HomeMy WebLinkAboutAppendix F2 - Results of Infiltration Testing22885 Savi Ranch Parkway Suite E Yorba Linda California 92887
voice: (714) 685-1115 fax: (714) 685-1118 www.socalgeo.com
May 28, 2021
Shea Properties
130 Vartis Street, Suite 200
Aliso Viejo, California 92656
Attention: Mr. Rick Rutecki
Vice President of Commercial Construction
Project No.: 21G164-2
Subject: Results of Infiltration Testing
Proposed Industrial Building
Sierra Avenue, 800± feet North of Casa Grande Drive
Fontana, California
Reference: Geotechnical Investigation, Proposed Industrial Building, Sierra Avenue, 800± feet
North of Casa Grande Drive, Fontana, California, prepared for Shea Properties, by
Southern California Geotechnical, Inc. (SCG), SCG Project No. 21G164-1.
Mr. Rutecki:
In accordance with your request, 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 the infiltration testing was in general accordance with our Proposal No. 21P160,
dated February 16, 2021, and consisted of surface reconnaissance, subsurface exploration, field
testing, laboratory testing, and engineering analysis to determine the infiltration rate of the on-
site soils. The infiltration testing was performed in accordance with the ASTM test method D-
3385-03, Standard Test Method for Infiltration Rate of Soils in Field Using Double-Ring
Infiltrometer.
Site and Project Description
The subject site is located on the east side of Sierra Avenue, approximately 800 feet north of
Casa Grande Drive in Fontana, California. The site is bounded to the north, west, and east by
vacant land, and to the west by Sierra Avenue. The general location of the site is illustrated on
the Site Location Map, included as Plate 1 in Appendix A of this report.
The site consists of a rectangular-shaped lot, 11.03± acres in size. The site is currently vacant
and undeveloped with the exception of a wood-framed single-family residence (SFR) located in
the southwest corner of the site approximately 2,000 ft2 in size. The SFR is assumed to be
supported on conventional shallow foundations with a concrete slab-on-grade floor. The ground
surface surrounding the SFR consists of an open-graded gravel or aggregate base drive lane. The
remaining areas surrounding the SFR as well as the reminder of the site consists of hummocky
Proposed Industrial Building – Fontana, California
Project No. 21G164-2
Page 2
soil covered by moderate to dense native grass and shrub growth throughout. Some cobbles and
boulders are present at the ground surface throughout the site.
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 elevations obtained from
Google Earth, the overall site topography generally slopes downward to the south and southeast
at a gradient of less than 2± percent. The site ranges from 1779± feet msl to 1762± feet msl in
the northwest and southeast corners, respectively.
Proposed Development
SCG was provided with conceptual site plan prepared by Thienes Engineering, Inc., the project
civil engineer. Based on this plan, the site will be developed with one industrial building, with a
footprint of 203,000± ft² in size. The new building will be located in the central area of the site.
Dock-high doors will be constructed along a portion of the south building wall. The building will
be surrounded by asphaltic concrete pavements in the parking and drive areas, Portland cement
concrete pavements in the truck court areas, and limited areas of concrete flatwork and landscape
planters throughout.
The proposed development will use on-site storm water infiltration. Based on the site plan, a
below-grade chamber system will be constructed in the southern portion of the property in the
parking area. The bottom of the below-grade chamber system in the parking area will be
approximately 9 to 10± feet below existing site grades. In addition, an infiltration basin will be
constructed in the southwestern portion of the site. The bottom of the basin will be approximately
8± feet below the existing site grades.
Concurrent Study
SCG concurrently conducted a geotechnical investigation at the subject site. As part of this study,
four (4) borings were drilled to depths of 15 to 20± feet below the existing site grades. In addition
to the four borings, four (4) trenches were excavated at the site to depths of 5 to 9½± feet below
existing site grades. Native alluvial soils were encountered at the ground surface at all of the
boring and trench locations. The near-surface alluvial soils within the upper 2 to 3½± feet at
some of the borings consist of medium dense to dense silty sands with varying gravel content.
At greater depths the alluvium generally consists of dense to very dense gravelly sands, sandy
gravels, and gravels with occasional to extensive cobbles and boulders, extending to the
maximum depth explored of 20± feet.
Groundwater
Free water was not encountered during the drilling of any of the borings or during excavation of
any of the trenches. Based on the lack of any water within the borings and trenches, and the
moisture contents of the recovered soil samples, the static groundwater is considered to have
existed at a depth in excess of 20± feet at the time of the subsurface exploration.
As part of our research, we reviewed available groundwater data in order to determine the historic
high groundwater level for the site. The primary reference used to determine the groundwater
depths in this area is the California Department of Water Resources website,
Proposed Industrial Building – Fontana, California
Project No. 21G164-2
Page 3
http://www.water.ca.gov/waterdatalibrary/. The nearest monitoring well is located approximately
½ mile northwest from the site. Water level readings within this monitoring well indicates high
groundwater levels of 159± feet below the ground surface in January 1992.
Subsurface Exploration
Scope of Exploration
The subsurface exploration conducted for this project consisted of three (3) backhoe-excavated
infiltration trenches to depths of 8 to 10± feet below existing site grades. The trenches were
logged during excavation by a member of our staff. The approximate locations of the infiltration
trenches (identified as I-1 through I-3) are included in this report as Plate 2. It should be noted
that at the time of this study the portion of the property where the proposed infiltration systems
are located was not a part of the project. Infiltration tests were performed as close as possible to
the proposed locations of the infiltration systems.
Geotechnical Conditions
Native alluvium was encountered at all of the infiltration trenches from the ground surface
extending to at least the maximum explored depth of 10± feet below existing site grades. The
alluvium of the upper 2± feet consist of medium dense fine to coarse sands at Infiltration Trench
Nos. I-1 and I-2 with varying gravel content and occasional cobbles and boulders at Infiltration.
The upper 2± feet of Infiltration Trench No. I-3 consist of medium dense silty fine to coarse sand
with varying gravel content and occasional cobbles and boulders. The deeper alluvium consists
of dense to very dense fine to coarse sandy gravels and gravelly fine to coarse sands with trace
silt content and extensive cobbles and occasional boulders. The Trench Logs, which illustrate the
conditions encountered at each of the infiltration trenches, are presented in this report.
Infiltration Testing
We understand that the results of the testing will be used to prepare a preliminary design for the
storm water infiltration systems that will be used at the subject site. As previously mentioned,
the infiltration testing was performed in general accordance with ASTM Test Method D-3385-03,
Standard Test Method for Infiltration Rate of Soils in Field Using Double Ring Infiltrometer.
Two stainless steel infiltration rings were used for the infiltration testing. The outer infiltration
ring is 2 feet in diameter and 20 inches in height. The inner infiltration ring is 1 foot in diameter
and 20 inches in height. At each test location, a trench was excavated to the proposed depth of
the infiltration system and the outer ring was driven 3± inches into the soil at the base of each
trench. The inner ring was centered inside the outer ring and subsequently driven 3± inches into
the soil at the base of the trench. The rings were driven into the soil using a ten-pound sledge
hammer. The soil surrounding the wall of the infiltration rings was only slightly disturbed during
the driving process.
Infiltration Testing Procedure
Infiltration testing was performed at both of the infiltration trench locations. The infiltration testing
consisted of filling the inner ring and the annular space (the space between the inner and outer
Proposed Industrial Building – Fontana, California
Project No. 21G164-2
Page 4
rings) with water, approximately 3 to 4± inches above the soil. To prevent the flow of water from
one ring to the other, the water level in both the inner ring and the annular space between the
rings was maintained using constant-head float valves. The volume of water that was added to
maintain a constant head in the inner ring and the annular space during each time interval was
determined and recorded. A cap was placed over the rings to minimize the evaporation of water
during the tests.
The schedule for readings was determined based on the observed soil type at the base of each
backhoe-excavated trench. Based on the existing soils at the trench locations, the volumetric
measurements were made at 5-minute increments at Infiltration Test Nos. I-1 and I-2, and 10-
minute increments at Infiltration Test No. I-3. The water volume measurements are presented
on the spreadsheets enclosed with this report. The infiltration rates for each of the timed intervals
are also tabulated on these spreadsheets.
The infiltration rates for the infiltration tests are calculated in centimeters per hour and then
converted to inches per hour. The rates are summarized below:
Infiltration
Test No.
Depth
(feet) Soil Description Infiltration Rate
(inches/hour)
I-1 9 Light Yellow Brown fine to coarse Sandy Gravel, extensive
Cobbles, occasional Boulders 18.1
I-2 10 Gray fine to coarse Sandy Gravel, extensive Cobbles,
occasional Boulders 19.4
I-3 8 Gray Gravelly fine to coarse Sand, extensive Cobbles,
occasional Boulders 12.8
Laboratory Testing
Moisture Content
The moisture contents for selected soil samples within the trenches 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 Trench Logs in Plates B-1 through B-3 of this report.
Grain Size Analysis
The grain size distribution of selected soils collected from the base of each infiltration test trench
has 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 the grainsize analysis are presented on Plates C-1 through C-3 of this
report.
Proposed Industrial Building – Fontana, California
Project No. 21G164-2
Page 5
Design Recommendations
Three (3) infiltration tests were performed at the subject site. As noted above, the infiltration rates at
these locations vary from 12.8 to 19.4 inches per hour. Based on the results of Infiltration Test Nos.
I-1 through I-3, we recommend infiltration rates as follows:
Infiltration
System
Location Infiltration Rate (Inches per
Hour)
“A” Southern region 18.0
“B” Southwestern region 12.0
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 three (3) discrete
locations and that the overall infiltration rates of the proposed infiltration systems could vary
considerably.
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
Proposed Industrial Building – Fontana, California
Project No. 21G164-2
Page 6
significantly reduce the infiltration ability of the 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.
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 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 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
Proposed Industrial Building – Fontana, California
Project No. 21G164-2
Page 7
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 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 rates 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 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 trench 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.
Proposed Industrial Building – Fontana, California
Project No. 21G164-2
Page 8
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.
Jose A. Zuniga Ricardo Frias, RCE 91772
Staff Engineer Project Engineer
Robert G. Trazo, GE 2655
Principal Engineer
Distribution: (1) Addressee
Enclosures: Plate 1 - Site Location Map
Plate 2 - Infiltration Test Location Plan
Trench Logs & Trench Log Legend (5 pages)
Infiltration Test Results Spreadsheets (3 pages)
Grain Size Distribution Graphs (3 pages)
SITE
PROPOSED INDUSTRIAL BUILDING
SCALE: 1" = 2000'
DRAWN: OS
CHKD: RF
SCG PROJECT
21G164-2
PLATE 1
SITE LOCATION MAP
FONTANA, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE FONTANA
QUADRANGLE, SAN BERNARDINO COUNTY, CALIFORNIA, 2018
B-1B-2B-3B-4T-1T-2T-3T-4I-1I-2I-3SCALE: 1" = 80'DRAWN: JAZCHKD: RFPLATE 2SCG PROJECT21G164-2PROPOSED INDUSTRIAL BUILDINGINFILTRATION TEST LOCATION PLAN0146*
SoCalGeoFONTANA, CALIFORNIANOTE: BASE MAP PREPARED BY THIENES ENGINEERING, INC.APPROXIMATE BORING LOCATION GEOTECHNICAL LEGENDAPPROXIMATE TRENCH LOCATION APPROXIMATE INFILTRATION TESTLOCATION(SCG PROJECT NO. 21G164-1)(SCG PROJECT NO. 21G164-1)
TRENCH 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
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
ALLUVIUM: Dark Brown Silty fine to coarse Sand, some fine
to coarse Gravel, extensive Cobbles, some fine root fibers,
medium dense-dry
Gray Gravelly fine to coarse Sand, trace Silt, extensive
Cobbles, occasional Boulders, dense-damp
Light Yellow Brown fine to coarse Sandy Gravel, extensive
Cobbles, occasional Boulders, very dense-dry to damp
Trench Terminated at 9'
2
LABORATORY RESULTS
COMMENTSTRENCH NO.
I-1
PASSING#200 SIEVE (%)BLOW COUNTDESCRIPTION
SURFACE ELEVATION: --- MSL LIQUIDLIMITPLASTICLIMITSAMPLEFIELD RESULTS
WATER DEPTH: N/A
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)DEPTH (FEET)MOISTURECONTENT (%)JOB NO.: 21G164-2
PROJECT: Proposed Industrial Building
LOCATION: Fontana, California
PLATE B-1
5 GRAPHIC LOGPOCKET PEN.(TSF)DRILLING DATE: 4/30/21
EXCAVATION METHOD: Backhoe
LOGGED BY: Ryan Bremer
ORGANICCONTENT (%)TEST TRENCH LOGTBL 21G164-2.GPJ SOCALGEO.GDT 5/28/21
ALLUVIUM: Dark Brown Silty fine to coarse Sand, little to
some fine to coarse Gravel, trace fine root fibers, occasional
Cobbles, occasional Boulders, medium dense-damp
Gray Gravelly fine to coarse Sand, trace Silt, extensive
Cobbles, occasional Boulders, dense-dry
Gray fine to coarse Sandy Gravel, extensive Cobbles,
occasional Boulders, very dense-dry
Trench Terminated at 10'
1
LABORATORY RESULTS
COMMENTSTRENCH NO.
I-2
PASSING#200 SIEVE (%)BLOW COUNTDESCRIPTION
SURFACE ELEVATION: --- MSL LIQUIDLIMITPLASTICLIMITSAMPLEFIELD RESULTS
WATER DEPTH: N/A
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)DEPTH (FEET)MOISTURECONTENT (%)JOB NO.: 21G164-2
PROJECT: Proposed Industrial Building
LOCATION: Fontana, California
PLATE B-2
5
10 GRAPHIC LOGPOCKET PEN.(TSF)DRILLING DATE: 4/30/21
EXCAVATION METHOD: Backhoe
LOGGED BY: Ryan Bremer
ORGANICCONTENT (%)TEST TRENCH LOGTBL 21G164-2.GPJ SOCALGEO.GDT 5/28/21
ALLUVIUM: Gray Silty fine to coarse Sand, little fine to coarse
Gravel, little fine root fibers, occasional Cobbles, occasional
Boulders, medium dense-dry
Gray Gravelly fine to coarse Sand, extensive Cobbles,
occasional Boulders, trace fine root fibers, dense-dry to damp
Trench Terminated at 8'
2
LABORATORY RESULTS
COMMENTSTRENCH NO.
I-3
PASSING#200 SIEVE (%)BLOW COUNTDESCRIPTION
SURFACE ELEVATION: --- MSL LIQUIDLIMITPLASTICLIMITSAMPLEFIELD RESULTS
WATER DEPTH: N/A
CAVE DEPTH: ---
READING TAKEN: At Completion
DRY DENSITY(PCF)DEPTH (FEET)MOISTURECONTENT (%)JOB NO.: 21G164-2
PROJECT: Proposed Industrial Building
LOCATION: Fontana, California
PLATE B-3
5 GRAPHIC LOGPOCKET PEN.(TSF)DRILLING DATE: 4/30/21
EXCAVATION METHOD: Backhoe
LOGGED BY: Ryan Bremer
ORGANICCONTENT (%)TEST TRENCH LOGTBL 21G164-2.GPJ SOCALGEO.GDT 5/28/21
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Infiltration Test No I-1
Constants
Diameter
(ft)
Area
(ft2)
Area
(cm2)
Inner 1 0.79 730 *Note: The infiltration rate was calculated
Anlr. Space 2 2.36 2189 based on current time interval
Interval
Elapsed
Inner
Ring
Ring
Flow
Annular
Ring
Space
Flow
Inner
Ring*
Annular
Space*
Inner
Ring*
Annular
Space*
(min) (ml)(cm3)(ml)(cm3)(cm/hr) (cm/hr) (in/hr) (in/hr)
Initial 1:29 PM 5 400 0
Final 1:34 PM 5 3300 11800
Initial 1:38 PM 5 500 0
Final 1:43 PM 14 3300 11700
Initial 1:45 PM 5 600 0
Final 1:50 PM 21 3500 11800
Initial 1:53 PM 5 500 0
Final 1:58 PM 29 3350 11200
Initial 2:00 PM 5 500 0
Final 2:05 PM 36 3300 11700
Initial 2:07 PM 5 400 0
Final 2:12 PM 43 3300 11400
Initial 2:16 PM 5 400 0
Final 2:21 PM 52 3100 10800
Initial 2:25 PM 5 500 0
Final 2:30 PM 61 3200 10900
Initial 2:33 PM 5 500 0
Final 2:38 PM 69 3300 10900 23.539280010900 46.05 59.76 18.13
23.31
8 2700 10900 44.41 59.76 17.48 23.53
7 2700 10800 44.41 59.21 17.48
25.25
6 2900 11400 47.70 62.50 18.78 24.61
5 2800 11700 46.05 64.14 18.13
25.47
4 2850 11200 46.87 61.40 18.45 24.17
3 2900 11800 47.70 64.69 18.78
64.69 18.78 25.47
2 2800 11700 46.05 64.14 18.13 25.25
Test
Interval Time (hr)
1 2900 11800 47.70
Proposed Industrial Building
Fontana, California
21G164-2
Ryan Bremer
Flow Readings Infiltration Rates
21G164-2 Infiltration Testing
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Infiltration Test No I-2
Constants
Diameter
(ft)
Area
(ft2)
Area
(cm2)
Inner 1 0.79 730 *Note: The infiltration rate was calculated
Anlr. Space 2 2.36 2189 based on current time interval
Interval
Elapsed
Inner
Ring
Ring
Flow
Annular
Ring
Space
Flow
Inner
Ring*
Annular
Space*
Inner
Ring*
Annular
Space*
(min) (ml)(cm3)(ml)(cm3)(cm/hr) (cm/hr) (in/hr) (in/hr)
Initial 11:40 AM 5 0 0
Final 11:45 AM 5 3200 11100
Initial 11:48 AM 5 0 0
Final 11:53 AM 13 3300 10900
Initial 11:58 AM 5 0 0
Final 12:03 PM 23 3300 10800
Initial 12:08 PM 5 0 0
Final 12:13 PM 33 3200 10500
Initial 12:15 PM 5 0 0
Final 12:20 PM 40 3100 10300
Initial 12:23 PM 5 0 0
Final 12:28 PM 48 3100 10300
Initial 12:32 PM 5 0 0
Final 12:37 PM 57 3000 10200
Initial 12:40 PM 5 0 0
Final 12:45 PM 65 3000 10200
Initial 12:47 PM 5 0 0
Final 12:52 PM 72 3000 10200 22.029300010200 49.34 55.92 19.43
22.02
8 3000 10200 49.34 55.92 19.43 22.02
7 3000 10200 49.34 55.92 19.43
22.23
6 3100 10300 50.98 56.47 20.07 22.23
5 3100 10300 50.98 56.47 20.07
23.31
4 3200 10500 52.63 57.56 20.72 22.66
3 3300 10800 54.27 59.21 21.37
60.85 20.72 23.96
2 3300 10900 54.27 59.76 21.37 23.53
Test
Interval Time (hr)
1 3200 11100 52.63
Proposed Industrial Building
Fontana, California
21G164-2
Ryan Bremer
Flow Readings Infiltration Rates
21G164-2 Infiltration Testing
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Infiltration Test No I-3
Constants
Diameter
(ft)
Area
(ft2)
Area
(cm2)
Inner 1 0.79 730 *Note: The infiltration rate was calculated
Anlr. Space 2 2.36 2189 based on current time interval
Interval
Elapsed
Inner
Ring
Ring
Flow
Annular
Ring
Space
Flow
Inner
Ring*
Annular
Space*
Inner
Ring*
Annular
Space*
(min) (ml)(cm3)(ml)(cm3)(cm/hr) (cm/hr) (in/hr) (in/hr)
Initial 9:32 AM 10 750 0
Final 9:42 AM 10 5100 9500
Initial 9:45 AM 10 200 0
Final 9:55 AM 23 4000 9800
Initial 9:58 AM 10 250 0
Final 10:08 AM 36 4200 10200
Initial 10:10 AM 10 250 0
Final 10:20 AM 48 4200 10500
Initial 10:22 AM 10 250 0
Final 10:32 AM 60 4200 12000 12.955395012000 32.48 32.89 12.79
11.01
4 3950 10500 32.48 28.78 12.79 11.33
3 3950 10200 32.48 27.96 12.79
26.04 14.08 10.25
2 3800 9800 31.25 26.86 12.30 10.58
Test
Interval Time (hr)
1 4350 9500 35.77
Proposed Industrial Building
Fontana, California
21G164-2
Ryan Bremer
Flow Readings Infiltration Rates
21G164-2 Infiltration Testing
Sample Description I-1 @ 9'
Soil Classification Light Yellow Brown fine to coarse Sandy Gravel, extensive Cobbles, occasional Boulders
Proposed Industrial Building
Fontana, California
Project No. 21G164-2
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-2 @ 10'
Soil Classification Gray fine to coarse Sandy Gravel, extensive Cobbles, occasional Boulders
Proposed Industrial Building
Fontana, California
Project No. 21G164-2
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
Sample Description I-3 @ 8'
Soil Classification Gray Gravelly fine to coarse Sand, extensive Cobbles, occasional Boulders
Proposed Industrial Building
Fontana, California
Project No. 21G164-2
PLATE C- 3
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