HomeMy WebLinkAboutSupplementalGeotechnicalInvestigation(May19,1998)
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Converse Consultants
Over 50 Years of Dedication in Geotechnical Engineering and Environmental Sciences
SUPPLEMENTAL GEOTECHNICAL
INVESTIGATION
Tracts 24182-1 and-2
Paseo Del Sol Master Planned Community
Temecula, California
Prepared for:
Newland Associates, Inc.
27393 Ynez Road, Suite 253
Temecula, CA 92591
Converse Project No. 96-81-420-06
May19,1998
10391 Corporate Drive, Redlands, California 92374
Telephone: (909) 796-0544 . Facsimile: (909) 79E)..7675 . e.mail: ccieconv@aol.com
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Converse Consultants
Over 50 Years of De.dication in Geotechnical Engineering and Environmental Sciences
May 19, 1998
Mr. Dean Meyer, R.C.E.
Director of Engineering
Newland Associates, Inc.
27393 Ynez Road, Suite 253
Temecula, CA 92591
Subject:
SUPPLEMENTAL GEOTECHNICAL INVESTIGATION
Tracts 24182-1 and -2
Paseo Del Sol Master Planned Community
Temecula, California
Converse Project No. 98-81-420-08
Dear Mr. Meyer:
Enclosed is the supplemental geotechnical investigation report prepared by Converse
for Tracts 24182-1 and -2, located in the city of Temecula, California. The purpose
of this supplemental investigation was to review proposed rough grading plans for
the subject tracts, and to evaluate subsurface conditions and provide geotechnical
grading recommendations for Lot Nos. 17 through 42 of Tract 24182-1. This report
was prepared in accordance with our proposal dated April 21, 1998.
Based on our review, the proposed grading plans for the subject tracts are in
substantial conformance with the recommendations of the project geotechnical
report dated April 26, 1996, except for Lots No. 17 through 42 of Tract 24182-1.
The Lots No. 17 through 42 of Tract 24182-1 are suitable, from a geotechnical
point of view, for the proposed residential development provided the findings and
conclusions presented in this report are considered in the grading, design and
construction. Converse may be required to augment or modify the
recommendations for these lots presented herein, based on observation of the field
conditions during grading.
The design recommendations presented in this report and in the report dated April
26, 1996 are for preliminary design only. An additional geotechnical report should
be prepared at the completion of grading to provide final design recommendations.
OPlin~on
ReC1cled
Pape,
10391 Corporate Drive, Redlands, California 92374
Telephone: (909) 796-0544 . Facsimile: (909) 796-7675 . e-mail: ccieconv@aol.com
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We appreciate this opportunity to be of service to Newland Associates. If you have
any questions, please feel to contact the undersigned at (909) 796-0544.
CONVERSE CONSULTANTS
vIE..e - fL "1 Y; s,..... Kl-_
Hashmi S. E. Quazi, Ph.D., P. E.
Senior Vice President/Principal Engineer
Dist.: 2/Addressee
MSI/HSQ/MOC/bac
93-81-420-08
Converse Consultants
\CCI ENTlO FFICEIJ08FI LE\NEWLANO\96.420\96.420-6. SGIR
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PROFESSIONAL CERTIFICATION
This report has been prepared by the staff of Converse Consultants under the
professional supervision of the registered engineers and the certified engineering
geologist whose seals and signatures appear hereon.
The findings, recommendations and professional opinions presented in this report
were prepared in accordance with generally accepted professional geological and
engineering practice at this time in Southern California. There is no other warranty,
either express or implied.
Jl.J!. - I:.. "I"{; ~ ~-
Mohammed S. Islam, Ph.D., P.E
Senior Project Engineer
fVl.:JJOtU
Michael O. Cook, C.E.G. 1716
Project Geologist
93-81.420-08
Converse Consultants
ICCI ENTIOFFICE\JO BFILEINEWLAND\9 6-42019 6-420-6. SG IR
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T ABLE OF CONTENTS
1.0 INTRODUCTION .....................................................................................1
2.0 BACKGROUND...... .......................... ......................................................2
3.0 PLAN REVIEW ....................................................................................... 2
4.0 SCOPE OF WORK...................................................................................3
4.1 REVIEW EXISTING REPORTS/PLANS AND PROPOSED ROUGH GRADING PLANS............ 3
4.2 FIELD EXPLORATION ................ ............................................ ..... ................ 3
4.3 LABORATORY TESTING ...................... ..................... ..... ............................. 4
4.4 REPORT PREPARATION ................ ................... ................... ..... ..... .............. 4
5.0 SITE CONDITIONS .................................................................................4
5.1 SUBSURFACE CONDITIONS........................................................................ 4
5.2 GROUNDWATER ........ ........ .............................. ......... ......... ....... ..... ..........5
5.3 EXCAVATABILlTY ............ ........ ......... ................ ......... ............... ..... .......... 6
5.4 COLLAPSE/EXPANSION POTENTIAL ......... ..................... ........ ..... .................... 6
5.5 SLOPE STABILITY .................................................................................... 6
5.6 SUBSURFACE VARIATIONS ......................................................................... 7
6.0 GRADING/EARTHWORK RECOMMENDATIONS .........................................7
6.1 GENERAL ................................. ....... ............... ......... .... ..... .......... ........... 7
6.2 OVEREXCAVATION/REMOVAL.................. ...... ..............................................8
6.3 PERMANENT SLOPES ..................... ....... ........... ........ ........ ...... .............. ..... 9
7.0 CONCLUSIONS ....................................................................................10
8.0 CLOSURE ............................................................................................11
REFERENCES................. ....................... ...... .......................... ....................... 12
93-81 -420.08
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APPENDICES
APPENDIX A ............................................................................... Field Exploration
APPENDIX B................................................................ Laboratory Testing Program
APPENDIX C...................................................................... Slope Stability Analysis
ILLUSTRATIONS
Figures
Figure No. ..................................................................................... Following page
Figure No.1, Site Location Map.......................................................................... 1
Figures No.2 through 6, Geologic Cross Section ..................................................4
Figure No.7, Fill Over Natural Slopes .................................................................. 9
Figure No.8, Typical Fill Over Cut ...................................................................... 9
Drawings
Drawing No.1, Geologic and Test Pit Location Map (Sheet 1 and 2) ..... in map pocket
93-81-420.08
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1.0 INTRODUCTION
This report presents the findings of a supplemental geotechnical investigation
performed by Converse for Tracts 24182-1 and -2 in the city of Temecula,
California. The purposes of this supplemental investigation was to review proposed
grading plans for the subject tracts, determine the nature and engineering properties
of the subsurface soils and to provide grading recommendations for Lots No. 17
through 42 of Tract 24182-1.
The location of the subject project is shown in Figure No.1, Site Location Map. The
subject tracts are bounded on the north by De Portola Road and Campanula Way, on
the west by Campanula Way and Tract 24182-3, on the south by Highway 79, and
on the east by Tract 24182-5.
In preparing this report, we have utilized the following reports and grading plans as
references:
· Preliminary Geotechnical Investigation, Eastern and Southern Portion of the
"Meadows", Approximately 800-acre site, City of Temecula, California, Dated
April 26, 1996, prepared by Converse for Newland Associates, Converse Project
No. 96-81-420-01.
· As Built Geology and Compaction Report of Rough Grading, Tracts 24182
through 24186 and 24188-1, Paseo Del Sol Master Planned Community,
Temecula, California, Dated August 20, 1997, Prepared by Converse for Newland
Associates, Converse Project No. 96-81-420-03.
. Rough Grading Plan, Tract 24182-1, -2, -3, & -4, Sheets 5 through 7, Dated
March 6, 1998, Prepared by Keith International, Inc., Moreno Valley, California.
The Sheets No.6 and 7 of the above-referenced proposed rough grading plan are
included as Drawing No.1, Geologic and Test Pit Location Map (Sheets 1 and 2), in
the map pockets at the end of this report.
This report is written for the proposed residential project described herein and is
intended for use solely by Newland Associates and its designated agents. It may not
contain sufficient information for use by others andlor for other purposes. It should
not be used as a bidding document but may be made available to the potential
contractors for information on factual data only.
93-81-420-08
Converse Consultants
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PROJECT
SITE
SITE LOCATION MAP
SUPPLEMENTAL GEOTECHNICAL INVESTIGATION
Tract 24182-1 and -2
Temecula, California
@ Converse Consultants
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For bidding purposes, the contractors should be responsible for making their own
interpretation of the data contained in this report.
2.0 BACKGROUND
The subject tracts are located within the Paseo Del Sol Master Planned Community in
the city of Temecula, California. These tracts, except Lots No. 17 through 42 of
Tract 24182-1, had been mass graded in accordance with the above-referenced
project geotechnical report dated April 26, 1996 and the following mass grading
plans:
· Tracts No. 24181 & 24183, Mass Grading Plan, Sheets 1 through 3, dated
August 13, 1997, prepared by Keith International, Inc., Moreno Valley,
California.
Mass grading was performed by ACI, Corona, California, during the period from
October 1996 through June 1997. Converse performed full-time observation and
field density testing during mass grading. Results of field observation and field
density testing were presented in the above-referenced as-built geology and
compaction of report of rough grading dated August 20, 1997.
At this time, the subject tracts are proposed to be rough graded in accordance with
the above-referenced rough grading plans dated March 6, 1998. The purpose of this
investigation was to review these proposed rough grading plans and to provide
supplemental site grading recommendations.
3.0 PLAN REVIEW
Converse performed a review of the proposed rough grading plans for the Tracts
24182-1 and -2. Based on our review, grading for Lots No. 17 through 42 of Tract
24182-1 will extend beyond the limits of the previously completed mass grading as
shown in Drawing No.1, Geologic and Test Pit Location Map. For the remaining lots,
including the park area, additional site grading will include cut and fill on the order of
four (4) feet and nine (9) feet, respectively.
Additional site grading associated with Lots No. 17 through 42 of Tract 24182-1 will
involve, exclusive of any remedial overexcavation, cut and fill on the order of 25 feet
and nine (9) feet respectively. Grading for each of these lots will also include a rear
yard cut or fill slope. These slopes are proposed to be constructed at a gradient of
93-81-420-08
Converse Consultants
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2:1 (Horizontal to Vertical). The maximum height of the proposed cut and fill slopes
will be on the order of 40 and 1 0 feet, respectively.
A supplemental geotechnical investigation was performed to evaluate the subsurface
conditions and to provide general site grading recommendations for Lots No. 17
through 42 of Tract 24182-1. For subsurface conditions for the remaining lots of the
subject tracts prior to grading, see the above-referenced project geotechnical report
dated April 26, 1996. The scope of the following sections of this report unless
noted otherwise, is limited to Lot Nos. 17 through 42 of Tract 24182-1 only.
4.0 SCOPE OF WORK
The scope of our present investigation included a review of existing information, site
reconnaissance, review of the proposed rough grading plans, field exploration, soil
sampling, laboratory testing, engineering and geologic analyses, and preparation of
this report. The scope of work included the following tasks:
4.1 Review Existing Reports/Plans and Proposed Rough Grading Plans
As part of this supplemental investigation, we have reviewed available pertinent
geologic and geotechnical reports and maps included in the References, and the
proposed rough grading plans.
4.2 Field Exploration
Our field exploration included site reconnaissance, geologic mapping and excavation
of five (5) exploratory test pits. The test pits were excavated using a backhoe
equipped with a 24-inch wide bucket. The depth of the exploratory test pits ranged
from six (6) to eight (8) feet below existing ground surface.
The approximate locations of the test pits are shown in Drawing No.1, Geologic and
Test Pit Location Map. A Converse engineering geologist visually logged the
subsurface conditions encountered in the exploratory test. Relatively undisturbed and
bulk samples of the subsurface materials were obtained from the test pits at frequent
intervals for the purpose of laboratory testing. A more detailed description of the
field exploration procedures and logs of test pits are presented in Appendix A, Field
Exploration.
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4.3 Laboratory Testing
Laboratory tests were performed on selected soil samples. The tests included
moisture-density determinations, compaction, direct shear and consolidation tests.
Descriptions and results of the laboratory tests are presented in Appendix B,
Laboratory Testing Program.
4.4 Report Preparation
Data obtained from the field exploration and laboratory testing program were
evaluated. Geotechnical analyses were performed and this report was prepared to
present results of the grading plan review, field exploration, findings, conclusions and
recommendations.
5.0 SITE CONDITIONS
5.1 Subsurface Conditions
The subject lots are located on a hillside. The original ground surface elevation ranges
from approximately 1,004 feet at the southwest corner of Lot No. 24 to
approximately 1,070 feet at the top of the hill. The existing ground surface
conditions within the subject lots comprise previously mass graded areas and
undeveloped hillside area. The approximate limits of the mass grading around the hill
is shown in Drawing No.1, Geologic and Test Pit Location Map. The undeveloped
hillside areas are covered with moderate to heavy growth of vegetation. An
approximately 40-foot by 180-foot wide abandoned concrete slab is buried at the
location of the proposed Lots No. 28 through 31 of Tract 24182-1. The mass graded
areas are covered with light vegetation.
Existing topographic and geologic conditions, and proposed ground surface along the
rear yard slopes are depicted in Figures No.2 through 6, Geologic Cross Section. The
frqnt yard areas of the majority of these lots had been mass graded as shown in
Drawing No.1, Geologic and Test Pit Locations Maps. Compacted fills (map symbol
Af) underlie the existing fill areas over Pauba Formation Bedrock (map symbol Qp).
The Pauba Formation bedrock is comprised of mainly weathered, soil-like sandstone
and siltstone with some claystone. The depth of remedial overexcavation within the
limits of these lots prior to placing any fill during mass grading ranged from about five
(5) to 10 feet below existing ground surface.
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The undeveloped areas with the proposed grading limits are underlain by mainly
colluvium (map symbol Qcol) and Paubla Formation Bedrock. The thickness of the
colluvium soils ranges from about three (3) feet to five (5) feet at the locations of the
exploratory test pits. Minor amounts of alluvium soils overlie the Pauba Formation
bedrock in the southern portion of the hill. The colluvium are comprised of mainly
loose silty sand with some clay and sandy silts. The Pauba Formation bedrock, to the
maximum explored depth of eight (8) feet; comprised of mainly soil-like weathered
sandstone and siltstone.
The backyard areas of Lots No. 16, 17,41 and 42 of Tract 24182-1 are underlain by
artificial fills (map symbol Ad associated with De Portola Road construction. These
fills are considered to be undocumented.
Results of relevant laboratory tests performed on representative samples of site soils
are include in Appendix B, Laboratory Testing. A typical gradation of the site soils is
shown in Figure No. B-1, Grain Size Distribution. Results of a laboratory maximum
density test are shown in Figure No. B-2, Compaction Test. The maximum dry
density and the optimum moisture content of the sample tested was found to be
125.4 pounds per cubic-foot (pcf) and 9.0 percent, respectively.
Results of direct shear tests on relatively undisturbed samples of the site soils are
presented in Figures No. B-3 through B-7, Direct Shear Tests. Based on these
results, the effective cohesion and friction angle of the earth materials at the site
range from 0.0 to 176 pounds per square-foot and 23.3 to 36.6 degrees,
respectively.
Results of a consolidation test are shown in Figure B-8, Consolidation Test. Based on
the test results, the coefficient of consolidation (Cc) of the soil-like sandstone
materials is about 0.12.
5.2 Groundwater
Groundwater was not encountered in any of our exploratory test pits. No perched
water seepage conditions were encountered within the test pits. However, perched
water may be encountered during grading around the hill, which may result in
seepage.
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5.3 Excavatability
The subject lots are underlain by soil-like Pauba Formation Bedrock. Based on our
field exploration and previous experience, subsurface materials to the anticipated
depth of excavation should be excavatable with conventional heavy-duty earth
moving equipment.
5.4 Col/apse/Expansion Potential
The colluvial soils overlying the bedrock are generally loose and porous. These
materials are susceptible to significant collapse under load. The underlying bedrock
materials are slightly susceptible to collapse upon wetting.
Based on previous site experience, the expansion potential of the soil-like Pauba
Formation bedrock may range from very low to high depending on the fine content.
The expansion potential of the building pad soils should be evaluated at the
completion of rough grading.
5.5 Slope Stability
Based on the proposed grading plan included as Drawing No.1, Geologic and Test
Pit Location Map, site grading will involve cut and fill slopes on the order of 40 feet
and 10 feet, respectively. These slopes are proposed to be graded at a gradient of
2:1 (horizontal:vertical). Typical cross-sections of the slopes are shown in Figures
NO.2 through 6, Geologic Cross Section. The locations of these cross-sections are
shown on Drawing No.1, Geologic and Test Pit Location Map. Depicted in these
figures are existing ground surface, proposed final grade and the generalized geology
at the location of each cross section.
Based on our field exploration and review of the rough grading plans, the proposed
cut slopes will comprise mainly Pauba Formation bedrock overlain by a thin layer of
colluvium at some locations. The observed generalized bedding orientation is
generally favorable to the orientation of the proposed cut slopes.
A detailed static and pseudo-static slope stability analysis was performed to evaluate
the stability of the proposed cut and fill slopes at the most critical sections shown on
Figure No.3, Geologic Cross Section (B-B') and Figure No.6, Geologic Cross Section
(E-E'). Results of the slope stability analysis are included in Appendix C, Slope
Stability Analysis.
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Based on the results of this analysis, the proposed cut slopes should have a static
and pseudo-static factor of safety of about 2.0 and 1048, respectively against gross
stability. The corresponding factors of safety for the proposed fill slopes are about
2.0 and 1046, respectively.
The gradient of the natural slopes above the proposed cut slopes ranges from about
12: 1 (Horizontal to Vertical) to 3: 1. Based on additional static slope stability
analysis, the surficial stability of these slopes should be at least 1 A.
Based on the proposed grading plans, site grading may result in partial or no removal
of unsuitable colluvial soils from the cut slope faces at some locations. The static
factor of safety of these colluvial soils on a 2: 1 slope is about 1.1 against surficial
failures.
Based on the above results, the proposed cut and fill slopes are grossly stable. The
natural slopes above the proposed cut slopes are also stable against surficial failures.
Natural colluvial soils on a 2:1 cut slopes are marginally stable against surficial
failures.
5.6 Subsurface Variations
Some variations in the continuity and nature of subsurface conditions within the
project site should be anticipated. Because of the uncertainties involved in the nature
and depositional characteristics of the earth material, care should be exercised in
interpolating or extrapolating subsurface conditions between or beyond the test pit
locations.
6.0 GRADING/EARTHWORK RECOMMENDATIONS
6.1 General
This section contains our general recommendations regarding earthwork and site
grading for the subject lots. These recommendations are based on the results of our
field exploration, laboratory testing and data evaluation as presented in the preceding
sections. These recommendations may need to be augmented or modified based on
field observation during grading.
.
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Prior to the start of any earthwork, the areas to be graded areas should be cleared of
all vegetation and debris including .the abandoned concrete foundation at the location
of the Lots No. 28 through 31. Organic and non-organic materials resulting from the
clearing and grubbing operations should be hauled off the site.
All additional fills placed over existing slopes should be keyed into firm and unyielding
materials at the toe. These fills should also be benched into the firm native and/or
existing fill materials.
The final bottom surfaces of all excavations should be observed and approved by the
project geotechnical consultant prior to placing any fill and/or structures. All fills
should be placed on competent native materials as determined by a Converse
representative and in accordance with the recommendations presented in this and the
above-referenced report dated April 26, 1996.
6.2 Overexcavation/Removal
Earthwork in accordance with the proposed rough grading plan will result in cut, fill
and cut/fill transition conditions within the subject lots. The following
overexcavation/removal recommendations are provided as general guidelines for
removal of the surficial loose earth material materials from the grading areas. Actual
overexcavation/removal should be based on field observation during grading.
All overexcavation should be backfilled with compacted native soils. At least the
upper six (6) inches of all excavated surfaces should be scarified and moisture
conditioned, if necessary, and compacted to at least 90 percent relative compaction
as per ASTM Standard D1557-91 prior to placing any fill and/or structures.
The cut Lots No. 18 and 29 through 31 should be overexcavated to a depth of at
least five (5) feet below existino oround surface.
At least the upper 18 to 24 inches of the fill Lots No. 24, 25 and 42 located within
the previously mass graded areas be overexcavated and recompacted prior to placing
any additional fill.
The cut/fill transition lots should be overexcavated to provide at least 2B (feet),
where B is width of footing in feet, below the footing foundations. Assuming a 24
inch-wide footing foundation to be founded to a depth of 18 inches below final
grade, we recommend that the cut/fill transition lots be overexcavated to a depth of
at least five (5) feet be/ow proposed final orade.
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Existing fill along the limits of the mass grading (see Drawing No.1, Geologic and
Test Pit Location Map) around the hill area should be overexcavated to remove
unsuitable materials from the contact zones of the existing fill and native materials.
All additional fills placed over the contact areas should be keyed and benched into
competent existing fill andlor native materials as shown in Figure No.7, Fill Over
Natural Slopes andlor Figure No.8, Typical Fill Over Cut Slope.
The above recommendations are applicable for Lots No. 17 through 42 of Tract
24182-1: For the remainder of the Tract 24182-1 and -2, site grading should include
removal and recompaction of the upper 18 to 24 inches of existing fills before placing
any additional fills. Where existing fill soils will be cut to reach the proposed final
grade, the subgrade soils should be overexcavated andlor scarified, and compacted to
a depth of at least 24 inches below existing grade or 12 inches below proposed final
grade, whichever is deeper.
Removal deeper than that documented in this report may be required based on field
observation during grading. Removal areas will include existing roadway fills during
grading of the lots adjacent to De Portola Road,
6.3 Permanent Slopes
Site grading will include cut and fill slopes on the order of 40 feet and 10 feet. These
slopes are proposed to be constructed at a slope of 2: 1 (horizontal :vertical).
The fill slopes at the backyard of Lots No. 17, 41 and 42 will include placement of
additional fill over existing roadway fills. Earthwork will also include placement of
compacted fill over a steep segment of the existing natural slope at the south side of
the hill. A stabilization fill with a backdrain is recommended along this segment of the
slope. The recommended limits of the stabilization fill and the subdrain location is
shown in Drawing No.1, Geologic and Test Pit Location Map. Two cross-sections
depicting detailed geometry of the recommended stabilization fill are shown in Figure
No.3, Geologic Cross Section (B-B') and Figure No.4, Geologic Cross Section (C-C').
The subdrain should be comprised of a six (6)-inch diameter perforated pipe encased
in a minimum of nine (9) cubic feet per feet of filter materials as recommended in the
above-referenced project geotechnical report dated April 26, 1996. The filter
materials should be wrapped by a Mirafi 140 or equivalent filter fabric. The perforated
drain pipe should be placed at gradient of at least 1.0 percent.
93.81.420.08
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SUPPLEMENTAL GEOTECHNICAL INVESTIGATION
Tract 24182-1 and -2
Temecula, California
@ Converse Consultants
PrOJeCl No
96- 81-420-08
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SUPPLEMENTAL GEOTECHNICAL INVESTIGATION
Tract 24182-1 and -2
Temecula, California
@ Converse Consultants
Project No.
96-81-420-08
Figure No.
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Unsuitable colluvial soils from the faces of the cut slopes may be required to be
removed and replaced as compacted fill. Such replacement or any other fill placed
over cut or natural slopes should be keyed into the competent native materials as
shown in Figure No.7, Fill Over Natural Slopes andlor Figure No.8, Typical Fill Over
Cut Slope.
The buildings should be setback from the slope in accordance with Figure No. 29-1 of
the Uniform Building Code (1994).
7.0 CONCLUSIONS
The following conclusions are based on our review of the proposed grading plans,
field exploration, laboratory testing, data analysislinterpretation, and our previous
experience with similar projects and professional judgement.
. The proposed grading plans, except for Lots No. 17 through 42, are prepared in
substantial compliance with the recommendations provided in our report dated
April 26,1996.
· The Lots No. 17 through 42 are suitable for the proposed development, from a
geotechnical point of view, provided recommendations provided in this
supplemental geotechnical investigation report and the report dated April 26,
1996 are incorporated into grading, design and construction.
· Remedial overexcavation to a depth of above five (5) feet is required for the cut
lots and cutlfill transition lots to either remove unsuitable surficial soils or reduce
significant differential settlement. Actual removal depth should be based on field
observation during grading.
. Site grading will result in significant variations in the fill thickness underneath the
cut/fill lots adjacent to the hills. The thickness of compacted fills within a single
lot adjacent to the hill will range on the order of five (5) to 25 feet. Potential
damages to structures over these cutlfill lots may be reduced by strengthening
structures and foundations such as by constructing post-tensioned slabs or
conventional slabs with stiffened grade beams.
. The proposed cut and fill slopes should be grossly stable under static as well as
dynamic loading conditions. Colluvial soils on 2:1 slopes are considered to be
marginally stable against shallow surficial failures. Sandstone materials, when
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exposed at the slope face, are prone to erosion. Some surficial raveling and
erosion of the slope requiring periodic maintenance should be anticipated.
. All fill over natural and cut slopes should be keyed/benched into competent native
materials as recommended in this report.
. Based on the time elapsed since the completion of previous grading, fill thickness,
consolidation characteristics of the subsurface soils and the results of the
settlement monitoring, it is our opinion that the majority of the primary
consolidation settlement under existing fills has occurred over the subject tracts.
. Final design recommendations should be based on additional investigation of the
actual soil conditions at the completion of rough grading.
8.0 CLOSURE
II
The site development recommendations and limitations except as modified herein,
provided in the above-referenced preliminary geotechnical report dated April 26, 1996
are still applicable. These recommendations include earthwork specifications,
observation and testing during grading, site drainage, slope protection and
maintenance, buried utilities and structural design recommendations.
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Site grading recommendations provided in this and the report dated April 26, 1996,
may need to be augmented or modified based on field observation during grading.
An additional geotechnical report should be prepared to provide final design
recommendations based on additional studies of the actual soil conditions at the
completion of grading.
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REFERENCES
American Society of Testing Materials (ASTM), Annual Books of ASTM Standards,
Volume 04.08 and 04.09.
Converse Consultants (1996), Preliminary Geotechnical Investigation, Eastern and
Southern Portion of the "Meadows", Approximately 800-acre site, City of
Temecula, California, Dated April 26, 1996, prepared by Converse for
Newland Associates, Converse Project No. 96-81-420-01.
Converse Consultants (1997), As Built Geology and Compaction Report of Rough
Grading, Tracts 24182 through 24186 and 24188-1, Paseo Del Sol Master
Planned Community, Temecula, California, Dated August 20, 1997, Prepared
by Converse for Newland Associates, Converse Project No. 96-81-420-03.
0' Hungr Geotechnical Research, Inc. (1992), Clara, Slope Stability Analysis in Two
or Three Dimensions for IBM Compatible Microcmputers, Version 2.31.
International Conference of Building Officials (1994), Uniform Building Code,
Whittier, California.
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APPENDIX A
FIELD EXPLORATION
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APPENDIX A
FIELD EXPLORATION
Our field investigation included a site reconnaissance of the subject tracts and a
subsurface exploration program consisting of five (5) exploratory test pits within the
undeveloped area adjacent to the hill. During the site reconnaissance, the surface
conditions were noted and the locations of the test pits were determined. The test
pits were located using existing topography and boundary features as a guide.
The test pits were excavated using a backhoe equipped with a 24-inch wide bucket.
Soils were continuously logged and classified in the field by visual examination in
accordance with the Unified Soil Classification System. The field descriptions have
been modified where appropriate to reflect laboratory test results.
II
Relatively undisturbed and bulk samples of the subsurface soils were obtained at
frequent intervals in the test pits. The undisturbed samples were obtained using a
hand auger equipped with a Modified California Sampler (2.4-inch inside diameter,
three-inch outside diameter) lined with thin ring samples. The soil was retained in
brass rings (2.4 inches in diameter, one inch in height). The central portion of the
sample was retained and carefully sealed in waterproof plastic containers for
shipment to the laboratory. Bulk soil samples were collected in plastic bags and
brought to the laboratory. Sand Cone tests were also performed at selected depths in
the test pits to determine in-situ density and moisture content of site soils. Results of
the sand cone tests are summarized in Table No. A-1, Summary of Field Density
Test Results.
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Table No. A-1, Summary of Field Density Test Results
Test Pit IT est Depth Moisture (%) Dry Density (pet)
,
Tp.l/l ' 15.2 113.0
TP-1/4' 16.4 108.8
TP-1/6.5' 25.7 96.0
TP-2/2' 7.4 104.0
TP-2/4' 10.3 103.9
TP-2/6' 25.7 92.3
TP-3/l ' 10.5 116.9
Tp.3/3' 7.8 117.,4
Tp.3/5' 10.9 119.6
TP-4/2.5' 17.6 88.7
TP-4/l2.7 12.7 94.9
Tp.4/8' 21.7 87.7
Tp.5/2.5' 11.0 114.2
TP-5/2.5' 13.6 103.4
Tp.5/2.5 10.7 93.5
TP-5/6.0 16.9 104.5
For logs of the test pits, see Drawings No. A-1 through A-5, Logs of Test Pits. A
key to soil symbols and terminology used in the boring logs is included as Drawing
No. A-6, Unified Soil Classification and Key to Boring Log Symbols.
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Log of Test Pit No. TP- 1
Dates Drilled:
4/23/98
Logged by: MBS
Checked by:
40 Ib / 12 inch
MSI
Equipment:
Backhoe/Case 580
Driving Weight and Drop:
Ground Surface Elevation(ft):
1140.0
Depth to Water(ft):
None Encountered
SUMMARY OF SUBSURFACE CONDITIONS , ,
SAMPLES I- :i< I-
0
This log is pan of the repan prepared by Converse for this project and should be 0 S
;:: read together with the repan. This summary applies only at the location of the 0 w
- U LL ce I-
boring and at the time of drilling. Subsurface conditions may differ at other ~ ~
I I locations and may change at this location with the passage of time. The data CfJ I- Z ce
0.. w S ~
I- presemed is a simplification of aelUa] conditions encountered. > '" CfJ W
0.. <(t9 ..J 0 >-;;: I
w ceo ce ~ ..J 0 ceu I-
0 t9..J 0 Cll Cll 2 oE- 0
CQUJNTTJM (lEol) 18 13 118 ds
Silty Sand/Sandy Silt (SMJML): fine - to coarse - grained, with
roots and rock clasts, moist, brown.
"" " " REDRorK' Pauha Fonnation (Qp)
^ )( x "
" " " "
" " " " Silty Sandstone: weathered, fine - to medium - grained, with 39 13 116 ds
5 x x x "
" x x " gravel and rock clasts to 5", brown.
x x x
x x x)(
x )( x x
End of test pit at 7 feet.
No groundwater or seepage encountered.
Trench backfilled and tamped on 4-23-98.
10
15 -
I
SCALE: I Inch;5 reef (H;VI
SKETCH
N75E _
.----..---....--F--..---- .--.-.-.-.-..........-..--.. . .--..... ........... ..-- .__1.. .......--.......-.----..-- -.-
TOE OF SLOPE ,
I
, [WEEDS I
I I
fOLLUVI4t-S 1[7(--- -......--
. .o..~I. -- - - -.!Q~I)
. . I
. . '1
. . I Qp
'.\1'0,,:'
-
~-----I'-- EXISTING
" FILL (At)
"
Qp \
....!m-------.~h~...
I I
- DENSITY TES~r~
DRIVE SiPLE
I I
---..-------..- ------.--.-...--!----.......-..--..--.!.---------.
! I I
' !
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@ Converse Consultants
Project Name.
SUPPLEMENTAL GEOTECHNICAL
INVESTIGATIONiTRACT 24182-1&2
Temecula, California I For: Newland
A<:<:nri:-.tl'<:
Project No.
98-81-420-08
Drawing No.
A-I
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11
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Log of Test Pit No. TP- 2
Dates Drilled:
4/23/98
Logged by: MBS
Equipment:
Backhoe/Case 580
Driving Weight and Drop:
Ground Surface Elevation(ft):
1130.0
Depth to Water(ft):
None Encountered
Checked by:
40 lb / 12 inch
MSI
SUMMARY OF SUBSURFACE CONDITIONS AMPLE I- "if- I-
This log is part of the report prepared by Converse for lhis project and should be 0 S
-;:; read together with the report. This summary applies only at the location of the 0 W
- U l.L a: I-
boring and at the time of drilling. Subsurface conditions may differ at Olher ~ :J Z
I I locations and may change at this location with the passage of time. The data (J) I- a:
0- W S :J
I- presemed is a simplification of actual conditions encountered. > ><: (J) W
0- <((9 -' 0 >-~ I
W a:O a: :J -' 0 a: " I-
0 (9-, 0 a:l a:l :2; 0.3- 0
5
" ,
, , ,
" ,
>< " ><
x x x
x ^ ^
" ,
" ,
" ,
A I I I IVTlIM (Q1Il}
Sandy Silt (ML): fine - grained sand with roots, loose, moist,
brown.
: REOROf:K' Pallha FOnTIatlon (Qp)
: Sandstone: weathered, fine - to medium - grained, poorly
':graded to well graded, some lenses and layers of gravel and
":clasts, moist, brown.
siltY -SandSiOne: -w-eafuer-ed:' fine: -tomed,um~' gramed,- c-IastS-,- -.
brown.
End of test pit at 6.5 feet.
No groundwater or seepage encountered.
Trench backfilled and tamped on 4-23-98.
10
15
SCALE, I Inch= 5 feet IH=Vl
SKETCH
TlNG
SlOPE
WE OS
12
7 102 ma,c
max
26
8 107
N30E -
BUILDING PAD
,""" ...,
Qal
0 "
: '. Qp
c
, I
I -r
~ D
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;-
~
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.---
,
... . ;.~
,,'.y. r Qp
DENSITY TEST ~
/
. DIVE SAMPlE
~ Converse Consultants
Project Name.
SUPPLEMENTAL GEOTECHNICAL
INVESTIGATIONITRACT 24182-1&2
Temecula. California I For: Newland
A.<:<:nri::1t...<:
~
Project No.
98-81-420-08
Drawing No.
A-2
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Log of Test Pit No. TP- 3
Dates Drilled:
4/23/98
Logged by: MBS
Equipment:
Backhoe/Case 580
Driving Weight and Drop:
Ground Surface Elevation(ft):
1130.0
Depth to Water(ft):
None Encountered
Checked by:
40 Ib / 12 inch
MSl
SUMMARY OF SUBSURFACE CONDITIONS ' I
SAMPLES f- ~ f-
I 0 3:
This log is pan of the report prepared by Converse for this project and should be
- read together with the repon. This summary applies only at the location of the 0 UJ
:s u u. 0: f-
boring and at the rime of drilling. Subsurface conditions may differ at orher ~ ::J
I I locations and may change at this location with the passage of time. The data CJ) f- Z 0:
a. UJ 3: ::J
f- presented is a simplification of actual conditions encountered. > ><: CJ) UJ
a. <(0 ...J 0 0 >-;;:- I
UJ 0:0 0: ::J ...J 0:" f-
0 O...J 0 ro ro 2 oE, 0
5
X)( x x
x )( x x
x x x x
x x ><)(
x x x)(
x x x)(
)()( x)(
rOT T T IVTT 1M (Qcol}
Silty Sand (SM): fme - to medium - grained, with clay, porous
with small pinhole size voids, roots and animal burrows near
surface, moist, brown to dark brown.
BEDROCK' V.lIh. Form.tion (Qp)
Silty Sandstone: weathered, fine - to medium - grained,
massive, some clay binder, occassional clasts. brown to light
brown.
End of test pit at 6 feet.
No groundwater or seepage encountered.
Trench backfilled and ramped on 4-23-98.
10
15 l
SCALE, I inch;5 reef (H;VI
SKETCH
25/10' 5 119
45 10 125
I
FENCE POS I I
.---- ..-----..-.-----..-..r..-.-..-----.---.I"".--------..-..------ .-
I
DENSITY TEST--:1
[J
Qcol
-----.-.- --~
..-.-.- .-...--.-.------.....---. .-.-.-.-..---..--..-...-..-.....i....
- ____ I
I "., ~
l . Qp
o .
_,.t:. ".
Qp
----
---...
DRIVE SAMPLE
-. "
----------1-------------- ---.---------r-
- ---
--~~--~!
~ Converse Consultants
Project Name.
SUPPLEMENTAL GEOTECHNICAL
INVESTIGA T10NrrRACf 24182.1&2
Temecula, California I For: Newland
A~~nri~t~~
"
----.-.------j---
I
I
Project No.
98-81-420-08
Drawing No.
A-3
Y"
I
Dates Drilled:
4/23/98
I
Equipment:
Backhoe/Case 580
I
Ground Surface Elevation(ft):
1135.0
Log of Test Pit No. TP- 4
Logged by: MBS
Driving Weight and Drop:
Checked by:
40 Ib / 12 inch
MSI
Depth to Water(ft):
None Encountered
SUMMARY OF SUBSURFACE CONDITIONS ~AMPLES I- >R l-
I 0
This log is pan of the report prepared by Converse for lhis project and should be a S
.:= read together with the report. This summary applies only at the location of [he 0 LU
U LL a: I-
boring and at [he 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 CJ) I- a:
0.. LU S ::J
I- presented is a simplific~[ion of actual conditions encountered. > ~ CJ) LU
0.. <<<.9 -' a >-;;:- I
LU a:a a: ::J -' a a: " I-
0 <.9-, 0 co co 2 o.s, a
I
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cm I ITVlTTM (Qcol)
Silty Sand/Sandy Silt (SMIML): fine - to medium - grained,
roots, an imal burrows, buried fence post, moist, brown.
BEOROCK' P,uh, Fonn,tion (Qp)
Sandstone: weathered, fine -' to medium - grained, massive,
moist, brown.
I
5
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10
End of test pit at 8 feet.
No groundwater or seepage encountered.
Trench backfilled and tamped on 4-23-98.
I
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15
SCALE: I Inch= 5 feet (H=Vl
I
I:
I.
";-...
II
II
II
\ :
,I
-....
"
I
DENSITY TEST ----0
.1
I
DRIVE SAMPLE
I
Qp
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@ Converse Consultants
I
SKETCH
Qeol
Q"'---
"
"
I
"- '
. '." I
Qp' .', "~
I
1
Project Name.
SUPPLEMENTAL GEOTECHNICAL
INVESTtGA TtON/TRACT 24182,1&2
Temecula. California I For: Newland
A ~~nri'lfl"~
Project No.
98-81-420-08
12
11 113 ds
24
10
98 ds
N55W_
Drawing No.
A-4
?)
I
Log of Test Pit No. TP- 5
Dates Drilled:
4/23/98
Logged by: MBS
Checked by:
40 Ib / 12 inch
MSI
I
Equipment:
Backhoe/Case 580
Driving Weight and Drop:
I
Ground Surface Elevation(ft):
1135.0
Depth to Water(ft):
None Encountered
I
SUMMARY OF SUBSURFACE CONDITIONS ,
SAMPLE I- oR I-
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
- U u. 0: I-
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 [he passage of rime. The data (jJ I- 0:
a. w S ::J
I- presented is a simplification of actual conditions encountered. > ><: (jJ w
a. <(('J ...J 0 >-;;:- I
w 0:0 a: ::J ...J 0 0:" I-
0 ('J...J 0 <0 <0 2 0.3- 0
FIT T (At?) 12 11
Silty Sand (SM): fine - to medium - grained, moist, muttled, 101
loose to medium dense, brown. r 18 8 105 ds
5
25 12 105
End of test pit at 7 feet.
No groundwater or seepage encountered.
Backfilled and tamped on 4-23-98
10
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15
I
SCALE: I Inch=S feet (H=Vl
SKETCH
N20E -
I
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Fill SLOPEl I
----.------1--....-.....-------. r- r PROPOSEDIFILl
_!__--1-1-_ _
I
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DRIVE SAMPLE
I
?
OEOF
I SLOPE
I
~______~f21______L- ?
I I I
I I DEEPENED TRENCH
J. I FOR nilRO TESlj
EXISTING
Fll(Af)
\'- /
-::'
\ 1-/ ,;
"" 11/
I
-.-___._______.....1_.._______.....___...._.....__.____
,
_"_"I__
I
I
~ Converse Consultants
Project Name.
SUPPLEMENTAL GEOTECHNICAL
INVESTIGATION/TRACT 24182-1&2
Temecula, California I For: Newland
A ~<:nri~rp.<:
Project No.
98-81-420-08
Drawing No.
A-5
7A
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SOIL CLASSIFICATION CHART
MAJOR DIVISIONS SYMBDLS IYPICAL
GRAPH LETTER DESCRIPTIONS
.'.'.0. .....-""""........
CLEAN 000 GW cw.'oU - SoI.ND WDm.IItf3,
GRAVEL GRAVELS 0-0.0.0 um.E OR NO f'I€S
AND
GRAVELLY (umE OR NO GP POORLY....cIWlEII cw.VELS.
SOILS FlNES) lORA'JEl. - SAND WlXT1.RES.
um.E OR NO FN3
COARSE GRAVELS GM SOY lORAVEl.$, l;RA.'o'El,.-
GRAINED tr.40RE THAN 50% WITH FlNES $IKl-SLT~
SOILS OF COARSE
FRACTlON
RETAINED ON &APPRECIA8L.E GC aAYEY CRA'o'D..$, CMVEL -
NO. 4 SIEVE At.! UNT Of FINES) SAND - ClAY IolDCT\MES
MORE THAN SOX
OF MATERIAl.
IS LARGER
THAN NO. 200
SIEVE SIZE
FlNE
GRAINED
SOILS
l.lORE mAN sox
OF WATERLIJ..
IS sw.u.ER
THAN NO. 200
SIEVE SIZE
CLEAN SANDS
SAND
AND
SANDY
SOILS
(umE OR NO
FINES)
SW WELL-QRADEI)~os.
roRA'JELly !WIllS, um.E OR
"" ....
SP POOIl1.Y-cRADED $lHlS,
Q!AVEl..I..Y WID, urnL OR
"" ....
SM SUY 5N<<lS, So\ND -:5I.T
""""'"
SC CLAYEY s.\NnS, SANtI - aAY
"""""
NORGAHIC SIJ$ NlO VERT
ML FN: SANlJS, R<XX f1.OI.M.
SILlY OR QAY[Y FH.:
_llRa.AmSUSMlKlIl.DfT
NJACNllC QA'YS Of" LOWlD
CL ......"'^""".
'*Yl1.LYaAYS, $l.N0'l'
ClAYS, SIt.JY ClAYS, LEAN CLA'l'S
OL ORCANI: $US 1HJ ORCAHIC
SIlTY aAYS Of" LOW
......,.".,
MH -""''''''''''''
OIII~flNESAND
011 $I..T'/' SOLS
CH IN:;lRCA.NIC aAYS Of" HOlP1.ASTClY
OH ORCANI: aAYS OIF IolEOIJIlltl
1IIQtPlAS'nCfTT,OACI.NC
"'"
PT F'tAT,HlUJ$,5'IINII"SOCLS
WlTlil<<.:HOflGANI:COtm>ll'5
NOTE: DUAl sn.laOLS ARE USED TO INDICATE BORDERUHE SOIl ClASSlFlCATIONS
~UP1. lYP.
c:.a.I.IO mN. ~ l.lnl-lnn
AS110l 0-1557-91 StandQn:l Tut Wethod
!qANrwm PF"NF'T1UTInN rr<rr
Spilt b<u-r.l IIOmplw In oecorda~ with
AS1V 0-1 ~88-84 Standord T.at IolMhod
Z!Ht~"'1P::"9~L42;81.~.. ~:lw. driven
DR~ ~uP'r No ~
O!~JRArn RlllK "'-'UP!.
GROlJNOWAn:ll WHll F' DRillING
CROIINnw...~ An1=R DRIIIINC
MORE THAN 50"
OF' COARSE
FRACTlON
PASSING ON
NO. 4 SIEVE
SANDS WITH
FINES
BORING LOG SYMBOLS
SUPPLEMENTAL GEOTECHNICAL
Tract: 24182-1 &2, Temecula. Colifornio
For: Newlond Associates
(APPRECLA.8LE
AMOUNT OF' FINES)
SILTS
AND
CLAYS
UQUJD
UMIT LESS
""" 50
lABORATORY' TESTING ABBREVIATIONS
(k:U;:':hown In Appendix B)
C1 A.~FlCAT10N
Plosticity
Crain S'IZ. Anolyeie
PO"Ir\9 No. 200 51_
SQnd Equivalent
Specific Gravity
U:pcIlU1lon Indu
Compoetlon Curve
pi
~
wo
H
.,
"
m~
.smE!IliJJj
Pock.ri PIII"1.trometer
Direct Sheer
Direct Sheer (Bingl. point)
Unconrmed Comprell8ion
Trioxlol Compra8ion
Yon. Shear
,
d.
do'
"
'"
w
SILTS
AND
CLAYS
UQUlD UNIT
GREATER THAN
50
CON~ IOATlON
~i:~F'9,)iVAIIIF
CHFUIC'.AI ANA! ~I~
flFt":'TR'1r.J.1 Rf":;l<;'TMTY
,
",
,
"
"
HIGHLY ORGANIC SOILS
I
UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOG SYMBOLS
I
.~
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C:\Ilom.\~~
Project No.
INVESTIGATION
98-81 -420-08
Converse Consultants
Drawing No.
~
A-6
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APPENDIX B
LABORATORY TESTING PROGRAM
?jIJ
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APPENDIX B
.
LABORATORY TESTING PROGRAM
Representative samples of the site soils were conducted for the purpose of evaluating
their 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 Drv Densitv
Data obtained from these tests, performed on relatively undisturbed ring samples
obtained from the field, was used to aid in the classification and to provide qualitative
information regarding strength and compressibility. The percent of moisture as a
function of dry weight, and the dry density in units of pounds per cubic foot (pcf) are
provided in the right-hand columns on the exploratory test pit logs.
Grain-Size Analvsis
A representative sample was tested in accordance with the ASTM Standard D422-61
to determine its grain-size distribution. The grain-size distribution is used to aid in the
classification of the soils. Tests results are presented in Figure No. B-1, Grain-Size
Distribution.
Laboratorv Maximum Densitv and Optimum Moisture Tests
A laboratory maximum density and optimum moisture content test was performed on
a representative bulk samples of the site soils. This tests was performed in
accordance with the ASTM Standard D1557-91, Method A procedure. The results
are presented in Figure No. B-2, Compaction Test.
Direct Shear Tests
A total of five (5) direct shear tests were performed on representative relatively
undisturbed ring samples of the site soils. Individual rings were soaked prior to
shearing. Each ring was sheared under a given normal stress and at a constant rate
of strain. Three rings, each under a different normal load, were tested for each test
to determine the shear strength properties. Results of the tests are presented on
Figures No. B-3 through B-7, Direct Shear Test.
93-B1 -420.0B
Converse Consultants
ICCI ENTIO FFIC EIJO BF] LEIN EWLAN DI96-420\96-420-6. SG] R
B-'
"?"\
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Consolidation Test
A representative undisturbed sample of the Pauba Formation bedrock material was
tested to evaluate the settlement characteristics of on-site soils. 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 upward drainage. The specimen was then loaded with
normal loads. Resulting vertical deflections were recorded at various time periods.
The load was increased after the sample reached a reasonable state of equilibrium.
The sample was 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 Figure No. B-8, Consolidation Test.
Sample StoraQe
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.
93-81-420-08
Converse Consultants
\CC I ENT\O FFI CE\JOBFI LE\NEWLA N D\96-420\96-420-6. SG IR
B-2
7Jb
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COBBLES
UNIFIED SOIL CLA.SSIFICATION
GRA VEL SAND
COARSE FINE COARSE
SILT OR CL4Y
U.S. SIEVE SIZE IN INCHES
HYDROMETER
3
3/4 3/8 4
10 20 40 60 140 200
100
"'""-
\
(Q
1\
,
1\
1\
~
\
~N
1 1 I'
80
E-<
:c
Cl
-
""
;;:.
>-
m 60
Cl
z
-
Ul
Ul
~
D..
E-< 40
z
""
u
cr::
w
D..
20
o
10'
100
10-2 10-"
102
10 1 10-1
GRAIN SIZE IN MILLIMETER
SYMBOL BORING
o TPZ/Blk 1
DEPTH
(it)
0-5
DESCRIPTION
Silty Sand (SM)
GRAIN SIZE DISTRIBUTION
o
20 E-<
:c
Cl
-
w
:;=
>-
m
40 Q
W
Z
-
<r:
E-<
""
cr::
60 E-<
Z
""
U
cr::
w
D..
80
Tract 24184-1 and -2
For: Newland Associates
Project No.
96-81-420-08
Converse Consultants Inland Empire
Figure No. 1
?o..
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"-- 130
u
0..
Z
-
b
:r:
0
&l 125
>=
t;
Z
~
>-
Cr:
Q 120
SAMPLE DEPTH
SYMBOL LOCATION (it)
o TP2/Blk 1 0-5
140
1\
\
'\
\
\ 100 PE
SPECIFl
\
e;..--... 1\
/ \ \
<3 ~ 1\ \
\ \
\ \
1\
\
135
RCENT SATURATION
C GRAVITY = 2.70
115
110
o
5 10 15
MOISTURE CONTENT IN PERCENT
20
DESCRIPTION
TEST
METHOD
OPTIMUM MAXIMUM DRY
MOISTURE (50) DENSITY (pc!)
Silty Sand (SM)
o I 557(A)
9.0
125.4
COMPACTION TEST
Tract 24186-1 and -2
For: Newland Associates
Project No.
96-81-420-08
Converse Consultants Inland Em.pire
Figure No. B-2 ~
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11
2.0
/
~ /v
/'
V
/ /
~
Ul
~
z
Ul
g] 1.0
0::
E-<
Ul
0::
~
'"
::r;
rn
.0
.0
1.0
2.0 3.0
NORMAL STRESS IN KSF
4.0
5.0
4.0
~
rn
~
Z
~
Ul
Ul
'" 2.0
0::
E-<
rn
0::
~
'"
;r::
rn
^-
;( v~ I I I I
~
~ ~ 1
~
0
.0
.0
.2
.3
.1
.4
.5
HORIZONTAL DEFORMATION IN INCH
BORfNG/SAMPLE : TP-1/S1 DEPTH. (It)
DESCRIPTION : Silty Send (SM)
STRENGTH INTERCEPT (ks!) .000
FRICTION ANGLE (degree) 29.7
1-2
(PEAK STRENGTH)
(PEAK STRENGTH)
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYMBOL CONTENT (,,;) (pef) RATIO STRESS (ksf) SHEAR (ksf) SHEAR (ksf)
0 14.0 120.9 .393 1.00 .57 .54
0 19.5 113.6 .483 2.00 1.11 1.01
6. 19.2 113.6 .483 3.00 1.73 1.61
DIRECT SHEAR TEST
Tract 24186-1 and -2
For: Newland Associates
Project No.
96-81-420-08
Converse Consultants Inland Empire
Figure No. B-3
1>.\
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4.0
/'
V
/
/
roo.
Ul
~
z
Ul
g] 20
C<::
E-
Ul
C<::
~
'"
~
Ul
.0
.0
10.0
2.0
4.0 6.0
NORMAL STRESS IN KSF
8.0
4.0
""'
Ul
~
Z
~
Ul
Ul
IC=l 2.0
C<::
E-
Ul
C<::
<:
IC=l
::r:
Ul
~
", 1
~ ~~ ~
-
~----'
r'
~ y:7
o
.0
2
.3
.1
.4
.5
HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE : TP-1/S2 DEPTH (It)
DESCRIPTION : Silty Sandstone
STRENGTH INTERCEPT (ksf) .160
FRICTION ANGLE (degree) 36.3
4-5
(PEAK STRENGTH)
(PEAK STRENGTH)
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYMBOL CONTENT (%) (pef) RATIO STRESS (ksf) SHEAR (ksf) SHEAR (ksf)
0 18.5 110.5 .524 1.00 .88 .51
0 17.7 109.7 .536 2.00 1.56 1.48
6 17.5 109.9 .533 3.00 2.34 2.12
DIRECT SHEAR TEST
Tract 24186-1 and -2
For: Newland Associates
Project No
96-81-420-08
Converse Consultants Inland En~pire
Figure No. B-4
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HORIZONTAL DEFORMATION IN INCH
BORING/SA);JPLE : TP-4/S1 DEPTH (a)
DESCRIPTION : Sandy Sill (Ml)
STRENGTH INTERCEPT (ksf) .055
FRICTION ANGLE (degree) 23.3
2-3
(RESIDUAL STRENGTH)
(RESIDUAL STRENGTH)
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYMBOL CONTENT (%) (pef) RATIO STRESS (ksf) SHEAR (ksf) SHEAR (ksf)
0 29.9 95.2 .756 1.00 .52 .49
0 3c..B 92.5 .808 2.00 1.00 .91
'" 4-0.7 90.7 .844- 3.00 1.4:- 1 .35
DIRECT SHEAR TEST
Tr2ct 2-.1162-1 and .,
for: Ne'.vl.~=-ld Asscciates
PrClject. No.
96-61-420-C8
Converse Consultants Inland Empire
Figu:.e No. 8-5
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HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE : TP-4/S2 DEPTH (It) 7-8
DESCRIPTION : Sandstone
STRENGTH INTERCEPT (ksf) .176 (PEAK STRENGTH)
FRICTION ANGLE (degree) 36.6 (PEAK STRENGTH)
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYMBOL CONTENT (%) (pet) RATIO STRESS (ksf) SHEAR (ksf) SHEAR (ksf)
0 J2.1 90.4 .86J 1.00 .91 .68
0 J2.5 97.6 .727 200 1.68 1.50
" 26.9 96.1 .754 300 2.40 2.21
DIRECT SHEAR TEST
Tract 24186-1 and -2
For: Newland Associates
Project No.
96-81-420-08
Converse Consultants Inland Empire
Figure No. 8-6
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HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE : TP-5jS2 DEPTH (It)
DESCRIPTION : Silty Sand (SM)
STRENGTH INTERCEPT (ksf) .119
FRICTION ANGLE (degree) 27.2
3-4
. (PEAK STRENGTH)
(PEAK STRENGTH)
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYMBOL CONTENT (%) (pel) RATJO STRESS (ksf) SHEAR (ksf) SHEAR (ksf)
0 15.1 97.4 .717 1.00 .64 .63
0 14.7 94.4 .771 2.00 1.13 1.10
6 18.9 89.2 .875 3.00 1.67 1.62
DIRECT SHEAR TEST
Tract 24182-1 and -2
For: Newland Associates
Project No.
96-81-420-08
Converse Consultants Inland Empire
Figure No. B-7
A.-6
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LOAD IN KIPS PER SQUARE FOOT
1 10
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DESCRIPTION
Sandstone
MOISTURE
CONTENT (%)
DRY DENSITY
(pet)
PERCENT
SATURATION
VOID
RATIO
INITIAL
FINAL
6.5
20.2
98.1
105.3
24
91
.719
.602
Note: Solid circles indicate readings after addition of water
CONSOLIDATION TEST
Tract 24182-1 and -2
For: Newland Associates
Project No.
98-81-420-08
Converse Consultants Inland Empire
Figure No. B-8 AlP
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APPENDIX C
SLOPE STABILITY ANALYSIS
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APPENDIX C
SLOPE STABILITY ANALYSIS
Stability analyses of the proposed cut and fill slopes were performed for both
static and pseudo-static conditions. A repeatable high peak horizontal
acceleration of 0.15g was used for the pseudo-static analysis. The computer
program "CLARA," developed by 0' Hungr Geotechnical Research, Inc., of
Vancouver, Canada, was used to perform these analyses. This program offers the
option of using various material strength and geometry to model the sliding
surfaces.
The cut slope at section B-B' shown in Drawing No.1, Geologic and Test Pit
Location Map, was analyzed as a three (3) material system comprising colluvium
and fills over Pauba Formation bedrock. Results of the slope stability analysis
with selected shear strength parameters and unit weights for soils are included in
this appendix. The Colombo's isotropic material strength model was adapted for
this analysis. The slopes stability analysis was performed in accordance with
Bishop's simplified method.
The cut slope at section E-E' was analyzed for static as well as pseudo-static
stability. The location of the section E-E' is shown in Drawing No.1, Geologic
and Test Pit Location Map. The fill slope was modeled as a two layer system
comprising fill over Pauba Formation bedrock. Results of the slope stability
analysis with selected soil unit weight and shear strength parameters are also
included in this appendix. Based on the results of this analysis, the proposed fill
slopes should have a static and pseudo-static factor of safety of about 2.0 and
1.46, respectively.
The stability of the cut slopes may need to be reevaluated based on field
observation during grading.
93~81 ~420~08
Converse Consultants
IC CI ENTIOFFICEIJO BFILEINEWLAND\96~42019 6~420~6. SGIR
C-1
11
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Converse Consultants, Irvine, California
CLARA - SLOPE STABILITY ANALYSIS
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Project:
Data File:
Data Set:
Tract 24182-1 and -2
4208a.CLA Analysis by: MSI
MSI
Da t e: 05 -13 -1998
RUN IDENTIFICATION LABEL: Static Analysis (Section B-B')
Number of Active Columns 16
Max. No. Columns in Y-dir. 16
Slide Volume........... 9.37E+02
Weight of Slide Mass... 1.07E+05
Sliding Surface Area... 9.96E+01
Earthquake Acceleration 0.00
Axis of Rotation Y-coordinate
Axis of Rotation Z-coordinate
Total Water Trust Force .....
Unbalanced Transverse Force .
Z-coord. of unbalanced force
-Nega t i ve Norm. Forces O. 00 %
160.00
230.00
O.OOE+OO
1.81E+00
134.66
OF WEIGHT
!! NUMBER OF WARNINGS ISSUED CONCERNING THE PRESENT SOLUTION: ... 1
FACTOR OF SAFETY: Bishop's...
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
2.078
SUMMft_RY OF ~ATERIAL PFD DISCONTINUITY PROPERTIES
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
NO.
LABEL
UNIT
WEIGHT
AI MA.TERIALS:
1 Pauba Format
2 Colluvium
3 Fill
115.00
110.00
125.00
150.0
50.0
100.0
COHESION
BOR. VERT.
FRICTION
HOR. VERT.
PORE-PRESS.
R.Zl.TIO* B-BAR
150.0
50.0
100.0
35.0
23.0
25.0
35.0
23.0
25.0
0.00
0.00
0.00
0.00
0.00
0.00
NOTES:
Material layers are numbered from bottom up
Negative integer signifies the applicable piezometric surface number
*
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FILE 4208a.CLA,
x =
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CRITICAL SLIP SURFACE
F. S. (Static) ~ 2.0
ONE DIVISION
SECTION B-B'
40
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Converse Consultants, Irvine, California
Ch~RA - SLOPE STABILITY ~~ALYSIS
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Project:
bata File:
Data Set:
Tract 24182-1 and -2
4208a.CLA Analysis by: MSI
MSI
Date: 05-13-1998
RUN IDENTIFICATION LABEL: Static Analysis (Section B-B')
Number of Active Columns 16
Max. No. Columns in Y-dir. 16
Slide Volume........... 9.37E+02
Weight of Slide Mass ... 1.07E+05
Sliding Surface Area... 9.96E+Ol
Earthquake Acceleration 0.15
Axis of Rotation Y-coordinate
Axis of Rotation Z-coordinate
Total Water Trust Force .....
Unbalanced Transverse Force .
Z-coord. of unbalanced force
Negative Norm. Forces 0.00 %
160.00
230.00
O.OOE+OO
1.68E+00
134.39
OF WEIGHT
!! NUMBER OF WARNINGS ISSUED CONCERNING THE PRESENT SOLUTION: ... 1
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
FACTOR OF SAFETY: Bishop's...
1.486
SUMMARY OF MP.TERIAL AND DISCONTINUITY PROPERTIES
NO.
LJI.BEL
UNIT
WEIGHT
COHESION
HOR. VERT.
FRICTION
HOR. VERT.
PORE-PRESS.
RATIO* B-BAR
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
AI MATERIALS:
1 Pauba Format
2 Colluvium
3 Fill
115.00
110.00
125.00
150.0
50.0
100.0
150.0
50.0
100.0
35.0
23.0
25.0
35.0
23.0
25.0
0.00
0.00
0.00
0.00
0.00
0.00
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
NOTES:
Material layers are numbered from bottom up
Negative integer signifies the applicable piezometric surface number
*
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FILE 4208a.CLA,
Op
x =
II
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Op
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~ CRITICAL FAILURE SURFACE
F. S. (pseudo - Staticl ~ 1.48
o
ONE DIVISION
40
SECTION 8-8'
6Z,
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Converse Consultants, Irvine, California
CLARA - SLOPE STABILITY ANALYSIS
-------------------------------------------------------------
Project:
Data File:
Data Set:
and -2
Analysis by: MSI
Tract 24182-1
4208Fill.CLA
MSI
Date: 05-13-1998
RUN IDENTIFICATION LABEL: Static Analysis (Section E-E')
Number of Active Columns 8
Max. No. Columns in Y-dir. 8
Slide Volume '" ........ 6.48E+01
Weight of Slide Mass... 7.13E+03
Sliding Surface Area... 2.45E+01
Earthquake Acceleration 0.00
Axis of Rotation Y-coordinate
Axis of Rotation Z-coordinate
Total Water Trust Force .....
Unbalanced Transverse Force .
Z-coord. of unbalanced force
Negative Norm. Forces 0.00 %
131.00
168.00
O.OOE+OO
1.21E-01
142.00
OF WEIGHT
!! NUMBER OF WARNINGS ISSUED CONCERNING THE PRESENT SOLUTION: ... 1
-------------------------------------------------------------------------
FACTOR OF SAFETY: Bishop's...
2.008
SUMMARY OF MATERIAL AND DISCONTINUITY PROPERTIES
NO.
LABEL
UNIT
WEIGHT
COHESION FRICTION
HOR'. VERT. HOR. VERT.
PORE-PRESS.
RATIO* B-BAR
-------------------------------------------------------------------------
AI MATERIALS:
1 Pauba Format 110.00
2 Fill 110.00
150.0
100.0
150.0
100.0
35.0
25.0
35.0
25.0
0.00
0.00
0.00
0.00
-------------------------------------------------------------------------
*
NOTES:
Material layers are numbered from bottom up
Negative integer signifies the applicable piezometric surface number
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SECTION E - E'
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CLARA - SLOPE STABILITY ANALYSIS
--------------------------------------------------------------------
Project:
Data File:
Data Set:
Tract 24182-1
4208Fill. CLA
MSI
and -2
Analysis by: MSI
Date: 05-13-1998
RUN IDENTIFICATION LABEL: Pseudo-Static Analysis (Section E-E')
Number of Active Columns 9
Max. No. Columns in Y-dir. 9
Slide Volume........... 9.44E+Ol
Weight of Slide Mass... 1.04E+04
Sliding Surface Area... 2.72E+Ol
Earthquake Acceleration 0.15
Axis of Rotation Y-coordinate
Axis of Rotation Z-coordinate
Total Water Trust Force .....
Unbalanced Transverse Force .
Z-coord. of unbalanced force
Negative Norm. Forces 0.00 %
134.00
168.00
O.OOE+OO
1.49E-Ol
141.64
OF WEIGHT
!! NUMBER OF WARNINGS ISSUED CONCERNING THE PRESENT SOLUTION: ... 1
-------------------------------------------------------------------------
FACTOR OF SAFETY: Bishop's...
1.461
SUM~~~Y OF MATERIAL AND DISCONTINUITY PROPERTIES
NO.
LABEL
UNIT
WEIGHT
COHESION FRICTION
HOR. VERT. HOR. VERT.
PORE-PRESS.
RATIO* B-BAR
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
AI M.ATERIALS:
1 Pauba Format 110.00
2 Fill 110.00
150.0
100.0
150.0
100.0
35.0
25.0
35.0
25.0
0.00
0.00
0.00
0.00
-------------------------------------------------------------------------
*
NOTES:
Material layers are numbered from bottom up
Negative integer signifies the applicable piezometric surface number
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CRITICAL SUP SURFACE
F. S. {Pseudo - Staticl ~ 1 .46
-
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ONE DIVISION ~ 40
SECTION E - E'
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