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APPENDIX C
GEOTECHNICAL STUDY
GEOTECHNICAL
ENGINEERING INVESTIGATION
PROPOSED MULTI-TENANT DEVELOPMENT
SAN BERNARDINO AVENUE & SIERRA AVENUE
FONTANA, CALIFORNIA
SALEM PROJECT NO. 3-219-1140
JANUARY 17, 2020
PREPARED FOR:
MR. CARL MIDDLETON
NORTHRIDGE GONZALEZ MARKETS, INC.
1201 N. MAGNOLIA AVENUE
ANAHEIM, CA 92801
PREPARED BY:
SALEM ENGINEERING GROUP, INC.
8711 MONROE COURT, SUITE A
RANCHO CUCAMONGA, CA 91730
P: (909) 980-6455
F: (909) 980-6435
www.salem.net
SAN JOSE ▪ STOCKTON ▪ FRESNO ▪ BAKERSFIELD ▪ RANCHO CUCAMONGA
DALLAS, TX ▪ DENVER, CO ▪ CHARLESTON, SC
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8711 Monroe Court, Suite A
Rancho Cucamonga, CA 91730
Phone (909) 980-6455
Fax (909) 980-6435
SAN JOSE ▪ STOCKTON ▪ FRESNO ▪ BAKERSFIELD ▪ RANCHO CUCAMONGA
DALLAS, TX ▪ DENVER, CO ▪ CHARLESTON, SC
January 17, 2020 Project No. 3-219-1140
Mr. Carl Middleton
Northridge Gonzalez Markets, Inc.
1201 N. Magnolia Avenue
Anaheim, CA 92801
SUBJECT: GEOTECHNICAL ENGINEERING INVESTIGATION
PROPOSED MULTI-TENANT DEVELOPMENT
NWC OF SAN BERNARDINO AVENUE & SIERRA AVENUE
FONTANA, CALIFORNIA
Dear Mr. Middleton:
At your request and authorization, SALEM Engineering Group, Inc. (SALEM) has prepared this
Geotechnical Engineering Investigation report for the Proposed Commercial Development to be
located at the subject site.
The accompanying report presents our findings, conclusions, and recommendations regarding the
geotechnical aspects of designing and constructing the project as presently proposed. In our opinion, the
proposed project is feasible from a geotechnical viewpoint provided our recommendations are
incorporated into the design and construction of the project.
We appreciate the opportunity to assist you with this project. Should you have questions regarding this
report or need additional information, please contact the undersigned at (909) 980-6455.
Respectfully Submitted,
SALEM ENGINEERING GROUP, INC.
Clarence Jiang, GE R. Sammy Salem, MS, PE, GE
Senior Geotechnical Engineer Principal Engineer
RGE 2477 RCE 52762 / RGE 2549
TABLE OF CONTENTS
1. PURPOSE AND SCOPE ..................................................................................................... 1
2. PROJECT DESCRIPTION .................................................................................................. 1
3. SITE LOCATION AND DESCRIPTION ........................................................................... 2
4. FIELD EXPLORATION ..................................................................................................... 2
5. LABORATORY TESTING ................................................................................................ 3
6. GEOLOGIC SETTING ....................................................................................................... 3
7. GEOLOGIC HAZARDS ..................................................................................................... 3
7.1 Faulting and Seismicity .......................................................................................................... 3
7.2 Surface Fault Rupture ............................................................................................................. 4
7.3 Ground Shaking ...................................................................................................................... 4
7.4 Liquefaction ............................................................................................................................ 5
7.5 Lateral Spreading .................................................................................................................... 5
7.6 Landslides ............................................................................................................................... 5
7.7 Tsunamis and Seiches ............................................................................................................. 5
8. SOIL AND GROUNDWATER CONDITIONS ................................................................. 6
8.1 Subsurface Conditions ............................................................................................................ 6
8.2 Pavement Conditions .............................................................................................................. 6
8.3 Groundwater ........................................................................................................................... 7
8.4 Soil Corrosion Screening ........................................................................................................ 7
8.5 Percolation Testing ................................................................................................................. 8
9. CONCLUSIONS AND RECOMMENDATIONS............................................................... 9
9.1 General ................................................................................................................................... 9
9.2 Seismic Design Criteria ........................................................................................................ 10
9.3 Soil and Excavation Characteristics ...................................................................................... 11
9.4 Materials for Fill ................................................................................................................... 12
9.5 Grading ................................................................................................................................. 13
9.6 Shallow Foundations ............................................................................................................ 15
9.7 Concrete Slabs-on-Grade ...................................................................................................... 17
9.8 Lateral Earth Pressures and Frictional Resistance ................................................................. 18
9.9 Retaining Walls .................................................................................................................... 19
9.10 Temporary Excavations ........................................................................................................ 20
9.11 Underground Utilities ........................................................................................................... 21
9.12 Surface Drainage .................................................................................................................. 21
9.13 Pavement Design .................................................................................................................. 22
10. PLAN REVIEW, CONSTRUCTION OBSERVATION AND TESTING ........................ 22
10.1 Plan and Specification Review .............................................................................................. 22
10.2 Construction Observation and Testing Services .................................................................... 23
11. LIMITATIONS AND CHANGED CONDITIONS .......................................................... 23
TABLE OF CONTENTS (cont.)
FIGURES
Figure 1, Vicinity Map
Figure 2, Site Plan
APPENDIX A – FIELD INVESTIGATION
Figures A-1 through A-11, Logs of Exploratory Soil Borings B-1 through B-11
Percolation Test Results, P-1 and P-2
APPENDIX B – LABORATORY TESTING
Consolidation Test Results
Direct Shear Test Results
Gradation Curves
Corrosivity Test Results
Maximum Density and Optimum Moisture Proctor Test Results
APPENDIX C – EARTHWORK AND PAVEMENT SPECIFICATIONS
8711 Monroe Court, Suite A
Rancho Cucamonga, CA 91730
Phone (909) 980-6455
Fax (909) 980-6435
Project No. 3-219-1140 - 1 -
GEOTECHNICAL ENGINEERING INVESTIGATION
PROPOSED MULTI-TENANT DEVELOPMENT
SAN BERNARDINO AVENUE & SIERRA AVENUE
FONTANA, CALIFORNIA
1. PURPOSE AND SCOPE
This report presents the results of our Geotechnical Engineering Investigation for the Proposed Multi-
Tenant Development to be located near the northwest corner of San Bernardino Avenue and Sierra
Avenue in Fontana, California (see Figure 1, Vicinity Map).
The purpose of our geotechnical engineering investigation was to observe and sample the subsurface
conditions encountered at the site, and provide conclusions and recommendations relative to the
geotechnical aspects of constructing the project as presently proposed.
The scope of this investigation included a field exploration, percolation testing, laboratory testing,
engineering analysis and the preparation of this report. Our field exploration was performed on January 6
and 7, 2020 and included the drilling of eleven (11) small-diameter soil borings to a maximum depth of
36½ feet at the site. Additionally, two (2) percolation tests were performed at depths of 15 and 45 feet below
existing grade for the determination of the percolation rate. The locations of the soil borings and percolation
tests are depicted on Figure 2, Site Plan. A detailed discussion of our field investigation, exploratory boring
logs, and percolation tests are presented in Appendix A.
Laboratory tests were performed on selected soil samples obtained during the investigation to evaluate
pertinent physical properties for engineering analyses. Appendix B presents the laboratory test results in
tabular and graphic format.
The recommendations presented herein are based on analysis of the data obtained during the investigation
and our experience with similar soil and geologic conditions.
If project details vary significantly from those described herein, SALEM should be contacted to determine
the necessity for review and possible revision of this report. Earthwork and Pavement Specifications are
presented in Appendix C. If text of the report conflict with the specifications in Appendix C, the
recommendations in the text of the report have precedence.
2. PROJECT DESCRIPTION
Based on the information given to us, we understand that the proposed development of the site will
include demolition of existing pavement/improvements and construction of a ±6,420 square-foot Pad 1
with drive-thru, a ±2,300 square-foot Pad 2 with drive-thru, a ±5,077 square-foot Pad 3 with drive-thru,
and a ±41,070 square-foot Major pad. Parking and landscaping are planned to be associated with the
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development. Maximum wall load is expected to be on the order of 6 kips per linear foot. Maximum
column load is expected to be on the order of 120 kips. Floor slab soil bearing pressure is expected to be
on the order of 150 psf.
A site grading plan was not available at the time of preparation of this report. As the site area is essentially
level, we anticipate that cuts and fills during earthwork will be minimal and limited to providing level
pads and positive site drainage. In the event that changes occur in the nature or design of the project, the
conclusions and recommendations contained in this report will not be considered valid unless the changes
are reviewed and the conclusions of our report are modified. The site configuration and locations of
proposed improvements are shown on the Site Plan, Figure 2.
3. SITE LOCATION AND DESCRIPTION
The subject site is irregular in shape and located near the northwest corner of San Bernardino Avenue
and Sierra Avenue, excluding the Shell Gas Station at the northwest corner of the intersections, in the
City of Fontana, California (see Vicinity Map, Figure 1).
The site is currently covered with asphalt and concrete pavements, crushed rocks, weeds, parking islands,
construction debris of asphalt, concrete, masonry, and rebar. Light poles and fixtures are located
throughout the site.
Based on Google Earth imagery, the site was occupied by3 commercial buildings before 2018. The
topography of the site is gently sloping to the southwest with elevations ranging from approximately
1,158 to 1,175 feet above mean sea level based on Google Earth imagery.
4. FIELD EXPLORATION
Our field exploration consisted of site surface reconnaissance and subsurface exploration. The
exploratory test borings (B-1 through B-11) were drilled on January 6 and 7, 2020 in the areas shown on
the Site Plan, Figure 2. The test borings were advanced with 4-inch solid flight augers rotated by a truck-
mounted CME 45 drill rig. The test borings were extended to a maximum depth of 36½ feet below
existing grade. Drilling depth was limited due to auger refusal on the dense gravel and cobbles.
The materials encountered in the test borings were visually classified in the field, and logs were recorded
by a field engineer and stratification lines were approximated on the basis of observations made at the time
of drilling. Visual classification of the materials encountered in the test borings were generally made in
accordance with the Unified Soil Classification System (ASTM D2487).
A soil classification chart and key to sampling is presented on the Unified Soil Classification Chart, in
Appendix "A." The logs of the test borings are presented in Appendix "A." The Boring Logs include the
soil type, color, moisture content, dry density, and the applicable Unified Soil Classification System symbol.
The location of the test borings were determined by measuring from features shown on the Site Plan,
provided to us. Hence, accuracy can be implied only to the degree that this method warrants.
The actual boundaries between different soil types may be gradual and soil conditions may vary. For a
more detailed description of the materials encountered, the Boring Logs in Appendix "A" should be
consulted. Soil samples were obtained from the test borings at the depths shown on the logs of borings.
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The MCS samples were recovered and capped at both ends to preserve the samples at their natural
moisture content; SPT samples were recovered and placed in a sealed bag to preserve their natural
moisture content. The borings were backfilled with soil cuttings after completion of the drilling.
5. LABORATORY TESTING
Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and
engineering properties. The laboratory-testing program was formulated with emphasis on the evaluation
of natural moisture, density, shear strength, consolidation potential, maximum density and optimum
moisture determination, and gradation of the materials encountered.
In addition, chemical tests were performed to evaluate the corrosivity of the soils to buried concrete and
metal. Details of the laboratory test program and the results of laboratory test are summarized in
Appendix "B." This information, along with the field observations, was used to prepare the final boring
logs in Appendix "A."
6. GEOLOGIC SETTING
The subject site is located within the northern portion of the Inland Valley, within the Peninsular Ranges
Geomorphic Province of California. The Inland Valley is situated between the San Bernardino Mountains
to the northeast, the San Gabriel Mountains to the north, the Chino Hills to the southwest, and to the
southeast by the hilly uplands that separate it from the San Jacinto Basin. These mountain ranges are part
of the Transverse Ranges Geomorphic Province of California.
The Inland Valley is dominated by northwest-trending faults and adjacent anticlinal uplifts. The
intervening deep synclinal troughs are filled with poorly consolidated Upper Pleistocene and
unconsolidated Holocene sediments. Tectonism of the region is dominated by the interaction of the East
Pacific Plate and the North American Plate along a transform boundary. The Inland Valley has been filled
with a variable thickness of relatively young, heterogeneous alluvial deposits. Deposits encountered on
the subject site during exploratory drilling are discussed in detail in this report.
7. GEOLOGIC HAZARDS
7.1 Faulting and Seismicity
The Peninsular Range has historically been a province of relatively high seismic activity. The nearest
faults to the project site are associated with the San Jacinto fault system located approximately 6.3 miles
from the site. There are no known active fault traces in the project vicinity. Based on mapping and
historical seismicity, the seismicity of the Peninsular Range has been generally considered high by the
scientific community.
The project area is not within an Alquist-Priolo Earthquake Fault (Special Studies) Zone and will not
require a special site investigation by an Engineering Geologist. Soils on site are classified as Site Class
C in accordance with Chapter 16 of the California Building Code. The proposed structures are determined
to be in Seismic Design Category D.
Project No. 3-219-1140 - 4 -
To determine the distance of known active faults within 100 miles of the site, we used the United States
Geological Survey (USGS) web-based application 2008 National Seismic Hazard Maps - Fault Parameters.
Site latitude is 34.0789° North; site longitude is 117.4372° West. The ten closest active faults are
summarized below in Table 7.1.
TABLE 7.1
REGIONAL FAULT SUMMARY
Fault Name
Distance
to Site
(miles)
Maximum Earthquake
Magnitude, Mw
San Jacinto; SBV+SJV+A+CC+B+SM 6.3 7.9
Cucamonga 6.5 6.7
S. San Andreas;
PK+CH+BB+NM+SM+NSB+SSB+BG+CO 10.5 8.2
San Jacinto; SJV+A+CC+B+SM 12.2 7.8
S. San Andreas; SSB+BG+CO 13.2 7.5
Cleghorn 14.5 6.8
San Jose 14.8 6.7
Chino, alt 2 16.9 6.8
S. San Andreas; PK+CH+CC+BB+NM+SM 17.6 7.9
Sierra Madre Connected 17.7 7.3
North Frontal (West) 19.0 7.2
The faults tabulated above and numerous other faults in the region are sources of potential ground motion. However,
earthquakes that might occur on other faults throughout California are also potential generators of significant ground motion
and could subject the site to intense ground shaking.
7.2 Surface Fault Rupture
The site is not within a currently established State of California Earthquake Fault Zone for surface fault
rupture hazards. No active faults with the potential for surface fault rupture are known to pass directly
beneath the site. Therefore, the potential for surface rupture due to faulting occurring beneath the site during
the design life of the proposed development is considered low.
7.3 Ground Shaking
Seismic coefficients and spectral response acceleration values were developed based on the 2019 California
Building Code (CBC). The CBC methodology for determining design ground motion values is based on the
Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps, which incorporate
both probabilistic and deterministic seismic ground motion.
Based on the 2019 CBC, a Site Class C represents the on-site soil conditions with standard penetration
resistance, N-values, averaging over 50 blows per foot in the upper 100 feet below site grade. A table
Project No. 3-219-1140 - 5 -
providing the recommended design acceleration parameters for the project site, based on a Site Class C
designation, is included in Section 9.2.1 of this report.
Based on the Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps, the
estimated design peak ground acceleration adjusted for site class effects (PGAM) was determined to be
0.917g (based on both probabilistic and deterministic seismic ground motion).
7.4 Liquefaction
Soil liquefaction is a state of soil particles suspension caused by a complete loss of strength when the
effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand
in which the strength is purely frictional. Primary factors that trigger liquefaction are: moderate to strong
ground shaking (seismic source), relatively clean, loose granular soils (primarily poorly graded sands and
silty sands), and saturated soil conditions (shallow groundwater). Due to the increasing overburden pressure
with depth, liquefaction of granular soils is generally limited to the upper 50 feet of a soil profile. However,
liquefaction has occurred in soils other than clean sand.
The soils encountered within the depth of 36½ feet on the project site consisted predominately of loose
to very dense silty sand, sand, gravelly sand and sandy gravel. The historically highest groundwater is
estimated to be at a depth of more than 50 feet below ground surface according to the regional groundwater
well data. Low to very low cohesion strength is associated with the sandy soil. A seismic hazard, which
could cause damage to the proposed development during seismic shaking, is the post-liquefaction
settlement of the liquefied sands.
The site was evaluated for liquefaction potential. The liquefaction potential of the site is considered to
be low due to the dense soil and absence of shallow groundwater conditions. Therefore, no mitigation
measures are warranted.
7.5 Lateral Spreading
Lateral spreading is a phenomenon in which soils move laterally during seismic shaking and is often
associated with liquefaction. The amount of movement depends on the soil strength, duration and intensity
of seismic shaking, topography, and free face geometry. Due to the relatively flat site topography, we judge
the likelihood of lateral spreading to be low.
7.6 Landslides
There are no known landslides at the site, nor is the site in the path of any known or potential landslides.
We do not consider the potential for a landslide to be a hazard to this project.
7.7 Tsunamis and Seiches
The site is not located within a coastal area. Therefore, tsunamis (seismic sea waves) are not considered a
significant hazard at the site. Seiches are large waves generated in enclosed bodies of water in response to
ground shaking. No major water-retaining structures are located immediately up gradient from the project
site. Flooding from a seismically-induced seiche is considered unlikely.
Project No. 3-219-1140 - 6 -
8. SOIL AND GROUNDWATER CONDITIONS
8.1 Subsurface Conditions
The subsurface conditions encountered appear typical of those found in the geologic region of the site. In
general, the soils within the depth of exploration consisted of up of 4 feet of fill underlain by alluvium
deposits of medium dense to very dense silty sand, sand and gravelly sand. The fill consisted of loose to
medium silty sand, sand and sandy gravel.
Thicker fill soils may be present onsite between our test boring locations since the site was previously
developed with several buildings. Verification of the extent of fill should be determined during site
grading. Field and laboratory tests suggest that the deeper native soils are moderately strong and slightly
compressible. These soils extended to the termination depth of our borings.
The soils were classified in the field during the drilling and sampling operations. The stratification lines
were approximated by the field engineer on the basis of observations made at the time of drilling. The
actual boundaries between different soil types may be gradual and soil conditions may vary. For a more
detailed description of the materials encountered, the Boring Logs in Appendix "A" should be consulted.
The Boring Logs include the soil type, color, moisture content, dry density, and the applicable Unified
Soil Classification System symbol. The locations of the test borings were determined by measuring from
feature shown on the Site Plan, provided to us. Hence, accuracy can be implied only to the degree that
this method warrants.
8.2 Pavement Conditions
The existing asphalt and concrete pavement thickness at our test boring locations are shown below:
Location Asphaltic
Concrete (in) Concrete (in) Petromat
B-2 3.0 - None
B-3 3.0 - None
B-4 3.0 - None
B-5 3.0 - None
B-6 3.0 - None
B-7 3.0 - None
B-8 4.0 - None
B-9 - 3.0 None
B-10 3.0 - None
B-11 3.0 - None
Project No. 3-219-1140 - 7 -
8.3 Groundwater
The test boring locations were checked for the presence of groundwater during and after the drilling
operations. Free groundwater was not encountered during this investigation. The historically highest
groundwater is anticipated to be at a depth of more than 50 feet below existing grade based on local
groundwater data.
It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal
precipitation, irrigation, land use, localized pumping, and climatic conditions as well as other factors.
Therefore, water level observations at the time of the field investigation may vary from those encountered
during the construction phase of the project. The evaluation of such factors is beyond the scope of this
report.
8.4 Soil Corrosion Screening
Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement in
concrete and the soil. The 2014 Edition of ACI 318 (ACI 318) has established criteria for evaluation of
sulfate and chloride levels and how they relate to cement reactivity with soil and/or water.
A soil sample was obtained from the project site and was tested for the evaluation of the potential for
concrete deterioration or steel corrosion due to attack by soil-borne soluble salts and soluble chloride.
The water-soluble sulfate concentration in the saturation extract from the soil sample was detected to be
347 mg/kg. ACI 318 Tables 19.3.1.1 and 19.3.2.1 outline exposure categories, classes, and concrete
requirements by exposure class. ACI 318 requirements for site concrete based upon soluble sulfate are
summarized in Table 8.4 below.
TABLE 8.4
WATER SOLUBLE SULFATE EXPOSURE REQUIREMENTS
The water-soluble chloride concentration detected in saturation extract from the soil samples was 76 mg/kg.
This level of chloride concentration is not considered to be corrosive.
It is recommended that a qualified corrosion engineer be consulted regarding protection of buried steel or
ductile iron piping and conduit or, at a minimum, applicable manufacturer’s recommendations for corrosion
protection of buried metal pipe be closely followed.
Water Soluble
Sulfate (SO4) in
Soil, Percentage by
Weight
Exposure
Severity
Exposure
Class
Maximum
w/cm Ratio
Minimum
Concrete
Compressive
Strength
Cementations
Materials
Type
0.0347 Not
Applicable S0 N/A 2,500 psi No Restriction
Project No. 3-219-1140 - 8 -
8.5 Percolation Testing
Two (2) percolation tests (P-1 and P-2) were performed within assumed infiltration areas and were
conducted in accordance with the guidelines established by the County of San Bernardino. The
approximate locations of the percolation tests are shown on the attached Site Plan, Figure 2. The holes were
pre-saturated before percolation testing commenced.
Percolation rates were measured by filling the test holes with clean water and measuring the water drops
at a certain time interval. The percolation rate data are presented in tabular format at the end of this
Report. The difference in the percolation rates are reflected by the varied type of soil materials at the
bottom of the test holes. The test results are shown on the table below.
PERCOLATION TEST RESULTS
Test
No.
Depth
(feet)
Measured
Percolation Rate
(min/inch)
Infiltration Rate*
(inch/hour) Soil Type**
P-1 15 4.2 0.65 Silty SAND (SM) with
Gravel
P-2 45 0.8 0.83 Silty SAND (SM) with
Gravel
* Tested infiltration Rate = (∆H 60 r) / (∆t(r + 2Havg))
** At bottom of drilled holes
The soil infiltration rate is based on test conducted with clear water. The infiltration rate may vary with
time as a result of soil clogging from water impurities. The infiltration rate will deteriorate over time due
to the soil conditions and an appropriate factor of safety (FS) may be applied. The soils may also become
less permeable to impermeable if the soil is compacted. Thus, periodic maintenance consisting of clearing
the bottom of the drainage system of clogged soils should be expected.
The infiltration rate may become slower if the surrounding soil is wet or saturated due to prolonged
rainfalls. Additional infiltration tests should be conducted at bottom of the drainage system during
construction to verify the infiltration rate. Groundwater, if closer to the bottom of the drainage system,
will also reduce the infiltration rate.
The scope of our services did not include a groundwater study and was limited to the performance of
infiltration testing and soil profile description, and the submitted data only. Our services did not include
those associated with septic system design. Neither did services include an Environmental Site Assessment
for the presence or absence of hazardous and/or toxic materials in the soil, groundwater, or atmosphere; or
the presence of wetlands. Any statements, or absence of statements, in this report or on any boring logs
regarding odors, unusual or suspicious items, or conditions observed, are strictly for descriptive purposes
and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment.
The geotechnical engineering information presented herein is based upon professional interpretation
utilizing standard engineering practices. The work conducted through the course of this investigation,
including the preparation of this report, has been performed in accordance with the generally accepted
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standards of geotechnical engineering practice, which existed in the geographic area at the time the report
was written. No other warranty, express or implied, is made.
Please be advised that when performing infiltration testing services in relatively small areas (double rings)
that the testing may not fully model the actual full scale long term performance of a given site. This is
particularly true where infiltration test data is to be used in the design of large infiltration areas such as those
proposed for the site.
Subsurface conditions, including infiltration rates, can change over time as fine-grained soils migrate. It is
not warranted that such information and interpretation cannot be superseded by future geotechnical
engineering developments. We emphasize that this report is valid for the project outlined above and should
not be used for any other sites.
9. CONCLUSIONS AND RECOMMENDATIONS
9.1 General
9.1.1 Based upon the data collected during this investigation, and from a geotechnical engineering
standpoint, it is our opinion that the site is suitable for the proposed construction of improvements
at the site as planned, provided the recommendations contained in this report are incorporated
into the project design and construction. Conclusions and recommendations provided in this
report are based on our review of available literature, analysis of data obtained from our field
exploration and laboratory testing program, and our understanding of the proposed development
at this time.
9.1.2 The primary geotechnical constraints identified in our investigation is the presence of potentially
compressible (collapsible) soils at the site. Recommendations to mitigate the effects of these soils
are provided in this report.
9.1.3 Up to 4 feet of fill soils were encountered in our test borings. Thicker fill materials may be
present onsite between our boring locations. Undocumented fill materials are not suitable to
support any future structures and should be replaced with Engineered Fill. The extent and
consistency of the fills should be verified during site construction. Prior to fill placement,
Salem Engineering Group, Inc. should inspect the bottom of the excavation to verify the fill
condition.
9.1.4 Site demolition activities shall include removal of all surface obstructions not intended to be
incorporated into final site design. In addition, underground buried structures and/or utility lines
encountered during demolition and construction should be properly removed and the resulting
excavations backfilled with Engineered Fill. It is suspected that possible demolition activities of
the existing structures may disturb the upper soils. After demolition activities, it is recommended
that disturbed soils be removed and/or re-compacted.
9.1.5 Surface vegetation consisting of grasses and other similar vegetation should be removed by
stripping to a sufficient depth to remove organic-rich topsoil. The upper 2 to 4 inches of the soils
containing vegetation, roots, and other objectionable organic matter encountered at the time of
grading should be stripped and removed from the surface. Deeper stripping may be required in
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localized areas. The stripped vegetation will not be suitable for use as Engineered Fill or within
5 feet of building pads or within pavement areas. However, stripped topsoil may be stockpiled
and reused in landscape or non-structural areas or exported from the site.
9.1.6 The near-surface onsite soils are moisture-sensitive and are moderately compressible
(collapsible soil) under saturated conditions. Excessive post-construction settlement may be
experienced by proposed structures if the foundation soils become near saturated. The
collapsible or weak soils should be removed and re-compacted according to the
recommendations in the Grading section of this report (Section 9.5).
9.1.7 Based on the subsurface conditions at the site and the anticipated structural loading, we anticipate
that the proposed addition may be supported using conventional shallow foundations and that the
provided that the recommendations presented herein are incorporated in the design and
construction of the project.
9.1.8 Provided the site is graded in accordance with the recommendations of this report and foundations
constructed as described herein, we estimate that total settlement due to loads utilizing
conventional shallow foundations for the proposed building will be within 1 inch and
corresponding differential settlement will be less than ½ inch.
9.1.9 SALEM shall review the project grading and foundation plans, and specifications prior to final
design submittal to assess whether our recommendations have been properly implemented and
evaluate if additional analysis and/or recommendations are required. If SALEM is not provided
plans and specifications for review, we cannot assume any responsibility for the future
performance of the project.
9.1.10 SALEM shall be present at the site during site demolition and preparation to observe site
clearing/demolition, preparation of exposed surfaces after clearing, and placement, treatment and
compaction of fill material.
9.1.11 SALEM's observations should be supplemented with periodic compaction tests to establish
substantial conformance with these recommendations. Moisture content of footings and slab
subgrade should be tested immediately prior to concrete placement. SALEM should observe
foundation excavations prior to placement of reinforcing steel or concrete to assess whether the
actual bearing conditions are compatible with the conditions anticipated during the preparation
of this report.
9.2 Seismic Design Criteria
9.2.1 For seismic design of the structures, and in accordance with the seismic provisions of the 2019
CBC, our recommended parameters are shown below. These parameters were determined using
California’s Office of Statewide Health Planning and Development (OSHPD) Seismic Design
Map Tool Website (https://seismicmaps.org/) in accordance with the 2019 CBC. The Site Class
was determined based on the soils encountered during our field exploration.
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TABLE 9.2.1
SEISMIC DESIGN PARAMETERS
Seismic Item Symbol Value 2016 ASCE 7 or
2019 CBC Reference
Site Coordinates (Datum = NAD 83) 34.0789 Lat
-117.4372 Lon
Site Class -- C ASCE 7 Table 20.3-1
Soil Profile Name -- Very Dense Soil ASCE 7 Table 20.3-1
Risk Category -- II Table 1604.5
Site Coefficient for PGA FPGA 1.200 ASCE 7 Table 11.8-1
Peak Ground Acceleration
(adjusted for Site Class effects) PGAM 0.917 g ASCE 7 Equation 11.8-1
Seismic Design Category SDC D CBC Table 1613.2.5
Mapped Spectral Acceleration
(Short period - 0.2 sec) SS 1.871 g CBC Figure 1613.2.1(1-8)
Mapped Spectral Acceleration
(1.0 sec. period) S1 0.618 g CBC Figure 1613.2.1(1-8)
Site Class Modified Site Coefficient Fa 1.2 CBC Table 1613.2.3(1)
Site Class Modified Site Coefficient Fv 1.4 CBC Table 1613.2.3(2)
MCE Spectral Response Acceleration
(Short period - 0.2 sec) SMS = Fa SS SMS 2.246 g CBC Equation 16-36
MCE Spectral Response Acceleration
(1.0 sec. period) SM1 = Fv S1 SM1 0.865 g CBC Equation 16-37
Design Spectral Response Acceleration
SDS=⅔SMS (short period - 0.2 sec) SDS 1.497 g CBC Equation 16-38
Design Spectral Response Acceleration
SD1=⅔SM1 (1.0 sec. period) SD1 0.577 g CBC Equation 16-39
Short Term Transition Period (SD1/SDS),
Seconds TS 0.385 ASCE 7-16, Section 11.4.6
Long Period Transition Period (seconds) TL 12 ASCE 7-16, Figure 22-14
9.2.2 Conformance to the criteria in the above table for seismic design does not constitute any kind of
guarantee or assurance that significant structural damage or ground failure will not occur if a
large earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all
damage, since such design may be economically prohibitive.
9.3 Soil and Excavation Characteristics
9.3.1 Based on the soil conditions encountered in our soil borings, the upper soils can be excavated
with moderate effort using heavy-duty conventional earthmoving equipment.
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9.3.2 It is the responsibility of the contractor to ensure that all excavations and trenches are properly
shored and maintained in accordance with applicable Occupational Safety and Health
Administration (OSHA) rules and regulations to maintain safety and maintain the stability of
adjacent existing improvements.
9.3.3 The upper soils are moisture-sensitive and moderately collapsible under saturated conditions.
These soils, in their present condition, possess moderate risk to construction in terms of possible
post-construction movement of the foundations and floor systems if no mitigation measures are
employed. Accordingly, measures are considered necessary to reduce anticipated collapse
potential. Mitigation measures will not eliminate post-construction soil movement, but will
reduce the soil movement. Success of the mitigation measures will depend on the thoroughness
of the contractor in dealing with the soil conditions.
9.3.4 The near surface soils identified as part of our investigation are, generally, moist to slightly
moist due to the absorption characteristics of the soil. Earthwork operations may encounter
very moist unstable soils which may require removal to a stable bottom. Exposed native soils
exposed as part of site grading operations shall not be allowed to dry out and should be kept
continuously moist prior to placement of subsequent fill.
9.4 Materials for Fill
9.4.1 Excavated soils generated from cut operations at the site are suitable for use as general
Engineered Fill in structural areas, provided they do not contain deleterious matter, organic
material, or rock material larger than 3 inches in maximum dimension.
9.4.2 The preferred materials specified for Engineered Fill are suitable for most applications with the
exception of exposure to erosion. Project site winterization and protection of exposed soils
during the construction phase should be the sole responsibility of the Contractor, since they
have complete control of the project site.
9.4.3 Import soil shall be well-graded, slightly cohesive silty fine sand or sandy silt, with relatively
impervious characteristics when compacted. A clean sand or very sandy soil is not acceptable
for this purpose. This material should be approved by the Engineer prior to use and should
typically possess the soil characteristics summarized below in Table 9.4.3.
TABLE 9.4.3
IMPORT FILL REQUIREMENTS
Minimum Percent Passing No. 200 Sieve 15
Maximum Percent Passing No. 200 Sieve 50
Minimum Percent Passing No. 4 Sieve 70
Maximum Particle Size 3"
Maximum Plasticity Index 10
Maximum CBC Expansion Index 15
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9.4.4 Environmental characteristics and corrosion potential of import soil materials should also be
considered.
9.4.5 Proposed import materials should be sampled, tested, and approved by SALEM prior to its
transportation to the site.
9.5 Grading
9.5.1 A SALEM representative should be present during all site clearing and grading operations to test
and observe earthwork construction. This testing and observation is an integral part of our service
as acceptance of earthwork construction is dependent upon compaction of the material and the
stability of the material. The Geotechnical Engineer may reject any material that does not meet
compaction and stability requirements. Further recommendations of this report are predicated
upon the assumption that earthwork construction will conform to recommendations set forth in
this section as well as other portions of this report.
9.5.2 A preconstruction conference should be held at the site prior to the beginning of grading
operations with the owner, contractor, civil engineer and geotechnical engineer in attendance.
9.5.3 Site preparation should begin with removal of existing surface/subsurface structures,
underground utilities (as required), any existing uncertified fill, and debris. Excavations or
depressions resulting from site clearing operations, or other existing excavations or depressions,
should be restored with Engineered Fill in accordance with the recommendations of this report.
9.5.4 Surface vegetation consisting of grasses and other similar vegetation should be removed by
stripping to a sufficient depth to remove organic-rich topsoil. The upper 2 to 4 inches of the soils
containing, vegetation, roots and other objectionable organic matter encountered at the time of
grading should be stripped and removed from the surface. Deeper stripping may be required in
localized areas. In addition, existing concrete and asphalt materials shall be removed from areas
of proposed improvements and stockpiled separately from excavated soil material. The stripped
vegetation, asphalt and concrete materials will not be suitable for use as Engineered Fill or within
5 feet of building pads or within pavement areas. However, stripped topsoil may be stockpiled
and reused in landscape or non-structural areas or exported from the site.
9.5.5 Structural building pad areas should be considered as areas extending a minimum of 5 feet
horizontally beyond the outside dimensions of buildings, including footings and non-cantilevered
overhangs carrying structural loads.
9.5.6 To minimize post-construction soil movement and provide uniform support for the proposed
buildings, it is recommended that the overexcavation and recompaction within the proposed
buildings area be performed to a minimum depth of four (4) feet below existing grade or two (2)
feet below proposed footing bottom, whichever is deeper. The overexcavation and recompaction
should also extend laterally to a minimum of 5 feet beyond the outer edges of the proposed
footings.
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9.5.7 Any fill materials encountered during grading should be removed and replaced with engineered
fill. The actual depth of the overexcavation and recompaction should be determined by our
field representative during construction.
9.5.8 Prior to placement of fill soils, the upper 10 to 12 inches of native subgrade soils should be
scarified, moisture-conditioned to no less than the optimum moisture content and recompacted
to a minimum of 95 percent of the maximum dry density based on ASTM D1557-07 Test
Method.
9.5.9 All Engineered Fill (including scarified ground surfaces and backfill) should be placed in thin
lifts to allow for adequate bonding and compaction (typically 6 to 8 inches in loose thickness).
9.5.10 Engineered Fill soils should be placed, moisture conditioned to near optimum moisture content,
and compacted to at least 95% relative compaction.
9.5.11 An integral part of satisfactory fill placement is the stability of the placed lift of soil. If placed
materials exhibit excessive instability as determined by a SALEM field representative, the lift
will be considered unacceptable and shall be remedied prior to placement of additional fill
material. Additional lifts should not be placed if the previous lift did not meet the required dry
density or if soil conditions are not stable.
9.5.12 Within pavement areas, it is recommended that scarification, moisture conditioning and
recompaction be performed to at least 12 inches below existing grade or finish grade, whichever
is deeper. In addition, the upper 12 inches of final pavement subgrade, whether completed at-
grade, by excavation, or by filling, should be uniformly moisture-conditioned to no less than the
optimum moisture content and compacted to at least 95% relative compaction.
9.5.13 Final pavement subgrade should be finished to a smooth, unyielding surface. We further
recommend proof-rolling the subgrade with a loaded water truck (or similar equipment with high
contact pressure) to verify the stability of the subgrade prior to placing aggregate base.
9.5.14 The most effective site preparation alternatives will depend on site conditions prior to grading.
We should evaluate site conditions and provide supplemental recommendations immediately
prior to grading, if necessary.
9.5.15 We do not anticipate groundwater or seepage to adversely affect construction if conducted during
the drier moths of the year (typically summer and fall). However, groundwater and soil moisture
conditions could be significantly different during the wet season (typically winter and spring) as
surface soil becomes wet; perched groundwater conditions may develop. Grading during this
time period will likely encounter wet materials resulting in possible excavation and fill placement
difficulties. Project site winterization consisting of placement of aggregate base and protecting
exposed soils during construction should be performed. If the construction schedule requires
grading operations during the wet season, we can provide additional recommendations as
conditions warrant.
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9.5.16 The wet soils may become non conducive to site grading as the upper soils yield under the
weight of the construction equipment. Therefore, mitigation measures should be performed
for stabilization. Typical remedial measures include: discing and aerating the soil during dry
weather; mixing the soil with dryer materials; removing and replacing the soil with an approved
fill material or placement of slurry, crushed rocks or aggregate base material; or mixing the
soil with an approved lime or cement product. The most common remedial measure of
stabilizing the bottom of the excavation due to wet soil condition is to reduce the moisture of
the soil to near the optimum moisture content by having the subgrade soils scarified and aerated
or mixed with drier soils prior to compacting. However, the drying process may require an
extended period of time and delay the construction operation.
To expedite the stabilizing process, slurry or crushed rock may be utilized for stabilization
provided this method is approved by the owner for the cost purpose. If the use of slurry or
crushed rock is considered, it is recommended that the upper soft and wet soils be replaced by
6 to 24 inches of 2-sack slurry or ¾-inch to 1-inch crushed rocks. The thickness of the slurry
or rock layer depends on the severity of the soil instability. The recommended 6 to 24 inches
of slurry or crushed rock material will provide a stable platform.
It is further recommended that lighter compaction equipment be utilized for compacting the
crushed rock. A layer of geofabric is recommended to be placed on top of the compacted
crushed rock to minimize migration of soil particles into the voids of the crushed rock, resulting
in soil movement. Although it is not required, the use of geogrid (e.g. Tensar TX 7) below the
crushed rock will enhance stability and reduce the required thickness of crushed rock necessary
for stabilization. Our firm should be consulted prior to implementing remedial measures to
provide appropriate recommendations.
9.6 Shallow Foundations
9.6.1 The site is suitable for use of conventional shallow foundations consisting of continuous footings
and isolated pad footings bearing in properly compacted Engineered Fill.
9.6.2 The bearing wall footings considered for the structure should be continuous with a minimum
width of 18 inches and extend to a minimum depth of 18 inches below the lowest adjacent grade.
Isolated column footings should have a minimum width of 24 inches and extend a minimum
depth of 18 inches below the lowest adjacent grade.
9.6.3 The bottom of footing excavations should be maintained free of loose and disturbed soil. Footing
concrete should be placed into a neat excavation.
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9.6.4 Footings proportioned as recommended above may be designed for the maximum allowable soil
bearing pressures shown in the table below.
Loading Condition Allowable Bearing
Dead Load Only 2,500 psf
Dead-Plus-Live Load 3,000 psf
Total Load, Including Wind or Seismic Loads 4,000 psf
9.6.5 For design purposes, total settlement due to static loading on the order of 1 inch may be assumed
for shallow footings. Differential settlement due to static loading, along a 20-foot exterior wall
footing or between adjoining column footings, should be ½ inch, producing an angular distortion
of 0.002. Most of the settlement is expected to occur during construction as the loads are applied.
However, additional post-construction settlement may occur if the foundation soils are flooded
or saturated. The footing excavations should not be allowed to dry out any time prior to pouring
concrete.
9.6.6 Resistance to lateral footing displacement can be computed using an allowable coefficient of
friction factor of 0.45 acting between the base of foundations and the supporting native subgrade.
9.6.7 Lateral resistance for footings can alternatively be developed using an equivalent fluid passive
pressure of 400 pounds per cubic foot acting against the appropriate vertical native footing faces.
The frictional and passive resistance of the soil may be combined without reduction in
determining the total lateral resistance. An increase of one-third is permitted when using the
alternate load combinations that includes wind or earthquake loads.
9.6.8 Minimum reinforcement for continuous footings should consist of four No. 4 steel reinforcing
bars; two placed near the top of the footing and two near the bottom. Reinforcement for spread
footings should be designed by the project structural engineer.
9.6.9 Underground utilities running parallel to footings should not be constructed in the zone of
influence of footings. The zone of influence may be taken to be the area beneath the footing and
within a 1:1 plane extending out and down from the bottom edge of the footing.
9.6.10 The foundation subgrade should be sprinkled as necessary to maintain a moist condition without
significant shrinkage cracks as would be expected in any concrete placement. Prior to placing
rebar reinforcement, foundation excavations should be evaluated by a representative of SALEM
for appropriate support characteristics and moisture content. Moisture conditioning may be
required for the materials exposed at footing bottom, particularly if foundation excavations are
left open for an extended period.
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9.7 Concrete Slabs-on-Grade
9.7.1 Slab thickness and reinforcement should be determined by the structural engineer based on the
anticipated loading. We recommend that non-structural slabs-on-grade be at least 4 inches thick
and underlain by six (6) inches of compacted clean granular aggregate subbase material
compacted to at least 95% relative compaction.
9.7.2 Granular aggregate subbase material shall conform to ASTM D-2940, Latest Edition (Table 1,
bases) with at least 95 percent passing a 1½-inch sieve and not more than 8% passing a No. 200
sieve or its approved equivalent to prevent capillary moisture rise. Crushed Miscellaneous Base
(CMB) should not be used as subbase material within the building areas.
9.7.3 We recommend reinforcing slabs, at a minimum, with No. 3 reinforcing bars placed 18 inches on
center, each way.
9.7.4 Slabs subject to structural loading may be designed utilizing a modulus of subgrade reaction K
of 200 pounds per square inch per inch. The K value was approximated based on inter-
relationship of soil classification and bearing values (Portland Cement Association, Rocky
Mountain Northwest).
9.7.5 The spacing of crack control joints should be designed by the project structural engineer. In order
to regulate cracking of the slabs, we recommend that full depth construction joints or control
joints be provided at a maximum spacing of 15 feet in each direction for 5-inch thick slabs and
12 feet for 4-inch thick slabs.
9.7.6 Crack control joints should extend a minimum depth of one-fourth the slab thickness and should
be constructed using saw-cuts or other methods as soon as practical after concrete placement.
The exterior floors should be poured separately in order to act independently of the walls and
foundation system.
9.7.7 It is recommended that the utility trenches within the structure be compacted, as specified in our
report, to minimize the transmission of moisture through the utility trench backfill. Special
attention to the immediate drainage and irrigation around the structures is recommended.
9.7.8 Moisture within the structure may be derived from water vapors, which were transformed from
the moisture within the soils. This moisture vapor penetration can affect floor coverings and
produce mold and mildew in the structure. To minimize moisture vapor intrusion, it is
recommended that a vapor retarder be installed in accordance with manufacturer’s
recommendations and/or ASTM guidelines, whichever is more stringent. In addition, ventilation
of the structure is recommended to reduce the accumulation of interior moisture.
9.7.9 In areas where it is desired to reduce floor dampness where moisture-sensitive coverings are
anticipated, construction should have a suitable waterproof vapor retarder (a minimum of 15 mils
thick polyethylene vapor retarder sheeting, Raven Industries “VaporBlock 15, Stego Industries
15 mil “StegoWrap” or W.R. Meadows Sealtight 15 mil “Perminator”) incorporated into the floor
slab design. The water vapor retarder should be decay resistant material complying with ASTM
E96 not exceeding 0.04 perms, ASTM E154 and ASTM E1745 Class A. The vapor barrier
Project No. 3-219-1140 - 18 -
should be placed between the concrete slab and the compacted granular aggregate subbase
material. The water vapor retarder (vapor barrier) should be installed in accordance with ASTM
Specification E 1643-94.
9.7.10 The concrete may be placed directly on vapor retarder. The vapor retarder should be inspected
prior to concrete placement. Cut or punctured retarder should be repaired using vapor retarder
material lapped 6 inches beyond damaged areas and taped.
9.7.11 The recommendations of this report are intended to reduce the potential for cracking of slabs due
to soil movement. However, even with the incorporation of the recommendations presented
herein, foundations, stucco walls, and slabs-on-grade may exhibit some cracking due to soil
movement. This is common for project areas that contain expansive soils since designing to
eliminate potential soil movement is cost prohibitive. The occurrence of concrete shrinkage
cracks is independent of the supporting soil characteristics. Their occurrence may be reduced
and/or controlled by limiting the slump of the concrete, proper concrete placement and curing,
and by the placement of crack control joints at periodic intervals, in particular, where re-entrant
slab corners occur.
9.7.12 Proper finishing and curing should be performed in accordance with the latest guidelines
provided by the American Concrete Institute, Portland Cement Association, and ASTM.
9.8 Lateral Earth Pressures and Frictional Resistance
9.8.1 Active, at-rest and passive unit lateral earth pressures against footings and walls are summarized
in the table below:
Lateral Pressures
Drained and Level Backfill Conditions Equivalent Fluid Pressure, pcf
Active Pressure 34
At-Rest Pressure 53
Passive Pressure 400
Related Parameters
Allowable Coefficient of Friction 0.45
In-Place Soil Density (lbs/ft3) 120
9.8.2 Active pressure applies to walls, which are free to rotate. At-rest pressure applies to walls, which
are restrained against rotation. The preceding lateral earth pressures assume sufficient drainage
behind retaining walls to prevent the build-up of hydrostatic pressure.
9.8.3 The top one-foot of adjacent subgrade should be deleted from the passive pressure computation.
9.8.4 The foregoing values of lateral earth pressures represent equivalent soil values and a safety factor
consistent with the design conditions should be included in their usage.
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9.8.5 For stability against lateral sliding, which is resisted solely by the passive pressure, we
recommend a minimum safety factor of 1.5.
9.8.6 For stability against lateral sliding, which is resisted by the combined passive and frictional
resistance, a minimum safety factor of 2.0 is recommended.
9.8.7 For lateral stability against seismic loading conditions, we recommend a minimum safety factor
of 1.1.
9.8.8 For dynamic seismic lateral loading the following equation shall be used:
Dynamic Seismic Lateral Loading Equation
Dynamic Seismic Lateral Load = ⅜γKhH2
Where: γ = In-Place Soil Density
Kh = Horizontal Acceleration = ⅔PGAM
H = Wall Height
9.9 Retaining Walls
9.9.1 Retaining and/or below grade walls should be drained with either perforated pipe encased in free-
draining gravel or a prefabricated drainage system. The gravel zone should have a minimum
width of 12 inches wide and should extend upward to within 12 inches of the top of the wall. The
upper 12 inches of backfill should consist of native soils, concrete, asphaltic-concrete or other
suitable backfill to minimize surface drainage into the wall drain system. The gravel should
conform to Class II permeable materials graded in accordance with the current CalTrans Standard
Specifications.
9.9.2 Prefabricated drainage systems, such as Miradrain®, Enkadrain®, or an equivalent substitute, are
acceptable alternatives in lieu of gravel provided they are installed in accordance with the
manufacturer’s recommendations. If a prefabricated drainage system is proposed, our firm
should review the system for final acceptance prior to installation.
9.9.3 Drainage pipes should be placed with perforations down and should discharge in a non-erosive
manner away from foundations and other improvements. The top of the perforated pipe should
be placed at or below the bottom of the adjacent floor slab or pavements. The pipe should be
placed in the center line of the drainage blanket and should have a minimum diameter of 4 inches.
Slots should be no wider than 1/8-inch in diameter, while perforations should be no more than
¼-inch in diameter.
9.9.4 If retaining walls are less than 5 feet in height, the perforated pipe may be omitted in lieu of weep
holes on 4 feet maximum spacing. The weep holes should consist of 2-inch minimum diameter
holes (concrete walls) or unmortared head joints (masonry walls) and placed no higher than 18
inches above the lowest adjacent grade. Two 8-inch square overlapping patches of geotextile
fabric (conforming to the CalTrans Standard Specifications for "edge drains") should be affixed
to the rear wall opening of each weep hole to retard soil piping.
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9.9.5 During grading and backfilling operations adjacent to any walls, heavy equipment should not be
allowed to operate within a lateral distance of 5 feet from the wall, or within a lateral distance
equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures.
Within this zone, only hand operated equipment ("whackers," vibratory plates, or pneumatic
compactors) should be used to compact the backfill soils.
9.10 Temporary Excavations
9.10.1 We anticipate that the majority of the sandy site soils will be classified as Cal-OSHA “Type C”
soil when encountered in excavations during site development and construction. Excavation
sloping, benching, the use of trench shields, and the placement of trench spoils should conform
to the latest applicable Cal-OSHA standards. The contractor should have a Cal-OSHA-approved
“competent person” onsite during excavation to evaluate trench conditions and make appropriate
recommendations where necessary.
9.10.2 It is the contractor’s responsibility to provide sufficient and safe excavation support as well as
protecting nearby utilities, structures, and other improvements which may be damaged by earth
movements. All onsite excavations must be conducted in such a manner that potential surcharges
from existing structures, construction equipment, and vehicle loads are resisted. The surcharge
area may be defined by a 1:1 projection down and away from the bottom of an existing foundation
or vehicle load.
9.10.3 Temporary excavations and slope faces should be protected from rainfall and erosion. Surface
runoff should be directed away from excavations and slopes.
9.10.4 Open, unbraced excavations in undisturbed soils should be made according to the slopes
presented in the following table:
RECOMMENDED EXCAVATION SLOPES
Depth of Excavation (ft) Slope (Horizontal : Vertical)
0-5 1:1
5-10 2:1
9.10.5 If, due to space limitation, excavations near property lines or existing structures are performed in
a vertical position, slot cuts, braced shorings or shields may be used for supporting vertical
excavations. Therefore, in order to comply with the local and state safety regulations, a properly
designed and installed shoring system would be required to accomplish planned excavations and
installation. A Specialty Shoring Contractor should be responsible for the design and installation
of such a shoring system during construction.
9.10.6 Braced shorings should be designed for a maximum pressure distribution of 30H, (where H is the
depth of the excavation in feet). The foregoing does not include excess hydrostatic pressure or
surcharge loading. Fifty percent of any surcharge load, such as construction equipment weight,
should be added to the lateral load given herein. Equipment traffic should concurrently be limited
to an area at least 3 feet from the shoring face or edge of the slope.
Project No. 3-219-1140 - 21 -
9.10.7 The excavation and shoring recommendations provided herein are based on soil characteristics
derived from the borings within the area. Variations in soil conditions will likely be encountered
during the excavations. SALEM Engineering Group, Inc. should be afforded the opportunity to
provide field review to evaluate the actual conditions and account for field condition variations
not otherwise anticipated in the preparation of this recommendation. Slope height, slope
inclination, or excavation depth should in no case exceed those specified in local, state, or federal
safety regulation, (e.g. OSHA) standards for excavations, 29 CFR part 1926, or Assessor’s
regulations.
9.11 Underground Utilities
9.11.1 Underground utility trenches should be backfilled with properly compacted material. The
material excavated from the trenches should be adequate for use as backfill provided it does not
contain deleterious matter, vegetation or rock larger than 3 inches in maximum dimension.
Trench backfill should be placed in loose lifts not exceeding 8 inches and compacted to at least
95% relative compaction at or above optimum moisture content.
9.11.2 Bedding and pipe zone backfill typically extends from the bottom of the trench excavations to
approximately 6 to 12 inches above the crown of the pipe. Pipe bedding and backfill material
should conform to the requirements of the governing utility agency.
9.11.3 It is suggested that underground utilities crossing beneath new or existing structures be plugged
at entry and exit locations to the building or structure to prevent water migration. Trench plugs
can consist of on-site clay soils, if available, or sand cement slurry. The trench plugs should
extend 2 feet beyond each side of individual perimeter foundations.
9.11.4 The contractor is responsible for removing all water-sensitive soils from the trench regardless
of the backfill location and compaction requirements. The contractor should use appropriate
equipment and methods to avoid damage to the utilities and/or structures during fill placement
and compaction.
9.12 Surface Drainage
9.12.1 Proper surface drainage is critical to the future performance of the project. Uncontrolled
infiltration of irrigation excess and storm runoff into the soils can adversely affect the
performance of the planned improvements. Saturation of a soil can cause it to lose internal shear
strength and increase its compressibility, resulting in a change to important engineering
properties. Proper drainage should be maintained at all times.
9.12.2 The ground immediately adjacent to the foundation shall be sloped away from the building at
a slope of not less than 5 percent for a minimum distance of 10 feet.
9.12.3 Impervious surfaces within 10 feet of the building foundation shall be sloped a minimum of 2
percent away from the building and drainage gradients maintained to carry all surface water to
collection facilities and off site. These grades should be maintained for the life of the project.
Ponding of water should not be allowed adjacent to the structure. Over-irrigation within
landscaped areas adjacent to the structure should not be performed.
Project No. 3-219-1140 - 22 -
9.12.4 Roof drains should be installed with appropriate downspout extensions out-falling on splash
blocks so as to direct water a minimum of 5 feet away from the structures or be connected to
the storm drain system for the development.
9.13 Pavement Design
9.13.1 Based on site soil conditions and laboratory test results, an R-value of 50 was used for the
preliminary flexible asphaltic concrete pavement design. The R-value may be verified during
grading of the pavement areas.
9.13.2 The pavement design recommendations provided herein are based on the State of California
Department of Transportation (CALTRANS) design manual. The asphaltic concrete (flexible
pavement) is based on a 20-year pavement life utilizing 1200 passenger vehicles, 10 single unit
trucks, and 2 multi-unit trucks. The following table shows the recommended pavement sections
for various traffic indices.
TABLE 9.13.2
ASPHALT CONCRETE PAVEMENT
Traffic Index Asphaltic
Concrete
Class II
Aggregate Base*
Compacted
Subgrade*
5.0 (Parking & Vehicle Drive Areas) 3.0" 4.0" 12.0"
6.0 (Heavy Truck Areas) 3.0" 4.0" 12.0"
*95% compaction based on ASTM D1557-07 Test Method
9.13.3 The following recommendations are for light-duty and heavy-duty Portland Cement Concrete
pavement sections.
TABLE 9.13.3
PORTLAND CEMENT CONCRETE PAVEMENT
Traffic Index Portland Cement
Concrete*
Class II
Aggregate Base**
Compacted
Subgrade**
5.0 (Light Duty) 5.0" 4.0" 12.0"
6.0 (Heavy Duty) 6.0" 4.0" 12.0"
* Minimum Compressive Strength of 4,000 psi
** 95% compaction based on ASTM D1557-07 Test Method
10. PLAN REVIEW, CONSTRUCTION OBSERVATION AND TESTING
10.1 Plan and Specification Review
10.1.1 SALEM should review the project plans and specifications prior to final design submittal to
assess whether our recommendations have been properly implemented and evaluate if additional
analysis and/or recommendations are required.
Project No. 3-219-1140 - 23 -
10.2 Construction Observation and Testing Services
10.2.1 The recommendations provided in this report are based on the assumption that we will continue
as Geotechnical Engineer of Record throughout the construction phase. It is important to maintain
continuity of geotechnical interpretation and confirm that field conditions encountered are similar
to those anticipated during design. If we are not retained for these services, we cannot assume
any responsibility for others interpretation of our recommendations, and therefore the future
performance of the project.
10.2.2 SALEM should be present at the site during site preparation to observe site clearing, preparation
of exposed surfaces after clearing, and placement, treatment and compaction of fill material.
10.2.3 SALEM's observations should be supplemented with periodic compaction tests to establish
substantial conformance with these recommendations. Moisture content of footings and slab
subgrade should be tested immediately prior to concrete placement. SALEM should observe
foundation excavations prior to placement of reinforcing steel or concrete to assess whether the
actual bearing conditions are compatible with the conditions anticipated during the preparation
of this report.
11. LIMITATIONS AND CHANGED CONDITIONS
The analyses and recommendations submitted in this report are based upon the data obtained from the test
borings drilled at the approximate locations shown on the Site Plan, Figure 2. The report does not reflect
variations which may occur between borings. The nature and extent of such variations may not become
evident until construction is initiated. If variations then appear, a re-evaluation of the recommendations of
this report will be necessary after performing on-site observations during the excavation period and noting
the characteristics of such variations.
The findings and recommendations presented in this report are valid as of the present and for the proposed
construction. If site conditions change due to natural processes or human intervention on the property or
adjacent to the site, or changes occur in the nature or design of the project, or if there is a substantial time
lapse between the submission of this report and the start of the work at the site, the conclusions and
recommendations contained in our report will not be considered valid unless the changes are reviewed by
SALEM and the conclusions of our report are modified or verified in writing.
The validity of the recommendations contained in this report is also dependent upon an adequate testing and
observations program during the construction phase. Our firm assumes no responsibility for construction
compliance with the design concepts or recommendations unless we have been retained to perform the on-
site testing and review during construction. SALEM has prepared this report for the exclusive use of the
owner and project design consultants.
SALEM does not practice in the field of corrosion engineering. It is recommended that a qualified corrosion
engineer be consulted regarding protection of buried steel or ductile iron piping and conduit or, at a
minimum, that manufacturer’s recommendations for corrosion protection be closely followed. Further, a
corrosion engineer may be needed to incorporate the necessary precautions to avoid premature corrosion of
concrete slabs and foundations in direct contact with native soil.
Project No. 3-219-1140 - 24 -
The importation of soil and or aggregate materials to the site should be screened to determine the potential
for corrosion to concrete and buried metal piping. The report has been prepared in accordance with generally
accepted geotechnical engineering practices in the area. No other warranties, either express or implied, are
made as to the professional advice provided under the terms of our agreement and included in this report.
If you have any questions, or if we may be of further assistance, please do not hesitate to contact our
office at (909) 980-6455.
Respectfully Submitted,
SALEM ENGINEERING GROUP, INC.
Jared Christiansen, EIT
Geotechnical Staff Engineer
Clarence Jiang, GE R. Sammy Salem, MS, PE, GE
Senior Geotechnical Engineer Principal Engineer
RGE 2477 RCE 52762 / RGE 2549
VICINITY MAP
GEOTECHNICAL ENGINEERING INVESTIGATION
Proposed Multi-Tenant Development
NWC San Bernardino Avenue & Sierra Avenue
Fontana, California
SCALE: DATE:
NOT TO SCALE 01/2020
DRAWN BY: APPROVED BY:
JC CJ
PROJECT NO. FIGURE NO.
3-219-1140 1
SITE LOCATION
Source Image: U.S. Geological Survey, Fontana, California, 34117-A4-TF-024, 1967 (Photorevised 1980)
N
N
SITE PLAN
GEOTECHNICAL ENGINEERING INVESTIGATION
Proposed Multi-Tenant Development
NWC San Bernardino Avenue & Sierra Avenue
Fontana, California
SCALE: DATE:
NOT TO SCALE 01/2020
DRAWN BY: APPROVED BY:
JC CJ
PROJECT NO. FIGURE NO.
3-219-1140 2
LEGEND:
Soil Boring Locations
Percolation Locations
All Locations Approximate
B-1
B-2
N
P-2
P-1
P-1
B-3
B-7
B-4
B-1
B-6
B-10
B-11
B-5
B-8
B-9
Project No. 3-219-1140 - 25 -
Project No. 3-219-1140 A-1
APPENDIX A
FIELD EXPLORATION
Fieldwork for our investigation (drilling) was conducted on January 6 and 7, 2020 and included a site visit,
subsurface exploration, percolation testing, and soil sampling. The locations of the exploratory borings and
percolation tests are shown on the Site Plan, Figure 2. Boring logs for our exploration are presented in
figures following the text in this appendix. Borings were located in the field using existing reference points.
Therefore, actual boring locations may deviate slightly.
In general, our borings were performed using a truck-mounted CME 45 drill rig equipped with 4-inch
diameter solid flight augers. Sampling in the borings was accomplished using a hydraulic 140-pound
hammer with a 30-inch drop. Samples were obtained with a 3-inch outside-diameter (OD), split spoon
(California Modified) sampler, and a 2-inch OD, Standard Penetration Test (SPT) sampler. The number of
blows required to drive the sampler the last 12 inches (or fraction thereof) of the 18-inch sampling interval
were recorded on the boring logs. The blow counts shown on the boring logs should not be interpreted as
standard SPT “N” values; corrections have not been applied. Upon completion, the borings were backfilled
with drill cuttings.
Subsurface conditions encountered in the exploratory borings were visually examined, classified and logged
in general accordance with the American Society for Testing and Materials (ASTM) Practice for Description
and Identification of Soils (Visual-Manual Procedure D2488). This system uses the Unified Soil
Classification System (USCS) for soil designations. The logs depict soil and geologic conditions
encountered and depths at which samples were obtained. The logs also include our interpretation of the
conditions between sampling intervals. Therefore, the logs contain both observed and interpreted data. We
determined the lines designating the interface between soil materials on the logs using visual observations,
drill rig penetration rates, excavation characteristics and other factors. The transition between materials may
be abrupt or gradual. Where applicable, the field logs were revised based on subsequent laboratory testing.
0
5
10
15
20
25
1170
1165
1160
1155
1150
1145
5/6
7/6
8/6
9/6
10/6
13/6
9/6
15/6
18/6
12/6
17/6
22/6
27/6
30/6
34/6
36/6
50/5
-
FILL
SM
SP
SM
SP-SM
SM
Loose gravel.
FILL; Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace gravel.
Gravelly SAND with Silt and Sand
Medium dense; slightly moist;
brown; fine gravel; fine to coarse
grain sand.
Silty SAND
Dense; slightly moist; light brown;
fine to medium grain sand; with
fine gravel.
Grades as above.
Poorly graded SAND with Silt
Very dense; slighlty moist; light
brown; fine to coarse grain sand;
with fine gravel.
Silty SAND
Very dense; slightly moist; light
brown; fine to medium grain sand;
with gravel.
15
23
33
39
64
50/5"
5.6
2.8
2.8
3.0
2.0
2.7
107.4
124.8
-
-
-
-
Limited recovery.
Limited recovery.
Test Boring:B-1 Page 1 Of:
Project Number:3-219-1140
Date:01/07/2020
Client:Northgate Markets
Project:Proposed Multi-Tenant Development
Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California
Drilled By:SALEM Logged By:SK
Drill Type:CME 45 Elevation:1173'
Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A
Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A
Notes:
Figure Number A-1
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
2
30
35
40
45
50
55
60
1140
1135
1130
1125
1120
1115
1110
45/6
50/3
-
50/5
-
-
Grades as above.
Grades as above.
Refusal at 36.5 feet BGS due to
dense rock.
50/3"
50/5"
-
-
-
-
No recovery.
No recovery.
Page 2 Of:
Project Number:3-219-1140
Date:01/07/2020
Test Boring:B-1
Notes:
Figure Number A-1
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
2
0
5
10
15
20
25
1165
1160
1155
1150
1145
1140
9/6
10/6
13/6
19/6
20/6
24/6
7/6
9/6
14/6
27/6
50/6
-
29/6
50/4
-
AC
SM
Asphalt Concrete = 3 in.
*No Aggregate Base
Silty SAND
Medium dense; slightly moist;
brown; fine to medium grain sand;
trace gravel.
Grades as above; dense; dry; light
brown; with gravel.
Grades as above; medium dense.
Grades as above; very dense.
Grades as above.
End of boring at 21.5 feet BGS.
23
44
23
50/6"
50/4"
4.6
0.6
0.8
0.8
1.0
100.4
-
-
-
-
Disturbed sample.
Test Boring:B-2 Page 1 Of:
Project Number:3-219-1140
Date:01/07/2020
Client:Northgate Markets
Project:Proposed Multi-Tenant Development
Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California
Drilled By:SALEM Logged By:SK
Drill Type:CME 45 Elevation:1166'
Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A
Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A
Notes:
Figure Number A-2
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
1
0
5
10
15
20
25
1160
1155
1150
1145
1140
1135
6/6
13/6
17/6
11/6
13/6
19/6
7/6
10/6
13/6
15/6
35/6
50/4
AC
SM
Asphalt Concrete = 3 in.
*No Aggregate Base
Silty SAND
Medium dense; slightly moist;
brown; fine to medium grain sand;
trace gravel.
Grades as above; damp; with
gravel.
Grades as above; dry; light brown.
Grades as above; very dense.
End of boring at 16.5 feet BGS.
30
32
23
85/10
2.2
1.0
0.8
0.6
116.9
-
-
-
Disturbed sample.
Test Boring:B-3 Page 1 Of:
Project Number:3-219-1140
Date:01/07/2020
Client:Northgate Markets
Project:Proposed Multi-Tenant Development
Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California
Drilled By:SALEM Logged By:SK
Drill Type:CME 45 Elevation:1163'
Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A
Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A
Notes:
Figure Number A-3
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
1
0
5
10
15
20
25
1155
1150
1145
1140
1135
17/6
19/6
22/6
12/6
16/6
22/6
11/6
11/6
13/6
35/6
38/6
41/6
29/6
32/6
40/6
AC
SM
Asphalt Concrete = 3 in.
Silty SAND
Medium dense; slightly moist;
brown; fine to medium grain sand;
with gravel.
Grades as above.
Grades as above; light brown.
Grades as above; very dense.
Grades as above.
End of boring at 21.5 feet BGS.
41
38
24
79
72
3.2
1.9
2.2
1.6
2.2
117.0
-
-
-
-
Disturbed sample.
Test Boring:B-4 Page 1 Of:
Project Number:3-219-1140
Date:01/07/2020
Client:Northgate Markets
Project:Proposed Multi-Tenant Development
Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California
Drilled By:SALEM Logged By:SK
Drill Type:CME 45 Elevation:1159'
Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A
Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A
Notes:
Figure Number A-4
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
1
0
5
10
15
20
25
1155
1150
1145
1140
1135
1130
11/6
12/6
16/6
20/6
25/6
32/6
18/6
22/6
26/6
21/6
37/6
45/6
AC
GW
SP-SM
SM
Asphalt Concrete = 3 in.
*No Aggregate Base
FILL; Well-graded GRAVEL with
Sand
Medium dense; slightly moist;
brown; fine to coarse gravel;
medium to coarse grain sand.
Poorly graded SAND with Silt
Dense; slightly moist; brown; fine
to coarse grain sand; with fine to
coarse gravel.
Silty SAND
Dense; slighly moist; light brown;
fine to coarse grain sand; with
gravel.
Grades as above; very dense;
damp.
End of boring at 16.5 feet BGS.
28
57
48
82
2.5
2.8
2.4
1.6
117.5
-
-
-
Disturbed sample.
Test Boring:B-5 Page 1 Of:
Project Number:3-219-1140
Date:01/07/2020
Client:Northgate Markets
Project:Proposed Multi-Tenant Development
Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California
Drilled By:SALEM Logged By:SK
Drill Type:CME 45 Elevation:1158'
Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A
Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A
Notes:
Figure Number A-5
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
1
0
5
10
15
20
25
1160
1155
1150
1145
1140
1135
3/6
4/6
4/6
9/6
11/6
15/6
17/6
19/6
22/6
19/6
23/6
24/6
15/6
24/6
30/6
AC
SW-
SM
SM
SM
Asphalt Concrete = 3 in.
*No Aggregate Base
FILL; Well-graded SAND with Silt
Loose; slightly moist; brown; fine
to coarse grain sand; trace gravel.
Silty SAND; medium dense; with
gravel.
Silty SAND
Dense; slightly moist; light brown;
fine to coarse grain sand; with
gravel.
Grades as above.
Grades as above; very dense.
End of boring at 21.5 feet BGS.
8
26
41
47
54
4.4
2.6
1.6
2.3
2.5
113.5
-
-
-
-
Disturbed sample.
Test Boring:B-6 Page 1 Of:
Project Number:3-219-1140
Date:01/07/2020
Client:Northgate Markets
Project:Proposed Multi-Tenant Development
Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California
Drilled By:SALEM Logged By:SK
Drill Type:CME 45 Elevation:1162'
Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A
Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A
Notes:
Figure Number A-6
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
1
0
5
10
15
20
25
1160
1155
1150
1145
1140
9/6
12/6
20/6
11/6
14/6
22/6
9/6
10/6
14/6
10/6
11/6
12/6
25/6
31/6
34/6
AC
SM
Asphalt Concrete = 3 in.
*No Aggregate Base
Silty SAND
Medium dense; slightly moist; light
brown; fine to medium grain sand;
with gravel.
Grades as above; damp.
Grades as above; slightly moist;
trace gravel.
Grades as above; dry.
Grades as above; very dense.
End of boring at 21.5 feet BGS.
32
36
24
23
65
3.0
1.0
2.6
0.8
1.1
104.7
-
-
-
-
Disturbed sample.
Test Boring:B-7 Page 1 Of:
Project Number:3-219-1140
Date:01/06/2020
Client:Northgate Markets
Project:Proposed Multi-Tenant Development
Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California
Drilled By:SALEM Logged By:SK
Drill Type:CME 45 Elevation:1164'
Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A
Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A
Notes:
Figure Number A-7
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
1
0
5
10
15
20
25
1160
1155
1150
1145
1140
9/6
11/6
13/6
10/6
13/6
17/6
20/6
33/6
36/6
17/6
22/6
33/6
AC
SM
Asphalt Concrete = 4 in.
*No Aggregate Base
Silty SAND
Medium dense; slightly moist; light
brown; fine to medium grain sand;
trace gravel.
Grades as above; damp.
Grades as above; very dense; with
gravel.
Grades as above.
End of boring at 16.5 feet BGS.
24
30
69
55
3.8
1.5
1.1
1.1
103.5
113.2
-
-
Test Boring:B-8 Page 1 Of:
Project Number:3-219-1140
Date:01/06/2020
Client:Northgate Markets
Project:Proposed Multi-Tenant Development
Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California
Drilled By:SALEM Logged By:SK
Drill Type:CME 45 Elevation:1164'
Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A
Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A
Notes:
Figure Number A-8
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
1
0
5
10
15
20
25
1165
1160
1155
1150
1145
1140
19/6
20/6
26/6
17/6
30/6
38/6
15/6
19/6
22/6
16/6
23/6
33/6
23/6
29/6
36/6
PCC
SM
portland Cement Concrete = 3 in.
*No Aggregate Base
Silty SAND
Dense; slightly moist; light brown;
fine to medium grain sand; with
gravel.
Grades as above; very dense;
damp.
Grades as above; dense; slightly
moist.
Grades as above; very dense.
Grades as above; dry.
End of boring at 21.5 feet BGS.
46
68
41
56
65
2.4
1.4
2.1
1.9
0.8
111.2
-
-
-
-
Disturbed sample.
Test Boring:B-9 Page 1 Of:
Project Number:3-219-1140
Date:01/06/2020
Client:Northgate Markets
Project:Proposed Multi-Tenant Development
Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California
Drilled By:SALEM Logged By:SK
Drill Type:CME 45 Elevation:1166'
Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A
Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A
Notes:
Figure Number A-9
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
1
0
5
10
15
20
25
1160
1155
1150
1145
1140
1135
8/6
12/6
13/6
15/6
23/6
25/6
18/6
22/6
30/6
21/6
30/6
39/6
AC
SM
SP-SM
SM
Asphalt Concrete = 3 in.
*No Aggregate Base
Silty SAND
Medium dense; slightly moist;
brown; fine to medium grain sand;
with gravel.
Grades as above; dense; fine to
coarse grain sand.
Poorly graded SAND with Silt
Very dense; moist; light brown; fine
to coarse grain sand; with gravel.
Silty SAND
Very dense; moist; light brown; fine
to mediumg grain sand; with
gravel.
End of boring at 15 feet BGS.
25
48
52
69
4.4
2.5
2.3
4.3
115.3
124.4
-
-
Test Boring:B-10 Page 1 Of:
Project Number:3-219-1140
Date:01/06/2020
Client:Northgate Markets
Project:Proposed Multi-Tenant Development
Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California
Drilled By:SALEM Logged By:SK
Drill Type:CME 45 Elevation:1162'
Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A
Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A
Notes:
Figure Number A-10
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
1
0
5
10
15
20
25
1160
1155
1150
1145
1140
1135
4/6
5/6
7/6
11/6
17/6
18/6
AC
SM
SM
Asphalt Concrete = 3 in.
*No Aggregate Base
FILL; Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace gravel.
Silty SAND; medium dense;
slightly moist; with gravel.
End of boring at 6.5 feet BGS.
12
35
6.7
2.1
113.0
-Disturbed sample.
Test Boring:B-11 Page 1 Of:
Project Number:3-219-1140
Date:01/07/2020
Client:Northgate Markets
Project:Proposed Multi-Tenant Development
Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California
Drilled By:SALEM Logged By:SK
Drill Type:CME 45 Elevation:1163'
Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A
Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A
Notes:
Figure Number A-11
ELEVATION/
DEPTH
(feet)
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.
Moisture
Content %
Dry
Density,
PCF
Remarks
1
Consistency Classification
Blows Per Foot (Uncorrected)
Granular Soils Cohesive Soils
MCS SPT MCS SPT
Very loose <5 <4 Very soft <3 <2
Loose 5 -15 4 - 10 Soft 3 - 5 2 - 4
Medium dense 16 - 40 11 - 30 Firm 6 - 10 5 - 8
Dense 41 - 65 31 - 50 Stiff 11 - 20 9 - 15
Very dense >65 >50 Very Stiff 21 - 40 16 - 30
Hard >40 >30
MCS = Modified California Sampler
SPT = Standard Penetration Test Sampler
Notes:
Symbol Description
Strata symbols
Fill
Silty sand
Poorly graded sand
Poorly graded sand
with silt
Asphaltic Concrete
Well graded gravel
Well graded sand
with silt
Description not given for:
"0N"
Description not given for:
"G9"
Misc. Symbols
Drill rejection
Symbol Description
Boring continues
Soil Samplers
California sampler
Standard penetration test
KEY TO SYMBOLS
Project:Job No.:
NWC San Bernardino Ave & Sierra Ave.Date Drilled:
Silty SAND (SM) with Gravel Hole Radius:4 in.
Pipe Dia.:3 in.
Test Hole No.:P-1 Presoaking Date:Total Depth of Hole:180 in.
Tested by:JC Test Date:
Drilled Hole Depth:15 ft.Pipe Stick up:2 ft.
Time Start
Time
Finish
Depth of
Test Hole
(ft)#
Refill-
Yes or
No
Elapsed
Time
(hrs:min)
Initial
Water
Level# (ft)
Final
Water
Level# (ft)
Δ Water
Level (in.)Δ Min.
Meas.
Perc Rate
(min/in)
Initial
Height of
Water (in)
Final
Height of
Water (in)
Average
Height of
Water (in)
Infiltration
Rate, It (in/hr)
10:19 10:44 17.0 Y 0:25 11.40 12.50 13.20 25 1.9 67.2 54.0 60.6 1.01
10:44 11:09 17.0 N 0:25 12.50 13.20 8.40 25 3.0 54.0 45.6 49.8 0.78
11:21 11:31 17.0 Y 0:10 12.00 12.30 3.60 10 2.8 60.0 56.4 58.2 0.72
11:31 11:41 17.0 N 0:10 12.30 12.60 3.60 10 2.8 56.4 52.8 54.6 0.76
11:41 11:51 17.0 N 0:10 12.60 12.85 3.00 10 3.3 52.8 49.8 51.3 0.68
11:51 12:01 17.0 N 0:10 12.85 13.10 3.00 10 3.3 49.8 46.8 48.3 0.72
12:01 12:11 17.0 N 0:10 13.10 13.35 3.00 10 3.3 46.8 43.8 45.3 0.76
12:11 12:21 17.0 N 0:10 13.35 13.55 2.40 10 4.2 43.8 41.4 42.6 0.65
12:21 12:31 17.0 N 0:10 13.55 13.75 2.40 10 4.2 41.4 39.0 40.2 0.68
Recommended for Design:Infiltration Rate 0.65
Fontana, California Soil Classification:
3-219-1140Proposed Commercial Development
Percolation Test Worksheet
1/6/2020
1/6/2020
1/7/2020
Project:Job No.:3-219-1140
NWC San Bernardino Ave & Sierra Ave.Date Drilled:
Soil Classification:Silty SAND (SM) with Gravel Hole Radius:4 in.
Pipe Dia.:3 in.
Test Hole No.:P-2 Presoaking Date:Total Depth of Hole:540 in.
Tested by:JC Test Date:
Drilled Hole Depth:45 ft.Pipe Stick up:1.5 ft.
Time Start
Time
Finish
Depth of
Test Hole
(ft)#
Refill-
Yes or
No
Elapsed
Time
(hrs:min)
Initial
Water
Level# (ft)
Final
Water
Level# (ft)
Δ Water
Level (in.)Δ Min.
Meas.
Perc Rate
(min/in)
Initial
Height of
Water (in)
Final
Height of
Water (in)
Average
Height of
Water (in)
Infiltration
Rate, It (in/hr)
11:18 11:43 46.5 Y 0:25 6.00 17.25 135.00 25 0.2 486.0 351.0 418.5 1.54
11:43 12:08 46.5 N 0:25 17.25 24.00 81.00 25 0.3 351.0 270.0 310.5 1.24
12:08 12:18 46.5 N 0:10 24.00 26.10 25.20 10 0.4 270.0 244.8 257.4 1.17
12:18 12:28 46.5 N 0:10 26.10 27.70 19.20 10 0.5 244.8 225.6 235.2 0.97
12:28 12:38 46.5 N 0:10 27.70 29.00 15.60 10 0.6 225.6 210.0 217.8 0.85
12:38 12:48 46.5 N 0:10 29.00 30.20 14.40 10 0.7 210.0 195.6 202.8 0.84
12:48 12:58 46.5 N 0:10 30.20 31.30 13.20 10 0.8 195.6 182.4 189.0 0.83
12:58 13:08 46.5 N 0:10 31.30 32.35 12.60 10 0.8 182.4 169.8 176.1 0.85
Recommended for Design:Infiltration Rate 0.83
Percolation Test Worksheet
1/6/2020
1/6/2020
1/7/2020
Proposed Commercial Development
Fontana, California
Project No. 3-219-1140 B-1
APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in accordance with generally accepted test methods of the American
Society for Testing and Materials (ASTM), Caltrans, or other suggested procedures. Selected samples were
tested for in-situ dry density and moisture content, corrosivity, consolidation, shear strength, maximum
density and optimum moisture content, and grain size distribution. The results of the laboratory tests are
summarized in the following figures.
CONSOLIDATION - PRESSURE TEST DATA
ASTM D2435
0
2
4
6
8
10
0.1 1.0 10.0 100.0
VO
L
U
M
E
C
H
A
N
G
E
I
N
P
E
R
C
E
N
T
LOAD IN KIPS PER SQUARE FOOT
SOAKED
CONSOLIDATION
REBOUND
0.2 0.3 0.4 0.5 0.6 0.8 2.0 3.0 4.0 5.0 6.0 8.0
Boring: B-1 @ 2'
20 30 40 50 60 80
Moisture Content:
Dry Density:
5.6%
pcf107.4
Project Name: Proposed Multi-Tenant Development -Fontana, CA
Project Number: 3-219-1140
COLLAPSE
CONSOLIDATION - PRESSURE TEST DATA
ASTM D2435
0
2
4
6
8
10
12
0.1 1.0 10.0 100.0
VO
L
U
M
E
C
H
A
N
G
E
I
N
P
E
R
C
E
N
T
LOAD IN KIPS PER SQUARE FOOT
SOAKED
CONSOLIDATION
REBOUND
0.2 0.3 0.4 0.5 0.6 0.8 2.0 3.0 4.0 5.0 6.0 8.0
Boring: B-6 @ 2'
20 30 40 50 60 80
Moisture Content:
Dry Density:
4.4%
pcf113.5
Project Name: Proposed Multi-Tenant Development -Fontana, CA
Project Number: 3-219-1140
COLLAPSE
CONSOLIDATION - PRESSURE TEST DATA
ASTM D2435
0
2
4
6
8
10
0.1 1.0 10.0 100.0
VO
L
U
M
E
C
H
A
N
G
E
I
N
P
E
R
C
E
N
T
LOAD IN KIPS PER SQUARE FOOT
SOAKED
CONSOLIDATION
REBOUND
0.2 0.3 0.4 0.5 0.6 0.8 2.0 3.0 4.0 5.0 6.0 8.0
Boring: B-8 @ 5'
20 30 40 50 60 80
Moisture Content:
Dry Density:
1.5%
pcf113.2
Project Name: Proposed Multi-Tenant Development -Fontana, CA
Project Number: 3-219-1140
COLLAPSE
Project Name:Proposed Multi-Tenant Development - Fontana, CA
Project Number:
Client:
Sample Location:
Sample Type:
Soil Classification:
Tested By:
Reviewed By:
Date:
Equipment Used:
Sample 1 Sample 2 Sample 3
Normal Stress (ksf)1.000 2.000 3.000
Shear Rate (in/min)
Peak Shear Stress (ksf)1.092 2.124 2.904
Residual Shear Stress (ksf)0.000 0.000 0.000
Initial Height of Sample (in)1.000 1.000 1.000
Height of Sample before Shear (in.)1 1 1
Diameter of Sample (in)2.416 2.416 2.416
Initial Moisture Content (%)
Final Moisture Content (%)11.8 13.7 13.9
Dry Density (pcf)114.9 114.8 110.9
Slope 0.91
Friction Angle 42.2
Cohesion (psf)228
Direct Shear Test (ASTM D3080)
3-219-1140
Northridge Gonzalez Markets
B-1 @ 5'
Undisturbed Ring
M. Noorzay
CJ
1/13/2020
2.7
Peak Shear Strength Values
Geomatic Direct Shear Machine
0.004
GRAVEL with Silt & Sand (GP-GM)
0.000
0.500
1.000
1.500
2.000
2.500
3.000
3.500
0 1 2 3 4
Sh
e
a
r
S
t
r
e
s
s
(
k
s
f
)
Normal Stress (ksf)
Normal Stress vs. Shear Stress
42.2 °
0
500
1000
1500
2000
2500
3000
3500
0 0.05 0.1 0.15 0.2 0.25 0.3
Sh
e
a
r
S
t
r
e
s
s
p
s
i
)
Horizontal Displacement (in.)
Horizontal Displacement vs. Shear Stress
1 ksf 2 ksf 3 ksf
Project Name:Proposed Multi-Tenant Development - Fontana, CA
Project Number:
Client:
Sample Location:
Sample Type:
Soil Classification:
Tested By:
Reviewed By:
Date:
Equipment Used:
Sample 1 Sample 2 Sample 3
Normal Stress (ksf)1.000 2.000 3.000
Shear Rate (in/min)
Peak Shear Stress (ksf)1.260 1.992 3.180
Residual Shear Stress (ksf)0.000 0.000 0.000
Initial Height of Sample (in)1.000 1.000 1.000
Height of Sample before Shear (in.)1 1 1
Diameter of Sample (in)2.416 2.416 2.416
Initial Moisture Content (%)
Final Moisture Content (%)12.1 12.1 12.8
Dry Density (pcf)117.1 116.7 113.5
Slope 0.96
Friction Angle 43.8
Cohesion (psf)224
--
--
Direct Shear Test (ASTM D3080)
3-219-1140
Northridge Gonzalez Markets
B-5 @ 2'
Undisturbed Ring
GRAVEL with Sand (GW)
M. Noorzay
CJ
1/10/2020
2.4
Peak Shear Strength Values
Geomatic Direct Shear Machine
0.004
0.000
0.500
1.000
1.500
2.000
2.500
3.000
3.500
0 1 2 3 4
Sh
e
a
r
S
t
r
e
s
s
(
k
s
f
)
Normal Stress (ksf)
Normal Stress vs. Shear Stress
43.8 °
0
500
1000
1500
2000
2500
3000
3500
0 0.05 0.1 0.15 0.2 0.25 0.3
Sh
e
a
r
S
t
r
e
s
s
p
s
i
)
Horizontal Displacement (in.)
Horizontal Displacement vs. Shear Stress
1 ksf 2 ksf 3 ksf
Project Name:Proposed Multi-Tenant Development - Fontana, CA
Project Number:
Client:
Sample Location:
Sample Type:
Soil Classification:
Tested By:
Reviewed By:
Date:
Equipment Used:
Sample 1 Sample 2 Sample 3
Normal Stress (ksf)1.000 2.000 3.000
Shear Rate (in/min)
Peak Shear Stress (ksf)0.864 1.518 2.222
Residual Shear Stress (ksf)0.000 0.000 0.000
Initial Height of Sample (in)1.000 1.000 1.000
Height of Sample before Shear (in.)1 1 1
Diameter of Sample (in)2.416 2.416 2.416
Initial Moisture Content (%)
Final Moisture Content (%)21.0 20.3 19.9
Dry Density (pcf)103.0 102.3 102.9
Slope 0.68
Friction Angle 34.2
Cohesion (psf)176.586667
--
--
Direct Shear Test (ASTM D3080)
3-219-1140
Northridge Gonzalez Markets
B-8 @ 2'
Undisturbed Ring
Silty SAND (SM)
M. Noorzay
CJ
1/13/2020
3.6
Peak Shear Strength Values
Geomatic Direct Shear Machine
0.004
0.000
0.500
1.000
1.500
2.000
2.500
3.000
0 1 2 3 4
Sh
e
a
r
S
t
r
e
s
s
(
k
s
f
)
Normal Stress (ksf)
Normal Stress vs. Shear Stress
34.2 °
0
500
1000
1500
2000
2500
0 0.05 0.1 0.15 0.2 0.25 0.3
Sh
e
a
r
S
t
r
e
s
s
p
s
i
)
Horizontal Displacement (in.)
Horizontal Displacement vs. Shear Stress
1 ksf 2 ksf 3 ksf
PL= LL= PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
8% 72% 21%
PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
#8 89.2%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 94.6%Coefficients
#4 92.4%
#16 84.9%
#30 77.5%
#50 64.2%
Project Name: Proposed Multi-Tenant Development - Fontana, CA
Project Number: 3-219-1140
Boring: B-1 @ 2'
#100 43.1%USCS CLASSIFICATION
#200 20.9%Silty SAND (SM)
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t
P
a
s
s
i
n
g
Grain Size (mm)
PL= LL= PI=
D85=D60=7.0 D50=
D30=0.7 D15=D10=0.15
Cu=46.67 Cc=0.47
50% 44% 6%
PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
#8 41.5%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 94.9%
1/2 inch 78.9%
3/8 inch 68.0%Coefficients
#4 50.2%
#16 35.3%
#30 27.9%
#50 17.2%
Project Name: Proposed Multi-Tenant Development - Fontana, CA
Project Number: 3-219-1140
Boring: B-1 @ 5'
#100 9.7%USCS CLASSIFICATION
#200 5.8%Poorly graded GRAVEL with Silt and Sand (GP-GM)
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t
P
a
s
s
i
n
g
Grain Size (mm)
PL= LL= PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
26% 60% 14%
PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
#8 62.1%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 90.9%Coefficients
#4 74.0%
#16 52.5%
#30 42.9%
#50 29.3%
Project Name: Proposed Multi-Tenant Development - Fontana, CA
Project Number: 3-219-1140
Boring: B-1 @ 10'
#100 18.7%USCS CLASSIFICATION
#200 13.9%Silty SAND (SM)
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t
P
a
s
s
i
n
g
Grain Size (mm)
PL= LL= PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
22% 61% 18%
PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
#8 65.2%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 86.1%Coefficients
#4 78.4%
#16 55.4%
#30 45.1%
#50 32.9%
Project Name: Proposed Multi-Tenant Development - Fontana, CA
Project Number: 3-219-1140
Boring: B-1 @ 15'
#100 23.2%USCS CLASSIFICATION
#200 17.6%Silty SAND (SM)
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t
P
a
s
s
i
n
g
Grain Size (mm)
PL= LL= PI=
D85=D60=3.5 D50=
D30=0.7 D15=D10=0.175
Cu=20.00 Cc=0.80
34% 59% 6%
PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
#8 52.8%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 91.7%
1/2 inch 82.2%
3/8 inch 79.1%Coefficients
#4 65.6%
#16 40.4%
#30 27.0%
#50 15.0%
Project Name: Proposed Multi-Tenant Development - Fontana, CA
Project Number: 3-219-1140
Boring: B-1 @ 20'
#100 8.9%USCS CLASSIFICATION
#200 6.2%Poorly graded SAND with Silt (SP-SM)
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t
P
a
s
s
i
n
g
Grain Size (mm)
PL= LL= PI=
D85=D60=15.0 D50=
D30=2.5 D15=D10=0.3
Cu=50.00 Cc=1.39
63% 34% 3%
PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
#8 29.2%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 75.1%
1/2 inch 52.2%
3/8 inch 49.1%Coefficients
#4 37.1%
#16 23.1%
#30 17.0%
#50 9.7%
Project Name: Proposed Multi-Tenant Development - Fontana, CA
Project Number: 3-219-1140
Boring: B-5 @ 2'
#100 5.3%USCS CLASSIFICATION
#200 3.5%Well-graded GRAVEL with Sand (GW)
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t
P
a
s
s
i
n
g
Grain Size (mm)
PL= LL= PI=
D85=D60=4.0 D50=
D30=0.55 D15=D10=0.095
Cu=42.11 Cc=0.80
36% 55% 9%
PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
#8 52.2%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 88.4%
1/2 inch 83.3%
3/8 inch 78.9%Coefficients
#4 64.2%
#16 41.6%
#30 31.1%
#50 20.3%
Project Name: Proposed Multi-Tenant Development - Fontana, CA
Project Number: 3-219-1140
Boring: B-5 @ 5'
#100 12.6%USCS CLASSIFICATION
#200 8.9%Poorly graded SAND with Silt (SP-SM)
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t
P
a
s
s
i
n
g
Grain Size (mm)
PL= LL= PI=
D85=D60=0.6 D50=
D30=0.2 D15=D10=0.06
Cu=10.00 Cc=1.11
9% 80% 11%
PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
#8 82.4%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 100.0%Coefficients
#4 91.3%
#16 73.1%
#30 60.5%
#50 40.7%
Project Name: Proposed Multi-Tenant Development - Fontana, CA
Project Number: 3-219-1140
Boring: B-6 @ 2'
#100 22.5%USCS CLASSIFICATION
#200 11.5%Well-graded SAND with Silt (SW-SM)
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t
P
a
s
s
i
n
g
Grain Size (mm)
PL= LL= PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
15% 68% 18%
PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
#8 81.9%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 94.4%
3/8 inch 91.0%Coefficients
#4 85.4%
#16 77.5%
#30 70.9%
#50 58.0%
Project Name: Proposed Multi-Tenant Development - Fontana, CA
Project Number: 3-219-1140
Boring: B-8 @ 2'
#100 35.9%USCS CLASSIFICATION
#200 17.6%Silty SAND (SM)
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t
P
a
s
s
i
n
g
Grain Size (mm)
Project Name: Proposed Multi-Tenant Development - Fontana, CA
Project Number: 3-219-1140
Date Sampled: 01/06/2020 - 01/07/2020 Date Tested: 1/10/2020
Sampled By: SK Tested By: MN
Soil Description: Brown Silty SAND (SM) w/ Gravel
340 mg/kg 76 mg/kg
350 mg/kg 76 mg/kg
350 mg/kg 75 mg/kg
347 mg/kg 76 mg/kg
8.1
8.1Average:
1b.
1c.
B-1 @ 0'-4'
B-1 @ 0'-4'
Sample
Number
Sample
Location
Soluble Sulfate
SO4-S
Soluble Chloride
Cl pH
8.1
8.1
B-1 @ 0'-4'
SO4 - Modified CTM 417 & Cl - Modified CTM 417/422
CHEMICAL ANALYSIS
1a.
Laboratory Compaction Curve
ASTM D1557
Project Name: Proposed Multi-Tenant Development - Fontana, CA
Project Number: 3-219-1140
Date Sampled: 01/06/2020 - 01/07/2020 Date Tested: 1/10/2020
Sampled By: SK Tested By: MN
Test Method: Method A
1234
Weight of Moist Specimen & Mold, (g) 4177.0 4286.7 4312.5 4269.5
Weight of Compaction Mold, (g) 2258.4 2258.4 2258.4 2258.4
Weight of Moist Specimen, (g) 1918.6 2028.3 2054.1 2011.1
Volume of Mold, (ft3)0.0333 0.0333 0.0333 0.0333
Wet Density, (pcf) 126.9 134.1 135.9 133.0
Weight of Wet (Moisture) Sample, (g) 100.0 100.0 100.0 100.0
Weight of Dry (Moisture) Sample, (g) 94.2 91.3 89.3 86.6
Moisture Content, (%) 6.2% 9.5% 12.0% 15.5%
Dry Density, (pcf) 119.5 122.5 121.3 115.2
Soil Description: Brown Silty SAND (SM) w/ Gravel
Sample Location: B-1 @ 0'-4'
95
100
105
110
115
120
125
130
135
140
145
0% 5% 10% 15% 20% 25%
Dr
y
D
e
n
s
i
t
y
,
p
c
f
Moisture Content, % of Dry Weight
Maximum Dry Density: pcf
Optimum Moisture Content: %
122.5
10.0
Project No. 3-219-1140 C-1
APPENDIX C
GENERAL EARTHWORK AND PAVEMENT SPECIFICATIONS
When the text of the report conflicts with the general specifications in this appendix, the recommendations
in the report have precedence.
1.0 SCOPE OF WORK: These specifications and applicable plans pertain to and include all
earthwork associated with the site rough grading, including, but not limited to, the furnishing of all labor,
tools and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials
for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines
and grades shown on the project grading plans and disposal of excess materials.
2.0 PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all
earthwork in accordance with the project plans and specifications. This work shall be inspected and tested
by a representative of SALEM Engineering Group, Incorporated, hereinafter referred to as the Soils
Engineer and/or Testing Agency. Attainment of design grades, when achieved, shall be certified by the
project Civil Engineer. Both the Soils Engineer and the Civil Engineer are the Owner's representatives. If
the Contractor should fail to meet the technical or design requirements embodied in this document and on
the applicable plans, he shall make the necessary adjustments until all work is deemed satisfactory as
determined by both the Soils Engineer and the Civil Engineer. No deviation from these specifications shall
be made except upon written approval of the Soils Engineer, Civil Engineer, or project Architect.
No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The
Contractor shall notify the Soils Engineer at least 2 working days prior to the commencement of any aspect
of the site earthwork.
The Contractor shall assume sole and complete responsibility for job site conditions during the course of
construction of this project, including safety of all persons and property; that this requirement shall apply
continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify
and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection
with the performance of work on this project, except for liability arising from the sole negligence of the
Owner or the Engineers.
3.0 TECHNICAL REQUIREMENTS: All compacted materials shall be densified to no less that 95
percent of relative compaction (90 percent for cohesive soils) based on ASTM D1557 Test Method (latest
edition), UBC or CAL-216, or as specified in the technical portion of the Soil Engineer's report. The
location and frequency of field density tests shall be determined by the Soils Engineer. The results of these
tests and compliance with these specifications shall be the basis upon which satisfactory completion of work
will be judged by the Soils Engineer.
4.0 SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the
site and to have familiarized himself with existing site conditions and the contents of the data presented in
the Geotechnical Engineering Report. The Contractor shall make his own interpretation of the data
contained in the Geotechnical Engineering Report and the Contractor shall not be relieved of liability for
any loss sustained as a result of any variance between conditions indicated by or deduced from said report
and the actual conditions encountered during the progress of the work.
Project No. 3-219-1140 C-2
5.0 DUST CONTROL: The work includes dust control as required for the alleviation or prevention
of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractor's operation
either during the performance of the earthwork or resulting from the conditions in which the Contractor
leaves the site. The Contractor shall assume all liability, including court costs of codefendants, for all claims
related to dust or wind-blown materials attributable to his work. Site preparation shall consist of site clearing
and grubbing and preparation of foundation materials for receiving fill.
6.0 CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition
and shall demolish and/or remove from the area of designated project earthwork all structures, both surface
and subsurface, trees, brush, roots, debris, organic matter and all other matter determined by the Soils
Engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed
from the site.
Tree root systems in proposed improvement areas should be removed to a minimum depth of 3 feet and to
such an extent which would permit removal of all roots greater than 1 inch in diameter. Tree roots removed
in parking areas may be limited to the upper 1½ feet of the ground surface. Backfill of tree root excavations
is not permitted until all exposed surfaces have been inspected and the Soils Engineer is present for the
proper control of backfill placement and compaction. Burning in areas which are to receive fill materials
shall not be permitted.
7.0 SUBGRADE PREPARATION: Surfaces to receive Engineered Fill and/or building or slab loads
shall be prepared as outlined above, scarified to a minimum of 12 inches, moisture-conditioned as necessary,
and recompacted to 95 percent relative compaction (90 percent for cohesive soils).
Loose soil areas and/or areas of disturbed soil shall be moisture-conditioned as necessary and recompacted
to 95 percent relative compaction (90 percent for cohesive soils). All ruts, hummocks, or other uneven
surface features shall be removed by surface grading prior to placement of any fill materials. All areas
which are to receive fill materials shall be approved by the Soils Engineer prior to the placement of any fill
material.
8.0 EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the
Civil Engineer as shown on the project grading plans. All over-excavation below the grades specified shall
be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical
requirements.
9.0 FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the
presence or approval of the Soils Engineer. Material from the required site excavation may be utilized for
construction site fills, provided prior approval is given by the Soils Engineer. All materials utilized for
constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils
Engineer.
10.0 PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of
approved fill materials and the processing and compaction of approved fill and native materials shall be the
responsibility of the Contractor. Compaction of fill materials by flooding, ponding, or jetting shall not be
permitted unless specifically approved by local code, as well as the Soils Engineer. Both cut and fill shall
be surface-compacted to the satisfaction of the Soils Engineer prior to final acceptance.
Project No. 3-219-1140 C-3
11.0 SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or
thawing, or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill
operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of
previously placed fill is as specified.
12.0 DEFINITIONS - The term "pavement" shall include asphaltic concrete surfacing, untreated
aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing,
base, or subbase is to be placed.
The term “Standard Specifications”: hereinafter referred to, is the most recent edition of the Standard
Specifications of the State of California, Department of Transportation. The term "relative compaction"
refers to the field density expressed as a percentage of the maximum laboratory density as determined by
ASTM D1557 Test Method (latest edition) or California Test Method 216 (CAL-216), as applicable.
13.0 PREPARATION OF THE SUBGRADE - The Contractor shall prepare the surface of the various
subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans.
The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum
relative compaction of 95 percent based upon ASTM D1557. The finished subgrades shall be tested and
approved by the Soils Engineer prior to the placement of additional pavement courses.
14.0 AGGREGATE BASE - The aggregate base material shall be spread and compacted on the
prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate
base material shall conform to the requirements of Section 26 of the Standard Specifications for Class II
material, ¾-inch or 1½-inches maximum size. The aggregate base material shall be compacted to a
minimum relative compaction of 95 percent based upon CAL-216. The aggregate base material shall be
spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and
approved by the Soils Engineer prior to the placement of successive layers.
15.0 AGGREGATE SUBBASE - The aggregate subbase shall be spread and compacted on the
prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate
subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class II
Subbase material. The aggregate subbase material shall be compacted to a minimum relative compaction
of 95 percent based upon CAL-216, and it shall be spread and compacted in accordance with the Standard
Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils Engineer prior to
the placement of successive layers.
16.0 ASPHALTIC CONCRETE SURFACING - Asphaltic concrete surfacing shall consist of a
mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and
compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans.
The viscosity grade of the asphalt shall be PG 64-10, unless otherwise stipulated or local conditions warrant
more stringent grade. The mineral aggregate shall be Type A or B, ½ inch maximum size, medium grading,
and shall conform to the requirements set forth in Section 39 of the Standard Specifications. The drying,
proportioning, and mixing of the materials shall conform to Section 39. The prime coat, spreading and
compacting equipment, and spreading and compacting the mixture shall conform to the applicable chapters
of Section 39, with the exception that no surface course shall be placed when the atmospheric temperature
is below 50 degrees F. The surfacing shall be rolled with a combination steel-wheel and pneumatic rollers,
as described in the Standard Specifications. The surface course shall be placed with an approved self-
propelled mechanical spreading and finishing machine.