HomeMy WebLinkAboutAppendix H - Infiltration Report22885 Savi Ranch Parkway Suite E Yorba Linda California 92887
voice: (714) 685-1115 fax: (714) 685-1118 www.socalgeo.com
October 5, 2021 (revised December 3, 2021)
Birtcher Development
450 Newport Center Drive, Suite 220
Newport Beach, California 92660
Attention: Mr. Forrest Wylder
Project No.: 20G176-7R
Subject: Results of Additional Infiltration Testing
Proposed Warehouse
SWC Banana Avenue and Santa Ana Avenue
Fontana, California
References: Geotechnical Investigation, Proposed Terminal/Warehouse Building, Banana Avenue
at Santa Ana Avenue, Fontana, California, prepared by Southern California
Geotechnical, Inc. (SCG) for Birtcher Development, SCG Project No. 20G176-1, dated
August 7, 2020.
Results of Infiltration Testing, Proposed Terminal/Warehouse Building, Banana
Avenue at Santa Ana Avenue, Fontana, California, prepared by Southern California
Geotechnical, Inc. (SCG) for Birtcher Development, SCG Project No. 20G176-2, dated
August 7, 2020.
Updated Geotechnical Investigation, Proposed Distribution Center, SWC of Banana
Avenue and Santa Ana Avenue, Fontana, California, prepared by Southern California
Geotechnical, Inc. (SCG) for Birtcher Development, SCG Project No. 20G176-6, dated
March 1, 2021.
Mr. Wylder:
In accordance with your request, we have conducted additional 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 Change Order
No. 20G176-CO3, dated August 25, 2021. The scope of services included site reconnaissance,
subsurface exploration, field testing, and engineering analysis 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 at the southwest corner of Banana Avenue and Santa Ana Avenue in
Fontana, California. The site is bounded to the north by Santa Ana Avenue, to the west by a
Proposed Warehouse – Fontana, CA
Project No. 20G176-7R Page 2
truck and trailer storage lot, to the south by single-family residences and truck and trailer
storage lots, and to the east by Banana Avenue. The general location of the site is illustrated on
the Site Location Map, enclosed as Plate 1 in Appendix A of this report.
The site consists of several contiguous irregular-shaped parcels which total 13.38± acres in
size. The parcels are developed with several commercial buildings and single-family residences
ranging from 1,500 to 3,000± ft² in size. The buildings are single-story structures of wood or
metal frame and assumed to be supported on conventional shallow foundations with concrete
slab-on-grade floors. The buildings are surrounded by crushed aggregate base (CAB) or
asphaltic concrete pavements. Ground surface cover in the remainder of the site consists of
exposed soil and gravel.
Detailed topographic information was not available at the time of this report. Based on visual
observations made at the time of the subsurface investigation and from elevation data obtained
from Google Earth, the site’s topography slopes gently to the south at a gradient of 1.5±
percent. The topographic high point of the site is located in the northeastern corner, measuring
961± feet msl. The topographic low point of the site is located within the southwestern corner,
measuring 950± feet msl.
Proposed Development
The most recent site plan (Scheme 19, dated July 27, 2021) prepared by HPA, the project
architect, was provided to the office by the client. Based on the new site plan, one (1) new
commercial/industrial will be constructed at the subject site. The proposed building will be
located in the north-central area of the site and will be 342,838± ft2 in size. Dock-high doors
will be constructed along the south building wall. The new building will be surrounded by
asphaltic concrete pavements in the parking and drive areas, and Portland cement concrete in
the loading dock areas. Limited areas of landscaped planters and concrete flatwork will also be
included in the proposed development.
The proposed development will include an on-site stormwater infiltration system. Based on the
infiltration exhibit provided by the project civil engineer, the infiltration system will consist of a
below-grade chamber system located in southeastern area of the site. The bottom of the
below-grade chamber system will be approximately 12 feet below existing site grades.
Previous Studies
Southern California Geotechnical (SCG) previously conducted a geotechnical investigation at the
subject site and adjacent properties, referenced above. The subsurface exploration conducted
for this project consisted of eight (8) borings advanced to depths of 10 to 25± feet below the
existing site grades. Artificial fill was encountered beneath the ground surface or pavement at
several of the borings. The artificial fill soils consisted of loose to medium dense silty fine sands
and silty fine to medium sands with trace fine gravel and trace to little medium to coarse sands.
Native alluvium was encountered beneath the fill or at the ground surface at all of the boring
locations, extending to at least the maximum explored depth of 50± feet below existing site
grades. The shallow native alluvium extending to 8± feet below the ground surface consisted of
loose to medium dense silty fine to medium sands, fine to coarse sands, silty fine to coarse
sands, fine sandy silts, silty fine sands, gravelly fine to coarse sands. Dense to very dense fine
Proposed Warehouse – Fontana, CA
Project No. 20G176-7R Page 3
to coarse sands, were also encountered within the shallow alluvium with little fine to coarse
gravel and trace silt. At depths greater than 8± feet, the alluvium consists of medium dense
fine sandy silts, silty fine sands, silty fine to medium sands, and loose to medium dense fine to
coarse sands.
SCG also conducted a concurrent infiltration study at the subject site and adjacent properties,
referenced above. As a part of this study, three (3) infiltration borings were advanced to a
depth of 10± feet below the existing site grades. Native alluvial soils were encountered at the
ground surface at all of the infiltration boring locations, extending to at least the maximum
depth explored of 10± feet below existing site grades. The alluvium consisted of medium dense
silty fine sands, fine to coarse sands, loose fine sandy silts and silty fine sands, and loose to
very dense fine to medium sands.
SCG also prepared an updated geotechnical report. As a part of this study, seven borings were
advanced to depths of 20 to 25± feet below the site grades. Artificial fill soils were encountered
at the ground surface at several of the boring locations. The fill soils extend to depths of 3½ to
4½± feet at the boring locations and generally consisted of loose to medium dense silty fine
sands and fine sands with variable amounts of medium to coarse sand, and fine to coarse
gravel. Native alluvial soils were encountered at the ground surface of Boring Nos. B-8 and
beneath the fill soils at all of the other boring locations. The alluvium extends to at least the
maximum depth explored of 25± feet. The alluvial soils generally consist of loose to very dense
gravelly sands, silty sands, and well-graded sands, with occasional cobbles. Occasional loose to
medium dense fine sandy silt layers, were encountered within the upper 8 to 9½± feet and
between 22 to 25± feet below the ground surface.
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 3,038± feet southeast of the site.
Water level readings within this monitoring well indicate a groundwater level of 225± feet
below the ground surface in November 2018.
Subsurface Exploration
Scope of Exploration
The subsurface exploration conducted for the infiltration testing consisted of two (2) infiltration test
borings, advanced to a depth of 12± feet below the existing site grades. 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
Proposed Warehouse – Fontana, CA
Project No. 20G176-7R Page 4
infiltration test borings (identified as I-4 and I-5) 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
Artificial fill soils were encountered at the ground surface of Infiltration Test No. I-4, extending
to a depth of 3± feet below existing site grades. The artificial fill soils consist of loose silty fine
sands. The fill soils possessed a slightly disturbed appearance, resulting in the classification of
artificial fill.
Alluvium
Native alluvial soils were encountered at the ground surface of Infiltration Test No. I-5 and beneath
the fill soils at Infiltration Test No. I-4, extending to at least the maximum explored depth of 12±
feet below existing site grades. The alluvium consists of medium dense fine sands, gravelly fine to
coarse sands, fine sandy silts, and silty fine to coarse sands. 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, all 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
Proposed Warehouse – Fontana, CA
Project No. 20G176-7R Page 5
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 Infiltration Rate
(inches/hour)
I-4 12 Brown fine Sandy Silt, trace medium Sand 5.0
I-5 12 Brown fine Sandy Silt, trace medium Sand 3.4
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 and C-2 of this report.
Design Recommendations
Two (2) currently-applicable infiltration tests (Infiltration Test Nos. I-4 and I-5) were performed at
the subject site. As noted above, the infiltration rates at these locations vary from 3.4 to 5.0 inches
per hour. Based on the results of Infiltration Test Nos. I-4 and I-5, we recommend an
infiltration rate of 3.4 inches per hour to be used for the below-grade chamber system
located in the southeastern area of the subject site.
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 two (2) discrete locations and that the overall infiltration rates of the proposed
infiltration systems could vary considerably.
Proposed Warehouse – Fontana, CA
Project No. 20G176-7R Page 6
Infiltration Rate Considerations
The infiltration rates presented herein were 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 and basins. 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
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.
We recommend that scrapers and other rubber-tired heavy equipment not be operated on the basin
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.
Infiltration Chamber Maintenance
The proposed project may include infiltration chambers. Water flowing into these chambers will
carry some level of sediment. This layer has the potential to significantly reduce the infiltration
rate of the chamber subgrade soils. Therefore, a formal chamber maintenance program should
be established to ensure that these silt and clay deposits are removed from the chamber on a
regular basis.
Proposed Warehouse – Fontana, CA
Project No. 20G176-7R Page 7
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 system.
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 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
Proposed Warehouse – Fontana, CA
Project No. 20G176-7R Page 8
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.
Ryan Bremer
Staff Geologist
Robert G. Trazo, GE 2655
Principal Engineer
Distribution: (1) Addressee
Enclosures: Plate 1: Site Location Map
Plate 2: Infiltration Test Location Plan
Boring Log Legend and Logs (4 pages)
Infiltration Test Results Spreadsheets (2 pages)
Grain Size Distribution Graphs (2 pages)
SITE
PROPOSED WAREHOUSE
SCALE: 1" = 2000'
DRAWN: RF
CHKD: RGT
SCG PROJECT
20G176-7
PLATE 1
SITE LOCATION MAP
FONTANA, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAPS OF THE
GUASTI AND FONTANA QUADRANGLES, SAN BERNARDINO
COUNTY, CALIFORNIA, 2018
B-8B-6B-7B-9B-10B-11I-1I-2I-4I-5INFILTRATION SYSTEMN.A.P.N.A.P.N.A.P.N.A.P.N.A.P.N.A.P.N.A.P.SCALE: 1" = 100'DRAWN: RBCHKD: RGTPLATE 2SCG PROJECT20G176-7RPROPOSED WAREHOSEINFILTRATION TEST LOCATION PLANPREVIOUS BORING LOCATION GEOTECHNICAL LEGENDNORTHSoCalGeoFONTANA, CALIFORNIAPREVIOUS INFILTRATION LOCATION APPROXIMATE INFILTRATION TEST LOCATION(SCG PROJECT NO. 20G176-2)(SCG PROJECT NO. 20G176-1)NOTE: SITE PLAN PROVIDED BY HPA ARCHITECTURE.
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, loose-damp
ALLUVIUM:Brown fine Sand, trace fine Gravel, trace Silt,
medium dense-dry
Brown Gravelly fine to coarse Sand, trace Silt, medium
dense-damp
Brown fine Sandy Silt, trace medium Sand, trace Iron Oxide
staining, medium dense-very moist
Boring Terminated at 12'
8
12
10
15
3
1
5
18
LABORATORY RESULTS
COMMENTSDRILLING DATE: 9/16/21
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Jose Zuniga
PASSING#200 SIEVE (%)BLOW COUNTBORING NO.
I-4
DRY DENSITY(PCF)DEPTH (FEET)MOISTURECONTENT (%)JOB NO.: 20G176-7
PROJECT: Proposed Warehouse
LOCATION: Fontana, California
PLATE B-1
5
10
DESCRIPTION
SURFACE ELEVATION: --- MSL
TEST BORING LOG LIQUIDLIMITPLASTICLIMITSAMPLEFIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)ORGANICCONTENT (%)WATER DEPTH: Dry
CAVE DEPTH: NA
READING TAKEN: At Completion
TBL 20G176-7.GPJ SOCALGEO.GDT 10/5/21
ALLUVIUM: Brown Silty fine to coarse Sand, trace fine Gravel,
medium dense-damp
Gray Brown Gravelly fine to coarse Sand, trace Silt, medium
dense-dry to damp
Brown fine Sandy Silt, trace medium Sand, medium
dense-very moist
Boring Terminated at 12'
18
16
31
11
7
3
4
16
LABORATORY RESULTS
COMMENTSDRILLING DATE: 9/16/21
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Jose Zuniga
PASSING#200 SIEVE (%)BLOW COUNTBORING NO.
I-5
DRY DENSITY(PCF)DEPTH (FEET)MOISTURECONTENT (%)JOB NO.: 20G176-7
PROJECT: Proposed Warehouse
LOCATION: Fontana, California
PLATE B-2
5
10
DESCRIPTION
SURFACE ELEVATION: --- MSL
TEST BORING LOG LIQUIDLIMITPLASTICLIMITSAMPLEFIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)ORGANICCONTENT (%)WATER DEPTH: Dry
CAVE DEPTH: NA
READING TAKEN: At Completion
TBL 20G176-7.GPJ SOCALGEO.GDT 10/5/21
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 12.00 (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 8:09 AM 9.90
Final 8:34 AM 11.60
Initial 8:34 AM 9.90
Final 8:59 AM 11.62
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 9:03 AM 10.00
Final 9:13 AM 10.86
Initial 9:13 AM 9.90
Final 9:23 AM 10.82
Initial 9:23 AM 9.90
Final 9:33 AM 10.75
Initial 9:33 AM 9.90
Final 9:43 AM 10.73
Initial 9:43 AM 9.90
Final 9:53 AM 10.70
Initial 9:53 AM 9.90
Final 10:03 AM 10.68
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
1 10.00 0.86 1.57 5.94
Proposed Warehouse
Fontana, California
20G176-7
Ryan Bremer
SANDY SOILS125.00 20.40 YES
2
Soil Criteria Test
SANDY SOILS25.00 20.64 YES
2 10.00 0.92 1.64 6.11
3 10.00 0.85 1.68 5.54
5.38
5 10.00 0.80 1.70 5.14
6 10.00 0.78 1.71 4.99
Test Data
4 10.00 0.83 1.69
)2Ht(r
H(60r)Q
avg
)2Ht(r
H(60r)Q
avg
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 12.00 (ft)
Infiltration Test Hole I-5
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 10:25 AM 9.70
Final 10:50 AM 11.47
Initial 10:50 AM 9.90
Final 11:15 AM 11.38
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 11:20 AM 9.90
Final 11:30 AM 10.57
Initial 11:30 AM 9.90
Final 11:40 AM 10.53
Initial 11:40 AM 9.90
Final 11:50 AM 10.51
Initial 11:50 AM 9.90
Final 12:00 PM 10.49
Initial 12:00 PM 9.90
Final 12:10 PM 10.47
Initial 12:10 PM 9.90
Final 12:20 PM 10.46
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 0.57 1.82 3.45
6 10.00 0.56 1.82 3.38
3 10.00 0.61 1.80 3.73
4 10.00 0.59 1.81 3.59
1 10.00 0.67 1.77 4.16
2 10.00 0.63 1.79 3.87
2 25.00 17.76 YES SANDY SOILS
Test Data
Proposed Warehouse
Fontana, California
20G176-7
Ryan Bremer
Soil Criteria Test
1 25.00 21.24 YES SANDY SOILS
)2Ht(r
H(60r)Q
avg
)2Ht(r
H(60r)Q
avg
Sample Description I-4 @ 10½ to 12'
Soil Classification Brown fine Sandy Silt, trace medium Sand
Proposed Warehouse
Fontana, California
Project No. 20G176-7
PLATE C-1
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100PercentPassingbyWeight
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-5 @ 10½ to 12'
Soil Classification Brown fine Sandy Silt, trace medium Sand
Proposed Warehouse
Fontana, California
Project No. 20G176-7
PLATE C-2
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100PercentPassingbyWeight
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