HomeMy WebLinkAboutGeotechnical Investigation Report Vol 1
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Converse Consultants
Over 50 Years of Dedication in Geotechnical Engineering and Environmental Sciences
RECEIVED
MAY 2 1 7nn7
CITY OF TEMECULA I
ENGINEERING DEPARTMENT
GEOTECHNICAL INVESTIGATION REPORT
Tracts 24136, 24187, 24188, 25417 and 25418
Paseo Oel Sol Master Planned Community
City of Temecula, California
VOLUME I
Prepared for:
Newland Communities
27393 Ynez Road, Suite 253
Temecula, CA 92591
Converse Project No. 99-81-112-01
May 6, 1999
10391 Corporate Drive, Redlands, California 92374
Telephone: (909) 796.0544 t Facsimile: (909) 796-7675 t e-mail: redlands@converseconsultants.com
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Converse Consultants
Over 50. Years of Dedication in Geotechnical Engineering and Environmental Sciences
May 6, 1999
Mr. Dean Meyer
Director of Engineering
Newland Communities
27393 Ynez Road, Suite 253
Temecula, CA 92591
Subject:
GEOTECHNICAL INVESTIGATION REPORT
Tracts 24136, 24187, 24188, 25417 and 25418
Paseo Del Sol Master Planned Community
City of Temecula, California
Converse Project No. 99-81-112-01
Dear Mr. Meyer:
Converse Consultants (Converse) has prepared this report to present grading,
foundation design and construction recommendations for the proposed residential
and commercial development in the remaining undeveloped southwestern (Tracts
24136, 25417 and 25418) and northern (Tracts 24187 and 24188) portions of
Paseo Del Sol Master Planned Community located in the city of Temecula,
California. This report is prepared in accordance with our proposal dated February
11, 1999.
If you have any questions regarding this report, please feel free to contact the
undersigned or Mr. Michael O. Cook at (909) 796-0544. This opportunity to be of
continued service to Newland Communities is greatly appreciated.
CONVERSE CONSULTANTS
Hashmi S. E. Quazi, Ph.D., P. E.
Senior Vice President/Principal Engineer
Dist.: 8/Addressee
O Pnnle<l on
"..cycl.."
P"~f
10391 Corporate Drive, Redlands, California 92374
Telephone: (909) 796-0544 . Facsimile (909) 796-7675 . e-mail: ccieconv@aol com
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99-81-1 12-01
May 6, 1999
Page ii
EXECUTIVE SUMMARY
The following is a summary of our Geotechnical Investigation, Conclusions and
Recommendations, as presented in the body of this report. Please refer to the
appropriate sections of the report for complete conclusions and recommendations.
In the event of a conflict between this summary and the report, or an omission in
the summary, the report shall prevail.
· The site investigation was completed on February 26, 1999 and results of our
investigation indicate that the site is suitable for the proposed residential and
commercial development, provided that the recommendation contained herein are
incorporated into final development plans.
· A total of 1 2 exploratory borings and 53 test pits were excavated within the
project site. The depth of the borings ranged from 26 to 51 feet below existing
ground surface. The test pits were excavated using a backhoe equipped with a
24-inch-wide bucket to depths ranging from 5.5 to 16 feet below existing ground
surface.
· Terrace deposits of Quaternary age crop out as isolated remnants within the
northern portion (Tract 24188) of the property, capping two of the higher hills.
The terrace deposits consist of coarse sand and gravel, and are slightly porous
and medium-dense. Colluvial materials were encountered at the base of ravine
slopes throughout the site. These materials were classified as silty sand with
minor amounts of sandy silt. The colluvium was dry to slightly moist, loose to
medium-dense, or firm, and contained numerous rootcasts and pinhole voids.
Thickness of the colluvial soils ran~ed from approximately 2 feet thick on the to
ridge lines up to 10 feet thick near along the flank and base of the ridges. Recent
alluvium was encountered within narrow drainage channels/ravines. Deep alluvium
to depths in excess of 50 feet underlies the proposed commercial site in Tract
25418, at the southern region of the site. These materials were classified as silty
sand, sand, and sandy silt. The alluvium was dry to moist, loose to medium-
dense, and contained numerous rootcasts and pinhole voids. Fill materials were
found at various locations within the site. The majority of this fill is associated
with road construction and other grading activities on adjacent developments.
Artificial fill is also present in the western and northern portion of Tract 24136.
· Groundwater was encountered in the exploratory borings drilled within the
proposed commercial portion of the site (Tract 25418) only. Depths to
groundwater encountered in the exploratory borings at the time of drilling ranged
from 19.5 to 25.0 feet below ground surface.
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99-81-112-01
May 6, 1999
Page jji
· Earth materials at the site should be excavatable with conventional heavy-duty
earth moving equipment.
· At least the upper five (5) feet of soils should be removed and replaced as
compacted fill in Tract 25418 and southern Y. of Tract 25417, due to past
agricultural activity and loose conditions. Deeper removal will be necessary in
drainage and ditches, or where buried structures and sumps are located. To
mitigate the potential for structural distress due to liquefaction, overexcavation in
the liquefaction zone is necessary, to ensure that there is at least 10 feet of
compacted fill below finished rough grade.
· Colluvial and alluvial soils in Tract 24136 and northern Y. of Tract 25417 should
be removed to bedrock. These soils vary in thickness from 2 to 10 feet.
· Colluvial and alluvial soils in Tract 24187 and 24188 should be removed to
bedrock. These soils vary in thickness from 3 to 11 feet. The recommended
removal depths are depicted on Drawing No.1, Geologic/Boring and Test Pit
Location Map, in triangles adjacent to the explorations.
· Alluvium and colluvium are expected to shrink on an average of approximately
12% by volume, with variations from 10% to 14% shrinkage by volume at
various ravine locations and in Pauba Valley. Subsidence in ravines and the valley
due to earthwork activities may range up to 0.2 foot. Shallow porous Pauba
bedrock and medium-dense deposits may shrink from 10 to 14% by volume when
properly recompacted. Dense Pauba bedrock is expected to shrink from 3 to 6
percent. Medium-dense and dense bedrock are distributed throughout the project
site. We recommend that an average shrinkage of 7% by volume may be used to
estimate shrinkage for the Pauba bedrock. Subsidence of the exposed surface in
deep cuts into the Pauba bedrock is expected to be negligible, exclusive of wet
weather earthwork disturbance.
· A natural east-west drainage channel in Tract 24188 is to remain undeveloped.
Design recommendations for cut and fill slopes adjacent to the undeveloped
channel will be provided when final grading plans become available.
· Based on the materials encountered in the test pits located in highland areas (in
Tracts 24136, 24188 and 24187), temporary excavations may be constructed
vertically to a depth of 4 feet. Temporary excavations deeper than 4 feet may be
constructed to a slope gradient not steeper than 0.5:1 (Horizontal:Vertical) to an
excavation depth of 10 feet, not steeper than 1: 1 for an excavation from 10 to
20 feet deep and not steeper than 1.5:1 to 2:1 for an excavation from 20 to 50
feet deep.
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99-81-112-01
May 6, 1999
Page iv
. Based on the materials encountered in the test pits located in Tracts 25418 and
southern part of Tract 25417, temporary excavations within the alluvium-filled
portion of the site will be less stable than the highland area. Temporary
excavation deeper than four (4) feet in the Pauba Valley area should be either
sloped or braced. Temporary excavation deeper than 10 feet is not anticipated in
this area. The sides of excavations to a depth of 10 feet should be cut back to at
least 1: 1 (horizontal: vertical) gradient.
. The site is located outside of the, "fissure zone" established by the County of
Riverside Planning Department. However, there is an appreciable thickness of
water-bearing alluvium within the boundaries of Tract 25418 and the southern
portion of Tract 25417. The alluvium contains layers of compressible fine-grained
soils. There is a potential for minor ground subsidence, as is occurring in the Pala
Road-Wolf Valley area of Rancho California, due to an increase in the effective
overburden pressure resulting from groundwater lowering. On the basis of
available information and on the assumption that prudent groundwater basin
management practices are enforced, it is our opinion that the potential for
significant ground subsidence due to groundwater withdrawal is low.
. The site may experience a peak horizontal acceleration of about 0.65g, where g is
the acceleration due to gravity, in the event of a MCE of magnitude 6.8
associated with the Temecula (Elsinore) Fault Zone.
. Pipe bedding material should contain at least 1 5 percent material finer than the
size corresponding to 85 percent passing by weight of the surrounding native or
fill materials. Materials such as crushed aggregate, gravel or coarse sand having
a sand equivalent of at least 30 be used as pipe zone backfill.
. All trench backfill should be compacted to a minimum relative compaction of 90
percent as per the ASTM Standard D1557-91. At least the upper 12 inches of
trench underlying pavements should be compacted to at least 95 percent relative
compaction.
. Trench backfill shall be compacted by mechanical methods, such as vibrating or
pneumatic rollers, or mechanical tampers, to achieve the specified density. The
backfill materials shall be brought within two (2) percent optimum moisture
content, then placed in horizontal layers. The thickness of uncompacted layers
should not exceed eight inches. Each layer shall be evenly spread, moistened or
dried as necessary, and then tamped or rolled until the specified density has been
achieved.
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99-81-112-01
May 6, 1999
Page V
· Compacted trench backfill will experience both elastic (and immediate) and/or
long-term (secondary) settlement due to self-weight and external loadings. Total
settlement depends on the type of backfill soils, the depth of fill, and the
external load applied. Soils to be used to as utility trench backfill should be
relatively granular and not susceptible to moisture variations. Most of the
settlement should occur immediately. However, the trench backfill soils will be
subjected to repeated loading due to traffic.
· The measured soil resistivity ranged from 3,400 to 6,300 ohm-cm at field
moisture conditions. When saturated, the resistivity dropped to a range from
2,600 to 3,600 ohm-cm.
· Soil pH was found to be 6.7. Sulfate and chloride are found to be 52 to 59 parts
per million (ppm) and 11 to 35 ppm respectively.
· Pertinent exploration logs from Converse's previous studies within the project area
are included as Volume II of this report.
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99-81.112-01
May 6, 1999
Page vi
PROFESSIONAL CERTIFICATION
This report has been prepared by the staff of Converse Consultants under the
professional supervision of the following individuals whose seals and signatures
appear hereon.
The findings, recommendations, specifications and professional opinions contained in
this report were prepared in accordance with the generally accepted professional
engineering and engineering geologic principle and practice in this area of Southern
California. We make no other warranty, either express or implied.
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Kugan
Project
Michael O. Cook, C. E. G. 1716
Project Geologist
~ - .-:::.---~ -~ ..,. -- ~
Hashmi S. E. Quazi, Ph. D., P. E.
Senior Vice President/Principal Engineer
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99-81-' 12-0'
May 6, 1999
Page vii
CONTENTS
SECTION 1.0 INTRODUCTION 1
....................................................................................
SECTION 2.0 PROJECT DESCRIPTION ........................................................................ 3
2.1 EXISTING SITE DESCRIPTION - SOUTHWESTERN PORTION ............................................ 3
2.1.1 Tract 24136 ............................................................................................ 3
2.1.2 Tract 25417 ............................................................................................3
2.1.3 Tract 25418 ............................................................................................ 3
2.2 EXISTING SITE DESCRIPTION - NORTHERN PORTiON (TRACTS 24187 AND 24188) ........... 4
2.3 PROPOSED DEVELOPMENT .................................................................................... 4
2.3.1 Tracts 24316,25417 and 25418...............................................................4
2.3.2 Tracts 24187 and 24188..........................................................................5
SECTION 3.0 SCOPE OF WORK 5
..................................................................................
3.1 LITERATURE REVIEW 5
...........................................................................................
3.2 SITE RECONNAiSSANCE..................... ............................................................. ..... 5
3.3 FIELD EXPLORATION 5
...........................................................................................
3.4 LA80RATORY TESTING ........................................................................................7
3.5 REPORT PREPARATION 7
.........................................................................................
SECTION 4.0 SITE GEOLOGY AND GROUNDWATER .................................................... 7
4.1 GEOLOGIC SETTING' 7
............................................................................................
4.2 SITE GEOLOGY .................... .............................................................................. 7
4.2.1 Pauba Formation (Map Symbol Qp)............................................................. 8
4.2.2 Terrace Deposits (Map Symbol Qt) .............................................................8
4.2.3 Colluvium (Map Symbol Qco/) ....................................................................8
4.2.4 Recent Alluvium (Map Symbol Qa/}............................................................. 8
4.2.5 Fill.......................................................................................................... 9
4.3 EXCAV ATABllITY ............................................................................................... 9
4.4 GROUNDWATER............. ................. ................................................................... 9
4.5 GROUND SUBSIDENCE POTENTIAL DUE TO GROUNDWATER WiTHDRAWAL...................... 10
4.6 SUBSURFACE VARIATiONS 11
..................................................................................
SECTION 5.0 FAULTING AND SEiSMiCITy................................................................ 11
5.1 FAULTING 11
......................................................................................................
5.2 SEiSMiCiTy............................. ....................................................................... 11
5.3 LIQUEFACTION EVALUATION ............................................................................... 13
5.4 DIFFERENTIAL SETTLEMENT DUE TO SEISMIC SHAKING .............................................. 14
5.5 ADDITIONAL HAZARDS DUE TO SEISMIC ACTiViTY.................................................... 15
SECTION 6.0 EVALUATIONS AND DISCUSSIONS ......................................................15
SECTION 7.0 EARTHWORK/SITE GRADING RECOMMENDATIONS............................... 18
7.1 GENERAL 18
.......................................................................................................
7.1.1 Tracts 24136,25417 and 25418.............................................................. 18
7.1.2 Tracts 24187 and 24188 19
.........................................................................
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99-81-112-01
May 6, 1999
Page viii
7.2 REMOVAl/OVEREXCAVA TION.............................................................................. 19
7.2. 1 Genera/. ........ ......................... ................. ............ ....... .... ...... ................. 19
7.2.2 Tract 24136, 25417, and 25418............................................................. 20
7.2.3 Tracts 24187 and 24188........................................................................ 21
7.4 PERMANENT CUT SLOPES .................................................................................. 21
7.5 PERMANENT FILL SLOPES ................. .................................................................. 22
7,6 TEMPORARY SLOPED EXCAVATIONS ..................................................................... 22
7.7 SHRINKAGE AND SUBSIDENCE ............................................................................. 23
7.8 SITE DRAINAGE............................................................................................... 24
7.9 SLOPE PROTECTION AND MAINTENANCE ................................................................ 25
SECTION 8.0 BURIED UTILITY AND PAVEMENT DESIGN/ CONSTRUCTION
RECOMMENDATIONS.... .............. ....................... ........ ..... ......... ..... ...... .................... 26
8.1 BURIED UTILITY TRENCH BACKFILL .......................................................................26
8.2 ASPHALT PAVEMENT. ..................... .................................................................. 27
SECTION 9.0 STRUCTURAL DESIGN RECOMMENDATIONS ........................................ 28
9.1 RESIDENTIAL FOUNDATION DESIGN CRITERIA .......................................................... 28
9.2 SLABS-ON-GRADE (RESIDENTIAL AND COMMERCiAL)................................................. 30
9.3 APPURTENANT FACiLITIES.................................................................. ................ 31
9.4 CORR05IVITY................................................ .................................................. 31
SECTION 10.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION........................... 32
SECTION 11.0 CLOSURE
........................................................................................
32
SECTION 12.0 REFERENCES
33
...................................................................................
APPENDICES
APPENDIX A .. ..... ..... ... ....... '" ...............................................FIELD EXPLORATION
APPENDIX B.................................................................... LABORATORY TESTING
APPENDIX C.................................RECOMMENDED EARTHWORK SPECIFICATIONS
TABLES
TABLE NO.1 BORING!TRENCH/CPT LOCATIONS 6
I ................................................................
TABLE No.2, MEASURED DEPTHS TO GROUNDWATER.......................................................... 9
TABLE NO.3, SEISMIC CHARACTERISTICS OF REGIONAL FAUlTS.......................................... 12
TA8LE NO.4, TEMPORARY EXCAVATION SLOPES .............................................................. 23
TA8lE No.5, RECOMMENDED PRELIMINARY STRUCTURAL SECTIONS FOR FLEXIBLE PAVEMENT.... 27
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99-81-112-01
May 6, 1999
Page ix
ILLUSTRATIONS
Figures
Following Page No.:
Figure No.1 - Site Location Map......................................................................... 1
Figure No.2 - Fault Map .................................................................................. 11
Drawings
Drawing No.1 - Geologic/Boring and Test Pit Location Map........................ In Pocket
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99-81-112-01
May 6, 1999
Page 1
SECTION 1.0
INTRODUCTION
This report presents the findings of the geotechnical investigation performed by
Converse Consultants (Converse) for the approximately 340 acres located in
Temecula, California. The proposed project consists of the remaining undeveloped
southwestern and northern portion of the Paseo Del Sol Master Planned Community.
The purposes of this investigation were to determine the nature and engineering
properties of the subsurface soils and to provide recommendations regarding general
site grading, engineering recommendations for design and construction of
foundations, slabs and street.
The southwestern portion includes Tracts 24136, 25417 and 25418. This area
consists of approximately 160 acres bounded on the north by Pico Road, Leena Way
and Montelegro Street, east by Meadows Parkway, the south by Highway 79 and the
west by residential, commercial and school developments.
The northern portion includes Tracts 24187 and 24188. This is approximately 180
acres in size and is bounded on the north by Pauba Road, east by Butterfield Stage
Road, south by a residential development and west by Meadows Parkway.
The approximate location of both the southwestern and northern sites with Tract
numbers are shown in Figure No.1, Approximate Site Location Map. A topographic
map of the project site, prepared by the Keith Company-Inland Empire, Inc., was used
as a base map to present our geologic data and approximate location of our field
investigation borings, test pits and cone penetrometer tests (CPT). This map is
included in this report as Drawing No.1, Sheets 1 and 2 of 2, Ge%gic/Boring and
Test Pit Location Map, scale 1 ":200'. Sheet 1 of 2 includes Tracts 24136, 25417
and 25418. Sheet 2 of 2 includes Tracts 24187 and 24188.
The following reports prepared by Converse and pertaining to the project site have
also been used as references for the present investigation:
· Preliminary Geotechnical Investigation for Eastern and Southwestern Portion of
"The Meadows", Approximately BOO-Acre Site, City of Temecula, California,
dated April 26, 1996, CCIE Project No. 96-81-420-01.
· Geotechnical Investigation, Tentative Tract 24137, Planning Area 1 and 2a,
Portion of the Meadows, Rancho California, California, dated December 9, 1988,
CCIE Project No. 88-81-148-01-B
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Reference:
MAP
PASEO DEL SOL MASTER PLANNED COMMUNITY
CITY OF TEMECUlA, CALIFORNIA
For: NEWLAND COMMUNITIES
99-81-112-01
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Figure No.
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99-81-112-01
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Page 2
· Liquefaction Investigation, The Meadows at Rancho California, APN Nos. 926-13-
9, -10, -12, -13 and -14, Rancho California, California, dated December 9, 1 989,
prepared for Rancho California Development Company, CCIE Project No. 88-81-
148-02
· Geotechnical Investigation, Tentative Tract 24136, Planning Area 8, Portion of
the Meadows, Rancho California, California, dated December 16, 1988, CCIE
Project No. 88-81-148-01-B
· Geotechnical Investigation, Eastern Portion of the Meadows, Rancho California,
California, dated January 6, 1989, prepared for the Rancho California
Development Company, CCIE Project No. 88-81-155-01
· Tentative Tract Map No. 24136, Paseo Del Sol, Amendment #2, dated February
22, 1999, prepared by RBF and Associates, scale 1 ":100'
· Tentative Tract Map. 25417, Conceptual Grading Plan, dated January 15, 1999,
prepared by RBF and Associates, scale 1 ":100'
· Paseo Del Sol Southwest Quadrant, Conceptual Grading Plan & Commercial site
Exhibit, dated January 19, 1999, prepared by RBF and Associates, scale 1 ":100'
· Topo Plot 24187 and 24188, dated January 13, 1999, prepared by Keith
Company, scale 1 ":200'
· Tract No. 24136, Mass Grading, Tract No. 25417/25418, Disposal Site, date
stamped April 13, 1999, prepared by RBF and Associates, Sheets 1 through 12.
We understand that the proposed development will consist of a combination of
residential lots, commercial developments, and associated streets and landscaped
areas. Residential structures are expected to be single- and two-story, wood-frame
and stucco buildings with slabs-on-grade and no basements. The proposed
foundation system for each building will consist of conventional exterior and interior
footings. The type of commercial development is not known at the time of
investigation.
Pertinent geologic and geotechnical data, including the locations of the exploratory
borings drilled, test pits excavated and CPT locations as part of the present
investigation and the above-referenced reports, are shown on Drawing No.1, Sheets
1 and 2 of 2, Ge%gic/Boring and Test Pit Location Map.
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99-81-112-01
May 6, 1999
Page 3
SECTION 2.0
PROJECT DESCRIPTION
2.1 Existing Site Description - Southwestern Portion
The southwestern portion of the site includes Tracts No. 24136, 25417 and 25418.
The combined approximately 1 60-acres is bounded on the north by Pico Road,
Leena Way and Montelegro Street, east by Meadows Parkway, south by Highway
79 and west by a Lucky's Supermarket Center, residential homes and a school site.
The following is a description of the existing site conditions by Tract number.
2.1.1 Tract 24136
Tract 24136 is bounded by Pio Pico Road, Leena Way and Montelegro Street on the
north, east by Meadows Parkway, De Portola Road on the south and west by
residential homes and the Joan F. Sparkman Elementary School. Topographically
the Tract consists of an east-west ridgeline with and an approximate highest
elevation of 1245 mean sea level (MSL). The surface descends to an approximate
elevation of 1070 MSL in the southwest corner. Several incised drainage channels
are present along the southern flank of the ridge. The north side of the ridge
adjacent to Leena Way was previously graded as a cut slope. The northwest portion
of the Tract adjacent to Pico Road, Montelegro Street and part of Leena Way was
previously graded as a fill pad for residential development. Numerous end-dump
piles of soil and construction debris are present across the fill pad area. A delsilting
basin is present in the western portion of the fill area next to Pio Pico Road. Several
areas across the top and south side of the ridge have been partially graded as
borrow sites. As a result of the borrow site grading, an area of undocumented
fill/tailings is present along the south side of the Tract near De Portola Road and at
the cut/fill transition in the northwestern fill area. A natural drainage along the east
side of Tract 24136 has been partially graded as part of the construction of
Meadows Parkway.
2.1.2 Tract 25417
Tract 25417 is an irregular parcel bounded by De Portola Road on the north,
Meadows Parkway on the east, proposed Campanula Road on the south and an
existing park site on the northwest corner. Topographically the site descends in
elevation from approximately 1140 feet above MSL near De Portola Road and
Meadows Parkway to approximately 1065 MSL in the southwest corner.
2.1.3 Tract 25418
Tract 25418 is situated within the Pauba Valley, which is drained by the southwest-
trending Temecula Creek. Proposed Tract developments include a commercial site
and a multi-family site. The site is a roughly "L" shaped 28 acre parcel with
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99-81-112-01
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Page 4
approximately 20.7 acres proposed for the commercial site and 7.3 acres for the
multi-family site. The commercial site is located adjacent to Highway 79 and the
multi-family site is north of the Lucky's Supermarket Center. Proposed Campanula
Road is the northern boundary of the Tract. The site is relatively flat to gently sloping
toward the west/southwest. Two (2) existing approximately 4 foot deep catch basins
are located adjacent to the Luckys Supermarket Center. Several piles of end-dumped
soil and construction debris are located in the multi-family site.
2.2 Existing Site Description - Northern Portion (Tracts 24187 and 24188)
The northern portion of the proposed site includes Tracts 24187 and 24188. The
combined approximately 1 80-acres is bounded on the north by Pauba Road, the east
by Butterfield Stage Road, an existing residential development on the south and
Meadows Parkway on the west. Topographically the site is characterized by a series
of well rounded gently sloping hills that descend from approximately 1325 feet MSL
in the northwest corner to approximately 1180 in the southwest corner. The site is
divided by two well-defined west-draining valleys. Fill soils associated with the road
construction of Meadows Parkway, as well as within the valleys have been placed
under the observation and testing of Converse. The southern-most valley fill area is
covered with loose fill soils that contain some construction debris.
Vegetation consists of primarily grasses and tumbleweeds, with some shrubs in the
hilly regions. A few trees are located adjacent to the valleys.
2.3 Proposed Development
2.3.1 Tracts 24316. 25417 and 25418
A final development plan was not available at the time of the preparation of this
report. Based on the mass grading/disposal site plans provided by Robert Bein,
William Frost and Associates (RBF) for the southwestern portion, the proposed
development will consist of a residential development with associated streets and a
commercial site. The residential housing will include both single-family and multi-
family units. Commercial development is planned at the southernmost area adjacent
to Highway 79.
Based on the mass grading/disposal site plan, both cut and fill slopes are not
expected to be graded steeper than 2: 1 (horizontal: vertical) and are not expected to
exceed 30 feet in height. The maximum height of fill within the site is not expected
to exceed maximum of 30 feet. Maximum cuts at the knobs of several hills within
Tract 24136 are expected to be on the order of 50 to 65 feet.
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No retaining walls are proposed for the subject project. For the purpose of this
report, it is assumed that residential structures will consist of one- to two-story
wood-frame single- and multi-family homes. Commercial structures are expected to
consist of single-story concrete tilt-up or masonry structures, with steel and/or wood-
frame roof systems. All of the structures are assumed to have concrete slabs-on-
grade with no basements. Bearing wall loads are expected to range from 2 kips per
foot for residential structures to possibly 4 to 5 kips per foot for commercial
structures. Commercial column loads are not expected to exceed 75 kips. No
structural plans for any of the proposed developments were available at the time of
the preparation of this report.
2.3.2 Tracts 24187 and 24188
A final development plan was not available at the time of preparation of this report.
Base on a conceptual plan prepared by The Keith Company-Inland Empire, Inc. for the
northern portion (Tracts 24187 and 24188) the site is proposed to be graded as a
mass pad. A natural drainage in Tract 24188 is to remain undeveloped.
SECTION 3.0
SCOPE OF WORK
The scope of our present investigation Included review of existing information, site
reconnaissance, subsurface exploration, soil sampling, CPT drilling, laboratory testing,
engineering and geological analyses, and preparation of this report. The scope of
work included the following tasks:
3.1 Literature Review
As part of this investigation, we have reviewed available pertinent geologic and
geotechnical reports and maps included in Section 12.0, References.
3.2 Site Reconnaissance
A Converse geologist performed a site reconnaissance of the property to verify
distribution of geologic units and pertinent surficial features across the site.
3.3 Field Exploration
The field exploration program, completed on February 26, 1999, consisted of a total
of 12 exploratory borings (map symbol NBH-Ol through NBH-12), 53 exploratory test
pits (map symbol NTP-01 through NTP-53) and 3 CPT's (map symbol NCPT-Ol, -02,
-03). Field exploration locations by Tract numbers are given in Table No.1,
Boring/Test Pit/CPT Locations.
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Table No.1, Boring/Test Pit/CPT Locations
; , ,....,..........: "-0';
. .;..,......., ,-;.. .
Tract No. Boring No. Test Pit No'; '.. t....Cpr.N~.;
., -.-,
" ., . .
Southwestern
24136 NBH-05,OS.07,12 NPT-16 to -32
25417 NPT-07to-15
25418 NBH-Ol,02,03,04 NPT-Ol to -OS NCPT-Ol,-02,-03
Northern
24187 NBH-08,09,10 NPT-38 to -47,-50
24188 NBH-ll NPT-33 to -37,48, 49, 51, 52, 53
The borings were drilled using an eight-inch diameter hollow-stem auger drill rig. The
depth of the borings ranged from 26.5 feet to 51.0 feet below existing ground
surface (bgs). The test pits were excavated to depths ranging from 5.5 feet to 16.0
feet bgs using a backhoe equipped with a 24-inch-wide bucket. A cone penetrometer
drill rig was used to obtain CPT data at three locations in the proposed commercial
site. See Drawing No.1, Sheets 1 and 2 of 2, Geologic/Boring and Test Pit Location
Map for the approximate location of the borings, test pits and CPT locations. The
subsurface conditions encountered in the exploratory borings and test pits were
visually logged by Converse personnel under the supervision of a registered
engineering geologist at the time of excavation. Relatively undisturbed and bulk
samples of the subsurface materials were obtained from the -borings at frequent
intervals for the purpose of laboratory testing. Tests were performed within the
exploratory test pits to determine the in situ density of soils. Bulk samples were
retrieved from test pits. A more detailed description of the field exploration
procedures and logs of borings and test pits are presented in Appendix A, Field
Exploration.
Logs of exploratory borings and test pits excavated during previous geotechnical
investigations for the site have been made part of the present report. The
approximate locations of these previous borings and test pits are also shown in
Drawing No.1, Sheets 1 and 2 of 2, Geologic/Boring and Test Pit Location Map. The
logs of borings and test pits from the previous field investigations are included as
Volume II of this Geotechnical Investigation Report.
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3.4 Laboratory Testing
Laboratory tests were performed on selected soil samples. The tests included
moisture-density determinations, compaction tests, consolidation tests, collapse
tests, R-value tests, and chemical content tests. Descriptions of the laboratory and
their results are presented in Appendix 'B, Laboratory Testing.
3.5 Report Preparation
The findings and recommendations developed during our investigation have been
documented in this written report.
SECTION 4.0
SITE GEOLOGY AND GROUNDWATER
A general description of the regional and site-specific geologic hazards is presented in
this section. Also presented in this section is a description of the subsurface
conditions, various materials and groundwater conditions encountered at the site
during field exploration.
4.1 Geologic Setting
The site is situated within the Peninsular Ranges Geomorphic Province of Southern
California, which is an area that extends from the San Gabriel Mountains
southeasterly into Baja, California, Mexico. This geomorphic province is characterized
by northwesterly trending mountain ranges bounded by systems of northwesterly
trending faults and alluvial-filled basins. The project area lies along the southwestern
edge of the Perris Block, a northwest-trending structural block that lies between the
Elsinore Fault Zone on the southwest and the San Jacinto Fault Zone on the
northwest. The Perris Block is characterized by Mesozoic metamorphic and plutonic
rock and Cenozoic sedimentary and volcanic rock formations that form hills of low to
moderate relief. The subject site is underlain by late Pleistocene Pauba Formation-
siltstone, sandstone and conglomerate which crops out nearly continuously for more
than three miles in the lower Pauba Valley.
4.2 Site Geology
The site is underlain by bedrock materials of the Pauba Formation, terrace deposits,
and alluvium. These, in turn, are locally mantled by a thin veneer of colluvium, and at
some locations, fill. Areal distribution of the earth materials is shown on Drawing No.
1, Geologic/Boring and Test Pit Location Map. These materials are described below
from geologically oldest to youngest.
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4.2.1 Pauba Formation (Map Symbol Qp)
The Pauba Formation of late Pleistocene age (Kennedy, 1977) underlies the site. In
general, the formation consists of distal alluvial fan and braided channel deposits,
with numerous intra-formation unconformities. Sedimentary features characteristic of
the depositional environment such as channel lag, scour and fill and cross-bedding
were observed in test pit and boring exposures.
Within the subject site, lithology of the Pauba Formation is highly variable, consisting
of poorly interbedded to massive, moderately to well consolidated, fine to coarse-
grained sandstone. The sandstone is alluvial channel-type deposits with lenses of
gravelly sandstone, siltstone and silty claystone.
Bedrock structures within the Pauba Formation can vary over a relatively short
distance. Bedding attitudes recorded at the site indicate general strikes being roughly
east-west to 100 to 200 to the northeast or northwest, with dips to the south at 00 to
200. Numerous horizontal and gradational bedding boundaries were observed.
4.2.2 Terrace Deposits (Map Symbol Qt)
Terrace deposits of Quaternary age (Kennedy, 1977) crop out as isolated remnants
within the northern portion (Tract 24188) of the property, capping two of the higher
hills (see Drawing No.1, Sheet 2 of 2, Geologic/Boring and Test Pit Location Map.
The terrace deposits consist of coarse sand and gravel and are slightly 'porous and
medium-dense.
4.2.3 Colluvium (Map Symbol Qcol)
Colluvial materials were encountered at the base of ravine slopes throughout the site,
as shown on Drawing No.1, Sheets 1 and 2 of 2, Ge%gic/Boring and Test Pit
Location Map). These materials were classified as silty sand with minor amounts of
sandy silt. The colluvium was dry to slightly moist, loose to medium-dense, or firm,
and contained numerous rootcasts and pinhole voids. Thickness of the colluvial soils
ranged from approximately 2 feet thick along the to ridgelines up to 10 feet thick
near along the flank and base of the ridges.
4.2.4 Recent Alluvium (Map Symbol Qal)
Recent alluvium was encountered within narrow drainage channels/ravines as shown
on Drawing No.1, Geologic/Boring and Test Pit Location Map. Deep alluvium to
depths in excess of 50 feet underlies the commercial site in Tract 25418, at the
southern region of the site. These materials were classified as silty sand, sand, and
sandy silt. The alluvium was dry to moist, loose to medium-dense, and contained
numerous rootcasts and pinhole voids.
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4.2.5 Fill
Fill materials were mapped at various locations within the site. The majority of this
fill is associated with road construction and other grading activities on adjacent
developments. Artificial fill is also present in the western and northern portion of
Tract 24136 (see Drawing No.1, She!lts 1 and 2 of 2, Geologic/Boring and Test Pit
Location Map, for the approximate fill limits.
4.3 Excavatability
Based on the results of this field exploration and experience with the adjacent grading
of he Paloma Del Sol and Paseo Del Sol Master Planned Communities, site soils,
including Pauba Formation bedrock, should be excavatable with conventional heavy-
duty grading equipment.
4.4 Groundwater
Groundwater was encountered in the exploratory borings drilled within the
commercial portion of the site during the present and previous investigation
performed by Converse. These borings were located within the topographically low-
lying alluvial areas. Depths to groundwater as encountered in the exploratory borings
at the time of drilling are summarized in Table No.2, Measured Depths to
Groundwater.
Table No.2, Measured Depths to Groundwater
Boring No.1 Date Drilled Depth to Groundwater Groundwater Elevation
1ft) 1ft)
NBH-l 02123/99 25.0 1047
NBH-2 02123/99 24.0 1041
NBH-3 02123/99 19.5 1049
NBH-4 02123/99 20.0 1045
BH-1 04/03/96 19.0 1039
BH-2 04/03/96 20.0 1044
BH-5 04/02196 20.0 1064
BH-6 04/02196 20.0 1074
BH-7 04/02/96 22.0 1070
BH-8 04/02196 17.0 1088
BH-9 04/02196 18.0 1082
BH-l0 04/03/96 33.0 1040
BH-14 04/03/96 29.0 1034
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Boring No.1 Date Drilled Depth to Groundwater Groundwater Elevation
(ft) Iftl
8-1 12/08/88 13.0 1097
B-2 12/08/88 13.0 1057
B-8 12/09/88 10.0 1061
B-13 12/16/88 7.0 1097
B-l0l 11/15/88 13.5 1099
8-102 11/15/88 9.5 1062
B-1 04 11/15/88 24.5 1094
As seen in Table No.2, Measured Depths to Groundwater, the groundwater depths
below existing ground surface increased slightly since our field investigation in 1996.
Several active Rancho California Water District (RCWDj water wells are present
immediately to the south and east of -the site. Geologic and hydrogeologic studies
prior to installation of the RCWD water wells indicate higher groundwater levels for
the area.
4.5 Ground Subsidence Potential Due to Groundwater Withdrawal
The site is located outside of the "fissure zone" established by the County of
Riverside Planning Department. However, there is an appreciable thickness of water-
bearing alluvium within the boundaries of Tract 25418 and the southern portion of
Tract 25417. The alluvium contains layers of compressible fine-grained soils. There
is a potential for minor ground subsidence as is occurring in the Pala Road-Wolf
Valley area of Rancho California due to an increase in the effective overburden
pressure resulting from groundwater lowering.
Pertinent information required to evaluate the potential for ground subsidence in the
Pauba Valley portion of the site are the past, present, and proposed rate and depth of
groundwater withdrawal in the vicinity of the site. This is a regional issue and
geologic/hydrogeologic data related to ground fissuring in the Pala Road-Wolf Valley
area would provide a better understanding of the problem. An evaluation of survey
data and groundwater pumping informliltion is beyond the scope of this study.
On the basis of available information and on the assumption that prudent
groundwater basin management practices are enforced, it is our opinion that the
potential for significant ground subsidence due to groundwater withdrawal is low.
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4.6 Subsurface Variations
Based on the results of our subsurface exploration and experience, variations in the
continuity and depth of subsoil and bedrock deposits should be anticipated. Due to
uncertainty involved in the nature and depositional characteristics of the earth
materials, care should be exercised in interpolating or extrapolating subsurface
conditions between or beyond borings, test pits and/or trenches. Variations in
groundwater levels should be expected due to seasonal changes, or artificial changes
such as variable regional irrigation, changes in groundwater pumping, and/or
variations in the Vail Lake Reservoir downstream discharge.
SECTION 5.0
FAULTING AND SEISMICITY
5.1 Faulting
This section presents a discussion of the local faulting, regional faulting seismicity
and seismic hazards specific to the proposed development.
5.1.1 Local Faulting
The site is located adjacent to the Temecula branch of the Elsinore Fault, which is
categorized as an active fault. The project area is not, however, within a currently
designated State of California Earthquake Fault Zone (previously, Alquist-Priolo
Special Studies Zone). The Temecula (Elsinore) Fault Zone is located southwest of
the project site and is about 1.0 mile from the southwest corner of the proposed
commercial site.
5.1.2 Regional Faulting
Major local and regional faults within 100 km (62 miles) from the project site are
considered in this evaluation. Table No.3, Seismic Characteristics of Regional Faults,
presents approximate distances from the southwest corner of the Commercial site
and other important seismic characteristics of the various faults. A fault map
depicting the approximate location of the site and the locations of the various regional
active faults is shown in Figure No.2, Fault Map.
Of those listed in Table No.3, Seismic Characteristics of Nearby Faults, the
Temecula (Elsinore) Fault Zone is considered most capable of generating significant
ground motions at the project site.
5.2 Seismicity
The project site is situated in a seismically active region. As is the case for most
areas of Southern California, ground shaking resulting from earthquakes associated
with nearby and distant faults may occur. During the life of the project, seismic
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activity associated with active faults in the area may generate moderate to strong
ground shaking at the site.
According to the Uniform Building Code (1997), the project site is situated in Seismic
Zone 4. Major damage corresponding to intensities VIII or higher on the Modified
Mercalli Intensity Scale may occur within this zone. Seismic Zone 4 also includes
those areas that lie within a zone of major (Richter Magnitude, M > 7) historic
earthquakes and recent high levels of seismicity.
5.2.1 Deterministic Analysis
A deterministic analysis of fault rupture potential and associated seismic parameters
was performed using the computer program EQFAUL T developed by Blake (1996).
The results are presented in the following sections.
A Maximum Credible Earthquake (MCE) is defined as the maximum seismic event
that a particular fault is theoretically capable of producing and is evaluated based
upon existing geologic and seismologic evidence. A deterministic analysis was
performed by utilizing the computer program EQFAUL T developed by Blake (1996) to
evaluate MCE and associated seismic parameters for various active faults within 100
km (62 miles) of the site. The faults in Table No.3, Seismic Characteristics of
Regional Faults, are those most likely to generate ground acceleration (> 0.1 Og) at
the site in case of a major earthquake.
The peak horizontal acceleration presented in Table No.3, Seismic Characteristics of
Regional Faults, is determined by applying the "Random-Mean" attenuation
relationship suggested by Boore et al (1993). This attenuation relationship considers
three different soils conditions, namely Type A, rock sites, Type B, soft rock/stiff soil
sites and Type C, soft soil sites. The Type B soil condition was considered for the
current analysis. Based on this analysis, the site may experience a peak horizontal
acceleration of about 0.65g, where g is the acceleration due to gravity, in the event
of a MCE of magnitude 6.8 associated with the Temecula (Elsinore) Fault Zone.
Table No.3. Seismic Characteristics of Regional Faults
Approx. ASSIGNED MAXIMUM PEAK
DISTANCE TO MAXIMUM HORIZONTAL
FAULT FAULT CREDIBLE GROUND
FROM PROJECT EARTHQUAKE ACCELERATION AT
NAME SITE MAGNITUDE PROJECT SITE
(milesl M' (0\
Elsinore-Temecula 1 6.8 0.65
Elsinore-Julian 9 7.1 0.38
Elsinore-Glen Ivy 18 6.8 0.20
San Jacinto - Anza 20 7.2 0.22
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Approx. ASSIGNED MAXIMUM PEAK
DISTANCE TO MAXIMUM HORIZONTAL
FAULT FAULT CREDIBLE GROUND
NAME FROM PROJECT EARTHQUAKE ACCELERATION AT
SITE MAGNITUDE PROJECT SITE
{miles} M' {a}
San Jacinto - San Jacinto VA 21 6.9 0.19
Newport-Inglewood (offshore) 29 6.9 0.14
Rose Canyon 31 6.9 0.14
Chino-Central Ave (Elsinore) 36 6.7 0.13
San Andreas -Southern 38 7.4 0.15
San Andreas -San Bernardino 38 7.3 0.14
San Jacinto- San Bernardino 38 6.7 0.11
Coronado Bank 46 7.4 0.13
Notes:
Moment Magnitude Mw of earthquake expected for rupture of entire fault length. estimated with slip-rate
dependent empirical relaUons between seismic moment Mo and fault length and assuming the empirical
relationship log Mo=1.5 Mw + 16.1 (Hanks and Kanamori, 1979).
5.2.2 Historical Data Analysis
A search was also performed utilizing the computer program EQSEARCH by Blake
(1996) to find the historical seismic events within a 100-km (62-mile) radius of the
site. The results of the search indicatEl that the project site might have experienced a
peak horizontal ground acceleration of 0.134g in 1918 due to an earthquake of
moment magnitude 6.8 associated with the nearby San Jacinto Fault Zone. The
peak acceleration was determined in accordance with the "Random-Mean"
attenuation relationship by Boore et al (1993) corresponding to "Soil Type B."
5.3 Liquefaction Evaluation
Soil liquefaction occurs in submerged granular soils during or after strong ground
shaking. There are several requirements for liquefaction to occur. They are as
follows:
. Soils must be submerged
. Soils must be primarily granular
. Soils must be contractive, that is, loose to medium-dense
. Ground motion must be intense
. Duration of shaking must be sufficient for the soils to lose shearing
resistance
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Tract 25418 and portions of Tract 25417 are underlain by potentially liquefiable
submerged granular soils. The remainder of the site underlain by the Pauba
Formation is not considered susceptible to liquefaction.
A detailed liquefaction study for the Pauba Valley portion of the site was performed
by Converse in 1988. Liquefaction was predicted to occur in soils surrounding
borings no. BH-101, BH-102, and BH-105 (see Drawing No.1, Geologic/Boring and
Test Pit Location Map). Additional borings as shown in Drawing No.1,
Geologic/Boring and Test Pit Location Map, were drilled in this portion of the site
during the present investigation. Based on the measured SPT blow counts and grain-
size analyses, submerged soil layers comprising silty/clayey sand (SP/SC) and sand
(SP) at the locations of borings no. NBH-01, NBH-02, NBH-03, and NBH-04, are
susceptible to liquefaction in the event of significant ground motion. The interbedded
fine-grained soil layers comprising clayey silt (ML), silt (ML), and clay (CL) and sandy
silts (ML) are not considered susceptible to liquefaction. The depth of groundwater
and, therefore, soil layers susceptible to liquefaction, occurs at depths ranging from
18 feet to 22 feet below existing ground surface. However, liquefiable loose granular
soils exist above the present water table at these locations. Therefore, some
variations in the depth to liquefiable soil layers due to the variations in the depth to
the groundwater level should be anticipated.
Due to the absence of deep groundwater and/or dense soil conditions, soils at the
location of the borings drilled near the highlands, including borings no. NBH-05
through NBH-12, are not considered susceptible to liquefaction.
5.4 Differential Settlement Due to Seismic Shaking
Loose or medium-dense granular soils present above as well as below the water table
will experience volumetric contraction, and hence vertical strain, during seismic
shaking. A detailed analysis is performed by Converse to estimate seismically
induced settlement within the Pauba Valley portion of the site. Estimated settlement
during a 100-year probable seismic event is estimated to range from negligible in the
highland area which includes all of Tracts 24136, 24187, 24188, and the northern
% of Tract 25417 to about 0.5 inch in Tract 25418 and the southern % of Tract
25417. Differential settlement along the fill and dense Pauba Formation contact can
also occur due to seismically induced settlement of deep fill. The potential of
significant fill settlement during earthquakes can be reduced by placing compacted fill
at a relative compaction of at least 95 percent as per ASTM Standard D1557-91 and
benching and keying fill into native soils as recommended in this report.
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5.5 Additional Hazards due to Seismic Activity
Additional hazards from seismic activity include ground surface rupture, ground
lurching, landsliding, earthquake-induced flooding, seiches, and tsunamis. The site-
specific potential for each of these seismic hazards is discussed in the following
sections.
Surface Fault Rupture: The site is not located within a currently designated State of
California Earthquake Fault Zone. Based on review of existing geologic information,
no major surface fault crosses through' or projects towards the site. The potential for
surface rupture resulting from the movement of the nearby major faults is not known
with certainty but is considered low.
Lateral Spreading: Soils on fill slopes are prone to lateral spreading during
earthquakes. To reduce the potential of lateral spreading, laterally unrestrained fill
should be keyed and/or buttressed and keyed into native soils as recommended in
Appendix C, Recommended Earthwork Specifications. The potential for lateral
spreading at the site is considered low.
Landslides: Seismically induced landslides and other slope failures are common
occurrences during or soon after earthquakes. The potential for seismically induced
landslides to affect the project site once it has been graded is considered very low.
Tsunamis: Tsunamis are tidal waves generated by fault displacement or major
ground movement. Based on the location of the site, tsunamis do not pose a hazard
to this site.
Seiches: Seiches are large waves generated in enclosed bodies of water in response
to ground shaking. The Vail Lake Reservoir is located upstream (spillway elevation
1,457 feet) of the site at the start of Temecula Creek, which drains the Pauba Valley.
Possible seiches may result in overtopping the spillway and partially flooding the
Pauba Valley.
Earthquake-Induced Flooding: This is flooding caused by the failure of dams or other
water-retaining structures as a result of earthquakes. Failure of the Vail Lake dam
during earthquakes can result in flooding of the Pauba Valley. Conditions of potential
flooding should be addressed by the project civil engineer.
SECTION 6.0
EVALUATIONS AND DISCUSSIONS
Based on the results of this investigation, we conclude that the subject site is
suitable for the proposed development, provided that the recommendations provided
in this report are considered in the design and construction of the proposed facilities.
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Soil liquefaction may result in bearing failures and/or excessive differential settlement
of structures. Bearing failures occur due to the reduction in the shear strength of the
shallow bearing soil layers. Liquefaction of such shallow soil layers usually
accompanies excessive settlement at the surface. Liquefaction of deep soil layers
will not cause bearing failures but may result in excessive settlement at the surface.
Based on the previous (Converse, 1988a) and the present investigation the area
within the Pauba Valley adjacent to Highway 79 which included Tract 25418 and
southern Y2 of Tract 25417 is underlain by liquefiable soils. However, in the event of
liquefaction, little hazard occurs unless the phenomenon leads to some ground
disturbance or ground failure at the surface or within the zone of influence of bearing
stress underneath shallow footing foundations. The zone of stress influence
underneath shallow footing foundations may be taken as 2B, where B is the width of
the footing.
Present depth to groundwater is on the order of 20 feet bgs. Considering a 5.0-foot
fluctuation in the depth of the groundwater table, the depth to liquefiable granular soil
layers extends to about 1 5 feet below existing ground surface. Based on our
liquefaction analysis the thickness of liquefiable soil layers is on the order of 10 feet.
Based on our liquefaction analysis, settlement due to liquefaction is estimated to
range from negligible in the highland area which includes all of Tracts 24136, 24187,
24188, and the northern Y2 of Tract 25417 to about 0.5 inch in Tract 25418 and
the southern Y2 of Tract 25417. Differential settlement along the fill and dense Pauba
Formation contact can also occur due to seismically induced settlement of deep fill.
To mitigate the possible effects of liquefaction to above-grade structures supported
by footing foundations, it is recommended that structures within the liquefaction-
prone portions of Tracts 25417 and 25418 be built on at least 10 feet of compacted
fill.
It is our understanding that fill will be placed within this portion of the site to raise
the grade. At the time of the preparation of this report, the exact thickness of fill to
be placed was not known.
If proposed grading results in less than 10 feet of compacted fill, including
overexcavation and/or removal within the area of "Potential Liquefaction" (as
delineated on Drawing No.1, Geologic/Boring and Test Pit Location Map), additional
overexcavation is recommended such that there is at least 10 feet of properly
compacted fill in the liquefaction-susceptible zone. Raising the grade and
recompaction will not entirely eliminate the potential for cosmetic structure damage
or pavement distress due to possible differential settlement during liquefaction.
Other liquefaction remediation methods such as deep in situ soil improvement or
methods to reduce or relieve the earthquake-induced pore pressures may be
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evaluated upon request. However, most of these methods are considered relatively
costly. It is anticipated that raising the site pad over the area susceptible to
liquefaction will be the most cost-effective and timely method of reducing the
potential of significant structural damage in the event of liquefaction. A 10-foot-thick
compacted fill mat, as recommended above, should significantly reduce potential of
bearing-type failures and of significant structural damage due to differential
settlement by acting as a rigid mat under the above-ground structures. Some
potential for structural damage due to excessive differential settlement of the
liquefied soil layers, as well as the non-liquefied loose to medium-dense granular soil
layers above the water table, exists. To further mitigate potential of structural
damage due to seismically induced differential settlement, we recommend that the
structural engineer consider specialized structure foundations such as slab-on-grade
with grade beams or post-tensioned slabs-on-ground.
Residences could possibly be constructed above the zones of existing roadway fill. If
this fill is undocumented, it should be excavated and recompacted below proposed
residences for support of new structural fill and building foundations.
It is our understanding that lots with new fill thickness of 20 to possibly 30 feet are
proposed, and lots which transition from cut to fill are also proposed in the highlands.
Of geotechnical concern for this project is the potential for differential settlement due
to the variable fill thicknesses proposed to underlie the various pads. Overexcavation
and recompaction to a depth of three (3) feet or equal to the width of the footing,
whichever is greater, from the bottom leve/ of footing foundations of the cut/fill
transition lots, is recommended to reduce the potential for differential settlement.
Building structures and garage slabs constructed on transition lots and fil/lots with
variable fiI/ depth should be designed to tolerate a long-term differential settlement
equal to at least 0.20 percent of the differential fil/ height.
Landscape irrigation and surface drainage should be controlled and provided such that
the fill mass does not become excessively moist or wet. Any appurtenant structures
such as swimming pools, retaining walls, grade changes and/or landscaping irrigation
systems should be designed such that these future improvements do not adversely
affect the graded lot stability or drainage. It is strongly recommended that Converse
or an experienced geotechnical engineer and/or certified engineering geologist review
these improvements.
Recommendations are presented below for earthwork/site grading and structural
design for the proposed development. Recommendations for additional geotechnical
services (to be performed after this investigation report has been approved by
appropriate governing agencies) are also provided.
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SECTION 7.0
EARTHWORK/SITE GRADING RECOMMENDATIONS
7.1 General
This section contains our recommendations regarding earthwork and site grading for
the proposed development of the site. These recommendations are based on the
results of our field exploration, laboratory testing and data/evaluation as presented in
the preceding sections.
Loosely backfilled exploratory test pits located throughout the site, and any existing
undocumented fill below proposed structures, will require overexcavation and
recompaction prior to the placement of structural fill. See Drawing No.1, Sheets 1
and 2, Geologic/Boring and Test Pit Location Map for approximate locations of test
pits and existing fill. All fill should be placed in accordance with the recommendations
presented in Appendix C, Recommended Earthwork Specifications. If the thickness of
structural fill is more than 20 feet, we recommend that the upper 20 feet of fill be
compacted to at least 90 percent relative compaction and that the remainder of the
fill below 20 feet be compacted to 95 percent relative compaction as per ASTM
Standard D1557-91.
As recommended in the preceding section, to reduce the potential for differential
settlement across cut/fill transition lots, the cut portion of the lot should be
overexcavated three feet or equal to the footing width, whichever is greater, below
the proposed bottom level of footing foundations.
All fill should be properly benched into firm and unyielding native bedrock materials,
which are expected to consist solely of the Pauba Formation. In areas where fill is to
be placed above cut slopes and natural slopes, the fill slope should be keyed into the
firm and undisturbed bedrock, as discussed in Appendix C, Recommended Earthwork
Specifications, and depicted on Drawing No. C-1, Typical Fill Above Cut Slope, and
Drawing No. C-2, Fill Above Natural Slope.
7.1.1 Tracts 24136, 25417 and 25418
Site grading in Tract 24136 is expected to consist of cuts, removal and fill operations
to prepare building pad areas. Based on mass grading/disposal site plans, cuts on the
order of 50 to 65 feet are proposed. Maximum fill is expected to be on the order of
about 30 feet. Removal of colluvial soils are anticipated to vary from 2 to 10 feet.
Slopes with cut/fill transitions are anticipated to require stabilization fill slopes with
back drains. Grading is also expected to include backfill for utility trenches.
Site grading for Tracts 25417 and 25418 is expected to consists of mostly removal
and fill operations and minor cuts within Tract 24517. Areas underlain by alluvium
will require a minimum of a 5 feet removal of surficial soils. Fill thicknesses are
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anticipated to range from approximately 12 to 20 feet. The existing road fill along the
south side of De Portola Road will require overexcavation and replacement as a
stabilization fill.
7.1.2 Tracts 24187 and 24188
Site grading in 24187 and 24188 is expected to consist of cuts, removal and fill
operations to prepare building pad areas. Based on mass grading/disposal site plans,
cuts on the order of 50 to 65 feet are proposed. Maximum fill is expected to be on
the order of about 30 feet. Removal of colluvial soils are anticipated to vary from 2
to 10 feet. Slopes with cut/fill transit,ions are anticipated to require stabilization fill
slopes with back drains. Grading is also expected to include backfill for utility
trenches.
A natural drainage area present in Tract 24188 is to remain in natural condition.
Grading recommendations for removal, permanent slopes, temporary sloped
excavations, utility trench backfill, site drainage, and asphalt pavements are
presented below.
7.2 Removal/Overexcavation
7.2.1 General
All surface trash and vegetation (including, but not limited to, heavy weed growth,
trees, stumps, logs, and roots) should be removed from the areas to be graded.
Organic materials resulting from the clearing and grubbing operations should be
hauled off the site. Non-organic debris from site clearing may be hauled off-site or
stockpiled for crushing and/or placement by approved methods in deeper fill areas.
Removal of all surficial soil and loose shallow alluvium will be necessary prior to
placement of structural fill. Any existing undocumented fill should be excavated.
Recommended removal depths are depicted on Drawing No.1, Geologic/Boring and
Test Pit Location Map, in triangles adjacent to the explorations. These recommended
removal depths are based on our evaluation of the existing soil conditions at a limited
number of discrete locations. Removal to depths greater than that shown in Drawing
No.1, Geologic/Boring and Test Pit Location Map, may be required based on
observation of the soils conditions by Converse during grading.
All exploratory test pits were loosely backfilled and will require overexcavation and
recompaction for support of new improvements. Approximate locations of the test
pits are shown on Drawing No.1, Geologic/Boring and Test Pit Location Map.
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A Converse representative must observe the bottom of the excavated areas prior to
placement of new fill. Soils removed during the overexcavation procedures may be
utilized as compacted fill, provided they have been stripped of organic and other
deleterious materials. All proposed fill should be placed on competent native
materials as determined by a Converse representative and in accordance with the
specifications presented in Appendix C, Recommended Earthwork Specifications.
7.2.2 Tract 24136.25417, and 25418
In general, at least the upper five (5) feet of soils should be removed and replaced as
compacted fill in Tracts 25417 and 25418, due to past agricultural activity and loose
conditions. Deeper removal will be necessary in drainage and ditches, or where
buried structures and sumps are located . To mitigate the potential for structural
distress due to liquefaction, overexcavation in the liquefaction zone is necessary,
such that there is at least 10 feet of compacted fill below finished rough grade. For
example, where grade is raised only 5 feet, 5 feet of overexcavation will be required
in the liquefaction-susceptible zone.
The colluvial/surficial soils may be removed by stripping, heavy benching during
grading, or by a combination of both stripping and benching. A minimum of 5 feet of
alluvial soil in Tracts 24517 and 24518 should be removed prior to fill placement.
Colluvial and alluvial soils in Tract 241-36 and 25417 should be removed to bedrock.
These soils vary in thickness from 2 to 10 feet.
Fill materials were mapped at various locations within the site. The majority of this
fill is associated with road construction and other grading activities associated with
adjacent developments. The road fill for Meadows Parkway along the eastside of the
Tracts 24136, 25417 and 25418 was placed under the observation and testing by
Converse in 1996.
The northwestern portion of the Tract 24136 was graded in 1988 under observation
and testing by Converse. However, our observation during this investigation indicates
that undocumented fill have been placed over or adjacent to this fill area of the Tract
24136.
Undocumented fill soils placed as a result of previous borrow site grading in Tract
24136 are present adjacent to De Portola Road. Thickness of these soils vary from
approximately 2 to 5 feet. Converse is unaware of any documentation for the De
Portola Road fill. (see Drawing No.1, Geologic/Boring and Test Pit Location Map, for
fill location).
All undocumented fill within the site should be removed and replaced as compacted
fill. It is possible that loose alluvium or colluvium may also have to be removed below
the existing undocumented fill.
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7.2.2 Tracts 24187 and 24188
The colluvial/surficial soils may be removed by stripping during grading. Colluvial and
alluvial soils in Tracts 24187 and 24188 should be removed to bedrock. These soils
vary in thickness from 3 to 11 feet. The recommended removal depths are depicted
on Drawing No.1, Geologic/Boring and Test Pit Location Map, in triangles adjacent to
the explorations.
Artificial fills are present within the east-west drainage of Tracts 24187 and 24188.
These fills were placed during grading of Meadows Parkway under observation and
testing by Converse. However, our observation during this investigation indicates the
undocumented fill has been placed o\(er the compacted fill. The road fill slopes for
Meadows Parkway, Pauba Road, and Butterfield Stage Road will require
overexcavation and replacement as compacted fill. The temporary back-cut slope
configuration adjacent to these roadways will be dependent upon existing utilities,
height of slope and proposed final grades. Artificial fills placed as part of Paseo Del
Sol grading of the portion of 24188 will require overexcavation of approximately
upper two (2) feet of soils disturbed by erosion; vegetation and/or deposits of
undocumented fill. Existing fill/natural contacts are anticipated to require excavation
up to 6 feet to remove colluvial soils adjacent to compacted fill.
A natural east-west drainage channel in Tract 24188 is to remain undeveloped.
Design recommendations for cut and fill for slopes adjacent to the undeveloped
channel will be provided when final grading plans become available.
~4 PerTnanentCutSlopes
Permanent cut slopes in excess of 30 feet in height are not anticipated. Based on
our Slope Stability Analyses (Converse 1996), cut slopes in the encountered
materials not exceeding 30 feet in height and cut no steeper than 2: 1 (horizontal:
vertical) have a calculated factor of safety (FS) greater than 1.5 and 1.2 under static
and dynamic loading conditions, resp'ectively. Cut slope gradients should not be
steeper than 2: 1 (horizontal: vertical). A primary concern for cut slopes on this site is
the high potential for erosion of the sandy material and the resultant surficial
instability. Structures should be set back from cut slopes as shown on Figure 16-1-1
of the 1994 Edition of the Uniform Building Code (UBC).
Geologic observation of all cut slopes should be conducted during grading to observe
if any adversely oriented planes of weakness (i.e., claystone or siltstone beds) are
present. Preliminary laboratory test results indicate low strength parameters for
claystones and siltstones. Accordingly, if these materials are exposed in proposed
cut slopes during grading and are found to be adversely oriented, buttress or
stabilization fill may be required.
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7.5 Permanent Fill Slopes
Proposed fill slopes should be constructed with slope ratios no steeper than 2:1
(horizontal: vertical). Fill slopes in excess of 30 feet in height are not anticipated. Fill
slopes should be properly compacted out to the slope face. This may be achieved by
either overbuilding and cutting back to the compacted core, or by utilizing other
methods that meet the intent of the project specifications. Where fill is placed over
cut slopes or natural slopes, fill should be benched into bedrock as shown on
Drawing No. C-1, Typical Fill Above Cut Slope, and Drawing No. C-2, Fill Over
Natural Slope, in Appendix C, Recommended Earthwork Specifications.
Assuming that fill slopes are properly compacted to the slope face, are graded no
steeper than 2: 1 (horizontal: vertical), and are no taller than 30 feet in height within
the highland area, the calculated factor-of-safety for compacted fill slopes is greater
than 1.5 and 1.2 under static and dynamic loading conditions, respectively.
Based on slope stability analysis results presented in a previous report (Converse
1989), 2:1 (horizontal: vertical) fill slopes no taller than 15 feet will have a factor of
about 1.1 in the event of liquefaction of the subsurface soils up to a depth of 5 feet
below the toe of the slope.
Slope stability analysis also indicates ,that 2:1 fill slopes not exceeding 20 feet in
height in the valley area should have a static and pseudo-static factor of safety
greater than 3.0 and 2.0, respectively.
Furthermore, as discussed in the preceding section, liquefaction is not anticipated to
occur within the upper 15 feet of the existing ground surface. The potential for
lateral spread of fill slopes no higher than 20 feet constructed on 1 5 feet of non-
liquefied soils is considered to be low. The stability of fill slopes in excess of 20 feet
within the Pauba Valley portion of the site was not evaluated during this
investigation.
Permanent structures should be set back from graded slopes in accordance with
Chapter 18 (UBC Figure 18-1-1) of the Uniform Building Code (1997 Edition).
7.6 Temporary Sloped Excavations
Temporary sloped excavations may be feasible where plan dimensions for
excavations are not constrained by property lines, existing streets, or other
structures. Where constraints exist, shoring, or a combination of slopes and shoring,
will be required. Excavations adjacent ,to existing roadways should not undercut the
existing embankments.
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Temporary excavations within the alluvium-filled Pauba Valley portion of Tracts
25417 and 25418 will be less stable than other Tracts. Temporary excavation
deeper than four (4) feet in the alluvial soils should be either sloped or braced.
Temporary excavations greater than 10 feet in depth are not anticipated in this area.
The sides of excavations up to 10 feet deep should be cut back to at least 1: 1
(horizontal: vertical) gradient.
Sloped temporary excavation within the highland area underlain by the Pauba
Formation may be cut according to the slope ratios presented in Table No.4,
Temporary Excavation Slopes.
Table No.4. Temoorarv Excavation Slooes
MAXIMUM DEPTH OF CUT (ft) MAXIMUM SLOPE RATIO* (horizontal:vertical)
0-4 Vertical
4-10 0.5:1
10-20 1:1
20-50
1.5 :1 to 2:1
'Selection of temporary slope ratios should be made by the grading conTractor based on actual materials
encountered during excavation. It is the responsibility of the conTractor to evaluate stability conditions and
maintain safe conditions during cutting.
Slope ratios given above are assumed to be uniform from top to toe of slope. Sandy
surfaces exposed in sloped excavations should be kept moist but not saturated to
retard raveling and sloughing during construction. Adequate provisions should be
made to protect the slopes from erosion during periods of rainfall. Surcharge loads
should not be permitted within 10 feet or a distance of at least half the slope height
from the top of slope, whichever is greater.
7.7 Shrinkage and Subsidence
Based on in situ density and compaction test results, shrinkage and subsidence were
estimated as follows:
· Alluvium, Colluvium, Terrace Deposits: Alluvium and colluvium are
expected to shrink on an average of approximately 12% by volume, with
variations from 10% to 14% shrinkage by volume at various ravine
locations and in Pauba Valley. Subsidence in ravines and the valley due to
earthwork activities may range up to 0.2 foot.
· Pauba (Bedrock): Shallow porous Pauba bedrock and medium-dense
deposits may shrink from 10 to 14% by volume when properly
recompacted. Dense Pauba bedrock is expected to shrink from 3 to 6
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percent. Medium-dense and dense bedrock are distributed throughout the
project site. We recommend that an average shrinkage of 7% by volume
may be used to estimate shrinkage for the Pauba bedrock. Subsidence of
the exposed surface in deep ,cuts into the Pauba bedrock is expected to be
negligible, exclusive of wet weather earthwork disturbance.
. Documented and Undocumented Fill: Shrinkage of documented fill may be
neglected. Shrinkage of undocumented fill may be taken as 15% to 20%.
These estimates are based upon the assumption that all removal and compaction is
performed as recommended herein.
7.8 Site Drainage
Adequate positive drainage should be provided away from building pad areas to
prevent ponding and to reduce percolation of water into the foundation soils. Building
pads should have a drainage gradient of at least two (2.0) percent towards drainage
facilities. Planters and landscaped areas adjacent to the building pad perimeter
should be designed and irrigated to minimize water infiltration into the subgrade soils.
The majority of the Pauba Formation contains appreciable amounts of fines and is not
considered free draining. Drainage gradient lower than two (2) percent and/or
excessive irrigation of planters and la(ldscaped areas can result in overly saturated
conditions and/or perched groundwater conditions at shallow depths within the
building pad areas, street and sidewalk subgrades.
Irrigation waters, if excessive, will percolate to subsurface soils. Such subsurface
water will flow from raised-grade lots and/or Tracts to adjacent lower-grade lots
and/or Tracts. Such subsurface flow will supplement the percolating subsurface
water resulting from the irrigation of the lower lots or Tracts themselves and can
result in overly saturated and/or perched groundwater conditions. Irrigation should be
maintained such that it does not result in excess groundwater or slopes adjacent to
raised lots and/or Tracts should be provided with sub-drain along the toe to intercept
subsurface water flow.
Surface drainage should preclude the possibility of flow over slope faces, with the
use of brow ditches, earth berms and other methods.
Adequate drainage should also be provided for the cut/fill slopes, landscaped areas
outside building pads, such as parks and recreation areas, and paved areas. A
desirable drainage gradient is one (1) percent for paved areas and two (2) percent in
the landscaped area.
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Surface drainage should be directed to suitable non-erosive devices. Slope drainage
should be constructed in accordancEl with Appendix Chapter 33 of the Uniform
Building Code (1994).
7.9 Slope Protection and Maintenance
Slopes should be planted as soon as possible after construction. Slopes will require
maintenance through time to perform in a satisfactory manner. In most cases, lot
and site maintenance can be provided along with normal care of the grounds and
landscaping. The cost of maintenance is less expensive than repair resulting from
neglect.
Most hillside lot problems are associated with water. Uncontrolled water from a
broken pipe, excess landscape watering, or exceptionally wet weather cause most
damage. Drainage and erosion control are important aspects of slope stability, and
the provisions incorporated into the graded site must not be altered without
competent professional advice.
Terrace drains and brow ditches on the slopes should be periodically maintained and
kept clear so that water will not overflow onto the slope, causing erosion. All
subdrains should be kept open and clear of debris and soil that could block them.
Landscaping on the slopes should disturb the soil as little as possible and utilize
drought-resistant plants that require a minimum amount of landscape irrigation. Wet
spots on or around the site should be noted and brought to the attention of Converse
or an experienced geotechnical engineer. These may be natural seeps or an
indication of broken water or sewer lines.
Watering should be limited or stopped altogether during the rainy season when little
irrigation is required. Over-saturation of the ground can cause subsidence within
subsurface soils. Slopes should not be over-irrigated. Ground cover and other
vegetation will require moisture during the hot summer months, but during the wet
season, irrigation can cause ground cover to pull loose. This not only destroys the
cover, but also starts serious erosion. It is suggested to consult a professional
landscape architect for planting and irrigation recommendations.
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SECTION 8.0 BURIED UTILITY AND PAVEMENT DESIGN!
CONSTRUCTION RECOMMENDATIONS
8.1 Buried Utility Trench Backfill
8.1.1 General
Buried utility construction will involve open-cut trench excavation, pipe subgrade
preparation, and placement of bedding, if used, before placing the pipe. The trench
will then be backfilled with compacted fill to final grade.
The backfill material for the pipe zone should be selected by the pipe designer. The
pipe zone is defined as the portion of the trench section extending from the pipe
invert to one foot above the top of the pipe. The remainder of the trench section
above the pipe zone is defined as the trench zone.
Where the conduit underlies pavement, the trench backfill should be placed and
compacted in accordance with Appendix C, Recommended Earthwork Specifications.
Excavated on-site soils free of organic matter may be used to backfill the trench
zone. Imported trench backfill should be approved by Converse prior to delivery.
8.1.2 Pipe Bedding
Bedding is defined as the material supporting, surrounding and extending to 12
inches above the top of the pipe. To provide uniform and firm support for the
pipeline, free-draining granular soil should be used as pipe bedding material. For
flexible pipes, sand or excavated material may be used as bedding material. Crushed
rock or gravel may be used for rigid pipes. The thickness of the bedding material
under the pipe, if any, should be selected by the pipeline design engineer.
Migration of fines from the surrounding native and/or fill soils must be considered in
selecting the gradation of the imported bedding materials. Imported bedding material
should contain material at least 15 percent finer than the size corresponding to 85
percent passing by weight of the surrounding native or fill materials. Specific
gradation requirement for the bedding should be provided by Converse or a qualified
geotechnical engineer at the end of grading by performing gradation analysis of the
soils within the pipe depth.
Prior to placing the bedding material, the trench excavation should be cleared of soft
or disturbed materials. Bedding material should be placed on firm and unyielding
subgrade soils. Where the bottom of the excavation is soft, the foundation soils
should be removed to expose firm material as determined by the project's soils
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consultant based on field observation. Bedding material should be placed a minimum
of 12 inches above the top of the pipe or as required by the pipe design engineer.
Bedding material should be vibrated in-place, and care should be taken to densify the
bedding material below the springline of the pipe. Flooding or jetting of the bedding
material should not be attempted because the water from the trench is not expected
to drain freely. Long-term accumulation of water in the pipe trench from any sources
should be avoided, and trenches should be pumped dry if water collects inside.
8.2 Asphalt Pavement
One representative sample of the Pauba Formation was tested to evaluate the
resistance (R)-value in accordance with the State of California Test Method 30 1-G.
The result is presented in Appendix B, Laboratory Testing. An analysis was
performed in accordance with the method suggested in the CAL TRANS Highway
Design Manual to determine required flexible pavement structural sections for a range
of Traffic Indices (TI) and an R-value of 30. Results of this analysis are presented in
Table No.5, Recommended Preliminary Structural Sections for Flexible Pavement.
These preliminary sections are provided for planning purposes only. Final pavement
structural sections should be provided by Converse based on the R-value of the
actual soil conditions after grading and the design TI for each street.
Table No.5. Recommended Preliminary Structural Sections for Flexible Pavement
Desinn R-value - 30
Structural Sections
5 or below
5.5 and 6.0
6.5 and 7.0
7.5 and 8.0
8.5 and 9.0
Asphalt Concrete (A.C.)
(ft)
0.25
0.25
0.25
0.30
0.35
Aggregate Base (A.B.)
(ft)
0.45
0.70
0.90
1.10
1.25
Traffic Index (TI)
In areas to support asphalt pavement, the subgrade should be recompacted to a
depth of at least one foot below the final subgrade prior to paving, as recommended
in Appendix C, Recommended Earthwork Specifications. At the time of placing
pavement, the subgrade should be firm and unyielding during proof rolling, and should
be within 2 percent of optimum moisture. All base material should be compacted to
a minimum of 95% of the ASTM D1557-91 laboratory maximum dry density.
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Base material should consist of CAL TRANS Class 2 aggregate base (CAL TRANS
Standard Specification 26-1.02B) or should conform with Section 200-2.2, "Crushed
Aggregate Base," and should be placed in accordance with Section 301-2,
"Untreated Base," of the SSPWC. '
Asphaltic materials should conform with Section 203-1, "Paving Asphalt," of the
SSPWC and should be placed in accordance with Section 302-5, "Asphalt Concrete
Pavement," of the SSPWC.
The street pavement structures and sidewalks should be provided with adequate
surface and subsurface drainage.
SECTION 9.0
STRUCTURAL DESIGN RECOMMENDATIONS
9.1 Residential Foundation Design Criteria
Structures set back must satisfy the requirements of Figure 18-1-' of the UBC
(1997). Conventional spread footings founded in properly compacted structural fill or
approved native soils may be used to support the proposed residences and
commercial buildings. Footings should have a minimum embedment of 12 and 18
inches below lowest adjacent grade and a minimum width of 12 and 18 inches for
one and two stories, respectively.
Footings for one- to two-story wood-frame homes may be designed for an allowable
bearing pressure of 2,000 pounds per square foot (psf). All continuous footings
should be reinforced with at least #4 reinforcing bars top and bottom, along the full
width of the footings, to mitigate the potential for differential fill settlement. The
project structural engineer may require additional reinforcement.
At this time, Converse is unaware of the type of structures to be constructed on the
proposed commercial lots in the southwestern (Tract 25418) region of the site. It is
therefore recommended that, once a proposed structure has been chosen, a
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structure-specific foundation investigation be performed. These lots may be subject
to liquefaction with settlement estimated to range from zero (O.O) to about 0.5 inch
during a 50-year, 10 percent probable seismic event.
For preliminary design purposes, conventional spread footings founded on properly
compacted structural fill or approved native soils may be used to support single-story
tilt-up or masonry commercial/industrial structures. Footings should be set back as
recommended in Figure 18-1-1 of the UBC (1997). Commercial footings should have
a minimum embedment of 18 inches below lowest adjacent grade, and should have a
minimum width of 12 inches. Commercial footings may be designed for an allowable
bearing pressure of 2,000 psf.
Lateral road resistances for structures may be determined using Table 18-I-A of the
1997 Edition of the UBC, where residences are set back as recommended in Figure
18-1-1 of the UBC (1997).
Higher values of bearing pressures and lateral resistances may be recommended
based on further planning-area specific subsurface investigation at the end of rough
grading. Such recommendations would be based on testing and evaluation of the soil
conditions under the proposed foundation levels after the completion of rough
grading.
Vertical and lateral bearing values indicated above are for the total dead load and
frequently applied live loads. Above vertical bearing and lateral resistance values may
be increased by 33% for short duration loading, which will include the effect of wind
or seismic forces.
Structure settlement will be due to relatively light foundation loads, as well as long-
term compression of fill soils and compressible native materials below the fill.
Compacted fill will settle, depending on the fill thickness and future changes in the
"as-compacted" moisture conditions. To minimize settlement due to wetting, fill
should be compacted within 2 percent of optimum. To minimize differential
settlement, variations in the fill thickness, soil type and relative compaction, to the
extent possible, should be kept to a minimum.
Anticipated total settlements of continuous residential footing, designed as
recommended above, from structural load-induced settlements and short-term
settlement of properly compacted fill, are 1.0 inches or less. The expected
differential settlement can be taken as equal to half of the total settlement. As
recommended in Section 6.0, Evaluations and Discussions, building structures and
garage slabs constructed on transition lots and fill lots with variable fill depth should
be designed to tolerate an additional long-term differential settlement equal to at least
0.20 percent of the differential fill height.
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Foundation recommendations presented herein are based upon the assumption that
fill thicknesses will not exceed 30 feet. Possible additional fill settlement in the area
of potentially liquefiable soils will be increased by an amount estimated in Section
6.0, Evaluations and Discussions. This fill settlement should be considered in
structural design.
To determine base shear of building and other above-grade structures due to seismic
lateral forces as per UBC (1994) Chapter 16, site coefficients of S, = 1.0 and
S3 = 1.5, as listed in Table 16-J, Site Coefficients, may be used for the highlands and
Pauba Valley portion the site, respectively.
In accordance with UBC (1997), the geologic subgrade classification for the
highlands will be Sc in accordance with Table 16-J. The site coefficient at the site
will be:
Ca=0.48, Na= 1.2, Ts=0.682
Cv=0.82, Nv= 1.5, To=0.136
In accordance with UBC (1997), the geologic subgrade classification for the Pauba
Valley portion will be SD in accordance with Table 16-J. The site coefficient at the
site will be:
Ca = 0.53, Na = 1 .2, Ts = 0.708
Cv=0.94, Nv=1.5, To=0.142
9.2 Slabs-an-Grade (Residential and Commercial)
The design of the slab-of-grade, among other factors, would depend on the expansive
potential of the pad soils. Based on the expansion index tests performed during
previous investigation and our experience with the other portion of the Paseo Del Sol
Master Planned Community, the expansion potential of the Pauba Formation may
range from very low to very high.
For medium to very high expansive pad soils, special slabs-on-grade, as
recommended in Chapter 18 of the UBC (1997), should be constructed.
Recommendations regarding the design and construction of the slab-on-grade should
be provided by Converse based on an evaluation of the actual soil conditions within
the pad areas at the end of grading. The scope of such evaluation, in addition to
evaluating the expansion index of pad soils, should be based on the requirement of
the geotechnical data by the structural engineer.
The following recommendations are provided for preliminary planning purposes.
Conventional four-inch-minimum-thickness slabs-on-grade may be constructed for
support of nominal ground floor residential and commercial pedestrian live loads. All
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slab subgrades should be moisture-conditioned prior to the placement of concrete.
Care should be taken to avoid slab curling if slabs are poured in hot weather.
Reinforcement should be provided as recommended by the structural engineer and
may include conventional, post-tensioned, or fiber-reinforced slabs.
If a moisture-sensitive floor covering (such as vinyl tile) is used, slabs should be
protected by 6-mil-thick polyethylene vapor barriers. If the barrier is used, it should
be protected with two inches of sand placed above and below to prevent punctures,
to aid in the concrete cure and to help break capillary action. Vapor barrier seams
should be lapped a minimum of six inches and sealed.
9.3 Appurtenant Facilities
It is anticipated that residential lots will be customized, including home additions and
construction of garden walls, pools, landscape ponds, retaining walls, general
regrading, and modifications of landscaping. Any of these modifications may
adversely impact existing foundation conditions, lot stability, and/or adjacent lots. It
is therefore strongly recommended that proposed lot modifications be reviewed by
Converse or an experienced geotechnical engineer and/or certified engineering
geologist. All homeowners should be made aware of the need for geotechnical
evaluation of proposed foundation, grading, irrigation, and/or landscaping
modifications.
9.4 Corrosivity
Two bulk samples obtained from the exploration were tested for resistivity, pH, and
soluble sulfate and chloride content. Results of these tests are included in
Appendix B, Laboratory Testing.
The soil resistivity was measured from 3,400 to 6,300 ohm-cm at field moisture
conditions. When saturated, the resistivity dropped to a range of from 2,600 to
3,600 ohm-cm. This range of resistivity corresponds to corrosive soils with respect
to ferrous metals.
Soil pH was found to be 6.7. Sulfate ,and chloride are found to be 52 to 59 parts per
million (ppm) and 11 to 35 ppm respe9tively. This range of sulfate content indicates
the site soils have a negligible amount of sulfate exposure as per UBC (1997) Table
No. 19-A-4, Requirements for Concrete Exposed to Sulfate Containing Solution.
These results indicate that the site soils are, in general, not deleterious to concrete
structures and are moderately to severely corrosive to ferrous metal. Type I or Type
II Portland Cement may be used in concrete construction. For corrosion protection
recommendations for underground utilities and other buried structures made of
ferrous metal, we recommend that a corrosion specialist be contacted.
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The above preliminary corrosion evaluation is based on testing site soils considered
representative of the subgrade soils at the end of grading. Since significant variations
in the subgrade soils conditions can occur throughout the project site, we
recommend that final corrosion recommendations be based on testing subgrade soils
at the end of grading.
SECTION 10.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION
,
This report has been prepared to aid in the evaluation of the site, to prepare site-
grading recommendations, and to assist the structural engineer in the design of the
proposed structures. It is recommended that final design drawings and specifications
be reviewed by the project's geotechnical consultant to evaluate if the
recommendations of this report have been properly implemented.
Recommendations presented herein are based upon the assumption that continuous
earthwork monitoring will be provided by Converse. Removal of excavation bottoms
should be observed by a Converse representative. Structural fill and backfill should
be placed and compacted during continuous observation and testing by this office.
Footing excavations should be observed by Converse prior to placement of steel and
concrete, so that footings are founded on satisfactory materials and excavations are
free of loose and disturbed materials.
SECTION 11.0 CLOSURE
The findings and recommendations of this report were prepared in accordance with
generally accepted professional engineering and engineering geologic principles and
practice at this time in Southern California. Our conclusions and recommendations
are based on the results of the field and laboratory investigations, combined with an
interpolation of subsurface conditions between and beyond exploration locations.
As the project evolves, our continued consultation and construction monitoring
should be considered an extension of geotechnical investigation services performed
to date. Converse should review plans and specifications to ensure the
recommendations presented herein have been appropriately interpreted, and that the
design assumptions used in this study are valid. Where significant design changes
occur, Converse may be required to augment or modify these recommendations.
Subsurface conditions may differ in some locations from those encountered in the
explorations, and may require additional analyses and/or modified recommendations.
This report was written for Newland Communities, Temecula, California, and only for
the proposed development described herein. We are not responsible for technical
interpretations made by others, or exploratory information that has not been
described or documented in this report. Specific questions or interpretations
concerning our findings and conclusions may require written clarification.
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SECTION 12.0 REFERENCES
BLAKE T. (1996), EQFAUL T, Version 2.01, A Computer Program for the Deterministic
Prediction of Peak Horizontal Acceleration from Digitized California Faults, Computer
Services and Software, Newbury Park, California.
BLAKE, T. (1996), FRISK89, A Computer Program for the Probabilistic Estimation of Seismic
Hazard Using Faults as Earthquake Sources," 1995 ed., Computer Services and Software,
Newbury Park, California.
BOLT, B. A., 1973; "Duration of Strong Ground Motion," Proceedings of Fifth World
Conference on Earthquake Engineering, V. 2, No. 292, p. 10.
BOORE, D. M., JOYNER, W. B., and FUMAL, T. E, 1993, Estimation of Response Spectra
and Peak Acceleration from Western North American Earthquakes, An Interim Report,
U.S.G.S. Geological Survey Open-File Report 93-509, 15 pages.
CALIFORNIA DEPARTMENT OF TRANSPORTATION, 1992, Highway Design Manual.
CALIFORNIA DIVISION OF MINES AND GEOLOGY, 1990, State of California Special Studies
Zone, Pechanga 7 ' Quadrangle.
CALIFORNIA DIVISION OF MINES AND GEOLOGY (1994), Map No.6 - Fault Activity Map
of California and Adjacent Areas.
CONVERSE CONSULTANTS INLAND EMPIRE, 1991; Interim Compaction Report, Portions of
Tracts 24186 and 24187, Paloma Del Sol Development, Temecula, California, dated June
10,1991, prepared for Mesa Homes.
CONVERSE CONSULTANTS INLAND EMPIRE, 1988a; "Liquefaction Investigation, The
Meadows at Rancho California APN Nos. 926-13-9, -10, -12, -13, and -14, Rancho
California, California" (CCIE Project No. 88-81-148-02), dated December 9,1988,
prepared for Rancho California Development Company.
CONVERSE CONSULTANTS INLAND EMPIRE, 1988b; "Geotechnical Investigation Tentative
Tract 24137, Planning Areas 1 and 2a, Portion of The Meadows Rancho California,
California" (CCIE Project No. 88-81-148-01-A), dated December 9,1987, prepared for
Rancho California Development Company.
CONVERSE CONSULTANTS INLAND EMp,IRE, 1988c; "Geotechnical Investigation, Tentative
Tract 24136, Planning Area 8, Portion of the Meadows, Rancho California, California,"
dated December 16,1988, CCIE Project No. 88-81-148-01-B.
CONVERSE CONSULTANTS INLAND EMPIRE, 1989; "Geotechnical Investigation, Eastern
Portion of the Meadows, Rancho California, California," dated January 6, 1989, prepared
for the Rancho California Development Company, CCIE Project No. 88-81-155-01.
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DORMIEUX L, and PECKER A., 1995, "Seismic Bearing Capacity of Foundations on
Cohesionless Soils," Journal of Geotechnical Engineering, ASCE, 121(3),300-303.
DUNCAN, J. M. and BUCHIGNANI, A. L., March 1975; "An Engineering Manual for Slope
Stability Studies," University of California, Berkeley, Department of Civil Engineering.
GREENSFELDER, R., 1974; "Maximum Credible Rock Accelerations from Earthquakes in
California," California Division of Mines and Geology, Map Sheet 23.
HANKS, T. and KANAMORI, H., 1979, A Moment Magnitude Scale, Jnl. Geophys. Res., Vol.
84, pp. 2348-2350.
ISHIHARA, K., 1985, "Stability of Natural Deposits During Earthquakes," Proc., 11th Int.
Cont., on Soil Mech. and Foundation Engrg., Vol. 1, A. A. Balkema, Rotterdam, The
Netherlands, 321-376.
KENNEDY, M. P., 1977; "Recency and Character of Faulting Along the Elsinore Fault Zone in
Southern Riverside County, California," CDMG Special Report 131.
MARACHI, N. D. and DIXON, S. J., 1972, "A Method for Evaluation of Seismicity,"
Proceedings of the International Conference on Microzonation, Seattle, Washington.
O'HUNGR GEOTECHNICAL RESEARCH, INC (1992), "CLARA, Slope Stability Analysis in
Tow or Three Dimensions for IBM Compatible Microcomputers," Version 2.31, West
Vancouver, British Columbia, Canada.
PACIFIC SOILS ENGINEERING, INC., 1987 A, "Geotechnical Report for Environmental Impact
Purposes, Butterfield Hills, Rancho California, County of Riverside, California" (WO
#400082A), dated May 5, 1987, prepared for Turrini and Brink, Planning Consultants,
Irvine, California.
PACIFIC SOILS ENGINEERING, INC., 1987b, "Fault Study, 1 ,400-Acre, The Meadows
at Rancho California, California" (WO #400082F), dated August 17, 1987, prepared
for Bedford Properties, Rancho California, California.
PACIFIC SOilS ENGINEERING, INC., 1987c, "Evaluation of liquefaction Potential, A Portion
of Vail Meadows Located North of Highway 79 and South of De Portola Road,
between Margarita Road and Future Butterfield Stage Road, Rancho California, California"
(WO #400082A), dated September 30, 1987, prepared for Bedford Properties, Rancho
California, California.
PLOESSEL, M. R. and SLOSSON, J. E., 1974, "Repeatable High Ground Accelerations from
Earthquakes," California Geology, September.
RICHARDS, R., ELMS D. G., and Budhu, M. (1993), "Seismic Bearing Capacity and
Settlement of Foundations," Journal of Geotechnical Engineering, ASCE, 119(4), 662-
674.
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SEED H. B. (1979), Considerations in the Earthquake-Resistant Design of Earth and Rockfill
Dams, Rankine Lecture, March.
SEED, H. B., TOKIMATSU, K., HARDER, L, F., and CHUNG, R. M., 1985, Evaluation of SPT
Procedures in Soil Liquefaction Resistance Evaluations, Journal of Geotechnical
Engineering, ASCE, 113(8).
SHLEMON, R. J., 1987, "Fault Study, 1,400 Acre Vail Meadows Project, Rancho California,
County of Riverside, California", dated July 15, 1987, prepared for Bedford Properties,
Rancho California, California.
STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (1994), Building News,
Inc., Los Angeles, California.
TOWHATA I and ISLAM, M. S., 1987, "Prediction of Lateral Displacement of Anchored
Bulkheads Induced by Seismic Liquefaction," Soil and Foundations, Journal of the
Japanese Soc. of Soil Mechanics and Foundation Engineering, 27(4), 137-147.
UNIFORM BUILDING CODE (UBC), 1994, International Conference of Building Officials.
WARING, G. A., 1919; "Groundwater in'the San Jacinto and Temecula Basins,California,"
USGS Water Supply Paper 429.
YOUD, T. L. and Garris, C. T., 1995, "Liquefaction-Induced Ground Surface Disruption",
Journal of Geotechnical Engineering, ASCE, 121 (11),805-809.
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APPENDIX A
FIELD EXPLORATION
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APPENDIX A
FIELD EXPLORATION
Field exploration included a site reconnaissance and subsurface exploration program.
During the site reconnaissance, the surface conditions were noted, and the locations
of the test borings and test pits were determined. Exploratory borings and test pits
were approximately located using existing boundary and other features as a guide.
Elevations shown on the logs were interpolated from the contours shown on the
provided site topographic map (Drawing No.1, Geologic/Boring and Test Pit Location
Map).
Exploratory borings were advanced using eight-inch-diameter hollow-stem auger
drilling equipment. Exploratory test pits were excavated by a backhoe equipped with
a 24-inch-wide bucket. Encountered earth materials were continuously logged by a
Converse engineer or geologist and classified in the field by visual examination in
accordance with the Unified Soil Classification System. Where appropriate, field
descriptions and classifications have been modified to reflect laboratory test results.
Ring samples of the subsurface materials were obtained at frequent intervals in the
exploratory borings and test pits using a drive sampler (2.4-inch inside diameter,
three-inch outside diameter) lined with 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. Samples are retained in brass rings (2.4-inch inside
diameter, 1.0-inch in height). The central portion of the sample was retained and
carefully sealed in waterproof plastic containers for shipment to the Converse
laboratory. Bulk samples of typical soil types were also obtained. Blow counts for
each sample interval are presented on the boring logs. Nuclear density tests were
performed at selected depths within the test pits. Results of density testing are
included in the logs of test pits.
Standard Penetration Tests (SPT) were also performed in the boring at frequent
intervals in accordance with ASTM Standard D1586-84. The recorded blow counts
for one of sampler penetrations after six inches of seating penetration are shown in
the Logs of Borings in the "blows/foot" column. SPT samples were collected in
plastic bags.
Logs of the exploratory borings and test pits are presented in Drawings No. A-l
through A-65. Boring and test pit summary sheets also include descriptions of the
materials, pertinent field data and supplementary laboratory data. A key to soil
symbols and terms is presented as Dra:-",ing No. A-66.
~
~ Converse Consultants
CCIENTIOFFICEIJOBFllEI 1999181199-112199-11 2-1.gir
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99-81-112-01
May 6, 1999
Page A- 2
Cone Penetrometer Testing (CPT) was conducted in general accordance with ASTM
specifications D5778-95 and D3441-94 using an electronic cone penetrometer. The
CPT tests were conducted by Holguin, Fahan & Associates, Inc. The results and
procedures are presented at the end of this appendix.
Pertinent exploration logs from Converse's previous studies within the project area
are included as Volume II of this report.
~
~ Converse Consultants
CCIENTlOFFICE\JOBFILE\ 1999\81 \99-112\99-1 12-1.gir
50
I
Log of Boring No. NBH-01
I
Dates Drilled: 2/23/99
Logged by: NPS
Equipment: 8" Hollow stem auger
Driving Weight and Drop:
I
Ground Surface Elevation(ft):
Depth to Water(ft):
25 feet
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- ~ f-
e
This log is pan of the repon prepared by Converse for this project and should be 0 S
~ read together with the report. This summary applies only at the location of the 0 UJ t::
:=. u Ii. 0:
boring and at the time of drilling. Subsurface conditions may differ at other - ::::J Z
I I locations and may change at this location with the passage of time. The data Ul f- ::::J 0:
Q. UJ S UJ
f- presented is a simplification of actual conditions encountered. > :.< Ul
Q. <(<.9 ...J 0 0 >-~ I
UJ 0:0 0: ::::J ...J 0:" f-
0 <.9...J 0 aJ aJ ::!; 0.3- 0
AI I IIVTIIM ((2;01)
SILTY SAND (SM): Fine- to coarse-grained, trace clay. dark brown 44 4 101
29 4 103
light grey
5 31 12 105
trace clay, brown
16 39 83
-----------------------------------------------------
CLAY (eL): Fine- to medium-grained, brown
10 - - SAND (SP):Fine: to -mectium-g-ralne,C figkgrey - - - - - - - - - - - - - - - - - - - - - - - - - - - -- 29 6 96
1072.0
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15
trace silt
I
20
fine- to coarse-grained
I
Sn..TY SAND (SM): Fine- to medium-grained with clay, yellowish brown
I
25
*
I
End of Borehole at 26.0 feet
Groundwater encountered at 25 feet. Borehole was backfilled with loose
cuttings.
I 30
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@ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
I
Checked by:
140 lb 1 30 inch
KNK/MOC
63
5 108
45
12 103
2(11" 20 109
Project No.
99-81-112-01
Drawing No.
A-I
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Log of Bo'ring No. NBH-02
Dates Drilled:
2/23/99
NPS
Logged by:
Equipment:
Driving Weight and Drop:
8" Hollow stem auger
Ground Surface Elevation(ft):
1065.0
Depth to Water(ftl:
Checked by:
140 Ib 1 30 inch
KNK/MOC
24 feet
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- '#. f-
This log is part of the report prepared by Converse for lhis project and should be 0 ::::
;::; read together with the report. This summary applies only at the location of the 0 UJ t:
u u.. 0:
:=. boring and at the time of drilling. Subsurface conditions may differ at other ~ ::> z
(/)
I I locations and may change at this location with the passage of time. The data UJ :::: f- ::> 0:
f- a. ~ (/) UJ
a. <l:(9 presented is a simplification of actual conditions encountered. ;:=: ....I 0 0 >-~ I
UJ 0:0 0: ::> ....I 0:" f-
0 (9....1 0 CO CO ~ 0.3- 0
AI I IJVJJIM (Q;ol)
SILTY SAND (SM): Fine- to coarse-grained. dark brown 25 2 96
SAND (SF): Fine- to medium-grained with roots, slightly porous, dark
brown
5
SILTY SAND (SM): Fine-grained, trace clay. slightly porous. light brown
10
SAND (SP): Fine- to medium-grained, trace gravel, brown
15
light grey
trace silt
20
"'~
25
SILTY SAND (SM): Fine- fine-grained. trace clay. brown
SAND (SP): Fine- to coarse-grained, trace silt, yellowish brown
30
@ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
26
6
94
21 8 101 col
22
10
99
51
6 102
73
5 100
2 (8" 13 113
61
ma
0(6" 19 106
Project No.
99-81-112-01
Drawing No.
A-2a
I;>~
I
Log of Boring No. NBH-02
Dates Drilled:
2/23/99
Logged by:
NPS
Checked by:
140 Ib / 30 inch
KNKlMOC
I
Equipment:
8" Hollow stem auger
Driving Weight and Drop:
, I
Ground Surface Elevation(ft):
1065.0
Depth to Water(ft):
24 feet
I
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- <!< f-
This log is pan of the report prepared by Converse for this project and should be 0 - $
~ read together with the report. This summary applies only at the location of the 0 W t:
~ u u.. 0:
boring and at the time of drilling. Subsurface conditions may differ at other - ::;) Z
J: en
J: locations and may change at this location with the passage of time. The data W $ f- ::;) 0:
f- D- presented is a simplification of actual conditions encountered. > :.:: en w
D- c{ (9 ....I 0 >--=- J:
w 0: 0 a: ::;) ....I 0 0:0 f-
0 (9 ....I 0 [Il [Il ::2 0.3- 0
." ~ 50 (6"
SAND (SP): Fine- to coarse-grained. trace, silt. yellowish brown
..
- 40 - 34 17 107 wa
, ....
-------------------------------- --- ----------------------------- --
CLAYEY SAND (SC): Fine- to coarse-grained, reddish brown
I- 45 ~ ~ 5 (11"
'/ L-'
.'/
)/
'/
/.
- 50 //
// 8 (6" 17 111
. . 0'
'/
End of Borehole at 51.5 feet
Groundwater encountered at 24 feet
Borehole was backfilled with loose cuttings.
- 55
- 60 -
65
-
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$ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-8Ht2..Qj
Drawing No.
A-2b
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Log of Boring No. NBH-03
Dates Drilled:
Checked by:
140 lb / 30 inch
NPS
KNK/MOC
2/23/99
Logged by:
Equipment:
8" Hollow stem auger
Driving Weight and Drop:
Ground Surface E1evation(ft):
1068.0
Depth to Water(ft):
19.5 feet
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- >'< f-
0
This log is part of the report prepared by Converse for this project and should be 0 $
.,. read together with the report. This summary applies only at the location of the 0 uu t:
:= u LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other ~ ::J
::c en z
::c locations and may change at this location with the passage of time. The data uu $ f- ::J 0::
f- a.. presented is a simplification of actual conditions encountered. > ~ en uu
a.. <(<.9 ....I 0 0 >-;0 ::c
uu 0::0 CC ::J ....I 0::" f-
0 <.9....1 0 OJ OJ :2: os, 0
All tlVlTlM (Q;ol)
~ \SILTY SAND (SM): Fine-to coarse-grained, trace clay. dark brown 16 2 92
. ~ - - - - - - - - - - - - - - - - - -.- - - - - - - - - - -- ------------
SAND (SP): Fine- to medium-grained. dark brown
No sample recovery due to rocks 7 (11"
5 9 (11" 3 93 ma
thin coarse-grained sand layers 28 3 119
10 35 5 96
15
with gravel
27
9 107
..... <c;z
20
trace silt, brown
o (9" 12 125
25
trace clay
76
21 111
- 30
0(8" 14 124
End of Borehole at 31 feet
Groundwater encountered at 19.5 feet
Borehole was backfilled with loose cuttings.
~ Converse Consultants
Project No.
99-8 i-l12-0l
Drawing No.
A-3
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
054\
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Log of Boring No. NBH-04
Dates Drilled:
2/23/99
NPS
Checked by:
140 Ib / 30 inch
Logged by:
25
25
32
30
49
67
KNK/MOC
Ground Surface Elevation(ft):
Depth to Water(ftl:
20 feet
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- ;oR ~
0
This log is pan of the report prepared by Converse for this project and should be 0 S
;:; read together with the report. This summary applies only at the location of the 0 UJ t:
~ u u. er
boring and at the time of drilling. Subsurface conditions may differ at other - ::::> z
I CJ)
I locations and may change at this location with the passage of time. The data UJ S f- ::::> er
f- e.. presented is a simplification of actual conditions encountered. > ~ CJ) UJ
e.. <((9 ...J 0 0 >-~ I
UJ erO er ::::> ...J ero f-
0 (9...J 0 ell ell ~ 0.3- 0
3
93
Equipment:
8" Hollow stem auger
Driving Weight and Drop:
3
88 c
1065.0
AT T TIVlTIM (Qo1)
SILTY SAND (SM): Fine- to coarse-grained. trace clay. dark brown
5
SAND (SP): Fine- to medium-grained. with silt, light brown
18
9 106
SILTY SAND (SM): Fine-grained. brown
10
CLAYEY SILT (ML): With fine-grained sand, brown
SAND (SP): Fine- to coarse.grained, trace clay, yellowish brown
15
20
"~
8 106
27
99
25
thin fine- to medium-grained silty sand layers
83
6 100
End of Borehole at 26.0 feet
Groundwater was encountered at 20 feet
Borehole was backfilled with loose cuttings.
30
@ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
17 103
20 108
Drawing No.
A-4
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Log of Boring No. NBH-05
Dates Drilled:
Checked by:
140 lb 1 30 inch
NPS
KNK/MOC
2/23/99
Logged by:
Equipment:
8" Hollow stem auger
Driving Weight and Drop:
Ground Surface Elevation(ft):
1067.0
Depth to Water(ft):
None Encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- >R ~
0
This log is part of the report prepared by Converse for this project and should be 0 $
~ read together with the report. This summary applies only at the location of the 0 W t:
- u u.. ce
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
J: J: locations and may change at this location with the passage of time. The data en f- :J ce
!l. W $ w
f- presented is a simplification of actual conditions encountered. > ~ en
!l. <(<.? ....I 0 >-~ J:
w ceo a: :J ....I 0 ce" f-
Cl <.?....I Cl OJ OJ :?: ClE- O
A I I ITVTTIM (QoI)
SILTY SAND (8M): Fine- to coarse-grained, trace clay, dark brown 80 8 126
~OT I ITVTTIM <Q<nl)
CLAYEY SAND (SC): Fine- to medium-grained. yellowish brown 62 11 115
5 43 9 123 col
thin interbeded layers of coarse sand 38 11 108
10 30 11 98
PAIIRA FORMATION (Qp)
SILTY SANDsroNE: Fine.grained. trace clay, brown
-----------------------------------------------------------------
SANDSfONE: Fine- to coarse-grained, trace clay, yellowish brown
15
88
5 103
SILTY SANDSfONE: Fine-grained, with clay, yellowish brown
20
9 (10" 13 117
SA NnSTONF.. Fine- to coarse-grained, trace clay. yellowish brown
25
2 (9"
4 112
End of Borehole at 26.0 feet
Groundwater was not encountered
Borehole was backfilled with loose cuttings.
30
$ Converse Consultants
Project No.
99-81-112-01
Drawing No.
A-5
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
1/P
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Log of Boring No. NBH-06
Dates Drilled: 2/23/99
I
Logged by: NPS
Checked by:
1401b / 30 inch
KNKlMOC
Equipment: 8" Hollow stem auger
Driving Weight and Drop:
I
Ground Surface Elevation(ft):
1127.0
Depth to Water(ft):
None Encountered
I
SUMMARY OF SUBSURFACE CONDlTIONS AMPLE f- "" f-
a
This log is pan of the report prepared by Converse for this project and should be 0 - :;::
-;; read together with the report. This summary applies only at the location of the 0 UJ t::
- U LL 0:
boring and at the time of drilling. Subsurface conditions may differ at other - ::>
I (Jl Z
I locations and may change at this location with the passage of time. The data f- ::> 0:
0- UJ :;:: UJ
f- presented is a simplification of actual conditions encountered. ~ >< (Jl
0- <(<.9 ...J 0 0 >-;+: I
UJ 0:0 0: ::> ...J o:u f-
0 <.9...J 0 al al :2 oE- 0
FIT J (At)
-. \Sll..TY SAND (SM): Fine- to coarse-grained, trace clay, dark brown 18 18 110
-------------------------- -------------------------------------
SANDY CLAY (CL): Fine-grained sand. (race silt. yellowish brown
-------------------------------------------------------------------------------
- 5 SILTY SAND (SM): Fine-grained, light hrown 23 12 91 col
PAlmA FORMATION (Qp)
SANDY SILTSTONE: Fine-grained sand. (race clay. yellowish brown
- 10 35 17 113
,
15 38 21 103
-------------------------------------------------------------------------------
SILTY CLAYSTONE: With fine-grained sand. brown
20 21 6 116
End of Borehole at 21.0 feet
Groundwater was not encountered
Borehole was backfilled with loose cuttings.
- 25
30
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$ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-6
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Log of Boring No. NBH-07
Dates Drilled: 2/23/99
KNK/MOC
Logged by: NPS
Checked by:
140 Ib / 30 inch
Equipment: 8" Hollow stem auger
Driving Weight and Drop:
Depth to W ater( ft):
Ground Surface Elevation(ft):
1037.0
None Encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- "" f-
0
This log is pan of the report prepared by Converse for this project and should be 0 ~
~ read together with the repon. This summary applies only at the location of the 0 w t::
~ U LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - ::J Z
I en
I locations and may change at this location with the passage of time. The data w :5: f- ::J 0::
f- a.. presented is a simplification of actual conditions encountered. > >.! en w
a.. <{(9 ....I 0 >-~ I
w 0::0 a: ::J ....I 0 0::" f-
0 (9....1 0 ell ell :2 oE- 0
FIB (At)
CLAYEY SAND (SC): Fine- to coarse-grained. trace clay. dark brown 9 (11" 11 112
PAlmA FORMATION (Qp)
saTY SANDSTONE: Fine- to medium-grained with clay, orange brown 48 8 118
5 SILTY SANDSTONE/CLAYEY SANDSTONE: Fine- to coarse-grained, 39 13 114
olive brown
45 7 11l
10
I (10" 16 103
IS
49
12 105
SILTY SANDSTONE: Fine- to medium-grained, brown
20
80
8 113
End of Borehole at 21.0 feet
Groundwater was not encnuntered
Borehole was backfilled with loose cuttings.
25
@ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-7
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Log of Boring No. NBH-08
Dates Drilled:
2/23/99
Logged by:
NPS
Checked by:
KNK/MOC
140 Ib / 30 inch
None Encountered
Project No.
99-81-112-01
Ground Surface Elevation(ft):
Depth to Water(ftl:
SUMMARY OF SUBSURFACE CONDITlONS AMPLE f- 'if!. f-
This log is part of the report prepared by Converse for this project and should be 0 $
~ read together with the report. This summary applies only at the location of the 0 UJ t:
:= u L.L. 0:
boring and at the time of drilling. Subsurface conditions may differ at other - ::J Z
I I locations and may change at this location with the passage of time. The data CIl f- ::J 0:
0- UJ $ UJ
f- presented is a simplification of actual conditions encountered. > ><: CIl
0- <l:t? ...J 0 >-~ I
UJ 0:0 CC ::J ...J 0 0:" f-
a t?...J a '" '" ~ a.3- 0
FUr (At)
SILTY SAND (SM): Fine- to coarse-grained. trace clay. yellowish brown 17 7 110
38 7 113
--------------- --------------- --------------------
5 CLAYEY SAND (sC): Fine- to coarse-grained. yellowish brown 25 16 111
PArlRA FORMATION (Qp) 31 9 101
SILTY SANDSTONE: Fine- to coarse-grained, light greyish brown
58
9 115
Equipment:
8" Hollow stem auger
Driving Weight and Drop:
0(9"
7 110
1190.0
10
SANDSTONE: Fine- to coarse-grained, trace clay, brown
15
sn.TY SANDSTONE: Fine- to medium-grained, yellowish brown
20
End of Borehole at 21.0 feet
Groundwater was not encountered
Borehole was backfilled with loose cuttings.
25
30
@ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
0(9"
9
99
Drawing No.
A-8
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Log of Boring No. NBH-09
Dates Drilled:
2/23/99
Logged by:
NPS
Checked by:
140 Ib / 30 inch
KNK/MOC
Equipment:
8" Hollow stem auger
Driving Weight and Drop:
Depth to Water(ft):
Ground Surface Elevation(ft):
1195.0
None Encountered
SUMMARY OF SUBSURFACE CONDlTIONS AMPLE f- :I< f-
a
This log is pan of the report prepared by Converse for this project and should be 0 :5:
~ read together with the report. This summary applies only at the location of the 0 W f-
~ U u.. a:
boring and at the time of drilling. Subsurface conditions may differ at other - :J
I (fl Z
I locations and may change at this location wi~ the passage of time. The data f- :J a:
Cl. w :5: w
f- presented is a simplification of actual conditions encountered. > ~ (fl
Cl. <(19 1C ...J 0 0 >-'"' I
w a:O :J ...J a: " f-
0 19...J 0 aJ aJ :2: oE, 0
FIT I (At)
SILTY SAND (SM): Fine- to coarse-grained with plastic debris and clay, 7 (9" 7
brown
34 11 107
5 ---------------------- 24 22 101
SANDY CLAY (CL): Fine- to coarse-grained, light brown
PAlmA FORMATION (Qp)
SILTY SANDSTONE: Fine-grained. brown 36 10 131
fine- to coarse-grained
10 29 9 110
15
CLAYEY SANDSTONE: Fine- to coarse-grained, yellowish brown
with gravel
20
25
End of Borehole at 26.0 feet
Groundwater was not encountered
Borehole was backfilled with loose cuttings.
30
~ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
32
14 111
99
13 117
37
18 107
Project No.
99-81-112-01
Drawing No.
A-9
(,/)
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I 30
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Log of Boring No. NBH-10
Dates Drilled: 2/23/99
Logged by: NPS
Checked by:
140 Ib / 30 inch
KNK/MOC
Equipment: 8" Hollow stem auger
Driving Weight and Drop:
Depth to Water(ft);
Ground Surface Elevation(ft):
1197.0
None Encountered
SUMMARY OF SUBSURFACE CONDlTIONS AMPLE I- :i< ~
0
This log is pan of the repon prepared by Converse for this project and should be 0 $:
~ read together with the report. This sununary applies only at the location of the 0 w t:
~ u u.. 0:
boring and at the time of drilling. Subsurface conditions may differ at other - ::J Z
I I locations and may change at this location with the passage of time. The data (/) I- ::J 0:
w $:
I- a. presented is a simplification of actual conditions encountered. > ~ (/) w
a. <(<.9 ....J 0 >-;;:- I
w 0:0 ~ ::J ....J 0 o:U I-
0 <.9....J 0 aJ aJ ::i: oE: 0
FIT r (AI)
CLAYEY SAND (SC): Fine-grained with vegetation. clay, brown 33 5 108
fine- to coarse-grained
71 10 97
5 27 5 114
PArmA FORMATION (Qp) c
SILTY SANDSTONE/CLAYEY SANDSTONE: Fine- to coarse-grained,
\porous, light brown : 70 5 112
siLn- SANDstoNE: Flne-- to -coaiSe:iiiined.' wlti; Ciiy: yellowIsh brown
10 50 5 98
15
47
10 122 col
20
40
11 117
End of Borehole at 21.0 feet
Groundwater was not encountered
Borehole was backfilled with ioose cuttings.
25
~ Conver~e Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-lO
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Log of Boring No. NBH-11
Dates Drilled: 2/23/99 Logged by: NPS
Equipment: 8" Hollow stem auger Driving Weight and Drop:
Ground Surface Elevation(ft):
1243.0
Depth to Water(ftl:
None Encountered
Checked by:
140 1b / 30 inch
KNK/MOC
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- >R f-
0
This log is part of the report prepared by Converse for this project and should be 0 S
~ read together with the report. This summary applies only at the location of the 0 w t::
~ U LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - ::>
I rJl Z 0::
I D- locations and may change at this location with the passage of time. The data w S f- ::> w
f- presented is a simplification of actual conditions encountered. > ~ rJl
D- <l:(9 C2 ....I 0 0 >-;;::- I
w 0::0 ::> ....I 0::0 f-
a (9....1 a ID ID :2: a.e 0
~OI I IIVITIM (Qc.nl)
SIT..TY SAND (8M): Fine- to medium-grained with vegetation, brown 50 6 117
49 6 109
5 PAIIRA FORMATION (Qp) 79
CLAYEY SANDSTONE/SILTY SANDSTONE: Fine- to coarse-grained, 5 115
porous, orange brown
------------------------------- ------------------------------- 53 9 118
CLAYEY SILTSTONE: Trace fine-grained sand. slightly porous, brown
10 52 12 103
76
7 116
15
SILTY SANDSTONE: Fine- to coarse-grained, with clay. orange brown
87
9 108
20
End of Borehole at 21.0 feet
Groundwater was not encountered
Borehole was backfilled with loose cuttings.
25
, 30
@ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-ll
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I 30
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Log of Boring No. NBH-12
Dates Drilled: 2/23/99
Logged by: NPS
Checked by:
140 lb / 30 inch
KNK/MOC
Equipment: 8" Hollow stem auger
Driving Weight and Drop:
Ground Surface Elevation(ft):
Depth to Water(ft):
None Encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE t- ,g t-
o
This log is pan of the report prepared by Converse for this project and should be 0 3:
';3' read together with the report. This summary applies only at the location of the 0 UJ t:
~ u u. cr:
boring and at the time of drilling. Subsurface conditions may differ at other - ::;) Z
I I locations and may change at this location with the passage of time. The data (/) t- ::;) cr:
UJ 3:
t- Q. presented is a simplification of actual conditions encountered. ?: ><: (/) UJ
Q. <((9 ...J 0 0 >-~ I
UJ cr:o cr: ::;) ...J cr:" t-
O (9...J 0 ttl ttl :2 0,9, 0
rOT r rlVTTlM (Qr.ol)
SILTY SAND (SM): Fine- to medium-grained with vegetation. brown 21 7 105
porous
5
PArmA FORMATION (Qp)
SILTY SANDSTONE: Fine- to medium-grained with vegetation. brown
18
9 109 col
1230.0
10 ------------------------------- 22 4 119 col
CLAYEY SANDSfONE: Fine- to coarse-grained.light brown
25 8 114
15 32 14 107
28 13 120
20 37 12 123
End of Borehole at 21.0 feet
Groundwater was not encountered
Borehole was backfilled with loose cuttings.
25
@ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-12
t,J:>
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SUMMARY OF SUBSURFACE CONDITIONS AMPlE~ f- ?f' f-
This log is part of the report prepared by Converse for this project and should be 0 - $
read together with the report. This summary applies only at the location of the 0 w !:::
LJ.. 0:
boring and at the time of drilling. Subsurface conditions may differ at other - ::> z
locations and may change at this location with the passage of time. The data en f- ::> 0:
w $ w
presented is a simplification of actual conditions encountered. > ~ en
a: -' 0 0 >-~ :c
::> -' 0:'-' f-
0 OJ OJ :2; o.s, 0
Dates Drilled:
2/23/99
Equipment: _
Backhoe-24" bucket
Ground Surface Elevation(ft):
+:;
:!:::
u
:c
0-
~<.?
0:0
<.?-'
:c
f-.
0-
W
o
Log of Test Pit No. NTP-01
Logged by:
DMT
Checked by:
MOC
Driving Weight and Drop:
N/A
1063.0
Depth to Water(ft):
None encountered
0-12' disturbed due to grading of desilting basin
AT T TJVTTTM (Q.I)
SAND (SP): fme- to medium-grained, micaceous, uncemented,
light gray to white, roots upper 6".
- 5
........
Test pit terminated at 9 feet.
Groundwater not encountered.
Caving 3-6 feet.
Test pit backfilled with native soil cuttings on 2/23/99.
10
15 -
SCALE: I' = 5' (H=V)
--
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SKETCH
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-11Z-Ql
Drawing No.
A-13
"^
I
Log of Test Pit No. NTP-02
Dates Drilled:
2/23/99
Logged by: DMT
Checked by:
MOC
I
I
I
I
Equipmeni:
Backhoe-24" bucket
Driving Weight and Drop: N/A
Ground Surface E1evation(ft):
1068.0
Depth to Water(ft): None encountered
I
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- ~ ~
0 ~
This log is pan of the report prepared by Converse for this project and should be 0 -
<=' read together with the report. This summary applies only at the location of the 0 UJ t::
:to U u.. 0::
boring and at the time of drilling. Subsurface conditions may differ at other - ::J Z
:c (/)
:c locations and may change at this location with the passage of time. The data UJ ~ f- ::J 0::
f- a. presented is a simplification of actual conditions encountered. > ~ (/) UJ
a. <( CJ ...J 0 0 >-~ :c
UJ 0:: 0 0:: ::J ...J 0::" f-
0 CJ ...J 0 OJ OJ ~ 0.3- 0
AT T IIVTTJM (Q;l1) .
.. -', SILTY SAND (SM): fme-grained, trace medium-coarse sand, ~ 6 97 N.T.
.. ",slightly porous, rootlets, dark yellowish brown.
.. SAND- (8P): -fme:graiiieif,- sHgiitiy- p-(jrous;:grayish -6rown.- -.. - - - -. 14 82 N.T.
'- 5 ..
..
...;'.
10 - Test pit terminated at 9 feet.
No groundwater encountered.
Caving from 4-9 feet.
Test pit backfilled with native soil cuttings 2/23/99.
I- 15
-, ..~_u
SCALE: I' = 5' (H=V) SKETCH N80E ---
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@ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-8 t -1I 2-0 1
Drawing No.
A-14
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Dates Drilled:
2/23/99
Equipment:
Backhoe-24" bucket
Ground Surface Elevation( ft):
Log of Test Pit No. NTP-03
Logged by:
DMT
Driving Weight and Drop:
Checked by:
N/A
MOC
1075.0
Depth to Water(ftl:
None encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLEO l- '#- I-
This log is part of the report prepared by Converse for this project and should be 0 - $:
<=- read together with the report. This summary applies only at the location of the 0 LU I-
:t:. U LL 0:
boring and at the time of drilling. Subsurface conditions may differ at oilier - :;)
I (/) Z 0:
I c.. locations and may change at this location with the passage of time. The data LU $: I- :;) LU
I- presented is a simplification of actual conditions encountered. > " (/)
c.. <(el ....l 0 0 >-;;::; I
LU 0:0 0: :;) ....l 0:0 I-
Cl el....l Cl CD CD :2': Cl.3- 0
AU IJVTIJM (Qal)
SILTY SAND (SM-8P): fme-grained, highly porous, dark
yellowish brown.
. siLty SAND -(SMj:" Fhie:grahiecC -iootleiS; porous: - browi to- - ---
grayish brown.
-. SAND -(si>): -tme~ -to -mediiiiii:grained;-ffilcac-eous: grayish' - -.- - -- --
brown.
- 5
6
86
5
89 N.T,
Test pit terminated at 9 feet.
No groundwater encountered.
Caving from 6-9 feet.
Test pit backfilled with native soil cuttings on 2/23/99,
10
15 -
SCALE: I' = 5' (H=V)
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SKETCH
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-(~ -7--1': '-~'-'-I -~
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!
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-81-112-01
Drawing No,
A-I5
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Dates Drilled:
Equipment:
Log of Test Pit No. NTP-04
2/23/99
Logged by:
DMT
Checked by:
MOC
Backhoe-24" bucket
1066.0
Driving Weight and Drop:
Depth to Water(ft):
None encountered
N/A
SUMMARY OF SUBSURFACE CONDlTIONS AMPLE I- ;R ~
0
This log is pan of the report prepared by Converse for this project and should be 0 - $
;:> read together with the report. This sununary applies only at the location of Ihe 0 w
:= u u. 0: !:::
boring and at the time of drilling. Subsurface conditions may differ at other - ::J Z
I I locations and may change at this location with the passage of time. The data (f) I- ::J 0:
I- a.. w $ (f) w
<{(9 presented is a simplification of actual conditions encountered. > '" >-:;:- I
a.. ...I 0
w 0:0 CC ::J ...I 0 0:" I-
0 (9...1 0 CD CD :2 O~ 0
93
2
AT T TJVTlJM (Qal)
-', SILTY SAND (SM): fme- to medium-grained, rootlets, animal
\burrows, brown to grayish brown.
:sjijlt[)-(i;i>j:-f'U1e:grii6ied~-iiiovvn~'-'---------------------------.-----
Ground Surface Elevation(ft):
5
6
92 N,T.
10 -
Test pit terminated at 8 feel.
Groundwater not encountered.
Caving from 3-8 feel.
Test pit backfilled with native soil cuttings on 2/23/99.
SKETCH
--N15W
l- 15 -
SCALE: I' = 5' (H=V)
I
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-16
~i
I
Log of Test Pit No. NTP-05
Dates Drilled:
2/23/99
Logged by:
DMT
Checked by:
MOC
I
I
I
I
Equipment:
Backhoe- 24" bucket
Ground Surface Elevation(ft):
1060.0
Driving Weight and Drop: N/A
Depth to Water(ft): None encountered
I
SUMMARY OF SUBSURFACE CONDITIONS SAMPLE' f- ~ f-
a
This log is part of the report prepared by Converse for this project and should be 0 - $
-;:; read together with the report. This summary applies only at the location of the 0 w
~ U LL 0:: t::
boring and at the time of drilling. Subsurface condhions may differ at other - :J Z
I (f)
I locations and may change at this location with the passage of time. The data w $ f- :J 0::
f- a. presented is a simplification of actual conditions encountered. > ~ (f) w
a. <( <.9 ...J 0 0 >--=- I
w 0:: 0 0:: :J ...J 0::'-' f-
0 <.9 ...J 0 In In ::1: 0.3- 0
AT T TMlTM (Qal)
SILTY SAND (SM): fille-grained, rootlets, brown.
9 96 N.T.
- 5 -
Test pit terminated at 6 feet.
No groundwater encountered.
Caving from 0-6 feet.
Test pit backfilled with native soil cuttings on 2-23-99.
10
15 -
SCALE: I' = 5' (H=V) SKETCH .. N15W
I , I I I
;
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;
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1~_".'_':'_-"'::'_--:__ .' .1 I
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$ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-8!-112-D!
Drawing No.
A-17
~
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I
Dates Drilled:
Equipment:
Log of Test Pit No. NTP-06
2/23/99
Logged by:
DMT
Checked by:
N/A
MOC
Backhoe-24" bucket
Driving Weight and Drop:
Ground Surface Elevation( ft):
I
I
I
I
I
I
I
I
I
I
I
I
I
~
:!::
U
I
a.
<(<.:1
O:a
<.:1....1
1065.0
Depth to Water(ft):
None encountered
I
f-
a.
UJ
o
lr.'-
I- 5
I- 10
I- 15
SUMMARY OF SUBSURFACE CONDITIONS
This log is part of the report prepared by Converse for this project and should be
read together with the report. This sununary applies only at the location of me
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.
AMPLE
f- t< f-
a - ~
a UJ f-
u.. 0:
- ::> z
Ul 0:
~ f- ::>
Ul UJ
a a >-:;:- I
....I o:u f-
al :2: 0.3- a
UJ ~
> ....I
cr: ::>
o al
FIT T (at)
. " SILTY SAND (SM): fme-grained, porous, with rootlets,
... brown.
" 'AY rtNttiM (Qiil)-- - - - - -- - -- - -- --- -- - - - - -- - - - - - - - -- - - -- - -- - - - - - - - - - - --
... SILTY SAND (SP-SM): fme-grained, slightly porous upper 2.5
\feet, thin intertbedded silt, light grayish brown. !
SANIY (SP): -fllie:-mediiiffi:graiiied; -trace coarse sand: poor-Iy- ---
bedded, light gray.
Test pit terminated at 10 feet.
Groundwater not encountered.
No caving observed.
Test pit backfilled with native soil cuttings on 2-23-99.
SKETCH
N 15W ..
SCALE: I' = 5' IH=V)
I
,
I
I
---r-
,
I
,
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,
i
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\- -( - ,-Q81 . SP-SM:-
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Drawing No.
A-18
Project No.
99-81-112-01
f.P..
I
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Log of Test Pit No. NTP-07
Dates Drilled:
2/23/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
N/A
Ground Surface Elevation(ft):
1068.0
Depth to Water(ftl:
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- ?? f-
This log is pan of the report prepared by Converse for this project and should be 0 5
-;:0 read together with the report. This summary applies only at the location of the 0 UJ !:::
:!:o U u- 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :::>
:c (/) z 0::
:r: locations and may change at this location with the passage of time. The data f- :::>
f- e.. UJ ~ 5 (/) UJ
e.. <l:Cl presented is a simplification of actual conditions encountered. > ...J 0 >-~ :r:
UJ 0::0 cc :::> ...J 0 0::'-' f-
0 Cl...J 0 CD CD ~ 0.3- 0
AT T TTVTTJM (Q;II)
SAND/SILTY SAND (SP/SM): fIne- to medium-grained,
slightly porous, light brown.
@ 3.5' interbedded silty-clayey sand, 6" thick
5
SAND (SP): fme- to medium-grained, gray.
6
93 N.T.
10
Test pit terminated at 8.5 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-23-99.
15
SCALE: I' = 5' CH=V)
SKETCH
N40E-"-
I
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. - . -- I..
---!--:.:...)-:-:-:~.
r
'-<....."'- '.,
" \ . {\. II \ \
- _l~ - ....:-I~.9P~SM_\
,;.....:.-.. 11 . I-
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$ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-{)l
Drawing No.
A-19
10
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Log of Test Pit No. NTP-08
Dates Drilled:
Logged by: DMT Checked by:
Driving Weight and Drop: N/A
Depth to Water(ft): None encountered
MOC
2/23/99
Equipment: Backhoe-24" bucket
Ground Surface Elevation(ft): 1078.0
SUMMARY OF SUBSURFACE CONDITIONS ~AMPLE~ f- ?F. f-
This log is part of the report prepared by Converse for this project and should be 0 - 3:
~ read together with the report. This summary applies only at the location of the 0 w t::
~ u u.. a::
boring and at the time of drilling. Subsurface conditions may differ at other - ::J
I (/) Z
I locations and may change at this location with the passage of time. The data f- ::J a::
0- w 3: w
f- presented is a simplification of actual conditions encountered. > ~ (/)
0- <( <.? a: ...J 0 0 >-~ I
w a:: 0 ::J ...J a:: " f-
0 <.? ...J 0 lD lD :;1; oE- 0
C.OT.T .TTVTlJM (Qcol)
SILTY SAND (SM) : fme-grained, rootlets, slightly porous, 8 93 N.T.
brown.
.. .PAIJRA-mRMATIciN(Qp)------.................................... I-- m
- 5 -::. ,... SANDSTONE: weathered, rootlets, root holes up to 1/4" r-
... diameter at 4 feet, reddish brown.
.....
.. .....
Test pit terminated at 8 feet.
Groundwater not encountered.
~ 10 No caving observed.
Test backfilled with native soil cuttings on 2-23-99.
- 15
SCALE: I' = 51 (H=V) SKETCH --N20E
I I
I
Ii N.d I I ..:J ./ - .. ---..- --..--
----;.-
I .....:.... . . . . - .' . . - .
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Project No.
99-81-112.Q1
Drawing No.
A-20
Project Name.
PASEO DEL SOL MASfER PLANNED
COMMUNITY
City of Temecula. California
:"\\
/
I
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I
I
I
I
Log of Test Pit No. NTP-09
Dates Drilled:
2/23/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
N/A
Ground Surface Elevation(ft):
1080.0
Depth to Water(ftl:
None encountered
I
I
I
I
I
I
I
I
SUMMARY OF SUBSURFACE CONDITIONS AMPLE~ f- ~ ...=
0
This log is part of the report prepared by Converse for this project and should be 0 - $
+0 read together with the report. This summary applies only at the location of the 0 UJ !:::
- U boring and at the time of drilling. Subsurface conditions may differ at other LL a:
- :J Z
:c :c locations and may change at this location with the passage of time. The data U) f- :J a:
f- a.. UJ $ U) UJ
<(<.9 presented is a simplification of actual conditions encountered. > >.! >-;;::: :c
a.. ...J 0
UJ a:O a: ::> ...J 0 a: " f-
Cl <.9...J 0 a:l a:l :2: 0.3- 0
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...".. ,.
........ \SILTY SAND (SM): fme-grained, rootlets, reddish brown.
...
..... PA liRA -FORM AnoN' roil) - -- - - - - - - - - - - - - -- - -- - -- - - - - -- - - - - -- - -.. -.
WEATHERED SANDSTONE: fme-grained, moderately
f- 5 porous, rootlets, reddish brown,
.......
. - SANDSTONE: -tille: -io -iiiediiirii~graiiie(( - trace - - - - - - - - -. -. - - - - - - - - - --
\ clay, slightly porous, reddish brown. r
Test pit terminated at 8 feet.
f- 10 - Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-23-99.
- 15 -
SCALE: I' = 5' (H=V) SKETCH .... N80W
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City ofTemecula, California
Project No.
99-8!-1l2'()!
Drawing No.
A-21
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Log of Test Pit No. NTP-10
Dates Drilled:
DMT
MOC
Checked by:
2/23/99
Logged by:
Equipment:
Driving Weight and Drop:
N/A
Backhoe-24" bucket
Ground Surface Elevation(ft):
Depth to Water(ft):
None encountered
1080.0
SUMMARY OF SUBSURFACE CONDITIONS AMPLES I- ,g l-
e
This log is pan of the report prepared by Converse for this project and should be 0 - s:
~ read together with the report. This summary applies only at the location of the 0 UJ t:
u u.. 0::
:t; boring and at the time of drilling. Subsurface conditions may differ at other - :::> z
I (/)
I locations and may change at this location with the passage of time. The data UJ s: I- :::> 0::
I- a. presented is a simplification of actual conditions encountered. > ~ (/) UJ
a. <(c:J a: ...J 0 0 >-~ I
UJ 0::0 :::> ...J 0::0 I-
0 c:J...J 0 CO CO ~ 0.3- 0
AT.T .TJVTTTM (Q.T)
SAND (SP): fme-grained, slightly porous to 2 feet, tan.
..
5 -
10 -
Test pit terminated at 8 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-23-99.
15 -
SCALE: I' = 5' (H=Y)
SKETCH
S20W ..
\(
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Project No.
99-81-112-01
Drawing No.
A-22
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
,~
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Log of Test Pit No. NTP-11
Dates Drilled:
2/23/99
Logged by:
DMT
Checked by:
N/A
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
Depth to Water(ftl:
None encountered
Ground Surface Elevation(ft):
1080.0
SUMMARY OF SUBSURFACE CONDITIONS SAMPLE~ f- '#. f-
This log is part of the report prepared by Converse for this project and should be 0 - $
'" read together with the report. This summary applies only at the location of the 0 UJ
~ U LL a: !::
boring and at the time of drilling. Subsurface conditions may differ at other - ::>
:c (J) z
I locations and may change at this location with the passage of time. The data f- ::> a: .
c.. UJ $
f- presented is a simplification of actual conditions encountered, > ~ (J) UJ
c.. <((9 -I 0 >-~ I
UJ a:O a: ::> -I 0 a:u f-
Cl (9-1 Cl a:l a:l :2: Cl.3- 0
.. AT T TTVTTTM (Qal)
.. -..SAND (SP): fme-grained, slightly porous, brown.
siLty SAND -(SM):- fme:gramed: -trace- coarse- gramed-s-and: - - --
brown.
5 - ..'
Test pit terminated at 5.5 feet.
Groundwater not encountered.
Test pit backfIlled with native soil cuttings on 2-23-99.
10
~ 15
SCALE: I' = 5' (H=Vl
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of TemecuJa, California
Project No.
99-81-112-01
Drawing No.
A-23
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Log of Test Pit No. NTP-12
Dates Drilled:
2/23/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
N/A
Ground Surface Elevation(ft):
1072.0
Depth to Water(ft):
None encountered
SUMMARY OF SUBSURFACE CONDITIONS pAMPLE~ f- >R ~
0 5
This log is part of the report prepared by Converse for chis project and should be 0 -
-;:; read together with the report. This summary applies only at the location of the 0 w !:::
~ U LL 0:
boring and at the time of drilling. Subsurface conditions may differ at other - ::::J Z
I I locations and may change at this location with the passage of time. The data (/) f- ::::J 0:
0.. W 5 w
f- presented is a simplification of acwal conditions encountered. > ~ (/)
0.. <((9 --' 0 )-;;:0 I
w 0:0 a: ::::J --' 0 0:<> f-
a (9--, a III III ~ a~ 0
I- 5
0- I' soil disturbed by tilling
AT T ITVTTTM (Q.l)
SILTY SAND (SM): fme-grained, micaceous, porous to
slightly porous, rootlets, dark brown.
-. SAND -(SP): lme~gra-iiied; - i1iill- illterbedded- siltY -sand ienses- 6~9 - - --
feet, tan to dark brown.
99 N.T.
6
I- 10 -
Test pit terminated at 9 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-23-99.
I- 15
SCALE: I" = 5' (H=V)
SKETCH
N20W
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City ofTemecula, California
Project No.
99-81-112-01
Drawing No.
A-24
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Log of Test Pit No. NTP-13
Dates Drilled:
2/23/99
Logged by:
DMT
Checked by:
MOC
Ground Surface Elevation( ft):
None encountered
N/A
Equipment:
I- :R l-
e
0 - $
0 UJ t::
L1. 0:
- :J Z
en I- :J 0:
$ en UJ
0 0 >-~ ::c
....l 0:" I-
CJ :a: 0.3- 0
6
86 N.T.
Backhoe-24" bucket
Driving Weight and Drop:
14
106
1095.0
Depth to Water(ft):
-;:;-
~
SUMMARY OF SUBSURFACE CONDITIONS
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 lhe
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.
UJ
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Drawing No.
A-25
1(.
AMPLES
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0:0
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- 5 -
COT .1.1JVTTTM (Qr.ol)
SILTY SAND/SAND (SMISP): fme-grained, slightly porous to
porous to 6 feet, light brown to reddish brown.
- 10 -
- - PA liRA 'FORM A-TrON'- (Qp)" - --. -- -. - -- -. -.. - -- -. - -. - - - - - - - - - - - - - -- - --
SANDSTONE: fme-grained, weathered, trace gravel, trace
rootlets, light yellowish brown.
Test pit terminated at 9 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-23-99.
- 15 -
SCAlE,.J' = 5' (H=V)
SKETCH
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~ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No,
99-81-1l2'{)1
I
Dates Drilled:
I
Equipment:
Ground Surface Elevation(ft):
1098.0
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- 15
Log of Test Pit No. NTP-14
2/23/99
Logged by:
DMT
Backhoe-24" bucket
Driving Weight and Drop:
Depth to Water(ft):
None encountered
N/A
U
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<(<.?
0:0
<.?....I
SUMMARY OF SUBSURFACE CONDITIONS
This log is pan 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 oilier
locations and may change at this location with the passage of time. The data
presented is a simplification of actual conditions encountered.
r.m T TMTJM (~ol)
SILTY SAND/SAND (SMlSP): fme-grained, porous, loose 0-1
. ., feet, light brown to reddish brown.
PA liRA -FORMATION (Qi:i) - - - - - - - - -. -. -- - - - - -- - - - -- - - -- - - - - - -- - - - -.
SANDSTONE: fme-grained, weathered, trace rootlets, light
yellowish brown,
Test pit terminated at 8 feel.
Groundwater not encountered.
Test pit backfIlled with native soil cuttings on 2-23-99.
SCALE: I' = 5' (H=V)
SKETCH
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Checked by:
AMPLE
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Project No.
99-81-112-01
""~I
MOC
I- ,g ~
0
0 - $
0 UJ t:
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rJl I- ::;) 0:
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0 0 >-:;::- I
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105 N,T.
4
109 N.T.
'N60E --
.. ---.-..-.-....--, ..-.-..-.
.--y.-.......-
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Drawing No.
A-26
11
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Log of Test Pit No. NTP-15
Dates Drilled:
2/23/99
Logged by:
DMT
Checked by:
Equipment:
Driving Weight and Drop:
Backhoe-24" bucket
N/A
Ground Surface Elevation( ft):
1107.0
Depth to Water(ftl:
None encountered
MOC
SUMMARY OF SUBSURFACE CONDITIONS ~AMPLE~ l- '#. I-
This log is part of the report prepared by Converse for this project and should be 0 - S
~ read together with the report. This summary applies only at the location of the 0 UJ t::
~ u u.. 0:
boring and at the time of drilling. Subsurface conditions may differ at other - ::J Z
J: J: locations and may change at this location with the passage of time. The data rJl I- ::J 0:
c.. UJ S UJ
I- presented is a simplification of actual conditions encountered. > ~ rJl
c.. <l:(9 ...J 0 >-~ J:
UJ 0:0 a: ::J ...J 0 0:" I-
a (9...J a (l) (l) ~ aE, 0
5 -:
COT .T .T JVIT 1M (Qr.ol)
SILTY SAND-SAND (SM-SP): fme-grained, rootlets, porous,
loose 0-1 " light brown to reddish brown.
--Jij\tTFij\'j;filliVI)(i'ifi~'(()i>)------------------------------'--------.----
SANDSTONE: fme- to medium-grained, weathered, trace
coarse-grained sandstone, thickly bedded to massive, reddish
brown.
10-
Test pit terminated at 8 feet.
Groundwater not encountered.
Test pit backf1lled with native soil cuttings on 2-23-99.
15 -
SCALE: I' 5' (H=Vl
SKETCH
I I
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I J, J v \ I
I:....;... ..... -=!l- .l~'.". -I..~=I',_" I
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City ofTemecula, California
Project No.
99-81-112.01
10 105 N.T.
14 109 N.T.
---N-S
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Drawing No.
A-27
1%
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log of Test Pit No. NTP-16
Dates Drilled:
2/23/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
N/A
Ground Surface Elevation(ft):
1125.0
Depth to Water(ft):
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- >R ..:
0
This log is part of the report prepared by Converse for this project and should be 0 - s
-;:; read together with the report. This summary applies only at the location of the 0 uu
:= u u.. a: !:::
boring and at the time of drilling. Subsurface conditions may differ at other - => Z
I I locations and may change at this location with the passage of time. The data UJ f- a:
uu =>
f- CI. presented is a simplification of actual conditions encountered. > ~ S UJ uu
CI. <((9 ....I 0 0 >-~ I
uu a:O a: ::) ....I a: " f-
0 (9....1 0 CD CD ~ oE- 0
5
ARTIFWTAT. FIT T (At)
SILTY SAND (SM): fme-grained, trace gravel, reddish brown.
.. ~ - A iTi'MfjM- (~al) - - - -- - - - -- - -- - h - - - - h - h - - - - - - -- -- - - - - - -- -- - - - - - - -- ---
\SAND (SP): fme-grained, grayish brown to brown.
cOTfi'MfiM(Qrni)--.--..-.-.---------------.-------.-----------.-.
SILTY SAND/SAND (SMlSP): fme-grained, porous, light
brown to reddish brown.
10
15
-. PAi'iRA -FORM A-itOi'il'- (j'jp)- - - -- -- - -- - -- - - - - - - - - - -- - -- - -- - -- - -.. - - -- ---
\ SANDSfONE: fme-grained, weathered, light brown to r
\yellowish brown.
Test pit terminated at 14 feet.
Groundwater not encountered.
Test pit backfIlled with native soil cuttings on 2-24-99.
I- 20
SCALE: I' = 5' (H=Vl
SKETCH
-. N-S---
I I
-+- '\~ __ _ . _ . _ _ __i
I I ;~Sf\tL~At ~:~..~" ~ .' __" . Ir \. .""::?j -
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@ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-8t-1l2'()t
Drawing No.
A-28
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Log of Test Pit No. NTP-17
Dates Drilled:
2/23/99
Logged by:
DMT
Checked by:
N/A
MOC
Equipment
Backhoe-24" bucket
Ground Surface Elevation(ft):
1132.0
Driving Weight and Drop:
Depth to Water(ft):
None encountered
I
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- ?f2. f-
This log is part of the report prepared by Converse for this project and should be 0 - $:
'" read together with the report. This summary applies only at the location of the 0 w !::
~ U LL a:
boring and at the time of drilling. Subsurface conditions may differ at other - ::::> z
:r: :r: locations and may change at this location with the passage of time. The data CJ) f- a:
0.. w $: ::::>
f- presented is a simplification ~f actual conditions encountered. > ~ CJ) W
0.. <tel ....J 0 >-~ :r:
w a:O OC ::::> ....J 0 a:'-' f-
0 el....J Cl OJ OJ :2: Cl~ 0
~ Fill <At)
-', SILTY SAND/SAND (SM/SP): fme- to medium-grained,
",reddish brown.
.. coirjiViliM (.QCoi5 -. - -- - -. -.. -. - -.. -.. -.. -. - - - - - - - - - - -.. -. - - - - - - - --
- 5 - SILTY SAND/SAND (SM/SP): fme-grained, porous, rootlets,
brown to reddish brown.
Test pit terminated at 8 feet.
Groundwater not encountered.
10 - Test pit backfilled with native soil cuttings on 2-24-99.
15 -
SCALE: I' = 51 (H=Vl SKETCH ---E-W ,
I I , I i I
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$ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-29
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Log of Test Pit No. NTP-18
Dates Drilled:
2/23/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop: N/A
Depth to Water(ft): None encountered
Ground Surface Elevation(ft):
1133.0
SUMMARY OF SUBSURFACE CONDITIONS AMPLE l- t< I-
This log is part of the report prepared by Converse for this project and should be 0 - 3:
-;; read together with the report. This summary applies only at the location of the 0 UJ I;:
:t:. U Ll. a:
boring and at the time of drilling. Subsurface conditions may differ at other - ::J Z
:r: :r: locations and may change at this location with the passage of time. The data U) I- a:
UJ 3: ::J
I- a. presented is a simplification of actual conditions encountered. ?: ><:: U) UJ
a. <(c:l ....l 0 0 >-;;::- :r:
UJ a:O a: ::J ....l a:o I-
0 c:l....l 0 Cll Cll :2 0.3- 0
..
..
C-m.T IlVTTJM (Qr.ol)
.. SILTY SAND/SAND (SM/SP): fme-grained, porous to 9 feet, 12 95 N.T.
.. upper 3 feet loose, fme- to coarse-grained gravel at 10 feet,
brown to reddish brown.
.. 11 98 N.T.
- 5 -
- 10
Test pit terminated at 11 feet.
Groundwater not encountered.
Test pit backf1lled with native soil cuttings on 2-24-99.
15
. SCALE: I' = 51 (H=V)
I I
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SKETCH
---- N-S
\ I \, ~,1 ,(. , ,_
~~~fs~-=f-Y--7,4f ,;V
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$ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-81-112-01
Drawing No.
A-30
~\
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Dates Drilled:
Equipment:
Ground Surface Elevation(ft):
I
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-;:;
:s
I
f-
a..
w
o
5
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<l:<9
a:O
<9....J
Log of Test Pit No. NTP-19
2/24/99
Logged by:
DMT
Backhoe-24" bucket
Driving Weight and Drop:
None encountered
1095.0
Depth to Water(ft):
SUMMARY OF SUBSURFACE CONDITIONS
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.
COT .T.lIVTTJM (Qcol)
SILTY SAND (SM): fme-grained, moderately porous, rootlets,
brown.
- - siLty sANDiciA iEY SAND (SWSC);- fme: to - - - - - - - - -- -. - - - - --
medium-grained, slightly porous, yellowish brown to reddish
brown.
PAURA FORMATION (Qp)
SANDSTONE: fme- to medium-grained, weathered, some
well-rounded coarse-grained sand and gravel,
slightly porous, reddish brown.
Test pit terminated at 12 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-24-99.
SKETCH
I
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.J I
( ,
I
SCALE: "= 5' (H=Vl
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY .
City of Temecula, California
Checked by:
N/A
AMPLE
w
> ~
....J
a: ::J
o CD
. ,
Project No.
99-81-112-Dl
MOC
f- :R f-
e
0 ~
0 w t:
U- a:
- ::J Z
Ul
~ f- ::J a:
Ul w
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Drawing No.
A-31
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Dates Drilled:
Equipment:
Log of Test Pit No. NTP-20
2/24/99
Logged by:
DMT
Backhoe-24" bucket
Driving Weight and Drop:
Checked by:
N/A
MOC
Ground Surface Elevation(ft}:
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1083.0
Depth to Water(ftl:
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- #- f-
This log is part of the report prepared by Converse for this project and should be 0 5
-;:0 read together with the report. This summary applies only at the location of the 0 w !:::
:t:. U u.. a:
boring and at Ihe time of drilling. Subsurface conditions may differ at other - ::J Z
:c :c locations and may change at this location with the passage of time. The data (fl f- ::J a:
ll.. w 5 w
f- presented is a simplification of actual conditions encountered. > ~ (fl
ll.. 4:(9 -I 0 >-<;: :c
w a:O a: ::J -I 0 a:o I-
0 (9-1 0 CD CD :2 0.3- 0
< AT TIJVTTTM (Q<il)
".:. _ SAND (SP): fme- to medium-grained, trace coarse-grained
'.,sand, porous, rootlets, tan to grayish brown. ,
coy.nMiiM(&'oij.-----------------------------------------------.
_ SILTY SAND (SM): fme-grained, porous, rootlets, poorly
\bedded, brown.
SiLTY sANi5icLA Y'EYSANi5-(SWSCj: fme~graii1ed: -- - -- - -- -.
. _ slightly porous, brown. _'
-PAY-rnA-FORMATION(Qpj-.-----------------------------.-.---..--
SANDSTONE: fme-grained, trace clay, trace coarse-grained,
weathered, 'slightly porous, brown.
Test pit terminated at 10 feet.
Groundwater not encountered.
Test pit backf1lled with native soil cuttings on 2-24-99.
SKETCH
15
SCALE: I' = 5' (H=Vl
-N60W
5
10
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@ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-8t-112-o1
Drawing No.
A-32
~'?:1
I
I
I
I
I
Dates Drilled:
Equipment:
Log of Test Pit No. NTP-21
2/24/99
Logged by:
DMT
Backhoe-24" bucket
Driving Weight and Drop:
Checked by:
N/A
MOC
Ground Surface Elevation(ft):
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1069.0
Depth to Water(ft):
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- >R f-
a
This log is part of the report prepared by Converse for this project and should be 0 - 3:
'" read together with the report. This summary applies only at the location of the 0 w t:
:=. u u.. cr:
boring and at the time of drilling. Subsurface conditions may differ at other - ::> z
I I locations and may change at this location with the passage of time. The data (f) f- ::> cr:
a. w 3:
f- presented is a simplification of actual conditions encountered. > ><: (f) w
a. <l:<::I ....I 0 0 >-;;::- I
w cr:o cr: ::> ....I cr:CJ f-
0 <::1....1 0 CO CO ~ oE- 0
SCALE: I' = 5' (H=Vl
I
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Al l lMTJM (Q;l1)
SAND/SILTY SAND (SP/SM): fme-grained, brown.
- - SANDy-siLt '(ML):' fme:gram:id; -trace- Ciay; -dark iiiown.- - - - - - - - --
- - sart- SAND (8M):' fme--gramed; -sllgiitly -porous; - trace-- -. - - -- -. - --
coarse, grayish brown.
r
PAlJRA FORMATION (Qp)
SANDSTONE: fme-grained, trace coarse-grained sand,
weathered, rootlets, dark brown.
Test pit terminated at 10 feet.
Groundwater not encountered.
Test pit backf1l1ed with native soil cuttings on 2-24-99.
SKETCH
...
N40W'
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~ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City ofTemecula, California
Drawing No.
A-33
Project No.
99-81-112-01
AA.
I
I
I
I
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I
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Log of Test Pit No. NTP-22
Dates Drilled:
2/24/99
Logged by:
DMT
Equipment:
Driving Weight and Drop:
Checked by:
N/A
MOC
Backhoe-24" bucket
Ground Surface Elevation(ft):
1072.0
Depth to Water(ft):
None encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLE~ f- *' f-
This log is part of the report prepared by Converse for this project and should be 0 - 5
~ read together with the report. This summary applies only at the location of the 0 UJ !=
:to U u.. a:
boring and at the time of drilling. Subsurface conditions may differ at other - ::J Z
I I locations and may change at this location with the passage of time. The data en f- ::J a:
f- a.. UJ 5 en UJ
<l:<:) presented is a simplification of actual conditions encountered. > ~ >-~ I
a.. ....I 0 0
UJ a:O a: ::J ....I a: " f-
Cl <:)....1 Cl <Il <Il :2: ClE- O
..
5 - ::'.
AT T TMTJM (Q.t)
Sll.TY SAND/SANDY Sll.T (SMIML): fme-grained, porous,
-, rootlets, silty sand 0..Q.8 feet, roots, light brown.
siLtY SANtilSAN1Y(SMlSP}: - rm.e:graflled,- caiiche: - trac;;- - -- --
clay. slightly porous, reddish brown,
.. . -PAlmA-FORM .-\-iloii{(Qi>)' -. - - - -.. -.... - -. - - - - - - - - - - - - - - - -- - - --- - - - --
SANDSl'ONE: fme- to medium-grained, weathered, trace
coarse, trace clay, mica, reddish brown.
10 -
Test pit terminated at 9 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-24-99.
15
SCALE: I' = 5' (H=Vl
SKETCH
---N20W
.iI
\~ -
\~ -
\i- . I - \. SM-SP
\ - - " - -. -
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$ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-8t-112-Qt
Drawing No,
A-34
~
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I
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I
I
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I
I
I
Log of Test Pit No. NTP-23
Dates Drilled:
2/24/99
Logged by:
DMT
Checked by:
N/A
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
Depth to Water(ft):
None encountered
Ground Surface Elevation(ft):
1095.0
SUMMARY OF SUBSURFACE CONDITIONS AMPLE~ f- :R r-:
0 5:
This log is part of the report prepared by Converse for this project and should be 0 -
~ read together with the report. This summary applies only at the location of the 0 UJ t:
- U LL ex:
:c boring and at the time of drilling. Subsurface conditions may differ at other - => Z
J: locations and may change at this location with the passage of time. The data (fl f- => ex:
Cl. UJ 5: UJ
f- presented is a simplification of actual conditions encountered. > >.:: (fl
Cl. <{CJ ...J 0 >-;;::- J:
UJ ex: 0 a: => ...J 0 ex: " f-
0 CJ...J 0 CD CD :2: 0.:0 0
cor I I JVTI 1M (Ql-.oI)
SILTY SAND/CLAYEY SAND (SMlSC): very fme- to
fme-grained, moderately porous, rootlets, trace clay, tilled
0-0.8 feet, dark brown.
- 5
-.---------------.-----------------------------------.-------------._----------
10 -
PAIJRA FORMATION (Qp)
SANDSfONE: fme- to medium-grained, trace coarse-grained
sand, slightly porous, reddish brown.
Test pit terminated at 9 feet.
Groundwater not encountered:
Test pit backfllled with native soil cuttings on 2-24-99.
I- IS
t"
SCALE: I' = 5' (H=V) SKETCH
I 1 I !
! ! i I
i I i I
I IL\./. I I \ I
i ,.""~):~- -1.-= r~,-~.:t"- - ~ :....-=i=...I~.=-4
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--N30W
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~ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-81-llZ-Qt
Drawing No.
A-35
~
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I
I
I
I
I
I
I
I
I
I
I
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I
I
I
I
Log of Test Pit No. NTP-24
Dates Drilled:
Checked by:
MOC
2/24/99
Logged by:
DMT
Equipment:
Driving Weight and Drop:
Backhoe- 24" bucket
N/A
Ground Surface Elevation(ft):
1108.0
Depth to Water(ftl:
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE l- '#. I-
This log is part of the report prepared by Converse for this project and should be 0 - S
.,. read together with the report. This summary applies only at the location of the 0 w !::
~ u u.. 0:
boring and at the time of drilling. Subsurface conditions may differ at other - ::J Z
:c :c locations and may change at this location with the passage of time. The data en I- ::J 0:
0- w S w
I- presented is a simplification of actual conditions encountered. > ~ en
0- <((9 ...J 0 >-~ :c
w 0:0 a: ::J ...J 0 0:" I-
0 (9...J 0 OJ OJ :2: 0.3- 0
COT .I.lJVTlJM (Qcol)
SILTY SAND/SAND (SM/SP): fme-grained, porous, 0-0.8
feet tilled with organics and roots, rootlets, light brown to
_ brown.
- 5 -.. ..
PAlmA-FORMATION (QIi)------- -------------.- .--.------------.--
SANDSTONE: fme-grained, weathered, pores with rootlets,
light brown to light yellowish brown.
- 10 -
Test pit terminated at 8 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-24-99.
- 15
SCALE: I' = 5' (H=V)
SKETCH
--N20E
~,
I
~
,..
-- ~"""'..L.--. ~ ___---=:0::-. _ ._ .... \
-.... __ __----..I ." _ .~
\-'" ?', SM:SP'" Qeol) /' \- -> -'~.I'- . ~:-
.. . .' .-LI_ f ,J_,,'" -_
I- /"f ~ ,-- 1......-1
\11' . Qp"1 . I . J I----+----:-t--
. I ". 1- - I' I
-;1': -:.-.:.:..:-ll::.... II I I I
Iii
I I I I I 1-
~ Converse Consultants
Drawing No.
A-36
Project No.
99-8 t -112-0 1
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
g\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Log of Test Pit No. NTP-25
Dates Drilled:
2/24/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
N/A
Ground Surface Elevation(ft):
1125.0
Depth to Water(ft):
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE, f- >R f-
0
This log is part of the report prepared by Converse for this project and should be 0 - $
." read together with the report. This summary applies only at the location of the 0 UJ !::
~ U lL a:
boring and at the time of drilling. Subsurface conditions may differ at other - :J
J: CJ) Z
J: locations and may change at this location with the passage of time. The data f- :J a:
a. UJ $ UJ
f- presented is a simplification of actual conditions encountered. > ~ CJ)
a. <(<.9 ....I 0 0 >-<;:' J:
UJ a:O a: :J ....I a:<.J f-
0 <.9....1 0 OJ OJ :2: oE: 0
r.m .T.TIVTTIM (QJ:nl)
SILTY SAND/CLAYEY SAND (SMlSC): fme-grained, trace
coarse-grained sand, moderately porous, light brown to brown.
i- 5 -
- 10 -
- - PAlmA -FORM ATION'-(Qi>)" - -- -. - -- -- - -- - - - - - - -- -. - -. - - -. - - - -- - - -- - - --
SANDSTONE: fme-grained, weathered, reddish brown. ~
Test pit terminated at 7 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-24-99.
L 15
SCALE: I' 5' (H=V)
SKETCH
I i
I I
I i
I !
1 . !
! ~
~ ::r l ......:;::- --=r...~;t..;..-
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-:T. _;I ----;-
! -
...
. @ Converse Consultants
Project No.
99-81-112-Dl
Drawing No.
A-37
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
821
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Log of Test Pit No. NTP-26
Dates Drilled:
2/24/99
Logged by:
DMT
Equipment:
Driving Weight and Drop:
Checked by:
N/A
MaC
Backhoe-24" bucket
Ground Surface Elevation(ft):
1120.0
Depth to Water(ft):
None encountered
'"
:!::
SUMMARY OF SUBSURFACE CONDITIONS
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.
UJ
> :J
a: ::J
a aJ
AMPLE
f- 'if<. ~
0 ~
0 UJ t:
LL 0:
- ::J Z
CJ) 0:
~ f- ::J
CJ) UJ
0 0 >-:;::- J:
...I O:t) f-
aJ ~ aE- 0
U
J:
a.
<((9
0:0
(9...1
J:
f-
a.
UJ
a
5
cor T TTVlTJM (Qf.ol)
SILTY SAND/SAND (SMlSP): fme-grained, slightly to
moderately porous, rootlets, tilled from 0-1 feet, light brown to
reddish brown.
- - FA liRA -FORM A'TrON'- ropy -... - - -- - -.... - -. - - - - -- - -.. - - h - - - - - -- -.. --
SANDSTONE: fme-grained, weathered, trace coarse sand and
gravel, trace rootlets, light brown to yellowish brown.
10
15
Test pit terminated at 14 feet.
Groundwater not encountered.
Test pit backftlled with native soil cuttings on 2-24-99.
SCALE: I' = 5' (H=Vl
SKETCH
N-S --
Recen Channel
~ ...- - .~---- =>'1::" '-"':::"~b~ ~-- m
~.:..:_.-:~.:::~'~=-=- \.- Qcol,\ \' ).
..."-"..... - . (
- - ~ - ., I \, l .' ~ - . .
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"---r I I ......1
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~ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-{)!
Drawing No.
A-38
~
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I
I
I
I
Log of Test Pit No. NTP-27
Dates Drilled:
2/24/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
N/A
Ground Surface Elevation(ft):
1130.0
Depth to Water(ft):
None encountered
I
I
SUMMARY OF SUBSURFACE CONDITIONS AMPLE~ J-- ?f!. ~
This log is part of the report prepared by Converse for this project and should be 0 - $:
-;:0 read together with the report. This summary applies only at the location of the 0 w t::
:;:. u u.. a:
boring and at the time of drilling. Subsurface conditions may differ at other - ::> z
I CJl 0::
I locations and may change at this location with the passage of time. The data w $: J-- ::>
J-- a. presented is a simplification of actual conditions encountered. > ~ CJl w
a. <( (9 ...J 0 >-~ I
w 0:: 0 a: ::> ...J 0 0::" J--
0 (9 ...J 0 al al :2; 0.3- 0
AT T TlVTTIM (Q;lI)
SILTY SAND (SM): fme-grained, moderately porous,
interbedded silty and coarse-grained sand, rootlets, tilled with
roots from 0-0.5 feet, brown.
- 5
-. PA liRA -FORM ,\'tTo'r.f ijjp)-' - -- -. - -- -. - --. - - - - - -- - - -- - - -- - -- - - -. -. - - --
SANDSTONE: fme- to medium-grained, weathered, trace
gravel, slightly porous, reddish brown.
Test pit terminated at8.5 feet.
10 Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-24-99.
15 -
SCALE: I' = 5' (H=V) SKETCH I( N-S .' "
I , i , I
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-. '. --:-r.- I I
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$ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-81-1 t2-o1
Drawing No.
A-39
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Log of Test Pit No. NTP-28
Dates Drilled:
2/24/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe.24" bucket
Driving Weight and Drop:
N/A
Ground Surface Elevation(ft):
1145.0
Depth to Water(ft):
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- cfi. f-
This log is part of the report prepared by Converse for this project and should be 0 - ~
? read together with the report. This summary applies only at the location of the 0 w t:
~ u u. a:
boring and at the time of drilling. Subsurface conditions may differ at other - ::l Z
:c :c locations and may change at this location with the passage of time. The data (f) f- ::l a:
w ~
f- CL presented is a simplification of actual conditions encountered. > ~ (f) w
CL <((9 ....I 0 0 >-<;; :c
w a:O a: ::l ....I a:o f-
0 (9....1 0 aJ aJ ~ 0.3- 0
- 5
AT.T .TTVnJM (Qal)
SILTY SAND (SM): fme-grained, moderately porous, rootlets,
brown.
.. - - PAimA -FORMA-noR i;Qi>Y - - - - - -- - - - - -- - - - - - - - -- - -- - h - - - - - - - - - - - - - -.
SANDSTONE: fme-grained, weathered, trace medium to
coarse sand, slightly porous, rootlets, reddish brown.
10
Test pit terminated at 8 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-24-99.
15 -
SCALE: I' = 5' (H=Vl
SKETCH
I
---- N-S
1
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~ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No,
99-8!-1l2'()!
Drawing No.
A-40
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Log of Test Pit No. NTP-29
Dates Drilled:
2/25/99
Logged by:
DMT
Checked by:
MOC
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- <ft f-
This log is pan of the report prepared by Converse for this project and should be 0 - 5
<=' read together with the report. This summary applies only at the location of the 0 UJ t::
:t: U LL a:
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
J: J: locations and may change at this location with the passage of time. The data (f) f- a: .
UJ 5 :J
f- a. presented is a simplification of actual conditions encountered. > '" (f) UJ
a. <((9 ....I 0 >-;;:: J:
UJ a:o a: :J ....I 0 a:O f-
0 (9....1 0 c:l c:l ~ 0.3- 0
N-S ."'. ~ ,
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Drawing No.
A-41
<\JZ..
Equipment:
Backhoe- 24" bucket
Driving Weight and Drop: N/A
Depth to Water(ft): None encountered
Ground Surface Elevation(ft):
1160.0
AU IMTJM {Qal)
SILTY SAND/SAND (SMlSP): fme-grained, porous, rootlets,
interbedded channel sand, light brown to reddish brown.
- 5 -
... ... --PAtiR.n';-ORM..ritn'l'\f(~)"-------------------------------------------
SANDSTONE: fme-grained, weathered, slightly porous,
rootlets, poorly bedded to massive, reddish brown.
- 10 - :.
- 15
Test pit terminated at 16 feel. .
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-25-99.
20 -
SCALE:
I' = 5' (H=Vl J SKETCH
_ .~\ =\1-- , r::t -:!.. -...1, / I
. . ( . - . I ~' QaT! .1-;-;.' f'
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~.~. .:=:..:=..: II
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..... " j. .~ : .:::. ,
,VI"
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. -
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.:. - . :.... '-~-I"
- -' :.
- . _: ~ .: ':~
'\.. . -: - -:-...,;/
~ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-81-112-01
I
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Log of Test Pit No. NTP-30
Dates Drilled:
2/25/99
Logged by: DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
N/A
Ground Surface Elevation(ft):
1145.0
Depth to Water(ft);
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- 'if. e-:
This log is part of the report prepared by Converse for this project and should be 0 - 3:
,., read together with the report. This summary applies only at the location of the 0 w t::
~ U LL 0:
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
I I locations and may change at this location with the passage of time. The data (f) f- :J 0:
0.. W 3: w
f- presented is a simplification of actual conditions encountered. > ~ (f)
0.. <((9 ...J 0 >-~ I
w 0:0 0: :J ...J 0 O:CJ f-
0 (9...J 0 (D (D :2 oE: 0
'.'
c-m r IMlIM (Qr.ol)
SILTY SAND/SAND (SM/SP): fme-grained, porous, rootlets,
. -. light brown to reddish brown. ,
1>i\11llj('jj()JiiVii\i'iiliii<<iii5----...--.---.-----------'--.-------,----
.... .SANDSTONE: fme- to coarse-grained, interbeded sandstone
I- 5 ..
..".. and siltstone, moderately weathered, brown to reddish brown.
Test pit terminated at 8 feet.
Groundwater not encountered.
1-10 Test pit backfilled with native soil cuttings on 2-25-99.
- 15 -
SCALE: I' = 51 (H=Vl SKETCH --N80W
1
I
),~ -
~- i -. -- I-. . .. . - - - ...- -
I,,~( , ,. :..- ,:,., - . . -~
.' \.. '-
.'----- ~ r
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~--- :-:-- '. \
- -
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I i ! j
;
$ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No,
A-42
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Log of Test Pit No. NTP-31
Dates Drilled:
2/25/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
Depth to Water(ft):
N/A
Ground Surface Elevation(ft):
1160.0
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- #- f-
This log is part of the report prepared by Converse for this project and should be 0 - S
.. read together with the report. This sununary applies only at the location of the 0 UJ !:::
:t: U LL a:
boring and at the time of drilling. Subsurface conditions may differ at other - :::J
:c en z
I locations and may change at this location with the passage of time. The data f- :::J a:
0.. UJ S UJ
f- <(Cl presented is a simplification of actual conditions encountered. ~ :><: en >-*'-' I
0.. ...J 0 0
UJ a:O a: :::J ...J a:'-' f-
0 Cl...J 0 Cll Cll ~ 0.3- 0
5
FIll (At)
SILTY SAND/SAND (SMlSP): fme-grained, porous, rootlets,
-.light brown to brown.
coi.i".iMtlM'{Oj-:ni)- -.. - -. - -- - -- -.. - -- - - - - - - - - - - - - - - - -. - - - - - - - - - - ---
SANDY SILT (ML): rootlets, porous, dark brown.
10 -
- - PAlmA -PORMXtTO]o,f i;Qi>Y - -- - -- - -- - -- - - - - - -- - - -- - -- - -- - - - - -- - -- - -.--
\ SANDSTONE: medium- to coarse-grained, trace gravel, r
\caliche, light brown to yellowish brown.
Test pit terminated at 8 feet.
Groundwater not encountered.
Test pit backf1lled with native soil cuttings on 2-25-99.
~ 15
SCALE: I' = 5' (H=V)
SKETCH
N45W I ."
J
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r' " ....... v - 1 I
'-.... :;-". . - IVI-L'::' \ _ -_'/
'~'I ~.~~i~u'P9
.r
-
~ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No. .
A-43
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Log of Test Pit No. NTP-32
Dates Drilled:
2/25/99
Logged by:
DMT
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
Ground Surface Elevation(ft):
1160.0
Depth to Water(ftl:
Checked by:
MOC
N/A
None encountered
SUMMARY OF SUBSURFACE CONDITIONS ~AMPLE f- #. f-
This log is part of the report prepared by Converse for this project and should be 0 - 5
-;;- read together with the report. This summary applies only at the location of the 0 UJ
:to U L1.. a: f-
boring and at the time of drilling. Subsurface conditions may differ at other - :::J Z
J: J: locations and may change at this location with the passage of time. The data CIl f- :::J a:
UJ 5
f- a. presented is a simplification of actual conditions encountered. > ><: CIl UJ
a. <(tel ...J 0 6 >-~ J:
UJ a:o a: :::J ...J a:CJ f-
a tel...J 0 aJ aJ :2: 0.3- 0
FIT .T.(At)
~_ SILTY SAND/SAND (SMlSP): fme-grained, porous, rootlets,
'.,light brown to reddish brown.
5 - sANtiYSILt-tMLhiurnerousr-ootleiS;-somtifme--grame'd------'
sand, brown.
. . - - coij jiViiiM- <&~IY --. -- - -- - n - n n_ - -- - -- - -- - -- - - - - - - - -- - - - - - - - -- - - --
SILTY SAND (SM): fme-grained, slightly porous, trace gravel,
10 -.... brown.
-\-J=~:;~:~-~~~~-~~~~;,-~;~t-~;~~-;~'--------!
Test pit terminated at 14.5 feet.
Groundwater not encountered.
Test nit backfilled with native so;! cuttines on 2-25-99.
I' = 5' CH=VJ SKETCH
15
~ 20-
SCALE:
I
-L
1
I
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\. .' -At.",,-- -' . I
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~. - ---'---"1' -.----
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-... -------..- --
- .-\-
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@ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY .
City of Temecula. Cahfomia
Project No.
99-81-112-01
Drawing No.
A-44
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Log of Test Pit No. NTP-33
Dates Drilled:
2/25/99
Checked by:
MOC
Logged by: DMT
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
N/A
Ground Surface Elevation( ft):
1285.0
Depth to Water(ft):
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- :R f-
a
This log is part of the report prepared by Converse for this project and should be 0 - $
'" read together with the report. This summary applies only at the location of the 0 UJ t:
~ U ll. 0:
boring and at the time of drilling. Subsurface conditions may differ at other - ::> z
:c :c locations and may change at this location with the passage of time. The data en f- ::> 0:
f- e.. UJ ~ $ en UJ
e.. ~<.9 presented is a simplification of actual conditions encountered. ~ ....I 0 0 >-;;:: :c
UJ 0:0 0: ::> ....I 0:" f-
0 <.9....1 0 CO CO ::;; 0.3- 0
- 5
^~
yy
ARTIFTrTAT. FIT T. (At)
SILTY SAND/CLAYEY SAND (SMlSC): fme- to
medium-grained, with asphalt and rootlets, reddish brown to
black.
I
19 101 N.T.,
max
- 10
- - PAirnA -FORM ,riloiit (Qp)' --. - - - -- - - -- - - -- - - - -- - - -. - - -- -. -. - - - - - - -. -.
SANDSTONE: fme- to coarse-grained, trace gravel, yellowish
brown.
- 15
Test pit terminated at 13.5 feet.
Groundwater not encountered.
Test pit backfIlled with native soil cuttings on 2-25-99.
I' = 5' (H=V) VI SKETCH i (
,) Af. i-=SM-SC' i '-./ , . --I . - .' j- ~ :./
. " --to- __ ~'
1- "1 '-'- : "", ".' "-'--'--'-'f'-'--'y
, " . I ..'--..'--'--'--'--"- ~
i '''-'_._ '. 1',,-,,-,,-,,--,,-,,-,-,,-,\, I' . i
i . i. :e . I SM,-St>, 4....1
I "-,,-,,--,,,-,,-,-, I Af . ''''-1'-'--'--'--'--'1 i
i. I '. 1./ I
I ~ :""-'--'--'-t" I I
I . I' I
~;;:~~. j I
\.... :. ... ... I' !
::Qp-i.. .. I
. ::::: :':' :. I
.. ." I
,
-L-
I
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\
. SCALE:
N60E~
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1
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I
@ Converse Consultants
I
I
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
%
Project No.
99-8t-1l2-01
Drawing No.
A-45
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Log of Test Pit No. NTP-34
Dates Drilled:
2/25/99
Logged by: DMT
Checked by:
N/A
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
Ground Surface Elevation(ft):
1261.0
Depth to W ater( ft):
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE l- '#. I-
This log is pan of the report prepared by Converse for this project and should be 0 - ~
'" read together with the report. This summary applies only at the location of the 0 w t:
:to U LL a:
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:r: :r: locations and may change at this location with the passage of time. The data en I- :J a:
w ~
I- 0.. presented is a simplification of actual conditions encountered. > ~ en w
0.. <(<9 ....I 0 >-~ :r:
w a:O 0: :J ....I 0 a:o I-
a <9....1 a CD CD ~ aE- 0
..
..
COT .I .TJVTTJM (Qr.ol)
.. SILTY SAND/SAND (SMlSP): fme-grained, moderately
.... porous, rootlets, upper 0.8-1.0 feet disturbed, light brown to
....... reddish brown.
- 5
- 10 - -}> AlmA -FoRMA-noN'- ijjp)-- - - - -- - -- - - - - - - - - - - - - - - - - - - - - -- - --- - -.-...-
...
... SANDSTONE: fme-grained, weathered, trace well-rounded
.. ."...
.. fme gravel, light brown to yellowish brown.
......
."..
15 - Test pit terminated at 14 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-25-99.
SCALE: 1'-5' (H=V) SKETCH .. : N10E
v.....
-~ - - -
- --
- = . -=-}1..-= f-l~ - - -
r =- -
- , ---:-
. -. ..,
\ . - - :- o'
- - }
'. - - .' - - 0 r-
. . . ,
\ r - - !
. ,0 .leal: .j
\. . , !
. \
- _' <).-J --- f- I
~ ~
~ sqsP~ - i
.. I
~ . r
i
" -=0 ~ ...':!"": I
.' r_ .. ...\. . !
C/b ....0 ,. l;' :/;. I
. Qp ',-.. .' " I
. o. I
... - I . . I
\... "". : -
,
I ,
I I I
I
~converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City ofTemecula, California
Project No.
99-81-112-01
Drawing No.
A-46
<\1
SUMMARY OF SUBSURFACE CONDITIONS AMPLE' f- :;l< f-
e
This log is part of the report prepared by Converse for this project and should be 0 - s:
." read together with the report. This sununary applies only at the location of the 0 UJ !:::
~ u u.. a:
boring and at the time of drilling. Subsurface conditions may differ at other - ::::J
:c (/l z a:
:c 0.. locations and may change at this location with the passage of time. The data UJ s: f- ::::J UJ
f- presented is a simplification of actual conditions encountered. > ~ (/l
0.. <( <.? ...J 0 >-;;::: :c
UJ a: 0 a: ::::J ...J 0 a: " f-
0 <.? ...J 0 al al :2 0.3- 0
COT.T .IJVTTTM (Qr.ol)
SILTY SAND (SM): fIne-grained, trace gravel, porous,
rootlets, upper 12" disturbed, light brown.
'- 5 - fme-grained, trace clay, slightly porous, brown from 4-8 feet.
18 104 N.T.
- - PAHRA -FORM A--rIO'rit ropy - -- - -- -.. -. - -. - -. -. -. -. - - -- - - - - - - - - - - - - - -..
SANDSTONE: fme- to medium-grained, weathered, trace
- 10 -.. gravel, trace rootlets, light brown to yellowish brown.
..."
...
~ 15 Test pit terminated at 14 feet.
Groundwater not encountered,
Test pit backfilled with native soil cuttings on 2-25-99.
SCALE: "=5' (H=V) SKETCH -',
'C . N20W
.
- 8M ~ - :.--' A. \f .1.1
- -
I" ." ~.. . -.......: "'1-'"
.. ...- IQcol - - . ..... .",.y
( 8M I I
. . I I
-- - - I
- - ..
\ ,
- I . ", " j -r I
'- - -
- ,
SM': -: . " -/
. !
. t - -
- - -
\ - . -
- ' . --
---= . I
, - .,' ".-
;'. .... . , . :. " ~.' .
'. .
-------- nPw I
~.:
""0 ""CJ ,.': Da', D
':;. ( .' . I I
....- /' ....f
p.:,:.,"\ -;.: I
I
.',. " ~ ,.' , I
I ,
I I I I I
i
I
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I
I
I
I
I
Dates Drilled:
2/25/99
Equipment: Backhoe-24" bucket
Ground Surface Elevation(ft): 1230.0
I
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I
I
I
I
I
I
~ Converse Consultants
Log of Test Pit No. NTP-35
Logged by:
DMT
Checked by:
Driving Weight and Drop: N/A
Depth to Water(ft). None encountered
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
MOC
Drawing No.
A-47
%
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I
I
Log of Test Pit No. NTP-36
Dates Drilled:
2/25/99
Logged by:
DMT
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
Ground Surface Elevation(ft):
1215.0
Depth to Water(ft):
+:>
:to
U
I
0..
<l:<.?
a:O
<.?...J
SUMMARY OF SUBSURFACE CONDITIONS
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.
I
f-
0..
LlJ ,-
Cl
I
I
I
I
I
I
5
cor.T .TIVTTJM (Qr.nl)
. .' '.'::: SAND (SP): fme- to medium-grained, coarse-grained sand
". :':,:.: _Jenses, upper 12" disturbed, brown.
saW S.A:ND -(SM):- flne:graJned: -porous-, - rootleii)igbi brown --
to reddish brown.
Checked by:
None encountered
N/A
10
- - PA ImA- -FORMA-TrON'- (Qp)- -- - -- - -- -- - - - -- - -- -.- - -. - - - - - -- -- - - - - - -- ---
SANDSTONE: fme-grained, weathered, trace rootlets, light
brown to yellowish brown.
15
Test pit terminated at 16 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-25-99.
20
SCALE: I' = 5' (H=V)
SKETCH
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Project N arne.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
AMPLE
LlJ ><:
> ...J
11: ::>
Cl OJ
'. .-,
Project No.
99-81-1l2-Dl
MOC
f- :R r-:
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15 98 N.T.
13 101 NT
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Drawing No.
A-48
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log of Test Pit No. NTP-37
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SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- ~ f-
This log is pan of the report prepared by Converse for this project and should be 0 - S
.,. read together with the report. This summary applies only at the location of the 0 w f-
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c :c locations and may change at this location with the passage of time. The data CJ) f- :J 0::
w S
f- "- presented is a simplification of actual conditions encountered. > ~ CJ) w
"- <l: Cl ...J 0 >-:;::- :c
w 0:: 0 a: :J ...J 0 o::u f-
Cl Cl ...J Cl II} II} :2 ClE: 0
ARTIFfrTAT. FIT.T. (At)
SILTY SAND (SM): fine-grained, trace coarse, organic odor,
roots, upper 12" disturbed, dark gray.
- 5
..
'.
11 79 N.T.
10 -:
15 - - PAirnA -tORMATIoi.t (ijji)" -.. - h - h -.. - -- - -- - - - - - - - - - - - - - - - - - - - -- --,:
"\ SANDSfONE: fme-grained, weathered, light brown to I
yellowish brown.
Test pit terminated at 15 feet.
20 - Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-25-99. .
SCALE: " = 5' (H=V) .I SKEICH J , 7 "N25W
I -=- r 1 =r- , :..J . V
I . I '''''''''1 ," '"'' ,"
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Dates Drilled: 2/25/99 Logged by: DMT Checked by: MOC
Equipment: Backhoe-24" bucket Driving Weight and Drop: N/A
Ground Surface Elevation(ft): 1250.0 Depth to Water(ft): None encountered
.
~ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-49
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log of Test Pit No. NTP-38
Dates Drilled:
2/25/99
Logged by: DMT
Checked by:
N/A
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
Ground Surface Elevation(ft):
1230,0
Depth to Water(ft):
None encountered
MOC
SUMMARY OF SUBSURFACE CONDiTIONS AMPLES f- :oR f-
e
This log is part of the report prepared by Converse for this project and should be 0 - s
.,. read together wilh the report. This summary applies only at the location of the 0 w !::
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at olher - :J
:c CJ) z
:c locations and may change at this location with the passage of rime. The data f- :J 0::
"- w S
f- presented is a simplification of actual conditions encountered. > ~ CJ) w
"- <l:Cl ...J 0 >-:;::- :c
w 0::0 a: :J ...J 0 o::u f-
Cl Cl...J Cl II} II} :2 ClE: 0
- 5
ARTIFfrTAT FIT T (At)
SILTY SAND/SANDY SILT (SMIML): fme-grained, some
construction debris, concrete, asphalt, upper 12" disturbed,
__ reddish brown to brown.
Co...'rIMti"M(Qioi5-------------------------------------------------
SILTY SAND (SM): fme-grained, porous, rootlets, light brown
to reddish brown.
- 10
- - PAlmA -FORM A-TIoill'<Qi>)" -- - -- - -- -- - -- - - - - -- - -- - -- -- - - --- --- - -- - -- --
. . . . : : : : SANDSfONE: fme-grained, weathered, trace rootlets, light r
"\ brown to yellowish brown.
Test pit terminated at 12.5 feet.
15 - Groundwater not encountered.
Test nit backfilled with native soil cuttinl>S on 2-25-99,
SCALE: I' = 5' (H=V) SKETCH
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~ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No,
99-81-1l2.{JI
20 100 N.T.
-- N45E
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Drawing No.
A-50
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log of Test Pit No. NTP-39
Dates Drilled:
2/25/99
Logged by:
Equipment:
Backhoe-24" bucket
DMT
Checked by:
MOC
Ground Surface Elevation( ft):
1205.0
Driving Weight and Drop: N/A
Depth to Water(ft): None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- "" ~
0
This log is part of the report prepared by Converse for this project and should be 0 - s
.,. read together with the report. This summary applies only at the location of the 0 w t:
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J
:c CJ) z
:c locations and may change at this location with the passage of time. The data w S f- :J 0::
"- 'CJ) w
f- <l:Cl presented is a simplification of actual conditions encountered. > ~ >-"" :c
"- ...J 0 0
w 0::0 0:: :J ...J o::U f-
Cl Cl...J Cl II} II} :2 ClE: 0
rOT.T TIVTTJM (QI'.ol)
SILTY SAND (SM): fme-grained, porous, rootlets, light brown
to reddish brown.
- - PAimA -tORW'-TIojif <QP)" - - - -- - - - -- - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - --
SANDSfONE: fme-grained, weathered, trace rootlets, light
brown to yellowish brown.
Test pit terminated at 6 feet.
Groundwater not encountered.
Test pit backfIlled with native soil cuttings on 2-25-99.
I- 5 -
"' 10
I- 15 -
SCALE:
I' = 5' (H=V)
SKETCH
---.
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$ Converse Consultants
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
'-~J,
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18 106 N,T.
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Project No.
99-81-112-01
Drawing No.
A-51
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log of Test Pit No. NTP-40
Dates Drilled:
2/25/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop: N/A
Ground Surface Elevation(ft):
1210.0
Depth to Water(ft): None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- ;oR f-
e
This log is part of the report prepared by Converse for this project and should be 0 S
.,. read together with the report. This summary applies only at the location of Ihe 0 w t:
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c :c locations and may change at this location with the passage of time. The data CJ) f- 0::
"- w S :J w
f- <l:Cl presented is a simplification of actual conditions encountered. > ~ CJ) >-:;::- I
"- ...J 0
w 0::0 a: :J ...J 0 o::u f-
Cl Cl...J Cl II} II} :2 ClE: 0
rOT T lNIlJM (Qc.ol)
SILTY SAND (SM): fme-grained, porous, rootlets, upper 12"
disturbed, light brown to reddish brown.
5
16 101 N.T,
10
- - PAlmA -toRMA-TIoiif ropy - -- -- - - - - - -- - - - -- - -- - -- - - - - - - - - - - - - - - -- - h_
SANDSTONE: fme-grained, weathered, trace rootlets, light
brown to yellowish brown.
Test pit terminated at 10 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-25-99.
15
SCALE: I' = 5' (H =V)
SKETCH
---N30W
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Project No.
99-81-112-01
Drawing No.
A-52
Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
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log of Test Pit No. NTP-41
Dates Drilled:
2/25/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop: N/A
Depth to Water(ft): None encountered
Ground Surface Elevation(ft):
1235.0
SUMMARY OF SUBSURFACE CONDiTIONS AMPLE~ f- ~ f-
This log is part of the report prepared by Converse for this project and should be 0 - s
.,. read together with the report. This summary applies only at the location of the 0 w f-
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c :c locations and may change at this location with the passage of time. The data CJ) f- :J 0::
"- w S
f- presented is a simplification of actual conditions encountered. > ~ CJ) w
"- <l: Cl ...J 0 >-"" :c
w 0:: 0 a: :J ...J 0 o::U f-
Cl Cl ...J Cl II} II} :2 ClE: 0
COT .I .INn 1M (Qr.ol)
SILTY SAND (SM): fme-grained, porous, rootlets, upper 12"
disturbed, light brown to brown.
I- 5 -:
- - PAimA FORM A-i'ioN'- (ijji)- - - - - - - - h - -- - - - u_ - - - - - - -- - - - - - - - - - - - -- - - --
I \SANDSfONE: fme- to medium-grained, weathered, trace r
rootlets, light brown to yellowish brown_
I- 10 Test pit terminated at 8 feet.
Groundwater not encountered.
Test pit backftlled with native soil cuttings on 2-25-99.
- 15 -
SCALE: I' = 5' (H=Vl SKETCH --N 15W
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-53
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Dates Drilled:
2/25/99
Equipment
Backhoe-24" bucket
Depth to Water(ft): None encountered
Ground Surface Elevation(ft):
log of Test Pit No. NTP-42
Logged by:
DMT
Checked by:
DOC
Driving Weight'and Drop: N/A
1207,0
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- ~ f-
This log is part of the report prepared by Converse for this project and should be 0 - s
.,. read together with the report. This summary applies only at the location of the 0 w
:!:: (J LL 0:: !::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c :c locations and may change at this location with the passage of time. The data CJ) f- :J 0::
w S
f- "- presented is a simplification of actual conditions encountered. > ~ CJ) w
"- <l:Cl ...J 0 >-:;::- :c
w 0::0 a: :J ...J 0 o::u f-
Cl Cl...J Cl II} II} :2 ClE: 0
rOT J TJVT1JM ~o1)
SILTY SAND (SM): fme-grained, porous, rootlets, upper 12"
disturbed, light brown to brown.
5 - max
15 88 N.T.
--~=,~~~t:~:::~~~~~~~i-i~:~~~~'-~~~~-------!
Test pit terminated at 12 feet.
Groundwater not encountered.
Test pit backfIlled with native soil cuttings on 2-25-99,
SKETCH
--N35W
10
I- 15
SCALE: I' = 5' (H=Vl
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-81-112-01
Drawing No,
A-54
It6
I
log of Test Pit No. NTP-43
Dates Drilled:
2/26/99
Logged by:
DMT
Checked by:
MOC
I
I
I
I
I
Equipment:
Backhoe-24" bucket
Ground Surface Elevation(ft):
1215.0
Driving Weight and Drop: NIA
Depth to Water(ft): None encountered
I
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I
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SUMMARY OF SUBSURFACE CONDITiONS SAMPLE f- ~ ...:
This log is part of the report prepared by Converse for this project and should be 0 - s
.,. read together with the report. This sununary applies only at the location of the 0 w t:
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c :c locations and may change at this location with the passage of time. The data CJ) f- :J 0::
a.. w S CJ) w
f- <l: presented is a simplification of actual conditions encountered. > ~ >-:;::- :c
"- Cl ...J 0
w 0:: 0 a: :J ...J 0 o::u f-
Cl Cl ...J Cl II} II} :2 ClE: 0
COT .I .TTVlTJM (Qcol)
SILTY SAND (SM): fme-grained, porous, rootlets, upper 12"
'. ", disturbed, light brown to brown, ,
.. PAlrnA-jioRMATION(Qjj)------------------u-- ------ --- ---------,
..
- 5 SANDSfONE: fme-grained, weathered, trace coarse, light
..... brown to yellowish brown.
."".
Test pit terminated at 7 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-26-99.
10
15 -
SCALE: I' = 51 (H=V) SKETCH N30W--
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-55
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Dates Drilled:
Equipment:
2/26/99
Backhoe-24" bucket
1200.0
Ground Surface Elevation(ft):
log of Test Pit No. NTP-44
Logged by:
DMT
Checked by:
MOC
"
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~ Converse Consultants
Driving Weight and Drop:
N/A
Depth to Water(ft):
None encountered
SUMMARY OF SUBSURFACE CONDITiONS AMPLE f- ~ f-
e
This log is pan of the report prepared by Converse for this project and should be 0 - s
.,. read together with the report. This summary applies only at the location of the 0 w
:!:: (J LL 0:: t:
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c CJ)
:c locations and may change at this location with the passage of time. The data w S f- :J 0::
f- "- presented is a simplification of actual conditions encountered. > ~ CJ) w
"- <l:Cl ...J 0 >-:;::- :c
w 0::0 a: :J ...J 0 o::u f-
Cl Cl...J Cl II} II} :2 ClE: 0
rOB .lTVTTTM (Q$:ol)
SILTY SAND (SM): fme-grained, porous, rootlets, upper 12"
disturbed, light brown to reddish brown.
- 5
I- 10
- - PAimA -FORM ATIoj't (ijji)- - - - -- - - - - -- - -- - - - - - - - -- - - - - - -- - - - - - - - -- - h_
SANDSfONE: fme- to medium-grained, weathered, trace
coarse sand, trace rootlets, dark brown,
fme- to medium-grained, yellowish brown at 14 feet.
Test pit terminated at 15 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-26-99.
15
SCALE: I' =
L _
\....::,
5' (H=Vl
I
I
1
1----.--..-..--,....--.---..-
-II
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SKETCH .\11
--. ..:::- r::"===.--
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.N20W
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-56
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log of Test Pit No. NTP-45
Dates Drilled:
2/26/99
Logged by:
DMT
Checked by:
N/A
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
Depth to Water(ft):
None encountered
Ground Surface Elevation(ft):
1193.0
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- ~ f-
This log is pan of the report prepared by Converse for this project and should be 0 - s
.,. read together with the report. This summary applies only at the location of the 0 w !:::
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c :c locations and may change at this location with the passage of time. The data CJ) f- :J 0::
f- "- w S CJ) w
<l:Cl presented is a simplification of actual conditions encountered. > ~ >-"" :c
"- ...J 0
w 0::0 a: :J ...J 0 o::U f-
Cl Cl...J Cl II} II} :2 ClE: 0
5 -
rOT T TJVTTJM (Qr.ol)
.. SILTY SAND (SM): fme- to medium-grained, rootlets, trace
\clay, upper 6" disturbed, brown to reddish brown. ,
PAfrn;OiORMATION(Qp)---u------- ------- ---- ______h__ --------
SANDSfONE: medium- to coarse-grained, trace fme and fme
gravel, reddish brown,
Test pit terminated at 7 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-26-99.
I- 10 -
I-- 15 -
_L..
SCALE: I' = 5' (H-Vl
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-81-112-{)l
Drawing No.
A-57
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log of Test Pit No. NTP-46
Dates Drilled:
2/26/99
Logged by:
DMT
Checked by:
MOC
Equipment
Backhoe-24" bucket
Driving Weight and Drop: N/A
Ground Surface Elevation(ft):
1190.0
Depth to Water(ft): None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- :R f-
0 S
This log is part of the report prepared by Converse for this project and should be 0 -
.,. read together with the report. This summary applies only at the location of the 0 w f-
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c CJ)
:c locations and may change at this location with the passage of time. The data w S f- :J 0:: .
f- "- presented is a simplification of actual conditions encountered. ;:=: ~ CJ) w
"- <l:Cl ...J 0 0 >-:;::- :c
w 0::0 0:: :J ...J o::U f-
Cl Cl...J Cl II} II} :2 ClE: 0
rm T TMTJM (Qr.nl)
SILTY SAND (SM): fme-grained, porous, upper 12" disturbed,
light brown to brown.
- 5 -
- 10
- - PAimA -tORM A-TIo'r,f(ijji)- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -. - -- - - - - - - - - --
SANDSfONE: fme- to medium-grained, weathered, trace clay,
\light brown to yellowish brown. r
Test pit terminated at 10 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-26-99.
- 15 -
SCALE: I' = 5' (H=Vl
SKETCH
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-81-112-01
Drawing No.
A-58
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log of Test Pit No, NTP-47
Dates Drilled:
2/26/99
Equipment:
Backhoe-24" bucket
Ground Surface Elevation(ft):
1200.0
Logged by: DMT
Checked by:
MOC
Driving Weight and Drop:
Depth to Water(ft):
N/A
None encountered
SUMMARY OF SUBSURFACE CONDiTIONS pAMPLE~ f- ~ f-
This log is pan of the report prepared by Converse for this project and should be 0 - s
.,. read together with the report. This summary applies only at the location of the 0 w t:
- (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c :c locations and may change at this location with the passage of time. The data CJ) f- :J 0::
"- w S w
f- presented is a simplification of actual conditions encountered. > ~ CJ)
"- <l:Cl ...J 0 0 >-:;::- I
w 0::0 0:: :J ...J o::u f-
Cl Cl...J Cl II} II} :2 ClE: 0
rOT T llVITJM (Qcol)
SILTY SAND (SM): fme- to medium-grained, rootlets, porous,
upper 8" disturbed, light brown.
I- 5
fme- to medium-grained, rootlets, porous, brown to reddish
brown at 5 feet.
-- PAlmA -FORMA TrON' (Qp)" -- -. - -- - -. - -- - -- - - - - - -- - - - - - - - - -- - --- - - - - --
\ SANDSTONE: fme- to medium-grained, trace rootlets and r
\pores, light brown to yellowish brown.
Test pit terminated at 8 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-26-99.
I- 10 -
- 15 -
I SCALE: I' = 5' (H=V)
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-59
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log of Test Pit No. NTP-48
Dates Drilled:
2/26/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
Depth to Water(ftl:
N/A
Ground Surface Elevation(ft):
1240,0
None encountered
SUMMARY OF SUBSURFACE CONDiTIONS AMPLH f- ::R ~
0
This log is part of the report prepared by Converse for this project and should be 0 - s
.,. read together with the report. This summary applies only at the location of the 0 w t:
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c I locations and may change at this location with the passage of time. The data CJ) f- :J 0::
"- w S w
f- presented is a simplification of actual conditions encountered. > ~ CJ)
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w 0::0 0:: :J ...J 0 o::u f-
Cl Cl...J Cl II} II} :2 ClE: 0
>- 5
COT JIIVTTJM (Qcol)
-', SILTY SAND (SM): fme-grained, rootlets, porous, upper 12"
",disturbed, light brown,
PA l"JRA -jioRM ATION (Qii) - - - -- -- - - - - - - -- - -- - -- - -- - -- - - -- - -. - - - - - --
SANDSTONE: medium-grained, weathered, trace coarse sand,
reddish brown.
Test pit terminated at 7 feet.
Groundwater not encountered.
Test pit backfIlled with native soil cuttings on 2-26-99.
I- 10 -
>- 15 -
SCALE: I' = 5' (H=Vl
SKETCH
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Project No.
99-81-112-01
Drawing No.
A-60
Project Name,
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
\\\
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log of Test Pit No. NTP-49
Dates Drilled:
2/26/99
Logged by:
DMT
Checked by:
MOC
Equipment: Backhoe-24" bucket
Ground Surface Elevation(ft): 1208.0
Driving Weight and Drop: N/A
Depth to Water(ftl: None encountered
I
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SUMMARY OF SUBSURFACE CONDITIONS ~AMPLE~ f- ~ f-
e
This log is pan of the repan prepared by Converse for this project and should be 0 - S
.,. read together with the report. This surmnary applies only at the location of the 0 w t:
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c :c locations and may change at this location with the passage of time. The data CJ) f- :J 0::
"- w S w
f- presented is a simplification of actual conditions encountered. > ~ CJ)
"- <l: Cl ...J 0 >-:;::- :c
w 0:: 0 a: :J ...J 0 o::u f-
Cl Cl ...J Cl II} II} :2 ClE: 0
rOT J TJVITJM (Qcnl)
SILTY SAND (SM): fme-grained, rootlets, porous, upper 18"
disturbed, light brown to brown.
-------....._-------------------...---.-...-._.--------------------------------
- 5 - '/ /. CLAYEY SAND/SILTY SAND (SMlSC) fme-grained, brown,
-c/. /.'
. C/O /./
... - - PA imA -FORM XTIoi,f(ijji)"- - - -.. -.. - - - - - - -- - - - - -- - - - - - -- - - - - - - - - - - --
... SANDSfONE: fme-grained, weathered, trace rootlets, light
...
... \ brown to yellowish brown. r
Test pit terminated at 8 feet.
10 - Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-26-99.
15
. ,
, SKETCH N20W-
, SCALE: I' 5' CH=VI ...
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-61
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log of Test Pit No. NTP-50
Dates Drilled:
2/26/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop:
N/A
Ground Surface Elevation(ft):
1230.0
Depth to W ater( ft):
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- ~ f-
This log is pan of the report prepared by Converse for this project and should be 0 S
.,. read together with the report. This summary applies only at the location of the 0 w !::
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c :c locations and may change at this location with the passage of time. The data CJ) f- :J 0::
"- w S w
f- presemed is a simplification of actual conditions encountered. > ~ CJ)
"- <l:Cl ...J 0 0 >-:;::- :c
w 0::0 0:: :J ...J o::u f-
Cl Cl...J Cl II} II} :2 ClE: 0
rOT T IJVTTTM (Qr-ol)
SILTY SAND (SM): fme-grained, rootlets, porous, upper 12"
disturbed, light brown.
.----...---------------------------------------------------._-----------------.
5
SILTY SAND (SMlCL): fme-grained, some clay, slightly
porous, light brown to brown.
10
- - PAimA -FORM ..\"i'ioN- ropy - h - -- - - - -- - - - - - - -- - - - - - - - - - - - - - - - -- - -- - - --
SANDSfONE: fme-grained, weathered, .
rootlets and pores, light brown to yellowish brown.
Test pit terminated at 8 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-26-99,
15
SCALE: J' = 5' (H=V)
SKETCH
--N20W
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-81-112-01
Drawing No,
A-62
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Dates Drilled:
N/A
Equipment:
2/26/99
Backhoe-24" bucket
log of Test Pit No. NTP-51
Logged by: DMT
Checked by:
MOC
1233.0
Driving Weight and Drop:
Depth to Water(ft):
None encountered
Ground Surface Elevation(ft):
I
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:!::
:c :c
f- "-
"- <l:Cl
w 0::0
Cl Cl...J
vv
ex: ex:
I
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x;.x:>9i
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I
15
SUMMARY OF SUBSURFACE CONDITiONS ~AMPLES f- ~ f-
This log is part of the report prepared by Converse for this project and should be 0 - S
read together with the report. This summary applies only at the location of the 0 w t:
LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
CJ) 0::
locations and may change at this location with the passage of time. The data w S f- :J w
presented is a simplification of actual conditions encountered. > ~ CJ) >-:;::- :c
...J 0
a: :J ...J 0 o::U f-
Cl II} II} :2 Cl.3- 0
FIT T (At) _
SILTY SAND/SANDY SILT (SMIML): fme-grained, trace
coarse sand, upper 6" disturbed, dark brown.
--PAimA-mRMATION.-<Qi>y-------------------------------------------
SANDSfONE: fme-grained, weathered, trace gravel,
rootlets pores, light brown to yellowish brown.
Test pit terminated at 11 feet.
Groundwater not encountered.
Test pit backfIlled with native soil cuttings on 2-26-99.
I
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SCALE: I" = 5' (H=Vl
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Project Name,
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
I
Drawing No.
A-63
Project No,
99-81-112-01
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log of Test Pit No. NTP-52
Dates Drilled:
2/26/99
Logged by:
DMT
Equipment:
Driving Weight and Drop:
Checked by;
N/A
MOC
Backhoe-24" bucket
Ground Surface Elevation(ft):
1248.0
Depth to Water(ft):
None encountered
SUMMARY OF SUBSURFACE CONDITIONS AMPLE~ f- ,g f-
e S
This log is pan of the report prepared by Converse for this project and should be 0 -
.,. read together with the repon. This summary applies only at the location of the 0 w !::
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c :c locations and may change at this location with me passage of time. The data CJ) f- :J 0:: .
c.. w S w
f- presented is a simplification of actual conditions encountered. > ~ CJ)
"- <l:Cl ...J 0 >-:;::- :c
w 0::0 a: :J ...J 0 o::u f-
Cl Cl...J Cl II} II} :2 ClE: 0
- 5
rOT T I JVTT 1M (Ql:ol)
SILTY SAND (SM): fme-grained, porous, rootlets, upper 12"
disturbed, light brown to brown,
- - PAlmA -PORM,&:i'ioiif (ijji)-- - - - - - - - - - - -- - -.. -.. - - - - - - - - - -- - -- - - - - - - - - h_
SANDSfONE: fme-grained, weathered, trace gravel, trace
rootlets, light brown to yellowish brown.
10
Test pit terminated at 8 feet.
Groundwater not encountered,
Test pit backfilled with native soil cuttings on 2-26-99,
15 -
SCALE: I' = 5' (H=Vl
SKETCH
---N20W
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula, California
Project No.
99-81-112-01
Drawing No.
A-64
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log of Test Pit No. NTP-53
Dates Drilled:
2/26/99
Logged by:
DMT
Checked by:
MOC
Equipment:
Backhoe-24" bucket
Driving Weight and Drop: N/A
Depth to Water(ftl: None encountered
Ground Surface Elevation(ft):
1220.0
SUMMARY OF SUBSURFACE CONDITIONS AMPLE f- '" ....:
0 s
This log is part of the report prepared by Converse for this project and should be 0 -
.,. read together with the report. This summary applies only at the location of the 0 w t:
:!:: (J LL 0::
boring and at the time of drilling. Subsurface conditions may differ at other - :J Z
:c :c locations and may change at this location with the passage of time. The data CJ) f- :J 0::
"- w S w
f- presented is a simplification of actual conditions encountered. > ~ CJ)
"- <l:Cl ...J 0 0 >-:;::- :c
w 0::0 0:: :J ...J o::U f-
Cl Cl...J Cl II} II} :2 ClE: 0
COTJ.TIVTIIM ~nl)
SILTY SAND (SM): fme-grained, porous, upper 12" disturbed,
light brown to brown,
..
I- 5 -.
- - PAlmA -FORM ,.\"i'ioJit(ijji)-- - -- - - - -- - - - -- - -- - -. - - - - - - -. - - -- - - - - - - - - - --
SANDSfONE: fme-grained, weathered, slightly porous, light
brown to yellowish brown.
I- lO'
15
Test pit terminated at 14 feet.
Groundwater not encountered.
Test pit backfilled with native soil cuttings on 2-26-99.
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Project Name.
PASEO DEL SOL MASTER PLANNED
COMMUNITY
City of Temecula. California
Project No.
99-81-112-01
Drawing No.
A-65
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SOIL CLASSIFICATION CHART
MAJOR DIVISIONS SYMBOLS TYPICAL
GRAPH LEITER DESCRIPTIONS
GW ""'........."""'"
CLEAN CM'oU. - SAIG wtmJRES.
GRAVEL GRAVELS um.E OR NO FI€S
AND
GRAVELLY (unu: OR NO GP PlXR.'l'-QW)Q) CRA.'fUS,
SOILS ANES) GlU.YEl. - SlrMl WCC'MID.
unu: c-. NO fMS
COARSE GRAVELS GM $UY CAA\ID.S, CIWo'El.-
GRAINED MORE nw.I ~x WITH FlNES $A/Cl- SI.T WClI'IUlES
SOILS OF COARSE
FRAC110N
RETAINED ON GC ClAm GM/!1$o ClY.'fU.-
NO.4 S1E.VE $A/Cl-aJtr~
SW ""'...............
CLEAN SANDS CliIAWW' wa. unu: 0llI
SAND .."....
MORE lHAN SOX AND (l.JTT1.E OR NO
OF MA1ER1AL
IS lAR08l SANDY FlHES) SP I'ClCR..Y-GIWlED :woos.
llWf NO. 200 SOILS CMVEU.Y SIHJ. unu: OR
SIEVE SIZE II> ....
MORE lHAN smI: SANDS WITH SM SUYSIrICIS"SNG-$IlJ'
OF COMSE FlNES ........
FR.\CIlON
PASSING ON &~ES} a.Al"D'SlICIS. SlICI- ClAY'
NO. 4 S1EVE SC ........
INCllIlCNClSIJSNGWR'r
ML fN: lWIlS, ROaC Fl.CUA,.
SUr' OR ClAYEY' FK
_~ctAtttaJSWIlH3UIlHl'
SILTS IQrWIC a.AY3 Dl" LDW 1tI
CL ......""""".
FlNE AND UQUID """"""-"'-""'"
UlUT llSS
GRAINED CLAYS 1IWl 00 a.as.SU'I'~IDtfClA'\'S
SOILS OL ClRlONIC 5US NCl ORQIIIC
SUYa.AY3Cf'ltlW
"""""
MH -...............
MORE 1IWl """ CllIl DWtlIMCEDUS FN! SNG
OF MA1tRIAL. OR OUT SlIU
IS SMAUDl SILTS
1'HAN NO. 200 . UQUID UMrr CH
SIEVE SIZE AND GR..."", 1IWl 1<<lRiQlMCa.AY3 01' ICHI'tASTI::f1'l'
CLAYS 00
OH ClRIWICctAYlCf'WEDIt*lO
tlGttPl.AS1lCm'.OllQlHlC
"'"
HIGHLY ORGANIC SOILS PT PEAT,llUJS, $llAllPSOU
wmt ICH 0lIlWC CCIfIDfIJ
NOTE: Dl.W.. SYWBOLS ARE USED TO INDICATE BORDERUNE SOIL CI.ASSlFK'.AnONS
HSA : Hollo. Starn ~ar
BORING LOG SYMBOLS
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UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOG SYMBOLS
Portions of Paseo Del Sol P,ol'c1 No,
Converse Consultants
99-81-112-01
Drawln9 No.
A-66
\\1
Northern and Southwestern
City of Temecula, California
For: Newland Communities
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I~ IHOLGUIN, FAHAN & ASSOCIATES, INC.
.:-..:.....-:. CONE PENETROMETER TESTING AND DIRECT-PUSH SAMPLING GROUP
16570 Aston Street . Irvine, California 92606. (949) 442-6665 ' FAX (949) 724-0446
March 3. 1999
Mr. Nadeem Srour
Converse Consultants
10391 Corporate Drive
Redlands. CA 92374
PROJECT NAME: CPT Testing at Paseo del Sol Project
PROJECT NO,: 99-CCC764
Dear Mr. Srour:
Enclosed please find copies of the cone penetrometer testing (CPT) data for the above
referenced project along with a copy of the corresponding invoice,
The cone penetrometer testing conducted for this project consisted of pushing an
instrumented cone-tipped probe into the ground while simultaneously recording the
resistance to penetration at the cone tip and along the friction sleeve.
The cone penetrometer testing described in this report was conducted in general
accordance with the current ASTM specifications (ASTM 05778-95 and 03441-94) using an
electronic cone penetrometer.
The CPT equipment operated by Holguin. Fahan & Associates, Inc. (HFA) consists of a cone
assembly mounted at the end of a series of hollow sounding rods, A set of hydraulic rams is
used to continuously push the cone and rods into the soil at a rate of 20-mm per second
(approximately four feet per minute) while the cone tip resistance and sleeve friction
resistance are recorded every 50-mm (approximately two inches) ond stored in digitai form,
A speciallY designed all wheel drive 23-ton truck provides the required reaction weight for
pushing the cone assembly and is also used to transport and house the test equipment.
The cone penetrometer assembly used for this project consists of a conical tip and a
cylindrical friction sleeve. The conical tip has a 60' apex angle and a diameter of 35,6-mm
(lAO-inch) resulting in a projected cross-sectional area of 10 cm2 (1.5 square Inches), The
cylindrical friction sleeve is 133-mm (5,25-inch) in length and has an outside diameter of
35,8-mm (1.41-inch), resulting In a surface area of 150 cm2 (23 square inches).
The interior of the cone penetrometer Is Instrumented with strain gauges that allow
simultaneous measurement of cone tip and friction sleeve resistance during penetration.
Continuous electric signals from the strain gauges are transmitted by a shielded cable In the
sounding rods to the PC-based data acquisition hardware in the CPT truck. The sounding log is
also dispiayed on a monitor.
The CPT data processing is performed using the truck mounted computer based data
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k! rOLGUIN.
-- .-....- F AHAN
- ---..... - & ASSOCIATES, INC.
Mr, Nadeem Srour
Converse Consultants
March 3. 1 m - Page 2
CONE PENETROMETER TESTING AND DIRECT-PUSH SAMPLING GROUP
The CPT data processing is performed using the truck mounted computer based data
acquisition and presentation system. The computer generated graphical logs include cone
resistance. friction resistance. friction ratio, and pore pressure ratio versus depth at a user
selectable scale,
Soil behavior type interpretations are based on the following reference: Robertson, P,K, and
Campanella, R,C.. 1989, "Guidelines for Geotechnical Design using the Cone Penetrometer
Test and CPT with Pore Pressure Measurement." Soil Mechanics series No, 120, Civil
Engineering Department. University of British Columbia, Vancouver, B.C.. V6T lZ4, September
1989,
Interpretations and plotting has been done using HFA's proprietary data interpretation and
presentation software. It is important to note that the data is not averaged, All interpretations
are point interpretations at the corresponding depth listed.
It is also important to note that the soil behavior type correlations are based on a combination
of theory, field research, research performed under laboratory conditions, and literature
review, The information presented in the tabulated and/or graphical logs should, therefore,
be viewed as a guideline rather than as precise measurements.
Some care is recommended when using the soil behavior type interpretations, If a tabulation
depth happens to fall on a soil layer interface, or a seam of soil differing from the rest of the
layer, the tabulated data can be misleading, The solution to this problem is the proper use of
the graphical CPT logs, The tip and sleeve penetration resistance logs are the primary source
of profile description; the soil behavior type logs are supplemental. The graphical logs of tip
and sleeve resistance should be examined and layer boundaries delineated in accordance
with the project requirements, The soil behavior type interpretations are only representative of
the response of the soil to the large shear deformations imposed during cone penetration.
This is not necessarily a prediction of grain size distribution, However, it has been found that
the interpreted soil behavior types generally agree well with the soil types defined in
accordance with the grain size distribution methods such as used in the Unified Soil
Classification System,
Limitations
Holguin, Fahan & Associates, Inc. (HFA) presents the attached data in accordance with
ASTM Standards 05778-95 and 03441-94 and generally accepted cone penetrometer testing
practices and standards. The attached data further relates only to the speCific project and
location discussed in the data. Judgement may be required to verify the CPT soil behavior
interpretations,
The 'Client" may distribute this data or excerpts therefrom provided the following statement is
prominently displayed and included with the distribution:
\\1\
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I;:~ I HOLGUIN.
..-.... -- -- FAHAN
--.....- & ASSOCIATES. INC.
Mr. Nadeem Srour
Converse Consultants
March 3. 1999 - Page 3
CONE PENETROMETER TESTING AND DIRECT-PUSH SAMPLING GROUP .
'Neither CLIENT nor HFA make any guarantee or warranty, express or implied,
regarding this data. THE USE OF THIS INFORMATION SHALL BE AT THE USER'S SOLE
RISK REGARDLESS OF ANY FAULT OR NEGLIGENCE OF THE CLIENT OR HFA'
Please feel free to call if you have any questions.
RespectfUlly submitted,
jJ~ ~f-v
Girish Agrawal, Ph.D, P.E,
Operations Manager & Geotechnical Services Manager
Holguin, Fahan & Associates, Inc.
\ Enclosures
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SLEEVE FRICTION (FSI
TONS/SO FT
8 4 0 0
o
TIP RESISTANCE (OCI
TONS/SO FT
ISO 300 4S0
FRICTION RATIO (FS/OCI
PERCENT
SOO 0 4 B
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10
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20
25 25
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60
TIP RESISTANCE NOT CORRECTED FOR END AREA EFFECT
CONE PENETRATION TEST
40
45
50
55
60
PROJECT NAME CC/PASEO OEL SOL
PROJECT NUMBER 99-CCC764
CONE/RIG 473/Ru3/MR,JA
DATE/TIME, 02-25-99 14,18
SOUNDING NUMBER: NCPT-1
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-- ..-.. .-
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* *
* CPT INTERPRETATIONS *
I * *
* SOUNDING : NCPT-l PROJECT No. : 99-CCC764 *
* PROJECT CC/PASEO DEL SOL CONE/RIG : 473/R#3/MR,JA *
I * DATE/TIME: 02-25-99 14:18 *
* *
*********************************************************************"
I PAGE 1 of 3
DEPTH DEPTH TIP FRICTION SOIL BEHAVIOR TYPE N(6D) N1(6D) Dr Su PHI
RESISTANCE RATIO
I (m) (ft) (tsf) (%) (%) (tsf) (Degrees)
.------.-- ------.- -------------------------- ---------
,150 ,49 6,7B ,15 SENSITIVE FINE GRAINED 3 5 ,7
,300 ,9B 10,20 ,39 SENSITIVE FINE GRAINED 5 8 1,0
,450 1.48 11. 77 ,68 SANDY SILT to CLAYEY SILT 5 8 1.2
I ,600 1.97 11.56 ,78 SANDY SILT to CLAYEY SILT 5 7 1.1
,750 2,46 9,86 ,71 SENSITIVE FINE GRAINED 5 8 1.0
,900 2,95 6,61 ,76 SENSITIVE FINE GRAINED 3 5 ,6
1. 050 3,44 6,52 1.99 CLAY to SILTY CLAY 4 7 ,5
1. 200 3,94 52,62 ,74 SILTY SAND to SANDY SILT 18 28 58 44,0
I 1.350 4,43 83,68 ,78 SAND to SILTY SAND 21 33 71 45,5
1. 500 4,92 107,97 .60 SAND to SILTY SAND 27 43 79 46,0
1.650 5,41 127,07 ,81 SAND to SILTY SAND 32 51 B3 46,5
1,800 5,91 142,38 ,83 SAND 28 46 86 46,5
I 1.950 6,40 159,99 ,74 SAND 32 51 90 46,5
2,100 6,89 144.74 ,69 SAND 29 45 87 46.0
2,250 7,38 156,91 1.01 SAND to SILTY SAND 39 59 89 46,0
2.400 7.87 157,30 ,93 SAND 31 46 89 46,0
2,550 8.37 158.00 ,78 SAND 32 45 89 45,5
I 2,700 8,86 144,51 1.01 SAND to SILTY SAND 36 50 87 45,0
2.850 9.35 151. 71 .98 SAND to SILTY SAND 38 51 87 45,0
3,000 9,84 157,36 ,97 SAND to SILTY SAND 39 51 88 45,0
3,150 10,33 154,81 ,78 SAND 31 39 86 44,5
I 3.300 10.83 127,00 ,81 SAND to SILTY SAND 32 39 80 43,5
3.450 11,32 115,15 1.17 SAND to SILTY SAND 29 35 77 43,0
3,600 11.81 151.90 ,90 SAND 30 36 84 44,0
3,750 12,30 146,16 ,94 SAND to SILTY SAND 37 43 82 43,5
3,900 12.80 155,13 ,95 SAND to SILTY SAND 39 44 B3 44,0
I 4,050 13,29 191.01 .90 SAND 38 43 89 44,5
4,200 13,78 187,44 ,81 SAND 37 41 88 44,0
4,350 14,27 192,27 ,74 SAND 38 42 88 44.0
4.500 14,76 155.89 ,89 SAND 31 33 81 43.0
I 4.650 15.26 142.38 ,98 SAND to SILTY SAND 36 37 78 42,5
4,800 15.75 145.34 ,85 SAND 29 30 78 42,5
4,950 16,24 104,95 .94 SAND to SILTY SAND 26 27 69 40,5
5,100 16.73 26,58 3.42 CLAYEY SILT to SILTY CLAY 13 13 1.7
5,250 17,22 38,05 2,39 SANDY SILT to CLAYEY SILT 15 15 2,5
I 5.400 17.72 32.57 2,03 SANDY SILT to CLAYEY SILT 13 13 2.1
5.550 18,21 15,32 2,35 CLAYEY SILT to SILTY CLAY 8 7 1.1
5.700 18.70 13.09 2,98 CLAY to SILTY CLAY 9 8 ,8
5,850 19,19 126,15 1.12 SAND to SILTY SAND 32 29 72 40.5
I 6,000 19,69 159,51 1.07 SAND to SILTY SAND 40 37 78 42,0
6,150 20,18 68,43 2.78 SANDY SILT to CLAYEY SILT 27 25 4,5
"INDICATES OVERCONSOLIOATEO OR CEMENTED MATERIAL
I ASSUMED TOTAL UNIT WT = 120 pef
ASSUMED DEPTH OF WATER TABLE = 21,5 ft
N(60) = EQUIVALENT SPT VALUE (60% Energy)
N1(60) = OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy)
I Dr = OVERBUROEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PHI = OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
I HOLGUIN, FAHAN & ASSOCIATES, INC.
Imerprerarions based on: Robertson and Campanella, 1989. \'Z:Z,.
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I PAGE 2 of 3
SOUNDING NCPT-l
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DEPTH DEPTH TIP FRICTIDN SOIL BEHAVIOR TYPE N(60) N1(60) Or Su PHI
I RESISTANCE RATIO
(m) (ft) (tsf) (%) (%) (tsf) (Degrees)
---------- -------- -----_....-.---.---------- ---------
6,300 20,67 98,51 1. 12 SAND to SILTY SAND 25 22 63 39.0
I 6,450 21,16 69,68 2.05 SILTY SAND to SANDY SILT 23 21 53 38,0
6,600 21,65 116,17 1.00 SANO to SILTY SANO 29 26 68 39.5
6,750 22,15 75,48 1.63 SILTY SAND to SANDY SilT 25 22 55 3B.0
6,900 22,64 54,15 1.40 SILTY SANO to SANOY SILT 18 16 45 36.5
7,050 23,13 28,96 2.80 CLAYEY SILT to SILTY CLAY 14 13 1.8
I 7,200 23,62 18,21 3,29 CLAY to SILTY CLAY 12 10 1.1
7,350 24,11 9,58 3,44 CLAY 10 8 ,5
7,500 24,61 37,92 1.53 SILTY SAND to SANDY SILT 13 11 35 33,5
7,650 25,10 15,98 4,82 CLAY 16 14 1.0
I 7,800 25,59 57,23 1.24 SILTY SAND to SANDY SILT 19 16 46 36,5
7,950 26,08 62,33 1.99 SILTY SAND to SANDY SILT 21 17 48 36,5
8,100 26,57 60.51 1.59 SILTY SAND to SANDY SILT 20 17 47 36,5
8,250 27,07 34,65 4,44 CLAY to SILTY CLAY 23 19 1.9
8,400 27,56 173,36 1.38 SAND to SILTY SAND 43 36 77 41.0
I 8,550 28,05 208,35 1.19 SAND 42 34 82 42,0
8,700 28,54 207.26 1.04 SAND 41 34 82 42,0
8,850 29,04 161,06 1.04 SAND to SILTY SAND 40 33 75 40,5
9,000 29.53 156.23 ,77 SAND 31 25 74 40,0
I 9,150 30.02 142.13 ,94 SAND to SILTY SAND 36 29 71 39,5
9,300 30.51 157.83 ,87 SAND 32 25 74 40,0
9,450 31.00 109.90 ,99 SAND to SILTY SAND 27 22 63 38,5
9,600 31.50 137,86 ,91 SAND to SILTY SAND 34 27 70 39,5
9,750 31.99 169,89 1.07 SAND to SILTY SAND 42 34 75 40,5
I 9,900 32.48 204.65 1.05 SAND 41 32 81 42,0
10,050 32.97 219,86 1.33 SAND to SILTY SAND 55 43 83 42,0
10,200 33,46 238,43 ,89 SAND 48 37 85 42,5
10,350 33.96 212.62 ,78 SAND 43 33 81 42,0
10,500 34,45 193.39 1.24 SAND to SILTY SAND 48 37 79 41,0
0 10,650 34,94 211.94 1.18 SAND 42 33 81 42,0
10,800 35.43 203,72 ,95 SAND 41 31 80 41.5
10,950 35,93 224,86 ,97 SAND 45 34 83 42.0
11.100 36.42 217,27 ,93 SAND 43 33 81 42,0
0 11. 250 36,91 232.80 ,71 SAND 47 35 83 42,0
11.400 37,40 222,31 ,89 SAND 44 34 82 42.0
11,550 37,89 225.92 .70 SAND 45 34 82 42,0
11,700 38,39 217,08 .71 SAND 43 33 81 41.5
11.850 38.88 226,26 ,78 SAND 45 34 82 42,0
0 12,000 39,37 236,94 1. 16 SAND 47 35 83 42,0
12,150 39,86 272,38 1. 16 SAND 54 40 87 42,5
12.300 40.35 342,40 2.39 SILTY SAND to SANDY SILT 100 84 94 43.5
12,450 40,85 263,95 1.33 SAND 53 39 86 42,0
0 12,600 41.34 184,38 1.06 SAND 37 27 76 40,0
12.750 41.83 156,83 ,50 SAND 31 23 71 39,0
12.900 42,32 181,26 ,50 SAND 36 26 75 39,5
13,050 42,81 210,22 .78 SAND 42 30 79 40,5
13,200 43,31 182,11 1.06 SAND 36 26 75 39.5
0 13,350 43,80 147.12 ,66 SAND 29 21 69 39,0
13,500 44,29 153,30 ,95 SAND to SILTY SAND 38 27 70 39,0
13,650 44,78 156,60 .79 SAND 31 22 70 39,0
0 'INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT YT = 120 pef
ASSUMED DEPTH OF YATER TABLE = 21,5 ft
0 N(60) = EQUIVALENT SPT VALUE (60% Energy)
N1(60) = OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy)
Dr = OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PHI = OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
.
HOLGUIN, FAHAN & ASSOCIATES, INC. \"Z-~
. /merprela/iolls based 011: Robertsoll alld Campallella, /989.
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PAGE 3 of 3
SOUNDING
NCPT-l
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DEPTH DEPTH TIP FRICTION SOIL BEHAVIOR TYPE N(60) N1(6D) Dr Su PHI
RESISTANCE RATIO
em) eft) (tsf) (%) (%) (tsf) (Degrees)
------..-- -------- -------------------------- ---------
13,800 45.28 146,06 1. 12 SAND to SILTY SAND 37 26 68 38,5
13,950 45,77 344,29 1.35 SAND 69 49 93 43,0
14,100 46,26 329,36 1.54 SAND to SILTY SAND 82 58 91 43,0
14,250 46,75 313,74 1.17 SAND 63 44 90 42,5
14,400 47,24 277,27 1,23 SAND 55 39 86 42,0
14,550 47,74 224,66 3,15 SILTY SAND to SANDY SILT 75 52 80 40,5
14,700 48,23 311.15 3,37 *SAND to CLAYEY SAND 100 100
14,850 48,72 426,45 1.84 SAND to SILTY SAND 100 74 98 44,0
15,000 49.21 120,95 5,23 .VERY STIFF FINE GRAINED 100 84
15,150 49,70 139,68 2,00 SILTY SAND to SANDY SILT 47 32 66 38.5
15,300 50,20 46,19 ***** 0 0 ,0
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"INDICATES OVERCDNSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT YT = 120 pef
ASSUMED DEPTH OF YATER TABLE = 21,5 ft
N(60) = EQUIVALENT SPT VALUE (60% Energy)
N1(60) = OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy)
Dr = OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PHI = OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
II
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HOLGUIN, FAHAN & ASSOCIA1ES. INC.
\7.. A..
Imerpretatiolls based 011: Robertsoll and Campallella, 1989.
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PAGE 3 of 3
SOUNDING
NCPT-3
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DEPTH DEPTH TIP FRICTION SOIL BEHAVIOR TYPE N(6D) N1(60) Dr Su PHI
RESISTANCE RATIO
(m) (ft) (tsf) (%) (%) (tsf) (Degrees)
---------- -------. ----------------------.--- ---------
13,800 45.28 181.96 4,58 .VERY STIFF FINE GRAINED 100 100
13,950 45,77 91.10 3,53 SANDY SILT to CLAYEY SILT 36 26 5,2
14,100 46,26 105,03 4,22 CLAYEY SILT to SILTY CLAY 53 37 6,0
14,250 46.75 86,89 2,98 SANOY SILT to CLAYEY SILT 35 24 4,9
14,400 47,24 92,80 4.50 .VERY STIFF FINE GRAINED 93 65
14,550 47,74 103.59 4,64 .VERY STIFF FINE GRAINED 100 72
14,700 48,23 108.45 5,34 .VERY STIFF FINE GRAINED 100 76
14.850 48,72 111. 79 5,56 .VERY STIFF FINE GRAINEO 100 78
15.000 49.21 159,08 7,61 .VERY STIFF FINE GRAINED 100 100
15,150 49,70 176,44 ***** 0 0
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.INOICATES OVERCONSOLIOATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WT = 120 pef
ASSUMED DEPTH OF WATER TABLE = 21,5 ft
N(60) = EQUIVALENT SPT VALUE (60% Energy)
N1(60) = OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy)
Dr = OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PHI = OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
I
HOLGUIN, FAHAN & ASSOCIATES, INC.
\ -z>.
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Imerpretations based on: Robertson and Campanella, 1989.
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SLEEVE FRICTION (FS)
TONS/SQ FT
8 4 0 0
o
TIP RESISTANCE (QC)
TONS/SQ FT
l50 300 450
FRICTION RATIO (F5/QC)
PERCENT
600 0 4 8
o
6
to
15
20
25 25
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5
10
15
20
40
45
50
55
60
TIP RESISTANCE NOT CORRECTED FOR END AREA EFFECT
CONE PENETRATION TEST
SOUNDING NUMBER, NCPT-2
PROJECT NAME CC/PASEO DEL SOL
PROJECT NUMBER 99-CCC764
CONE/RIG 473/Ru3/MR,JR
DATE/TIME, 02-25-99 14,S3
40
46
50
55
60
I~IH
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*********************************************************************
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* CPT INTERPRETATIONS *
* *
* SOUNDING : NCPT-2 PROJECT No. : 99-CCC764 *
I * PROJECT CC/PASEO DEL SOL CONE/RIG : 473/R#3/MR,JA *
* DATE/TIME: 02-25-99 14:53 *
* *
I *********************************************************************
PAGE 1 of 3
I DEPTH DEPTH TIP FRICTION SOIL BEHAVIOR TYPE N(6D) N1(60) Dr Su PHI
RESISTANCE RATIO
(m) (ft) (tsf) (X) (X) (tsf) (Degrees)
---------- -------- ------.-------.-.--------- ---------
,150 ,49 23,20 ,60 SILTY SAND to SANDY SILT 8 12 34 49,0
I ,300 ,98 57,89 ,64 SAND to SILTY SAND 14 23 61
,450 1.48 54,41 ,74 SANO to SILTY SANO 14 22 59 48,0
,600 1.97 48,25 ,58 SILTY SAND to SANDY SILT 16 26 55 46,5
,750 2,46 46,42 ,62 SILTY SAND to SANDY SILT 15 25 54 45,5
,900 2,95 60.97 ,71 SAND to SILTY SAND 15 24 62 46,0
I 1. 050 3,44 64.82 ,86 SAND to SILTY SAND 16 26 64 45,5
1. 200 3,94 59,23 ,88 SILTY SAND to SANDY SILT 20 32 61 44,5
1.350 4,43 67,71 .75 SAND to SILTY SAND 17 27 65 44,5
1.500 4,92 75,50 ,57 SAND to SILTY SAND 19 30 68 44.5
I 1. 650 5,41 79.48 ,70 SAND to SILTY SAND 20 32 70 44,5
1. 800 5,91 77.25 ,96 SAND to SILTY SAND 19 31 69 44,0
1. 950 6,40 71. 79 1.17 SILTY SAND to SANDY SILT 24 38 67 43,5
2,100 6,89 90,52 1.52 SILTY SANO to SANDY SILT 30 47 73 44,0
2,250 7,38 88.14 1.11 SAND to SILTY SAND 22 33 73 43,5
I 2,400 7,87 84,79 ,92 SAND to SILTY SAND 21 31 72 43,0
2,550 8.37 81.37 .74 SAND to SILTY SAND 20 29 70 42.5
2,700 8,86 83,07 ,88 SAND to SILTY SAND 21 28 71 42,5
2.850 9.35 90,08 .98 SAND to SILTY SAND 23 30 72 42,5
I 3,000 9,B4 95,67 ,89 SAND to SILTY SAND 24 31 73 42,5
3,150 10,33 96,41 ,73 SAND to SILTY SAND 24 31 73 42,5
3,300 10,83 103,44 ,79 SAND to SilTY SAND 26 32 74 42,5
3,450 11.32 96,94 ,58 SANO to SILTY SAND 24 29 72 42,0
3,600 11.81 79,43 1.27 SILTY SAND to SANDY SILT 26 31 65 41.0
I 3,750 12,30 114,15 ,99 SANO to SILTY SANO 29 33 75 42,5
3,900 12,80 125,20 1.06 SANO to SILTY SAND 31 36 77 43,0
4,050 13,29 131.27 1.28 SAND to SILTY SAND 33 37 78 43,0
4,200 13,78 140.41 1.30 SAND to SILTY SANO 35 39 79 43.0
I 4,350 14,27 155,30 1.58 SAND to SILTY SAND 39 42 82 43,0
4,500 14,76 189,59 1.23 SA NO to SILTY SANO 47 50 87 44,0
4,650 15,26 188,31 1.45 SAND to SILTY SAND 47 49 86 44,0
4.800 15,75 189,59 1.49 SAND to SILTY SAND 47 49 86 44,0
4,950 16,24 185.72 1.66 SAND to S Il TV SAND 46 47 85 43.5
I 5,100 16.73 207,09 1,68 SAND to SILTY SAND 52 52 88 44,0
5.250 17.22 205,95 1.64 SAND to SILTY SAND 51 51 87 43.5
5,400 17.72 187,76 1.20 SANO to SILTY SAND 47 46 84 43,0
5,550 18.21 90.82 1.27 SAND to SILTY SAND 23 22 63 39,0
I 5 .700 18.70 22,75 2.99 CLAYEY SILT to SILTY CLAY 11 11 1.4
5.850 19,19 15,19 1.05 SANDY SILT to CLAYEY SILT 6 6 1.1
6.000 19.69 15,66 ,19 SANOY SILT to CLAYEY SILT 6 6 1.4
6,150 20.18 20,86 13,14 CLAY 21 19 1,3
I *INDrCATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT YT = 120 pef
ASSUMEO OEPTH OF YATER TABLE = 21,5 ft
I N(60) = EQUIVALENT SPT VALUE (60X Energy)
N1(60) = OVERBUROEN NORMALIZEO EQUIVALENT SPT VALUE (60X Energy)
Dr = OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBUROEN NORMALIZEO UNORAINEO SHEAR STRENGTH
PHI = OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
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HOLGUIN, FAHAN & ASSOCIATES, INe. \~
I Interpretations based on: Robertson and Campanella, 1989.
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I PAGE 2 of 3
SOUNDING : NCPT-2
D
DEPTH DEPTH TIP FR I CT IDH SOIL BEHAVIOR TYPE N(6o) N1(6o) Dr Su PHI
D RESISTANCE RATIO
(m) (ft) (tsf) (%) (%) (tsf) (Degrees)
_______4._ -------- -------------.------------ ---------
6,300 20,67 44,25 4,84 CLAY to SILTY CLAY 30 26 2,5
D 6,450 21,16 20,99 5,67 CLAY 21 19 1.2
6,600 21,65 19.35 5.53 CLAY 19 17 1.1
6,150 22,15 19,82 6,26 CLAY 20 17 1.1
6,900 22,64 24,13 6,09 CLAY 24 21 1.3
7,050 23,13 22,82 6.15 CLAY 23 20 1.3
D 7,200 23,62 26,28 6,39 CLAY 26 23 1.5
7,350 24,11 38,71 5,58 CLAY 39 33 2,2
7.500 24,61 87,12 4,83 .VERY STI FF FINE GRAINED 87 74
7,650 25,10 43,66 5,50 CLAY 44 37 2,5
D 7,800 25,59 65,39 5,44 .VERY STI FF FINE GRAINED 65 55
7,950 26,08 56,30 6,13 CLAY 56 47 3,2
8,100 26,57 58,15 7,12 CLAY 58 49 3,3
8,250 27,07 38.92 7.91 CLAY 39 32 2,2
8,400 27,56 39.88 6.72 CLAY 40 33 2,2
D 8,550 28,05 49,27 7.14 CLAY 49 41 2,8
8.700 28.54 73,70 7,65 *VERY STI FF FINE GRAINED 74 60
8,850 29.04 72,66 6,65 *VERY STI FF FINE GRAINED 73 59
9,000 29,53 60,61 8,53 CLAY 61 49 3,5
D 9,150 30,02 145,06 6,41 .VERY STIFF FINE GRAINED 100 100
9,300 30,51 203,42 3.40 *SAND to CLAYEY SAND 100 82
9,450 31.00 234,95 4.31 'VERY STIFF FINE GRAINED 100 100
9,600 31.50 228,23 3.83 'SAND to CLAYEY SANO 100 91
9,750 31.99 162,54 5,28 'VERY STIFF FINE GRAINED 100 100
U 9,900 32,48 211.87 3,86 'SAND to CLAYEY SANO 100 84
10,050 32,97 187,46 3.48 .SAND to CLAYEY SAND 94 74
10,200 33,46 70,85 3,84 CLAYEY SILT to SILTY CLAY 35 28 4,0
10,350 33,96 52,92 4,16 CLAYEY SILT to SILTY CLAY 26 21 3,0
I 10,500 34,45 62,46 4,64 CLAY to SILTY CLAY 42 32 3,6
10,650 34,94 106,88 5,78 'VERY STIFF FINE GRAINED 100 83
10,800 35,43 124,83 6,24 .VERY STIFF FINE GRAINED 100 96
10,950 35,93 81.22 4.31 CLAYEY SILT to SILTY CLAY 41 31 4,7
11.100 36,42 51. 15 4,n CLAY to SILTY CLAY 35 26 2,9
U 11. 250 36,91 60.06 3,55 CLAYEY SILT to SILTY CLAY 30 23 3,4
11. 400 37,40 54.15 3,58 CLAYEY SILT to SILTY CLAY 27 20 3,1
11.550 37,89 66.90 3.44 CLAYEY SILT to SILTY CLAY 33 25 3,8
11,700 38,39 62.31 3,29 SANDY SILT to CLAYEY SILT 25 19 3.5
I 11. 850 38,88 64,35 3,53 CLAYEY SILT to SILTY CLAY 32 24 3,6
12.000 39,37 72,98 3,22 SANDY SILT to CLAYEY SILT 29 22 4,2
12,150 39.86 65.71 3,61 CLAYEY SILT to SILTY CLAY 33 24 3,7
12,300 40.35 62.65 3,34 SANOY SILT to CLAYEY SILT 25 19 3,5
12.450 40.85 60,34 3,26 SANOY SILT to CLAYEY SILT 24 18 3,4
U 12,600 41.34 58,21 3,40 CLAYEY SILT to SILTY CLAY 29 21 3,3
12.750 41.83 72,51 3,28 SANDY SILT to CLAYEY SILT 29 21 4,1
12,900 42,32 71.15 3,43 SANDY SILT to CLAYEY SILT 28 21 4,0
13,050 42,81 66.73 3.34 SANDY SILT to CLAYEY SILT 27 19 3,8
I 13,200 43.31 93.92 4.82 .VERY STIFF FINE GRAINED 94 68
13.350 43.80 111.28 6.21 'VERY STIFF FINE GRAINED 100 80
13.500 44,29 119,50 5,54 'VERY STIFF FINE GRAINED 100 86
13.650 44.78 66,35 4.88 'VERY STIFF FINE GRAINEO 66 47
D 'INDICATES oVERCONSoLIDATEO OR CEMENTED MATERIAL
ASSUMEO TOTAL UNIT ~T = 120 pef
ASSUMED DEPTH OF ~ATER TABLE = 21,5 ft
I N(6D) = EQUIVALENT SPT VALUE (60% Energy)
Nl(6D) = OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy)
Dr = OVERBUROEN NORMALI2EO EQUIVALENT RELATIVE OENSITY
sU = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PHI = OVERBUROEN NoRMALIZEO EQUIVALENT FRICTION ANGLE
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HOLGUIN, FAHAN & ASSOCIATES, INC. ~'Z.-~
. IlIterpretatiolls based 011: Robertsoll alld Campallella, /989.
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PAGE 3 of 3
SOUNDING
NCPT-2
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DEPTH DEPTH TIP FRICTION SOIL BEHAVIOR TYPE N(60) N1(60) Dr Su PHI
RESISTANCE RATIO
(m) (ft) (tsf) (%) (%) (tsf) (Degrees)
---------- -----._- -------------------._----- ---------
13,800 45,28 73,44 4,45 CLAYEY SILT to SILTY CLAY 37 26 4,2
13,950 45,77 40,88 4,84 CLAY to SILTY CLAY 27 19 2,2
14,100 46,26 62,31 3.63 CLAYEY SILT to SILTY CLAY 31 22 3,5
14,250 46,75 69,79 3.77 CLAYEY SILT to SILTY CLAY 35 25 3,9
14,400 47,24 70,45 3,68 CLAYEY SILT to SILTY CLAY 35 25 4,0
14,550 47,74 74,51 3,95 CLAYEY SILT to SILTY CLAY 37 26 4,2
14,700 48,23 82,09 4,03 CLAYEY SILT to SILTY CLAY 41 29 4,7
14,850 48.72 90,61 5,26 'VERY STIFF FINE GRAINED 91 63
15,000 49,21 106,31 5,06 'VERY STIFF FINE GRAINEO 100 74
15,150 49,70 108,52 4,90 'VERY STIFF FINE GRAINEO 100 75
15,300 50,20 100.42 ***** 0 0 ,0
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'INOICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TDTAL UNIT YT = 120 pcf
ASSUMED DEPTH DF YATER TABLE = 21.5 ft
N(6D) = EQUIVALENT SPT VALUE (60% Energy)
N1(60) = OVERBURDEN NORMALIZED eQUIVALENT SPT VALUE (60% Energy)
Dr = OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PHI = OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
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HOLGUIN, FAHAN & ASSOCIATES, INC.
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IllIerpretarions based on: Robertson and Campanella, 1989.
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TIP RESISTANCE (QCI
TONS/SQ FT
ISO 300 450
TIP RESISTANCE NOT CORRECTED FOR END AREA EFFECT
CONE PENETRATION TEST
FRICTION RATIO (FS/QCI
PERCENT
600 0 4 8
SOUNDING NUMBER: NCPT-3
PROJECT NAME CC/P~SEO DEL SOL
PROJECT NUMBER 99-CCC764
CONE/RIG 473/Ru3/MR.JR
DATE/TIME, 02-25-99 15,45
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I PAGE 2 of 3
SOUNDING NCPT-3
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DEPTH DEPTH TIP FRICTIOH SOIL BEHAVIOR TYPE N(60) H1(60) Dr Su PHI
I RESISTAHCE RATIO
(m) (ft) (tsf) (%) (%) (tsf) (Degrees)
---------- -------- -----------------~-.~----- --------.
6,300 20,67 244.68 1.20 SAND 49 44 90 43,5
I 6,450 21.16 206.33 1.04 SAND 41 37 84 42,5
6,600 21.65 232.48 1.84 SAND to SILTY SAND 58 51 87 43,0
6,750 22.15 72.95 4,51 CLAYEY SILT to SILTY CLAY 36 32 4.2
6,900 22,64 50,31 4.00 CLAYEY SILT to SILTY CLAY 25 22 2.9
7,050 23,13 82,41 5,21 'VERY STIFF FINE GRAINED 82 71
I 7,200 23,62 97,53 4,50 'VERY STIFF FINE GRAINED 98 84
7,350 24,11 68,90 3,83 CLAYEY SILT to SILTY CLAY 34 29 4,0
7,500 24,61 115,91 5,32 'VERY STIFF FINE GRAINED 100 99
7,650 25,10 126,90 4,40 'VERY STIFF FINE GRAINED 100 100
I 7,800 25,59 95,43 4,35 'VERY STIFF FINE GRAINED 95 80
7,950 26.08 70,11 5,56 'VERY STIFF FINE GRAINED 70 59
8,100 26,57 146,44 4,98 'VERY STIFF FINE GRAINED 100 100
8.250 27,07 83,32 3.76 CLAYEY SILT to SILTY CLAY 42 35 4,8
8.400 27,56 80,37 6,20 .VERY STIFF FINE GRAINED 80 66
I 8.550 28,05 340,13 3.33 'SAND to CLAYEY SAND 100 100
8.700 28,54 418,12 3.16 *SAND to CLAYEY SAND 100 100
8.850 29,04 435,11 3.29 'SAND to CLAYEY SAND 100 100
9.000 29,53 455,47 3,41 *SAND to CLAYEY SAND 100 100
9,150 30,02 454.11 3,98 'SAND to CLAYEY SAND 100 100
I 9,300 30.51 439,43 4,02 'SAND to CLAYEY SAND 100 100
9,450 31.00 446.67 3,43 .SAND to CLAYEY SAND 100 100
9,600 31,50 468,11 3,73 *SAND to CLAYEY SAND 100 100
9,750 31.99 449.75 3,60 *SAND to CLAYEY SAND 100 100
I 9,900 32,48. 416,53 3.62 'SAND to CLAYEY SAND 100 100
10,050 32,97 385.98 3,77 *SAND to CLAYEY SAND 100 100
10.200 33,46 376,93 2,54 *SAND to CLAYEY SAND 100 100
10,350 33,96 256,02 5,68 'VERY STIFF FINE GRAINED 100 100
10,500 34,45 308.50 4,27 *SANO to CLAYEY SAND 100 100
I 10.650 34,94 376,82 3.48 *SAND to CLAYEY SAND 100 100
10,800 35,43 429,40 4,43 *SAND to CLAYEY SAND 100 100
10.950 35,93 408,58 3.80 *SAND to CLAYEY SAND 100 100
11.100 36,42 376,65 3.88 *SANO to CLAYEY SAND 100 100
I 11.250 36,91 388,21 3,31 'SAND to CLAYEY SAND 100 100
11.400 37,40 456,36 3,22 *SAND to CLAYEY SAND 100 100
'1.550 37.89 473.80 2,63 *SAND to CLAYEY SAND 100 100
11. 700 38,39 449,39 3.79 *SAND to CLAYEY SAND 100 100
11.850 38,88 414,91 4,17 *SAND to CLAYEY SAND 100 100
I 12,000 39.37 399,19 4,02 *SAND to CLAYEY SAND 100 100
12,150 39,86 412,89 3,94 *SAND to CLAYEY SAND 100 100
12,300 40,35 405,80 4,57 'VERY STIFF FINE GRAINED 100 100
12,450 40,85 378.29 5,13 'VERY STIFF FINE GRAINED 100 100
I 12,600 41.34 402,21 2,71 *SAND to CLAYEY SAND 100 100
12,750 41.83 402,80 2,32 SAND to SILTY SAND 100 74 98 44,0
12,900 42,32 204,57 2,84 SILTY SAND to SANDY SILT 68 50 78 40,5
13.050 42,81 90,42 2,02 SILTY SAND to SANDY SILT 30 22 55 37,0
13.200 43,31 133,95 2.32 SILTY SAND to SANDY SILT 45 32 66 38,5
I 13.350 43,80 97,36 4.30 CLAYEY SILT to SILTY CLAY 49 35 5,6
13,500 44,29 62,08 2.87 SANDY SILT to CLAYEY SILT 25 18 4.0
13.650 44,78 84,00 4.96 .VERY STIFF FINE GRAINED 84 60
I *INDICATES OVERCONSOLIOATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WT = 120 pef
ASSUMED DEPTH OF WATER TABLE = 21.5 ft
I N(60) = EQUIVALENT SPT VALUE (60% Energy)
N1(60) = OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy)
Dr = OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
SU = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PHI = OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
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HOLGUIN, FAHAN & ASSOCIATES, INC. ,~?;
I IllterpretaOons based on: Robertson and Campanella, 1989.
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APPENDIX B
LABORATORY TESTING PROGRAM
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99.81-112-01
May 6, 1999
Page B-1
APPENDIX B
LABORATORY TESTING PROGRAM
Laboratory tests were conducted in the Converse laboratory on representative
samples for the purpose of evaluating physical properties and engineering
characteristics, Test results are presented on the exploration logs and in this
appendix. A summary of the various laboratory tests conducted is presented below,
In Situ Moisture Content and Dry Density
Data obtained from these tests, performed on relatively undisturbed ring samples
obtained from the field, was used to aid in the classification and correlation of the
earth materials and to provide qualitative information regarding strength and
compressibility, The percent of moisture as a function of dry weight, and the
encountered dry density in units of pounds per cubic foot (pcf) are provided in the
right-hand columns on the exploration logs.
Grain-Size Analysis
The grain-size distribution covers the quantitative distribution of particle sizes in soils.
The particle distribution is used to aid in the classification of the soils, A total of
three tests were performed on representative samples in accordance with ASTM
Standard 0422-63, For test results, see Drawing No. B-1, Gradation Curves, One
additional sample was tested to determine fraction passing #200 sieve. Results are
presented in Table No, B-1, Fraction Passing #200 Sieve.
Table No, B-', Fraction Passin a No, #200 Sieve
Boring No./Depth
Soil Description
Percent Passing #200 Sieve
NBH-2/40.0'
Sand (SP)
4.2
Laboratory Maximum Density and Optimum Moisture Tests
Laboratory maximum density and o'ptimum moisture tests were performed on
representative bulk samples of the site materials. These tests were performed in
accordance with the ASTM 01557-91 laboratory procedure. The results are
presented in Drawing No, B-2, Compaction Test Results.
~
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CCIENTlOFFICEIJOBFILEI1999IB1199.112199-112-1.9I,
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99-81.112.01
May 6, 1999
Page B- 2
Consolidation Tests
Data obtained from this test, performed on two (2) relatively undisturbed soil
samples, were used to evaluate the settlement characteristics of on-site soils under
load. This test involved loading a specimen into the test apparatus, which contained
porous stones to accommodate vertical drainage during testing. A porous stone was
also placed over the sample to accommodate drainage. The specimen was then
normally loaded. Resulting vertical deflections were recorded at various time periods.
The load was increased after the sample reached a reasonable state of equilibrium.
The samples were tested under field moisture conditions up to a normal load of 2
kips per square -foot. The samples were then submerged with water. Test results are
presented on Drawings No. B-3 and B-4, Consolidation Test.
Collapse Tests
To evaluate the moisture sensitivity (collapsibility) of the encountered soils, ring
samples were loaded up to approximately two kips per square foot (ksfl, allowed to
stabilize under load, and then submerged. The results of these tests are summarized
in Table No. B-2, Results of Collapse Test.
Table No. B-2, Results of Collapse Test
Boring No./Depth
Soil Description
Percent Collapse
NBH-02/6.0'
NBH-05/5.0'
NBH-06/5.0'
NBH-10/5.0'
NBH-10/15.0'
NBH-12/5,0'
NBH-12/10.0'
Silty Sand (SM)
Clayey Sand (SC)
Silty Sand (SM)
Silty Sand (SM)
Silty Sandstone
Silty Sandstone
Silty Sandstone
0.5
1.0
0,6
0.6
0.6
0.2
0.3
Resistance R-Value Test
One bulk soil sample was tested to determine the resistance (R)-value in accordance
with the State of California Test Method No. 301-G (ASTM 02844), Results of the
R-value test are presented in Table No, B-3, Results of R-value Tests,
Table No, B-3, Results of R-value Tests
SAMPLE
DEPTH (ft)
5-7
BORING No,
SOIL DESCRIPTION
RESISTANCE R-
VALUE*
32
NTP-21
* By exudation
Siltv Sand (SM), fine-orained, araylsh brown,
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~ Converse Consultants
CCIENnOFFICEIJOBFILEI 1999181199.112199-112-1 ,glr
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99-81-112.01
May 6, 1999
Page B-3
Corrosivity Tests
Two bulk samples of the site soils were tested by M. J. Schiff and Associates of
Claremont, California, to evaluate soil corrosivity with respect to common
construction materials, Results are included at the end of this appendix.
Sample Storage
Soil samples presently stored in our laboratory will be discarded 30 days after the
date of this report unless this office receives a specific request to retain the samples
for a longer period.
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CCIENT\OFFICEIJOBFILEI 1999181 199-112199-112-1.gir
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100
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I
6 4 3 2 1 5 I 3/4 1/23/8 3 4 6 810 141620 30 40 50 70100140200
HYDROMETER
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GRAIN SIZE IN MILLIMETERS
COBBLES SAND SILT OR CLAY
coarse fme
Boring No. Depth( ft Classification MC% LL PL PI Cc Cu
. NBH-02 25.0 Silty SAND (SM), fine to medium grained
. NBH-03 5.0 SAND (SP), fine grained 3
'" NTP-42 4.0 Silty SAND (SM), fine to coarse grained
Boring No, Depth( fl DlOO D60 030 DI0 % Gravel %Sand %Silt %Clay
. NBH-02 25.0 0.18 59.5 40.4
. NBH-03 5.0 0.72 0.330 86.1 13.5
'" NTP-42 4,0 0.41 0.108 73,6 24.5
PROJECT: PASEO DEL SOL MASTER PLANNED COMMUNITY
City of Temecula, California
~ Converse Consultants
JOB NO.:
DATE:
99-81-112-01 \,?I
3/28/99
Drawing No.
B-1
GRADATION CURVES
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115
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MOISTURE CONTENT, %
TEST METHOD: ASTM D1557-91, 4" Mold
Layers: 5
Blows: 25 /layer
Hammer: 10 lb.
Fall: 18 in.
Mold Diameter: 4 in.
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15
20
Symbol Boring No. Depth(ft) Soil Classification
Optimum Moisture
Content %
Maximum Dry
Density, pef
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. NTP-19 2,0 Silly SAND (SM), fine to medium grained
. NTP-33 5.0 Silty SAND (SM), fine to medium grained
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8.0
9.0
133.0
132.0
PROJECT: PASEODELSOLMASTERPLANNEDCOMMUNITY JOB NO,:
City ofTemecula, California DATE:
$ Converse Consultants COMPACTION TEST RESULTS
99-81-112-01
4/4/99 \'?
Drawing No.
B-2
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1000
10000
STRESS, psf
Boring No.:
Soil Classification:
NBH-04
Depth(ft):
4.0
SAND (SP), Fine to medium grained, light brown
85.9 Moisture Content(%): 5.5
0.96 Initial Degree of Saturation(%): 15.5
0,90 Degree of Saturation After Test(%): 99,2
Dry Density(pct):
Initial Void Ratio:
Void Ratio After Test:
PROJECT: PASEO DEL SOL MASTER PLANNED COMMUNITY JOB NO.:
City ofTemecula, California DATE:
~ Converse Consultants CONSOLIDATION TEST
99-81-112-01
4/4/99
Drawing No.
B-3
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y~ I-----.
-------
t-----...
1 ---
I-- ~
2 ~
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6 ""
~
------ t----.... '"
7 '"
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0
p
e
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t
1
100
1000
10000
STRESS, psf
Boring No.:
Soil Classification:
NBH-I0 Depth(ft): 5,0
Silty SAND (SM), Fine to coarse grained, light brown
113.9 Moisture Content(%): 6.9
0.48 Initial Degree of Saturation(%): 38,8
0.39 Degree of Saturation After Test(%): 99.6
Dry Density(pcf):
Initial Void Ratio:
Void Ratio After Test:
PROJECT: PASEO DEL SOL MASTER PLANNED COMMUNITY JOB NO.:
City of Temecula, California DATE:
~ Converse Consultants CONSOLIDATION TEST
99-81-112-01
4/4/99 \~
Drawing No.
B-4
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APPENDIX C
RECOMMENDED EARTHWORK SPECIFICATIONS
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99-81-112-01
May 6, 1999
Page c-1
APPENDIX C
RECOMMENDED EARTHWORK SPECIFICATIONS
Grading
· Areas to receive compacted fill shall be stripped of all vegetation, organic, debris
and existing structure remnants. All undocumented existing fill materials shall be
excavated and removed, Any other unsuitable soils shall be excavated as
recommended by Converse. All areas that are to receive compacted fill shall be
observed by Converse prior to placement of fill.
· Subsequent to the removal of unsuitable materials, subgrade soil surfaces that will
receive compacted fill shall be scarified to a depth of at least 6 inches. The
scarified soil shall be moisture-conditioned to within two percent of optimum
moisture content, Scarified soil shall be compacted to at least a relative
compaction of 90%, Relative compaction is defined as the ratio of the in-place
soil density to the laboratory maximum dry density as determined by the ASTM
D1557-91 test procedure,
. Fill shall be placed in suitable lifts, with lift thickness modified as necessary to
achieve adequate compaction. All fill soils shall be compacted mechanically
throughout to the specified density at moisture content two to three percent
above optimum. All fill thicker than 20 feet should be compacted to 95 percent
relative compaction, All other fill, unless otherwise specified to be compacted to
95 percent, shall be compacted to at least a minimum relative compaction of
90%, At least the upper 12 inches of trench backfill underlying pavement or
concrete slabs and pavement base material shall be compacted to at least 95% of
the ASTM 01557-91 laboratory maximum density, Fill shall be benched into
unyielding bedrock on slopes steeper than 4: 1 (horizontal: vertical). Where fill is
to be placed above cut slopes or natural slopes, fill shall be benched into bedrock
as shown on Orawings No, C-1 and C-2, The field density of the compacted soil
shall be measured by the ASTM 01556-90 or 02922-96 test methods or
equivalent.
· Fill soils shall consist of excavated on-site soils essentially cleaned of organic and
deleterious material or imported soils approved by Converse, Imported fill shall be
granular and non-expansive with an Expansion Index (EI) less than 30, as defined
by the Uniform Building Code (UBC) Standard 18-2. Rocks larger than six inches
in diameter shall not be placed as fill unless they are sufficiently broken down.
Converse shall evaluate and/or test import materials for conformance with
specifications prior to delivery to the site, The contractor shall notify Converse at
least two normal working days prior to importing fill to the site,
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~ Converse Consultants
CCIENnOFFICE\JOBFILE\ 1999\81 \99-112\99-112-1.gir
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99-81-112-01
May 6, 1999
Page c- 2
· Converse shall observe the placement of compacted fill and conduct in-place field
density tests on the compacted fill to check for adequate moisture content and
the required relative compaction. Where less than the specified relative
compaction is indicated, additional compactive effort shall be applied and the soil
moisture-conditioned as necessary until the specified relative compaction is
attained. The contractor shall provide level testing pads upon which the soils
engineer can conduct field density tests. The contractor shall provide safe and
timely access for Converse personnel throughout the grading site to allow
continued monitoring and testing,
· The contractor shall be responsible for maintaining stable and safe conditions
during construction.
Trench Backfill
Trench excavations to receive backfill shall be free of trash, debris or other
unsatisfactory materials at the time of backfill placement,
· Trench backfill shall be compacted to a minimum relative compaction of 90
percent as per ASTM Standard D1557-91. At least the upper three feet of trench
underlying pavements designed for Traffic Indices (TI) of 6.5 or more and
structures such as concrete slab-on-grade shall be compacted to not less than 95
percent of the maximum dry density. At least the upper 12 inches of trench
underlying pavements designed for TI of 6,0 or less should be compacted to at
least 95 percent relative compaction,
. Rocks larger than one inch should not be placed within 1 2 inches of the top of the
pipeline or within the upper 12 inches of pavement or structure subgrade, No
more than 30 percent of the backfill volume shall be larger than 3/4-inch in largest
dimension diameter, and rocks shall be well mixed with finer soil.
. The pipe design engineer should select bedding material for the pipe. Bedding
materials should have a Sand Equivalent (SE) greater than or equal to 30, as
determined by the ASTM Standard D2419-95 Test Method,
. Trench backfill shall be compacted by mechanical methods, such as sheepsfoot,
vibrating or pneumatic rollers, or mechanical tampers, to achieve the density
specified herein. The backfill materials shall be brought to within two percent of
optimum moisture content, then placed in horizontal layers, The thickness of
uncompacted layers should not exceed eight inches, Each layer shall be evenly
spread, moistened or dried as necessary, and then tamped or rolled until the
specified density has been achieved.
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~ Converse Consultants
CCIENTlOFFICEIJOBFILEI1999181199-112199.112-1.gir
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99.81-112-01
May 6, 1999
Page c-3
· The contractor shall select the equipment and processes to be used to achieve the
specified density without damage to adjacent ground and completed work.
· The field density of the compacted soil shall be measured by the ASTM Standard
D1556-90 or ASTM Standard D2922-96 test method or equivalent.
· Observation and field tests should be performed by Converse during construction
to confirm that the required degree of compaction has been obtained. Where
compaction is less than that specified, additional compactive effort shall be made
with adjustment of the moisture content as necessary until the specified
compaction is obtained,
· It should be the responsibility of the contractor to maintain safe conditions during
cut and/or fill operations.
· Trench backfill shall not be placed, spread or rolled during unfavorable weather
conditions. When the work is interrupted by heavy rain, fill operations shall not be
resumed until field tests by the project's geotechnical consultant indicate that the
moisture content and density of the fill are as previously specified.
Erosion Control
· Fill and cut slopes shall be graded and landscaped to reduce water-induced
surficial erosion/sloughing, Permanent erosion control measures shall be initiated
immediately after completion of slope construction,
. All interceptor ditches, drainage terraces, down-drains and any other drainage
devices shall be maintained and kept clear of debris. Runoff shall be directed to a
suitable non-erosive drainage device, and shall not flow uncontrolled off-site.
. A suitable proportion of slope plantings shall have root systems that will develop
well below 3 feet, such as drought-resistant shrubs and low trees or equivalent.
Intervening areas shall be planted with lightweight surface plantings with
shallower root systems, In any event, lightweight, low-moisture planting shall be
used,
. Construction delays, climate/weather conditions, and plant growth rates may be
such that additional short-term, nonplant erosion control measures may be
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CCIENT\OFFICE\JOBFILE\ 1999\81\99.112\99-112-1 ,9ir
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99.81-112-01
May 6, 1999
Page C-4
needed, including matting, netting; sprayed compounds, deep (5 feet) staking,
etc. These measures shall be submitted to Converse for review.
· Rodent burrowing, human trespass (footprints), small concentrations or
uncontrolled surface/subsurface water, or poor compaction of utility trench
backfill on slopes shall be repaired and controlled as soon as possible.
· All possible precautions shall be taken to maintain moderate, uniform soil
moisture, Slope irrigation systems shall be properly operated and maintained, and
system controls shall be placed under continued control by a landscape architect
or similar qualified person,
· If completion of new slopes occurs during the rainy season, contingency plans
shall be developed to provide prompt temporary protection against major
erosion/sloughing. Offside improvement shall be protected from site runoff,
· The Contractor shall repair any erosion damage that occurs prior to the completion
of the project,
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~ Converse Consultants
CCIENT\OFFICEIJOBFILEI 1999181199-112199-112.1 ,gir
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CUT/Fill CONTACT SHOWN
ON GilAO'NG PUN
CO"PAcreO flU l .
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,. =
.
mmti~ ...J
COMP:iE.1fT WAt'ERIAl
"IHI"U" HEIGHT OF BEHCHES
IS . FE:' OR AS RECO'"
"ENDED BY THE SOil EHG'-
NE:~
"'"I"U" l' nLT IIACX
OR Z~ Sl.OPE
(WHICHE'IU IS GREA TEill
--
CUT SLOP!: TO BE CONSTlIUcreO PRIOR
TO PUCE"ENJ; OF FIll.
X'CfY/AY IN CO"PETEllT IIAT.
E~IAL "'HI"U" WlOTH OF 15
FE:' OR AS RECO""ENOEO
BY THE SOil ENGlHEE~
TYPICAL FILL ABOVE CUT SLOPE
NORTHERN AND SOUTHWESTERN PORTIONS' OF PASEO DEL SOL
CITY OF TEMECULA
For: NEWLAND COMMUNITIES
Project No,
99-81-112-01
@ Converse Consultants
Figure No.
c-,
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: .:.-..:-:....:.::<.:..:
, ::',,: :COMP ACTED FlU. ; ,
.: ':.: .:=;': '..: "0 ~.:.....::.:~~:-::;.:..
. .' . ~J:" ~.....-...;...:......
. . ... :;;;.f;,~dif;i!'~~~
_.----::;..A.r.~~... .
:. ,: . :s>~,:-.'>:~,. . . 'I. BEN~ HEIGHT
)I: ""'''!''...o '0 '0. 'WrlI
_. 2'-' WIN :-',:' BENCH -
..-i...f........~..;".:~.' I
~~:~~~
!Ke,f
PROJECTED PLANE
1 to 1 maximum from
toe of slope to
approved ground
NATURAL
GROUND
REMOVE
'UNSUIT ABLE
MATERIAl.
2' UIN.
kEY DEPTH
FILL OVER NATURAL SLOPE
NORTHERN AND SOUTHWESTERN PORTIONS OF PASEO DEL SOL
CITY OF TEMECULA
For: NEWLAND COMMUNITIES
Project No.
99-81-112-01
@converse Consultants
Figure No,
C-2
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