HomeMy WebLinkAboutAppdx D-2_Infill Report22885 Savi Ranch Parkway Suite E Yorba Linda California 92887
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August 4, 2022
CHIPT Fontana Citrus Avenue, L.P.
527 West 7th Street, Suite 200
Los Angeles, California 90014
Attention: Mr. Jorge A. Garcia
Development Associate
Project No.: 22G211-2
Subject: Updated Results of Infiltration Testing
Proposed Warehouse
South Side of Boyle Avenue, East of Citrus Avenue
Fontana, California
Reference: Geotechnical Investigation, Proposed Warehouse, South Side of Boyle Avenue,
East of Citrus Avenue, Fontana, California, prepared by Southern California
Geotechnical, Inc. (SCG) for CHIPT Fontana Citrus Avenue, L.P., SCG Project No.
22G211-1, dated August 2, 2022.
Mr. Garcia:
We have conducted infiltration testing at the subject site. We are pleased to present this report
summarizing the results of the infiltration testing and our design recommendations.
Scope of Services
The scope of services performed for this project was in general accordance with our Proposal No.
22P265 dated June 14, 2022. The scope of services included a visual site reconnaissance and the
review of the previously prepared infiltration report to determine the infiltration rates of the on-
site soils. The infiltration testing was performed in general accordance with the guidelines
published in Riverside County – Low Impact Development BMP Design Handbook – Section 2.3
of Appendix A, prepared for the Riverside County Department of Environmental Health (RCDEH),
dated December 2013. The San Bernardino County standards defer to the guidelines published
by the RCDEH.
Site and Project Description
The subject site is located on the south side of Boyle Avenue, east of Citrus Avenue in Fontana,
California. The site is bounded to the east by single-family residences, to the south by Slover
Avenue, to the west by an ARCO gasoline service station and Citrus Avenue, and to the north by
Boyle Avenue. The general location of the site is illustrated on the Site Location Map, included as
Plate 1 of this report.
The project site consists of several irregularly-shaped parcels totaling 7.82± acres in size. Based
on our site reconnaissance performed on July 28, 2022, the subject site has not significantly
changed since the time of our original subsurface exploration. Single-family residences are located
in the northern- and southern-most portions of the site. The residential lots range from 0.25 to
Proposed Warehouse – Fontana, CA
Project No. 22G211-2 Page 2
0.41± acres in size. The existing single-family residences are single-story structures of wood-
frame construction, presumably supported on conventional shallow foundations with concrete
slab-on-grade floors. The ground surface cover surrounding the structures consists of exposed
soil with sparse native grass and weed growth and some areas of concrete flatwork. It should be
noted that the central-southern single-family lot has been used for demolition storage. This lot
contains several soil, broken concrete/brick, and rubber tire stockpiles.
The eastern and central areas of the site are currently undeveloped and appear to have been
utilized as trailer storage. Ground surface cover in these areas consists of a ½-inch-thick layer of
aggregate base.
The southwestern region of the site consists of concrete slabs from demolished structures and
several large palm trees and other sparse medium-sized tress. Ground surface cover in this area
consist of exposed soil with sparse native grass and weed growth.
A sheet metal structure is located in the eastern region of the site. This structure is 20,500± ft2
in size and is comprised of four (4) attached units, presumably supported on conventional shallow
foundations with concrete slab-on-grade floors.
Detailed topographic information was not available at the time of this report. Based on elevations
obtained from Google Earth and visual observations made at the time of the subsurface
investigation. The site slopes downward towards the southwest at a gradient of less than 1±
percent. The overall site possesses 6± feet maximum topographic relief.
Proposed Development
Based on a preliminary site plan (Scheme 10), prepared by RGA, the site will be developed with
one (1) warehouse, 181,134± ft² in size, located in the eastern area of the site. Dock-high doors
and a truck court will be constructed on the west side of the proposed building. The building is
expected to be surrounded by asphaltic concrete (AC) pavements in the parking and drive lanes,
Portland cement concrete pavements in the loading dock area, and concrete flatwork with limited
areas of landscape planters throughout.
The proposed development will include on-site stormwater infiltration systems. The infiltration
systems are expected to consist of three (3) below-grade chamber systems; two (2) located in
the western region of the site, and one (1) in the eastern region. The bottoms of the below-grade
chamber systems are expected to be 10± feet below existing site grades.
Previous Study
SCG previously performed a geotechnical investigation at the subject site, which is referenced
above. As a part of this study, eight (8) borings (identified as Boring Nos. B-1 through B-8) were
advanced to depths of 15 to 25± feet below existing site grades.
Aggregate base (AB) pavement materials were encountered at Boring No. B-3, measuring ½±
inch in thickness. Artificial fill soils were encountered beneath the pavements or at the ground
surface at all of the boring locations, extending to depths of 2½ to 4½± feet below the existing
site grades. The artificial fill soils generally consist of loose to medium dense silty sands and
Proposed Warehouse – Fontana, CA
Project No. 22G211-2 Page 3
sands, with varying amounts of fine to coarse gravel. Native alluvium was encountered beneath
the artificial fill soils at all of the boring locations, extending to the maximum depth explored of
25± feet below the existing site grades. The alluvial soils generally consist of medium dense to
very dense sands and gravelly sands with varying amounts of silt. Boring No. B-5 encountered
medium dense silty sands at a depth of 17± feet below the existing site grades.
Groundwater
Groundwater was not encountered at any of the borings. Based on the lack of any water within
the borings, and the moisture contents of the recovered soil samples, the static groundwater
table is considered to have existed at a depth in excess of 25± feet below existing site grades, at
the time of the subsurface investigation.
As part of our research, we reviewed readily available groundwater data in order to determine
regional groundwater depths. Recent water level data was obtained from the California
Department of Water Resources website, http://www.water.ca.gov/waterdatalibrary/. The
nearest monitoring well on record is located approximately 0.2± miles west of the site. Water
level readings within this monitoring well indicate a groundwater level of 347± feet below the
ground surface in March 2021.
Subsurface Exploration
Scope of Exploration
The subsurface exploration conducted for the infiltration testing consisted of four (4) infiltration
test borings (identified as I-1 through I-4), advanced to a depth of 10± feet below the existing
site grades. Infiltration Test Nos. I-1, I-2 and I-3 were drilled on October 22, 2021, and the
remaining boring was drilled on December 1, 2021. All of the borings were logged during drilling
by a member of our staff.
The infiltration borings were advanced using a truck-mounted drilling rig, equipped with 8-inch-
diameter hollow-stem augers and were logged during drilling by a member of our staff. The
approximate locations of the infiltration borings are indicated on the Infiltration Test Location
Plan, enclosed as Plate 2 of this report.
Upon the completion of the infiltration borings, the bottom of each test boring was covered with
2± inches of clean ¾-inch gravel. A sufficient length of 3-inch-diameter perforated PVC casing
was then placed into each test hole so that the PVC casing extended from the bottom of the test
hole to the ground surface. Clean ¾-inch gravel was then installed in the annulus surrounding
the PVC casing.
Geotechnical Conditions
Artificial fill soils were encountered at the ground surface at all of the boring locations, extending
to a depth of up to 5½ ± feet below the existing site grades. The fill soils generally consist of
medium dense silty fine sands, with varying amounts of fine to coarse gravels. Native alluvial soils
were encountered beneath the artificial fill soils at all boring locations, extending to at least the
maximum depth explored of 10± feet below existing site grades. The alluvial soils generally
Proposed Warehouse – Fontana, CA
Project No. 22G211-2 Page 4
consist of medium dense to dense fine to coarse sands and gravelly fine to coarse sands, with
varying amounts of silts and gravels. The Boring Logs, which illustrate the conditions encountered
at the boring locations, are included with this report.
Infiltration Testing
As previously mentioned, the infiltration testing was performed in general accordance with the
guidelines published in Riverside County – Low Impact Development BMP Design Handbook –
Section 2.3 of Appendix A, which apply to San Bernardino County.
Pre-soaking
In accordance with the county infiltration standards for sandy soils, the infiltration test borings
were pre-soaked 2 hours prior to the infiltration testing or until all of the water had percolated
through the test holes. The pre-soaking process consisted of filling test borings by inverting a full
5-gallon bottle of clear water supported over each hole so that the water flow into the hole holds
constant at a level at least 5 times the hole’s radius above the gravel at the bottom of each hole.
Pre-soaking was completed after all of the water had percolated through the test holes.
Infiltration Testing
Following the pre-soaking process of the infiltration test borings, SCG performed the infiltration
testing. Each test hole was filled with water to a depth of at least 5 times the hole’s radius above
the gravel at the bottom of the test holes. In accordance with the Riverside County guidelines,
since “sandy soils” (where 6 inches of water infiltrated into the surrounding soils in less than 25
minutes for two consecutive readings) were encountered at the bottom of the infiltration test
borings, readings were taken at 10-minute intervals for a total of 1 hour. After each reading,
water was added to the borings so that the depth of the water was at least 5 times the radius of
the hole. The water level readings are presented on the spreadsheets enclosed with this report.
The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets.
The infiltration rates from the tests are tabulated in inches per hour. In accordance with the
typically accepted practice, it is recommended that the most conservative reading from the latter
part of the infiltration tests be used as the design infiltration rate. The rates are summarized
below:
Infiltration
Test No.
Depth
(feet) Soil Description Measured Infiltration
Rate (inches/hour)
I-1 10 Fine to coarse Sand, little fine Gravel, trace
Silt 20.6
I-2 10 Fine to coarse Sandy Gravel to Gravelly fine to
coarse Sand, trace Silt 20.3
I-3 10 Fine to coarse Sand, some fine Gravel, trace
Silt 9.8
I-4 10 Fine to coarse Sand, little to some fine Gravel,
trace Silt 17.8
Proposed Warehouse – Fontana, CA
Project No. 22G211-2 Page 5
Laboratory Testing
Moisture Content
The moisture contents for the recovered soil samples within the borings were determined in
accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test
results are presented on the Boring Logs.
Grain Size Analysis
The grain size distribution of selected soils collected from the base of each infiltration test boring
have been determined using a range of wire mesh screens. These tests were performed in general
accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the sample
retained on each screen is recorded and the percentage finer or coarser of the total weight is
calculated. The results of these tests are presented on Plates C-1 through C-4 of this report.
Design Recommendations
Four (4) infiltration tests were performed at the subject site. As noted above, the infiltration rates
at these locations vary from 9.8 to 20.6 inches per hour. Based on the infiltration test results,
we recommend the following infiltration rates:
Infiltration System Infiltration Rate
(inches/hour)
“A” 19.2
“B” 20.3
“C” 9.8
We recommend that a representative from the geotechnical engineer be on-site during the
construction of the proposed infiltration systems to identify the soil classification at the base of
each chamber system. It should be confirmed that the soils at the base of the proposed infiltration
systems correspond with those presented in this report to ensure that the performance of the
systems will be consistent with the rates reported herein.
The design of the storm water infiltration system should be performed by the project civil
engineer, in accordance with the City of Fontana and/or County of San Bernardino guidelines. It
is recommended that the system be constructed so as to facilitate removal of silt and clay, or
other deleterious materials from any water that may enter the systems. The presence of such
materials would decrease the effective infiltration rates. It is recommended that the project
civil engineer apply an appropriate factor of safety. The infiltration rates
recommended above is based on the assumption that only clean water will be
introduced to the subsurface profile. Any fines, debris, or organic materials could
significantly impact the infiltration rate. It should be noted that the recommended
infiltration rates are based on infiltration testing at four (4) discrete locations and that the overall
infiltration rates of the proposed infiltration systems could vary considerably.
Proposed Warehouse – Fontana, CA
Project No. 22G211-2 Page 6
Infiltration Rate Considerations
The infiltration rates presented herein was determined in accordance with the San Bernardino
County guidelines and are considered valid only for the time and place of the actual test. Varying
subsurface conditions will exist in other areas of the site, which could alter the recommended
infiltration rates presented above. The infiltration rates will decline over time between
maintenance cycles as silt or clay particles accumulate on the BMP surface. The infiltration rate
is highly dependent upon a number of factors, including density, silt and clay content, grainsize
distribution throughout the range of particle sizes, and particle shape. Small changes in these
factors can cause large changes in the infiltration rates.
Infiltration rates are based on unsaturated flow. As water is introduced into soils by infiltration,
the soils become saturated and the wetting front advances from the unsaturated zone to the
saturated zone. Once the soils become saturated, infiltration rates become zero, and water can
only move through soils by hydraulic conductivity at a rate determined by pressure head and soil
permeability. Changes in soil moisture content will affect the infiltration rate. Infiltration rates
should be expected to decrease until the soils become saturated. Soil permeability values will
then govern groundwater movement. Permeability values may be on the order of 10 to 20 times
less than infiltration rates. The system designer should incorporate adequate factors of safety
and allow for overflow design into appropriate traditional storm drain systems, which would
transport storm water off-site.
Construction Considerations
The infiltration rates presented in this report are specific to the tested locations and tested depths.
Infiltration rates can be significantly reduced if the soils are exposed to excessive disturbance or
compaction during construction. Compaction of the soils at the bottom of the infiltration system
can significantly reduce the infiltration ability of the chambers. Therefore, the subgrade soils
within proposed infiltration system areas should not be over-excavated, undercut or compacted
in any significant manner. It is recommended that a note to this effect be added to the
project plans and/or specifications.
We recommend that a representative from the geotechnical engineer be on-site during the
construction of the proposed infiltration systems to identify the soil classification at the base of
each infiltration system. The infiltration rate of the system will likely vary significantly if the
composition of the soil located beneath the system is not consistent with the tested soils.
We recommend that scrapers and other rubber-tired heavy equipment not be operated on the
system bottom, or at levels lower than 2 feet above the bottom of the system, particularly within
basins. As such, the bottom 24 inches of the infiltration systems should be excavated with non-
rubber-tired equipment, such as excavators.
Basin Maintenance
The proposed project may include infiltration basins. Water flowing into these basins will carry
some level of sediment. Wind-blown sediments and erosion of the basin side walls will also
contribute to sediment deposition at the bottom of the basin. This layer has the potential to
significantly reduce the infiltration rate of the basin subgrade soils. Therefore, a formal basin
Proposed Warehouse – Fontana, CA
Project No. 22G211-2 Page 7
maintenance program should be established to ensure that these silt and clay deposits are
removed from the basin on a regular basis. Appropriate vegetation on the basin sidewalls and
bottom may reduce erosion and sediment deposition.
Basin maintenance should also include measures to prevent animal burrows, and to repair any
burrows or damage caused by such. Animal burrows in the basin sidewalls can significantly
increase the risk of erosion and piping failures.
Location of Infiltration Systems
The use of on-site storm water infiltration systems carries a risk of creating adverse geotechnical
conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear
strength and increase its compressibility, resulting in a change in the designed engineering
properties. Overlying structures and pavements in the infiltration area could potentially be
damaged due to saturation of the subgrade soils. The proposed infiltration systems for this
site should be located at least 25 feet away from any structures, including retaining
walls. Even with this provision of locating the infiltration system at least 25 feet from the
building(s), it is possible that infiltrating water into the subsurface soils could have an adverse
effect on the proposed or existing structures. It should also be noted that utility trenches which
happen to collect storm water can also serve as conduits to transmit storm water toward the
structure, depending on the slope of the utility trench. Therefore, consideration should also be
given to the proposed locations of underground utilities which may pass near the proposed
infiltration systems.
The infiltration system designer should also give special consideration to the effect that the
proposed infiltration systems may have on nearby subterranean structures, open excavations, or
descending slopes. In particular, infiltration systems should not be located near the crest of
descending slopes, particularly where the slopes are comprised of granular soils. Such systems
will require specialized design and analysis to evaluate the potential for slope instability, piping
failures and other phenomena that typically apply to earthen dam design. This type of analysis is
beyond the scope of this infiltration test report, but these factors should be considered by the
infiltration system designer when locating the infiltration systems.
General Comments
This report has been prepared as an instrument of service for use by the client in order to aid in
the evaluation of this property and to assist the architects and engineers in the design and
preparation of the project plans and specifications. This report may be provided to the
contractor(s) and other design consultants to disclose information relative to the project.
However, this report is not intended to be utilized as a specification in and of itself, without
appropriate interpretation by the project architect, structural engineer, and/or civil engineer. The
design of the proposed storm water infiltration system is the responsibility of the civil engineer.
The role of the geotechnical engineer is limited to determination of infiltration rate only. By using
the design infiltration rate contained herein, the civil engineer agrees to indemnify, defend, and
hold harmless the geotechnical engineer for all aspects of the design and performance of the
proposed storm water infiltration system. The reproduction and distribution of this report must
be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance
Proposed Warehouse – Fontana, CA
Project No. 22G211-2 Page 8
on this report by an unauthorized third party is at such party’s sole risk, and we accept no
responsibility for damage or loss which may occur.
The analysis of this site was based on a subsurface profile interpolated from limited discrete soil
samples. While the materials encountered in the project area are considered to be representative
of the total area, some variations should be expected between boring locations and testing
depths. If the conditions encountered during construction vary significantly from those detailed
herein, we should be contacted immediately to determine if the conditions alter the
recommendations contained herein.
This report has been based on assumed or provided characteristics of the proposed development.
It is recommended that the owner, client, architect, structural engineer, and civil engineer
carefully review these assumptions to ensure that they are consistent with the characteristics of
the proposed development. If discrepancies exist, they should be brought to our attention to
verify that they do not affect the conclusions and recommendations contained herein. We also
recommend that the project plans and specifications be submitted to our office for review to
verify that our recommendations have been correctly interpreted. The analysis, conclusions, and
recommendations contained within this report have been promulgated in accordance with
generally accepted professional geotechnical engineering practice. No other warranty is implied
or expressed.
Closure
We sincerely appreciate the opportunity to be of service on this project. We look forward to
providing additional consulting services during the course of the project. If we may be of further
assistance in any manner, please contact our office.
Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.
Joseph Lozano Leon Robert G. Trazo, GE 2655
Staff Engineer Principal Engineer
Distribution: (1) Addressee
Enclosures: Plate 1: Site Location Map
Plate 2: Infiltration Test Location Plan
Boring Log Legend and Logs (6 pages)
Infiltration Test Results Spreadsheets (4 pages)
Grain Size Distribution Graphs (4 pages)
SITE
PROPOSED WAREHOUSE
SCALE: 1" = 2000'
DRAWN: JLL
CHKD: RGT
SCG PROJECT
22G211-2
PLATE 1
SITE LOCATION MAP
FONTANA, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE FONTANA
QUADRANGLE, SAN BERNARDINO COUNTY, CALIFORNIA, 2021.
I-1
I-2
I-3B-4
B-3
B-2
B-1
B-4
B-5 B-6
B-7 B-8
N.A.P.
SYSTEM
"A"
SYSTEM
"C"
N.A.P.
I-4
SYSTEM
"B"N.A.P.
181,134 SF
BOYLE AVENUE
SLOVER AVENUE
CI
T
R
U
S
A
V
E
N
U
E
SCALE: 1" = 80'
DRAWN: JLL
CHKD: RGT
PLATE 2
SCG PROJECT
22G211-2
PROPOSED WAREHOUSE
INFILTRATION TEST LOCATION PLAN
GEOTECHNICAL LEGEND
NO
R
T
H
So
C
a
l
G
e
o
FONTANA, CALIFORNIA
NOTE: AERIAL PHOTOGRAPH OBTAINED FROM GOOGLE EARTH.
CONCEPTUAL SITE PLAN PREPARED BY RGA.
APPROXIMATE BORING LOCATION
APPROXIMATE INFILTRATION TEST
LOCATION (SCG PROJECT NO. 21G255-2)
(SCG PROJECT NO. 21G255-1)
BORING LOG LEGEND
SAMPLE TYPE GRAPHICAL
SYMBOL SAMPLE DESCRIPTION
AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL. TYPICALLY USED ONLY IN HIGHLY CONSOLIDATED BEDROCK.
GRAB 1
SOIL SAMPLE TAKEN WITH NO SPECIALIZED
EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE. (DISTURBED)
CS CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.
DRIVEN WITH SPT HAMMER. (RELATIVELY UNDISTURBED)
NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR
ROCK MATERIAL.
SPT STANDARD PENETRATION TEST: SAMPLER IS A 1.4 INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18 INCHES WITH THE SPT HAMMER. (DISTURBED)
SH SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED. (UNDISTURBED)
VANE VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT CLAYS-NO SAMPLE RECOVERED.
COLUMN DESCRIPTIONS
DEPTH: Distance in feet below the ground surface.
SAMPLE: Sample Type as depicted above.
BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb
hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows)
at 3 inches. WH indicates that the weight of the hammer was sufficient to
push the sampler 6 inches or more.
POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket
penetrometer.
GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page.
DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3.
MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.
LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.
PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.
PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve.
UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state.
SM
SP
COARSE
GRAINEDSOILS
SW
TYPICAL
DESCRIPTIONS
WELL-GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NOFINES
SILTY GRAVELS, GRAVEL - SAND -
SILT MIXTURES
LETTERGRAPH
POORLY-GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLEOR NO FINES
GC
GM
GP
GW
POORLY-GRADED SANDS,
GRAVELLY SAND, LITTLE OR NOFINES
SILTSAND
CLAYS
MORE THAN 50%
OF MATERIAL ISLARGER THANNO. 200 SIEVE
SIZE
MORE THAN 50%OF MATERIAL IS
SMALLER THANNO. 200 SIEVESIZE
MORE THAN 50%OF COARSEFRACTION
PASSING ON NO.4 SIEVE
MORE THAN 50%OF COARSE
FRACTIONRETAINED ON NO.4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
FINEGRAINED
SOILS
SYMBOLSMAJOR DIVISIONS
SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML
CLEAN SANDS
SC
SILTY SANDS, SAND - SILTMIXTURES
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS
ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND ORSILTY SOILS
INORGANIC CLAYS OF HIGH
PLASTICITY
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS
SILTS
AND
CLAYS
GRAVELS WITH
FINES
SAND
AND
SANDY
SOILS (LITTLE OR NO FINES)
SANDS WITH
FINES
LIQUID LIMITLESS THAN 50
LIQUID LIMIT
GREATER THAN 50
HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
GRAVEL
AND
GRAVELLYSOILS
(APPRECIABLE
AMOUNT OF FINES)
(APPRECIABLE
AMOUNT OF FINES)
(LITTLE OR NO FINES)
WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES
CLEAN
GRAVELS
FILL: Brown Silty fine Sand, trace medium to coarse Sand, tracefine Gravel, medium dense-dry to damp
FILL: Brown Silty fine Sand, little fine to coarse Sand, trace wood
fragments, trace pipe fragments, medium dense-dry
ALLUVIUM: Gray Brown fine to coarse Sand, little fine to coarseGravel, medium dense to dense-dry
@ 8½ to 10 feet, little fine Gravel, trace Silt
Boring Terminated at 10'
15
20
42
26 8
2
1
1
1
5
10
LABORATORY RESULTS
CO
M
M
E
N
T
S
TEST BORING LOG
PA
S
S
I
N
G
#2
0
0
S
I
E
V
E
(
%
)
BL
O
W
C
O
U
N
T
DESCRIPTION
SURFACE ELEVATION: --- MSL LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
GR
A
P
H
I
C
L
O
G
BORING NO.
I-1
PO
C
K
E
T
P
E
N
.
(T
S
F
)
DRILLING DATE: 10/22/21
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Jose Zuniga
OR
G
A
N
I
C
CO
N
T
E
N
T
(
%
)
DR
Y
D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H
(
F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
JOB NO.: 21G255-2
PROJECT: Proposed Warehouse
LOCATION: Fontana, California
PLATE B-1
TB
L
2
1
G
2
5
5
-
2
.
G
P
J
S
O
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A
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D
T
1
2
/
1
3
/
2
1
FILL: Brown Silty fine Sand, trace fine Gravel, mediumdense-damp
ALLUVIUM: Gray Brown Silty fine Sand, some fine to coarse
Gravel, dense-dry to damp
Gray Brown Gravelly fine to coarse Sand, dense-dry
Gray Gravelly fine to coarse Sand to fine to coarse Sandy Gravel,
trace Silt, dense-dry
Boring Terminated at 10'
14
39
33
39 4
3
2
1
1
5
10
LABORATORY RESULTS
CO
M
M
E
N
T
S
TEST BORING LOG
PA
S
S
I
N
G
#2
0
0
S
I
E
V
E
(
%
)
BL
O
W
C
O
U
N
T
DESCRIPTION
SURFACE ELEVATION: --- MSL LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
GR
A
P
H
I
C
L
O
G
BORING NO.
I-2
PO
C
K
E
T
P
E
N
.
(T
S
F
)
DRILLING DATE: 10/22/21
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Jose Zuniga
OR
G
A
N
I
C
CO
N
T
E
N
T
(
%
)
DR
Y
D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H
(
F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
JOB NO.: 21G255-2
PROJECT: Proposed Warehouse
LOCATION: Fontana, California
PLATE B-2
TB
L
2
1
G
2
5
5
-
2
.
G
P
J
S
O
C
A
L
G
E
O
.
G
D
T
1
2
/
1
3
/
2
1
FILL: Brown Silty fine Sand, trace fine to coarse Gravel, mediumdense-dry to damp
ALLUVIUM: Gray Brown Gravelly fine to coarse Sand, dense-dry
Gray Brown fine to coarse Sand, some fine Gravel, trace Silt,
dense-dry
Boring Terminated at 10'
11
32
31
31 7
2
1
2
2
5
10
LABORATORY RESULTS
CO
M
M
E
N
T
S
TEST BORING LOG
PA
S
S
I
N
G
#2
0
0
S
I
E
V
E
(
%
)
BL
O
W
C
O
U
N
T
DESCRIPTION
SURFACE ELEVATION: --- MSL LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
GR
A
P
H
I
C
L
O
G
BORING NO.
I-3
PO
C
K
E
T
P
E
N
.
(T
S
F
)
DRILLING DATE: 10/22/21
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Jose Zuniga
OR
G
A
N
I
C
CO
N
T
E
N
T
(
%
)
DR
Y
D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H
(
F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
JOB NO.: 21G255-2
PROJECT: Proposed Warehouse
LOCATION: Fontana, California
PLATE B-3
TB
L
2
1
G
2
5
5
-
2
.
G
P
J
S
O
C
A
L
G
E
O
.
G
D
T
1
2
/
1
3
/
2
1
FILL: Brown Silty fine Sand, trace medium to coarse Sand,medium dense-moist
ALLUVIUM: Brown fine to coarse Sand, little to some fine Gravel,
medium dense-dry to damp
@ 8½ to 10 feet, trace Silt, dense
Boring Terminated at 10'
16
14
26
34 5
8
3
2
2
5
10
LABORATORY RESULTS
CO
M
M
E
N
T
S
TEST BORING LOG
PA
S
S
I
N
G
#2
0
0
S
I
E
V
E
(
%
)
BL
O
W
C
O
U
N
T
DESCRIPTION
SURFACE ELEVATION: --- MSL LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
GR
A
P
H
I
C
L
O
G
BORING NO.
I-4
PO
C
K
E
T
P
E
N
.
(T
S
F
)
DRILLING DATE: 12/1/21
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Ryan Bremer
OR
G
A
N
I
C
CO
N
T
E
N
T
(
%
)
DR
Y
D
E
N
S
I
T
Y
(P
C
F
)
DE
P
T
H
(
F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
JOB NO.: 21G255-2
PROJECT: Proposed Warehouse
LOCATION: Fontana, California
PLATE B-4
TB
L
2
1
G
2
5
5
-
2
.
G
P
J
S
O
C
A
L
G
E
O
.
G
D
T
1
2
/
1
3
/
2
1
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 10.00 (ft)
Infiltration Test Hole I-1
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or Non-
Sandy Soils?
Initial 11:40 AM 0.00
Final 12:05 PM 10.00
Initial 12:07 PM 0.00
Final 12:32 PM 10.00
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 12:35 PM 4.00
Final 12:45 PM 9.75
Initial 12:46 PM 4.00
Final 12:56 PM 9.73
Initial 12:57 PM 4.00
Final 1:07 PM 9.72
Initial 1:08 PM 4.00
Final 1:18 PM 9.71
Initial 1:19 PM 4.00
Final 1:29 PM 9.71
Initial 1:30 PM 4.00
Final 1:40 PM 9.70
Per County Standards, Infiltration Rate calculated as follows:
Where: Q = Infiltration Rate (in inches per hour)
∆H =Change in Height (Water Level) over the time interval
r = Test Hole (Borehole) Radius
∆t =Time Interval
Havg = Average Head Height over the time interval
Proposed Warehouse
Fontana, California
21G255-2
Jose Zuniga
Soil Criteria Test
1 25.00 120.00 YES SANDY SOILS
2 25.00 120.00 YES SANDY SOILS
Test Data
1 10.00 5.75 3.13 20.96
2 10.00 5.73 3.14 20.83
3 10.00 5.72 3.14 20.76
4 10.00 5.71 3.15 20.69
5 10.00 5.71 3.15 20.69
6 10.00 5.70 3.15 20.62
)2Ht(r
H(60r)Q
avg
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 10.00 (ft)
Infiltration Test Hole I-2
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or Non-
Sandy Soils?
Initial 2:00 PM 0.00
Final 2:25 PM 10.00
Initial 2:26 PM 0.00
Final 2:51 PM 10.00
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 2:53 PM 4.00
Final 3:03 PM 9.70
Initial 3:05 PM 4.00
Final 3:15 PM 9.68
Initial 1:17 PM 4.00
Final 1:27 PM 9.67
Initial 1:29 PM 4.00
Final 1:39 PM 9.66
Initial 1:41 PM 4.00
Final 1:51 PM 9.65
Initial 1:53 PM 4.00
Final 2:03 PM 9.65
Per County Standards, Infiltration Rate calculated as follows:
Where: Q = Infiltration Rate (in inches per hour)
∆H =Change in Height (Water Level) over the time interval
r = Test Hole (Borehole) Radius
∆t =Time Interval
Havg = Average Head Height over the time interval
Proposed Warehouse
Fontana, California
21G255-2
Jose Zuniga
Soil Criteria Test
1 25.00 120.00 YES SANDY SOILS
2 25.00 120.00 YES SANDY SOILS
Test Data
1 10.00 5.70 3.15 20.62
2 10.00 5.68 3.16 20.49
3 10.00 5.67 3.17 20.42
4 10.00 5.66 3.17 20.36
5 10.00 5.65 3.18 20.29
6 10.00 5.65 3.18 20.29
)2Ht(r
H(60r)Q
avg
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 10.00 (ft)
Infiltration Test Hole I-2
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or Non-
Sandy Soils?
Initial 8:10 AM 7.00
Final 8:35 AM 9.35
Initial 8:37 AM 7.00
Final 9:02 AM 9.30
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 9:04 AM 7.00
Final 9:14 AM 8.86
Initial 9:16 AM 7.00
Final 9:26 AM 8.85
Initial 9:28 AM 7.00
Final 9:38 AM 8.85
Initial 9:40 AM 7.00
Final 9:50 AM 8.84
Initial 9:52 AM 7.00
Final 10:02 AM 8.84
Initial 10:04 AM 7.00
Final 10:14 AM 8.84
Per County Standards, Infiltration Rate calculated as follows:
Where: Q = Infiltration Rate (in inches per hour)
∆H =Change in Height (Water Level) over the time interval
r = Test Hole (Borehole) Radius
∆t =Time Interval
Havg = Average Head Height over the time interval
Proposed Warehouse
Fontana, California
21G255-2
Jose Zuniga
Soil Criteria Test
1 25.00 28.20 YES SANDY SOILS
2 25.00 27.60 YES SANDY SOILS
Test Data
1 10.00 1.86 2.07 9.98
2 10.00 1.85 2.08 9.90
3 10.00 1.85 2.08 9.90
4 10.00 1.84 2.08 9.83
5 10.00 1.84 2.08 9.83
6 10.00 1.84 2.08 9.83
)2Ht(r
H(60r)Q
avg
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 10.00 (ft)
Infiltration Test Hole I-4
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or Non-
Sandy Soils?
Initial 11:00 AM 7.20
Final 11:25 AM 10.00
Initial 11:25 AM 7.20
Final 11:50 AM 10.00
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 11:50 AM 7.20
Final 12:00 PM 9.77
Initial 12:00 PM 7.20
Final 12:10 PM 9.75
Initial 12:10 PM 7.20
Final 12:20 PM 9.74
Initial 12:20 PM 7.20
Final 12:30 PM 9.73
Initial 12:30 PM 7.20
Final 12:40 PM 9.73
Initial 12:40 PM 7.20
Final 12:50 PM 9.73
Per County Standards, Infiltration Rate calculated as follows:
Where: Q = Infiltration Rate (in inches per hour)
∆H =Change in Height (Water Level) over the time interval
r = Test Hole (Borehole) Radius
∆t =Time Interval
Havg = Average Head Height over the time interval
5 10.00 2.53 1.54 17.84
6 10.00 2.53 1.54 17.84
3 10.00 2.54 1.53 17.96
4 10.00 2.53 1.54 17.84
1 10.00 2.57 1.52 18.34
2 10.00 2.55 1.53 18.09
2 25.00 33.60 YES SANDY SOILS
Test Data
Proposed Warehouse
Fontana, California
21G255-2
Jose Zuniga
Soil Criteria Test
1 25.00 33.60 YES SANDY SOILS
)2Ht(r
H(60r)Q
avg
Sample Description I-1 @ 8½'
Soil Classification Gray Brown fine to coarse Sand, little fine Gravel, trace Silt
Proposed Warehouse
Fontana, California
Project No. 21G255-2
PLATE C- 1
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
b
y
W
e
i
g
h
t
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay)
2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200
Sample Description I-2 @ 8½'
Soil Classification Gray fine to coarse Sandy Gravel to Gravelly fine to coarse Sand, trace Silt
Proposed Warehouse
Fontana, California
Project No. 21G255-2
PLATE C- 2
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
b
y
W
e
i
g
h
t
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay)
2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200
Sample Description I-3 @ 8½'
Soil Classification Gray Brown fine to coarse Sand, some fine Gravel, trace Silt
Proposed Warehouse
Fontana, California
Project No. 21G255-2
PLATE C- 3
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
b
y
W
e
i
g
h
t
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay)
2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200
Sample Description I-4 @ 8½'
Soil Classification Brown fine to coarse Sand, little to some fine Gravel, trace Silt
Proposed Warehouse
Fontana, California
Project No. 21G255-2
PLATE C- 4
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
b
y
W
e
i
g
h
t
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay)
2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200