HomeMy WebLinkAboutHWY 74 ROADWAY WIDENING - MATERIALS REPORTTHF
TWINING
LABORATORIES, INC.
ANALYTICAL CHEMISTRY -ENVIRONMENTAL SERVICES
GEOTECHNICAL ENGINEERING -SAMPLING SERVICES
CONSTRUCTION INSPECTION & MATERIALS TESTING
REVISED MATERIALS REPORT~
ROADWAY WIDENING
CALIFORNIA STATE ROUTE 74
POST MILE R16.160 TO POST MILE 17.570
LAKE ELSINORE, CALIFORNIA
CALTRANS DISTRICT 8
RIVERSIDE COUNTY, CA
Bridge Number 56-723 RIL
The Twining Laboratories Inc. Project No. D050C4.06-03
For:
Home Depot U.S.A., Inc.
3800 West Chapman Avenue
Orange, CA 92868
November 15, 2006
CORPORATE
MODESTO
CORONA
BAKERSF15LD
MONTEREY
SACRAMENTO
2527 Fresno Street
6253 Jenualem Court, Suite E
840 East Avenue, Sulte 104
3651 Pegasus Dme. #117
601 Orfjz Avenue
5675 Power Inn Road, Suite C
Fresno, CA 93721-1804
Modesto, CA 95356-9322
Corona, CA 92879
Bekers6eld, CA9330&6843
Sand City, CA 93955
Samrnenb, CA 95824
(559) 268-7021
(209) 342-2061
(951) 89B-P,14�2
(661),%35099
(831) 392-1056
(916) 3814477
Fax 268-7126
Fax579-1480
Fax8�9-8574
Fax393.4643
Fax392-1059
FaxSe1447S
THE
TWINING
LABORATORIES, INC.
ANALYTICAL CHEMISTRY • ENVIRONMENTAL SERVICES
GEOTECHNICAL ENGINEERING • SAMPLING SERVICES
CONSTRUCTION INSPECTION & MATERIALS TESTING
November 15, 2006
Mr. Jim Anders
Home Depot U.S.A.; Inc.
3800 West Chapman Avenue
Orange, CA 92868
Subject: Revised Materials Report
Roadway Widening
State Highway 74, Post Mile R16.160 to 17.570
Lake Elsinore, California
Dear Mr. Anders:
D050C4.06-03
We are pleased to submit this Materials Report prepared for the widening of State Highway 74,
between post mile R16.160 and 17.570, at the intersection of State Highway 15, in Lake Elsinore,
California. The contents of this report include the purpose of the report, scope of services,
background information, investigative- procedures, geologic conditions, evaluations, and
recommendations.
We recommend that those portions ofthe final plans and specifications that pertain to"earthwork and
foundations be reviewed by The Twining Laboratories, Inc. (Twining) to determine if they are
consistent with our recommendations. This service is part of this current contractual agreement and
the client should provide these documents for our review prior to their issuance for construction
bidding purposes.
In addition, it is recommended that Twining be retained to provide inspection and testing services
for the excavation, earthwork, and pavement phases of construction. These services are necessary
to determine if the subsurface conditions are consistent with those used in formulation of
recommendations, and if the construction complies with our recommendations. This service is not,
however, part ofthis current contractual agreement. We would appreciate the opportunity to provide
a proposal for this additional service after construction documents are completed. A representative
with our firm will contact you in the near future regarding these services.
CORPORATE
MODESTO
CORONA
BAKERSFIELD
MONTEREY
SACRAMENTO
2527 Fresno Street
5253.1erusalern Cour) Suite E
840 East Parlaldge Avenue, Sune 1o4
3651 Pegasus Drive, #117
501 Ortiz Avenue
5675 Power Irm Road Su%e C
Fresno, CA 93721-1604
Modesto, CA 95356-9322
Comm, CA 92879
Oakers W, CA % ae 6843
Sand CRM CA 93955
Samarnenb, CA 95824
(559) 266-7021
(209) 342.2061
(951) m-892
(661) 533.5088
(831) 392-1056
(916) 391.9477
Fax 269"7126
Fax 579-1480
Fax 895"4
Fax 3934643
Fax 392-1059
Fax 381.9478
I-15/SA 74 Separation D05OC4.06-02
November 15, 2006 Page 2
We appreciate the opportunity to be of service to Home Depot U.S.A., Inc. If you have any
questions regarding this report, or if we can be of further assistance, please contact us at your
convenience at (800) 268-7021.
Sincerely,
THE TWINING LABORATORIES, INC.
d
Read L. Andersen
Manager
Geotechnical Engineering Division
RA/dl
TABLE Or CONTENTS
D050C4.06-02
Page
1.0 INTRODUCTION ............ .........................................i
2.0 PURPOSE AND SCOPE ................................................. 1
2.1 Purpose..........................................................1
2.2 Scope...........................................................2
3.0 BACKGROUND INFORMATION ..................... . .................. 3
3.1 Project Location and General Description ............................... 3
3.2 Proposed Construction .......................... , ................... 3
4.0 INVESTIGATIVE PROCEDURES ........................................ 4
4.1 Research.........................................................4
4. 1.1 Original Construction Plans .................................... 4
4.1.2 Geotechnical Reports for Adjacent .............................. 4
4.2 Site Reconnaissance................................................ 5
4.3 Soil Sampling.....................................................5
4.4 Laboratory Testing .......................... ...................... 5
5.0 GEOLOGIC CONDITIONS ........................... 6
5.1 Geologic Setting ................................................... 6
5.2 Surficial Geologic Conditions ........................................ 6
5.3 Groundwater Conditions ............................................ 6
6.0 EVALUATIONS...................,...................................7
6.1 Existing and Proposed Construction ................................... 7
6.2 Asphaltic Concrete (AC) Pavements .............. . .................... 7
6.3 Portland Cement Concrete (PCC) Pavements ............................ 7
6.4 Corrosion Protection ............................................... 8
6.5 Sulfate Attack of Concrete ..................... , , , ........... , ....... 8
TABLE OF CONTENTS
D050C4.06-02
Page
7.0 RECOMMENDATIONS................................................. 9
7.1 General..........................................................9
7.2 Site Grading And Drainage ......................................... 10
7.3 Site Preparation .................................................. 11
7.4 Engineered Fill .............................. I ....... I ........... 1 13
7.5 Asphaltic Concrete (AC) Pavements .................................. 15
7.6 Portland Cement Concrete (PCC) Pavements ............... . ........... 19
7.7 Utility Trench ......................................... ........ 22
7.8 Corrosion Protection .............................................. 24
7.9 Temporary Excavations ............................................ 25
8.0 DESIGN CONSULTATION .................. . .......................... 26
9.0 CONSTRUCTION MONITORING ...................................... 25
10.0 NOTIFICATION AND LIMITATIONS ................................ , .. 27
APPENDICES
APPENDIX A - Drawings ....... ............................................. A-1
'Drawing No. 1- Site Location Map "'
Drawing No. 2 - Test Boring/R-Value Sample Location Map
APPENDIX B - Laboratory Results .............................................. B-1
APPENDIX C - Boring Logs ................................................... C-1
REVISED MATERIALS REPORT
PROPOSED WIDENING OF STATE HIGHWAY 74
POST MILE R16.160 TO 17.570
LAKE ELSINORE, CALIFORNIA
CALTRANS DISTRICT 8
The Twining Laboratories Inc. Project No.: D050C4.06-02
1.0 INTRODUCTION
This Materials Report was prepared for the widening of State Highway 74 between post mile
R16..160 and 17.570 in Lake Elsinore, Riverside County, California.. The Twining Laboratories, Inc.
(Twining) was authorized by Home Depot, U.S.A., Inc. to prepare this report.
The contents of this report include the purpose of the report and the scope of services provided. The
general site features including location, existing facilities andproposed improvements are described.
The existingroadway conditions, the geologic setting, surficial geologic conditions and groundwater
elevations are also discussed. Finally, the report provides an evaluation of the findings, and related
conclusions and recommendations. The two report appendices contain the site location map
(Appendix A), laboratory test data (Appendix B), and boring logs (Appendix Q.
The Geotechnical Engineering Division of Twining, headquartered in Fresno, California, prepared
this report. "•
2.0 PURPOSE AND SCOPE
2.1 PP its: The purpose of this report was to summarize general project information,
prepare a summary of geologic and subsurface soil conditions and develop geotechnical
recommendations for the proposed lane widening, and provide the following:
2.1.1 Summary of site geology and subsurface conditions based on available
previous reports and information;
2.1.2 Summary of the Existing and Proposed Construction;
2.1.3 Evaluation of potential geologic/seismic hazards; and
2.1.4 Presentation of geotechnical recommendations for new underground utilities
and pavement sections for the proposed lane widening.
I-15/SR 74 Separation D050C4.06-02
November IS, 2006 Page 2
This reportis provided specifically for the new asphaltic concrete roadway sections and underground
utility improvements planned as part of the widening of State Highway 74 between post mile
R16.160 and 17.570, as referenced in the Existing and Proposed Construction section of this report.
This investigation did not include a site specific subsurface geotechnical or geologic investigation,
floodplain investigation, environmental investigation, or environmental audit.
2.2 Scope: The actions undertaken to prepare this report are summarized below.
2.2.1 The Preliminary Geometric Layout, dated September 15, 2005, prepared by
MetroPointe Engineers, was reviewed. This plan is referred to, hereinafter,
as the Preliminary Geometric Layout.
2.2.2 The Planning Study, dated August 9, 2005, prepared by Willdan, was
reviewed. This document is referred to, hereinafter, as the Planning Study.
2.2.3 Selected plan sheets from the original construction plans for the Route 15/74
Separation, prepared by the State of California, Department ofTransportation
(1978) were reviewed. The plans include the Log of Test Borings (LOTB).
These plans are referred to, hereinafter, as the Original Construction Plans.
2.2.4 A visual site reconnaissance was conducted.
2.2.5 Published geologic maps including the site area wete reviewed.
2.2.6 A geotechnical report prepared in 2004 for a proposed retail development of
an adjacent site, at the intersection of Collier Avenue and Central Avenue
(northwest of the intersection of Interstate 15 and State Route 74), was
reviewed.
2.2.7 A report prepared by Twining entitled "AC Pavement Design Section -
Caltrans and/or Public Right of Way" identified by project number
D050C4.02, dated March 8, 2005, was reviewed
2.2.8 Mr. Jon Austin (Metro -Pointe Engineers), Mr. Limin He (Willdan), Mr. Peter
Liu (Willdan) and Mr. Tim Lam (Caltrans) were consulted during the
investigation.
2.2.9 Sampling and testing the near surface soils in the area of the proposed
improvements for pavement support characteristics (R -value).
2.2.10 This report was prepared to present the purpose and scope, background
information, investigative procedures, geologic conditions, evaluations, and
recommendations.
1-151SR 74 Separation D050C4.06-02
November 15, 2006 Page 3
3.0 BACKGROUND INFORMATION
This section presents descriptions of the project location, existing facilities and proposed
improvements.
3.1 Project Location and General Description: The project is located near the State
Route 74 and Interstate 15 interchange in Lake Elsinore, Riverside County, California. The site
location is identified on a vicinity map included as Drawing No. 1 in Appendix A. The project
consists of the widening of State Route 74 (Central Avenue) between Collier Avenue and Cambern
Avenue (Post Mile R16.160 to Post Mile 17.570). Widening of northbound and southbound on -
ramps and off -ramps from Interstate 15 are also planned.
3.2 Proposer! Construction: As noted above, the project consists of the widening of
State Route 74 (Central Avenue) between Collier Avenue and Cambern Avenue. A portion of the
existing State Route 74 within this area extends below the existing Interstate Highway 15 overpass
(I-15 / SR 74 Separation). The existing bridge structure is referenced as Bridge No. 56-723 R/L.
The north and south sides of State Route 74 at the I-15 overpass consist of 1.5 H (horizontal) to 1
V (vertical) earthen embankments descending from the I-15 bridge abutments to State Route 74.
Portions of the embankments below the bridge decks on both sides of State Route 74 are faced with
concrete.
The proposed widening of State Route 74 below the I-15 overpass will require excavation into the
toe of the existing descending embankment slopes to allow for the new lane widening. The Planning
Study prepared by Willdan indicates construction of 228 lineal feet (69.5 m) ofretaining walls along
both the north and south sides (i.e., 456 total lineal feet (139 m) of retaining wail) of State Route
74 are planned to support cuts into the existing fill embankment at the I-15 overpass. A separate
report, the Final Foundation Report, will be prepared for the new retaining wall improvements.
It is our understanding that the existing northbound and southbound on -ramps and off -ramps from
Interstate 15 will also be widened as follows: The northbound I-15 on-ramp will be widened for a
length of about 125 feet (38.1 m), extending from State Route 74; the southbound 1-15 on-ramp will
be widened for a length of about 350 feet (106.7 m); the northbound off -ramp will be widened for
a length of about 250 feet (76.2 m); and the southbound off -ramp will be widened for a length of
about 375 feet (114.3 m). The proposed widening of the east and west bound lanes of State Route
74 will extend from the intersection of State Route 74 and Collier Avenue east to the intersection
of State Route 74 and Dexter Avenue for a length of about 1,480 feet (451.1 m).
According to Mr. Jon Austin with Metropointe Engineers, portland cement concrete pavement
sections should be anticipated in the areas proposed for a bus turnout lane. The proposed bus turnout
areas are anticipated to be along State Route 74 within the shoulder areas of the east and west travel
lanes.
The proposed lane widening improvements are anticipated to include installation of relocated and
new utility lines including but not limited to storm drain, electrical, communications, water, sewer,
etc. The new utility lines are anticipated to be along State Route 74. This report has been prepared
to address the proposed roadway widening, including construction of new pavements, utilities, etc.
I-15/SR 74 Separation
November 15, 2006
4.0 YNVESTIGATTVE PROCEDURES
DOSOC4.06-02
Page 4
The research and observation program conducted for this investigation are summarized in the
following subsections.
4.1 Research: Research was conducted including review of the Original Construction
Plans prepared for the original construction of the I-15 bridge structure (Bridge No. 56-723 R/L),
including the Log of Test Borings (LOTB). In addition, geotechnical report(s) prepared for the
adjacent retail development (i.e., at the intersection of Collier and Central Avenue) and geologic and
seismic data for the region were reviewed. The pertinent information obtained from the documents
reviewed as part of this investigation is briefly summarized below.
No otherprevious geotechnical engineering, compaction testing, geological or environmental studies
conducted for this site were provided for review. If these documents are or become available, they
should be provided to Twining for review.
4.1.1 Ori nal Construction Plans: Based on review of the 1977 Log of Test
Borings (LOTB), the native subsurface soils in the site vicinity generally consisted of interbedded
sands, silts and silty sands. The blow counts (N -values) noted on the log of test borings indicates
the soils to a depth of about 25 feet (7.6 m) (corresponding to an elevation of about 1,265 feet (385.7
m) above mean sea level) are medium dense and are underlain with dense soils to depths of about
40 feet (12.2 m).
4.1.2 Geotechdical Reports for Adjacent Developments: A geotechnical'report
prepared in 2004 for a proposed retail development of an adjacent site, at the intersection of Collier
Avenue and Central Avenue (northwest of the intersection of Interstate 15 and State Route 74) and
a report prepared by Twining entitled "AC Pavement Design Section -Caltrans and/or Public Right
of Way" dated March 8, 2005, were reviewed.
The geotechnical report indicated the near surface soils throughout the depths explored consisted
predominantly of silty sands and sands with interbedded hard to firm clays and sandy silts. Based
on the results of consolidation testing, the near surface soils were reported to be moderate to high
compressible and subject to hydroconsolidation settlements.
The report reviewed indicates the risk of ground rupture due to faulting is considered unlikely. The
report identifies a design -basis peak horizontal ground acceleration for this site of 0.598.
The March 2005 report prepared by Twining indicated R -value test results of 24 and 55 for the off-
site Caltrans roadway improvements along Central Avenue, south of the retail center site.
As you are aware Twining has conducted a geotechnical investigation (November 2005) for the
Foundation report for the proposed retaining walls associated with the widening of Central Avenue
(Highway 74). The soils encountered in the November 2005 investigation indicate that the near
surface soils generally consist of silty sands. The near surface silty sands were underlain by
interbedded lean clays, silty sands, and sandy silts.
1-151SR 74 Separation DOSOC4.06-02
November 15, 2006 Page S
4.2 KittReconnaissance: The site reconnaissance consisted of avisual reconnaissance
of the existing roadway alignment and noting surface features of the roadway and adjacent terrain.
The site reconnaissance was conducted by Mr. DeanLedgerwood, ofTwining on November 8, 2005.
Vegetation on the embanlanent slopes beyond the existing bridge abutments included a moderate
to dense growth of shrubs. Signs of rodent activity were not observed; however, rodent activity
could be obscured by the -dense nature of the vegetation. The embankment slopes below the
Interstate 15 bridge crossing are faced with concrete. All embankment slopes appeared to slope at
a repose of about 1.5H:1 V (horizontal:vertical).
The shoulder areas proposed for widening west of Interstate 15 along State Route 74 on the southern
edge include vacant property with light vegetation. The north side of State Route 74 west of
Interstate 15 at the time of the site reconnaissance included an open utility trench installation
associated with the adjacent Home Depot development. The shoulder areas to the east of Interstate
15 along the northern and southern portion of State Route 74 include concrete slab sidewalks with
landscaped areas associated with the existing adjacent buildings.
The paved surface of Central Avenue consists of asphaltic concrete pavement. No significant signs
of distress were observed to the existing pavements during our site reconnaissance.
4.3 Soil SamRlinE: Eleven (11) bulk samples of soil were obtained from the new
roadway areas to test for Resistance (R) -value, expansion index, moisture -density relationship, and
corrosion analyses. The samples were obtained from each boring location at depths generally
extending from about 4 feet BSG. The test borings were logged and the soils were. classified in
general accordance with the Unified Soil Classification System. Test boring logs are provided in
Appendix B. A Key to Boring Logs is also presented in Appendix B following the logs. The
descriptions on the logs are based on field observations and laboratory test results. The test boring
locations are labeled as R-1 through R-11 and are shown on Drawing No. 2 in Appendix A.
Soil samples obtained were taken to Twining's laboratory for classification and testing.
4.4 Laboratory Testing: The laboratory testing was programmed to determine selected
physical and engineering properties of the soils sampled.
The results of laboratory tests are summarized on Figure Numbers 1 through 12 in Appendix C. The
locations of the R -value sample locations are summarized on Drawing 2 in Appendix A.
I-15/SR 74 Separation
November 15, 2006
5.0 GEOLOGIC CONDITIONS
D050C4.06-02
Page 6
The geologic setting and groundwater conditions, based on a review ofgeologic maps and the USGS
Open File Report 99-172 (2004), are summarized in the following subsections.
5.1 Geologic Setting: The site is located in the north part of Lake Elsinore, California
in an area known as Warm Springs Valley. Warm Springs Valley is located within the northern
section of the Peninsular Ranges Providence and consists of a gentle, westerly sloping alluvial valley
floor. The nearest mapped active fault source to the site is the Lake Elsinore Fault Zone, which is
located 4.7 kilometers (kin) west of the site. The Elsinore Fault Zone is a right lateral strike slip fault
and is reported to be a part of the San Andreas Fault System.
The Elsinore Fault System divides the Santa Ana Block Mountains to the west and the Perris Block
to the east. The upper portion of the Santa Ana Block consists ofpredominantly Cretaceous marine
rocks and Paleogene marine and nonmarine rocks. The Perris Block is predominantly underlain by
prebatholithic metasedimentary rocks intruded by plutons of the Cretaceous Peninsular Ranges
batholith (USGS, 2004).
5.2 Surfcial GeologicConditions: The Preliminary Geologic Map of the Elsinore
Quadrangle (Version 1.0), compiled by Morton, M.D. (1978) and Weber, F.H. (1973-1977),
indicates the surficial sediments at the site location consist of Young Alluvial -Channel Deposits of
Holocene and Late Pleistocene age, consisting of unconsolidated sand, silt and clay bearing
alluvium:V•
No known active faults are depicted traversing though the project site. According to the USGS
Quadrangle, the ground surface elevation of the site corresponding to the adjacent surface of State
Route 74 (at the projected toe of the retaining walls) is about 1,290 feet AMSL.
5.3 Groundwater Conditions: Based on review of the 1977 Log of Test Borings,
groundwater was not encountered in the test borings drilled at the time of the initial geotechnical
investigation (September 1977) for the existing I-15 bridge structure (Bridge No. 56-723 R/L) to a
depth of 50 feet below the ground surface. The Log of Test Borings indicates no groundwater was
encountered throughout the depths explored, which extends to an elevation of about 1,240 feet
AMSL. However, the test borings conducted by others for the retail development northwest of the
intersection of I-15 and State Route 74 encountered groundwater at a depth of about 32 feet at the
time ofthe subsurface investigation (November 4, 2003), which corresponds to an elevation ofabout
1,250 feet AMSL.
During November 2005 Twining conducted a geotechnical foundation investigation for the proposed
tie -back retaining walls to be constructed as part of the Highway 74 widening at the existing
Interstate 15 overpass. At the time of the November 2005 investigation groundwater was
encountered at depths ranging form 26 to 20 feet BSG, which corresponds to an elevation of
approximately 1,263 feet AMSL.
I-15/SR 74 Separation DOSOC4.06-02
November 15, 2006 Page 7
It should be recognized that water table elevations fluctuate with time, since they are dependent upon
seasonal precipitation, irrigation, land use, and climatic conditions as well as other factors.
Therefore, water level observations at the time ofthe initial field explorations may vary significantly
from those encountered in future investigations of the site. Accordingly, actual water elevations
should be determined by future subsurface geotechnical investigations for this site.
6.0 EVALUATIONS
The data and methodology used to develop recommendations for design and construction of the
roadway expansion are summarized in the following subsections. The evaluation and
recommendations were based upon review of the subsurface conditions noted in the documents
reviewed and, based on the samples obtained and tested as part of this report.,
6.1. Existing and Pro osed Construction: Roadway widening is planned on the north
and south sides of State Route 74 (SR 74), below the existing Interstate 15 overpass and extending
east and west of the I-15/SR 74 Separation as part of the SR 74 widening from Collier Avenue to
Dexter Avenue. The north and south sides of State Route 74 at the overpass consist of 1.5H
(horizontal) to 1V (vertical) earthen embanlnnents descending from the existing I-15 bridge
abutments to SR 74. Lane widening is also planned for the northbound and southbound on and off
ramps. The shoulders along the on and off ramps are relatively flat with sparse vegetation.
6.2 Asphaltic Concrete (AC) Pavements: Asphaltic concrete pavement structural
sbetions are presented in the recommendation section of this'7eport. The structural sections were
designed using the gravel equivalent method in accordance with Chapter 600 of the California
Department of Transportation Highways Design Manual (fourth edition). The analysis was based
on traffic index values ranging from 10 to 12.5. Vehicle loading (traffic index) values should be
determined by the project civil engineer or applicable design professional. If more frequent or
heavier traffic is anticipated and higher Traffic Index values are needed, Twining should be
contacted to provide additional pavement section designs.
The anticipated pavement subgrade soils are silty sands. The subgrade support characteristics of the
native soils were evaluated by Resistance (R) -value tests. The results of the testing conducted on
eleven (11) samples obtained between the ground surface and 3 feet BSG indicated the soils had an
R -value ranging from 14 to 69. When grading occurs, additional sampling should be conducted to
confirm the design R -value and the pavement design.
6.3 Portland Cement Concrete (ECQ Pavements: Recommendations for Portland
Cement Concrete pavement structural sections are presented in the "Recommendation" section of
this report. The structural sections were designed in -accordance with Chapter 600 of the California
Department of Transportation Highways Design Manual (fourth edition). The analysis was based
on traffic index values ranging from 9.0 to 13.0. Vehicle loading (traffic index) values should be
determined by the project civil engineer or applicable design professional. If more frequent or
I-15/SR 74 Separation
November 15, 2006
7.0 RECOMMENDATIONS
D050C4.06-02
Page 9
The Planning Study indicates that the on and off ramps for Interstate 15 will be widened
approximately 8 to 13 feet in order to provide additional turning lanes and entry lanes for interstate
15. In addition the west and east bound lanes of Central Avenue (State Route 74) will be widened
approximately 8 to 50 feet in order to provide additional east and west bound travel lanes. It is our
understanding that the proposed lane widening will consist of a combination of portland cement
concrete and asphaltic concrete pavements. It is our understanding that new retaining walls are
proposed for the lane widening portion of State Route 74 at the Interstate 15 overpass. This report
does not provide recommendations for retaining walls. Those recommendations will be provided
in a separate Foundation report.
Due to ,the variance in R -value test results of the in-place soils encountered separate
recommendations for pavement design have been included for the Central Avenue (State Route 74)
widening from station 10+00 to station 17+00 and the areas including both the Interstate 15 on and
off ramps and the Central Avenue (State Route 74) widening from station 17+00 to 36+61. The
results of the structural pavement sections are listed in Table 1 and Table 2 listed in the
recommendations section of this report.
In general, as indicated on the Log of Test Borings, in the geotechnical report prepared for an
adjacent retail development, and the November 2005 investigation for the proposed retaining walls
the near surface soils along the existing roadways and the soils comprising the existing embankment
are granular, cohesionless soils such as sands and silty sands. Final pavement section plans should
be feviewed by a qualified geotechnical engineer to evaluate the proposed construction, drainage
conditions, and other geotechnical design parameters. The following recommendations have been
prepared for the proposed roadway widening and underground utilities based on the currently
available data and engineering assumptions.
7.1 Genera
7.1.1 A plan should be developed by the Contractor to identify existing
improvements which will require removal and outline the method of removal
and documentation to allow proper preparation and backfilling. As a
minimum, this plan should show the existing improvements planned for
removal such as the underground utilities (if any). These elements shown on
the demolition plan should be removed in their entirety and the resulting
excavations backfilled with engineered fills under the observation of
Twining. The plan should be provided to Twining for review prior to start
of work.
7.1.2 A preconstruction meeting including, as a minimum, the owner, general
contractor, paving subcontractors, and Twining should be scheduled by the
general contractor at least one week .prior to the start of clearing and
grubbing. The purpose of the meeting should be to discuss critical project
issues, concerns and scheduling.
I-15/SR 74 Separation
November 15, 2006
DOSOC4.06-02
Page 10
7.1.3 The roadway widening improvements should, as a minimum, comply with
the requirements of the California Department of Transportation (Caltrans),
the project plans, specifications and the geotechnical report, whichever is
most stringent.
7.1.4 Surface sheetflow drainage should be directed away from all excavations.
Positive drainage should be established and maintained throughout the
construction process.
7.1.5 It is the responsibility of the Contractor to provide safe working conditions
with respect to excavation slope stability. Excavation stability should be
monitored by the Contractor and/or Caltrans representatives, as applicable.
In the event that excavation instability occurs, the owner, and all design
professionals should be notified immediately by the Contractor.
7.1.6 The Contractor is responsible for compliance with the S WPPP requirements
specified in the project plans, the project specifications, and the City of Lake
Elsinore, whichever is most stringent.
7.1.7 The Contractor is responsible for including in the base bid the costs to
perform the work required by the Geotechnical Report, the project plans, the
project specifications, and the City of Lake Elsinore, whichever is most
stringent. After review of the aforementioned documents, the Contractor(s)
bidding on this project should determine if the data are sufficient for accurate
bid purposes, if the data are not sufficient, the Contractor should conduct, or
retain a qualified geotechnical engineer to conduct, supplemental studies and
collect more data as required to prepare accurate bids.
7.1.8 The Contractor is responsible for protecting existing facilities from damage
including but not limited to subdrainage systems (ifpresent), adjacent fences,
buildings, streets, etc. Any damage shall be repaired by the Contractor at no
cost to Home Depot.
7.2 Site Gradhag and_Drainag_e
7.2.1 It is critical to develop and maintain site grades which will drain surface and
runoff away from pavements- both during and after construction. Adjacent
exterior finished grades should be sloped a minimum of two (2) percent for
a distance of at least five (5) feet away from the roadways, or as necessary to
establish positive drainage and to preclude ponding of water adjacent to
pavement sections.
I-1 S/SR 74 Separation
November I S, 2006
DOSOC4.06-02
Page 11
7.2.2 Surface water must not be allowed to pond adjacent to or within the
pavement sections. To reduce this potential, it is recommended to provide
positive drainage and drainage systems which direct all water into closed
conduits that are connected to an acceptable discharge area away from the
pavement sections, upon an impervious surface that will direct water away
into a storm drain, or directly into the site storm drain system.
7.2.3 Landscape and planter areas should be irrigated using low flow irrigation
(such as drip, bubblers or mist type emitters). The use ofplants with minimal
water requirements are recommended.
7.2.4 Perimeter curbs should be extended at least 4 -inches into the compacted
subgrade, i.e., below the aggregate, base section, where irrigated landscape
areas meet pavements (if any).
7.3 Site Preparatiop
7.3.1 All existing subsurface improvements and/or undocumented fills which are
encountered but not identified in this report should also be removed.
Underground utilities to be removed should be completely removed and not
crushed in place. Excavation should extend a minimum of 1 foot below
bottom of existing improvements to be removed and the area of over -
excavation should extend a minimum of 3 feet of each side of the physical
improvement. The resulting excavations should be cleaned of all loose or
organic material, the exposed native soils should be scarified to a minimum
depth of 8 -inches then compacted as engineered fill, and the excavation
backfilled with engineered fill.
7.3.2 All topsoil, vegetation, organics, water wells, utilities, and debris should be
removed from the proposed lane widening improvement areas. The general
depth of stripping should be sufficiently deep to remove the root systems and
organic top soils. For bidding purposes, a minimum stripping depth of 6
inches should be assumed for the majority of the site.
7.3.3 The contractor should locate all on-site water wells. All wells scheduled for
demolition should be abandoned per state and local requirements under the
observation of Twining. The contractor should obtain an abandonment
permit from the local environmental health department, and issue certificates
of destruction to the owner and Twining upon completion. It is
recommended that the well casing be removed to a minimum depth of 36
inches below the bottom of the planned aggregate base section.
7.3.4 If soil organic contents above 3 percent are encountered, the organic soils
should be removed and not used or left in pavement areas, but may be
suitable for landscape areas if approved by Caltrans. Roots (if encountered)
I-151SR 74 Separation D050C4.06-02
November 15, 2006 Page 12
should not be disced into the soils. These materials should be raked and
hand-picked, as necessary, to remove tree roots larger than Kinch in diameter
and concentrated root masses. All roots larger than Kinch in diameter or any
accumulation of organic matter that will result in an organic content more
than 3 percent should be removed and not used as engineered fill.
7.3.5 Stripping should extend laterally a minimum of 3 feet outside the pavement
perimeters. These materials will not be suitable for use as engineered fill;
however, stripped topsoil may be stockpiled and used in landscape areas at
the discretion of Caltrans.
7.3.6 Following the removal of existing site improvements and stripping
operations, over -excavation should be conducted in the pavement areas and
areas to receive fill to a minimum depth of 12 inches below the bottom of
paveinent structural sections or to a depth of 12 inches below preconstruction
site grades, whichever is deeper.
7.3.7 Upon observation and approval of the over -excavation limits by The Twining
Laboratories, Inc., the soils at the bottom of the excavation should be
scarified to a minimum depth of 8 inches and compacted as engineered fill
to a minimum of 92 percent relative compaction. The resulting excavation
should be backfilled to finished grades with engineered fill.
7.3.8 Areas proposed for exterior slabs (i.e. lightly loaded sidewalks, curbs, etc.)
should be over -excavated to a minimum depth of 18 inches below
preconstruction site grades or 12 inches below the aggregate base, whichever
is greater. The limits of the over -excavation should extend a minimum of
three (3) feet beyond the limits of the sidewalk. Upon observation of the
bottom of the over -excavation by Twining, the exposed surface should be
scarified to a minimum depth of 8 inches, moisture conditioned to at least one
(1) and three (3) percent above optimum moisture content and compacted as
engineered fill. The depth of scarification and compaction should not be
included in the depth of engineered fill.
7.3.9 All fill required to bring the site to final grades should be placed as
engineered fill. In addition, all soils over -excavated should be compacted as
engineered fill.
7.3. 10 It is recommended that extra care be taken by the contractor to ensure that the
horizontal and vertical extent of the over -excavation and compaction conform
to the site preparation recommendations presented in this report. Twining is
not responsible for measuring and verifying the horizontal and vertical extent
of over -excavation and compaction. The contractor should verify in writing
I-151SR 74 Separation D050C4.06-02
November 15, 2006 Page 13
that the horizontal and vertical over -excavation limits were completed in
conformance with the recommendations of this report, the project plans, and
the specifications (the most stringent applies). It is recommended that this
verification be performed by a licensed surveyor.
7.3.11 It is recommended that prior to placement of asphaltic concrete adjacent to
slabs -on -grade, curbs, and gutters, that the areas immediately adjacent to
these features be compacted with equipment that can provide adequate
compactive effort to the aggregate base adjacent to the vertical face of the
concrete to achieve a dense, non -yielding condition. This compaction
operation should be observed by Twining.
7.3.12 Open graded gravel, rock material (natural or crushed), stone, etc. shall not
be allowed to be used as fill including any trench backfill (stormwater, sewer,
water, electrical, phones, etc.) on this project. If the use of these materials are
required by Caltrans, then the following requirements apply: l) each lift must
be approved by our firm prior to placing the next lift, 2) all open graded
materials shall be encased in a geotextile filter fabric, such as N irafi 140 N,
to prevent migration of fine grained soils into the porous material and related
settlement of surface improvements; 3) and the Contractor will be required
to install concrete slurry collars at every transition in the pipeline and at
locations directed by the project civil engineer and Twining (assume every
100 feet of pipeline as a minimum).
9. 4,
7.3.13 Final grading shall produce a subgrade ready to receive a structural pavement
sections which is smooth, planar, and resistant to rutting. Both the finished
subgrade (before aggregate base is placed) and the aggregate base section
shall not depress more than one-half (%z) inch under the wheels of a fully
loaded water truck. If depressions more than one-half (%) inch occur, the
contractor shall perform remedial grading to achieve this requirement at no
cost to the owner.
7.4 Ln;iveered Fill
7.4.1 The on-site soil material will be generally suitable for use as fill material,
provided they are free of organics (roots less than'/4 inch in diameter and less
than 3 percent by weight as determined by Lass -on -Ignition test), debris, and
particles greater than 3 inches in diameter, and the moisture content of the
soil is within one (1) to three (3) percent above optimum moisture content at
the time of placement and can be compacted as engineered fill.
7.4.2 The compactability of the soils is dependent upon the moisture contents,
subgrade conditions, degree of mixing, type of equipment, as well as other
factors. The evaluation of such factors was beyond the scope of this report;
therefore, they should be evaluated by the contractor during preparation of
bids and construction of the project.
I-I51SR 74 Separation
November Y5, 2006
D050C4.06-02
Page 14
7.4.3 Import fill soils should be non -contaminated, non -corrosive, non -expansive
and granular in nature and contain enough fine grained material (binder) to
allow cutting "neat" footing trenches with the following acceptance criteria
recommended.
Percent Passing 3 -Inch Sieve
100
Percent Passing No. 4 Sieve
50-100
Percent Passing No. 200 Sieve
10-30
R -Value
Minimum 30
Organics
< 3% by weight
Sulfates
< 0.05 % by weight
Min. Resistivity
> 10,000 ohm -cm
Prior to importing fill, the contractor shall submit test data that demonstrates
that the proposed import complies with the recommended criteria. Also,
prior to being transported to the site, the import material shall be certified by
the contractor and the supplier (to the satisfaction of Caltrans and Twining)
that the soils do not contain any environmental contaminates regulated by
local, state or federal agencies. This certification should consist of, at a
minimum, analytical data specific to the source of the import material. The
list of analytical tests proposed for the import fill shall be provided to the
owner and Twining for review and approval prior to conducting the analytical
tests. Twining will sample and test the material after receipt of the analytical
and geotechnical data from the Contractor. The contractor shall allow a
minimum of seven (7) working days for each import source to be sampled
and tested after the Contractor required data submittal is deemed complete by
Twining.
7.4.4 Imported non -expansive fill soils should be placed in loose lifts
approximately 8 inches thick, moisture -conditioned to within optimum to
three (3) percent over optimum moisture content, and compacted to a dry
density of at least 95 percent of the maximum dry density as determined by
Caltrans Test Method 216. Additional lifts should not be placed if the
previous lift did not meet the required dry density or if soil conditions are not
stable.
7.4.5 Native soils used as engineered fill should be placed in loose lifts
approximately 8 inches thick, moisture -conditioned to within optimum to
three (3) percent above optimum moisture content, and compacted to a dry
density of at least 95 percent of the maximum dry density as determined by
Caltrans Test Method 216.
I-15/SR 74 Separation
November 15, 2006
D050C4.06-02
Page 15
7.4.6 Class 2 aggt egate base should be moisture -conditioned to within optimum to
two (2) percent above optimum moisture content and compacted to a dry
density of at least 95 percent of the maximum dry density as determined by
Caltrans Test Method 216.
7.4.7 Open graded gravel, rock (crushed or natural) or stone shall not be used as
backfill, including trench backfill, on this project. If the use of this material
is required by Caltrans for improvements within their jurisdiction then the
following minimum requirements apply: 1) the material should be placed in
maximum 6 -inch thick lifts and compacted using a vibratory compactor to a
non -yielding condition as determined by Twining; 2) each lift must be
approved by Twining prior to placing the next lift; 3) all open graded
materials should be completely encased in a geotextile filter fabric to prevent
migration of fine-grained soils into the porous material. These requirements
are in addition to any requirements imposed by Caltrans, whichever are the
most stringent.
7.5 Asphaltic Concrete QAC) Pavements
7.5.1 It is our understanding that the improvements to the existing roadways
include widening of Central Street and the north and south bound on and off
ramps as noted on the January 31, 2005 plans prepared by Metro Pointe
Engineers (Caltrans Permit No. 08 -04 -6 -CD -1422). At the request of Metro
Pointe Engineers, the following pavement section recommendations were
prepared for a range of traffic indexes ranging from 10.0 to 12.5. The project
civil engineer should select the appropriate design based on the appropriate
traffic index (TI). The following recommendations were based on a
minimum R -value of 20 for the I-15 on and off ramp expansions and the
widening of Central Avenue from station 17+00 to station 36+6I and a
minimum R -value of 14 for the Central Avenue roadway expansion from
station 10+00 to station 17+00.
r
1-151SR 74 Separation
November 15, 2006
D050C4.06--02
Page 16
Table No. 1
AC Pavement Sections for Road Widening Caltrans Right of Way
I-15 On/Off Ramos and Central Avenue (State Route 741 from Station 17+00 to 36+61
{hr` o-'yS
per.- _
ifff ��
kr
;A
F.
5tr
3' -r�
'��:]e
.v .� .• _
fa� •pp i'.a
Two -la er
10.0
6
18
--
12
Three -layer
10.0
6
9.5
9.5
12
Two -layer
10.5
6
19
--
12
Three -layer
10.5
6
10
10
12
Two -layer
11.0
6.5
20.5
--
12
Three -layer
11.0
6.5
11
10.5
12
Two -la er
11.5
7
21.5
--
12
Three -layer
11.5
7
11.5
11
12
Two -layer
12.0
7.5
22.5
--
12
Three -layer
12.0
7.5
11.5
12
12
Two -layer
12.5
8
`' 23.5
--
12
-Three-layer -
12-5
12.5
12
AC - Asphaltic Concrete compacted to an average of 96 percent relative compaction (CA -375)
AB - Class 2 Aggregate Base compacted to at least 95 percent relative compaction (CAL -216)
ASB - Class 2 Aggregate Subbase compacted to at least 95 percent relative compaction (CAL -216)
Subgrade - Subgrade soils compacted to at least 95 percent with moisture contents within optimum to three percent
above optimum (CAL -216)
1 - The sections recommended above should be considered the minimum recommended thicknesses. If the
existing structural sections are greater than the recommended pavement sections, the structural pavement
sections should then match the existing thicknesses.
2
- I-15/SR 74 Separation
November 1 S, 2006
'i
J
DOSOC4.06-05
Page 21
PCC Pavements with no Lateral Support
Ti
Pavement Componenttlt
Thickness,
Inches (mm)
9.0 to
Jointed Plain Concrete Pavement
9.5(240)
9.5
Class 2 Aggregate Base*
12.0 (300)
9.5 to
Jointed Plain Concrete Pavement
10.75 (270)
10
Class 2 Aggregate Base*
12.0 (300)
10.5
Jointed Plain Concrete Pavement
11.25 (285)
to 11
Class 2 Aggregate Base*
15.5 (390)
11.5
Jointed Plain Concrete Pavement
11.25 (285)
to 12
Lean Concrete Base*(')
4.75 (120)
Class 4 Aggregate Subbase*()
7.0(180)
12.5
Jointed Plain Concrete Pavement
12.0 (300)
to 13
Lean Concrete Base*(Z)
6.0(150)
Class 4 Aggregate Subbase*(3)
8.25 (210)
Uompactea to a minimum of 95 percent relative compaction (CAL -216)
(1) Thicknesses shown for doweled pavements only. The thicknesses shown are not valid for non -
doweled joint plain concrete pavements
(2) per section 28 of the Caltrans Standard Specifications
r (3) per section 25-102B of the Caltrans Standard Specifications
7.6.3 Stresses are anticipated to be greater at the edges and construction joints of
the pavement section. A thickened edge is recommended on the outside of
slabs subjected to wheel loads.
"5
7.6.4 Joint spacing in feet should not exceed twice the slab thickness in inches,
e.g., 12 feet by 12 feet for a 6 -inch slab thickness. Regardless of slab
thickness, joint spacing should not exceed 15 feet.
r 7.6.5 Lay out joints to form square panels. When this is not practical, rectangular
panels can be used if the long dimension is no more than 1.5 times the short.
7.6.6 Control joints should have a depth of at least one-fourth the slab thickness,
e.g., 1.5 -inch for a 6 -inch slab.
7.6.7 Isolation (expansion) joints should extend the full depth and should be used
onlyto isolate fixedobjects abutting orwithinpaved areas. Constructionjoint
location shouldbe determined by the contractor's equipment and procedures.
7.6.8 Pavement section design assumes that proper maintenance such as sealing
and repair of localized distress will be performed on a periodic basis.
I-15/SR 74 Separation:
November 15, 2006
8.0 DESIGN CONSULTATION
DOSOC4.06-05
Page 26
8.1.1 Twining should be provided the opportunity to review those portions of the
contract drawings and specifications that pertain to earthwork operations,
new pavements and underground utilities prior to finalization to determine
whether they are consistent with our recommendations. This service is not a
part of this current contractual agreement.
8.1.2 It is the client's responsibility to provide plans and specification documents
for our review prior to their issuance for construction bidding purposes.
8.1.3 If Twining is not afforded the opportunity for review, Twining assumes no
liability for the misinterpretation of our conclusions and recommendations.
This review is documented by a formal plan/specification review report
provided by Twining.
9.0 CONSTRUCTION MONITORING
9.1- It is recommended that Twining be retained to observe the excavation, earthwork,
and compaction testing of work to determine that the subsurface conditions are
compatible with those used in the analysis and design.
9.2 Twining can provide observation and field testing to determine if the
recommendatidns of this report are achieved. Upon completion of the work, a
written summary of our observations will be provided, field testing and conclusions
regarding the conformance of the completed work to the intent of the project
geotechnical report. This service is not, however, part of this current contractual
agreement.
9.3 The construction monitoring is an integral part of this investigation. This phase of
the work provides the geotechnical engineer the opportunity to verify the soil
conditions and make alternative recommendations if the conditions differ from those
anticipated.
9.4 If Twining is not afforded the opportunity to provide engineering observation and
field-testing services during construction activities related to earthwork, pavements
and trenches; then, Twining will not be responsible for compliance of any aspect of
the construction with our recommendations or performance of the structures or
improvements if the recommendations of this report are not followed. We
recommend that if a firm other than Twining is selected to conduct -these services that
they provide evidence of professional liability insurance of at least $3,000,000 and
review this report. After their review, the firm should, in writing, state that they
understand and agree with the conclusions and recommendations of this report and
agree to conduct sufficient observations and testing to ensure the construction
complies with this report's recommendations. Twining should be notified, in writing,
if another firm is selected to conduct observations and field-testing services prior to
construction.
I-15/SR 74 Separation
November 15, 2006
D050C4.06-05
Page 27
9.5 Upon the completion of work, a final report should be prepared by Twining. This
report is essential to ensure that the recommendations presented are incorporated into
the project construction, and to note any deviations from the project plans and
specifications. The client should notify Twining upon the completion of work to
provide this report. This service is not, however, part of this current contractual
agreement.
10.0 NOTII<ICAT.ION AND LIMITATIONS
10.1 The conclusions and recommendations presented in this report are based on the
information provided regarding the proposed construction, and the results of the
laboratory testing.
10.2 If variations or undesirable conditions are encountered during construction, Twining
should be notified promptly so that these conditions can be reviewed and the
recommendations reconsidered where necessary. It should be noted that unexpected
conditions frequently require additional expenditures for proper construction of the
project.
10.3 If the proposed construction is relocated or redesigned, or if there is a substantial
lapse of time between the submission of our report and the start of work (more than
12 months) at the site, or if conditions have changed due to natural cause or
construction operations at or adjacent to the site, the conclusions and
recommendations contained in this report should be considered invalid unless"the
changes are reviewed and our conclusions and recommendations modified or
approved in writing.
10.4 Changed site conditions, or relocation ofproposed structures, may require additional
field and laboratory investigations to determine if our conclusions and
recommendations are applicable considering the changed conditions or time lapse.
10.5 The conclusions and recommendations contained in this report are valid only for the
project discussed in Section 3.0 of this report. The use of the information and
recommendations contained in this report for improvements not discussed herein or
for improvements on other sites not discussed in this report is not recommended.
The entity or entities that use or cause to use this report or any portion thereof for
another improvement or site not covered by this report shall hold Twining, its
officers and employees harmless from any and all claims and provide Twining's
defense in the event of a claim.
10.6 This report is issued with the understanding that it is the responsibility of the client
to transmit the information and recommendations of this report to developers,
owners, buyers, architects, engineers, designers, contractors, subcontractors, and
other parties having interest in the project so that the steps necessary to carry out
these recommendations in the design, construction and maintenance of the prof ect are
taken by the appropriate party.
Y 1 S/SR 74 Separation
November 15, 2006
DOSOC4.06-02
Page 27
10.7 Our professional services were performed, our findings obtained, and our
recommendations prepared in accordance with generally -accepted engineering
principles and practices. This warranty is in lieu of all other warranties either
expressed or implied
10.8 This investigation report should not be used in the preparation of a Storm Water
Pollution Prevention Plan (SWPPP). Use of this report or any data included in the
report in preparation of a SWPPP would be at the owner's sole risk.
10.9 Reliance on this report by a third party (i.e., that is not a party to our written
agreement) is at the party's sole risk. If the project and/or site are purchased by
another party, the purchaser must obtain written authorization and sign an agreement
with Twining in order to rely upon the information provided in this report for design
or construction of the project.
We appreciate the opportunity to be of service to Home Depot U.S.A., Inc. If you have any
questions regarding this report, or if we can be of further assistance, please contact us at your
convenience.
Sincerely,
THE TWINING LABORATORIES, INC.
Geotechnical Engineering Division
De gerwood II
Staff Geologist �Q�O�ES5lOy f�c
Read L. Andersen, RCE
Manager
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APPENDIX A
DRAWINGS
Drawing No. 1 - Site Location Map
Drawing No. 2 - R -Value Sample Location Map
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