HomeMy WebLinkAboutGeotechnical InvestigationGEOTECHNICAL INVESTIGATION
Tentative Tracts 25321 Through 25324 and 25464
Winchester Hills Residential Development
Temecula, California
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Converse Consultants Inland Empire Consulting Engineers
and Geologists
630 Eas[ Brier Dnve. S~re ~00
~ San 8ernartlmo. Caldpmia 92C08
Teleohone 7 t a i889-800~
FAX 77~ 889~d830
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GEOTECHNICAL INVESTIGATION
Tentative Tracts 25321 Through 25324 and 25464
Winchester Hilis Residential Development
Temecula, California
PREPARED FOR
Mesa Homes
28765 Single Oak Drive
Suite 100
Temecula, California 92390
CCIE Project No. 89-81-173-01
October 8, 1990
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Converse Consultants Inland Empire Consulting Engineers
and Geologists
530 Eas; Brier Dnve. Suite t00
San fier~artlmo. Caldomia 92i09
Te!eorcne 71a ~889~BOOQ
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October 8, 1990 ~-~)
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Mesa Homes
28765 Single Oak Drive
Suite 100
Rancho California, California 92390
Attention: Mr. Csaba F. Ko
Subject: GEOTECHNICAL INVESTIGATION
Tentative Tracts 25321 through 25324 and 25464
Winchester Hills Residentiai Development
Temecula, California
CCIE Project No. 89-81-173-01
Gentlemen:
Enclosed are the findings of our geotechnicai investigation performed for the
Winchester Hiils Residential Development in Temecula, California. The
purpose of this report is to provide geotechnical recommendations for tract
development.
Materials encountered in the exploratory excavations generally consisted of
alluvial soils and soft sedimentary bedrock of the Pauba Formation. The
Pauba bedrock consists primarily of fine to medium-grained sandstone with
local interbeds of clayey siltstone. Groundwater was not encountered in
trenches or borings to the maximum explored depth of 50 feet.
We previously investigated a portion of this site for liquefaction potential in
our report dated September 9, 1988. The results of that analysis indicated
that there is a possibility of liquefaction of floodplain alluvial soils along
Santa Gertrudis Creek Channel. Preliminary grading pians indicate that a
minimum of 25 feet of fill wili be placed in this area. These fill soils wiil
effectively mitigate the potential for foundation distress by liquefaction if the
site is developed as recommended.
3
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Mesa Homes
CCIE Project No. 89-81-173-01
October 8, 1990
Page 2
Results of our investigation indicate that the site is suitable for the proposed
residential development, provided that the recommendations contained
herein are incorporated into final development plans. Site development can
be achieved by conventional mass grading. Anticipated depths of
overexcavation in proposed fili areas are indicated on the enclosed maps and
discussed in the appropriate sections of this report. Several shallow
landslides were located on the northeast portion of the site. These can be
mitigated by overexcavation and recompaction as indicated in text. Con-
ventional 2:1 (horizontal to vertical) cut and fill slopes are proposed, with
structure setbacks as recommended herein. Spread footings may be used
to support the proposed residential structures.
We appreciate this opportunity to be of service. If you have any questions,
please feel free to contact our office.
Very truly yours,
CONVERSE CONSULTANTS INLAND EMPIRE
~~C .
Steven C. Helfrich,
Branch Manager
QSEH/GFR/SCH:wpd
Dist: 12/Addressee
1/Dr. Roy J. Shlemon
1/Robert Bein, William Frost & Associates
Attention: Mr. Mike Tylman
~
Converse Consultants Inland Empire
PROFESSIONAL REGISTRATION
CCIE Project No. 89-81-173-01
August 30, 1990
This report has been prepared by the staff of Converse Consultants Inland Empire under
the professional direction of tha Principal Engineering Geotogists and Principal Engineers
whose seals and signatures appear hereon.
The findings, recommendations, specifications or professionai opinions are presented,
within the limits prescribed by the client, after being prepared in accordance with generaily
accepted professionai engineering geologic and soils engineering practice in this area, at
this time. There is no other warranty either express or implied.
,~
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Quazi S.E. Hashmi, Ph.D. Steven C. Helfr
Senior Staff Engineer Principal Engir}
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Principal B gineering Geologist
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Converse Consullants InlanE Empire
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TABLE OF CONTENTS
1.0 INTRODUCTION ..................................
2.0 PROJECT DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
; 2.1 Existing Site Conditions . . . . . . . . . . . . . . . . . . . . . . . . .
2.2 Proposed Development . . . . . . . . . . . . . . . . . . . . . . . . . .
3.0 SCOPE OF INVESTIGATION
3.1 Site Reconnaissance . . . . . . . . . . . . . . . . . . . . . . . . . . .
3.2 Field Expioration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3.3 Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . .
3.4 Related Geotechnicat Reports . . . . . . . . . . . . . . . . . . . . .
4.0 SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4.1 Regional Geologic Framework . . . . . . . . . . . . . . . . . . . . .
4.2 Site Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4.2.1 Pauba Formation (Map Symbol Qp) . . . . . . . . . . . . .
4.2.2 Ancient Landslide (Map Symbol Qls) . . . . . . . . . . . .
4.2.3 Older Alluvium (Map Symbol Qoal) . . . . . . . . . . . . . .
4.2.4 Younger Alluvium (Map Symbol Qai) . . . . . . . . . . . .
4.2.5 Colluvium (Map Symbol Qcol) . . . . . . . . . . . . . . . . .
4.2.6 Artificiai Fiil (Map Symbol Af) . . . . . . . . . . . . . . . . .
4.3 Faulting ...................................
4.3.1 Regional . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4.3.2 Site Faulting . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4.4 Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4.5 Groundwater . . . .. . .. . . .. . . .... . .. . .. . . . . . . .
4.6 Subsurface Variations . . . . . . . . . . . . . . . . . . . . . . . . . .
5.0 CON CLUSIONS AND TRACT DEVEIOPMENT CONSIDERATIONS ..
Page
1
3
3
3
4
4
4
4
5
6
6
6
8
8
9
9
9
9
10
10
10
14
15
17
18
89-81-173-01 (P
Converse ConsuHantslnland Empire
TABLE OF CONTENTS
(continued)
Page
6.0 EARTHWORK/SITE GRADING RECOMMENDATIONS . . . . . . . . . . 1g
6.1 General .................................... 19
6.2 Liquefaction Potential . . . . . . . . . 19
. . . . . . . . . . . . . . . . .
6.3 Removals/Overexcavation . . . . . . 2p
. . . . . . . . . . . . . . . . . .
6.4 Excavatability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ZZ
6.5 Subdrains .........................:........ 22
6.6 Expansion Potential . . . . . . . . . . . . 22
. . . . . . . . . . . . . . . .
6.7 Transition Lots . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
6.8 Permanent Cut Siopes . . . . . . . . . . . . . . . . 23
. . . . . . . . . .
6.9 Permanent Fill Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . 24
6.10 Fill-Over-Cut Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
6.11 Stabilization Fills . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
6.12 Oversize Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
6.13 Temporary Sloped Excavations . . 26
. . . . . . . . . . . . . . . . . .
6.14 Utility Trench Backfill . . . . . . . . . . . . . . 27
. . . . . . . . . . . ...
6.15 Shrinkage and Subsidence . . . . . . . 28
. . . . . . . . . . . . . . . .
6.16 Site Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28
6.17 Slope Protection and Maintenance . . . . . . . . 2g
. . . . . . . . . .
6.18 Asphalt Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30
7.0 STRU CTURAL DESIGN RECOMMENDATIONS . . . . . . . . . . . . . . . 31
7.1 Residential Foundation Design Criteria . . . . . . . . . . . . . . . . 31
7.2 Retaining Waiis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32
7.3 Slabs-on-Grade ................... ........... 32
7.4 Appurtenant Facilities . . . . . . . . . . . . . . . . . . . . . . . . . . 33
7.5 Soil Corrosivity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33
89-81-173-01 ~
Converse Consullants Inland Empire
TABLE OFCONTENTS
(continued)
8.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION . . . . . . . . . . 35
' 9.0 CLOSURE ....................................... 36
! REFERENCES -
APPENDIX A - FIELD EXPLORATION
APPENDIX B- LABORATORY TEST PROGRAM
APPENDIX C - STABILITY ANALYSES
APPENDIX D- RECOMMENDED EARTHWORK SPECIFICATIONS
APPENDIX E- DRAWINGS 1 through 5 GEOLOGIC MAPS
DRAWINGS 6 and 7 GEOLOGIC-CROSS SECTIONS
DRAWINGS 8 and 9 FAULT TRENCH LOGS
89-81-173-01 f~
Canve~se Consullants Inland Empi~e
1.0 INTRODUCTION
This report presents the findings and conclusions of our geotechnical investigation for
~ the Winchester Hills residential development in Temecula, California. The purpose of
this investigation was to evaluate the potential for onsite faulting, subsurface
~ conditions and pertinent engineering properties of the earth materials, and to provide
recommendations regarding general site grading, siope stability and preliminary
~ foundation design.
The irregularly shaped, approximately 568-acre site, is located west of Winchester
Road (Highway 79). The site is bounded on the south by I-15 and new commercial
developments and on the east by Santa Gertrudis Creek. Rough grading of a
residential development was ongoing north of the site at the time of our field
investigation. The "Site Location Map", Figure 1, shows the site with respect to
nearby streets and topographic features. Pertinent geotechnical data and exploratory
excavatio~ locations are shown on the "Geologic Maps", Drawings 1 through 5
(pocketl.
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REFERENCE:
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SITE LOCATION MAP
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT vroieuNo
Temecula, California $9-81-173-01
for:_Mesa Homes
F~9u'e r+o
~ Converse Consultants Inland Empire ~ \~
' 2.0 PROJECT DESCRIPTION
2.1 Existina Site Conditions
In general, the subject property is in an undeveloped state. Topographicaily, the site
consists of low rolling hills with southwest-trending drainages. Maximum relief is
about 100 feet. Site vegetation consists of native weeds, shrubs, and grasses.
Several unimproved roads and trails transverse the site.
2.2 Prooosed Develooment
The proposed Winchester Hills development is a master planned community
development. Development will consist of the construction of commercial,
singie-occupancy residential, and muiti-occupancy residential structures. The majority
of the site will be developed for single family residential structures. Based on the
rough grading plans, (RBF and Associates, dated October 31, 1989, 1" = 100'), site
~ grading will consist of cuts, removals and fil~ operations to prepare building pad areas.
Exclusive of any potential overexcavations, maximum cuts and filis to approximately
65 feet and 40 feet, respectively, are anticipated. Maximum heights of proposed fiil
and cut slopes is approximately 40 feet. For this report, it is assumed that the
residential structures wiil consist of one to two-story wood frame single family homes
with concrete slabs-on-grade. Informaiion was not available at the time of this report
regarding the type of commercial development proposed at the site.
89-81-173-01 g ~\
Converse Consultants Inland Empire
3.0 SCOPE OF INVESTIGATION
3.1 Site Reconnaissance
A Converse Consultants Inland Empire (CCIE) geologist performed a site
reconnaissance of the property for mapping of geologic units and pertinent surficial
features. Aerial photographs of the site vicinity were examined stereoscopically to
assist the geologic reconnaissance in identifying possible fauit-related lineaments, and
to plan the siting of fauit-exploration trenches.
3.2 Field Exoloration
Nine exploratory borings and 25 test pits were excavated on the site. Borings were
advanced using bucket-auger and hollow-stem auger drilling equipment; test pits
were excavated using a rubber-tired backhoe. All excavations were logged by our
field personnel who carefully described the materials encountered. Borings BH-1, BH-
2 and BH-3 were entered by a CCIE geologist who observed and documented the
exposed materials.
Five fault trenches were excavated across the traces of photolineaments identified
during an aerial photograph analysis by Kennedy (1977) and independently by CCIE.
The fault trenches ranged from 4 to 7 feet in depth and were approximately 90 to
210 feet in length. The fauit trenches were examined and logged in detail by a CCIE
geologist. Fault trench graphic logs are attached as Drawings 8 and 9(Appendix E).
Approximate locations of the subsurface explorations are shown on Drawing 1.
Relatively undisturbed and bulk samples of representative materials encountered were
obtained from the borings and trenches. A description of the field exploration and
sampling program is presented in Appendix A, Field Exploration Program.
3.3 Laboratorv Testin
Samples were tested in the laboratory to aid in cfassification and to determine certain
engineering properties of the site soils and bedrock. These tests included: dry unit
89-81-173-01 4
Converse Consultanis Inland Empire `y
weight and moisture content, maximum density and optimum moisture; direct shear
strength; consolidation; soil corrosivity; expansion index; and R-value. A description
of the laboratory test methods and test resuits are p~esented in Appendix B,
"Laboratory Test Program". Moisture and densiry data are presented on the "Boring
Summary Sheets" in Appendix A.
3.4 Related Geotechnical Reoorts
In addition to pertinent published geologic literature, unpublished geotechnicai reports
were also reviewed. Areas in the vicinity of Santa Gertrudis Creek Channel were
investigated for liquefaction potential by CCIE. Results of our findings were presented
in a report dated September 9, 1988. Prior to this investigation, Irvine Consulting
Group (ICG) performed a preliminary geotechnicai investigation of this site. Their
findings were presented in a report dated October 6, 1989. Other pertinent
publications reviewed for this report are included in the list of references.
89-81-173-01 5 \~
Canverse Consullants Inland Empi~e
4.0 SITE CONDITIONS
This section summarizes the physical and geologic conditions percinent to the design
of the project. Information presented in this section and on the attached drawings
was based upon field observations, subsurface expioration, fauit trenching,
examination of aerial photographs, and review of published geologic maps and
reports. The field work was supervised by a Certified Engineering Geologist and a
Registered Geotechnical Engineer.
4.1 Reaional Geoloaic Framework
The Winchester Hiils Residentiai Development is situated within the Peninsular Ranges
geomorphic province. The Peninsular Ranges are generally characterized by northwest
trending mountain ranges and valleys bounded by right-lateral strike-slip fauits. The
regional geologic map of the site vicinity is shown on Figure 4.1, Regional Geologic
Map.
The site lies within the Perris Block, which is bounded by the Elsinore fault to the
west, the San Jacinto fauit to the east, and the San Gabriel fault to the northwest
(English, 1926). The Perris Block has been referred to as the Perris "peneplain" owing
to the presence of numerous flat vaileys of severai miles in extent. Locally, the Perris
Block is punctuated by ranges of hills with up to 1,000 feet of relief with respect to
the adjacent valleys.
4.2 Site Geology
Earth materiais observed during the course of this investigation were the Pauba
Formation, older alluvium, colluvium, younger alluvium and artificial fill. Several
landslides were documented at the northeast portion of the site (Drawing 11. Areai
distribution of the earth materials is shown on the geologic maps (Drawings 1 through
5). These materials are described below from geologically oldest to youngest.
89-81-1 73-01
Converse Consultants Inland Empire 6 ~~
4.2.1 Pauba Formation IMao Svmbol Qol: The Pauba Formation of
late-Pleistocene geologic age (Mann, 1955) underlies the site. The Pauba
bedrock at the site is primarily an arkosic sandstone derived from erosion and
shedding of debris from granitic bedrock highs to the east. Interbeds of clayey
sandstone and siity claystone also occur locally. Bedrock structure is poorly
developed, but generally trends northeast and is inclined about 2° to 10° to
the north.
4.2.2 Ancient Landslide IMao Svmbol Qlsl: Several relatively small landslides
were observed along the northeast portion of the site. These landslides are
denoted as possibie and probable landslides on Drawing 1. Possible landslides
(map symboi QIsZ- are interpreted on the basis of geomorphology and air photo
interpretation. Probable landslides, which have been exposed in test pits, are
i
~ labeled symbol Qls~ on Drawing 1.
Several test pits (TP-21 through TP-25) were exc3vated within and along the
perimeter of the landslides. Landslide basal shear pianes were exposed in TP-
21 and TP-22. The basal shear planes consisted of striated; 1-1/2 to 2-inch
thick clay gouge material. The shear planes strike northwest and dip southwest
from 36° to 39°.
Test pits TP-24 and T-25 were excavated near the toe of the landslides
(Drawing 1). These test pits exposed, undisturbed alluvial soils. An
intermittent south-flowing drainage has apparently incised the distal portion of
the landslides and deposited older alluvial soiis at their toes suggesting that
these are very oid features.
No evidence of surficial or deep-seated instability was observed elsewhere on
the site. Measures to mitigate the landslide are provided in Section 6.3.
89-81-173-01 8 ~!)
' Converse Consultants InlanC Empire
4.2.3 Older Alluvium IMao Svmbol Qoall: Older alluvium occurs within much
of the site. It is commonly overlain by a variable thickness of younger alluvium
and topsoil. These materials are primarily silty and clayey sands with minor
amounts of sandy clay. The older alluvium is generally medium dense and
contains organics and pinhole voids in the upper 2 to 3 feet where a modern
soil is forming. TRe oider alluvium encountered along the Santa Gertrudis Creek
flood plain is up to 25 feet thick.
4.2.4 Younaer Alluvium (Mao Svmbol Qall: Younger alluvium occurs in
drainages throughout the site. These materials are mainly sands, silty sands
and clayey sands that are moist, loose, and contain variabie amounts of organic
matter. The alluvium is at least 15 teet thick in the Santa Gertrudis Creek flood
plain area.
4.2.5 Colluvium IMao Svmbol Qcoll: Colluvial soiis locally mantle bedrock
throughout the site. These sediments consist of fine grained clayey and silty
sands. The colluvium is loose to medium dense and up to 5 feet thick.
4.2.6 Artificial Fill (Mao Svmbol Afl: Both engineered and non-engineered fill
soiis were observed on the site. For the purpose of this investigation these
materials were not differentiated. These soils consist of silty and ciayey sands.
Engineered fill was encountered near the southeastern portion of the site.
These filis were placed during construction of Santa Ynez Road and during
construction of a commercial development.
Non-engineered fill was placed to construct a small reservoir near the northeast
edge of the site. End dumped piles of fiil are present near the southeast end
of the site in the vicinity of Santa Ynez Road. Past grading or fiil placement
was not evident eisewhere on the site.
89-81-173-01
Converse Consultants Inlantl Empire
9 ~~
4.3 Faultino
4.3.1 Regional: There are no known active fauits projecting toward or through
the site, nor is the site situated within a currently designated State of California
Alquist-Priolo Special Studies Zone. As shown in Figure 4.3.1, Regional Fauit
Map, the nearest known active fault (displacement within the last 11,000
years) is the Wildomar Branch of the Elsinore fault located about 0.4 miles to
the southwest. The Murrieta Hot Springs fault zone is located about 0.8 miles
north of the site. The Murrieta Hot Springs fault is not currently ciassified as
active by the State of California.
4.3.2 Site Faultina: Kennedy (1977) identified three photolineaments trending
through the site. Additionally, CCIE independentiy analyzed aeriai photographs
to determine the presence of any possible fault-related photolineaments. The
results of our photolineament analysis are presented on Figure 4.3.2,
Photolineament Map. Our analyses verified that two photolineaments closely
correspond to those mapped by Kennedy (L-1 and L-3 on Figure 4.3.2). The
third photolineament identified by Kennedy could not be verified during our
review of the aerial photographs. To evaluate the potential for site faulting,
exploratory trenches were excavated across the identified photolineaments.
All fault trenches were observed by Dr. Roy Shlemon on April 25 and June 20,
1990. Fault trenches 4 and 5, were observed by Mr. Steven Kupferman,
Riverside County Geologist, on June 20, 1990.
The following summarizes the findings of our fault trenching program. Fault
trench locations are shown in Drawings 1 and 2.
• Photolineament 1- Photoiineament 1 was identified by Kennedy and
independently by CCIE during our review of aerial photographs. The
lineament is moderately well developed and trends about N75'W and is
expressed as an alignment of topographic saddles and ridges.
89-81-173-01
Converse ConsWtants Inland Empire
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REGIONAL FAULT MAP
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P'a°C1N°
Temecula, Califomia 89-87-173-01
for: Mesa Homes
Fpuw No.
~ Converse Consultants Iniand Empire a.3.i ~~
o io 2o I
REFERENCE: APPROX. SCALE~IN FEET
After Jennings, (1975) 9CALE: 1:760,000
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o iooo 2000 •ooo EXPLANATION
SCALE IN FEET ~`"•~ ~' -= , ~~~~ PHOTOLINEAMENT IDENTIFIED by
I ~;~_=: , !,; ~~ CCIE (1980) end KENNEDY (1977)
. ^.. :' ';` c
REFERENCE: -- ' ~ ~- ~.~~~,..~~ PHOTO~INEAMENT IDENTIFIED by
Portlon of USOS MuRiete 7.5 minute ~- ~...~ KENNEOY (1877)
Ouadrengle, (1853), phoforavieed 1878 \ _ -~
PHOTOLINEAMENT MAP
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~orec~No
Temecula, California 88-81-173-Ot
for: Mesa Homes
Fgme No
~ Converse Consultants Inland Empire a.3z \°l
Trench 1 was excavated across the trace of Photolineament 1. No faults
were observed. A relict paleosol occurs on the underlying Pauba formation.
Locaily this soii is covered by youngec colluvium. This soil dates a relict
geomorphic surface at ieast 35,000 years old based upon the soil
reddening, blocky to prismatic structure, moderately thick and continuous
clay films on pad faces and regional correlation (Shlemon, 1990, personal
communication-. The contact between the paleosol and underiying bedrock
is continuous and unbroken.
Based on trenching and site observations, we conclude that
Photolineament 1 is not fault related. Its trend closely corresponds to
regional bedding. Its origin is thus interpreted to be the result of differential
erosion along bedding planes.
• Photolineament 2- Photolineament 2, identified by Kennedy, is weak and
discontinuous. The lineament trends about N22°W across the northeast
portion of the site and is denoted by intermittent alignment of ridges and
divides.
Trench 2 was excavated across the trace of Photolineament 2. No faults
were observed in the trench exposures. A relict paleosol also estimated to
be at least 35,000 years old has formed on the underlying Pauba formation.
The contact between the paleosol and underlying bedrock is continuous and
unbroken.
Site reconnaissance disclosed the presence of several possible fault breaks
in a road cut just north of northeast site perimeter (Drawing 1). The faults
were observed over a distance of about 100 feet within the roadcut. The
faults trend about north-south and dip steeply to the east and west. A
distinctive reddish brown sandstone of the Pauba formation was observed
to terminate at the western extent of the fault zone. These faults project
towards the site and their trend closely corresponds to the trace of
Photolineament 2.
Fauit trenches 4 and 5 were excavated to determine the age and onsite
location of these faults. Several joints occur in the trench exposures.
These joints are carbonate-lined but showed no evidence of shearing or
displacement. The orientation of these generally corresponds to possible
fauits observed in the described roadcut.
A relict paieosol estimated to be at least 35,000 years old has formed
within the underlying bedrock. The contact between the paleosol and the
bedrock was continuous and unbroken. No shearing or evidence of
displacement was observed within the bedrock.
89-81-173-01
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Converse Consultants Inland Empire
The joints observed in the road cut and trenches may represent an ancient
fault zone that fractured sandstone units within the Pauba Formation. This
is supported by apparent termination and 3 to 4 feet of vertical
displacement of a distinctive reddish-brown sandstone of the Pauba
Formation in the roadcut. However, the fractures do noi extend into the
overlying paleosol unit which is estimated to be late Pleistocene in age. As
a consequence, the faults are not considered active.
• Photolineament 3- Photolineament 3, was identified by Kennedy (1977)
and confirmed by CCIE. The lineament trends about N40°W across the
northern portion of the site. This photolineament is well developed and is
characterized by ridge alignment and topographic breaks in slope.
Fault trench 3 was excavated across the trace of Photolineament 3. Here,
too, an estimated 35,000 year-old paleosol was exposed, both unbroken
and continuous in the trench (Drawing 6). Further, no shears, clayey gouge
or displaced strata were noted within the trench exposures.
Several high angle joints sets were recorded near the southern end of the
trench. These joints sets were lined with carbonate and showed no
evidence of displacement.
Based on our fault trenching and site observations it is our opinion that
Photolineament 3 is not fault related. Its orientation is within the range of
regional bedding and is probably controlled by the underlying bedrock
structure. The joints observed we interpreted to be the resuit of normal
weathering processes.
4.4 Seismicitv
The Winchester Hills project is situated in a seismically active region. As in most
areas of Southern California, the site may be subjected to strong ground shaking
resulting from earthquakes associated with nearby faults.
The maximum credible earthquake is the maximum seismic event a particular fault is
theoretically capable of producing based upon existing geologic and seismologic
evidence. The maximum credible event does not imply that an earthquake of that
magnitude has or wili occur along the particular fauit, but simply implies that the
potential for such an earthquake does exist. Maximum credible earthquakes and
associated seismic parameters for active faults within a 100-km (62-mile) radius of
89-81-173-01 14 Z\
Converse Consultants InlanC Empire
the site are summarized in Table 4.1. The faults listed in Table 4.1 are considered
faults capable of generating significant ground motions at the site.
TABLE 4.1
S19VIART OF SEISMIC CHARACTERISTiCS OF REGIONAL FAULTS
FAULT
Elsinore (Vildomar Brarxh)
San Jacinta
Yhictier
San Andreas (South)
San Mdreas (Cmtral)
NORt20NTAl GROUND MOTiON
P~RAMETERS
MINIMUM NAX1NUMa MA%lMUM PEAKb OURATION~
5(7E CREDIBIE ROCK OF STRONG
DISTANCE MAGNITUDE ACCElERA7i0N SNAKING
mi EARTHOUAKE (a) seeoMs
.4 7.5 0.70 . 25 - 35
19 7.5 0.26 23 - 32
29 7.5 0.19 23 - 30
35 7.5 0.18 22 - 30
40 8.25 0.24 18 - 25
b Fran Gremsfelder (7974).
Fran Seed ard Idriss (7982).
° ~Frpn Balt (1973).
To evaluate potential ground shaking at the project site, a statistical recurrence or
probabiiity of occurrence of various levels of ground motion based on past seismiC
activity was determined, using available sources of earthquake data. The analysis
estimates the ground acceleration levei expected to occur, at a particular site, within
a 100-year period.
The results of our seismic risk analyses are summarized on Figure 4.4 where the
number of occurrences exceeding a particular level of acceieration are plotted against
the maximum peak horizontal ground acceleration. The solid line shown on Figure 4.4
represents CCIE's judgment as to the occurrences of ground accelerations
during an average 100-year period. Expected ground accelerations are 0.34g on the
average of every 100 years, and 0.26g on the average of every 50 years.
4.5 Groundwater
Groundwater was not encountered in our subsurface explorations. No evidence of
seeps, springs, or other signs of groundwater was observed at the site. However, at
89-81-173-01 15 ZZ
Canverse Consultants InlanC Empire
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MAXIMUM PEAK HORIZONTAL ROCK ACCELERATION Amax(g)
EXPLANATION OF DATA POINTS:
~ Fault Model - Geologic evidence
Site Region _
Instrumental seismicity data (1934-1987)
Local Site'
Site Region
~ Historic seismicity data (1800-1933)
Local Site J
i
~Local Slte low rnimber of oceurancea, otf plot
100-YEAR PERIOD HORIZONTAL GROUND ACCELERATION
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT Prp~ectNO.
Temecula, Califomia
for: Mesa Homes 89-81-173-01
~ 1 figweNO n~
,~ Converse Consultants Inland Empire 44 v
the time of our subsurface expioration for liquefaction evaluation (1988), perched
zones of water were encountered in several borings in the vicinity of Santa Gertrudis
Creek. Highest water levei in the borings ranged from 16 to 24 feet below the
surface. ICG (1989) reported groundwater at depths ranging from 32 to 38 feet
below the surface within the western portion of the site.
The Pauba Formation contains clayey units that act as barriers and inhibit the
transmission of subsurface water. These units may cause local perched zones of
groundwater. Perched water may bccur in drainage areas following periods of rainfall.
4.6 Subsurface Variations
Based on the resuits of our subsurface exploration and experience, variations in the
continuity and nature of subsurface conditions shouid be anticipated. Due to the
nature and depositional sedimentary characteristics of the bedrock at the site, care
should be taken in interpolating or extrapolating subsurface conditions between or
beyond test borings and trenches. Variations in groundwater levels can be expected
from seasonal changes.
89-81-173-01 ~ ~ Z~
Converse Consultants Inland Empire
5.0 CONCLUSIONS AND TRACT DEVELOPMENT CONSIDERATIONS
The results of this investigation indicate that the tentative tracts are suitable for their
intended usage and may be developed as planned.
Small landslides present near the northeast property boundary can be mitigated by
~ overexcavation and recompaction of site soils as described herein. Stabilization fills
may be necessary along proposed cut slopes in the vicinity of the landslides if highly
fractured, surficialiy unstable bedrock materials are exposed during grading.
Of geotechnical concern for this project is the potential for differentiai settlement
owing to the variable fill thicknesses proposed to underiie the various pads. Fiil below
finish grade should be compacted to at least 90% of the ASTM D 1557-78 maximum
laboratory density.
Much of the residential distress which occurs in hiilside graded lots is due to changes
in moisture in the fill. Landscape irrigation and surface drainage should be coniroiled
and provided such that the fill does not become excessively moist or wet. Anv
appurtenant structures such as swimming pools, retaining walls, grade changes and/or
landscaping irrigation systems should be designed such ihat these future
improvements do not adversely affect the graded lot stability or drainage. Therefore,
it is strongly recommended that these improvements be reviewed by a CCIE
GeoteChnical Engineer and Certified Engineering Geologist. Currently, canyon
subdrains are not deemed necessary. However, it is possible that conditions exposed
during grading may require subdrains. These tract development considerations are
described further in the following sections.
89-81-1 73-01 ~ $ ~
Converse Cansu11an15 Inland Empire
6.0 EARTHWORK/SITE GRADING RECOMMENDATiONS
~
1
~6.1 G eneral
~. .
Site grading is expected to consist of cuts, removals and fiil operations to prepare
buiiding pad areas. Cuts on the order of 65 feet in depth are proposed. Maximum
fill thickness is expected to be 40 feet. Grading is also expected to include backfiil
for utility trenches. Loosely backfilled exploratory trenches (see Drewings 1 through
5) located throughout the site and any existing undocumented fill will require over-
excavation and recompaction prior to the placement of structural filis. Proposed fili
should be placed in accordance with the recommendations presented in Appendix D„
"Recommended Earthwork Specifications". Structural fill should be compacted to a't
least 90°/a relative compaction (ASTM D 1557-78). Any artificial fill encountered at
the site should be removed and recompacted prior to piacing further fill.
To reduce the potential for differentiai settlement across cut/fill transition lots,
overexcavation and recompaction should be performed as discussed in Section 6.7.
All fiil should be properly benched into firm and unyielding native materiais, which is
expected to consist solely of dense older alluvium or the Pauba Formation. _
Grading recommendations for removais, subdrains, permanent slopes, temporary
sloped excavations, utility trench backfill, and site drainage are presented below.
Stability calculations for the ant af 'pa et d slopes are presented in Appendix C, "Stability
Analyses". The calculations indicate a factor of safety in excess of 1.5 for both cut
and fill slopes for surficiai and deep-seated stabiiity.
~
.~
6.2 liauefaction Potential ~
Liquefaction potential of the portion of the site within the Riverside County Planning
liquefaction hazard area was previously investigated by Converse Consultants Iniand
Empire. Results of the investigation were presented in our report dated September
9, 1988, (CCIE Project No. 88-81-117-01).
89-81-173-01
19
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Converse Consultants Inland Empire
Based on the above referenced report and data obtained during this investigation,
liquefiabie soil is primarily confined within a relativeiy thin zone (on the order of 1 to
2 feet thick), adjacent to Santa Gertrudis Creek. The remaining portion of the site is
considered non-liquefiabie due to the presence of fine-grained soils, shailow bedrock,
or absence of groundwater.
The liquefiable zone wiil be more than 25 feet below final finished grade after the fili
is placed. Thus, with the great depth to liquefiable strata plus the fill cap on the
surface, the probability of sand boils is very small. In addition, the potentially
liquefiable zones will be at least 5 feet up to 15 feet below the ground surface of the
nearby Santa Gertrudis Creek. As a consequence, lateral spreading toward the creek
is uniikely.
The net result of liquefaction occurring beneath the site would be some settlement
as the excess water pressure dissipates after the earthquake. Because of the depth
(greater than 25 feet) to the liquefaction zone differential settlement at the surface
should be less than 1/4 inch over a distance of 25 feet.
Overall, with the proposed pia~ement of engineered compacted fill to depths ranging
/ ~_~~
up to about 30 feet, any liquefiable zones will be at great depth. As a consequence,
no special precautions lor recommendations) are necessary for building footings,
provided footings are placed less than 5 feet below finished grade. Final grading
~--~_
plans should be reviewed by CCIE to verify proposed grades with respect to
liquefaction potential.
~
~
6.3 Removals Overexcavatio~
Ail surface trash and vegetation (including, but not Iimited to, heavy weed growth,
trees, stumps, logs, and roots) shouid 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 offsite or stockpiled
for crushing and/or placement by approved methods in deeper fill areas.
89-81-173-01
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Converse Consultanls Inland Empire
Compiete removal of all younger ailuvium topsoil, and ioose compressible low strength
oider alluvium, and/or disturbed bedrock wiil be necessary prior to placement of
structural fills. Although not encountered in CCIE explorations, any existing fill should
be excavated. Recommended removal depths are depicted o~ Drawing 1 through 5,
and discussed below:
• Landslides: The existing landslides should be compietely excavated. Landslide
removal should extend into firm bedrock. Anticipated overexcavations based
on proposed grades is about 10 to 15 feet. Geologic observation of the
landslide removal should be conducted during grading.
• Drainaae Areas fYounaer Alluviuml: Loose to medium dense granular soils
within the drainage channels are unsuitable for fill support. These soils should
be excavated. Removals wiil vary from about 4 to 6 feet.
• Side-Slooes and Swales (Older Alluvium and Colluvium): Oider alluvial and
coiluvial soils are present along the lower slopes of hillsides throughout the site
and within most drainage swales. These soils are unsuitable for support of filis
or foundations. The depth of removal and recompaction of these materials will
vary from approximately 2 to 6 feet.
• Artificiai Fill IAf): Artificial fill soils (non-engineered fill) observed at the site are
shown on Drawings 1 through 5. These soiis are unsuitable for support of filis
or foundations and will require removal and recompaction.
• Exoloration Trenches: AII exploratory trenches were loosely backfilled and, if
not excavated during grading operations, will require overexcavation and
recompaction for support of improvements.
Local areas of removals deeper than those documented may be encountered during
grading. Removal depths shown on Drawing 1 through 5 are general removal depth
guidelines. Actual removal depths should be established by CCIE field observations
and testing during grading. The bottom of the excavated areas must be observed by
a CC1E representative prior to piacement of fiil.
Soils removed during the overexcavation procedures may be used as compacted fill,
provided they have been stripped of organics and other deleterious materiais. Ail
proposed fills should be placed on competent native materiais as determined in the
89-81-173-01 21 Z~
Converse ConsWtants InlanC Empire
' field by the soil consultant representative and in accordance with the specifications
in Appendix D.
6.4 Excavatabilitv
, Based on the findings of our subsurface expioration and on our experience in the
general site vicinity, we anticipate easy to moderate excavation of the Pauba
, Formation bedrock materials with normal heavy duty excavating equipment (i.e. D-9
CAT equipped with a single or double shank ripper).
6.5 Subdrains
' Based on the findings of our investigation, canyon subdrains are not presently
anticipated. However, verification of the finding should be verified based upon
conditions exposed during grading. If required, subdrains should be installed at
approved locations according to the details shown on Drawi~gs D-1a and D-1b
~ _-
~ (Appendix DI, "Typical Canyon Subdrain Detail."
The ciean-out and subdrain area shouid be observed and approved by CCIE personnei
prior to subdrain installation; such subdrain installation may be modified based upon
post-removal observations. All subdrain devices should be accurately surveyed for
location, line and grade after installation. Sufficient time shouid be allotted for the
survey prior to placement of fill over subdrains. Subdrain locations should be shown
on the as-buiit grading plans. Discharge 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.
6.6 Exoansion Potentiai /'
Fill soils derived from the onsite alluvium which will be placed in proposed building
areas may have a moderate expansion potential if not adequately blended with the
sandy material. Clayey siltstone and silty claystone layers in the Pauba may have
89-81-173-01 22 Zc~
Converse Consultants Inland Empire
high expansion potentials, and such materials couid be exposed at final grades in
areas of cut pads.
_ It is recommended that if expansive claystone is exposed at final grade (i.e., on cut
, lots), these materiais be overexcavated 3 feet and replaced with non-expansive
materials (see Figure D-2 "Typical Transition Lot Detail"). For all lots, final foundation
and slab recommendations should be based on tests taken within the near-surface
subgrade soils and bedrock at the completion of rouah grading.
6.7 Transition Lots
To reduce the potential for differential settlement across cut/fili transition lots, the
cut portion of the lot should be overexcavated 3 feet below final grade and replaced
with compacted fiil to finished grade, as shown on Figure D-2. Overexcavation
should extend a minimum of 5 feet horizontally beyond the footprint of the structure.
~ All fiil shouid be properly benched into firm and unyielding bedrock of the Pauba
Formation.
6.8 Permanent Cut Slo~es
Maximum vertical height of proposed permanent cut slopes is about 40 feet. As
shown in Appendix C, cut siopes in the encountered materials no exceeding 45 feet
in height and cut no steeper than 2:1 (horizontal:vertical) have a calculated factor of
safety (FS) greater than 1.5. Cut slope ratios should not be steeper than 2:1
(horizontal:verticaq. A primary concern for cut slopes on this site is the high potential
for erosion of the sandy materiai, and the resultant surficial instability. Structures
should be set back from slopes as shown on Figure 29-1 of the 1988 edition of the
Uniform Building Code (UBC).
Geologic observation of ail cut slopes shouid be conducted during grading to observe
if any adversely oriented planes of weakness (i.e. claystone or siltstone beds) are
present. Accordingly, if these materials are exposed in proposed cut slopes during
89-81-173-01 23 ~j
Converse Consultants Inland Empire
grading and are found to be adversely oriented, stabilization buttresses or fills may be
required.
Landslide removals in the north portion of the site (Drawing 1) may result in
converting proposed cut slopes to compacted fill slopes. Such earthwork should be
conducted in accordance with Figure D-3, "Buttress or Stabilization Fiil Detail".
~
6.9 Permanent Fiil Siooes
' Proposed fill slopes should be constructed at slope ratios no steeper than 2:1
(horizontal:vertical). In addition to normal compaction procedures, fill slopes should
be properiy compacted out to the siope face. This may be achieved by either
overbuilding fill slopes and cutting back to the compacted core, or by back-rolling of
~ slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet in fill elevation
gain, or by other methods which have been shown to produce satisfactory results.
; Feathering of fill over the tops of slopes shall not be permitted.
Where fiils are to be placed on natural ground steeper than 5:1 Ihorizontal:vertical),
compacted fili should be keyed and benched into firm material as shown on
Figure D-4, "Fili-Over-Natural Slope." Benches should be excavated into firm,
competent material for a minimum width of 4 feet. Keyway and benches should be
approved by CCIE prior to piacement of fills.
Fiil siopes over 25 feet in vertical height and placed on low permeability natural
ground steeper than 5:1 should be provided with at least one backdrain at the heel
of the keyway. The backdrain should consist of a 4inch-diameter (minimum)
perforated pipe embedded in 3 cubic feet of gravel per linear foot of pipe, connected
to a non-perforated outlet pipe, as shown on the detaii on Figure D-5, "Drainage
Blanket Detaii". Outlet pipes should be accurately surveyed for location, line and
grade.
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Converse Consultants Inland Empire
Locations of outlets and backdrain pipes should be shown on the as-built grading
pians. Sufficient time shouid be ailotted for the survey location of the subdrains prior
to placement of fili.
Fiil slopes greater than 30 feet in height shouid be terraced as recommended in
Section 7012 of the Uniform Building Code (1988 Edition). Structures should be set
back from graded slopes in accordance with Chapter 29 (UBC Figure 29-1) of the
Uniform Buiiding Code.
6.10 Fiil-Over-Cut Slooes
Where fill is proposed over cut slopes, fiil should be benched and keyed into firm
bedrock as discussed in Section 6.8, above, and illustrated on Figure D-6, "Typical
Fill Above Cut Slope."
As shown on Figure D-5, where fill-over-cut slopes are greater than 25 feet in vertical
height, and in low permeability bedrock areas a backdrain should be at the fill/cut
boundary. The backdrain should consist of a 4inch-diameter (minimum) perforated
pipe embedded in 3 cubic feet of gravel per linear foot of pipe, connected to a
non-perforated outlet pipe. Backdrain and outlet pipes should be accurately surveyed
for location, line and grade. Locations and outlets of backdrains should be shown on
the as-built grading plans. Sufficient time should be allotted for the survey prior to
placement of fiil.
6.11 Stabilization Fills
Our field investigation did not indicate any adversely oriented planes of weakness that
wouid require construction of stabilization filis. Final verification of conditions should
be determined during grading geologic observations.
If required, stabilization filis should be constructed as shown, on Figure D-3. The
stabilization fill should be constructed with a minimum key width of 15 feet and a
minimum key depth of 2 feet, inclined at 2% into siope from toe to heel of keyway.
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Converse Consultants Inland Empire
/-
Backdrains should be provided at the heel of the keyway every 30 feet vertically.
Backdrains should be constructed as shown on Figure D-6, and as discussed in
Section 6.9.
6.12 Oversize Material
Oversize material defined as rock or other irreducible material with a dimension greater
than 6 inches, shall not be buried or placed in fiils unless the location, materials and
disposal methods are specifically approved by CCIE. A suggested disposal method
is shown on Figure D-7, "Rock Disposal Detail for Isolated Burial." Disoosal
operations for oversize materials shall be such that nesting of material does not occur,
and such that the oversize material is completely surrounded by compacted fill.
Oversize material shall not be placed within 10 feet vertically of finished grade, within
20 feet horizontally of a slope face, or within the range of future utilities or
underground construction, unless specifically approved by CCIE.
6.13 Temoorarv Slo~ed Excavations
The use of sloped excavations may be applicable where pian dimensions for exca-
vation are not constrained by property lines, existing streets, or other structures.
Where constraints exist, slot-cutting, temporary shoring or a combination of slopes
and shoring may be required. Recommendations for shoring design or slot-cutting can
be provided upon request.
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Converse Consultants Inland Empire
Based upon soils encountered in the explorations, it is our opinion that sloped
temporary excavations may be made according to the slope ratios presented in the
foilowing table:
TENPORARY EXGVATION SLOPES
MA%IMUM
DEPTH OF CUT WV(IMlA1 SIOPE RA7f0'
(ft) (horizontal:verticaU
0- 5 vertieal to 1/2:1
0- 75 1/2:1 to 3/4:7
0- 50 1 7/4:1 to 1 1/2:7
~ ' Seleetian of te~orary slope retios
should be made by the grading
contractor based on aetual materials
enCOtniered during excavaiion.
Temporary back cuts for buttress or stabilization fills, if required, should be analyzed
at that time.
Slope ratios given above are assumed to be uniform from top to toe of slope. Sandy
surfaces exposed in sloped excavations should be kept moist but not saturated to
retard ravelling and sloughing during construction. Adequate provisions should be
made to protect the slopes from erosion during periods of rainfall. Surcharqe loads
should not be permitted within 10 feet of the top of slope, or a distance of at least
one-third the slope height, whichever is greater.
6.14 Utilitv Trench Backfill
Buried utility conduits should be bedded and backfilled around the conduit in
accordance with the project specifications. Onsite materials with sand equivalents
greater than 30 may be flooded/jetted around large diameter pipelines, below the
spring line. Care should be taken not to move or damage utilities during compaction
operations. Where conduit underlies concrete slabs-on-grade and pavement is
adjacent to the proposed structures, the remaining trench backfill above the conduit
should be placed and compacted in accordance with Appendix D.
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Canverse Consultants Inlantl Empire `
/
6.~5 ShrinkaaeandSubsidence
Based on our test results, shrinkage and subsidence are estimated as follows:
• Too Soiis and Alluvium and Colluvium: Top soil, alluvium and colluvium are
expected to shrink on an average of approximately 12% by volume, with
variations ranging from 6% to 20%. Subsidence in ravines due to earthwork
activities may range up to 0.2 foot.
• Pauba IBedrockl: Shallow porous Pauba bedrock may shrink from negligible to
10% by volume when properly recompacted. Porous, weathered Pauba is not
anticipated to be thicker than 1 to 3 feet below the bedrock surface. An
average value of 4% can be used for preliminary shrinkage calculations.
Deeper, dense Pauba bedrock is expected to shrink less. Shrinkage ranging
from negligible to 6% is anticipated in most of the dense Pauba bedrock. An
average shrinkage of 3% by volume may be used to estimate shrinkage in the
deeper bedrock. Subsidence of the exposed surface in deep cuts within the
Pauba bedrock is expected to be negligible, exclusive of wet weather earthwork
disturbance.
Volume losses due to stripping of organics should be included during the calculations
of earthwork quantities. These estimates are based upon the assumption that ail
removals and compaction are performed as recommended herein. Estimates provided
above should be considered preliminary. Refined estimates can be provided by CCIE
during earthwork, based on exposed conditions, additional compaction curve data,
and field density test resuits. Considering the quantities of earthwork proposed, some
shrinkage variability from ravine to ravine, and hill to hill shouid be anticipated.
6.16 Site Drainaae
Adequate positive drainage should be provided away from structures to prevent
ponding and to reduce percolation of water into the foundation soiis. We recommend
that siopes for surface drainage be constructed at 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 infiitration into the subgrade soils.
Planters adjacent to foundations should have waterproofed walls and bottoms and
should have a drainage system to conduct water to a coilection point for disposal.
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Converse Consultants Inland Empire
To enhance the long-term performance of the buiiding pad areas, it is recommended
that gutters and downspouts be instailed on the roofs. Roof runoff and surface pad
drainage should be collected and directed to the street through non-erosive devices.
Siope drainage devices should be constructed in accordance with Chapter 70 of the
Uniform Building Code (1988 Editionl. Lot drainage should preclude the possibility of
the uncontrolled flow of water over slope faces with the use of brow ditches, earth
berms and other methods.
6.17 Slooe Protection and Maintenance
Proposed slopes should be planted as soon as possible after construction. To perform
in a satisfactory manner, slopes wiil require maintenance through time. In most
cases, slope maintenance can be provided along with normal care of the grounds and
landscaping. Cost of maintenance is less expensive than repair resulting from neglect.
Most hillside lot problems are associated with water; either uncontrolled water from
a broken pipe, excessive landscape watering, or exceptionally wet weather. Drainage
and erosion control should be provided for long-term slope stability and performance.
It is important that the drainage patterns and slope protection provisions be
established at the time of final grading and maintained throughout the life of the
project. 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 ciean of debris 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 biock them.
Landscaping on the slopes should disturb the soil as little as possible and utilize
drought resistant piants that require a minimum amount of landscape irrigation. Wet
spots on or around the site, which may be natural seeps or an indication of broken
water or sewer lines, should be noted and brought to the attention of CCIE.
89-81-173-01 29 ,~',
Converse ConsWtants Inland Empire
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 shouid not be over-irrigated. Ground cover and other
vegetation will require moisture during the hot summer months. However, during the
wet season, over-irrigation can cause ground cover to puil loose, which not only
destroys the cover, but aiso results in serious erosion. We suggest that a professional
landscape architect be consulted for planting and irrigation recommendations.
6.18 Asohalt Pavements -
Asphalt pavement sections have been designed based on an R-value of 68. Final
street structural sections should be provided by CCIE based on the actual R-values of
the street subgrades after grading. Based upon the Assumed Traffic Indices (Tis)
provided to us, either full-depth or composite asphalt and base pavement sections
may be used as tabulated below:
AS~XALT PAVEMENT SECTIONS
ASSUNED ASPXAIT OVER BASE FULL DEPTH
TRAFFIC INDE% BASE (iN ASPXAL7 fin7 AS-H~L7 [iN
4 3.0 2.0 3.0
5 3.0 2.5 3.5
6 4.0 3.0 4.0
7 4.0 4.0 4.5
in areas to support asphaitic pavement, the subgrade should be recompacted to a
depth of at least one foot below the final subgrade as recommended in Appendix D.
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 D 1557-78 laboratory maximum
dry density. Base course shouid consist of CALTRANS Class II aggregate base or
equivalent. Placement of full-depth asphalt will require that the compacted subgrade
soils provide competent support for paving equipment. Clean cohesioniess sands are
subject to yieiding under rubber-tired and track loads from paving equipment. The
paving contractor should confirm in writing the acceptability of the compacted
subgrade prior to piacement of full-depth asphalt pavement.
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Converse Consultanis Inland Empire
7.0 STRUCTURAI DESIGN RECOMMENDATIONS
7.1 Residential Foundation Desian Criteria
Conventional spread footings, founded in property compacted structural fill may be
used to support the proposed residences. Footings shouid be set back at least 5 feet
or one-third the slope height, whichever is greater, from the top-of-slope or toe-of-
slope. Alternatively, footings may be embedded such that there is adequate setback
between footings and the face of slopes. In any case, footings should have a
minimum embedment of 12 and T8 inches below lowest adjacent grade for one and
two stories, respectively. Residential footings should have a minimum width of 12
inches. Footings for one to two-story wood frame homes may be designed for an
allowable bearing pressure of 1,500 pounds per square foot (psf~. All continuous
footings should be reinforced with at least #4 reinforcing bars top and bottom, along
the full width of the footings to mitigate the potential for differential fill settlement.
Additional reinforcement may be required by the project architect and/or design
engineer.
Structure setttement will be due to relatively light foundation loads, as well as long-
term consolidation of fill soils and compressible native materials below the fill.
Maximum anticipated structural load-induced settlements of continuous residential
footings, designed as recommended above, are 1/2 inch or less. Compacted fills will
settfe depending on the fili thickness and future changes in the "as-compacted"
moisture conditions. Properly compacted fill can be expected to settle 1/2°/a to 1%
of the fill thickness if the soils are allowed to become soaked. These fill settlements
should be considered in design.
Resistance to lateral loads will be provided by triction acting at the base of the
footings and by passive resistance against the side of footings. A coefficient of
friction of 0.35 may be assumed with the dead load forces. An allowabie passive
earth pressure of 250 psf per foot of depth to a maximum value of 2,500 psf may
be used for the sides of footings poured against compacted fill or bedrock. The
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' ailowable passive pressure may be increased 33% for lateral loading due to wind or
seismic forces.
Foundation setback shouid be provided as recommended in Figure No. 29-1 of the
1988 Edition of the Uniform Building Code. Where reduced foundation setback is
required, CCIE can evaluate specific cases and provide appropriate geotechnical
criteria for design.
7.2 Retainina Walls
It is not known at this time if any retaining walls are proposed at the site. If required,
` the retaining walls may be designed for an assumed earth pressure equivalent to that
exerted by a fiuid weighing not less than that shown in Table 7.2.1.
TABIE 7.2.1 • .
I
1
EOUIVAIENT FLUID YEIGXT
(oef)
, SURfACE SIOPE OF IF CLEAN SAND AND/OR IF NAT[VE SANDY
RETAINED MATERIAL GRAVEI YITH ~= 38° SOILS ARE USED
, NOR120NTRL TO YERTiCAL IS USED TO BACKFIIL TO BACKFtLL
, LGVeI 30 GO
5 to 1 32 42
4 to 1 35 <5
3 to 7 38 48
2 to 7 43 53
Any applicable construction surcharges should be added to the above pressures. At
least 12 inches of granular material should be used in the backfiil behind the walls and
~' water pressure should not be permitted to build up behind retaining wails. Retaining
walls should be provided with weep holes or backdrains. The upper 12 to 18 inches
of the backfill must consist of impervious soil.
7.3 Slabs-on-Grade
Conventional, minimum 4-inch-thick, slabs-on-grade may be constructed for support
of nominal ground floor live loads. AII slab subgrades should be moisture conditioned
and compacted as recommended in Appendix D. Care should be taken to avoid slab
,
89-81-173-01 32 3q
Converse Consullants Inland Empire
, curiing if slabs are poured in hot weather. A mix design should also be provided to
reduce the potentiai for shrinkage cracks. Slabs shouid be designed and constructed
as promulgated by the Portland Cement Association (PCA). If Iow-expansive soiis are
used in the upper 3 feet (Expansion Index less than 30), then the design engineer
need not design the slabs for expansive soils. Reinforcement should be provided as
recommended by the design engineer, and may include conventional, post-tensioned,
or fiber-reinforced slabs.
If a moisiure-sensitive floor covering (such as vinyl tile) is used, slabs should be
protected by a 6 mil-thick polyethylene vapor barrier. If the barrier is used, it should
be protected with 2 inches of sand placed above and below to prevent punctures and
to aid in the concrete curing process. Vapor barrier seams should be lapped a
minimum 6 inches and sealed.
; 7.4 Aoourtenant 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 change the foundation conditions, lot stability, and/or adversely affect
adjacent lots. It is therefore strongly recommended that proposed lot modifications
be reviewed by CCIE or an experienced Geotechnical Engineer and/or Certified
Engineering Geologist. All homeowners shouid be made aware of the need for
geotechnical evaluation of proposed foundation, grading, irrigation, and/or landscape
modifications.
7.5 Soil Corrosivitv
A bulk sample obtained from the subsurface exploration was tested for resistivity, pH,
and solubie sulfate and chloride content. A relatively moderate sulfate concentration
of 53 parts per million (ppm) was measured. Therefore, conventional Type I or il
portland cements may be used. A very low chloride content and miid resistivity were
89-81-173-01 33 4'~
Converse Consultanls Inland Empire
~ also measured, which would indicate low corrosivity. Conventionai corrosion
mitigation measures are therefore appropriate, such as the foliowing measures:
• Ali steel and wire concrete reinforcement should have at least 3 inches of
concrete cover.
• Below grade ferrous metals should be given a high quality protective coating,
such as 18-mii plastic tape, extruded polyethylene, coal tar enamei, or portland
cement mortar.
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Converse ConsWtants Inland Empire
8.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION
This report has been prepared to aid in evaluation of the site, to prepare site grading
recommendations, and to assist in the design of the proposed structures. As
indicated above, additional studies may be required for appurtenant structures. It is
recommended that this office be provided the opportunity to review the final grading
plan, design drawings and specifications to determine if the recommendations of this
report have been properly implemented.
Recommendations presented herein are predicated upon the assumption that
continuous earthwork monitoring will be provided by CCIE. Removai excavation
bottoms should be observed by a CCIE representative. Structural fill and backfili
should be placed and compacted during observation and testing by this office.
Footing excavations should be observed prior to placement of steel and concrete to
confirm that the footings are founded on competent soil and the excavations are free
of loose and disturbed materials.
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Converse Consullants Inland Empire
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 in this area of California, at this time. Our conclusions and recommendations
are based on the results of the field and laboratory investigations, combined with an
interpolation of subsurface conditions between and beyond exploration locations.
As the project evolves, our continued consultation and construction monitoring should
be considered an extension of our 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 investigation are valid. Where significant design changes occur, it may be
necessary that CCIE 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 written for the exclusive use of Mesa Homes, and oniy for the
proposed development described herein. We are not responsible for technical
interpretations by others of our expioratory information which has not been described
or documented in this report. Specific questions or interpretations concerning our
findings and concfusions may require a written clarification to avoid future
misunderstandings.
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Converse Consultants Inland Empire
REFERENCES
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Conva~se Consuttanis Inland EmO~~e
REFERENCES
BoR, B.A., 1973, Duration of strong ground motion: Proceedings on Fifth World
Conference on Earthquake Engineering, v. 2, no. 292, p. 10.
California Division of Mines and Geology, 1990, Alquist-Priolo special studies zone map,
Murrieta ~uadrangie, scale 1:24000.
Converse Consuitants inland Empire, Liquefaction evaluation - Winchester Hiils: dated
September 9, 1988, Project No. 88-81-117-01.
Duncan, J.M., and Buchignani, A.L, March 1975, An engineering manual for slope stability
studies: University of California, Berkeley, Department of Civil Engineering, 83 p.
Engiish, W.A., 1926, Geology and oil resources of the Puente Hilis region, Southern
California: U.S. Geological Survey Bulletin 768, 110pp.
Eppley, R.A., 1966, Earthquake history of the United States: Part II Coast and .Geodetic
Survey (ESSA) Buil. no. 41-1.
Greensfelder, R., 1974, Maximum credible rock accelerations from earthquakes in
California: California Division of Mines and Geology, Map Sheet 23.
Highiand Geotechnical Consultants, 1989, Geotechnical feasibility investigation, 1050±
acres - Rancho Calffornia Commerce Center, Rancho California, Riverside County,
California: Highland Geotechnical Consultants Rpt., February 13, 1989,
job no. 08-6574-012-00-00, log no. 9-3016.
ICG Incorporated, Revised feasibility geotechnical report - 575± acre Winchester Hiils
Development: dated October 6, 1989, Consuitants Project 07-8079-003-0000.
Jahns, R.H., 1954, Generalized geologic map of the Peninsular Range Provinces,
Southern California: in California Division of Mines and Geology, 8ull. 170,
Chapter II, Plate 3.
Jennings, C. W. et ai, 1975, Fauft map of California: California Division of Mines and
Geology, California Geologic Data Map Series Map No. 1, scale 1:750,000.
Kennedy, M.P., 1977, Recency and character of fauiting along the Elsinore Fault Zone
in Southern Riverside County, California: California Division of Mines and Geology
SpeC. Rpt. 131, p. 1-12.
Mann, J.F., Jr., 1955, Geology of a portion of the Elsinore Fault Zone: California Division
of Mines and Geology, Special Report 43, 22 p.
Marachi, N.D., and Dixon, S.J., 1972, A method for evaluation of seismicity: Proceedings
of the International Conference on Microzonation, Seattle.
Mualchin, L., and Jones, A.L., 1987, Peak acceleration from maximum credible
earthquakes in California: California Division of Mines and Geology Open File
Report (in progress), 79 p.
89-81-173-01
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REFERENCES
(continued)
Ploessel, M.R., and Slosson, J.E., 1974, Repeatable high ground. accelerations from
earthquakes: Calffornia Geology, Sept. 1974, p. 195.
Seed, H.B., and Idriss, I.M., 1982, Ground motions and soii liquefaction during
earthquakes: Earthquake Engineering Research Institute Monograph, 134 p.
Uniform Building Code (UCB), 1988, International Conference of Building Officials,
1988 Edition.
Wesnousky, S.G., 1986, Earthquakes, quaternary faults, and seismic hazards in California:
Journai of Geophysical Research, no. 812, p. 12,587 - 12,631.
89-81-173-0~
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APPENDIX A
FIELD EXPLORATION
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Converea Consultanls Inland Empire
APPENDIX A
FIELD EXPLORATION
Field exploration included a site reconnaissance and subsurface exploration. During the
site reconnaissance, surface conditions were observed, and the locations of test borings
and trenches were determined. Exploratory borings and trenches were approximately
located using existing boundary and other features as a guide. Elevations shown on the
logs were interpolated from the site topographic map.
Exploratory borings were advanced using a S-inch-diameter hoilow-stem auger or a
24 inch-diameter bucket auyer driiling equipment. Expioratory trenches were excavated
by a backhoe equipped with a 24-inch bucket. Soils were continuously logged by
experienced geologists, and classified in the field by visual examination in accordance
with the Unified Soii Ciassification System. Bucket-auger borings and trenches were
entered by a geologist who observed the exposed earth materials. Where appropriate,
field descriptions and classifications have been modified to refiect laboratory test results.
Relatively undisturbed drive samples and bulk samples of typical soil rypes were obtained.
Relatively undisturbed samples of the subsurface materials were obtained at frequent
intervals in the exploratory borings. The relatively undisturbed samples were obtained
using a steel drive sampier (2.4-inch inside diameter, 3-inch outside diameter) lined with
sample rings.
In bucket-auger borings, the steel sampter was driven into the bottom of the boreholes
with successive drops (about 12 inches) of the telescoping kelly bar. In hollow-stem
auger borings, samples were driven by a 140-pound hammer dropping 30 inches. Depths
below ground surface versus keily bar weights are as follows:
UEVTN 6ELOY KELLT BAR
GROUNO SURfACE YEIGHT
(fU (oounds)
0 - 25 2,050
25 • 45 1,350
45 - 68 650
The number of successive drops of the driving weight ("blows") required for one foot of
penetration of the sampler are shown on the Boring Summary Sheets (Drawings A-1
through A-9) in the "blows/fooY' column. The soil was retained in brass rings (2.4 inches
in diameter, 1 inch in height). The central portion of the sample was normally retained
and carefuliy sealed in waterproof plastic containers for shipme~t to the laboratory.
89-81-173-01
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A-2
Logs of the exploratory borings and trenches are presented in the following boring and
trench summary sheets which also include descriptions of the materiais, pertinent field
data and supplementary laboratory data. A key to soil symbols and terms is presented
on the key sheet included as the last page in Appendix A.
89-81-~ 73-01 4~
Log of Boring No. BH-1
: Drilled: 4/23/90
:quipment: Bucket Au¢er
;~ und Surface Elevacion: 1131 feet
Logged by: DCP Checked by: GFR
Driving Weigh[ and Drop: See Appendix A
Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAM7LE5
~
Thia log ia part of Che rcport prepared by Convene for this project and F
v 3
+~ ehould be read togeeher wikh the report. Thia iummary applies only at the ~ ~
w
.
U
location of tha boring and at Che time o( dtilling. Subaudace conditiona
LL
¢
=
n
i
_ H
may differ at other locationa and may chenge et this lacation with the
W
10
1
-
j..
~
a
p pmsage o( time. The data preaenLed ia a aimpliCcation of sctual conditiona H j O ~.~i > U 2
W
~ ~
o
Q J encountered. ~ m m E C a O
TOPSOIL - SII.TY SAND (SM), fine grained sand,
- rootlets and organics throughout, dark brown
-' BEDROCK - PAUBA FORMATION (Qp)
- SANDSTONE: medium to coarse grained, clayey,
= weathered to 5 feet, massive, reddish brown 5 ~ ~~1
5
- 6 9 II6 ds
~0 -
7 28 92
-
5
- i
- 8 9 124
0 -
25 -
- IS 9 III
30 -
,~.
_~ I
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P~o~e~c :vo
89-81-173-01
Drawing Yo.
A-la
J~
Log of Boring No. BH-i
I~c : Drilled: 4/23/90 Logged by: DCP Checked by: GFR
~ quipment: Bucket Auqer
~:: und Surface Elevation: 1731 feet
Driving Weight and Drop: See Appendlx A
Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS sa~vies
~
Thia log ia part of Che report prepared by Convene for thia project and F
v 3
+~ ehould 6e cead Logether with Che seport. This ~ummary appliee only at the ~
O W F
v U bcation ot the boring and at the time o( drilling. Sub~ur[ace conditions ~ j Z
_
M
=
may diCfer at other locetiona and mey change at thi~ location with the
W
N
F-
~.. x
¢
Q~ pmaage of time. The daLa preaented ia a simpliCcation of actual <onditiona H Y
J 3
O N
t+ 4
y u W
=
~ ~~ encountered. O m m F p a O
... . _ _ _ _ _ _ _ _ _ _ _ ' _ _ ' _ _ _ _ ' ' _
' _ _ _ _ _ _ ' '
CLAYEY SILTSTONE: micaceous, unweathered,
massive, otive green
5 40 81
40
End of boring at 40 feet
No caving
No groundwater encountered
Boring backfilled and tamped 4/23/90
*ds = Direcc Shear Test
~
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Projecc Na.
89-81-173-O1
Dnwing :`~o.
A-lb s~
Log of Boring No. BH-2
r Drilled: 4/23/90 Logged by: DCP Checked by: GFR
I auipment: Bucket Aueer Driving Weight and Drop: See Aooendlx A
I n .nd Surface Elevation: 1135 feet Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES
Thie log ia part o[ the report prepared by Convene for thia project and f, ~ 3
ehould be read together with the report. Thie eummary appliea only at Lhe
~
~
~ U locaeion ot the boring and at the Cime o[ drilling. Sub~urCace conditiona I
L
\ ¢
~ N
Z
x
H may ditfer at other locationa and may change et thia lotation with the W N F- ~~. ¢
a
p pasaage ot time. The data preaented ia a simpliCcation o[ a<tual conditiona H j O N y u =
~ ~
o
~ J encounLered. ~ m m E ~ a O
SO[L - CLAYEY SAND (SC): fine grained sand, minor
- rootlets, reddish bro«•n _
- BEDROCK - PAUBA FORMATION (Qp)
- SANDSTONE: fine grained, weathered to about 4 _
---- ,
~ feet with pinhole voids and carbonate along bedding ~ 4 13 98
' ~~ planes and random fractures, massive to poorly ~
olive green ;
` bedded
"~^-< ,
~~ Bedding at 1 foor. N34°E, 2°NW ~
SANDSTONE: fine grained, unweathered, massive
)
to poorly bedded, olive green
8
6
~ 14
6 6 ga '
' medium grained sandstone interbeds
massive
-
SAIVDSTONE: medium grained
,- .
, ,
,
•
`-
- consistency of loose sand, brown
~
~ 4 l 125
'~ -
SANDSTONE: fine grained, massive to poorly
- bedded, olive green
= Bedding at IS feet: N67°E, 7°NW
2S -
- 8 22 102
0 ~ ----------------------------------
' - SAIYDSTONE: medium grained, massive,
,_ consistency of loose sand, brown ~
'
~
-------------------------------------~
SANDSTONE: medium ro coarse grained, clayey,
massive, brown
~
Converse Consultant Iniand Empire
Project Na.
39-81-173-01
Drawing No.
A-2a ~Z'
Log of Boring No. BH-2
r. : Driiled: 4/23/90 Logged by: DCP Checked by: GFR
:quipment: Bucket Aueer Driving Weight and Drop: See nooendlx n
;i und Surface Elevation: 1135 fee[ Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPlES
~
Thia log is part ot the report prepued by Convene [or thia project and F
v 3
~ should be read together with the report. Thin ~ummary appliea only at the ~
O W H
v U . lotation of the boring and at the time o[ drilling. Submr[ace mnditiona LL ~ ir
M
2
may dif(er at other locstiona and may change et thi~ Ixation with the
W
N
F
j..
~
Q p pansage o! time. The data preaented ia a eimpliGcation ot actual conditiona e~i J O H } U =
0 ~~ encountered. O m m E O a O
SANDSTONE: fine grained, ciayey, massive, olive
green 4 21 102
40
carbonate lined random frac[ures
5
30 14 IIS
0
End of boring at 50 feet
No caving
No groundwater encountered
Boring backfilled and tamped 4/23/90
~,~ Converse Consultant Inland Empire
L
Project No.
89-81-173-Ot
Drawing No.
A-2b ~3
Log of Boring No. BH-3
Drilled: 4/23/90 Logged by: DCP Checked by: GFR
~ auipment: Bucket Au¢er
md Surface Elevation: 1166 feet
Driving Weight and Drop: See nooendix n
Dep[h ro Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS sa~v~es
~
Thie log ia part o( the repart prepared by Convene for thia projece and F 3
~ ahould be read together with the report. Thia summary appliee only at the O W F
~ U location ot the boring and at Lhe time oC drilling. SubsurCace conditiona LL ¢ H
~ = may ditfer at other loeatione and may change at thia location with the W N F j.. ~
¢ O aaaa e o( tima The data rnented i~ a eim h6cation of actual conditiom
P 6 P p ~ Y
7 3
~ ~ ~"
¢ W
W
^
~O
I7 J
~ncountered. ¢
O
m
m O
E a
p,,, f
p
SOIL - CLAYEY SAND (SC): medium grained sand,
trace gravel, roodets throughout, reddish brown
- . BEDROCK - PAUBA FORMATION (Qp)
- SANDSTONE: medium grained, clayey, moderately ,
~_ .,.
>~--~ . .
weathered to about 4 feet, massive, brown ~
~
6
8
I I9
5 _
`- --------------------------~
SANDSTONE: fine grained, clayey, micaceous,
massive, olive green, local interbeds of inedium
grained sandstone with consistency of loose sand
6 II 121 ds
.J
7 8 107
5
9 9 12Z
"0
25 I
I
10 t3 III
30
-~
~~
-~ I
;'1~ Converse Consultant Inland Empire
' J
P~oje<t No
89-81-173-01
Drawmg ho.
A-3a s`~
Log of Boring No. BH-3
irilled: 4/23/90 Logged by: DCP Checked by: GFR
I ipmenr. Bucket Aueer Driving Weight and Drop: Sea Appendla A
d Surface Elevation: 1166 Peet Depth to Water: none encountered
SUMMARY OF SliBSURFACE CONDITIONS S AMPlES \ F
This log ia part aC the report prepared by Convene for Lhie project and H ... 3
~ ahould 6e read togather wiCh che report. Thia aummary appliee only ao the O ~ W F
- U location o[ the boring and at ehe time ot drilling. Subaurface conditiona ~ ~ j Z ~
= may di[[er at othv locationa and mny change at thia location with the j Y 3 N 7~ W
i a~ pma~ge ot time. The data preeented ia a~implifcation ot actuol conditiona ~ j O O ¢ a ~
~ ~~ entauntered. ^ m m E ~ ~ I O
'~~~ _ _ _ ' _ _ _ _ ' ' _ ' _ ' _ _ ' _ _ _ _ _ _ ' _ ' _ _ _ ' _ _ ' _ _ _ _ '
olive green. Grades
massive
ilt
E
,
y,
: s
CLAYSTON ~ ~9 92
to sandstone
O
;
--- SANDSTOr7E: ~rie g~ained, siicy ia clayey locaIIy,
massive, olive green. Local interbeds of inedium
- rained sandstone with consistency of loose sand.
= g
, ..
-_~
I
-~
35
8
~ 117
~
I
I ,
'
End of boring at 50 feet I
i
No caving
No groundwater encountered I
Boring backfiiled and tamped 4/23/90
"ds = Direct Shear Test
I
I
1~ Converse Consultant Inland Empire
rra7ecc Ivo.
89-81-173-01
urvWing . o.
A-3b ~~
Log of Boring No. BH-4
~; : Drilled: 4/24/90 Logged by: DCP Checked by: GFR
~:quipment: Bucket Aueer Driving Weigh[ and Drop: 140 Ib / 30 in
und Surface Elevation: 1104 fee[ Depth to Water: none enconntered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES
~
Thia lbg is parL oC the report prepared by Convene Cor thia project and F 3
+~ ehould be reed togethet with the reporL Thi~ aummary appliee only nt the O W F
.~`.
U
location ot tha boring and at the cime of drilling. Sub~urface conditiona
U.
¢
t+
= N
2
may dif[er at other locatiom and may change at thi~ lowtion with the
W
U1
H
j..
~
a p paaaage oC time. The data preaented ia a eimpliCcation oC actual conditions M j O ~ H } U =
~ ~~ encountered. O m 0 L O a O
ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
sand, abundant organics, black
OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine
grained sand, rootlets throughout, minor pinhole voids,
dark brown 4~ IO 12'_ c
5 I
~
CLAYEY SAND (SC), fine grained sand, minor silt, ~
micaceaus, brown 34 13 102 ~ c
~ (
~
32
9 I
10~ ~
5 ~
i
I
.,
fine grained silty sand interbeds
z6
25 ~
i
95 I
Q
25
fine grained sandy clay interbeds
19 28 93
- 30
End of boring at 30 feet
No caving
No groundwater encountered ~
Boring backfilled 4/24/90 I
'c = Consolidation Test ;
t 1~ Converse Consultant Inland Empire
L
Projecc No.
89-8t-]73-01
Urawing No.
A-4 ~'
Log of Boring No. BH-5
I a : Drilled: 4/24/90 Logged by: DCP Checked by: GFR
quipment: Bucket Au¢er
i~nd Surface Elevation: 1099 feet
Driving Weight and Drop: 140 Ib / 30 in
Depth to Water: none encountered
RY OF SUBSURFACE CONDITIONS
M SAMVLES
A
SUM \
Thia log ie part o[ the report prepared by Converee for thia projed and F
,,, 3
-J ehould be read tagether with the report. Thia aummary appliea only at the O W 1-
~ U lo<ation o( the 6oring and at ehe time of drilling. Subaurface conditiona ~ j Z *
N
=
may difter aC o0her location~ and may change at thie IocaLion with t e
j
y
3
U~i
7~.
W
~ Q Q paaasge of time. The data preaented ia a eimpliGcation oC actual condi[iona ~ j p O C a H
Q ~ J encountered. ~ m m E ~" O
ALLUVIUM (Qal) - S[LTY SAND (SM): fine grained,
~
, brown -
~ -----------~
SILTY SAND (SM): fine grained sand, abundant
pinhole voids, brown 42 5 98
5
OLD ALLUVIUM (Qoal) - SILTY SAND (SM): medium
to coarse grained sand, brown 35 6 1IS
0
SII.TY SAND (SM) Cine grained sand, vace clay,
micaceous, oli4e green and brown
34
10
I1~
~
-------------------------------
CLAYEY SAND (SC): fine grained sand, micaceous,
olive green
44 7 107
'0
fine grained silty sand (sm) interbeds 31 I I 108
2S
31 18 I10
- SO I
End of boring at 30 feet ~
No caving I
No groundwarer encounrered ',
E3oring backfilled 4/24/90 ~ i
~ Converse Consultant Inland Empire
['ro~ect no
89-81-173-01
Ur~wmq :~o.
A-5 `~"(
Log of Boring No. BH-6
Drilled: 4/24/90 Logged by: DCP Checked by: GFR
~auipment Bucket Au¢er
md Surface Elevation: 1095 feet
Driving 1Veight and Drop: 140 IU / 30 in
Dep[h to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPlES
~
Thia log ia part of the report preparod by Convene (or thia project and f, 3
~ ehould be read together with the report. Thi~ iummary appliee only at the O W F
~ U location ot the boring and at the tima of dcilling. Subeurface conditiona \ j Z x
t+
may di[[er a[ other locationa and may change at thi~ location wiLh the
W
U~
r-
~..
~
a
p paasage of time. The data preaented ia a~implifcation of ectual conditiona H j p ti y ~ _
0 ~ o
~ J encountered. O 0 m E ~ a O
ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
sand, organics and roottets throughout, dark brown
36 8 128 c
~
OLD ALLUVILIM (Qoal) - CLAYEY SAND (SC): Cine
grained sand, micaceous, olive green and brown
1
----------------- 36 13 120
~ c
CLAY (CL): sandy, in[erbeds with carbonate along ~6 17 99
S
random Cractures
fine grained silty sand (sm) interbeds z9 18 103
,~
25
37 IG 114
~J
End of boring at 30 feet
No groundwater encountered
Boring backfilled 4/24/90
'c = Consolidation Test
~~ Converse Consultant Inland Empire
Project No.
89-81-173-01
Draw~ng No.
A =6 ~g'
Log of Boring No. BH-7
Drilled: 4/24/90 Logged by: DCP Checked by: GFR
~uipment: Bucket Au¢er
nd Surface Etevation: 1069 feet
Driving Weight and Drop: 140 Ib / 30 in
Depth to Water: none encountered
SUMMARY OF SUHSURFACE CONDITIONS SAMVLES „
~
Thia log ia part of the report prepared by Convene tor thia projecL and F 3
ahwid be read together with the report Thia ~ummary appliea only at the O W 1-
~
U
location of che boring snd at the time o! driiling. Sub~urCace <onditiona
LL
j
Z
*
H
=
may di[!er ae other locations and may change at this location w~t C e
W
N
f
~~
¢
~ a p paasage oC Lima The data preaenLed ia a eimpli[cation o[ actual condiLiona N J O N Y U 2
~ ~ J encountered. ~ m m E a a O
ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
sand, brown '
-------------------------------
CLAYEY SAND (SC): fine grained sand, abundant 24 rvo ae o~e~y
~ organics, dark brown
22
OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine
~
grained sand, micaceous, dark brown
34
11
120
c
~ 26 l4 10! c
29 17 103
~~
25
3l 29 93
~0
End of boring at 30 fee[
No groundwater encountered
Boring backfilled 4/24/90
•c = Consotidation Test
:_~ Converse Consultant Iniand Empire
~ %
YfOJ!<L IVO.
89-81-173-01
Urawmg ;~o.
A-7 ~
Log of Boring No. BH-8
I'i i Drilled: a/29/90 Logged by: DCP Checked by: GFR
luipment: Bucket Aueer Driving Weight and Drop: 140 IU / 30 in
~nd Surface Elevation: 1068 feet Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES , ~
~
Thia log ia part of Lhe reporL papared by Comene tor thta Drojed and F
v 3
ahould be reod together with the report. 'fhia mmmary applim only at Ohe ~
~
U
location of the boring and at tha time of drillina. Sub~urtace conditiona
1\L
j
Z
*.
M
=
mny dif(er at other locatione and may change et thie location with the
W
UI
F
7~
¢
Q~ paeaage of tima The data prnented ia a aimpli[cation of ectual wnditiom
7
~
¢ a
f
~ ~ J encountered. C
O m J
m O
L O ~ O
ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
sand, minor organics and roottets, brown
OLD ALLUVILJM (Qoal) - CLAYEY SAND (SC): fine SO/9" 4 119
~ grained sand, minor rootlets and pinhole voids, bro~~n
i
increased moisture, minor pin-hole voids
23
ll
l16 c
I
medium grained clayey sand (sc) inrerbeds, minor
44
~4 I
~ ~~ i
~ pinhole voids
I
34
9 I
102 ;
,~
25
-----------
--------- - -----------------
50/7"
17
109
~J
S A ND (SP): mediu m to coarse grained sand, bro w n
End of boring at 30 fee[ I
No groundwnter encountered ~
Boring backfilled 4/24/90 ~
I
`c = Consolidation Test , ~
~~ Converse Consultant Inland Empire
i
rro~ecc rvo.
89-51-173-OI
ur~win; ~o.
A-8 ~o
Log of Boring No. BH-9
: Drilled: 9/24/90 Logged by: DCP Checked by: GFR
I quipmenC Bucket Auqer
und Surface Elevation: 1069 feet
Driving Weight and Drop: 140 Ib / 30 in
Depth to Water: none encountered _
SUMMARY OF SUBSURFACE CONDITIONS SAMPIES
~
Thia log ia psrt o( the ieport prepared by Convene for thie project and o 3
'~ ehould be read togeLhei with the report. TAia aummary applin only at Lhe
O
W
F
v U location oC !he boring snd at the time oC drilling. Subaur(ace conditiona I~ j Z ~
: M
=
may ditter at other locationa and may change at thia lotation with the
W
U~
h
~..
¢
Q p paesage oC time. The data preeented ia a aimplifcation o[ actual conditiona H J O H > u ~_
~ ~~ encountered. O m m E O a O
ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
sand, organics and roodets,-brown
17 7 106
----------------------------------
~ -----
SAND (SP): medium co coarse grained, brown
12
17
0
--------------------------------------- 14
5 OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine
grained sand, micaceous, olive green and brow n
24
3
113 li
"0
CLAYEY SAND (SC): fine grained sand, micaceous,
olive green
22 Il II3
2S
increased moisture Z~ 91
y~
Project No.
Converse Consultant Inland Empire
89-81-I73-OI
Dcawmg Yo. l \
~O
A-9a
Log of Boring No. BH-9
: Drilled: 4/24/90 Logged by: DCP Checked by: GFR
~CquipmenC Bucket Au¢er
und Surface Elevation: 1069 feet
Driving Weight and Drop: 140 Ib / 30 in
Depth ro Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES ,
~
~
This Iog ia part o( the report prepared by Convene for Chia project and F ',
, 3.
~' ahould be read together with the report. Thia eummary appliee only at the ~ W F:
~
U
location of the boring and at the Lime oC drilling. Subeudace conditions
\
j
Z
*
~~ = H
may ditter at other locationa and may <hange ab thia location with the
W
71
F-
7~
¢
a paa~age o[ time. The data presented ia a aimplification ot actual <onditiona H J O N y u i
~
0 ~ o
~ J
encountered. K
O 7
m J
m O
L C a
^ ~ F
O
local medium grained sand (sp) interbeds
0/ 10'
40
End of boring at 40 feet
Let boring stabilize 8 minutes, no groundwater
encountered
Boring backfilled 4/24/90
~
I
~
~"~-~ Converse Consultant Inland Empire
-
Yro~ect do
s9-s,-»3-oi
Urowmg Vo.
~v
A-9b
Log of Test Pit No. TP-1
~ i~ Excavated~ 4/18/90 Logged by: DCP Checked by: GFR
I auipmenr. Backhoe Driving Weight and Drop:
'r~ ,nd Surface Elevation: 1147 feet Depth to Water: none encounteied
~
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES \ F
~ Thia log ia part ot Che ceporL prepared by Comene Cor thia project and r „ 3
+~ should be read toQether with the report. Thin eummary applie~ only at the ~ W F
w
U
location of the test pit and at the tima o( excsvation. Subsurface con itiona
\
J
'+
Z
a
M
= may differ at other locationa and may change nt thia location with the j y 3 N ~'« W
Q p p~saage of tima The daLa presented ia a aimplifiution of actual conditiona ~ j J O R a t=-
~ Q j en<ountered. ~ m m E O ~ O
OLD ALLWIUM (Qoal) - SILTY SAND (SM): medium
%
grained sand, loose, moist, brown
'
~
~
-------------------------------------
CLAYEY SAND (SC): fine to medium grained sand,
rootlets and pinhole voids throughout, loose slight(y
moist, reddish brown
5
BEDROCK - PAUBA FORMATION (Qp) ~
SANDSTONE: fine to medium grained, silty,
weathered, massive, dry, moderately hard to hard,
dark brown
End of test pit at 5.5 feet
No caving
No groundwater encountered
Test pit backfilled 4/t8/90
SCALE: t"=6' (H=V)
TT~' ~F~ 'T
i; j ./ ..
/. Q
i / /
SKETCH
~4_`~
1~ _
/ .~i
~~ %
~~~ Converse Consultants Inland Empire
' 'J
Projec[ No.
89-81-173-01
~ : N28°E
Drawinq No.
A-10 63
Log of Test Pit No. TP-2
: Excava[ed 4/18/90 Logged by: DCP Checked by: Gi'R
quipment: Backhoe Driving Weight and Drop:
i und Surface Elevation: 1103 feet Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SNIPLES ,
~
Thia !og ia part of the report pcepared by Convene Cor thia projetk and . f. 3
+~ ahould be read CogeLher with the report. This eummary appliea only aL the O W F-
~
U
location of the teet pit and at ehe time oC excavaLion. SuEsudace condiLions
\
j
Z
x
r
=
may di[fer at other locatione and may <hange at thia location with the
W
vl
H
7~
¢
Q p paaaage o[ time. The data presented ia a aimplifcation of actual conditiona H j O M y U 2
O O~J encountered. ~ m m E ~ a O
ALLUVIUM (Qal) - SILTY SAND (SM)/CLAYEY
SAND (SC): interbedded, fine to medium grained
sand, very moist, loose, reddish brown
5
.0
BEDROCK - PAUBA FORMATION (Qp)
highly micaceous,
SANDSTONE: fine grained
,
- soft, olive
very mois[
massive
wea[hered
moderaret
,
,
,
y i
reen
End of boring at 14S fee[ No groundwa[er encountered
~tinor cavinQ 3 to 4 feet Tes[ pit backfiiled 4!18/90
SCALE: 1'=6' (H=V) SKETCH + ; N3fi E
.' /. ." ~ " . . ~/. , ~. ~
~ , ~
. Qoal /
i !
~ j f.
.
,. / .
~~~
', , ..., . ..QP .. .
Yro~ecc No. Drow~ny iVO.
Converse Consultants Inland Empire g9-81-173-0t A-11 ~
Log of Test Pit No. TP-3
Excavated• 4/18/90 Logged by: DCP Checked by: GFR
auipment: Backhoe
nd Surface Elevation: 1089 feet
Driving Weight and Drop:
Dep[h to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPlES \ F
Thia log is pnrCOf Lhe report prepared~ by Convene [or thia ptoje<t and f. „ 3
+, ahould be read together with Lhe report. This ~ummary appliee only aL the O W ~
~ U location of the teat pit and a0 the time ot excavetion. Subsurface eonditiona ~ j Z x
~ M
may differ at aLher locationa and may changa nt thia locstion wrt t e
j
Y
3
N
~~«
W.
a
Q~ pns~age ot tima The data prmmted ia a simplification oC actusl conditiona ~ ? p O y~ a F
Q ~~ encountered. ~ m m E O ~ O
ALLUVIUM (Qal) - SILTY SAND (SM): fine to
' medium grained sand, very iittle sitt, well sorted,
~ moist, loose, brown '
----------------'
~--------------------
abundant
d sand
i
,
ne
CLAYEY SAND (SC): fine gra
organics, very moist, loose, black
5
OLD ALLUVIUM (Qoal) - SII.TY SAND (SM): fine
grained sand, pinhole voids and rootlets throughout,
dry, dense, reddish brown. Lower 2 feet appears [o be
reworked Pauba Formation.
~ - BEDROCK - PAUBA FORMATION (Qp)
- . weathered
ilt
i
d
,
y,
, s
ne
SANDSTONE: fine gra
- - massive, dry, soft, brown
End of test pit at 12 fee[ No groundwater encountered
No caving Test pi[ backfilled 4/18/90
3CALE: 1' =6' (H=V) SKETCH ~-. N88°E
-
- Qai
_ ~ .
-
~ - . ~ . ~
~
~ Topsoil~ ;
~
. , ~
• Q ~1'
.,:Q
!-~ Converse Consultants Inland Empire
. ~
Yra~ect Yo.
89-51-173-Oi
llr~wing ~vo.
A -12 6~
Log of Test Pit No. TP-4
Excavated: 4/18/90 Logged by: DCP Checked by: GFR
auipment: Backhoe
ind Surface Elevation: 1088 feet
Driving \Veight and Drop:
Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDI"['IONS SAMGlES
~ ,
Thia log ia part oC the repor0 prepared by Convene [or thia project and F 3
+' ~ ehould be read together with the report. Thia ~ummary applie~ only at the O W !-
~
U
location oC the teat pit and at the time o( excavation. Subeudace conditiom
~
j
Z
x
~ H
=
msy di(ter at o[her location~ and may change at thia locstion wit t e
W
41
h
7~+
¢
Q p paaaage of tima The daLa preaented ia a simplification of aUUal conditiom N
K J
7 O
J N
O Y U
K a i
F-
~ Q~ entountered. G 0 m E ~~+ O
ALLUVIUM (Qal) - SILTY SAND (SM): fine to
medium grained sand, minor silt, moist, loose, brown
TOPSOII. - CLAYEY SAND (SC): fine grained sand,
abundant organics, very moist, loose, black
~ OLD ALLWILJM (Qoal) - SII.TY SAND (SM): fine
grained sand, pinhole voids, massive, dry, soft to
moderatety hard, brown
~ - . BEDROCK - PAUBA FORMATION (QD)
- SANDSTONE: £ine grained, silty, weathered with
- minor pinhole voids, massive, dry, soft to modera[ely
-
hard, brown
End of test pic at 13 Cee~ No groundwater encouncered
No caving Test pit backfilled 4/18/90
KETCH ~ °
SC ALE: t' = 6' (H=V) S - : S8 1
E
• Qal
~
~
~. . ~. --
-
: . ~ --
~
j Tcspso~ . ~ .
Qoal
~ P: .' ..
!~~ Converse Consultants Inland Empire
` 'J
~-
rraJec< <~o.
s9-a~-n~-o~
urawmg no.
A-13 ~~
Log of Test Pit No. TP-5
I ~ : Eacavated: 4/18/90 Logged by: DCP Checked by: GFR
~ quipment: Backhoe
~ c und Surface Elevation: ]102 feet
Driving Weight and Drop:
Depth to Water. none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMVLES
~ ,
Thie log ia parL of the repart prepared by Convene for Lhia project and F 3
N ahould 6e rend together with the report. This ~ummary applie~ only at the O W i-
~
U
location o[ the eot piL and at Lhe time o[ excawtian. Subsurfaee conditiom
ILL
~
Z
•
: N
=
may diCfer at oLher locationa and may change at thia location wiLh the
j
Y
3
N
~ ~.
W
~ Q p pmaage o[ time. Tha data preaented is a simplification o! actual conditionn ~ ? p o ~ a ~
~ ~ J encountered. ~ m m E ~°' O
, ALLUVIUM (Qal) - CLAYEY SAND (SC): fine grained
sand, abundant rootlets and~organics, very moist, loose,
black
OLD ALLUVILJM (Qoal) - SII.TY SAND (SM): fine
5 grained sand, open voids, minor rootlets and root
clasts, dry, very dense, reddish brown; voids decrease
with depth
'~ '' _; BEDROCK -PAUBA FORMATION (Qp)
- SANDSTONE: fine grained, silty, modera[ely
- - weathered, massive, slightly moist, soft, dark bro~vn
End of test pit at 12 feet
No caving
No groundwater encounrered
' ackfillpri d/IR/9(1
SCALE: 1'=6' (H=y) SKETCH ~: 370°W
'. . .
/. ~. . ~. /' ~ : ~~~ ~ ~ ~ . . ..
.
• Qal ~
~ /. i
i " . ~ . . i
~ . ..: Qoal
-~- _
•
P ;:.:~:~.
~`~~-~ Converse Consultants Inland Empire
/
Projett No.
s9-si-i~3-oi
Drawing Vo.
A-14 6~
Log of Test Pit No. TP-6
~ ~~ : Excavated: 4/18/90
~'quipment: Backhoe
I'~~ und Surface Elevation: 1108 feet
Logged by: DCP Checked by: GFR
Driving Weight and Drop:
Depth to Water. none encountered
SUMMARY OF SUBSURFACE CONDITIONS sanv~es
~
Thia log ia part otlhe report prepared by Convene Cor thia project and f,
V 3
*~
y. ahould be read together with the repor0. Thia eummary applin only at the ~
O W V-
U ~ location o( the test pit and at the time o[ excavation. Subsurface conditiona I~
\ ~ f+
. a may di(fer at other locations and may change et this location with the W t
n H j.. ~
. Q p passage of time. The data preaenLed ia a simpliGcation ot actual conditiona ~ j O
~
~ J
encountered.
O
m
m O
E ¢ a
O ~ f
O
~ ALLUVIUM (Qai) - SILTY SAND (SM): fine ro
medium grained sand, rootlets throughout, moist,
loose, dark brown
5 OLD ALLUVNM (Qoal) - SiI,TY SAND (SM): fine
grained sand, pinhole voids and rootiets throughout,
dry, very dense, brown
~ BEDROCK - PAUBA FORMATION (Qp)
SANDSTONE: fine grained, silty, moderately
weathered, massive, slightty moist, soft to moderately
hard, reddish brown
End of test pit at 10 Ceet No groundwa[er encoun[ered
No caving Tesc pic backfilled ~3/13;90
SCALE: t'=6' (H=V) SKETCH ~ : 97b'W
.. Qa~
~ ~.
' Qoal
T~~
~;~ Converse Consuitants Inland Empire
~ J
Yroject No.
89-8t-173-01
Drawmg No.
A-15 ~g
Log of Test Pit No. TP-7
'~a ; Excavated: 4/18/90 Logged by: DCP Checked by: GFR
I iquipmenr. Backhoe
~;~ und Surface Eleva[ion: 1099 Ceet
Driving Weight and
Depth ro Water. none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES
Thia iog ia part of the report prapared by Convene for thie project and F, ~
v 3
+~
~ ehould be read Logether with the report. Thia eummary appliea only at the ~
~
¢
H .
U tocation o( the tnt pit and ae the time of excavaCion. Sub~udace conditione I
L ~
_ M
=
may differ at other locstiona and may change et this location with the
W
m
F
-
j..
~
y Q p pmaage at time. The data preaented ia a aimplifi<ation oC actual conditiona n~a J O N Y U =
~ ~ J encountered. O 0 m E p a p
ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
sand, open voids and rootle[s throughout, dry, loose to
medium dense, light brown; previously cultivated
OLD ALLL7VIUM (Qoai) - SILTY SAND (SM): fine
grained sand, minor open voids, dry, dense, dark
S - brown
BEDROCK - PAUBA FORMATION (Qp)
SANDSTONE: fine grained, silty, unweathered,
massive, dry, moderately hard, dark brown
End of test pit at 6 fee[
No caving
No groundwater encountered
Test pit backtilled 4/18/90
~
~~ Converse Consultants Inland Empire
r~ 39-81-173-01 A-16
Log of Test Pit No. TP-8
'~a Excavared: 4/18/90 Logged by: DCP Checked by: GFR
quipment: Backhoe
r ind Surface Elevation: 1083 feet
Driving Weigh[ and Drop:
Depth to Water. none encountered
SUMMARY OF SUBSURFACE CONDITIONS sanPies „ ,
\
Thia log ie part of the report prepared by Convene for thie projecC and F, 3
+~ ahould be read together wiCh the report. Thi~ eummary spplin only at the O W f
4
U
locetion o[ the tnt pit and aL the time o! excavation. Subeurface mnditione
~
j
Z
*
N
a
may ditCer at other locationa and msy chsnge at this location with the
j
y
3
v~I
] t-
W.
a ¢ p pa~~age ot time. The data preaented is e ~implifiention of actual conditions ~ j p ~ a ~
~ ~ J enmuntered. ~ m m O
E O ~ O
ALLUVIUM (Qal) - SAND (SP): fine to medium
grained sand, trace silt, well sorted. moist, loose,
brown
TOPSOIL - CLAYEY SAND (SC): fine grained sand,
loose
very moist
anics
nd or
l
t
,
,
,
g
s a
e
abundant root
5 black
OLD ALLUVILIM (Qoal) - SILTY SAND (SM): fine
grained sand, minor pinhole voids, dry, dense to very
dark brown
nse
d
_ ,
e
BEDROCK - PAUBA FORMATION (Qp)
CLAYEY SILTSTONE: micaceous, weathered,
massive, upper 1 foot very clayey, moiat, soft, olive
green
End of [est pit at 9 feec No groundwater encoun[ered ~
No caving Tes[ pit backfilled 4/I8/90 ~
~
SCALE: 1'=5' (H=VJ SKETCH • ; S71°E ~
- I . Qal .
•, ~ . opsoil ~ ~
• . . . : Qoal
. : ~~
I
I
~
~ ,~ Converse Consultants Inland Empire
L
rro7ecc no
89-8I-I73-O1
Urawirtg :tio.
A-17 ,o
Log of Test Pit No. TP-9
I:i Excavated: 4/18/90
I auipmenC Backhoe
~ r< nd Surface Elevation: 1071 feet
Logged by: DCP Checked by: GFR
Driving Weight and Drop:
Depth to Wa[er: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES
~
Thia log ie pnrt of Cha reporL prcpared by Convme Cor thia project and - o 3
+' nhould be read together with ehe reDort. Thia summary eppliea only at Che
O
W
~
v U location oC the tent pit and at the time ot e~cwvation. Subsudace conditiona ~ LL ~ Z *
M
may dif[er at other locstiona and may change at thia locntion with the
W
N
~-
7~
~
a
Q p pasnege of time. Tha data preeented ia a ~implification oC a<tual conditiona ~ j O o }
a F
~ ~~ encountered. G m m E ~
~~ O
ALLUVIiTM (Qal) - S1LTY SAND (SM): fine grained
sand, minor silt, well sorted'sand, foose, moist to 1
Foot, dr below, brown
OLD ALLUVIUM (Qoal) - SILTY SAND (SM): fine
grained sand, minor pinhole voids, dry, very dense,
brown
5
End of boring at 5.5 feet
No caving
No groundwater encountered
'Cest pit backfilled 4/18/90
I
SCALE: 1'=5~ cr+=v~ SKETCH ~ ; s~s°w
I
. Qa1 .
.. , . . . : Qoal . . . ~' : ` . .
!-~ Converse Consultants Inland Empire
~ J
Ptojett No.
89-81-173-01
Drawing ~lo.
A-18 ~1
Log of Test Pit No. TP-10
>a Excavated: 4/14/90 Logged by: DCP Checked by: GFR
~:quipment: Backhoe
~;r~ .nd Surface Elevacion: I101 feet
Driving Weight and Drop:
Depth to Wa[er. none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES
~
~ - Thie log ia part oC the report prepared by Convene (or thia project and F
v 3
+' ~ ahould be read together with the report. This aummary appliea only at the 0
O W H
~
, U lowtion ot the teet pit and a[ the tima oC excavation. Subaurface condiLions ~ j Z *
N
=
may differ at ather locatione and may change at thia lxation with the
W
m
H
>..
¢
Q~ pmaage of time. The data preaented ia a simplification of acLUal conditions ~.~a J O i-Ni y u =
~ ~~ encountered. ~ m m E ~ a O
TOPSOIL - SILTY SAND (SM): fine grained sand,
abundant organics, very moist, loose, black
OLD ALLUVIUM (Qoal) - SILTY SAND (SM): fine
grained sand, root(ets are oxidized to about 3 feet,
minor voids, drv, dense, brown
5
End of tes[ pit at 5 feet
No caving
No groundwater encountered
Test pit backfilled 4/19/90
SCALE: 1'=5' (H=V) SKETCH ~ : N15°E
To
_ _ soil
---
~
. " . : Qoal
. ;
l ~
~
I
i
: ~ ~ Converse Consultants Inland Empire
~ ~~
Ptoject No.
89-51-173-01
Drawing No.
A-19 ~~
Log of Test Pit No. TP-11
Excavated• 4/19/90 Logged by: DCP Checked by: GFR
auipment: Backhoe Driving Weight and Drop:
n.nd Surface Elevation: 1098 feet Depth to Water. none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES
~ ~
Thia log ia part ot the repore prepared by Convene for thia project and F ~ 3
y ehould he rend Logether wiLh Che report. Thia summary appliea only at the O W F
~
~ U location o[ tAe teat pit and at the time o( excavation. SubeurCace conditions \ ~ Z x
N
=
may dit[er at other locationa and may change at ehia locstion wiCh the
W
Yt
f
7.+
¢
a~ paa~age o( time. The daLa preeenLed ia a aimplification oC actual conditiona
N
4-
W
~ ~~ encounLered. C m m ~ p a O
ALLUVILIM (Qal) - S[LTY SAND (SM): fine grained
sand, rootiets throughout, loose, moist, dark brown
OLD ALLiJVItJM (Qoal) - SII.TY SAND (SM): fine
grained sand, rooUets ro 3 feet, minor voids, dry,
w
~
b
d
~ n
ro
ense_
dense to very
5 ` __
- CLAYEY SAND (SC): fine grained sand, minor
pinhole voids, slightly moist, very dense, dark brown
End of test pit at 6 feet
No caving
No groundwater encountered
Test pit backCitled 4/19/90
SCALE: 1'=5' (H=4) SKETCH ~ : N85°W
~. ~ ~ ~Q$~ _ ~ I
Qoal
- .. /- -. - -
i: .
~ Converse Consultants Inland Empire
Project No.
89-8I-t73-OI
Drawinq Vo.
A-20 ~3
Log of Test Pit No. TP-12
Excavated- 4/19/90 Logged by: DCP Checked by: GFR
tuipment: Backhoe
ind Surface Eleva[ion: 1089 fee[
Driving Weight and Drop:
Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES „ ,
~
Thia log ia part o( the report prepnred by Converse for thie project and F.
v 3
+~ ehould be resd together with Lhe report. Thia summary appliea only at the ~
O W F
v U locaeion of the tnt pit and at the time oC excavation. Subaurface <ondiliona ILL ~ Z ~
M
=
may ditCer at other locatione and may change at thie location with the
W
~
Y
In
3
1-
N
7~+
Y-
W
Q~ pmenge ot Cime. The data preeented ia a aimplification o[ actual conditiona ~ j p O }
a F
W
p ~~
C7 J encountered. ~ ~ m m E ~
^~+ O
ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
b
l
rown
oose,
sand, minor organics, moisr,
SILTY SAND (SM): fine
OLD ALLUVILIM (Qoal) -
grained sand, roottets to 2.5 feet, minor voids, dry,
very dense a[ 2.5 feet down, brown; near refusal with
backhoe
End of test pit a[ 3 feet
No caving
No groundwacer encountered
Test pit backfilied 4/19/90
SCALE: 1'=6' (H=V) SKETCH ~-; S28°E
. Qoal . ' .
-
~ Converse Consultants inland Empire
rro~ec~ ~~o.
89-81-173-01
ur>w~ng t~o.
A-21 14
Log of Test Pit No. TP-13
j a Excavated: a/19/90
~ quipmenC Backhoe
~ r ind Surface Elevation: 1084 feet
Logged by: DCP Checked by: GFR
Driving Weigh[ and Drop:
Depth to Water: none encodntered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES „ ,
~
Thia log ia part of the report prepared by Convene [or this project and F 3
+~ ahould be read together wiLh the report. Thie eummary appliee only at the O W F
.~`.
U
location ot the teat pit and at the time o[ extavation. Subaurface conditions
LL
j
Z
*
N
mey ditfer at other locationa and may change nt thie location with the
W
~
UI
F-
7~
¢
a
Q p pmeage o[ time. The data preaented is a eimplification o( actual conditione i.
i J O ~ y U Z
p
~~
encountered. R
O 7
m J
m O
L tt a
~~+ H
O
ALLUVIUM (Qal) - SAND (SP): fine to medium
grained sand, moist, loose, brown
TOPSOIL - CLAYEY SAND (SC): fine grained sand,
moist
loose to
t to ver
i
i
y
,
cs, mo
s
abundant organ
5 ,,:~ medium dense, black
BEDROCK - PAUBA FOIZMATION (Qp)
SANDSI'ONE: fine grained, silty, micaceous,
moderately weathered, massive, moist, moderately
hard, reddish brown
End of test pit at 6 feet
No caving
No groundwater encountered
test backfilled 4/19/90
SCALE: 7'=5' (H=V) SKETCH r ; SB~W
. : . Qal ~. ~ :
/ ~ ~ ~
- Topsoil. .'
-
' ..~: /'
-
~:
'-
.
QP.. -
', -
~~~ Converse Consultants Inland Empire
1'roJet[ rvo
89-81-1;3-Ot
uraw~nR Ino.
A-22 ~5~
Log of Test Pit No. TP-14
ar Excavated~ 4/19/90 Lo;ged by: DCP Checked by: GFR
~ auipmenC Backhoe
~ rc nd Surface Elevation: I079 feet
Driving Weight and Drop:
Depth [o Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES „
~ ,
~
Thie log ia part ot the report prepared by Camene for thie project and O ~ 3
+~ ehould be read together with the report. Thia summary appliee only at [he O W F
~
U
locetion o[ the teat piC and st the time of excavation. Subsurtace conditiona
~
- j
Z
*
M
=
may diC(er aL other locations and may change st thia location with t e
j
y
3
N
~ 4.
W
~ O P~eage o( time. The data preaented ia a simplification of actual conditiona ~ j J O ¢ a f
W
~ ~ J encountered. 0 m m E ~ ~ O
ALLUVIUM (Qal) - S1i.TY SAND (SM): fine grained
sand, moist, loose, brown
TOPSOIL - CLAYEY SAND (SC): fine grained sand,
- abundant organics, slightly moist, loose, dark brown
BEDROCK - PAUBA FORMATION (Qp)
SANDSTONE: fine grained, moderatety weathered,
massive, slightty moist, soft ro moderately hard, brown
End of test pit at 4.5 feet
No caving
No groundwater encouncered
Test pit backfileld 4/19/90 '
I
SCALE: 1'=5' (H=V) SKETCN ~-. ~Z~E I
Qal
! : , ;' . Topsoil . i ' ~ .:
C`" ~ Converse Consultants Inland Empire
~
Pro~ect No.
89-SI-173-01
Urnwio3 Yo-
A-23 ~6
Log of Test Pit No. TP-15
~a Excavaced• 4/19(90 Logged by: DCP Checked by: GFR
I~quipmenr. Backhoe Driving Weight and Drop:
:r ind Surface Elevation: 1079 feet Depth to Water: none encountered
MMARY OF SUBSURFACE CONDITIONS SAMPLES
SU \ F
Thia log is pnrt of the report prepared by Convene for thia project and F „ 3
++ ahould be read together wiLh the ceport. This aummary appliee only at the ~
O
W
F
v U location o( the Lnt pit and at the time ot excavation. Su6aurface condiCiona ~ j Z *
M
=
may diRer at okher locationa and may change at thia location wiLh t e
j
Y
3
~ i
~~r
W
Q p paaaage of time. The data preaented ia a aimplifcation ot actual conditions ~ j O Q ~ a H
~ ~~ encountered. O m m L ~ ~ O
ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
sand, moist, loose, brown -
OLD ALLUVNM (Qoai) - SILTl' SAND (SM): fine
rootlets to 3 feet,
minor open voids
d
i
d
,
san
,
gra
ne
_ moist, very dense, brown; near refusal with backhoe
End oP test pit at 4 feec
No caving '
No groundwater encountered '
Test pit backfilled 4/19/90
SCALE: 7'=5' (H=V)
SKEIGH
Qal , :
Qoal ~
~ ~ .
Pro~ect No.
~ 386W
Drawing No.
~ ~~ Converse Consultants Inland Empire
89-81-173-01 A-24 `~1
Log of Test Pit No. TP-16
~a : Excavated: 4/19/90 Logged by: DCP Checked by: GFR
, iquipmenr. Backhoe
;i lnd Surface Elevation: 1073 leet
Driving Weight and Dro
Depth ro Water: none encoun[ered
SUMMARY OF SUBSURFACE CONDITIONS sa+v~es „ .
~
+~
~
~
U
M
=
Q p
~~ Thia log ia part of the report prepared by Convene for thia project and
ehould be read together with the reparL. Thia ~ummary appliea oniy at Lhe
location of ihe tes! pie and at ehe time o[ excavation. Subaudace conditiona
may difter at oeher Ioc>tions end may change et thia location with the
paaaage oC time. The data preeented ia a simplification ot actual conditions
encountered.
W
H
K
~
J
7
m F
Q
\
In
O
J
m
W
j
F
H
O
L 3
F
Z
~.~.
} U
Q a
O ~
X
~
2
F
O
ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
sand, moist, loase, brown
TOPSOIL - SILTl' SAND (SM): fine grained sand,
- abundant organics, moist eo very moist, loose, dark
- broWn
BEDROCK - PAUBA FORMATION (Qp)
SANDSTONE: fine to medium grained sand, ctayey,
moderateiy weathered, massive, very moist to 4 feet,
moist to 4.5 feet, soft to moderately hard, brown
End of cest pit at 4.5 fee[
No caving
No groundwater encounrered
Tesc pit backfilled 4/l9/90
• SKETCH "~ e°w
SC AI.E: 7
= s cH=v~ . : I
_ I
Qai
~--
---'
~
.~ ~
Topsoil'
QP :.~ ;~~ -
I
I
~
I
'
-''~r Converse Consultants Inland Empire
C~
Proje<c No.
89-81-173-01
Dr~wing No.
A-25 ~8
Log of Test Pit No. TP-17
I' >~ : Excavated: 4/19/90 Logged by: DCP Checked by: GFR
iquipmenr. Backhoe Driving Weight and Drop:
;i ~nd Surface Elevation: 1103 feet Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES „ , ~
~
Thia log ia part o( Che repott prepared hy Convene for thia project and O 3
+' ahould be read together with the reporL. Thia~ aummary appliee only af [he ~ W F
~
U
lo<ation o[ the tot pit and at the eime o[ excavation. Subeudace conditione
~
~
Z
*
H
=
may ditCer at other locatiom and may change at this IocaLion with She
W
~
m
1-
7~
¢
~ a~ pasaage o[ time. The data preaented ia a aimplilcation of actual <onditiona ~.
i J O N Y U L
~
~~
encountered. K
~ J
m J
m O
E K O_
~~ !-
O
TOPSOIL - SII.TY SAND. (SM): fine grained sand,
abundant organics, very moist, loose, dark brown
--. BEDROCK - PAUBA FORMATION (Qp)
' SANDSTONE: fine grained, silty, moderately
weathered, massive, moist, moderately hard, brown
End of test pit at 3.5 feet
No caving
No groundwater encountered I
Test pit backfilled 4/19/90 I
~ ,
I
I
I
SCALE: t'=5' (H=V)
SKETCH
Topsoil
_ = ~ _'
--
\=~~~~.. .. _ QP.
~1~ Converse Consultants Inland Empire
Projea No.
s9-s~-~~3-oi
~-' S46'W
Drawinq No.
A-26
/ \
Log of Test Pit No. TP-18
: Excavated: 4/19/90 Logged by: DCP Checked by:
:auipment: Backhoe
und Surface Elevation: 1071 feet
Driving Weight and Drop:
Dep[h to Water: none encoun[ered
FR
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES „ ,
~
Thia log ia part of the reporC prepared by Convene Cor this proje<t and ~
v 3
+, ahould be read together with the reporC. Thia aummary appliee only at the ~
O W r
~ U location o[ the test pit and at the time o( ezcavation. Sub~ur(ace conditiona ~ j Z x
-
- N
2
may ditfer at other locationa and may change at this location with the
W
~
Y
u1
3
1-
UI
~..
4
W
a a
Q p paaaage o! time. The data presented ia a aimpliCcation of actual conditiona ~ j p ¢ a f
Q ~ J encountered. O m m O
E O ~ O
ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
- sand, moist, loose, brown
- BEDROCK - PAUBA FORMATION (Qp)
- silty, moderately
SANDSTONE: medium grained
_ ,
weathered, massive, dry to siightty moist, moderately
hard, brown; scour and fiil channel features
End of test pic at 4 feet
No caving
No groundwater encountered
Test pit backfilled 4/19/90
~
SCALE: t'=5' (H=V) SKETCH ~-; S40°E
~
~( al
. .
--.:.
: ~:.. , . :• .
:~:' .
- ~22P.~
Converse Consultants Inland Empire
rro~ecc i~o
89-81-173-01
ur~winq .vo. ~
W
A-27
Log of Test Pit No. TP-19
>~ : Excavated: 4/19/90 Logged by: DCP Checked by: GFR
:m~ipment: Backhoe Driving Weight and Drop:
3:_und Surface Elevation: 1083 (eet Depth ro Water. none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPlES
~ Thia log ia part of the report prepered by Convene for 6hia project and F ~
v 3
"
a ahould be read Oogether with the repoct. This summary applim only at the ~
~
, ti location o[ the teat pit and at the time o! excavation. Subaurface wnditions i
L ~ i.~i
' 2 may difCer at other locatiom and may change at thie location wiLh the W . rj F Z
] „ ~
~
a ¢~ paa~age of time. The data proented ia a aimplification o[ actual canditions N J O H >- p =
~ ~ J encountered. O 0 m E O a O
ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
sand, abundant organics, very moist to wet, seep at 2
feet, with minor caving, brown
-
BEDROCK - PAUBA FORMATION (Qp)
SANDSTONE: fine grained, silty, moderately
weathered, massive, moist, soft to moderately hard,
brown
End of test pit at 3.S feet
Caving as noted
No groundwater encountered
Tes[ pi[ backfilled 4/19/90
SCAIE: 1'=5' (H=V) SKETCH ~ ; N85°E
Qal .
~
~
~~ "-' .
QP ~
:~ .
^ Yrolect Nu. Drawmq No.
Converse Consultants Inland Empire S~
C~ 89-81-173-Ot Q-2$
Log of Test Pit No. TP-20
~a Excavated: 4/20/90 Logged by: DCP Checked by: GFR
q~~ipmenr. Backhoe Driving Weight and Drop:
r.,ind Sucface Elevation: 1080 feet Depth to Water. none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES
Thia log ia part o! Che report prepared by Convene for this ptoject and F ~ 3
~ should be read together with the rcport. This summary appliea only at Lhe O W h
~ U lo<abion of the tmt piL and at the time o[ excavaLion. Subsutface wnditiona LL ~ r
2 may dif[er at othcr locationa and may chsnge at thia lxation with the W m H j.. ~
a ¢~ paaaage of tima The daLa preaented ia a aimplification of satual conditiona H J O H } p =
~ ~ J encountered. p m m ~ ~ a 0
ALLUV[UM (Qal) - SILTY SAND (SM): fine grained
sand, abundan[ organics, moist, loose, brown
OLD ALLUVIUM (Qoal) - SII.TY SAND (SM): fine
grained sand, rooNets and organics to 4 feet, minor
pinhole voids, dry, very dense, brown
5
End of test pit at 6 feet
No caving
No groundwater encountered
Test pit backfilled 4/19/90
SCALE: 7•=s cH=v~ SKETCH . ; seo°w
~ Qal ~
-J
- -
Qoal • . :
I
~ ~ ~
Yro~ec[ No. Drawmg Vo.
~
: Converse Consultants Inland Empire g2
.~ s9-s~-~~~-o~ A-29
Log of Test Pit No. TP-21
,~a Excavated: 6/20/90 Logged by: DCP Checked by: GFR
q••~pment: Backhoe Driving Weight and Drop:
:r„and Surface Elevation: 1134 feet Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES
~
This log ie part o[-the reporL prepared by Convene [or this project and F
v 3
+'
L ehould be read together with Che reporC. This eummary appliea oniy at the ~
O W F
U lotation o[ the Lmt pit and at the time ot exeavation. Subaurface conditiona LL
\ ¢
= ~+
a msy differ at other locstions and may change at this location with the W I
tl 1
- j... ~
a~sa e of time. The data reaented ie a sim I~fication of a<tual conditiona
P H P P ~ Y
~ 3
~ N ~"
¢ a w
2
n Q O
encountered. R
O
m
m O
F
p„ h
-
p
LANDSLIDE DEBRIS (Qls): disturbed sandstone layers,
fine to medium grained, increased moisture with depch,
soft, oxidized, brown and reddish brown
~
~ develo
Poorl
ed
N7°~V
36°S
Pl
10
Slid
5'
y
p
,
.
ane -
.
e
-
- striations plunge directly down slide plane, 1 I/Z inch
thick ciayey gouge
BEDROCK - PAUBA FORMATION (QD)
SANDSTONE: fine to medium grained, silry, slighdy
weathered, unoxidized, massive, slightly moist,
moderately hard, olive green
End of tes[ pit ac 12 fee[ No groundwater encouncered
No caving Test pit backfilled 6;20/90
SCA~E:7•=,o•cH=v~ SKETCH f ; sea°w
I
~~ S ~ Q~S
, ; 1
,
8ilde Plene
,
: n Converse
~:/
Consultants Inland Empire
Prnjett No. Drawing No.
89-81-173-01 /a-3~
CJ~
Log of Test Pit No. TP-22
~: ~ Excavated: 6/20/90 Logged by: DCP Checked by: GFR
I :r^ipmenr. Backhoe
~;...und Sur£ace Elevation: II41 feet
Driving Weight and
Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS sanv~es
I
Thi~ log ia part oC the report prepared by Comene for thia project and F ~
v ~-
~ ahould be read toQether with the report. Thi~ aummary appliea only at the 0 3
' U
~ location oC the teet pit and at the Cime of excavation. Subaurface condition a I~L ~ i.~i
_
2
may differ at oeher locationa and may change at thie location with the
W \
N J
I- Z
~„ Y
~
p, a p paeeage oC time. The data preeeneed ia a simplification o[ actual conditiona H j O H ~ ~ W
_ n ~~ encountered. Q m m ~ O a Q
LANDSLIDE DEBRIS (Qls): disturbed •
sandstone beds, fine to medium grained, increased
moisture with depth, soft, oxidized, brown and reddish
brown
~
~
15'-Slide Piane - N30°1V, 39°S1V. 2 inch thick striated I
~
clayey gouge. Striations are random. May be plane of
differential adjustment of bedrock layers
BEDROCK - PAUBA FORMATION (Qp) I
5
SANDSTONE: fine to medium grained, silty, slightly
~ I
1 weathered, unoxidized, massive, slighdy moist, ~
_ moderacely hard, otive green and moded brown I
End oC test pit at 17 feet No groundwa~er encountered I i
_ No caving Tes[ pic backfiiled 6/20/90 I I
SCALE:1•= io•cr+=v> SKETCH ~----: s~o•w
_
`
' Q~s s
. ~ , . ~
I S S
Sllde Plene
S
~ .
I i QP i ~
I ~
., ~-~o~~« ,,, u~:,w,~,; ,,,
= .n Converse Consultants Inland Empire `~
s9-s~-i~;-oi
A-31
Log of Test Pit No. TP-23
~a Excavaced: 6/20/90 Logged by: DCP Checked by: GFR
q~~~pmen[: Backhoe Driving Weight and Drop:
r..~nd Surface Eleva[ion: ~157 feet Depth to Water: none encauntered
,+
w
a
W
~
i
SUMMARY OF SUBSURFACE CONDITIONS SAMVlES
~
This log ia part of the report pre0%~ed by Conrme Cor thia projett and f,
v 3
ehould be read toge6her with the report. Thie summary appiiee only at the ~
o w ~
U loeation of the teet pit and at the time o[ excavation. Subeurfa<e conditiona LL.
\ ¢ t+
= may ditCer at other locations and may change at thia locaLion with Che W V
J f j.. ~
¢ o a~sa e of time. The data reaented is a eim IiCicaCion of actual conditions
P 6 P P ~
¢ Y
j 3
~ N
o ~`
¢ W
~~
en<ountered.
O
m
m
E a
O ~ H
p
SLIDE DEBRIS ?(Qls): disturbed appearing sandstone
layers, fine to medium grained, increased moisture with
depth, soft oxidized, mott(ed brown, Possibly deeply
) weathered bedrock.
BEDROCK - PAUBA FORMATION (Qp) ~
SANDSTONE: fine co medium grained, slightly
~ weathered, unoxidized, massive, slightly moist,
- moderately hard, olive green ~
No groundwa[er encounrered End of tes[ pit at 17 feet
Tes[ pit backfilled 6i20/90 No caving
I SCA~E:1'=10'(H=V)
SKETCH
~ : s~,°w
~
w Projecc No. Drawing No
:,~ Converse Consultants Inland Empire
~~=~ 89-81-t73-O1 A-32
a~
Log of Test Pit No. TP-24
I~a Escavated: 6/20/90
I quipment: Backhoe
~ r ~nd Surface Elevation: 1122 feet
Logged by: DCP Checked by: GFR
Driving Weight and Drop:
Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPlES
Thia log ie part of Che report prepaced by Converae for thia project and F ~ 3
~ ahould be read together with Lhe reporb. Thia ~ummacy appliea anly at the O W F
U locstion of the taat pit and at the time of excavation. SubaurCue condieions LL ¢ `.
= may di(fec at other lacations and may chan¢e at this Iocation with the W co H j„ ~
a Q~ passage ot time. The data preaented ia a eimpli(cation oC actual <onditions ~-~i J O H } ~ _
O ~ J encountered. p m m L O a O
SOIL - CLAYEY SAND (SC): fine to medium
wn t
w
eddi
h b
k b
d
i
d
d
d
o r
ro
ar
ro
s
n
ense,
gra
ned san
,
ry,
OLD ALLLJVIUM (Qoai) - SILTY SAND (SM): medium
to coarse grained sand, weathered to about 5 feet,
' horizontal stracification, dry, loose to medium dense,
ligh[ brown
.~
End of ces[ pi[ at 12 leec
No caving
No groundwater encountered
Test pit backfilled 6/21/90
iCALE:t'=10'(H=V) SKETCH ~-; S~o°W
/
/
SOiLISC) ~~`
~
~
~ Qoal
I
.: .
I
~ Converse Consuitants Inland Empire
i
Pro~ec[ No
89-81-t73-UI
DrawmK Nn ~
A-33
I Log of Test Pit No. TP-25
-a Excavaced: 6/20/90 Logged by: DCP Checked by: GFR
a~~ipment: Backhoe
i, r_lnd Surface Elevation: I122 feet
Driving 1Yeight and
Depth to Wa[er: none encountered
SUMMARY OF SUBSURFACE CONDITIONS sana~es
Thia log ie pazt oC the reporL prepared 6y Convene (or Chia project and• F, ~ 3
~ phould Ce read together with the ceport. Thie ~ummary appliea only aCthe p W r
U location oC the tnt pit and at ehe time oC excaration. Subeurtace conditiona ~i ¢ ir
= may ditCer at other locationa and may change ae thia lo<ation with the W i i H j.. ~
a
¢ f7 aasa e o( time. The data reaented is a aimplification ot actual conditiona
P 6 P ~ y
7 3
~ ~ w W
~
~ J
encountered. ~
~
0 J
m O
E ~ a
O ~ H
O
SOIL - CLAYEY SAND (SC): Cine to medium
dark brown to reddish brown
d
d
i
d
d
ense,
ry,
gra
ne
san
,
OLD ALLWIUM (Qoal) - SILTY SAND (SM): medium
ro coarse grained sand, weathered to about 5 feet,
' horizontal stratification, dry, loose to medium dense,
light brown
.~
End of test pit at 12 Feet
No caving
No groundwater encountered
Test pit backfilied 6/21/90
iCALE: 1'=5' (H=V) SKETCH ~ ; ggg°yy-
~
~ ~
,/. . .
: SO1L (SCa : !.
J ; / . ., .
- - •
~~, ~.
~ _
. .
. . .
oal . . :
I
~ ~ ~ _~
w
: n Converse Consultants Inland Empire
~~~
Yro~ec[ lvo
39-81-173-U1
Ur~wmq yo. ~
~
A-34
M~)CP u~`JISICuS S/MaC~ ~/o~C.~~ NiME:
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C ~ I~verio-. Gk ~ T.irv~w
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ML <ley~~ F.w ~ed~, o ciry.~ .iln ~:~A JigFr p1aN<iry
~ SIL15 /~NO C:AYS ~~~y~Mc clvn o! I
ardiv~ aieod II
7• ~• >
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<lar, v.ly elan, i 1 <ler. I.e. <Im
"c cleh wd erqmic ~iln civy~ d br
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CH Inanpnic clah a! Fiqn Olsr~<iry, !ar cloy~
-
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On nc cla
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XIGNLY C~GaNIC SC0.S I I' ~
h••~ I,a. a,.d er.,.r ~iei~iv wq~u~.c ~eii. I
SAMPLE TYPE
m STANDARD PENETRATION TEST,
Split~barrel aempler In eccordance wlth
ASTM D1568-84 Slandard Teat Method
. DRIVE SAMPLE, 2.42' ~D sampler,
driven with 140 Ib. weight, 30 In. drop
DISTURBED BULK SAMPLE
TEST TYPE
(Reaulta ahown In Appenalx B) ~
_
F
O
CLASSIFiCATION
Pluetlcity
p~
Graln Stze Anelyele ma
Speclfic Gravity sp
Send Equlvelent SE
ExOenelon Indax EI
STREN(iTH
Dlrect Shear de
Unconflned Compresalon uc
Trlealal Compreaefon tx
Pocke! Penetrometer p
CONSOLIDATION I c
I~NIFIED SOIL CLASSIFICATION SYSTEM AND EXPLORATION LOG SYMBOLS
I•
Project No. Dnwinq ~fo.
~ Converse Consultants Inland Empire g9-81-173-01 A-35 gg
Consolidation of Sedimentary Rocks; usually determined from unweathered samples. Largely dependent
on cementation.
U= unconsolidated M= moderately consolidated
P= poorly consolidated W= well consolidated
Beddina ot Sedimentary Roeks
Solittinq Prooertv
Thickness (in feet)
Stratification
Massive
Blocky
Sla6by
Flaggy
, Shaly or platy
Papery
greater than 4.0
2.0 to 4,.0
0.2 to 2.0
0.05 to 0.2
0.01 to 0.05
less than 0.01
very thick bedded
thiek-bedded
thin-bedded
very thin-bedded
laminated
thinly laminated
I III Fracturinq/Jointina (discontinuities)
Intensity Size of Pieces (in feet)
Very little fractured greater than 4.0
Occasionaliy fractured 1.0 Co 4.0
I Moderately fractured 0.5 to 7.0
Closely fractured 0.1 to 0.5
Intense7y fract~red 0.05 to 0.1
. Crushed less tan 0.05
I IV Hardness
1. Soft - Reserved tor plastic material alone.
Z. Low hardness - Can be gouged deep7y or carved easily nith a knife blade.
I 3. Moderatel hard - can be readily scratched by a knife blade; scratch leaves a heavy trace of dust
an is rea i y ~~sible after Che powder has been blown aNay.
4. Hard - Can be scratched with difficulty; scratch produces little powder a~d is often faintly
I vistble.
5. Very hard - Cannot be seratched nith knife blade; leaves a metallic streak.
V Strength
1. Plastic or very lrnv strength. ~~
Z. Friable - Crumbles easity by rubbing nith fingers.
3. Weak - An unfractured ~specimen of such material will crumble under light hammer blons.
4. Moderately strona - Specimen nill withstand fen heavy hammer blows before breaking.
5. Stro~ -$petimen ri71 riGhstand a few heavy ringing hammer blows before hreaking in[a large
Tragments.
6. Ver stron - Specimen nill resist heavy ringing hammer blo.+s and nill yield wi[h difficulty only
. ust an small flyin9 tragments.
VI Weathering - The physicai and chemieal disintegration and decomposition of rotks and minerals by
natura~~ocesses such as oxidation, reduction, hydration, solution, carbonation, and freezing and
tharri ng.
F. Fresh - Unaffected by weathertng agents. No disintegration or discoloration. Fractures usually
~s numerout than joints.
L, Sli ht - No megascopie detomposition of minerals; little to no effect on normal cementation.
~ and intermittent~ or loealized discaloration. Fov stains on fraeture surfaces.
M. Moderate - Sligh[ change or partial decomposition of minerals; little disintegration; cemeniation
itT LTe to unaffeeted. Moderate ta oeeasionally intense discoloration. Moderately coated
fraetures. ~
D. D_e~~e - Moderate ta canplete mineral deeompasition; extensive disintegration; deep and thorough
discoloration; many fractures, all eatensively coated or filled with oaides, carbonates and/or
' clay or silt.
PHYSICAL PROPERTIES CRITERIA FOR ROCK DESCRIPTIONS
• WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~M~~NO.
Temecula, California 89-81-173-Ot
for: Mesa Homes
~ RgWe No
Converse Consuitants Inland Empire A-ss ~
APPENDIX B
LABORATORY TEST PROGRAM
~,0
APPENDIX B
LABOR,4TORY TEST PROGRAM
Laboratory tests were conducted in a Converse laboratory on representative samples for
the purpose of evaluating their physical properties and engineering characteristics. Test
results are presented on the expioration logs (Appendix A) and in this appendix. A
summary of the various laboratory tests conducted is presented below:
In-Situ Moisture Content and Dr~Density
Data obtained from these tests, performed on refatively undisturbed ring samples obtained
from the field, were used to aid in the classfication 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 calculated dry density in units of pounds
per cubic foot (pcfl are provided on the logs.
Laboratory Maximum Density and Ootimum Moisture Tests
Three laboratory maximum densiry and optimum moisture tests were performed on
representative bulk samples of the site materials. These tests were conducted in
accordance with the ASTM D 1557-78 laboratory procedure. Results of these tests are
presented on Drawing B-1, "Compaction Test."
Shear Tests
Direct shear tests were performed on both reiatively undisturbed ring and remolded soii
samples. Individual rings were prepared, soaked and vertical surcharge applied. Each
ring was then sheared at a constant rate of strain. A range of normaf loads was applied
and the shear strength envefope was determined. Results of the tests are presented on
Drawings B-2 through B-4, "Direct Shear Tests.'
Consolidation Tests
Data obtained from these tests, performed on relatively undisturbed and remolded soil
sampies, were used to evaluate the settlement characteristics of the site soils under load.
Specimens were loaded into a test apparatus which contained porous stones to
accommodate vertical drainage during testing. Normai vertical axial loads were applied
to the ends of the sample through the porous stones, and the resulting vertical defiections
were recorded at various time periods. The load was increased after the sample reached
a reasonable state of equilibrium.
Samples were loaded at field moisture and submerged for additional loading. Test results
are shown on Drawings B-5 through B-11, "Consolidation Test."
89-81-~ 73-01 ~\
8-2
Exnansion Index Test
A selected bulk soil sample was tested to determine the expansion potential of the clayey
siltstone encountered at the site. The lest was conducted in accordance with UBC
Standard 29-2. The sample had an El of 124 which is classified or highly expansive.
SAMPLE
BORING SAlIPLE DEPTH EXPANSION
No. No. ft SQ]L DESCRIPTION INOEX
BH-1 BULK 6 39 - 40 Clayey Silt 124
Resistance R-Value Test
A selected bulk soii sample was tested to determine the "R" value using the California "R"
Value Test Method No. 301 (ASTM D 2844-69). Resuits of the "R" value test are
presented below:
PL
BORING SAMVLE DEPTN "R"
Npy No. Cft) SU~I DESCRIPTION VALIIE~
BN-7 8-2 25-26 SANO CSP) 68
• By eXUdatim
Soii Corrosivity
Resistivity, pH, soluble sulfate, and chloride concentrations were determined for a soil
sample to evaluate the corrosion potential of common construction material in contact
with soii. These tests were performed by Converse Envirolab, and the test resuits are
shown at the end of this Appendix.
Samr~le Storaae
Soii 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 sampies for a
Ionger periad.
~
89-81-~73-01
Conva~sa ConsWlaNS InlanG Empire
140
135
a 130 __ f00 PERI
z SPECIFIC
F
~
C7
3 125
F
z
~
~-
a
A 12O
115
110
0 5 10 15 20
MOISTURE CONTENT IN PERCENT
SAMPLE DEPTH
SYb1BOL LACATION (tt)
O BH-2 2-3
^ BH-4 2-3
o BH-9 0-5
DESCRIPT]ON
SAND(SP)
CLAYEY SAN~(SC)
SILTY SAND(SM)
'ENT SATURATIU:V
CRAYITY = 2.70
TEST OPT]6fU6f MAXIMUM C~Y
METHOD 3~OISTURE (ss) DENSITY (pcf)
ASTM D7557 73.4 774J
~LS7M ~7557 7.8 t29.5
ASTM 07557 4.9 121.0
COMPACTION TEST
WINCHESTER HILL RESIDENTIAL DEVELOPMENT Project No.
For: ~,fesa Homes 89-61-1'13-01
~onverse Consuitants Inland Empire Drawing ~~. s- i ~3
4_n
~
~
x
z
~
`~ 2.
w
a
F
N
lY,
6
W
x
~
0
~
~
x
z
~
~
~
a
F
~
a
d
W
x
~
z.
.o ~ 2 3 4 .5
HORIZONTAL DEFORMATION IN INCH
BORING/SAb1PLE : BH-t/S-2 DEPTH (ft) 9-t0
DESCRIPTION : C~arEr SaNOSTONE
STRENGTH INTERCEPT (ksf) ~ .641 (PE4K STRENGTH)
FRICTION ANGLE (degree) a6.0 (PEAK STRENGTHj
I SOAKE~
MOiSTURE D RY DENSITY VOID NORMAL PEAK RESIDUAL
SYMBOL CONTENT (s~) (pcf) RATIO STRESS (ks[) SHEAR (ksO SHEAR (ksf)
I
O 16.9 176.0 437 50 1.15 84
p 16.7 i 16.3 a33 1.00 1.69 I.15
I o 15.J I t7.4 .a19 2.00 2J1 2.12
DIRECT SHEAR TEST
'N1N HESTER HILL RESIDENTIAL DEVELOPMENT Project No.
For: Mesa H omes 89-81- 173-01
Converse Consultants Inland Empire Drawing N~. s-z ~~
4.0
r=.
~
x
z
~
w z.o
a
F
~
a
r~
x
~ .o
Z
w
~
x
z
~
~
w 1,
a
F
~
a
d
W
x
m
.p .1 .2 ..5 .4 5
HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE : BH-3/S-2 DEPTH (ft) 9-10
DESCRIPTION : CLAYEY SANDSTONE
STRENGTH IN1'ERCEPT (ksf) : 1.027 (PEAK STRENGTH)
FRICTION ANGLE (degree) 30.9 (PE4K STRENGTH)
SOAKEO
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYMBOL CONTENT (~) (pct) RATIO STRESS (kst) SHEAR (ksf) SHEAR (ksf)
O 15.8 I21.1 J76 .50 1.50 .98
^ 15.J 176.4 aJ2 1.00 1.J6 89
p 14.8 I20.3 384 2.00 2.31 I.76
DIRECT SHEAR TEST
WINCHESTER H1LL RESIDENTIAL DEVELOPMENT Project No.
For: Mesa Homes 89-&1-173-01
Co~verse Consultants Inland Empire Drawing N,~ s-s ~~
.p 2.0 4.0 6.Q 8.0 10.0
NORMAL STRESS IN KSF
~
rn
~
~
..
r.~
~
W
a
E-~
~
a
~;
w
~
~n
~
~n
~
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~
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~
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~
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W
x
~n
v
n
0
NINCHESTER HILL RESIDENTTAL DEV.
For: ;~fesa Homes
Project No.
89-81-173-at
Converse Consultants Inland Empire
Drawing No._B-4 ~
2.~
:.Q
.o L
0
2.0
1.
1.0 7.0 3.0 4.0 5.n
NORMAL S'PFESS [N KSF
0 1 .2 .3 4 5
HOF[ZONTAl. DEFORMATION IN 1NCH
BORING/SAMPLE : BH-2 DEPTH (Ct) 2 to 3
DESCRIPTION : REMOLD~ SANDSTONE, with silt
S1'RENUTH INTERCEPT (ks[) 3~
(p~ STRENGTII)
FRICTION ANGLE (degree) . 21.1
'Remolded to 90% of the ASTM D 1557-78 maximum laboratory density near op timum moisture
SOAKED
MOISTURE DRY DENSITY VO1D NORMAL PEAK RESIDUAL
DL CONTENT (ss ) (pcf) HATlO STRESS (ksf) SHEAR (kaf) SHEAR (ksf)
'L 7. 7 103.2 .633 .50 .54 .22
25.2 103.3 .631 7.00 .72 ,46
27.7 103.4 .6"L9 i.UU 1.12 1.12
DIRECT SHEAR TEST
LOAD IN KIPS PER SQUARE FOOT
lQ ~ 1 10 lO Z
o 498
Z .488
F
'
x
~ ~~
w
x '~
z - .aas
4
W O
~ F
z ¢
¢ rz
x
c~ o
F ~
6 408 >
~
LJ
~
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LL
.
8 3~8
I
I
10
a48
I
HORING
: BH-4/S-1
DESCRIPTION
CLAYEY SAND(SC)
I DEPTH (ft) : 4-5
~ MOISTURE DRY DENSITY PERCENT VOID
CONTENT (~) (pcf) SATURATION RATIO
I INITIAL 7 0. t 121.7 60 a96
FINAL 16.1 123.7 700 472
I Note: Solid circles indicate reading s after addition o[ water
CONSOLIDATION TEST
WINCHESTER HILL RESIDENI'IAL DEV. ProjecC No.
173-
89
81
01 G
1
Fcr : Mesa Homes -
- \
Converse Consuitants inland Empire Drawing N~. g -s
LOAD IN KIPS PER SQUARE FOOT
10-~ 1 10 lOZ
0
744
2 709
.
F
x
c~
w
x -
z
~ `~ 874
.
W
C~ O
Z F
d 6
x a
U
Q
F
z 6 ~
839 >
W .
U
a
w
a
8 804
10 58B
BORING : BH-a/S-2 DESCRIPTION : CL4YEY SAND(SC)
DEPTH (ft) : 9-10
MO[STURE DRY DENSITY PERCENT VO[D
CONTENT (sa) (pct) SATURATION RATIO
INITIAL 73.2 102.1 51 J44
FINAL 22.1 709.1 100 .632
Note: Solid circles indicale readings after addition o[ water
CONSOLIDATION TEST
~ WINCHESTER HILL RESIDENTTAL DEV. Project No.
For: Mesa Homes 89-81-173-01
I Converse Consultants In{and Empire Dr1W~n~ N~ e-~
q8
LOAD IN KIPS PER SQUARE FOOT
10 ' 1 10 lOZ
' 358
329
.302
O
F
6
a
Ca
O
.275 >
248
221
HORING : BH-6/S-t DESCRIPTION SILN SAND(SM)
DEPTH (ft) : 4-5
( MOISTURE DRY DENSITY PERCENT VOID
CONTENT (~) (pcf) SATURATION RATIO
I INITIAL 7.7 127.6 60 356
FINAL 11.8 730.a 100 328
I NoLe: Solid circles indicate readings after addition o( water
CONSOLIDATION TEST
WINCHESTER HILL RESIDENTIAL DEV. Project rro. Gq
For: Mesa Homes 89-a1-173-01
Converse Consultants Inland Empire Drawing No. B- ~
LOAD IN KIPS PER SQUARE FOOT
0' 1 10 lOZ
468
.439
.409
O
F
6
~
~
O
.980 >
351
321
BORING : BH-6/S-2 DESCRIPTION CLAYEY S4ND(SC)
DEPTH (ft) : 9-10
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (sa) (pct) SATURATION RATIO
INITIAL 72.9 t19.6 78 .468
FINAL 15.9 121.2 100 44g
Note: So]id circles indicate readings after addition o( water
CONSOLIDATION TEST
WINCHESTER HILL RESIDENTTAL DEV. Project No.
For: Mesa Homes 89-81-173-01
Converse Consultants Inland Empire Draw~n~ No B-6
\Od
LOAD IN KIPS PER SQUARE FOOT
_,
F
L~7
I ~
W
x
I z
4
W
LS
! z
d
~
U
F
I z s
W
U
a
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e
10
2
Z i
.394 i
!
i
I
388
.338
O
F
6
a
C]
O I
310 9 ~
zez
I
254 I
I
BOR[NG
: BH-7/S-2
DESCRIPTION '
CLAYEY SAND(SC) I
I DEPT'H (ft) : 9-t0 ~
I
I MOISTURE DRY DENSITY PERCENT VOID I
CONTENT (sa) (pcf) SATURATION RATIO j
I IN11'IAL 10.9 179.7 74 394 I
FINAL 13.1 123.0 99 356
I
I Note: So]id c ircles indicate readings after addition of wa ter .,
'
CONSOLIDATION TEST
WINCHESTER HILL RESIDENTIAL DEV. Project No.
For: Mesa Homes 89-81-173-01 ~O~
Converse Consultants Inland Empire Dr~w~ng No. s-~
LOAD IN KIPS PER SQUARE FOOT
I
I
z
x
c~
IF
w
x
I z
4
W
C7
I z
d
x
U
Z6
w
IE
U
a
W
I ~
I 8
~
10
I
BOR[NG
: BH-7/5-J
DESCRIPTION
: CLAYEI' SAND (SC)
I DEPTH (tt) : ta-t5
I MOISTURE DRY DENSITY PERCENT VOID
CONTENT (sa) (pct) SATURATION RATIO
I INITIAL 73.7 701.2 S6 668
FINAL 21.9 705.8 ~00 594
I Note: Solid circtes indicate readings after addition o[ water
JZ
sse
834
801
O
F
a
C]
0
.56~ 7
534
501
CONSOLIDATION TEST
WINCHESTER HILL RESIDEN'CIAL DEV.
For: htesa Homes
Project No.
qq_At_i7Z_ni 102
Converse Consultants Infand Empire Dr~w~ng N,,. B-lo
LOAD IN KIPS PER SQUARE FOOT
10 ~ 1
10 10z
0 _
435
I .
I
2
408
F
I
x
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--
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I 0.
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I .320
I
1o
zei
BOR[NG : BH-8/S-2 DESCRIPTION ctaYEY SariD(sc)
DEPTH (ft) : 9-to
I MOISTURE DRY DENSITY PERCENT VOID
CONTENT (sa) (pct) SATURATION RATIO
I INITIAL 10.7 716.3 6fi .a35
FINAL 7 4.1 . 7 7 9.8 97 .393
I Note: Solid circ!es indicate readings after addition of water
CONSOLIDATION TEST
WINCHESTER HILL RESIDENT'IAL DEV. Project No.
For: Mesa Homes 89-a1-173-01
Converse Consuitants Inland Empire nr,W~ng N~. H-11
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,~
CONVERSE ENVIROLAB 67 wesc Beilevue on~e
Suite O
Pasadene Califom~a 91 ~ OS-250'I
Telepnone: B'Iflrl9S8200
~
May 30, 1990
PROJECT/CLIENT : MESA HOMES PROJECT N0. :89-81-1'I3-O1
Winchester Hills
PROJECT ENG./MGR. : Greg Rzonca
ENVIROLAB N0. :90-?1-05-108
Subject : Analysis of Samples
On May 2, 1990 one (1) soil sample was delivered to the laboratory
to be analyzed by ASTM methods for pH, chloride, soluble sulfates, and
minimum resistivity. The sample was analyzed on May 19-25, 1990. The
results which were obtained are listed in the attached table.
~t~~ ~l~-_...~,. ~ •--~
Geot e Colovos Ph.D
B ~
Laboratory Director
o CCNVEaSE ooC~E55~C`.a~.:n~~,a ~ppwonv~
_ . _
PROJECT/CLIENT : MESA HOMES DATE REPORTED : May 30,1990
PROJECT N0. : 89-81-173-01 DATE ANALYZED : May 19-25,1990
PROJECT ENG./MGR. : Greg Rzonca DATE RECEIVED : May 2,1990
~ EN~IIROLAB N0. : 90-71-05-108
RESULTS
ANALYSZS OF SOIL SAMPLE
TASLE 1
BH#1~BULK#1
ANALYTE @0 1 UNITS
PH
Soluble Sulfates T.50
53 N/A
Soluble Chlorides
0.85 mg/kg
mg/kg
Minimum Resistivity 14000 ohm.cm
NA : Not Applicable
Reviewed by:
s~w -~~ ~,
Shu-Teh Pan
Organics Lab Manager
Approved by:
~ ~~ ~
Ge rge Colovos,Ph.D
Laboratory Director
~~~
CONVERSE ENVIFOLAB
APPENDIX C
STABILITY ANALYSES
~01
Converse ConsWtanis Inland Empire
APPENDIX C
STABILITY ANALYSES
Stability analyses for deep-seated failure were performed for the proposed cut and fill
slopes. Su~ciai stability was also checked. Geologic cross-sections used in the analyses
are presented on Drawings 6 through 7.
Stability evaluations were performed using Janbu's Method (stability charts).
Soii strength parameters used to determine suficial stability and deep-seated stability are
presented below: -
SOIL STRENGTH
COHESION FRICT]ON UNIT WEIGHT
c. osf de ree ^I. xf
1. Cut Slopes
• Surficial 400 30 120
• Deep-Seated 400 30 120
2. Fill Slopes
• Surfitial 300 21 120
• Deep-Seated 300 21 120
Results of our analyses indicate that the slopes have adequate factor of safety against
failure.
89-81-173-01
\08
Converse Cansultanls Inland Empire
C-2
2:1 (HORIZONTAL•VEATICAL) FILL SLOPE (40 FEET HIGH)
SURFICIAL STABILJTY
Assumption:
ryt = soaked unit weight = 120 lb/ft3
7b = buoyed unit weight = 7t - 62.a
~= depth of submergence = 3 feet
o~ = slope angle = 26s6 °
~ = zr
c = 30o psf
Stability Analysis
7b•~ • cos~ ~ tan m+ c
F.S. _
3• 7t • sin a• cosa
_ 57.6 • 3• co5z26.56 • tan21° + 300
3 • 120 • Sin26.56 • co526.56
353
144
FS = 2.a5
89-81-173-01
Converse Consultants Inlantl Empire
~~
C-3
300
200
Z 100
u
E 50
Z
v Z~
0
~n
IQ
c
v 5
DEEP-SEATED ANALYSIS
~~
w
SQ
20
IS
10
a
6
4
2
I
0
}
Y
~~
0
~
>°
I 2 3 4 5
s~oo~ Rot~o o =.coi p
2
I
0
~
Forc=0 ~~ _~ Tt-~--; .
f• ~ D~on~
a
~-'
~
_ _' _ ._ . __ _-
_ i
- ~__._._._. - '_
- _
.~ ~. .F..l_
_r ...t-~1-~~~_~f .
~
~ -t.. . F ` Ncf pd .
- i
; .
_ _ , ~ P~~On~
~
- 'c~ - ~ ~
- -
_ - -
~ i i
Slope stability charts for ~>o soils (after Janbu, 1960)
• Stability Analysis
ac ~ = Pe~an~ _~20• a5 • tanzi° = 6.9
C 300
From the above chart, for a~ = 6.9 and slope ratio of 2, the Critical Stability
Number Ncf - 2~
Factor of Safety, F= N~f C = z7 • 300 = i.s
Pd as • i2o
~~O
89-81-173-01
Conversa Consultanfs Inland Empire
C-4
2:1 (HORIZONTAL:VERTICAL) CUT SLOPE (45 FEET HIGH)
SURFICIAL STABILITY
Assumption:
7t
7b
~
a
~
c
soaked unit weight = i7A lb/ft3
buoyed unit weight = 7t - 62.a
depth of submergence = 3 feet
slope angle = z6.56
3~
aoo psf
Stability Analysis
F.S. _
7b•-~ • cos~ • tan ¢ + c
~ • 7t • sin ~ • cosa
57.6 • 3 • cos226.56 • [an30° + 400
3 • 120 • sin1b.56 • cos?b.56
480
144
FS = 333
~`~
89-81-173-01
Conver5e Coneultants Inland Empire
C-5
DEEP-SEATED ANALYSIS
300
200
Z 100
d
E 5C
Z
a Z~
in
IC
0
V
iro
~ i Z 3
0
s~ov~ Roiio o =.coi' F
for c = 0~ i , ~-. _ ~.Y - -
F: ~ D ~on ~ '
a ~
-~-
1-' ~
_" - ~.. ~. __ -- _ __
_ ~
'
i
i - ~
^' '}."' _-'__-
T
. ~~ -~_ ~
'
t.. . C
F ` Ncl Od
- _ . y .
_ P~IOn~
~Cf C
~ . _ _ ~ ~
~
30
z0
IS
IO
B
6
9
2
~
0
~
~
0
Y
7
~
4 5
Slope stability charts for ~>0 soils (after Janbu, 1960)
Assumption:
• Cohesion, C = 400 psf
• Friction ~ = 3U
• Unit weight, ry= 120 pcF
Stability Analysis:
• ac ~_ Petan~ _ i2o• a5 • tan3o° _ ~ g
C aoo
From the above chart, for a~ _ ~.8 and slope ratio = z, the Critical Stability
Number N~f = 28
Factor of Safety, F= N~f C =
Pd
= 28 • 400
FS = 2.0
~\1~
89-81-173-01
Converse Consultants Inland EmDire
APPENDIX D
RECOMMENDED EARTHWORK SPECIFICATIONS
~3
Converse Consul1an15 Inlantl Empire
APPENDIX D
RECOMMENDED EARTHWORK SPECIFICATIONS
r in
Existing septic tanks and other underground storage tanks must be removed
from the site prior to commencement of building, grading or fiil operations.
Underground tanks, including connecting drain fields and other lines, must be
totally removed and the resulting depressions properly reconstructed and filled.
Removal of underground tanks must be performed in accordance with the
requirements of applicable regulatory agencies. Depressions left from tree
removal shall also be propedy filled and compacted.
2. Abandoned water wells on the site shall be capped according to the
requirements of the appropriate regulatory agencies. The strength of the cap
shail be at least equal to the adjacent soiis. The final elevation of the top of the
well casing must be a minimum of 36 inches below adjacent grade prior to
grading or fill operations. Structure foundations should not be placed over the
capped well. The locations of any abandoned weils should be accurately
surveyed and shown on the as-built grading plans.
3. The methods for removal of subsurface irrigation and utility lines wili depend on
the depth and location of the line. One ot the following methods may be used:
a. Remove the pipe and compact the soil in the trench according to the
applicable portions of these grading recommendations.
b. The pipe shall be crushed in the trench. The trench shail then be filled
and compacted according to the applicable portions of these grading
specifications.
c. Cap the ends of the line with concrete to mitigate entrance of water. The
length of the cap shall not be less than 5 feet. The concrete mix shall
have a minimum shrinkage.
4. Subdrains shall be installed as discussed in Section 6.5. Clean-outs shall be
observed by an Engineering Geologist or Soils Engineer prior to installation of
subdrains.
Areas to receive compacted fill shall be stripped of all vegetation, organics, and
debris. Any existing non-structured fill materiais and other unsuitabie soils shail
be excavated as recommended by Converse Consultants Inland Empire (CCIE).
Ail areas that are to receive compacted fill shail be observed by CCIE prior to
piacement of fill.
~,~4
89-81-173-01
Converse Consullants Inland Empire
D-2
6. Subsequent to the removal of unsuitabie materiais, subgrade soii 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 or slightly above optimum
moisture content. Scarified soil shall be compacted to at least a relative
compaction of 90~0. Relative compaction is defined as the ratio of the inplace
soil density to the laboratory maximum dry density as determined by the
ASTM D 1557-78 test procedure.
7. Fill shall be placed in suitable lifts, with lift thickness modified as necessary to
achieve adequate compaction. All fili soils shail be compacted mechanically
throughout to the specified density. Each layer shall be compacted to at least
a minimum relative compaction of 90°,6, except fill placed 40 feet or more below
final grade shall be compacted to 95°k relative compaction.
Pavement base material shall be compacted to at least 95% of the
ASTM D 1557-78 laboratory maximum density.
Fiil soils shall consist of excavated onsite non-expansive soils essentialiy cleaned
of organic and deleterious material or imported soils approved by CCIE. All
imported fiil shall be granular and non-expansive with an Expansion Index (EI)
less than 20, as defined by the Uniform Buiiding Code (UBC) Standard 29-2.
Rocks larger than 6 inches in diameter shail not be used as fill unless they are
sufficiently broken down.
9. When fill material includes rock, large rocks will not be aliowed to nest and voids
must be carefully filled with small stones or earth and properly compacted, as
discussed in Section 6.12.
10. CCIE shall evaluate and/or test import materials for conformance with
specifications prior to delivery to the site. The materiai used shall be free from
organic matter and other deleterious material. The contractor shall notify CCIE
at least two working days prior to importing fiil to the site.
11. CCIE shali observe the placement of compacted fill and conduct inpiace field
density tests on the compacted fill to check for adequate moisture content and
relative compaction as required by the project specification. 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 shali
provide safe and timely access for CCIE personnel throughout the grading site
to allow continued monitoring and testing.
12. Earth-moving and working operations shall be controlled to prevent water from
running into excavated areas. Excess water shall be promptly removed and the
site kept dry.
~`~
89-81-173-01
Converse Consultants Inland Empire
D-3
13. 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.
14. Fill material shall not be placed, spread or rolled during unfavorable weather
conditions. When the work is interrupted by heavy rain, fill operations shall not
be resumed until field tests by CCIE indicate that the moisture content and
density of the fill are as previously specified.
15. Whenever the words "supervision", "inspection", or "control" appear they shall
mean observation of the work and testina of the fill piacement necessary by
CCIE for substantial compliance with plans, specifications and design concepts.
Erosion Control
Fiil and cut slopes shall be graded and landscaped to reduce water-induced
surficial erosion/sloughing. Permanent erosion control measures shall be
initiated immediately after completion of slope construction.
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, non-plant erosion control measures may be
needed including matting, netting, sprayed compounds, deep (5 feet) staking,
etc. These measures shall be reviewed by CCIE.
5. Rodent burrowing, smail concentration of uncontrolled surface/subsurface
water, or poor compaction of utility trench backfill on slopes shall be repaired
and controlled as soon as possible.
6. All possible precautions shali be taken to maintain moderate, uniform soil
moisture. Slope irrigation systems shall be properly operated and maintained.
7. If compietion of new slopes occurs during the rainy season, contingency plans
shall be developed to provide prompt temporary protection against major
erosion/sloughing. Offsite improvement shali be protected from site runoff.
~~
89-81-173-01
Converse Consultanls InlanE Empire
D-4
S. Any erosion damage which occurs prior to the completion of the project shali
be repaired by the Contractor.
~~1
as-a1-7 ~s-oi
Conrarse Consultenls Inlend Empire
I ~ ' ' ~ • ' •~ ~ ~ ~ ' PROPOSED COMPACTED FILL : . ~ ' ~ • • ' ' ' i~
~ . . . .
~ ' . . ' . - •. ~
~.. . . . -
~. ~ . • . . ~. . :. . . . . : ', ~ -
\ `~ ~ NATURAL GRADE • ' ' •
• ~~ . . • . . . ~ . , ~~- - ~ '•
, ' ~~ ~~ UNSUITABLE MATERIAL
. .1 •: . . . . . .
• ~1i. . .•` . . . . .
. . . ~ • ' . . ~ . .
: • , . 1` . . .~ .
. . . ~.; ` ~ • , ~. ' ..
. _~.~.~~~.
' /r\ ' -
TYPICAL BENCHING-' ~ ~ o
SEE DETAIL BELOW
COMPETENT MATERIAL
NOTES:
PIDe ahell be a minimum of
4 Inches dlemeter and runs of
500 feet or more shall use 8-Inch
diameter pipe, or as recommended by
the soll engineer .
~~ • . ~ • ' ' • ~ ' . . , .
~ ' • , - - MINIMUM CLEARANCE . :i~~
~ ~ . DIMENSIONS
o °
op° °~OD
, ~ o
oO ~O Z O O~o
~ ~ Q
~~ • '
~ ~ ° ~" ~ 6 ~
Depth and Bedding ° Q ~ 0
MHy Vary wlth o p o 0
Plpe and Loed. v o e
Cliaracteriatlcs. 8' MIN. 8' MIN.
3' Feet Typlcel
ti p o
O
O o ~ o • a
o z
~
o °
O o
4 O ~ ~ p o 0
o p 0 0 0 0
18' MIN.
~ Feet TYPIC
FILTER MATEAIAL - Minimum~ot nine cuDic
feet per }oot of plpe.See Figure 1 b lor
filter materlal gradation
ALTERNATE In Iieu of fllter materiel nlne
cubic feaf of pravel per foat of pipe may be
encased In fllter febric. See Fipure 1 b
1or pravel apeclflcatlons.Fllter fabrlc shall
be Mlrati 140 or eQuivalent. Filter fabrlc
ahall be iepped e minimum of 12 Inchea on
ell Jolnta.
Minimum 4-Inctrdiameter, PVC SCH. 40 or
A83 Clasa 3DF-35 wit~ a cruahirq atrenpth
of et laeat 1000 pouMs, wlth e minimim of
8 uniformly-spaced peAOrflNOnn perfoot of
pipe, Inatalled with perforatlone on bottom of
P~Pe•
TYPICAL CANYON SUBDRAIN DETAIL
WINCNESTER HILLS RESIDENTIAL DEVELOPMENT v~o~ec~r+o.
Temecula, California 89-81 - 173-01
for: Mesa Homes
Converse Consultants Inland Empire
, , i
. . . . .. ~
. . ~ , ~ ,
- . • ~ .i .
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. ".. . . . •.///! . .
. . 'i .
. • / •
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. , .. i'
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' i . . . . ..
!, :~~'.~ NOTE:
-~ Downstream 20' of pipe at outlet shall
\ be non-pertorated and backfilled
with flne-grained material
Fgare No
D-1a
~~~
FILTER MATERIAL:
FILTER MATERIAL
MIN. 9 CU. FT.
PER LINEAL FT.
PERFORATED PIPE
6' MIN.
Filter material ahall be Class 2 pertneeble
material (Caltrana Standard Specification
68-1.025) or approved qltemate.
Class 2 grading as tollowa:
SIEVE SIZE
i'
3/4'
3/H'
No. 4
No. B
No. 30
No. 50
No. 200
PERCENT PASSING
ioo
90-100
4o- 100
25-40
18-33
5-15
o-~
o-a
SUBDRAIN ALTERNATE A: Perforated Pipe Surrounded with Filter Material
6' MIN. OVERLAP ~
I ~
MIRAFI 140 FILTER FABRIC o 00 0~
OR APPROVED EQUIVALENT ~
% ~o ~o ~
1-1/2' MIN. GRAVEL OR
APPROVED EQUIVALENT
NOTE:
In eddition to the wrepped ~avel,
outlet portlon ol the aubdrain ehould
be equipped with a mirwman of
10 feet lorq perforeted pipe torviected
ro a rw~no~e~ea w~ n~~~~ e
mirirtwn of 6(eet In length Iroide
C16 WrSpped gfflvel.
SUBDRAIN ALTERNATE B: 1-1/2" Gravei Wrapped in Fitter Fabric
SUBDRAIN INSTALLATION - Subdrain pfpe ahell be iretelled with peAoratlorre down or, et locatlau designeted by
the geotechnical conaultaM.
SUBDRAIN TYPE - Subdrain type ehell be ASTM C508 Aabeatoe CemeM Pipe (ACP) w ASTM D2751, SDR 23.6,
or ASTM D1527. Schedule 40 AcryloriMla Butadlene Sryrene (ABS) or ASTM D3034, SDR 23.5, a ASTM D1785,
Schedule 40 Polyvirryl C~loride PlasUc (PVC) pipe or 1Aa epproved eQUlveieM.
TYPICAL CANYON SUBDRAIN DETA[L (continued)
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT Pro~eClNO.
Temecuia, California 89-81-173-Ot
for: Mesa Homes
~~ F~qu!e No
Converse Consultants inland Empire
D-tb
~~+ \
CUT LOT
NATURAL GROUND ~
_ ~--
~ -~ i
~~_- ~
~-~ c~~~UV1UM. ~
~ ~ j~pgOU.. ~O~QGK / ~ ~ ~
WEPSH~a~o B ~~ / / .
t: i
i
i
~
UNWEATHERED
BEDROCK
OVEREXCAVATE and
REPLACE with
COMPACTED FILL
5' -^{ ~
Liin 3.
~
UNWEATHERED
BEDROCK
CUT-FILL LOT (Transition)
NATURAL GROUND ~
i
i ~
i /
_ /
/
COMPACTED FILL ~ i ~
~ i i
/
~ ~ ~\uM~ ~
~ / p~.~-V G`F /
Z~PS~\~~E~ ~~0~~ /
~~pZN~ ~ UNWEATHERED
BEDROCK
i ~
/~i ~~
/ ~ -
i .~
/
/
OVEREXCAVATE and
REPLACE with
COMPACTED FILL
i
i
i
5~.....~~ 1
3'
~
UNWEATHERED
BEDROCK
TYPICAL TRANSITION LOT DETAIL
WINCHESTER HII.LS RESIDENTIAL DEVELOPMENT PrO~ecINO.
`Femecula, California 89-81-173-01
for. Mesa Homes
Conlierse Consultants Inland Emp've
F~yure No
D-2
w
FILL BLANKET
NOTES: 30' MIN. ~ i
flll biankat, back cut, key widt~ end key depth are eublect to fleld c~enpe,
per report/plane
Key heel subdreln, blanket draln, or vertlcnl dreln mey Ee required et
the dlacretlon ol t~e qeotec~nlcal conauitant.
BACKDRAIN INSTALLATION - Baekdrein D~De eheli be Inntalled
In Impervioua bedrock ereas wlth perforntlons down. Backdraln
outleta ehall be nonperforated plpe. The parforeted collector
sbould extent the lenpth of [he baekdrein.
BACKDRAIN PIPE - Beckdrain D~De e~all be ASTM C508
AaDeetoe Cement PIDe (ACP) or ASTM D2751,
SDR 23.5 or ASTM 01627. Sehedule 40 .
Acrylonitdle Butedlene Styrene (ABS) or ASTM
D3D34 SDR 23.5 or ASTM D1785, Schedule ~
40Poiyvinyl Chloride Plestic (PVC) ~.~~~, ~ ~~ .'~,
pipe or approved eduivalant. .•~-OUTLET PIPES -
~ Nonperlorafed Pipe. ' '
, 100' mex. O.C. Horizontally,.~
• ~ 30' mez. O.C. Vertleelly ~
.'/.
KEY . .. . . • ' . /.
DEPTH 1~~ . ~~ -
~~_ ~ :. ,/-. /:
~ ~'~ KEY WIDTH J
2' MIN. Equlpment eize - penerelly 15 feel ~
FILTER MATERIAI
3 tt~/ft.
T-CONHECTION :i. - Ig' MIN.
6% MIN.~ :;:~
-
, ._"
'r.: _L
~4' MIN.
^
~
T~ET p1PE %
ou PERFORATED PIPE
4'Q MIN.
BACKDRAIN DETAIL 1
ALT. BACKDRAIN DETAIL 2
FILTER MATERIAL SIEVE SIZE PERCENT PASSING
Filter material shall Oe Class 2 1' 100
permenbie material per State of 1/4' 90-700
California Standard Specifications. 3/8' 40-100
or approved alternate. No. 4 25-40
Class 2 grad'mg as follows No. 8 18-33
No. 30 5-15
No. 50 0-7
No. 200 0-3
BUTTRESS or STABILIZATION FILL DETAIL
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~oi~cir+o
Temecula, California 89-81-173-01
for Mesa Homes
6' MIM~ -~
I
~'~._ _
. ..f `
:./.
. '~,
r /•
~ ~ '.:' j. BACK CUT
~ ~ ; ` Y~'~ 7:1 or FLATTER
. /
~ ~ ' • ~' ~ ~ • ~ '~•'~ BENCHING
. , ~
. '/~
. "i :'
•: ..~-
BACKDRAIN
(See Detall Below)
10' MIN. EA. SIDE
PERFORATED PIP
NONPERFORATE
OUTLET PIPE
CAP FOR
ALT. B
T-CONNECTION
APPROVED ~EOTEXTILE
NON PERFORATED OR EOUIVALENT
OUTLET PIPE
~__ _ -
_ _ ~ '.%' '
7-t/2'
PERFORATED OPEN aRAVEL
COLIECTOR PIPE
F~gure ~~o
Converse Consultants inland Empire o-s \~`
i . . , . .
, . . ' . . COMPACTED FILL ~ '
~I I NONPERFORATED ~ :' ' : ' . ~ .' "..~ ~~~ ' .
' . ;~ :, / '~T \''.
~ OUTLET PIPE ~ . • ~ ~ l.~ : . '. .~~ '
.~.~~~,;t'~......;.
I PROJECTED PLANE . .' ':: •..' . ' "!~ ~~'.. ~:. i
t to 1 maximum from ~~~ '`~ ~"`` `
.' ~%.. -l,'
' toe of slope to . • ~ ~~ . -: ; ~ y" ~:.
approved ground • ~ ~ ,,.~ ~ • ~~: '. '~ ~ ' "
. ~ .~y..
NATURAL ~~ ~ : ~ ;, \ 4 TY~~"~ REMOVE
GROUND '~ : '. ',~~~"' . ~~ UNSUITABLE
I ~ ~ ~ / ~~'i:' . . : . BENCH HEIOHT MATERIAL
L~ i~ '. 2% MIN :•'. • ~ BENCH
~~Q~, u ~ BACKDRAIN for SLOPES
I OVER 15 FEET In HEIGHT
2' MIN.
KEY DEPTH 15' MIN.
I I LOWEST BENCH .
(Key)
NOTES:
LOWEST BENCH: Depth and width subject to field change based on consultant's
inspection.
SUBDRAINAGE: Back drains may be required at the discretion of the geotechnical
consultant.
FILL OVER NATURAL SLOPE
WINCHESTER HIILS RESIDENTIAL DEVELOPMENT P~oieuNo
'femecula, California 89-81-173-01
for: Mesa Homes
Converse Consultants Inland Empire
F~q~re No
D-4
\~
PROPOSED SURCHARGE
FILL-OVER-CUT SLOPE
FORMER
NATURAL PROFILE~
~~
i
i
i/
/
/
/
EOUIPMENT-WIDTH KEY at
2-FOOT MINIMUM DEPTH and
2% FALL to HEEL
LOW PERMEABILITY BEDROCK
FILTER MATERIAL
3 ft~/ft.
T-CONNECTION : :.,
::~ ~' MIN.
.
- i!_.
SX MIN._> '~~'~
.
`.
4' MIN
. - ~, ,/
E~ P1PE .
~ i _~
_
pUTL PERFORATED PIPE
4'~ MIN.
BACKDRAIN DETAIL 1
FILTER MATERIAL
Filter material shall be Ciass 2
permeable material per State of
California Standard Specifications.
or approved alternate.
Ctass 2 grad'mg as follows
APPROVED OEOTEXTILE
NON PERFORATED OR E~UIVALENT
OUTLET PIPE ~
\ -_- _- .>~~ ;
~ - ~~ 1-1/2"
PERFORATED ~PEN aRAVEL
COLLECTOR P~PE
ALT. BACKDRAIN DETAIL 2
SIEVE SIZE PERCENT PASSING
1' 100
1/4' 90-100
3/8" 40-100
No. 4 ~25-40
No. 8 18-33
No. 30 5-15
No. 50 0-7
No. 200 0-3
DRAINAGE BLANKET DETAIL
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT °rpj°""o
~emecula, California 89-81 -173 -01
for: Mesa Homes
~.' . PERMEABLE COMPACTED FILL ~
. , - ' • .~ .' '~~~
. . . . ~ ; .~~
. y ~~
"•..~~~
~ ~BENCHED IF>5:1 SLOPE
~ TYPICAL SUBDRAIN at HEEL of
KEY(See Subdrain Detail below)
F9W B NO
Converse Consultants Inland Empire o-s \~
CUT/FILL CONTAC7
SHOWN on GRADING PLAN
COMPETENT MATERIA~
CUT/FILL CONTACT to be
SHOWN on 'AS-BUILT'
NATURAL GRADE~ - - ~ ~~'
/ ~
/
_ -- ~ .. . : ' '"/'! ~'.
CUT SLOPE~ . ~ ~ ~ _
CUT SIOPE ro be CONSTRUCTED
PRIOR to PLACEMENT ol FILL
KEYWAY In COMPETENT MATERIAL
MINIMUM WIDTH of 75 FEET or ee
RECOMMENDED by the SOIL ENGINEER
COMPACTED FILL
~
. ~. .
'~. :.'.
. i ~~,'.'~..~'~LEM~TERIA~
i/AR BLE~~ .RE'M~~E.- AB ~
'. _~ ' ~ ~ • • 4' MIN.
F I MINIMUM HEIGHT ol BENCHES Is
~ 4 PEET or es RECOMMENDED by
tAe SOILS ENGINEER
BACKDRAIN of SLOPE Ia
~HIdHER THAN 25 FEET and
BEDROCN Ia IMPERVIOUS
MINIMUM 1' TILT TRACK or
296 SLOPE (w~IcAaver la preeter)
BEDROCK or APPROVED
COMPETENT MATEAIAL
NONPERFORATED
OUTIET PIPE
TYPICAL FILL ABOVE CUT SLOPE
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~oie~ir+o
Temecula, California 89-81-173-01
tor: Mesa Homes
f~r~ure No
Converse Consultants Inland Empire o-s ~~
s
FfNISH GRADE
SIOPE FACE • . • :io' MiN.. •'-•. COMPACTED FILL ~;~ .
~ . . ', ' ' •, :''•~r---~- - --,-- . ---.-
20' MIN.r~/.~•^'O •. • • . , . .
~ • . . • • ~~, • . . `~'
; • .."~~J~(~.._ ' - : .:5 - . . . . •, .
~ ' ' l' • . •~-!~~• ' ~O~• . . -nOQ:.-'
, - / , . .' _ . .
. . .. '// '' ' . : .I ~ ..••' ,
• . ~ ~ ~ . • ' .. ,' 4' MIN. ' • ~
' ' • ~ ~ ' . ' 16' MIN.
. . ; . . 00 . _. . - , ~ ~~0~- `~ ~ . . . .
. , . .., . ~ .. . -
.,. . .. , . . .. .
~ . ,. . ~ .
--J - ~ ~ - ~ ~ .
GRANULAR SOIL _ _ ' .
To fill voids, ~ '
densified by flooding ' ~ " ~' ~ •
_ ._,' . . •~. :~:. ;:~:,. • .
- ' DETAIL
ROCK DISPOSAL DETAIL FOR ISOLATED BURIAL
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~o~eciNo
Femecula, California 89-B 1 -173 -01
for: Mesa Homes
F qwe Nn ~
Converse Consultants Inland Empire p_~ `
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