HomeMy WebLinkAboutTract Map 36483 BRS Street Widening Soils ReportUPDATED GEOTECHNICAL INVESTIGATION REPORT
WIDENING OF BUTTERFIELD STAGE ROAD FROM
TEMECULA PARKWAY TO DE PORTOLA ROAD
City of Temecula, Riverside County, California
CONVERSE PROJECT NO. 24-81-242-01
Prepared For: WOODSIDE HOMES SOUTHERN CALIFORNIA DIVISION
1250 Corona Pointe Court, Suite 500
Corona, California 92879
Prepared By: CONVERSE CONSULTANTS
2021 Rancho Drive, Suite 1
Redlands, CA 92373
909-796-0544
December 9, 2024
Updated February 3, 2025
APPROVED BY
CITY OF TEMECULA
PUBLIC WORKS
valerie.caragan 02/24/2025
02/24/2025 02/24/2025
02/24/20
Converse Consultants
Geotechnical Engineering, Environmental & Groundwater Science, Inspection & Testing Services
2021 Rancho Drive, Suite 1, Redlands, California 92373
Telephone: (909) 796-0544 ♦ Facsimile: (909) 796-7675 ♦ www.converseconsultants.com
December 9, 2024
Updated February 3, 2025
Mr. Trent Heiner
Senior Project Manager
Woodside Homes Southern California Division
1250 Corona Pointe Court,
Suite 500
Corona, CA 92879
Subject: UPDATED GEOTECHNICAL INVESTIGATION REPORT
Widening of Butterfield Stage Road from Temecula Parkway to De
Portola Road
City of Temecula, Riverside County, CA
Converse Project No. 24-81-242-01
Dear Mr. Heiner:
Converse Consultants (Converse) is pleased to submit this Geotechnical Investigation
Report to assist with the design and construction of Widening of Butterfield Stage Road
from Temecula Parkway to De Portola Road in the City of Temecula, Riverside County,
California. This report has been prepared in accordance with our proposal dated August
8, 2024 and your authorization to proceed and Agreement for Contract Services effective
September 2, 2024.
Based on our field investigation, laboratory data and analysis, the proposed project is
feasible from a geotechnical standpoint provided recommendations presented in this
report are incorporated in the design and construction.
We appreciate the opportunity to be of continued service to Woodside Homes. If you should
have any questions, please do not hesitate to contact us at 909-474-2847.
CONVERSE CONSULTANTS
Hashmi S.E. Quazi, PhD, PE, GE
Principal Engineer
Dist: 1-Electronic PDF/Addressee
HSQ/AR/kvg
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola Road
City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page ii
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PROFESSIONAL CERTIFICATION
This report has been prepared by the staff of Converse under the professional supervision
of the individuals whose seal and signature appear hereon.
The findings, recommendations, specifications or professional opinions contained in this
report were prepared in accordance with generally accepted professional engineering and
engineering geologic principles and practice in this area of Southern California. There is
no warranty, either expressed or implied.
_______________________________ _______________________________
Anthony Rosas Catherine Nelson, GIT
Staff Engineer Senior Staff Geologist
_______________________________
Hashmi S.E. Quazi, PhD, PE, GE
Principal Engineer
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page iii
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TABLE OF CONTENTS
1.0 INTRODUCTION ----------------------------------------------------------------------------------- 1
2.0 PROJECT DESCRIPTION ---------------------------------------------------------------------- 1
3.0 SITE DESCRIPTION ------------------------------------------------------------------------------ 1
4.0 SCOPE OF WORK -------------------------------------------------------------------------------- 2
4.1 Project Set-Up ----------------------------------------------------------------------------- 2
4.2 Subsurface Exploration ------------------------------------------------------------------ 3
4.3 Laboratory Testing ------------------------------------------------------------------------ 3
4.4 Analysis and Report Preparation ------------------------------------------------------ 3
5.0 SUBSURFACE CONDITIONS ----------------------------------------------------------------- 3
5.1 Surface Profile ----------------------------------------------------------------------------- 4
5.2 Subsurface Profile ------------------------------------------------------------------------ 4
5.3 Subsurface Variations ------------------------------------------------------------------- 4
5.4 Excavatability ------------------------------------------------------------------------------ 4
6.0 LABORATORY TESTING ----------------------------------------------------------------------- 4
6.1 Physical Test Results -------------------------------------------------------------------- 5
7.0 PAVEMENT RECOMMENDATIONS --------------------------------------------------------- 5
8.0 CONSTRUCTION CONSIDERATIONS ------------------------------------------------------ 6
9.0 CLOSURE ------------------------------------------------------------------------------------------- 7
10.0 REFERENCES ------------------------------------------------------------------------------------- 8
FIGURES
Following Page No.
Figure No. 1, Approximate Site Location Map ................................................................. 1
Figure Nos. 2a and 2b, Approximate Boring Locations Map ................................................ 3
TABLES
Page No.
Table No. 1, Recommended Preliminary Pavement Sections ........................................... 6
APPENDICES
Appendix A .................................................................................................... Field Exploration
Appendix B .................................................................................. Laboratory Testing Program
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page 1
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1.0 INTRODUCTION
This report was prepared by Converse for the proposed widening of Butterfield Stage Road
from Temecula Parkway to De Portola Road in the City of Temecula, Riverside County,
California. The project location is shown in Figure No. 1, Approximate Site Location Map.
The purpose of the investigation was to evaluate the nature and engineering properties of
the subsurface soils, to provide geotechnical recommendations for the design and
construction of the proposed widening of Butterfield Stage Road.
This report is prepared for the project described herein and is intended for use solely by
Woodside Homes and City of Temecula and their authorized agents for design purposes. It
should not be used as a bidding document but may be made available to potential
contractors for information on factual data only. For bidding purposes, the contractors should
be responsible for making their own interpretation of the data contained in this report.
2.0 PROJECT DESCRIPTION
The project consists of widening Butterfield Stage Road from Temecula Parkway to De
Portola Road in the city of Temecula. The roadway segment measures approximately
1,255 feet (0.24 miles).
3.0 SITE DESCRIPTION
Butterfield Stage Road between Temecula Parkway and De Portola Road is a 1,255-foot
section of roadway that runs in a north-south direction. The left side (southbound) consists
of two lanes, while the right side (northbound) transitions from two lanes to one lane and
then back to two lanes. There is no concrete curb along the right side of the roadway within
the project limit. The segment of roadway also lags adequate shoulder and clear recovery
zone. The surrounding area consists of undeveloped fields and light industrial zones to the
east. During our field investigation moderate to heavy traffic was observed in this roadway
segment.
Photograph Nos. 1 and 2 depict the present conditions along Butterfield Stage Road within
the project limit.
Converse Consultants
Project No.
Figure No.
24-81-242-01Approximate Site Location Map
1
Project:
Location:
Widening of Butterfield Stage Road from
Temecula Parkway to De Portola Road
City of Temecula, Riverside County, California
Approximate Site Location
(Not to Scale)
For:Woodside Homes
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page 2
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Photograph No. 1: Current site conditions at Butterfield Stage Road near De Portola Road,
facing northwest.
Photograph No. 2: Current site conditions at Butterfield Stage Road near De Portola Road,
facing southeast.
4.0 SCOPE OF WORK
The scope of this investigation included the following tasks.
4.1 Project Set-Up
As part of the project set-up our staff performed the following tasks.
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page 3
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Prepared a “field exploration plan”, which was reviewed and approved by Todd
Pitner with Michael Baker International (MBI).
Obtained a permit from the City of Temecula (City) to drill in the City’s right-of-way.
Conducted a field reconnaissance to document existing streets conditions and
verify field exploration locations access.
Notified Underground Service Alert (USA) at least 72 hours prior to drilling to clear
the boring locations of any conflict with existing underground utilities.
Engaged a California licensed driller to drill the exploratory borings.
4.2 Subsurface Exploration
Four exploratory borings (BH-01 through BH-04) were drilled on November 12, 2024, to
investigate the subsurface conditions. BH-01 and BH-02 were drilled to a maximum depth
of 11.5 feet below the existing ground surface (bgs). BH-03 and BH-04 were drilled to a
maximum depth of 6.5 feet bgs and 8.5 feet bgs, respectively, due to refusal of unknown
material.
The approximate locations of the borings are shown on Figure Nos. 2a and 2b,
Approximate Boring Locations Map. For a description of the field exploration and sampling
program, see Appendix A, Field Exploration.
4.3 Laboratory Testing
Representative soil samples obtained during the subsurface exploration were tested in our
laboratory to evaluate their engineering properties. Laboratory testing included the following.
In Situ Moisture Content and Dry Density (ASTM Standards D2216 and D2937)
Expansion Index (ASTM Standard D4829)
R-Value (ASTM Standard D2844)
Percent finer than Sieve No. 200 (ASTM Standard D1140)
Laboratory Maximum Density (ASTM Standard D1557)
For in situ moisture and density data, see the logs of borings in Appendix A, Field
Exploration. For a description of the laboratory test methods and test results, see Appendix
B, Laboratory Testing Program.
4.4 Analysis and Report Preparation
Data obtained from the exploratory fieldwork and the laboratory-testing program was
evaluated. The geotechnical analyses were compiled, and this report was prepared to
present our findings and recommendations.
5.0 SUBSURFACE CONDITIONS
The various elements of the subsurface condition are presented below.
Converse Consultants
Approximate Boring Locations Map
Number/Depth (ft.)
and Approximate
Location of
Exploratory Boring
Number/Depth (ft.)
and Approximate
Location of
Exploratory Boring
BH-01/11.5'
BH-01/11.5'
Project : Butterfield Stage Road Widening from
Temecula Parkway to De Portola Road
Location: City of Temecula, Riverside County, California
For: Woodside Homes
Project No.
24-81-242-01
Figure No.
2a
Converse Consultants
Approximate Boring Locations Map
BH-04/11.5'
Number/Depth (ft.) and
Approximate Location of
Exploratory Boring
For: Woodside Homes
Project No.
24-81-242-01
Figure No.
2b
BH-02/11.5'BH-03/6.5'BH-04/8.5'
Project : Butterfield Stage Road Widening from
Temecula Parkway to De Portola Road
Location: City of Temecula, Riverside County, California
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page 4
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5.1 Surface Profile
Borings BH-01 through BH-04 were drilled along the east side of the road, in the dirt area
adjacent to the road. The borings were not conducted within the existing asphalt
pavement.
5.2 Subsurface Profile
Based on the exploratory borings and laboratory test results, the subsurface soil at the
project site consisted primarily of alluvial soils comprising of silt, sand, and scattered to
few gravel up to 0.5 inch in maximum dimension.
Discernible fill soils were not identified in our subsurface exploration; however, the site
may have been previously graded for the existing pavement and fill soil is likely present.
If present, the fill soils are likely derived from on-site sources and are similar to the native
alluvial soils in composition and density.
For a detailed description of the subsurface materials encountered in the exploratory
borings, see Drawings No. A-2 through A-5, Logs of Borings, in Appendix A, Field
Exploration.
5.3 Subsurface Variations
Based on the results of our subsurface exploration, variations in the continuity and nature
of subsurface conditions should be anticipated. Due to the variations in the nature and
depositional characteristics of earth materials, care should be exercised in extrapolating
or interpolating subsurface soil conditions between or beyond the exploration locations.
5.4 Excavatability
Based on our exploratory borings, the soil is expected to be excavatable with conventional
heavy-duty earthmoving equipment, such as excavators, bulldozers, front loaders, and
specialized equipment for pavement construction. However, excavation will likely be
difficult where concentration of gravel is encountered. Selection of an appropriate
excavation equipment model should be done by an experienced earthwork contractor and
may require test excavations in representative areas.
6.0 LABORATORY TESTING
Laboratory testing was performed to evaluate the physical and engineering properties of
the subsurface soils. The testing is summarized below, and the results are provided in
Appendix B, Laboratory Testing Program.
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page 5
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6.1 Physical Test Results
In-situ Moisture and Dry Density – In-situ dry density and moisture content of the
soils were determined in accordance with ASTM Standard D2216-19 and D2937-
24. Dry densities within the upper 5.0 feet of soil ranged from 107.0 to 121.0
pounds per cubic foot (pcf) with moisture contents ranging from 6.0 to 11.0 percent.
Results are presented in the log of borings in Appendix A, Field Exploration.
Expansion Index (EI) – Two representative soil samples from borings BH-01 and
BH-03, within the upper 5 feet, were tested to evaluate the expansion potential in
accordance with ASTM Standard D4829-21. The results of the EI tests indicated
a very low expansion potential. The test results are summarized in Table No. B-1,
Expansion Index Test Results.
R-value (R) – Two representative bulk samples were tested in accordance with
ASTM Standard D2844_D2844M-18E01. The results of the R-value tests are 40,
35, for boreholes BH-01, and BH-03 respectively. These tests are summarized in
Table No. B-3, R-value Test Results in Appendix B, Laboratory Testing Program.
Percent Finer Than Sieve No. 200 (WA) – Four representative soil samples from
each boring were tested to evaluate the percent finer than sieve No. 200. Testing
was conducted in general accordance with the ASTM Standard D1140-70 test
method. The test results are summarized in Table No. B-4, Summary of Percent
Passing Sieve #200 Test Results.
Maximum Dry Density and Optimum Moisture Content (CP) – Typical moisture-
density relationship test was performed on one representative soil sample in
accordance with ASTM Standard D1557-12R21. The results are presented in
Drawing No. B-1, Moisture-Density Relationship Results in Appendix B, Laboratory
Testing Program. The laboratory maximum dry density was found 130.0 pcf with
optimum moisture content of 9.0 percent.
7.0 PAVEMENT RECOMMENDATIONS
Two representative soil samples were tested to determine the R-value of the subgrade
soils. Based on laboratory testing, R-values were found in the range of 35 to 40. For
pavement design, we have utilized an average R-value of 37 and design Traffic Indices
(TIs) ranging from 8 to 12.
Based on the above information, asphalt concrete and aggregate base thickness are
determined using the Caltrans Highway Design Manual (Caltrans, 2020), Chapter 630
with a safety factor of 0.2 for asphalt concrete/aggregate base Section and 0.1 for full
depth asphalt concrete section. Preliminary asphalt concrete pavement sections are
presented in the following table.
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page 6
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Table No. 1, Recommended Preliminary Pavement Sections
R-value Traffic
Index (TI)
Pavement Section
Asphalt Concrete
(inches)
Aggregate Base
(inches)
Full AC Section
(inches)
37
8 5.0 8.5 7.5
9 6.0 9.5 8.5
10 7.0 10.5 9.5
11 8.0 11.0 10.5
12 9.0 11.5 11.5
Pavement sections should follow the City of Temecula Standard or Table No. 1,
Recommended Preliminary Pavement Sections, whichever is applicable. At or near the
completion of grading, the subgrade should be tested to evaluate the actual subgrade R-
value for final pavement design.
Prior to placement of aggregate base or asphalt concrete, at least the upper 12 inches of
subgrade soils should be scarified, moisture-conditioned if necessary, and recompacted to
at least 95 percent of the laboratory maximum dry density as defined by ASTM Standard
D1557 test method.
Base materials should conform to Section 200-2.2,"Crushed Aggregate Base," of the current
Standard Specifications for Public Works Construction (SSPWC; Public Works Standards,
2021) or the City of Temecula Standard, whichever is applicable and should be placed in
accordance with Section 301-2 of the SSPWC.
Asphaltic concrete materials should conform to Section 203 of the SSPWC or the City of
Temecula Standard, whichever is applicable and should be placed in accordance with
Section 302-5 of the SSPWC.
8.0 CONSTRUCTION CONSIDERATIONS
This report has been prepared to assist with the design and construction of the Butterfield
Stage Road Widening project. It is recommended that this office be provided with an
opportunity to review final design drawings and specifications to determine if the
recommendations of this report have been properly implemented.
During construction, the geotechnical engineer and/or their authorized representatives
should be present at the site to provide a source of advice to the client regarding the
geotechnical aspects of the project and to observe and test the earthwork performed.
Their presence should not be construed as an acceptance of responsibility for the
performance of the completed work, since it is the sole responsibility of the contractor
performing the work to ensure that it complies with all applicable plans, specifications,
ordinances, etc.
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page 7
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9.0 CLOSURE
This report is prepared for the project described herein and is intended for use solely by
Woodside Homes and their authorized agents, to assist in the development of the
proposed project. Our findings and recommendations were obtained in accordance with
generally accepted professional principles practiced in geotechnical engineering. We
make no other warranty, either expressed or implied.
Converse Consultants is not responsible or liable for any claims or damages associated
with interpretation of available information provided to others. Site exploration identifies
actual soil conditions only at those points where samples are taken, when they are taken.
Data derived through sampling and laboratory testing is extrapolated by Converse
employees who render an opinion about the overall soil conditions. Actual conditions in
areas not sampled may differ. In the event that changes to the project occur, or additional
relevant information about the project is brought to our attention, the recommendations
contained in this report may not be valid unless these changes and additional relevant
information are reviewed, and the recommendations of this report are modified or verified
in writing. In addition, the recommendations can only be finalized by observing actual
subsurface conditions revealed during construction. Converse cannot be held responsible
for misinterpretation or changes to our recommendations made by others during
construction.
As the project evolves, continued consultation and construction monitoring by a qualified
geotechnical consultant should be considered an extension of geotechnical investigation
services performed to date. The geotechnical consultant should review plans and
specifications to verify that the recommendations presented herein have been
appropriately interpreted, and that the design assumptions used in this report are valid.
Where significant design changes occur, Converse may be required to augment or modify
the recommendations presented herein. Subsurface conditions may differ in some
locations from those encountered in the explorations, and may require additional analyses
and, possibly, modified recommendations.
Design recommendations given in this report are based on the assumption that the
recommendations contained in this report are implemented. Additional consultation may
be prudent to interpret Converse's findings for contractors, or to possibly refine these
recommendations based upon the review of the actual site conditions encountered during
construction. If the scope of the project changes, if project completion is to be delayed,
or if the report is to be used for another purpose, this office should be consulted.
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page 8
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10.0 REFERENCES
ASTM INTERNATIONAL, Annual Book of ASTM Standards, Current.
CALIFORNIA DEPARTMENT OF TRANSPORTATION (2020), “Highway Design
Manual”, Department of Transportation, State of California.
“GREENBOOK” STANDARD SPECIFICATIONS FOR PUBLIC WORKS
CONSTRUCTION, 2021 Edition, Public Works Standards, Inc.
Appendix A
Field Exploration
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page A-1
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APPENDIX A
FIELD EXPLORATION
Our field investigation included a site reconnaissance and a subsurface exploration
program consisting of drilling test borings. During the site reconnaissance, the surface
conditions of the pavement were noted, and the locations of the test borings were
determined by approximate measurements relative to existing streets and boundary
features and should be considered accurate only to the degree implied by the method
used.
Four exploratory borings (BH-01 through BH-04) were drilled on November 12, 2024, to
investigate the subsurface conditions along Butterfield Stage Road between Temecula
Parkway and De Portola Road. BH-01 and BH-02 were drilled to a maximum depth of
11.5 feet below the existing ground surface (bgs). BH-03 and BH-04 were drilled to a
maximum depth of 6.5 feet bgs and 8.5 feet bgs, respectively, due to refusal of unknown
material.
The borings were advanced using a truck mounted drill rig equipped with 8-inch diameter
hollow-stem augers for soil sampling. Soil encountered in the borings were logged by a
Converse Geologist/Engineer and classified in the field by visual examination in
accordance with the Unified Soil Classification System (ASTM D2488). The field
descriptions have been modified where appropriate to reflect laboratory test results.
Relatively undisturbed samples were obtained using California Modified Samplers (2.4
inches inside diameter and 3.0 inches outside diameter) lined with thin sample rings. The
steel ring sampler was driven into the bottom of the borehole with successive drops of a
140-pound driving weight falling 30 inches. Blow counts at each sample interval are
presented on the boring logs. Samples were retained in brass rings (2.4 inches inside
diameter and 1.0 inch in height) and carefully sealed in waterproof plastic containers for
shipment to the Converse laboratory. Bulk samples of typical soil types were also
obtained.
Following the completion of logging and sampling, all borings were backfilled with soil
cuttings and compacted by pushing down with augers using the drill rig. If construction is
delayed, the surface may settle over time. We recommend the owner monitor, or the boring
locations and backfill any depressions that might occur or provide protection around the
boring locations to prevent trip and fall injuries from occurring near the area of any potential
settlement.
It should be noted that the exact depths at which material changes occur cannot always be
established accurately. Unless a more precise depth can be established by other means,
changes in material conditions that occur between drive samples are indicated in the logs
at the top of the next drive sample.
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page A-2
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For a key to soil symbols and terminology used in the boring logs, refer to Drawing No.
A-1a and A-1b, Unified Soil Classification and Key to Boring Log Symbols. For logs of
borings, see Drawings No. A-2 through A-5, Logs of Borings.
1
Project No. Drawing
24-81-242-01 A-1a
(LITTLE OR NO FINES)
INORGANIC SILTS AND VERY
FINE SANDS, ROCK FLOUR,
SILTY OR CLAYEY FINE
SANDS OR CLAYEY SILTS
WITH SLIGHT PLASTICITY
LIQUID LIMIT LESS
THAN 50
SILTY GRAVELS, GRAVEL - SAND
- SILT MIXTURES
OH
SC
SILTS AND
CLAYS
MORE THAN 50% OF
COARSE FRACTION
PASSING ON NO. 4
SIEVE
MORE THAN 50% OF
MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE
SILTY SANDS, SAND - SILT
MIXTURES
POORLY-GRADED SANDS,
GRAVELLY SAND, LITTLE OR
NO FINES
(LITTLE OR NO FINES)
OL
WELL-GRADED GRAVELS,
GRAVEL - SAND MIXTURES,
LITTLE OR NO FINES
SANDS WITH
FINES
CL
HIGHLY ORGANIC SOILS PT
MORE THAN 50% OF
MATERIAL IS
SMALLER THAN NO.
200 SIEVE SIZE
SM
WELL-GRADED SANDS,
GRAVELLY SANDS, LITTLE
OR NO FINES
(APPRECIABLE AMOUNT
OF FINES)
SP
SW
COARSE
GRAINED
SOILS
POORLY-GRADED GRAVELS,
GRAVEL - SAND MIXTURES,
LITTLE OR NO FINES
CLAYEY GRAVELS, GRAVEL -
SAND - CLAY MIXTURES
SAMPLE TYPE
LETTER
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY,
GRAVELLY CLAYS, SANDY
CLAYS, SILTY CLAYS, LEAN
CLAYS
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC
SILTS
SAND
AND
SANDY
SOILS
INORGANIC SILTS, MICACEOUS
OR DIATOMACEOUS FINE
SAND OR SILTY SOILS
SOIL CLASSIFICATION CHART
MORE THAN 50% OF
COARSE FRACTION
RETAINED ON NO. 4
SIEVE
(APPRECIABLE AMOUNT
OF FINES)
GC
DESCRIPTIONS
BORING LOG SYMBOLS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW
PLASTICITY
FINE
GRAINED
SOILS
SILTS AND
CLAYS
ML
TYPICAL
Split barrel sampler in accordance withASTM D-1586-84 Standard Test Method
No recovery
BULK SAMPLE
GROUNDWATER WHILE DRILLING
GROUNDWATER AFTER DRILLING
MH
GM
GW
SYMBOLS
PEAT, HUMUS, SWAMP SOILS
WITH HIGH ORGANIC
CONTENTS
LIQUID LIMIT
GREATER THAN 50
MAJOR DIVISIONS
STANDARD PENETRATION TEST
CH
GRAVELS
WITH
FINES
DRIVE SAMPLE 2.42" I.D. sampler (CMS).
DRIVE SAMPLE
CLEAN
SANDS
GRAVEL
AND
GRAVELLY
SOILS
CLEAN
GRAVELS
INORGANIC CLAYS OF HIGH
PLASTICITY
GP
CLAYEY SANDS, SAND - CLAY
MIXTURES
GRAPH
Converse Consultants
DRILLING METHOD SYMBOLS
C
CL
CP
CR
CU
DS
EI
M
OC
P
PA
PI
PL
PM
PP
R
SE
SG
SW
TV
UC
UU
UW
FIELD AND LABORATORY TESTS
Consolidation (ASTM D 2435)
Collapse Potential (ASTM D 4546)
Compaction Curve (ASTM D 1557)
Corrosion, Sulfates, Chlorides (CTM 643-99; 417; 422)
Consolidated Undrained Triaxial (ASTM D 4767)
Direct Shear (ASTM D 3080)
Expansion Index (ASTM D 4829)
Moisture Content (ASTM D 2216)
Organic Content (ASTM D 2974)
Permeablility (ASTM D 2434)
Particle Size Analysis (ASTM D 6913 [2002])
Liquid Limit, Plastic Limit, Plasticity Index
(ASTM D 4318)
Point Load Index (ASTM D 5731)
Pressure Meter
Pocket Penetrometer
R-Value (CTM 301)
Sand Equivalent (ASTM D 2419)
Specific Gravity (ASTM D 854)
Swell Potential (ASTM D 4546)
Pocket Torvane
Unconfined Compression - Soil (ASTM D 2166)
Unconfined Compression - Rock (ASTM D 7012)
Unconsolidated Undrained Triaxial (ASTM D 2850)
Unit Weight (ASTM D 2937)
Auger Drilling Mud Rotary Drilling Dynamic Coneor Hand Driven Diamond Core
UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOG SYMBOLS
Project ID: Template: KEY
WA Passing No. 200 Sieve
24-81-242-01.GPJ;
Widening of Butterfield Stage Road from
Temecula Parkway to De Portola Road
City of Temecula, Riverside County, California
For: Woodside Homes
CONSISTENCY OF COHESIVE SOILS
Descriptor
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
APPARENT DENSITY OF COHESIONLESS SOILS
Descriptor Criteria
Descriptor SPT N - Value (blows / foot)
Very Loose
Loose
Medium Dense
Dense
Very Dense
<4
4- 10
11 - 30
31 - 50
>50
Nonplastic
Low
Medium
High
Descriptor Criteria
Crumbles or breaks with handling orlittle finger pressure.
Crumbles or breaks with considerable
finger pressure.
Will not crumble or break with fingerpressure.
Weak
Moderate
Strong
Unconfined Compressive Strength (tsf)Torvane (tsf)
Pocket Penetrometer (tsf)
<0.25
0.25 - 0.50
0.50 - 1.0
1.0 - 2.0
2.0 - 4.0
>4.0
Descriptor Criteria
Trace (fine)/
Few
Little
Some
Mostly
Particles are present but estimated
to be less than 5%
5 to 10%
15 to 25%
30 to 45%
50 to 100%
PERCENT OF PROPORTION OF SOILS
MOISTURE
Criteria
Absence of moisture, dusty, dry to the touch
Damp but no visible water
Visible free water, usually soil is belowwater table
Size
Coarse
MediumFine
> 12 inches
3 to 12 inches
Passing No. 200 Sieve
No. 10 Sieve to No. 4 Sieve
No. 40 Sieve to No. 10 SieveNo. 200 Sieve to No. No. 40 Sieve
<0.25
0.25 - 0.50
0.50 - 1.0
1.0 - 2.0
2.0 - 4.0
>4.0
60
PLASTICITY OF FINE-GRAINED SOILS
Descriptor
Dry
Moist
Wet
Boulder
Cobble
Gravel
Sand
Silt and Clay
Descriptor
Coarse
Fine
3/4 inch to 3 inches
No. 4 Sieve to 3/4 inch
CEMENTATION/ Induration
A 1/8-inch thread cannot be rolled at any water content.
The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit.
The thread is easy to roll, and not much time is required to reach the plastic limit; it cannot be rerolled after
reaching the plastic limit. The lump crumbles when drier than the plastic limit.
It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several timesafter reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit.
Field Approximation
Easily penetrated several inches by fist
Easily penetrated several inches by thumb
Can be penetrated several inches by thumb
with moderate effort
Readily indented by thumb but penetratedonly with great effort
Readily indented by thumbnail
Indented by thumbnail with difficulty
<0.12
0.12 - 0.25
0.25 - 0.50
0.50 - 1.0
1.0 - 2.0
>2.0
SOIL PARTICLE SIZE
NOTE: This legend sheet provides descriptions andassociated criteria for required soil description componentsonly. Refer to Caltrans Soil and Rock Logging, Classification,and Presentation Manual (2010), Section 2, for tables ofadditional soil description components and discussion of soildescription and identification.
Project ID: Template: KEY
Converse Consultants
UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOG SYMBOLS
SPT Blow
Counts
< 2
2 - 4
5 - 8
9 - 15
16 - 30
>30
CA
Sampler
<3
3 - 6
7 - 12
13 - 25
26 - 50
>50
CA Sampler
<5
5 - 12
13 - 35
36 - 60
>60
Scattered (coarse)
Project No. Drawing
24-81-242-01 A-1b
24-81-242-01.GPJ;
North Perris Sewer Pipeline
Several Locations Along G Street and State Hwy 74
City of Perris, Riverside County, CA
For: EMWD
Widening of Butterfield Stage Road from
Temecula Parkway to De Portola Road
City of Temecula, Riverside County, California
For: Woodside Homes
ALLUVIUM
SILTY SAND (SM): fine to coarse-grained, trace clay,
slightly desiccated, micaceous, dense, moist, dark
brown.
- @3.3': interbedded layers of fine sand/silt only,
moderately desiccated.
- @5.0': more coarse grains, slightly indurated, reddish
brown.
SAND (SP): fine to medium-grained, trace silt, slightly
desiccated, slight oxidation staining, medium dense,
moist, light brownish gray.
- @10.0': dark gray.
- @11.0': approximately 3" thick layer of wet, sandy clay,
dark brown to black.
9
11
26
8
121
118
97
92
9/20/28
12/18/23
12/9/10
4/6/7
EI, CP, R,
WA
End of boring 11.5 feet below ground surface.
No groundwater encountered.
Boring backfilled with soil cuttings/cement slurry and
compacted with an auger using the weight of the drill rig
on 11/12/2024.
A-2
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Catherine Nelson Hashmi S. Quazi
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):
24-81-242-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
Widening of Butterfield Stage Road from
Temecula Parkway to DePortola Road
City of Temecula, Riverside County, California
For: Woodside Homes, Inc.
DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-01
Driving Weight and Drop:
11/12/2024
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
This log is part of the report prepared by Converse for this project
and should be read together with the report. This summary applies
only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change
at this location with the passage of time. The data presented is a
simplification of actual conditions encountered.
Converse Consultants
Project ID: 24-81-242-01 BORING LOGS.GPJ; Template: LOG
1112
ALLUVIUM
SILTY SAND (SM): fine to coarse-grained, scattered to
few gravel up to 0.5 inches maximum dimension, trace
clay, slightly desicated, micaceous, roots, dense,
moist, light brown.
- @3.0': interbedded layers of light to dark brown silt and
clay, slightly to moderate indurated, light to dark brown.
- @5.0': dark brown.
- @6.0': thin oxidized clay lens, black.
- @7.5': yellowish brown.
- @10.0': dark brown.
- @10.5': Approximately 1" thick layer of wet oxidized clay,
black.
6
20
12
22
108
108
119
93
14/18/20
9/15/18
10/12/22
9/13/21
End of boring 11.5 feet below ground surface.
No groundwater encountered.
Boring backfilled with soil cuttings/cement slurry and
compacted with an auger using the weight of the drill rig
on 11/12/2024.
A-3
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Anthony Rosas Hashmi S. Quazi
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):
24-81-242-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
Widening of Butterfield Stage Road from
Temecula Parkway to DePortola Road
City of Temecula, Riverside County, California
For: Woodside Homes, Inc.
DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-02
Driving Weight and Drop:
11/12/2024
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
This log is part of the report prepared by Converse for this project
and should be read together with the report. This summary applies
only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change
at this location with the passage of time. The data presented is a
simplification of actual conditions encountered.
Converse Consultants
Project ID: 24-81-242-01 BORING LOGS.GPJ; Template: LOG
1113
WA
ALLUVIUM
SILTY SAND (SM): fine to coarse-grained, very few
gravel up to 0.5 inches maximum dimension, trace
clay, slightly desicated, micaceous, medium dense,
moist, brown to dark brown.
- @2.5': more coarse grains, slightly indurated.
- @5.0' moderately desiccated.
9
12
107
118
4/7/10
7/10/13
EI, R, WA
End of boring 6.5 feet below ground surface due to
refusal on unknown surface or material.
No groundwater encountered.
Boring backfilled with soil cuttings/cement slurry and
compacted with an auger using the weight of the drill rig
on 11/12/2024.
A-4
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Anthony Rosas Hashmi S. Quazi
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):
24-81-242-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
Widening of Butterfield Stage Road from
Temecula Parkway to DePortola Road
City of Temecula, Riverside County, California
For: Woodside Homes, Inc.
DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-03
Driving Weight and Drop:
11/12/2024
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
This log is part of the report prepared by Converse for this project
and should be read together with the report. This summary applies
only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change
at this location with the passage of time. The data presented is a
simplification of actual conditions encountered.
Converse Consultants
Project ID: 24-81-242-01 BORING LOGS.GPJ; Template: LOG
1114
ALLUVIUM
SILTY SAND (SM): fine to coarse-grained, very few
gravel up to 0.5 inches maximum dimension, trace
clay, slightly desicated, micaceous, dense, moist, dark
brown to brown.
- @2.5': orange oxidation staining, more coarse grains.
- @7.5': thin layer of clayey sand, black.
11
10
13
117
113
113
10/18/23
9/14/18
7/12-6"
End of boring 8.5 feet below ground surface due to
refusal on unknown surface or material.
No groundwater encountered.
Boring backfilled with soil cuttings/cement slurry and
compacted with an auger using the weight of the drill rig
on 11/12/2024.
A-5
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Anthony Rosas Hashmi S. Quazi
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):
24-81-242-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
Widening of Butterfield Stage Road from
Temecula Parkway to DePortola Road
City of Temecula, Riverside County, California
For: Woodside Homes, Inc.
DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-04
Driving Weight and Drop:
11/12/2024
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
This log is part of the report prepared by Converse for this project
and should be read together with the report. This summary applies
only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change
at this location with the passage of time. The data presented is a
simplification of actual conditions encountered.
Converse Consultants
Project ID: 24-81-242-01 BORING LOGS.GPJ; Template: LOG
1114
WA
Appendix B
Laboratory Testing Program
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page B-1
Converse Consultants
M:\JOBFILE\2024\81\24-81-242 Woodside Homes, Butterfield Stage Road Widening\Report\24-81-242_pave_ rpt(01)Woodside-roadway
APPENDIX B
LABORATORY TESTING PROGRAM
Tests were conducted in our laboratory on representative soil samples for the purpose of
classification and evaluation of their relevant physical characteristics and engineering
properties. The amount and selection of tests were based on the geotechnical
requirements of the project. Test results are presented herein 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
In-situ dry density and moisture content tests were performed on relatively undisturbed
ring samples in accordance with ASTM Standard D2216 and D2937 to aid in soils
classification and to provide qualitative information on strength and compressibility
characteristics of the site soils. For test results, see the Logs of Borings in Appendix A,
Field Exploration.
Expansion Index (EI) Test
Two representative bulk soil samples were tested to evaluate the expansion potential.
The tests were conducted in accordance with ASTM Standard D4829. The test results
are presented in the following table.
Table No. B-1, Expansion Index (EI) Test Results
Maximum Density and Optimum Moisture Content Tests (CP)
Laboratory maximum dry density-optimum moisture content relationship test was
performed on one representative bulk sample in accordance with the ASTM Standard
D1557 test method. The test results are presented in Drawing No. B-1, Moisture-Density
Relationship Results, and are summarized in the following table.
Table No. B-2, Moisture-Density and Optimum Moisture Content Result
Boring
No.
Depth
(feet) Soil Description Optimum
Moisture (%)
Maximum
Density (lb/cu ft)
BH-01 0 – 5 Silty Sand (SM), Dark Brown 9.0 130.0
R-value Test (R)
Two representative bulk soil samples were tested in accordance with California Test
Method CT301 for resistance value (R-value). This test is designed to provide a relative
Boring
No.
Depth
(feet) Soil Description Expansion
Index
Expansion
Potential
BH-01 0 – 5 Silty Sand (SM) 1 Very Low
BH-03 0 – 5 Silty Sand (SM) 4 Very Low
Updated Geotechnical Investigation Report
Widening of Butterfield Stage Road from Temecula Parkway to De Portola
Road City of Temecula, Riverside County, CA
December 9, 2024
Updated February 3, 2025
Page B-2
Converse Consultants
M:\JOBFILE\2024\81\24-81-242 Woodside Homes, Butterfield Stage Road Widening\Report\24-81-242_pave_ rpt(01)Woodside-roadway
measure of soil strength for use in pavement design. The test results are presented in
the following table.
Table No. B-3, R-value Test Results
Boring No. Depth (feet) Soil Classification Measured R-value
BH-01 0 – 5 Silty Sand (SM) 40
BH-03 0 – 5 Silty Sand (SM) 35
Percent Finer Than Sieve No. 200 (PA)
Four representative soil samples from each boring were tested to evaluate the percent
finer than sieve No. 200. The tests were performed to aid in the classification of the on-
site soils and to estimate other engineering parameters. Testing was conducted in general
accordance with the ASTM Standard D1140 test method. The test results are reflected in
the boring logs.
Table No. B-4, Summary of Percent Passing Sieve #200 Test Results
Boring No. Depth
(feet) Soil Classification Percent Passing Sieve No. 200
BH-01 0-5 Silty Sand (SM) 33.0%
BH-02 5-10 Silty Sand (SM) 32.0%
BH-03 0-5 Silty Sand (SM) 29.7%
BH-04 5-8.5 Silty Sand (SM) 40.0%
Sample Storage
Soil samples currently stored in our laboratory will be discarded thirty days after the date
of the final report, unless this office receives a specific request to retain the samples for
a longer period.
90
95
100
105
110
115
120
125
130
135
140
145
150
0 5 10 15 20 25 30
DR
Y
D
E
N
S
I
T
Y
,
p
c
f
MOISTURE-DENSITY RELATIONSHIP RESULTS
B-1
Drawing No.
2.80
2.70
2.60
9.0
WATER CONTENT, %
DEPTH (ft) DESCRIPTION
ASTM
TEST METHOD
OPTIMUM
WATER, %
MAXIMUM DRY
DENSITY, pcf
BH-01 130.00-5
Curves of 100% Saturation
for Specific Gravity Equal to:
Project No.
24-81-242-01
SYMBOL BORING NO.
Silty Sand (SM), Dark Brown D1557 - A
Widening of Butterfield Stage Road from
Temecula Parkway to DePortola Road
City of Temecula, Riverside County, California
For: Woodside Homes, Inc.
Project ID: 24-81-242-01 BORING LOGS.GPJ; Template: COMPACTION
Converse Consultants