HomeMy WebLinkAboutGeotechnicalInvestigation(Jan.17,1989)
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Converse Consultants Inland Empire Consulting Engineers
and Geologists
630 East Brier Drive, Suite 100
San Bernardino. California 92408
Telephone 7141889.8004
FAX 714 889.4830
(i
GEOTECHNICAL INVESTIGATION
TENTATIVE TRACT 24134
PLANNING AREAS 18, 33 and 34
PORTION OF THE MEADOWS
RANCHO CALIFORNIA, CALIFORNIA
PREPARED FOR
Rancho California Development Company
Post Office Box 755
28250 Vnez Road
Rancho California, California 92390
CCIE Project No. 88-81-148-01-F
January 17, 1989
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A Wholly Owned Subsidiary of
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Converse Consultants Inland Empire
Consulting Engineers
and Geologists
630 East Brier Drive, Suite 100
San Bernardino, California 92408
Telephone 714/889-8004
FAX 714 889.4830
(i
January 17, 1989
Rancho California Development Company
Post Office Box 755
28250 Vnez Road
Rancho California, California 92390
Attention: Mr. Csaba F. Ko
Subject: GEOTECHNICAL INVESTIGATION
Tentative Tract 24134
Planning Areas 18, 33 and 34
Western Portion of "The Meadows"
Rancho California, California
CCIE Project No. 88-81-148-01-F
Gentlemen:
Enclosed are the findings of our geotechnical investigation
performed for Planning Areas 18, 33 and 34 which are a portion of
The Meadows Master Planned Community in Rancho California,
California. A preliminary "Slope Stability Analysis" letter dated
December 30, 1988 was written for this tract to expedite the
County submittal process.
Subsurface materials encountered in the exploratory excavati ons
genera lly cons i sted of loose to medi urn dense granul ar sediments
and soft sandstone bedrock of the Pauba Formation. There are some
small landslides and zones of existing roadway fill within this
tract. Groundwater was not encountered in the exploratory borings
within this tract.
Results of our investigation indicate that the site is suitable
for the proposed residential development, provided that the
recommendations contained herein are incorporated into final
development plans. Development of the tract will involve
conventional mass grading. Anticipated depths of overexcavation
in proposed fill areas are indicated on the enclosed maps and
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A Wholly Owned Subsidiary 01
Th.. r.n(}vpro:p Prnfp<;<:;innRI (.;rnlln
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Rancho California Development Company
CCIE Project No. 88-81-148-01-F
January 17, 1989
Page 2
discussed in the appropriate sections of this report. Con-
ventional 2:1 (horizontal to vertical) cut and fill slopes are
proposed, with structure setbacks as recommended herein. Spread
footings may be used to support the proposed residential
structures.
We appreciate this opportunity to be of service. If you have any
questi ons, please feel free to contact the unders i gned or Mr.
David Simon.
Very truly yours,
Robert M. Pride,
President
RMP/DBS/TCB:88y
Dist: 5/Addressee
l/Robert Bein, William Frost and Associates
l/Dr. Roy J. Shlemon
l/Mr. Robert Dieudonne (Costain Homes)
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Th..., C. B""'~~
Project Engineer
CEU II?/
Converse Consultants Inland Empire
PROFESSIONAL REGISTRATION
For: CCIE Project No. 88-81-148-01-F
Dated: January 17, 1989
Thi s report has been prepared by the
staff of Converse Consultants Inland
Empire under the professional direction
of the Senior Geologist and Project
Engineer whose seals and signatures
appear hereon.
The findings, recommendations, speci-
fications or professional oplnlons are
presented, within the limits prescribed
by the client, after being prepared in
accordance with generally accepted
professional engineering and engineer-
ing geologic practice. There is no
other warranty, ei ther express or
implied.
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TABLE OF CONTENTS
GEOTECHNICAL INVESTIGATION
PORTION OF THE MEADOWS
RANCHO CALIFORNIA, CALIFORNIA
CCIE PROJECT No. 88-81-148-01-F
1.0 INTRODUCTION.. . .
2.0 PROJECT DESCRIPTION
2.1 Existing Site Conditions
2.2 Proposed Development
3.0
SCOPE OF INVESTIGATION. .
3.1 Site Reconnaissance.
3.2 Field Exploration. .
3.3 Laboratory Testing. .
3.4 Research, Analyses and
. . .
Report.
4.0 SITE GEOLOGY. . . . . . . . . . . .
4.1 Earth Materials. . . . . . . . . . . .
4.1.1 Pauba Formation (Map Symbol Qp) . . . .
4.1.2 Surficial Landslide Deposit (Map Symbol
4.1.3 Colluvium (Map Symbol Qcol) . . .
4.1.4 Recent Alluvium (Map Symbol Qal).
4.1.5 Topsoil. . . . .
4.1.6 Fill ......
4.2 Groundwater. . . . . . .
4.3 Faulting and Seismicity.
4.4 Subsurface Variations. .
5.0 CONCLUSIONS AND TRACT DEVELOPMENT CONSIDERATIONS.
6.0 EARTHWORK/SITE GRADING RECOMMENDATIONS.
6.1 General. . . . . . . . .
6.2 Removals/Overexcavation.
6.3 Subdrains. . . . . . . .
6.4 Permanent Cut Slopes. .
6.5 Permanent Fill Slopes. . . .
6.6 Temporary Sloped Excavations
6.7 Utility Trench Backfill. . .
6.8 Shrinkage and Subsidence. .
6.9 Site Drainage. . . . . . . . . .
6.10 Slope Protection and Maintenance
6.11 Asphalt Pavements. . . . . .
7.0 STRUCTURAL DESIGN RECOMMENDATIONS. .
7.1 Residential Foundation Design Criteria
7.2 Slabs-on-Grade. . . .
7.3 Appurtenant Facilities
7.4 Corrosivity. . . . . .
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Table of Contents
CCIE Project No. 88-81-148-01-F
Continued
Page
8.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION
9.0 CLOSURE
. . . . . . . . . . .
21
22
REFERENCES
Drawing 1 "Geologic Map" (in pocket)
Drawing 2 "Tentative Tract Geologic Map" (in pocket)
Appendix A - .Field Exploration
Appendix B - .Laboratory Test Program
Appendix C - :Recommended Earthwork Specifications
Appendix D -Stability Analyses
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1.0 INTRODUCTION
This report presents the findings of our geotechnical investigation applicable
to tentative tract 24134 whi ch is a portion of the western 707 acres that
comprise The Meadows Master Planned Community at Rancho California. The 707
acres are located south of Pauba Road, north of California State Highway 79,
east of Margarita Road and west of proposed Buecking Parkway. Tentative Tract
24134 encompasses approximately 91.2 acres of The Meadows project as shown on
the "Site Location Map", Figure 1.
The purpose of this investigation was to evaluate subsurface conditions and
pertinent engineering properties of the encountered materials such that
recommendations regarding general site grading, slope stability and
preliminary foundation design criteria can be provided for submittal of eight
Tentative Tract Maps to the County of Riverside. Converse Consultants Inland
Empire (CCIE) performed a concurrent investigation to evaluate the 1 ique-
faction potential at the southerly portion of The Meadows (Converse, 1988).
It is our understanding that the subject tract will be developed according to
Specific Plan 219, The Meadows at Rancho California, dated September 6, 1988.
We understand that the proposed development of "The Meadows" will consist of a
combination of residential, commercial, schools, a neighborhood park, Day Care
Center, greenbelt areas and an extensive circulation road network within the
comprehensive plan. Vesting Tentative Tract Map 24134, addressed herein will
be developed-for residential use.
Pertinent geologic and geotechnical data generated from this investigation of
the 707-acre,western portion of The Meadows project together with the location
of explorations are shown on Drawing 1, titled "Geologic Map" (pocket).
1
Converse Consultants Inland Empire
"."'~_';t--.
:' REFERENCE:.. .:;;,::-.
Alquist-Priolo Special Studies Zone .Map; pechanga
Quadrangle, California Division of Mil'lesand
Geology, January.1, 1980, and USGS l'Bochelor
Mountain" 7.5 minute Quadrangle, 1953,
photorevised 1973 .
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StALE IN FEET
i$ITELOCATION MAP.
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WESTERN PCRTION OF "THE MEADOWS"
Rancho Colifornia, California"'. . . .,,,:,; . .-.. ..._
for: Rancho California Development Company' . .
j-~conve~se Consultants. Inla~dEmpfre-;-~, .... .-.
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Project No.
SS':Sl-l48-01-F
Figure No.
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2.0 PROJECT:DESCRIPTION
2.1 Existing Site Conditions
Tentative Tract 24134 is located within the Northwestern corner of The Meadows
Development. The approximately 91.2-acre site is bounded on the north by
Pauba Road, on the east by an undeveloped region scheduled to become Tentative
Tract 24133, on the south by a hilly region which is scheduled to become
Tentati ve Tracts 24135, and on the west by exi sti ng Margarita Road. The
existing Second San Diego Aqueduct flows south-southwest through the northwest
corner of the tract. Currently, the site is characterized by several hills,
with ravines draining north towards Pauba Road, west towards Margarita Road,
and draining southeast towards the undeveloped remainder of the western
portion of The Meadows. In general, the site topography slopes down from the
central region to both the northwest and southwest with as much as 120 feet of
relief across the site. Site elevations range from approximately 1,300 feet
(lot 114), to elevation 1,180 feet (lot 302). The site has a moderate growth
of weeds, shrubs, and grasses, with occasional unimproved roads and barbed
wire fences traversing the site. In general, the site has not been previously
developed, except the adjacent roads and aqueduct alignment.
2.2 Proposed Development
Based upon Tentative Tract Map 24134, provided by Robert Bein, William Frost
and Associates, dated January 3, 1989, (scale I" = 200'), site earthwork,
exclusive of any potential overexcavations, is anticipated to consist of cuts
on the order of 58 feet (lots 113 and 114) and fills on the order of 48 feet
in thickness (lot 65). This map was used as the base map for Drawing 2,
Tentative Tract Geologic Map (pocket).
As depicted on Drawing 2, 309 residential lots and one, 2.5-acre day care
center lot in the northwest corner are proposed. Fill slopes up to 45 feet in
height and cut slopes to 35 feet in height are proposed. No retaining walls
are anti ci pated. For the purposes of thi s report, it is assumed that the
residential and day care structures will consist of one to two-story wood
frame and stucco structures. All of the proposed homes and the day care
center are assumed to have concrete slabs-on-grade, without basements.
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3.0 SCOPE OF INVESTIGATION
3.1 Site Reconnaissance
Our geologist performed a site reconnaissance of the property for mapping of
geologic units and pertinent surficial features (Drawings 1 and 2). Aerial
photographs of the site vicinity were examined stereoscopically to assist the
geologic reconnaissance. Aerial photographs (1983 flight) were obtained from
Riverside County Flood Control District.
3.2 Field Exploration
A total of 23 exploratory borings and 55 exploratory trenches were excavated
within the 707 acres that comprise the western portion of The Meadows
investigated. Borings were drilled using a bucket auger drill rig and the
trenches were excavated using a rubber-tired backhoe. All excavations were
visually logged by CCIE field personnel who carefully described the materials
encountered. Selected borings were entered by a CCIE geologist who carefully
observed and-documented the exposed materials.
Relatively undisturbed and bulk samples of representative materials encoun-
tered were obtained from the borings. A description of the field exploration
and sampling :program are presented in Appendix A, Field Exploration.
Approximate locations of CCIE subsurface explorations (borings, trenches, and
soundings) within the 707-acre portion of The Meadows project are shown on
Drawing 1. Approximate 1 ocati ons of the exploratory bori ngs and trenches
within Tentative Tract 24134, as well as exploratory excavations within
immediately adjacent tracts util ized for this analysis of Tentative Tract
24134, are shown on Drawing 2.
3.3 Laboratory Testing
Samples were tested in the laboratory to aid in the classification and to
determine certain engineering properties of the site soils and bedrock. These
tests include:
. in-situ dry unit weight and moisture content;
. maximum density and optimum moisture curves;
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. direct shear tests;
. moisture sensitivity (collapse) tests;
. consolidation tests;
. R-value test; and
. pH, resistivity, and soluble sulfate and chloride testing.
A description of the laboratory test methods and test results are presented in
Appendix B, laboratory test program. Moisture and density data are presented
on the boring summary sheets, in Appendix A.
. 3.4 Research, Analyses and Report
In addition to pertinent published geologic literature concerning rock units
of the area, .unpublished geotechnical reports were also reviewed, particularly
those of Pacific Soils Engineering, Inc. (1987a, 1987b, 1987c), and Shlemon
(l987). Pertinent publications reviewed for this investigation are included
in the list of references.
This report was written to present the findings of this geotechnical investi-
gation for the tentative tract, and to provide recommendations for the
proposed development. Based upon the field and 1 aboratory fi ndings, slope
stabil i ty ana lyses were performed, as presented in Appendi x D, Stab; 1 i ty
, Ana lyses.
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4.0 SITE GEOLOGY
A general descri pti on of the subsurface conditi ons and vari ous materi a 1 s
encountered at the site during field exploration is presented in this section.
Also, a discussion of site specific geologic hazards is presented below.
4.1 Earth Materials
The site is underlain by bedrock materials of the Pauba Formation, colluvium,
and all uvi um. These, in turn, are 1 oca 11y mantl ed by a thi n veneer of
topsoil. Some fill soils also exist along Margarita Road and possibly Pauba
Road, and landslides were mapped within this tract. Areal distribution of the
earth materials is shown on the geologic maps (Drawings 1 and 2), and these
materials are described below from geologically oldest to youngest.
4.1.1 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 trench and boring exposures.
Within the subject site, 1 ithology of the Pauba Formation is highly
variable, consisting of poorly interbedded to massive, moderately to well
consolidated, fine to coarse sandstones. The sandstones are alluvial
channel.,type deposits with 1 enses of gravelly sandstone, siltstone and
silty claystone.
Bedrock structure within the Pauba Formation can vary over a relatively
short distance. Bedding attitudes recorded at the site indicate strikes
being roughly east-west, with dips to the south at 50 to 100. Numerous
horizontal and gradational bedding boundaries were also observed.
4.1.2 Surficial Landslide Deposit (Map Symbol Qls): A surficial land-
s 1 ide deposi t (see Drawi ngs 1 and 2) was observed duri ng the field
reconnai,ssance and field exploration. The subdued topographic expression
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and relative minor aerial extent indicates that this feature has been
substantially eroded and is a remnant of an older feature.
Approximately 10 1/2 feet of slide debris was observed in test pit 41
(TP-41). The slide surface consisted of a 1 to 2 inch thick brown sandy
clay, oriented N700W and dipping 1905W. The slide debris consisted of
about 4 feet of silty sand and 6 1/2 feet of disturbed Pauba Formation
silty sandstone.
A possible surficial landslide has been shown adjacent TP-42. This
feature ,was interpreted from aeri a 1 photographs and observed duri ng the
fi e 1 d reconna i ssance. Due to steep topography, thi s feature was not
accessible to the exploratory equipment, and has therefore been queried
on Drawing 2.
Of importance, however, is that both features are located in proposed cut
areas and will be completely removed during tract grading.
4.1.3 Colluvium (Map Symbol Qcol): Colluvial materials were encountered
at the toe of ravine slopes throughout the tract, as shown on Drawing 2.
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.
4.1.4 Recent Alluvium (Map Symbol Qal): Recent alluvium was encountered
within the drainage channels (ravines) as shown on Drawings 1 and 2.
These materials were classified as silty sand, sand, and sandy silt. The
alluvium was dry to moist, loose to medium dense, and contained numerous
root casts and pinhole voids. Alluvium was encountered to a depth of 2
feet in Boring 22 at the northeastern lower area of the tract.
4.1.5 Topsoil: Topsoil materials mantled the majority of the site and
ranged in thickness, where observed, from 1 to 1 1/2 feet. These soi 1 s,
not differentiated on the geologic maps, consist of silty sands, are
generally loose to medium dense and contain numerous rootcasts and
pinhole voids.
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4.1.6 Fill: Fill soils were mapped along Margarita Road at the western
boundary of the tract, and may possibly exist along Pauba Road at the
northern boundary. These fills presumably were placed when the roads
were constructed. CCIE is unaware of any documentation which may exist
for the roadway fill placement.
4.2 Groundwater
Groundwater was not encountered in the CCIE subsurface explorations within
Tentative Tract 24134.
4.3 Faulting and Seismicity
A site-specific fault investigation (which included 4,000 feet of fault
trenching) was performed for the 1,377 acres that comprise The Meadows project
by Pacifi c Soil sEngi neeri ng (1987b) and Sh 1 emon (1987). Other faul ts or
possible fault-related features in addition to those documented in the Pacific
Soils Engineering Investigation (1987b) were not observed during field
exploration, reconnaissance or analysis of aerial photographs.
The findings of Pacific Soils Engineering (1987b) and Shlemon (1987), indicate
that the faults within The Meadows project do not displace Holocene-age (about
11,000 years before present) sediments. As such, according to the California
Division of Mines and Geology (CDMG), these faults are not considered active,
and building restrictions are not mandated.
In summary, there are no known active faults trending towards or through the
site. Also, the subject tract is not situated within a currently designated
State of California Alquist-Priolo Special Studies Zone.
During our .concurrent liquefaction investigation (Converse, 1988), major
faults within a 100-km (62-mile) radius of the site were considered in regard
to generating significant ground shaking at The Meadows project. The faults
in Table 4-2 are those most likely to cause ground shaking at the site in case
of a major earthquake [Richter magnitude (M) greater than 6.0]. Table 4-2
also summarizes important seismic characteristics for each causative fault.
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TABLE 4-2
SEISMIC CHARACTERISTICS OF REGIONAL FAULTS
HORI20NTAL GROUND MOTION
PARAMETERS
MAXIMUM PEAK** DURATIONt
GROUND OF STRONG
ACCELERATION SHAKING
(g) (seconds)
0.63 2S - 3S
MINIMUM
SITE
DISTANCE
(mi)
1 1/2
MAXIMUM*
CREDIBLE
MAGNITUDE
EARTHQUAKE
7.5
FAULT
Elsinore
(Wildomar Branch)
San Jacinto
Whittier
San Andreas (South)
El Modena
San Andreas (Central)
Peralta Hills
Sierra Madre (Cucamonga)
Norwa1 k
* From Greensfe1der (1974).
** From Seed and Idriss (1982).
t From Bolt (1973).
20
33
36
43
43
46
S9
55
7.5
7.5
7.5
6.S
8.25
6.5
7.0
6.5
0.30 23 - 32
0.10 21 -30
0.17 20 - 25
0.07 5 - 10
0.21 18 - 2S
0.07 4 - 8
0.08 7-11
0.05 <S
As is the case for most regi ons of Southern Ca 1 iforni a, ground shaki ng
resulting from earthquakes along nearby and distant faults will occur. During
the life of the project, seismic activity associated with active faults in the
region (particularly the Elsinore, San Jacinto and San Andreas Fault Systems)
may generate .moderate to strong ground shaking at the site.
lhe occurrences of ground acceleration during an average 100-year and 50-year
period were calculated for the site area as part of the liquefaction investi-
gation (Converse, 1988). Probable maximum horizontal ground accelerations are
O.29g once on the average every 100 years and 0.23g once on the average every
50 years.
4.4 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 antici-
pated. Due to the nature and depositional characteristics of the materials at
the site, care should be exercised in interpolating or extrapolating sub-
surface conditions between or beyond test borings and trenches. Variations in
groundwater level s can be expected due to seasonal changes,.. or artificial
changes such 'as variable regional irrigation.
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5.0 CONCLUSIONS AND TRACT DEVELOPMENT CONSIDERATIONS
Tihe results of this investigation indicate that Tentative Tract 24134 is
suitable for its intended usage and may be developed as planned. The grading
contractor should take all necessary precautions to protect the existing
second San Di ego Aqueduct, whi ch flows through the northwest corner of the
site.
As depicted on Drawing 2, lots with fill thickness of 48 feet are proposed,
and lots which transition from cut to fill are also proposed. Of geotechnical
concern for this project is the potential for differential settlement due to
the vari ab 1 e fi 11 thi cknesses proposed to underly the vari ous pads. Fi 11
placed at depths 40 feet or more below finish grade should be compacted to at
least 95% of the ASTM D1557-78 maximum laboratory density, to reduce total and
differential :settlements in deep fill zones. Also, residences could possibly
be constructed above zones of existing roadway fill, such as at lot 65. If
these fills are undocumented, they should be excavated and recompacted below
proposed res idences for foundati on and new fi 11 support.
Much of the the residential distress which occurs in hillside graded lots is
due to changes in moisture in the fill mass. Therefore subdrains should be
installed as :depicted on Drawing 2. Landscape irrigation and surface drainage
shoul d be controll ed and provi ded 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. Therefore, it is strongly recommended that
these improvements be reviewed by CCIE or an experienced Geotechnical Engineer
and/or Certifi ed Engi neeri ng Geo 1 ogi st. These tract development con-
siderations are described further in the following sections.
Design recommendations are presented below for earthwork/site grading and
structural design, for the development proposed on Drawing 2. Recommendations
for additi ona 1 geotechni ca 1 servi ces, to be performed after thi s report has
been approved by appropriate governing agencies, are also provided.
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6.0 EARTHWORK/SITE GRADING RECOMMENDATIONS
6 .1 General
Site grading is expected to consist of cuts, removals and fill operations to
prepare building pad areas. Cuts on the order of 58 feet (lot 114) are
proposed. Maximum fills are expected to be on the order of about 48 feet (lot
65), based on site grade information as depicted on Drawing 2. Grading is
also expected to include backfill for utility trenches. Loose backfill
exploratory trenches located throughout the site and any existing undocumented
fill below proposed structures will require overexcavation and recompaction
prior to the placement of structural fills. See Drawing 1 for approximate
locations of trenches and existing fill. All fill should be placed in
accordance with the recommendations presented in Appendix C, titled "Recom-
mended Earthwork Specifications". Structural fill should be compacted to at
least 90% relative compaction (ASTM D1557-78), except fill placed 40 feet or
more below finish grade. Fills deeper than 40 feet below finish grade should
be compacted-to 95% relative compaction to reduce total and differential fill
settlements in deep fill zones.
To reduce the potential for differential settlement across cut/fill transition
lots, the cut porti on of the lot shoul d be overexcavated 3 feet below fi na 1
grade. A fill zone "buffer" should then be backfilled to finish grade. 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, the fill slope should ~e
keyed into the firm and undisturbed bedrock, as discussed in Appendix C, and
depicted on Drawing C-2, titled "Typical Fill Above Cut Slope".
Grading recommendations for removals, subdrains, permanent slopes, temporary
sloped excavations, utility trench backfill, and site drainage are presented
below. Stability calculations for the anticipated slopes are presented in
Appendix D, "Stability Analyses".
_ 6.2 Removals/Overexcavation
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
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graded. Organic materials resulting from the clearing and grubbing operations
should be hauled off the site. Non-organic debris from site clearing may be
haul ed off site or stockpil ed for crushi ng and/or placement by approved
methods in deeper fill areas.
Removal of all topsoil, and loose shallow alluvium and/or disturbed bedrock
(such as the shallow collapsible silty sands in ravines) will be necessary
prior to placement of structural fills. Any existing fill and landslide
debri s should be excavated. Recommended removal depths are depi cted on
Drawing 2 in -triangles adjacent to the explorations, and discussed below:
t Ravine Areas: Removal depths will vary from 1 to 4 feet, with possible
localized areas of deeper colluvial and alluvial removals.
t Areas to Receive Fi 11 Outsi de of Ravi ne Areas: Removal depths will
generally vary from 1 to 3 feet, with possible localized areas of deeper
colluvial removals. The topsoil/slopewash may be removed by stripping,
heavy benching during grading, or a combination of both stripping and
benching.
t Landslides: The existing landslides should be completely excavated, and
the excavation should extend into firm and unyielding bedrock, for new
fill support. Geologic observation of the excavations should be
conducted during grading.
t
Undocumented Roadway Fill: Any undocumented roadway fill within proposed
residential lots should be excavated and recompacted for residence
support. It is possible that loose alluvium may also have to be removed
below the existing fill. Slot-cutting may be required to accomplish
remova lof roadway fill and/or alluvial soils.
EX~loration Trenches: All exploratory trenches were loosely backfilled
an w1ll require overexcavation and recompacticlnfor new improvements
support. Approximate locations of the trenches are shown on Drawing 1.
t
The bottom of the excavated areas must be observed by a CCIE representative
prior to placement of new fill. Soils removed during the overexcavation
procedures may be utilized as compacted fill, provided they have been stripped
Of organics and other deleterious materials. All proposed fills should be
placed on competent native materials as determined in the field by a CCIE
representative and in accordance with the specifications presented in Appendix
C, titled "Recommended Earthwork Specifications".
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6.3 Subdrains
Subdrains should be installed within ravines, subsequent to alluvial removals
and prior to fill placement. Discharge from subdrains should be directed to
suitable non-erosive drainage devices. If the subdrain discharges into the
stormdrain, measures should be taken to prevent stormdrain water from backing
up into the subdrains. A typical subdrain detail is provided in Appendix C.
Subdrains should generally be installed where shown on Drawing 2, but may be
modified by the project Civil Engineer and/or Certified Engineering Geologist
based upon post removal observations. All subdrain devices should be
accurately located by the project Land Surveyor.
6.4 Permanent Cut Slopes
Permanent cut slopes up to 28 feet are anticipated (lot 243). As shown in
Appendix D, cut slopes in the encountered materials not exceeding 35 feet in
height and cut no steeper than 2:1 (horizontal :vertical) have a calculated
factor-of-safety (FS) greater than 1.5. Cut slope ratios 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 slopes as
shown on Figure 29-1 of the 1988 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 fills may be required.
6.5 Permanent Fill Slopes
Proposed fill slopes should be constructed with slope ratios no steeper than
2:1 (horizontal:vertical). Fill slopes in excess of 45 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 other methods which meet the intent of the project specifications.
Assuming that filJ slopes are properly compacted to the slope face, are graded
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no steeper than 2:1 (horizontal :vertical) and are no taller than 45 feet in
hei ght, the ca lcul ated factor-of-safety for compacted fi 11 slopes is greater
than 1.5.
Fill slopes higher than 30 feet should be terraced as recommended in Section
7012 of the Uniform Building Code (1988 Edition). Structures should be set
back from graded slopes in accordance with Chapter 29 (UBC Figure 29-1) of the
Uni form Buil di ng Code (UCB). Where fi 11 is proposed over cut slopes, fi 11
should be benched into the bedrock as shown on Drawing C-2, in Appendix C.
6.6 Temporary Sloped Excavations
The use of sloped excavations may be applicable where plan dimensions for
excavation are not constrai ned by the aqueduct, property 1 ines, existing
streets, or other structures. Where constraints exist (i.e. Margarita Road),
slot-cutting, temporary shoring or a combination of slopes and shoring will be
required. Recommendations for shoring design or slot-cutting will be
presented separately from this report, if requested. Excavations adjacent to
existing roadways should not undercut the existing embankments.
Based upon soils encountered in the explorations, it is our opinion that
sloped temporary excavations may be made according to the slope ratios
presented in the following table.
TEMPORARY EXCAVATION SLOPES
MAXIMUM
DEPTH OF CUT
(ft)
0-5
5 - 15
IS - so
MAXIMUM SLOPE RATIO*
(horizontal:vertical)
vertical to 1/2:1
3/4:1 to 1 1/4:1
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.
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 rave11 ing and sloughing during construction. Adequate
provisions should be made to protect the slopes from erosion during periods of
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rainfall.
of slope,
greater.
Surcharge loads should not be permitted within 10 feet of the top
or a distance of at least one-third the slope height, whichever is
6.7 Util ity Trench Backfill
Buried utility conduits should be bedded and backfilled around the conduit in
accordance with the project specifications. Materials may be flooded/jetted
around large-diameter pipelines, below the spring line. Care should be taken
not to move or damage utilities during compaction operations. Where conduit
underl i es concrete sl abs-on-grade and pavement or is adj acent to proposed
structures, the remaining trench backfill above the conduit should be placed
and compacted in accordance with Appendix C.
6.8 Shrinkage and Subsidence
Based on our test results, shrinkage and subsidence were estimated as follows:
. Alluvium and Colluvium: Alluvium and colluvium are expected to shrink on
an average of approximately 8% by volume, with variations from negligible
to 17% shrinkage by volume at various ravine locations. Subsidence in
ravines due to earthwork activities may range up to 0.4 foot.
. Pauba (Bedrock): Shallow porous Pauba bedrock may shrink up to 17% by
volume when properly recompacted. This shallow bedrock zone ranges in
thickness from 1 to 4 feet below the bedrock surface. Deeper, dense
Pauba bedrock is expected to shrink less and may bulk slightly.
Shrinkage ranging from negligible to 10% is anticipated in most of the
dense Pauba bedrock. An average shrinkage of 5% by volume may be used to
estimate shrinkage in the deeper bedrock. Subsidence of the exposed
surface in deep cuts into the Pauba bedrock is expected to be negligible,
exclusive of wet weather earthwork disturbance.
Volume losses due to stripping of organics should be included during the
calculations of earthwork quantities. These estimates are based upon the
,assumption that all removals and compaction is performed as recommended
herein.
6.9 Site Drainage
,Adequate posHive drainage should be provided away from structures to prevent
ponding and to reduce percolation of water into the foundation soils. A
desirable slope for surface drainage is 2% to 4% in landscaped areas and 1% to
2% in paved areas. Planters and landscaped areas adjacent to the building
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perimeter should be designed to minimize water infiltration into the subgrade
soils. Gutters and downspouts should be installed on the roof, and runoff
should be directed to the street through non-erosive devices. Surface
drainage should be directed to suitable non-erosive devices. Slope drainage
devices should be constructed in accordance with Chapter 70 of the Uniform
Building Code (1988 Edition). Lot drainage should preclude the possibility of
flow over slope faces, with the use of brow ditches, earth berms and other
methods.
6.10 Slope Protection and Maintenance
Proposed slopes shoul d be pl anted as soon as poss i b 1 e after construction.
Slopes will require maintenance through time to perform in a satisfactory
manner. In most cases, slope maintenance can be provided along with normal
care of the grounds and landscaping. 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 causes
,most damage. Drainage and erosion control are important aspects of slope
stabi 1 ity and the provi s ions incorporated i rito 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 which 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. Met spots on or around the site should be noted and brought to
the attention of the soil sengi neer. These may be natural seeps or an
indication of broken water or sewer lines.
IWatering should be
little irrigatioD
'subsidence within
limited or stopped altogether during the rainy season when
is required. Over-saturation of the ground can cause
subsurface soi 1 s. Slopes shoul d not be over-i rri gated.
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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 profess i ona 1 1 andscape archi tect for p lanti ng and
irrigation recommendations.
6.11 Asphalt Pavements
Asphalt pavement sections have been designed based on an R-value of 25. Final
street structural sections should be provided by CCIE based on the actual soil
conditions after grading. Based upon the CALTRANS Traffic Indexes (TIs)
provided below, either full depth or composite asphalt and base pavement
sections maybe used as tabulated below:
. CALTRANS
TRAFFIC INDEX
4
5
6
7
ASPHALT PAVEMENT SECTIONS
ASPHALT OVER BASE
BASE (in) ASPHALT (in)
4 2 1/2
6 3
7 4
11 4
FULL DEPTH
ASPHALT (in)
S
6 1/2
7 1/2
9
In areas to support asphaltic pavement, the subgrade should be recompacted to
a depth of at least one foot below the final subgrade as recommended in
Appendix C. At the time of placing pavements, the subgrade should be firm and
unyielding during proof rolling, and be within 2% to 3% of optimum moisture.
All base material should be compacted to a minimum of 95% of the ASTM D1557-78
laboratory maximum dry density. Base course should consist of CALTRANS Class
II aggregate base or equivalent. Placement of full depth asphalt will require
that the compacted subgrade soils provide competent support for paving
equipment. Clean cohesionless sands are subject to yielding under rubber tire
and track loads from paving equipment. The paving contractor should confirm
in writing the acceptability of the compacted subgrade prior to placement of
full depth asphalt pavement.
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7.0 STRUCTURAL DESIGN RECOMMENDATIONS
7.1 Residential Foundation Design Criteria
Conventional spread footings, founded in properly compacted structural fill
may be used to support the proposed residences and wood frame day care center.
Footings should be set back at least 5 feet or one-third the slope height,
whichever is greater, from the top-of-slope. Alternatively, footings may be
embedded such that there is adequate setback between footings and the face of
slopes. In any case, footings should have a minimum embedment of 12 and 18
inches below lowest adjacent grade for one and two stories, respectively.
Residential footings should have a minimum width of 12 inches. Footings for
one to two-story wood frame homes may be designed for an allowable bearing
pressure of 1,500 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
settl ement. Additiona 1 reinforcement may be requi red by the project
Structural Engineer.
Structure settlement will be due to relatively light foundation loads, as well
as long-term consolidation of fill soils and compressible native materials
below the fill. Maximum anticipated structural load induced settlements of
continuous residential footings, designed as recommended above, are 1/2 inch
or less. Compacted fills will settle depending on the fill thickness and
future changes in the "as-compacted" moisture conditions. Properly compacted
fill is expected to settle if the soils are allowed to become saturated.
These fill settlements should be considered in structural design. Some
estimated ranges of fill settlement due to saturation are tabulated below for
assumed fill thicknesses:
ESTIMATED FILL
FILL DEPTH SETTLEMENT
(ft) (in)
15 1 to 2
2S 1 to 3
3S 2 to 4
45 3 to S
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.
Residential structures lateral load resistance should be designed using Table
29-B of the 1988 Edition of the UBC, where residences are setback as
recommended herein. Where reduced foundation setback is required, CCIE can
evaluate specific cases and provide appropriate geotechnical criteria for
design.
7.2 Slabs-on-Grade
Conventional 4-inch minimum thickness slabs-on-grade may be constructed for
support of nominal ground floor residential live loads. All slab subgrades
should be moisture conditioned and compacted as recommended in Appendix C.
Care should be taken to avoid slab curling if slabs are poured in hot weather.
A mix design should also be provided to reduce the potential for shrinkage
cracks. Slabs should be designed and constructed as promulgated by the
Portland Cement Association (PCA). If non-expansive soils are imported
(Expansion Index less-than 30), then the Structural Engineer need not design
the slabs for expansive soils. 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 a 6-mil thick polyethylene vapor barrier. If the
barrier is used, it should be protected with 2 inches of sand placed above and
below to prevent punctures and to aid in the concrete cure. Vapor barri er
seams should be lapped a minimum 6 inches and sealed.
7.3 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
modi fi cati ons may adversely change the foundati on conditi ons, lot stabi 1 i ty,
and/or adversely affect adjacent lots. It is therefore strongly recommended
that proposed lot modifications be reviewed by CCIE 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.
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7.4 Corrosivity
A bulk sample obtained from the exploration was tested for resistivity, pH,
and soluble sulfate and chloride content. Relatively low sulfate con-
centrations were measured, and therefore conventional Type I and II portland
cements may be used. Relatively high resistivity and pH and low chloride
content were also measured, which would indicate low corrosivity. Some
variations over this large site should be anticipated.
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8.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION
This report has been prepared to aid in evaluation of the site, to prepare
site gradi ng recommendations, and to ass i st the Structural Engineer in the
design of the proposed structures. As indicated above, additional studies may
be required for appurtenant structures. It is recommended that this office be
provided the opportunity to review the final design drawings and specifica-
tions to determine if the recommendations of this report have been properly
implemented.
Recommendations presented herein are predicated upon the assumption that
continuous earthwork monitoring ~Jill be provided by CCIE. Removal excavation
bottoms should be observed by a CCIE representative. Structural fill and
backfill should be placed and compacted during observation and testing by
this office. Footing excavations should be observed prior to placement of
steel and concrete to see that footings are founded on satisfactory soil and
that excavations are free of loose and disturbed materials.
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9.0 CLOSURE
The findings and recommendations of this report were prepared in accordance
with generally accepted professional engineering and engineering geologic
principles and practice. Our conclusions and recommendations are based on the
results of the field and laboratory investigations, combined with an inter-
polation of subsurface conditions between and beyond exploration locations.
As the project evolves, our continued consultation and construction monitoring
should be considered an extension of our investigation services performed to
date. CCIEshould review plans and specifications to check if the recom-
mendations presented herein have been appropriately interpreted, and that the
design assumptions used in this study are valid. Where significant design
changes occur, CCIE may be required to augment or modify the recommendations
presented herein. Subsurface conditi ons may differ in some 1 ocati ons from
those encountered in the exp 1 orati ons, and may requi re addi ti ona 1 ana lyses
and possibly modified recommendations. This report was written for Rancho
California Development Company, and only for the proposed development
described herein. We are not responsible for technical interpretations by
others of our exploratory information which has not been described or
documented in this report. Specific questions or interpretations concerning
our findings and conclusions may require a written clarification to avoid
future misunderstandings.
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REFERENCES
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REFERENCES
BOLT, B.A.. 1973; "Duration of Strong Ground Motion," Proceedings on Fifth
World Conference on Earthquake Engineering, V. 2, No. 292, p.10
CALIFORNIA DIVISION ON MINES AND GEOLOGY, 1980; "Alquist-Priolo Special
Studies Zone Map, Pechanga 7 1/2' Quadrangle".
CONVERSE CONSULTANTS INLAND EMP IRE, December 9, 1988; "Li quefact ion Investi-
gation' The Meadows at Rancho California APN Nos. 926-13-9, -10, -12,
-13, and -14, Rancho California, California" (CCIE No. 88-81-148-02),
dated December 9, 1988, prepared for Rancho California Development
Company.
DUNCAN, J.M.. and BUCHIGNANI, A.L., March 1975; "An Engineering Manual for
Slope Stabil ity Studies", University of Cal ifornia, Berkel ey, Department
of Civil Engineering.
GREENSFELDER, R., 1974; "Maximum Credible Rock Accelerations from Earthquakes
in California", California Division of Mines and Geology, Map Sheet 23.
MARACHI, N.D., and DIXON, S.J., 1972; "A Method for Evaluation of Seismicity,"
Proceedings of the International Conference on Microzonation, Seattle,
Washington.
PACIFIC SOILS ENGINEERING, INC., 1987a; "Geotechnical Report for Environmental
Impact Purposes, Butterfield Hi 11 s, Rancho Ca 1 iforni a, County of
Ri versi de, Ca 1 iforni a" (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, Rancho 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, Cali forni a" (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.
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.
UNIFORM BUILDING CODE (UBC), 1988 ed., International Conferences of Building
Officials.
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DRAWINGS
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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 1 ocati ons of the test bori ngs and trenches were determi ned. The
exploratory borings and trenches were approximately located using existing
boundary and other features as a guide. Elevations shown on the logs were
i:nterpolatedfrom the contours shown on the provided site topographic map.
Exp loratory bori ngs were advanced us i ng 18, 24, and 26-i nch diameter bucket
auger dri 11 ing equipment. Exploratory trenches were excavated by a backhoe
equipped with a 24-inch width bucket. Soils were continuously logged by an
experienced geologist and classified in the field by visual examination in
accordance with the Unified Soil Classification system. Where deemed appro-
pri ate, the exploratory borings and trenches were entered by an engi neeri ng
geologist who observed the exposed earth materials. 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 trenches using a drive sampler (2.4-inch inside
,diameter, 3-inch outside diameter) lined with sample rings. The steel ring
sampler was driven into the bottom of the borehole or trench with successive
,drops of a driving weight. Successive drops of telescoping kelly drove the
- samples in the bucket auger borings. The soil is retained in brass rings
(2.4 inches 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 laboratory. Bulk samples of typical soil types were also
I obtained. Blow counts for each sample interval are presented on the boring
-logs.
iLogs of the exploratory borings and trenches are presented in the boring and
'trench summary sheets A-I through A-87. Boring and trench summary sheets also
include descriptions of the materials, pertinent field data and supplementary
-laboratory data. A key to soil symbols and terms is presented on the key
'sheet which is the last page in Appendix A.
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SUMMARY
BORING NO 1
CATEDROl.l.EO, 11 8 88 .~~~..~~~
THIS SU......II'/' A~,.L1I!S ONLY AT THIE l.OCATlON 0' THIS 10''''''G AND AT THE rO". < (""" .
- ~,'" 0,"",,"'.. SUUU.UCEC...'''O.:.... 0",'.'" 0'." 'OCA".., .. 0..0 1, ~ 0 ~~-l>""
40 .....0 MAT C"""'GE AT THIS LOCATION WITH THI: ~""S"'G[ 0" TIM!!. THt: DATA "Clo... "" 0 ~ ~ "'-
DE"'TH ."t; 0" ~ItCS["TIEO IS'" ,IMP',,"ICATIOH 0" ACTUAL COHOlTIOHS EHCOUlfTIUllO. ""I). 'i~ c.1-. ,"1;1
~~T ~./'. . 0# ~...;c.. .......;." .
..,..... ELEVA110N: 1123' . . -s.,).'floc!' ~ J- "
o
SM slightly loose:to brown COLLUVIUM fOcol)
moist medIum SILTY SAND
to drY dense fine to medium groined;
slightly visible pinhole voids; troce
moist of rounded gravel
.
-
1
'-0
._~
2
1
6
102
1 7 108
brown BEDROCK Push 5 104
PAUBA FORMATION (Gp)
SANDSTONE
fine to medium grained Push 4 107
with occosional coorse + 2
sand stringers ond gravelly
Interbeds
5
-
3
-
~~
110 -
.
-
,15
5
-
-
-20 -
-
.
-
'25 -
--
--
.-
--
30
*
3
6
104
End of- boring at 16'
No groundwoter encountered
No caving
Bockfilled and tamped
Kelly weight: 2500 pounds, 0-16 feet }12-inch drop
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Compony
~ Converse Consultants Inland Empire
Project No.
88-81-148-01
Drawing No.
3A-
A-I
I SUMMARY
OAT< OOICC<O, 11-8-88 BORING NO.2
TNIS SUhfMAln'.""L'f;S ONLT AT rME l.OCATION 0" TH'S .O."'IG AND I4T TNt:
I T.",.IO';O/ltll.l.'NG. SU,SU"F,t,Ct; CO/llOITI0"5 MAT O"'[IUT OT"III l.OCATIOHS
DE..-TH 'It;"~ 0'" AND .....y CMANGI AT TH'S LOCATIO" .If" TMt: ,....SSAGE 0" THoll. TN! DATA
'IN <l'f ",. ,,1III15(NTIO IS " "W"ll'ICAnON 0" ACTUAL CONDITION' U.COUNT[''':O.
~EET
,,'" ,,-4 ELEVATION: 1211'
0
I SM dry loose light TOPSOIL
brown SILTY SAND
trace cloy; fine to medium
I slightly brown rained
moist BEDROCK
PAUBA FORMATIO\l (Qp)
SANDSTONE
I 5 (i) medium grained; massive;
1 highly weathered; some 7 6 115
coarse sand; trace sil t
I moderately weathered
below 7'
_ flat ~act __
I maist very fine grained with silt
10 @
2 5 10 103
I r-----
medium grained; massive
I 15, horizontal contact at 15'
----
3 reddish very fine grained with silt 3 15 109
I brown
I gradational contact at 18'
gray
fine to medium grained
20
I 4 slightly light undulatory contact at 21' 6 7 107
moist brown -~---
very fine grained with silt
I~
...
------
,I gray
25 @ fine to coarse grained-
5 with a trace of gravel; 19 6 112
massi vel fai nt cross
I~ bedding at 27 - 28'
m
.2
;;
I~ 30
0 * Kelly weight: 2500 pound, 0-25 feet }i2. h d
>
Ii ~ 41 -mc rop
_ i500 pound, ",5- feet -
WESTERN PORTION OF "THE MEADOWS" PrOleet No.
~ Rancho California, California 88-81-148-01
~
, -
Ig for: Rancho Cal ifornia Development Company
@ Drawing No. "?-5
2 Converse Cons,ultants Inland Empire A-2
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SUMMARY
BORING NO.2 (cant.)
DEPTH
:IN
"EET
,30
"," ~
f" .0
.,.~ .,,+
.. ..
THIS SU"'''''A'',!, ..~~l.U:S ONLY AT' THE LOCATION 0" THIS 10ftlNO "NO AT THIE
TIIIo4I 0' DJIlILL INC;. SU.SU"""CI CONDITIOHS .....T 0 ,,,,.[11 AT OTHlr;1t LOCATIONS
A",O "'AT CHANGE AT THIS LOCATION WITH THE "...SS...GE 0" TIME. THE DATA
,,"151..TI:0 IS .. S"","L"ICATIOH 0' ACTUAL CONDITIONS U,COUNTIIU:O.
ELEV"';1'ION: 1211'
slightly
moist
6
BEDROCK (cont.)
SANDSTONE
horizontal contact at 32'
gray
15
6
111
brown
---.......:..._--
- -
'very Fine grained, with silt
.
micaceous
!3~
40
7
7
100
End of boring at 41'
No groundwater encountered
No caving
Backfilled and tamped
Downhole logged to 35'
45'
50
55
60
WESTERN PORTION OF "THE MEADOWS"
Rancho Califomia, California
for: Rancho California Development Company
! ~ Converse Consultants Inland Empire
PrOlect No.
88-81-148-01
Drawing No.
2ft>
A-3
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SUMMARY
11-8-88 BORING NO. 3
DATE D'IIILLED:
'TN'S IUM..,.AIt" ,"'~"LII:S ONL T AT THE LOCATION 0" THIS lOlliNG ANI) AT THIE
Tlw( O,.:OIlILL INI. SUISU"'''CIE CONOITIOHS .....y I) "'[It AT OTNEII LOCATlOIIS
. "'NO .....y C"A,.OIE AT THIS lOCATION WITH THE ""SSA,"-[ 0" TI,..[. THE DATA
DE"H ~~ 0"" ,."EsrNTIUI IS It. "W"LI'ICATION 0' ACTUAL CONDITIONS [NCOUNTEltIEO.
(IN .,.if "".
rUT .'" .-4 IELEVAT,ION, 1232'
0
SM dry loose to light TOPSOIL
medium brown SILTY SAND
dense to ra fine to medium grained;
slightly gray trace ravel
moist BEDROCK
PAUBA FORMATION (Qp)
SANDSTONE
5 fine ta coarse grained;
trace of gravel and cobbles
to 5" diameter
cobble layer at 7-8'
increase silt and clay;
.0 G) gravel stringers at 9' - 11'
1 6 8 120
Approximate bedding
attitude at 13': 8N 60S
cmF--
~ 2" thick; grades at base to
15 SILTY SANDSTONE
~rades to ___
SANDSTONE
~,'1I0 '0 ,00.0.=10";
SlQNL- -
SILTY SANDSTONE
9.r24es to
ilANDSTONE -= =-
20 sroNL___
! 2 olive SILTY SANDSTONE 5 18 III
brown Approximate bedding
L:"'''''.O' 20', EW 8"'
grades to :-
SANDSTONE- --
25 fine to coarse grained;
massive
30
undulatory contact at 30'
* Kelly weight: 2500 pound, 0-25 feet; 1500 pound 25-J.5 feet}"2. h d
750 pound, ""5-71 feet I -mc rop
WESTERN PORTION OF "THE MEADOWS" P'OleCINo_
Rancho Califarnia, Cal ifornia 88-81-1.18
for: Rancho California Development Company
:~
,~
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Drawing No.
Converse Consultants Inland Empire A-4 ? "\
SUMMARY
BORING NO.3 (cont.)
I
DATE D.'""ED' 11-8-88
Taus .UM"A"'T.A~"LIES ONL" AT THE LOCATION 0" THt, 10lt1N. .NO AT TNt:
"10111: 0':01111.1.1,.&. 5UUUll'ACE COIClITIONJ MAT 0"'[11 AT 01"(11 LOCATIONS
"NO MAr (""HGE AT THIS LOCATIO" WITH THE I"USACU; 0" TI"'(. TNt oUA
""1:5ENTEO IS " JU.4P'LI'ICATION 0" ACTUAl. CONDITIONS U.COUNT(IIlEO.
.
;y4,; 0'"
+f .,..
,,'" ....
DE"H
IN
P:EET
_60
I
I
!ELEVATION: 12321
'moist
olive
brown
BEDROCK (CONT.)
SANDY CLAYSTONE
with fine send
-CLAYEY SANDSTONE
fine to medium grained
I
I
65
I
I
70
7
22 8.5 113
End of boring at 71'
No groundwater encountered
No caving
Backfilled and tamped
Downhale logged to 65'
I
I
75-
I
I
80
I
I~
I
85
Ii
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,
<>
Ii
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,:
- ,
ft
o
90
WESTERN PORHON OF "THE MEADOWS"
Rancho Californio, Californ ia
for: Rancho California Development Company
PrOject No.
88-81-01
I~
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Converse Consultants Inland Empire
A-6
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SUMMARY
BORING NO 4
5
DRILLED: 1l-1~BB . ~~~~~
.. .~ 0 0
TltlS SU.......lIty, "''''''LIIES OJltL" AT THE LOCATION 01" TM'S IOltlHG AHO AT THE rO. (0 ("... -0 I-
"'''.'O.'LL''.. 'UUU."C<<.HOln."M".'''UUOT''''OCATI.'' ;;. 0.. ~ ~ 0 ~<'..
H '"~ ~ AHO MAY C"'ANGe AT THIS LOCATION WIT" THE ".'SACi!. 01" T'MI[. TH[ OAT. C. J. 0 -(\~ ?
f'" .0 ,,"(U.MTrO IS .. 5''''''I.I''C..TIOH 0" ACTUAL CONDITIONS [HCOUNTllItEO. - "'i:~.J- ~1-., ~-1C'
.,.~ ,J,,-I- 1102' ". -",c:-.. ~~~ ~.
~ .. ELEVATION: -s.)Io~' .
SM I dry loose light ALLLNI UM (001)
- brown SILTY SAND
- 1 fine to medi um groined
1 2 8 92 1.7
- -
2 3 6 110 1.8
-
3 !mOlst Push 6 106 1.5
- BEDROCK + 1
- PAUBA FORMATION (Qp) .
4 SANDSTONE Push 4 102 1.5
.- fine to coarse grained; + 1
. very troce of grovel; highly I
weathered
'- - moist free woter on sand groins
5 2 14 114
- -
-
moderately weathered
6 3 16 110.
. I--
.
.
7 very brown 3 21 105
-moist
End of boring at 21'
Na groundwater encauntered
- No caving
. Backfilled and tamped
,- .. Percent collapse when sub-
merged at 2KSF
(see Appendix B for proce-
. dure)
.
-
* Kelly weight: 2500 pound, 0-21 feet} 12-inch drap
DATIt
DEPOT
itN
'EET
o
'0
15
i20
.25
,30
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-148-01
Drawing No.
A,C>
A-7
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SUMMARY
BORING NO 5
OATEORICCEO, 11-10-88 .~~":...~~~
THIS SUhUolAItl' A~~I.IIES ONLY AT THE LoeAnON 0' THIS 10lt'NO AND AT THIE ?o" <0 <~
Tow'" ."'Ll'.. SU..U."CEC.NOITI...W..."'''...T.....cm... ,. 0.. ~ .'"0 ~
It,~ A".O MAT CMAMGIE AT THIS LOCATION WITH THIE "ASSAU: 0" TIM[. THIE OATA C'q.. J- 0 .~ ~ ">:
D~':7H f~ 0" ,,"(SlIfTle IS ... ,1"'''LlneATlON 0" ACTUAL. CONOITIOHS lNCOUHTt:ItIEO. '!f. ~'"" G.1-..,. <J.Q
'EET .". ",'f1 "'", ~ }toG- . .........
1;'" t;'" ELEVATION: 11171 . C'1oJo.ilt- ~ )..
o
SP/ dry loose light AlUNIUM (Qol)
- SM brown SANDISILTY SAND
:~ Q . moist medium dark fine to coarse grained
lJ dense brawn SILTY SAND
- - fine ta medium grained;
2 trace of coarse sand and
gravel
r Push
9
121
5
--
3
7~
or--
2
10 - l"-
S
.
light
brown
BEDROCK
PAUBA FORMATION (Qp)
SANDSTONE
fine grained; highly
weathered 7 - 9'
mod erate Iv weathered 9-11'
End af bori ng at 11'
No groundwater encountered
Na caving
Backfill ed and tamped
15.-
..
.-
-
.
20-
i
25
,
i
f
I
,
,
I
,
30 I
I
* KeJly weight: 2500 pound 0-11 feet} 12-inch drop
WESTERN PORTION OF "THE MEADOWS"
Rancho Califomia, Califomia
for: Rancho :California Development Company
.~ Converse Consultants Inland Empire
Pro/ect No.
88-81-148-01
Drawing No.
A-8
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SUMMARY
BORING NO 6
OATEORILL'O, 11-10-88 .~~~..~~~
THIS SUM"'''''Y'''''''LI(S ONLY AT THIt LOCATION 0" THIS BOltiNG ....D AT THl rO. <0 < ~
TI'"0".0"""'.' .U..U...CHO...'nO....uO"."UO'","'OCATlO.. ;;. 0..1. $.&." ~
" "'ltO MAY CH"HGI AT THIS LOCATION WITH THE ".SSAlil: 0" T'MI:. THI[ OATA C~_ ~ 0 ~~ "Jo:
DEPTH ~",Of; 0" ,.lIlUEItT[O I'" 5IM"LlnCATIOIll 0" ACTUAL CONDITIOHS IEHCOtJNTEIllD. ~ "i~ """.,. %
I':~~T ..,../:'. " ~ci"", . ......'"
.to 4J" : ELEVATION: 116,. . "S-.)r>~f' ~ ~
o
SMdry loose light AllLNI UM (Qal)
If htf ed. gray SILTY SAND
s ~ t y m lum brown fine to medium groined
mOls dense to dark
brown
brown
-r-
1
:--
2"
-
moist
:;
3 I
-
-
4
"-
"0
5
-t-
25t
30
15--
6
,
,
20~
I
;
r
I
1
.
-
-
-
very
moist
to wet
BEDROCK
PAUBA FORMATION (Qp)
SANDSTONE
fine to medium grained;
trace of gravel; highly
weathered
visible pinhole voids
6 - 12'
increase in clay and
moisture
End of boring at 16'.
No groundwater encountered
No caving
Backfilled and tamped
* Kelly weight: 2500 pound, 0-16 feet} 12-inch drop
Push
5
114
3
6
111
Push 4 106
+ 1
.
Push 15 116
+ 1
I
Push 17 115
+ 1
2
24
105
WESTERN PORTION OF "THE MEADOWS"
Rancho California. California
for: Rancho California Development Company
I~ Converse Consultants Inland Empire
I ;
Project No.
88-81-148-01
Drawing No.
A-9
~:z,..
I SUMMARY
OATE ORICCEO 11-10-88 BORING NO. 7
I THIS SUMM....."'.A~"'I.U:5 0"'1..1' AT THE t..OC:ATlOH 0" THIS 110""41. "''''0 "T THE
flloll: 0"; OltlLL ING. SU,SUlt' ACE COHO lTION5 MAl' 0 ,"'[It... T OTH[1I1..0C::ATJONS
DEPTH ""i," 0"" .loNe ......r CHANGE AT THIS LOCATION WITH THE "''''SAGE 0" TI'-lIE, THE OArA
IN . . ..."IUIUITlEO IS ... ".....Lll"JeATlON 0" ACTUA... CONOIT'lON$ EHCOUNTEIIIED.
I"iEET .,.~ ""~ ECEVATlON, 1256'
~ ~
I 0
SM dry loose to black TOPSOIL
medIum SILTY SAND
slightly dense olive fine to mediu'!L9!alned
I moi sf to brown BEDROCK
moIst PAUBA FORMATION (Qp)
SANDSTONE -
I 5 G) with si I tstone interbeds;
1 very fine to medium grained 8 9 123
sandstone; massi vel high I y
I weathered to 6'
I 10
2 9 8 118
I
I ~radational contact at 14'
------
brown
!15 fine to coarse grail)ed;
I 3 massive; diScontinuous silt- 4 8 104
~~O.I.Y.' ., r,o
undulatory contact ot'17'
I very fine grained
20 .
I 4 slightly 8 17 118
moist
I ...
...
-----
I 251 fine to coarse grained
-----
5 olive fi~to-.~edium grained; 19 10 118
brown
I~ trace of coarse sand and
, reddish grovel
i ------
;; I brown fine grained; approximate
.~
II 1 beddi ng atti tude at 30'
1 N650W 50 S
301 ,
"
. * Kelly weight: 2500 pound, 0-25 feet; 1500 pound, 25-45 feet} 12. h d
II
' 750 pound, ~5-56 feet. -mc rop
WESTERN PORTION OF "THE MEADOWS" . PrOtect No.
~ Rancho California, Colifornia
~ 88-81-148-01
I~ for: Rancho California Development Company
z ~ DraWing No.
2 Converse Consultants Inland Empire A-10 A,?J
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6
-
-
.
140-
.
45--
.L
.
. .
50-
..
.
55
8
.'
60
. slightly
moist
reddish
brown
BEDROCK (cont.)
very Fine grained
-----
fine to coarse grained
~ndulat.2rY...C~a~t 36' _
SILTSTONE
with t~f Fine sand _
SANDSTONE
tL-!!~ coarse grained r
I very Fine grained with silt
13
106
brown
olive
14
\
Fine to coarse grained
1------__
Fine grained, slightly silty
12
.8
102
-----
SILTSTONE .
I SANDSTONE - _...J
Fine to coarse grai ned
5
15
102
End of boring at 56'
No ground water encountered
No caving
Backfj" ed
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
PrOject No.
88-81-148-01
~
,~
I
Drawing No.
Converse Co_nsultants Inland Empire
A-ll
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SUMMARY
BORING NO 8
O".ORICCEO, 11 1988 ~~.~~~~
. 'THIS SU........"Y """LlIES ONLY AT THE LOCATION 0' nus IOlit'NQ AND AT THE ?o. <() <"...
- :.....'...""... Suuu""",...",..,..".""..,.,...,.""... ..~;> ~ .. 0 ~..
~ ....HO ""'A" (NANGlE AT THIS LOCATION WITH THI[ ""SSAG!!; 0" TIME. THt: OAT... Co'" 0 -(':i.f' "'>.
DEPTH .....~ 0" I'll'UEHTEO IS ... SI"'''lll'IC,I,TION 0" .aCTUAL CONDITIONS ENCOUNT!ItUI, r",. Ii">!, c.1-,JI ~Q
IN <r1'f -1-4; ~ ~"'" ........;.
f'EET ~~ ~-\ IELEV,AT,ION: 1058) . c;'1->-1)~ ~ ...
, o.
SM dense loose
o
.
-
1
-
5 t=8
3
r-
.~ f2)
:10 ~
5
3)
ML/
OL
.f-
6
-
.15
7 SP
0-
0-
8
--
o
20~ :I Q
o 0
o
25- -
10
-
-
~
brown
ALLLNIUM (001)
SILTY SAND
fine to medium sand; J
trace graveL __
SAND
trace fines; fine to medium
grained
SP
light
g ray to
brown
slightly
moist
medium
dense
~" - !" thick layers af
silty sand
very
mois.t
firm ta dark
soft gray
Push
+Tap
Push
+ Tap
2
2
ORGANIC SILT Push
fine sand; roots; decayed
organics (smell); micaceous
sandy streaks 1/16" - 1/32" 1
thick
moist
medium gray
dense
SAND
trace Fines; Fine grained
pods ond layers of silty
sand; trace gravels
brown
trace fines) fine grained;
stringers of medium and
coarse sand; occasional
well rounded gravel to 1"
diameter
very
h mo!st tq
Ilmolst
wet
water ot 28'
End of boring at 29'
* Kelly weight: 1680 pound, 0-25 feet}12. h d
, 840 pound, 25 -29 feet -InC rap
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Convers'e Consultants Inland Empire
i
30
4
3
3
3
1
3
4
6
59
52
11
6 95
16 106
97
99
99
98
65
68
108
Groundwater encountered at 28'
No caving; sloughing
Backfill ed
PrOlect No.
88-81-148-01
Orawing No.
A-12
A...--)
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SUMMARY
DATEOR'LLEO, 11-20-88 BORING NO. 10 ..~~"':-,,~~~
'THIS SUhU""...ltT "'~"Ll(S ONLY AT THE LOCATIO" 0" THIS 'OIllING .1,"'0 AT TH[ rO. (0 <~J" .
'TU.oIIEO'ClIIII.LINQ. 5U.SU"'...CECONOIT10NS"'...YDI,.,.E"...rOTNU'1.0C...T10N' ~ O~ '1- $ 0 }o<t:
. ,AHO l01I"", CHANGI AT THI' LOCATION WITH TH( "."AGI!: 0" T11o.l1[. THE OAtA ~,.... 0 '~\f" ,,~
DEPTH .,,4; 0" ,,."I.SENT[O I' A "J.l"LI'ICATIOH 0" ACTUAL COHOlflQln EIllCQUNTlltIO. Ji"~ ~1-.,. <s.Q
IN ~ -1'. " ~}Io" .eo.'...
P'EET to"'~'" ELEVATION: 11171 . Q-s.)o.1)t' ~ J"
:0
SM dry loose light AllLNIUM (001)
brown SILTY SAND
fine to medium grained;
trace of coarse sand and
gravel
.-
:!8
.2
~ 5- r-
medium
dense
3
2
100
sl ightly
moist
1
3
102
brown
BEDROCK
PAUBA FORMATION (Op)
SANDSTONE
fine to medium grained;
highly weathered to 6'
moderately weathered
from 6'-11'
99
-
3
--
-
2
3
10
4
trace of gravel at 10'
End of bori ng at 11'
No groundwater encountered
No caving
Backfilled
3
8
112
151
i
I
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f
!
20l
-
-
25-
.
-
-
-
30
* Kelly weight: 1680 pound, 0-11 feet) 12-inch drop
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
j~ Converse Consultants Inland Empire
PrOlect No.
88-81-148-01
Drawing No.
.\1.
A-14
I
I
. SUMMARY
DATE O~ICCEO, 11-20-88 BORING NO. 11
I THIS SU........"" ..~,.LI[' OHI. T AT THE LOCATION 0' THIS 80lUNG AND AT THE
TIWE 0"011'1.1..11010. SU.5Ull'....CI CQHOITIOHS ...." 0,"[11I..., OTHI[JI LOCATIONS
DEPTH ... ~ A"'O "".II" CI'UUIG[ AT TNI, lOCATION WITH Tl4I: "''''''AGI 0' TINE, THE DATA
: IN f'" ~p ""ESE"TEO IS A "",,.LI"ICATIOH 0" ACTUAl. tOHOITIOH5 [HCOUNrr,U:O.
PEET ,.01- ~.,. 1207'
. . ELEVATION,
0
I SP dry loose light ALLWIUM (Oal)
brown SAND
SM 'moist medium dark fine to coarse grained;
I dense brown trace ravel
1 G COLLWIUM (Ocol) 3 14 117 1.3
SILTY'SAND
I fine to medium sand
5
2 2 13 117 . 1.4
I
I ; '0 reddish BEDRa:K
3 brown PAUBA FORMATICN (Op) 2 19 107 1.7
I SANDSTONE
very fine grained; highly
weathered
-----
, I 4 5 6 108
medium to coarse grained;
15 ---'!Loderate ~eathereL-
I 5 SANDY SILTSTONE 3 21 107
very fine grained
End of bori ng at 16'
I No groundwater encountered
No cav; ng
8ackFi II ed
I 20
**
Percent collapse when
submerged at 2KSF
I (see Appendix B for proce-
dure)
..
D
I 2S
I c
.2
..
-'!
I ;:;
,
0.
-
S 30
" * Kelly weight: 1680 pound 0-16 feet}
m 12-inch drop
>
0
I Q.
0.
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WESTERN PORTION OF "THE MEADOWS" Projec1 No.
~ Rancho California, California 88-81-148-01
~
I ,
~ for: Rancho Colifornia Development Company
0
ci @ Drawing No.
z <\~
2 Converse Consultants Inland Empire A-15
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SUMMARY
BORING NO 12
OAUDR'LLEO, 11-20-88 . ~~~.,~~~
'TH'S SUII,,,u,n ..,."t.II;' ONLY AT THE LOCATION 0" THIS 10"'/IIG AND AT THE "0. <0 <1IoJ. .....
THIlIlO"Oll'lI.ING. SUaSU'Ir'ACECONOITIONS"''''O'''''I!JlArOTHlEiltI.OC:ATION' .. 0.,. of, ~ 0 ~~
(jp ""0 ......1' CHANOI AT THIS LOCATION WITH THII: ,."SSAOE 0" T,IoI[, T"r; OAr.. c., J- 0 ....('t:'f'
DEPTH t':Ytf. 0" ,,It[SIUITlO IS " SU"'''t,.lnCATION 0" ACTUAL CONDITION' ENCOUNTlltlO. fs;'.,p (,1-".
"~~T + </'. l# ~Q;'c.. . .........
.,....... :ELEVAT,ION: 1216' . 1oo;'''1!\ ~.... '\ -..
o
.
SMdry
loose
Iig ht
brown
I~
"2
5
..
..
.t-
3
. '1"-
:00
-4
slightly medium
moist dense
brown
to dark
brown
moist
brown
.
..
15-
..
.
20-
:.
25
~
~
301
COLLlNlUM (Qcol)
SILTY SAND
fine to medium grained;
trace gravel 4 4 104 1.1
visible pinhole voids at 4'
7 8 126
BEDROCK
PAUBA FORMATION (Qp)
SANDSTONE
fine grainedi trace of silt
and gravel; highly
weathered to 9'; moder-
ately weathered from
9'-11'
8
6
End of bori ng at 11'
No ground water encountered
No caving
Backfilled
* * Percent collapse when
submerged at 2KSF
(see Appendix B for proce-
dure)
,
* Kelly weight: 1680 pound, 0-11 feet} 12-inch drop
12 125
11 123
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
· ~ Converse Consultants Inland Empire
W
Project No.
88-81-148-01
Drawing No,
A-16
Af\,
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SUMMARY
BORING NO 13
DATE DfltILLED; 11-20-88 ~~~~~
.. ._'~ 0
THIS SU.........., """1.11:' ONL' AT THt LOCATION 0" TMIS 101lt1l". AHD AT THI ~O"" < <~.L
TIM' .'."LLI". 'UUUO"" ....'TI.... M.,.......' .,... LO'ATO.., .. <>..<>... <! <> . ~
. IAHO MAY, CHANGE AT THII LOCATION WITtot THE ,,""AGE 0" THo.E. THIE OAT.& CQ. - .L 0 -('t:~ ~...,
DEPTH f",i; 0'" '''''UIHnO IS., JU"'''l"IP'ICATION 0" ACTUAL COHelTIOHS EHCOUNU.n:O. ~ Ii;. ~1r. <so
t~T <I- -1'. " .....'" ~>
P'E .,,".-4 ELEVATION: 1197' . "-s.....-t' . J-
10
SP! dense
SM
,-~~
..~
.~~
loose to light
medium brown
dense
ALLUVI UM (Qal)
SAND/SILTY SAND
One to medium
grained; porous; trace gravel 9
3
104
2
3
91
6
6
110
..
..
slightly
moist to
moist
brown
BEDROCK
PAUBA FORMATION (Qp)
SANDSTONE
fine to coarse grained;
trace of clay and gravel;
highly weathered to 9',
moderately weathered from
I 9'-11' I
108
110
4
3
15
15-
End of bori ng at 11'
No ground water encountered
No caving
Backfilled
.
'.
.
20-
..
.
25-
.
.
..
30
* Kelly weight: 1680 pound, 0-11 feet} 12-inch drop
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
: @ Converse Consultants Inland Empire
PrOlect No.
88-81-148-01
Drawing No.
~o
A-17
.
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SUMMARY
BORING NO 14
CAnCRILLEC, 11-20-88 '. ~~~.,~~~
'TMIS SU"'''''IIlT """Llts ONLY AT TMI: LOCATION OF' THIS IDIIU.' UD AT THI ~O -.. 0(0 < 'ftJ.
'TIM[ O,.CUtILLING. 5UISUIIP'''C.l CONDITIONS "AY 011",.[11 AT OTHIIIl LOCATIONS ~.. "'- . <) .,.~
. AND ""..... CHANGI!: AT T"IS LOCATION WITH TMIl: ""SSAG! 0" TIN[. THE DATA C!: ~ 0 "-(';'t' .....
DE"H ~~ 0'" ,."UI:IIITIO IS ... SI..,..."lCAnOIf or ACTUA" CONDITIONS ENCOUNTlltlO. Cl-... ~.......". ~1-" ~
"~':T +'t 01'. ""'{, ,....~(,. ~}.
.,..<4. IELEYAT,ION: 10781 . -s.......f'o . J..
o
SM dry
-
.2- slightly
moist
.- moist
5 _1-
-
3
-
loose
Ca.LWIUM (Qcol)
SILTY SAND
fine to medium grained;
porous 5 6 102
BEDROCK
PAUBA FORMATION (Qp) I 5 7 114
SANDSTONE. .
fine and medium grained;
trace grovel; highly 4 8 107
weathered to 6; moderately
weathered from 6' -11'
light
brown
olive
brown
-
10 --
4 .2 7 116
. End of boring at 11'
No groundwater encountered
- No caving
Backfi II ed
15 -
.
.
20-
o
o
25-
.
.
.0
..
30
* Kelly weight: 1680 pound, 0-11 feet} 12-inch drop
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho Californio Development Company
~ Converse C.onsultants Inland Empire
PrOlect No.
88-81-148-01
DraWing No.
5\
A-18
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SUMMARY
BORING NO 15
OAT" O"'LLEO, 11/20/88 . ~~~.,~~~
'TN'S SUa,t"""'f """LIES ON,"' AT TI'tIE: LOCATION 0" THIS .0".... A,.O AT THE \"0 -. <0 (il...
<TU"tOre. '''Lt.,'''.. SUISUII,."CECOtrGlTIOU",.uOI"UATOTHUlOCATIONI '" 0.. ~ ~ 0 ~
. .".0 ""AT C"'A"'Ge: AT TH'S LOCATION WIT" TItE ,.A"AG[ 0" TH"I. T"[ DATA "CI-... J-. 0 -~f" ..~
D~r;:H 'f"~ .0" ',."UI;NTED.I... SIW"ll'ICATlON 0" ACTUAL CONOITIOIU INC:OUNTlIIlO. ~ .rs.:;.... ~"".,. "'Q
,.EET <I" ~ .. "'C'c... ---:.J....
.t-.... ELEVATION: 10851 .c,""...,. .
'0
SM dry medium light COLLlNlUM (QcoJ)
denseto brown SILTY SAND
loose to gray fine to medium grained;
porous
brown BEDROCK
PAUBA FORMATION (Qp)
SANDSTONE
fine to medium grained;
highly weathered' to 5'
1
-r- 1
7
r
6
11l
mo 1st
r:-'"
2
~ 5- r-
3
8
115
-
3
1
11
113
.-
End of bori ng at 7'
No groundwater encountered
No caving
Backfill ed
10-
15 "
,
:
20-
-
25-
.
.
-
30
* Kelly weight: 1680 feet, 0-7 feet) l2-inch drop
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
.@ Converse Consultants Inland Empire
I :
PrOlect No.
88-81-148-01
Or.:lwing No.
A-19 '5"1/
f~~~-..
I SUMMARY
OATE ORILLEO, 11-2'1-88 BORING NO. 16
I 'TItIS SU......AII" A""loIES ONL" AT THIE LOCATION 0' THIS 10ll1N' AND AT THIE
TIWIE 0' 01111.1. ING. SUISUII'ACIE CONO ITIONS ...AY OI"'IEII AT OTHIEII LOC"TIONS
II DEnH ". y ANO .....Y CHAHGIE AT THIS LOCATION WITH THIE ,,"SS"'[ 0' T1wlE, TltE O..T..
IN f" .0 ""IE'IHTID II A ,,,,..,.LI,..CATIO" 0' ACTUAL COHOITIONS [HCOUHTlEltED.
"EET .,.~ ...<1' 1175'
. . IELEVAT:ION:
0
dry brown BEDROCK
I slightly PAUBA FORMATION (Qp)
SANDSTONE and SILT - .
moist STONE
I fine to medium grained
sandstone, sil ty; trace of
light coarse sand and gravel
I 5 (D ----
1 brown fine to medium grained; 1 3 115
trace of silt
I coarser grained with depth
I '0 @
2 clay films on sand grains 3 9 115
II
I 15
3 3 9 104
I -----
reddish
brown
I
20 @) micaceous, with some very
I 4 fi ne sand 2 14 120
I ,. -----
.D olive to SAN.DSTONE
I 25 brown fine to medium grained
~ 17 116
v
I ~ with occasional 2"-6"
.!! thick interbedded layers of
..
.~ 5i1 tstone
:c
,
I 0.
-
.!! 30
"
G * Kelly weight: 4000 pound, 0-30 feet } 12. h d
>
0
1; . ,2800 pound, 30-36 feet -mc rop
I 0.
<
WESTERN PORTION OF "THE MEADOWS" PrOlect No.
~ Rancho California, California 88-81-148-01
:::
n for: Rancho California Development Company
I 0
0 @ Drawing No.
%
, Converse Consultants Inland Empire A-20 j?J
"
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SUMMARY
BORING NO 16 (cont )
O'T.OOI"".O, 11-21-88 ... .~~~<"~~~
TN'S SUMMA'''' """L.lIES ONI." AT TH~ LOCATIOIII 0' THIS 10ltlNG "HU AT TNt: ~ . (0 ('~...
T1"'1E Of;'. DIIILLING. 5U.SU"'AC! COHOlrlONS .....Y 1)1"11:11 loT 01"[.lO('&T'lO"'5 0.. 0.. ~ ~ 0 ~
4; "NO ""AY (HANOIE AT THIS LOCATION WITH THIE ,."'SAGE 0" nUl[. TI'tE OAr A Cl:... 0 ~ ~ ")0;
DEPTH .~~ 0.... ""IES[HT[l) IS .. $IMP'L."'CATION 0" ACTUAL CONDITIOH' EHCQUHl'[ltIEO, q.~ 'I.:,;'>S';. ~10~ .fs.""
IN ~ -1'. -."." V;c:-" "":J>.... .,
~EET t!I~.-4. ELEVATION: 11751 . 1-;."~ .
30
.
slightly
moist
reddish
brown
i35
6
.
40-
. .
. .
. .
. .
45'-
..
..
. .
, .
50-
..
,.
..
55-
..
.
-
-
60
,
---.--
fine to medium groined;
trace of coarse sand and
gravel
4
23
105
End of boring at 26'
No groundwater encountered
No caving
Backfill ed
.
PrOlect No.
WESTERN PORTION OF"THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
88-81-148-01
~
~
Drawing No.
A-21 5~
Converse Consultants Inland Empire
I SUMMARY
BORING NO. 17 (cont.)
DATE D~ILLEO, 11-22-88
'THIS .u.......y ......l.IIS ONLY AT THI LOCATIOIt 0" THIS aOIl'"G AHD AT THE
I ' TI""'I 0" DR'LL IMG, 5ua'UJl,ACI' COND ITIOMS ....T 0 "'111 AT OTHEII LOCATION'
D!~H IV". 0'" ,AND "'AT CHAN81: AT 'HIS LOCATION WITH THI ....'S.GI 0' T'M[. THE DATA
,,.IIE-SUITIED IS... SIWt"I.I'ICATlON 0,. ACTUAL CONDITIONS INCOUNTIIIID.
fN 01-. <1'.
P'EET
... .... IELEVAT,ION: 1214'
30
1 6 slightly tan BEDROCK (CONT.) 5 5 111
moist
medium grained; micaceous
I oor! sorted
End of boring at 31'
No groundwater encountered
I 35' No caving
Backfilled and tamped
1
I 40
I
I
45
1
I
I 50
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1 55
I
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12
.
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II WESTERN PORTION OF "THE N'EADOWS" Prolect No.
~ Rancho Californio , California 88-81-148-01
~
I~ for: Rancho California Development Company
~ Drawing No. '5r.{
, Converse Consultants Inland Empire A-23
. W
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SUMMARY
BORING NO 18
D"TED"ILLED: 11-22-88 ~~~~~
.. ~'f": 0
THIS SuWWA"T API"LII[S ONLY AT 1'HI: LO~ATIOJf 0" T",S 10ltlNG AND A" TMI! rO. (0 ("...
To....' .",,,... .UOSU..." C....",....... ..."OU OT." '.CAToOMS .. 0.. ~ ~ 0 ' ~"
. AND l01I., CMA"GE AT THIS LoeATIO_ WITH TMI .....,...[ 0" TINE. TMl OAT A CQ.. ~ 0 ....~f" "'~
D~'::H f....~ 0"" ,,."(SIENTlD IS" S.....LI'ICAT'O.. 0' ACTUAL CONDITIOIf' lNCOUNTERED. ~ ~:. ~1-.. "
P'EET <1'..,.. .. ":-c, ...:Jo....
.,".-4 ELEVATION: 1139' 'FJo..~ .
'0
SM dry medium dark COLLWIUM (Qcal)
dense brown SILTY SAND
I- fine grained; abundant
pinhole voids
..
'1--
1
..1-
-
5 -
-
2
-
..
'0 ---
3
.-
slightly
moist
2
6
114
BEDROCK
PAUBA FORMATION (Qp)
SANDSTONE
fine grained; moderately
orange weathered; massive; poorly
brown sorted; pinhole voids
-------
fine to medium grained;
weathered; poorly sorted;
. micaceous; trace gravel
moist
3
8
117
- -----
. light
brown to
orange-
brown I
15
fine grained; moderately .2
sorted; micaceous; trace J
cravel
End of boring at 11'
No groundwater encountered
No caving
Backfilled and tamped
7
103
i
20 +
~
I
r
r .
L
.
25 ..
.
30
* Kelly weight: 4030 pound, 0-11 feet} 12-inch drop
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
i~ Converse Consultants Inland Empire
ProJect No.
88-8l-l.<i8-0l
Drawing No.
~
A-24
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SUMMARY
BORING NO 19
OAT ~~..,,~~~
'THIS suM......."..,.,...'IS 0,.1." AT THI LOCATION 0' THIS eDitING AND AT THI ~ . <() < ""
E O.'LLEO, 11-22:,~~ 0' 0"'''''. 'UUU'''C<eO'''''O'SWU 0 ,,,..,, OT... 'OC."O.. O~ ..:~ .... "'"0 ~'"
.. ."0 ......T CNAdl AT TNIS LOCATION WITH THe ".SSAGI[ 01" 11"'1. TMIt OATA c.. 0 '_('I;~ "'~
D~~H ;f....~ 0'" ",n:S""T, 10 IS" IU....LI,.C...TIOII 0,. ACTUAL CONDITlOH' (MCDUNn.u:o. Oe..c.. 'r.:,.'.;. ~"'". " .
.,. 01-. ~..... ""0-" ~;r.... .'
P'EET ."'."'" IELEVATION: 1181' .. lo)o"~. ... _'
o
5M dry loose to dork
medium brown
dense
-
.
!5
1
'.1-
,.
-
,-
10--
2
--
,.
.
..
liS
i
20 I
I 4
i.-
i
;-
i
I
i
f
,
25 !
! 5
i
-
-
-
30
COLllNlUM (Qcol)
SILTY SAND
fine grained: pinhole voids:
gradational contact with
underlying bedrock
slightly
moist
orange- BEDROCK
brown PAUBA FORMATION (Qp)
SANDSTONE with claystone
interbeds, fine to medium
grained sandstone, upper 2'
~weathered: poorly sorted:
.trace gravel: micaceous:
(1-2 cm biotite flakes)
------
fine to medium grained;
slightly clayey; trace gravel,
locally coarse grained,
poorly sorted; massive to
very thinly bedded
approx. bedding attitud_~e
dbark & L N690E, 1505__
rown .
yellow- Interbedded claystone & .
brown sandstone:
to white . claystone, micoceous with
very fine sand; thin to
moderately bedded, (inter-
vals range in thickness from
1" to 2' with overage thick-
ness of 3")
sandstone, medium to coarse
grained, with some silt
2
5 75
moist
2
\
15. 110
3
-
3
17 103
1
25 102
2
29
92
End of boring at 26'
No ground water encountered
No caving
Backfilled and tamped
* Kelly weight: 4030 pound, 0-26 feet} 12-inch drop
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho Californio Development Company
I~ 'Converse Consultants Inland Empire
Projec1 No.
88-81- 148-01
Orawing No.
51.
A-25
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SUMMARY
BORING NO 20
DATEe'ULLEC; 11 22 88 ~~~~~
.. .-.'<t'; C
'TillS SU.."",..JtT .........LIES ONLY AT 'HI[ LOCATION 0' TMIS .01l1NG AND AT THI ~O. <0 <.,.~ '
- . T~M' 0'0.''''... .uuu.,.c..o..ono.: MAY .",.. AT OT." 'OC...... .. 0.. ~ <! 0 ~
. AIIIID ""'" CHANGE AT TNIS LOCATION WITH THI ""SSAGI 0" TIME, TMI DATA '" ~ 0 _~~ ,,~
ClEnH f"(,; _0"" "'''(SINTID IS ... 5IW"L"'CA'ION 0' ACTUAL CONDITIOIU IIICOUNT[ItUI. Ii;.)!. ~1-. ~
IIN <1'.,."-- .. 'Q" ";JoJ,.
P',EET ."".<4 IELEVATJON; 115,. ioo..."'f- .
o
.
--
2
BEDROCK
PAUBA FORMATION (Qp)
SANDSTONE
fine to medium grained;
. slightly clayey; slightly
weathered; locally porous
-------
21 104
brown
1
10
..
..
..
fine grained; poorly de-
veloped bedding; mica-
ceous; clayey
3
2
27 99
~15
..
.
-
4
20--
--:-------
2
]7 114
fine to medium grained;
poorly sorted; massive
,
'.8
..
25--
5
-
:r:---.----,
j-l fine grained; micaceous; l
clayey.
I End of boring at 26'
No groundwater encountered
No caving
Backfill ed ond tamped
2
22 ]06
30
* Kelly weis;ht: 4030 pound, 0-26 feet} 12-inch crop
WESTERN PORTIO!'! OF "THE MEADOWS"
Rancho California, California
for: Rancho California Develop~ent Company
l.~ Convers.e Consultants Inland Empire
PrOject No.
88-81-143-01
DraWIng No.
A-26 -5~
I SUMMARY
11-22-88 BORING NO. 21
DATIE D"ILLED:
THIS ..U..........., "''''''LIIS 0"1.." AT TH(lOCATIO_ 0" "H" .oa"". AND AT Tltt:
T'... 0" O.'LI. ING. SU.SU"""CE COJC)ITIOHS W"" 0""[11.. T OT"IU lOCATIONS
I ClEII'TH ..- ~ .....0 ......, eN"..1 AT THIS LOCA"ION ""'riot THI ....SS...GE 0" TlWI. THE OA.,A
'" ...., .0 ,.IU:SINT10 IS... SI.....LI...IC...TION 0" ACTUAL CONDITIONS U.COUNTIJlIO.
'P'IEET .,.'" ....'" 1265'
0 - - ELEVATION:
I SM dry loose (~ark COLLLNI UM (Gcol)
gray- SILTY SAND
brown fine ~and
1 BEDROCK 2 5 104
I orange
brown PAUBA FORMATIOl'! (Gp)
SANDSTONE with claystone
5 Interbeds; medium to coarse
I 2 light I grained sandstone; massive; 3 8 115
brown fo> upper 2' highly we:::thered;
brown clayey at 4'
I ----
brown fine grained; silty, well
sorted; massive
----
I fine grained; cla6ey;
10 white moderately well ec!ded;
3 .slightly micaceous; bedding 3 5 115
.moist to light attitude at 8.5' N810 E, 80
I brown -----
.moist medium grained; massive;
orange moderately well sorted
brown ----
I slightly white fine grained; clayey,
micaceous, interbed.
15 moist from 12.5' to 13'; bedding
I attitude N60oW, 6"S
coa-rs; grained, with grave s.
.moist reddi sh and thin clayey interbeds
I brown CLAYSTONE
micaceous
20 4 -----
orange SANDSTONE 3 21 r08
I brown fine grained; clayey; mocer-
ately well bedded
white ----
III
I 25 medium to coarse grained;
some gravel
bedding attitude ot 27'
Ii N30oE,5OSE
D
,
0.
I~ 30
> * Kelly weight: 4030 pound, 0-30 feet; 2800 pound, 30-56 feet 12-inch drop
0
:;. , 285 pound, 56-60 feet
0.
I: WESTERN PORtiON OF "THE MeADOWS" PrOject No.
!:: Rancho California, California 88-81-148-01
~ for: Rancho California Development Company
Q
I~ ;@ DraWing No.
Converse Consultants Inland Empire A-27 ~
E
0
.
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SUMMARY
BORING NO 21 (cont )
.DATED~ICC'D, 11';22-88 ". '~~~.,~~~
THIS IUMM...., .''''LlIES 0111.' AT T"~ LOCATIOII 0' TillS aOlllH. AIIO AT Till ~ . (0 < "...
TIMIE'O,.DIIILLIIIG. Su.SU......CICOIlOITIO.'....UOI,.'I.ATOTIIULOC...TIO.S 0.. 0,..". ~ 0 ~
. .NO .....T CHANGE AT TMIS LOCATION .U'II '"I "'.SSAGI 0" TIMI. Till OATA '" ... 0 _~~ ....,
DEPTIoI f"'~ 0..... ",ltIUIENTIO 15.t, S"""'LI'ICATIOII 0" ACTUAL CONOITION5 IJrt(OUNTr.IIIO. .ts;~ (,1-", 1.. .
IN -1' -1'. ~....(, .......... ~
I'EET ..,..... ELEVATION: 1265' "... l;\.o;.....,~ ~ ... _
30
.60
5
-
moist
brown
fine grained; massive;
micaceous
3
14 109
.
.
35-
dark
oronge
brown
bedding attitude at 35'
N340W, 70SW
-----
fine grained; micaceous;
clayey
approximate bedding
attitude at 38' N360E,50SE
--"----
5
13
122
-
40--
.2...
orange
brown
primarily silt; with fine
sand; trace clay
silty with some clay binder;
fine groined; micaceous;
massive to very thinly
bedded
5
16
116
.
45-
-
(D
15
9
106
.
50
7
r--
55-
0-
8
tan to
orang e
brown
End of boring at 601. No ground water encountered
No caving. Backfilled and tamped
.~
~.
WESTERN PORTION OF "THE MEADO\!lS"
Rancho Cclifornl a, California
far: Rancho California
PrOject No.
88-81-148-01
DraWing No.
Converse Consultants Inland Empire
A-28
~o
I
I
I
I
I
I
I
I
I
I
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I
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DATE
SUMMARY
BORING NO 22
25
-'~..II-~~B. ~~~~~
To os ........T "'L'U O.L T AT TM. Loemo. 0' T.,. '0".' '.0 AT T.. "0 . .(. <.... ~
Tlld 0" OIlILLllle. SUISUIU'ACI COIilOITlONS ~AY O'''HJI AT OTNI_ LOCATIONS :to "fl; ~ ~ 0 ""'.
". ~ .1011I0 WAT '''A,.el AT THIS 1.0(o4TIOIII WITH THt: ""SSAGI Of' TI....t:. TIotI DATA "J. 0 -C"<~ ~
H ..... .0 ""I:SIJlfTI:O IS .. ""'''LlneATlON 0,. ACTUAL CONOITlONS UtCOUIIIlTlltIO. is::..... ~.,..... "
.,..~ ...-1' . 'C'c; ~)ro... _
. . 'L'YA~ION, 1185' . ~~..". .
1 SM dry loose groy ALlLNIUM (Qal)
. brown SilTY SAND
fine groined
1 SC 'moist stiff dork COlLLNIUM (Qcol) 2 14 112
brown CLAYeY SAND
- medium grained; some gravel
2 BEDROCK 1 14 110
. f-- PAUBA FORMATION (Qp)
SANDSTONE
. fine to medium grained;
. f-- ~ayey; highly weathere~
3 2 17 114
t-- medium grained; moderately
weothered; micaceous
-
. - ------
4 1 22 106
. -
, . fine grained; micaceous
, .
-----
~ orange 2 17 TT3
,. brown.
. slightly c1oyey; fine
. grained; micoceous
t--
6 2 22 104
,. End of boring at 20'
No ground water encountered
No caving
Backfilled ond tamped
,.
-
"
D,En
IIN
FEET
o
5
10
15
20
30
* Kelly weight: 4030 pound, 0-20 feet} 12-inch drop
WESTi:RN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOject No.
88-81-148-01
Or3wlng No.
'-"
A-29
I
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.
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SUMMARY
BORING NO 23
OAT<D"'CC'O, 11 23 88 '~~;.,~~~
'THtS su/OI...."., .....t.llS ONto" AT THII!: LOCATlOIll 0' THIS .aIllING AHO AT THl!: -("0 . <0 <'"
- ~'W'.'.''''''G. 5UUU''''''.""'''.",wn.'',,..,.,...,.,ATo.", ".:.. ~ $~O '",
r, .4/110 ......'1" CHANGI AT THIS LOCATION WITH TH[ ".SS"'GI: 01" T1~[. TH€ OATA C. ~ 0 ~ ~ "~
DEPTH f,,4; 0'" ,.lIII1!:SIHTItD IS'" 'lw"..lfIC,.,TIOH 0'" ACTUAL C:O/llOITI0"5 l/llCOUHTI.IllO. O".c.. ~'.:- (..1-", "JoQ
IN o!- 01-. r~ ~)oc. .......,.
"EE'T ."'.-4. IELEVAT:ION: 1259' *. Q-.s,."","'~ ~ j. .
o
.
.
SM
gray
dry
loose
'5
TOPSOIL
SILTY SAND
fine groined
BEDROCK
PAUBA FORMATION (Qp)
SANDSTONE
fine to medium groined;
brown & highly weathered
L-.____
orange- d. . d od I
b me lum grolne ; m erate y
rown weathered to 7' with inter-
bedded siltstone and clay-
stone layers - variable
orange-
brown
I
,2.
..
10
-----
_2
.-
slightly
moist
brown
fine grained, silty with some
clay binder; trace gravel
moderotel y well sorted;
micaceous
15
-----
.c1.
..
dry
white
brown
medium to coarse grained,
with interbedded siltstone
and very fine-grained sand-
stone layers - variable
20
-----
SANDSTONE 3
medium grained, locally-
coarse grained; moderotely
we II sorted
grave I I ayer at 23'
medium to coarse groined;
. angular granitic grovel;
abundant biotite; poorly
sorted
4
...-
light
brown
-
25
5
-
30
-
6
2
4
4.
4
2
* Kelly weight: 4030 pound, 0-30 feet; 2800 pound, 30-56 feet;} l2-inch drop
1285 pound, 56-80 feet
13
110
6 113
2
TT2
2
115
5
122
5
115
,
WESTERN PORTION OF "THE MEADOWS" P'OleCINo
Rancho California, California 88-81-148-01
for: Rancho California Development Company
'~
~ Converse Consultants Inland Empire
:.A';...-
DraWing No
(pi.;
A-30
I
I
I
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SUMMARY
BORING NO 23 (co t)
C~T. O~'"".O. 11-23-88 ~~~~~
' TM IS SUM.....,. """LI(S ONL T AT 'HI \.OC'" 10. 0" THIS SO"'"O AJIIO AT TME ~ . <0 (11...
TI....O,.;OIlII.LIIIIS. SU.Su"""Cl COIllOI'IO"' WAY 01"'[" AT OTHI" LOCATIONS 0410 0.. ~ ~ 0 ~
. ,"NO .....T ("""'1 AT TMIS LOCATIOII WI'" TMI ".SSAGE 0" TI"I. THe OATA CQ. ~ 0 -Cl:<t' .""
...~" ~... ....-..... ""M'.". .....: .._"".~.~_.._.. ~. ,,~ · .~. ~
'UT ~ ~ 1259' . '",'" --,:....
..,..-4 IELEVAT;IOH: -. io.....~ .
30
6
-
dry
white
BEDROCK (cont.)
103
4
115
dry to
moist
medium to coarse grained;
I poorly sorted
L----
fine grained; micaceous,
with interbedded brown,
very fine grained layers -
variable
12
6
121
5
dry
~-----
8
i~
I
coorse grained, with gravels;
poorly sorted
moist
orang e-
brown
fine to medium grained;
trace gravels and clay
at 44'-45' coorse grained;
slightly clayey
at 45'-46' coarse grained
at 46'-47' medium grained
PrOlect No.
88-81-148-01
DraWing No.
A-31 (p?7
45-
-
,-
slightly
moist
moist
50
9
I--
------
5
medium grained; moderately
well sorted
------
55
I
~
,
~
I
,
!
~
,
,
60 I
fine grained; micaceous
WESTERN PORTtON O("THi: Nf.ADOWS
Rancho California, Califor nia
for: Rancho 'California Development Company
Converse Consultants Inland Empire
I
I
I
I
I
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SUMMARY
BORING NO 23 (cant)
OATE O~I""ED, 11-23-88 . .. ~~~"~~~
TN'S 'l.I....".y A~~L'~S OM\..Y AT TM. LOCATION 0" T",S 10ll'NO ""o.t., TMI ~ .. ('.0 ('....
T'WIO'. 011 'Ll.."... SUISY"""CI CONDITIONSMA" O'''''(It..T OTMllll LOCATIONS ,.0.. "'" ~ .0 ~
. ""'0 ....T C"A/ltflr AT TMI5 LOCATION WITN THI """AG( 0" TIMI. TMI: DATA ,,~ 0 ....(':~ .""
9~':"H ."~ 0'" ""IIINTID IS" '"''''L,,.,(A',O''' 0" ACTUAL CONDITIO",,' INCQUJillTlltro. "i;"'}lo (,,1-... ""'G)
.". .,.fj '-" '.a;Jo
"EET ."".<4 ELEVATION: 12591 .. o-'So}lo"f' "...
160
light
brown
to white
BEDROCK (cont.)
8
fine grained; micaceous
-----
brown
fine grained; micaceous;
cloyey
------
10
fine grained; micaceous;
silty
.
------
fine grained; clayey with
interbedded claystone layers
_ - variable
10
33
End of boring at 80'
No ground water encountered
No caving
Backfi" ed and tamped
85-
, -
-
-
-
90
23
4
104
101
102
WESTERN P8RTION 0:= "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOject No.
88-81-148-01
OrawmQ No.
cJ\
A-32
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,
SUB-SURFACE DATA
PROJECT:---~S~~~~P_<?.~~--------- ________________ __________________._________.P..".!!!'!!JL'f~__~__:~J_____
Method. ,__~\JIl.!l_~~"-..TJE.U6.c;:_I$JJ.Q_L______________ ___ logged by __.QQ'_______ Job NO._~~_~_~:__~~_:~]
DESCRIPTION
Log No. TP-l
Date 11-15-S8
-,0
- A,LLUVIUM (Oal)
- iSM SILTY SAND (SM): upper l' very loose, lower 3' loose; tan, dry, medium to
coarse sand, locally coarse sondi well stratfied.
5-
BEDROCK
- PAUBA FORMATION (Op): mc:.derately hard, dork brown, slightly moist .to
- moist with ,depth, :massive silty sandstone; medium grained. .
-
110- Total depth at 6' .'
. .'No ground water encountered
No caving
. lrench backfilled 11-15-88
-
15- ,
-
SCALE:
1"=5'
11
S50W
1 I: i
I ,
I I I:
I! :
II i .--:--:.... ~-;-........-'--
I 1: I I I
; I j!: I!
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--
, ,
"
t-t-t: r+++-+
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::; 1 '::'--S::'~ ~ +-- .l i ! ~-++-t -+-:
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"
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, !
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: :
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_... . __._ u._
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SUB-SURFACE DATA
PR Q JE CT: __~_c.;.I?_C;Z ~~.o q'!!.L _____ _ ______n ____ _m__ __n_m___.____ _________ _ _u _.E!~~J!?.g_f!'!:._~_:~:!m_.
RUBBER-TIRE BACKHOE DCP 88-81-148-01
:Method . ____ ___ _n n._nu___________________________ ___ logged by _n______u___ Job No._nn.__.__u _n__
DESCRIPTION
Log No. TP-2
Date 11-15-88
-0 SM ALLWIUM (Qal)
. -
. SILTY SAND (SM): loose, tan, dry, fine to medium sand, pinhole voids. r
BEDROCK
5. PAUBA FORfvIA TION (Qp): moderately hard, dark brown, moist, massive
. silty sandstone; uncemented to weakly cemented.
-
Total depth at 4'
. No ground water encountered
1i0- No cavins
Trench backfllled 11-15-88
.
-
.
15-
SCALE:
1" = 5'
.
S 50W
h:
-.
-;.-'-j-- "
'4' :
! I
! I
"TTr-r-.. -;
I I I!
! I : I
, !
! !
; :
! !
! ,
! !
.1
,
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-
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! ~
I ...L.i..~
: ""':'LU
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"!"""I";-~
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-
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~~._~~ ~--'-'I -
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-_.- ---_.. - ---- ---
. .. -..- ..... ....
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SUB-SURFACE DATA
I PROUECT:.~~~S(0.~~9..~~_._.______ ._.______________________________.__________.R~!!'!'!N..~__~:~_L.n
RUBBER-TIRE BACKHOE DCP 88-81-148-01
M*thod _'n _u___u._u___________________n_n_______ Logged by _n__n________ Job No._._n_____n__u__
DESCRIPTION
Log No. TP-3
Date 11-15-88
'"0 C;M ALLWIUM (Qal)
- SILTY SAND (SM): loose to very loose, tan, dry, fine to medium grained.
-
5 3EDROCK
, - PAU3t, FORMATION (Qp): soft to moderately hard, brown, moist, poorly
- bedded, silty scnc!stonei uncemented to weClkly cemented.
- 1 "-2" thick interbecs slishtly clayey, moderately well bedded,
- silty: sandstone. .
10-
T ofQl depth at5 i'
- No ground water encountered
No caving
Trench backfilled 11-15-88 .
-
15-
-
-
SCALE:
1" = 5'
11(
s21w
-
-
0-
, ;
It; !
..T
,
Iii ;
.r ~..,- - ._- ..
: : : t-+--:-- : I ; I , ,
I,. I .L_~' 1,14"";
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@ Conver~e Consultants Inland Empire
SUB-SURFACE DATA
1 PRO!JECT:--~~'?-9.:0-~!?-q~L_++____ ____m__.__._...__u____u____..______...._ ____Jl_~~~!!!l_N..c:._~::~~__..._
Method ___~~~~_~~:.Tl~_~_~~_<,;:_~_1:'_9E _____.__+m____ ___ logged by _ml'_~l'___..__ Job No._~?_:?.l::l~:-Ql
DESCRIPTION
Log No. TP-4
Date 11-15-88
"'0
, - SM ALLUVIUM (Qal)
SILTY SAND (SM): medium dense, tan, dry, fine to medium sond; open I
. I pinhole voids, 'blocky structure, locally. channels Into bedrock.
-
5.
- B,EDROCK
PAUBA FORM.A.TION (Qp): moderately haro, tan ano dark brown, dry,
I interbedded, massive silty sondstone and well bedded slightly clayey to
. , clayey siltstone; siltstone beds averoge 1 cm ,. 2 cm thick.
10- 0- BEDDING- N 20"W,4ONE
b- BEDDING- N 5'Z'W 20NE
- Total depth at 6" .
No.graund water .encountered
- No caving
115 Trench backfilled 11-15-88
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SUB-SURFACE DATA
iPRO.!.lE CT: __~ S;QS;t~~~g5?~!! ~________ _ ________ _ no m___ _____ _________ ____ _____m_ - -__ __~!~I~_~'?:._~::~!._____
RUBBER-TIRE BACKHOE DCP 88-81-148-01.
Method ____ _________n__n_________________________ ___ Logged by __n_____________ Job No._________.________
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DESCRIPTION
L.og No. TP-5
Date 11-15-88
'-0
- COLLUVIUM (QcoI)
- SM SILTY SAND (SM): dense, dark brawn, dry,mediums(md~ pinhol!, v~lds,poorly.
.- developedstonel1nes~. gradatlanal, subtle boundary with underlying bedrock.
5-
- BEDROCK
- PAUBA FORMATION (Qp): hard, orange brown, dry, weakly cemented,
massive, silty sandstone.
to- T 0101 depth at 6"
- No ground water encountered
- No caving
- Trench backfj 11 ed 11-15-88
-
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SUB-SURF.6iCE DATA
PROJ E CT: ___ ~~g_<;{~_~~2~_~_n_____ _ _n____ 00___ ___. _m_ m______ ____ _________ _ ___ n~!!:.!'!~!!~_.A._:~_~_____
RUBBER-TIRE BACKHOE DCP 88-81-148-01
I Method ____ __ ____ n__nn__n__n__________nn____ ___ Logged by ____n__n_n__ Job NO.nnn__n ___ _m_
DESCRIPTION
i Log No. TP..,6
Date 11-15-88
"0 S~ ALLWIUM (Q:l1)
- .
- SILTY SAND (SM) and CLAYEY SILT (ML): medium dense, tan, dry, medium
- , sand and finn, tan, dry, clayey silt; pinhole voids throughout; gravel along
- . contact with underlying bedrock .
5-
BEDROCK
- PAUBA FORMATION (Qp): moderately hard, derk brown, medium to coarse
. grained, massive sandstone; lower 2' coarser grained and moist
-
10- Total depth at 6'
- No ground water.encountered
- No caving
Trench backfilled 11-15-88
h5
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.SCALE:
1" = 5'
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SUB-SURFACE DATA
PROJECT:__~~~S( .0.~~~Q~?.________ _ _.__________________________________._________ _E!!!'!.I~~__~_:~2_____
. RUBBER-TIRE BACKHOE DCP 88-81-148-01
,Method ._n _u ___ ________________u__________________ Logged by _u_u_________ Job No.___u____u__ _____
DESCRIPTION
0
- COLLWIUM (Qcol)
SM SILTY SAND (SM): dense, dark brown, dry, fine to medium send,
- open pinhole voids throughout.
,5
,
SEDROCK
PAUBA FORNlATlON (Op): moderately hard, reddish brown, dry, slightly
clayey, silty sandstone; medium to coarse grained, massive, weakly
cemented.
110-
'TotOl depth at 6'
No ground wat.er encountered
No caving
. Trench backt111ed 11-15-88
15
.
LOg No. TP-7
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SUB-SUBFM::E DATA
! PROUECT:_~o~?o<:{0~.t:o~_'?'!!_~________ - ______..________._m__m___oo__o_o_o_____o_.._E_~!!'!!l_~_~:.~___m
Method .--'~,ll~~f.~:I!B_~_~~KH.Q_L_____.__m__o_ ___ Logged by ____J;?oc..~_o____ Job NO.o~?__:?.1.::.l~:Ql
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DESCRIPTION
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Log No. TP-8
Date 11-15-88
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: - S~ COLLUVIUM (Ocol)
SILTY SAND (SM): dense, derk brown, dry, fine to medium send,ebundant I
- . open voids.
-
5-
BEDROCK
- PAUBA FORMATION (Op): moderately hard, reddish brown, slightly moist,
- ,medium to coarse sandstone, weakly cemented.
-
10.., . Total'depth at 6' .
. No ground water encountered
.0 . No caving
- Trench backfilled 11-15-88
.
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SUB-SUFilFACE DATA
i PR.OUECT:-- ~~_~_C{00_~~~_~__________ _______ _____m__ __mm______.____________ _____~!!!~~_~:-~L___
RUBBER-TIRE BACKHOE DCP 88-81-148-01
Method .___ _____u__u___________u________________ ___ logged by ______________ Job No.________u________
DESCRIPTION
Lqg No. TP-9
Date 11-15-88
-0 . COLLWIUM bQcoJ)
, - 5"1 SILTY SAND M): medium dense, gray brown, dry, fine to medium sond.
- ,
- ,
-
5- I
,
BEDROCK
- PAUBA FORMATION (Qp): silty sandstone; dark brown, slightly moist to moist
moderately hard, massive, weakly cemented.
10- .
Total depth at 6'
Na ground water encountered
No caving
- Trench backfilled 11-15-88
1,5
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SCALE:
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SUB-SURFACE.DATA
i PROJECT: __~_~_~_~~~~?_<?~~_________ _ ____m_____n_no n______________________... _On. n~~~I~_~~n!.::i~____
RUflHR-TIRE BACKHOE' DCP 88-81-148-01
IMethod __n _n___n__n_nn_nn_u_______nn________ Logged by ______n_n_n__ Job No._nn_______.__n_
DESCRIPTION
Log No. TP-l0
Date 11-15-88
0 SM COLLUVIUM (Qcol) ALLUVIUM (Q:::I)
- SILTY SAND (SM): upper l' medium dense, lower!' loose coarse flowing
. d . .
san , sray orown, ary.
-
i5
,
- 3EDROCK
- Pi~UB.~ FORNIA TION (Qp): silty sandstone; crown to dark brown, soft to
- moderately hard, dry to moist, massive, weakly cemented.
. to-
-. T otaldepth at 6'
No ground water encountered
. No caving
. Trench backfilled 11-15-88
15-
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SCALE:
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SUB-SURFACE DATA
PROJECT:__~:;?Y_00_~_9.'!!_~m______ _______ ____n_____n__n________________m__m _~!!!9.!l_O;'__!.-_:~u__
RUBBER-TIRE BACKHOE DCP 88-81-148-01
; Method ._n ____.u__~n___u_______________uu______ ___ Logged by ___n___________ Job No.__un_________n_
DESCRIPTION
,Log No. TP-ll
Date 11-16-88
-,0 SM COLLUVIUM (Qcol)
i -
SILTY SAND (SM) : trace clay, dense, brown, dry; fine to medium sand
-
5 SEDROCK
PAlJB.<\ FORMATION (Qp): silty sandstone; dark brown, dry, moderately hard,
- ,massive, weakly cemented, moderately weathered.
-
- T otaldepth at 41
- Na ground water encountered
10- No caving
Trench backfilled 11-16-88
.
.
.
15-
.
SCALE:
1" = 5'
111
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~ Converse Consultants Inland Empire
SUB-SURFACE DATA
! PR 0 JE CT: __~ ~!?y_~~ Q o,!! ~__.____u _ ________ ______._._ _.. __om_om ____ _____m_ _ __ _ __Df!I.~~!!!l__H..":.._ A._:i1.u__
> RUBBER-TIRE BACKHOE DCP 88-81-148-01
,Method ____ __________n___.___________________________ Logged by _n_____________ Job No.________.. n__.___
DESCRIPTION
LQ9 No. TP-12
Date 11-16-88
"'0
- SM COLLUVIUM (Qcol)
- SILTY SAND (SM): dense, brown, dry; fine to medium sand.
-
.
5-
P.EDROCK
PAUflA FORMATION CQp): silty sandstone; dark brown, dry, moderately hard,
massive, weakly cemented, moderately weathered.
10- .-Total depth at 6' ..
No- grouFld water encountered >.
No caving . . . .. .
Trench backfilled 11-16-88
15-
-
.
SCALE:
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SUB-SURFACE DATA
I PROJECT:--. ~_C;:_Q:<;;!_Mg~-'?_QW_Lm_n_ ________________ ______m___.________m__ _ ____E!!'~!'!iI_~__~_:!~n___
. RUBBER-TIRE BACKHOE DCP 88-81-148-01
Method ...___n_u__n________________________________LoQQed by _n_____u_____ Job No.uu______n____._
DESCRIPTION
LQg No. TP-13
Date 11-16-88
-0
. - SM COLLUVIUM (QcoJ)
. SILTY SAND (SM): dense, gray tan, dry; fine to'mediUmsand,subrOunded'~ravel
- sized rock fragments a long contact with underlying bedrock; blocky
structure.
-
, BEDROCK
5-
- PAUBA FORMATION (Qp): silty sandsto"ne; dark brown, dry to slightly moist,
- moderately hard, massive; moderately weathered, weakly cemented.
-
-
10- Total depth at 4.5'
No :ground water -encountered
No caving
Trench backfilled 11-16-88
1'5-
-
.
.
.SCALE:
:
, , , ,
: ,
, , , ,
, , ;
, , , , ,
1" = 5'
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SUB-SUffiFACE DATA
PROJECT:-_~~~2' ~~~.?~~________ ________________ m___m__________m____ __. __~_!!!.'!t~_::__:~_~_m_
RUBBER-TIRE BACKHOE DCP 88-81-148-01
. Method ____ __u_u_._..___..______u__________________ logged by _n___________ Job No.___________u___
DESCRIPTION
Lqg No. TP-14
Date 11-16-88
0 SM COLLUVIUM (QcaI)
; - SILTY SAND (SM): dense, grey ton, dry, fine to medium sond; blocky
- structure,:pirihole vc:iid$
,
5- BEDROCK
PAUBA FORMATIOl'l (Qp): silty sondstone; dark brown, dry, medium herd,
- . massive; weakly cemented, hi!;Jhly weathered.
-
- Total depth at 4'
. - No ground water encountered
10- No c:aving
> Trench backfilled 11-16-88
-
15-
-
,
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-
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-
-
-
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5
-
.
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10-
-
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SCALE: 1 " = 5'
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SUB-SURFACE DATA
1 PROJECT:__~~!?_'t'..~'0_~~'!!_~___u__.._ ______ u__m_____n_____________u___________~.!'~!!I_!:I~__~:i!_____
RUBBER-TIRE BACKHOE DCP 88-81-l~-01 .
Method .____ __________uu_____u____________u________ Logged by __u__u________ Job No._________u_u____
DESCRIPTION
LC!lg No. TP-15
Date 11-16-88
o ~~ ALLUVIUM (Oal)
. - SP SAND (SP) and SILTY SAND(SM): medium to coarse sand, with thin fnterlayerec
, - sIlty sand, tan to dark brown, dry to very moist.
-
5
-
-
-
- ,unable to excavate below 10' due to cc:ving
110
TOla! depth af 10'
. . No ground water encountered
- Caving throughout trench
- Trench backfilled 11-16-88
15-
-
SCALE:
111 = 51
.
S '1'W
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SUB-SURFACE DATA
PROJECT:_E~QQ'M~Q9~L___..___ nn_____________ ___n_________________m__ _n_~.!!~~_~:__1?______
RU3BER-TIRE BACKHOE DCP 88-81-148-01
I Method ..n_ ________________________________._________ ___ logged by ____________n__ Job No._____________ __n_
DESCRIPTION
,Log No. TP-16
Date 11-16-88
!O Stvy ALLWIUM (Gal)
~p SILTY SAND(SM) and SAND (SP): loose ta medium dense, tan, dry, medium r
to coarse sand
5 BEDROCK
. PAUBA FORMATION (Qp): moderately hard, dark brown, dry, massive silty
- ' sandstone; moderately weathered, weakly cemented.
-
. rota( depth at 4'. . ...
D- Na ground.water encountered
No caving
Trench backfilled 1'1-16-88
.
.
5-
-
-
-
-
-
~-
-
-
-
-
~-
SCALE: 1 u = 5'
- - --.-- ...---
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, .,
SUB-SURFACE DATA
RCDY'ME<:\.DOWS Drawing No. A-49
P RQJE CT' _u n ____ _ _ n___ ______ __n_ __u._ __ __un__ ____nn__ __ ___________ ____ ___n____ _ ___ __n___ ______ _n_un___
. RUBBER-TIRE BACKHoe DCP 88-81-148-0f
Method ,____ ___c_u___________n____________n_n__n_ ___ Logged by ___n___u_u__ Job No____n__n_ ___ _____
DESCRIPTION
LQg No. TP-17
Date 11-16-88
()
SP
SM
ALLL'VIUM ('al)
SAND (SP): lose, tan, dry, medium to caorse sand, trace fines and gravel.
COLLuVIUM (Qcol)
SILTY SAND (SM), fine to medium sand,.medium dense, gray brown, dry1
trace grr::ve,.
5
10
BEDROCK
PAUBA FORtylATION (Qp): reddish brown, moist, silty sandstone; massive,
weakly cemented, upper H' highly weathered.
I .
, I .
Total depth at 8'
No ground wwl.ter encountered
Minor cavi~~T
Trench backfilled 11-17-88
I
1i5
SCALE:
1" = 5'
.
: S 49"W
-t
- "1
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@ Converse Consultants Inland Empire
SUB-SUFilFA~E DATA
IPROJECT:---~~~SIo~~~9~?_-- __________________________________________m_____ _____E.~~J~_'!'=__~:__~9_____
. RUBBER-TIRE BACKHOE .. DCP 88-81-148-01
Method ____ _______.________________________________~_Logged by _n_____________ Job NO._______.____._____
DESCRIPTION
Log No. TP-18
Date 11-16-88
-0 SM COLLWIUM (Qco!)
, - SILTY SAND (SM): medium dense, tan, dry; fine to medium sand.
-
, -
5
- B.EDROCK
- PAUBA FOR/vIA TlON (Qp): soft to moderately hard, slightly moist, massive
- i silty sandstone; uncementEid and moderately weathered
- Total depth'at 5'.. . .
10- No ground water encountered
- No caving
- Trench backfilled 11-16-88
-
15-
-
-
SCALE:
1 " = 5'
, , , ,
,
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SUB-SURFACE DATA
! PRQJE C T: ___~~?5::'~~?-~~_~_ _____ _ _______ u_ ___n_ __ ___ --------- --- --------- - _n __~'.!~I!!!L~_!.__:?_~_____ .
Method . ___~Y..B_~~~_:T.I_~~__~~~IS!:!9E_________________ Logged by ______Rfl'______ Job No._?_~:_~J.:l~:9.1
DESCRIPTION
P SM AL~WIUM (Qal)
SILTY SAND (SM): loose to mediu~~ense, tan to dark brown, dry, fine to
medium sand, pinhole voids, bloc structure
-
-
i5 BEDROCK
- PAUBA FORMATION (Qp): silty sandstone; dark brown, moist, moderately
- hard, massive; slightly weathered, weakly cemented. .
-
- "Tolal depth at 4t'
10- No ground water encountered
No caving .
Trench backfi II ed 11-16-88
-
-
-
15-
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1 ; . - . .. "j ~ -. -.. ~
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Log No. TP-19
Date 11-16-88
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SCALE: 1 " = 5' ~ S 17"E
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SUB-SURFACE DATA
PROJECT:_B!;QQ'l~~hgQW.L___._____ _______ ___....._. _n____._______.___________ ____~_!1!!!L~..6.:?_L___
RUBBER-TIRE BACKHOE DCP 88-81-148-01
I Met~od .___ ___ .___._______.._________.____..._______ ___ lClllged by _____._______. Job NO._____._m u_ _.___
,Log No. TP-20
DESCRIPTION
Date 11-16-88
r'jO SM COLLUVIUM (Qcol)
SILTY SAND (SM): medium dense, grey brown, dry, fine to medium sand~
. -
5- BEDROCK
- PAUBA FORNIA TION (Qp): moderately hard, dark brown, dry, strongly
- weathered, massive, silty sandstone
-
- Total depth at 4'
110- No ground water encountered
No caving
Trench backfilled 11-16-88
15-
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-
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SUB-SURFACE OAT A
PROUECT:__~S_~_~0_~~~_<?~~________ _ _______ u___________________________m_____ ______o.r_'!~I~~_!.__:?~_m_
RUBBER-TIRE BACKHOE DCP 88-81-148-01
Method ____ _________n_n__________n__________n_______ LlliIged by _____n_________ Job No._____n___________
DESCRIPTION
LQg No. TP-2l
Date 11-16-88
r"1 SP ALLUVIUM (Qal)
- SAND (SP): loose, brown, dry, medium to c.oarse sand.
-
-
5-
- BEDROCK
PAUBA FORMATION (Qp): sIlty sandstone; dark brown, moist to very moist,
- soft; unweathered, uncemented. .. ,
10-
- Total depth at 6" ' .
No ground water encountered
No caving
Trench backfj II ed 11-16-88
1,5-
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SCALE:
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,
SUB-SURFACE DATA
! PROJE CT: _e. ~_~?,.S:'.~~_~_?,y!_~__ ____. __ _____.. n______. _____m____ .___ ___._____ _ _n __~~I!!!L~~__~~~~_m
. RUBBER-TIRE BACKHOE DCP 88-81-148-01
Method ____ ________..___._n______n__.________n_______ logged by _._______n.____ Job NO.__n___..._.. _no_
DESCRIPTION
Log No. TP-22
Date 11-16-88
-0 ~fl .A.LLUVIUM (Qal)
! - SAND (SP).pna' SILTY SAND(SM): loose, gray brown, dry, medium to coarse
, . . sand
-
. BEDROCK
5 . PAUBA FORMATION (Qp): silty sandstone; moIst, dark brown, soft to
- moderately hard, massive, slightly weathered, uncemented.
-
.
. Total depth at 4' .
- No ground water encountered
10- Na caving
i Trench backfilled 11-16-88
.
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.
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.
.
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0-
.
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SCALE: 1 " = 5'
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SUB-SURFACE DATA
PROJECT:--.~<;"I?~M!~~9~~____._____ __n__.._______m __u________..m_._.________._.P-~~I~~..:. J~::~?.____
RUBBER-TIRE BACKHOE DCP 88-81-148-01
I Method ,'n __n_____.___________.____._________________ Logged by _U____n_____ Job No..____._....__ _..__
DESCRIPTION
Log No. TP-23
Date 11-16-88
no _ iSM COLLUVIUM (Qcol)
- SILTY SAND (SM): medium dense, dark gray brown, dry, medium sand,
porous
-
5- BEDROCK
- PAUBA FORMATION (Qp): silty sandstone; dark brown, dry to slIghtly
- moist, moderately hard, massive; upper 1 ;, highly weathered, weak
- cementation.
- Total depth at 4'
0- No ground water encountered
. Trench backfilled' 11-16-88
-
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15-
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SCALE:
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SUB-SURFACE DATA
, . RCD<;IMEADOWS Drawing No. A-56
! PR QJE CT. _.. __.n. _ _____. .___.. .__.u_... _ .______ '__u_'. _u__._.___ __u..u.u... ___ ___.... _______..__._u_
. RUBBER-TIRE BACKHOE. DCP 88-81-148-01
,Method .: .'n __ __u u.u___..___u.____._______.____._ ._. Logged by _n_u._____u__ Job NO._uu._.__... _____
DESCRIPTION
Log No. TP-24
Date 11-16-88
-10 I <;P ALLUVIUM (001)
SAN D (SP): loose, tan, dry; medium sand.
-
-
-
5- BEDROCK
PAUBA FORMA TrON (Op): silty sandstone; dark brown, moist, hartl, well
- cemented, massive; upper!' moderately weathered.
-
- Total depth.at 3!"
i
10- No ground water encountered
No caving
. . Trench backfilled 11-16-8? ,
115
-
-
0-
-
-
SCALE: 1" = 5'
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~ Converse Consultants Inland Empire
SUB-SURFACE DATA
PROJECT:-_~_~_~_~L0..~~_~Y.'~_________ _______u_______ ______m_________._____ _ _.._.P-~~~~~_~:?L____
RUBBER-TIRE BACKHOE DCP 88-81-148-01
,Method, ,____ ______u___________________________u_____ ___ logged by ___00___________ Job No.__________________
DESCRIPTION
Log No. TP-25
Date 11-16-88
-,0 SM COLLWIUM (Qcol)
SILTY SP,ND (SM): dense, dark gray, dry, .?ine ta o:ledium scnd
-
5
-
-
- ?,EDROCK
PAL'M FORMATION (Qp): moderately hard, cork reddish brown, dry to
- , slightly moist, mcssive, clayey sondstone; upper l' weathered
10-
- 'l'otel depth-at 6t'
No ground water encountered
- No caving
- Trench backfilled 11-16-88
115-
-
.
SCALE:
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11(
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SUB-SURFACE.DATA
~Ff().JE:c;,.:--~~-~-~~~fl--<?~?------------------._----------------.-------------------------~!~-~~~--~~~-:~~-----
RUBBER-TIRE BACKHC>E . DCP 88-81-148-01.
,Method .___ _________n__n_____.._u________nn___n_ ____ logged by ________________ Job No._nn_____________
DESCRIPTION
Log No. TP-26
Date 11-16-88
.,0 SM ALLUVIUM (Oal)
. -
SIL TY SAND (SM): loose to medium dense, ton, dry, medium to r
coarse sand.
- ,
,
5 COLLUVIUM (Qcol)
- SILTY SAND (SM): medium dense, dcrk brown, moist, pinhole voids
throughout; grades into lower bedrockoved.I.; gravel layer along conta~t
- . with underlying bedrock.
- BEDROCK
PAUBA FORMATION (Qp): soft, sliGhtly reddish dark brown, moist,
110- weathered, mcssive, slightly clayey silty sondstone; uncemented.
-
Total depth at 7'
- No ground water encountenid
- No caving
15- Trench backfilled 11-16-88
-
-
SCALE:
1" = 5'
.
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SUB-SURFACE DATA
P R.QU E C T: ___~~~~ 0.~~?.<?.~~_________ _ _______ mu_____ _m_m_________________ _ ___ _E!!:!l!!jLI!'=~__~:_~?m_
RUBBER-TIRE BACKHOE DCP 88-81-148-01
Method.. ____ ___00___.__------00---.------___0000________ logged by ________u_____ Job No._________u_______
DESCRIPTION
Log No. TP-27
Date 11-16-88
r-O ' COLLUVIUM (Qcol)
-SN)
I SILTY SAND (SM): medium dense, dark gray brown, dry, fine to medium sand,
I ,open pinhole voids throughout.
-
5
, B.EDROCK
- PAUBA FORMATION (Qp): moderately herd, derk brown to slightly reddish
. brown, silty sandstone; massive. . . .
-
10-
Total depth at 6' .
No ground water 'encountered
- No cxlVing.
Trench backfilled 11-16-88
1'5-
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SCALE:
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SUB-SUIRFACE DATA
I ! PROJECT: _J~..~J?..~M_~pg&'_L__.___ - ____.....______________________..__..___._____._n_E!!':.!!!:!.g_~~__~~9..____
Method, RUBBER-TIRE BACKHOE DCP 88-81-148-01
. ..___ ____.._.._...._______..__________.___________ Logged by __________....__ Job No._____.._..__________
I
DESCRIPTION
I
I
11.0g No. TP-28
Date 11-16-88
I
I
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! - ~ILTY SAND (SM): loose, dark brown, dry, fine sand.
-
-
5-
, B.EDROCK
. - PAUBA FORMA nON (Qp): moderately hard, reddish brawn, slightly moist,
.. massive, silty sandstone, upper 1-!' highly weathered and porous. .
-
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. . Total depth at 6'
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Trench backfilled 11-16-88
..
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SUB-SURFACE DATA
! PAOJECTd~R_~l.l/)I~JiQW_Sm________u_____________ ______m________ _____u___ m__~~I~~u_8:'.QL__
RUBBER-TIRE BACKHOE DCP 88-81-148-01
I Method 01 _u_ ______ ___________________________________ ___ Logged by _______________ Job No._u_______ __. _____
DESCRIPTION
Log No. TP-29
Date 11-16-88
-
-!u _ SP ALLUVIUM (Qal)
- SAND (SP): trace fine~, loose, gray tan, dry; medium to coarse sond.
-
5
-
-
BEDROCK
- PAUBA FORMATION (Qp):
110- 2.5'-6' - moderately hard, dark brown, slightly moist, conglomeratic
sondstone; slightly clayey with rounded cobbles and boulder size clasts.
. 6'-8' - soft, moist, olive green, fine grained sondstone; massive,. micaceous
- ..
. T otaldepth at 8'
115- No ground water encountered
No cavi n9
Trench backfilled 11-16-88
.
SCALE:
.
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.
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SUB-SURFACE .DATA '
PROJECT:___~f95"LM~PQW?._________ _______ _______________m__________m____ ____.P!?:.!!!!!L~__~:??__m
. RUBBER-TIRE BACKHOE DCP 88-81-148-01
I Method. _u_ _u_nn_"____________u_______n________ ___ logged by ________u_____ Job No._________.._______
,.
DESCRIPTION
Log No. TP-30
Date 11-17-88
"10 SP ALLUVIUM (Ual),
SAND (SP): very loose, tan, dry, medium to coarse sand.
COLLUVIUM (Qcol)
5 SILTY SAND (SM): medium dense, dark sray brawn, dry; pinhole voids.
- BEDROCK
PAUBA FORtvIA TION (Qp): dark reddish brown, moist, massive, ..
L silty sandstone; upper H' highly weathered
lO-
T otc I depth at 6' .
No ground water encountered
,Minor caving
Trench backfilled 11-17-88
115
-
.
SCALE:
1" = 5'
..
S 65"W
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SUB-SURFACE DATA
I PROJECT: ___~~P.~M~AP_9..,!,{L____._ ________m_n_ ______________________m_ ____~_!!!!!'_~_A::~L___
RUBBER-TIRE BACKHOE DCP 88-81-148-01
Method 'n_ ____.______._.___________~____u_______ ___ Logged by _u_____n_____ Job NO._____m ________
lQ9 No. TP-3"
DESCRIPTION
Date 11-17-88
-0 S PI ALLUVIUM (Qal)
.SM SAND (SP) and SILTY SAND(SM): loose to very loose, ton to brown, dry to
. moist, interJayerd, cross-stratifjed, medium to coarse sand.
.
. SM COLLUVIUM $pcol).
5- SILTY SAND (SM): sli.ghtly clayey, medi urn dense, da rk brown,. fine to
. medium sand. I
.
BEDROCK
PAUBA FORMATION (Qp): reddish brown, moist, sandstone; very fine
10- grained, ,un cemented ond moderately weathered. r
..
Total depth at lW
No ground water encountered
- Caving throughout trench
15- Trench backfilled 11-17-88
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SUB-SUffiFACE DATA
!PROJECT:__~SP_C;(J'!:'0g9.'!!i!.m______ _____________.._________________.._____. on _~~~I~_~__t_.::~L__
. RUBBER-TIRE BACKHOE DCP 88-81-148-01
Method _.u ________________________________________ Logged by ________________ Job No.__________________
DESCRIPTION
L.qg No. TP-32
Date 11-17-88
r-I SM ALLUVIUM (Qal)
'- SILTY SAND (SM): loose, tan, dry, medium to coarse sond.
SM
.- COlLUVIUM (Qcol)
SILTY SAND: medium dense, dark brown, dry, fine to medium sond;
5- porous
- BEDROCK
- PAUBA FORMATION (Qp): moderately herd, reddish brown, poorly bedded,
silty sandstone; moderately weathered. .
-
10-
Total depth at 6' a = Bedding attitude: N 620W, 40SW
- .No ground water encountered.
- 'No caving
- Trench backfilled 11-17-88
15-
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SUB-SURFACE 'DATA
PROJECT:_~~QQ'M~.QQW~_________ ---------____________________________u____ -.E!~!!I~~__~_:!>..?__u_
, RUBBER-TIRE BACKHOE ' DCP 88-81-148-01
I Method ~ '_u ____u___n_______u________________u_____ logged by _____u__u___ Job NO..u____m __n____
Log No. TP-33
DESCRIPTION
Date 11-17-88
,0 SP ALLUVIUM l~al)
- SAND (SP): loose to very loose, tan, dry, medium to coarse sand.
ISM
5- COLLUVIUM ~Qcol)
SILTY SAND SM): medium dense, dark brown, dry; fine to medium sand;
, - porous
-
- BEDROCK
- PAUBA FORMATION (Qp): soft, reddish brown, silty sandstone;
1!0- un cemented, moderately weathered
. Tolol depth at 5!'
No ground water .encountered
No caving
Trench backfilled 11-17-88
15-
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SUB-SURFACE DATA
I ! PROJECT:--~~~~~~P_9>>'_L______ - -----:----------------------------------- m_~_!!!:'9_~_~=~?______
Method 01 ___~'d~..l1~~.::TJRt~_~~_l9:LQL________________ logged by ____P.Q'__.____ Job No._~~::~1.:!~::QJ
0 ALLUVIUM (Qal)
SP
SAND (SP): loose to very loose, brown, dry, medium to coarse sand; r
trace gravel.
-
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BEDROCK
- PAUBA FORMATION (Qp): dark reddish brown, moist, sil ty sandstone;
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No ground water encountered
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- Trench backfilled 11-17-88
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DESCRIPTION
Log No. TP-34
SCALE:
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.
Date 11-17-88
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SUB-SURFACE DATA
PR0JECT:_R~J?_<<;/. M~6P-Q!Y..L_________ _____.________________m________________ ___ __~_~!!I~_~!:__f:.::9Z____
RUBBER -TIRE BACKHOE DCP 88-81-148-01
Method ____ __u______u___________u____________________ Logged by _______________ Job NO.____.._m ____._._
DESCRIPTION
I Log No.TP-35
Date 11-17-88
-0 _IS!' ALLUVIUM (Qall
SAND (SP): brown, fine to medium sand
-
-
. I BEDROCK
5 ! .PAUBA FORMATION (Qp): reddish brown, moist, clayey sandstone;
- upper 2' moderately weathered.
-
.
- Total depth atl~'
i No ground water encountered,
10-
,Minor CXIving
- ,Trench backfilled 11-17-88
-
~5-
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.SCALE:
1(
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SUB-SURFACE DATA
! PR OJE CT: __~fQf!..l'!:/Yr._~g!LL_ "_m __ ________ ____ __ ____ ___ __________ ___ ----_____ _ ___ __!.l!.!'_~]!:'!L ~..~:-_~~__ no
. RUBBER -TIRE BACKHOE DCP 88-81-148-01
! Method '__n ___..____u________________________________ L01lQed by _u____________ Job No._____________ _n__
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Log No. TP-36
DESCRIPTION
Date 11-17-88
,:0 SP ALLUVIUM ~Qal)
. - ,SAND (SP): oose to medium dense, brown, fine to coarse sand,
-
-
5-
-
BEDROCK
- PAUBA FORMATION (Op): reddish brown, moist, clayey sandstone;
- soft,. massive, highly weathered,
d-
- Toml depth at 7'
- No ground 'water encountered
- No caving
- Trench backfilled 11-17-88
15-
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SUB-SUIRFACE DATA
! PROUECT:_.Rc;;,P.~iM_~Q.9_W?.__u____ -- .______________________________________________~~I~-~-~--:~?.-----
, RUBBER-TIRE BACKHOE DCP 88-81-148-01
Method ,. ____ __________...__________..____________________ LOGGed by _______________ Job No.__________________
DESCRIPTION
Date 11-17-88
-0 ALLWI UM (Qal~
- pP I
, SAND (SP): loose, tan, dry, medium to coarse sand,
,
-
5- . BEDROCK
, PAUBA FORMATION (Op):
- 0.5'-2,5' - interbedded siltstone and sandstone, moderately hard, dark
- brown, dry, well bedded
- 2,5'-6'_- dark brown, dry, silty sandstone; massive, moderately
10- wea thered, porous,
Total depth at 6' a = Bedding attitude: N 60oW, 50SW ~
No ground water encountered
- No caving
Trench backfilled 11-17-88
1'5-
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Log No. TP-37
SCALE:
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SUB-SURFAGE DATA
PR 0 JE C T: __~~_~_~L0_~~~9!Y..?_____n_ _ ._______ ____ ______ _____ _m_____ ---- ------... - -- - __D;,r~!.1!:'!I_!i~__~:-Z9____.
RUBBER-TIRE BACKHOE DCP ob N 88-81-148-01
Method' _n_ _u____________.________________________ ___ LOGGed by _________________ J 0___________________
DESCRIPTION
!log No. TP-38
Date 11-17-88
r-O SP/ ALLUVIUM (Oal)
SM SAND (SP) and SILTY SAND (SM):
- loose, tan, dry, medium to coarse sand, troce gl'C>lel,
5
- BEDROCK
- PAUBA FORMATION (Op): dark reddish brown, dry, sil ty sandstone;
- massive, moderotely weathered,
-
10- Tclatdepth at 5'.
- No- ground water'encountered
- No caving
'- Trench backfilled 11-17-88
15-
-
-
-
-
if-
SCALE: 1 " = 5'
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SUB-SURFACE DATA
PROJ E C T: ___ ~fP.9.:'.M~g_QW2._____ __ _ ________ _ ___ _____. ---- --------.--- --------- - --- --~':'!!!I~ ~~__.h.::2'L__
., RUBilER- TIRE BACKHOE DCP 88-81-148-01
Method, ____ ________._____________..___________________ LOGGed by ___________..__ Job No.__________________
DESCRIPTION
Log No. TP-39
Date 11-17-88
r-O SP ALLUVIUM (Qal)
- II SAND (SP): loose, tan, dry, medium to coarse sand,
-
SM
COLLUVIUM (Qcol)
, SILTY SAND: medium dense, dark brown, dry, fine to medium sand; abundant
5 , pinhole voids,
.
- BEDROCK
- PAUBA FORMATION (Qp): reddish brown, dry, silty sandstone;
- massive, moderately weathered,
10- .. - .
- Total depth at4' . .
No ground water encountered .
- No caving
- Trench backfilled 11-17-88
-
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SUB-SURFA:CE DATA
! P R OJE CT: --~-~-~-~- ~~ ~5?.':': ~___ m___ _ _____._ _ _om _oo_ _____________. ___n__'_m_ _ m __~r_~!!I!'.l!_"!~_ _!: :?3.____
, RUBBER-TIRE BACKHOE. DCP 88-81-148-01
I Method -oo_ _u__u______n__________________________ ___ LOGGed by __'___n_oo_____ Job No._n_____..________
DESCRIPTION
Log No. TP-40
Date 11-17-88
o
-r 8M COLLUVIUM (:Qcol~
' - SILTY SAND SM): oose to medium dense, gray brown, dry, fine sand;
. abundant pinhole voids, [
-
-
15
- 3EDROCK
- PAUBA FORMATION (Qp): reddish brown, dry, claye'y si Ity sandstone;
. moderately weathered,
.
10- Total depth at 5"
No ground Water encountered
No caving
Trench backfilled 11-17-88
-
15-
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SUB-SURFACE DATA
PR 0 J E C T: --- K<::_Gl.<:: IMI~D.QW_~ n____ __ ____un _ __ ___m ____________ ___. ___'_n__ _ _.. _.P!'!!!!!!I.!!':!:._l~:?.L___
! Method '_-_BJ1Q~I~_:-_ILRU6f:KHQL______.________LoGGed by __D.cP.._m____ Job No._~Jl.':?.I::H~::QJ
DESCRIPTION
Log No. TP-42
Date 11-17-88
:-,0 COLLUVIUM (Qcol)
:SC CLAYEY SAND (SC): medium dense, dark brown, dry, medium to
coarse sand,
bEDROCK
- PAUBA FORMATION (Qp): 3'-13' - reddish brown, dry to slightly
5- moist, clayey silty sandstone; upper 2' highly weathered,
-
-
, - .
10- a = Bedding attitude at 10': N 780W, 6OS'N
. i3'-14' - interbedded, olive green and reddish brown,
- c1ay"y sandstone, micaceous, moist,
1,5- Totaldepth at 14'
No ground water encountered
- No caving-
. Trench backfilled 11-17-88 .
SCALE:
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SUB-SURFACE DATA
PROJECT: --- ____Rc;.P.~.LMIA!?_QW_L__ ______nu_u____________________________. _ _.. _~!}!!!L~__~_:!'!:.____
I Method ' __n __ Rl).!l.~g,g:_J:!~I_MQ< HQ~_____m___ ___ L01lGed by _____1).c~_____ Job No._~~:~!:: 1111:_9.1
DESCRIPTION
Log No. TP-41
Date 11-17-88
10 SIv\ SURFICIAL LANDSLIDE DEBRIS (Ols)
-
- SIL TY SAND (SM): dark brown, fine to medium sand, medium dense,
dry porous,
-
'5- DISTURBED BEDROCK (PAUBA FORMATION): reddish brown silty
- sandstone, clayey, massive, moist, medium hard, moderately weathered,
- SLIDE PLANE at 10!': orientation N 70oW, dipping 19O5#,
- 1"-2" thick, brown sandy clay (gouge),
to-
UNDISTURBED BEDROCK - PAUBA FORMATION (Qp) r
. -, Reddish brown clayey sandstone, massive, micaceous, moist,
. Total depth at j 1~'
No ground water encountered
1!5- No caving
- Trench backfilled 11-17-88
-
SCALE:
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SUB-SURFACE.DATA
! PROJECT:--- K<;:.I?_<;:_L~I6P"Qw..~_...____ __________________ _m_m__________________ _ -----~!.~_~_6:!.L___
.. RUBBER -TIRE BACKHOE DCP 88-81-148-01
,Method . ---- -- -__00_______00__00____00_________________ ___ L01lGed by ______________ Job No._u_____u u_ _u__
DESCRIPTION
Log No. TP-43
Date 11-17-88
o
....' COLLUVIUM (Qcol)
i - sM
SIL TY SAND: medium dense, dark brown to reddish brown, medium
. to coarse sand; dry, trace of clay and gravel,
.
. I
6 .
BEDROCK
PAUBA FORMATION (Qp): reddish brown, silty sandstone; r
.. I moderately weathered, massive,
- Toter depth at 7'
10- No ground water encountered
. No caving
Trench backfilled 11-17-88 J
..
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SUB-SURF~CEDATA
PROJECT:-__~~_~f:_L.0_ ~Q9y{~___u__ ____mm__m__ _________________ ____m__ _.. --~!~~~_~__~:z.~_____
,Method ---~ \:I!l_B_~~_::_!!RU_6_~_IS_IjOL____________ ___ LOGGed by ____--'?~.f_____ Job NoJ~?_':?.l:-_H.lt:Ql
DESCRIPTION
Log No. TP-44
Date 11-18-88
0 S~( ALLUVIUM (001)
, - SM SAND (SP): loose to medium dense, brown, fine to coarse sand,
- I r
- BEDROCK
5- PAUBA FORMATION (Qp): interbedded brown siltstone and reddish r
' - I brown sandstone, Siltstone thinly bedded,
-
. Total depth at 5~'
- No ground water encountered
10- No caving
Trench backfilled 11-18-88
.
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SUB-SURFACE DATA
PR OJE C T: __K<;_I?_t;:_ L.M_ ~QY.f..~_ -___ __ _ _______ - __.______ ___ ___________ ____00_'_____ _ ___ __P!!.~I~G_~__~-:: !L___
1 Method . '---~Y..B_~~.L:_IJB~_~~~KtlOL___u___________LOGGed by _______I?_t;:L_____ Job No._~?_:?_!::!1_!!_::g]
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DESCRIPTION
I
,Log No. TP-45
Date 11-18-88
1
10
SP
1
1
5
T ota( depth at 4'
No ground water encountered
No caving'
Trench backfilled 11-18-88
I
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SUB-SURFACE DATA
PROJ E C T:....- _~,S:_~~_L H),'0:. ~_9..'!!.?.___ _ .______ _ ...._____ ____ _m___. ___ ___'_n_.. ___ _~".!!!I!!.lL ~_:~.:?!L___
'Method____ _~)!!':.~~_~_:_!~~~__~6s;,KI:!9_~__um__.___. LOGGed by ..____J2S;~____. Job No,_~?_:?_1::14.~:Ql
DESCRIPTION
Log No. TP-46
Date 11-18-88
0 iSP ALLUVIUM (QaJ)
-
- SAND (SP): loose, tan, dry, medium to coarse sand, with scattered
fine to coarse gravels,
- BEDROCK
- PAUBA FORMATION (Qp): reddish brown, dry, silty sandstone;
5- massive, highly weathered, porous, 'r
- I
-
- Total depth at 5~'
. No ground water encountered
ho- No caving
Trench backfilled 11-18-88 .
.
.
.
115'
SCALE:
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SUB-SURFACE DATA
PROJECT:--- __~~.I?fLf:!\~~_QWL___ ______________________u__________________ _ _____~r_~'!!I!!.fl._t:!~__~_:!..~u__
I Method .___ _~t)~_~~R_:_Il~E_A6f!.<H Q.~_~___________ L01lGed by _u__.Q5;f_n__ Job No.!!.~=-_~1_:.1A?.::9_1
DESCRIPTION
Log No. TP-47
Date 11-18-88
no _ SP/ COLLUVIUM (Qcol)
SM SAND (SP) & SILTY SAND (SM): loose, gray brown, dry, medium to
- roar<e sand
- BEDROCK
- PAUBA FORMATION (~): brown to reddish brown, dry, silty
5- sandstone; massive, high y weathered, porous, r-
- I
- Tate I depth at 5-!'
-
No ground waterericauntered
- No caving
0- Trench backfilled 11-18-88
.
- O'
-
-
15-
-
- '
SCALE:
1(
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1" = 5'
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SUB-SURF.6tCE DATA
I PR 0 JE CT: --- __~.<;:gS;.I.}Y.\~_~l?_QW.L__ _ .______ ___moo. ___________ _._ ___. __ __. _ ___ _.E..,!,!I!:'.ll_~_~:~_Q.u ___
. RUBBER - TIRE BACKHOE DCP 88-81-148-01
I Method . ._u ______________00_00_______.____._.______ ___ L01lGed by _.._.00________ Job NO.___...__..... _____
DESCRIPTION
Log No. TP-48
Date 11-18-88
- SM C OLL UVI UM JQcolt
- SILTY SA D (SM):' dry, dark gray brown, fine to medium sand,
-
,.
- BEDROCK
- PAUBA FORMATION (Qp): brown to reddish brown, moist,
- silty sandstone; massive, upper 2' moderately weathered, porous,
,-
.
.
.
Total depth at 15'
No ground water encountered
No caving
o
5
o
15
Trench backfilled 11-18-88
SCALE:
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1" = 5'
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SUB-SURFACE DATA
PAOJECT: __. ___~E,~~_I. _0_~'?_2W~_.._ _______..__________________.________u___ ..__~..!~/~~_-~~L--
Method .___ _..R}J?_~~B_:Il~.L~6~!.<H Q.;,___.____________ L01lGed by _____R..<;;L__ Job No.?J!:~l::H.?:.Ql
DESCRIPTION
I Log No. TP-49
Date 11-18-88
"'0 !SM COLLWIUM (Qc:ol)
SILTY SAND: medium dense, dark gray brown, dry, fine to medium
sand,
-
-
5 BEDROCK
I PAUBA FORMATION (Qp): reddish brown, moist, silty r
- sandstone; massive, highly weathered. moderately hartl.
- Totcil depth at 6"
-
0- 'No ground water encountered
No caving
- Trench backfilled 11-18-88
-
. -
-
15-
-
-
-
: SCALE:
,
, , ,
, , , :
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,
SUB-SURFACE DATA
PRaJEcT:__,_~~Q~LM;~Q_QWL___ _ ______. .__._....._.___...._____.______m.._._ _.!'!!:.~]~_~_.~.~~_____
, RUBBER -TIRE BACKHOE DCP 88-81-148-01
Method __n __._________.________..____________00______ LOGGed by __00_00___.____ Job No~____._.,_u__.___
DESCRIPTION
log No. TP-50
Date 11-18-88
~o SM COLLUVIUM (Qcol)
SIL TY SAND (SM): medium dense, dark gray brown, dry fine to
medium sand,
-
- BEDROCK
5- PAUBA FORMATION (Qp): reddish brown, dry, clayey sandstone; r
' - I massive, slightly weathered, moderctely hard,
-
... . .-. ' ,.
- Total depth at 5'
- No ground water encountered
10- No ccving
Trench backfilled 11-18-88'
-
-
-
1!5-
-
-
-
.
!O.
-
-
-
-
5-
"
-
SCALE: 1" = 5'
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SUB-SURFACE DATA
I ! PROJECT: --- _KC;_l?_<;_I..MMP-Q'!f..L____ ____on __________________________ ___________u__o..r.!!]!!!L~_~~?.____ .
IMethod ., ____~1!~~_EJL:I!~_s]A~lS!10_t______________L01lGed by _______.Q~P..___ Job No.J~e::lJJ.:-JAll_:Q.!
-.0 COLLUVIUM (Qcol)
- SILTY SAND: medium dense to very dense, dry, dark gray, fine to
- medium sand, porous,
.
- SEDROCK
!5 I PAUBA FORMATION (Qp): reddish brown, dry, clayey sandstone; r
, - massive, slightly weathered, porous, moderately hard,
-
- Total depth at 5'
- No ground water encountered
No caving
10- _Trench backfilled 11-18-88
. .
-
,15
-
. -
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DESCRIPTION
Log No. TP-51
SCALE;
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1" = 5'
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Date 11-18-88
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SUB-SURFACE DATA
PROJ E CT: m _E~ RhL.MfbJ?_QWS_____ _ _.____. u_. ...... __. ___m__h --.. ....._m. ___ _.E!.!!!I!!!l_t!,=. _ .6:?.1..__
Method '____ ~~!'~~~__:!JJ.L~6.~~t1 O.E_______________. L01lGed by _n__P.~Ln__ Job No.?_~:_~1.:]::?.::.9_l
DESCRIPTION
r-O SM ALLUVIUM (Qaf)
, -
SILTY SAND: loose dark ClraV brown drv. medium sand. r--
. COLLUVIUM (Qcol)
- SILTY SAND (SM): dark brown to reddish brown, dry, fine to
- medium sand; very dense, porous with trace of clay and scattered
5- fine to coarse gravels.
- BEDROCK
PAUBA FORMATION (Qp): reddish brown, dry, silty sandstone;
- massive, moderately weathered, porousy moderately hard,
-
10- , .
- Total depth at 7~'
- No ground water encountered' -
No caving
- Trench backfilled 11-18-88
15-
-
Lqg No. TP-52
Date 11-18-88
SCALE:
...
S l:80E
111 = 51
-i
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,
SUB-SURFACE DATA
PROJECT:--- _KQ~L.fyl~Q_QW_L____ ___________m___m____________________ _ _e. _.e.'.!!]!!Y_~u~.::~?____
Method ____~y_~~~_~_:__n~_E_~~~KHqi________________L01lGed by ______P_<;L__ Job No.!!.~:_~]_:.1_4?_:9_!
DESCRIPTION
Log No, TP-5:l
Date 11-18-88
- SNI COLLUVIUM (Qcol)
,
, SILTY SAND (SM): loose, tan, dry, fine to medium sand, I
- I
- BEDROCK
- PAUBA FORMATION (Qp): medium hard, tan, dry, weathered,
,- poorly bedded, sil ty sandstone,
.
- i
-
a = Jointing, attitude: N20oW,59"SN
-
i
- I
- . Talal depth at 14'
:No ground water encountered
. No caving
-
5
10
15
Trench backfilled 11 18-88
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SUB-SURFACE DATA
PROJECT: _u __.BfP..~L MEl~..~_Q'!!.~____ ______m________ __.._________________________~".!!]!!.G_~_A~_~___.._
Method ____ ..~!_:!~lm~,_:..n~LMS;K!iQ.E..._________ ___ LOGGed by _n_uQhP____ Job No.~~.::l2J.:-JA?_:Q!
DESCRIPTION
Log No. TP-'54
Date 11-18-88
ri-O COLLUVIUM (Qcol)
- SILTY SAND: r'lediur,l dense, dcrk "ray, dry, fine to medium sand,
-
.. 3EDROCK
PAU?A FOR/vIA 7101'1 (Cp): r.'ocerately hard, recciish brown, cry,
5 r
I massive, moderately weathered, clayey sandstone,
..
- Total depth ot.5' .
,No ground water encountered'
.. No coving
Trench backfilled 11-18-88
0-
-
..
15
..
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SCALE:
ill = 5'
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@ Converse Consultants Inland Empire
SUB-SURFP\CE DATA
PROJECT: _n _~f.t?ffM'0..~_Q't!._L_u__ _____._____m_________________m_m_ - _.__j,'.!'!I~_~u~_~?_____
" RU3BER ..:. TIRE BACKHOE DCP 88-81-148-01
I Method _n_ _0000_.____________________________________ L01lGed by ________000000__ Job No.__________________
DESCRIPTION
! Log No. TP-55
Date 11-18-88
- ' SfvI COLLUVIUM (Qcol)
SILTY SAND (SM): medium to dense, dark brown, dry, medium ' ,
- , to coarse sand, porous
-
-
,-
- BEDROCK
PAUBA FORMATION (Qp):
- 6'-8t' - slightly moist, reddish brown, sil ty sandstone; highly
weathered,
- 8!'-1~' - slightly moist, reddish brown, massive, coarse grained
sandstone,' . -
. 10!'-ii~' - moist, dark brown, moderately bedded; fine grained
- sandstone, ,
- a = Approximate bedding at 10~': N 50oE, 50SE
j-
Total depth at 1 H'
No ground water encountered
No caving -
5
o
5
I SCALE:
Trench backfilled 11-18-88
1" =5'
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-----------------------------------------------------------------------------
CONE PENETROMETER TEST DATA
SOUNOING : CPT-9 LOCATION RANCHO CALIFONIA
PROJECT : CCIEIRCDC-VAIL INSTRUMENT ; FI5CKE088
PROJECT No: 8B-81-148-02 ELECTRON ICs..: Tl
TEST DATE : 11-11-1988 OPERATOR : ECIGB
Assumed D,ep th to Water (Feet)- 15 Soil Total Unit Weight (pell - 115
------------------------------------------------------.----------------------
IIJIlI'UlED F1!lcn~ EI\IlV IlIJIY IlIJIV IlIJIY 911- Su2=
IIEP1H aJ1f: Rl\710 ilIIl1lEll\Yl1JI mE II!IATlIE fRIC110l Nl '-Nl' IC-nlli: F.HI
lfll (!sf! III IEl!;IIY IHl.E IWI (1csf!
- -
1.0 :85,' 2.74 ISILTY S'W-WIYEY SIll >tOO )100
2,0 eM 3,5) to.AYEY SoVi1l-'.IIilIIl.\1 6lr80 ~EO
3.0 62.1 2..:4 SILTY >'Ilr"....WI SILl 7G-OO J:HO l'HiJ II>-!;)
1.0 89.3 2.21 SIlTY SIIll-SIIIlI SILT 7HO ~1O II>-!;) lO-!o)
:;'0 flI).1 3.10 SfIiII SILH1AYEY SILl lO-loo :n-o:; lO-!Il 6O-lll
6,0 101,8 3.59 to.AYEY SRll-SIIIllY !lAI ro-lOO IlHoo
7,0 76,5 2.91 SOIIlI SILT"'-IlEI SILT Ill-'1O 31-0:; 4HII II>-!;)
8,0 67.2 2.1Il SILTY SIIiHIi!lI SIll 7HO 31-0:; ~ II>-!;)
M 51,6 2.40 SILTY ~I Sill ~70 31-0:; ~ ~
10.0 53,1 1.84 SILTY S1IIMI4lII1 SILT ~ 31-0:; 20-25 ~40
11,0 ~.5 2.1Il SILTY SIIll-SIIIlI SILT 1Hl 31-35 4HII 4HII
t2.~ '1Il.7 3.00 SIIlI SILT-ilAlEI SIll lO-loo 31-):1 6O-lll 6O-lll
13.(' 71.0 6,11 t5III)l !lAHILTY !lAI >too )100 4.:3 4.33
1M 54.7 7.19 _I !lA1-5IlTY !lAI 6O-lll 6O-lll 3.28 3.lS
15.(1 iIl.8 6.00 ISIIIlI !lAHlLTY !lAI 110-1110 110-100 4.26 4.2\
16.0 S2.S 7,!/ _I !lAHILTY !lAI 6O-lll 6O-lll 3.77 3.27
17,0 :;2,3 7.% _ !lA1-5ILTY !lAI 6O-lll 6O-lll 3.21 3.21
IB.O ~'9.1 6.31 _IIL\HIlTY IL\I ~ II>-!;) 1.62 1.82
19.0 33.8 7.00 . ISIIIllllAl-5ILTY!lA1 40-!0 II>-!;) 2.15 2.15
29,11 22.8 6.tli SILTY IlAI TlIIlAI 20-25 ~ 2.11I 2.~
21.0 33,0 7.21 ISIIIllllAl-sllTY IlAI 4O-6Il 4HII 2.11 2.14
22.0 43.8 6,71 _I !lA1-5IlIl !lAI 6Hl 6Hl 2.10 2.10
73.0 137.2 1.52 !ill! TlI SIlTY SIll ~10 ~2 6O-lll 6O-lll
24.11 2I/l,8 1,68 S1IQ TlI SIlTY SIll Ill-'1O ~2 )100 >too
25.1) 253.1 2.tli ISIIIlTllSIlTYSOIIl lO-loo ~2 )100 ' >too
21.11 286.6 2.16 ISIIIlTllSILIl!ill! )100 )100
, - 1IlI11:.115 ~1ll1El1JI tmNlEllll11!RIII.
= Thl' Euth hchltoloqy Corporation
VAIL MEADOWS LIQUEFACTION STUDY
Rancho California, California
for: Rancho California Development Campany
@converse Consultants Inland Empire
Projecl No.
88-81-148-02
Drawing No.
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I Assu.ed Depth to Water (Fe.t). 20 Soil Tot.1 Unit Weight (pcll. 115
1______-----------------------------------------------________________________
CONE PENETROMETER
SOUNDING ,CPT-13
PROJECT : CCIE/RCDC-VAIL
PROJECT No: 88-81-148-02
TEST DATE' 11-11-1988
IEI'TlI
(It)
1.11
2.11
3.0
4.(!
5,0
6,0
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8.V
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11.0
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15.0
46,0
47,0
48.0
49.0
ID'llUlED F1UCITIIl
llJ( RllTlD
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219.0 1,11
21~.4 2.11
200.0 2.08
121.7 1.96
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33,9 2.14
32.7 2.:8
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25.5 6.18
10.8 5.87
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22.5 6.17
12.5 3.96
222.7 1.33
;m.7 7.JS
37.- 7,11
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42.7 5.11
121,2 l.8'1
218.1 1.57
1111.0 1.21
m.5 0.54
141.l 1.11
165.4 I.ll
218.0 1,20
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107,4 5.57
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53.9 6.96
115.1 6.70
9lI.5 8.31
64,8 6,16
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315.8 2.33
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195.2 1.42
292,7 2.76
271,4 2.65
162.4 4.12
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, - I1llICATES IMImmlIAlEllR t!lflflEl MlEUN.
e Th~ earth T!.;hnology CorporatioTl
ElIJlV
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7HJ
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40-42
40-42
40-42
40-42
40-42
VAIL MEADOWS LIQUEFACTION STUDY
Rancho California, California
for: Rancho California Development Company
~ Converse Consultants Inland Empire
~
TEST
LOCATION .
INSTRU"ENT :
ELECTRONICS:
OPERATOR "
ElIJlV
NI
11)-100
>100
>100
6HO
61)-;0
40-!0
21>-15
111-15
111-I5
III-IS
lli-15
III-IS
1-5
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20-15
~
~
5-10
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20-25
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40-60
40-60
40-60
40-60
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11)-100
)100
40-60
)100
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6HO
)100
>100
11)-100
>100
>100
>100
>100
>100
>100
)100
6HO
DATA
E1lJI'I
N1'
11)-100
)IC~
}100
/1;-10
6HO
40-60
15->)
20-25
20-25
20-25
20-25
20-15
1-5
20-25
~
~
~
l~lS
~
40-60
~
40-60
>100
6HO
40-60
6HO
40-60
6HO
>100
11)-100
~
40-60
11)-100
)100
40-60
)100
6HO
6HO
)100
)100
11)-100
)100
)100
>100
)100
>100
>100
)100
6HO
RANCHO CALIFONIA
FI5CKE088
TI
EC/GB
911.
IC-TIIlt
llsfl
2.7.1
1.~
3.44
4.17
1.62
1.33
1.81
2.7'1
3.07
6.00
2.n
2.74
3.07
3.IS
3.14
8.n
4.111
1.11,
12.21
8.ll
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111.63
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aa=
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2,51
2.78
1.62
1.29
1.81
2.7'1
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3.67
2.n
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3.15
3.14
8.n
4.1ll
4.41
12.21
8.!I
5.46
10,Dl
5.45
PfOJect No.
88-81-148-02
Drawing No.
\2..\
A-13
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ATE DRILLEOc 11.- 15 -88
SUMMARY
BORING NO. BH-102
ITHIS SUMMARY APPLIES ONLY AT THE lOCATlQNOF Tl41S BORING "NO Al TH! TIME
:OF CRILl,ING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER lOCA TlONS AND MAY
:CHANGE AT THIS lOCA.T10NWlTH THE PASSAGE OF TIME. THE DATA PRESENTED ISA
ISIMPlIFICATlON OF ACTUAl. CO~TtONS ENCOUNTERED. .
5
trace silt, occasional coarse grained sand
SILTY SAND - fine grained, trace clay,
blackish gray
SAND - fine to medium grained, occasional
coarse grained, trace silt, blackish gray.
End af boring at 46 feet
Groundwater encountered at 9,5 feet
· Ring Sample using a 140-pound hammer
falling30-inches
VAIL MEADOWS LIQUEFACTION STUDY
Rancho California, California
for: Rancho California Development Company
.~' Converse Consultants Inland Empire
ELevATION, 1071 feet
SILTY SAND - fine to medium grained, slightly
porous, roatlets, grayish black
SAND/SILTY SAND., fine' fo:> medium grained,
gray'
. . . .
, .
, "
: ....
. .
". . .
10
'. .. .
'0,' .
. ,','
. , ,
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15
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....
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..... '0'.
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20
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SM
30
56
SP
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. ....
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.... .
.. "
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. .':,'.
. " '. 0' .
. ,,0 .,'
. . .' . "
. . . . .
~ 55
~60
- -:E~-"'-~':_'::.~ ____~__ _ --';:~:>.""~~.__~_--
(33)-
(14)-
10
8 97
12 117
16
13
12
32
48
>62
>50
41
84
\22-
Project No.
88-81-148-02
Orawing No.
A-17
I
KEY TO SOIL SYMBOLS AND TERMS
lU11lS ,uSED II rltlS u,on ro. OUt'III1' SOILS Acca'QU, TO T"UI Turu.!: 01 'UII UU
OISUIIUTlO/ll$ AI[ C[JIUALL'f I" ACCO,o.I'[ WIT" TH( U!'II'UO SOil cUSStnCA1'tQI sun".
I
,/IlAJO' onlSIOU I (~:2X~ ( TTPlCAl U/IllS
.. ;:
-= 0 .. '11.11.,'..... ".",h, t,...l.
0 ~ Ullll .i-Cur,., little " ..
0 0 fh.,
,.
~~ ~ 0
.. ..
,. ~
S' o~ 0 ,
. . .. 'OO,.lf-"...." '......Is.
::. .
~ 0 II"'" -und .I_hir.,.
: o~ - 0 llttl, " .. fl",.
.. , :
0 o~.
. .
:- : ~
- -: ~ =
~ :::..:: ~ . .. Slley "."eh, "...1......-
: .. :.= 0 silt . Itur"
.
: o~ ~. 0
:.;: _r :
o~ :;:'
~~ o. .
0- ~
-; . . " Cl".,. frl.,h, 9'".,I-sUlll-
-. : ch, el'IUI'II
, . : :
-~ :.
- ,
..
--'
.0 'i -
~, .
':' .. ~ ~ S. 1l.ll-,rlcllcl 1I1I1lI.. '.....11'
" . o. 0 UII.'. little " .. flul
,...t: ~: :
=: 0 .
0
0 ;. 0 .
. ~ . 0 " hor'r.".... ulI.I5.
0 :: - : "...1.)' UII4t, llnl,
. 0 0 " .. f'lIll,
0 o. 0
0 .. . .
. . 0
. . : ~
.: .
. ~ .
. 0 ~ 0 s. Silt,. It"". U1l4-111t
. .. 0 :
-, :.= et'tu"',
. :.
0: ~. :
0 _r
- :.: o- r
.- :0 .
.. -= SO Clll" SI..4-e1.,
-0 : '"IUI.,
, : ...tu""
IlIo':,I..lc lilts ... "'1
- ., th, ""4h. roc. nl..r,
~ :~l~f.;:/~H:i 'hi. ."uls,
.. .ttll sH,llt
: . . ,lut1cft,
0 -
! : IIIor:,...,c ell,. " ,.. to
~ , CL ..ch. p'utfclt" "...11,
0 0 chy.. 'I'UI)' ch,., stlt,
.
:- : ~ ch'l. haft eh,.
. 0 0
:. :- ':
0 01, orrute'lIts ... ."..le
, .,... ~ It 11 ch,. ., I..
..- ,lIsUcte,
0" ~
='':'
-,~
.,. ;: !Ilar,tllllte sllts.ole,cl.ln
-::.
-,. . ." Of .,..to"""IIS ft.. u.dJ
... : Of silt, .olh, ,Iutlc
,.
... . ,Ilts
=
:.::. E -
-,- ~
... .
0 ~ . " 1..r"..Ie cla,. ., JlI,1l
0 ~ 0 ,Iuttclt,. '" cl.,.
. .
0 0
0 . .
. . .
0 0 .
. : 0" O"...le c1.". 0' ..111"'0 to
0 1lII,Il"lutlclt,. or,I"le
0 ,tlU
. S
0
. .
0 ~ ~
- : ~ ~ .. 'oU ... oU" IiIt,lll)'
- . or'Ullc soil,
. :.
. .
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-QAT
TEIIlS DESCRIBlhG COHDITIOH. COHSISTEHCY AHD IWlLlIESS
(GAUE ;""111[0 SOILS (..Jar ,.rttu ,U,tlll,' .11 b. 200 st...):
IIIchlllo. III chi" ,ra...Is, III lilt, 0' eh,., ,r..oh. ...c U)
,l1t,. ch,., 0,. "",.11,. u"." COlllstUlltC)' h rlto. lcur.",
to ,.,htt.,. 4,,,.lc,... lIIour.t"...., l'..r'u', costs.
Oo,ertDCh, To... ..1tttu DUlth
.,." loose . to '"
Laa'l IS to ..S
,..dh, d"uI .. to '01
01,," 10 to ...
"1",dl"sl IS to 100'1
'liE UAIUO SOI\.1 ("'Ja,. ,.,.tte" ,Inl", 10. 200 .te...): .ltch...
(1) ha',utc IfIcI a",ute .lIts 1f14 ell,., U) ',.....11'. 11114,."
sflt, ell,s, ,'Ull (.I) ell", silts. Callshtuc, 11 ,.te. uu,.h,
to ,Au,.h, U,,",tA, u 1II1ltut.. b, p,,,,c,,,..u, ".4h,. .r II,
.t",ct .IlI..,. tuts.
Oue,.1ath, T,,., S"'.., SC,,_ltlt (hfl
Ye,.)' uft I,u t/lIlfI 0.2$
SIft O.ZS to 0.50
tlr, O.SO ,. 1.00
StUf 1.00 to 2.00
,." sUff 1.00 to '.00
N,r. ..00 u4 .t,A'"
IOC1: hchcl.. ,,.,,.,h, u'.lu, "oct, ealtd. 11II' ...r.ca
hU,lah. Ma''''''n II ,.,lIte. c. ft,U 1"lIcUtuth. ,...c.4,,,,.
...c,1"4 ,."..
De.c,.hth. T.,.,
Pt.leI (....tUlut". Tut
(.. III clllI' It, lie.. ... cn.."
II,. "",.r.
"hllh, cUi .'1""4 .,.,1,
.hlt hlh I". . 11 e,.u_"
.....t1)'u.cI.rlt,UIl._r.
'10..
bU. ic,..tcll h...., '.,t
t'IU, ,'11 ,to,t... . f..
lil._., blow. b.fo", 'r..th,.
Sc",Ce".4 ,hll hit, wtU
"ffleult,. ItUftult u
,,,.... ,ttll h_" Ill...
Soft
litocl.",tel,
IlI.rlt
M."lI
....,.'II,,.d
SOllllllSTURE
'''0' 101 te lit,,, th ..n ..Ish,.. Is "'lttut.1t II,:
0"
Slt,llItl, ..ht
Ilotst
Ytr, ..ht
...
SIZE PRa'ORTllllS
Ouloftlttoll. ',"u"t h v,"IlIt
Tt'lcl 0 to ,.
Little .. to ..
..., z. to "
... IS to 5.
GIlAIN SIZE DISTRIBUTllXl
....
...
,
S1lT--T--SNlO
r---fMl:-I. lU bd
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III aI U...
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APPENDIX B
LABORATORY TEST PROGRAM
Laboratory tests were conducted in the Converse Consultants Pasadena (CCP)
laboratory on representative samples 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 Dry Density
. Data obtained from these tests, performed on relatively undisturbed ring
samples obtained from the field, were 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.
, Laboratory Maximum Density and Optimum Moisture Tests
Laboratory maximum density and optimum moisture tests were performed on
representative bulk samples of the site materials, These tests were run in
accordance with the ASTM 01557-78 laboratory procedure. Laboratory maximum
density and optimum moisture curves are presented on Drawings B-1 and B-2.
Shear Tests
'Direct shear tests were performed on both undisturbed ring and remolded
samples. Individual rings were prepared, soaked and vertical surcharge
applied. Each ring was then sheared at a constant rate of strain. A range of
normal loads was applied and the shear strength envelope was determined.
Results of the tests are presented on Drawings B-3 through B-8,
. Coll apse Tests
To evaluate the moisture sensitivity (collapsibility) of the encountered
soils, ring samples were loaded up to approximately 2 kips-per-square-foot
(ksf), allowed to stabilize under load, and then submerged. The percent of
consolidated Imeasured after the sample was submerged is reported on the logs
in the far right column as percent collapse,
Consolidation Tests
, Data obtained from this test, performed on relatively undisturbed and remolded
soil sampl es, were used to evaluate the settl ement characteri sti cs of on site
soils and remolded soils under load. This test involved loading specimens
into the test apparatus which contained porous stones to accommodate vertical
drainage during testing, Normal vertical axial loads were applied to one end
of the sample ,through the porous stones, and the resulting vertical
defl ecti ons were recorded at vari ous time periods. The load was increased
after the sample reached a reasonable state of equil ibrium_
v5
88-81-148-01-'F
Converse Consultants Inland Empire
.'. h. _ _.,_
.,.,_--,.,_._... . - .. c' . ., ..,~_.. .
._-,.....,..~,.._.,._....-.....-....-._~"--_.-
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B-2
Samples were loaded at field moisture and submerged for additional loading.
Test results are shown on Drawings B-9 through B-19 entitled Consolidation
Test, including a time-rate of consolidation plot.
Resistance R-Value Test
, A selected bulk soil sample was tested in a Converse Consultants laboratory to
determine thE! "R" value using the California "R" Value Test Method No. 301
(,ASTM D 2844~69). Results of the "R" value test is presented below:
BORING ,SAMPLE
~~
BH-2 B-2
SAMPLE
DEPTH
.J.fiL
10-11
SOIL DESCRIPTION
SILTY SAND (SM), fine
RESISTANCE
uRn
VALUE*
26
* By exudation.
Corrosivity and Chemical Attack
'A bulk sample was sent to an analytical laboratory to test the soil pH,
resistivity, and soluble sulfate and chloride content. These tests were
performed to evaluate the corrosivity and chemical attack potential for the
site soils. 'The results are as follows:
SAMPLE
BORING DEPTH
~ .J.fiL
BH-3 30-31
RESISTIVITY
(ohm - em)
4,290
SOLUBLE {.
SULFATE CH
242 158
DESCR I PTI ON
CLAYEY SILT (CL/ML)
E!!..
7.9
Sample Storage
Soil sampl es presently stored in our 1 aboratory wi 11 be di scarded 30 days
after the date of, this report unless this office receives a specific request
to reta i n thE~ samples for alongeI' peri od.
\7J..
88.,81-148-01.:F
Converse Consultants Inland Empire
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u
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f-<
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Q 100
140
_\
j ~~
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\ 100 PERCENT SATURATlO
SPECIFIC GRA VITY = 2,7
/' ~ \
\
\
\
\
\
'\
...
'"
130
'N
a
90
80
o 10 20 30
MOISTURE CONTENT IN PERCENT
40
SAIIPLE DEPTH TEST OPl'lMUll :lIAXD{[J}( DRY
SY!lBOL LOCATION (ft) DESCRIPTION I:IETHOD )(OISl'URE (ll) DENSITY (pd)
0 BH-3 10-11 S1.ND (SP) , trace sill ASTM 0-1557 6,7 135.6
0 BH-5 02-04 SILTY SAND (SM), trace gravel ASTM 0-1557 8,3 131,8
tJ. BH-8 05-07 S1.ND (SP) , fine to medium ASTM 0-1557 9.9 114.3
,
COMPACTION TEST
WESTERN PORTION OF liTHE MEADOWS"
Rancho California, California
Project No.
66-61-148-01 \~\
Drawing No. B-1
Converse Consultants Pasadena
.1
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140
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MOISTURE CONTENT IN PERCENT
20
SAMPLE DO:PTH TEST OPTIMUM
LOCh TIO II (It) DESCRIPTION METHOD MOIS'l'llRE
BH-:lO 22-;[4 SILTY SAND1SM~ fine to medium ASTM D-1557 15.1
6H-21 47-48 SANDY SILT (MU, "ightIY CIOy.y i\S1M 0-1557 11.0
,
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MAXnWM DRY
(~) DENSITY (pef)
111:l,4
128.6
COMPACTION TEST
!WESTERN PORTION OF liTHE MEADOWS"
!Rancho California, California
Project No.
88-81-148-01 \~
. ('"
! ..o;nverse
Com,n.tlt.<Int.s Pas<ldena
Drawing No, B-2
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SOAKED
MOISTURE DRY DENSITY VOID NORM,,\L PEAK
SYMBOL CONTENT ($) (pd) RATIO STRESS (kat') SHEAR (kaf)
---
0 8,5 11~,1 AI)3 1.40 1.47
0 8.2 115.9 ,454 L.130 2..39
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HORIZONTAL DEFORMATION IN INCH
OORING/SAMPLE : BH.2/S-1
DESCRIPTION : SANDSTONE trace sill
STRENGTH INTERCEPT (ksf) .557
~'RICTION IANGLE (degree) 33.2
DEPTH (rt,) : 5,5
(PEAK STRENGfH)
RESIDUAL
SHEAR (ksI)
.80
1.72
DIRECT SHEAR TEST
iWESTERN PORTION OF "THE MEADOWS"
iRoncha California, :California
Project No.
88--81-148-01
\~(;"
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Drawing No, B-3
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NORMAL STRESS IN KSF
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HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE : BH-2/S-2 DEPTH (ft)
DESCRIPTION : SILTY SANDSTONE
S'rRENGTH INTERCEPT (kst) .000
FRICTION ANGLE (degree) 34.1
10.5
(PEAK STRENGTH)
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I MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
I SYMBOl, CONTENT (~) (pcf) RATIO STRESS (kst) SHEAR (ks!) SHEAR (kaf)
--
I () 10,7 104,1 .618 50 ,30 .18
0 14.2 101.0 .667 1.00 .73 .43
I tl 15.5 102." .638 2.UO 1.34 .85
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L-.
DIRECT SHEAR TEST
i WESTERN PORTION OF "THE MEADOWS"
i Rancho California, California
Project No,
88-81-148-01
,?P
! Converse Consultants Pasadena
Drawing No, B-4
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HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE , BH-3, BULK-' DEPTH (ft) :
DESCRIPTION : ""NO (SPl, Irac. sill and clot"
5"l'RENGTH INTERCEPT (ksf) , 0.16
FRICTION ANGLE (degree) : 2a
10.0-11,0
(~EAK STRENGTH).
. REMOLDED TO 90 PERCENT OF THE LAB
MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE
MOISTURE DOV DENSITY VOID
",
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!Rancho California, California
TEST
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Project No.
88-81-148-01
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!Converse COllsultant.s Pasadena
Drawing No, B-5
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DIRECT SHEAR TEST
,
WESTERN PORTION OF liTHE MEADOWS"
,Rancho California, California
Project No,
88-81-1'18-01
\~
Converse Consultant.s Pasadena
Drawi ng No, B-6
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DIRECT SHEAR TEST
WESTERN PORTION CDF "THE MEADOWS"
Ra~cho California, California
Project No,
88-81-148-01
\~
Cqn~e.rse Consultants Pasadena
Drawing No, B-7
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, DIRECT SHEAR TEST
'iliESTERN PORTION OF 'THE MEADOWS'
Rancho Califarnia, California
Project No.
88-81-148-01
\'?A
Qonverse Consultants Pasadena
Drawing Na. B-8
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CONSOLIDATION TEST
!WESTERN PORTION OF "THE MEADOWS"
!Rancha California, California
Project No.
88-81-148-01
Converse Consult.ants Pasadena
Drawing No, B-9
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CONSOLIDATION TEST
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
Project No,
88-81-148-01
! Converse Consultant.s Pasadena
Drawing No, B-l0
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CONSOLIDATION TEST
WESTERN PORTION OF liTHE MEADOWS"
Rancho California, California
Project No.
88-81-148-01
[Converse Consultant.s Pasadena
Drawing No. B-ll
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CONSOLIDATION TEST
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
Project No,
88-81-148-01
Converse CODsultanls Pasadena
Drawing No, B-12
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CONSOLIDATION TEST
,
WESTERN PORTION OF liTHE MEADOWS"
Rancho California, California
Project No.
88-81-148-01
Converse Consultants Pasadena
Drawing No. B-13
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,
CONSOLIDATION TEST
WESTERN PORTION OF "THE MEADOWS"
i Rancho California, California
Project No.
88-81-148-01
'fO
Converse Consultant.s Pasadena
Drawing No. B-14
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CONSOLIDATION TEST
WESTERN PORTION OF liTHE MEADOWS"
Rancho California, California
Project No.
88-81-148-01
\~\
Converse Consultant.s Pasadena
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CONSOlJDATION TEST
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
Project No.
88-81-148-01
\~
Converse Consultants Pasadena
Drawing No, B-16
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CONSOUDATION TEST
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
Project No.
88-81-148-01
't!P
Converse Consultant.s Pasadena
Drawing No. B-17
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CONSOLIDATION TEST
I
! WESTERN PORTION OF "THE MEADOWS"
1 Rancho California, California
Project No.
88-81-148-01
\~
C:onverse COBsultant.s Pasadena
Drawing No, B-18
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DEFLECTION (inches)
TIME RATE OF CONSOLIDATION
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
1$ Converse Consultants Pasadena
, '
: 11
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Project No.
'N5
88-81-148-01
. Drawing .N..o.
B-19
".',.d\.I ,; ~:.""~,:,-,,,~~-,;;..;!.;. ~- '.' c.-".-c.t;~ '<'ENV I RO L'A B
~~...""'>""'''''.%.,.~t'-u::';1"t~':"('~ ",,-Ol,;:"t;".' " .-~:'~_' :' ',(
?,''''~~S.:'lfp'RO'j ECT \NO'::: 8 88T14ll 0 l' .
';JI.~:.:~k.;';"~\::~:;'.c-'-.L" .-;'-. .~, RCDC MEADOWS - .
~~:~i:(:~f~:1.f~~~~~~~~..X ~~.J:~; 'i '!:,1 ;).:":::-,;~::-~~('-<--~":-- --.. - ,..~~ '''-;''':~
<I:;J"':~~~~}~CT: MANA'GER: TOM "BENsoN
...;;;.~:>.,
~O;'~\_"887.1 1 1133__.:':;:,:~,,,::,..
DATE SAMPLED;11/17!88
DATE DUE 12/0)1~8)+:;:~:;
--:-. :"-. ~-:..,.."':: ~);,:'~:' -:" .,.~-- -i:~.'.:
.12/12/38
""."
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'1
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TABLE 1
PAGE
1
ANALYSIS EPA METHOD AST~
"'1:' .
C.-, ,.,_',_
. ~. ;,: --.
- -~ . -~ -
.~i.DATE
. . N'o .,';;'
'fTR:.:
COMPLETED:) 2/08/83
'NOT'cDEYECTEQ'
TRACE (det'ec:i:ed.less
MATRIX;SOIL
UNITS;chm/cm
..
.;: -~- , .
than- aetec'tion
limit)
I'....
.. ..~.
-'. ~~--~,},. .'
,--.",-.- .,.'.
PARA.Y.ETER
..'
'SA,Y.P~E 10 ,
SH3 SULK2 ~30-31'
R:SUL T5
MIN.REsrSTIVITY
.. :.. .;..SCLUSLE SULFATE
';'~"':'.' '"_.J ~.~'.:. pH. :,.'.
1',,_....> 'c;;,-;CHLORI~E,
~i~~lt~~~~i[:5;~-it,~,
I.I.~~lr~[
I' ,:._:t-....."..:....:..,'"'C...,:,i,:.,,,.,;.;.,.,"..:..' ,.r,"
'';: ,':i. f.,; '. ."
'..--.. A" ..-t~:;:::~'::'.3>~..:.''-'.''-:2'-. .
'.':
4290.
242.
7 .9~.
153.
'-
..
'--:' ,-
'. ." ,~..-.
.;~:!~~~;~~~i&:~~::'~~~:~:2;J,'~~1"
.... ... '''~''.. .. .
",'
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I
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i ~~~~~ ,.... Sl;;e~~;QJ~;'.~~~~~f;~~.;{y.~3:;:._...-...
Sllt.~t~~iWf:~2~i/:31i~~!I~~1a~i;;-~' ....,;L~.b:~~:~~f~i~~1~lJi~~1~f.~~tyj~~
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;,,:-:7.:;_.~_,C
APPENDIX C
RECOMMENDED EARTHWORK SPECIFICATIONS
! Gradi ng
1. Areas to receive compacted fill shall be stripped of all vegetation,
organics, debris and existing structure remnants, Any existing fill
materials shall be excavated, Any other unsuitable soils shall be
excavated as recommended by Converse Consultants Inl and Empi re (CCIE).
All areas that are to receive compacted fill shall be observed by CCIE
prior to placement of fill.
: 2. Subsequent to the removal of unsuitable materi a 1 s, 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 at
or slightly above 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 inplace soil density to the laboratory
maximum dry density as determined by the ASTM D1557-78 test procedure.
3. Subdrains shall be installed in canyons and ravines as indicated by the
project Certified Engineering Geolo9ist (CEG). Subdrains shall be
installed as depicted on the attached Drawin9s C-la and C-lb.
14. 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. Each layer
shall be compacted to at least a minimum relative compaction of 90%,
except fill placed 40-feet or more below final grade shall be compacted
to 95% relative compaction. Pavement base material shall be compacted to
at least 95% of the ASTM D1557-78 laboratory maximum density. Fills
shall be benched into unyielding bedrock on slopes steeper than 4:1
(horizontal:vertical). Where fill is to be placed above cut slopes,
fill shall be benched into bedrock as shown on Drawing C-2, The field
density of the compacted soil shall. be measured by the ASTM D1556~82 or
D2922-81 test methods or equivalent.
:5, Fill soils shall consist of excavated on site non-expansive soils
essentially cleaned of organic and deleterious material or imported soils
approved by CCIE. All imported fill shall be granular and non-expansive
with an Expansion Index (El) less than 3D, as defined by the Uniform
Building Code (UBC) Standard 29-2, Rocks larger than 6 inches in
diameter shall not be used unless they are sufficiently broken down,
CCIE shall evaluate and/or test import materi a 1 s for conformance with
specifications prior to delivery to the site. The contractor shall
notify CCIE at least two normal working days prior to importing fill to
the site,
6. CCIE shall observe the placement of compacted fill and conduct inplace
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
88-81-148-01-F
Converse Consultants Inland Empire
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C - 2
shall be! applied and the soil moisture-conditioned as necessary until the
specified relative compaction is attained. The contractor shall provide
level testing pads for the soils engineer to conduct field density tests
on. The contractor shall provide safe and timely access for CCIE
personnel throughout the grading site, to allow continued monitoring and
testing.
7. Wherever', in the opinion of the Owner's or CCIE's Representatives, an
unstable condition is being created, either by cutting or filling, the
work shall not proceed in that area until an investigation has been made
and the 'grading plan revised if found necessary.
Erosion Control
1.
Fi 11 and cut slopes shall be graded
water-induced surficial erosion/sloughing.
measures shall be initiated immediately
construction.
and 1 andscaped to reduce
Permanent erosion control
after completion of slope
2. All interceptor di tches, drainage terraces, down-dra i ns 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 offsite.
3. A suitable proportion of slope plantings shall have root systems which
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.
4. Construction delays, climate/weather conditions, and plant growth rates
may be such that additional short-term, nonplant erosion control measures
may be needed; including matting, netting, sprayed compounds, deep
(5 feet) staking, etc, These measures shall be reviewed by CCIE.
5, Rodent burrowi ng, human trespass (footpri nts), small concentrati ons or
uncontrolled surface/subsurface water, or poor compaction of util ity
trench backfill on slopes shall be repaired and controlled as soon as
possible.
16. 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.
'7, If completion of new slopes occurs during the rainy season, contingency
plans shall be developed to provide prompt temporary protection against
major erosion/sloughing. Offsite improvement shall be protected from
site runoff.,
i8, Any erosion damage which occurs prior to the completion of the project
shall be repaired by the Contractor,
\~a..
i88-81-148-01-F
Converse Consultants Inland Empire
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,\. . ,. PROPOSED COMPACTED FILL'::' .'.
\. ..', ....:. '. .
, " " . '" . '.. ,
:.'~': :':: .:.........:.>.':::...'... .
,. . . . .':..;'.
. "'. "NATURAL GRADE' " . ..'.. , .~ .
. "-0: ..' " ., -'. .
, ' ...... '.. . -. ". ,', .' ., .
, ": :. ''';'-'< ' ,. UNSUITABLE MATERIAL .
",...-....; ..... .... .
'." .'. . '..
.'.... ". .. ,,-' -0
o ., ..... _ ,. '
. ..,. ."", .'
.... . '....; ., .... "'.'0_
'. ........ -_._~..:-.",..~
..'. .
.. ..".....
'.'
, ,.
.,
, . .
. . ,
liYPICAL BENCHING
NOTE:
,
Dow.._ 20' of pipe al outIal ehell
be noI, P<h1\".led and beckfllled
with llne-gralned ...terfal
SEE DETAIL BELOW
COMPETENT MATERIAL
,
NOTES:
Pipe shall be a minimum 01
4 Inches dlameler and runa of
500 1881 or more _II .... ll-inch
dlameler pipe, or .. recom<l"'_ by
tile IIOiI englllllel'
,
,
, ,
......
MINIMUM CLEARANCE
. . . DIMENSIONS . '
T , oQ .
" I) C C Co
. o . 00,
. o CO ~
o 0 <J
~ 0
0'0 . 0 " 0 ,
'" 0 0
- 0
Deptll and BeddIng . 0
C 0
May Very with '0 , . .
Pipe 8IIC\ Load Q ,
Cl1eract...atIca. 8" MIN.
3' Feel Typical
: .. .",.'
"
, .
FlLTER MATERIAL - Mirimum of nine cubic
feet per foot of plpe.S.. Drawing 0-1 b lor
fllter ...Ierlal gradation
ALTERNATE: In lieu 01 fllter ...t...al nine
cubic 1881 of gravel per 1001 01 pipe ...y be
_ In filter fabric. See Drawing 0-1b
lor gravel _lfIcattone.F1lter fabric _II
be IoIlrafl 140 01' eQUIvalent. FIlter fabrtc
shall be lapped . minimum of 12 __ on
all lolnta.
~""
00" "
o ~"oo.
0" . ~ :..
oD 0 CJ 0 0
~ Fe:~ ~~IC~
Mlnlnun +-I_lameler, PVC SCH. 40 01'
ASS CIaa SDR-35 with a couahlng str~...tI,
of at 1_ 1 DOO pounds, with a mlnlnun of
8 ..~""m1:,-....ced perIoratl.... per foot of
pipe, lnetalled with perforatlone on bottom of
pipe.
TYPICAL CANYON SUBDRAIN
WESTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho :California Development Company
~~converse Consultants Inland Empire'
:~::&iS-
\~
Protect No.
88-81-148-01
Drawing No.
C-la
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'FIL. TER MATERIAL
iMlN. 9 ,CU. FT.
PER LJo4EAL FT.
r
, . :!:. : :, '...:
. . . . 00 .
~ '.' : ;~ MIN.', '. .,.. '
'. 0.. ....:
. . . .
'. '.: ~~:;2: 0 > ~;~".
'. : '.': -tMl~":' '
., . v + .'.
FLYER MATERIAL:
F111w _tIorial -.u be Claaa 2 penMabIe
malerial (Caltrane Standoord Sp.c;lfIcatlon
118-1.025) tX ~ed alternal..
Claaa 2 grading .. followa:
SIEVE SIZE
PERCENT PASSING
100
a0-1OO
40-100
25-<10
18-33
11-15
0-7
0-3
1"
314"
3111'
No.4
No. II
No. 30
No. 50
No. 200
SUBDRAIN ALTERNATE A: Perforated Pipe Surrounded with Filter Material
e~ MIN. OVERLAP ~
. -j 1-
MIRAFI140 FILTER FABRIC
OR APPRO~ED EQUIVALENT
1-1/2" MIN, GRAVEL OR
APPROVED EQUIVALENT
!!2!!=
In _on to the wrapped grav.~
outlet portion of the -... ahould
be ..,pppad with. nW"""" of
10 IMt long perforated pipe ""'''_led
. to . nonper1orated pipe having .
mininun of 5 _ In IengIh InoIde
the wrapped gravel
SUBDRAINi ALTERNATE B: 1-112" Gravel Wrapped in Filter Fabric
SUBDRAIt ItST ALLA TION - Slmdraln pipe IIIaIl be InItaIIed wltlt parforatlona down tX, at Iocatlona dnl~tec11l1
the gaotachnlcal ~tanL
SUBDRAIt ~E - ~ type _II be ASTMCS08 _.... CenlMl Pipe (ACP) tX AS'N D2751, SDR 23.5,
CO' AS'N D1521,ScMQH 40 Acryl~ Butadlana S~ lABS) tX AS'N D3034, SDR 23.5, tX AS'N D1785,
ScheduI. 40 Pot,vlnyt ~de PtaalIc (PVC) pipe or the _v.ed eqYvalent.
TYPICAL CANYON SUBDRAIN(continued)
,
WESTERN PORTtON OF "THE MEADOWS"
Rancho Callfornia, California
!~E:,.ncho California Development Company
@ COnV+3rSe Consult~nts Inland Empire'
~\
PrOject No.
88-81-148-01
Drawing No.
C-lb
II
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ClJTtFlll CONTACT TO BE
SHOWN ON -AS-BUllr
NATURAL GRAOE1_
,--
CUT SLOPE -----...
---
_....-
-......-
,
: CUT SLOPE TO BE CONSTRUCTED PRIOR
I TO Pf...\CEMENJ:. OF FilL
Kt:rWAY IN COMPETENT MAT-
ERIAL MINIMUM WIDTH OF 15
FEET OR AS RECOIlMENDED
BY THE SOil ENGINEER
CIJT/Flll CONTACT SHOWN
ON GRAOING PlAN , ..
"""m "u l .
\'~-'-~
9'MIN, . ~~.. .'",ro.iI\\ro.~ ~. :
[ - ---, '::..-:- . . ,Ll\SIl~ro.B\.: . :~-
. <.._~ II ' ._
"I'\<...\J~
.. . VARIABLE. -~ -'. -'., 4'
-----r--: 'CL_:. . , . -_. MIN,
-- -~.
\ -. IIINIMUM HEIGHT OF BENCHES
- _~~, ~.' .' ,.,~~ ~ IS 4 FEET OR AS RECOM.
-L MENDED BY THE SOil ENGI-
NEER
MINIMUII l' lilT !JACK
OR 2% SLOPE
(WHICHEVER IS GREATER)
COIlPETENT MATERiAl
BEDROCK' OR APl'ROVED
COMPETENT w. TERIAl
. TYPICAL FILL ABOVE CUT SLOPE
WESTERN PORTION OF liTHE MEADOWS"
Rancho Califoniia, California
for: Rancho California Development Company
i) Converse Consultants 1~la"-d Empire
\f;z"
Project No.
88-81-148-01
Drawing No.
C-2
'I',.
.
..I "88-81-148-12)1:
,I
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~j CONTROL DATA
":j OF
.~ OF
'j ".J ~;
") !;~ OF
,~~
'I
NUMBEH
NUMBEH
NUMBEH
NUMBEF~
NUMBEH
NU~lBEF~
"-1"
,oJ:' .._,
.-~ . ~',:--
~, .- ",
.., ':";,:<1.;,,0 '-~J~ --""'';._ 'c" "',",'-'-', .......-.. "J;i.;-':i'~ '-";.;", .c.~.-;;;'. ~;;'_\~'-:'_'~ _ ~'_-.-,;,,~ ~ " u ,-.~..G'-,;.t~ _'~:,.',' ._'"o;,-,,~:.,,-.,..., "" "";"~'."
"".-.,i,;.t,..,,~,";"-:>-....;.>
~;:~sf~
h.c'"
l~~~
II~
i'..-,~.- ,
;Ef~ E
,_J:l;'~>...:. C,-
,--;,..;-..-
!--:'~-.;"-":'"
I_~'.'~";' .
,''.'r'',--
-~......,
r*f
*********************************************
* *
* SLOPE STABILITY ANALYSIS *
* *
************** S TAB R G *****************
* *
*
*
PORTIONS (C) COPYRIGHT 1985, 1986
*
*
* GEOSOFT *
* *
* ALL RIGHTS RESERVED *
* *
*********************************************
",'
..
THE MEADOWS
,
I ~~~--
CALIFOF<NIA (45 FOOT FILL> ' :
RANCHO CALIFORNIA
SPECIFIED CENTERS
DEPTH LIMITING TANGENTS
VERTICAL SECTIONS
SOIL LAYER BOUNDARIES
PORE PRESSURE LINES
POINTS DEFINING COHESION
111
111
5
~
~,
PROFILE
111
111
)>.-
SEISMIC COEFFICIENT Sl,S2
=
.111111
_1110
ALL CIRCLES PASS THROUGH THE POINT ( 146_111,
55.0)
C$::~
t,:~~:;"
,'"'....;,;,;."
l-4'~
:.~
SEARCH STARTS AT CENTER ( 130.0, -10.0),WITH FINAL GRID OF 10.0
:'~,:h-
l<<~:'~:"
~/ i!t' SOIL PROPEHTIES
0~i."0')1,~ LAYER
.,...:0.......;""''"'.
~~ U .. 'c::>t '
I":ii"~='':;)' 1 160. Iil 28. III 120.0
~~ :i.::lJb0:C3.~~'0:~~~F~~ii~;s~z-.E~;;0~~~:~:~~;ii'~\:'.,..1,1111_,0 .....,2T .-:.~~"-"\~~
""';~~;">';"';;;""""'"~':"'~""'~"-'''2'l'!tFllL'*SLOPEf"''';''''' ...."....,r,. '<~L{;
'--4~;\~i.iii_;;~~$~~~.,),;;~)
~, ::.~~~i ~'Converse Consultants Inland' Empi;iG~ii;,S:;;.~~:~~.;~; ...,r~1:~ri_lci'::"
IF~~:~~';~~~:~"- ~.~- _._n' .~ -..... _ _~~ ,,_ ~,_~~;G.,~_=.:~~_~:_L,:-:;,~~;._' -'-."-.
~ _ . ~:"--".~ i~ ..~..~___.
:,:,_=~~~:~i~.~:.. ~::~,i~~
GEOMETRY
SECTIONS
T. CRACKS
W IN CRACK
BOUNDARY 1
BOUNDARY 2
BOUNDARY 3
10_12)
1121.0
10.0
6111_0
80.0
_0
50.0
~~
r:.~G"~_"
'""",h~,,-
k-J~,
:1
94.0 100.0 146_0
10.0
10.0
10.121
60_0
80.111
32.0
32.0
33.0
55.0
55.(2)
55.0
33.0
32.121
33.0
6111.0
80.1il
60.0
80_1il
6111.111
80_0
,-,>.<
COHES ION
, ..-=~.~~
. ";,,.c!_o
FRICTION ANGLE
DENS !TY
t ~t:.-.'
-.
I ..,
"'I:
I"" .
. .
il~=--' :
!;:..~... .
!"jUI1E<ER
9
10
11
, 12
I::;
14
TANGENT
1.
56.t;'
64.::
RADIUS
66.9
74_3
86.5
65.1
47_8
85.8
92..3
57.6
/9.6
83..2
71/1.1/1
65.7
88.1/1
79.4
60_8
71.7
{Xl CENTER
130.0
110.0
130.0
150.rD
131/1.0
90.13
1113.13
111/1.13
11lJ12l.12l
1113.0
1213.0
111/1,1/1
1130,13
120.0
120.0
11313.13
******************
* STABRG *
******************
(Yl CENTER
-113.0
-11/1.0
-313.13
-113.13
113.13
-113.13
-31/1.13
10.0
-10.11l
-21/1.0
-10.13
.13
-20.13
-213.0
,1/1
.1/1
-~~---~~-~--_._----.-._-_..---
. . . .
1"
.~
16
~,
"'
.:.'
56.~;
FS(BISHOPI
FS <OMS)
4
55.1
57.El
75.8
62.::;
I
.1
II
I
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I
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.';>-
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.1
- '-~ -'. -..
:~.
',~1
,...-
?~
-I
~)~:-:_;:.~
'I~
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o
'., . WESTERN PORTION OF "THE 2~~A:~~~" SLOPE
, Rancho California, California '" .' .
:1 ' 'for: Rancho California Development Campany ,
(I~~!,v_ers e ~:~~~.~~lt~c~.~S_~~~~~d' .,,~,~~i~';-~
~..I ,_... ,~'.._ " ~
:',.::~.;~.;;.;?d;',_~j~~{~~.;-:'-:',,",=,';~~..b:;;~~~:;:'~~:::"~~~:-"=,':'-:'::'-';~" ,'",;0-
"'
d
6
~7
8
67.6
69.6
1.8613 1.73111
1.703 1. 465
1.748 1.637
CIRCLE BEYOND
2.003 1.832
1.983 1.645
1.734 .1.557
1.839 1.494
1.797 1.516
1 .. 71116 1 .. 503
1,867 1.664
1. 739 1. 454
1.. 795 1 .. 554
1. 81114 1. 624
1.841 1.618
1. 835 1. 498
RIGHT I
63.2
613, ~)
65.7
68.~1
59.4
613.8
71.7
FiS. MINIMUM- 1.703 FOR THE CIRCLE OF CENTER ( 110,0, -113.0)
.~
'- '," :_~"=*~-
\~
Project No.
,88-81-148-01
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