HomeMy WebLinkAboutDetention Basin.AQ,Converse Consultants
imOver 60 Years of Dedication in Geotechnical Engineering and Environmental Sciences
d1l
June 4, 2004
Mr. Jim Cottrell
Lennar Partners
do 4350 Von Karman Avenue, Suite 200
Newport, CA 92660
Subject: PERCOLATION TEST RESULTS REPORT
4.37 -acre Detention Basin Design and Construction
South of the Intersection of Sierra Avenue and Jurupa Avenue
Fontana, San Bernardino County, California
Converse Project No. 04-81-188-01
Dear Mr. Cottrell:
Converse Consultants (Converse) has prepared this report to present percolation test
results for the proposed detention basin to be located south of the intersection of Sierra
Avenue and Jurupa Avenue, in the city of Fontana, San Bernardino County, California.
AID Please feel free to call us at (909) 796-0544 if you have questions or if we can be of
further service. The opportunity to provide continued service to Lennar Partners is
appreciated.
CONVERSE CONSULTANTS
dd
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cc: W. OE 2517
Hashmi S. E. Quazi, Ph.D., G E. EV. RR Atuisss e I I qD.Va v i e s
COB/Regional Manager Senior Staff Geologist
Dist: 4/Addressee
rdd/HSQ/mjr
1" 10391 Corporate Drive, Redlands, California 92374
-0544 * Facsimile: (909) 796-7675 * e-mail: ccieconv@aol.com
..... . Telephone: (909) 796
Pap*r
Percolation Testing Results
As 4.37 -acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Page ii
I -
TABLE OF CONTENTS
M
A
1.0
INTRODUCTION AND PROJECT DESCRIPTION ..........................................................
2.0
SCOPE OF WORK ...........................................................................................................
dl2.1
FIELD EXPLORATION .......................................................................................................
2.2
PERCOLATION TESTING ...................................................................................................
2.3
REPORT PREPARATION ...................................................................................................
3.0
SITE CONDITIONS AND GROUNDWATER ....................................................................
2
3.1
GEOLOGIC SETTING ........................................................................................................
3.2
SITE GEOLOGY ...............................................................................................................
3.3
SUBSURFACE CONDITIONS ..............................................................................................
3
4.0
PERCOLATION TESTING ...............................................................................................
4
5.0
PERMANENTSLOPES ....................................................................................................
6.0
EXCAVATABILITY ...........................................................................................................
d0
7.0
PAVEMENT DESIGN RECOMMENDATIONS .................................................................
5
5
7.1
ASPHALT CONCRETE PAVEMENT .....................................................................................
6
7.2
PORTLAND CEMENT CONCRETE PAVEMENT (PCCP) ........................................................
8.0
CONCLUSIONS ................................................................................................................
9.0
CLOSURE .........................................................................................................................
10.0
REFERENCES ..................................................................................................................
TABLES
Table No. 1, Summary of Percolation Testing Results ...............................................
2
5
Table No. 2, Recommended Pavement Sections ...................................................
6
Table No. 3, Recommended PCCP Sections ..........................................
..............
ILLUSTRATIONS
Following Page
Figure No. 1, Site Location Map ............................................................
Figure No. 2, Site Plan and Approximate Boring Location Map .....................................
Converse Consultants
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Percolation Testing Results
44 4.37 -Acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Page 1
I", . 1.0 INTRODUCTION AND PROJECT DESCRIPTION
At ' This report presents the results of our geotechnical consulting services performed by
10 Converse for the proposed detention basin design and construction on an approximately
d1i 4.37 -acre site located in Fontana, San Bernardino County, California. The project site is
q located north of Jurupa Avenue and west of Sierra Avenue, as shown in Figure No. 1,
Site Location Map. Our services were to determine the general percolation characteristics
of the on-site materials and provide recommendations for the design and construction of a
detention basin. The property is currently vacant and undeveloped.
A tentative development plan was provided to us by Huitt-Zollars, Inc. on May 10, 2004,
and was used as a reference for our investigation shown as Figure No. 2, Site Plan and
Approximate Boring Location Map.
40
2.0 SCOPE OF WORK
The scope of work included the following tasks described below:
2.1 Field Exploration
f The field exploration program consisted of three (3) hollow stem auger borings (BH
through BH -3) within the project site. The exploratory borings were advanced using an
eight -inch diameter hollow -stem auger drill rig. The depth of the each boring was
approximately 15.0 feet below existing ground surface. Casing and well screen were
placed downhole prior to removing the auger from the borehole. The approximate
locations of the borings are shown in Figure No. 2, Site Plan and Approximate Boring
Locations Map. A geologist visually logged the subsurface conditions encountered in the
exploratory borings at the time of drilling. Relatively undisturbed and bulk samples of the
subsurface materials were obtained from the borings for the purpose of laboratory testing.
See the Logs of Borings in Appendix A, Field Exploration.
2.2 Percolation Testing
Percolation testing was conducted using the cased boreholes in general accordance
with two methods: the County of San Bernardino, Department of Environmental Health
Services, Percolation Report Standards (revised August 1992), and the U.S. Bureau of
A Reclamation Test Method 7310 (USBR 7310-89). The test results from the three (3)
exploratory borings were used for evaluation of the percolation characteristics of the
44 native materials.
A-
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Converse Consultants
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I%Jvui %1V08 Scale
United States Geological Society, 7.5 Minute Quadrangle Series I inch =- 1500 feet
Ad Fontana, California, 1967, photorevised 1980
SITE LOCATION MAP
Project Number
Proposed Detention Basin, 4.37 -Acre Site 04-81-188-01
di Fontana, San Bernardino County, California Date
44 ' For: Lennar Partners June,2004
Ad - Figure No.
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Hills
owell,
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1049,
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4pp'mximat
.5ite-,,
LocAti
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I%Jvui %1V08 Scale
United States Geological Society, 7.5 Minute Quadrangle Series I inch =- 1500 feet
Ad Fontana, California, 1967, photorevised 1980
SITE LOCATION MAP
Project Number
Proposed Detention Basin, 4.37 -Acre Site 04-81-188-01
di Fontana, San Bernardino County, California Date
44 ' For: Lennar Partners June,2004
Ad - Figure No.
iSA Converse Consultants
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EXPLANATION
BH -1
Number and Approximate Boring Location
-7/ 0
�11 ( E)A/ 5
�'EP TU A L D E TEN
40 0 40 80 120
L
GRAPHIC SCALE
SITE PLAN AND APPROXIMATE BORING LOCATION MAP I
Proposed Detention Basin, 4.37 -acre Site
Fontana, San Bernardino County, California
For: Lennar Partners
Converse Consultants
-W
Project Number
04-81-188-01
Scaie
As Noted
Date
Figure No June, 2004
2
Percolation Testing Results
4.37 -Acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Page 2
2.3 Report Preparation
Data obtained from the field exploration and percolation testing was evaluated and this
report was prepared to present our findings and conclusions.
3.0 SITE CONDITIONS AND GROUNDWATER
A general description of the subsurface conditions and various materials encountered
during our field exploration at the site are presented in this section.
3.1 Geologic Setting
The property is located within the Chino Basin near the northwestern boundary of the
Peninsular Ranges Geomorphic Province of Southern California. The Chino Basin is a
broad alluvial valley bounded by the San Gabriel Mountains on the north, the San
Bernardino Mountains on the east and northeast, the Santa Ana Mountains on the south,
and the Puente Hills on the west. The thickness of the alluvium is more than 800 feet in
the central area of the basin with a maximum thickness of 1,300 feet near the Ontario
area.
The Peninsular Ranges Geomorphic Province consists of a series of northwest -trending
mountain ranges and valleys bounded on the north by the'San Bernardino and San
Gabriel Mountains, on the west by the Los Angeles Basin, and on the south by the Pacific
Ocean.
The province is a seismically active region characterized by a series of northwest -trending
4 - strike -slip faults. The most prominent of the nearby fault zones include the San Jacinto,
4- the Cucamonga, and the San Andreas faults all of which have been known to be active
during Quaternary time.
q*,
Topography within the province is generally characterized by broad alluvial valleys
separated by linear mountain ranges. This northwest -trending linear fabric is created by
the regional faulting within the granitic basement rock of the Southern California Batholith.
Broad, linear, alluvial valleys have been formed by erosion of these principally granitic
mountain ranges.
3.2 Site Geology
Earth materials to the maximum explored depth of 15.0 feet consist of Quaternary age
alluvial deposits. These alluvial deposits typically consist of moderately to well -
consolidated mixtures of sand, silty sand, sandy silt, and some gravel and cobbles.
6EI
Converse Consultants
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Percolation Testing Results
4.37 -Acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Page 4
basin bottom elevation. Each boring was cased with two-inch diameter well screen and
filled to the ground surface in order to presoak the subsurface soil before testing.
Using the USBR Test method, water was added to the subject boring at a constant rate
40 to maintain a constant water level in the boring. The amount of water, in gallons, used
over a 0.5 to 1.0 hour time period was monitored and recorded. The number of gallons
divided by the amount of time was used to calculate the approximate flow rate in both
gallons per hour (gph) and gallons per day (gpd).
1� Using the San Bernardino County continuous pre-soak test, a minimum of five (5)
-46 gallons of water was used to presoak each test hole prior to obtaining test readings. An
initial water level was recorded, then the water allowed to fall. After sufficient time
elapsed, the water level was recorded, and the hole refilled to approximately the same
40 as the initial level. Four (4) readings were recorded for each boring used. The drop in
water level was recorded to the nearest 1/10 -foot. The results of the percolation tests
were converted into minutes per inch (mpi).
Following testing, the casing was extracted from the borings and each boring was
backfilled with native soil cuttings. The approximate locations of the exploratory borings
are shown in Figure No. 2, Site Plan and Approximate Boring Location Map. Results of
the permeability testing are presented in the following table.
r—
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Tniqla Mt% 1 Part-tilation Tests for Detention Basin Design
.4- 5.0 PERMANENT SLOPES
dill -
Based upon the direct shear tests, we recommend that slopes should be constructed
with slope ratios no steeper than 2:1 (H:V). Slopes in excess of 15 feet in height are not
anticipated. Fill slopes, properly compacted to the slope -face, graded no steeper than 2:1
(H:V), and are not higher than 15 feet, should be grossly stable.
Converse Consultants
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. I
-
Elapsed
Maintained
Percolation Rate
Test
Time
Time
Depth
Gallons Used
No.
(hour)
(feet)
Gallons / Hour
Gallons/Day
iMinuteslinch
BH -1
10:28
1.2
4.3
47.7
43
1040
BH -2A
12:25
0.5
5.3
24.5
49
1176
i—
3.
.00
BH -2B
13:00
1.0
-
-
-
-
1.3
14:
BH -3
14:00
1.75
1.3
15:45
.4- 5.0 PERMANENT SLOPES
dill -
Based upon the direct shear tests, we recommend that slopes should be constructed
with slope ratios no steeper than 2:1 (H:V). Slopes in excess of 15 feet in height are not
anticipated. Fill slopes, properly compacted to the slope -face, graded no steeper than 2:1
(H:V), and are not higher than 15 feet, should be grossly stable.
Converse Consultants
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Percolation Testing Results
4.37 -Acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Page 5
Permanent structures should be set back from graded slopes in accordance with Chapter
18 (CBC Figure 18-1-1) of the California Building Code (2001 Edition).
6.0 EXCAVATABILITY
Am -
t ' Based on our field exploration, the earth materials at the site should be excavatable with
1W conventional earth moving and trenching equipment.
17-1
7.0 PAVEMENT DESIGN RECOMMENDATIONS
7.1 Asphalt Concrete Pavement
f *
in One laboratory R -value test was performed on a representative bulk soil sample during
our investigation and presented in the referenced Preliminary Geotechnical Investigation
Report. The results indicated an R -value of 64. Preliminary structural pavement sections
were calculated based on an R -value of 50.
do
Asphalt concrete pavement sections corresponding to Traffic Indices (T[s) ranging from
5.0 to 9.0 and an R -value of 50 are presented for preliminary design. Analysis was based
on Caltrans' Highway Design Manual design procedure for flexible pavement structural
sections without the recommended safety factor of 0.20 feet, when evaluating the required
Gravel Equivalent (GE) of Asphalt Concrete (AC). The results of our analysis are
summarized in Table No. 3, Recommended Pavement Sections. To determine the final
f structural pavement sections, R -value tests should be performed from soils collected from
Im
am' near finish grade within the proposed streets and other areas to be paved after grading.
Table No. 2. Recommended Pavement Sections
R -value
Traffic Index (TI)
-Pavement Sections
Asphalt Concrete (inches)
Aggregate -Base (inches)
50
5.0
3.0
4.0
6.0
3.0
4.5
7.0
3.0
6.5
8.0
4.0
7.0
9.0
5.0
7.0
I -
I" Prior to placement of aggregate base, at least the upper 12 inches of subgrade soils
W' should be scarified, moisture -conditioned, if necessary, and recompacted to at least 95
percent relative compaction as defined by ASTM Standard D 1557 test method.
Converse Consultants
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Percolation Testing Results
4.37 -Acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Ad Page 6
Ad Base materials should conform with Section 200-2.2," Crushed Aggregate Base," of the
current Standard Specifications for Public Works Construction (SSPWC) and should be
placed in accordance with Section 301.2 of the SSPWC.
Asphaltic concrete materials should conform with Section 203 of the SSPWC and
should be placed in accordance with Section 302.5 of the SSPWC.
Ad
4' 7.2 Portland Cement Concrete Pavement (PCCP)
dd The Portland Cement Association's (PCA) Southwest Region Publication P-14, Portland
I . Cement Concrete Pavement (PCCP) for Light, Medium, and Heavy Traffic, presents a
40 "Portland Cement Concrete Pavement (PCCP) Design Nomograph for City and County
Ad Roads." The pavement thickness sections presented in Table No. 4, PCCP Structural
Pavement Section, are based on this nomograph. Pavement sections are provided for
Traffic Indices (Tls) ranging from 5 to 9 and are based on an R -value of 50.
Ad
Table No. 3. Recommended PCCP Sactinns,
,I;'
R -value
Traffic Index (TI)
MCF-Pavernent-Sections
(inches)
50
5.0
6.0
6.0
6.5
7.0
6.5
8.0
7.0
9.0
7.0
We recommend that the project structural engineer consider the loading conditions at
various locations and select the appropriate pavement sections from Table No. 4,
Od Recommended PCCP Sections.
The pavement sections presented in Table No. 4 are based on a minimum 28 -day
Modulus of Rupture (M -R) of 550 psi and a compressive strength of 4,000 psi. The third
point method of testing beams should be used to evaluate modulus of rupture. The
concrete mix design should contain a minimum cement content of 5.5 sacks per cubic
lid yard. Recommended maximum and minimum values of slump for pavement concrete are
three (3) inches and one (1) inch, respectively.
do Transverse contraction joints should not be spaced more than 15 feet and should be cut to
a depth of one fourth the thickness of the slab. Longitudinal joints should not be spaced
6RI
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Percolation Testing Results
4.37 -Acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Page 7
more than 12 feet apart. A longitudinal joint is not necessary in the pavement adjacent to
the curb and gutter section.
Transverse contraction joints should not be spaced more than 15 feet and should be cut to
a depth of one fourth the thickness of the slab. Longitudinal joints should not be spaced
more than 12 feet apart. A longitudinal joint is not necessary in the pavement adjacent to
the curb and gutter section.
All outside edges of the PCCP should be thickened in accordance with PCA guidelines.
The PCCP materials should conform to Section 201 of the SSPWC (2000 edition) and
should be constructed in accordance with Section 302-6 of the SSPWC (2000).
Pavement subgrade should be prepared in accordance with Section 301 of the Standard
40 Specifications for Public Works Construction (SSPWC, 2000). The upper 12 inches of
subgrade should be compacted to a relative compaction of at least 95 percent as per
ASTM Standard D1 557 test method.
Positive drainage should be provided away from all pavement areas to prevent seepage
of surface and/or subsurface water into the pavement base and/or subgrade.
40
8.0 CONCLUSIONS
M
40 Based on our investigation, we believe that the project site is suitable for the proposed
development, provided the findings and conclusions presented in this geotechnical
investigation report are considered in the planning, design and construction of the
project.
9.0 CLOSURE
The percolation testing and this report were prepared in accordance with generally
40 accepted professional engineering and engineering geologic principles and practice within
our profession at this time in Southern California. Our conclusions and recommendations
are based on the results of the field exploration, field percolation testing and combined
40, with an interpolation of subsurface conditions between and beyond the exploration
locations.
I
M
As the project evolves, our continued consultation and construction monitoring should be
considered. Converse should review plans and specifications to ensure the findings
presented herein have been appropriately interpreted, and that the design assumptions
used in this study are valid. Subsurface conditions may differ in some locations from those
encountered in the explorations, and may require additional analyses and/or modified
recommendations. This report was written for Lennar Partners, and only for the proposed
development described herein. We are not responsible for technical interpretations made
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Percolation Testing Results
4.37 -Acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Page 8
by others, or exploratory information that has not been described or documented in this
report. Specific questions or interpretations concerning our findings and conclusions may
require written clarification.
All Converse Consultants
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Percolation Testing Results
4.37 -Acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Page 9
10.0 REFERENCES
HUITT — ZOLLARS, INC., Conceptual Detention Basin Plans, transmitted to us dated May
10, 2004, not to scale.
40
PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT, Sierra Business Center,
Approximately 190 -Acre Site, Bounded by Slover Avenue, Sierra Avenue, Santa
Ana Avenue, and Tamarind Avenue, City of Fontana, California, prepared for
Lennar Partners, prepared by Converse Consultants, Converse Project No. 03-81-
202-01, dated November 19, 2003.
SAN BERNARDINO COUNTY, Department of Environmental Health Services, On -Site
Waste Water Disposal System, Soil Percolation (PERC) Test Report Standards:
4d Suitability of Lots and Soils for Use of Leachlines or Seepage Pits, Revised August
1992.
UNITED STATES DEPARTMENT OF THE INTERIOR, BUREAU OF RECLAMATION,
Test Method 7310-89, Procedure for Constant Head Hydraulic Conductivity Tests
in Single Drill Holes.
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4.37 -Acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Page A-1
APPENDIX A
40
FIELD EXPLORATION
4d Our field investigation included a site reconnaissance and subsurface exploration
program consisting of drilling exploratory borings. During the site reconnaissance, the
surface conditions were noted and the locations of the borings were located using
4d existing topography and boundary features as a guide.
A total of three (3) exploratory borings were drilled were excavated on the site. Boring
locations are shown on Drawing No. 1, Site Plan and Approximate Boring Location Map.
Logs of these borings are presented in Appendix A, Logs of Borings.
The borings were advanced using an 8 -inch diameter hollow -stem auger drill rig. Soils
were continuously logged and classified in the field by visual examination in accordance
with the Unified Soil Classification System. The field descriptions have been modified
where appropriate to reflect laboratory test results.
Relatively undisturbed ring and bulk samples of the subsurface soils were obtained at
frequent intervals in the borings. The undisturbed samples were obtained using a
California Modified Sampler (2.4 inches inside diameter and 3.0 inches outside
diameter) lined with thin sample rings. The sampler was driven into the bottom of the
boreholes with successive drops of a 140 -pound hammer falling 30 inches by means of
a mechanically driven pulley. The number of successive drops of the driving weight
("blows") required for each six (6) inches of penetration of the sampler for the total of 18
inches are shown on the Logs of Borings in the "blow/6-inch" column.
f -
The soil was retained in brass rings (2.4 inches in diameter and one inch in height).
The central portion of the sample was retained and carefully sealed in waterproof plastic
containers for shipment to the laboratory. Bulk soil samples collected from the borings
were sealed in plastic bags and brought to the laboratory.
L",
'N
A key to soil symbols and terminology used in the logs of borings is included as Drawing
No. A-1, Unified Soil Classification and Key to Boring Log Symbols. For Logs of
Borings, see Drawings No. A-2 through A-4, Logs of Borings.
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4d
All'
0
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH
LETTER
Split barrel sampler in accordance with
(Results shown in Appendix B)
CLEAN
I'vW-01
.so .1
-
GW
WELL -GRADED GRAVELS.
GRAVEL - SAND MIXTURES.
DRIVE SAMPLE No recovery
GRAVEL
GRAVELS
11111i'llb-
GROUNDWATER WHILE DRILLING
LITTLE OR NO FINES
Plasticity
AND
GRAVELLY
SOILS
(LITTLE OR NO FINES)
01
oc�o .0
0 C� `4
GP
POORLY -GRADED GRAVELS,
GRAVEL - SAND MIXTURES,
LITTLE OR NO FINES
COARSE
GRAINED
SOILS
MORE THAN 50% OF
COARSE FRACTION
RETAINED ON NO 4
GRAVELS
WITH
FINES
J
O'1_
GM
SILTY GRAVELS, GRAVEL -
SAN. - SILT MIXTURES
se
Collapse Test
col
Expansion Index
SIEVE
IAPPRECIASUE
r
GC
CLAYEY GRAVELS, GRAVEL
SAND - CLAY MIXTURES
Chemical Analysis
ca
AMOUNT OF FINES)
h
Electrical Resistivity
er
SAND
AND
SANDY
SOILS
CLEAN
SANDS
(LITTLE OR NO FINES)
. . . . .
.......
sw
WELL -GRADED SANDS
GRAVELLY SANDS, LITTLE
OR NO FINES
MORE T HAN 50%
OF MATERIAL IS
LARGER THAN NO
200 SIEVE SIZE
sp
POORLY -GRADED SANDS.
GRAVELLY SAND , LITTLE OR
NO FINES
MORETHAN1111OF
COARSE FRACTION
SANDSWITH
FINES
SM
SILTY SANDS, SAND - SILT
MIXTURES
PASSING ON NO. 4
SIEVE
(APPRECABLE
AMOUNT OF FINES)
S C
CLAYEY SANDS. SAND -CLAY
MIXTURES
INORGANIC SILTS AND VERY
M L
FINE SANDS, ROCK FLOUR.
SILTY OR CLAYEY FINE
SANDS OR CLAYEY SILTS
OCLAYS AOS:'�""Tv
FINE
SILTS AND
LIQUID LIMIT LESS
CLAYS THAN 50
CL
IN=
MEDIUM PLASTICrrYOW To
GRAVELLY CLAYS. SANDY
CLAYS, SILTY CLAYS,LEAN
�Yq
GRAINED
SOILS
0 L
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW
PLASTICITY
MH
INORGANIC SILTS, MICACEOUS
OR DIATOMACEOUS FINE
SAND OR SILTY SOILS
MORE THAN 50% OF
MATERIAL IS
UC
H
INORGANIC CLAYS OF HIGH
PLASTICITY
SMALLER THAN NO
200 SIEVE SIZE
SILTS AND
LIQUID LIMIT
CLAYS GREATER THAN 50
OH
ORGANIC CLAYS OF MEDIUM
To HIGH PLASTICITY,
ORGANIC SILTS
HIGHLY ORGANIC SOILS
PT
I
PEAT, HUMUS, SWAMP SOILS
HIGH ORGANIC
CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
BORING LOG SYMBOLS
LABORATORY TESTING A13BREVIATIONS
SAMPLE TYPE
TEST TYPE
STANDARD PENETRATION TES
STRENGTH
Split barrel sampler in accordance with
(Results shown in Appendix B)
ASTM D-1 586-84 Standard Test Method
P
ds
DRIVE SAMPLE 2.42" I.D. sampler.
DRIVE SAMPLE No recovery
ds*
BULK SAMPLE
GROUNDWATER WHILE DRILLING
Uc
tX
Plasticity
pi
GROUNDWATER AFTER DRILLING
BORING LOG SYMBOLS
LABORATORY TESTING A13BREVIATIONS
TEST TYPE
STRENGTH
(Results shown in Appendix B)
Pocket Penetrometer
Direct Shear
P
ds
Direct Shear (single point)
ds*
CLASSIFICATION
Unconfined Compression
Triaxial Compression
Uc
tX
Plasticity
pi
Vane Shear
vs
Grain Size Analysis
ma
P:ssing No. 200 Steve
we
Consolidabon
c
S nd Equivalent
se
Collapse Test
col
Expansion Index
ei
Resistance (R) Value
r
Compaction Curve
max
Chemical Analysis
ca
Hydrometer
h
Electrical Resistivity
er
UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOG SYMBOLS
Project Name Project No. Drawing No.
95 PROPOSED DETENTION BASIN, 4.37 - ACRE SITE 04-81-188-01 A-1
M,AQ,Converse Consultants Fontana, California
For: Lennar Partners
Project ID: 01-81-188-Ol.GPJ; Template: KEY
Ali
Am
40
do
f
f
40
40
Log of Boring No. BH - 1
Dates Drilled: 5/17/2004 Logged by: RDD
Equipment: _ 8" HOLLOW STEM AUGER Driving Weight and Drop: 140 lbs / 30 in
Ground Surface Elevation (ft): 1045 _ Depth to Water (ft):_ NOT ENCOUNTERED
Checked By: HSQ
Project Name Project No. Drawing No.
45 PROPOSED DETENTION BASIN, 4.37 - ACRE SITE 04-81-188-01 A-2
W,AQ,Converse Consultants Fontana, California
X
For: Lennar Partners
Project ID: 01-81-188-Ol.GPJ; Template: LOG
SUMMARY OF SUBSURFACE CONDITIONS
SAMPLEc
This log is part of the report prepared by Converse for this project and
LLJ
should be read together with the report. This summary applies only at
zo
the location of the boring and at the time of drilling. Subsurface
co
Z)
z
0
conditions may differ at other locations and may change at this
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>
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W
(D
M 0)
" 0
location with the passage of time. The data presented is a
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)_ —
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(D _J
simplification of actual conditions encountered.
co
co
2
0 '2;
0
TOPSOIL
0.
SILTY SAND (SM): fine- to medium -grained, some roots
and grass, light brown.
ALLUVIUM (QaI)
SAND (SP): fine- to medium -grained, little gravel, yellow
brown to light gray.
5
11/18/18
5
110
ds
10
– – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – –
SANDY SILT (ML): trace caliche, rootcasts, orange
brown.
519/17
7
114
ma
15
pinhole porosity, dark yellow brown
6/10/14
13
111
End of boring at a 16.5 feet.
Groundwater not encountered during drilling.
Boring cased for percolation test.
Project Name Project No. Drawing No.
45 PROPOSED DETENTION BASIN, 4.37 - ACRE SITE 04-81-188-01 A-2
W,AQ,Converse Consultants Fontana, California
X
For: Lennar Partners
Project ID: 01-81-188-Ol.GPJ; Template: LOG
AM
40
40
40
f
IIIII
Log of Boring No. BH - 2
Dates Drilled: 5/17/2004 Logged by: RDD
Equipment: _ 8" HOLLOW STEM AUGER Driving Weight and Drop: 140 lbs / 30 in
Ground Surface Elevation (ft): 1046 _ Depth to Water (ft):_ NOT ENCOUNTERED
Checked By: HSQ
Project Name Project No. Drawing No.
PROPOSED DETENTION BASIN, 4.37 -ACRE SITE
qVAz� Converse Consultants Fontana, California 04-81-188-01 A-3
For: Lennar Partners
Project ID: 01-81-188-Ol.GPJ; Template: LOG
SUMMARY OF SUBSURFACE CONDITIONS
SAMPLEc
8_0
This log is part of the report prepared by Converse for this project and
W
should be read together with the report. This summary applies only at
IX
-
the location of the boring and at the time of drilling. Subsurface
U)
:)
z
IX
conditions may differ at other locations and may change at this
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3:
F—
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Z)
W
M 0)
" 0
location with the passage of time. The data presented is a
0
0
>_
W
F—
(D _J
simplification of actual conditions encountered.
0
00
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co
2
C) CL
0
LIZ.. il
TOPSOIL
�1_11 L, ILI
LTY SAND (SIVI): fine- to medium -grained, some
roots, liaht brown.
ALLUVIUM (Qal)
SAND TO SILTY SAND (SP -SM): fine- to
coarse -grained, tan to light brown.
5
7/9/10
2
116
10
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
SANDY SILT (ML): fine-grained sand, red brown.
5/11/16
6
115
ma
little pinhole and tubular porosity
4/8/14
12
116
15
End of boring at al 5.0 feet.
Groundwater not encountered during drilling.
Boring cased for percolation test.
Project Name Project No. Drawing No.
PROPOSED DETENTION BASIN, 4.37 -ACRE SITE
qVAz� Converse Consultants Fontana, California 04-81-188-01 A-3
For: Lennar Partners
Project ID: 01-81-188-Ol.GPJ; Template: LOG
do
0
4
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qft
a
Dates Drilled: 5/17/2004
Log of Boring No. BH - 3
Logged by: RDD
Equipment: 8" HOLLOW STEM AUGER Driving Weight and Drop: 140 lbs / 30 in
Ground Surface Elevation (ft)
1047 Depth to Water (ft): NOT ENCOUNTERED
Checked By: HSQ
Project Name Project No Drawing No.
PROPOSED DETENTION BASIN, 4.37 - ACRE SITE 04-81-188-01' A-4
Converse Consultants Fontana, California
For: Lennar Partners
Project ID: 01-81-188-Ol.GPJ; Template: LOG
SUMMARY OF SUBSURFACE CONDITIONS
SAMPLEEE
This log is part of the report prepared by Converse for this project and
Lu
should be read together with the report. This summary applies only at
C.)
the location of the boring and at the time of drilling. Subsurface
CD
z
conditions may differ at other locations and may change at this
uJ
>
3:
DO
LLJ
CU CD
0
location with the passage of time. The data presented is a
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simplification of actual conditions encountered.
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oo
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2
c -
0—
0
TOPSOIL
SILTY SAND (SM): fine-grained, few fine gravel, brown,
ALLUVIUM (Qal)
SAND TO SILTY SAND (SP -SM): fine- to
coarse-grained, gray brown.
5
6/10/13
2
118
7
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
SANDY SILT (ML): fine -grained sand, red brown to
brown.
10
5/9/13
7
113
ds
_L -
-
- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
SAND TO SILTY SAND (SP -SM): fine- to
7/12/18
4
113
15
medium -grained, few gravel, brown.
End of boring at a16.5 feet.
Groundwater not encountered during drilling.
Boring cased for percolation test.
Project Name Project No Drawing No.
PROPOSED DETENTION BASIN, 4.37 - ACRE SITE 04-81-188-01' A-4
Converse Consultants Fontana, California
For: Lennar Partners
Project ID: 01-81-188-Ol.GPJ; Template: LOG
Percolation Testing Results
4.37 -Acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Page B-1
APPENDIX B
LABORATORY TESTING PROGRAM
Laboratory tests were conducted on representative soil samples for the purpose of
classification and evaluation of their relevant physical characteristics and engineering
properties. The results of laboratory testing are summarized in the following sections
40 and on the Logs of Borings in Appendix A, Field Exploration. The following is a
summary of the various laboratory tests conducted for this project.
Moisture Content and Dry Density
40
-1� Results of these tests performed on relatively undisturbed ring samples were used to
911 aid in the classification of the soils and to provide qualitative information regarding soil
strength and compressibility. For test results, see the Logs of Borings in Appendix A,
Field Exploration.
Grain -Size Analysis
To assist in classification of soils, mechanical grain -size analyses were performed on a
representative sample. Testing was performed in general accordance with the ASTM
Standard D422 test method. Results are shown in Drawing No. B-1, Grain Size
Distribution Results.
Direct Shear Test
A direct shear test was performed on a representative sample. The test was performed
on undisturbed samples at soaked moisture conditions. Samples contained in brass
sampler rings were placed one at a time directly into the test apparatus and subjected to
a range of normal loads appropriate for the anticipated conditions. Each sample was
then sheared at a constant strain rate of 0.05 inch/minute. Shear deformation was
recorded until a maximum of about 0.25 -inch shear displacement was achieved. Peak
strength was selected from the shear -stress deformation data and plotted to determine
the shear strength parameters. Test data, including sample density and moisture
content are presented in the following table and are presented in Drawings No. B-2 and
B-3, Direct Shear Test Results.
6EA
Converse Consultants
CCI ENT\OFFICE\JOBFILE\2004\81 \04-188\04188-Ol.per
f
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46
Ad
MR
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Percolation Testing Results
4.37 -Acre Detention Basin Design and Construction
Fontana, San Bernardino County, California
June 4, 2004
Page B-2
ICIIJIVI-4U.0-i'QUI1111111du
Uyulrect %-)near i eST
Kesuits
Sample
Igo
',Average
Effective
Location
(Boring No.
Natural/
Remolded
Soil Classification
.-Initiall.:
Initial
�14y
-'Xffective
-Mohoilon
Fricth 3n
/Depth)
�mdlstur�e
Content (9/6)
Density
-4pcl)
(psQ
-Ar 1 gle
(degree)
BH -1 5'
Natural
Sand with Gravel (SP), fine-
5.4
109.7
0
44
grained, light -gray
BH -3 . 10'
LNatural
Sandy Silt (ML), brown
6.6
112.9
100
34
Sample Storag
Soil samples presently stored in our laboratory will be discarded 30 days after the date of
this report unless this office receives a specific request to retain the samples for a longer
period.
901
Converse Consultants
CCIENT\OFFICE\JOBFILE\2004\81\04-188\04188-Ol.per
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
Mill
Depth (ft)
100
10C
1 0.1
9E
0.01
9C
M 131-11-2
85
SILTY SAND (SM)
80
GRAIN SIZE IN MILLIMETERS
75
70
65
60
GRAVEL
>- 55
D60 D30 D10
co
0 131-1-1
Of
W 50
0.081
Z
COBBLES
LL
0.16
1,— 45
SILT OR CLAY
z
Lu
40
W
coarse fine
35
30
25
20
15
10
5
0
4" Project ID: 01-81-188-Ol.GPJ; Template: GRAIN SIZE
ale
Boring No.
Depth (ft)
100
10
1 0.1
10,
0.01
0.001
M 131-11-2
10,
SILTY SAND (SM)
GRAIN SIZE IN MILLIMETERS
GRAVEL
7— SAND
D60 D30 D10
%Gravel %Sand %Silt I %Clay
0 131-1-1
10, 2.36
0.081
0.0 42.3 57.7
COBBLES
10, 9.5
0.16
1.0 58.2 40.8
SILT OR CLAY
coarse fine
coarse I medium fine
4" Project ID: 01-81-188-Ol.GPJ; Template: GRAIN SIZE
ale
Boring No.
Depth (ft)
Description
LL PL PI Cc Cu
Boring No.
Depth (ft)
Description
LL PL PI Cc Cu
01 131-1-11
10,
SANDY SILT (ML)
M 131-11-2
10,
SILTY SAND (SM)
Boring No.
Depth (ft) D100
D60 D30 D10
%Gravel %Sand %Silt I %Clay
0 131-1-1
10, 2.36
0.081
0.0 42.3 57.7
M 131-11-2
10, 9.5
0.16
1.0 58.2 40.8
GRAIN SIZE DISTRIBUTION RESULTS
Project Name Proje t No. Drawing No.
PROPOSED DETENTION BASIN, 4.37 - ACRE SITE
9!�� AM" Converse Consultants Fontana, California 04-81-188-01 B-1
607 For: Lennar Partners
'Rill
40-
16'
40
14"
41111111 -
14'
do -
14
me
is
NOTE: Ultimate Strength.
5,OOC
4,OOC
't6
3,000
z
C0
2,000
1,000
981
1,000 2,000 3,000 4,000 5,000
SURCHARGE PRESSURE, psf
BORING NO. BH - 1
DEPTH (ft)
DESCRIPTION SAND WITH GRAVEL (SP)
COHESION (psf) 0
FRICTION ANGLE (degrees)
MOISTURE CONTENT(%) 5.4
DRY DENSITY (pcf) 109.7
DIRECT SHEAR TEST RESULTS
Project Name Project No. Drawing No.
PROPOSED DETENTION BASIN, 4.37 - ACRE SITE
Fontana, California 04-81-188-01 B-2
Converse Consultants For: Lennar Partners
Project ID: 01-81-188-Ol.GPJ; Template: DIRECT SHEAR
dW
Ad
R
f
40
A9
I.
qW
0
44'
5,000
DEPTH (ft) 10,
DESCRIPTION SANDY SILT (ML)
COHESION (pso 100
FRICTION ANGLE (degrees) 34
MOISTURE CONTENT(%) 6.6
4,000
3,000
z
CD
r
CD 2,000
1,000
0 L
0 1,000 2,000 3,000 4,000 5,01C
SURCHARGE PRESSURE, psf
0
BORING NO. BH -3
DEPTH (ft) 10,
DESCRIPTION SANDY SILT (ML)
COHESION (pso 100
FRICTION ANGLE (degrees) 34
MOISTURE CONTENT(%) 6.6
DRY DENSITY (pcf) 112.9
NOTE: Ultimate Strength.
DIRECT SHEAR TEST RESULTS
Project Name Project No. Drawing No.
PROPOSED DETENTION BASIN, 4.37 - ACRE SITE
Fontana, California 04-81-188-01 B - 3
Converse Consultants
For: Lennar Partners
OR Project ID: 01-81-188-Ol.GPJ; Template: DIRECT SHEAR
W