................................................
8
Preparationof Building Areas........................................................................................................
8
Compaction.......................................................................................................................................
8
Shrinkageand Subsidence..............................................................................................................
9
CONVENTIONAL SHALLOW SPREAD FOOTINGS......................................................................
9
SLABS-ON-GRADE................................................................................................................................10
RETAININGWALLS..............................................................................................................................10
CORROSIONSERIES..............................................................................................................................11
UTILITYTRENCH BACKFILL..............................................................................................................11
EXTERIORCONCRETE FLATWORK.................................................................................................11
DRAINAGE..............................................................................................................................................12
LIMITATIONS.........................................................................................................................................12
ADDITIONALSERVICES......................................................................................................................12
REFERENCES..........................................................................................................................................13
FIGURES - Site Location Map
Regional Geologic Map
Exploration Location Plan
APPENDIX A - Field Exploration
APPENDIX B- Laboratory Testing
APPENDIX C- Site -Specific Ground Motion Parameters
Seismic Design Maps
Sladden Engineering
www.SladdenEngineering.com
January 18, 2023 1 Project No. 544-21530
23-01-022
INTRODUCTION
This report presents the results of the geotechnical investigation performed by Sladden Engineering
(Sladden) for the Phase 2.75 and Phase 3.0 facilities expansion projects proposed for The Living Desert
Zoo complex located at 47900 Portola Avenue in the City of Palm Desert, California. The site is located at
approximately 33.7007 degrees north longitude and 116.3730 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 provided site plan (Prest Vuksic, Architects, 2022), it is our understanding that Phase 2.75
will consist of constructing a new 8,000 square foot (so building with a splash pad feature and accessory
structures. Phase 3 will consist of constructing a new 30,000 sf two-story building and a lion habitat with
accessory structures. Concrete flatwork, landscape areas and various associated site improvements are
also proposed. For our analyses we expect that the proposed new structures will be of relatively
lightweight wood -frame, steel -frame or reinforced concrete construction supported on conventional
shallow spread footings and concrete slabs -on -grade.
Based on the relatively level nature of the site, Sladden expects that grading will be limited to minor cuts
and fills in order to accomplish the desired elevations and to provide adequate gradients for site
drainage. This does not include the removal and re -compaction of the near surface soil within the
proposed building pad areas. Upon completion of the precise grading plans, Sladden should be retained
to verify that the recommendations presented within in this report are properly incorporated into the
design of the proposed project.
Structural foundation loads were not available at the time of this report. Based on our experience with
relatively lightweight structures, we expect that isolated column loads will be less than 50 kips and
continuous wall loads will be less than 5.0 kips per linear foot. If these assumed loads vary significantly
from the actual loads, we should be consulted to verify the applicability of the recommendations
provided.
Sladden Engineering
www.SladdeiiEngiiieeling.com
January 18, 2023 2 Project No. 544-21530
23-01-022
SCOPE OF SERVICES
The purpose of our investigation was to determine specific engineering characteristics of the surface and
near surface soil in order to develop foundation design criteria and recommendations for site
preparation. Specifically, our site characterization consisted of the following tasks:
® Site reconnaissance to assess the existing surface conditions on and adjacent to the site.
® Drilling four (4) exploratory boreholes to depths between approximately 5 to 29 feet bgs to
characterize the subsurface soil conditions. The presence of cobbles and boulders resulted in practical
auger refusal for BH-2 & BH-3. 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 their engineering characteristics.
® Revuwing geologic literature and discussing geologic hazards.
® Performing site -specific ground motion procedures for the subject property.
® Performing engineering analyses to develop recommendations for foundation design and site
preparation.
® The preparation of this report summarizing our work at the site.
y
The proposed new construction areas are within the northern portion of The Living Desert Zoo complex
located at 47900 Portola Avenue in the City of Palm Desert, California. At the time of our investigation,
the proposed work areas were occupied by existing animal enclosures, existing structures, landscaped
areas, unpaved pathways and paved walkways. The subject property is near the elevation of the adjacent
properties and roadways and is bounded on the north, east, west and south by zoo attractions.
Based on our review of the La Quinta Quadrangle (USGS, 2015) and Google Earth (2022), the site is
situated at an approximate elevation of 215 feet above mean sea level (MSL).
No natural ponding of water or surface seeps were observed at or near the site during our investigation
conducted on December 13, 2022. Site drainage appears to be controlled via sheet flow and surface
infiltration. Regional drainage is provided by the Whitewater River that is located to the north of the
subject site.
Madden Engineering
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January 18, 2023 3 Project No. 544-21530
23-01-022
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 the east and extends through the Imperial Valley
into the Gulf of California on the south.
A relatively thick sequence (20,000 feet) of sediment 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 these sediments has
been the Colorado River. The mountains surrounding the Coachella Valley are composed primarily of
Precambrian metamorphic and Mesozoic "granitic" rock.
The Salton Trough is an internally draining area with no readily available outlet to Gulf of California and
with portions well below sea level (-253' msl). The region is intermittently blocked from the Gulf of
California by the damming effects of the Colorado River delta (current elevation +30'msl). Between about
300AD and 1600 AD (to 1700) the Salton Trough has been inundated by the river's water, forming ancient
Lake Cahuilla (max. elevation +58' msl). Since that time the floor of the Trough has been repeatedly
flooded with other "fresh" water lakes (1849, 1861, and 1891), the most recent and historically long lived
being the current Salton Sea (1905). The sole outlet for these waters is evaporation, leaving behind vast
amounts of terrestrial sediment materials and evaporite minerals.
The site has been mapped by Rogers (1965) to be immediately underlain by Quaternary -age alluvium
(Qal) and dune sand (Qs) deposits. The regional geologic setting for the site vicinity is presented on the
Regional Geologic Map (Figure 2).
SUBSURFACE CONDITIONS
The subsurface conditions at the site were investigated by drilling four (4) exploratory boreholes to
depths between approximately 5 and 29 feet bgs. The approximate locations of the boreholes are
illustrated on the Exploration Location Plan (Figure 3). The boreholes were advanced using a truck -
mounted Mobile B-61 drill -rig equipped with 8-inch outside diameter hollow stem augers. A
representative of Sladden was on -site to log the materials encountered and retrieve samples for
laboratory testing and engineering analysis.
During our field investigation, a thin mantle of artificial fill/disturbed soil was encountered to depths of
approximately two (2) to three (3) feet bgs. Underlying the fill/disturbed soil and extending to the
maximum depths explored, native alluvium was encountered. The native soil throughout the site consists
primarily of fine -to coarse -grained gravelly sand (SW). The native soil was found to be dry to slightly
moist, medium dense to very dense, fine -to coarse -grained and yellowish brown in in -situ color. The
presence of cobbles and boulders resulted in practical auger refusal within BH-2 & BH-3.
Sladden Engineering
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January 18, 2023 4 Project No. 544-21530
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The presence of existing site improvements limited access for our geotechnical investigation. However,
Sladden has reviewed previous geotechnical engineering reports prepared by Sladden Engineering (2022)
and Earth Systems (2019) for The Living Desert Phase 2.5 Facilities Expansion and Living Desert
Crossroads of Conservation Project reports, respectively. These reports document soil conditions
consistent with the conditions summarized in this report.
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 the maximum explored depth of 51.5 feet bgs during our field
investigation. Based upon our review of the groundwater levels in the site vicinity (Tyley, 1974), it is our
opinion that groundwater will not be a factor in the design and 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), M7.1 Hector Mine (1999), and M7.1 Ridgecrest (2019).
Table 2 lists the closest known potentially active faults that was generated in part using fault parameters
from The Revised 2002 California Probabilistic Seismic Hazard Maps (Cao et al, 2003) and the Fault and
Fold Database of the United States (USGS, 2021a). This table does not identify the probability of
reactivation or the on -site effects from earthquakes occurring on any faults in the region.
Sladden Engineering
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January 18, 2023 5 Project No. 544-21530
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TABLE 1
CLOSEST KNOWN ACTIVE FAULTS
Fault Name
Distance
(Km)
Maximum
Event
San Andreas - Coachella
15.2
7.2
San Andreas - Southern
15.2
7.2
San Andreas - San Bernardino
27.0
7.5
Burnt Mountain
27.6
6.5
San Jacinto - Anza
28.4
7.2
San Jacinto - Coyote Creek
29.4
6.8
Eureka Peak
30.3
6.4
Pinto Mountain
45.9
7.0
SITE SPECIFIC GROUND MOTION PARAMETERS
Sladden has reviewed the 2022 California Building Code (CBC) and ASCE7-16 and developed site specific
ground motion parameters for the subject site. The project Seismic Design Maps and site -specific ground
motion parameters are summarized in the following table and included within Appendix C. The project
Structural Engineer should verify that all design parameters provided are applicable for the subject
project.
TABLE 2
GROUND MOTION PARAMETERS
Latitude / Longitude
33.7007/-116.3730
Risk Category
II
Site Class
D
Code Reference Documents
ASCE 7-16; Chapter 11 & 21
Description
Type
Map Based
Site -Specific
MCER Ground Motion (0.2 second period)
Ss
1.500
---
MCER Ground Motion (1.0 second period)
S1
0.600
---
Site-Modified Spectral Acceleration Value
SMs
1.500
1.441
Site -Modified Spectral Acceleration Value
SMi
null
1.200
Numeric Seismic Design Value at 0.2 second SA
SDs
1.000
0.961
Numeric Seismic Design Value at 1.0 second SA
SD1
null
0.800
Site Amplification Factor at 0.2 second
Fa
1.0
1.0
Site Amplification Factor at 1.0 second
F-,
null
2.5
Site Peak Ground Acceleration
PGAM
0.594
0.550
Sudden Engineering
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January 18, 2023 6 Project No. 544-21530
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The subject site is located in an active seismic zone and will likely experience strong seismic shaking
during the design life of the proposed project. In general, the intensity of ground shaking will depend on
several factors including: the distance to the earthquake focus, the earthquake magnitude, the response
characteristics of the underlying materials, and the quality and type of construction. Geologic hazards
and their relationship to the site are discussed below.
I. Surface Rupture. Surface rupture is expected to occur along preexisting, known active fault
traces. However, surface rupture could potentially splay or step from known active faults
or rupture along unidentified traces. Based on our review of Rogers (1965), Jennings (1994),
and CGS (2023) known active faults are not mapped on the site. In addition, no signs of
active surface faulting were observed during our review of non -stereo digitized
photographs of the site and site vicinity (Google Earth, 2023). Finally, no signs of active
surface fault rupture or secondary seismic effects (lateral spreading, lurching etc.) were
identified during our field investigation. Therefore, it is our opinion that risks associated
with primary surface ground rupture should be considered "low".
II. Ground Shaking. The site has been subjected to past ground shaking by faults that traverse
through the region. Strong seismic shaking from nearby active faults is expected to
produce strong seismic shaking during the design life of the proposed project. Based on
site -specific ground motion parameters developed for the property (Appendix C), the site
modified peak ground acceleration (PGAm) is estimated to be 0.550g.
III. Liquefaction. 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
all of the following conditions apply; liquefaction -susceptible soil, groundwater within a
depth of 50 feet or less, and strong seismic shaking.
Based on the depth to groundwater in the project vicinity (Tyley, 1974), risks associated
with liquefaction are considered "negligible".
IV. 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".
V. Slope Failure, Landsliding, Rock Falls. Slope instability in the form of landslides and rock
falls were not observed at or near the subject site. The site is situated on relatively flat
ground and is not located immediately adjacent to any slopes. As such, risks associated
with slope instability (landslides, mass wasting and rock falls) are considered "negligible".
Sladden Engineering
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January 18, 2023 7 Project No. 544-21530
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VI. Expansive Soil. Generally, the near surface soil consists of Gravelly Sand (SW/SP). Based on
the results of our laboratory testing, the materials underlying the site are considered "non -
expansive".
VII. Static Settlement. Static settlement resulting from the anticipated foundation loads should
be tolerable provided that the recommendations included in this report are considered in
foundation design and construction. The ultimate static settlement is estimated to be less
than 1 inch when using the recommended bearing pressures. As a practical matter,
differential static settlement between footings can be assumed as one-half of the total static
settlement.
VIII. 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 (unrecoverable)
deformation of an aquifer system.
Locally, no fissures or other surficial evidence of subsidence were observed at or near the
subject site. However, site specific effects resulting from long term regional subsidence is
beyond the scope of our investigation.
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) (Boggs, 2001). Based on the flat nature of the site and the
composition of the surface soil, we judge that the risks associated with debris flows should
be considered "negligible".
Y. Flooding and Erosion. No signs of flooding or erosion were observed during our field
investigation. 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 and our review of previous geotechnical reports prepared for
The Living Desert, it is our professional opinion that the project should be feasible from a geotechnical
perspective provided that the recommendations included in this report are incorporated into design and
carried out through construction. The main geotechnical concerns are the presence of existing surface
improvements, existing underground utilities, presence of artificial fill soil and loose and potentially
compressible near surface soil.
The proposed new structures may be supported upon conventional shallow spread footings. We
recommend that remedial work within the proposed new building areas include over -excavation and re -
compaction of the artificial fill soil and the primary foundation bearing soil. Specific recommendations for
foundation area preparation are presented in the Earthwork and Grading section of this report.
Madden Engineering
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January 18, 2023 8 Project No. 544-21530
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Caving did occur to varying degrees within each of our exploratory bores and the surface soil may be
susceptible to caving within deeper excavations. All excavations should be constructed in accordance
with the normal CalOSHA excavation criteria. Based on 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.
All earthwork including excavation, backfill and preparation of the primary foundation and/or slab
bearing soil should be performed in accordance with the geotechnical recommendations presented in this
report and portions of the local regulatory requirements, as applicable. All earthwork should be
performed under the observation and testing of a qualified soil engineer. The following geotechnical
engineering recommendations for the proposed project are based on observations from the field
investigation program, laboratory testing and geotechnical engineering analyses.
a. Site Clearing: Areas to be graded should be cleared of any existing building elements, surface
improvements, vegetation and trees, associated root systems, existing utilities and debris. All
areas scheduled to receive fill should be cleared of old fills 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 Building Areas. In order to provide firm and uniform foundation bearing
conditions, we recommend over -excavation and re -compaction throughout the proposed
building areas. All disturbed and/or low density near surface soil should be removed to a depth
of at least 3 feet below existing grade or 2 feet below the bottom of the footings, whichever is
deeper. Remedial grading should extend laterally a minimum of 5 feet beyond the footing limits.
The native soil exposed by over -excavation should be scarified, moisture conditioned to near
optimum moisture content and compacted to at least 90 percent relative compaction prior to fill
placement. The previously removed soil may then be replaced as engineered fill as recommended
below.
C. Compaction: Soil to be used as engineered fill should be free of organic material, debris, and
other deleterious substances. All fill material 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
Less than 12
Liquid Limit
Less than 35
Percent Soil Passing #200 Sieve
Between 15% and 35%
Maximum Aggregate Size
3 inches
The subgrade and all fill should be compacted with acceptable compaction equipment, to at least
90 percent relative compaction. The bottom of the exposed subgrade should be observed by a
representative of Sladden Engineering prior to fill placement. Compaction testing should be
performed on all lifts in order to ensure proper placement of the fill materials. Table 3 provides a
summary of the excavation and compaction recommendations.
Madden Engineering
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January 18, 2023 9 Project No. 544-21530
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0TEMIUME11DATIULTS
Remedial Grading
Excavation and re -compaction within the building envelope and
extending laterally for 5 feet beyond the building limits and to a
minimum of 3 feet below existing grade or 2 feet below the bottom of
the footings, whichever is deeper.
Native / Import
Place in thin lifts not exceeding 6 inches in a loose condition, at
Engineered Fill
near optimum moisture content and compact to a minimum of 90
percent relative compaction.
Concrete Sections
Compact the top 12 inches to at least 95 percent compaction at
near optimum moisture content.
'Actual depth may vary and should be determined by a representative of Sladden Engineering in the field
during construction.
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 15 and 20 percent. Subsidence of the surfaces that are scarified and compacted should be
between 1 tenth and 3 tenths of a foot. This will vary depending upon the type of equipment
used, the moisture content of the soil at the time of grading and the actual degree of compaction
attained.
CONVENTIONAL SHALLOW SPREAD FOOTINGS
Conventional shallow spread footings are expected to provide adequate support for the proposed new
structures. All footings should be founded upon properly compacted engineered fill soil and should have
a minimum embedment depth of 12 inches measured from the lowest adjacent finished grade.
Continuous and isolated pad footings should have minimum widths of 12 inches and 24 inches,
respectively. Continuous and isolated pad footings supported upon properly compacted engineered fill
soil may be designed using allowable (net) bearing pressures of 1800 and 2000 pounds per square foot
(psf), respectively. Allowable increases of 200 psf for each additional 1 foot of width and 250 psf for each
additional 6 inches of depth may be used, if desired. The maximum allowable bearing pressure should
be 3000 psf. The allowable bearing pressures apply 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.
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 area preparation conforms with the
recommendations included 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.
Sladden Engineering
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January 18, 2023 10 Project No. 544-21530
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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 250 psf per foot of depth maybe used for design purposes. An allowable coefficient of friction 0.45 may
be used for dead and sustained live loads to compute the frictional resistance of the footing placed
directly on compacted fill. Under seismic and wind loading conditions, the passive pressure and
frictional resistance may be increased by one-third.
All footing excavations should be observed by a representative of the project geotechnical consultant to
verify adequate embedment depths prior to placement of forms, steel reinforcement or concrete. The
excavations should be trimmed neat, level and square. All loose, disturbed, sloughed or moisture -
softened soils and/or any construction debris should be removed prior to concrete placement. Excavated
soil generated from footing and/or utility trenches should not be stockpiled within the building envelope
or in areas of exterior concrete flatwork. All footings should be reinforced in accordance with the project
Structural Engineer's recommendations.
In order to provide uniform foundation support, concrete slabs -on -grade must be placed on properly
compacted engineered fill soil 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 subgrade 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 minimum reinforcement of #3 bars at 24 inches on center in
both directions. All slab reinforcement should be supported on concrete chairs to ensure that
reinforcement is placed at slab mid -height. Final floor slab design and reinforcement should be
determined by the Structural Engineer.
Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a
polyvinyl chloride membrane such as 10-mil visqueen, or equivalent. All laps within the membrane
should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote
uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on
a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface can not be
achieved by grading, consideration should be given to placing a thin leveling course of sand across the
pad surface prior to placement of the membrane.
RETAINING WALLS
Minor retaining walls may be necessary to complete the proposed construction. Cantilever retaining
walls may be designed using "active" pressures. Active pressures may be estimated using .an equivalent
fluid weight of 35 pcf for level native backfill soil acting in a triangular pressure distribution with drained
backfill conditions. "At Rest" pressures should be utilized for restrained walls. At rest pressures may be
estimated using an equivalent fluid weight of 55 pcf for native backfill soil with level drained backfill
conditions.
Sladden Engineeiing
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January 18, 2023 11 Project No. 544-21530
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We recommend that a back drain system 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, four inch
diameter, 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. The upper one foot should be backfilled with compacted, fine-grained soil to exclude
surface water. A Mirafi 140N (or equivalent) 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.
CORROSION SERIES
ThF: soluble sulfate concentrations of the surface soil were determined to be 20 parts per million (ppm).
The soil is considered to have a "negligible — SO" corrosion potential with respect to concrete. The use of
Type V cement and special sulfate resistant concrete mixes should not be necessary. The soluble sulfate
cor itent 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 level of the surface soil was 7.6. Based on soluble chloride concentration testing (60 ppm) the soil
is considered to have "negligible-S0" corrosion potential with respect to normal grade steel. The
minimurn resistivity of the surface soil was found to be 4,650 ohm -cm which suggests the site soil is
considered to have "moderate" corrosion potential with respect to ferrous metal installations.
UTILITY TRENCH BACKFILL
All utility trench backfill should be compacted to a minimum of 90 percent relative compaction. Trench
backfill materials should be placed in lifts no greater than six inches in a loose condition, moisture
conditioned (or air-dried) as necessary to. achieve near optimum moisture content, and mechanically
compacted to a minimum of 90 percent relative compaction. A representative of the project soil engineer
should test the backfill to verify adequate compaction.
EXTERIOR CONCRETE FLATWORK
In order to provide uniform support and minimize settlement related cracking of concrete flatwork, the
subgrade soil within concrete flatwork areas should be compacted to a minimum of 90 percent relative
compaction. A representative of the project geotechnical consultant should observe and verify the density
and moisture content of the soil prior to concrete placement.
Sladden Engineering
www.SladdeiiEngilteering.com
January 18, 2023 12 Project No. 544-21530
23-01-022
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.
The 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 ensure a complete understanding of the recommendations presented in
this report as they apply to the actual grading performed.
ADDITIONAL SERVICES
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 extend into the
properly compacted 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 ASTM test methods. The minimum
acceptable degree of compaction should be 90 percent for engineered fill soil and 95 percent for Class II
aggregate base as obtained by ASTM Test Method D1557. Where testing indicates insufficient density,
additional compactive effort shall be applied until retesting indicates satisfactory compaction.
Sladden Engineering
www.SladdenEngineeiing.com
January 18, 2023 13 Project No. 544-21530
23-01-022
REFERENCES
ASCE7-16, 2016, Minimum Design Loads and Associated Criteria for Buildings and Other Structures.
Boggs, S. Jr., 2001, "Principles of Sedimentology and Stratigraphy", Prentice Hall, third edition
California Building Code (CBC), 2019, California Building Standards Commission.
California Geological Survey (CGS), 2023, Earthquake Zones of Required Investigation.
Cao T., Bryant, W.A., Rowshandel B., Branum D., Wills C.J., 2003, "The Revised 2002 California
Probabilistic Seismic Hazard Maps".
Earth Systems Pacific, 2019, Geotechnical Engineering Report, Proposed Living Desert Crossroads of
Conservation Project, 47900 Portola Avenue, Palm Desert, Riverside County, California; File No.:
300288-006, Doc. No.: 19-12-725.
GoogleEarth.com, 2022, 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 Map My County (RCMMC), 2023, available at
https://gisl.countyofriverside.us/Html5Viewer/index.html?viewer=MMC_Public
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.
Prest Vuksic Greenwood Architects, 2022, The Living Desert & Zoo, Event Center Phase 3.0, Site Plan.
Sladden Engineering, 2022, Geotechnical Investigation, Proposed Facilities Expansion Phase 2.5 Report,
The Living Desert, 47900 Portola Avenue, Palm Desert, California; Project No.: 544-21530, Report
No.: 22-01-016.
Structural Engineer Association of California (SEAC), 2023, Seismic Design Maps; available at:
https://seismicmaps.org/
Tyley, S.J., 1974, Analog Model Study of the Ground -Water Basin of the Upper Coachella Valley,
California, Geological Survey Water -Supply Paper 2027.
Sladden Engineering
www.SladdenEngineering.com
January 18, 2023 14 Project No. 544-21530
23-01-022
REFERENCES
(continued)
United States Geological Survey (USGS), 2015, La Quinta 7.5 Minute Quadrangle Map, 1:24000.
United States Geological Survey (USGS), 2023a, Quaternary Fault and Fold Database; available at:
https://geohazards.usgs.gov/hazards/interactive/
United States Geological Survey (USGS), 2023b, Unified Hazard Tool; available at:
https://geohazards.usgs.gov/hazards/interactive/
United States Geological Survey (USGS), 2023c, Risk Targeted Ground Motion Calculator; available at:
https://earthquake.usgs.gov/designmaps/rtgm/
Sladden Engineering
www.SladdenEngineeiiiig.com
FIGURES
SITE LOCATION MAP
REGIONAL GEOLOGIC MAP
EXPLORATION LOCATION PLAN
Sladden Engineering
www. SladdenEngineering. coin
,)urce: USGS 2015 ;.,
BH-5/P-2 Approximate Borehole Location/Percolation Test Location
BH-4
BH-2
® BH-51P-2 .
f*
ti+ _ F'tiL
1 IH-3
r
�BH-1IP-1
r� �s
1
Y
Source: Prest Vuksic Greenwood (2022)
EXPLORATION LOCATION PLAN FIGURE
Project Number: 544-21530 3
Report Number: 23-01-022
Sladden Engineering Date: January 18, 2022
°
! 3 SAt. is r
1 �,�- :f" � 1 ! ��.t l ��'�Qt,��. r� - yt,� .` ` • � �_ -' . � ` `� f P fs` G � t - It
is
sat n
_ _ •,, .S per - a�, � '. .Q`e�, .�• � .�� - 'fir t1d1 �
14
4� -,Palm rite s
r:. �_ ' � fl' ��� • ,t 4 U�1 r ,_ �1 i 1- �. `�`�-�''�_ :��PFf i+tt�}tut �.ii%¢-]�:�'71v r • '%'&ff •�#
ea
M ram- tp sta:. r �. 'g' „ -=1 t • alyd rinb=s
�„ t . ; Thous rtc} Palrrts ; ,Rl
Fie
06
Nr
I{{{}{s-�.r;Sr :l,i }i�� {� - ♦ 4 TM�: _ 1� � 11rt4 �_��Att 1, .",
in t APPROXIMATE SITE
j.
LOCALITY,
tlt� -i•;� �7sf�.il
0 44_
• . t
�•�,')� t. �', Y y *., G ( •- - ��,.v�SF `_ _p lilt :) S,er-t 5-ps
.i } 1 pl }; �I ., !�' i n.. �i 'i � 1 a� 11�� . '1, �,fiL�•t'•�rl ��' c:' f;�
-s -'r '-� -'--T r s4``4' `� r- R_i'. �" 5 _ - Q•.. Nr. -.• I
r r. tt;'0 1 { 1 '
r { i
F •��, ''f {f - r �' 4, ��'�};`4,a' � .,�r(i(�} ��• t ��.-= ;,-J�_.jJy�,r ;' ' (}s .
�-i 1 t � , '� ij S}!1 iy r , (JJ �v I . -r=� �X`* 9 • l•. n � '.. 1 _ �- A�1�_. ?'T"�� � _ 1 � .
JA�I: [[,�,,,, �4 �} �`ij. Ji' 1� t1r J.�1 lS 1 );II}�•, 9 1. LA. 5 4 A.
�1 7 l (t rrtiat_'{ r+� }., }-'.L ;}i f 'lA ,h .1'. } r '•{.=: t"* AC, li}N) W
,., lit � ,•' � �. , ; ' � ; ' �' i ii{J �IG�4�Ufd F,� � �� " k . � �, �;�f �' r-?�`; _ j � ^�, � �
1 t: r°� 1 k � � F( r•. it'd !T � C's�. � - -.l r`'�i•'-� � ` �-- -
JqC
�{.��11ft 7 1 ,r: t�i�i 1 i , j1..-}I[ �. } ( •-1 1 +G+i �.. } i 1� Yi _ ��r FY v' � -)i •i nZ* (i9i _
I•. �y A"� f�-, , ! •� ,r 1-� ,� �'Ail _.' -• 9i
y t{. !rf+3 �=int �' � I t• ti � •`t � 1 ' -3: ' .%• `� Y _ t , �. s;
' I .]} f1•?' �,- tr �I � 1 -:i; � 1-� _ �!��-+, �/t�l {7'% �L f
��Cj{'�ti�
�'�jJ(- � .,t ri' i I1 �1 } t s_ _ �. +fzatQS"A�IJI@ 'l i s. L��.��4 � t •� t i ��
-_-F-" `•(� � F
06�
EXPLANATION OF SITE UNITS
t.s. Dune sand{ gr9 w
n i
�i
Source: Rogers 1965
, 1• _. _ .r-� �. : '.+ -. �` r`yry`�F� '_ `. AFC •" ._ - �`?• r - - - � �}R Al_.I�L `Z �.1 + _ - _ � _._- � -
REGIONAL GEOLOGIC MAP FIGURE
Project Number: 544-21530 2
Report Number: 23-01-022
Sladden Engineering Date: January 18, 2022
FIELD EXPLORATION
Sladden Engineering
www. SladdenEngineering. coin
For our field investigation four (4) exploratory boreholes were excavated on December 13, 2022 utilizing a
truck mounted hollow stem auger rig (Mobile B-61). 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 which is presented in this appendix.
Representative undisturbed samples were obtained within our borings by driving a thin -walled steel
penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a
140 pound automatic -trip hammer dropping approximately 30 inches (ASTM D1586). The number of
blows required to drive the samplers 18 inches was recorded in 6-inch increments and blowcounts are
indicated on the boring logs.
The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of
2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5
inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in
order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation
spoils and samples were then transported to our laboratory for further observations and testing.
Sladden Engineering
www.SladdenEngineeiiiig.com
BORE LOG
SLADDEN ENGINEERING O
Drill Rig: Mobile B-61
Date Drilled: 12/13/2022
Elevation: 385 Ft (MSL)
Boring No: BH-1/P-I
x
o,
bo
o
v
O
N
O
o
O
Description
U
O
v
U)
as
ray
w
o
-O
: 'Gravelly
Sand (SW); yellowish brown, dry, fine -to -coarse grained
2
::::
(Fill/Disturbed).
::
Gravelly Sand (SW); yellowish brown, dry, fine -to -coarse grained
4
(Qal-Qs).
6
8
Terminated at - 5.0 Feet bgs.
No Bedrock Encountered.
10
No Groundwater or Seepage Encountered.
Borehole Cased with Perforated Pipe for Percolation Testing.
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
Completion Notes:
PHASE 2.75 & 3.0
THE LIVING DESERT
Project No: 544-21530
Page
1
Report No: 23-01-022
BORE LOG
SLADDEN ENGINEERING
Drill Rig: Mobile B-61
Date Drilled: 12/13/2022
Elevation: 385 Ft (MSL)
Boring No: BH-2
x
Q)
0
.ice
�
H
0
0
:1
o
�,
v
Description
Vv
o
x
C
0
Q
U)
W
o
8
Q
Q
Gravelly Sand (SW); yellowish brown, dry, fine -to -coarse grained
2
::
with gravel (Fill/Disturbed).
10/13/13
8.4
1.0
4
6
Gravelly Sand (SW); yellowish brown, dry, medium dense, fine -to-
coarse grained (Qal-Qs).
JI
8
13/14/17
4.5
0.5
114.4
10
::
Gravelly Sand (SW); yellowish brown, dry, medium dense, fine-to-
coarse grained (Qal-Qs).
12
14
Practical Auger Refusal at - 12.5 Feet bgs.
No Bedrock Encountered.
16
No Groundwater or Seepage Encountered.
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
Completion Notes:
PHASE 2.75 & 3.0
THE LIVING DESERT
Project No: 544-21530
Page
2
Report No: 23-01-022
BORE LOG
SLADDEN ENGINEERING O
Drill Rig: Mobile B-61
Date Drilled: 12/13/2022
Elevation: 385 Ft (MSL)
Boring No: BH-3
x
to
o
UO
o
0
o
o
w
a
Description
3
p
v
Cz
W
Gravelly Sand (SW); yellowish brown, dry, medium dense, fine-to-
1
0
2
::
coarse grained with gravel (Fill/Disturbed).
9/14/23
3.3
0.5
120.6
4
14/24/27
7.5
1.0
119.7
=
Gravelly Sand (SW); yellowish brown, dry, dense, fine -to -coarse
6
grained (Qal-Qs).
8
13/17/17
6.9
1.3
10
:.:
Gravelly Sand (SW); yellowish brown, dry, dense, fine -to -coarse
grained (Qal-Qs).
12
14
38/41/42
3.6
1.0
132.8
::
Gravelly Sand (SW); yellowish brown, dry, very dense, fine -to-
16
::
coarse grained (Qal-Qs).
18
17/19/25
9.7
2.0
20
::
Gravelly Sand (SW); yellowish brown, dry, dense, fine -to -coarse
grained (Qal-Qs).
22
32/50-5"
24
26
_: ::
No Recovery.
28
30
Practical Auger Refusal at - 29.0 Feet bgs.
32
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
34
36
38
40
42
44
46
48
50
Completion Notes:
PHASE 2.75 & 3.0
THE LIVING DESERT
Project No: 544-21530
Page
3
Report No: 23-01-022
BORE LOG
OENGINEERING SLADDEN
Drill Rig: Mobile B-61
Date Drilled: 12/13/2022
Elevation: 385 Ft (MSL)
Boring No: BH-4
v
o
v
110
o
CD
0
Vo
M
v
w
Description
o
x
�
o
Q
.S
v
cn
m
as
x
w
o
Q
Q
U
Gravelly Sand (SW); yellowish brown, dry, medium dense, fine-to-
2
::
coarse grained with gravel (Fill/Disturbed).
4
50-6"
4.1
0.3
Gravelly Sand (SW); yellowish brown, dry, dense, fine -to -coarse
6
grained (Qal-Qs).
8
8/14/21
6.8
2.6
10
::
Gravelly Sand (SW); yellowish brown, dry, dense, fine -to -coarse
grained (Qal-Qs).
12
14
19/31/50-6"
4.7
2.3
124.8
::
Gravelly Sand (SW); yellowish brown, dry, very dense, fine -to-
16
:.:.
coarse grained (Qal-Qs).
18
17/23/25
8.1
2.4
20
: =
. :. ;
Gravelly Sand (SW); yellowish brown, dry, dense, fine -to -coarse
grained (Qal-Qs).
22
24
Terminated at - 21.5 Feet bgs.
No Bedrock Encountered.
26
No Groundwater or Seepage Encountered.
28
30
32
34
36
38
40
42
44
46
48
50
Completion Notes:
PHASE 2.75 & 3.0
THE LIVING DESERT
Project No: 544-21530
Page
4
Report No: 23-01-022
BORE LOG
OSLADDEN ENGINEERING
Drill Rig: Mobile B-61
Date Drilled: 12/13/2022
Elevation: 385 Ft (MSL)
Boring No: BH-5/P-2
v
t-0
o
UO
N
H
o
N
0
o
o
w
V
Description
Q
U
o
UO
fix.
o
v
v
cn
cn
;z
as
w
o
8
Q
Q
C7
Gravelly Sand (SW); yellowish brown, dry, fine -to -coarse grained
2
(Fill/Disturbed).
4
13/18/22
5.4
0.8
126.8
6
Gravelly Sand (SW); yellowish brown, dry, fine -to -coarse grained
(Qal-Qs).
8
14/15/15
5.4
0.69
10
12
Terminated at - 10.0 Feet bgs.
No Bedrock Encountered.
14
No Groundwater or Seepage Encountered.
Borehole Cased with Perforated Pipe for Percolation Testing.
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
Completion Notes:
PHASE 2.75 & 3.0
THE LIVING DESERT
Project No: 544-21530
Page
5
Report No: 23-01-022
LABORATORY TESTING
Sladden Engineering
www.SladdeiiEngiiieering.com
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.
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
D1557-91, 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 distilled 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.
Sladden Engineering
www. S l addenEngineering. coin
Consolidation/Hydro-Collapse Testing: One (1) relatively undisturbed sample was selected for
consolidation testing. For this test, a one -inch thick test specimen was subjected to vertical loads varying
from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded
prior to placement of each subsequent load.
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.
Sladden Engineering
www.SladdenEiigineering.com
0
Sladden Engineering
450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863
Maximum Density/Optimum Moisture
ASTMD698/DI557
Project Number: 544-21530 January 17, 2023
Project Name: The Living Desert
Lab ID Number: LN6-22600 ASTMD-1557 A
Sample Location: BH-3 Bulk I @ 0-5' Rammer Type: Machine
Description: Brown Sand w/Silt & Gravel (SW-SM)
Maximum Density: 126.5 pcf
Optimum Moisture: 8.5%
Corrected for Oversize (ASTM D4718)
Sieve Size % Retained
3/4tv
3/811
#4 15.4
145
140
135
130
4*
u 125
GO)
120
115
110
105
100
0
< ----- Zero Air Voids Lines,
sg =2.65, 2.70, 2.75
5 10 15
Moisture Content, %
20 25
Beaumont ® Indio ® Buena Park
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
ASTM D 4829
Job Number: 544-21530 January 17, 2023
Job Name: The Living Desert
Lab ID Number: LN6-22600
Sample ID: BH-3 Builk 1 @ 0-5'
Soil Description: Brown Sand w/Silt & Gravel (SW-SM)
i Wt of Soil + Ring:
577.8
Weight of Ring:
191.9
iWt of Wet Soil:
385.9
,Percent Moisture:
8.8%
�Sample Height, in
Wet Density, pcf:
0.95
123.5
Dry Denstty, pcf:
113.5
% Saturation: 1 49.0
Expansion Rack 9 2
Date/Time 1 / 16/2023 1 2:15 PM
Initial Reading 0.0000
Final Reading 0.0000
(Final - Initial) x 1000
0
Beaumont ® Indio ® Buena Park
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:
544-21530
Job Name
The Living Desert
Lab ID No.
LN6-22600
Sample ID
BH-3 Bulk 1 @ 0-5'
Classification
Brown Sand w/Silt & Gravel (SW-SM)
Sample Type
Remolded @ 90% of Maximum Density
January 17, 2023
Initial Dry Density: 109.4 pcf
Initial Mosture Content: 10.0 %
Peak Friction Angle (0): 35'
Cohesion (c): 260 psf
'Pest Results
1
2
3
4
Average
Moisture Content, %
15.3
15.3
15.3
15.3
15.3
Saturation, %
76.6
76.6
76.6
76.6
76.6
Normal Stress, kps
0.739
1.479
2.958
5.916
Peak Stress, kps
0.741
1.330
T-2.420
4.447
0 Peak Stress Linear (Peak Stress)
6.0
5.0
as 4.0
rs
3.0
---- ---- ---- -- ----- ---- ---
2.0
1.0 -- --- -----..._
0.0
0 1 2 3 4 5 6
Normal Stress, kps
Beaumont - Indio ® Buena Park
Job Number: 544-21530
Job Name: The Living Desert
Date: 1/17/2023
Moisture Adjustment
Wt of Soil: 1,000
Moist As Is: 1.3
Moist Wanted: 10.0
ml of Water to Add: 85.9
Remolded Shear Weight
Max Dry Density: 121.5
Optimum Moisture: 10.0
Wt Soil per Ring, g: 144.6
(SWE Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM Cl 17 & C136
Project Number: 544-21530
Project Name: The Living Desert
Lab ID Number: LN6-22600
Sample ID: BH-3 Bulk 1 @ 0-5'
January 17, 2023
Soil Classification: SW-SM
Sieve
Size, in
Sieve
Size, min
Percent
Passing
2"
50.8
100.0
1 1 /2"
38.1
99.2
1"
25.4
97.9
3/4"
19.1
96.2
1/2"
12.7
93.2
3/8"
9.53
90.9
#4
4.75
84.6
#8
2.36
75.2
#16
1.18
60.4
#30
0.60
41.3
#�- O
0.30
24.1
#100
0.15
12.5
#200
0.075
6.4
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
-411
0.0
100.000 10.000 1.000 0.100 0.010 0.001
Sieve Size, mm
Beaumont - Indio - Buena Park
Sladden
Rip
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM C1 17 & C136
Project Number: 544-21530
January 17, 2023
Project Name: The Living Desert
Lab ID Number: LN6-22600
Sample ID: BH-1 R-1 @ 5'
Soil Classification: SW-SM
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
1"
25.4
100.0
3/4"
19.1
100.0
1 /2"
12.7
96.3
3/8"
9.53
88.2
#4
4.75
77.5
#8
2.36
63.1
# 16
�_ .18
45.9
#30
0.60
28.2
#50
0.30
15.6
#100
0.15
9.0
#200
0.074
5.4
100
90
80
i
70 NI
60
cd
50
40
30
IN
20
10 T--t I I I
0
100.000 10.000 1.000 0.100 0.010 0.001
Sieve Size, mm
Beaumont - Indio - Buena Park
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM C117 & C136
Project Number: 544-21530 January 17, 2023
Project Name: The Living Desert
Lab ID Number: LN6-22600
Sample ID: BH-3 R-4 @ 15' Soil Classification: SP
Sieve
Sieve
Percent
Size, in
Size, rnm
Passing
1"
25.4
100.0
3/4"
19.1
100.0
1 /2"
12.7
87.7
3/8"
9.53
79.8
#4
4.75
63.4
#8
2.36
48.8
#16
1.18
34.7
#30
0.60
21.5
#50
0.30
11.7
# 100
0.15
6.4
#200
0.074
3.6
100
90
80
t
70
60
a�
cd
50
40
30
20
10
0
100.000 10.000 1.000 0.100 0.010 0.001
Sieve Size, mm
Beaumont ® Indio ® Buena Park
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: January 17, 2023
• •OWUSUI
Customer: PVG Architects
Corrosion Series
pH
per CA 643
r 1 •
Soluble Sulfates
per CA 417
ppm
20
Soluble Chloride
per CA 422
ppm
Min. Resistivity
per CA 643
ohm -cm
C Rpt 544-21530 011723 (002)
SEISMIC DESiGN PARAMETERS
SEISMIC DESIGN MAPS
Sladden Engineering
www.SladdeiiEiigineering.com
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Latitude, Longitude: 33.7007,-116.3730
Date
Design Code Reference Document
Risk Category
Site Class
1/11/2023, 8:46:00AM
ASCE7-16
11
D - Stiff Soil
OSH PD
Type
Value
Description
SS
1.5
MCER ground motion. (for 0.2 second period)
S1
0.6
MCER ground motion. (for 1.0s period)
SMS
1.5
Site -modified spectral acceleration value
SM1
null -See Section 11.4.8
Site -modified spectral acceleration value
SDS
1
Numeric seismic design value at 0.2 second SA
SD1
null -See Section 11.4.8
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
null -See Section 11.4.8
Seismic design category
Fa
1
Site amplification factor at 0.2 second
Fv
null -See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.54
MCER peak ground acceleration
FPGA
1.1
Site amplification factor at PGA
PGAM
0.594
Site modified peak ground acceleration
TL
8
Long -period transition period in seconds
SsRT
1.605
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.741
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
1.5
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.608
Probabilistic risk -targeted ground motion. (1.0 second)
S1UH
0.675
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1 D
0.6
Factored deterministic acceleration value. (1.0 second)
PGAd
0.54
Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH
0.686
Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS
0.922
Mapped value of the risk coefficient at short periods
CR1
0.9
Mapped value of the risk coefficient at a period of 1 s
CV
1.4
Vertical coefficient
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