HomeMy WebLinkAboutAppendix F1 - Geotechnical Engineering InvestigationGeotechnical Engineering Investigation
Proposed Industrial Warehouse Development
Northeast Corner of Citrus Avenue
and Santa Ana Avenue
Fontana, California
Acacia Real Estate Group, Inc.
260 Newport Center Drive, Suite 100
Newport Beach, California 92660
Attn: Mr. David Pittman
Project Number 23086-22
April 25, 2022
NorCal Engineering
NorCal Engineering
Soils and Geotechnical Consultants
10641 Hum bolt Street Los Alamitos, CA 90720
(562) 799-9469 Fax (562) 799-9459
April 25, 2022
Acacia Real Estate Group, Inc.
260 Newport Center Drive, Suite 100
Newport Beach, California 92660
Attn: Mr. David Pittman
Project Number 23086-22
RE: Geotechnical Engineering Investigation -Proposed Industrial Warehouse
Development -Located at the Northeast Corner of Citrus Avenue and Santa Ana
Avenue, in the City of Fontana, California
Dear Mr. Pittman:
Pursuant to your request, this firm has performed a Geotechnical Engineering Investigation for
the above referenced project in accordance with your approval of our proposal dated January
21, 2022. The purpose of this investigation is to evaluate the geotechnical conditions of the
subject site and to provide recommendations for the construction of a proposed industrial
warehouse development.
The scope of work included the following: 1) site reconnaissance; 2) subsurface geotechnical
exploration and sampling; 3) laboratory testing; 4) soil infiltration testing; 5) engineering analysis
of field and laboratory data; 6) preparation of a geotechnical engineering report. It is the opinion
of this firm that the proposed development is feasible from a geotechnical standpoint provided
that the recommendations presented in this report are followed in the design and construction of
the project.
April 25, 2022
Page 2
1.0 Project Description
Project Number 23086-22
It is proposed to construct an industrial warehouse development consisting of three (3) large
buildings totaling 570,196 square feet as shown on the attached Site Plan by HPA Architects
dated October 26, 2021. The proposed concrete tilt-up buildings will be supported by a
conventional slab-on-grade foundation system with perimeter-spread footings and isolated
interior footings. Other improvements will include asphalt and concrete pavement areas,
hardscape and landscaping. It is assumed that the proposed grading for the development will
include cut and fill procedures on the order of a few feet to achieve finished grade elevations.
Final building plans shall be reviewed by this firm prior to submittal for city approval to determine
the need for any additional study and revised recommendations pertinent to the proposed
development, if necessary.
2.0 Site Description
The 24.79-acre subject property is located at the northeast Corner of Citrus Avenue and Santa
Ana Avenue, in the City of Fontana. The generally rectangular-shaped parcel is elongated in an
east to west direction with topography of the relatively level property descending from gradually
from a north to south direction on the order of a few feet. The majority of the parcel is occupied
by several single family residences along with undeveloped parcels covered with sparse growth
of vegetation cover.
3.0 Site Exploration
The investigation consisted of the placement of fourteen (14) subsurface exploratory borings by
a truck mounted hollow stem auger and hand operated auger to depths ranging between 5 and
21 feet below current ground elevations. The borings were placed at accessible locations
throughout the property. The explorations were visually classified and logged by a field
engineer with locations of the subsurface explorations shown on the attached plan. The
exploratory borings revealed the existing earth materials to consist of fill and natural soil.
Detailed descriptions of the subsurface conditions are listed on the boring logs in Appendix A.
NorCal Engineering
April 25, 2022
Page 3
Project Number 23086-22
It should be noted that the transition from one soil type to another as shown on the trench logs
is approximate and may in fact be a gradual transition. The soils encountered are described as
follows:
Fill: A fill soil classifying as a brown, fine to medium grained, silty SAND with gravel and
cobbles were encountered across the site to depths ranging from 1 to 4 feet below ground
surface. These soils were noted to be loose and dry to damp.
Natural: A natural undisturbed soil classifying as a brown to light brown, fine to coarse
grained, silty to slightly silty SAND with gravel and cobble was encountered beneath the
upper fill soils. The native soils were observed to be medium dense to very dense and
damp to moist.
The overall engineering characteristics of the earth material were relatively uniform with each
excavation. Groundwater was not encountered to the depth of our borings and slight caving
occurred in the deeper cohesionless soils.
4.0 Laboratory Tests
Relatively undisturbed samples of the subsurface soils were obtained to perform laboratory
testing and analysis for direct shear, consolidation tests, and to determine in-place
moisture/densities. These relatively undisturbed ring samples were obtained by driving a thin-
walled steel sampler lined with one-inch long brass rings with an inside diameter of 2.42 inches
into the undisturbed soils. Bulk bag samples were obtained in the upper soils for expansion
index tests and maximum density tests. All test results are included in Appendix 8, unless
otherwise noted.
4.1 Field Moisture Content (ASTM: D 2216) and the dry density of the ring samples were
determined in the laboratory. This data is listed on the logs of explorations.
4.2 Maximum Density tests (ASTM: D 1557) were performed on typical samples of the
upper soils. Results of these tests are shown on Table I.
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April 25, 2022
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Project Number 23086-22
4.3 Expansion Index tests (ASTM: D 4829) were performed on remolded samples of the
upper soils to determine expansive characteristics. Results of these tests are provided
on Table II.
4.4 Corrosion tests consisting of sulfate, pH, resistivity and chloride analysis to determine
potential corrosive effects of soils on concrete and underground utilities. Test results are
provided on Table Ill.
4.5 R-Value test per California Test Method 301 was performed on a representative
sample, which may be anticipated to be near subgrade to determine pavement design.
Results are provided within the pavement design section of the report.
4.6 Direct Shear tests (ASTM: D 3080) were performed on undisturbed and/or remolded
samples of the subsurface soils. The test is performed under saturated conditions at
loads of 1,000 lbs./sq.ft., 2,000 lbs./sq.ft., and 3,000 lbs./sq.ft. with results shown on
Plates A and B.
4.7 Consolidation tests (ASTM: D 2435) were performed on undisturbed samples to
determine the differential and total settlement which may be anticipated based upon the
proposed loads. Water was added to the samples at a surcharge of one KSF and the
settlement curves are plotted on Plates C to F.
5.0 Seismicity Evaluation
The proposed development lies outside of any Alquist Priolo Special Studies Zone and the
potential for damage due to direct fault rupture is considered unlikely. The Cucamonga Fault is
located about 12 kilometers from the site and is capable of producing a Magnitude 7. 0
earthquake. Ground shaking originating from earthquakes along other active faults in the region
is expected to induce lower horizontal accelerations due to smaller anticipated earthquakes
and/or greater distances to other faults.
NorCal Engineering
April 25, 2022
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Project Number 23086-22
The seismic design acceleration parameters for the project site are provided below based on
the ASCE/SEI 7-22 American Society of Civil Engineers (ASCE) website,
https://asce7hazardtool.online/. The ASCE/SEI 7-22 report is attached is Appendix C
Seismic Design Acceleration Parameters
Latitude 34.056
Longitude -117.453
Site Class D
Risk Category II
Peak Ground Acceleration PGAM = 0.68
Adjusted Maximum Acceleration SMs= 1.90
SM1 = 1.70
Design Spectral Response Acceleration Parameters Sos= 1.26
So1 = 1.13
Mapped Spectral Response Acceleration Ss = 1.99
S1 = 0.63
Use of these values is dependent on the latest requirements of the ASCE, 11-4.8, Exception 2
that requires the value of the seismic response coefficient Cs be determined by Equation 12.8.2
for values of T.::: 1.5Ts and taken as equal to 1.5 times the value computed in accordance with
either 12.8-3 for TL.:::T.:::1.5Ts or Equation 12.8-4 for T>TL. Computations and verification of
these conditions is referred to the structural engineer.
6.0 Liquefaction Evaluation
The site is expected to experience ground shaking and earthquake activity that is typical of the
Southern California area. It is during severe shaking that loose, granular soils below the
groundwater table can liquefy. Based on review of the County of San Bernardino County Land
Use Plan -General Plan -Geologic Hazard Overlays (2009), the site lies outside a zone of
"Suspected Liquefaction Susceptibility". Based on review of local groundwater maps, the depth
of groundwater is in excess of 250 feet (Carson & Matti 1982). Thus, the design of the
proposed construction in conformance with the latest Building Code provisions for earthquake
design is expected to provide mitigation of ground shaking hazards that are typical to Southern
California.
NorCal Engineering
April 25, 2022
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7 .0 Infiltration Characteristics
Project Number 23086-22
Infiltration tests within the site were performed to provide preliminary infiltration rates for the
purpose of planning and design of an on-site water disposal system field testing the San
Bernardino County Stormwater Program. A truck mounted Simco 2800 Drill Rig equipped with
a hollow stem auger was used to excavate the exploratory borings (B-1, B-2 and B-3) to depths
of 5 to 15 feet below existing ground surface within the proposed infiltration areas.
The borings consisted of six-inch diameter test holes. A three-inch diameter perforated PVC
casing with solid end cap was installed in the borings and then surrounded with gravel materials
to prevent caving. The infiltration holes were carefully filled with clean water and refilled after
two initial readings. Based upon the initial rates of infiltration at each location, test
measurements were measured at selected maximum intervals thereafter. Measurements were
obtained by using an electronic tape measure with 1 /16-inch divisions and timed with a
stopwatch. Field data sheets are provided in Appendix D.
Based upon the results of our testing, the soils encountered in the planned on-site drainage
disposal system area exhibit the following field infiltration rates calculated using the Porchet
Method (aka Inverse Borehole Method). The drainage disposal system shall utilize design
infiltration rates based on the safety factor required by the county standard.
Boring/Test No. Depth Soil Classification Field Infiltration Rate
B-1/TH-1 5' Silty SAND 20.5 in/hr
B-2/TH-2 1 O' Silty SAND 9.9 in/hr
B-3/TH-3 15' Silty SAND 4.2 in/hr
No groundwater was encountered to the depth of our borings to a maximum depth of 20 feet
below existing ground surface. Based on review of local groundwater maps, the depth of
groundwater is in excess of 250 feet (Carson & Matti 1982). A nearby groundwater monitoring
well located approximately 0.25 mile to the east from the subject site noted a groundwater depth
of 317 feet below ground surface last measured in October 2008.
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April 25, 2022
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Project Number 23086-22
It is recommended that foundations shall be setback a minimum distance of 10 feet from the
drainage disposal system and the bottom of footing shall be a minimum of 1 O feet from the
expected zone of saturation. The boundary of the zone of saturation may be assumed to
project downward from the top of the permeable portion of the disposal system at an inclination
of 1 to 1 or flatter, as determined by the geotechnical engineer.
8.0 Conclusions and Recommendations
Based upon our evaluations, the proposed development is acceptable from a geotechnical
engineering standpoint. By following the recommendations and guidelines set forth in our
report, the structures will be safe from excessive settlements under the anticipated design
loadings and conditions. The proposed development shall meet all requirements of the City
Building Ordinance and will not impose any adverse effect on existing adjacent structures.
The following recommendations are based upon soil conditions encountered in our field
investigation; these near-surface soil conditions could vary across the site. Variations in the soil
conditions may not become evident until the commencement of grading operations for the
proposed development and revised recommendations from the soils engineer may be
necessary based upon the conditions encountered.
It is recommended that site inspections be performed by a representative of this firm during all
grading and construction of the development to verify the findings and recommendations
documented in this report. Any unusual conditions which may be encountered in the course of
the project development may require the need for additional study and revised
recommendations.
8.1 Site Grading Recommendations
Any vegetation and/or demolition debris shall be removed and hauled from proposed grading
areas prior to the start of grading operations. Existing vegetation shall not be mixed or disced
into the soils. Any removed soils may be reutilized as compacted fill once any deleterious
material or oversized materials (in excess of eight inches) is removed. Grading operations shall
be performed in accordance with the attached Specifications for Placement of Compacted Fill.
NorCal Engineering
April 25, 2022
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8.1.1 Removal and Recompaction Recommendations
Project Number 23086-22
All disturbed soils and/or fill (about 1 to 1.5 feet below ground surface) shall be removed to
competent native material, the exposed surface scarified to a depth of 12 inches, brought to
within 2% of optimum moisture content and compacted to a minimum of 90% of the laboratory
standard (ASTM: D-1557) prior to placement of any additional compacted fill soils, foundations,
slabs-on-grade and pavement. Grading shall extend a minimum of five horizontal feet outside
the edges of foundations or equidistant to the depth of fill placed, whichever is greater.
It is possible that isolated areas of undiscovered fill not described in this report are present on
site; if found, these areas should be treated as discussed earlier. A diligent search shall also be
conducted during grading operations in an effort to uncover any underground structures,
irrigation or utility lines. If encountered, these structures and lines shall be either removed or
properly abandoned prior to the proposed construction.
Any imported fill material should be preferably soil similar to the upper soils encountered at the
subject site. All soils shall be approved by this firm prior to importing at the site and will be
subjected to additional laboratory testing to assure concurrence with the recommendations
stated in this report.
If placement of slabs-on-grade and pavement is not completed immediately upon completion of
grading operations, additional testing and grading of the areas may be necessary prior to
continuation of construction operations. Likewise, if adverse weather conditions occur which
may damage the subgrade soils, additional assessment by the soils engineer as to the
suitability of the supporting soils may be needed.
Care should be taken to provide or maintain adequate lateral support for all adjacent
improvements and structures at all times during the grading operations and construction phase.
Adequate drainage away from the structures, pavement and slopes should be provided at all
times.
NorCal Engineering
April 25, 2022
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8.1.2 Fill Blanket Recommendations
Project Number 23086-22
Due to the potential for differential settlement of foundations placed on compacted fill and native
materials, it is recommended that all foundations including floor slab areas be underlain by a
uniform compacted fill blanket at least two feet in thickness. This fill blanket shall extend a
minimum of five horizontal feet outside the edges of foundations or equidistant to the depth of fill
placed, whichever is greater.
8.2 Shrinkage and Subsidence
Results of our in-place density tests reveal that the soil shrinkage of the matrix will be on the
order of 5 to 10% due to excavation and recompaction, based upon the assumption that the fill
is compacted to 92% of the maximum dry density per ASTM standards. Subsidence should be
0.2 feet due to earthwork operations. If crushing of the oversized alluvial material is performed
and is utilized as fill, bulking of these materials will be estimated to be about 5%.
The volume change does not include any allowance for vegetation or organic stripping, removal
of subsurface improvements, or topographic approximations. Although these values are only
approximate, they represent our best estimate of lost yardage, which will likely occur during
grading. If more accurate shrinkage and subsidence factors are needed, it is recommended
that field testing the actual equipment and grading techniques should be conducted.
8.3 Temporary Excavations
Temporary unsurcharged excavations in the existing site materials may be made at vertical
inclinations up to 4 feet in height unless cohesionless soils are encountered. In areas where
soils with little or no binder are encountered, where adverse geological conditions are exposed,
or where excavations are adjacent to existing structures, shoring or flatter excavations may be
required. The temporary cut slope gradients given above do not preclude local raveling and
sloughing. All excavations shall be made in accordance with the requirements of the soils
engineer, CAL-OSHA and other public agencies having jurisdiction. Care should be taken to
provide or maintain adequate lateral support for all adjacent improvements and structures at all
times during the grading operations and construction phase.
NorCal Engineering
April 25, 2022
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8.4 Foundation Design
Project Number 23086-22
All foundations may be designed utilizing the following allowable bearing capacities for an
embedded depth of 18 inches into approved engineered fill with the corresponding widths:
Allowable Bearing Capacity (psf)
Width (feet) Continuous Foundation Isolated Foundation
1.5 2000 2500
2.0 2075 2575
4.0 2375 2875
6.0 2500 3000
The bearing value may be increased by 500 psf for each additional foot of depth in excess of
the 18-inch minimum depth, up to a maximum of 4,000 psf. A one-third increase may be used
when considering short-term loading and seismic forces. Any foundations located along
property line may utilize an allowable bearing capacity of 1,500 psf and embedded into
competent native soils. A modulus of subgrade reaction (k) of 200 pci may be used for design
of slabs placed on engineered fill soils supporting sustained concentrated loads. A
representative of this firm shall inspect all foundation excavations prior to pouring concrete.
8.5 Settlement Analysis
Resultant pressure curves for the consolidation tests are shown on Plates C to E.
Computations utilizing these curves and the recommended allowable soil bearing capacities
reveal that the foundations will experience settlements on the order of ¾ inch and differential
settlements of less than ¼ inch.
8.6 Lateral Resistance
The following values may be utilized in resisting lateral loads imposed on the structure.
Requirements of the California Building Code should be adhered to when the coefficient of
friction and passive pressures are combined.
Coefficient of Friction -0.40
Equivalent Passive Fluid Pressure = 250 lbs./cu.ft.
Maximum Passive Pressure = 2,500 lbs./cu.ft.
The passive pressure recommendations are valid only for approved compacted fill soils or
competent native materials.
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April 25, 2022
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8.7 Retaining Wall Design Parameters
Project Number 23086-22
Active earth pressures against retaining walls will be equal to the pressures developed by the
following fluid densities. These values are for granular backfill material placed behind the
walls at various ground slopes above the walls.
Surface Slope of Retained Materials Equivalent Fluid Density
(Horizontal to Vertical (lb./cu. ft.)
Level 30
5 to 1 35
4 to 1 38
3 to 1 40
2 to 1 45
Any applicable short-term construction surcharges and seismic forces should be added to the
above lateral pressure values. An equivalent fluid pressure of 45 pcf may be utilized for the
restrained wall condition with a level grade behind the wall.
The seismic-induced lateral soil pressure for walls greater than 6 feet may be computed using a
triangular pressure distribution with the maximum value at the top of the wall. The maximum
lateral pressure of (20 pcf) H where H is the height of the retained soils above the wall footing
should be used in final design of retaining walls. Sliding resistance values and passive fluid
pressure values may be increased by 1/3 during short-term wind and seismic loading
conditions.
All walls shall be waterproofed as needed and protected from hydrostatic pressure by a reliable
permanent subdrain system. The granular backfill to be utilized immediately adjacent to
retaining walls shall consist of an approved select granular soil with a sand equivalency greater
than 30. This backfill zone of free draining material shall consist of a wedge beginning a
minimum of one horizontal foot from the base of the wall extending upward at an inclination of
no less than ¾ to 1 (horizontal to vertical).
NorCal Engineering
April 25, 2022
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8.8 Slab Design
Project Number 23086-22
All concrete slabs shall be a minimum of six inches in thickness in the proposed warehouse
areas and four inches in office and hardscape and placed on approved subgrade soils.
Additional reinforcement requirements and an increase in thickness of the slabs-on-grade may
be necessary based upon soils expansion potential and proposed loading conditions in the
structures and should be evaluated further by the project engineers and/or architect.
A vapor retarder (10-mil minimum thickness) should be utilized in areas which would be
sensitive to the infiltration of moisture. This retarder shall meet requirements of ASTM E 96,
Water Vapor Transmission of Materials and ASTM E 1745, Standard Specification for Water
Vapor Retarders used in Contact with Soil or Granular Fill Under Concrete Slabs. The vapor
retarder shall be installed in accordance with procedures stated in ASTM E 1643, Standard
practice for Installation of Water Vapor Retarders used in Contact with Earth or Granular Fill
Under Concrete Slabs.
The moisture retarder may be placed directly upon compacted subgrade soils conditioned to
near optimum moisture levels, although one to two inches of sand beneath the membrane is
desirable. The subgrade upon which the retarder is placed shall be smooth and free of rocks,
gravel or other protrusions which may damage the retarder. Use of sand above the retarder is
under the purview of the structural engineer; if sand is used over the retarder, it should be
placed in a dry condition.
8.9 Pavement Section Design
The table below provides a preliminary pavement design based upon an R-Value of 65 for the
subgrade soils for the proposed pavement areas. Final pavement design may need to be based
on R-Value testing of the subgrade soils near the conclusion of site grading to assure that these
soils are consistent with those assumed in this preliminary design. The recommendations are
based upon estimated traffic loads. Client should submit any other anticipated traffic loadings to
the geotechnical engineer, if necessary, so that pavement sections may be reviewed to
determine adequacy to support the proposed loadings.
NorCal Engineering
April 25, 2022
Page 13
Type of Traffic
Automobile Parking Stalls
Light Vehicle Circulation Areas
Heavy Truck Access Areas
Traffic Index
4.0
5.5
7.0
Project Number 23086-22
Asphalt (in.) Base Material (in.)
3.0 3.0
3.5 4.5
4.0 8.0
Any concrete slab-on-grade in pavement areas shall be a minimum of six inches in thickness
and may be placed on approved subgrade soils.
All pavement areas shall have positive drainage toward an approved outlet from the site. Drain
lines behind curbs and/or adjacent to landscape areas should be considered by client and the
appropriate design engineers to prevent water from infiltrating beneath pavement. If such
infiltration occurs, damage to pavement, curbs and flow lines, especially on sites with expansive
soils, may occur during the life of the project.
Any approved base material shall consist of a Class II aggregate or equivalent and should be
compacted to a minimum of 95% relative compaction. All pavement materials shall conform to
the requirements set forth by the City of Fontana. The base material; and asphaltic concrete
should be tested prior to delivery to the site and during placement to determine conformance
with the project specifications. A pavement engineer shall designate the specific asphalt mix
design to meet the required project specifications.
8.10 Utility Trench and Excavation Backfill
Trenches from installation of utility lines and other excavations may be backfilled with on-site
soils or approved imported soils compacted to a minimum of 90% relative compaction. All utility
lines shall be properly bedded with clean sand having a sand equivalency rating of 30 or more.
This bedding material shall be thoroughly water jetted around the pipe structure prior to
placement of compacted backfill soils.
NorCal Engineering
April 25, 2022
Page 14
8.11 Corrosion Design Criteria
Project Number 23086-22
Representative samples of the surficial soils, typical of the subgrade soils expected to be
encountered within foundation excavations and underground utilities were tested for corrosion
potential. The minimum resistivity value obtained for the samples tested is representative of an
environment that may be severely corrosive to metals. The soil pH value was considered mildly
acidic and may not have a significant effect on soil corrosivity. Consideration should be given to
corrosion protection systems for buried metal such as protective coatings, wrappings or the use
of PVC where permitted by local building codes.
According to Table 4.3.1 of ACI 318 Building Code and Commentary, these contents revealed
negligible sulfate concentrations. Therefore, a Type II cement according to latest CBC
specifications may be utilized for building foundations at this time. It is recommended that
additional sulfate tests be performed at the completion of site grading to assure that the as
graded conditions are consistent with the recommendations stated in this design. Corrosion test
results may be found on the attached Table IV.
8.12 Expansive Soil
If expansive soils are encountered, special attention should be given to the project design and
maintenance. The attached Expansive Soil Guidelines should be reviewed by the engineers,
architects, owner, maintenance personnel and other interested parties and considered during
the design of the project and future property maintenance.
9.0 Closure
The recommendations and conclusions contained in this report are based upon the soil
conditions uncovered in our test excavations. No warranty of the soil condition between our
excavations is implied. NorCal Engineering should be notified for possible further
recommendations if unexpected to unfavorable conditions are encountered during construction
phase. It is the responsibility of the owner to ensure that all information within this report is
submitted to the Architect and appropriate Engineers for the project.
NorCal Engineering
April 25 , 2022
Page 15
Project Number 23086-22
A preconstruction conference should be held between the developer, general contractor,
grading contractor, city inspector, architect, and soil engineer to clarify any questions relating to
the grading operations and subsequent construction. Our representative should be present
during the grading operations and construction phase to certify that such recommendations are
complied within the field.
This geotechnical investigation has been conducted in a manner consistent with the level of
care and ski ll exercised by members of our profession currently practicing under similar
conditions in the Southern California area. No other warranty, expressed or implied is made.
We appreciate this opportunity to be of service to you. If you have any further questions, please
do not hesitate to contact the undersigned .
Respectfully submitted,
NORCA_I:-ENGINr N
tJUbL
Ke ith D. Tucker
Project Engineer
R.G.E. 841
... --·-::.::.::--...
NorCal Engineering
Scott D. Spensiero
Project Manager
April 25, 2022
Page 16
References
Project Number 23086-22
1. American Society of Civil Engineers (ASCE) website, https://asce7hazardtool.online/
2. California Building Code, 2019.
3. California Department of Conservation, California Geological Survey, 2007, Fault-
Rupture Hazard Zones in California; Special Publication 42.
4. California Department of Water Resources, Internet Website,
http://www.water.ca.gov/waterdatalibrary/index.cfm.
5. California Division of Mines and Geology, 2008, Guidelines for Evaluating and Mitigating
Seismic Hazards in California: Special Publication 117 A.
6. Morton, D.M., and Miller, F.K., 2006 "Geologic Map of the San Bernardino and Santa
Ana 30' x 60' Quadrangles", U.S. Geologic Survey, scale 1:100,00.
7. San Bernardino County -Appendix VII -Infiltration Rate Evaluation Protocol and Factor
of Safety Recommendations dated May 19, 2011.
8. San Bernardino County Land Use Plan -General Plan Geologic Hazard Overlays dated
March 9, 2010.
9. U.S. Geological Survey -J.C Matti and S.E. Carson -Contour Map Showing Minimum
Depth to Groundwater, Upper Santa Ana River Valley, California 1973-1979, 1983.
NorCal Engineering
April 25, 2022
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Excavation
Project Number 23086-22
SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL
Any existing low-density soils and/or saturated soils shall be removed to competent natural soil
under the inspection of the Geotechnical Engineering Firm. After the exposed surface has been
cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency,
brought to the proper moisture content and compacted to a minimum of 90% relative
compaction (in accordance with ASTM: D 1557).
In any area where a transition between fill and native soil or between bedrock and soil are
encountered, additional excavation beneath foundations and slabs will be necessary in order to
provide uniform support and avoid differential settlement of the structure.
Material for Fill
The on-site soils or approved import soils may be utilized for the compacted fill provided they
are free of any deleterious materials and shall not contain any rocks, brick, asphaltic concrete,
concrete or other hard materials greater than eight inches in maximum dimensions. Any import
soil must be approved by the Geotechnical Engineering firm a minimum of 72 hours prior to
importation of site.
Placement of Compacted Fill Soils
The approved fill soils shall be placed in layers not excess of six inches in thickness. Each lift
shall be uniform in thickness and thoroughly blended. The fill soils shall be brought to within 2%
of the optimum moisture content, unless otherwise specified by the Soils Engineering firm.
Each lift shall be compacted to a minimum of 90% relative compaction (in accordance with
ASTM: D 1557) and approved prior to the placement of the next layer of soil. Compaction tests
shall be obtained at the discretion of the Geotechnical Engineering firm but to a minimum of one
test for every 500 cubic yards placed and/or for every 2 feet of compacted fill placed.
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April 25, 2022
Page 18
Project Number 23086-22
The minimum relative compaction shall be obtained in accordance with accepted methods in the
construction industry. The final grade of the structural areas shall be in a dense and smooth
condition prior to placement of slabs-on-grade or pavement areas. No fill soils shall be placed,
spread or compacted during unfavorable weather conditions. When the grading is interrupted
by heavy rains, compaction operations shall not be resumed until approved by the Geotechnical
Engineering firm.
Grading Observations
The controlling governmental agencies should be notified prior to commencement of any
grading operations. This firm recommends that the grading operations be conducted under the
observation of a Soils Engineering firm as deemed necessary. A 24-hour notice must be
provided to this firm prior to the time of our initial inspection.
Observation shall include the clearing and grubbing operations to assure that all unsuitable
materials have been properly removed; approve the exposed subgrade in areas to receive fill
and in areas where excavation has resulted in the desired finished grade and designate areas
of overexcavation; and perform field compaction tests to determine relative compaction
achieved during fill placement. In addition, all foundation excavations shall be observed by the
Soils Engineering firm to confirm that appropriate bearing materials are present at the design
grades and recommend any modifications to construct footings.
NorCal Engineering
April 25, 2022
Page 19
EXPANSIVE SOIL GUIDELINES
Project Number 23086-22
The following expansive soil guidelines are provided for your project. The intent of these
guidelines is to inform you, the client, of the importance of proper design and maintenance of
projects supported on expansive soils. You, as the owner or other interested party, should
be warned that you have a duty to provide the information contained in the soil report
including these guidelines to your design engineers, architects, landscapers and other
design parties in order to enable them to provide a design that takes into consideration
expansive soils.
In addition, you should provide the soil report with these guidelines to any property manager,
lessee, property purchaser or other interested party that will have or assume the responsibility
of maintaining the development in the future.
Expansive soils are fine-grained silts and clays which are subject to swelling and contracting.
The amount of this swelling and contracting is subject to the amount of fine-grained clay
materials present in the soils and the amount of moisture either introduced or extracted from the
soils. Expansive soils are divided into five categories ranging from "very low" to "very high".
Expansion indices are assigned to each classification and are included in the laboratory testing
section of this report. If the expansion index of the soils on your site, as stated in this report, is
21 or higher, you have expansive soils. The classifications of expansive soils are as follows:
Classification of Expansive Soil*
Expansion Index Potential Expansion
0-20 Very Low
21-50 Low
51-90 Medium
91-130 High
Above 130 Very High
*From Table 18A-I-B of California Building Code (1988)
NorCal Engineering
April 25, 2022
Page 20
Project Number 23086-22
When expansive soils are compacted during site grading operations, care is taken to place the
materials at or slightly above optimum moisture levels and perform proper compaction
operations. Any subsequent excessive wetting and/or drying of expansive soils will cause the
soil materials to expand and/or contract. These actions are likely to cause distress of
foundations, structures, slabs-on-grade, sidewalks and pavement over the life of the structure.
It is therefore imperative that even after construction of improvements, the moisture
contents are maintained at relatively constant levels, allowing neither excessive wetting
or drying of soils.
Evidence of excessive wetting of expansive soils may be seen in concrete slabs, both interior
and exterior. Slabs may lift at construction joints producing a trip hazard or may crack from the
pressure of soil expansion. Wet clays in foundation areas may result in lifting of the structure
causing difficulty in the opening and closing of doors and windows, as well as cracking in
exterior and interior wall surfaces. In extreme wetting of soils to depth, settlement of the
structure may eventually result. Excessive wetting of soils in landscape areas adjacent to
concrete or asphaltic pavement areas may also result in expansion of soils beneath pavement
and resultant distress to the pavement surface.
Excessive drying of expansive soils is initially evidenced by cracking in the surface of the soils
due to contraction. Settlement of structures and on-grade slabs may also eventually result
along with problems in the operation of doors and windows.
Projects located in areas of expansive clay soils will be subject to more movement and "hairline"
cracking of walls and slabs than similar projects situated on non-expansive sandy soils. There
are, however, measures that developers and property owners may take to reduce the amount of
movement over the life the development. The following guidelines are provided to assist you in
both design and maintenance of projects on expansive soils:
NorCal Engineering
April 25, 2022
Page 21
Project Number 23086-22
• Drainage away from structures and pavement is essential to prevent excessive
wetting of expansive soils. Grades should be designed to the latest building code
and maintained to allow flow of irrigation and rain water to approved drainage
devices or to the street. Any "ponding" of water adjacent to buildings, slabs and
pavement after rains is evidence of poor drainage; the installation of drainage
devices or regrading of the area may be required to assure proper drainage.
Installation of rain gutters is also recommended to control the introduction of
moisture next to buildings. Gutters should discharge into a drainage device or onto
pavement which drains to roadways.
• Irrigation should be strictly controlled around building foundations, slabs and
pavement and may need to be adjusted depending upon season. This control is
essential to maintain a relatively uniform moisture content in the expansive soils and
to prevent swelling and contracting. Over-watering adjacent to improvements may
result in damage to those improvements. NorCal Engineering makes no specific
recommendations regarding landscape irrigation schedules.
• Planting schemes for landscaping around structures and pavement should be
analyzed carefully. Plants (including sod) requiring high amounts of water may result
in excessive wetting of soils. Trees and large shrubs may actually extract moisture
from the expansive soils, thus causing contraction of the fine-grained soils.
• Thickened edges on exterior slabs will assist in keeping excessive moisture from
entering directly beneath the concrete. A six-inch thick or greater deepened edge on
slabs may be considered. Underlying interior and exterior slabs with 6 to 12 inches
or more of non-expansive soils and providing presaturation of the underlying clayey
soils as recommended in the soil report will improve the overall performance of on-
grade slabs.
NorCal Engineering
April 25, 2022
Page 22
Project Number 23086-22
• Increase the amount of steel reinforcing in concrete slabs, foundations and other
structures to resist the forces of expansive soils. The precise amount of reinforcing
should be determined by the appropriate design engineers and/or architects.
• Recommendations of the soil report should always be followed in the development of
the project. Any recommendations regarding presaturation of the upper subgrade
soils in slab areas should be performed in the field and verified by the Soil Engineer.
NorCal Engineering
:. ~ ~ l-
, ~'-r.:=:::::;..~:::1:::==.;::=:::::::::;:::::::.!:::::;::::===.J ~ I I 6\ I
I ==1 , i"'°' , I -. . __ L__ I ___ _L_, _ · · ---~----__, i B-9 i 'l' I I i =3 , ... =i' ·---+---· B-12 :::=I --r--1---r--7--* I I ' ' ' ' ' J. i i i Jt.i ;;;; .·. __ I ___ J __ [__J __ j __
,------,----, ~ ~ . N I 32 =r 20' 275' 185' -
'f :B-11 -~iiLotNGr· g 7 ~ -1fo1t~N~-~! 1--'-<f--f--~u:t!,1NGt3
! --~_Ji~-~--'-o 3 N.A.P. § ~~-21<46f~.E..f _l__2_Q6~~L sif •
. i ! ! ! ! g ! I · , ·~ , ! ! ! ! ~ . ---+-+--+--====i 'EB 1 f----+-+B-8 -\ -+-+---!---+ =-''''. ==! ~-I 11, I '''' I 1111-.. -.· ~ ~ ,,,_,_, 1111 I -1 --1·--t---1· -·. · ==! 1---!--r-! --, -t---,--(--t-. ' ' ' ' ► l==s~-,.J,-+:-[_ _ _j ___ [_ _ _j___ ' ' ' t ---1---+---, · · : B-6 --l---1---+-i B-10 i I ! ! ! i i i -i -.K--t----: -T-r--I ---t---B-3 --
. w · __ _L __ I I
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, ~ , I '---'---...,...._____,__---'----'----'----' i , -l-----1 ___ · ------------~-____ L-----------·-··-··-··-~-----~,_;· -----+--··-=·==~-t-______ j_ ______ ~_-_~_------~----~ __ =11_;)-__ ~_-_ -_ ""'i::;,.t-_-_~_-__ ~ _______ _
i --------------------------------~ i
I I
l~I
1 INCH = 100 FEET
NorCal Engineering
SOILS AND GEOTECHN1CAL CONSULTANTS SITE PLAN
PROJECT: 23086-22 DATE: APRIL 2022
r'
April 25, 2022
List of Appendices
(in order of appearance)
Appendix A -Log of Excavations
Log of Borings B-1 to B-14
Appendix B -Laboratory Tests
Table I -Maximum Dry Density
Table II -Expansion
Table Ill -Corrosion
Plates A and B -Direct Shear
Plates C to F -Consolidation
Project Number 23086-22
Appendix C -Seismic Design
ASCE /SEI 7-22 Seismic Hazards Report
Appendix D -Soil Infiltration Data
Field Data Sheets and Calculations
NorCal Engineering
April 25, 2022
Appendix A
Log of Excavations
NorCal Engineering
Project Number 23086-22
COARSE
GRAINED
SOILS
MORE THAN
50%OF
MATERIAL
IS LARGES
THAN NO.
200 SIEVE
SIZE
FINE
GRAINED
SOILS
MORE THAN
50%OF
MATERIAL
IS SMALLER
THAN NO.
200SIEVE
SIZE
MAJOR DIVISION
GRAVEL
ANO
GRAVELLY
SOILS
MORE THAN
50%0F
COARSE
FRACTION
RETAINED ON
N0.4SIEVE
SANO
AND
SANDY
SOILS
MORE THAN
50%0F
COARSE
FRACTION
EASSll:!JGON
N0.4 SIEVE
SILTS
AND
CLAYS
SILTS
AND
CLAYS
CLEAN GRAVELS
(LITTLE OR NO
FINES)
GRAVELS
WITH FINES
(APPRECIABLE
AMOUNT OF
FINES\
CLEAN SAND
(LITTLE OR NO
FINES)
SANDS WITH
FINE
(APPRECIABLE
AMOUNT OF
FINES)
LIQUID LIMIT
1i:::l':l':THAll.l1'n
HIGHLY ORGANIC SOILS
GRAPHIC LeTTER
~VMRnl /::YMRnl
. ~ .... . . . . . .. . . . .
!--... -•
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
---• OL -------.
MH
TYPICAi.. DESCRIPTIONS
WELL-GRADED GRAVELS, GRAVEL.
SANO MIXTURES, LITTLE OR NO FINES
POORLY-GRADED GRAVELS,
GRAVEL-SAND MIXTURES, LITTLE
ORNO FINES
SILTY GRAVELS, GRAVEL-SAND-
SIL T MIXTURES
CLAYEY GRAVELS, GRAVEL-SAND-
CLAY MIXTURES
WELL-GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
POORL Y-GRAOED SANDS, GRAVEL·
LY SANDS, LITTLE OR NO FINES
SIL TY SANDS, SAND-SILT
MIXTURES
CLAYEY SANDS, SAND-CLAY
MIXTURES
INORGANIC SIL TS AND VERY FINE
SANDS, ROCK FLOUR, SIL TY OR
CLAYEY FINE SANDS OR CLAYEY
SIL TS WITH SLIGHT PLASTlCliY
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS LEAN CLAYS
ORGANIC SIL TS ANO ORGANIC
SILTY CLAYS OF LOW PLASTICITY
INORGANIC SIL TS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SILTY SOILS
INORGANIC CLAYS OF HIGH
PLASTICITY, FAT CLJ.1.YS
ORGANIC CIJ.I.YS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDlCATE BORDERLINE SOIL CLASSIFICATIONS
UNIFIED SOIL CLASSIFICATION SYSTEM
NorCal Engineering
KEY:
■ Indicates 2.5-inch Inside Diameter. Ring Sample.
rgi Indicates 2-inch OD Split Spoon Sample (SPT).
[SJ Indicates Shelby Tube Sample.
DJ Indicates No Recovery.
I] Indicates SPT with 140# Hammer 30 in. Drop.
El Indicates Bulk Sample.
~ Indicates Small Bag Sample.
[I Indicates Non-Standard
[II Indicates Core Run.
COMPONENT DEFINITIONS
COMPONENT SIZE RANGE
Boulders Larger than 12 in
Cobbles 3 in to 12in
Gravel 3 in to No 4 {4.5mm)
Coarse gravel 3 in to 3/4 in
Fine gravel 3/4 in to No 4 ( 4,5mm )
Sand No. 4 ( 4.5mm ) to No. 200 ( 0.074mm )
Coarse sand No. 4 ( 4.5 mm ) to No. 10 ( 2.0 mm )
Medium sand No. 10 { 2.0 mm) to No. 40 ( 0.42 mm)
Fine sand No. 40 ( 0.42 mm ) to No. 200 ( 0.074 mm )
Silt and Clay Smaller than No. 200 ( 0.074 mm)
COMPONENT PROPORTIONS
DESCRIPTIVE TERMS RANGE OF PROPORTION
Trace 1 • 5%
Few 5 • 10%
Little 10-20%
Some 20-35%
And 35 -50%
MOISTURE CONTENT
DRY
DAMP
MOIST
WET
Absence of moisture. dusty,
dry to the touch.
Some perceptible
moisture; below optimum
No visible water; near optimum
moisture content
Visible free water, usually
soil is below water table.
RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE
COHESIONLESS SOILS COHESIVE SOILS
Density N ( blows/ft ) Consistency N (blows/ft ) Approximate
Undrained Shear
strength (psf)
Very Loose 0 to4 Very Soft 0 lo2 <250
Loose 4 lo 10 Soft 2 to4 250-500
Medium Dense 10 to 30 Medium Stiff 410 S 500-1000
Dense 30 to 50 Stiff 8 to 15 1000. 2000
Very Dense over50 Very Stiff 15 to 30 2000-4000
Hard over 30 >4000
NorCal Engineering
Acacia Real Estate Group
23086-22 Log of Boring B-1
Boring Location: Citrus & Santa Ana, Fontana
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-
(feet) ology Material Description
-10
-
-
-
,_35
FILL j I\ Silty (fine to coarse grained) SAND
" I \Brown, loose, damp; with gravel i NATURAL
I
t,(;;;l,~;i,·;;1-1 g Silty (fine to coarse grained) SAND ~{lil~ ~ ~Brown, medium dense, damp; with gravel /
Silty (medium to coarse grained) SAND /
~L~ig~h_t_b_ro_w_n_,_m_e_d_iu_m_d_e_ns_e_,_d_a_m~p_; _s~lig~h_tl~y_s_ilt~y----------~
Boring completed at depth of 5'
NorCal Engineering
Samples Laboratory
3: .I!? ~ ~ ~ 0 G) ::J ~iii 1/) ...
Q. 0 C .... a, C
~ -::J rn cc C a,
Ill O ~ G) u: ~ (.) C 0
1
Acacia Real Estate Group
23086-22 Log of Boring B-2
Boring Location: Citrus & Santa Ana, Fontana
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-
(feet) ology
-0
-5
-
-
-35
Material Description
FILL J \Silty (fine to coarse grained) SAND
::i Brown, loose, damp; with gravel
§ NATURAL Q)
g \Silty (fine to coarse grained) SAND i Brown, medium dense, damp; with gravel
Silty (medium to coarse grained) SAND
Light brown, medium dense, damp; slightly silty
Boring completed at depth of 1 O'
NorCal Engineering
I
I
Samples
~ .l!l C1I C. 0 C ~ -::, mo (.)
'---------------------------------'----------'----~,,,
Laboratory
~ ~ ::, ~iii "' .... QI ,,, cc C ~ u: C1I C
2
',fl
1: s C 0 u
Acacia Real Estate Group Log of Boring B-3 23086-22
Boring Location: Citrus & Santa Ana, Fontana
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-Samples Laboratory
(feet) ology Material Description ;:: J!! E ~ ~ 0 G) :, ~iii 1/) ... C. 0 C: ... QI C Ill C QI ~ -:, cc: u: g mo ~ G)
-0 u C (.) . . .. FILL . -. . . "" Silty (fine to coarse grained) SAND . ~ ... ~ -. '------Brown, loose, damp; with gravel / . ... ::,
0 . . . . (.) NATURAL -C . (I) . .. 0 Silty (fine to coarse grained) SAND -. . C . . . § Brown, medium dense to dense, damp; with gravel -5 .. (!) . . . . -. .. . . . . . -. . .. .. . -. . . . . . . -. .
-10 . .. . . . . -. .. . . . . . . -. . . . . -. . . . . . . -. . . . .
-15 . ...
Boring completed at depth of 15'
~
-
-
-
-20
-
-
-
-
-25
-
-
-
-
-30
-
-
-
-
-35
NorCal Engineering 3
Acacia Real Estate Group Log of Boring B-4 23086-22
Boring Location: Citrus & Santa Ana, Fontana
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-Samples Laboratory
(feet) ology Material Description 3: J!l f ~ ~ 0 Cl) :I ~iii th ...
C. 0 C: -G> C
~ -:I Ill Cl c: C .$ al 0 ~ Cl) ii: C
(.) Cl 0 r--0 u . .. FILL -. . -0 Silty (fine to coarse grained) SAND . .. ~ -. . .. ~ ~ Brown, loose, damp; with gravel and asphalt/concrete fragments / . . ::, ~ ... . 0 6/7 2.4 109.~ . u NATURAL -. C . .. Q) . . 0 Silty (fine to coarse grained) SAND f-
. . C
.j.~;:,."::-~ ~ ~ Brown, medium dense, damp; with gravel / f-5 -::-~~.,..~~ 7:-;:.-::-.,::.-::-.::. Silty (medium to coarse grained) SAND I -;·--..--.-7/8 2.7 110.C :;.,..._.,. __
f-:-.,..,::.-::-.,::.-::-:; Light brown, medium dense to dense, damp; slightly silty with gravel and . .;.-:~-:,;
f-~~~~~,i: cobble ~:.,._,... . .;;
f-~>-::.~'l-~ ~~-==-.::.~-~
f-~~~~::-~ . . Silty (fine to coarse grained) SAND r--10 . .
.. Brown, medium dense, moist; with gravel I . . . 7/14 11.1 108.8
f-. . . . . . . . . . . -.:~-:;;.-:~ Silty (medium to coarse grained) SAND ~.,::.-::-.,::.-::-.::. -~~~~~~ Light brown, medium dense, damp with gravel and cobble; slightly silty
-&~45-S~~
-15 ~~~"'~" ~------.;-I .:--::--:.;: 7/11 9.3 108.6 ti -:;.-c -
->--Sandy SILT
-Brown, medium stiff, moist
-
-20 I 7/10 10.7 96.1
f-Boring completed at depth of 21'
f-
f-
f-
r--25
f-
f-
f-
-
r--30
f-
f-
~
-
-35
NorCal Engineering 4
N N 0 ~ N <i'
<Ii ~ Q
"' 0 ;:i
0/ <O .,
0 "' ~ 0 w ..,
~ 0. .. "' 0 'C .. C. :, !!.l 0
.! u:
E 0 " .c: " !! ·;;: ·.:;
I
<( rn ::,
f rn
,: " .. ... ~ 0
"' 0 ;:! .. C. :, rn
Acacia Real Estate Group
23086-22
Boring Location: Citrus & Santa Ana, Fontana
Log of Boring B-5
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-
(feet) ology
~o . .
f-. . . . . . f-. . . . . . f-. . . .
f-. . . . . ~5 . . . . . . . -. . . . -. .
-. . .
-. . . .
-10 . . . . . -.
. . . f-. . . . . -. . . .
f-.
~15
f-
f-
f-
f-
~20
-
f-
-
-
-25
-
-
-
-
-30
-
f-
f-
f-
~35
-0 i C :,
8 C Q)
15 C
~ CJ
Material Description
FILL
Silty (fine to coarse grained) SAND
~Brown, loose, damp; with gravel
NATURAL
Silty (fine to coarse grained) SAND
Brown, medium dense to dense, damp; with gravel and cobble; silty to
slightly silty
Boring completed at depth of 15'
NorCal Engineering
Samples Laboratory
~J!l ~ ~ "" Cl) ::, ~iii 1/) ... 0. 0 C -CII C
~ -::, ,,, cc C CII
al 0 ~ Cl) u: ~ (.) C 0
/
I 10/15 3.0 117.E
I 9/16 2.5 121.3
I 8/12 4.7 118.~
5
C) 0 ;:i
J "' 0 "' N i::: 0 w ..,
~ fl. .;
8' ,: G> 0. ::, ~ 0
.! u:
E 0 I.I .c I.I ~ :;
~ :::,
t ! 0 "' s= I.I G> !:: J
C) 0 i 0. ::, "'
Acacia Real Estate Group
23086-22 Log of Boring B-6
Boring Location: Citrus & Santa Ana, Fontana
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-
(feet) ology
-0
f-
f-
-
-
-5
-
-
-
-
-10
-
-
-
-
-15
-
--
-
-20
----
-25
---
-
-30
---
-
-35
Material Description
FILL j [\ Silty (fine to coarse grained) SAND
" I \Brown, loose, damp; with gravel ~ NATURAL
Silty (fine to coarse grained) SAND
Brown, medium dense to dense, damp; with gravel
Boring completed at depth of 1 0'
NorCal Engineering
I
Samples Laboratory
3: .l!! l!! ~ ~ Cl) :I ~iii 1/) ... Q. 0 C <J a, C
Ill C a, ~ -:I oc u: 1: mo ~ Cl) u C 0 (.)
I 7/10 2.2 110.i
I 8/12 3.9 115.C
6
Acacia Real Estate Group Log of Boring B-7 23086-22
Boring Location: Citrus & Santa Ana, Fontana
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-Samples Laboratory
(feet) ology Material Description ,: J!l f ~ ?fl.
Q) ::s ~iii "' ... Q. 0 C .... G> C
~ -::s ti) cc C G> mo ~ Q) u: g
r-0 () C () . FILL . . .. --0 . .. ~ \ Silty (fine to coarse grained) SAND I 2 -. C Brown, loose, damp; with gravel . :, . 0 .. () NATURAL -C (l) . . . ... 0 Silty (fine to coarse grained) SAND -. .. C . ~ I . Brown, medium dense to dense, damp; with gravel 7/11 2.2 107.!: -5 (9 . .. . . -. . . . ..
-. . . . . -. . . . I 11/14 2.3 111.4 . . . -. . .
-10 . :
Boring completed at depth of 1 0'
-
·---
r-15
r-
r-
r-
r-
r-20
-
-
-
-
-25
r-
r-
r-
r-
c-30
r-
r-
r-
-
-35
NorCal Engineering 7
E 0 " .c " 1l
i
Acacia Real Estate Group Log of Boring 8-8 23086-22
Boring Location: Citrus & Santa Ana, Fontana
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-Samples Laboratory
(feet) ology Material Description ~ J!l ~ i:, ~
G) ::I 1/) ...
0. 0 C -~iii Cll C Ill C Cl) >, -::I cc u: g I-al 0 ~ G)
-0
(.) C 0
. . FILL . -. -0 . .. ~ \ Silty (fine to coarse grained) SAND I -. . . ~ Brown, loose, damp; with gravel and asphalt fragments . . : :, ~ 105.3 . . 8 6/7 6.6 C: NATURAL -. . . OJ
0 Silty (fine to coarse grained) SAND ~ .. C: . ~ . . . Brown, medium dense, damp to moist; with gravel and some cobble -5 . (!) . .. I . 7/9 2.3 109.~ . .
~ . . . . .
~ . . . . . . . -. . . . ,. . . ~ . . . . . . -10 .. I . 8/10 11.2 ~ 11.2 .
~ . ..
-. . . . . . -. . . . : . . -. . . .
-15 .. I . 7/11 12.4 108.4 . -. . . . . . . . -. . . . . -Sandy SILT
-Brown, medium stiff, moist
-20 I 8/10 9.8 97.9
~ Boring completed at depth of 21' ---
-25
----
-30
-
-
-
-
-35
NorCal Engineering 8
Cl .2 .. "I <D .,
0 ..,
N r:: u UJ -,
~ a. .;: Cl 0 'C " a. ::, !!l u
j u::
E 0 " .c " ~ ·;; 'i3 I
<( IJ) ::, e i IJ)
s: " " ... :;
0
Cl 0 ;:! " a. ::,
IJ)
Acacia Real Estate Group
23086-22
Boring Location: Citrus & Santa Ana, Fontana
Log of Boring B-9
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth
(feet)
r-0
-
-
-
-
-5
-
-
-
-
-10
-
t-
-
-
r-15
t-
-
t-
t-
r-20
I-
I-
~
~
r-25
-
-
-
-
-30
-
-
-
-
,_ 35
Lith-
ology
. . . . . . . .
. .
'• . . . . . . . .
.
. . . . . . . . . . , . . . . . . . <'
. .
u !'! 2 C ::l 0 u C .,
0 C
~ (9
Material Description
FILL
I\ Silty (fine to coarse grained) SAND
I \Brown, loose, damp; with gravel
NATURAL
Silty (fine to coarse grained) SAND
Brown, medium dense to dense, damp; with gravel and cobbles
Boring completed at depth of 1 0'
NorCal Engineering
Samples Laboratory
3: .I!? ~ ~ ~ 0 Cl) ::, ~iii "' ... Q. 0 C -Cl> C
~ -::, U) cc C Cl> mo ~ Cl) u: g 0 C ()
I
I 11/13 3.0 119.S
I 10/13 2.0 121.7
9
Cl 0 ;:i N J, C0 0 "" N i::: 0 w ..,
0 0:: 0.. :;;:
Cl 0 8. ::, ~ 0
.! u:
E 0 " .c " £1
:i
~ :::,
f! I rn
.s:; " ~ ~
Cl ~ " Q, ::,
(/)
Acacia Real Estate Group
23086-22
Boring Location: Citrus & Santa Ana, Fontana
Log of Boring B-10
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-
(feet) ology
-0 . . -. . . . -. . . -. . . . -lj.-:,;.~~
-5 ~.;:.~~~;:. --....----~-c:..-r:t:..~ r:;..,. ....... -r=:.:;.":::;."':~ &"'"~ •"::j. -ill 5
j -~.;: .{~
-~s :j..'7:;,, -::,~
-10 ~~~-;.,-.:,.~
-
>-
>-
>-
t-15
>-
>-
>-
>-
t-20
>-
>-
>-
>-
t-25
>-
>-
>-
-
-30
f-
f-
~
-
-35
,::,
i C :, 8 C Q)
0 C
~ (!)
Material Description
FILL
I\ Silty (fine to coarse grained) SAND
I \Brown, loose, damp; with gravel
NATURAL
Silty (fine to coarse grained) SAND ~ Brown, medium dense, damp; with gravel
Silty (medium to coarse grained) SAND
Light brown, medium dense to dense, damp; slightly silty with cobbles
Boring completed at depth of 1 0'
NorCal Engineering
Samples Laboratory
3: Jg ~ ~ ';!.
Q) :::J ~iii Ill ,... C. 0 C .... Gl C 1// C Gl ~ -:::J cc u: § Ill o ·o Q) (.) 5 C (.)
I
/
I 9/13 3.0 124.C
I 11/17 2.1 120.7
10
Acacia Real Estate Group
23086-22 Log of Boring B-11
Boring Location: Citrus & Santa Ana, Fontana
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-
(feet) ology Material Description
I-
I-
I-
I-
I-
I-
1-10
FILL j I\ Silty (fine to coarse grained) SAND
8 I \Brown, loose, damp; with gravel
fii NATURAL
Silty (fine to coarse grained) SAND
Brown, medium dense to very dense, damp; with gravel and cobbles
Boring completed at depth of 21'
~ ::::, 1-25
,_35
N orCal Engineering
I
Samples Laboratory
~J!? I!! ~ ~ Q) ::I "' ... 0. 0 C .... ~iii a, C
~ -::I II) cc C a,
IXI o ~ Q) u: ~ (.) C ()
I 4/4 2.9 108.~
I 9/15 2.9 114.E
I 17/30 2.1 H21.;
I 21/30 2.3 123.E
I 18/28 4.0 125.;
11
"' "' 0 !::! ~
!i .,
C
Cl .2 "' :;: .,
0 .,
"' i::: u w -, 0 0: 0. ;;:
Cl 0 i C. ::,
!!l u
;,;
ff
e 0 '-' .c '-' :ll!
:I
<(
ti) ::,
!!' ! 0 ti)
.c '-' .. !: :? u
Cl 0 'C .. C. ::, ti)
Acacia Real Estate Group
23086-22
Boring Location: Citrus & Santa Ana, Fontana
Log of Boring B-12
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Hand Auger
Hammer Weight: Drop:
Surface Elevation: Not Measured
Depth Lith-
(feet) ology Material Description
-0 FILL
Samples Laboratory
~¥1 :!! ~ ';!!. Cl) ::, C::iii "' ... C. 0 C .... C1> C
?: -::, Ill cc C C1> mo ~ Cl) u: ~ (.J C u
-
-
-
~ \Silty (fine to coarse grained) SAND
-ci Brown, loose, damp; with gravel
., NATURAL
I ■ 3.1 10H
-Silty (fine to coarse grained) SAND
-5 Brown, medium dense, damp; with gravel and cobble
■ 2.7 108.~ ---
-
-10 Boring completed at depth of 1 O' -
-
-
-
-15
-
-
-
-
-20
----
-25
-
--
-
-30
-
-
-
-
-35
NorCal Engineering 12
Cl 0 ;;i <'/ "' .,
0 ..,
~ u w a 0:: Q. .;: Cl 0 'C " 0. ::, !!! u
.! u:
E 0 " ,:
" ~ ·;;: ·;;
I
~ :::,
€ I U)
.c " ; :~ u
Cl ~ 0. ::, U)
Acacia Real Estate Group
23086-22
Boring Location: Citrus & Santa Ana, Fontana
Log of Boring B-13
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-
(feet) ology Material Description
~o . . -. .. -. . .
"-,..;.~.,.~~ -~~l-C~~ ~~~~~l ~5 ~~~-C~i ~~--------~~~;?~l
~ &Si-S-S:~ ~;:.~;:.~.;;
-!1iiii -:S-S: ,:.:,.";. "'·---10 _ _,_~ ..
-
-
-
-
-15
-
-
-
-
-20
--
-
-
-25
-
-
-
-
-30
-
-
-
-
-35
" i :, 0 0 C <1)
15 C
~ (9
FILL
Silty (fine to coarse grained) SAND ~ Brown, loose, damp; with gravel
NATURAL
\
Silty (fine to coarse grained) SAND
Brown, medium dense to dense, damp; with gravel
Silty (medium to coarse grained) SAND
Light brown, medium dense, damp; slightly silty with gravel and cobble
Boring completed at depth of 1 0'
NorCal Engineering
Samples Laboratory
;: £? ~ ~ ~ 0 41 ::s ~iii "' ... a. 0 C: -Cl) C
Ill C Cl) ~ -::s Cc: ii: ~ ID 0 ~ 41 (.) C u
/
I
I 12/14 3.0 117.!:i
I 11/15 2.2 119.2
13
8' ;:i ~ co co 0 ..,
!:! ... 0 UJ a 0:: 0.. :;;: Cl 0 'C .,
Q. ::, !{-!
0
j
ii:
e 0 <) .c <) ,!
I
~ ::,
i i r/)
.c <) ., ... ~ 0
Cl i Q. ::,
r/)
Acacia Real Estate Group
23086-22 Log of Boring B-14
Boring Location: Citrus & Santa Ana, Fontana
Date of Drilling: 4/13/2022 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 lbs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-
(feet) ology
-o . . . .
r-. . . . ...
r-. . .
r-.
r-. . . . -5 . . . .
r-. . . .
r-.
. . -. . . . -. . -10
r-
-
-
-
-15
-
-
-
-
-20
-
-
-
-
-25
-
I-
-
I-
>-30
I-
-
I-
r-
>-35
u fl! ~ ::,
8 C Q)
0 C
~ ('.)
Material Description
FILL
Silty (fine to coarse grained) SAND
Brown, loose, damp; with gravel
NATURAL
Silty (fine to coarse grained) SAND
Brown, medium dense to dense, damp; with gravel and cobble; slightly silty
to silty
Boring completed at depth of 1 0'
NorCal Engineering
Samples
3: .I!? 0 C -:, ID O (.J
Laboratory
~
II> ... (I) C C (I)
LL ~ u
I 9/18 2.8 114.~
14
April 25, 2022
Appendix B
Laboratory Tests
NorCal Engineering
Project Number 23086-22
April 25, 2022
% by weight
ppm -mg/kg
Classification
le
2'
H
6.9
6.9
TABLE I
MAXIMUM DENSITY TESTS
0 timum Moisture %
8.0
8.5
TABLE 11
EXPANSION TESTS
Classification
Silt SAND
TABLE Ill
CORROSION TESTS
Project Number 23086-22
133.0
130.0
Ex ansion Index
0
Electrical Resistivit Sulfate % Chloride p m
6,590 0.002 217
4,987 0.003 289
NorCal Engineering
Sample No. 134@2'
Sample Type: Undisturbed/Saturated
Soil Description Fine-Very Coarse Grained Sand w/ Some Silt
& Gravel
2 3
Normal Stress (psf) 1000 2000 3000
Peak Stress (psi) 804 1236 2004
Displacement (in) 0.250 0.250 0.225
Residual Stress (psi) 804 1236 2004
Displacement (in.) 0.250 0.250 0.250
In Situ Dry Density (pct) 109.2 1092 109.2
In Situ Water Content (%) 2.4 2.4 2.4
Saturated Water Content (%) 20.1 20.1 20.1
Strain Rate (in/min) 0.020 0.020 0.020
4000
3500
3000
-2500 -1/)
C. -1/)
1/)
Cl) 2000 "--(f)
"-cu Cl) .c: 1500 (f)
1000
lllll·
500
0
3000 ,---------------,
2500
1ii' 2000
s . . ~ 1500 (f)
~ ,2!
"' 1000
500
3 ksf
O'----------------' 0.0 2.0 4.0 6.0 8.0 100 12.0
Axial Strain(%)
Peak Stress
Residual Stress
♦ Peak Stress
■ Residual Stress
0 (Degree)
30
30
C (psi)
150
150
0 500 1000 1500 2000 2500 3000 3500 4000
Normal Stress (psf)
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS
Acacia Real Estate Group
PROJECT NUMBER: 23086-22 DATE: 4/22/2022
DIRECT SHEAR TEST
ASTM D3080
Plate A
Sample No. !311@2'
Sample Type: Undisturbed/Saturated
Soil Description: Fine-Coarse Grained Sand w/ Some Silt &
Small Gravel
2 3
Normal Stress (psf) 1000 2000 3000
Peak Stress (psf) 624 1320 1692
Displacement (in) 0.225 0.250 0.250
Residual Stress (psf) 612 1320 1692
Displacement (in) 0.250 0.250 0.250
In Situ Dry Density (pcf) 108.3 108.3 108.3
In Situ Water Content (%) 2.9 2.9 2.9
Saturated Water Content (%) 20.5 20.5 20.5
Strain Rate (in/min) 0.020 0.020 0.020
4000 ,,-,~=-•= ,
----, ___ •---
--•----
3500 ,-~---... J -
-----! ~-+-
, ...
ii--•-• ,_, __ ...
....
3000 ---·---·--I
·--!••-· ..... I ..
I --2500 -1/)
0. -
I-+· -----1 ,_, __ -·---•-····
I
i
... i
: ---
! ! I
3000
2500 -----------------
i
_,
,;::-2000 ' !
~ ~ 1500 V"
1000 I V
f
500 V
-
L I I
...
0
0.0 2.0
----·--···
I I
...... ··----
•------
---
---,-----------
... ·---1-, I ,----
I
I
.. -··· -•.. _[__
....
3 ksf
,,-;----2 ksf
I 1 ksf
I I
4.0 6.0 8.0 100 12.0
Axial Strain(%)
♦ Peak Stress
■ Residual Stress
1/) _, ____ ---·· -.. --.... v l.,£~
1/)
Q) I,., -Cl)
I,., ca
Q) .r:.
Cl)
I I
2000
------
__ I
-...... ---,----,/f ,-,---·--·---I I V !/' •--I I--1-------/,,.,,,I -r----I· -
--
1500
I ! I / I I __ .... ! I ! V .. i ---v /1----I I I i -v I I /
-Ii V --I I ,_,,. ___ I_
1000
I i _,,,v I 7 I //
I
--.....
/ I
V I -l___j-/
1--___ , ___ ---1--. , 1----····· ..
500
/, I I I
! --.... 1--·-· 0 (Degree) C (psi) ,-~ v,,, 7 I I
.// I i
'./v
--I ~7=ri I
Peak Stress 28 140
I __ ,_
l7l,L
/'I I -i •--,--,--I Residual Stress 28 130
0 I I I I i I ! I
0 500 1000 1500 2000 2500 3000 3500 4000
Normal Stress (psf)
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS
Acacia Real Estate Group
PROJECT NUMBER: 23086-22 DATE: 4/22/2022
DIRECT SHEAR TEST
ASTM D3080
Plate B
Vc11ical Pressure
(kips/sq.ft.)
0.125
0.25
0.5
1
1
2
4
8
0.25
Date Tested:
Sample:
Depth:
Sample !!eight (inches)
1.0000
0.9970
0.9960
0.9940
0.9910
0.9835
0.9770
0.9680
0.9750
4/19/2022
84
5'
Consolidation
(percent)
0.0
0.3
0.4
0.6
0.9 "0
1.7 Cl, .... ~
2.3 I-, = 3.2 .... ~
2.5 00
Sample No.
1.02
1.01
1.00
0.99
0.98
0.97
0.96
0.95
0.94
if) 0.93 <1) .c u
C c:::, 0.92 -.c
0)
ai 0.91 I
<1)
ci.
E 0.90 cu (/)
0.89
0.88
0.87
0.86
0.85
0.84
0.83
0.82
0.81
0.1
B4 Depth 5'
G-------------
Fine-Coarse Grained Sand w/ Trace Silt
Dry Density: 110.0 pcf
Initial Moisture Content: 2.7 %
Saturated Moisture Content: 19.7 %
Saturated at I kip/sq.ft.
Date 4/22/2022
■ In-Situ Moisture Content
0 Saturated
Vertical Pressure (kips/sq.ft.)
N orCal Engineering
SOILS AND GEOTECHNICAL CONSULT ANTS
Acacia Real Estate Grou
CONSOLIDATION TEST
ASTM D2435
Plate C
PROJECT NUMBER: 23086-22 DA TE: 4/22/2022
10
Vertical Pressure
(kips/sq.ft.)
0.125
0.25
0.5
2
4
8
0.25
Date Tested:
Sample:
Depth:
Sample 1-lcighl (inches)
1.0000
0.9990
0.9970
0.9940
0.9920
0.9860
0.9800
0.9710
0.9790
4/19/2022
84
10'
Consolidation
(percent)
0.0
0.1
0.3
0.6
0.8 'O
1.4 Q,l .... ei:
2.0 ;.. = 2.9 ....
ei:
2.1 00
Sample No.
1.02
1.01
1.00
0.99
0.98
0.97
0.96
0.95
0.94
if) 0.93 QJ .c: 0
·'= 0.92 :E
Ol ·w 0.91 I
.!!!
Cl. E 0.90 cu (/)
0.89
0.88
0.87
0.86
0.85
0.84
0.83
0.82
0.81
0.1
B4 Depth 10'
G------------
Fine Grained Sand w/ Some Silt
Dry Density: I 08.8 pcf
Initial Moisture Content: I I. I %
Saturated Moisture Content: 20.4 %
Saturated at I kip/sq ft
Date 4/22/2022
■ In-Situ Moisture Content
0 Saturated
Vertical Pressure (kips/sq.ft.)
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS
Acacia Real Estate Grou
CONSOLIDATION TEST
ASTM D2435
Plate D
PROJECT NUMBER: 23086-22 DATE: 4/22/2022
10
Ve1iical Pressure Consolidation Sample No. Bll Depth 5' Date 4/22/2022 (kips/sq.ft.) Sample Height (inches) (percent)
1.02 ---_T -----------------,-----! -T--! I ·-·· ! ---! ---------------·----l--■ In-Situ Moisture Content --·---·-···--··--------
1.01 ----
------------------
-------------1-----··--·----,-1------.. 0 Saturated --
0.125 1.0000 0.0 -·--------··---
1.00 ---I --, ___ -----I 0.25 0.9995 0.0 --------I --
0.5 0.9980 0.2 0.99 --------{ ~-I------~~
---------------------------------' --~ ~,
1 0.9960 0.4 ---
0.98 1 0.9900 1.0 -~ ---··-----'0 ---!
2 0.9840 1.6 Cl; __ ,-+--.... ----' +----I'--.: ---,--
ell -T ------~ '::::1 4 0.9760 2.4 :.. 0.97 i I -+ -~ = --·-· I -
8 0.9670 3.3 .... ,--,1 Ci:! I I
00 0.96 I ' :_:! 0.25 0.9720 2.8 ---:::i:-_-.-j:::: ,_ -------•---------,-------
-------------·· -I ----
0.95 I -----, __________ -·-·--• ------~~
--· -I
, __
--0.94 ----! I ,-,---, __
if) I-
Q) 0.93 -·-··-----
.c ---------,--------~ Date Tested: 4/20/2022 u i i , _____ --, __
C ---I I c::::-----
Sample: 811 -0.92 -----+---i --,---~~
.c -------------------------------------~-
Depth: 5' 0) --·w --I 0.91 I I ; Q) ,----Q. ---' I E '"-+" --0.90 ----------, __ ---------~~ rn ----------,---•-------------, __ ' ,_ ---------~
(/)
i -I 0.89 ----··
I -~
I I ------------1--------0.88 ----,---------.. ----
--------------------------1----I-----..
I j I i
0.87
! -H --·· ------i I 0.86 1---·-----
---~ ---------------------, ___ ----
--' , __
I --·-0.85 ---I
i : i I
-------,--------
=I----
--1---0.84 ----· ___ ,::::: __ : i
, __
--------·---~---------------~
Fine-Very Coarse Grained Sand w/ Some Gravel & Trace Silt I
0.83 ----·· I 1
Dry Density: 114.8 pcf ------·-·--
Initial Moisture Content: 2.9 % ·---------H 0.82 Saturated Moisture Content: 13.3 % -H
Saturated at l kip/sq.ft. ---H
0.81
0.1 1 10
Vertical Pressure (kips/sq.fl.)
NorCal Engineering CONSOLIDATION TEST
SOILS AND GEOTECHNICAL CONSULT ANTS ASTM D2435
Acacia Real Estate Group Plate E
PROJECT NUMBER: 23086-22 DATE: 4/22/2022
Ve1iical Pressure
(kips/sq.ft.)
0.125
0.25
0.5
2
4
8
0.25
Date Tested:
Sample:
Depth:
Sample Height (inches)
1.0000
0.9970
0.9940
0.9900
0.9780
0.9695
0.9610
0.9510
0.9555
Consolidation
(percent)
0.0
0.3
0.6
1.0
2.2 "O
3.1 Cl, ..... ~
3.9 i.. = 4.9 ..... ~
4.5 IJ)
Sample No.
1.02
1.01
1.00
0.99
0.98
0.97
0.96
0.95
,----0.94
if) 0.93 Q) .c
B11 Depth 10' Date 4/22/2022
■ In-Situ Moisture Content
0 Saturated
-----------·
---t------i------t---+----t--i--i--;-----,.-----+ --~--··---··-·-----,---f----·-··"·-1-·--··--
--+-----o= ,_ __ ---· --
4/20/2022
811
IO'
(.) -----·· -----+-----+--+----+--+--+--+---+---+-------+-=:..--~~C----_-__j----f-__ -__ -,,_-_--_-++:__-~':__+.----j .!= ---
:E 0.92 --
0) "iii
I 0.91
Q) a.
E co 0.90
(/)
0.89
0.88
0.87
0.86
0.85
0.84
0.83
0.82
0.81
0.1
--======t=====t====t==::t==t==';:::=t=i=::t==========t======:-_-----t-------I----------+--!-~ -/ -----i
-+-----l-------'""-·I·---1--·-
... ·-· "' .. ··---·----------' ----·· .. ! .. .. 1------
Fine-Very Coarse Grained Sand w/ Some Gravel & Trace Sill
Dry Density: 121.1 pcf
Initial Moisture Content: 2.1 %
Saturated Moisture Content: %
Saturated at I kip/sq.ft.
Vertical Pressure (kips/sq.ft.)
10
N orCal Engineering CONSOLIDATION TEST
ASTM D2435 SOILS AND GEOTECHNICAL CONSULT ANTS
Acacia Real Estate Group Plate F
PROJECT NUMBER: 23086-22 DA TE: 4/22/2022
April 25, 2022
Appendix C
Seismic Design Report
NorCal Engineering
Project Number 23086-22
AMERICAN SOCIETY Of CML ENGINEERS
Address:
No Address at This
Location
Aoyle/lve
H'l 1\,0
Ah:.0O1
https://asce7hazardtool.online/
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-22
Risk Category: II
Soil Class: D -Stiff Soil
" ~ Boyle Ave ti
5
Ji ~/-11 ,,
J;lQ\).:, "'
~.:w,q, Upl.:md . Yl ,,. ;;
i; 8.1ylo..1IL Onlruin
15. u
Page 1 of 4
Elevation: 1044.52 ft (NAVO 88)
Latitude: 34.056149
Longitude: -117.453035
Tue Apr 19 2022
ASCE.
AMERICAN SOCIElY OF CML ENGINErnS
Seismic
Site Soil Class:
Results:
PGAM: 0.68
SMs 1.9
SM1 1.7
Sos 1.26
So1 1.13
25 Multi-Period MCER Spectrum
2.0
1 5
10
0 5
0
0 2 4 G 8
Sa(9) vs T(s)
2 0 Two-Period MCE R Spectrum
1 8
1 6
14
1 2
1 0
08
06
04
0 2
0
0 2 4 6 8 10 12 Sa(9) vs T(s)
MCER Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
10
14
TL 12
Ss 1.99
S1 0.63
Soc
Vs30 260
14 Multi-Period Design Spectrum
12
1.0
0 8
0.6
04
02
0
0 2 4 6 8 Sa (g) vs T(s)
1 4 Two-Period Design Spectrum
1 2
1 0
0 8
06
04
02
0
0 2 4 6 8 10 12
Sa (g) vs T(s)
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
https://asce7hazardtool.online/ Page 2 of 4 Tue Apr 19 2022
10
14
ASCE.
AMERICAN SOCIETY OF CML ENGINEERS
Data Accessed: Tue Apr 19 2022
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for
site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
https://asce7hazardtool.online/ Page 3 of 4 Tue Apr 19 2022
ASCE.
AMERICAN SOCIETY OF CML ENGINEERS
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without
warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained
by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort
to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the
accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool
should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care
required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers,
directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or
consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the
fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or
resulting from any use of data provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 4 of 4 Tue Apr 19 2022
April 25, 2022
Appendix D
Soil Infiltration Data
NorCal Engineering
Project Number 23086-22
SC>l L S At,JI:::> C:EC>TEC:X-lNIC::AL CC>r--JSUL:l"'Al'-JTS
Client: Acacia Real Estate Group
Project No.: 23086-22
Test Hole: 1
Depth of Test Hole: 5'
Diameter of Test Hole: 8"
Date Excavated: 4/13/2022
TRIAL
TIME NO.
8:02 1
8:06
8:06 2
8:11
TIME Tl
8:1 7
8:18
8:18 8
8:26
8:26 9
8:35
8:35 9
8:44
8:44 10
8:54
8:54 10
9:04
9:04 10
9:14
9:14 10
9:24
9:24 1
9:25
Tl -Time Interval (min)
H2 -Final Water Level (in)
PERCOLATION TEST DATA
Tested By: J.S.
Date Tested: 4/13/2022
Caving:
Notes:
Strata Peculiarities:
Sandy Soil Criteria Test
Tl
4
5
TE
7
15
24
33
43
53
63
73
74
Hl
0.0
0.0
__ Soil Criteria
Hl
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
59.5
TE -Total Elapsed Time (min)
D -Change in H20 Level (in)
H2 D
60.0 60.0
60.0 60.0
H2 D
60.0 60.0
60.0 60.0
60.0 60.0
60.0 60.0
60.0 60.0
60.0 60.0
60.0 60.0
59.5 59.5
60.0 0.5
Hl -Initial Water Level
SC>lLS A J:'10 GEC>TEC.-::F CNlCAL C:C>N S fJI.:,A r--.rr s
Client: Acacia Real Estate Group
Project No.: 23086-22
Test Hole: 2
Depth of Test Hole: 10'
Diameter of Test Hole: 8"
Date Excavated: 4/13/2022
TRIAL
TIME NO.
9:55 1
10:24
10:24 2
10:54
TIME Tl
10:54 10
11:04
11:04 10
11:14
11:14 10
11:24
11:24 10
11:34
11:34 10
11:44
11:44 10
11:54
11:54 10
12:04
12:04 10
12:14
12:14 10
12:24
12:24 10
12:34
Tl -Time Interval (min)
H2 -Final Water Level (in)
PERCOLATION TEST DATA
Tested By: J.S.
Date Tested: 4/13/2022
Caving:
Notes:
Strata Peculiarities:
Sandy Soil Criteria Test
Tl
29
30
TE
10
20
30
40
so
60
70
80
90
100
H1
0.0
0.0
__ Soil Criteria
H1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
96.0
117.0
TE -Total Elapsed Time (min)
D -Change in H20 Level (in)
H2 D
120.0 120.0
115.0 115.0
H2 D
98.0 98.0
96.0 96.0
97.0 97.0
96.0 96.0
98.0 98.0
98.0 98.0
96.0 96.0
96.0 96.0
117.0 21.0
125.0 8.0
Hl -Initial Water Level
SC>JJ .. S AND GECYTEC:::I-fNlCAL C C>NSfJL:,ANTS
Client: Acacia Real Estate Group
Project No.: 23086-22
Test Hole: 3
Depth of Test Hole: 15'
Diameter of Test Hole: 8"
Date Excavated: 4/13/2022
TRIAL
TIME NO.
7:20 1
7:47
7:47 2
8:17
TIME Tl
8:17 10
8:27
8:27 10
8:37
8:37 10
8:47
8:47 10
8:57
8:57 10
9:07
9:07 10
9:17
9:17 10
9:27
9:27 10
9:37
9:37 10
9:47
9:47 10
9:57
Tl -Time Interval (min)
H2 -Final Water Level (in)
PERCOLATION TEST DATA
Tested By: J.S.
Date Tested: 4/13/2022
Caving:
Notes:
Strata Peculiarities:
Sandy Soil Criteria Test
Tl
27
30
TE
10
20
30
40
50
60
70
80
90
100
Hl
0.0
0.0
__ Soil Criteria
Hl
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
159.0
167.0
TE -Total Elapsed Time (min)
D -Change in H20 Level (in)
H2 D
180.0 180.0
180.0 180.0
H2 D
166.5 166.5
162.0 162.0
160.5 160.5
161.0 161.0
160.0 160.0
160.0 160.0
159.5 159.5
159.0 159.0
167.0 8.0
171.0 4.0
Hl -Initial Water Level
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NorCaI Engineering
SO!LS /\ND GEOTECHNICAL CONSULTANTS
DATE