HomeMy WebLinkAboutGeotechInvestigation(Jan.6,1989)
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GEOTECHNICAL INVESTIGATION
EASTERN PORTION OF THE MEADOWS
RANCHO CALIFORNIA, CALIFORNIA
PREPARED FOR
Rancho California Development Company
Post Office Box 755
28250 Ynez Road
Rancho California, California 92390
CCIE Project No. 88-81-155-01
Janua ry 6, 1989
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CONVERSE!~~~ ~ - ffiF
ENVIRONMENTAL~~ ===~ ~
Inland Empire Office
630 East Brier Drive. Suite 100
San Bernardino. California 92408
.
Telephone 714/889.8004
FAX 714 889.4830
f)
January 6, 1989
Rancho California Development Company
Post Office Box 755
28250 Ynez Road
Rancho California, California 92390
Attention: Mr. Csaba F. Ko
Subject: GEOTECHNICAL INVESTIGATION
Eastern Portion of liThe 11eadows"
Rancho California, California
CCIE Project No. 88-81-155-01
Gentlemen:
Enclosed are the findings of our geotechnical investigation performed
for the eastern portion of The Meadows Master Planned Community in
Rancho California, California. The eastern portion of The Meadows is
bound by proposed Buecking Parkway to the west, Pauba Road to the north,
Butterfi e 1 d Stage Road to the east, and Ca 1 iforni a Hi ghway 79 to the
south.
Subsurface materi a 1 s encountered in the exploratory excavati ons
genera lly cons i sted of nati ve loose to medi um dense granul ar sediments
and sandstone bedrock of the Pauba Formati on. Some 1 oca 1 i zed fi 11 was
encountered. Groundwater was encountered in the exploratory borings at
depths as shallow as 9 1/2 feet below existing grade; however, others
have reported historically shallower groundwater in Pauba Valley; in the
southern region of this site. Groundwater was not encountered in the
northern highlands within the depths explored.
Results of our investigation indicate that the site is suitable for the
proposed residential and commercial development, provided that the
recommendations contained herein are incorporated into final development
plans. Development of the site will involve conventional mass grading.
Anticipated depths of overexcavation in proposed fill areas are
indicated on the enclosed maps and discussed in the appropriate sections
of this report. Conventional 2:1 (horizontal to vertical) fill and cut
slopes are proposed, with structure setbacks as recommended herei n.
Spread footi ngs may be used to support the proposed one to two-story
structures.> .
1.--
A Wholly Owned Subsidiary of
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Rancho California Development Company
CCIE Project No. 88-81-155-01
January 6, 1989
Page 2
We appreciate this opportunity to be of service. If you have any
questions, please feel free to contact the undersigned or Mr. David
Simon.
Very truly yours,
C VERSE CONSULTA~ EMPIRE
Robert M. Pride, GE 697
President
RMP/DBS/TCB:88z
Dist: 5/Addressee
l/Robert Bein, William Frost and Associates
l/Dr. Roy J. Shlemon
?:>
Converse Consultants Inland Empire
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Thomas C. Benson,
Project Engi neer
{2~t:lAi;;~
Senior Geologist
Converse Consultants Inland Empire
PROFESSIONAL REGISTRATION
For: CCIE Project No. 88-81-155-01
Dated: January 6, 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 opinions are
presented, within the limits prescribed
by the client, after being prepared in
accordance with generally accepted
professional engineering and engi-
neering geologic practice. There is no
other warranty. either express or
implied.
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TABLE OF CONTENTS
GEOTECHNICAL INVESTIGATION
EASTERN PORTION OF THE MEADOWS
RANCHO CALIFORNIA, CALIFORNIA
CCIE PROJECT No. 88-81-155-01
1.0 INTRODUCTION. . . . . . . . .
2.0 PROJECT DESCRIPTION. . . . .
2.1 Existing Site Conditions
2.2 Proposed Development
Page
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3.0 SCOPE OF INVESTIGATION. .
3.1 Site Reconnaissance.
3.2 Field Exploration.
3.3 Laboratory Testing
3.4 Research, Analyses and Report.
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4.0 SITE GEOLOGY. . . . . .
4.1 Earth Materials. . .... . . . .
4.1.1 Pauba Formation (Map Symbol Qp) .
4.1.2 Terrace Deposits (Map Symbol Qt).
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 Subsidence Potential . .
4.5 Subsurface Variations. .
5.0 CONCLUSIONS AND TRACT DEVELO~MENT 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 Commercial Foundation Design Criteria. . . .
7.3 Slabs-on-Grade (Residential and Commercial).
7.4 Appurtenant Facilities.
7.5 Corrosivity. . . . . . . . . . . . . . . . .
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Table of Contents
CCIE Project No. 88-81-155-01
Continued
8.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION
9.0 CLOSURE
Page
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. . . . . . . . . . . . . . . . .
REFERENCES
Drawing 1 "Geologic Map" (in pocket, 3 sheets)
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 for the eastern 670 acre portion of the
1,377 acres that compri se The Meadows Master Pl anned Community at Rancho
Cal ifornia. The eastern 670 acres are located east of proposed Buecking
Parkway, south of Pauba Road, West of Butterfi e 1 d Stage Road, and north of
California State Highway 79, 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
recommendati ons regardi ng genera 1 site gradi ng, slope stabil ity and
preliminary foundation design criteria can be provided for design of the
proposed gradi ng plan and improvements. Converse Consultants Inl and Empi re
(CCIE) performed a concurrent investigation to evaluate the 1 iquefaction
potential at the southerly portion of the site (Converse, 1988a).
It is our understanding that the subject site will be developed according to
Specific Plan 219, The Meadows at Rancho California, dated September 6, 1988.
We understand that the proposed development of liThe Meadows II wi 11 consi s t 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.
Pertinent geologic and geotechnical data generated from this investigation of
the eastern 670-acre portion of The Meadows project together with the location
of explorations are shown on Drawing 1, titled "Geologic Map" (3 sheets in
pocket) .
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REFERENCE:
Alquist-Priolo Special Studies Zone Map,
Pechanga Ouadrangle, California Divisian of
Mines and Geology, January 1, 1980, and
USGS "Bachelor Mountoin" 7,5 minute
Quodrangle, 1953, photorevised 1973
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SCALE IN FEET
SITE tOeA TION MAp
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Environmental Consultants California
Projecl No.
88-81-155-01
Figure No.
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2.0 PROJECT DESCRIPTION
2.1 Existing Site Conditions
The eastern portion of The Meadows is located in the southwestern region of
Riverside County at Rancho California, California, east of Interstate 15, and
directly north of California Highway 79, as shown on Figure 1. The site is
bounded by Ca 1 i forni a Hi ghway 79 to the south, proposed Buecki ng Parkway to
the west, proposed Pauba Road to the north, and proposed Butterfi e 1 d Stage
Road to the east.
The southern region of the site is situated within a portion of the Pauba
Valley which is drained by the west-southwest trending Temecula Creek. The
northern region of the site is characterized by highlands , with gently sloping
hi 11 s. Several ravi nes cut through the site, and genera lly dra i n towards
Pauba Valley to the south. Site elevations range from approximately 1,335
feet in the northeastern corner of the site to approximately elevation 1,068,
at the southwestern regions of the site. Total relief across the site is 267
feet.
In general, the area is undeveloped. However, several percolation ponds have
been constructed at the southern boundary of the site just to the north of
Highway 79 in Pauba Valley. Also, some preliminary earthwork has been
performed for the proposed De Porto 1 a Road whi ch genera lly trends east-west,
in the southern region of the site. There is an abandoned ranch facility and
water tank in the south central portion of the property. Numerous barbed wire
fences traverse the site. Vegetation consists primarily of grasses, with some
shrubs in the hilly regions. A few trees are located adjacent to the
abandoned ranch structures.
2.2 Proposed Development
Based upon the development plan provided by Turrini and Brink Planning
Consultants, dated December 1, 1988 (Turrini and Brink No. 168-040), enclosed
as Drawing 1, the proposed development will consist of both commercial and
residential construction. Commercial development, including a recreation
center, is proposed at the southern portion of the site along Highway 79.
Apartments will be constructed directly to the northwest of the commercial
88-81-155-01
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development. An archaeological site (see Drawing Ib) which is not to be
developed, is located in the south central region of the site. Development of
the remainder of the site is to consist of single family residential
structures. Approximately 2,000 residential lots are proposed to be
constructed within the eastern portion of The Meadows. It appears that some
lots, particularly in the central region of the site have been designated for
future commercial development.
As depi cted on Drawi ng 1, the proposed gradi ng is pre 1 imi nary, and roughly
sketched. Both cut and fill slopes are not expected to be graded steeper than
2:1 (horizontal to vertical), and are not expected to have heights greater
than 30 feet. The percolation ponds in the southern region of the site are to
be filled in for residential development. Maximum fills within the site are
not expected to exceed 20 to 30 feet. Maximum cuts at the knobs of several
hills throughout the site are expected to be on the order of 50 to possibly 60
feet.
There does not appear to be any retai ni ng walls proposed on the provi ded
development plan. For the purposes of this report, it is assumed that
residential structures will consist of one to two story wood frame single
family homes. Commercial structures are expected to consist of single story
concrete ti It-up or masonry structures, with steel and/or wood frame roof
systems. All of the proposed structures are assumed to have concrete slabs on
grade. without basements. Beari ng wall loads are expected to range from 2
kips per foot for residential structures to possible 4 to 5 kips per foot for
commercial structures. Commercial structure column loads are not expected to
exceed 75 kips. Structural plans for any of the proposed developments were
not available at the time of writing this report.
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3.0 SCOPE OF INVESTIGATION
3.1 Site Reconnaissance
CCIE geologists performed a site reconnaissance of the property for mapping of
geologic units and pertinent surficial features (Drawing 1). Aerial
photographs of the site vicinity were examined stereoscopically to assist the
geologic reconnaissance. Aerial photographs, flown in 1983, were obtained
from Riverside County Flood Control District.
3.2 Field Exploration
A total of 13 exploratory borings and 49 exploratory trenches were excavated
wi thi n the 670 acres that compri se the eastern porti on of The Meadows, as
documented in Appendix A, Field Exploration. Three hollow-stem borings and
seven CPT soundings within the southern region of the site were performed for
CCIE's liquefaction study (Converse, 1988a), and these logs are reproduced in
Appendix A. Additional hollow-stem borings were drilled in the southern
portion (Pauba Valley) for this study. In the higher elevation? borings were
dri 11 ed us i ng a bucket auger dri 11 ri g. Trenches were excavated us i ng a
rubber-tired backhoe. All excavations were visually logged by CCIE field
personne 1 who descri bed the materi a 1 s encountered. Selected bori ngs were
entered by a CCIE geologist who carefully observed and documented the exposed
materials. Approximate locations of the exploratory borings, CPT soundings,
and trenches for the eastern portion of The Meadows project are shown on
Drawing 1.
Relatively
encountered
exploration
undisturbed and bulk samples of representative materials
were obtained from the borings. A description of the field
and sampling program are presented in Appendix A.
3.3 Laboratory Testing
Samples were tested in the Converse Consultants Pasadena 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 curve;
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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, and collapse data
are presented on the boring summary sheets of Appendix A.
3.4 Research, Analyses and Report
In addition to pertinent publ ished geologic 1 iterature concerning rock units
of the area, unpublished geotechnical reports were also reviewed, particularly
those of Paci fi c So il s Engineeri ng, Inc. (1987a, 1987b, 1987c) and Shl emon
(i987). Pertinent publications reviewed for this investigation are included
in the list of references.
This report was written to present the findings of this geotechnical
investigation for the proposed development shown on Drawing 1, and to provide
recommendations for the proposed development. Based upon the field and
laboratory findings, slope stability analyses were performed, as presented in
Appendix D, Stability Analyses.
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4.0 SITE GEOLOGY
A general descri pti on of the subsurface conditions and vari ous mater; 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,
terrace deposits, colluvium, and alluvium. These. in turn, are locally
mantled by a thin veneer of topsoil, and at some locations, fill. Areal
distribution of the earth materials is shown on the geologic map (Drawing 1),
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, lithology 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
channe l-type depos its with 1 enses of gravelly sandstone,. siltstone and
silty claystone.
Bedrock structures within the Pauba Formation can vary over a relatively
short distance. Bedding attitudes recorded at the site indicate general
strikes being roughly east-west to 100 to 200 to the northeast or
northwest. with dips to the south at 00 to 200. Numerous horizontal and
gradational bedding boundaries were observed.
4.1.2 Terrace Deposits (Map Symbol Qt): Terrace deposits of Quaternary
age (Kennedy. 1977) crop out as i so 1 ated remnants wi thi n the northern
portion of the property, capping two of the higher hills (see Drawing 1).
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The terrace deposits consist of coarse sand and gravel and were slightly
porous and medium dense.
4.1.3 Colluvium (Map Symbol Qcol): Colluvial materials were encountered
at the base of ravine slopes throughout the site, as shown on Drawing 1.
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 Drawing 1. Deep
alluvium to depths in excess of 50 feet exist in Pauba Valley, at the
southern region of the site. These materials were classified as silty
sand, sand, and sandy silt. The alluvium was dry to moist, loose to
medium dense, and contained numerous root casts and pinhole voids. Some
shallow collapsible silty sand was encountered in the valley in Boring
BH-102. Cohesive alluvium was also encountered (interpreted) in the CPT
soundings, which are expected to exhibit prolonged consolidation
characteristics.
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 soils,
not differenti ated on the geo logi c maps, cons i s t of silty sands, are
genera lly loose to medi um dense and conta innumerous root casts and
pinhole voids.
4.1.6 Fill: Fill materials were mapped in the south-central region of
the site, where some roadway grading has occurred for the proposed
extension of De Portola Road. CCIE is unaware of any documentation which
may exist for the roadway fill placement.
4.2 Groundwater
Groundwater was encountered in the exploratory borings drilled within
the southern regi on of the site (Pauba Va 11 ey). These borings were located
within the topographically low-lying alluvial areas. Depths to groundwater as
encountered in the exploratory borings, at the time of excavation, are
summarized on Table 4-1.
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TABLE 4-1
DEPTHS TO GROUNDWATER
BORING
No.
1
2
8
13
101*
102*
104*
OEPTH TO
GROUNDWATER
(ft)
13
13
10
7
13 1/2
9 1/2
24 1/2
GROUNOWATER
ELEVATI ON
(ft)
1,097
l,OS7
1,061
1,097
1,098 1/2
1,061 1/2
1,093 1/2
*Borfngs excavated within tract during
concurrent liquefaction investigation
(Converse, 1988).
Several active Rancho California Water District (RCWD) water wells are present
immediately to the south and east of this tract. Geologic and hydrogeologic
studies prior to installation of the RCWD water wells indicate higher
groundwater levels for the area. According to Warring (1919) the southerly
portion of the tract is within an area of surface artesian springs and
marshland. Kennedy's (1977) geologic map of the area denotes a "0" (meter)
contour of the groundwater table as measured in the Autumn of 1971.
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 Pacific Soils Engineering (1987b). Other faults or possible fault-related
features in additi on to those documented in the Pacifi c Soil sEngi neeri ng
Investigation (1987b) were not observed during field exploration,
reconnaissance or analysis of aerial photographs.
The findings of the Pacific Soils Engineering study (1987b) 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.
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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 (see Figure 1 for
regional active fault).
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 [Ri chter magnitude (M) greater than 6.0]. Table 4-2
also summarizes important seismic characteristics for each causative fault.
TABLE 4-2
SEISMIC CHARACTERISTICS OF REGIONAL FAULTS
HORIZONTAL GROUNO MOTION
PARAMETERS
MINIMUM MAX I MUM* MAXIMUM PEAK** DURATIONt
SITE CREDIBLE GROUNO OF STRONG
DISTANCE MAGN I TUDE ACCELERATION SHAKING
FAULT (mil EARTHQUAKE (g) (seconds)
Elsinore 1 1/2 7.5 0.63 25 - 35
(Wfldomar Branch)
San Jacinto 20 7.5 0.30 23 - 32
Whittier 33 7.5 0.10 21 - 30
San Andreas (South) 36 7.5 0.17 20 - 2S
El Modena 43 6.S 0.07 5 - 10
San Andreas (Central) 43 8.25 0.21 18 - 2S
Peralta Hf 11 s 46 6.5 0.07 4 - 8
Sierra Madre (Cucamonga) 59 7.0 0.08 7 - 11
Norwal k 5S 6.5 0.05 <5
* From Greensfelder (1974).
** From Seed and Idrfss (1982).
t From Bolt (1973).
As is the case for most regions of Southern California, groundshaking
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.
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The 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
0.29g once on the average every 100 years and 0.23g once on the average every
50 years.
As indicated in the CCIE liquefaction study, liquefaction in the southern
regions of the site is anticipated with estimated settlements during a
100-year probable seismic event ranging from none to possibly 3 inches.
Ra is i ng grade over the 1 i quefi ab 1 e zone is expected to reduce 1 i quefacti on
induced structure settlements. Lateral spread of fill slopes over the
liquefiable zone is possible. Fill slopes no higher than 15 feet were
analyzed based upon assumed loss of strength 5 feet below existing grade due
to liquefaction. These slopes have a calculated factor-of-safety of at least
1.10 during liquefaction as shown in Appendix D.
Vail Lake Reservoir is located upstream (spillway elevation 1,457 feet) from
the site at the start of Temecula Creek, which drains Pauba Valley. Possible
overtopping (seiches, etc.) or failure of the Vail Lake dam could result in
flooding of Pauba Valley. Conditions of potential flooding should be
addressed by the project Civil Engineers.
4.4 Subsidence Potential
The site is located outside of the "fissure zone" established by the County of
Riverside Planning Department. However, there is an appreciable thickness of
water bearing alluvium within the boundaries of this site. Hence, there is a
potential for minor ground subsidence as is occurring in the Pala Road-Wolf
Valley area of Rancho California.
Pertinent information required to evaluate the potential for ground subsidence
in the Pauba Valley portion of the site are the past, present, and proposed
rate and depth of groundwater withdrawal in the vicinity of the tract. On the
basis of available information and on the assumption that prudent groundwater
basin management practices are enforced, we conclude that the potential for
ground fissuring is low. As additional geologic data is developed from
ongoing studies in the Pala Road-Wolf Valley area, a better understanding of
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future ground behavior win be establ ished as a consequence of these studies.
An evaluation of survey data and groundwater pumping information is beyond the
scope of this study.
4.5 Subsurface Variations
Based on the results of our subsurface exploration and experience, variations
in the continuity and depth of subsoil and bedrock deposits should be
anticipated. Due to the nature and depositional characteristics of the
earth materials at the site, care should be exercised in interpolating or
extrapo 1 ati ng subsurface condi ti ons between or beyond CPT soundings, test
borings and/or trenches. Variations in groundwater levels can be expected due
to seasonal changes, or artificial changes such as variable regional
irrigation, changes in groundwater pumping, and/or variations in the Vail Lake
Reservoir downstream discharge.
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5.0 CONCLUSIONS AND TRACT DEVELOPMENT CONSIDERATIONS
The results of this investigation indicate that the eastern portion of The
Meadows is suitable for its intended usage and may be developed as planned.
As reported in the CCIE Liquefaction Investigation for The Meadows (Converse,
1988a), liquefaction is predicted to occur during a 100-year probable
earthquake event. Settlements due to 1 iquefaction are estimated to range
across the site from negl igible in the northern region to approximately 3
inches in the southern region of the site.
To mitigate the effects of liquefaction, it is recommended that structures be
supported on at least 10 feet of non-liquefiable soils in Pauba Valley.
Grades appear to be proposed to be raised at least 5 feet in Pauba Valley as
shown in Drawing 1. Where less than 10 feet of new compacted fill is placed
within the liquefaction zone (as delineated on Drawings lb and 1c) additional
overexcavation is recommended such that there is at least 10 feet of properly
compacted fill in the liquefaction potential zone. Raising grade and
recompaction will not eliminate entirely the potential for cosmetic structure
damage or pavement distress due to possible differential settlement during
liquefaction. Some lateral spreading of slopes steeper than 3:1 (horizontal
to vertical) over the liquefiable zone may also occur. Therefore, structures
should be set back at least 20 feet from the top of 3:1 or steeper slopes, in
the liquefaction zone of Pauba Valley (southern region of the site).
As shown on Drawing 1. the Pauba Valley region of the site will be raised 5 to
20 feet. This additional fill will surcharge the alluvium, including
submerged fi ne-gra i ned depos i ts in the southern regi on of the site. These
deposits are expected to exhibit prolonged consolidation, and are too deep for
economi ca 1 remova 1. Therefore, settl ement monuments are recommended to be
installed to monitor the time-rate of settlement of the newly placed fill.
Once the rate of fill settlement is within allowable tolerances, building
construction may begin. It is estimated that two to six months will be
required to consolidate the deeper compressible alluvium prior to the start of
building construction. It may be possible to start construction in the
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northern regions of the development where there is no shallow groundwater or
compressible alluvium (generally outside of the liquefaction zone).
Residences could possibly be constructed above zones of existing roadway fill.
If these fills are undocumented, they should be excavated and recompacted
below proposed residences for support of new structural fill and building
foundations.
As depicted on Drawing 1, lots with new fill thickness of 20 to possibly 30
feet are proposed, and lots which transition from cut to fill are also
proposed in the highlands. Of geotechnical concern for this project is the
potential for differential settlement due to the variable fill thicknesses
proposed to underly the various pads. Overexcavation and recompaction of a
3-foot thick'zone in the cut portion of cut/fill transition lots is proposed,
to reduce the potential for differential settlements. Much of 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 1. Landscape irrigation and surface drainage should be controlled and
provided such that the fill mass does not become excessively moist or wet.
Any appurtenant structures such as swimming pools, retaining walls, grade
changes and/or landscaping irrigation systems should be designed such that
these future improvements do not adversely affect the graded lot stability or
drai nage. It is strongly recommended that these improvements be revi ewed by
CCIE or an experienced Geotechnical Engineer and/or Certified Engineering
Geologist.
Design recommendations are presented below for earthwork/site grading and
structural design, for the development proposed on Drawing 1. Recommendations
for additional geotechnical services (to be performed after this investigation
report has been approved by appropriate governing agencies) are also provided.
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6.0 EARTHWORK/SITE GRADING RECOMMENDATIONS
6.1 General
Site grading in the northern majority of the site is expected to consist of
cuts, removals and fill operations to prepare building pad areas. Cuts on the
order of 50 to 60 feet are proposed. Maximum fills are expected to be on the
order of about 20 to possibly 30 feet based on prel iminary site grade
i nformati on as depi cted on Drawi ng 1. Gradi ng is also expected to i ncl ude
backfill for utility trenches. Loosely backfilled 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 "Recommended Earthwork
Specifications". Structural fill should be compacted to at least 90% relative
compaction (ASTM D1557-78).
To reduce the potential for differential settlement across cut/fill transition
lots, the cut portion of the lot should be overexcavated 3 feet below final
grade. A fi 11 zone "buffer" shoul d then be backfi 11 ed to fi ni sh grade. All
fill should be properly benched into firm and unyielding native bedrock
materi a 1 s, whi ch are expected to cons i st so 1 e ly of the Pauba Formati on. In
areas where fi 11 is to be pl aced above cut slopes, the fi 11 slope shoul d be
keyed into the firm and undisturbed bedrock, as discussed in Appendix C, and
depicted on Drawing C-3, titled "Typical Fill Above Cut Slope".
Consolidation tests indicate that the alluvium in Pauba Valley is relatively
compressi b 1 e, and will consoli date over along peri od of time due to the
fine-grained and possibly organic nature of the submerged materials.
Discontinuous lenses of organic silt were encountered in the CCIE exploration
for the western portion of The Meadows (Converse, 1988b) and are postulated to
exist throughout the Pauba Valley alluvium. Also, submerged cohesive deposits
exist within the alluvium as indicated in some of the borings and CPT
soundings.
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Since these materials are at depths in excess of 10 feet, and in some cases
below the groundwater level. economic removal cannot be performed. However,
when the grade is raised during grading, settlement of the alluvium in excess
of 1 inch is expected to occur in certain areas due to the new surcharge.
Due to the potential for long-term settlements, which may adversely affect the
proposed structures, settlement monuments should be installed to monitor new
fill settlement. These monuments should be installed at locations depicted on
Drawing 1. Structures should not be constructed until the measured change in
settlement for any given monument is less than 0.01 foot (1/8 inch) between
twice-monthly readings. We anticipate that a program of post-grading
monitoring will last for three to six months.
Gradi ng recommendati ons for removals, subdra i ns, permanent slopes, temporary
sloped excavations, utility trench backfill, site drainage, and asphalt
pavements are presented below. Stability calculations for the anticipated
slopes are presented in Appendix D, "Stabil ity 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
graded. Organic materials resulting from the clearing and grubbing operations
should be hauled off the site. Non-organic debris from site clearing may be
hauled off site or stockpiled for crushing and/or placement by approved
methods in deeper fill areas.
Removal of all topsoil, and loose shallow alluvium (such as the shallow
collapsible silty sands in BH-102) will be necessary prior to placement of
structural fills. Any existing fill should be excavated. Recommended removal
depths are depi cted on Drawi ng 1 in tri angl es adjacent to the exp 1 orati ons.
In general, at least 24 inches of surface removal is recommended in the Pauba
Valley portion of the site, due to past agricultural activity. Deeper
remova 1 s wi 11 be necessary in perco 1 ati on ponds, dra i nages and ditches, or
where buried structures and sumps are located. To mitigate the potential for
structura 1 di stress duri ng 1 i quefacti on, overexcava ti on in the 1 i quefacti on
zone (see Drawings 1b and 1c) may be necessary, such that there is at least 10
feet of compacted fill below finish rough grade. For example, where grade is
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raised only 5 feet, 5 feet of overexcavation will be required in the
liquefaction zone. Removals in the highlands are expected as follows:
. Ravine Areas: Removal depths will vary from 1 to 6 feet, with possible
localized areas of deeper colluvial and alluvial removals.
. Areas to Recei ve Fill Outs i de of Ravi ne Areas: Removal depths wi 11
generally vary from 1 to 3 feet, with possible localized areas of deeper
colluvial removals. The topsoil/slopewash may be removed by stripping,
heavy benchi ng duri ng gradi ng, or a combi nati on of both stri ppi ng and
benching.
. 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.
. Exp 1 orati on Trenches : All exploratory trenches were loosely backfi 11 ed
and wi 11 requi re overexcavati on and recompacti on for new improvements
support. Approximate locations of the trenches are shown on Drawing 1.
The bottom of the excavated areas must be observed by a CCIE representative
pri or to placement of new fi 11. Soil s removed duri ng the overexcavati on
procedures may be utilized as compacted fill, provided they have been stripped
of organi cs and other del eteri ous materi a 1 s . All proposed fill s shoul d be
placed on competent native materials as determined by a CCIE representative
and in accordance with the specifications presented in Appendix C, titled
"Recommended Earthwork Specifications".
6.3 Subdrains
Subdrains should be installed within the northern ravines, subsequent to
exi sti ng fill and all uvi um remova 1 sand pri or to fi 11 placement. Di scharge
from subdrains should be directed to a suitable non-erosive drainage device.
If the subdrain discharges into the storm drain, measures should be taken to
prevent storm drain water from backing up into the subdrain. A typical
subdrain detail is provided in Appendix C. Subdrains should generally be
installed where shown on Drawing 1, 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.
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6.4 Permanent Cut Slopes
Permanent cut slopes up to 30 feet are anticipated. As shown in Appendix D,
cut slopes in the encountered materials not exceeding 30 feet in height and
cut no steeper than 2:1 (horizontal:vertical) have a calculated
factor-of-safety (FS) greater than 1.5. Cut slope gradients should not be
steeper than 2:1 (horizontal :vertical). A primary concern for cut slopes on
this site is the high potential for erosion of the sandy material, and the
resultant surficial instability. Structures should be set back from cut
slopes as shown on Figure 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 30 feet in height are not
anticipated. Fill slopes should be properly compacted out to the slope face.
This may be achieved by either overbuilding and cutting back to the compacted
core, or other methods which meet the intent of the project specifications.
Where fill is placed over cut slopes fi 11 shou 1 d be benched into bedrock as
shown on Drawing C-3, in Appendix C.
Assuming that fill slopes are properly compacted to the slope face, are graded
no steeper than 2:1 (horizontal:vertical) and are no taller than 30 feet in
hei ght, the ca 1 cul ated factor-of-safety for compacted fi 11 slopes is greater
than 1.5. Assuming liquefaction occurs at least 5 feet below the toe of fill
slopes, no taller than 15 feet, a calculated factor of safety of at least 1.1
was obtained for 2:1 (horizontal:vertical) slopes during a liquefaction event.
Permanent structures should be set back from graded slopes in accordance with
Chapter 29 (UBC Figure 29-1) of the Uniform Building Code (1988 Edition).
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However, where fill slopes steeper than 3: 1 (horizontal to vertical) are
constructed over the 1 i quefi ab 1 e all uvi um in Pauba Valley, structures shoul d
be set back from the top of slopes at least 20 feet.
6.6 Temporary Sloped Excavations
The use of sloped excavations may be applicable where plan dimensions for
excavations are not constrained by property lines, existing streets, or other
structures. Where constraints exist, slot-cutting 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 during the investigation of this site, sloped
temporary excavations may be cut according to the slope ratios presented in
the following table.
TEMPORARY EXCAVATION SLOPES
MAXIMUM
OEPTH OF CUT
(ft)
o - 5
5 - 15
15 - 50
MAXIMUM SLOPE RATIO*
(horizontal:vertical)
vertical to 1/2:1
3/4:1 to 1 1/4:1
1 1/2:1 to 2:1
* -Selection of temporary slope ratios
shoul d be made by the grad; ng
contractor based on actual material s
encountered during excavation.
Slope ratios given above are assumed to be uniform from top to toe of slope.
Sandy surfaces exposed ins loped excavati ons shou 1 d be kept moi st but not
saturated to retard ravelling and sloughing during construction. Adequate
provisions should be made to protect the slopes from erosion during periods of
rainfall. Surcharge loads should not be permitted within 10 feet or a
distance of at least half the slope height from the top of slope, whichever
is greater.
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6.7 Utility Trench Backfill
Buried utility conduits should be bedded and backfilled around the conduit in
accordance with the project speci fi cati ons. Materi a 1 s may be fl ooded/ jetted
around large-diameter pipelines, below the spring line. Care should be taken
not to move or damage utilities during compaction operations. Where conduit
underlies concrete slabs-on-grade and/or pavement, or is adjacent 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 in-situ density and compaction test results, shrinkage and subsidence
were estimated as follows:
. Alluvium and Colluvium: Alluvium and colluvium are expected to shrink on
an average of approximately 9% by volume, with variations from 5% to 18%
shrinkage by volume at various ravine locations and in Pauba Valley.
Subsidence in ravines and the valley due to earthwork activities may
range up to 0.4 foot.
. Pauba (Bedrock): Shallow porous Pauba bedrock and terrace deposits may
shri nk up to 19% by volume when properly recompacted. Deeper, dense
Pauba bedrock typically 1 to 4 feet below the existing bedrock surface,
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 and recompaction of existing fill
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 positive 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
perimeter should be designed to minimize water infiltration into the subgrade
soils. Gutters and downspouts should be installed on the roof, and runoff
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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 should be planted as soon as possible after construction.
Slopes will require maintenance through time to perform in a satisfactory
manner. In most cases, lot and site maintenance can be provided along with
norma 1 care of the grounds and 1 andscapi ng. Costs of ma i ntenance is 1 ess
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
stabil ity and the provisions incorporated into the graded site must not be
altered without competent professional advice.
Terrace drains and brow ditches on the slopes should be periodically
maintained and kept clear so that water will not overflow onto the slope,
causing erosion. All subdrains should be kept open and clear of debris and
soil which could block them.
Landscaping on the slopes should disturb the soil as little as possible and
util i ze drought res i stant plants that requi re a mi nimum amount of 1 andscape
irrigation. Wet spots on or around the site should be noted and brought to
the attention of CCIE or an experienced Geotechnical Engineer. These may be
natural seeps or an indication of broken water or sewer lines.
Watering should be limited or stopped altogether during the rainy season when
little irrigation is required. Over-saturation of the ground can cause
subsidence within subsurface soils. Slopes should not be over-irrigated.
Ground cover and other vegetation will require moisture during the hot summer
months; but, during the wet season, irrigation can cause ground cover to pull
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loose. This not only destroys the cover, but also starts serious erosion. It
is suggested to consult a professi ona 1 1 andscape archi tect for p 1 anti ng and
irrigation recommendations.
6.11 Asphalt Pavements
Asphalt pavement sections have been designed based on an R-value of 35. Final
street structural sections should be provided by CCIE based on the actual soil
conditions after grading. Based upon the CALTRANS Traffic Indexes (TI I s)
provided below, either full depth or composite asphalt and base pavement
sections may be used as tabulated below:
CALTRANS
TRAFF I C INDEX
4
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ASPHALT PAVEMENT SECTIONS
ASPHALT OVER BASE
BASE (in) ASPHALT (,n)
4 2 1/2
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9 4
FULL DEPTH
ASPHALT (in)
4 1/2
6
7 1/2
9
In areas to support asphalt pavement, the subgrade should be recompacted to a
depth of at least one foot below the final subgrade prior to paving, as
recommended in Appendix C. 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 material should
consist of CAL TRANS Class 2 aggregate base or equivalent (CAL TRANS Standard
Specification 26-1.02B). Placement of full depth asphalt will require that
the compacted subgrade soil s provi de competent support for pavi ng equi pment.
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. Footings should be set back
at least 5 feet from the top-of-slope, or embedded such that there is at least
5 feet horizontally between footings and the face of slopes. Larger setbacks
are recommended atop slopes in the liquefaction zone (as shown on Drawings Ib
and 1c). In any case, footi ngs shoul d have a mi nimum embedment of 12 and 18
inches below lowest adjacent grade for one and two stories, respectively.
Residential footings should have a minimum length 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
settlement. Additional reinforcement may be required by the project
Structural Engineer.
Structure settlement will be due to relatively light foundation loads, as well
as long-term consoli dati on of fill soil s and compress i b 1 e native materi a 1 s
below the fill. Maximum anticipated structural load induced settlements of
conti nuous res i denti a 1 footings, desi gned 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. For instance, 15
feet of properly compacted fill is expected to settle approximately one to two
inches if the soils are allowed to become saturated. Foundation
recommendations presented herein are based upon the assumption that fill
thicknesses will not exceed 30 feet. Possible additional fill settlements in
the area of potentially liquefiable soils will be increased by an amount
estimated in Section 5.0. These fill settlements should be considered in
structural design.
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
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evaluate structure specific cases, and provide appropriate geotechnical
criteria for design.
7.2 Commercial Foundation Design Criteria
At this time, CCIE is unaware of the type of structures to be constructed on
the commercial lots in the southwestern region of the site. It is therefore
recommended that once a proposed structure has been chosen, a structure-
specific foundation investigation be performed. These lots may be subject to
1 i quefacti on with settl ements estimated to range from 0 to about 3 inches
during a 100-year probable seismic event.
For pre 1 imi na ry des i gn purposes, conventi ona 1 spread footings, founded in
properly compacted structural fill may be used to support single-story tilt-up
or masonry commerci a 1 /i ndustri a 1 structures. Footi ngs shoul d be set back at
least 20 feet from the top-of-slope, or embedded such that there is at least
20 feet horizontally between footings and the face of slopes, due to the
potential for lateral spread. In any case, commercial footings should have a
minimum embedment of 18 inches below lowest adjacent grade, and should have a
minimum width of 12 inches. Commercial footings may be designed for an
allowable bearing pressure of 2,000 psf. However, for each additional foot of
embedment and wi dth the above beari ng may be increased 200 psf and 100 psf,
respecti ve ly. Beari ng pressures shou 1 d not exceed 3,000 psf regardl ess of
width or embedment.
The maximum anticipated structural settlement for an isolated square footing
designed with 2,000 psf bearing and supporting an assumed load of 70 kips will
be 1/2 inch or less. Settlements of continuous footings due to structural
loads are estimated to be less than 1/4 inch for loads up to 4 kips per lineal
foot. However, foundation design should also consider the potential for
additional fill settlement as discussed in the sections above. Building
construction should not proceed until the time-rate of settlement is less-than
1/8 inch between readings made immediately after completion of rough grading.
Resistance to lateral loads can be provided by friction acting at the base of
the foundations and by passive earth pressure. A coefficient of friction of
0.33 may be assumed with the dead load forces. An allowable passive earth
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pressure of 270 psf per foot of depth to a maximum of 2,000 psf may be used
for the sides of footings poured against properly compacted fill soils.
Vertical and lateral bearing values indicated above are for the total dead
load and frequently applied live loads. If normal code requirements are
applied for design, the above vertical bearing values may be increased by 50%
for short duration loading which will include the effect of wind or seismic
forces. The allowable passive pressure may be increased by 33% for lateral
loading due to wind or seismic forces.
7.3 Slabs-on-Grade (Residential and Commercial)
Conventi ona 1 4- inch mi nimum thi ckness sl abs-on-grade may be constructed for
support of nomina 1 ground floor res i denti a 1 and commerci a 1 pedestri an 1 ive
loads. All slab subgrades shoul d be moi sture conditi oned 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
Structura 1 Engi neer need not desi gn the slabs for expans ive soi 1 s.
Reinforcement shou 1 d be provi ded as recommended by the Structural Engi neer,
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
be low to prevent punctures and to aid in the concrete cure. Vapor barri er
seams should be lapped a minimum 6 inches and sealed.
7.4 Appurtenant Facilities
It is anticipated that residential lots will be customized, including home
additions and construction of garden walls, pools, landscape ponds, retaining
walls, general regrading, and modifications of landscaping. Any of these
modifications may adversely impact existing foundation conditions, lot
stabil ity, and/or adjacent lots. It is therefore strongly recommended that
proposed lot modifications be reviewed by CCIE or an experienced Geotechnical
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Engi neer and/or Certifi ed Engi neeri ng Geo 1 ogi st. All homeowners shoul d be
made aware of the need for geotechni ca 1 eva 1 uati on of proposed foundati on,
grading, irrigation, and/or landscaping modifications.
7.5 Corrosivity
A bulk sample obtained from the exploration was tested for resistivity, pH,
and soluble sulfate and chloride content. Relatively low sulfate
concentrations 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.
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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 recommendati ons, and to assi st the Structura 1 Engineer in the
design of the proposed structures. As indicated above, additional studies may
be required for commercial structure foundation design. It is recommended
that this office be provided the opportunity to review the final design
drawings and specifications to determine if the recommendations of this report
have been properly implemented.
Settlement monuments should be installed and surveyed by an experienced Land
Surveyor. CCIE can provi de such services. Twi ce monthly monitoring data
should" be provided to CCIE, for at least six months. Monitoring should be
initiated as soon as possible after final rough grade is achieved. Building
construction should not be initiated until the time-rate of settlement of the
fill mass is within acceptable limits, as evaluated by CCIE.
Recommendations presented herein are predicated upon the assumption that
continuous earthwork monitoring will be provided by CCIE. Removal excavation
bottoms should be observed by a CCIE representative. Structural fill and
backfill should be placed and compacted during continuous observation and
testing by this office. Footing excavations should be observed by CCIE prior
to placement of steel and concrete, so that footings are founded on
satisfactory materials and 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
. interpolation of subsurface conditions between and beyond exploration
locations.
As the project evolves, CCIE's continued consultation and construction
monitoring should be considered an extension of geotechnical investigation
services performed to date. CCIE should review plans and specifications to
check if the recommendations 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 conditions may differ
in some locations from those encountered in the explorations, and may require
additional analyses and possibly modified recommendations. This report was
wri tten for Rancho Cali forni a 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 EMPIRE, 1988a; "Liquefaction Investigation, 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.
CONVERSE CONSULTANTS INLAND EMPIRE, 1988b; "Geotechni ca 1 Investi gati on
Tentati ve tract 24137, Pl anni ng Areas 1 and 2a, Porti on of The Meadows
Rancho California, California (CCIE No. 88-81-148-01-A), dated December
9, 1987, prepared for Rancho California Development Company.
DUNCAN, J.M., and BUCHIGNANI, A.L., March 1975; "An Engineering Manual for
Slope Stability Studies", University of California, Berkeley, Department
of Civil Engineering.
GREENSFELDER, R., 1974; "Maximum Credible Rock Accelerations from Earthquakes
in California", California Division of Mines and Geology, Map Sheet 23.
KENNEDY, M.P., 1977; "Recency and Character of Faulting Along the Elsinore
Fault Zone in Southern Riverside County, California", CDMG Special Report
131.
MARACHI, N.D.. and DIXON, S.J., 1972; "A Method for Evaluation of Seismicity,"
Proceedings of the International Conference on Microzonation, Seattle,
Washington.
PACIFIC SOILS ENGINEERING, INC., 1987a; "Geotechnical Report for Environmental
Impact Purposes, Butterfi e ld Hill s, Rancho Ca 1 iforni a, County of
Riverside, California" (WO #400082A), dated May 5, 1987,. prepared for
Turrini and Brink, Planning Consultants, Irvine, California.
PACIFIC SOILS ENGINEERING, INC., 1987b; "Fault Study, 1,400 acre, The Meadows
at Rancho California, 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 Porti on of Va il Meadows Located North of Hi ghway 79 and South of De
Portol a Road, between Margarita Road and future Butterfield Stage Road,
Rancho California, California" (WO #400082A), dated September 30, 1987,
prepared for Bedford Properties, Rancho California, California.
PLOESSEL, M.R., and SLOSSON, J.E., 1974; "Repeatable High Ground Accelerations
from Earthquakes," Ca 1 i forni a Geology, September.
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REFERENCES
( CONTINUED)
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 Conference of Building
Officials.
WARING, G.A., 1919; "Groundwater in the San Jacinto and Temecula Basins,
Cal ifornia "USGS Water Supply Paper 429.
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DRAWINGS
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APPENDIX A
FIELD EXPLORATION
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APPENDIX A
FIELD EXPLORATION
Field exploration included a site reconnaissance and subsurface exploration
program. Duri ng the site reconna i ssance, the surface conditi ons were noted,
and the locations of the test borings and test pits were determined.
Exploratory borings and test pits were approximately located using existing
boundary and other features as a guide. Elevations shown on the logs were
interpolated from the contours shown on the provided site topographic map
(Drawing 1).
Exploratory borings were advanced using 8-inch di ameter hollow-stem and 18,
24, and 26 inch diameter bucket auger drilling equipment. Exploratory
test pits were excavated by a backhoe equipped with a 24 inch width bucket.
Encountered earth materials were continuously logged by a CCIE geologist and
classified in the field by visual examination in accordance with the Unified
Soil Classification system. Where deemed appropriate, the exploratory borings
were entered by an engineering 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 with successive drops of a
driving weight. Successive drops of telescoping kelly drove the samples in
the bucket auger borings. Samples are 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 Converse Consultants Pasadena 1 aboratory. Bul k samples of typi ca 1 soil
types were also obtained. Blow counts for each sample interval are presented
on the boring logs.
Logs of the exploratory borings and test pits are presented in the exploration
summary sheets A-I through A-62. Boring and test pit summary sheets also
include descriptions of the materials, pertinent field data and supplementary
1 aboratory data. A key to soil symbols and terms is presented on the key
sheet which is the last page in Appendix A.
Pertinent exploration logs from the CCIE liquefaction study for the site (CCIE
No. 88-81-148-02) are attached at the end of this Appendix. CPT soundings 1
through 5, 11, and 12 and Borings BH-101, BH-102 and BH-104 are attached.
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SAND - fine ta medium grained, gray
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CLA YEY SAND - fine ta medium grained, with
a trace af caa~e sand, dark gray
decrease fines, brawn.
SiLTY SAND- Fine to medium grained, brown
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Develapment Company
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C = Percent collapse of submerged sample with
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Drilling Equipment: hollow stem auger
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho Californio Development Campany
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SM
-!-r, If \:
fl..'!:l
1'. ~.ll
',I:I,:\'.,
'I, '
15
SP
::~~; :~.:
: 0: ; ':.:~':~
. ...."
'.~ .. ',.0
:....;...:
'.' .
20-
'0 .'
'.. .
.. 0' ....
'. ,'.
.' '
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0.. .
~ ,.0...
" '
5
Op
'.
. ','
"
, "
. .....
25
. .0..
, "
, "
.,
,"
, '
30
decrease fines
------
CLAY - silty, reddish brown with fine grained
sand and disseminated black organics
SILNSAND - fine grained, with !"-:]" diameter
fragments of silty clay, reddish brown
-------
SAND - troce fines, fine to coarse grained,
reddi sh brown
BEDROCK
PAUBA FORMATION
SANDSTONE
silty, fine grained, massive, brown
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Converse Consultants Inland Empire
.
26
5
99 C~-3O/c
20
5
100 C=lO/c
11
15
110
14
18
105
30
18.
107
PrOlect No.
88-81-155-01
Orawlng No.
A-2a
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SUM"""''''' T
BORING NO 2 continued
OAT< .~<~.'''~~~
""'S S"'.......... "'...,.....(S 0......, 41' .,.)O( ~aC..rIO" 0" "MIS 10.".4....0....,. .,."". 0..:, . (0 (..... ".
0"''''''. 12-8~~~. 0,...,,'.0, 'U"'""."O""'O.~~" 0 ",,,.. OT.'",'."'O.' - ~O.. .... .. 0 "'",
l:J ...0....." c......GC lor hll' 1,,00::.&1'1010 ""f.. 'He ~"J1"~( 0" TI...e. T..( 0"'" "0" 0 --C' f" ~
OE..Tlol ...,(,;, 0.... ,."(Sc,.reo ,s" "..",,-,,.U;,,1'IO.. 0" ACTUAl. COlOQITIQ.., I...cCHI"'fl"CO.. ~ "t.:'" ~.,.", ;.t'b
"'~~T .,.' ",'" "",j\ ~:" ...">>
.,~.,o4 Et-t.V....TIOH: 1070. . ..,.>~~ ~.-
30
.
6
Qp
::. :::;=:. ::.:-.:~;
BEDROCK (CONTINUED)
SANDSTONE - silty, fine grained, massive,
brown
-
-
35 -
-
End of boring at 31'
Groundwater encountered at 13'
* Blow counts using 140 pound hammer falling
30 inches
,
C = Percent collapse of submerged sample with
approximately 2 KSF normal load (rounded
to the nearest 1 percent)
-
Drilling Equipment: hollow stem auger
-
.
-
-
-
-
-
-
-
-
-
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
~ro,ect No.
88-81-155-01
Otavrn"9 No.
A-2b
A..6..
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CAT< c.,~~.o 12-8-88
-
BORING NO, 3
.
OEPTH
ON
Jl'E:ET
~
""~ 0'"
..,.~ .,.'"
~?" C/'
Too'S 51,1......., ........'-..:S Q"\,1' .'1' 'I')O( ,-oeArIO" 0" ""S '0"1"0 ,UIO 4T 1'IoO(
",..e 0" o.IIIt,-\. IJoIIG. 5....Sv".. ..CI <::OJooO 11'10..S ....., I) ..''''It. .." o hilt:... 1.0CArIQ..,
,".0 ""1' e,.''''lOl AT nOl' 1.0<::"'1'10" "'If.. rIOt .....SS...GI 0" '1'...1(. flOC I)"'"
...(sC,,'I'(O IS .. $1I.....'-"IC...1'IO. 0" "CTU"1. CO"OITIOld II/ItCOU"rcltco.
'~'V.T1CN' 1256'
TOPSOIL
SILTY SAND - fine to medium grained, light
gray/brown " '
o
SM
Qp ; .. "
. " ,
:
" .' " .
, :
5 8 .' - "
1 , .
'.
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. "
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1 0
2
1 S
3
20
4
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5 .
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" "
.
,
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"
. "
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30
CD Bulk sample
BEDROCK
PAUBA FORMATION
SANDSTONE - fine ta medium grained, highly
weathered, massive, silty, light reddish brown
4
105
5Ot-
fine to coarse grained, trace of gravel to ~"
diameter, gray
5Ot-
3
102
color change to yell!?w brown at 13'
5Ot-
104
7
fine ta coarse grained, brown
5Ot-
92
6
fine ta medium grained
5Ot-
95
5
P'OI~~t No.
EASTERN PORTION OF "THE MEADOWS"
Rancha California, California
far: Rancho California Development Campany
@ Converse Consultants Inland Empire
88-81-155-01
,
Ora....1"9 No.
A-3a _ A5
ou< O"'eeEO 12-8-88
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Jl'EET
30
35
40
45
50-
55
60
@
~
....~ 0'"
..... ..
~ ......
~ ~
6 2~
o
7
8
@
BORING NO,3
continued
Too,s ,"'............ ......\.II:S 0"\'1' ..1' 1"loOC 1,,0C"'1'IO" 01' 1'..$ 10'''''110 u'O ..1' T'MiI
1'1...e 01' 0"1\.1.110'110. s",.Su",..c:t <::QlO(IlflO..' ...... 01"'(1t..., 01,.(" ,-Oc:."'IO""
"'.0 .....1' c:"'....G( .1' TMIS 1.0C",'10" W"M flOC ....SS..G( 0' r,,..c. TOle 0.1'.
....1:5C"'I"(0 1:1 '" $'.....\.I"C...'II;,.' 0' ...e1u'"'l. (0,.011'10'" tM<OI,lIf1"(,IICO.
<eEv.TION,1256'
0..." BEDROCK (CONTINUED)
.. SANDSTONE - fine to medium grained, trace of
't '.' , coar.3 sand and grovel, silty, dark brown
.'.
color change to reddish brown at 40'
CLA YSTONE - sandy, fine to medium sand,
massive, dark brown
.
. o' ,- "
.. . "
'0 -,I ..
0'
'. ,
.... \ II
'.
.:. ..
-0"
'" :-..
." ,0
',0: .. .
..-
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'. .:. ..'
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..., '."
" o.
....
-,-.-.
..... -.
. -.-.
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.........
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. ..' ....
0,'. .
. ,
.:' 0:.
Bulk sample
46
12
116
----------
SANDSTONE - fine to medium grained, with
coa~e sand and grovel, brown
End of boring at 56'
No groundwater encountered
sOt
7
95
50t
5
95
* Blo'({ c,ounts using 140 pound hammer falling
30 Inches
Drilling Equipment: hollow stem auger
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Converse Consultants Inland Empire
PrOleCt No.
88-81-155-01
Ora....'"9 Iio.
A-3b A.,c"
OA" 0",~~<012-8-88
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BORING NU, 4
T"", ,"'............ ....."'....tS 0""''' .lor 1')O( ~oc"'l'la" a' flU' _011I,..0411004... TMe
1'1""" 0' 011I11..1.110<;. ,,,,.SU.' Ace C::JIOO 11'10_' ...." 0 1II'''t_.. f 01'100(" ,-OC"'1"OIO'
....0.....1 CI'....O( .." fIoU' \,.Q(""'O" ....r". 1'Iol( ....s'..Ge 0' n...c. T..e 0"''''''
",.C'Cltr(o IS .. ,......I...'IC::...TIO" 0" ..C":'U..", CO"OITIO'" (JOCou"rCJllco.
.
<~<V.T>ON' 1235'
TOPSOIL
SILTY SAND - fine to coarse grained with trace
af gravel, brown
.
'. . ~
..' . .
. "'. .
. '.' .
",. .=,,'
, . .
. .. .' .
"" ....
, '
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'0" ....
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';':.. ;
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" ."
: .....,
, . ,
, .
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. '. ~. '.
. ',' .
" ,
2
, ,
. .' .
BEDROCK - PAUBA FORMATION
SANDSTONE - fine to coarse grained with
interbeds of fine to medium grained sandstone,
gray
color change to gray brown
fine to medium grained, bra;;;- - ~
---------
silty, fine grained, micaceous, dark brawn
CD Bulk sample
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
56
7
102
SM
Ql
5
1Q)
'. .
.. '"
Converse Consultants Inland Empire
50
104
10
2
7
60
97
15
3
7
67
10
98
20-
4
25
30
PrOlec: No.
88-81-155-01
Oraw,n9 No.
A-4a AI
OAT< O"'~~.O 12-8-88
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BORING No.4
(continued)
.
TIO'S su........ A~...,CS 0"""''' AT 'MIt 1,,0<:""10_ 0" ,.., 10.,..4....0 4" 'Me
1',..1: 0' O"'I..I.,"G. SVI5U'''' Ace C~IOO !fIO'" ......, Q 1"(,It... r 01'101(11 1,,0C&1'IO"S
t,. ...0 ....Af c,.",.O( ..'I' '"'S '-OC;"'''O_ WIn, n.e ..SS.&G( 0" 1",",C. TIOC o.r..
...," 0.... II'IICs("rlO IS ... s,,,,.,,,'IC""'O" Q' ..CTU.... eO..Oll'la..s lIolCOU,.rc"co.
.... ..
~.,. 1,.4:1' ELEV.....TION: 1235'
5
. .
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Campany
@ Converse Consultants Inland Empire
Qp
..
35
. .' .
. .
40
. . .
- .
6
. ,
'.. '. ..
..
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.
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. ,....
,'.
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.... .
50
. . '..
. ....
7
55
60
SANDSTONE - silty, fine grained, dark brown
15
107
69
---------
72
14
100
silty, fine to medium grained, dark brown,
with lenses of coarse sand grading upward to
fine sand with scattered 1-2 inch thick
si I tstone interbeds
,.
---------
fine to coarse grained, brown
80
100
6
End of boring at 51'
No ground water encountered
* Blow counts using 140 pound hammer foiling
30 inches
Drilling Equipment: hollow stem auger
PrOlect No.
88-81-155-01
Orawlng No.
A-4b ~
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80Rr~o, 5
C[PTloI
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lI'EET
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fV .0
..~ ...~
.. ..
T,..S SU....... ......."'Ies 0.....,. .1' "Me ...QC~'lalll a" ,..., 10.lOiO .UIO 4'" 'He
1'.,..11: 0' OJlt,,,,l,,'JoO. SUISU'" &C IE (0100 .T.O..S ....., 0 ""'(11" l' on.lE. 1.0(..1'1010'
...0 ....." C:lotaM4l ..r 1'101' IoOC..1'IO" WI'" Tlte I" "Ss.UU. 0' rt..c. TIOC 0.'.
...<<,(...1'CO IS .. ,.........'IC..f10.. 0' ACTUAl. CCII.OlrlO"" CPoCou"rCJl!lO.
SM
e~eVAT10N' 1235'
Qp
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TOPSOIL
SILTY SAND - fine to coarse grained, trace of
gravel, light brown
BEDROCK - PAUBA FORMATION
SANDSTONE
fine to coarse grained, highly weathered,
massive, gray
fine to medium grained, moderately weathered,
brown
, ,
-.----------
silty, fine to medium grained, brawn
.
, '
color change to reddish brown at 25 feet
'.'
.
78
4
109
S
83
5
108
54
0'"
19. 104
37
12
106
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho Califarnia Development Company
@ Converse Consultants Inland Empire
PrOlec~ No.
88-81-155-01
Ota""'"9 NO.
A-5a .6(\
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Q,
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Q,
Q,
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I
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-
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I
EASTERN PORTION OF liTHE MEADOWS"
Rancho Californio, Californio
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOleCI No.
88-81-155-01
Or3""""9 No.
A-5b 5"0
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BORING NO 6
CAT< C"'~~.C 12/9/88 . ~~~~~
~ ,....~ 0
Too'S S.........II'1' ....\.'(10....." AT '''C 1.0C:.'10" 0' "loOfS 1011'..4....0 ".,. rlOC 0", . (0 ("Jo ~
TII..e 0' O"'I..I.I..G. 51,11'u.""C( COIOOI'10"3 w.." 0 1"<<11 Ai' QTIO(iIt l.OC.fl0..S ,.. 0.. -c,. $ 0 (CO.,
'7 ..'"0.....' C......Gl ., flU' I.oe.rlo,. w"" f)lll ....ss..ca~ 0' 1',...( TMC 0"1'.. "0_ Jo 0 '- t" "
O~';.TH It''''~ 0'" ,""'(5(..'(0 IS.. "......."u:..rlo.. 0' ACTUAl.. CO..OI'IO..' l!OCOu";'Cllca. V-t.. Ii..."',), C'~1o". 10"0
I"E:ET ,.~ .J,,"". r~. "''''~ (, "':"'1-
"" EL.E:VATION: 1242' ~Jo"~ .
o
;~[,~~:i;m:
f"l~~!
~~-----------
silty, fine to medium grained, massive,
. moderotely weathered, light brown
SM
G4>
5- ~
1
-
-
10
1
-
15
2
-
,
-
20
-~
2
-
-
-
25
4
-
-
.....
.
.. '
. .'
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"
.
.
"
30
TOPSOIL - SILTY SAND
fine to coarse groined and light brown color
BEDROCK - PAUBA FORMATION
SANDSTONE
fine to coarse grained, massive, highly
weathered to 13 feet, reddish brown
88/1
77
.
fine grained, massive, moderately weathered,
light brown
78
color cr.ange to brown at 25 feet
78
CD Bulk sample
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
6
104
.
9
102
3
106
6
109
PrOleCt No.
88-81-155-01
Ora....."g No.
A-6a ? \
I
I
I
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I
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~
BOR'iN'G' 'NO 6 (cont )
QRII....I:O 12988 ~~~~~
T...s :lU""....... """I.Ies 0.."... &1' '1'"( l.QC,,'IO_ 0" 1''''IS eo.".4 ""'0 ...,. l"IOt: 0.:. . (0 (~ .,.
.,..""! 0" Olt''-I....4. Su.Su.'"Cl (:.::1..0''1''0'" ....... 01_'(_.'" 01'100(. l"cc..rto..s - 0., 't, $"0 ~'"
" ....0....." C:I"oHG( AT' 1MtS 1.0C.Ior10" w,'I'.. 'l'M( ""SSAcoe 0' T1w( T..C 0"''1'.. ~ Jo 0 "- ~ '
.~~ ..o~ -..",.,,,,,. "w..",cm.. .. .c,".~ ,.."",..~ '"'..~"..., '" ~ .'" .. '~~ 0 ""..~ "''/>
,..~ .1,,-1' 12421 ?oil'. '"""0" ""':~
or,,, ELlEVAl'ION: 4.,)o"'~ . J,.
0...1'1;
CE,.Tlot
'N
'IItEl'
30
-
45-
-
-
-
-
-
c
I
Q,
0
I
Q,
Q,
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0
, @
~
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CD Bulk somple
EASTERN PORTION OF "THE MEADOWS"
Rancho Californio, Californio
for: Rancho California Development Compony
Qp
~f:1
I~'~
.
BEDROCK (CONTINUED)
SANDSTONE - fine to coarse grained, brown,
with grovel and fine grained sandstone lenses
88
9
113
..
" .
.' ",
" -,
. ,
-
-
-
fine to medium grained with 1-2" thick lenses
of coarse grained sandstone
4
102
80
50
6
99
End of boring at 41'
No groundwater encountered
Backfilled 12-9-88
* Blow count using 140 pound hammer falling
30 inches
Drilling Equipment: hollow stem auger
PrOlect No.
88-81-155-01
Ot3""'"9 No,
Converse Consultants Inland Empire
A-6b
5z...
I
I
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BORING NO 7
O"'T~OA'I..I..!:O 12988 ~~~~~
0} ~..\"": 0
T,":1 5V.......... ...~..\,I(S O"\." ..., 'l'M( ,-oe"T'O'" 0' '1001S .0.,.0 ""0 "1' 1',". 0 . ( < ~_ ~
- ~,~c"..,",.., ,u"u.",,,.,,,,,..,~,,.,,,,.",.,"..,.,.,,.., '" 0..0... .. 0 ":.
OEF"TH ~t, ....0 .....T C:MUIG( "'1' n.., ...OC.Io'l'IO_ ....Ih. l')O( ....ss..cu 0' 1'1"'(. T..e 0..1'.. "t"L - 0 -C" ~ ~
IN ~ 0..... ....au."ICl I' ... '1...""\,I'IC..1'IO" 0" "C1'U..1" CO..OI'l'IO":1 (l'OCou,.rCltCO. ~ JL "'",..Jt. "..".", ""0
pre:e:T ..,.' <1'. ..,.,,- \"'...~" ....')0
~~ t.,-4. IEL.!VATIOH 13101 ~)o..(' )0_
o
CD Bulk sample
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Develapment Campany
@ Converse Consultants Inland Empire
SM
~,l.T
~.~ '.:' . '~'.
0"' ,',
,
"
.
'.
," "
.'
" .
, .
... ..
.' ..
--'--
-: .7-.-:
_.. .. .0,
f : .:
.-:..:-:...
. "
','
.. "
...~ .'.
, ,
"
--'~
. '. : ~ : .
.
TOPSOI L
SILTY SAND - fine to coarse grained, brown
BEDROCK - PAUBA FORMATION
SANDSTONE - fine to coarse grained, massive,
highly weothered to 10' depth, reddish brown
55
9
98
fine to medium grained, dark reddish brown
42
18
105
"
fine to medium grained, grayish brown, with 1"
thi ck coarse sandstone lenses and 1_2" thick
discontinuous claystone interbeds
42
6
98
79
104
7
PrOlec~ No.
88-81-155-01
Oravrn"9 No.
A-7a ~3>
OAT€: OAIl.,.'-I!:~
12-9-88
I
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35
40
45
-------;::rylTlI.....-ll""\.--... I
BORING NO.7 (cant.)
.
~
,,~ 0"
<!-t -1'.
tIJ'" tIJ-4
T..,S su..........., ...'-IIS 0....., ..1' 1'IOC 1.0C..1'la.. 0" 1"01' .aill'''. .....0 "'1' ,,"C
Tl...C 0" O"'1.1.11O~. Su.su"" ...ce C~MO 11'10".1 ......., 0 I",.(iII... r O'f'Iot(JlI.OC",1'IO'"
.....0 ......., CIO.....a.C "I' fIo'" 1.0C"1'IO" . I Tit rltc ,...ss...Ge c" 1',,,,,e. T"C 0..1'..
""(Sc"rco ,s ... '1"'''1.I''ICArro" 0" "CTU"'1. CO"OI1'IO..' CItCOUIITCIU.O.
5 Qp
E~Ev.TOON' 1310'
","" BEDROCK (CONTINUED)
,~"-' SILTSTONE - sandy, olive, with !-l" thick
claystone interbeds
25
28 93
6
....... .
~~i\~
: .:.~.: ';:......
!~t~1
...... .
SANDSTONE - silty, fine to coarse grained,
massi ve, 0 Ii ve brown
silty, fine to medium grained, trace of coarse
sand, olive
39
16 107
... .
'.. ..
'. .
...:.....
. ":.'
'. ....:'::
50
. .\ , . .
. . . "
'" J...
. .'.\ .
/..~ '""
.' \"
,,', 'I"
',. "...
SILTSTONE - sandy, fine grained, olive brown
sand content increases with depth
SANDSTONE - silty, fine to medium grained,
massive, olive brown
51
16 107
7
55
SILTSTONE - sandy, olive brown
End of bori ng at 56'
No groundwater encountered
Backfilled 12-9-88
* Blow count using 140 pound hommer falling
30 inches
Drilling Equipment: hollow stem auger
@
60
Pro,ec: No.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, Califarnia
for: Rancho California Development Campany
88-81-155-01
Converse Consultants Inland Empire
OtaW1"9 No.
A:-7b ~
I
I
I
I
I
I
I
I
I
I
I
OAn O.,~.EO 12-9-88
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I"EET
o
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.'" .0
.,.~ ...-1'
.. ..
SUMMARY
BORING NO,8
T".S 51.1""""." ....'-..:, Olfl." ..., r.c l"OC""O" 0" ,.., '0""'0 ""a JoT "I'M.
1'.,..e 0' 0.lt'1.1,,1"0. Su.sulI'''CI e.1JoOITlO'" ....u 01'''(. '" or"e'" 1,,0(.UtO"',
".0 ..", (".."01 "'" hilS 100CA1IO. Wit" flte ,..,SIoGe 01' 1'1...(. T"( OA'..
",,,..,(,,1'(0 I' ... '1....1,,1'11:..1'1010 0" "C"U"1. (0..011'10'" C.ooCou'"'Cltco.
CUVAT<OM' 1071'
ALLLNIUM
SILTY SAND - fine to medium grained, light
brown
"
00':' .
. .-,
.' ,
,.
.- 4'.::
, ..
. -. .
....
~ .' .
. .
, .
; . ~." .
. :': ,'0
'0 '0
"t' "
. .
. .....
.. '
.... .'
.
, .
" '
'0' .
. -'.
.
i, .'"
- ,'\'
.' .
, "
.
.
. .
. ,:...,
" :
": ....\
! "
"
-.
ML
SP
SAND -t;;ce fines, fine to medi~ grained,
micaceous, gray, with 1" thick lenses of coarse
sand and faint iron oxide stai ning
. "
groundwater at 10'
1-2" thick organic-rich layers at 13'
!-1" diameter clasts of clay
..
"
',"
..,
" .
------------
SM
1
SP
5
2
SILT - with trace of fine sand, micaceous, gray
----------
SAND - trace fines, fine to medium grained, gray
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
3
10
.1
4
5
15
6
20
7
25
8
30
46
17
11
17
8
..
6
88
5
99
5
94
17
101
29
87
17
18
108 C
75
(?)
DI S
URBED
9
NO ECO ERY
PrOleCI No.
88-81-155-01
\
Oraw1ng No.
~
A-8a
I
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-- _.._~ Q lVi''''',.... n-~I~~-- .... . '-. . ." ____..__._~c.;'____^.,_____.~..~ - ~.;.-.......-_---- ...-""- ~_h. - -'. .'.~-,".'_._--"-" -'-.......' .-.~---
BORING NO 8 (cont )
aAn a.,~~.a 12-9-88 " ~~~~~
~ ....~ 0
TOllS tv.."""." ....\.11:5 OOl\.?"'1' .,IOC \"OC..1'IO'" 0' ....IS '0"'''0 "'.0 "l" 1'1oot: 0.,:. . (0 c"9.. ,;.
1'1"'<< O'O.II..\.I"C. S".5UII'''CI: (QI'OOI1'IO'" ....., 011I'''<<...., or 101 e ill \.0(.r10'" ' 0., -(,. ~ 0 ~"
lit ,u.Q ....., CIOu.Gt: .lor nOls \..OC"'1'IO" ""f. fH( ".sS.GC 0" 1'1...e. THe o..r.. <:'0." 0 -" <!' ~
'"' ....~ 0.... "'_C5<<,,1(0 IS" 5........'1(.."0.. 0' ACTUIII.. (0"OlTI0,.5 ("(Ou"r(II(O. ~ .rz.:",p (,10~ ~Q
.,.. .. .,. ~..)Io.. ......
~ ...... 1071' ,g. Q~... ~..
., C, CI..E"ATIO"': ~)Io~ '
.
CEl"'T
'N
"IET
30
6
NO ECO' ERY
ALLlNl UM (CONTI NUED)
. ~ND - trace fines, fine to medium grained, g~
SILT - with trace of fine to coarse sand, micace-
ous, gray
9
SP
ML
-
35 -
-
-
40 --
10
-
-
-
45 -
with fine sand, olive brown
60
NO RECOVERY
End of boring at 41'
Groundwater encountered at 10'
Backfilled 12-9-88
C == CONSOLIDATION TEST (see Drawing B-7)
* Blow count using 140 pound hammer falling
30 Inches
Drilling Equipment: hollow stem auger
-
-
-
-
-
-
-
-
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-155-01
O,ayrung ria.
A -8b -:50
I
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OAT.: CAlLI-tO
12-13-88
5U M MAR y-~~~-'~-'--~'-""-'-'
BORING NO,9
T"., su........~ ..~~I.ICS 13"1.'1' ,u' r..c 1.0C,t.T10" 0'" hilS 10111"01 UIIQ "., TJol( .
T....( O'QIIt\.I.IJooG, Su.'u.... .loCI CQooO IflOIOS ""'..... 13 1"''''1[_ ..,. orlol(. I.Q(... flOot,
~ .IOa ...., CMAHG( ..1' ,,,,.5 I.Q("'IO" WI'" rlOC ....SS.Ge: 0' TIMe. Tlotf. 0.".
Or."'TH ...," OV ",.cst..r(o UI .. """"'I.I"'C"l'10" 0" .CTI.I"1. CO_OlflO..' lIoCOlJliol'(IUO.
IN .,I>~ ""It
II'EET ,,'" c," .,-.VATION, 1306'
0 SM TOPSOIL
SILTY SAND - fine to coarse grained with a
trace of gravel, light brown
Qp .. BEDROCK - PAUBA FORMATION
""
. """-.! SANDSTONE WITH SILTSTONE INTERBEDS
'~'>" Sandstone - fine to coarse grained with
, .' . varying silt and clay, massive with occasional
5 ,:..~~ faint bedding and cross bedding, moderately
':,~, , hard, gray to brown 1 3 108
'. . " Siltstone - massive to sllghtly bedded, soft,
'-:'j
~-'.,. olive to brown
,.. , Bedrock is highly weathered from 2-6', moderotel
,." .
" .. to slightly weathered with depth; contacts
.f ',_, between units are typically gradational and
, - near horizontal
10
2 at 7': bedding attitude: N700W, 100S 5 6 122
at 11': fault, overlain by unfaulted sandstone.
. 'r.' ~ foul t plane attitude: N400 E, 700 N
, - .~. \ at 12!': increase in clay, massive
. , , ..
" .
.. ",
, -.
'c::='
I ~ .' "
15 ." .'
. "
3 ", 6 5 119
",
~,', at 17': lenses of fine to coarse sandstone, gray
"
", OJ":
: ..: '.
at 19': siltstone interned, 6" thick; bedding
20 attitude: N400W, 20S
4 " 6 6 112
.' . '.
r
. . .,
:
,-
. .
25 .. . :
5 . 10 6 105
'. at 28!: claystone interbed, 2" thick; attitude of
-.' .
, " contact with overlying sandstone: N300E, 100~
. . contact with underlying siltstone gradational
1f'
.-'
JJ.:'------.... at 28%': siltstone, 6-8" thick, contact with
...//----...
..-~ underlying sandstone gradational
~llt)
30 J,l....
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-155-01
Olawlng No.
5'"
A-9a \
I
I
I
I
I
I
I
I
I
I
I
OATE o.'cctO 12-13-88
~
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I
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o
I
OEPTW
oN
lI'E!.T
30
@
..~ ~
~'" qp
~:'" ..'"
~ ~
6 Qp
35
7
40
8
45
9
50
10
55
11
60
SUMMARY
BORING NO, 9 (cont)
T,,'5 su.......,. ....."'-I(S a....., "'1" rlOC "01;&1"10" 0'" ntlS 10.,..15 ..0 .1" TMe
'I',..e 0' Oill,,-,-UOG. Su.su....CI '~l'OQlrIOIU ...., 01'''(11I Ar O'IOC.1.0C.6'IOIO'
..0 ".1' ,"....G( ..,. nfl' ,-OCJ.l'IQ.. war" rile .....SS064( 0" 1'1"<<. 1"..<< 0.'..
".1:5C,,110 IS .. "",,,,,,,,"IC..l'IO.. 0' ""f\,l&l,. CO..OI1'IO,., ("";01.1/101'(.<<0.
'.., .
. .'
~ " .. .
<C<V.T<ON, 1306'
- -
-- -
-=-;:.-
v/ii,,T,
.',: .
. "
"
.'
..... .
- '.
, .
.
'. "
" "
.
. .
. .
... ',I.,
. . ~ .
,
-- -
. ..'
:.,
. .
. .
'" -
- --=:.'
".-.
7~/~f.
:.,:1..
. .'
, ... ~
. .
0'~~~'~
" .:.\
,
" .
" .
.' '
-
-... . ~
',,\: :/
I" .
" ,
'\' -
. " .
-/ .....
....- '\..
, ..'./,'
/
....
.'
BEDROCK (continued)
SANDSTONE WITH SILTSTONE INTERBEDS
ot 30': sandstone, fi ne to coarse grai ned, lower
contact undulatory
at 31': siltstone, 12" thick, contact with under-
lying sandstone gradational
at 32': sandstone, fine grained, massive, olive
at 37': fine to coarse grained, brown
at 40~-42': siltstone, olive: horizontal (00 dip)
,
at 44-46': sil tstone interbed, contact at 44'
horizontol, contact wi th underlying sondstone
gradati onal
at 48-49': siltstone interbed, contact at 48'
horizontal, contact with underlying sandstone
gradational
,
. '
at 54': sandstone, silty; fine grained, massive,
mi caceous, wi th scattered coarse sand, brown
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Campany
Converse Consultants Inland Empire
5
19
9
7
17
26
.
10 108
(;, 118
11 107
8 116
8 122
15 121
PrOtect No.
88-81-155-01
Orawlng No.
A-9b ~
o.n 0.'""'0 12-13-88
I
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c,'" c,'"
12
Qp
65
70
SUMMAI-(y
BORING NO, 9 (cont.)
Too.' ,"'........ ....,....(S OJ",," 4'1' 'l'M( 1.0CA"0" 0' T.OIS 10"'''41 ".0 ..1" l")O(
'1'1"( 0' O.'I..I.,,,"C;. s".Su.1f "Cl <:.1100 IriON' ......, 011"(. .. r on, (.II \.0<<:.61"1010'
1Io.0 ,.,...., C'.....Ol A" f"'IS l.OCAflO" ....fM TMl ....SS..Gl 0' '1',....(. "'..e 0"1'..
""'I.S1"rlO IS ... SI........',.'C.."I".. 0" "CTUA" CO..OlflO'" l.o<Ou..rIEIUO.
""'V.TOO'" 1306'
. .: .. .:'
d,
...... .
I . ~ ......
. ,
I:, .
." 01,
: ~ ~
, "
.. ". .
"",\.:
, . .
BEDROCK (continued)
CLAYSTONE - silty, red brown
.
21
18
114
SANDSTONE - fine to medium groined, mica-
ceous, brown
'.'
End of bor; ng 0 t 69'
No groundwater encountered
Downhole logged to 55'
Backfilled 12-13-88
* Blow counts using telescoping kelly dropping
12 inches:
depth:
0-23 ft
23-46 ft
46-68 ft
kelly weight:
2200 pounds
1450 pounds
700 pounds
Dri lIing Eguipment: bucket auger
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Campany
@ Converse Consultants Inland Empire
PrOlect No.
88-81-155-01
OtaW'"9,"40.
A-9c ..g\
I
I
I
I
I
I
I
I
I
I
I
OATE O~It.L.EO'
12-13-88
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ON
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10
15
20
25
5UMMAt-<T
BORING NO. 10
.
.
",'" 0'"
..,.' .,..
,,'" .,~
T..., ,............" ..,...1(' 0....., ...1' flOC I.0C.&1'10" 0' '''IS 10It'''. ...0 AT 1'IolC
1'1"'<< 0' QIIlI\.l"l104. SUISU'''' .CL <:QIIIO "10'" ...., 0 ,""(It..., orMC" l"QC"l'IQ..,
..0 ......, CIolA.61 .1' 'Jot'S t"OCAnQ_ ,.urM 1'Me ..SS.GC 0" r...e. Tlte QAr.
"'''IlSUofca 15 ... ,........,,'c.."O.. 0' ..CT......... CaIOO,flQI'" (JOCou..rCIt(o.
SM
ECEV.T>ON. 1280'
TCP SOIL
SILTY SAND - fine to medium groined, light
brown
BEDROCK - PAUBA FORMATION
INTERBEDDED SILTSTONE AND SANDSTONE
Siltstone - mossive to slightly bedded, soft, olive
to brown
Sandstone - fine to coarse grained with varying
silt ond clay, massive to slightly bedded,
occasionally cross-bedded, soft to moderately
hard, brown to gray
Bedrock is highly weathered from 2-5', moderatel
to slightly weathered with depth; contacts
between units are typically gradational and
near horizontal
at 11': gradational contact
9
124
Qp -
1
2
'. '
at 12': horizontal contact
--
-- -
---
- - -
- ---
-- -
- ---
,:",.-..,.-
.p:E;~
, .. "
, :/<'11
. ", .,.
. . .'
,.' .'
:~ ..~':'~::
- '
2
~ ~:=.1=
,~< '? )//;,
......'...
" ,
at 15': gradational contact
at 18': undulatory contact
at 19!': gradational contact
4
10
115
-_...:..
---.
/-'-7',,:';,
'I ..
," .
.../ '.
. ',.'0'
);'''.1"
..",;/.
.\ ,';--..
. . . '0
. .
'\i "
.' ,\'
, \ :J." :
,
'.~~.:i
30
" . .
----------
SANDSTONE WITH SILTSTONE INTERBEDS
at 22-32': fine to coarse grained sandstone,
faint crossbedding, minor sloughing of boring
walls
,
. '
@
PrOll!ct No.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
88-81-155-01
Ora wing :'&0.
A-lOa
Converse Consultants Inland Empire
(tfJ
OAa OA'~~'O 12-13-88
--~~~'-'SUMMARY ..
BORING NO. 10 (cont.)
I
I
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:0
,
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OE~TH
'N
"IU,T
30
35
@
40
45
50
55
~
'10.;"" 0'"
.".f -1'0
,,~ "...
3
~
4
5
60
1'..,,, SU....06." .....'-'es 0.....' 41' 1'1oO( 1.0(,U"0" 0" 1'1001' 10111..04..0.10'" 1MC
1'1...( 0" OJIII\,I.I..G. SUISU"" "Cl C~IIOIT II)",S ....r Q '.'1';'" 10 r Qrlole" I. oe I> 'IOld
....0 ..... ,......oc .., "'''S l..OCAna_ W.,M TMl ....ss..CC Oil" T1..C. T.( Q.,..
j1I1CS(III1'CO I' .. 51"'''I.I',C''1'IO'' 0" .IoCTU.&1. <0..011'10'" CIOCQU",rc.ll(o.
. ,
EL.(VATION: 1280.
, "
. " J"
.. "
~
( ,
I.': .
-- -
/1'/('-1.
. .' . "
.,' .
,'.. .
";' '
.,
':. : .',
- - - -
- '
- - -
.. --::...
--
- --
- --
- --
-- -
. 'J. .-,
:/! ;/".
" . .
.... "
", "
",
':. . ~
" ,
'.", \
. .
"
" '
,
", .
- ---=--
--=---..::=:
- -
---
- --
-- ,
.~<'7.7?f
BEDROCK (cont.)
SANDSTONE WITH SILTSTONE INTERBEDS
at 32-36': fine grained sandstane, 20-25%
sil t and cI ay
at 36': undulatory contact
at 36-37': siltstone; contact with underlying
sandstone gradational
at 45-48': siltstone interbed
attitude of CXl ntact at 45': N650W,250S
at 48': gradational contact, horizontal
"
at 57': contact horizontal
at 57-59': siltstone interbed
at 59': gradational contact
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
far: Rancho California Development Campany
Converse Consultants Inland Empire
16
12
22
.
6
115
5
117
4
107
PrOtect No.
88-81-155-01
Orawlng No.
A-lOb Cp\
I
I
I
I
I
I
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i I
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QAT< Q"O~~'O 12-13-88
CE,.Tl-I
ON
'EET
6
...,"'~ 0"
.... .
~ ....
. .
6 Qp
65
7
7
;:'UIVI!VII""t.t"'\ -f
BORING NO, 10 (cont.)
1'1'11:1 5U""'''''....,. "."'1.1(' olO\.?...r "'Me 1.0C..TI0" a' 'lollS 10"".0 ....0 6'" TNt
T....C 0' 011'1.1.'100, SuISU.' Ace C:),lOQ IrlO"S ......, 0 ",,' C. '" OTIO(,If "0(""0'"
,11oO.0 ....t el'...MOl .." TNIS \,OC4"'IO.. WI'. 'Me "'.SSA<OC 0' rrwc. TNC 0..1'..
"''''(:1(111110 " .. 5'''.\'1'11:'''1'10'' a,. ..cry.... CalOOll'IO'" CIoICO.V.rC.co.
, "
'~"AT<QM' 1280'
0,
"." ,I
. ......
'.0: . /'
'.. -'.
" .
.~ ." .:'
.'
-.. ~ :".
;'.. . ", "
BEDROCK (continued)
SANDSTONE WITH SILTSTONE INTERBEDS
,- ,
Sandstane - fine to coarse grained
End of boring at 69'
Na groundwater encountered
Downhole logged to 63'
Backfilled 12-13-88
* Blaw counts using telescoping kelly dropping
12 inches:
depth:
0-23 ft
23 -46 ft
46-68 ft
kelly weight:
2200 pounds
1450 pounds
700 pounds
Drilling Equipment: bucket auger
.
23 10
110
46 9
130
EASTERN PORTION OF "THE MEADOWS"
Rancho Californi~, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Pro\ect NO.
88-81-155-01
0'3""'"9 No.
A-l0c cr
'OA" O"ccEO 12-14-88
I
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,.." ",.
,,'" ,,<4
5
lQ)
10
2
'5
3 @
20
4
2S
5 @
30
~UMMAKT ,_m__,.
BORING NO, 11
T"'3 SU.....".., .....\.1(5 0,"-" .., l'M( I",OC:.&T'lO", 0' flUS .011'000 ,"'.0 4" TMt:
1'....( 0" O"'l.l..l.a. SU.SUII' .C~ C:OMO !fIO,"' ....., 0 ""'Ell" f orlO(1I ,-OC" 1"0'"
".0 ...., CMU"G( AT f'US ..aC"r.0,", Wlr.. TM( ....SS...CC 0' 1'1""C. Tooe 0.1'.
.._1(5C,,1'(0 IS It. SI...",,-"'C"TIO" 0' "CTUAl" (O.lOOI1'tO"'S C...cOUlll'(.IICO.
SM
ECEv.TOON. 1203'
Qp
.,
. :. \'
TOPSOIL
SILTY SAND - fine to coarse grained, loose,brown
BEDROCK - PAUBA FORMATION
SANDSTONE WITH SILTSTONE INTERBEDS
Sandstone - fine to coarse grained, with varying
silt and clay, massive, soft to moderately hard,
brown to gray
Siltstone - massive ta slightly bedded, often
lenticular, soft, olive to brown
Bedrock is highly weathered from H-6', moder-
ately ta slightly weathered with depth; contacts
between units are typically gradational
at 12': siltstone lens, discontinuaus
at 14': siltstone lens, discontinuous
at 22-23': siltstone interbed
attitude of contact at 22': N800 E, 220 N
contact at 23': gradational
at 25~-26': sil tstone interbed
contact at 26': gradational
at 28!': siltstone interbed, 6" thick
attitude of contact at 28!': N700 E, 180S
contact at 29': gradational
EASTERN PORTION OF "THE MEADOWS"
Rancha Califarnia, California
for: Rancho California Development Company
, .
, .
. '-.
. .-
". ~ i" .
'.
.' .,
. .'
. .
, .
,
"
, ,
.
" .
.'
;':,1
".;" ,
1...._
"
" ,
...,r ~ .
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PrOleCt No.
88-81-155-01
Ora wIng No.
A-lIe (,~
::'UMM-~l""CT
OAn 0.'""<0 12-14-88 BORING NO, 11 (cont.)
I
T..IS iU......"'.., ........us dill",., ., 'Io( \,OC.'IO" 0" '''U 10.''''. ....0 .T Tloe ..
11....( 0' o. '\'1.'.0. '1.11$1.1." .Cl COIOO 1110..$ ........, 0 1,,.It_ ., or...", ..OC,,'10"5
~ ....0 ....., c.."'OOG( ..,. ,..U \'OC"'IO" w.,.. '1'..( ....SS"'G( 0" '1'1...... r..( 0"'"
QEPTW " OV I....,c",r(o IS .. 'I.......\,I'IC...'IO.. 0" .cru.\' (;0,,01'10..' IIOCOU..'C"CO.
'N .V
I ,e:ET ,..'" .....,.. <"<VATION, 1203'
30 ~ ~
6 Qp BEDROCK (cont.) 10 15 107
SANDSTONE WITH SILTSTONE INTERBEDS
I at 31': siltstone interbed, 6" thick
attitude of contact at 31': N880E, 50S
I contact at 3 H': gradational
35 at 35': siltstone interbed, 6" thick
7 approximate attitude of contact at 35': N600W, 6 26 100
I 80 S; contact at 35!': gradational
at 37': siltstone interbed, 8" thick
I approximate attitude of contact at 37': E-W,
..... '. 2_30 S
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45 ----
----
8 ---- CLAYSTONE - red brown 9 28 96
-:-:-:---
I End of boring at 46'
No groundwater encountered
No caving
I Downhole logged to 42'
50- Backfilled 12-14-88
I S = DIRECT SHEAR TEST (see Drawing B-5)
~
* Blow counts using telescoping kelly dropping
12 inches:
~ depth: kelly weight:
0-23 ft 2200 paunds
23-46 ft 1450 paunds
~ 46-68 ft 700 pounds
Drilling Equipment: bucket auger
,
,
..
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I EASTERN PORTION OF "THE MEADOWS" PrOtect No.
Rancho California, California 88-81-155-01
. for: Rancha California Development Campany
0
I @ OtaWlng No
Converse Consultants Inland Empire A-lib fA
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12-14-88
SUMMARY
BORING NO. 12
1'...1 ",....... ........I(S 011I'Io' ..r not 1.0C"'10. 0" "M'I 10ill." ..0 ..yo 'I'''e
1',...e ai' QIII I"" , 004. S"......II' Ace c".o IFIO_. ....r 0'''''('''' r orlft.. I.CJC"l'IO~
".0 ....r e".". 4" flllf' '-0<"'10" WI'. rlolC .....sAoe 0' 1'1"(. TltC Q..,JIo
....esc...reo IS .. '......."'11:...."'0.0' .en..... COIOO"'IO"S CJIoCQu.'C_CO.
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eLeVATION, 1220'
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TOPSOIL
SILTY SAND - fine to medium grained
BEDROCK - PAUBA FORMATION
SANDSTONE WITH SILTSTONE INTERBEDS
Sandstone - fine to coarse grained with varying
silt and clay, massive to moderately bedded,
soft to moderately hard, brown
Siltstone - massive to slightly bedded, soft" olive
to brown
Bedrock is highly weathered from 1-4', moder-
ately to slightly weathered with depth; contacts
between units are typically gradational and
near horizontal
....
at 11': faint horizontal banding
at 1l!-13': siltstone interbed
contacts horizontol
ot 13-15': fine grained micaceous sandstone;
wavy, undulatory, mica imbrications
at 15-16!': siltstone interbed
gradational contact with underlying sandstone
at 19-20': siltstone interbed
contacts horizontal
, '
0"
at 27-32': thinly to moderately interbedded
sandstone and sil tstone; bedding horizontal
EASTERN PORTION OF "THE MEADOWS"
Rancho Califomia, Califomia
for: Rancho California Development Campany
Converse Consultants Inland Empire
.
3 10 114
3 4 98
3 6 102
4
15
117
7
14 116
PrClleC:1IIIO.
88-81-155-01
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SUMMARY
BORING NO. 12 (cont.)
T,,,' s.......... ....'"'''.IS 0"'" .U' no. I"IIIC.'IO" III" ""'S .Oilt.... ..0 ...,. 1M.
1'1... ill' 0.'\,1,,1"". '....,....".C( c::O.aITIQ......' III II" c- Ai' O'1II(1f 1,0C.1'IOIlO:I
" ..0 ...., <".....<< .U' 1')ofl I"OC.'IO_ ..". '.C ".""Ge 0' 1'1"'(. rlOc 0.'"
'!o;~ 0'" ".<<S(,,'IO II .II ""~I'lc..rIQ. 0' &<111"'- CO..olflO'" CloICou.rc"co.
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BEDROCK (cont.)
SANDSTONE WITH SILTSTONE INTERBEDS
at 32': siltstone interbed, 8" thick
gradational contact with underlying sandstone
8
~.< ~.. .
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35
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at 38-42': faint iron oxide banding
at 38-39': minor sloughing of boring wall
22
at 42': siltstone interbed, 6" thick
contacts horizontal
fine grained, clayey, micaceous, brown
28
End of bori ng ot 51'
No groundwoter encountered
Downhole logged to 45'
Backfilled 12-14-88
* Blow counts using telescoping kelly dropping
12 inches:
depth: kelly weight:
0-23 ft 2200 pounds
23-46 ft 1450 pounds
46-68 ft 700 pounds
S = DIRECT SHEAR TEST (see DrawingB-6)
Drilling Equipment: bucket auger
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Campany
@ Converse Consultants Inland Empire
., '
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PrQI.C;l No.
88-81-;155-01
Ota...,ng No.
A-12b cP
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SUMMARY
BORING NO.13
ar.~w
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T...S ,"'........." ...,....,..' 0_' .~ noc \,C1C.tl01O 0" "IotIS .0.".... ...0 ..,. ?e
"...e Q' 01"\,\,1.... ,,,.s,,.. .Cl CCI.otrIQ., ...... Ollll"~""" aTilt. ...OC..rto,,".
..0 ...., ClOl....C ." TIoOIS \,C1C.f10. .,,. rMe ~..ss...c 0' 1',wC. TMC 0.."..
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l.t..cvATIO": 11041
SP > ;.:, SAND - trace fines; fine to medium grained, with
3 ; :',: ' lenses of sandy sil t, light gray
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ALLWI UM
SILTY SAND - fine to medium grained, gray to
brown with !-1" thick sandy silt lenses
18
32 78 =0";"
SILT - with fine sand, disseminated organi~ray
20
52 67
--------
28
17 106
..
sand flushing into hollow stem from 15 to 20 feet
o RE OVE Y
.'
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.
End of bori ng at 20'
Groundwater encountered at 7'
Backfilled 12-16-88
* Blow counts using 140 pound hammer dropping
30 inches
C = Percent collapse of submerged sample with
approximately 2 KSF normal load (rounded
to the nearest 1 percent)
Drilling Equipment: hollow stem auger
EASTERN PORTION OF "THE MEADOWS"
Rancha California, California
for: Rancho California Development Campany
@ Converse Consultants Inland Empire
PrOlect No.
88-817155-01
0'3\"""9 No.
A-13 ~'\
.
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TEST PIT LOG
.
SAMPLE z Test Pit No. 4 Elevation 1100 ft.
NUMBER - 0
~ .. - <:I j:
W I- () '# 0
w z ... - -' < 12-12-88 DCP
.. :l - w () Date Excavated Logged By
3!: 0 > a: 2 ~
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J: w ~ ;;; ~ ... ..
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... > -' 0 > z (5 < < Equipment
w 1: :l -' a: w a: -'
c C ED ED C C ~ c:l () DESCRIPTION
SM' ALLWlUM (Qal) - SILTY SAND, fine to medium grained,
Qp. I medium dense, dry, weakly cemented, porous, and dark
brown color
BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
.2...f- - _I silty, fine to medium grained, mdssive, porous, moderately
hard, dry, and dark brown color
+-
i- T otal depth at 4'
- - No ground water encountered
,!Q. - No caving
-- Trench backfilled 12-12-88
+
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SCALE: 1"=5' CH=V) SKETCH ~ : S200E
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EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project No;
88-81-155-01 ~10
Drawing No.
A-17
I
TEST PIT LOG
J
SAMPLE Z Test Pit No. 5 Elevation 1086 ft.
NUMBER - 0
~ ... - Cl i=
w ~ 0 .,. 0
w Z ll. - ... -< 12-12-88 DCP
... :;) - w 9 Date Excavated logged By
Z 0 > a: 0 !!:
I - 0 :;) ~
l:: CD
J: w ~ CD ~ ll. CD Backhoe
~ " CD
ll. 2: ... 0 > z 0 -< -< Equipment
w a: :;) ... a: w a: ...
Q Q III III Q Q ::ll Cl 0 DESCRIPTION
I i- SM. CQ.LWI UM (Qcol) - SilTY SAI'D, fine to medium grained,
loose to medium dense, dry, porous, and dark brown color
l- .
'I I-
5+ Qp BEDROCK - PAUBA FORMATION(Qp) - SANDSTONE,
silty, fine to medium grained, massive, moderately
~ - weathered, porous, moderately hard, dry, and dark brown
color
-
- Total depth at 4.5'
I -
10- No ground water encountered
- - - No caving
I - Trench backfilled 12-12-88
-
c
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- i-
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--
SCALE: ,"-5' (H V) SKETCH .. : S190E
'\. '.1, '0.'1:" :1'. ,,: 0 :-t'~: 0' o';JY V
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EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Project No.
88-81-155-01
fp<\
Drawing No.
@ Converse Consultants Inland Empire
A-18
SAMPLE Z Test Pit No. 6 1120 ft.
Elevation
NUMBER - 0
~ ... - c:l ~
w ~ <J ~ 0
w Z ll. - ... < 12-12-88 DCP
... ::> <J Date Excavated Logged By
0 - w !!;
3'; .>- a: <J
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w a: ::> ... a: w a: ...
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SP nALLLNIUM (Qcl) - SAND, medium grained, loose, dry, and
, . -\ light brown color
SM
~ COLLLNI UM (Qco\) - SILTY SAND, fine grained, slightly
5- Qp \ clayey, medium dense, dry, porous, and dark brown color
.'
- I- BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
medium to coarse grained, massive, moderately hard, dry,
I and dark brown color
!-
l- T ota 1 depth at 6'
10- I- No ground water encountered
~ I- - No caving
- - - Trench backfilled 12-12-88
-
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-
- -
SCALE: 1"-5' (H-V) SKETCH ~ : N350W
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TEST PIT LOG
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Ranchd 'Calif ornia Development Company
@ Converse Consultants Inland Empire
.
Pro leet Ne.
88-81-155-01 "T()
Drawing No.
A-19
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TEST PIT LOG
SAMPLE z Test Pit No. 7 1165 ft.
I NUMBER Q Elevation
I- - - <:l
w ... l-
I- <J #- 0
w z ... - .... < 12-12-88 DCP
... :;) 52 Date Excavated logged By
- w
;!; 0 > a: 52 ~
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... .... 0 > z 0 < < Equipment
w a: :;) .... a: w a: ....
c c Ol Ol C c ::l! <:l <J DESCRIPTION
'I, -l- SM_ TOPSOIL - SILTY SAND, fine to medium grained, "
.1- medium dense, dry, porous, and dark brown color
I -I- Op BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
silty, slightly clayey, massive, upper 2' moderately
.2-- - _I weathered, moderately hard, dry, and reddish brown color
. -I-
- -l- Total depth at 4'
- No ground water encountered
No caving
JQ - Trench backfilled 12-12-88
I- -
.1-
- - ~
- -I-
,
~
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SCALE: 1"=5' (H=V) SKETCH .. : S150E
;- - TOPSOIL
/ )to"~t:" ~'!il ~
\@"''''O: .. '(r-:~',::O:"!, ~~~~.',
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EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project Ne.
88-81-155-01
1\
Drawing No.
A-20
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I TEST PIT LOG
SAMPLE Z Test Pit No. 8 1150 ft.
I NUMBER 51 Elevation
I- - - Cl
W l- I&. ...
(,) .,. 0
w Z o.. - .... < 12-12 -88 DCP
I&. ::l - w !:? Date Excavated ' Logged By
a; 0 >- a: (,) !!:
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W ~ 0; I- o.. '"
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o.. i!: .... 0 >- z 0 < < Equipment
w a: ::l .... a: w a: ....
Q Q III III Q Q ::l! Cl (,) DESCRIPTION
I SM. _ COLLLNIUM (Qcol) - SILTY SAND, fine to medium grained,
medium dense, dry, porous, and dark gray-brown color
-
I ,
5' Qp, l- BEDROCK - PAUBA FORtvlATlON (Qp) - SANDSTONE,
silty, fine to medium grained, massive, porouS, moderately
. ,. . 1 weathered, moderately hard, dry, and groy-brown color
I-
- ,. . Total depth at 5'
- No ground water encountered
JQ. .,. No caving
Trench backfilled 12- i2-88
. .,.
- ",.
.,.
.
- -
l- . -
l-
I-
SCALE: 1"=5' (H=V) SKETCH .... : S350 E
,,1.'0; ,"" p
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~: "~r" '. '." '/J ",' '0 0; ." . 0" "'c)""
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~.'",,,,,,,
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Project NO,
88-81-155-01
1Z,
@ Converse Consultants Inland Empire
Drawing No.
A-21
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SAMPLE z Test Pit No. 9 Elevation 1133 ft.
NUMBER - 0
~ ... - c:l i=
w ~ () ." 0
w Z ~ - -' .. 12-12-88 DCP
... ~ - w 52 Date Excavated Logged By
~ 0 > a: 52 !!:
() t: ~ :%: Gl
:%: w ~ .. ~ ~ Gl
~ '" .. Backhoe
~ > -' 0 > z <5 .. .. Equipment
w ~ ~ -' a: w a: -'
Q Q CD CD Q Q ~ c:l (,) DESCRIPTION
. SM. SHEET FLOW DEBRIS - SILTY SAND, fine to medium grained,
with clay, medium dense, dry, and light brown color.
. Recent deposit ponded behind road embankment
. ~
. SC ~ FILL (Af) - CLAYEY SAND, medium grained, soft, moist,
,Lf- ~ and dark brawn color
.. ^- BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
- , silty, slightly clayey, fine grained, massive, highly
c- . weothered, soft, moist, and black-brown calor
. .
JQ .... Total depth at 6.5'
. ~ .1- No ground water encountered
+ No caving
. ~ Trench Backfilled 12-12-88
. .
I-- >-
. >-
.- ....
+- ....
SCALE: ,'=5' (H=V) SKETCH ... : S150W
StlE b FLOW 0 BRIS\ -
"", '''0,''1, ,,7
"
,I; ':t' , 'I:.; ',1." '; \;:' ~ ...-
I'" . . . .
"':("'0" ... 0 ..... _0. 0- :11 . .
\ o. " "1 '. .' j" ' . ().',' .
'. 'I " ' }..., 0: "0:;
" 0.' . ... . . : ':0
'. '. " . ," 0 0: 0,' 81." .,.~.~ 0':
, . . D.O.....o..~O
. O' : 0 ~+%~J.' . .;.:.:- . .
, i',,'_ '. ..
0/0 c), 0
~o 0/0/0 'I
o 0 /0 ·
~ : ~,:'"T.rri7 1-:~~','7
" '",-',:':: :':" .:' . '...
'" .
TEST PIT LOG
.
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Project No.
88-81-155-011'7
Drawing No.
@ Converse Consultants Inland Empire
A-22
TEST PIT LOG
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SAMPLE z Test Pit No. 10 1141 ft.
NUMBER 0 Elevation
~ - - c:l ~
w ~ ...
w Z 0 #. 0 < 12-12-88 DCP
... Go - ...
:l - 0 Date Excavated Logged By
~ 0 w !:l !!;
0 > a:
:c ~ :l :c en
w ~ 0; ~ Go en
~ " en Backhae
Go 2: ... 0 > Z 0 < < Equipment
w a: :l ... a: w a: ...
0 0 GI GI 0 0 ~ c:l 0 DESCRIPTION
SM. COLLWIUM (Qcal) - SILTY SAND, fine ta medium grained,
. medium dense ta dense, dry, parous, and dark brown color
. .
5 Gp BEDROCK- PAUBA FORMATION (Qp) - SANDSTCNE,
silty, fine to medium grained, massive, moderately
- weathered, moderately hard, dry, and reddish brown color
- Total depth at 5'
JQ - No ground water encountered
. - No caving
. . Trench backfilled 12-12-88
. .
.
-
- . i-
, .
.
-
SCALE: '"=5' (H=V) SKETCH .. : 524 oW
- ".'l' ~
'" J'
. . 'D t'o:' :1:0' , ../0., ",0 ),,:.:t.
':r ,,, . " ;"1'.0 "'0/'" :~..
,\kl"" 0 . . l . . o '''' '
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-- ':+';"" '.:,.
.
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Project No.
88-81-155-01
1k
Drawing No.
@ Converse Consultants Inland Empire
A-23
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TEST PIT LOG
SAMPLE 11 1185 ft.
NUMBER z Test Pit No. Elevetlon
I- ~ 0
... ~ c:l ~
w I- <.l ~ 0
w z ..
... ... - ..J T2-12-88 DCP
:J - W ~ Date Excavated logged By
~ 0 > a: <.l !!:
<.l i
:I: I- :J CD
I- W :.: ~ iii l- ll. CD
:!: CD Backhoe
... ..J 0 > z 0 .. .. Equipment
w a: :J ..J a: w a: ..J
c C III III C C ~ c:l <.l DESCRIPTION
ML TCI'SOIL - SANDY SILT, fine grained, loose, dry, and
. Qp dark gray color
- BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
. I silty, slightly clayey, medium to coarse grained, massive,
2... moderately weathered, reddish brown color
. -
- Total depth at 3'
- - - No ground water encountered
- - "- No caving
lQ. - - Trench backfilled 12-12-88
- - >-
--
... -
-I-
-I-
f-+ - -
. -
.
SCALE: '"=5' (H=V) SKETCH .. : S200 E
,
r TOPSOIL ~
...,.-;... ....
~ ,,'~'~.:':",., ~'.~,".~ ',:."7:', "
:-:..... . :--"',-~
. .'. " :::-:-::':':;':'Qp:' ..'" '9
.:.:...::..:-..,. .~:-:.::.~::.:.. .
",' .
":", " :~...:..~ .:
""""'" .:.++:' :......:... :"".",7
.
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project No.
88-81-155-01
1:>
Drawing No..
A-24
SAMPLE z Test Pit No. 12 1158 ft.
NUMBER Elevallon
- 0
I- ... - Cl j:
w I- Q "I- 0
w 'z A- - .... oC 12-12-88 DCP
... ::l - w 2 Date Excavated Logged By
~ 0 > a: 2 !!:
Q I- ::l J: ..
J: w ~ CD I- A- ..
I- " .. Backhoe
A- > .... 0 > z (5 oC oC Equipment
w 1: ::l .... a: w a: ....
Q Q CD CD Q Q ::l! Cl Q DESCRIPTION
- SM, _ COLLlNlUM (Qco!) - SILTY SAND, fine to medium grained,
medium dense, dry, and dark gray-brown color
. i-
S- Op i- BEDROCK - PAUBA FOR~ATION(Qp) - SANDSTONE,
..:... -= ~l silty, medium grained, massive, moderately weathered,
- moderately hard, dry, ond dark brown color
- -
.1- . Total depth at 4,5'
. No ground water encountered
110 . i- No caving
Trench backfilled 12-12-88
-I-
-i-
.
I- -
,-- I- -
-i- --
- -
- -
SCALE: 1'- 5' (H =V) SKETCH .... : SlOoW
~ '1
'17
' ' ,1' " "J:~:'V<,"
,I, ' ,." "'j"" , ~.. ,
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TEST PIT LOG
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
Project No,
88-81-155-01 1lP
Drawing No.
A-25
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l TEST PIT LOG
SAMPLE z Test Pit No. 13 1192 ft.
1& Elevation
NUMBER - 2
... - CI l-
I- 0 # 0
Z lL - ... < 12-12-88 DCP
::;) - w 0 Date Excavated Logged By
~ 0 > a: 0 ~
1 0 I- ::;) :i: ..
IE w " 3 ;; l- lL .. Backhoe
..
lL > ... 0 > z (5 < < Equipment
w ~ ::;) ... a: w a: ...
Q Q CII CII Q Q ~ 0 0 DESCRIPTION
I .1- SM_ COLLlNl UM (Qcol) - SILTY SAND, fine to medium grained,
,- dense to very dense, dry, upper H' porous, and dark
- ~ brown i::olor,-
I S- Op- BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
silty, medium grained, mossive, moderately weathered,
I -,- - I moderately hard, dry, and reddish brown color
- --
- - Total depth at 5'
I li1 - No ground water encountered
No caving
- -- Trench backfilled 12-12-88
, + --
. ,.
-I-
- - .
- - .-
,. -
- -
- -I-
SCALE: ,'=5' (H-vl SKETCH .... : S350W
~
. I.,.
},' 'Jo' o. '
:\.' 0' . ,.t:' . . '. .' ',,': i;) . 0 ' .
\}".'I ,.1:0," ':'f'" .~
. ,-. C1 '.. :0:' .', ~.D.", ,.0,' '0::' ;""-'g;Y "
, 0.. 0 . , ; :':Qcol ::,1
'",(, ,':' ,,''', ',0;" '<>1,
~. 0.:.' . ,0' f) '. '0, ~,p::"
, ' '/',O',i '::I::.;.i~:/:"'" . : 0,0',' ....
','0 .' 0 .~'2'.
. .. ~." ..~J......::
~.;, :"":"Q '.-". y
" ,.,", p:~
. .... .;-.....::....." ','
. .:.
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project NO.,
88-81-155-01 11
DrawinQ No.
A-26
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SAMPLE z Test Pit No. 14 Elevation 1178 ft.
NUMBER - 0
lo- ... - 0 ~
W lo- 0 .,. 0 <
w Z a. - -' 12-12-88 DCP
... :;) 9 Date Excavated Logged By
- w
;!'; 0 >- a: 0 !!:
0 i
:t: lo- :;) ..
w ~ Iii l0- a. ..
lo- " .. Backhoe
CL > ... 0 >- z 0 < < Equipment
w a: :;) ... a: w a: ...
Q Q 02 02 Q Q :l 0 0 DESCRIPTION
SM"~ COLLWIUM (Ccol) - SILTY SAND, fine to medium grained,
medium dense to dense, dry, porous, and light brown color
Qp BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE, silty
s" - I medium grained, massive, moderotely weathered,
-=- - - _ moderately hard, dry, and reddish brown color
.1- -
l- Total depth at 3.5'
I- No ground water encountered
No caving
19: " _. Trench backfilled 12-12-88
- l- .
-I-
l- .
- l-
I-- - -l-
. -
I- -
SCALE: '.-5' (H=vl SKETCH .. : N770E
.
," ." ,~.'(' .:to, :r.'::';J:-'~r;iiP \7
'0' . .
, · .j.. :)~~~lio: ~i{:~",?q ",,'
. " . . 0
".0' "~.AA ~'
..I" ' '
~:--:~: ~'Q:''-':: , .,
,,,',' p,,,,,,
'".:.::". . ,,",:':,,' ..:.;>
TEST PIT LOG
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Projact N~.
88-81-155-01 1~
Drawing No.
A-27
SAMPLE z Test Pit No. 15 1164 ft.
NUMBER 0 Elevallon
I- - - Cl i=
...
W I- 0 ! 0
w Z A. -' -< 12-12-88 DCP
... :J - W 0 Date Excavated logged By
~ 0 > a: !:1 ~
0 I- :J 1: ..
1: w ~ iii I- A. ..
I- " CIl Backhoe
lL > -' 0 > z (5 -< -< Equipment
w a: :J -' a: w a: -'
0 0 CD CD 0 0 :li Cl 0 DESCRIPTION
. SM COLLUVIUM (Ocol) - SILTY SAND, fine to medium grained,
dense, dry, porous, and gray brown
Op BEDROCK - PAUBA FORMATION (Op) - SANDSTONE,
5- . .1 silty, fine grained, massive, moderately weathered,
_ moderately hard, dry, and reddish brown color
-=- -
, +
'" .1- Total depth at 3.5'
I- No ground water encountered
No caving
10' I- Trench backfilled 12-12-88
~ l-
. - -
.
.
. I-
- - I-
- I-
'"
"-
SCALE: '.-5' (H-Vl SKETCH .. : S140E
" "0)',',0 V
' _ " '1 ..', 0.1' ,'0' (,),' ,'\ ','
. '..' t () ,0,_
~O:I'~:' ~":Qco1:' ,,:. ~
'.. ,0 t': .
"0 <>.. \ '0. '~'~ f;>,~:"'"
" ....:...:::.-:~ ;,.;," ,";';':"-"
......:Tijp'::-:;.:..;
..' ..."
. .... '. .-' . ,"
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TEST PIT LOG
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
Project Ne.
88-81-155-01 1'\
Drawing No.
A-28
TEST PIT LOG
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SAMPLE z Test Pit No. 16 1173 ft.
NUMBER Elevallon
I I- - - c:l 2
w I- .. I-
W Z (.) # 0 < 12-12-88 DCP
.. ... - ....
::> - w (.) Oate Excavated Logged By
;!; 0 >- a: 2 !!;
(.) t: ::> :J: .,
I :J: w ~ I- 0.. .,
I- '" ., .,
... ~ .... 0 >- Z 0 < < Equipment Backhae
w a: ::> .... a: w a: ....
0 0 III al 0 0 ~ c:l (.) DESCRIPTION
I '- SM. COLLLNI UM (Oca!) - SILTY SAND, fine grained, medium
I- dense, dry, porous, and dark brown color
+
'-
-'-
-f- Qp BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
.1- silty, Fine grained, massive, moderately weathered,
moderately hard, dry, and dark brown to reddish brown
color
- Total depth at 5.5'
- I- No ground water encountered
. . '- No caving
. f- Trench backfilled 12-12-88
- .
.1-
f.-f-
l- . -
. .
SCALE: 1"=5' (H=V) SKETCH ~ : SA60E
.
"r ':r yv
: J;' ~Io . :1'; ,a r . 0 "'J'" ~~(,;:,_:, ,
;I' ,".' 1" '. . ." '. o.
. : ',.0 . , " . O' ., f""( ~.,:'
,'. '0':-:,. '6 :.,:.;:' Q~ol : ' :,~"
'0' ...0, . . .
" ' d."
'.: "~'-" ';-: . .', . ,.' 0
'. , ,', l o. '.... . o'
'0.. O"~:- 0\ 1::.r ",LO"'t-',
" :.'. ,0 ", ' " ,0 j
. '.. ~', ' . . '. ,,',,'
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. '.-. ~--:-~, p '; :.,: "
'.....,~ , , '
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.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project No.
88-81-155-01
~o
Drawing No.
A-29
TEST PIT LOG
I
SAMPLE z Test Pit No. 17 1160 ft.
NUMBER Elevation
I-' - 0
... - c:l >=
I UJ ... 0 ~ 0
UJ Z ... - -' < 12-12-88 DCP
... ::> - UJ 0 Date Excavated Logged By
~ 0 > II: 52 ~
0
:I: ... ::> :I: .,
UJ :t c;; ... ... .,
I ... > " .. Backhoe
... -' 0 > z (5 < < Equipment
UJ a: ::> -' II: w II: -'
C C III III C C ::l; c:l 0 . DESCRIPTION
SP ALLWIUM (Oal) - SAND, medIum ta caarse grained, loose,
I '" dry, and light brown color
..
I .2- Qp- I- BEDROCK -PAUBA FORMATION (Qp) - SANDSTONE,
- I- silty, caarse grained, massive, moderately weathered, soft,
- - I- I moist, and dark brown color
I - -I-
- .. Total depth at 5.5'
No ground water encountered
I LLo: -I- No caving
I- Trench backfilled 12-12-88
- I-
I - -I-
. l-
. l-
I - -I-
,
I - .
SCALE: 1.=5' (H=V) SKETCH .. : S2tOW
I,
V
. ..... :'0: O' .:, .
.;:; o' ,', ..:.....?: :.:.~; ~.:'. ~:>~ ~'. .~ . ,
\," 0"'::' .:: .,
"0",: Q I' ~'
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' , ,
'''?' ~.::.~~. ~ ~~ :':~o:':, oi ',: ~';.' . "0 . . o.
~.~':'.:'
\f" ' ' ?7
:2::..~.. '.~ ".':r":-" ,,'
. .-:..:. ,', ~......
" .... , ..'Qp". . : ;:::
. ;"71.':" ......:.:.:..:..~::: ~:
'.
.
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I
I
I @ Converse Consultants Inland Empire
EASTERN PORTION OF liTHE MEADOWS"
Rancho CaFifornia, California
for: Rancho California Development Company
Project No.
88-81-155-01
2>\
Draw ing No.
A-30
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TEST PIT LOG
SAMPLE Z Test Pit No. 18 1150 ft.
NUMBER Elevation
I- - 0
... - c:l j:
W I- (,) ~ 0
w Z ... - .. < 12-12-88 DCP
... :;) 2 Date Excavated Logged By
- w
~ 0 >- II: 2 !!:
(,)
:I: I- :> :I: '"
w ~ iii I- ... '"
I- > " .. Backhoe
... .. 0 >- z i5 < < Equipment
w a: :;) .. II: W II: ..
C C '" III C C ~ c:l (,) DESCRIPTION
SP. _ ALLUVUIM (Cal) - SAND, medium to coarse grained, loose,
dry, and lTght brawn colar
- ~- _ BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE, .
5- - _\ silty, slightly clayey, micaceous, medium grained, massive,
moderately weathered, and reddish brown color
- - -
- .
, - . T atal depth at 3.5'
No graund water encountered
- No caving
- Trench backfilled 12-12-88
lQr- .
+ .
.~ .
-I- .
-I- .
- . -
-
-
--
SCALE: 1"=5' (H=V) SKETCH .. : Sl10E
.
\~' ".". ,.' .' 0'. ',II'," . 0 V
0',.""'0'. Q r '.0 ' 0"
. .... ,'.. ....(;):
.:,11. ~ I '. a ',0 "0'0',.:
'. .....tI...o~:~I:: ..:..:....:~
\'- -,- ' ".,.., '..,' '
...I'.:~.". p.....--:--...
\; "". ',.' .... '.':.:,...--
r.;-.:...::.....:.,..:.. .:.
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
far: Rancho Califarnia Develapment Company
Project No.
88-81-155-01 ~~
I
Drawing No.
@ Converse Consultants Inland Empire
A-31
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I
SAMPl.E z
NUMBER ~ 0
l- lL ~ Cl j::
w I- 0 ~ 0
w Z II. - ... <
IL ::l - w 0
~ 0 > a: 9 !!;
0 I- ::l :z: '"
:z: w ~ 1ii l- ll. '"
I- " '"
11. ~ ... 0 > Z 0 < <
w a: ::l ... a: w a: ...
Q Q .. .. Q Q ~ Cl 0
SP
-
SC
Qp.
2-
.>-
..
>-
..
JQI-
.1-
.1-
l-
I-
l--l-
SCALE: 1"=5' (H-Vl
TEST PIT lOG
.
Test Pit No. 1
1136 ft.
Elevation
Dale Excavated
12-12-88
Logged By
DCP
Equipment
Backhoe
DESCRIPTION
SHEET FLOW DEBRIS - SAND, fine to medium grained,
loose, dry, trace gravel, and yellow-brown color.
Recent deposit ponded behind road embankment
FILL (Af) - CLAYEY SAND, fine grained, medium dense, dry,
y and dork brown color
, BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
. silty, fine grained, poorly bedded, moderately weathered,
soft, dry, and brown wlor
@Bedding attitude at 3': N850W, 40 NE
.1- T otol depth at 4'
I- No ground water encountered
, No caving
I- Trench backfilled 12-12-88
l-
-
~
+
SKETCH .. : NOOW
r-SHEET~FI.OW DEBRI~
~':"'6':").~<~""':~:;L:';'~,..",.,." ,
',.'.:0:, ;,Af ::,:'1:-, :o,.,.:;;-:..'~ ,.\','>-
" ':~' , '--::-'--:-- ". ,.' ,', ". ':. ,,~
':~ ':"7':\~' :~-'- :...:~ ::......'~o/,-
........:...~.I:':..;.:.:... ",..~
\...@
EASTERJ'.:l PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Pro ject N~.
88-81-155-01 ~~
@ Converse Consultants Inland Empire
Drawing No.
A-14
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TEST PIT lOG
SAMPLE Z Test Pit No. 2 1147 ft.
NUMBER 0 Elevation
I- ~ ~ c:l i=
w l- I&,
w Z (J .,. 0 -< 12-12-88
I&, ... - .... DCP
::l - w !:l Date Excavated Logged By
~ 0 >- a: !:l !!:
(J I- ::l :%: .,
:%: W ~ a; I- ... .,
I- 2: :.: ., Backhoe
... .... 0 >- z 0 -< -< Equipment
w a: ::l .... a: w a: ....
Q Q .. .. Q Q ::E c:l (J DESCRIPTION
SP , ALlLNIUM (Qal) - SAND, with cloy, medium to coarse
- grained, medium dense, dry, dark brown color with sub-
- rounded cobbles along bedrock contact
Qp BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
5' - clayey, medium grained, massive, upper H' moderately
r-f- - - weathered, moderately hard, dry to slightly moist, and
+ - dark brown color
-f- .
t- Total depth at 6.5'
lOt- No ground water encountered
t--'-=-t- No caving
f- Trench IDckFilled 12-12-88 .
+
-I- -
+
- I- -
f- .t-
f- +
f- f-
SCALE: 1.=5' (H=V) SKETCH .. : Nl00E
"',, " 0: ":0.:.: ~
" rJ '. .. ' ", ,..,. J :.:''::' ,"O':,r'
. . . D.
,\:al;~ ' ': o' Qal...,' .
. ...... . '0'
f).. O'(T .. .~..
'.,~,:..; l .:.~.~ :',; . .:-: ... :':. " .:: '.;';'
. '. '" ~\~:':o' 0' .:.',.v".:' .:...,..:..........
...~.. , ,,', '0',:1 ,",' ': " ,""":,,
. ":0',:.:: ?-: 0"0' .0'.... ',' .~...I. .
, .' ','.. . ...0
, .. ''':0' 'Q I '~'~
""~ a . 0.0. . _. . 0' ._',
'.or-- ',..- ...~.-:--..., .....
~.. '..' .,.'
. . '. .........'. ......~:.< ::.~...:...
.' . ....
. '.' " " .
-'.--:- ..;...-; : . Qp.:.....:.: '':f':-':,';,'"
-,-.' ..... . ..... .
< :'-:-;-',- :~' : : ," '. ,- .:.~..'
. -- .', .r::-. . :-:::-:':',:"",/
. ...... ."
" '
.
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project No~
88-81-155-01
~
Draw ing No.
A-15
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I
. TEST PIT LOG
SAMPLE z Test Pit No. 3 Elevation 1155 ft.
I NUMBER Q
~ - c:l
IL - ~
w ~ (,) ! 0 <
w z 12-12-88 DCP
IL ::> l1. -' 2 Date Excavated logged By
- w
;!; 0 > a: (,) !!:
I (,) ~ ::> i '"
J: W ~ (jj ~ l1. '" Backhoe
~ 2: '" > z '" < <
l1. -' 0 0 Equipment
w a: ::> -' a: w a: -'
Q Q III III Q Q :E c:l (,) DESCRIPTION
SM_ TOPSOil - SilTY ,SAND, fine"to mecntlm grained, ,
medium dense, dry, porous, and dark brown color
Qp- BEDROCK - PAUBA FOR,lMTlON (Qp) - SANDSTONE,
I siltY, fine to medium grained, porous, moderately hard, dry,
1- -I and dark brown color
I -
>- Total depth at 4'
- - '" No ground water encountered
I No caving
- - '" Trench backfilled 12-12-88
1Q - .- ~
:- . '"
:- -
-
>- -
- >-
.1-
.1- -
I- -
SCALE: ,'-5' (H-V) SKETCH .. : NlloW
~
" ~TOPSOIL
/
Y"II~';::ri ":-"i.~>- '
. I) . '.0'
~ 0'" o'\j "or,' 'to,," f7~:o''''o';,,,:.;: ,<o':'i:!iV
W:. o,;;l~ .' o;'''''l~t'~1 ' ;., 0 ,~ " ' 'I ',." "0 .
'~ ,,,, :;.o~::::o.:. .
~.. .,.- -,' . " ..."O"':~:"
(-':>'i:<::: ::~T>;: .... . o.
. '" ..... ;':':.;:.~.:' :'::.:: :.";: '7
'" ....... ,. ", ,.'
.
.
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho Califomia Development Company
Project Ne.
/"
~
88-81-155-01
Drawing No.
@ Converse Consultants Inland Empire
A-16
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TEST PIT LOG
SAMPLE z Test Pit No. 19 1140 ft.
NUMBER Elevallon
I- - - Cl Q
w l- II. I-
W Z CJ # 0 -< 12-12-88 DCP
II. .. - ...
::l - w 52 Date E"cavated Logged By
;!; 0 >- It: CJ !:
CJ i:
:J: t: :l ..
w ~ .. I- .. ..
I- ~ Backhoe
.. > ... 0 >- z .. -< -< Equipment
w ~ :l ... It: W (5 It: ...
C C Ol Ol C c ::l! Cl CJ DESCRiPTION
SP AllWIUM (Qal) - SAND, medium to coone grained, loose,
- - dry, and dark brown color
- -
-"
5 ->- Op BEDROCK - PAUBA FORMATION (Op) - SANDSTONE,
..:::...>- - silty, slightly clayey, medium grained, massive, moderately
->- I weathered, medium hard, moist, and reddish brown color
->- -
I- - T ota! depth at 5.5'
UQ~ . No ground water encountered
1 ~ - - No caving
Trench backfilled 12-12-88
.~ -
.
-
I..- ~
>--
I-
-~
SCALE: '"=5' (H-V) SKETCH . : S20E
.
.. ..' 0', "
"~'.:.':".:c: ':.::~ i .. ,', o....--r rJ r
I~' ....~:,,', '0:', ,;. :'.: :'
',: '0':' .:..0. ',.:0" '",; Qal.;' . . 0 ,". 0: . .
"::~. .:',~:~:, ':', ;'" 0', " 0
:'~'",o . : ,', . ~'W
'0.0. ...0. ~" ''---'
, :: ,,.:...,;. 7 ~.:~..~' ,:':~':"7
" . :'.',:': Qp':i: ---.' -.;...:.
-,.' .
'..~,,-' ',.--:-., . ..... .~....::.. '
\.:..:- " " ,
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Project N~.
88-81-155-01
<jy
@ Converse Consultants Inland Empire
Drawing No.
A-32
I SAMPLE 20 1173 ft.
z Test Pit No. Elevallon
NUMBER - 0
~ ... - c::l ~
w ~ 0 #- 0
w Z A. - .... < 12-12-88 DCP
... :> - w 2 Date Excavated logged By
~ 0 > 0: 2 !!:
0 ~ :> :%: ..
I :%: W 3 ;; ~ A. .. Backhoe
~ :.: ..
A. > .... 0 > z (5 < < Equipment
w 1;: :> .... 0: W 0: ....
0 0 III III 00 ~ c::l 0 DESCRIPTION
I SM TOPSOIL - SILTY,SAND, fine to medium grained, .
f- - dense, dry, and dark brown color
Gp- BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
+ silty, slightly clayey, fine to medium grained, massive,
I
5 -r- moderately weathered, moderately hard, dry, and reddish
-r- -- brown color
I -r-
f- ~ T ota I depth at 3.5'
r- No ground water encountered
I ~ - f- No caving
I- Trench backfilled 12-12-88
- l-
I -
,
.
I -
- -
I -
SCALE: 1"=5' (H-Vl SKETCH ... : S90E
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.
I . :r.fY\~\"C' ~
~'b'f:",'o''';t>''I'~\':Qcol':'~ " t>' 0
~?~ ;-~,4;..o:.:=,- ~:',::
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TEST PIT LOG
.
EASTERN PORTION OF liTHE MEADOWS"
I Rancho California, California
for: Rancho California Development Company
I @ Converse Consultants Inland Empire
Pro ieet No.
88-81-155-01 fe.l
Drawing No.
A-33
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I SAMPLE 21 1182 ft.
NUMBER z Test Pit No. Elevation
0
I I- - - 0 ~
II.
W I- (J .,. 0
w z e.. - ... 00( 12-12-88 DCP
II. ::l (J Date Excavated Logged By
- w
;!; 0 > a: 2 1;;
(J
:I: I- ::l :I: .,
I w ~ ;;; l- e.. ., Backhoe
I- " .,
e.. ~ ... 0 > z 0 00( 00( Equipment
w a: ::l ... a: w a: ...
0 0 III III 0 0 :E 0 (J DESCRIPTION
SM l- COLLWIUM (Qco!) - SILTY SAND, fine to medium grained,
loose to medium dense, dry, porous, and dark gray color
-
-
I 2- Qp BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
.. silty, fine to medium grained, massive, moderately
I - - -I weathered, moderately hard, dry, and reddish brown color
-
+- Total depth at 5.5'
I 10f- "- No ground water encountered
I-'-"'f- - No caving
I- Trench backfilled 12-12-88
I - I-
- - "-
,
- -
-
.
,..
SCALE: ,"-5' (H-V) SKETCH .. : S530W
.
o'.h'.~::'.::;l
~ ,0'J"',"I'" ~
. ,,;.:.:~ ;:". 0," . "':.
, ,.of. "0,, " ,10" .-
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. . "'0' . Q'
: Q '''f'''' r 't Qcol'j.: :,~', '..~,.
. . Q", 0" .
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....:~ ::::~::.~ .
TEST PIT LOG
.
EASTERN PORTION OF "THE MEADONS"
Rancho California, California
for: Rancho California Development Company
Project No,
88-81-155-01
Drawing No.
@ Converse Consultants Inland Empire
A-34
9b
SAMPLE z Test Pit No. 22 1128 ft.
NUMBER 2 Eleyatlon
I- - - c:l
W I- ... I-
0 ~ 0
w Z ... - ... < 12-13-88 DCP
... => 0 Date Excayaled logged By
- w
~ 0 > a: 0 !!;
0 l- => i .,
:I: W == Oi I- ... .,
I- > " ., Backhoe
... ... 0 > z 0 < < Equipment
w it => ... a: w a: ...
Q C ID ID C Q ~ c:l 0 DESCRIPTION
. SP. ~ AllLNI UM (Qal) - SAND, with silt; medium to coarse
grained, loose, dry to moist, porous, cross bedded, and
- brown in color
- .
-
2. ~ Qp' BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
1 clayey, medium grained, massive, highly weathered, soft,
- very moist, micaceous, and dark brown color
.
w.o ~ Total depth at 6'
. - No ground water encountered
- ~ No caving
- - ~ Trench backfilled 12-13-88
- ~
- - ~
- - - -
i- .
. I-
~ -
SCALE: 1'=5' (H=V) SKETCH .. : S460 E
.
~ ..... . ..' '. 0 0 o 0 0 . .. . (
.. ... '. . . . '. . . '. .
r~tL~"o . . o 0 .
Qal. . o . .
-~" '7-,' ." .
o. .". . ...... '. . .
"l?:"."Q'.i:~'~ o' 0 . 0
0 00 0
a.". ..' . 0 0 0 . . . 0 I
o .' 0.0 . . 0 . 0 0 0 . . 0 o 0
\ ,-=..'.,,~, ~ ,..."..,.-.:-: . ~- 7
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~.~. .-'-'..., ...~.}/
p',... .;.......::..:.', .' ;. .
...~.:.:.........~ ',::". ..:~ ,,:" .-=:-:;-.
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TEST PIT LOG
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
Project Ne..
88-81-155-01
Drawing No.
f6<\
A-35
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TEST PIT LOG
SAMPLE z Test Pit No. 23 Elevetlon 1133 ft.
NUMBER - 0
~ IL - Cl j:
w ~ (,) ~ 0
w Z < 12-13-88 DCP
IL :> lL ... (,) Dete Excavated logged By
- w
~ 0 >- a: Q g
(,) !:: :> J: .,
J: W ~ ., ~ lL .,
~ ~ ., Backhoe
lL > ... 0 >- z 0 < < Equipment
w a: :> ... a: w a: ...
c C III III C C ~ Cl (,) DESCRIPTION
- SM COLLWIUM (Qco') - SILTY SAND, fine to medium grained,
dense, dry, porous, ond dork groy color
-
-
5-- Op- _ BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
-=- silty, medium grained, massive, highly weathered, slightly
-=1 porous, moderately hard, dry, and dark brown color
I-
-l- T ota! depth at 6'
.m No ground water encountered
No caving
Trench backfilled 12-13-88
-
- -
- - -
- --
-- -
-,- -
SCALE: 1'=5' (H=V) SKETCH ... : S150E
-
\~"'I':O,'i ..'{' "J ' ' ::r-:"~l: 0 " BY
. '. .: 0 0', . "0 '.0... ....0.
o. .... ." ''-:r-;'':':, '0 j ,
, . \ t'::,' Qcof-. '.0:' t'f': ,:;
.' , o.
., .
o' ,,: ,. ': ~ro",,::: ((0" "0 .:. . r:/':l'! ,#.
0, . 0 . ". . ,": :. ..:....
, . ~~...\:..:~.~ "87
~- ~ -----..
',- .;1..:,,',,9p:'~ ~: ". ..,:
.'~'
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.
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project No.
88-81-155-01
Drawing No.
~o
A-36
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TEST PIT LOG
SAMPLE z Test Pit No. 24 1129 ft.
NUMBER Elevation
I - 0
~ ... - Cl ~
w ~ (J #. 0
w z .. - ... < 12-13-88 DCP
... ::l - w 2 Date Excavated logged By
~ 0 > a: 2 !!:
I (J ~ ::l :: ..
:: w ~ 0; ~ .. ..
~ ~ .. Backhoe
.. ~ ... 0 > z 0 < < Equipment
w a: ::l ... a: w a: ...
0 0 CD CD 0 0 :l c:J (J DESCRIPTION
SM COLLLNI UM (Ocol) - SILTY SAND, medium grained,
- - medium dense, dry, and dark brown color
--
. .1-
. Qp-~ BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
i. silty, fine to medium grained, massive, moderately
- weathered, moderately hard, dry to moist, and dark brown
~ to reddish brown color
i-
10 Total depth at 5.5'
I-'-=- i- No ground water encountered
i- No caving
Trench backfilled 12-13-88
i-
- +
i-
- --
. l- .
. l- .
I-
SCALE: 1"=5' (H=V) SKETCH .- : 12-13-88
>
"I
. ...0.' . ....0.. ':1'" .'
" -'. .
r 'f ',.,', J'o{''; :t<J .:' ';,,{
"..1.o'l . '. 0'. '. o. /
l ::j Qc~t': ',' ..,'. '0
."0 ;," , ", 'i:>'" : 0: " ' '
:''1'-,'.- o ' , ",
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. ,c,," ...:'-: 1-';,' .. ' : .
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',.'. ,'. .... '0 ..' ~'-=f-::'
", ...0.:..--' ,',.
. .... :.---
.
EASTERN PORTION CF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Project Ne,
88-81-155-01
Drawil1ll No.
<\\
@ Converse Consultants Inland Empire
A-37
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TEST PIT LOG
.
SAMPLE z Test Pit No. 25 1151 ft.
NUMBER 2 Elevation
t- - - 0
W IL ...
t- o 'I- 0
w Z ... - -' < 12-13-88 DCP
IL ::l 2 Date Excavated Logged By
- w
~ 0 >- a: 0 !!:
0 t: ::l i ..
:l: ...
t- W " ~ .. .. ... .. Backhoe
... > -' 0 >- z 0 < < Equipment .
w a: ::l -' a: w a: ...
Q Q 1Il 1Il Q Q ~ 0 0 DESCRIPTION
~ SP ALLWIUM (Qal) - SAND, trace silt; fine to medium grained,
SM loose, dry, and light brown color
-
.1- COLLWIUM (Qcal) - SILTY SAND, ,
Qp fine to medium grained, medium'gralned, mealum dense, dry,
.1- porous with rootlets, and dork gray color
- BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
- - silty, medium grained, massive, moderately weathered,
moderately hard, dry, and dark brown to reddish brown
color
lQl- --
I- Total depth at 4'
-l- . No ground water encountered
No caving
~ Trench backfilled 12-13-88
-~
f-- ...
-
.
..
SCALE: ,. - 5' (H =vl SKETCH .. : S60E
;D..: ti '-,C ""'~ P";':;?':-ijJl
," 0',: ..." ,
::i:"~"1; ''0 t 'Q-:::;' , t-tt:'~:,:I;Q>
<>'1'" ~-;, c,ol-., ~:
: .,1).....: .....c; .,'..::'"
" , " '.~:..:-.: .....
"C-;..;;. ~;:"Qp:':~':-i::: ~
, " .': ,'\ .,'
EASTERN PORTION OF "THE MEADOWS"
Rancho CallfDrnia, California
for: Rancho California Development Company
Project No;.
88-81-155-01
Drawing No.
@ Converse Consultants Inland Empire
A-38
q~
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I SAMPLE
z Test Pit No. 26 1173 ft.
I NUMBER 2 Elevation
... - - c:l
w ... l-
I- () ~ 0
w z Q, - .. < 12-13-88 DCP
... ::l - W () Date Excavated logged By
~ 0 > a:: 2 !!;
() l:: ::l :c .,
I :c w ~ ., I- Q, .,
I- > '" ., Backhoe
Q, .. 0 > z (5 < < Equipment
w a: ::l .. a:: w a:: ..
0 0 Ol Ol o Q ::E c:l () DESCRIPTION
I -- SM. COLLWIUM (Ocol) - SILTY SAND, fine to medium grained,
medium dense, dry, porous, and brown color
I - -
5 - 00- BEDROCK - PAUBA FORMATION (Op) - SAt'JDSTONE,
-- - silty, fine grained, massive, moderately weathered,
I - moderately hard, slightly moist, and dark brown color
-- -
- . Total depth at 4.5'
10 ~ -- No ground water encountered
-- No caving
-- Trench backfilled 12-13-88
-
-
--
--
- --
. ~
~
. - .~
SCALE: 1" 5' (H=vl SKETCH .. : S410W
,
,', r,': '~r' .. '0 . :J: .}o'
~ ~'.. :" '. . q. :. r
o. 0 . . 4 0....0:,; .'~: :'QcoLt,~t: ::':
, '
. . . ~:. t' ,} 'f.' l'
" :.~.:., 0 0'
, ' .,0:," 0 .:~ ' . i.'.: ".".:0.:
.0,.' . ,i ',' -t. 01: , ~r,',-t.
. .,,:',." .
~" c--'-i ":"l,:'Qp',Y
-,:,:..:::. "
. ...., '"
TEST PIT LOG
.
EASTERN PORTION OF liTHE Iv'EADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project No;
88-81-155-01
Drawing No.
o.,'b
A-39
SAMPLE , 27 1187 ft.
z Test Pit No. Elevation
NUMBER !2
... - - Cl
... ...
w ... 0 ~ 0
w Z .. - -' < 12-13-88 DCP
... ;:) - w 2 Date Excavated Logged By
3: 0 >- II: 2 !!::
0 t: ;:) J: .,
J: W ~ ... ... .. .,
... > " ... Backhae
.. -' 0 >- z 0 < < Equipment
w c: ;:) -' II: W II: -'
C C lD lD C C ~ Cl 0 DESCRIPTION
-I- SM COLLWIUM (Qcal) - SILTY SAND, fine to medium grained,
+ - medium dense, dry, porous, and dark brown color
- Of" BEDROCK - PAUBA FORlv'ATION (Qp) - SANDSTONE, silty,
fine grained, massive, pinhole voids locally, moderately
~ -- weathered, porous, moderately hard, moist, and reddish
brown color
--
- .1- Total depth at 4'
10 '" No ground water encountered
'" . No caving
....:.:: Trench backfiJied 12-13-88
- '"
- i- -
-
-
i-- -
. ~
I-
- +
SCALE: 1"=5' (H=V) SKETCH .. : S20. E
.
L' ';.:.r".I:, . T: 'ro,',), 'a~/
",..:1''- '0.-;1'0,0:',.. " T:"
0, ':,0' ' ., .:' . ,',. ,',:',0"-:
~' iJ:'" ",co.1 ~lO"o:"'''':' y
" ',~' ",,~:,~ ' ;J..:. :,:.JS
"""":':;7
~. c.e:~ ':~, 'Qp; .: ..,:':. ..;..... : ':' .
'. .~~~.... " .... ','
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TEST PIT LOG
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
Project No"
88-81-155-01
Drawing No.
A-40 qP<.
SAMPLE z T est Pit No. 28 1205 ft.
NUMBER 0 Elevation
I- - - 0 i=
II.
W I- 0 ! 0
w z < 12-13-88 DCP
II. :) a. ... 2 Date Excavated Logged By
- w
~ 0 >- a: 2 !!:
0 I- :) :I: .,
:I: w ~ iii I- a. .,
I- > '" ., Backhoe
a. a: ... 0 >- z (5 < < Equipment
w :) ... a: w a: ...
Q Q III III Q Q ::l! 0 0 DESCRIPTION
. SM. . ALLLNI UM (QoI) - SILTY SAND, medium to coarse grained,
loose, dry, slightly porous, and gray-brown color
. . I-
Qp BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
2..._ silty, medium grained, massive, moderately weathered,
moderately hard, moist, and reddish brown color
~ Total depth at 6'
+ No ground water encountered
16 . No caving
Trench backfilled 12-13-88
....:..::. -
. . -
. I-
, .1-
.
- .
-
- -
,. -
SCALE: 1"=5' (H-V) SKETCH .- : S150W
YT
'J 0,',1', . ." .
./, ')0 . .1" D"." 0' '. .,.f) .. .'
)>/'l'o, " ,., 'j "0,: ,,:','Qal'."~r- ~ :' ': ',I'
., 0' '! . . . o.
. .... "... . e),' ...
...~'O. 0 .' 0 .
'. 0 . ' .0...L..:: '....:.l:.' , '"-':
!i:J. Q' J:.:. .
," , '-.' 1-', ,', ..,.L
;.' ' ,
'. .'.', '~"":"'"';"'"""." ;....
I:-; '. ' ..........~.. ' , ',,';'"
,:: Qp ','-: "
~ .' '. . . " -/
. '-- "7"', '" -,;- ','"
....:.~.~: "'~J
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(...:;...:...:.~. . ... .~..:......
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TEST PIT LOG
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
Prolect No.
88-81-155-01
Drawing No.
<\-6
A-41
TEST PIT LOG
SAMPLE z Test Pit No. 29 1205 ft.
NUMBER 2 Elevation
I- - Cl
W I- a.. - I-
0 ~ 0
w z a. - ... < 12-13-88 DCP
... :J 2 Date Excavated Logged By
- w
3: 0 > a: 0 !!:
0 I- :J i ell
J: w ~ ;; I- a. 01
I- :.: 01 Bockhoe
a. > ... 0 > z 0 < < Equipment
w a: :J ... a: w a: ...
c C 01 01 C c ::E Cl 0 DESCRIPTION
SM ALLLNIUM (Qal) - SILTY SAND, fine to medium grained,
SM. I loose, dry, and brown color
f- COLLLNIUM (Qco1) - SILTY SAND, medium grained,
. f- medium dense; dry, porous, and gray-brown color
2- "- Qp BEDROCK - PAUBA FORMATION (Op) - SANDSTONE,
"- - silty, medium grained, massive, moderately weathered,
I moderately hard, moist, and reddish brown color
"- Total depth at 6'
1Q ,. No ground water encountered
- ,. No caving
- i- + Trench backfilled 12-13-88
. i-
l-
i- ...
'-- - ... -
- i-
. . i-
. - i-
SCALE: ,"=5' (H-vl SKETCH . : S35O'.N
.
~:'~:"O' . ", D'", ... 0 .c':Q"....':O 'o.':"'y
. 0 , '.. o.~ . . ','c a c':, ..::: :' <> '.'
. ,~--: T;:~-:"'T'i-; ...;,:, ' . .:",.,
.:1" ,""'-;-'.. ~~'
. . ',. o r-~ 1./ ~\,:- JOQ f"
O:OJ-D" . '., " co ,:;,0' '.:..: if:'
, " .. '. .... ..
~ ~,:...:t: ,\J. ': r o. ,0:;8. W
',~,'...,"
,:'!. ~,.., - ~::
.:......:.~--:-:-. .';',:: Qp':~'"
'--:' . ~:<.~ " . eo
~:"-" -:'.-- :'....:-
"0 . .......". .
" ,oO, .... , "
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EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
Project Nr,
88-81-155-01
Drawil1ll No.
A-42 <\(p
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TEST PIT LOG
SAMPLE z Test Pit No. 30 1178 ft.
NUMBER 2 Elevation
t- - - Cl
.. t-
III t- O '# 0
III Z o. - ... < 12-13-88 DCP
.. :;) - III 2 Date Excavatad logged By
~ 0 >- a: 0 !!:
0 i:
:I: t- :;) .,
III ~ a; t- o. .,
t- " ., Backhoe
o. > ... 0 >- z is < < Equipment
III a: :;) ... a: III a: ...
0 0 Ul Ul 0 0 ::Ii Cl 0 DESCRIPTION
SM I- ALLLNIUM (Qal) - SILTY SAND, medium grained, loose. dry,
" and brown,color
" Cp BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
" silty, slightly clayey, massive, moderately weathered,
5-1- moderately hard, moist, and reddish brown color
I-- -
- Total depth at 4.5'
- - No ground water encountered
No caving
" Trench backfilled 12-13-88
.lQ. - "
~ l-
. ~ -
l-
I-- -
-
-
-- -
SCALE: '"=5' (H-Vl SKETCH .. : S780W
.
~t:',o:, .. .... -. ':t)' : .':.~ :i~-~- ~~~..~';: V
',0, ",Qat... "
. C! .. Q' . 0," '.0 '0'...' () ;0'
\i"" . ~:'. . o'
',' .' .:...:... --"': --,,;
,', '.-..: ~~. -;'7':
, ' ..~'.' ........
~t ~ ::=,:: Qp ,:, ",' ".'.""iJ7
':-: ::-' .S.~;:(::/. .
.... ...~.~~...-.::_~
.....
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Projact He.
88-81-155-01
@ Converse Consultants Inland Empire
Drawing No.
A-43
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TEST PIT LOG
.
SAMPlE z Test Pit No. 31 Elevation 1166 ft.
NUMBER - 0
... ... - 0 j:
w ... 0 - 0
w, Z .. - -' -< 12-13-88 DCP
... ::::l - w 0 Date Excavated Logged By
a; 0 >- a:: g !!;
0 ... ::::l :c II>
:c w ~ ;; ... .. II>
... " II> Backhoe
.. > -' 0 >- z 0 -< -< Equipment
w a: ::::l -' a:: w a:: -'
Q Q CD CD Q Q ~ 0 0 DESCRIPTION
SM ALLlNIUM(QaI) - SILTY SAND, medium grained, loose, dry,
- - and light brown color
Qp. BEDROCK - PAUBA FORM~TION (Qp) - SANDSTONE,
. silty, medium grained, massive, moderately weathered,
.1... , soft, moist, and reddish brown color
- - Total depth at 4.5'
- - No ground water encountered
- - No caving
J.ci ~ Trench backfilled 12-13-88
- i-
- . i-
- i-
- f-
-- r-
- ..
+
i-
f-
SCALE: 1"=5' (H=V) SKETCH .. : S590W
W
",0 ',''<0 'o~:o :', "0' . .
~~:. .' . .0.': . , '
'o'Q I' . ~". p'
,., a '0 ' '...;,. ",..:",~~~
';' ,'. :0.
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.. -.-. 57
. .... ;;..:: ':'.:':';"::~~ \ .. .....
~.: ..::::::~:~..,
" :.;.,.Qp,:~,::-: I'-'y
,~,
" " .
'~.':~':-. " .
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho Californio Development Company
Project N,.
88-81-155-01
@ Converse Consultants Inland Empire
Drawing No.
A-44
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TEST PIT LOG
SAMPLE z Test Pit No. 32 1180 ft.
NUMBER 0 Elevetlon
I- - - Cl ~
...
w I- () - 0
w Z ll. - -' < 12-13-88 DCP
... :l 2 Dete Excaveted logged By
- w
~ 0 > '" 2 !!:
() I- :;) J: 0)
J: w ~ OJ l- ll. 0)
I- ;?: '" 0) Backhoe
ll. -' 0 > z 0 < < Equipment
w '" :;) -' '" w '" -'
c c 0) 0) c c :i Cl () DESCRIPTION
- SM ALLWIUM (001) - SILTY SAND, fine to medium grained,
SM loose, dry, and gray brown color
-
f- COLLWIUM (Qcol) - SILTY SAND, medium grained, medium
5+ . dense, dry, porous, ond dark brown color
f-"-I- Op- I- BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
. .f- silty, medium grained, massive, highly weathered,
moderately hard, dry, and reddish brown color
f-
-f- T ota I depth at 7'
..lil I- No ground water encountered
No caving
- Trench backfilled 12-13-88
- -
- -
- - --
f- -
- f-
. l- f-
SCALE: 1"=5' (H=V) SKETCH .. : N410W
.
, rIJ
"
", Qcol .J:j;J:
,',' fa:
0 Qal -0..... ':
..~.~
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.......-
\.--;-'"
.~.~:~.:~ .::. .
',:d~p:l. ~.
~,
,.,... ....
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
Project No.
88-81-155-01
Drawing No.
a.a.
A-45
SAMPLE z T est Pit No. 33 Elevetlon 1203 ft.
NUMBER 2
I- - - 0
... I-
W I- U '" 0
w Z II. - oJ < 12-13-88 DCP
... ;) - w u Dete Excevated logged By
~ 0 >- a: !:2 !!;
U I- ;) ::: CD
::: w ~ iii l- ll. CD
I- ~ .. Backhae
II. > oJ 0 >- Z 0 < < Equipment
w a: ;) oJ a: w a: oJ
0 0 III III 0 0 ~ 0 u DESCRIPTION
SM COLLlNlW (Qco!) - SILTY SAND, fine ta medium grained,
- - loose ta medium dense, dry, porous, and brown color
-
. .
5 ... Qp BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
i silty, medium grained; massive; moderately weathered,
+ moderately hard, dry, and dark brown to reddish brown color
l- .... -
- -l- Total depth at 5'
- - No ground water encountered
- . Na caving
. I- - Trench backfilled 12-13-88
-
~ -
-I- -
,....... - -I-
.1-
SCALE: '"=5' (H=V) SKETCH .... : S42~ E
.
.' 0',,' 11
~ "'0:' r'" :.j.' ~'.;"::. 0;'(..;' f.
o;.t.:.:: b' 0...: : QcolJ~b. ' .~.
.....
. ., '"\ ... '.' . f'
. 'j' ' "f'"
. ,', Q . -' . '. " . "1
.' ,,(J. . . ...... ....;~;.?
~'. ~o. .'~ "~'.o..: 10.. :O,J.-. .:;.., ;.
:.....t:..7-.::., 1;.;' ". . ro' t
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TEST PIT LOG
EASTERN PORTION OF "THE MEADONS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
Pro lect N,'.
88-81-155-01
Drawing No.
v::P
A-46
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TEST PIT LOG
SAMPLE z Test Pit No. 34 1204 ft.
NUMBER Elevation
I- - - 0 2
... I-
W I- U '" 0
w Z II. - oJ < 12-13-88 DCP
... ;) - w !:2 Date Excavated Logged By
~ 0 >- a: !:2 !!:
u I- ;) ::: CD
::: w ~ iii l- ll. ..
I- > ~ .. Backhoe
II. oJ 0 >- z 0 < < Equipment
w a: ;) oJ a: w a: oJ
0 0 III III 00 ~ 0 u DESCRIPTION
SM _ COLLlNl UM (QcoJ) - SILTY SAND, medium grained, loose
to medium dense, dry, porous and gray-brown color
. I-
- -
5' Qp- I- BEDROCK - PAUBA FORMATIQ\J (Qp) - SANDSTONE,
-"'-
- - . silty, fine to medium~groined; massive; moderately
-I- - weathered, moderately hard, slightly moist, and reddish
brown color
....
161- . Total depth at 5,5'
"";";;"1- - No ground water encountered .
. No caving
Trench backfilled 12-13-88
- -
- --
~
" I-
- I-
SCALE: ,'-5' (H-Vl SKETCH .... : S550W
=
. '\.'. ':r ,:0;'. i- ' "'..10 'io" .pv
~-;'~. ..C>. f' '. ": .... b 0.:'0 .:
, ;,\:":':0 '. o' '0' '-:.."... . to::. ~l"~:.J:, " .. Q
o ',.', . :,j::Qcol ....lJ.O. ", It t:.
.' o' o ". .... '. . ';,<>:1 : ," : J ~o.":'
'.~' t .: l~':: 0 .' ".1.'
. . .]1. 0".. .0.
~ .....: 01" ,,-+-', ~""7
~'~""Q'"' '.- ~:~.~l:..."
'.. ,- P"'
~ :::...:::-:-:" . . :.';"" ''-'. .
.....--
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, Callforni a
for: Rancho California Development Company
Prolect Ne,.
88-81-155-01
Drawing No.
A-4T
@ Converse Consultants Inland Empire
\~:A
SAMPLE z Test Pit No. :35 1316 ft.
NUMBER Elevation
I- - 0
... - 0 ~
W I- U '" 0
w z e; - oJ < 12-13-88 DCP
... ;) !:2 Date Excavated Logged By
0 w
~ >- a: u !!:
u i:
::: I- ;) CD
I- W ~ ~ iii l- ll. ..
> .. Backhoe
II. oJ 0 >- z 0 < < Equipment
w a: ;) oJ a: w a: ...
0 0 III III 0 C ~ 0 u DESCRIPTION
- SM _ TERR<\CE DEPOSITS (Qt) - SILTY SAND, medium grained,
. loose to medium dense, drf, porous, and light brown color
l-
i--- 1---------------
SP ~ SAND, medium groined with trace silt and fine to medium
. - I- gravel: massive, highly weathered, moderately hard, dry,
- - H and reddish brown color
- - -
.... - Total depth at 4.5'
.. No ground water encountered
. . No caving
f-- '- Trench backfilled 12-13-88
-
-
l-
I-
-
....
.1- -
-l- -
SCALE: ,'=5' (H=V) SKETCH .. : S6JoE
.
T .. 'I,J'Je" f/
Cl2\ .01' 'J ',i" '.... (;I ()1 '", O' 0
. .~. .' 0 .. .' . ' ",
"..0. ., 0" .~ 0 . '. I -r .r. 0 . r ,", ,
. . 0 . . Q . ~ rP' . o' o. o. . 0
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~Q.I oj' .-I'""""Of" ,., .J..:'.Qt--'- ,
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TEST PIT LOG
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
~ Converse Consultants Inland Empire
.
Project No.
88-81-155-01
Drawlll'Ol No.
A-48
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TEST PIT LOG
SAMPLE z T est Pit No. 36 1227 ft,
NUMBER 0 Elevation
I- -
... - 0 ~
W I- U ~ 0
w Z II. - oJ < 12-13-88 DCP
... ;) - u Date Excavated Logged By
~ 0 w u !!;
0 >- a: i
~ I- ;) ..
w ~ iii l- ll. ..
I- > ~ .. Backhoe
II. oJ 0 >- z (5 < < Equipment
w a: ;) oJ a: w a: oJ
0 0 III III 00 ~ 0 u DESCRIPTION
SP. , ALLlNlUM (Qal) - SAND, medium grained, loose, dry, and
- light brown colar
- Qp BEDROCK - PAUBA FORMATION (Op) - SANDSTONE,
5 -- .1 silty, slightly clayey, medium grained; massive; moderately
- weathered, moderately hard, moist and reddish brawn
-"- -
-~ Total depth at 3.5'
...
No ground water encountered
+ - No caving
10 - Trench backfilled 12-13-88
-=- -
~ -
- -
- -
. . -
. . I-
- . I-
SCALE: ,'=5' (H=V) SKETCH .. : S400W
~;..'o '.';:'~"Q"{'" . '...7
O~'O~.~. ,.... a.. ,0 '.1>': ,
~ .~~~ : . ..~.:.:. ..', .:. rJ.:. ":';':'0
--.:::::,: " :::7-=' if 7"'"' , ....
",...: p,.... '7
.': .:.. . -..:
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Prolect No,
88-81-155-01
@ Converse Consultants Inland Empire
Drawing No.
A-49
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TEST PIT LOG
SAMPLE z Test Pit No. 37 1227 ft.
NUMBER 0 Elevation
.... - - 0 j:
...
w ... Q '" 0
w Z II. - oJ < 12-13-88 DCP
... ;) - OJ !:2 Date Excavated Logged By
~ 0 >- a: !:2 !!:
0 ... ;) ::: ..
::: w ~ iii ... II. CD
... > ~ .. Backhoe
II. oJ 0 >- z 0 < < EqUipment
w a: ;) oJ a: w a: oJ
0 0 III III 00 ~ 0 0 DESCRIPTION
SP 'I- ALLlNl UM (Qal) - SAND, trace of slit, medium ' '
- grained, loose, dry, and gray brown color
, OP. t- BEDROCK - PAUBA FORMATION (Op) - SANDSTONE,
tl silty, slightly clayey, medium grained; massive; moderately
~ . weathered, soft, moist, and reddish brown color
-
-c- Total depth at 3,5'
. c- No ground water encountered
. ~ No caving
1Q l- Trench backfilled 12-13-88
t-
t-
.
..
.
t"- .-
f-
.
SCALE: ,'=5' (H=V) SKETCH ~ : S860W
~' . .... . '. : o' . .'.W
. .... '0:' p... QaJ...' .," "0 ,',
0.0:.: .()~. .'~.: : 0-
"(,\." . ... 0 . .... .' ~,:--
.-=-.~.~:
.,...,....Q. >"':-:':
"-,-:",:: ..p",.' '='"
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Pro lect Nc..
88-81-155-01
Drawing No.
A-50
I @ Converse Consultants Inland Empire
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TEST PIT LOG
SAMPLE z Test Pit No. 38 1238 ft,
NUMBER !2 Elevation
I- - - 0
... I-
W I- 0 '" 0
w Z II. - oJ < 12-13-88 DCP
... ;) - w 0 Date Excaveted Logged By
~ 0 >- a: 0 !!;
0 I- ;) i: ..
::: w ~ iii l- ll. CD
I- > ~ .. Backhoe
II. oJ 0 >- z 0 < < Equipment
w a: ;) oJ a: w a: ....
0 0 III III 00 ~ 0 0 DESCRIPTION
- SM_ _ COLLlNlUM (Qcol) - SILTY SAND, medium grained,
- medium dense, dry, porous, and gray color
- Op. _ BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
silty, fine grained; massive; moderately weathered,
..2- J moderately hard, dry, and reddish brown color
~ .
~ Total depth at 4'
No ground water encountered
... - No caving
101- . Trench backfilled 12-'13-88
-'-"-... - -
-
- -
I-
- . I-
SCALE: ,'=5' (H=V) SKETCH .. : S90E
.
~" ):~j: ~~::~'e~'o.'i rXQ'~~I :t/~' Ij
", '. .0 , ~oU. oj I,
. ~. . '!:- ,,!. ,,: ~ ,1::' :. ' I 0 '.1 ~
~'...J--' .:.-.";)
- .;.-- - '.- .
0-,-': ' , "'Q'~,:9
r"(:"""-'" , .. p ..
. '... . '::-:"",~ . ".; ....;..... . ..... .
. .' .
. . . . .
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
far: Rancho California Development Companv
@ Converse Consultants Inland Empire
Prolect No.
88-81-155-01
Drawing No.
A-51 \~
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TEST PIT LOG
SAMPLE z Test Pit No. 39 1230 ft.
NUMBER 0 Elevation
I- - - 0 i=
w I- ...
W Z 0 ~ 0 < 12-13-88 DCP
... II. - oJ
;) - w !:2 Date Excavated Logged By
~ 0 >- a: !:2 !!:
0 I- ;) ::: ..
::: w ~ iii l- ll. ..
I- > ~ .. Backhoe
II. oJ 0 >- z 0 < < Equipment
w a: ;) oJ a: w a: oJ
0 0 III III 0 0 ~ 0 0 DESCRIPTION
I- SP. ALLUI/IUM (Qaf) - SAND, medium to coarse grained, loose,
dry, and light brown color
I- Qp BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
I- - silty, medium grained; massive; moderately weathered,
2..1- moderately hard, slightly moist, and reddish brown color
Total depth at 3'
- No g round water encountered
... No caving
Hi I- Trench backfilled 12-13-88
-'-"'- l-
i-
i-
-
-
- -
+ .
.1- .
l- .
SCALE: ,'=5' (H=V) SKETCH .. : SlOE
~t' '.':"Qaf:'~: -.' "o~1
. o. 0'" .',. j)"' b ," ~~:i:::~:'
......:.::.;.~.;.::..~.~:
~;:"'.Qp" ' :,.:.:--::';Y
.", #~.~:.....".,:
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Prolect No,
88-81-155-01
Drawing No.
A-52
\cf,.
SAMPLE z Test Pit No. 40 1208 ft.
NUMBER Elevation
I- - 0
... - 0 ~
W I- 0 .,. 0
w Z II. - oJ < 12-13-88 DCP
... ;) - w !:2 Date Excavated Logged By
~ 0 >- a: !:2 !!:
0
::: I- ;) ::: ..
w ~ iii l- ll. ..
I- ~ .. Backhoe
II. > oJ 0 >- z 0 < < Equipment
w a: ;) oJ a: w a: ..J
0 0 III III 0 0 ~ 0 0 DESCRIPTION
- SP. ALLlNlUM (Qal) - SAND, medium to coarse grained, loose,
- dry, and light brown ,color, ' ".,
. .1-
.
Qp BEDROCK - PAUBA FORMATION (Op) - SANDSTONE,
i silty, medium grained; massive; moderately weathered,
- micaceous, soft, moist, and reddish brown color
~ -
-l- . Total depth at 4.5'
No ground water encountered
110 I- No caving
f- Trench backfilled 12-13-88
. "l-
. .
. .
.1- .
1--1- .-
.-
~
SCALE: ,'-5' (H-V) SKETCH ..- : N840W
,
- ..' o' '::~>Y/-):"' I
.... . . .... '0 . 0 . .. .
~,:~.o"'o ':' :', QaI "
. . ~ ..~. ?'.: ,0." . () ~ 0 '0: 0."..0 .0 ':
" . c):.. ...... . ..
, - -jj
~ - ..,..., Q , . "'-'- ". ,'~
.. ---".' p""" .:'~.:.,~,:,:
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TEST PIT LOG
EASTERN PORTION OF "THE MEADOWSII
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
Project No.
88-81-155-01
Drawing No.
A-53 \0'
SAMPLE z Test Pit No. 41 1225 ft.
NUMBER Elevation
I- - - 0 2
w I- ... I-
W Z 0 ~ 0 <
II. - oJ 12-13-88 DCP
... ;) - !:2 Date Excavated Logged By
0 w
~ 0 >- a: !:2 !!:
::: I- ;) ::: ..
w ~ iii l- ll. ..
I- > ~ .. Backhoe
II. oJ 0 >- z 0 < < Equipment
w a: ;) .... a: w a: oJ
0 0 III III 0 0 ~ 0 0 DESCRIPTION
SP ALLLJvlUM (Qal) - SAND, medium grained, loose, dry, and
I- light brown color
Qp
BEDROCK - PAUBA FORMATION (Op) - SANDSTONE,
. silty, medium grained; massive; strongly weathered, soft,
.i.. moist, and dark brown color .
- - . Total depth at 3'
. - No ground water encountered
I- No caving
... . Trench backfilled 12-13-88
JQ... -
-
-I-
l-
- -
-
-
.1- -
SCALE: ,'=5' (H=V) SKETCH .... : S340E
"<:,, - .. ,",~:;.~Q.!1:9 "OWl
o. ., ~
. O. -0:. ,,': :.:. :.".:
',' ',= ~:'~'" :~
~ --:: ;.:.: Qp:-" ~<~~:,:
..
'<.:' , ,..:;, ~:'.:'
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TEST PIT LOG
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
Project No.
88-81-155-01
Drawing No.
A-54
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TEST PIT LOG
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SAMPLE z Test Pit No. 42 Elevation 1194 ft,
NUMBER - 0
I- ... - 0 ~
W I- 0 ~ 0
w Z II. - oJ < 12-13-88 DCP
... ;) - w !:2 Date Excavated Logged By
~ 0 >- a: (.) !!:
0 ... ;) i ..
::: w ~ ;; l- ll. CD
I- ~ ~ >- .. < < Backhoe
II. oJ 0 Z 0 Equipment
w a: ;) oJ a: w a: oJ
0 0 III III 0 0 ~ 0 0 DESCRIPTION
. SP .~ ALLlNl W (001) - SAND, medium grained; trace gravel;
loose, s.lightly moist, and light brown color
. Qp I- BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
. silty, fine grained; massive; moderately weathered, soft,
5 . I- maist, and reddish brown color .
- . H
. T ota' depth at 4,5'
. No ground water encountered
I- , Na caving
JQ >- Trench backfill ed 1-2 - 13 -88
l- .
. I-
...
. .
. l- .
I-- l- . -
, - ,
>-
I-
SCALE: "=5' (H=V) SKETCH .. : S450S
~ :,.:o'''QaI-' '~::.:o~ :'::6:':.~: y
". ,".0. '0 ' .'. , ~:.~~...:..::..
;. :....; .:..,........---:- 2'.'.fj}
......~.Q'
.'~ ',:'" p . o. ...:.....!!, .
, . . ':~..': .:
. ,~ '.' 7J
K. . :-a+- .': ..:-:. ._0'
o. .'_.'
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Project No,
88-81-155-01
@ Converse Consultants Inland Empire
Drawing No.
A-55 \01:\
TEST PIT LOG
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SAMPLE z Test Pit No. 43 1243 ft.
NUMBER Elevation
- 0
I I- ... - 0 ;:
w I- (J # 0
w Z II. - oJ < 12-14-88 DCP -
... ;) - w 0 Date Excavated Logged By
~ 0 >- a: 0 !!;
0 i
:I: t: j: CD
I- W ~ ~ .. .. II. .. Backhoe
I II. i!: oJ 0 >- z 0 < < Equipment
w a: ;) oJ a:w a: oJ -
0 0 III III 00 ~ 0 (J DESCRIPTION
SM TOPSOIL - SILTY SAND, fine grained, loose to medium
-
Qp- I dense, dry, porous, and dark brown color
- - BEDROCK - PAUB.d, FORMATION (Qp) - interbedded
5- - SANDSTONE & CLAYSTONE, .
-"- - -- 2,5'-4' - SANDSTONE, fine grained, massive, highly
- - - weathered, and yellowish brown color
4'-5,5' - CLAYSTONE, massive, fractured (surfaces
- - coated with Caco ), very hard, dry, and dark brown
color
~ .1- 5,5'-7,5' - SILTY SANDSTONE, fine grained, massive,
.1- soft, dry, and brown color
...
- . Total depth at 7,5'
. No ground water encountered
. No caving
Trench backfilled 12-14-88
-
-
-
- -
SCALE: "-5' (H=V) SKETCH .. : S130W
. i - TOPSOIL
.
-j . J!!-Jif!!!f~'.' f.L: :+:r.'P : V
rrl'~!~.I~, .97
--,',~, ,[ ,/'j . J "'.0: f '0)/'" ','
,'~::,:.... ".. . , : '0 . ~ ' I '.' ..', " '/
Y': !11\....- ..;~ '0'..'.' ' . 0 " : 0.':' '1,0:: . . '. '
. "-~'.,.' .. Q '. . o. : 0 ..', 'l~' : J'. ' '"I:, ,["..:.
.;, ..' 0 . .
. .. 'r. . o' , o. '\', .. ';': ".J.:.:.-~- ~.~
'~.o,:): . ..... -=--:--:., '-:-:.- .- .- .-, '. ''-''- . ".:", .'
\:' ,';.;....:......:. ;...'-"'" ".. ..'
'. . . '. .
" , . ......... . . . .... . . ....
. '. . . ::..... .>' :::.....:. ~~~~ :/
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'\2,,- ~,;"""""'.,~
. ;':'.: '. . ':"'T"__.. '.
.... . .
'". ," ".--:-"
.
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Campany
@ Converse Consultants Inland Empire
Project No.
,
88-81-155-01
Drawing No.
A-56
\\0
SAMPLE z Test Pit No. 44 Elevetlon 1257 ft.
NUMBER - 0
I- ... - 0 i=
w I- 0 '" 0
w Z II. - oJ < 12-14-88 DCP
... ;) - w 0 Date Excavated Logged By
~ 0 >- a: !:2 !!;
0
::: I- ;) ::: ..
w ~ iii l- ll. CD
I- ~ .. Backhoe
II. > oJ 0 >- z 0 < < Equipment
w a: ;) oJ a: w a: oJ
0 0 III III 0 0 ~ 0 0 DESCRIPTION
.1- SM. COLLlNlUM (QcoJ) - SILTY SAND, fine ta medium grained;
- medium dense to dense, dry, porous, and dark brown color
.- .
. .1-
.5- Qp I- BEDROCK - PAUM FORMATION (Gp) - SANDSTONE, fine
graineq; massive; moderately hard, dry, porou~, and dark
] brown color
-
.i- Total depth at 6'
10'"
. I- No caving
I-'-=- ~~o ground wafer encountered
. I- Trench backfilled 12-14-88
. ....
. .1-
. -I-
- .-
.1- .
...
I-
SCALE: ,'=5' (H=V) SKETCH ... : S160E
. 0 .1' . [' ., :r..~!
~' . 0'1': '0 ' :I.~';' 'I: '. ,.' " ,,: . o.
'. '! I
"'. '6, ':"o":',:o'j .: ,1: QC01':1 0., '. ;f
.' \"
~ . 0" '. -: i: I, ,; '1' : ~ :
',' "
~ ~~~:,;": ':~
~,'-Qp''::
. - ,":,...:.. o' J
I
II
I
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I
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I
I
TEST PIT LOG
EASTERN PORTION OF "THE MEADOWS"
Rancha CalIfornia, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
.
Project N<.,
88-81- 155-01
Drawing No.
A-57 \ \\
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I
I
I
I
I
I
I
TEST PIT LOG
SAMPLE z Test Pit No. 45 1243 ft.
NUMBER 0 Elevation
I- - - 0 i=
...
w I- () ~ 0
w Z II. - oJ < 12-14-88 DCP
... ;) - w !:2 Date Excavated Logged By
~ 0 >- a: !:2 !!:
0 I- ;) ::: ..
:I: W ~ iii l- ll. CD
I- 2: ~ .. Backhoe
II. oJ 0 >- z (5 < < Equipment
w a: ;) oJ a: w a: oJ
0 0 III III 0 Q ~ 0 0 DESCRIPTION
,
~ SM. _ COLLlNl UM (Qco!) - SILTY SAND, fine to medium grained,
~ . upper 3' porous; dense, dry, 'and dark brown color
~
5' Qp _ BEDROCK - PAUBA FORMATION (Op) - SANDSTONE,
"""-
silty, fine to medium grained; massive; moderately
- _I weathered, moderately hard, dry, and reddish brawn color
--
- _ Total depth at 6'
2Q.. - _ No ground water encountered
- No caving
- Trench backfilled 12-14-88
- -
-
- -
- -
-
+
+
SCALE: "=5' (H-V) SKETCH .. : S240E
=
-
~".." " ' , ,', ,,j l :I,:'>'e:~:i'~..f y
,:,;1-;: '1~. i.[": ,,".~ ,:'
I ,;,." '0 ,.1." ~-;Y
" , . "
~ o ,~COr" }Y
,0 "1.-,' ,\ "'!'-I:()'
0, ' ,;
, ,,' t: " ~, .. '" ..', .0
. . ..~---:O -
'--:- 't',Q~':J7
.~.'
........ .-:,",
.
EASTERN PORTION OF "THE,MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Prolect No,
88-81-155-01
Drawing No.
A-58
\\1,
TEST PIT LOG
I
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I
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I
I
I
I
I
I
I
I
I
SAMPLE z Test Pit No. 46 1190 ft.
NUMBER 0 Elevation
I- - - 0 ~
...
W I- 0 '" 0
w Z II. - oJ < 12-14-88 DCP
... ;) - w !:2 Date Excavated Logged By
~ 0 >- a: !:2 !!:
0 C ;) ::: ..
::: w ~ .. l- ll. CD
I- ~ .. Backhoe
II. > oJ 0 >- z 0 < < Equipment
w a: ;) oJ a: w a: oJ
0 0 III III 0 0 ~ 0 0 DESCRIPTION
,
SP _ ALLlNlUM (Qal) - SAND, coarse grained, loose to medium
. dense, dry, and light brown color
Qp' BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
- silty, fine grained, upper l' highly weathered and porous,
micaceous, soft, moist, and reddish brown color
- _ Total depth at 5'
- No ground water encountered
- No caving
- - - Trench backfilled 12-11,-88
- - --
- - --
- -
--
-- -
- -
-
r-
. t-
SCALE: "=5' (H=V) SKETCH .. : S600W
.
'0. .:.. . I)' ." .:: V y
, .', . ,~ Qal ~, ~t?,o:; ;,
'.: o. 1/1' .00Q, "
-,:,'i1.o'o~~;.o'
0 .' .' --
:7'~: :.~~ :~
.'
\ ' Qp, . /
.-.... ~.
"--:~..:.:'
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, Ca Iifornia
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project No,.
88-81-155-01
Drawing No.
A-59
\\~
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I
I
I
TEST PIT LOG
SAMPLE z Test Pit No. 47 1168 ft.
NUMBER 0 Elevation
I- - - 0 j:
W I- ...
W Z 0 ~ 0 <
11., - oJ 12-14-88 DCP
... ;) !:2 Date Excavated Logged By
- w
~ 0 >- a: !:2 !!:
0 t: ;) J: ..
::: w ~ l- ll.
I- ~ .. II) CD Backhoe
II. > oJ 0 >- z 0 < < Equipment
w a: ;) oJ a: w a: oJ
0 0 III III 0 0 ~ 0 0 DESCRIPTION
SM_~ COLLlNl UM (Ocol) - SILTY SAND, fine to medium grained;
loose to medium dense, dry, and dark gray color
-~
-
- op'. ~ BEDROCK - PAUBA FORMATION (op) - SA;o.JDSTOi'lE,
..L I- - silty, Fine grained~ massive; upper 2' highly weathered~
moderately hard, dry to slightly moist, and reddish brown
- l- .
. Total depth at 6'
No ground water encountered
~ No caving
- Trench backfilled 12-14-88
. -
-
- -
- -
. I- -
. l-
I- .
SCALE: ,'-5' (H-V) SKETCH .. : SJ50W
. .'." '.' . r 0 ~ '. TI":' ,j-~:t y
"\0'1-'. :",~::,Qcoi.-: 1"))/
.. 0,"' '"
',"1-">'
....: 0- r, , .', , ' .0,_ .
~ ',0 . I' . I ,I '7'
1 '4 O' '.' "
.....~.~.:. :-;~,' ,",'~
,,', 'QP~i/
';-.> -:-:- : :..~.
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Proiect Nc.
88-81-155-01
Drawing No..
A-60
,\~
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I
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I
I
I
I
TEST PIT LOG
SAMPLE z Test Pit No. 48 Elevation 1157 ft.
NUMBER 2
I- - - 0
... I-
W I- 0 ~ 0
w Z II. - .... < 12-14-88 DCP
... ;) - w 0 Date Excavated Logged By
~ 0 >- a: 0 !!;
0 t: ;) :i: CD
::: w ~ .. l- ll. CD
I- ~ ~ >- z .. < < Backhoe
II. ... 0 0 Equipment
w a: ;) ... a: w a: ...
0 0 III III 00 ~ 0 0 DESCRIPTION
. SM. COLLU'II UM (Qco!) - SILTY SAND, fine grained; trace
. grovel; loose to medium dense, dry, and dark gray color
~ - Qp BEDROCK - PAUBA FORJ.MTION(Qr,) - SANDSTONE,
- - - silty, fine grained; massive; upper 1 ' highly weathered
- '1 and porous; hard, dry , and reddish brown color
- ~ Total depth at 5,5'
r- -
10- ~ . No ground water encountered
No caving
-'-"- ~ . - Trench backfilled 12-14-88
-
-
. -
-~
f-- -I-
- -I-
. l-
.- r-
SCALE: "=5' (H=V) SKETCH .. : S9~W
"
, '. -.1',' ".1 ',,-, ~ /'
~ ' r, : ' or 0
'r1' Qco( l _,,' '0,"
,('I, . .0 "0'
'. 0.. , , 0 t"
'0'0 ~ I. :'1'0 ':!"
',:\ :...~-..,
~''''-:'', -,-I
\ ~: ~p ij
.
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
Project Nc.
88-81-155-01
@ Converse Consultants Inland Empire
Drawing No.
/
\\~
A-61
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I
TEST PIT LOG
SAMPLE z Test Pit No. 49 Elevation 1107 ft.
NUMBER 2
I- - - 0
... I-
W I- 0 '" 0 <
w Z II. - oJ 12-14-88 DCP
... ;) - w 0 Date Excavated Logged By
~ 0 >- a: 0 !!;
0 I- ;) i ..
~ w ~ iii l- ll. ..
I- ~ .. Backhoe
II. ~ oJ 0 >- z 0 < < Equipment
w a: ;) oJ a: w a: oJ
0 0 III III 0 0 ~ 0 0 DESCRIPTION
+ SP _'_ ALLlNI UM (Qal) - SAND, medium to coarse grained, with
silt, loose, moist and brown
. -I-
- Q:l BEDROCK - PAUBA FORMATION (Qp) - SANDSTONE,
.i.. - silty, medium to coarse grained; massive; upper 1!'
- highly weathered, and dark brown to reddish brov.n color
-
- .
J.Q - . Total depth at 7,5'
~ . _ No ground water encountered
No caving
.. I- - Trench backfilled 12-14-88
- ~ -
~ --
. -~
I-- -l-
.
SCALE: ,'=5' (H=V) SKETCH .- : SE50W
.
. . .'.> . '.. D ' . 'J
C' 0' . . '. o' .' ; fJ . 0:'
o' o. . ,'~ '~: Qal' . " 0,. . . O. .
.. ' . .
, ' ' o. " .' co ' . 0 .
o. . o. . .: o' .' ~.
'.. o 0 . . .
. ',' ....:..:,: .....-:,..--
~ ::- '.: ;,:.:;:(: '; :. "::
'. .
. ..~
-, . 'Q " "
',- ':' p...:.",'
':- :.:..-, '. - "'-1/
.::..-' . :.....:.. .
--: : -:..:... -:-::'1
.
EASTERN PORTION OF "THE MEADOWS
Rancho California, California
for: Rancho California Development Company
Project N<r.
88-81-155-01
@ Converse Consultants Inland Empire
Drawing No.
A-62
\\Iv>
I ;
-----------------------------------------------------------------------------,
CONE PENETROMETER TEST DATA ,
I i
,
SOUNOING : CPT! LOCATION : RANCHO CALIFONIA:
PROJECT : CCIE/RCDC-VAIL INSTRUMENT : FloCK.08a I
PROJECT No: 88-81-148-02 ELECTRONICS: T! .
TEST DATE : Il-10-1988 OPERATOR : ECIGB .
.
I .
Assumed Depth to Water .
(Feet)- 0 Soil Total Unit Weight (pcfl - IlS .
.
.
------------------------------------------------------------------.---------- .
I IIRlUIED rnrnlll ElllIV EM'! EM'! EM'! 1l1I= ll:2z
DEPIH CllE RATIO !lIIL IIElWIIIIl T1PE IlRATIIl fRlrnlll N1 - Nl' It'TI/It F,tA
lit) lull III IDSITY fIIU Ibi! lbll
- -
I 1.0 217.0 3.44 IQJlYEY 5IIfKIHlY ilAY >100 )100
2.0 101.4 3.12 IQJlYEY ~rIlIIY ilAY ~loo 31-]:; ~8') 'Hoo
3.0 lb.3 3.53 Si!IlY SILHIA'!!'I SILT 9O-1CO Z7~!1 4<>-'" \O-i')
4.0 Ill. 4 2.08 SILTY SI.NHII<IlY SILT ~iO 3iHO 4HO 4I}-;I)
5.0 55.8 1.7'1 SILTY 51111r".MYSILT 5O-iIJ 31-35 21rZi 2:HQ
I 6.0 65.4 1.57 SILTY SIIIHIIIlY SILT 50-!0 3iHO ~15 3iHO
7.0 18.0 5.85 SILTY ilAY ro ilAY I~20 2:HQ I.~ 1.44
B.O 14.3 6.20 SILTY ilAY ro IlAY 11>-15 ~Zi 1.1b 1.23
9.0 47.5 1.73 SILlY StW-~ SILT 5O-iIJ 31-'5:1 1~20 21r15
10.0 29.5 2.41 SIIIlY SILHLAYFf SILT SHl 27-31 11>-15 ~25
11.0 63.0 I.Zi SILlY 5IW-5M1iY SILT 4O-"A 35-40 ~2S 21r25
I 12.0 14.3 5.74 SILTY ilAY ro IlAY 11>-15 21r25 1.35 1.24
13.0 24.2 3.16 SRfIY SILHIAYEY SILT ~70 27-31 11>-15 21rZi
14.0 9.1 4.94 SILlY ilAY ro IlAY ~IO 1S-20 0.84 0.70
15.0 ~.a 0.95 SIIIl ro SILlY SIIIl 40-50 3iHO 1~20 1~20
16.0 . 91.B 0.84 SIIIl ro SILTY SIIIl 40-50 4H2 3iHO 3iHO
I 17.0 112.7 0.78 SI1Ill ro SILlY SIIIl 50-!0 4H2 2:HQ 2:HQ
18.0 106.6 1.0'/ SIIIl11l SILTYSr/G 5O-iIJ 4HZ 3iHO 41}-61)
19.0 87.6 0.1ll SIIIl11l SILlY SIIIl 40-50 3iHO 21r15 21r25
20.0 137.2 0.68 SIIIl11l SILTY SIIIl 50-!0 4H2 4HO 3iHO
21.0 127.3 1.03 SI1Ill11lSILlYSIIIl 50-!0 4H2 41}-61) 41}-61)
22.0 140.1 0.51 SIIIl11l SILlY SIIIl 50-!0 4H2 3iHO 2:HQ
I 23.0 IZ!.i 0.60 SIIIl11l SILTY SI1Ill 40-50 4H2 2:HQ 2:HQ
24.0 148.5 0.69 SIIIl11l SILTY SIIIl 50-!0 4H2 41}-61) 41}-61)
25.0 142.~ 0.77 SIIIl11l SILlY SIIIl 50-!0 4H2 41}-61) 4IJ-6O
26.0 44.4 6.46 I5IIllY IlAY-SILTY ilAY 6IHl) 6IHl) 2.65 2.65
27.0 16.0 12.1lI ilAY 11I1FS1NIC ilAY ~15 2:HQ 1.1ll I.1ll
I 28.0 ~7 2.23 SlLlY~YSILT 50-!0 3HI 2I>-Zi ZHO
2'1.0 27.0 5.55 _ ilAY-5ILlY ilAY 2:HQ ZHO ; 1.63 1.63
lO.O :l2.B 7.91 ISIlIlY ilAY-SILTY ilAY 4IJ-6O 4IJ-6O 2.02 2.02
31.0 67.3 6.01> _ ilAY-SILlY ilAY Ill-IOO Ill-IOO 4.11 4.31
:12.0 77.5 5.811 _ ilAY-SILlY ilAT )100 )100 5.04 5.04
3l.0 73.4 6.53 ISIIIlY ilAY-SlLlY ilAY )111) )100 4.112 4.82
I 34.1, 43.8 7.40 I5IiIIY ilAHILlY ilAY 6IHl) 6IHl) 2.& 2.&
35.0 34.0 6.'13 _ ilAHILlY ilAY 4IJ-6O 4IJ-6O 2.21 2.21
36.0 113.3 5.02 _ ilAHILTY ilAT Ill-IOO Ill-IOO 5.lb 5.601
37.0 71.5 6.411 t5IfllY ilAHILlY ilAY )100 1ll-100 4.1lI 4.1lI
38.0 270.9 1.1lI SI1Ill ro SILlY SIIIl ~IOO 4H2 )100 )[00
39.0 267.6 1.J:! SIIIl11l SILTY SIIIl IlHO 42-45 >100 )100
40.0 'fI.9 5.IB _Y ilAHILlY ilAY )[00 )100 6.96 6.96
41.0 54.8 5.51 ISIlIlY ilAHILTY ilAY 6IHl) 6IHiIl 3.86 3.86
42.0 62.9 5.73 'SIIIlY ilAY-SILTY ilAY Ill-Ioo Ill-IOO 4.50 4.50
43.0 59.0 6.411 IS/IIlY ilAY-SIL1Y ilAY Ill-IOO Ill-Ioo 4.25 4.Zi
44.0 87.5 7.08 IS1IilY ilAY-SILlY ilAY >100 )100 6.45 6.45
~O 149.2 3.85 IQJlYEY ~ ilAY )[00 )100
46.0 Zi2.5 1.50 SIIIl11l SILlY SIIIl IlHO 4H2 >100 )100
'"
<
2
.
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,
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I
. . Ill1lCAlB iMIIllHiUll\TED IIlIEflfTED Il1TEllI~
= The Earth TechRology CQrpDration
VAIL MEADOWS LIQUEFACTION STUDY
Rancho California, California
for: Rancho California Development Campany
@ Converse Consultants Inland Empire
PrQlect No.
88-81-148-02
Drawing N~:
A-l
\\\
I :-----------------------------------------------------------------------------
. CONE PENETROMETER TEST DATA
I SOUNDING I CPT-2 LOCATION : RANCHQ CALIFONIA
PROJECT CCIE/RCOC-VAIL INSTRUMENT : FI5CKE088
PROJECT No; 88-81-148-02 ELECTRONICS: T1
TEST DATE : 11-10-1988 OPERATOR : EC/S.
I Assu.ed Depth to Water (Feetl::il 5 Soil Total Unit. Weight (pc'l . 115
-----------------------------------------------------------------------------
I IIRIlIlBl IRICl1I11 EIlIIV EilIV EilI'1 EilI'1 !ld' &z2o
IIII'1Il ID€ RATIO !lIIL IlEllWIII 1lI'E II!IATIIE FRIClIIII HI HI' (t-n/lt filii
lit! Ilsfl III II!6ITY Iill..E 1"'11 Its,)
- -
1.0 766.3 2.n tSILlY SF/i)-Q.qlEY rMl >100 >100
I 2.0 11'1.7 3.04 I$lllY SIIlO-C.AlEY 5iiNIl }tOO >100
3.0 10'1.9 4.41 to.A'ltf 5iiNIl-S'IIiYfUY >I~) >I~j
1.0 61.4 2.20 SILlY 5iiNIl-5NIlY SILT ~70 3Hi 25-<0 25-<0
5.0 47.8 I.~ SILlY 5im-5AAlll SILT 50-!0 31-35 1~20 2:1-40
6.0 31.1 3.55 MY SILH1Am SILT 7Hl 2I>-<S 25-<0
I 7.0 3M 1.09 SILTY 5Im-'.AIGIl SILT liHO 31-35 ~IO 1S.20
8.0 35.1 2.06 SILlY ~Y SILT 50-!0 31-35 llr15 2I>-Zl
9.0 22.1 2.J3 _ SILHlAm SILT 4O-5Il 27,31 ~IO 1~20
10.0 8.1 5.49 SILlY fUY10 fUY :r10 1:720 0.7l 0,67
11.0 13.1 1.12 fUm SILT-5ILlY fUY ~10 I~:ro 1.21 0.80
I 12.0 18.9 2.32 MY SllHLllEl SILT .~ 27-31 ~10 15-20
13.0 74.8 0.9'1 rMl10SILlYrMl 4O-5Il l5-IO 2I>-Zl 21>-25
14.0 62.3 1.17 rMl 10 SILlY 51/!) 4O-5Il l5-IO 1~20 21>-25
15.0 1!i.5 0.9'1 rMl 10 SILlY 5IIHD .~ ~40 25-<0 25-<0
16.0 . 98.8 0.88 5IIHD 10 SILlY rMl 40-50 4HZ 25-<0 25-<0
17.0 lB.6 Mil SIINlIOSlLlYrMl lIHO l5-IO 11-20 11-20
I I8.~ 110.6 0.98 rMl 10 SIllY rMl 50-60 40-42 25-<0 25-iO
19.0 12M 1.22 5II!l 111 SILlY 5IHI 50-!0 40-42 40-60 40-60
20.0 152.3 0.90 M 10 SILlY 5II!l 50-60 40-42 .60 40-60
21.0 123.2 1.13 5IIll1O SILlY rMl 50-60 40-42 40-60 40-60
22.0 1Zl.5 1.11 5IIll1O SILlY 5II!l 50-60 4H2 40-60 40-60
I 23.0 121.8 0.1ll rMl 10 SILlY rMl 50-60 40-42 25-<0 25-<0
24.0 63.1 1.:1 51/!) 10 SILTY M 10-"..0 l5-IO 2I>-Zl 2I>-2:l
25.0 111.6 1.15 rMl1OSILTY5II!l 50-60 l5-IO 25-<0 25-<0
26.0 104.7 0.99 5II!l1O SILlY rMl 50-60 4H2 25-<0 25-iO
27.0 1ll.8 1.01 5IIll1O SILTY SIINl 4O-5Il l5-IO lH) 25-<0
2Il.0 66.4 1.20 51/!) 10 SILlY 5II!l 4O-5Il l5-IO 21>-25 20-25
I 2'l.0 12.7 1.93 SILTY 5IHl-5!iIllSILT 50-60 31-35 11-20 20-25
30.0 '10.1 0.7'1 5II!llOSILlYrMl 40-50 40-42 25-<0 20-25
31.0 126.7 0.93 SANl10 SILlY _ 50-60 4H2 ,40-60 40-60
32.0 1l6.7 1.1l5 511II) 10 51LlY 511II) 50-60 40-42 40-60 40-60
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s: The Earth Technology Corpor.tion
VAIL MEADOWS LIQUEFACTION STUDY
Rancho California, California
for, Rancho California Development Company
@ Converse Consultants Inland Empire
Proiect No.
88-81-148-02
Drawing No.
A-2
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I
-----------------------------------------------------------------------------
I
CONE PENETPOMETER TEST DATA
SOIJ:'I~ i NG
PROJECT
PROJECT No:
TEST OATE :
SPT-3
CC IE/RCL'C-IJA rL.
80-81-148-02
11-10-1988
LlJC;'T!ON :
I NSTRUMEN:-
ELE:TRG:-1ICS:
OF;:.QATOR
RA~C~J CALiFON;~
F15C,<~::~g
Tl
EC/G9
I
Assumed Depth to W~ter (Feet)= 5 Soil Tat3l Unit Walgl';: (p~fi = 115
-----------------------------------------------------------------------------
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19.0
20.0
21.0
71.0
23.0
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28.0
2'1.0
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31.0
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VAIL MEADOWS LIQUEFACTION STUDY
Rancho California, California
for, Rancho California Development Company
@ Converse Consultants Inland Empire
I
I
PrOjeCI No.
88-81-148-02
Drawing No.
A-3 \ \~
I
I
CONE PENETROMETER TEST DATA
SOUNDING
PROJECT
PROJECT ~o:
TEST DATE:
I
C?T-4
CCIE'PC,'C-VAL
88-81-148-02
11-10-1988
laC~TION :
INSiRUME\li
ELECTRO~ICS:
DPERATOR
R?~CnQ CALIFONIA
F~5Cr.E')88
Tl
EC/GB
ASSUlud Depth to Water (Feet) = S Soil Total Unit Weight (pet) = 115
I
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VAIL MEADOWS LIQUEFACTION STUDY
Rancho California, California
for: Rancho California Development Campany
@ Converse Consultants Inland Empire
I
Projecl No.
88-81-148-02
Drawing No.
A-4 \1P
I -----------------------------------------------------------------------------,
PENETROMETER .
CONE TEST DATA .
.
I ,
,
SOUNDING , CPT-5 LOCATION RANCHO CALIFONIAl
PROJECT CCIE/RCOC-VA1L INSTRUMENT i FI5CKE088 .
.
PROJECT No: 88-81-148-02 ELECTRONICS: T1 ,
,
TEST DATE : 11-11-1988 OPERATOR : EC/6B I
I Assuoed Depth to Water (Feet).. 5 Soil Total Unit Weight (pefl . 115 !
.
,
----------------------------------------------------------------------------- .
I IIJlIIIlllED FRICmll !IIJlV !IIJlV !IIJlV !IIJlV !llJ. !iJ2>
IIEP1H IDE RAnD SIll _Ill TYPE IlElAnl'E FRICllIIl NI HI' IC-nlli: f""
1ft) 11511 III OllY IINiE ltoll ltoll
-
1.0 m.1 3.19 t51LlY SIIiD-ilAYEY SAND >1110 >1110
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M 108.5 3.11 fSILlYSIIiD-ilA\U&'Ill )100 )100
1.0 73.6 1.81 SILlY ~Y SILT 6il-70 3S-0 2HO 2HO
5.0 61.1 1.12 SILlY 5IIIrSIIWY SIL7 5O-t.O 3S-0 211-25 2HO
6.0 70.2 1.l8 SILlY ~Y SILT 5HO 3S-0 211-25 2HO
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8.0 18.3 6.11 SILlY !lAY 10 !lAY IHO 2HO 1.63 1.56
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I 1a.o 102.2 1.12 &'Ill 10 SILlY &'Ill 5HO ~2 2HO 2HO
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2M 103.5 1.30 StIll 10 SILlY StIll 5HO 3S-0 \Il-6O \Il-6O
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I 23.0 101>.1 2.36 SILlY 5IHrSIIIlY SILT 7HI 3S-0 6IHJ) 6IHJ)
21.0 81.7 7.04 IMY !lAY-SlLlY !lAY >100 )100 5.02 5.02
25.0 121.6 7.21 tS"#llY !lAY-5lLlY !lAY )1110 )1110 7.53 7.53
21>.0 151.1 6.71 tS"#llY !lAY-SlLlY !lAY >1110 )1110 9.~ ,.~
21.0 16M 4.32 _ !lAY-5ILlY !lAY )1110 >1110 10.110 10.110
2Il.0 118.8 6.85 _ !lAY-5ILlY !lAY )1110 )1110 UI 9.~
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30.0 25.3 7.:16 _Y !lAY-5ILlY !lAY 2HO \Il-6O 1.53 ,1.53
31.0 18.7 4.91 _ !lAY-5ILlY !lAY - \Il-6O 3,(11 3.17i
32.0 lB.3 7.fT _ !lAY-5lLlY !lAY 110-1110 110-1110 3.76 3.76
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I 31.0 326.1 1.89 _ 10 SILlY SIal >1110 )100
~O 7119.2 2.10 tS"#ll 111 SILlY &'Ill >100 )100
36.0 23'/.9 1.26 SIIlIIIO SILlY &'Ill 7HI ~ )100 )100
37.0 223.1 2.'17 t51LlY SIIlII-(lAYEY &'Ill )100 )100
Jll.0 19.3 7.62 _ !lAY-5ILlY !lAY 6IHJ) 6IHJ) 3.36 3.36
3'1.0 :lI1.9 1.86 SIIlIIIO SILlY SAN) '11>-100 1H2 >1110 )1110
la.O 326.1 1.17 SIIlIIIO SILlY SIIlII '11>-1110 42~5 >100 )100
41.0 31&9 1.25 &'Ill 111 SILlY SiH) 8Ir'IO 42-45 )100 >100
12.0 318.7 1.:lI SAND 10 SILlY &'Ill 8Ir'IO 12~5 )100 )100
43.0 349.3 1.36 SAHD 111 SILlY &'Ill 8Ir'IO 42-45 )100 )100
44.0 :134.5 2.22 1SIIlII11I SILlY SAHD )100 )100
~.O 96.7 5.7'1 _ !lAY-5ILlY !lAY )1110 )1110 1.21 7.21
16.0 1~7 5.71 ISIIlIIY !lAY-5ILlY !lAY )1110 )100 H.1ll 1I.1ll
47.0 7'1.5 5.11II tS"#llY !lAY-5lLlY !lAY 110-100 110-1110 6.01 6.01
.Q 18.0 93.5 5.21 !MY IUY-5ILlY IUY )1110 )1110 7.17 7.11
49.0 83.1 5.BS t5iI<IIY !lA'-5ILlY!lA' >100 )100 6.43 6.43
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VAIL MEADOWS LIQUEFACTION STUDY
Rancho California, California
for: Rancho California Development Campany
@ Converse Consultants Inland Empire
PrOleCl No.
88-81-148-02
Drawing No.
A-5 \"2<\
I -----------------------------------------------------------------------------
CONE PENETROMETER TEST DATA
I SOUNOING : CPT-II LOCATION RANCHO CALlFONIA
PROJECT I CCIE/RCDC-VAIL INSTRUMENT ; F15CKE088
PROJECT No: 88-81-148-02 ELECTRONICS: TI
TEST DATE I 11-10-1988 OPERATOR EC/GB
I Assu.ed Depth to Water (Feet) = 10 Soil Total Unit Weight (pel) = 115
-----------------------------------------------------------------------------
I IlJll'iUlEII FRICTIIIt EmIlY EIIlIY EIIlIY EIIlIY !ld= ~
IIEI'11I aJ€ RAnD SIll l!llWIlIl ~ wnllO FRICTIIIt Nt Nl' It-Dill: FstA
lit! lull III IE1tlIlY IitiE Ihll (hll
- -
I 1.0 147.0 0.62 SIll) TO SILlY SIll) lO-6O 40-42 4O-lO 4O-lO
2.~ 48.S 1.47 SIW SlND-C.iIIlY SILT 4O-SV 31-3:; 15-:0 20-25
3.0 44.3 1.:0 SILlY !'HIO-SoIIIOY SILT 30-40 35-40 10-15 15-20
4.0 104.3 2.2'1 SILlY SIIm-sIIllY SILT 70-e0 ~ 60-50 60-50
5.0 61.9 7.'13 ISI/IlY OJ\Y-5ILIY OJ\Y 00-100 00-100 2.66 2.66
6.0 52.6 8.28 I5I/IlY OJ\Y-5ILIY OJ\Y 60-50 00-100 2.38 2.3i1
I 7.0 42.5 7.'ll ISI/IlY OJ\Y-SILIY OJ\Y 60-50 60-50 2.00 2,00
8.0 33.3 6.78 ISI/llY OJ\Y-51L1Y OJ\Y 4O-lO 4O-lO 1.03 1.03
9.0 40.2 3.44 !>lilY SILH1..4YE1 SILT 7O-lIO 27-31 25-40 25-40
10.0 27.3 4.57 OJ\i!Y SILHILIY OJ\Y 20-25 25-40 2.86 2.01
11.0 34.7 4.:8 ll.llYEI SIlT-SILIY OJ\Y 25-40 25-40 3,70 2.49
I 12.0 39.6 3.87 Sll!iY SILT-IDYEI SILT 11o-9O 25-40 25-40
13.0 66.2 1.~ SILlY SIIII-S!I<<IY SlLT lO-6O ~ 20-25 25-40
14.0 T6.4 2.05 SILlY SIIIl-MY SILT 60-70 l5-4O 25-40 4O-lO
IS.O ' 33.S 4.37 ll.llYEI SILT -SILlY OJ\Y 25-40 25-40 3.n 2.~
16.0 124.7 1.25 SIIll TO SILlY SIIll 60-70 40-42 4O-lO 4O-lO
17.0 13.0 7.15 SlLlY OJ\Y TO ll.llY 10-15 20-25 1.42 1.42
I 18.0 2'1.0 3.'13 ll.llYEI SlLT-SlLlY OJ\Y 20-25 25-40 3.3.\ 2.06
19.0 34.6 S.lB ISI/tlY OJ\Y-5ILIY ll.llY 25-40 4O-lO 2.04 2.04
20.0 30.6 3.:8 !>lilY SILT-IDYEI SILT 70-e0 77-31 15-:0 25-40
21.0 24.3 4.tll OJ\YEI SILT-SILIY OJ\Y 1:r:o 25-40 2.111 I.BS
22.0 33.2 1.1>4 SILlY SIIll-5IIIIOY SILT - 3Hl 10-tS 15-:0
I Zl,O 9.B 6.16 SILlY OJ\Y 111 OJ\Y :r10 10-15 1.09 1.09
24.0 ' 19.6 5.73 SILlY OJ\Y 11Ill.llY 20-25 25-40 2.36 2.19
25.0 10.5 7.2'1 SILlY ll.llY 111 OJ\Y 10-15 20-25 1.18 1.18
2b.O 103.2 0.76 SIIll TO SILTY SIll) - 40-42 25-40 25-40
27.0 127.9 0.87 S11t111I SILlY SIItI lO-6O 40-42 4O-lO 4O-lO
I lB.O 120.1 0.78 !>lIl TO SILlY SIItI liHO 40-42 25-40 25-40
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VAIL MEADOWS LIQUEFACTION STUDY
Rancho California, California
for, Rancha California Development Campany
~ Converse Consultants Inland Empire
PrOje<::t No.
88-81-148-02
Drawing No.
A-ll
\~
I -----------------------------------------------------------------------------
CONE PENETROMETER TEST DATA
I SOUNDING : CPT-12 LOCA T I Drl : RANCHO CALIFONIA
PROJECT CCIE/RCDC-YAIL INSTRUMENT . FISCKE088
PROJECT No; 88-81-148-02 ELECTRONICS: TI
TEST DATE : 11~10-1988 OPERATOR . EC/GB
I AssuDed Depth to Water (Feet)= 5 Soil Total Unit Weight (pell = 115
-----------------------------------------------------------------------------
I fOlIUlEI FRICTlIJI egny EIIIIY EIIIIY EIIIIY !It\. !lJ2=
IEPIlI tIlE RAnD SOllllEllWIIll1Yl'E II!lATM FRICIIIJI NI Ill' IC-TlIII: FlfA
lit! lull W Ill!iIlY INU Itsll 'bll
- - -
I 1.0 2lll.B 4.ll IQ.AlEY SIJID-5I'ltlY IlAY )100 >100
2.0 194.B 4.33 IQ.AlEY ~Y IlAY >100 )100
3.0 117.1 4.Q7 IQ.AlEY ~Y IlAY >100 >1~)
4.0 132.0 3.12 "ILlY SIIiIHlAyt{ SIIil >100 >100
~o lIB.a 2.72 SILlY !!iIID-Si;IDY SILT II}J/I) 3l-JS 4HO 60-00
&.0 &7.B 2.19 SILlY S!!<HIIIDY SILT ~ro 31-3:; ~ .61)
I 7.0 ll.a 3.ll !i'IlIIY SILH1AlEY SILT 70-B0 27-31 <lr25 ~
B.Q 74.5 2.10 Sllil SIIID-!i'IlIIY SILT ~70 3:HQ ~ 4HO
9.0 41).6 MB !i'IlIIY SILH1AlEY SILT 70-60 27-31 <lr25 ~
10.0 29.3 4.3:2 IlAYrf SIlT-SILlY IlAY <lr25 ~ 2.&7 1.18
11.0 17.B l.'1B SILlY IlAY TO IlAY lSo20 ~ 1.&7 1.1Il
I 12.0 12.1 2.04 SILlY~YSILT loHO 31-31 lSo20 ;>>-25
13.0 79.2 I.ll SILlY~YSIlT loHO 3:HQ ~ ~
11.0 '17.B 1.30 SIIil TO SillY SlIt) loHO 3:HQ ~ 4HO
15.0 IOU 1.&2 SlIt) TO SILlY !i'IlII ~70 3:HQ 4HO 4HO
1&.0 '17.9 0.74 !i'IlII TO SillY SIll) IO-lO 10-42 ~ ~
I 17.0 24.& 3.:i'I IlAYrf SIlT-SIllY IlAY Io-Il <lr25 2.56 I.!:i
IB.O 60.& 1.41 SILlY!i'IlII-!i'IlIIY SILT ID-::.J 3:HQ <lr25 ~ 1.43
19.0 14.0 4.99 IlAlEY SIlT-SIllY IlAY Io-ll 20-25 I.la
20.0 80.1 1.11 SIll) TO SILlY SIll) 10-"..<1 3:HQ ~ ~
21.0 90.5 1.22 SIIIll TO SIllY SlIt) loHO 3:HQ ~ ~
22.0 m.2 1.04 SIll) TO SILlY SIIf) loHO 10-42 ~ 4HO
I 23.0 82.3 0.1ll SIIIll TO SILlY SIll) IO-lO 3:HQ <lr25 <lr25
24.0 41.1 1.50 SIllY SI/I)-SI/I)'I SILT IO-lO 31-ll Io-Il lSo20
Zl.O 7'5.& D... SIIiI TO SlllY!i'IlII ID-::.J lHl lSo19 lSo20
lb.O ?l.& 2.18 SIIllY SILHlAYrf SilT loHO ' 27-31 100Il ,<lr:!5
27.0 79.9 1.0& SIll) TO SILlY SMl IO-lO 3:HQ ~ ~
I 29.0 33.1 3.&1 5IIlJY SILHlAlEY SILT 7Q-BO 27-31 <lr:!5 ,2l-lO
?l.0 n.4 1.1& SMl TO SIllY!iIIII IO-lO 3:HQ ~ ~
30.0 &7.l 1.1& !iIIII TO SILlY SlIt) IO-lO ,3:HQ <lrZl <lrZl
31.0 Bl.5 I.Zl SIill TO SILlY SIill :lHO lHO ~ ZHO
32.0 10.7 5.30 SILlY IlAY T1IIlAY SolO lHI 1.17 1.13
33.0 10.0 4.:57 IlAlEY SIlHIllY IlAY l-l0 ISo20 1.10 0.93
I 34.0 18.0 3.27 SFIGIY SIlHlAlEY SILT loHO 5010 150211
35.0 23.0 4.1ll IlAYEl SIlT-SlllY IlAY 1:1-20 2l-lO 2.9\ 2.2'1
310.0 12.2 4.9'1 SIllY IlAY TO IlAY 5010 150211 1.12 1.27
37.0 1&.4 3.&11 IlAYrf SIlT-SIllY IlAY l-l0 1l-20 2.172 1.27
1lI.0 10.1 6-1ll SIllY IlAY TO IlAY :1-10 2ll-Zl 1.ll 1.1'
I 39.0 5O.a 1.9\ SIllY __ SILT loHO :n-ll 2ll-Zl 2l-lO
10.0 43.1 1.79 SIllY SIIIll-SIItIY SILT IO-lO 31-ll 15020 2ll-Zl
41.0 33.1 2... 5IIlJY SILT -QAlEY SILT loHO 27-31 15020 <lrZl
12.0 &2.1 1.~ SIlTY ~Y SILT :iIHIJ 3:HQ 2o-lS 2l-lO
43.0 '1l.a 1.14 SI'HI TO SILlY SAAIl :iHll 3:HQ ~ 2l-lO
~I 41.0 131.5 0.81 SIll) TO SILlY SIIIll ::.J-6O 10-42 4HO 4HO
15.0 121.5 0.95 SIIll TO SIlTY ~ ::.J-6O 10-42 4HO 4HO
16.0 152.7 0.11& ~ TO SIlTY SIll) :iHll 10-42 4HO 4HO
47.0 1:57.4 0.113 SIIllTOSIlTYM loHO 1H2 4D-6O 4D-6O
.. 48.0 187.4 0.B4 M TO SIlTY SIll) ~70 10-42 60-00 60-00
19.0 O.B 1Il.9O PrATS l~ 5010 ~.36 -<).310
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VAIL MEADOWS LIQUEFACTION STUDY
I Rancho California, California 88-81-148-02
for: Rancho California Development Campany
@ Converse Consultants Drawing No.
I Inland Empire A-12 \-u;
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SUMMARY
BORING NO. BH-101
ATE DRillED: 11.-15-88
THIS SUMMARY APPliES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME
OF DRilLING. SUBSURFACE CONDITIONS MAV DIFFER AT OTHER LOCATIONS AND MAY
CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A
SIMPLIFICATION OF ACT\JAL CONQITtClNS ENCOUNTERED. .
ELEVATIQN, 1112 feet
'~:'/'('((' CLAY/CLAYEY SAND - fine grained sand, g
/. 'r
. -/(/:/,/
EPTH
IN
FEET
o
SANDj$ILTY SAND -: fine to medJul!1 grained"
gray
11
10
(15
14
86
.,
5 SI
10 SW
S SP
...sz....
SILTY SAND - fine grained, grayish brown
13
SILTY SAND/SAND - fine to medium grained,
trace cloy, gray
5
15 53
SP'I . .. .
. .. :;~..
SM " :>:....
. : .... . .
.. '..
tl:l'l.1.
18
20
13
25 55
. ..:.,'. ," ','
.' ....
" ",
'.' ..' ...:
'. ....
" ',' . .
.. .,.
.,:......... .
~ ',. .. ""
. :", . .
... ',:':' ':.1 __ ..
: .:,' .: : .
.'. ",'.'.
. : ':.. ....
'.. ..
44
27
30
35
56
SILTY CLAY - with fine sand, gray
9
54
SAND/CLAYEY SAND - fine to medium
grained, gray
40 58
31
8
45
59
DIS URBE
50
SAND SILTY SAND - medium to coarse
grained, trace clay, I ight brown
55
End of bori ng at 51 feet
Groundwater encountered at 13,5 feet
60
* Ring Sample using a 140-pound hammer
falling 30-inches
VAIL MEADOWS LIQUEFACTION STUDY
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project No.
88-81-148-02
Drawing No.
\7ft
A-16
I SUMMARY
"TE DRILLED: 11.-15-88 BORING NO. BH-l02
I THIS SUMMARY APPlIES ONLY AT THE lOCATION OF nilS BORINQ AND AT THE TIME
OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER lOCATIONS AND MAY
EPTH CHANGE AT THIS LOCATION W1TH THE PASSAGE OF TIME. THE DATA PRESENTED IS A
IN SIMPliFICATION Of ACT\JAL CONDITIONS ENCOUNTERED.
FEET 1071 feet
0 ELEVATION:
I SILTY SAND - fine to medium grained, slightly (33}t 8 97
porous, rootlets, grayish black (14}t 12 117
I 5 SAND/SILTY SAND'; fi,!e-fGl.n1"diolTl graIned,
gray:' 10
. . "
I .. .
10 .'
16
..
I . .','
15 . .
53 ". trace silt, occasional coarse grained sand 13 12
. .
I " ,
,". .
:. . '.
20 . . '., .
54 . . 32
I . . . . . .
. . .'
',,', :','
25 .. .
.. .
I 55 SM SILTY SAND - fine grained, trace cloy, 48
blackish groy
I 30 56 SP SAND - fine to medium grained, occasional
"... . >62
.: . coarse grained, trace silt, blackish gray
..' .
. .
.. ..
I 35 .' , . .
S7 . >50
, . ,
. . ...
. : ..
'j' . '
40 . , .' .
58 " .. 41
. .
.' .
. ."
. ......,.
. ...
45 . '. .. .
. . .' . " 84
. .
..
.. End of boring at 46 feet
50 Graundwater encountered at 9,5 feet
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60
· Ring Sample using a 140-pound hammer
falling 30-inches
VAIL MEADOWS LIQUEFACTION STUDY
Rancho Califarnia, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project No.
88-81-148-02
Drawing No.
;/
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A-17
I SUMMARY
ATE DRILLED 11.-15-88 BORING NO. BH-l04
I THIS SUMMARY APP'l..IES ONL.Y AT THe LOCATION OF THIS BORING "NOA1 THE TIME
OF DRILl.ING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCA TlONS AND MAY
EPTH /",,, -1''' CHANGE AT THIS LoeA TlON WlTH THE PASSAGE OF TIME. THE DATA PRESENTED lS A.
IN SIMPliFICATION OF ACTUAL CONDITIONS ENCOUNTERED.
FEET 1118 feet
0 ,,~ ELEVATION:
I SM SILTY SAND - fine to medium grained, trace
lltfl coarse grained, blackish gray (14)* 9 103
I 5 Sl 22
'l'.I11:.1
,
10 S2 :'.j'lY'l)
light brawn 24
I 15 .jJtU
28
I ~ U t-I)
20 54
~l[: 1-:/'.1 28
I ...5L
25 55 - .: :trll
I 17 20
" '.
I 30 56 SP , , SAND - fine to medium grained, 49
" tra ce coarse
grained, gray
. . . .
I 35 ' . .
57 66
40 '. .
58 63
. .
45 S9 ' ,
., . 88
End of bori ng at 46 feet
50 Groundwater encountered at 24,5 feet
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falling 30-inches
VAIL MEADOWS LIQUEFACTION STUDY
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project No.
88-81-148-02
o,awing No.
A-i9 ,'1JP
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M"JOI DIVISIOIS
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KEY TO SOIL SYMBOLS AND TERMS
T[IMS USED II THI$ 1['01' fOI oES'IIIII' SOILS ACCOIOI" TO THEil T(ITUI( 01 '11,11 SIZE
DISTRlaUTIONS All '[ltl'LL' II ACeOIO',C( ~ITH Tit U~lfl[D SOIL CLASSIFICATION SYSftM.
-
~
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, a
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n'lc,,!, JI,UU
!'EllIS DESCRIBIr.G CONDITION. ClXlSISIDtCY IIlD IIAR/lltESS
COA.Sf ~AI.[D SOILS (..Jor ,or'to~ rltlt".. Oft ,.. ZOO I"..):
lAC hili., (11 cle... g,.....ls. III IUt)' or chy., '.....h. ."ll l))
.tll,.. eh,.,. or 11",..11, UIUts. (,",hUlle, 11 ...totl Icc.,.llIt_,
to ,....th. .1",lt,. IS dour.11l.. by hbo..,tor, to,U.
0.'cr10tl.... T....
,.", loo.e
1.00"
"lIth.O...,ltl'
o to US
15 to cas
"
~.ll.'~ld.d '~I..I.. '~I..I-
Sind .tlty~... Ilttll O~ .0
fh..
....h. ct."U
40 to 701
70 to .51
.5 to 1001
"
'00r11.,r.d.d '1'...1..
,~...I.sI.d .latyrIS.
Itttl. or .0 f'...
0.....
'I'.~)' ..nl.
111( "&IIU SOILS (.IJO~ lIa~tto.. III1.h, No. 200.te..I: .Iach".,
(11 I.or,..te .nd or'lnte lilt. ...d ell)". (1) '1'1..11)'. ...., or
silt, el')'I. ... (31 ell,..)' lilts. C'.llst..e, II rlt.. .eeor.t.,
to sh..rh9 str.ngth, II I..'ctt.. II)' ,..Uro..t... ..udh.. 0" II,
dt...et s...~ tilts. -
ll.sc:~hth. T.r.
'1"1'1 soft
Sh..r St~I..t" 'k.f)
1Iu till.. 0.25
0.%5 to 0.50
0.50 tI 1.00
1.00 to 1.00
1.00 t. ..00
..00 ... Itt,It...
c.
Silt)' ,1'1..1.. '1'...1-.....
.11 t .htu~1I
Soft
"1'.
Stiff
....1'1 .Uff
H.r.
10Cl: I.elu".. '1'1.01.. co..l.., rock, e,ltc:lII, ,.. ".Foci
..t.rhls. H.r..,sl h r.ht.. to f'-ld Id.ntHte.U.. '...e.......
.uert"_ ..1_.
D..ertott.. Tor.
Soft
'told I'o.ttfteltl.. To,t
en llo 1I1f' .)' Ill.." ,." er.."'"
'1. tI.,.r.
'rholo. c.. II. ,..tH doo,l,
.ltlil htte ..." .nl e.....l.
ru.t I, ....1' 11,1It 1iI....~
bl...
l.tf. 'e~ltclt 1..... ...t
true. .tl1 .ItItU.... I f..
Ila..... blo.. ..f.... .ra.Ua.
Ser.te",. .ttlil kltf. .tt.
'Iffteult" .tffte.lt to
.r..t .UIiIIlt_rlll..,.
"
Ch)'o)' ,r...ls, ,ru.l-u...
ell)' Ihtlir..
I4odor.t.l,
,..~.
II. I'd
hI')' liI.rct
SOllllllSTURE
'1''' 10. to IiIt,lII th .0H ..hhr. Is '."ten'" .,-:
0"
Sl1,IiIt1)' IIOht
M.tlt
....,., ..1st
...
SIZE PIlO'ORTIlJlS
Onla..tloll..
Tr.e.
'.re..t b. ~.Ia.t
o to 10
10 to,a
'0 to J5
]5 to 50
..
~oll.,r'd.d .,nd.. '1'...11,
'I..d., ltttl, or no ft...
1.1ttl.
So..
",
GRAIN SIZE DISTRIBUTIIlC
-
-.
!:--f. I SMD -----t
IN_lIl1l. II. . II
. II is 1.1
~.1ItT1Cl..1E Qt."IETIUt IN llllLUIICT'atS
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'aarl,-,,....d Slncts.
,r...l1)' undl, lIttl.
or lIa flna.
'0
S"t, .....d., ....d-.llt
.h.tur.,
lC
CI.,o, und., s...-ell'
_t.t..r..
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IlIor,,1I1e .tlt. 1114 ..1"
f1.. s&nd., roc. flo..r.
.llt, ar el.,., f1.. .I..d..
Ir ell)'., stlt. .1t~ .11,he
,"st1elt,
CL
lnor"lIle ch,. 0' 1_ to
...1... ,lueteH,. ,rnall)'
cl&,., ulld, Clt,., silt,
ch,.. 1.1. ela,.
.,
Or"..te .tltl &..d or,..1e
.Ot, cll)'s of 10.
,...eteH,
..
IlIor,allte .tlt.. .1eac.....
ar 41.to..e.o... ".. sa..,
or .tlt, sOlh. Ilutte
.ilt.
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IlIor,..te eli'S of ht,h
1I1uUC1t,. ht cll,.
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Or,&.le ell,. of ..111",. to
hl,h 1I1&.t1ett" or,'lIle
Illtl
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or,...te soils
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APPENDIX 8
LABORATORY TEST PROGRAM
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APPENDIX B
LABORATORY TEST PROGRAM
Laboratory tests were conducted in the Converse Consultants Pasadena (CCP)
1 aboratory on representative samples for the purpose of eva 1 uati ng phys i ca 1
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. A laboratory maximum
density and optimum moisture curve is presented on Drawing B-1.
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 appl ied and the shear strength envelope was determined.
Results of the tests are presented on Drawings B-2 through B-6,
Collapse 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 measured 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 a relatively undisturbed soil
sample, was used to evaluate the settlement characteristics of on site soils
under load. This test involved loading a specimen into the test apparatus
which contained porous stones to accommodate vertical drainage during testing.
The specimen was submerged and normal vertical axial loads were applied to one
end of the sample through the porous stones. Resulting vertical deflections
were recorded at various time periods. The load was increased after the
sample reached a reasonable state of equilibrium.
Test results are shown on Drawings B-7 and B-8 entitled "Conso1 idation Test",
and "Time Rate of Consolidation", respectively.
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B-2
Resistance R-Va1ue 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 0 2844-69). Results of the "R" value test is presented below:
SAMPLE
BORING SAMPLE DEPTH
.....!:!2:.... .....!:!2:.... .J..llL
BH-4 B-' 5-6
SDIL DESCRIPTION
SAND (SP), f. to c.
RESISTANCE
uRn
V ALUE*
47
* 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 eva 1 uate the corrosi vity and chemi ca 1 attack potenti a 1 for the
site soils, The results are as follows:
SAMPLE
BORING DEPTH
.....!:!2:.... .J..llL
RESISTIVITY
E!:!... (ohm - cm)
DESCR I PTI ON
SOLUBLE (~
SULFATE CH
BH-4 25-30
SILTY SAND (SM)
7.8
",970
'65
"0
Sample Storage
Soil samples presently stored in our laboratory will be discarded 30 days
after the date of this report unless this office receives a specific request
to retain the samples for a longer period.
88-81-155-01
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10 20 30
MOISTURE CONTENT IN PERCENT
40
DEPTH
(it)
TEST
llETHOD
OPl'D4Ull lIAJ(D(Ul( DRY
llOISl'lJRE (_) DENSITY (Pcf)
DESCRIPTION
5,0-6.0
SAND (SP). fine to coarse
ASTN 0-1557
7.8 lJl.7
COMPACTION TEST
Proiect No.
88-81-155-01
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
Converse Consultants Pasadena
Drawing No_ B-1
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HORIZONTAL DEFORMATION IN INCH
BORING/SAYPLE : BH-l DEPl'H (fl)
DESCRIPTlON : SAND (SP), trace of silt. f. to m.
STRENGTH INTERCEPT (ksf) .000
FRICTION ANGLE (degree) 33.1
6,5
(PEAK STRENGTH)
SOAKED
MOISTURE DRY DENSITY VOID NORlfAL PEAK RESIDUAL
snmOL CONTENT (~) (per) RATIO STRESS (lest) SHEAR (ksf) SHEAR (ksf)
0 6.1 89.7 .844 .50 .10 .03
a 8,5 BB.5 .868 1.50 1.0B .95
A 5.2 9"",7 .145 3.50 2.27 2.01
DffiECT SHEAR TEST
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
Project No.
88-81-155-01
Converse Consultants Pasadena
Drawing No_ B-2
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DIRECT SHEAR TEST
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
Project No.
86-61-155-01
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HORIZONTAL DEFORMATION IN INCH
BORING/SAYPLE : B-4/BULK-l' DEPl'H (ft)
DESCRIPTION : SAND (SP), fine to coarse
~GTH INTERCEPT (ksf): .708
FRICTION ANGLE (degree) 25.1
5 to 6
(PEAK STRENGTH)
. REMOLDED TO 90% OF ASTM 0 1557-78 MAXIMUM LABORATORY
DENSITY AT OPTIMUM MOISTURE (SEE DRAWING B-1)
SOA KED
MOISTURE
SYl4BOL CONTENT (1lI)
DRY DENSITY VOID
(pct) RATIO
NORlofAL PEAK
STRESS (kat) SHEAR (ksf)
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HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE : BH-5 DEPl'H (fl)
DESCRIPTION : SANDSTONE, highly wecthered
STRENGTH INTERCEPT (ksf) .252
FRICTION ANGLE (degree) 48.3
10.5
(PEAK STRENGTH)
SOAKED
MOISTURE DRY DENSITY VOID NORWAL PEAK RESIDUAL
SYlffiOL CONTENT (ll) (pct) RATIO STRESS (:Imt) SHEAR (ksf) SHEAR (ksf)
0 4.1 104.7 .580 .50 .53 ' ,42
D 4.3 102,9 .608 2.00 2,95 2.23
A 5.6 105.2 .572 4.50 5.13 4.64
I DIRECT SHEAR TEST
EASTERN PORTION OF "THE MEADOWS"
I Rancho California, California
Converse Consultants Pasadena
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Project No.
88-81-155-01
Drawing No. B-4
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HORIZONTAL DEFORMATION IN INCH
BORlNG/SAllPLE : BH-ll DEPl'H (ft)
DESCRIPTION : SANDSTONE, highly weathered
STRENGTH INTERCEPT (ksf) 2.365
FRICTION ANGLE (degree) 29.8
15,5
(PEAK STRENGTH)
SOAKED
MOISTURE DRY DENSITY VOID NORliAL PEAK RESIDUAL
SYldBOL CONTENT (ll;) (pet) RATIO STRESS (kst) SHEAR (ksf) SHEAR (ksf)
0 6.2 113.0 .464 .50 2.70 1.97
[] 7.1 115.3 .4-34 1.50 3.15 2,23
6- 7.9 114.8 .441 3.50 4.39 3.55
I DIRECT SHEAR TEST
EASTERN PORTION OF "THE MEADOWS"
, Rancho California, California
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Converse Consultants Pasadena
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Project No.
88-81-155-01
Drawing No. B-5
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EASTERN PORTION OF "THE MEADOWS"
I Rancho California, California
Converse Consultants Pasadena
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HORIZONTAL DEFORMATION IN INCH
BORlNG/SAYPLE : BH-12 DEPTH (fl) :
DESCRIPTION : SILTSTONE, with interbedded sandstone
S"l'RENGTH IJilTERCEPT (ksf) 1.946
FRICTION ANGLE (degree) 38.8
30.5
(PEAK STRENGTH)
SOAKED
MOISTURE DRY DENSITY vom NORMAL PEAK RESmu.AL
snmOL CONTENT (.) (pet) RATIO STRESS (lest) SHEAR (kef) SHEAR (ksf)
0 16.0 116.5 .419 .50 2.08 1.58
D 14,2 118.8 .392 1.50 3.55 2.29
l!. 15.B 116.5 .419 3.50 4.62 4.61
Proieet No.
88-81-155-01
Drawing No. B-6
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BORING '
DEPl'H (ft)
SPEC. GRAVITY :
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BH-B
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MOISTURE
CONTENT (SI\)
DRY DENSITY
(pc!)
PERCENT
SATURATION
VOID
RATIO
INITJAL
FINAL
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99
.525
.490
18.4
18.2
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CONSOLIDATION TEST
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
Project No.
88-81-155-01
t Converse Consultants
Pasadena
Drawing No. B-7
.
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DEFLECTION (inches)
TIME RATE OF CONSOLIDATION
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Campany
~ Converse Consultants Pasadena
Project No.
88-81-155-01
Drawing No.
B-8 \1fb
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APPENDIX C
RECOMMENDED EARTHWORK SPECIFICATIONS
88-81-155-01
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APPENDIX C
RECOMMENDED EARTHWORK SPECIFICATIONS
Grading
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 materials, subgrade soil surfaces
that will receive compacted fill shall be scarified to a depth of at
least 6 inches. The scarified soil shall be moisture-conditioned to 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.
Settlement monuments shall
Settlement monuments shall be
Drawi ng C-1.
4. Subdrains shall be installed in canyons and ravines as indicated by the
project Certified Engineering Geologist (CEG), Subdrains shall be
installed as depicted on the attached Drawings C-2a and C-2b, and shall
discharge to a suitable non-erosive drainage device.
3.
be installed where located by CCIE.
installed as depicted on the attached
5. Fill shall be placed in suitable lifts, with lift thickness modified as
necessary to achieve adequate compaction. All fill soils shall be
compacted mechani ca lly throughout to the speci fi ed density. Each 1 ayer
shall be compacted to at least a minimum relative compaction of 90%.
However, 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-3. The field density of the compacted soil
sha 11 be measured by the ASTM D1556-82 or D2922-81 test methods or
equivalent.
6. 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 (EI) 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 materials 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.
88-81-155-01
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C - 2
7. 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
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,
8, 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 ditches, drainage terraces, down-drains and any other
drainage devices shall be maintained and kept clear of debris. Runoff
shall be directed to a suitable non-erosive drainage device, and shall
not flow uncontrolled 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 submitted to CCIE for
review.
5. Rodent burrowi ng, human trespass (footpri nts), sma 11 concentrati ons or
uncontro 11 ed surface/subsurface water, or poor compacti on of ut il i ty
trench backfill on slopes shall be repaired and controlled as soon as
possible.
6. 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,
88-81-155-01
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C - 3
7. If completion of new slopes occurs during the rainy season, contingency
plans shall be developed to provide prompt temporary protection against
major eros i on/s 1 oughing. Offs ite improvement sha 11 be protected from
site runoff,
8. Any eros i on damage whi ch occurs pri or to the comp 1 eti on of the project
shall be repaired by the Contractor.
88-81-155-01
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PLACE 1/2 FOOT
BELOW F.G
~-3/8' DIAMETER BRASS
CAP ATTACHED TO PIPE
WITH EPOXY
1/2 FOOT DIAMETER X 3 FOOT HOLE
3FEET
.4,
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CONCRETE BACKFILL
, .'
5 1/2 FEET
3/4' X 5'
IRON PIPE
2 1/2 FEET
TYPICAL SETTLEMENT MONUMENT
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Campany
@ Converse Consultants Inland Empire
Prolect No.
88~81-155~Ol
Ol.wing No.
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.' ":'. ;-.'""", :,'. UNSUITABLE MATERIAL' : ;.;.; , ' .... ',~
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TYPICAL BENCHING
NOTE:
Downstream 20' of pipe at outlet shall
be non-perforated and backfilled
with flne-gralned materiel
SEE DETAIL BELOW
COMPETENT MA TERrAL
NOTES:
Pipe shall be a minimum of
4 Inches diameter and runs of
500 feet or more shall use 8-lnch
diameter pipe, or as recommended by
the soli engineer
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. DIMENSIONS . .
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FlL TER MATERIAL - Minimum of nine cubic
feet per foot of pipe., See Drawing C-2b
filter matertal gradation
ALTERNATE: In lieu of filter matertal nine
cubic feet of gravel per foot of pipe may be
encased In filter fabric. See Drawing C-2b
for gravel specifications. Filter fabric shall
be Mlrafl 140 or equivalent. Filter fabric
ahall be lapped a mlnlmum of 12 Inchea on
all jolnta.
o ;
o
D
. 0
Q
. 0 .
" .
Depth and Bedding
May Vary with
Pipe and Load
Characterlatlcs.
3' Faat Typical
1-00
CO'Voz
" 2" l)" 0
0, 0 . :.'"
00 0 lD 0 0
~Fe~ ~~~IC~
o .
8' MIN,
Mlnlnun 4-1nc~lameter. PVC SCH. 40 or
ASS CIaaa SOR-35 with a CnJahIng strength
of at laaat 1000 pounds. with a mlnlnun of
8 I.I1lformly-speced perforadona per fool of
pipe, Installed with perforations on bottom of
pipe.
TYPICAL CANYON SUBDRAIN
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
$ Converse Consultants Inland Empire
Prolect No.
88-81-155-01
;
Drawino No.
C-2a', '\t>..b..
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Fa.. TER MATERIAL
MIN. 9 CU. FT.
PER LINEAL FT.
....~~
.
Fa. TER MATERIAL:
Filter matertal ahall be Clasa 2 permeable
materiel (Caltrana Standard Specification
8&-1.025) or approved llltemate;
Clll.. 2 grading aa lollowa:
SIEVE SIZE
PERCENT PASSING
100
91>-100
41>-100
25-40
1&-33
5-15
1>-7
1>-3
, . : I .. ' : .-, '... :
. ' ',.-. ~~ ~I~': :'.':,'<
:':'-~':~'~::1~ '
.:,MI~.',U:,MIN. '
:. .... : ,8"tMIN.', ' .
;;';'1' ~
PERFORATED PIPE
e. MIN.
l'
3/4'
318"
No.4
No.8
No. 30
No. 50
No. 200
SUBDRAIN ALTERNATE A: Perforated Pipe Surrounded with Filter Material
e. MIN. OVERLAP ~
-l 1-
MIRAFI140 FILTER FABRIC
OR APPROVED ECUIV ALENT
~:
In addition to the wrapped gravel,
outlet portion 01 the oubdnIin ahouId
be equipped with II minlnun 01
10 feet long perforated pipe comected
to a ncq>erforated pipe hllving a
m1nlnun 01 5 leeI In length Inolde
the wrapped graveL
SUBDRAIN ALTERNATE B: 1-1/2. Gravel Wrapped In Filter Fabric
SUBDRAIN INSTALLATION - Subdraln pipe shlll be Installed with perforatlona down or, atlOQltlone dealgnated by
the geotecllnlcal c""""'tanL
SUBDRAIIl TYPE - SUbdraln type ahall be ASTM C508 Asbeatoa Cement Pipe (ACP) or ASTM 02751, SDR 23.5,
or ASTM 01527, Schedule 40 Acrylonlb11e Butadiene Styrene (ASS) or ASTM 03034, SOR 23.5, or ASTM 01785,
Schedule 40 Polyvinyl Chloride Plaatlc (J>VC) pipe or the approved equ!valenL
TYPICAL CANYON SUBDRAIN(continued)
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consult~nts Inland Empire
1-1/2. MIN. GRAVEL OR
APPROVED ECUIV ALENT
PrOlect No.
88-81-'155-01
Crawin9 No.
/
\f>..'J
C-2b,
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'. '---. ..
, ~~,. '.\V-~?\~..: , . :
,~ '. ,J..,I\SIl~~~I.: ' '-~-
. .."".c Il '_
. . "i:..\J'~-
, VARIABLE, _~ - ' - " 4'
_ ' ~N
CIlT/FILL CONTACT SHOWN
ON GRAOING PlAN , ..
CUT/FILL CONTACT TO BE
SHOWN ON 'AS-BUILr COIIPfTtKT IIATERIAL
NATURAL GRA~El_
-
..--
CIlT SLOPE TO BE CONSTRUCTEO PRIOR BEOROCK OR APl'RQV'EO
TO PLACEIIEN. OF FILL COIIPETEKT IolATERIAL
Kff'NAY IN COIIPETEKT IIAT.
ERIAL IIINIIIUII WIOTH OF 15
FEET OR AS RECOIIIIENOEO
BY THE SOIL ENGINEER
.
IIINIMUII HEIGHT OF BENCHES
IS 4 FEET OR AS RECOM-
IIENOED BY THE SOIL ENGI-
NEER
IIINIIIUII r TILT BACK
OR 2"" SLOPE
(WHICHMR IS GREATER)
TYPICAL FILL ABOVE CUT SLOPE
EASTERN PORTION OF "THEMEADOWS"
Rancho California, Califarnia
for: Rancho California Development Company
~ Converse Consultants Inland Empire
PrOI8C1 No.
88-8'-155-01
Drowin9 No.
C-3 \b...Cp
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88-81-155-01
Converse Consultants Inland Empire
APPENDIX D
STABILITY ANALYSES
\1>.."\
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APPENDIX D
STABILITY ANALYSES
Deep-seated slope stability was analyzed using a personal computer. A program
analyzes circular failures, where there were not evident plans of weakness or
other geo 1 ogi c di sconti nui ty, and homogenous i sotropi c condi ti ons appear to
occur. Surficial slope stability was evaluated using hand calculation, Both
methods are presented on the attached Drawings D-1 through D-4.
Based on the direct shear data presented in Appendix B, and other available
information for the encountered materials, the various geologic units were
mode 1 ed to have strengths as tabul ated on the drawi ngs. Liquefi ed a 11 uvi um
was modeled to have a friction angle of 0, due to loss of shear strength.
\D(~
88-81-155-01
Converse Consultants Inland Empire
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*********** "-Iil-***************** ***....**********
* *
* SLOPE STABILITY ANALYSIS *
* *
*************.. S TAB R G ******'***********
*
*
*
*
*
*
*
*
*
PORTIONS (C) COPYPIGHT 1985, 1986
GEOSOFT
*
* ALL PI GHTS RESER'.JED *
* *
******* ** *...... *** ****** 'Il- *** *******************
"88-8i--155-lZll: THE MEADO~JS EAST LIQUEFACTION F:ANCHO CALlFOF:NIA CALlFOF:tHA
CONTROL DATA
NUMBEP OF SPECIFIED CENTEF:S I1l
NUMElEF: OF DEPTH LIMITING TANGEi\!TS ~
~
NUMBEP OF VERTI CAL SECTIONS 5
NU~IBER OF SOIL LAYEP BOUNDAPIES 4
NUMBER OF POPE PRESSUF:E LINES 1
NUMBEP OF POINT3 DEFINING COHESION PF:OFILE III
SEISMIC COEFFICIENT 51,52
.1Zl1Zl .1Zl11l
SEAPCH STAPTS AT CENTEP ( lIJOJ.IZl, -Hl,l1l) ,WITH FINAL GP,ID OF 111l.1Zl
ALL CIPCLES TANGENT TO DEPTH, 35.I1l, 4111.1Zl.
GEOMETPY
SECTIONS .1Zl llZll1l.1Zl 1311l.11l 132.0 200.0
T. CRACKS Hl.11l llZl.1Zl 25.0 25.0 25.0
W IN CPAC~:: llZl.11l 111l.1Zl 25.0 25.0 25.0
BOUNDARY 1 111l.11l 111l.1Zl 25.0 25.0 25.0
BOUNDARY 2 27.0 27.ltJ 27.0 25.0 25.0
BOUNDARY ~ 30.0 311l.11l 311l.11l 311l.11l 311l.1Zl
~,
BOUNDARY 4 711l.11l 70.0 711l.0 70.0 70.0
SO I L PRDPEPTI ES
LAYER
COHESION
FR I en ON ANGLE
DENS ITY
1
350.0
260.0
260.111
25.0
117.111
95.0
'15.0
18.0
.1Zl
-'
LIQUEFACTION BELOW 2:1 FILL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Prolect No.
88-81-155-01
Or.wing No.
D-la \A.o...
--......
I
F'OPE F'RESS\JF:E DATA
I
COORDINATES OF EQUI-PRESSURE LINES
SECTIONS
L1HE 1
.0 100.0 130.0 17.=.0 200.0
:'::~IiJ.1ll .3111.0 .':':,0.1iJ :50. 'ill 3(1.0
I
NUMBER TANGENT RADIUS (Xl CENTER (Yl CENTER FS(BISHOPl FS (Q~IS)
1 35.0 45.0 100.0 -10.0 2.009 1.815
2 35.0 45.0 80.0 -10.0 7.617 6.219
- 35.0 65.0 100.0 -30.0 1.915 1.819
-'
4 35.0 45.0 120.0 -10.0 1.502 1.418
5 35.0 25.0 100.0 10.0 2.899 2.281
6 35.0 65..0 120.0 -30.0 1.655 1.59::,
7 35.0 45.0 140.0 -10.0 2.798 2.606
8 35.0 25..0 120.0 10.0 1.472 1.356
9 35.0 25.0 110.0 10.0 1.598 1.416
10 35.0 35.0 120.0 .0 1.453 1.351
11 35.0 25.0 130.0 10.111 2.184 2.01il4
12 35.0 15.0 12111.1il 2.0.lZl CIRCLE BELO~I I NTERF'OLA TED
13 35..0 35.0 110.0 .0 1.478 1.369
14 35.0 45.0 120.0 -10.0 1.502 1.418
15 35.0 35.0 13111.0 .0 1.859 1.707
16 .35.0 45.0 110.1il -10.0 1.514 1.428
17 35.0 45.0 13,111.0 -10.0 1.788 1.666
18 35.0 25.0 13111,fI! 1111.0 2..184 2.004
19 35.0 25.0 11111.0 10.0 1..598 1..:llb
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F.S. MINIMUM= 1.453 FOR THE CIRCLE OF CENTER ( 12111.0.
.111)
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NUMBER TANGENT RADIUS (Xl CENTER (Yl CENTER FS(BISHOP) FS (oMS)
1 40.0 40.1il 120.0 .0 1.194 1.122
2 4111.111 30.fI! 90.0 1111.0 4.346 3.249
- 40.0 50.0 110.0 -1111.0 1..233 1.170
-'
4 40.0 30.0 13111.0 1111.0 1.64111 1. 514
5 4111.111 1111.111 11111.111 30.0 CIRCLE OUTSIDE SLOF'E
6 4111.111 30.0 11110.0 10.111 1.939 1..623
7 4111.111 20.0 11111.0 20.0 CIRCLE BELOW INTERPOLATED
8 4111.0 40.0 100.0 .0 1..546 1.392
9 40.0 40.0 120.0 .0 1.194 1.122
1111 40.0 20.0 120.111 20.0 CIF:CLE BELOW INTERPOLATED
11 40.0 20.lZl 100.0 20.0 CIRCLE BELOW !NTEF:POLATED
12 40.0 5lZl.0 120.1il -10.0 1.227 1.165
13 40.0 40.0 130.0 .0 1.453 1.339
14 40.0 50.0 110.0 -10.0 1.233 1.170
15 40.0 50.0 130.0 -1111.0 1..412 1.322
16 40.0 3111.111 130.111 10.111 1.64f1! 1.514
17 4f1!.0 30.0 1 1\1. 0 10.0 1.225 1.139
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F.S. MINlMUM= 1.194 FOR THE CIRCLE OF CENTER (120.0, .0)
*........***********....*
"
STA8RG
"
**~**********.****
LIQUEFACTION BELOW 2:1 FILL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Compan
PrOlect No.
88-81-155-01
Drawing No.
D-lb ,oj>
Converse Consultants Inland Empire
I - -
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LIQUEFACTION BELOW 2:1 FILL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-155-01
Dlawing No.
D-lc \-5\
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*********************************************
* *
* SLOPE STABILITY ANALYSIS ,*
* *
************** 5 TAB R G *****************
* *
* PORTIONS (Cl COPYRIGHT 1985, 19B6 *
*
*
*
*
-,
-
-
GEOSOFT
*
*
I
* ALL RIGHTS RESERVED *
* *
*********************************************
"BB-B 1-155-IIlI: THE MEADOWS EAST RANCHO CALI FORNI A CALI FORN I A (311l' F I LU
CONTF:OL DATA
NUMBEF: OF SPECIFIED CENTERS III
NUMBER OF DEPTH LIMITING TANGENTS III
NUMBEF: OF VERT! CAL SECT! ONS 3
NUMBER OF SOIL LAYER BOUNDARIES 3
NUMBER OF PORE PRESSURE LI NES III
NUMBER OF POINTS DEFINING COHESION PROFILE III
SEISMIC COEFFICIENT 51.52
. III III .1Il1ll
=
SEARCH STARTS AT CENTER ( 1311l.1Il. -ll1l.lIll,WITH FINAL GRID OF 111l.1Il
ALL CIRCLES PASS THROUGH THE POINT (1211l.1Il, 411l.1Il)
GEOMETRY
SECT! ONS -50.0 50.0 120.0
T. CRACKS llIl.1Il llIl.11I 411l.1Il
W IN CRACK 111l.1Il llIl.1Il 411l.1Il
BOUNDARY I 1111.121 1111. III 411l.11l
BOUNDARY 2 42.0 42. III 42.0
BOUNDARY - 7111. III 7111.111 70. III
,.'
30 FOOT 2: 1 FILL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@
Converse Consultants Inland Empire'
. '
PrOlect No.
88-81-155-01
Orawing No.
D-2a \'5'1/
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SO I L PROPEF: r [ES
LAYER
COHESION
FF: I cn 01'[ ANGLE
DENSITY
~
~
350..121
.121
25.0
1l7.0
95..0
33.lZI
NUMBER TANGENT RADIUS (X) CENTER ('() CENTER FS (BISHoF') FS <OMS)
1 41.0 51.0 130.0 -10.0 11.705 11.697
2 41.0 5L0 110.0 -1111.0 2.756 2.669
? 40.7 70.7 130.0 -30.0 5.94121 5.926
~,
4 4B.3 58.3 150.0 -10.0 CIRCLE OUTSIDE SLoF'E
C; 41.6 3Lt- 1~lZI..0 1:;l.tJ 105..b09 llZl~.6~7
6 48.3 58.3 90.0 -10.0 2.443 2.188
7 40.7 70.7 110.0 -30.0 2.495 2.423
8 41.6 31.6 110.0 10.0 3.156 3.027
9 6121.7 70.7 70.0 -10.121 3..808 3.223
10 46..2 76.2 9121.0 -30.0 2..426 2.260
11 52.4 42.4 90.0 10.0 2.843 2.357
12 50.6 80.6 8121.0 -30.0 2.93eJ 2.676
13 45.4 85.4 90.0 -40.0 2.463 2.322
14 42.8 72..8 1121121.0 -3llL0 2.194 2.083
15 47.1 67.1 90.0 -20.0 2.413 2.211
16 4'-' r:z 82..5 11211J.12I -4121.0 ,.., .....":"..... ~ 134
4.~ .::... ..::.._~.::. ~.
17 40.7 70.7 IH'l.12I -30.0 2.495 2.423
IB 43.2 63.2 101Z1.1Z1 -20.0 ~ 192 2..061
~.
19 47.1 67.1 90.0 -20.Ql 2.413 2.211
20 41Z1.8 60.B IIIZI.0 -20.0 2.614 2.536
21 43.9 53.9 10121.0 -10.0 2.258 2.105
~,' 46.2 76..2 90.0 -30..0 2.426 2.26121
~~
~? 40.7 70.7 110.0 -3121.0 2..495 2.423
,,-"-'
24 41.0 51.0 110.0 -10.1/1 2..756 2.669
25 48..3 58.3 91/1.121 -11/1.1/1 2.443 2.186
F.S. MINIMUM= 2.192 FOR THE CIRCLE OF CENTER ( 1121121.1/1. -20.121)
**.lIr***************
* STABRG ..
******************
30 FOOT 2:1 FILL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOIei:l No.
88-81-155-01
C,awing No.
D-2b \-5'7
0
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30 FOOT 2:1 FILL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, Cal ifarnia
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-155-01
Drawing No.
D-2c \~I>.,
~.sl~~ro;z'l-"'~"!I<4
I
***** *******'"IE-*,***** ******** ***'***************
* *
* SLOPE STABILITY ANALYSIS *
* *
****'********** S TAB R G *****************
* *
I
I
PORTIONS <C) COPYRIGHT 1985. 1986
*
*
*
*
* GEoSoFT *
* *
* ALL RIGHTS RESERVED *
* *
********"* **** ***** ****"IE-**********'-'***********
I
I
"88-81-155-\!Il: THE MEADOWS EAST RANCHO CALIFORNIA CALIFORNIA (30' CUT)
I
I
CONTROL DATA
o
o
NUMBER OF SPECIFIED CENTERS
NUMBER OF DEPTH LIMITING TANGENTS
NUMBER OF VERTICAL SECTIONS
NUMBER OF SO I L LA YEF: BOUNDAR I ES
NUMBER OF PORE PRESSURE LINES
NUMBER OF PO It,ITS DEF I N I NG CoHES I ON
3
-
'-'
o
o
PROFILE
I
.0<1 .00
SEISMIC COEFFICIENT SI.S2
=
SEARCH STARTS AT CENTER ( 130.0, -1<1.0) ,WITH FINAL GRID OF 10.0
I
ALL CIRCLES F'ASS THROUGH THE PO 1 NT ( 120. 0 . 40.0)
I
GEOMETRY
SECn ONS -25.0 50.0 120.Ql
T. CRACKS 10.0 10.0 40.0
W IN CRACK 10.0 10.0 40.0
BOUNDARY 1 10.0 llZ1.0 41<').0
BOU'IDAR'{ 2 42.0 42.0 42.~
BOUNDARY - 70.1Z1 71Z1.0 70.0
"
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30 FOOT 2:1 CUT SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho Califomia, California
for: Rancho Califarnia Development Company
@ Converse Consultants Inland Empire
PrOJect No.
88-81-155-01
Drawing No. ~
' D-3a
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SO I L FF:OPERT I ES
LAYER
COHES ION
FRICTION ANGLE
DENS ITY
RIGHT I
F:IGHT J
1
250.0
250.0
",0.0
30.0
119.111
119.~
2
NUMBER TANGENT RAD IUS (X) CENTER CY} CENTEF: FS <BISHOP} FSCOMS}
1 41.0 51.0 13~.~ -1111.111 8.814 8.803
2 41.111 51.0 11111.0 -1111.111 2.625 2.512
- 4~.7 7111.7 13111.111 -30.0 4.773 4.754
"
4 48.3 58.3 150.0 -1111.111 CIRCLE OUTSIDE SLOPE
~ 41.6 31.6 13~.1II 1~.0 74.751 74.750
~
6 48.3 58.3 9~.~ -I~.III 2.670 2..360
7 40.7 7~.7 110.~ -30.0 2.422 '"2.329
8 41.6 31.6 11~.0 1111.~ 2.9603 2.792
9 46.2 76.2 9111.111 -30.0 2.645 2.438
1~ 4111.6 9~.6 II~.~ -50.0 ,., -:0.....= 2..243
...." ._~'::"..J
11 40.7 70.7 130.~ -30.0 4.773 4..754
12 42.2 92..2 10111.111 -50.0 2.433 2.321
13 40.5 10121.5 110.0 -6111.0 2.345 2..270
14 4111.!2l 9!2l.0 120.!2l -50.0 CIRCLE 8EYOND
15 4111.6 81<l.6 11!2l.0 -41<l.!2l 2.344 ..... ""'...=
.....:.....J...J
16 42.0 102.0 100.!2l -6!2l.0 2..494 2.393
17 40.0 1~0.0 120..0 -60.~ 2.499 2.448
18 411).0 80.0 120..l2l -40.0 CIRCLE BEYOND
19 42.5 82.5 100.!2l -40.0 2.384 2.256
F.S. MINIMUM= 2.325 FOR THE CIRCLE OF CENTER C 11~.0. -5~.0)
******************
*
STABRG
*
*********.*********
30 FOOT 2:1 CUT SLOPE
88-81-155-01
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho Califarnia Development Company
~ ;Converse Consultants Inland Empire
PrOIe<::t No.
Clawing No.
D-3b ,1'
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30 FOOT 2:1 CUT SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho Califomia, California
for: Rancho California Development Company
Project No.
88-81-155-01
Or.wing No.
D-3c \''\
@
Converse Consultants Inland Empire
BY -= DATE #9 CLIENT p?r.c>C
CHKD, BY _ DATE -
PROJECT rH&: .M~A.c>O;.J_~ ~A<:;r AI PAIYCHO
SHEET NO.
PROJECT NO.
CA/_/FO.eN/A
/ OF /
8B- P,/-/6.:::5-oJ
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rBS_U,R~ICJACS.:rABILI"~+-CALCULA TIONS
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@ Converse Consultants
SIGNED
REG, NO.
SHEET
NO.
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co VERSE~~ -~-
N "~2=- -=- ~
ENVIRONMENTAL;;;;=-~~ ~
Inland Empire Office
630 East Brier Drive, Suite 100
San Bernardino. California 92408
TelephOne 7141889.8004
FAX 714 889-4830
March 14, 1989 @
Rancho California Development Company
28250 Ynez Road
Rancho California, California 92390
Attention: Mr, Csaba F. Ko
Subject:
SLOPE STABILITY ANALYSIS
Tentative Tracts 24182, 24186, 24187 and 24188
Eastern Portion of the "The Meadows"
Rancho California, California
CeIE Project No. 88-81-155-01
Presented herein are findings of our slope stability analysis performed
for the subject tracts. Based on our recent conversations with
Mr, Robert Washington of Robert Bein, William Frost and Associates and
review of provided tentative tract grading plans, it is our under-
standing that all cut slopes proposed for the subject tracts will not
exceed 45 feet in helght. All fill slopes wil J not exceed 40 feet in
height. The maximum proposed slope heights tor the subject tracts are
tabulated below:
FILL SLOPE CUT SLOPE
TRACT MAXIMUM HEIGHT MAXIMUM HEIGHT
No. (ft) (ft)
24182 30 43
24186 25 20
24187 20 15
24188 35 30
All proposed cut and fill s lopes will be constructed at a gradient of
2:1 (horlzontal:vertical) or flatter.
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A Wholly Owned Subsidiary of
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Rancho California Development Company
CCIE Project 88-81-155-01
March 14, 1989
Page 2
SLOPE STABILITY ANALYSIS
Direct shear tests were performed on both remolded and relatively undisturbed
ring samples obtained in the CCIE exploration of the eastern portion of The
Meadows. These resu lts have been presented in the "Geotechni ca 1 Investi-
gation" report by CCIE for the eastern portion of the Meadows (CCIE No.
88-81-155-01). Parameters used in the slope stability analyses are as
follows: '
UNIT WEIGHT COHES 10N* FRICTION ANGLE*
Materi a 1 (pcf) (pst) (degrees)
Properly compacted fill** 128 3S0 2S
(90% of ASTM 01SS7-78)
Undisturbed site materials 110 1S0 33
(Pauba siltstone with fine sand)
* Strengths of materials after soaking.
** Derived from site soils.
Slope stability analysis were performed for proposed cut and fill slopes for
the subject tracts at a maximum height of 45 and 40 feet, respectively, at a
grad i ent of 2: 1 (hori zonta 1: verti ca 1) . Ca leu lati ons for the slope stab il ity
analysis are presented in the Appendix, Our analyses are based on homogeneous
and isotropic soil conditions, Strength parameters used in the analysis were
developed from direct shear testing on both in-situ ring samples and remolded
samples (90% relative compaction. ASTM 01557-78 Test Method) for cut and fill
slopes, respectively. Findings of our slope stability analysis indicate that
the proposed slopes for the subject tracts will have a calculated factor of
safety ot at least 1,5, assuming that there are no geological discontinuities.
A concern for both cut and fill slopes on the subject tracts is the high
potential for erosion of sandy materials and the resultant surficial
instability. Theretore, proper site drainage and erosion control should be
addressed during the C1Vl1 design stage, as described below.
Geologic observation of all cut slopes should be conducted during grading to
observe lf any adversely oriented planes of weakness (l.e. claystone or
siltstone beds) are present. Our 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 stabillzation fills may be required.
SLOPE PROTECTION AND EROSION CONTROL
As recommended in Section 7012(b) of the Uniform Building Code (1988 Edition).
6-foot wide terraces should be provided on slopes higher than 30 feet, to
control surface drainage and debris.
Proposed slopes at the site should be planted soon after construction and will
require maintenance to perform in a satisfactory manner through time. In most
cases, slope maintenance can be provided along with normal care of the grounds
and landscaping. Cost of maintenance is cheaper than repalr after neglect.
\<1'
Converse Consultants Inland Empire
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Rancho California Development Company
CCIE Project 88-81-155-01
March 14, 1989
Page 3
110st hillside lot problems are associated with water. Uncontrolled water
from a broken pipe, excess landscape watering, or exceptionally wet weather
causes most damage. Ora i nage and eros i on contro 1 are important aspects of
slope stability and the provisions incorporated into the graded site must not
be altered without competent professional advice.
Terrace drains and brow ditches on slopes should be 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
ut il i ze drought-res i stant plants that requ i re a mi n imum amount of 1 andscape
irrigation. Wet spots on or around the site should be noted and brought to
the attention of the soils engineer. These may be natural seeps or an
indication of broken water or sewer lines.
Watering should be limited or stopped altogether during the rainy season when
little irrigation is required. Over-saturation of the ground can cause major
subsurface damage. Slopes should not be over-irrigated. Ground cover and
other vegetation will require moisture during the hot summer months; but,
during the wet season, irrigation can cause ground cover to pull loose. This
not only destroys the cover, but also starts serious erosion. It is suggested
that a professional landscape architect be consulted for planting and
irrigation recommendations.
CLOSURE
The findings of this slope stability letter have been prepared in accordance
with generally accepted professional engineering and engineering geologic
principles and practice. We make no other warranty, either express or
implied. Our conclusions and recommendations are based on the results of
field and laboratory investigations, combined with an interpolation of
subsurface conditions between and beyond exploration location. These results
are preliminary, and are provided to expedite the County submittal process for
the tracts. These findings and recommendations are predicated upon the
assumption that CCrE will review the tract grading plans, and will provide
continuous construction monitoring during grading.
Respectfully submitted,
. i rNVE~SE t6~~~LitA{TS I~LAND EMPIRE
"uc~~,j.Ac.-~~
I David B. Simon
I Senior Geologist, CEG 1400
~*/
Project Engineer, PE C-037896
GCK/TCB/DBS:88dd
Enc1: Appendix, "Stability Analyses"
Dist: 2/Addressee
3/Robert Bein, William Frost &
1/Roy J. Shlemon, Ph.D.
Associates
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Converse Consultants Inland Empire
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APPENDIX
STABILITY ANALYSES
\r..o'V
88-81-155-01
Converse Consultants Inland Empire
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**************~******************************
* *
* SLOPE STABILITY ANALYSIS *
* *
************** S TAB R G *****************
* *
* PORTIONS (C) COPYRIGHT 1985, 1986 *
* *
* GEOSOFT *
* *
* ALL RIGHTS RESERVED *
* *
*********************************************
"88-81-155-01; Tr. 24182, 24186, 24187 and 24188; 2:1 fill slope(40 ft hi9h) "
CONTROL DATA
NUM8ER
NUMBER
NUM8ER
NUMBER
NUMBER
NUM8ER
OF SPECIFIED CENTERS
OF DEPTH LIMITING TANGENTS
OF VERTICAL SECTIONS
OF SOIL LAYER BOUNDARIES
OF PORE PRESSURE LINES
OF POINTS DEFINING COHESION
PROFILE
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SEISMIC COEFFICIENT Sl,S2
.00
.00
=
SEARCH STARTS AT CENTER ( 165.0, -35.0),WITH FINAL GRID OF
5.0
ALL CIRCLES TANGENT TO DEPTH, 40.0, 45.0, 50.0, 55.0, 60.0,
GEOMETRY
SE'CTIONS .0 120.0 200.0 300.0
T. CRACKS .0 .0 40.0 40.0
W IN CRACK .0 .0 40.0 40.0
BOUNDARY 1 .0 .0 40.0 40.0
BOUNDARY 2 40.0 40.0 40.0 40.0 r
BOUNDARY 3 100.0 100.0 100.0 ioo.o
\Cp'?
40 FOOT 2:1 FILL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Raricha California, California
for: Rancho California Development Company
Project No.
88-81-155-01
Figure No.
Converse Consultants Inland Empire
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SOIL PROPERTIES
LAYER COHESION FRICTION ANGLE DENSITY
1 350.0 25.0 128.0
2 .0 33.0 110.0
PORE PRESSURE DATA
COORDINATES OF EQUI-PRESSURE LINES
SECTIONS .0 120.0 200.0 300.0
LINE 1 50.0 50.0 50.0 50.0
NUMBER TANGENT RADIUS (Xl CENTER (Y) CENTER FS(BISHOP) FSCnMS\
1 40.0 75,0 165.0 -35.0 1,999 1,855
2 40.0 75.0 155,0 -35.0 2.252 2.074
3 40.0 85.0 165.0 -45,0 2.033 1.906
4 40.0 75.0 175.0 -35.0 1.856 1.737
5 40.0 65.0 165.0 -25.0 1.987 1.819
6 40.0 85.0 175.0 -45.0 1.868 1.763
7 40.0 75.0 1B5,O -35:0 1. 864 1.774
8 40.0 65.0 175.0 -25.0 1. 8B1 1.745
9 40.0 75,0 170.0 -35.0 1.913 1.782
10 40.0 80.0 175.0 -40.0 1.859 1.747
11 40.0 75.0 180.0 -35.0 1. 834 1.728
12 40.0 70.0 175.0 -30.0 1.862 1.735
13 40.0 BO.O 180.0 -40.0 1. B24 1.724
14 40.0 75.0 185,0 -35.0 1.864 1.774
15 40.0 70.0 180.0 -30.0 1. 857 1.746
16 40,0 80.0 175.0 -40.0 1.859 1.747
17 40.0 85.0 IBO.O -45,0 1.824 1.728
18 40.0 80.0 185.0 -40.0 1. B32 1.744
19 40.0 85.0 175.0 -45.0 1. 868 1.763
20 40.0 90.0 180.0 -50.0 1. 830 1.740
21 40.0 85.0 185.0 -45.0 1.815 1.730
22 40.0 90.0 185.0 -50.0 1. 809 1.727
23 40.0 85.0 190.0 -45.0 1.860 1.788
24 40.0 80.0 185.Q -40.0 1.832 1.744
25 40.0 90.0 IBO.O -50.0 1.830 1.740
26 40.0 95.0 IB5.0 -55.0 1.810 1.732 .
27 4=0.0 90.0 190.0 -50.0 1. 831 1.760
28 40.0 95.0 180.0 -55.0 1.841 1.755
29 40.0 95.0 190.0 -55.0 1. 816 1.746
30 40.0 B5.0 190.0 -45.0 1.860 1.788
31 40.0 85.0 180.0 -45.0 1. 824 1.728
F.S. MINIMUM= 1.B09 FOR THE CIRCLE OF CENTER ( 185.0, -50.0)
\ ~'"
40 FOOT 2:1 FILL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, Califarnia
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Prolect No.
88-81-155-01
Figure No.
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NUM8ER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS)
1 45.0 95.0 185.0 -50.0. 1.749 1.653
2 45.0 90.0 170.0 -45.0 1.979 1. 845
3 45.0 100.0 180.0 -55.0 1.823 1.724
4 45.0 90.0 190.0 -45.0 1.725 1.630
5 45.0 80.0 180.0 -35.0 1.770 1.647 '
6 45.0 90.0 IB5.0 -45.0 1.739 1.637
7 45.0 95.0 190.0 -50.0 1.726 1.635,
8 45.0 90.0 195.0 -45.0 1.760 1.671
9 45.0 85.0 190.0 -40.0 1.731 1.633
10 45.0 95.0 185.0 -50.0 1.749 1.653
11 45.0 95.0 195.0 -50.0 1.745 1.658
12 45.0 85.0 195.0 -40.0 1.789 1.699
13 45.0 85.0 185.0 -40.0 1.733 1.627
F.S. MINIMUM: 1.725 FOR THE CIRCLE OF CENTER ( 190.0, -45.0)
NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS)
1 50.0 95.0 190.0 -45.0 1.899 1.746
2 50.0 90.0 175.0 -40.0 2.001 1.833
3 50.0 100.0 185,0 -50.0 1.925 1..781
4 50.0 90.0 195.0 -40.0 1.936 1.772
5 50.0 80.0 185.0 -30.0 1.895 1.717
6 50,0 80.0 180.0 -30.0 1.917 1.735
7 50,0 85,0 185,0 -35,() 1.594 1,725,
8 50.0 80.0 190.0 -30.0 1.917 1.739
9 50,0 75.0 185.0 -25.0 1.907 1.717
10 50.0 85,0 180.0 -35.0 1.924 1,752
11 50.0 90.0 185.0 -40.0 1.900 1.740
12 50.0 ' 85.0 190,0 -35,0 1.902 1.732
13 50.0 90.0 180.0 -40,0 1.936 1.774
14 50.0 90.0 190.0 -40.0 1.897 1.736
15 50.0 80.0 190.0 -30.0 1. 917 1.739
16 50.0 80.0 180.0 -30.0 1. 917 1.735
F.S. MINIMUM: 1.894 FOR THE CIR~LE OF CENTER ( 185.0, -35.0)
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40 FOOT 2:1 RLL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
~ Converse Consultants Inland Empire
Prolect No.
88-81-155-01
Figure No.
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NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(8ISHOP) FS(OMS)
I 1 55.0 90.0 185.0 -35.0 2.018 1.792
2 55.0 85.0 170.0 -30.0 2.168 1. 921
3 55.0 95.0 180,0 -40.0 2.061 1. 848
I 4 55.0 85.0 190.0 -30.0 2.027 1.781
5 55.0 75.0 180.0 -20.0 2.038 1.768
6 55.0 85.0 175.0 -30.0 2.088 1.848
7 55.0 80.0 180.0 -25.0 2.033 1.781
I 8 55.0 90.0 175.0 -35.0 2.102 1. 875
9 55.0 90.0 185.0 -35.0 2.018 1.792
10 55.0 80.0 185.0 -25.0 2.019 1.764
11 55.0 80.0 175.0 -25.0 2.080 1.825
I 12 55.0 95.0 185.0 -40.0 2.028 1. 813
13 55.0 90.0 190.0 -35.0 2.021 1.789
14 55.0 95.0 180.0 -40,0 2.061 1.848
15 55.0 95.0 190.0 -40.0 2.022 1.802
j 16 55.0 85.0 190.0 -30.0 2.027 1.781
17 55,0 85.0 180.0 -30.0 2.037 1.799
I F.S. MINIMUM= 2.018 FOR THE CIRCLE OF CENTER ( 185.0, -35.0)
NUM8ER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMSl
I 1 60.0 95.0 185.0 -35.0 2.125 1.839
2 60,0 90.0 170.0 -30.0 2.260 1.960
I 3 60.0 100.0 180.0 -40.0 2.168 1.900
4 60.0 90.0 190,0 -30.0 2.124 1.813
5 60.0 BO.O 180.0 -20.0 2.136 1. B02
6 60.0 90.0 185.0 -30.0 2.119 1. 817
I 7 60.0 95.0 190.0 -35.0 2.123 1. 828
8 60.0 90.0 195.0 -30.0 2.164 1. 838
9 60.0 85.0 190.0 -25.0 2.134 1. 803
10 60.0 90.0 180.0 -30.0 2.141 1.845
I 11 60.0 95.0 185.0 -35.0 2.125 1. 839
12 60.0 B5.0 185.0 -25.0 2.119 1.799
13 60.0 95.0 180.0 -35.0 2.153 1. 871
14 60.0 95.0 190.0 -35.0 2.123 1. B28
I 15 60.0 B5.0 190.0 -25.0 2.134 1.803
16 60.0 85.0 180.0 -25.0 2.136 1. 821
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S ,I F.S. MINIMUM= 2.119 FOR THE CIRCLE OF CENTER ( 185.0, -30.0)
*****************~
I * STA8RG *
******************
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EASTERN PORTION OF "THE MEADOWS" Praisel No.
Rancho California, California 88-81-155-01
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40 FOOT 2:1 FILL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, Califarnia
for: Rancho California Development Company
Project No.
88-81-155-01
Figure No.
Converse Consultants Inland Empire
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*********************************************
* *
* SLOPE STABILITY ANALYSIS *
* *
************** S T A 8 R G ************~****
* *
* PORTIONS (C) COPYRIGHT 1985, 1986 *
* *
* GEOSOFT *
* *
* ALL RIGHTS RESERVED *
* *
*********************************************
"B8-81-155-01; Tr. 24182, 24186, 24187 and 24188; 2:1 Cut slope(45 ft high)
CONTROL DATA
NUMBER
NUMBER
NUMBER
NUMBER
NUMBER
NUMBER
OF SPECIFIED CENTERS
OF DEPTH LIMITING TANGENTS
OF VERTICAL SECTIONS
OF SOIL LAYER BOUNDARIES
OF PORE PRESSURE LINES
OF POINTS DEFINING COHESION
PROFILE
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2
1
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SEISMIC COEFFICIENT S1,S2
:
.00
.00
SEARCH STARTS AT CENTER ( 175.0, -45.0),WITH FINAL GRID OF
,,'
5.0
ALL CIRCLES TANGENT TO DEPTH, 40.0, 45.0, 50.0, 55.0, 60.0,
GEOMETRY
SECTIONS .0 120.0 210.0 300.0
T. CRACKS .0 .0 45.0 45.0
W IN CRACK .0 .0 45.0 45.0
BOUNDARY 1 .0 .0 45.0 45.0
BOUNDARY 2 100.0 100.0 100.0 100.0
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-EASTERN:-POR'tION OF "THE MEADOWS", :i '
Rancho,cCiiiforriia, c:alif;mia:c '
,I ,for: ".Ran ~~ Ca I i fom ia ,Development,Companv'Cl" v
. ~Ol~r,sJl~OO.UII.nls1InI."drEtnP~.;re
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Project No.
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Figure No. ," .
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NUMBER TANGENT RADIUS (X) CENTER (V) CENTER FS(8ISHOP) FSCOMS)
1 45.0 105.0 195.0 -60.0 1.778 1.680
2 45.0 100.0 180.0 -55.0 1.933 1.798
3 45.0 110.0 190.0 -65.0 ' 1.838 1.736
4 45.0 100.0 200.0 -55.0 1.764 1.672
5 45.0 90.0 190.0 -45.0 1.786 1.660
I 6 45.0 100.0 195.0 -55.0 1.769 1.666
7 45.0 105.0 200.0 -60.0 1.762 1.672
8 45.0 100.0 205.0 -55.0 1.802 1.725 "
9 45.0 95.0 200.0 -50.0 1.776 1.683
I 10 45.0 105.0 195.0 -60.0 1.778 1.680
11 45.0 110.0 200.0 -65.0 1.766 1.680 ..
12 45.0 105.0 205.0 -60.0 1.783 1.706
13 45.0 110.0 195.0 -65.0 1.791 1. 697
I 14 45.0 110.0 205.0 -65.0 1.772 1.695
15 45.0 100.0 205.0 -55.0 1.802 1.725
16 45,0 100.0 195.0 -55.0 1.769 1.666
J F.S. MINIMUM: 1.762 FOR THE CIRCLE OF CENTER ( 200.0, -60.0)
1 NUM8ER TANGENT RADIUS (X) CENTER CV) CENTER FS(8ISHOP) FSCOMS)
1 50.0 110.0 200.0 -60.0 1. 710 1.590
2 50.0 105.0 185.0 -55.0 1.788 1.647
I 3 50.0 115.0 195.0 -65.0 1.740 1.623
4 50.0 105,0 205.0 -55.0' 1.726 1.603 ..
5 50.0 95.0 195.0 -45,0 1.686 1.545
I 6 50.0 95_0 190.0 -45.0 t.707 1.5:50
7 50.0 100.0 195,0 -50.0 1.694 1.560
95.0 200.0 -45.0 1.696 1.560 ..
8 50.0
9 50.0 90.0 195.0 -40.0 1.682 1.535
I 10 50.0 90,0 190.0 -40.0 1.697 1.542
' 11 50.0 90.0 200.0 -40.0 1.705 1.566
12 50.0 85.0 195.0 -35.0 1.686 1.532
13 50.0 95.0 190.0 -45.0 1.707 1.560 .
I 14 50.0 95.0 200.0 -45.0 1.696 1. 560
15 50.0 85.0 200.0 ~35.0 1.718 1.574
16 50.0 85.0 190.0 -35.0 1.692 1. 528
I.S. MINIMUM: 1.682 FOR THE CIRCLE OF CENTER ( 195.0, -40.0)
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88-81-155_01
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45 FOOT 2:1 CUT SLOPE
EASTERN PORTION OF "THE MEADOWS"
I Rancho California, California
for: Rancho California Development Cnmpnny
I ~ Converse Consultants Inland Empire
Protect No.
88-81-155-01
Figure No.
D-2e
BY ~ DATE ~7' CLIENT -RC.oC
CHKD, BY _ DATE _
PROJECT 7"He: Me:A.o(,).J.J_t:; .E'A,e; 7'" A 7'" RANCHO
SHEET NO.
PROJECT NO.
CAI_/~e.lllIA
/ OF /
88-AJ-/6.t:5-ol
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@ Converse Consultants
SIGNED
SHEET
NO.
0-4
REG, NO,
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CONVERSE;l!!~ - ~
ENVIRONMENTAL~;- ~"" -= ~
Inland Empire Office
630 East Brier Drive, Suite 100
San Bernardino. California 92408
Telephone 7141889.8004
FAX 714 889.4830
May 5, 1989 (i
Rancho California Development Company
28250 Ynez Road
Rancho California, California 92390
Attention: Mr. Csaba F, Ko
Subject: SLOPE STABILITY ANALYSIS
Tentative Tracts 24184 and 24185
Eastern Portion of "The Meadows"
Rancho California, California
CCIE Project No. 88-81-155-01
This report presents the results of our slope stability analysis
performed for the subject tracts. Based on our recent conversations
with Mr. Robert Washington of Robert Bein, William Frost & Associates
and review of provided tentative tract grading plans, it is our under-
standi ng that a 11 cut and fi 11 slopes proposed for the subject tracts
will not exceed 35 feet in height. Proposed maximum slope heights for
the subject tracts are tabulated below:
TRACT MAXIMUM SLOPE HEIGHT
No. (ft)
24184 31
24185 35
All proposed cut and fill slopes will be constructed at a gradient of
2:1 (horizontal:vertical) or flatter.
SLOPE STABILITY ANALYSIS
Direct shear tests were performed on both remolded and relatively
undisturbed ring samples obtained in the CCIE exploration of the eastern
portion of The Meadows. These results have been presented in the
"Geotechnical Investigation" report by CCIE for the eastern portion of
the Meadows (CCIE No. 88-81-155-01). Parameters used in the slope
stability analyses are as follows:
\,\'17
A Wholly Owned Subsidiary of
Th<> r"nvo:>r",,,, Prnf<>c:<:inn.::ll r,rn"n
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Rancho California Development Company
CCIE Project 88-81-155-01
May 5, 1989
Page 2
Material
Properly compacted fill**
(90% of ASTM 01557-78)
Undisturbed site materials
(Pauba siltstone with fine sand)
UNIT WEIGHT
(pcf)
128
COHESION*
(pst)
350
FRICTION ANGLE*
(degrees)
25
110
150
33
* Strengths of materials after soaking.
** Derived from site soils.
Slope stability analysis was performed for proposed cut and fill slopes
for the subject tracts at a maximum height of 45 and 40 feet,
respectively, at a gradient of 2:1 (horizontal:vertical). Calculations
for the slope stabl1 ity ana lys is are presented in the Appendi x. Our
analyses are based on homogeneous and isotropic soil conditions.
Strength parameters used in the ana lysi s were developed from di rect
shear testing on both in-situ ring samples and remolded samples (90%
relative compaction, ASTM 01557-78 Test Method) for cut and fill slopes,
respectively, Results of our slope stability analysis indicate that the
proposed slopes for the subject tracts will have ' calculated factors of
safety of at least 1.5, assuming that there are no geological dis-
conti nuiti es. A concern for both cut and fill slopes on the subject
tracts is the high potential for erosion of sandy materials and the
resultant surficial instabil ity, Therefore, proper site drainage and
erosion control should be addressed during the civil design stage, as
described below.
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. Our 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,
SLOPE PROTECTION AND EROSION CONTROL
As recommended in Section 7012(b) of the Uniform Building Code (1988
Edition), 6-foot-wide terraces should be provided on slopes higher than
30 feet, to control surface drainage and debris,
Proposed slopes at the site shoul d be planted soon after constructi on
and will require maintenance to perform in a satisfactory manner through
time. In most cases, slope maintenance can be provided along with
normal care of the grounds and landscaping. Cost of maintenance is
cheaper than repair after neglect.
Most hillside lot problems are associated with water. Uncontrolled
water from a broken pipe, excess landscape watering, or exceptionally
{\~
Converse Consultants Inland Empire
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Rancho California Development Company
CCIE Project 88-81-155-01
May 5, 1989
Page 3
wet weather causes most damage. Drainage and erosion control are
important aspects of slope stabi 1 ity and the provi s ions incorporated
into the graded site must not be altered without competent professional
advice.
Terrace drains and brow ditches on slopes should be 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. Wet spots on or around the site should be noted
and brought to the attention of the soils engineer, These may be
natural seeps or an indication of broken water or sewer lines.
Watering should be limited or stopped altogether during the rainy season
when little irrigation is required. Over-saturation of the ground can
cause major subsurface damage. Slopes should not be over-irrigated.
Ground cover and other vegetation will require moisture during the hot
summer months; but, during the wet season, irrigation can cause ground
cover to pull loose, This not only destroys the cover, but also starts
seri ous eros i on. It is suggested that a profess i ona 1 1 andscape
architect be consulted for planting and irrigation recommendations.
CLOSURE
The fi ndi ngs of thi s slope stabi 1 ity 1 etter have been prepared in
accordance with genera lly accepted profess i ona 1 engineeri ng and engi-
neering geologic principles and practice. We make no other warranty,
either express or imp 1 i ed. Our cone 1 usi ons and recommendati ons are
based on the results of field and laboratory investigations, combined
with an interpolation of subsurface conditions between and beyond
exploration location. These results are preliminary, and, are provided
to expedite the County submittal process for the tracts. These findings
and recommendations are predicated upon the assumption that CCIE will
review the tract grading plans, and will provide continuous construction
monitoring during grading and construction,
Respectfully submitted,
CONVERSE CONSULTANTS INLAND EMPIRE
-;:~,,~/
Project Engineer, PE C-037896
~ylU.'0f?
~~David B, Simon
Senior Geologist, CEG 1400
GCK/TCB/DBS:88dd
Enc1: Appendix, "Stability Analyses"
Dist: 2/Addressee
3/Robert 8ein, William Frost & Associates
1/Roy J. Sh1emon, Ph.D.
J
'\^' '\J
Converse Consultants Inland Empire
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APPENDIX
STABILITY ANALYSES
{\(P
88-81-155-01
Converse Consultants Inland Empire
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*********************************************
* *
* SLOPE STABILITY ANALYSIS *
* *
************** S T A 8 R G *****************
* *
* PORTIONS (C) COPYRIGHT 1985, 1986 *
* *
* GEOSOFT *
* *
* ALL RIGHTS RESERVED *
* *
*********************************************
"88-81-155-01; Tr. 24182, 24186, 24187 and 241B8; 2:1 fill slope(40 ft high) "
CONTROL DATA
NUMBER OF SPECIFIED CENTERS 0
NUM8ER OF DEPTH LIMITING TANGENTS 5
NUMBER OF VERTICAL SECTIONS 4
NUMBER OF SOIL LAYER BOUNDARIES 3
NUMBER OF PORE PRESSURE LINES 1
NUMBER OF POINTS DEFINING COHESION PROFILE 0
SEISMIC COEFFICIENT Sl,S2
.00 .00
=
SEARCH STARTS AT CENTER ( 165.0, -35.0),WITH FINAL GRID OF 5.0
ALL CIRCLES TANGENT TO DEPTH, 40.0, 45.0, 50.0, 55.0, 60.0,
GEOMETRY
SE'CTIONS .0 120.0 200.0 300.0
T. CRACKS .0 .0 40.0 40.0
W IN CRACK .0 .0 40.0 40.0
BOUNDARY 1 .0 .0 40.0 40.0
80UNDARY 2 40.0 40.0 40.0 40.0
80UNDARY 3 100.0 100.0 100.0 100.0
\'" "\
40 FOOT 2:1 FILL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho California Development Company
~ Converse Consultants Inland Empire
Project No.
88-81-155-01
Figure No.
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SOIL PROPERTIES
LAYER COHESION FRICTION ANGLE DENSITY
1 350.0 25.0 128.0
2 .0 33.0 110.0
PORE PRESSURE DATA
COORDINATES OF EQUI-PRESSURE LINES
SECTIONS .0 120.0 200.0 300.0
LINE 1 50.0 50~O, 50.0 50.0
NUMBER TANGENT RADIUS (Xl CENTER (Y) CENTER FS(BISHOP) FSrnMSl
1 40.0 75.0 165.0 -35.0 1.999 1.855
2 40.0 75.0 155.0 -35.0 2.252 2.074
3 40.0 85.0 165.0 -45.0 2.033 1.906
4 40.0 75.0 175.0 -35.0 1.856 1.737
5 40.0 65.0 165.0 -25.0 1.987 1. 819
6 40.0 85.0 175.0 -45.0 1.868 1.763
7 40.0 75.0 185.0 -35.0 1. 864 1.774
B 40.0 65.0 175.0 -25,0 1.881 1.745
9 40.0 75.0 170.0 -35.0 1. 913 1.782
10 40.0 80.0 175.0 -40.0 1.859 1.747
11 40.0 75.0 180.0 -35.0 1.834 1.728
12 40.0 70.0 175.0 -30.0 1,862 1.735
13 40.0 80.0 180.0 -40.0 1.824 1.724
14 40.0 75.0 185.0 -35.0 1. 864 1.774
15 40.0 70.0 180.0 -30.0 1. 857 1.746
16 40.0 BO.O 175.0 -40.0 1.859 1.747
17 40.0 B5.0 IBO.O -45.0 1.824 1.728
18 40.0 BO.O 185.0 -40.0 I.B32 1.744
19 40.0 85.0 175.0 -45.0 1. 868 1.763
20 40.0 90.0 180.0 -50.0 1. 830 1.740
21 40.0 B5.0 185.0 -45.0 1. B15 1.730
22 40.0 90.0 185.0 -50.0 1. 809 1.727
23 40.0 B5.0 190.0 -45.0 I.B60 1.788
24 40.0 80.0 185.0 -40.0 1. 832 1.744
25 40.0 90.0 IBO.O -50.0 1.830 1.740
26 40.0 95.0 IB5.0 -55.0 1.810 1.732
27 40.0 90.0 190.0 -50.0 1. 831 1.760
28 40.0 95.0 180.0 -55.0 1. 841 1.755
29 40.0 95.0 190.0 -55.0 1. 816 1.746
30 40.0 85.0 190.0 -45.0 1.860 1.788
31 40.0 85.0 180.0 -45.0 1. 824 1.728
F .5. MINIMUM= 1.B09 FOR THE CIRCLE OF CENTER ( 185_0) -50.0)
\'\~
40 FOOT 2:1 FILL SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancha California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Protect No.
88-81-155-01
Figure No.
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NUM8ER TANGENT RADIUS (X) CENTER (Y) CENTER FS(8ISHOP) FS(OMS)
1 45.0 95.0 IB5.0 -50.0, 1.749 1. 653
2 45.0 90.0 170.0 -45.0 1.979 1.845
3 45.0 100.0 180.0 -55.0 1. 823 1.724
4 45.0 90.0 190.0 -45.0 1.725 1. 630
5 45.0 80,0 180.0 -35.0 1.770 1. 647
6 45.0 90.0 185.0 -45.0 1.739 1. 637
7 45.0 95.0 190.0 -50.0 1.726 1. 635
8 45.0 90.0 195.0 -45.0 1.760 1.671
9 45.0 85.0 190.0 -40.0 1. 731 1. 633
10 45.0 95.0 185.0 -50.0 1.749 1. 653
11 45.0 95.0 195.0 -50.0 1.745 1.658
12 45.0 85.0 195.0 -40.0 1.789 1.699
13 45.0 85.0 IB5.0 -40,0 1.733 1. 627
F.S. MINIMUM: 1.725 FOR THE CIRCLE OF CENTER ( 190.0, -45.0)
NUM8ER TANGENT RADIUS (X) CENTER (Y) CENTER FS(8ISHOP) FS(OMS)
1 50.0 95.0 190,0 -45.0 1.899 1.746
2 50.0 90.0 175.0 -40.0 2.001 1.833
3 50.0 100.0 185.0 -50.0 1.925 1,781
4 50,0 90.0 195.0 -40:0 1.936 1,772
5 50.0 BO.O 185.0 -30.0 1.895 ' 1.717
6 50,0 80.0 180.0 -30.0 1. 917 1.735
7 50,0 8.5.0 18.5.0 -35,0 1.694 1,725
8 50,0 80.0 190,0 -30.0 1.917 1.739
9 50,0 75.0 185.0 -25.0 1. 907 1.717
10 50.0 85.0 180.0 -35.0 1.924 1.752
11 50.0 90.0 185,0 -40.0 1.900 1,740
12 50.0 85.0 190.0 -35.0 1.902 1.732
13 50.0 90,0 180.0 -40.0 1.936 1.774
14 50.0 90.0 190,0 -40.0 1.897 1.736
15 50.0 BO.O 190.0 -30.0 1. 917 1.739
16 50.0 80.0 180.0 -30.0 1. 917 1.735
F.S. MINIMUM: 1.894 FOR THE CIRCLE OF CENTER ( 185.0, -35.0)
\"\Q,,
40 FOOT 2:1 FILL SLOPE
EASTERN PORTION OF liTHE MEADOWS"
Rancho California, California
for: Rancho California Development Campany
PfOlect No.
88-81-155-01
Figure No
Converse Consultants Inland Empire
D-lc
I NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS)
I 1 55.0 90.0 IB5.0 -35.0 2.018 1.792
2 55.0 85.0 170.0 -30.0 2.168 1. 921
3 55.0 95.0 180.0 -40.0 2.061 1. 84B
4 55.0 85.0 190.0 -30.0 2.027 1. 781
I 5 55.0 75.0 180.0 -20.0 2.03B 1.76B
6 55.0 B5.0 175.0 -30.0 2.088 1.B48
7 55.0 80.0 IBO.O -25.0 2.033 1.781
B 55.0 90.0 175.0 -35.0 2.102 1. 875
I 9 55.0 90.0 185.0 -35.0 2.018 1.792
10 55.0 80.0 185.0 -25.0 2.019 1.764
11 55.0 BO.O 175.0 -25.0 2.080 1.825
12 55.0 95.0 185.0 -40.0 2.028 1. 813
I 13 55.0 90.0 190.0 -35.0 2.021 1.789
14 55.0 95.0 180.0 -40.0 2.061 1. 848
15 55.0 95.0 190.0 -40.0 2.022 1. B02
16 55.0 85.0 190.0 -30.0 2.027 1.781
I 17 55.0 B5.0 IBO.O -30.0 2.037 1.799
F .S. MINIMUM: 2.018 FOR THE CIRCLE OF CENTER ( 185.0, -35.0)
I NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMSl
I 1 60.0 , 95.0 185.0 -35.0 2.125 1.839
2 60.0 90.0 170.0 -30.0 2.260 1.960
3 60.0 100.0 180,0 -40.0 2.16B 1.900
4 60.0 90.0 190.0 -30.0 2.124 1.813
I 5 60.0 80.0 180.0 -20.0 2.136 1.802
6 60.0 90.0 185.0 -30.0 2.119 1.817
7 60.0 95.0 190.0 -35.0 2.123 1. 82B
8 60.0 90.0 195.0 -30.0 2.164 1.838
I 9 60.0 85.0 190.0 -25.0 2.134 1. 803
10 60.0 90.0 180.0 -30.0 2.141 1.845
11 60.0 95.0 185.0 -35.0 2.125 1.839
12 60.0 85.0 185.0 -25.0 2.119 1.799
I 13 60.0 95.0 180.0 -35.0 2.153 1. B71
14 60.0 95.0 190.0 -35.0 2.123 1. 828
15 60.0 85.0 190.0 -25.0 2.134 , 1. 803
~I 16 60.0 85.0 180.0 -25.0 ' 2.136 1.821
F.S. MINIMUM: 2.119 FOR THE CIRCLE OF CENTER ( 185.0, -30.0)
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* *
* SLOPE STA8ILITY ANALYSIS *
* *
************** S T A 8 R G *****************
* *
* PORTIONS (C) COPYRIGHT 1985, 1986 *
* *
* GEOSOFT *
* *
* ALL RIGHTS RESERVED *
* *
*********************************************
"88-81-155-01; Tr. 24182, 24186, 24187 and 24188; 2:1 Cut s1ope(45 ft high)
CONTROL DATA
NUM8ER OF SPECIFIED CENTERS 0
NUM8ER OF DEPTH LIMITING TANGENTS 5
NUM8ER OF VERTICAL SECTIONS 4
NUMBER OF SOIL LAYER 80UNDARIES 2
NUM8ER OF PORE PRESSURE LINES 1
NUMBER OF POINTS DEFINING COHESION PROFILE 0
SEISMIC COEFFICIENT S1,S2
.00 .00
=
SEARCH STARTS AT CENTER ( 175.0, -45.0),WITH FINAL GRID OF 5.0
ALL CIRCLES TANGENT TO DEPTH, 40.0, 45.0, 50.0, 55.0, 60.0,
GEOMETRY
SECTIONS .0 120.0 210.0 300.0
T. CRACKS .0 .0 45.0 45.0
W IN CRACK .0 .0 45.0 45.0
BOUNDARY 1 .0 .0 45.0 45.0
BOUNDARY 2 100.0 100.0 100.0 100.0
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45 FOOT 2:1 CUT SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho Califarnia Development Company
~ Converse Consultants Inland Empire
Protect No.
88-81-155-01
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SOIL PROPERTIES
LAYER COHESION FRICTION ANGLE DENSITY
1 150.0 33.0 110.0
PORE PRESSURE DATA
COORDINATES OF EQUI-PRESSURE LINES
SECTIONS .0 120.0 210.0 300.0
LINE 1 10.0 30.0 45.0 45.0
NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS)
J 40 Q 85.0 175.0 -45,0 2.046 1.'lOO
2 40,0 B5.0 165.0 -45.0 2.257 2.080
3 40.0 95.0 175.0 -55.0 2.093 1.963
4 40.0 85.0 185.0 -45.0 1.926 1. B04
5 40.0 75.0 175.0 -35.0 2.017 1. 849
6 40.0 95.0 185.0 -55.0 1.947 1. B37
7 40.0 85.0 195.0 -45.0 1.935 1. 849
8 40.0 75.0 185.0 -35.0 1.944 1.811
9 40.0 85.0 180.0 -45.0 1. 974 1. 839
10 40.0 90.0 185.0 -50.0 1. 933 ' 1. 818
11 40_0 85.0 190.0 -45.0 1.908 1. BOl
12 40.0 80.0 185.0 -40.0 1.929 1. 801
13 40.0 90.0 190.0 -50.0 1.89B 1.795
14 40.0 85.0 195.0 -45.0 1.935 1. B49
15 40.0 80.0 190.0 -40.0 1.930 1. 823
16 40.0 90.0 IB5.0 -50.0 1.933 1.B18
17 40.0 95.0 190.0 -55.0 1. 900 1.BOl
18 40.0 90.0 195.0 -50.0 1. 912 1. 827
19 40.0 95.0 IB5.0 -55.0 1.947 1.837
20 40.0 95.0 195.0 -55.0 1. 890 1.805
21 40.0 85.0 195,0 -45.0 1.935 1.849
22 40.0 85.0 IB5.0 -45.0 1.926 1. 804
23 40.0 100.0 195.0 -60.0 1.882 1.798
24 40.0 95.0 200.0 -55.0 1.939 1. 871
25 40.0 100.0 190.0 -60.0 1.909 1.815
26 40.0 105.0 195.0 -65.0 1.884 1.803
27 40.0 100.0 200.0 -60.0 1. 914 1.846
28 40.0 105.0 190.0 -65.0 1. 924 1.834
29 40.0 105.0 200.0 -65.0 1. 889 1.820
30 40.0 95.0 200.0 -55.0 1.939 1. B71
31 40.0 95.0 190.0 -55.0 1.900 1. 801
F.S. MINIMUM: 1.882 FOR THE CIRCLE OF CENTER ( 195.0. -60.0)
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45 FOOT 2:1 CUT SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho California, California
for: Rancho Califarnia Development Comp<my
~ Converse Consultants Inland Empire
Project No.
88-81-155-01
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NUMBER TANGENT RADIUS (X) CENTER (y) CENTER FS(BISHOP) FS(OMS)
1 45.0 105.0 195.0 -60.0 1.778 1.680
2 45.0 100.0 180.0 -55.0 1.933 1.798
3 45.0 110.0 190.0 -65.0 ' 1. B38 1.736
4 45.0 100.0 200.0 -55.0 1.764 1.672
5 45.0 90.0 190.0 -45.0 1.786 1. 660
6 45.0 100.0 195.0 -55.0 1.769 1. 666
7 45.0 105.0 200.0 -60.0 1.762 1.672
B 45.0 100.0 205.0 -55.0 1. B02 1.725
9 45.0 95.0 200.0 -50.0 1.776 1. 683
10 45.0 105.0 195.0 -60.0 1. 778 1. 680
11 45.0 110.0 200.0 -65.0 1.766 1.680
12 45.0 105.0 205.0 -60.0 1.783 1.706
13 45.0 110.0 195.0 -65.0 1.791 1.697
14 45.0 110.0 205.0 -65.0 1.772 1.695
15 45.0 100.0 205.0 -55.0 1. 802 1.725
16 45.0 100.0 195.0 -55.0 1. 769 1. 666
F.S. MINIMUM= 1.762 FOR THE CIRCLE OF CENTER ( 200.0, -60.0)
NUMBER TANGENT RADIUS (X) CENTER (V) CENTER FS(BISHOP) FS(OMS)
1 50.0 110.0 200.0 -60,0 1. 710 1.590
2 50.0 105.0 1B5.0 -55.0 1.788 1.647
3 50.0 115.0 195.0 -65.0 1.740 1,623
4 50.0 105.0 205.0 -55.0' 1.726 1.603
5 50.0 95.0 195.0 -45.0 1. 686 1.545
6 50.0 95.0 190.0 -45.0 1.707 1.560
7 50.0 100.0 195.0 -50.0 1. 694 1.560
8 50.0 95.0 200.0 -45,0 1.696 1.560
9 50.0 90.0 195.0 -40.0 1. 682 1.535
10 50.0 90.0 190.0 -40.0 1. 697 1. 542
11 50.0 90.0 200.0 -40,0 1.705 1. 566
12 50.0 85.0 195.0 -35.0 1. 686 1.532
13 50.0 95.0 190.0 -45,0 1.707 1.560
14 50.0 95.0 200.0 -45.0 1. 696 1. 560
15 50.0 85.0 200.0 -35.0 1. 718 1. 574
16 50.0 B5.0 190.0 -35.0 1.692 1.528
F.S. MINIMUM= 1. 682 FOR THE CIRCLE OF CENTER ( 195.0, -40.0)
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45 FOOT 2:1 CUT SLOPE
EASTERN PORTION OF "THE MEADOWS"
Rancho Ca Iifornia,Ca Ii forn io
for: Rancho California Development Company
PrOject No.
88-81-155-01
Figure No.
Converse Consultants Inland Empire
D-2c
I NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS)
I 1 55.0 95.0 195.0 -40.0 1.685 1. 490
2 55.0 90.0 180.0 -35.0 1.77B 1. 555
3 55.0 100.0 190.0 -45.0 1. 712 1.525
4 55.0 90.0 200.0 -35.0 1.703 1.497
I 5 55.0 80.0 190.0 -25.0 1. 688 1. 455
6 55.0 90.0 185.0 -35.0 1.723 1. 510
7 55.0 85.0 190.0 -30.0 1. 686 1. 466
8 55.0 95.0 185.0 -40.0 1.735 1. 534
I 9 55.0 95.0 195.0 -40.0 1. 685 1.490
10 55.0 B5.0 195.0 -30.0 1.684 1. 468
11 55.0 B5.0 1B5.0 -30.0 1. 715 1. 489
I 12 55.0 85.0 200.0 -30.0 1.717 1. 503
13 55.0 BO.O 195.0 -25.0 1.696 1.46B
14 55.0 90.0 190.0 -35.0 1.690 1. 483
15 55.0 90.0 200.0 -35.0 1.703 1. 497
I 16 55.0 80.0 200.0 -25.0 1.735 1.510
17 55.0 80.0 190.0 -25.0 1. 6B8 1.455
I F.S. MINIMUM: 1.684 FOR THE CIRCLE OF CENTER ( 195.0, -30.0)
NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS)
I 1 60.0 90.0 195.0 -30.0 1.724 1.445
2 60.0 85.0 1BO.0 -25.0 1.789 1. 490
3 60.0 95.0 190.0 -35.0 1.732 1. 472
I 4 60.0 85.0 200.0 -25.0 1.765 1. 464
5 60.0 75.0 190.0 -15.0 1.748 1.416
6 60.0 B5.0 185.0 -25.0 1.746 1.453
7 60.0 BO.O 190.0 -20.0 1.732 1. 420
I 8 60.0 90.0 1B5.0 -30.0 1.751 1. 474
9 60.0 90.0 195.0 -30.0 1.724 1.445
10 60.0 80.0 195.0 -20.0 1.745 1.432
11 60,0 BO.O 1B5.0 -20.0 1. 747 1. 435
I 12 60.0 95.0 195.0 -35.0 1.725 1.461
13 60.0 90.0 200.0 -30.0 1. 748 1. 463
14 60.0 95.0 190.0 -35,0 1.732 1.472
15 60.0 95.0 200.0 -35.0 1. 741 1.471
:1: 16 60.0 B5.0 200.0 -25.0 1.765 1.464
17 60.0 85.0 190.0 -25.0 1.725 1. 433
F.S. MINIMUM: 1.724 FOR THE CIRCLE OF CENTER ( 195.0, -30.0)
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