HomeMy WebLinkAboutGeotechnicalInvestigation(3 H)~~ x ~ %~
GEOTECHNICAL INVESTIGATION
Tentative Tracts 25321 Through 25324 and 25464
Winchester Hills Residential Development
Temecula, California
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; L!~ Converse Consultants
11~ Over 50 Years of Dedication in Geotec~nical Engineering antl Environmental Sciences
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r May 2, 2000
Ms. Patty Anders
~ Community Development Department
City of Temecula
43200 Business Park Drive
~ P.O. Box 9033
Temecula, California 92589-9033
~ Subject: REVIEW OF THE SWEETWATER SPECIFIC PLAN REVISED SITE PLAN
w City of Temecula, California
~ Converse Project No. 99-81-305-32
Dear Ms. Anders:
~' Converse Consultants (Converse) has prepared this letter report to present comments
based on our review of the SweetWater Specific Plan revised site Plan. The revised
~ plan was prepared by EDAW for Lennar Homes of Califomia. Converse has previously
prepared a Summary of Geotechnical Conditions report, dated June 21, 1999 for the
subject specific plan.
6ased on our review of the revised site pian it is our opinion that the changes do not
impact the findings and conclusions of the previous geotechnical study. The proposed
mitigation measures as previously submitted remain unchanged and are considered to
be applicable to the proposed SweetWater project.
If you have any questions, please feel free to contact our office.
CONVERSECONSULTANTS
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Michael O. Cook, C. E. G. 171fi ~c CEG 17.6 ~ i
Project Geologist f
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Dist.: 3/Ms. Alia Hokuki/EDAW ~~~
2/Mr. Greg Dooley/Lennar Homes
i~1AY ° 3 2000
EDHYU, INC., IRVUVE, CA
, 10391 Corporare Dnve. Redlantls CalAOrnia 9237a ~ v
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GEOTECHNICAL INVESTIGATION
Tentative Tracts 25321 Through 25324 and 25464
Winchester Hills 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
3
Converse Consultants Inland Empire Consulting Engineers
antl Geologists
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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
Subjecr. GEOTECHNICAL INVESTIGATION
Tentative Tracts 25321 through 25324 and 25464
Winchester Hilis Residentiai Development
Temecula, California
CCIE Project No. 89-81-173-01
Gentlemen:
Enclosed are the findings of our geotechnical investigation performed for the
Winchester Hills Residential Development in Temecula, California. The
purpose of this report is to provide geotechnical recommendations for tract
development.
~ Materiais 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 cfayey 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 resuits of that analysis indiczted
that there is a possibility of liquefaction of floodptain alluvial soiis along
~ Santa Gertrudis Creek Channel. Preliminary grading pians indicate that a
minimum of 25 feet of fili wiil be ptaced in this area. These fill soils will
effectively mitigate the potential for foundation distress by liquefaction if the
1 site is developed as recommended.
1
a
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 fill areas are indicated on the enclosed maps and
discussed in the appropriate sections of this report. Several shailow
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 oppor[unity to be of service. If you have any questions,
ple2se feei free to contact our office.
Very truly yours,
CONVERSE CONSULTANTS INLAND EMPIRE
~~ ~
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Steven C. Helfrich,
Branch Manager
QSEH/GFR/SCH:wpd
Dist: 12/Addressee
1 /Dr. Roy J. Shlemon
11Robert Bein, Wiliiam Frost & Associates
Attention: Mr. Mike Tyiman
~
PROFESSIONAL REGISTRATION
CCIE Project No. 89-8~-173-01
August 30, 1990
This report has been prepared by the staff of Converse Consultants Inland Empire under
the professionai direction of the Principal Engineering Geologists and Principal Engineers
whose seals and signatures appear hereon.
The findings, recommendations, specifications or professional opinions are presented,
within the limits prescribed by the ciient, after being prepared in accordance with generally
accepted professional 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. Helfric iyq
Senior Staff Engineer Principal Engi eA
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Converse Consultants Inlano EmOire
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TABLE OF CONTENTS
Page
' 1.0 INTRODUCTION .................................. 1
2.0 PROJECT DESCRIPTION ............................. 3
' 2.1 Existing Site Conditions . . . . . . . . . . . . . . . . . . . . . . . . . 3
2.2 Proposed Development . . . . . . . . . . . . . . . . . . . . . . . . . . 3
I 3
0 SCOP
F INVESTI
T
. GA
E O
ION . . . . . . . . . . . . . . . . . . . . . . . . . . 4
3.1 Site Reconnaissance . . . . . . . . . . . . . . . . . . . . . . . . . 4
' 3.2 Field Exploration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
3.3 Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
' 3.4 Related Geotechnical Reports . . . . . . . . . . . . . . . . . . . . . 5
4.0 SITE CONDITIONS . . . . . . . . . . . . . g
' 4.1 Regional Geologic Framework .
: : : : : : : : : : : : : : : : : : : : g
4.2 Site Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
I' 4.2.1 Pauba Formation (Map Symbol Qp) . . . . . . . . . . . . . 8
4.2.2 Ancient Landslide (Map Symbol Qls) . . . . . . . . . . . . 8
~ 4.2.3 Older Alluvium (Map Symbol Qoal) . . : : : : : : : : : : : :
4
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4.2.5 Colluvium (Map Symbol Qcol) . . . . . . . . . . . . . . . . . 9
, 4.2.6 Artificial Fill ~Map Symbol Af) . . . . . . . . . . . . . . . . . 9
4.3 Faulting ................................... 10
~ 4.3.1 Regional . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4 10
.3.2 Site Faulting . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
4.4 Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
~ 4.5 .
Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
4.6 Subsurface Variations . . . . . . . . . . . . . . . . . . . . . . . . . . 17
~ 5.0 CONCLUSIONS AND TRACT DEVELOPMENT CONSIDERATIONS .. 18
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89-81-173-01 ~ ~
~' Converse ConSWtantS Inlantl Empire ~
TABLE OF CONTENTS
Icontinued)
Page
6.0 EARTHWORK/SITE GRADING RECOMMENDATIONS . . . . . . . . . . 19
6.1 General .................................... 19
6.2 Liquefaction Potential . . . . . . . . . . . . . . . . . . . . . . . . . . 19
6.3 Removals/Overexcavation . . . . . . . . . . . . . . . . . . . . . . . . 2p
6.4 Excavatability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22
6.5 Subdrains ..................... ....:...... 22
..
6.6 Expansion Potential . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22
6.7 Transition Lots . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
6.8 Permanent Cut Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . 23
6.9 Permanent Fill Siopes . . . . . . . . . . . . . . . . . . . . . . . . . . 24
6.10 Fill-Over-Cut Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
6.1 ~ Stabilization Fiils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 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 . . . . . . . . . . . . . . . . . . 29
6.18 Asphalt Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30
7.0 STRU CTURAL DESIGN RECOMMENDATIONS . . . . . . . . . . . . . . . 31
7.1 Residential Foundation Design Criteria . . . . . . . . . . . . . . . . 31
7.2 Retaining Walis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32
7.3 Slabs-on-Grade ................. .. ... .. ... .. . 32
7.4 Appurtenant Facilities . . . . . . . . . . . . . . . . . . . .-. . . . . . 33
7.5 Soil Corrosivity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33
e~ 89-81-173-01
Converse Consuhants In1anE Empire
TABLE OF CONTENTS
(continued)
8.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION
9.0 CLOSURE ............................
REFERENCES
APPENDIX A - FIELD EXPLORATION
APPENDIX B- LABORATORY TEST PROGRAM
APPENDIX C - STABILI7Y 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
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89-81-173-01 ~
Converse Consuhants Iniand Empire
1.0 INTRODUCTION
This report presents the findings and conclusions of our geotechnicai investigation for
the Winchester Hills residential development in Temecula, Caiifornia. The purpose of
this investigation was to evaluate the potential for onsite fauiting, subsurface
conditions and pertinent engineering properties of the earth materials, and to provide
recommendations regarding general site grading, slope stability and preliminary
foundation design.
The irregularly shaped, approximateiy 568-acre site, is located west of Winchester
Road (Highway 79). The site is bounded on the south by I-15 and new commerciai
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
excavation locations are shown on the "Geologic Maps", Drawings 1 through 5
(pocketl.
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i REFERENCE:
; CDMO, Alqulat-Prlolo Speclel SNEIee Zone,
Murrlete Ouadnnple, 1880
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SCALE IN FEET
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SITE LOCATION MAP ~
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT o~o~<c~~+o
~~ Temecula, California 89-81-173-~
for: Mesa Homes
t.yo•e ac
~ Converse Consultants Inland Empire ~ ,
,
I 2.0 PROJECT DESCRIPTION
, 2.1 Existina Site Conditions
~' In general, the subject properry 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 Hilis development is a master pianned community
development. Development will consist of the constructio~ of commercial,
'~ single-occupancy residential, and muiti-occupancy residential structures. The majority
of the site will be deveioped for singie 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 fili 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 fill
' and cut slopes is approximateiy 40 feet. For this report, it is assumed that the
residential structures wiii consist of one to two-story wood frame single family homes
' with concrete slabs-on-grade. Information was not available at the time of this report
regarding the type of commerciai development proposed at the site.
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' 89-81-173-01 3 . ~
Converse ConsWtants Inlana 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 fault-related lineaments; and
to pian the siting of fault-exploration trenches. -
3.2 Field Exoloretion
Nine expioratory 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 materiais 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 fault trenches were examined and logged in detail by a CCIE
geologist. Fault trench graphic logs are attached as Drawings 8 and 9 IAppendix E). ~
Approximate locations ot 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 Testino ,
Samples were tested in the laboratory to aid in classification and to determine certain
engineering properties of the site soiis and bedrock. These tests included: dry unit ,
~~ 89-81-173-01 q ,
Canveise Consullants Inland Empire
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I, , weight and moisture content, maximum density and optimum moisture; direc2 shear
t strength; consolidation; soil corrosivity; expansion index; and R-value. A descriptio.n
of the laboratory test methods and test results are presented in Appendix B,
il' "Laboratory Test Program". Moisture and density data are presented on the "Boring
Summary Sheets" in Appendix A.
I^ 3.4 Related Geotechnical Reoorts
' In addition to pertinent published geologic literature, unpublished geotechnical reports
were also reviewed. Areas in the vicinity of Santa Gercrudis Creek Channei 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
i' Group (ICG) performed a preliminary geotechnical investigation of this site. Their
findings were presented in a report dated October 6, 1989. Other pertinent
~ pubiications reviewed for this report are included in the list of references.
89-81-1 73-01
Converse Cansultants InlanE Empire
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4.0 SITE CONDITIONS
This section summarizes the physical and geologic conditions pertinent to the design
of the project. Information presented in this section and on the attached drawings
was based upon field observations, subsurface expioration, fault trenching,
examination of aerial photographs, and review of published geologic maps and
reports. The field work was supervised by a Certified Engineering Geoiogist and a
Registered Geotechnical Engineer.
4.1 Reoional Geoloaic Framework
The Winchester Hilis Residential Development is situated within the Peninsular Ranges
geomorphic province. The Peninsuiar Ranges are generally characterized by northwest
trending mountain ranges and valleys bounded by right-laterai strike-slip faults. The
regional geologic map of the site vicinity is shown on Figure 4.1, Regionai Geologic
Map.
The site lies within the Perris Block, which is bounded by the Elsinore fault to the
west, the San Jacinto fault to the east, and the San Gabriel fault to the northwest
(English, 1926). The Perris Block has been referred to as the Perris "penepiain" owing
to the presence of numerous flat valieys of several miles in extent. Locally, the Perris
Block is punctuated by ranges of hilis with up to 1,000 feet of relief with respect to
the adjacent valleys.
4.2 Site Geoloav
Earth materials 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 1). Areal
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
~~ 89-81-173-01
Canverse ConsWtants INand Empire
6 ,
4.2.1 Pauba Formation fMao Svmbol Qol: The Pauba Formation of
late-Pleistocene geologic age (Mann, 19551 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 silty 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 smatl landsiides
were observed along the northeast portion of the site. These landslides are
denoted as possible and probable landslides on Drawing 1. Possible landslides
(map symboi QIs2) are interpreted on the basis of geomorphology and air photo
interpretation. Probable landslides, which have been exposed in test pits, are
labeled symboi 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 planes 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 pianes strike northwest and dip southwest
from 36° to 39°.
Test pits TP-24 and T-25 were excavated near the toe of the landslides
(Orawing 1). These test pits exposed, undisturbed aliuvial soils. An
intermittent south-fiowing drainage has apparentty incised the distal portion of
the landslides and deposited older aliuvial soils at their toes suggesting that
these are very old features.
No evidence of surficiat 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 g ~~
Converse Consultants Inlantl Empire
4.2.3 Older Alluvium IMao Svmbol Qoall: Oider alluvium occurs within much
of the site. It is commonly overiain by a variable thickness of younger alluvium
and topsoil. These materials are primarily silty and clayey sands with minor
amounts of sandy clay. The oider aliuvium is generaliy medium dense and
contains organics and pinhole voids in the upper 2 to 3 feet where a modern
soil is forming. Tfie older ailuvium encountered along the Santa Gertrudis Creek
flood plain is up to 25 feet thick.
4.2.4 Younaer Alluvium fMa~ Svmbol Qail: Younger ailuvium occurs in
drainages throughout the site. These materials are mainly sands, silty sands
and clayey sands that are moist, loose, and contain variable amounts of organic
matter. The ailuvium is at least 15 feet thick in the Santa Gertrudis Creek fiood
piain area.
4.2.5 Colluvium (Mao Svmbol Qcoil: Colluvial soils locaily mantle bedrock
throughout the site. These sediments consist of fine grained clayey and siity
sands. The coiluvium 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
soils were observed on the site. For the purpose of this investigation these
materials were not differentiated. These soils consist of silty and clayey sands.
Engineered fill was encountered near the southeastern portion of the site.
These fills 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 piies of fill are present near the southeast end
of the site in the vicinity of Santa Ynez Road. Past grading or fill placement
was not evident elsewhere on the site.
~,1 89-81-173-01 9 '
Converse Consultants Inlantl Emplre
,
, 4.3 Faulting
, 4.3. ~ Regional: There are no known active faults projecting toward or through
the site, nor is the site situated within a currentiy designated State of California
~ Alquist-Priolo Special Studies Zone. As shown in Figure 4.3.1, Regio~ai Fault
Map, the nearest known active fault (displacement within the last 11,000
' years) is the Wildomar Branch of the Eisinore 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 currentiy classified as
active by the State of California.
4.3.2 Site Faulting: Kennedy (1977) identified three photolineaments trending
through the site. Additionally, CCIE independently analyzed aerial 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 fauiting,
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 foliowing summarizes the findings of our fault trenching program. Fault
trench locations are shown in Drawings 1 and 2.
• Photolineament 1- Photolineament 1 was identified by Kennedy and
independently by CCIE during our review of aeriai 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 ~p ~
Converse Consunams InlanE Emp~re
~ \
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REFERENCE:
After Jennings, (1975)
EANSIDE
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APPROX. 3CALE~IN FEET
SCALE: 7:76D,000
REGIONAL FAULT MAP ~
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT v~o~ectno
\a Temecula, California 89-g1-173-01~
for: Mesa Homes
F~Q~ee No
~ Converse Consultants Inland Empire 43 ~ '
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'~ o ioo~ 200o sooo ~ EXPLANATION
~ ~ - ~
SCALE IN FEET `~`"~ ~~~ PHOTOLINEAMENT ~DENTIFIED by
'~.~~ ~w:--.:- . - CCIE (1880) anOKENNEDY (1877)
~ _, . ,
~ ~ REFERENCE: ~ ' ' , .._.....~. PHOTOLINEAMENT IDENTIFIED Dy
Portlon o! USGS Murrieta 7.5 minute ~-~ KENNEDY (1877)
Quedranple,(1853), photoreviaed 1879 .
PHOTOLINEAMENT MAP
' WINCHESTER HILLS RESIDENTIAL DEVELOPMENT
Temecula, California
for: Mesa Homes
Converse Consultants Inland Empire
~~oiea No
89-81-173-01 ~
: ;me ~c ~
4.3.2
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
communicationl. The contact between the paleosol and underlying bedrock
is continuous and unbroken.
Based on trenching and site observations, we conclude that
Photolineament 1 is not fault related. Its trend ciosely corresponds to
regional bedding. Its origin is thus interpreted to be the result of differential
erosion afong bedding pianes.
• Photolineament 2- Photoiineament 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 fauits
were observed in the trench exposures. A relict paleosol also estimated to
be at least 35,000 years old has formed on the underiying Pauba formation.
The contact between the paleosol and underlying bedrock is continuous and
unbroken.
Site reconnaissance disclosed the presence of several possible fauit 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.
Fault 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
faults observed in the described roadcut.
A refict paleosol 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
dispiacement was observed within the bedrock.
Z~
89-8~ -~ 73-01
Converse Consultants Inlano Emo~re
13 '
The joints observed in the road cut and trenches may represent an ancient
fautt 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 not extend into the
overlying paleosoi unit which is estimated to be late Pieistocene in age. As
a consequence, the faults are not considered active.
• Photolineament 3- Photofineament 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 aiignment and topographic breaks in slope.
Fault trench 3 was excavated across the trece of Photolineament 3. Here,
too, an estimated 35,000 year-oid 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.
Severai 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 result of normal
weathering processes.
'
,
I ,
'
'
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 will occur along the particular fault, 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-miie) radius of
89-81-173-01
14.. ~
Converse ConsuNants Inlantl Emoire
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
SUMNART OF SEISMIC CHARACTERI5TIC5 OF REGIONAL FAUlTS
MORRONTAL GRQIND MOTIOM
~ V~RAMETERS
MINIMUM MA%~MUNa NAXjMUM PEAKb DURATION~
SITE CREDIBLE 0.0CK OF STRONG
DiSTANCE MAGNITUDE ACCEIERATtON SXAKING
FqUIT mi EARTXOUAKE (aI SseCOnds)
Elsinore (uildomar eranch) .G 7.5 0,70 25 - 35
San Jacinco 19 7.5 0.26 Z3 - 32
uhittier 29 7.5 0.19 .23 - 30
5an andreas (South) 35 7.5 0.78 22 - 30
San Andreas (Cmtral) 40 8.25 0.24 78 - 25
b Frdn Greensfelder (797<).
Fran Seed and Idriss (1982).
~ Frdn Bolt (1973).
To evaluate potential ground shaking at the project site, a statistical recurrence or
probability of occurrence of various levels of ground motion based on past seismic
activity was determined, using avaiiable sources of earthquake data. The analysis
estimates the ground acceleration level 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 acceleration 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 ,
Converse Consultanls InlanC Empire
,
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MAXIMUM PEAK HORIZONTAL ROCK ACCELERATION Amax(g)
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EXPLANATION OF DATA POINTS:
~ Fautt Model - Geologic evidence
Site Regionl .
~ } Instrumental seismicity data (1934-1987)
Locai Site J
Site Regionl
} Historic seismicity data (1800-1933)
Local Site J
~Local Slfe low numDx of occurencae, ott plot
, 100-YEAR PERIOD HORIZONTAL GROUND ACCELERATION
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT v.o~er.rvo
' Temecula, California 89-81-173-07.
for: Mesa Homes
%gweno
',~ Converse Consultants Inland Empire ~ aa 2~
the time of our subsurface exploration for liquefaction evaluation (1 g8g), perched
zones of water were encountered in several borings in the vicinity of Santa Gertrudis
Creek. Highest water level 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 pottion of the site.
2~
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
groundwa:er. Perched water may occur in drainage areas foilowing periods of rainfall.
4.6 Subsurface Variations
Based on the results of our subsurface exploration and experience, variations in the
continuity and nature of subsurface conditions should be anticipated. Due to the
nature and depositionat 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.
89-8~-173-01
Converse Consultants Inlantl Empire
17 '
'
' 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 filis
may be necessary along proposed cut slopes in the vicinity of the landsiides if highly
fractured, surficially unstable bedrock materials are exposed during grading.
Of geotechnical concern for this project is the potential for differential settlement
owing to the variabie fill thicknesses proposed to underlie the various pads. Fill below
finish grade should be compacted to at least 90% of the ASTM D 1557-78 maximum
laboratory density.
Much of the residentiai distress which occurs in hillside graded Iots is due to changes
in moisture in the fiil. Landscape irrigation and surface drainage should be controlled
and provided such that the fill does not become excessively moist or wet. Any
appurtenant structures such as swimming pools, retaining walls, grade changes and/or
landscaping irrigation systems shouid be designed such that these future
improvements do not adversely affect the graded lot stabiiity or drainage. Therefore,
it is strongly recommended that these improvements be reviewed by a CCIE
Geotechnical Engineer and Certified Engineering Geologist. Currentty, 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.
26
89-81-1 73-01 18
Converse Consuitants Inlantl Empire
6.0 EARTHWORK/SITE GRADING RECOMMENDATIONS ,
6.1 General '
_"~
Site grading is expected to consist of cuts, removals and fill operations to prepare i '
building pad areas. Cuts on the order of 65 feei in depth are proposed. Maximum
fill thickness is expected to be 40 feet. Grading is also expected to inciude backfiil ~ ,
for utility trenches. Loosely backfilled exploratory trenches (see Drawings 1 through ~Y~.
5) located throughout the site and any existing undocumented fill will require over- I '
excavation and recompaction prior to the piacement of structural filis. Proposed fill
~
should be placed in accordance with the recommendations presented in Appendix D,~ ' ,
"Recommended Earthwork Specifications". Structural fill should be compacted to at
least 90% relative compaction (ASTM D 1557-78). Any artificial fili encountered at
the site should be removed and recompacted prior to piacing further fill. '
~ti1`~` '
To reduce the potential for differentiai settlement across cut/fill transition lots,
overexcavation and recompaction should be performed as discussed in Section 6.7. '
Ali fill should be properly benched into firm and unyielding native materials, which is
expected to consist solely of dense older ailuvium or the Pauba Formation. ,~
l '
Grading recommendations for removals, subdrains, permanent slopes, temporary ~
sloped excavations, utility trench backfill, and site drainage are presented below. _~
Stability calcuiations for the anticipated 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 surficial and deep-seated stability.
,'~,~~
LJ~
6.2 Liauefaction Potential ~ _ '
i
Liquefaction potential of the portion of the site within the Riverside County Pianning ~
lia.uefaction hazard area was previously investigated by Converse Consuftants Inland .~
,. ~
Empire. Results of the investigation were presented in our report dated September i y
9, 1988, (CCIE Project No. 88-81-117-011. j,
ti~
,
89-81-~ 73-01 ~ g
Converse Consultants Inlantl Empirc ~ '
Based on the above referenced report and data obtained during this investigation, ':I
liquefiable soil is primarily confined within a relatively thin zone lon the order of 1 to ~~
2 feet thick), adjacent to Santa Gertrudis Creek. The remaining portion of the site is ~ ~
considered non-liquefiable due to the presence of fine-grained soiis, shallow bedrock, I.",~i~'
i ,`~ ,
or absence of groundwater. ~•
The liquefiabie zone will be more than 25 feet below final finished grade after the fill ~
is placed. Thus, with the great depth to liquefiable strata plus the fill cap on the ~~
surface, th~ probability of sand boils is very smali. In addition, the potentially {
liquefiable zones wiil be at least 5 feet up to 15 feet below the ground surface of the I
nearby Santa Gertrudis Creek. As a consequence, lateral spreading toward the creek ~.'
is unlikely.
~ r.
The nec result of liquefaction occurring beneath the site wouid be some settlement ~L~
~ ,"~~ `
as the excess water pressure dissipates after the earthquake. Because of the depth i~y ~
(grea2er 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 pla~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 (or recommendations) are necessary for building footings, }~1`~
' provided footings are piaced less than 5 feet below finished grade. Final grading
plans should be reviewed by CCIE to verify proposed grades with respect to
~ t liquefaction potential. ----------- --_ ~-~~,- ~
' 6.3 Removals/Overexcavation
All surrace trash and vegetation (including, but not limited to, heavy weed growth,
' trees, stumps, logs, and roots) should be removed from the areas to be graded.
, Organic materials resulting from the clearing and grubbing operations should be hauled
off the site. Non-organic debris from site clearing may be hauled offsite or stockpiled
' for crushing and/or placement by approved methods in deeper fiil areas.
, 89-81-173-01 20 2~
Converse ConsultaNS InlanO Empire
Complete removai of all younger alluvium topsoil, and loose compressible low strengih
older alluvium, and/or disturbed bedrock will be necessary prior to placement of
structural fills. Although not encountered in CCIE explorations, any existing fill shouid
be excavated. Recommended removai depths are depicted o~ Drawing 1 through 5,
and discussed below:
• Landsiides: The existing landslides shouid be completely excavated. Landslide
removal should extend into firm bedrock. Anticipated overexcavations based
on proposed grades is about 10 to 15 feet. Geologic observation of the
landsiide removal should be conducted during grading.
• Drainaoe Areas IYounaer Alluviuml: Loose to medium dense granular soils
within the drainage channeis are unsuitable for fiil support. These soils shouid
be excavated. Removals will vary from about 4 to 6 feet.
• Side-Slooes and Swales (Older Alluvium and Colluviuml: Older alluvial and
colluviai soiis are present along the lower siopes of hillsides throughout the site
and within most drainage swales. These soils are unsuitable for support of fills
or foundations. The depth of removal and recompaction of these materials will
vary from approximately 2 to 6 feet.
• Artificial Fill (Afl: Artificiai fill soils (non-engineered fill) observed at the site are
shown on Drawings 1 through 5. These soils are unsuiiable for support of filis
or foundations and will require removal and recompaction.
• Exoloration Trenches: All exploratory trenches were loosely backfilled and, if
not excavated during grading operations, wili 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 removaf depths should be established by CCIE field observations
and testing during grading. The bottom of the excavated areas must be observed by
a CCIE representative prior to placement of fili.
Soils removed during the overexcavation procedures may be used as compacied fill,
provided they have been stripped of organics and other deleterious materiais. AII
proposed fills should be placed on competent native materials as determined in the
.v `
89-81-1 73-01 Z ~
Converse Consultants Inlantl Empire ,
field by the soil consultant representative and in accordance with the specifications
in Appendix D.
6.4 Excavatabilitv
Based on the findings ot our subsurface exploration and on our experience in the
generai 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 singie 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 shouid be installed at
approved locations according to the detaiis shown on Drawings D-1 a and D-1 b
(Appendix D), "Typical Canyon Subdrain Detaii."
The clean-out and subdrain area should be observed and approved by CCIE personnel
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 instailation. Sufficient time should be aliotted for the
survey prior to piacement of fill over subdrains. Subdrain locations shouid be shown
on the as-built 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 Potential .!
Fill soils derived from the onsite aliuvium which will be placed in proposed building
areas may have a moderate expansion potential if not adequately blended with the
sandy material. Ciayey siitstone and siity claystone layers in the Pauba may have
89-81-173-01 ~2 ~jo
Converse Consultants In1an0 Empire ~
high expansion potentials, and such materials could be exposed at final grades in
areas of cut pads.
It is recommended that if expansive claystone is exposed at finai grade (i.e., on cut
lotsl, these materials be overexcavated 3 feet and replaced with non-expansive
materiais (see Figure D-2 "Typicai Transition Lot Detail"). For ail lots, final foundation
and slab recommendations should be based on tests taken within the near-surface
subgrade soiis and bedrock at the completion of rouoh grading.
6.7 Transition Lots
To reduce the potential for differential settlement across cut/fill.transition lots, the
cut portion of the lot should be overexcavated 3 feet below final grade and replaced
with compacted fill to finished grade, as shown on Figure D-2. Overexcavation
should extend a minimum of 5 feet horizontally beyond the footprint of the structure.
AII fill shouid be properly benched into firm and unyielding bedrock of the Pauba
Formation.
6.H Permanent Cut Slooes
Maximum vertical height of proposed permanent cut slopes is about 40 feet. As
shown in Appendix C, cut slopes in the encountered materials not 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:vertical). A primary concern for cut slopes on this site is the high potentiai
for erosion of the sandy material, and the resultant surficial instability. Structures
should be set back from slopes as shown on Figure 29-1 of the t988 edition of the
Uniform Building Code IUBC1.
Geoiogic observation of ail cut slopes should be conducted during grading to observe
if any adversely oriented planes of weakness (i.e. claystone or siltstone beds) are
present. Accordingiy, if these materials are exposed in proposed cut slopes during
~~
89-81-173-01 23
Converse ConsWtaMS Inlantl 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 siopes to compacted fiil slopes. Such earthwork should be
conducted in accordance with Figure D-3, "Buttress or Stabilization Fiil Detail".
6.9 Permanent Fill Sfooes
Proposed fill slopes should be constructed at slope ratios no steeper than 2:1
(horizontal:vertical). In addition to normal compaction procedures, fill siopes should
be properly 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 fiii elevation
gain, or by other methods which have been shown to produce satisfactory results.
Feathering of fill over the tops of siopes shall not be permitted.
Where filis are to be placed on naturai ground steeper than 5:1 (horizontal:vertical),
compacted fill shouid be keyed and benched into firm material as shown on
Figure D-4, "Fill-Over-Natural Slope." Benches shouid be excavated into firm,
comoetent material for a minimum width of 4 feet. Keyway and benches should be
approved by CCIE prior to placement of fills.
Fill slopes over 25 feet in verticai height and placed on low permeabifity 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 4-inch-diameter (minimuml
perforated pipe embedded in 3 cubic feet of gravei per linear foot of pipe, connected
to a non-perforated outlet pipe, as shown on the detail on Figure D-5, "Drainage
Blanket Detail". Outlet pipes should be accurately surveyed for location, line and
grade.
89-81-173-01 Z4 ~j~
' Converse CansWtants InlanC Empire
Locations of outlets and backdrain pipes should be shown on the as-built grading
plans. Sufficient time shouid be ailotted for the survey location of the subdrains prior
to placement of fiii.
Fill slopes greater than 30 feet in height shouid be terraced as recommended in
Section 7012 of the Uniform Building Code (1988 Edition). Structures shouid be set
back from graded siopes in accordance with Chapter 29 (UBC Figure 29-1) of the
Uniform Building Code.
6.10 Fiil-Over-Cut Siooes
Where fili 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 fiil-over-cut siopes 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 outiet 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 pians. Sufficient time should be aliotted for the survey prior to
placement of fill.
6.11 Stabilization Fills
Our field investigation did not indicate any adversely oriented planes of weakness that
would require construction of stabilization fills. Final verification of conditions should
be determined during grading geologic observations.
Ir required, stabilization fiils should be constructed as shown on Figure D-3. The
stabilization fiii should be constructed with a minimum key width of 15 feet and a
minimum key depth of 2 feet, inclined at 2°'o into siope from toe to heel of keyway
`~~ 89-81-173-01 29 r'
Converse ConsWtants Inlantl Empire ~ i
Backdrains shouid be provided at the heel of the keyway every 30 feet verticaily.
Backdrains shouid 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, shali not be buried or pfaced in fills unless the location, materials and
disposal methods are specificaily approved by CCIE. A suggested disposal method
is shown on Figure D-7, "Rock Disposal Detaii for Isolated Buriai." Disposal
operations for oversize materials shali be such that nesting of materiai does not occur,
and such that the oversize materiai is completely surrounded by compacted fill.
Oversize material shail 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 specificaily approved by CCIE.
6.13 Temoorarv Slooed Excavations
The use of sloped excavations may be applicable where plan dimensions for exca-
vation are not constrained by property iines, existing streets, or other structures.
Where constraints exist, slot-cutting, temporary shoring or a combination of siopes
and shoring may be required. Recommendations for shoring design or slot-cutting can
be provided upon request.
3g
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' Converse ConsWtants Inlantl 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 '
following table:
TEMPORAR7 EXGV~iIOM SLOPES ~
MA%IM1M
DEGTM OF CUT WVfIMUM SIOPE RATIO•
(ft) (l+orixonbL•ver2ieal)
0- S vertical to 1/2:1 ~
0- 75 7R:1 co 3/<:1 .
0' S0 1 1/4:1 to 1 1/2:1
• '
Selec2ion ot ienQorary slope raiios
should be made by the grading .
Contfaetor based on atSUal 'o~a[efials
mcountered during eacavatim. '
rJ"
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 raveiling and sloughing during construction. Adequate provisions should be
made to protect the slopes from erosion during periods of rainfall. Surcharge loads
should not be permitted within 10 feet of the top of slope, or a distance of at ieast
one-third the slope height, whichever is greater.
6. ~ 4 Utilitv Trench Backfill
Buried utiiity 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.
89-81-173-01
Converse Consullants Inlantl Emptre
27 '
'
' 6.15 Shrinkaae and Subsidence , /
Based on our test results, shrinkage and subsidence are estimated as foilows:
,
• Too Soiis and Alluvium and Coliuvium: Top soil, alluvium and coiluvium 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 IBedrockf: Shallow porous Pauba bedrock may shrink from negiigible to
10% by volume when properiy recompacted. Porous, weathered Pauba is not
anticioated 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 negligibie, exclusive of wet weather earthwork
disturbance.
Volume losses due to stripping of organics should be included during the caiculations
of eatthwork quantities. These estimates are based upon the assumption that all
removais 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 results. Considering the quantities of earthwork proposed, some
shrinkage variability from ravine to ravine, and hiil to hiil should 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 soils. We recommend
that slopes for surface drainage be constructed at 2% to 4% in landscaped areas and
1°/o to Z% in paved areas. Planters and landscaped areas adjacent to the building
perimeter should be designed to minimize water infiltration into the subgrade soils.
Planters adjacent to foundations should have waterproofed walis and bottoms and
shouid have a drainage system to conduct water to a coilection point for disposal.
89-81-173-01 28
~
Converse ConsWtants Inlantl Empire
'
To enhance the long-term performance of the building pad areas, it is recommended '
that gutters and downspouts be installed on the roofs. Roof runoff and surface pad '
drainage should be collected and directed to the street through non-erosive devices.
Slope drainage devices should be constructed in accordance with Chapter 70 of the ~
Uniform Buiiding Code (1988 Editionl. Lot drainage should preciude the possibility of ~
the uncontrolled flow of water over siope 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 will require maintenance through time. In most ,
cases, slope maintenance can be provided along with normai care of the grounds and
landscaping. Cost of maintenance is less expensive than repair resulting from neglect. ~
Most hiliside 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 siopes should be periodically maintained and
kept cfean of debris so that water will not overflow onto the slope, causing erosion.
All subdrains should be kept open and clear of debris and soii which could block them.
Landscaping on the slopes should disturb the soil as little as possible and utilize
drought resistant plants that require a minimum amount of landscape irrigation. Wet
spots on or around the site, 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 Zg ~
Converse Consultants INand Empire
.
'
' Watering should be limited or stopped altogether during the rainy season when little
irrigation is required. Over-saturation ot the ground can cause subsidence within
' subsurface soiis. Slopes should 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 pull loose, which ~ot only
, destroys the cover, but also results in serious erosion. We suggest that a professionai
landscape architect be consuited for planting and irrigation recommendations.
^ 6.18 Asohalt Pavements
1, Asphalt pavement sections have been designed based on an R-value of 68. Finai
street structural sections shouid be provided by CCIE based on the actual R-values of
i~~ the street subgrades after grad'mg. Based upon the Assumed Traffic Indices (Tls)
provided to us; either full-depth or composite asphalt and base pavement sections
,L' may be used as tabulated below:
ASPXALT P~VEMEXT SECTIOXS
~,' ASSUMED ASOXA~T OVER BASB FULL DEPTX
TRAFFiC iNDEX BASE (in) ASPNALT fin) ASiN~IT (in)
~ ~ 3.0 2.0 3.0
' S 3.0 2.5 7.5
6 4.0 3.0 G.0
. 7 G.0 4.0 4.5
~
~ In areas to support asphaltic pavement, the subgrade should be recompacted to a
depth of at least one foot below the final subgrade as recommended in Appendix D.
' At the time of placing pavements, the subgrade shouid 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 iaboratory maximum
dry density. Base course shouid consist of CALTRANS Class II aggregate base or
' equivalent. Piacement of full-depth asphalt will require that the compacted subgrade
soiis provide competent support for paving equipment. Clean cohesionless sands are
, subject to yielding under rubber-tired and track loads from paving equipment. The
paving contractor should confirm in writing the accepcability of the compacted
' subgrade prior to placement of full-depth asphalt pavement.
E9-81-173-01 30
, Converse Consullants Inlantl Empire
~.~°
7.0 STRUCTURAL DESIGN RECOMMENDATIONS
7.1 Residential Foundation Desian Criteria
Conventional spread footings, founded in properfy compacted structurai fill may be
used to support the proposed residences. Footings should 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 siopes. 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 settlement will be due to relatively light foundation loads, as well as long-
term consolidation of fill soils and compressible native materials below the fill.
Maximum anticipated structural load-induced settlements of continuous residential
footings, designed as recommended above, are 1/2 inch or less. Compacted filis will
settle depending on the fill thickness and future changes in the ."as-compacted"
moisture conditions. Properly compacted fill can be expected to settle 1/2% to 1%
of the fill thickness if the soils are allowed to become soaked. These fiil settlements
should be considered in design.
Resistance to lateral loads will be provided by friction 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 allowable 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 fiil or bedrock. The
~ 89-81-173-01 31
Converse Consultanls Inlantl Emo~~e ~
',
I' allowabie 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
II ' 1988 Edition of the Uniform Buiiding Code. Where reduced foundation setback is
' required, CCIE can evaluate specific cases and provide appropriate geotechnical
criteria for design.
~ 7.2 Retainina Walis
' it is not known at this time if any retaining walis are proposed at the site. If required,
the retaining walis may be designed for an assumed earth pressure equivalent to that
~ exerted by a fluid weighing not less than that shown in Table 7.2.1
TABIE T.2.7
EOUIVALENT fLU10 HEfGXT
(ocf)
SURfACE SLOPE OF IF CLEAN SAMD ANO/OR IF NAT14E SANDY
RETAINED MATERIAL GRAVEL YITN ~= 38° SOILS ARE USED
XORf20NTAl TO VERT[CAL IS USED TO BRCKFILL TO BACKFiLI
Level 30 GO
5 to 1 IZ ~Z
< to 1 35 45
3 to 1 38 48
2 to 1 G3 53
~ Any applicable construction surcharges should be added to the above pressures. At
' least 12 inches of granular material should be used in the backfill behind the walls and
water pressure should not be permitted to build up behind retaining walis. Retaining
, walls should be provided with weep holes or backdrains. The upper 12 to 18 inches
of the backfiii 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 fioor live loads. Aii sfab subgrades should be moisture conditioned
' and compacted as recommended in Appendix D. Care should be taken to avoid slab
' 89-81-173-01 32
Conve~se Consullants InlanC Empire
~
curling if slabs a~e poured in hot weather. A mix design should also be provided to
reduce the potentiai for shrinkage cracks. Slabs should be designed and constructed
as promulgated by the Portland Cement Association (PCA). If low-expansive soils are
used in the upper 3 feet (Expansion Index less than 301, then the design engineer
need not design the sfabs for expansive soils. Reinforcement should be provided as
recommended by the design engineer, and may inciude conventional, post-tensioned,
or fiber-reinforced sfabs.
If a moisture-sensitive floor covering (such as vinyl tile- is used, slabs should be
protected by a 6 mil-thick poiyethylene vapor barrier. If the barrier is used, it shouid
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 seaied.
7.4 Aoourtenant Facilities
It is anticipated that residential lots wiil be customized, inciuding home additions and
construction of garden walis, 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 should 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 soluble sulfate and chloride content. A relatively moderate suifate concentration
of 53 parts per million (ppm) was measured. Therefore, conventional Type I or II
portland cements may be used. A very low chloride content and mild resistivity were
Dc~ 89-81-173-0~ 33 ,,
~ Converse ConsullaMS InlanE Empire
also measured, which wouid indicate low corrosivity. Conventional corrosion
mi2igation measures are therefore appropriate, such as the foilowing measures:
• All stesl and wire concrete reinforcement should have at least 3 inches of
concrete cover.
• Below grade ferrous metals shouid be given a high quality protective coating,
such as 18-mii ptastic tape, extruded polyethylene, coal ;ar enamei, or portland
cement mortar.
89-81-173-01 34 ~Z
Converse Consultants Inland EmO~~e ~
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
recommanded 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. Removal excavation
bottoms shouid be observed by a CCIE representative. Structural fill and backfill
should be placed and compacted during observation and testing by this office.
Footing excavations should be observed prior to placement of steei and concrete to
confirm that the footings are founded on competent soil and the excavations are free
of loose and disturbed materials.
D~~ 89-81-173-01 35 '
Converse Consultants Inlantl 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 fieid and laboratory investigations, combined with an
interpolation of subsurface conditions between and beyond exploration locations.
As the project evoives, 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 only 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 conclusions may require a written cfarification to avoid future
misunderstandings.
89-81-173-01 36 ~~
' Converse ConsWtants Inland Empire
REFERENCES
' Conrersa Consultanls InlanC Empire
' REFERENCES
' Bolt, B.A., 1973, Duration of sVong ground motion: Proceedings on Fifth Worid
Conference on Earthquake Engineering, v. 2, no. 292, p. 10.
' California Division of Mines and Geology, 1990, Alquist-Priolo special studies zone map,
Murrieta Quadrangle, scale 1:24000.
' Converse Consultants inland Empire, ~quefaction evaluation - Winchester Hills: dated
September 9, 1988, Project No. 88-81-117-01.
' Duncan, J.M., and Buchignani, A.L, March 1975, M engineering manual for slope stability
studies: University of California, Berkeley, Department of Civil Engineering, 83 p.
' English, W.A., 1926, Geology and oil resources of the Puente Hiils region, Southern
Califomia: U.S. Geological Survey Bulletin 768, 110pp.
' Eppiey, R.A., 1966, Earthquake history of the United States: Part II Coast and Geodetic
Survey (ESSA) Bull. no. 41-1.
Greensfelder, R., 1974, Maximum credible rock accelerations from earthquakes in
California: California Division of Mines and Geology, Map Sheet 23.
^ Highland Geotechnicai Consultants, 1989, Geotechnical feasibility investigation, 1050±
acres - Rancho Cai'rfornia Commerce Center, Rancho California, Riverside County,
' California: Highland Geotechnical Consultants Rpt., February 13, 1989,
job no. 08-6574-012-00-00, log no. 9-30~6.
' ICG Incorporated, Revised feasibility geotechnicai report - 575± acre Winchester Hiils
Development: dated October 6, 1989, Consultants 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, Bull. 170,
Chapter Ii, Plate 3.
' Jennings, C. W. et al, 1975, Fault map of California: California Division of Mines and
Geology, California Geologic Data Map Series Map No. 1, scaie 1:750,000.
' Kennedy, M.P., 1977, Recency and character of faulting 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 a3, 22 p.
Marachi, N.D., and Dixon, S.J., 1972, A method for evaluation of seismicity: Proceedings
' of the Internationai 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.
, E9-81-173-01
Converse Consultanls INanE EmOire
q~
REFERENCES
(continued)
Pioessel, M.R., and Slosson, J.E., 1974, Repeatable high ground accelerations from
earthquakes: Cai'rfornia Geology, Sept. 1974, p. 195.
Seed, H.B., and Idriss, I.M., 1982, Ground motions and soil liquefaction during
earthquakes: Earthquake Engineering Research Institute Monograph, 134 p.
Uniform Building Code (UCB), 1988, Internationai Conference of Building Officials,
1988 Edition_
Wesnousky, S.G., 1986, Earthquakes, quaternary fauits, and seismic hazards in Caiifornia:
Journal of Geophysical Research, no. 612, p. 12,587 - 12,631.
~
~9-8~ -173-01
Converse Consuitants Inlantl Empire
APPENDIX A
FIELD EXPLORATION
~~
,
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. Eievations shown on the
' logs were interpolated from the site topographic map.
' Exploratory borings were advanced using a 8-inch-diameter holiow-stem auger or a
24 inch-diameter bucket auyer drilling equipment. Exploratory trenches were excavated
by a backhoe equipped with a 24-inch bucket. Soils were continuousiy logged by
' experienced geologists, and ciassified in the field by visual examination in accordance
with the Unified Soil Classification System. Bucket-auger borings ancl trenches were
' entered by a geologist who observed the exposed earth materials. Where appropriate,
field descriptions and classifications have been modified to reflect laboratory test results.
Relatively undisturbed drive samples and bulk samples of typical soil types were obtained.
~ Relatively undisturbed sampies of the subsurface materiafs were obtained at frequent
, intervals in the exploratory borings. The relatively undisturbed samples were obtained
using a steel drive sampler (2.4-inch inside diameter, 3-inch outside diameter) lined with
sampie rings.
~ In bucket-auger borings, the steel sampler 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
beiow ground surface versus ketly bar weights are as follows:
,
OEFTX 9ELOU KELL7 BAG
, GROUM~ SURFACE NEIGHT
ItL) (OOUI1d5)
0 - 25 2,050
25 - <5 1,350
, <5 - 6B 650 -.
'' The number of successive drops of the driving weight ("blows") required for one foot of
penetration of the sampier are shown on the Boring Summary Sheets (Drawings A-1
through A-9) in the "blows/fooY' column. The soii was retained in brass rings (2.4 inches
' in diameter, 1 inch in height). The central portion of the sample was normally retained
and c2refully sealed in waterproof plastic containers for shipment to the laboratory.
'
' ~9-81-173-01 ~~
~'.]l1YFISP ~.[]!1[i~llanlc Inlanr~ Cmr~.rn
A-2
Logs of the exploratory borings and trenches are presented in the foilowing boring and
trench summary sheets which also include descriptions of ihe materials, pertinent field
data and supplementary laboratory data. A key to soii symbois and terms is presented
on the key sheet included as the last page in Appendix A.
~c°~
~9-0" - i 73-01
, Log of Boring No. BH-1
~'; Drilled: 4%23/90
"'uipment: Bucket .4ueer
~'und Surface Eleva[ion: 1131 feet
Logged by: DCP Checked by: GFR
Driving Weigh[ and Drop: See ~ppeneiz A
Depth ro Water. none encountered
SUMMARY OF SUBSURF.ACE CONDITIONS iSAMPLES ~ I\ I I
Thia log ia parc of ehe reporc prepared by Convene (or CAi~ project and i F
I I " 3
~ anoutd be read togethe.- with the report. Thia ~ummary appliea only at the ~ I ~
o
w
I r
~ U I locacion af ehe boring and a[ the time of drillina. Subaudace wnditiona
'+ ~ I LL
\ ¢
~ ~
«
~ I
2 I m~y di[fer at other locationa and may change at this location WiLh the W N ~ ~.. C
a p ~ paaaage ot time. T4e daLa presented is a aimplification of actual conditiona H J p w ~ ~ W
p I ~~ I mtountered. O m m L ~ a O
~. I ~ TOPSOIL - SILTY SAND (SM), fine grained sand, ~
_-~ rootlets and organics throughout, dark brown
- 1
-_~ BEDROCK - PAUBA FORMATION (Qp)
' _--~ SANDSTONE: medium to coarse grained, dayey,
= i weathered to 5 feet, massive, reddish brown 5. 7 ~ ~ 1
lj
~ _ I
- ~
_ .:~
'~ .~..~--:~
_~
6
9 .
I16
ds
1 =~ I I i
~_. I
;
! ~
I
^ ' '
, I ~S 92
~ ; i
~ 1 I I
' I ~ ~
~
~~ i
' ~=
=~
-
~ ^ I , 8 9 I
~ I?a
_
I
I
' -~ i
-~ i
5 ~- ~
-
'
; ~
i :.
~= i ~ i~
i ~_J
' ~ ~ ~
^
'
' IS i 9 i I1I
30
' I
1
I I
I-~ i
= I
I I
I ~
~ !
I
~
~
I
, ~
I
~
~
I
.
t
~ Converse Consultant Inland Empire
_~'J
Y:~~«: vo
89-SI-1?3-01
~~,w~:.g. ~~
A-la ~
Log of Boring No. BH-1
~- : Dri!led: 4/23/90 Logged b~~: DCP Checked b}•: GFR
=quipment Bucket Aueer Driving Weight and Drop: See Appendlx n
J. und Surface Elevation: 1131 feet Depth to Water: none encountered
i SUMMARY OF SUBSURF.4CE CONDITIONS su+r~es ,. .
~
Thia log ia part o( the report prepsred by Convene (ar thie project and F (
, j
+' should be read together with the report. Thi~ aummary appliea oniy sc the
O
W
1-
V o ~ location ot the boring and at the time o[ drillinQ. SubmrCace conditiona ~ j "'
+
~
- w
_ ~ may di[(v at ather iocationa snd mny thange at thi~ lotation wiCh the W Vl r ~~ C
Q~ pavage of time. The daca presented ia a aimplification of ac[uai conditions H J O f+ ~ ~ W
ui
O ~ O
C7 J encountered. O m m L O a O
~ _ _ ' _ _ _ ' _ ' ' _ ' _ ' ' ' _ ' '
_ ' ' _ ' ' _ _ _ _ _ '
CLAYEY SILTSTONE: micaceous, unweathered,
massive, olive green
5 40 81
' ' ' ~
- 40 .
End of boring at 40 feet
No caving
No groundwater encountered
Boring backfilled and tamped 4/23/90
~ ~
I I
'
I I
I ~
I ~
I ~
~
li 'ds = Direc[ Shear Test
,
I
~
I
I
I
I
~
i
~
I
~
i
~
~
i
,
~
~
I
,
;
I
I
~
,
I
~
'I~~
~
I
I
~
~
-
,
I
~
I
~j~~ Pro~ec[ No. Griw~ng tia
~'''~ Converse Consultant Inland Empire
~/ 89-8l-i'3-Ot A-lb
~
, Log of Boring No. BH-2
~' Drilled: 4/23/90 Logged by: DCP Checked by: GFR
quipmeat:_ Bucket Au¢er Driving R'eight and Drop: See Aooeneix ~
:_'nd Surfac° Elevation: ll35 feet Depth to Water. none encountered
' i SUMMARY OF SUBSliRFACE CONDITIONS SAMPI,ES j I„
~ .
I
' 1
Thie log ie part o! the report prepared by Convene for thia pmject and F, ~
v !
' j
` I ~hould be resd mQether wi[h Ohe repart. Thia aummary appliea only ac the O ~
~ I
~ U ~ loca[ion o( the boring and at the cime of drillin¢. Sub~urfsce conditions
~ LL
\ C
~ I.
+
~
x
may differ at other lootiom and may thange at thia lxation rith th< W m r i j.. C
, a p pmaage af time. The datn prom[ed ia s aimpiiltation o( actual conditiona H Y
J 3
O N
~+ ~.
Y U W
I
Q ~ ~ J encounteted. p m m ~ ~ a O
~ SOIL - CLAYEY SAND (SC): fine grained sand, minor
' - -a rootlets, reddish bro~~~n
~-~ BEDROCK - PAUBA FORMATION (Qp)
, ~ SANDSTONE: Cine greined, weathered to about 4
'
4
13
98
feet with pinhole voids and carbona[e along bedding ~
Ji I
~ ~ ~ planes and random fraccures, massive to poorly ~
' _ '~ bedded, olive green ;
4°E
B
i
f
2°NW
~~ ~- - -
edd
ng at 1
oor. N3
,
- - - -
- ~ SANDSTONE: fine grained, unweathered, massive
~~~ to poorly bedded, olive green
8
6
<<4
~
~ I
'
~
- ~
I_~ ~
i
i==J ^ 6 6' 8a
'
r =-~ medium grained sandstone interbeds I
~-
~
----------------------------------
' I J -----
, , . SANDSTONE: medium grained, massive,
~- ~', consistency of loose sand, brown ~ ~
~
_~ ------------------------------------~
^
~ 4 I I''S
-
-
~ ~_~ SANDSTONE: Cine grained, massive [o pooriy ,
I
bedded, olive green ~
Bedding a[ 18 fee[: N67°E, 7°NW
' '~.~
- I
I
1 I
^ ~
~
-,
' I ~
-~
i I
~ ~ ~ ~ 8 2^_ 102
------------------------------
;_ i SANDSTONE: medium grained, massive, ~
, ~
' = i', consis[ency o( loose sand, brown ~
- :------------~
~ I
I
--_
_; SANDSTONE: medium to coarse grained, c!ayey, i ~ I
I I
~ j
= i massive, brown
= I
!
I
I
I
!
i
I I
Converse Consultant Inland Empire
~'ra)ecC No. Drawing No
89-81-173-OI A-2a
~~
~
Log of Boring No. BH-2
): ~ D~ilied: a/23/90 Logged by: DCP Checked by: GFR
:quipment: Bucket Au¢er Driving Weight and Drop: Sae noaendi,c n
~i und Surface Elevation: 1135 feet Depth to Water. none encountered
I SUMMARY OF SUBSURFACE CONDITIONS SAMPLESI „
~
~ . I
Thia log u parc of the reporc prep>red by Convene for thia project and ~ (
, 3
+' ahould be read together with the repor0. Thia tummary applin only at the ~
.~`.
U . location of the baring and at ehe time o( drilling. Sub~ur[ace conditiom
~
j
"' ~
Y
~
may di(fer at other lotationt and may thange st thi~ location With the
`
j
3
N
=
W
: y
Q Q pauage of time. The dats preaen[ed ia a aimpliication ot actual conditiona
i..~ Y
,~
p
.~ ~.
y ~
_.
p ~~ ~ encountered. p m 0 L O a O
I ~-
_ ~
~ A
~ _ _ _ _ _ _ _ _ _ ~ ~ _ _ _ _ _ _ _ _ _ _ _ ~ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
--~ SANDSTONE: fine grained, clayey, massive, olive
- ,
-- i green
J
4
2I
102
- 4 0 ~ -=
~~i
~
5 ~ carbona[e lined random fractures
~-~
- ~~
~- I
; _ ', 3o ia ii5
0
i I
End of boring at 50 Ceec I
i ~
No cav~ng ~
~I ~ No groundwa[er encountered
i
~
I
I
I
i
I
i IIoring backfilied and tamped 4/23/90 '
~ I
i I
~
I
~3
~
j
I
(
I
~
,
~
I
I
I
I,
~
I~ ~ Converse Consultant Inland Empire
Pro~ec: Yo. Dr~Wmg:'`lo.
89-SI-173-01 A-2b
' Log of Boring No. BH-4
li~'.Drilled: 4/24/90 Logged bv DCP Checked bp: GFR
=^•~ipment:_ Bucket Aueer
i~ ~nd Surface Elevation: 1104 feet
Driving Weight and Drop: 1~10 Ib / 30 in
Dep[h to Water: none encountered
' I SUMMARY OF SliBSURFACE CONDITIONS ISAMPLES I „ ~
I
~ ~
Thie Iag ia parc ot the reporc prepared by Conrene for thia project and ~ F, v 3 ~
y
,~
thould be read [oge[her with the report. Thi~ aummsry appliea only at the
0 ,
I ~
~
i H locacion ot the boring and at the cime of drillinQ. Submdace conditiom LL ~ .
. I
~ ~ may differ at other locstiona and may change at thi~ location with the W V~ F j~. C
i
I ~ O I Paaeage of time. The daea prexn~ed ia a aimplificuion of actual condition~ H J O H y ~
W
w
.~ I ~ J I encountered. O . m m ~ I p a I O
~ I.. i' ALLUVIUM (Qal) - SIL'I'Y SAND (SM): fine grained ~
4 ~. sand, abundant organics, black ~
OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): Fine i
~ grained sand, roodeu throughout, mmor pinhole voids,
~ dark brown ~ 41 10 12'_
c
i
~ I
CLAYEY SAND (SC), fine grained sand, minor silt, I
i
micaceous, brown ^ 34 l3 102 ~ c
i
~
~
~ I
~
~
I
•
~
~= ~
~
~ I
;
~
10~
i
' ~ I
~ I ~
~_
fine grained silty sand in[erbeds
~ I
I
^
26 ~
'_5
i ~
9~ I
~ !
s~
~ I
~
'
i
` ~~ (ine grained sandy day ~nterbeds I
!
~
I
' s;;-;. I 19 28 93
End of boring at 30 feet I ~
~ j I
! No caving ~ I
i No groundWater encountered ~ I I I I
~ j' i Boring backfilled 4%24/90 I i I I I ; ~
I .,. !
= Cnnanli~i~tinn Tr<r . .
i
Converse Consultant Inland Empire
Proje<c No pra~u~ng \o
s9-,si-i??-oi A-4
Log of Boring No. BH-5
7a . Drilled: 4/24/90 Logged by: DCP Checked by: _
=quipment: Bucket Aueer Driving Weigh[ and Drop: 140 Ib / 30 in
lr ~nd Surface Elevation: 1099 feet Depth to Water: none encountered
~ SUMMARY OF SUBSURFACE CONDITIOtiS ~ SAMPLES \ ' F ~
Thia log ia part o! the repozt prepared by Convene for thia project and
I F „ ~
-' ahould be read tagether With the report. Thia ~ummary appliea only ac the O W ' r-
~
U
locacion o[ the boring snd at the time o( drillinQ. SuE~ur[ace tonditions
~
~
" i
t
' M
=
may diCfer at other locstion~ and may change aL thia location with Che
W
7
Y
~
3
i-
UI
~^
'r
~
W
Q p paeaage of time. The data presenced ia a simplif~cation o! attual conditiona H J p ra
I y ~
0 i ~~ encouncered. ~ m m L o a I O
~ ~ ALLUVIUM (Qal) - SILTY SAND (SM): fine grained, - I
I ~ brown -
-------------------------------------~~
SII.T1' SAND (SM): fine grained sand, abundant
pinhole voids, brown 42 5 98
- 5 ~
~
{ . :
.
OLD ALLUVIUM (Qoal) - STLTY SAND (SM): medium
~ to coarse grained sand, brown 35 6 I IS
- 0
f I
("~
f f
----
SILTY SAND (SM) t ine grained sand, trace clay,
<< ~
f
micaceous, olive green and broWn
^
~
34
I 0 I
I 1~
- ~ - << i
~
-------------------------------
CLAYEY SAND (SC): fine grained sand, micaceous,
~
,
olive green ~I
4d i ', 107
- 0
fine grained silty sand (sm) interbeds 31 I I 108
__5 i
~
31
18 I
II10
!
G
„
,
- ~0 I
~ End of boring at 30 feet ~
Ii ~
I
! No c~ving ' I I ~
5~ I No groundwater encountered ~ ~ ' ~
~ ~
i F3oring backfilled 4/''4/90 i ~ i i
~j~~ Pro~ecc No. Drewing Nn
'"'.~ Converse Consuliant Inland Empire
~~~ 89-81-173-01 A-5
' Log of Boring No. BH-6
~;~Driiled: 4/23/90 Logged by: DCP Checked b~~: GFR
o~~ipme:~r. Bucket Aueer Driving ~Veight and Drop: 140 Ib / 30 in
!.'nd Surface Elevation: ]095 feet Depth to Water: none encountered
~ i SUMMARY OF SUBSURFACE CONDITiONS ISAMPLES „
~ , j I
~ ~
Thia log ia part o( the report prepared by Comene for thi~ projec[ and
I F ~ 3
I
~ ~hould be read together with the repart. Thia ~ummary epplie~ only ac the I
I O ~
~
N ~ location of the boring and at the time ot dritlina. Sub~udace conditione a ¢ .
+ j
;
~ may dif(er at other locationa and may change st thi~ location v~ith the I
W \
in ~ 7
r i Z ~ Y
i>.. C
I ¢ r~ paaaage of time. The daca prnented i~ s ~implifiotion of aaual conditiona H Y
J 3
O N
~+ I t ~ W
} U I
~ ~~
C7 J I
encountered. O m m F I O C I p
~ I ALLUVIUM (Qal) - SILTY SAND (SM): fine grained I
sand, organics and roodets tt~roughout, dark brown
'
~ ^ 36 8 128 c
_
i
OLD ALLUVIiJM (Qoal) - CLAYEY SAND (SC): fine
grained sand, micaceous, olive green and brown
' 36 13 120 c
~ I
~ I
~ ~
CLAY (CL): sandy, incerbeds with carbonate along
j , ~ ~6 ~~ ~ 99
random (ractures ~
~
~ ~ I
~ I
--
~
~
/~ fine gra~ned s;lty sand (sm) inrerbeds
^ I
~
_9 ~
I
18
103
~
~
~ ~
r
~
~
~'
/~
I
I
; 7
. I G I I 4
'~ i End o( boring ~[ 30 feet i
tio groundwa[er encountered
~ Boring backfilled 4/24/90 ~ '
I
i'c = Consolidacion Test
' --_ ~ I
~
, ~
i ~~
~ Projecc tio. Draw~ng No.
Converse Consultant Inland Empire
89-SI-1?3-01 A-6
Log of Boring No. BH-7
s Drilled: 4/24/90 Logged by: DCP Checked by: GFR
auipmen;: Bucket Au¢er Driving Weigh[ and Drop: 140 Ib / 30 in
n nd Surince Eleva[ion: 7069 feet Depth ro Water: noae encountered
~ SUMMARY OF SUBSURFACE CONDITIONS ~SAM7LE5 „ ,
~
This log ia part of the report prepared by Convene foi thia projeCt and F i ~ 3 i
` ahouid be read together With the report. Thia aummsry appliea only a[ the O W
~ ~
~ O ~i location of the boring and at the cimc of drillinQ. Sub~urfue conditiona LL ? (~. I t
may di[fer ac other locaciom and may chanQe >t thia location with the W v~ ~ ~~ ~ ¢
I Q p I paaaage o[ time. The data preaented ia s eimpliGcation of attual condiLiona H J O .Ni Y U W
W
~ ¢ o I
~ L^ J ~ ~n<ounte~ed. a
O ~
m ~
0 o
I _ a a
, ~ ~ ~
O
h~. i' ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
~ sand, brown
k
~
_______________________________________
CLAYEY SAND (SC): fine grained sand, abundant
24
No Re
COVery
~ organics, dark brown
~~
OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine
grained sand, micaceous, d~rk brown 34 I1 !20 c
I
~
; ~
~
~
~
I
26 ~
I ~
~
14 ~
I
101
c
/
~
U
~
,~ ~~
%/
~ .
;~
,
_9
I I
- '
I i ~
103 I
~~ J~ I I
Y /'
~ I
I
I
~
/i ~ I
31 I ~
'
~
I
t-
~~ _9 93
~
~
,
j I End of boring at 30 !ee[ ~ i ~
'~`o groundw~[er encoun;ered ~
~
~ ~ Borin
backfilled 4;24
'90 ' i '
,
~
g i I i
I ~'c = Consolida[ion Test
_ ,I ~
i
Projec[ No. Dr:~wmg tio
.~ Converse Consultant Inland Empire .
~ ~ 89-81-173-01 A-7
, Log of Boring No. BH-8
~i, Drilled: a/2s/90 Log~ed by: DCP Checked b~: GFR
:niiipmenr. Bucket Aueer Driving Weight and Drop: 140 Ib / 30 in
~.' nd Sur:ace Elevation: ]068 fee[ Dep[h to Water: none encountered
~ SUMMARY OF SUBSURFACE CONDITIOn'S ISAMVLES ~ I., . i
i
Thia log ie part o( the reDorc prepared by Convene for this project and
I I ~ 3 ~
` ~ anould be read together with the report. ?his ~ummary appliea only ac the ~ I W ~ F I
I U ' loution of Che boring and at the time of drillinQ. Sub~urlace wnditiani LL I C ~~
i
~
~ ! may dif(er ac other locacione and may change at [hi~ location with the j 3 ~ N ~ j~ W
pmaage ot time. The daca preaenced ia a eimpliGcation ot aceual conditiona
I Q~ ~ ~. Y
J O I .+ ~> U ~ ~
I
~ i ~~ ~ mcouniered. O m m ~ I ~ a ~ O~
'' ~ i ALLUVIUM (Qal) - SILTY SAND (SM): fine grained ~
~ ~ sand, m,nor organics and rootlets, brown
II
~ "
" ~ OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine 50/9 4 I 19
~ grained sand, minor rootlets and pinhole voids, bro~~n
, I
'
~
~ncreased moisture, minor pin-hole ~~oids I
2~ I
11 i
116 c
^
I ~
~
~
I I
I
I I
I
~ ~
~ medium grained claye} sand (sc) inrerbeds, minor
~
~
'
~
4~
a ;
I
i
.I13 ;
~ pinhole voids I I '
'
' ~
~ I I
i ~
i
i
i
f
~
~
~ ~
34 I
9 ~
f
~
~ p? i
~
~S ~
~
~ ~ i
r -
I
I
I ~
~
'
~ I I
' C
I
%~
"I I
--------------------------------------- ~0!7 17 ~ 109 ;
~
i i SAND (SP): medium ro coarse gr~~ned sand, brown I i I i
'
I I' I I
~
~
End of boring at 30 feet i I I
'
! No groundw~ter encountered ~ ; j ' i '
~ Boring back(illed 4/24/90 I
I
~
!
, ~ ~
j
~"c = Consolidacion Test ' , '• ~ j
`~ P:ojec tic Cir~Win; ~o
Converse Consultant Inland Empire g9-81-I ~3-oi A-8
Log of Boring No. BH-9 ~
~. ~ Drilled: 4/24/90
~quipment: Bucket Aueer
~: un~ Suriace Elevation: 1069 feet
Log;ed b}•: DCP Checked by: GFR ,
Driving Weight and Drop: 1~0 16 / 30 in
Depth to Water. none encountered _ ,
~ SUMMARY OF SliBSURFACE CONDITIONS snMV~es ' I
I
` Thia lo¢ ia part o[ the report prepared by Convene for thia project snd
ahould be rosd together wich ehe report. Thia ~ummary applia only ac the F
O „
W 3
~ I
v o lo<acion o[ the boring and st the [ime of drillinQ. Subaudace conditiom I\ ~ _ Y
; may dif(er at other Iocaciona and may change at thie location vith the W u7 H j~ ¢
Q p paaaage af time. The data presenced ia a simplifitation of sctual conditions H J O ~ > U I
T~
~ ~~ encountered. O m ~ m L O a C
4 ALLUVIUM (Qal) - SILTY SAND (SM): fine grained I
i
sand, organics and rootlets,-brown
~ 17 7 106
_
- ~
j I
,
I --------~--~------------ g --------------
SAND SP : medium [o coarse rained, brown
I
~ '~
~ I~
O ~
jI I
1 I
~ I
~
~
5
G
~ OLD ALLUVIUM (Qaal) - CLAYEY SAND (SC): fine
grained sand, micaceous, olive green and brown
/ .,
24
3
113
-"'0-/
CLAYEY SAND (SC): fine grained sand, micaceous,
olive green
22 II 113
- ~~
/~
v~
~ !'~/~^
increased moisture
^
'-9
9~
~/~
%/ ~/
~
~~~
'
~
~ I
I
,
i
~
/,~
i/ ; ~ t
_
,
Pro~ec[ No. Drawing Yu.
~ ~,n Converse Consultant Inland Empire g9-8t-v3-o~ A-9a ,
J
' Loo of Test Pit No. TP-2
I=, Excsv2ted: 4/IS/90
'-uipmeat: Backhoe
I1:'ind Swiace Elevacion: 1103 feet
Logged b}•: DCP Che:ked b~~: CFR
Driving Weight and Drop:
Depth to Water. none encounrered
~ i i SliMMARY OF SliBSURFACE CONDITIONS ~snMa~es l : „~, I
I Thia log ia parc ot che repore prepared by Convene for thi~ project >nd
1 ,
~ ~
I V
3 ~
." i anou:d be read togecher with the reDart. This summary applin only at [he ~ O I
I ~ ,'
i U ' locacion of [he [ese pi[ and ac the time af eusvation. Subaudace conditions
~ ~
~ a C i~ ~
~
~ I may citte: se otner locanona snc may change at thia lxacion vi[h the W ai ~ j., i ¢
M1 ~ '' paaaage of time. The daca presented ia a aimplilwtion o[ ~ctual condiciom ..
~ J
O
`~ I> u
I $
' ~j J j encouncered. ~ O m m i f i p C ~ O
~
' E ALLUVIUM (Qal) - SILTY SAND (SM)/CLAYEY I I
SAND (SC): interbedded, fine to medium grained
~
sand, very moist, loose, reddish brown I
~ f.l
~ -
, f ' _
k ~
~~
~
,
f BEDROCK - PAUBA FORMATION (Qp) ;
' -
SANDSTONE: fine gra~ned, highly micaceous,
i i
i
, =
_ moderately weathered, massrv:, very mo~st, soft, cli~e
: ' I '
~
; -
, Q.°e~
i crd of boring at 1-I.5 feet No ground«•ater encouncered ~
~ , ~ ~
- i
! ~fir,c: cavin¢ 3 co ~ fee[ Test pi[ backfilled ~'13~90
~ i
'CALE: 1'=5' (H=V) SKETCH : N3s°E
1 i
I
~ ~
~
"
'/~ . ~'
~~
_ i
,
; .~ ~ - .
~
~ . Qoa~ , ~ ~
1 ~
' ~
~ ~~ ~ ~~~ ~
-
~,
,
,
,
~
~ i , ~ ~ ~,
_ ~ ~
1
;
~
•~
~
.:..QP I
~~
: !
'
~ i
~ 7 .
- • • ~ I ~
~_ I ~ ~ (~ Z-
Converse Consultants Inland Empire
Pro~ec~ tio. p:~wv~¢ tie.
s9-si-i-z-oi A-11
Log of Test Pit No. TP-3
~ Exc~~~ated: 4/IS/90 Logged by: DCP Checked b}•: GFR
uipmear. Backhoe Driving Weight and Drop:
c nc ~urface Ele~ation: 1089 teet Depth to Wate.-. none encoun[ered
! ~ SUMMARY OF SUBSURFACE CONDITIONS ~su+a~es ~ I„ . ~
~ I
~ I Thia loQ is parPOf the report prepared by Comens Car thia projecc and ~ F (
y 3
~ i
~
~hould be read together with the report. Thia summary applim onty ~t the
O
W
~-
I i
~
- ! U ~ tocacion of ehe test pit snd at the [ime o( exc~~ation. Sub~urface condi[iona LL
\ C
7 ~
1 ~
t
i
I may di[ter st ocher locationa and may chsnge ac thia locstion wich the j 3 7
a i
i C O
Psasage o[ time. The data preamced is a timpliGtation of actual condiLiom
~ Y
~
p vl ~
a W
C i L~ ~
encour.:ered.
O
~ m
m O C
~ G ~ ~
i O
~ i i ALLUVIUM (Qal) - SILTY SAND (SM): fine to
I I
~' ' medium grained sand, very litde silt, well sor[ed,
.
i
~
~ mo;s~, toose, brown ~
-----------------
--
---------- -
-
`-
h l :
.I og
(
,
AYEY SAND SC rained sand, abundant
C
f I
'
f g
or an~cs, ver~• mais; se, black
~
f
~ I I
~ i I
(Qoal) - SII.7Y SAND (SM): Cine
OLD ALLUVIUM
~ ~~,~
~ grained sand, pinhole ~oids and roodets throughout,
~
~
dry, dense, reddish brown. Lower 2 feet appears to be
G ~ ~
k~ ~ reworked Pauba Formation.
- I = ~ BL-DROCK - PAUBA FORMATION (Qp)
i = , SANDSTONE: fine grained, silty, weathered, ~
- -
I I massive, dry, soft, brown I
'~ i ~
End of test pic a[ 12 feet No groundwater encoun[ered i
i
~
~ '
i No cavin3 Test pic backfil(ed 4; 13!90
I I I
I
3CALE: 1'=5' (H=V) SKETCH : Hea°e
; . ~ Qa~ ~
'
i .
- -~ ~. - - ~
~
~ Topsoi]
~ ~ " .
.
___. _ ~
_- ~
i
~
I
,
i
Q
.'
a1:
I
I I
I
I
-
i
I ~~~ ~ I ~
i
co3 ~ i
i I j
~-o;ec: ~:o. D::,.~ng No. ~.i
Converse Consultants Inland Empire
'~ s9-si-i;;_oi A-12 :..~
i ,
Log of Boring No. BH-9
Drii:ed: 4;24/90 Logged by: DCP Checked b~•: GFR
=~uipme^r. Bucket Aueer Driving Weight and Drop: 140 Ib / 30 in
=~.~nd Suriace Elevation: 1069 teet Depth to Wate:: none encountered
I SUMMARY OF SUBSURFACE CONDITIONS ~su+P~es i i^ I
• i
I ~ .
Thia log ia par[ of the report prepared by Convme for thia projec[ anG ~ ; ~ _ 3
~ ~ I ehould be rnd together vith the report. This summsry applin oniy at the O
O i
1 W ~
i F~ j
~ ,, U ~ location of the borinQ snd at ehe time o! drillinQ. Sub~urfaee mndicion~ 1~ 2 . ~
~ may dit[er ac a~her locaciom and may change at thia locacion Wich the W v\i ! ~ ~ j.. ~ ^~
G
~ F p
,
panage a[ cime. The daca preaenced i~ s iimpliGcacion ot acmai condi:iona
r~i
J
O
~ .+
'; > U
I W I
o
~ v J entounieied. p ! m ~ ~ E ~ a ~ p.
'
i
I
'
I
~ local medium grained sand (sp) interbeds I
~ ~ o
o~
,~ , ~
~
~ ; ~
~ ~
End of boring at 40 fee~ ~ ;
~ ~
~
I ~ Let boring stabilize 8 minu[es, no groundwater I
I
i encountered ~
,
! ~
i ;
~ ~
'
Boring backfilled 4/24/90
~ I
~
I
~ ;
' ;
I
I I
I
~
~ ~
1 I
i
~
i
I ~
~
,
~
~
I
,
~
~
~
; ~
~ i
1 ; ~
~ ~
~
~
~ ;
; ;
~
, ~
~ i
1 '
~ ~
, ; ~ ~
~ ~
~ !
i ~ i
~
1 i i
,
' -
~ ~
;
, ~ -
,
,
~ '
~ ,
, i
,
~ ;
~ ' i
; ~
1 ~
, ~
; ;
'
~
!
' ~ ~ ~
~
~ ~
~
~ ~
~
I ~
I
, ~
~ ,
I
I
~
Converse Consultant Inland Empire
~fOJfCL 10.
s9-s~-i-;-oi
~,C:fvln~ `O.
A-9b
log of Test Pit No. TP-1
:~ Excavaced: 4/18/90 Logged b}- DCP Checked b~•: GFR
;uipmenc: Backhoe Driving 1L'eight and Drop:
~ nd Surface Ele~acion: 1147 feet Depth to Water. none encountered
i SliMMARY OF SUBSURFACE CONDITIONS SAM7LE5 1 ~ „ I . I
i
~
Thia loQ ia parc of the reporc prepered by Convene for thia Droject snd F ' ~ ~ 3 I
` I ~ enould be read together with the report. This ~ummary syplip only at the O ~ W ~ r ~
~ j U i locacion of the tea[ pit and ac che time of exovuion. Subaudace conditions LL ~ R 1~+ I
~ i may diffez at other locationa and may cnange st thia location with the j ~ r ' W
I ~~ ! pm~age o( [ime. The da[a pream[ed ia a aimplifmation of actual conditions .. y
J 3
p ( N ~.
I~ U
I
.
W ~ C O ~'
G (9 J I encountered. R
p 7
0 J
m ; 1 O
s- I Q a O
~ j ~ i OLD ALLUVIUM (Qoal) - SILTY SAND (SM): medium
, grained sand, loose, moist, brown _ _ _ _ _ _ _ _ _ _ _ _ _ r~"
~ CLAYEY SAND (SC): fine to medium grained sand,
roo[lets and pinhole voids [hroughout, loose siightiy
~ =
; _ _ 1 moist, reddish brown
I ~ BEDROCK - PAUBA FORMATION (Qp)
SANDSTONE: fine co medium grained, silty, I
i weathered, massive, dry, moderacdy hard [o hard,
I dark brown
~ ~ End oF rest pit at 5.5 feet i
; No ca~ing i
l I tio groundwater encouncered ~ I
i
f~ i
i
I Tes[ pi[ backfilled a; 18%90 ~ I
I
~
~
SCAL'c: 7'=5' (H=V) SKETCH : Nxe°e
ii
I R~ ~F~ 1~
/ ~'.• I •
~~ ~ ~
/
/ ^ ~~
~
~~ / /
/. .` /
I / ~ ~ ~ /
~
~
~
~ ~ T~
I
I
I
~ I
~ I
I
I
'
~
1
I ~
I I I
~ I
Pro~er. tia. ~~rawi~~6 Yo.
~Converse Consultants Inland Empire 89_81_1-3-01 A-10
'J
' Log of Test Pit No. TP-4
:~ Excavated~ 4/I8/90 Logged b~- DCP Checked b~^ GFR
-°ipner.t: Backhoe Driving Weight and DrOp:
.'nd Sur;ace Eievation: 1088 feet Depth to Water. none encountered
I ~ SUMMARY OF SUBSliRFACE CONDITIONS isu+v~es i j„ ~, i
~ ~
~
~'
I Thia log ia part o[ tne reporc prepsred oy Canreae tar thii projecc ana
I
~ F ',
,
~
~
~ 3
i
" ~ anould be read to¢ether Wi[h the report. Thia ~ummary applin only at the I O (
~
U ~
F. locacion o: che ceec pit and ac che cime o( excavation. Subaudue mndicions I ~ ~
\ C ~~ i
~
' may dif[er ac ocher locaciom and may cnange sc thi~ location with the I W
y i
u
I I ? =•• ' ^~
N
~ ry~ '
~ ' paaaage o! time. The daca preaenced ia a aimplifieation of attual ronditiont ~ H
~
~ „
j
7 O
~ J .
+ I~ U~ ~ ~
O C G '-
!
. C_ I encounterec. ^ ! m 1 C~ I p.~
p
~
; j ;; ALLUVIUM (Qal) - SILTY SAND (SM): fine to j
~
I ~ ~
ii medium grained sand, minor silt, moist, loose, brown i
~
'~~ TOPSOIL - CLAYEY SAND (SC): fine grained sand,
abundant organics, very moist, loose, black
, j ~ i i OLD ALLWIUM (Qoal) - SILTl' SAND (SM): fine
' ~ I grained sand, pinhole voids, massive, dry, soft ro
~.f ~.I moderatety hard, brown.
Ef ~I
~ I I
i= ~ BEDROCK - PAUBA FORMATION (Qp)
f =' SANDSTONE: fine grained, silty, weathered with
~ minor pinhole voids, massive, dry, soft to moderately ~ I I
- = hard
oroWn
,
' ' i I
; '
~nc of ;es; pic ac 13 Fee[ No ground~tia[er encour,cued I I
I ~
~
'
~ I tio caving Test pit backfilled 4; 13/90 i
I I I i
~ I I
c~~e: ,•=s cN=v~ SKETCH ~: sei •e
i Qal ~
I i
I
' I
~ . ~
^
'
~ I
Topsoil
. .
I j i ~
~ - T - ~ - T .
i
~
~ ;
i .
'
. ~
Qoa] ,
I i
I
I
!. I
~
~ ~
~ ~ ~
~ ~ ~
P.
~
~
i ~ . . ,
~ ~ i i
i
~ i ~
j i i
, i I
Converse Consultants Inland Empire
~•-o,~:: .o.
s9-s~-~-,-o~
e~~.~~g No
A-13
Log of Test Pit No. TP-5
>z Excavat>d: a/13/90 Logged by: DCP Checked by: GFR
:quipmer.:: Backhoe Driving Weight and Drop:
~~ ~nd Scrface Ele~acion: 1702 fee[ Depth to Water. none encountered
i StiMMAR1' OF SUBSURFACE CONDITIONS IS~M7LESI ; „
~ . ~
~-
Thie log ia par[ of ihe repor: Drepared by Conrme (or thi~ project and ~ ~ ~ C
, j
•' anould be read togecher v~i[h che report. Thi~ ~ummary applin only ae ehe
~
O (
~ I
U
locacion of tne [eec yic and ac the eime of excaration. Sub~urhee condieiona I I
L
,
• C
~ ~
I t
: i T i may differ ac ocner location~ and may chan`e at thi~ Ixation rith the W N ~
~ 7- tt
~
~ p passage o! tima The data prnented is a aimpiifieation of aetual tanditiom M J O
I .
.~ I ~ p
W
~ I ~~ I enwuntered. O m m L ~ O a ~ O
ALLUVIUM (Qal) - CLAYEY SAND (SCj: fine grained ~
sand, abundant rootlets and-organics, very moist, loose,
black
~
. f~ OLD ALLUVIUM (Qoal) - SILTY SAND (SM): fine I
5 ~ grained sand, open voids, mmor rootlets and rooc ~
~ ~ I clasts, dry, very dense, reddish brown; voids decre~se
~
!
I
I with dephh
~
'
I I
I
•~
I
~
BEDROCK -PAUBA FORMATION (Qp) I
~~ SANDSTONE: fine grained, silty, moderateh~ I I
-
i weathered, massi~~e, slightly moist, soft, dark bro~vn
j
I
~
~
I
i
End of test pi[ at 1'_ f=°t
~
~ i No caving I I i I
~
I No groundwacer encouncered I ~ I !
~ ~ T~cr n~r harkfillrri d!IR/O(1 ~ ~ I I I I
sc~~=_: ,'=5' (H=V) SKETCH ~: s~o°w
I ~ ~' ~ ,
' Qa~
; /
- /
- ~
-
~
~ . . . Qoal
- .:~• .-, .: .
I ~ ;.; _., P ~. :- ~
~'~ ~ I ~ ~ ~ -
I, i I I ~
Proiet: i~'c. Cinwiug Yo
~~.~ Converse Consultants Inland Empire • g9 g~ ~_: ~i A-14
J
' Log of Test Pit No. TP-6
_, Escava~ed: a/IS/90
-'uipment: Backlioe
~ :nd Surfaca Elevation: 1108 feet
Logged by: DCP Checked by: GFR
Driving Weight and Drop:
Depth to Water. none encountered
I~ SUMMAR~' OF SUHSliRFACE CONDITiONS ISAMDLES! i _ I
~ j I Thia loa ie par~ of [nc repor[ prepsred by Conrene tor thia projec[ and i
I ~ ~ ~` I
v
3
~ ~ ahould he read tog<cner wich :he repori. Thia ~ummary appiies only aL the
~ ~ ~ ~
~
U
locacion of the cest pic and at che cime ot ezcaration. Su6sur(ace conditiona I ~ I
LL j C ~~ ~
~ ~ ~
~ ' may dif[er at oth<r iocacione and may chan~e at this location wiLh the
I LL1
I
v\i ~ ~ i j., ~ ~`.
'
~" ' C o P~»~ge o! [ime. TF.e daca preaen~ed ie a aimplification at accual conditiona
C~
d r~.
I I J O ~ .N. I y u I W~-
C
C I
I
O encaun[ere
.
C: J . ~ ~ m i C
~ i
C
I
~ ' j j ALLUVIUM (Qal) - SILTY SAND (SMj: fine to I I ~ I
f
f i medium grained sand, roodets throughout, moist, ~ ~
_
i
~ i loose, dark brown
i~
~
C
,i
~ ~'
_~ j~
~
~ OLD ALLLJVIi1M (Qoal) - SILTY SAND (SM): fine
grained sand, pinhole voids and roodets throughout,
~
~
I dry, very dense, brown
I
~ I
i
!
'
-_ ~
_' BEDROCK
PAUBA FOR
T
I
~
I
~
. -
MA
ION (Qp)
i ~ SANDSTONE: fine grained, silty, modera[ely I ~ '
; i weathered, massive, slighdy moist, soft to moderately , I I
~ ;
~
~ hard, reddish bro~vn
I
~ ~
I !
I I
' i~ ,
i
End of test pic at 10 fee[ ~o grouad«a:~: e^cocr.ce:~d i
I !
I ' ~
' ; I
~
~ ~ No caving T:st pi[ bac.l•fi!!zd ~.'f3'90 ~
~ I ~
i
' I
! ~ i
scr.~=_: ,•=e• cN=v~ SKETCH
_ • s~~w
~
, i
.
..
Qa1 I
~
I
I
I
; Qoal I (
1 ! , ~ ~
~
~ ~~~~~
. . . ;
.. I
. . ' . .
I
I
.
' ~
1
I
(
I
I
I
'
I
~
I
I
I
I
I
n
' I ~ i I I I~OU
' ~ ~ I I
r^ ~ Pro~eC ~c Lraw~mg tio
; Converse Consultants Inland Empire
' s9,s~-i-s-o~
A-15
Log of Test Pit No. TP-7
,
~: ~ Exca~aced: 1/18/90 Logged b}•: DCP Checked b~e GFR ,
=quipment: Backhoe Driving Weight and Drop:
s und Surface Elevation: 7099 feet Depth ro Water. none encountered ,
SUMMARY OF SUBSURFACE CONDITIONS ISAMGLES ~ „ I
I ~
Thia log ia part ot ehe reporc prepared by Camme for thi~ project md F ~ I
3
'~ ahouid be read toae[her with the report. Thii ~ummary apptiea only at the ~
M lo<a~ion ot the eea[ pit anc a~ ehe time o[ excsvation. Sub~ur(sce conditiona a j ~
~ I
2
may ditfer a[ other locations and may chsnge ~t thia location with the
W
u~
I
~-
j.-.
~
~
~ Q p pmsage af tima The da[a preaented ia s simpliGtstion of actual tonditions H J I
O w > U '-_
O I ~~ I encouncered. O m m ~ O a O
I I ALLUVIUM (Qa1) - SILTY SAND (SM): fine grained
i sand, open voids and rootle[s throughout, dry, loose co
~ I_ medium dense, light brown; previously cultivated
{:~ : OLD ALLiJVIUM (Qoal) - SILTY SAND (SM): fine
~ grained sand, minor open voids, dry, dense, dark
_ 5
~ - , brown
BEDROCK - PAUBA FORMATION (Qp)
i SANDSTONE: fine grained, silcy, unweathered,
i massive, dry, moderately hard, dark brown
~
End oC test Dit ac 6 fee~ ~
~ I No caving
j ~ No groundwa[er encountered
'
i
~ ~ Tes[ pit backfilled 4/18/90
I ~
~
~
_ SCAL°_: t"=5' (H=V) SKETCH - : sse°w
' ~ I
i I
I Qa~ ' I , ~
I Q al ~
I
i q ;~:.r'. ~ i
I
~A '
;
;
~ i
'
; ~
I
,
~
. !
~ i ~ ;
I ! i
~~ Converse Consultants Inland Empire
~J
r
rro~e<< no.
s9-s~-~~3-0~
I
L
~
~
L
~
U
I~
~
~
~
,
~
Uraw~qK No.
A-16 ~
i ,
Log of Test Pit No. TP-8
I'~ ~:, Ex:avared: 4/18l90 Logged by DCP Checked by: GFR
~ment: Backhoe Driving Weight and Drop:
~'~ ~ nd S~riace Elevation: 1083 feet Depth to Water. none encountered
, !
, ~ SUMMaRY OF SliBSURFACE CONDITIONS
~
~ i Thia loa ie Dart of the reporc prepared by Convene far thia project ar.d
y enouid 'oe read toQethu Wich the reporc. Thi~ mmmsry ~pPliea only at the
~
' U
~ ,' ;ocacion of che tesc pic snd ac che time of ezcavation. Sub~urfacc conditiona
~
~
' ' ~ may diIIec sc ocher locatiom and may chanQe at thi~ lootion With the
c
~ ; M1 n ;
pmaagev( time. The data preaenLed ia s~implilcation of actual condihona
~ j ~j J ~ encountered.
' r j ALLUVIUM (Qal) - SAND (SP): fine to medium
4 gra!ned sand, trace silt, well sorred. moist, loose,
I
~
_ r brown
i
TOPSOIL - CLAYEY SAND (SC): fine grained sand,
abundant roo[le[s and organics, very moist, loose,
black
W
~+ J
G , m
~' ' ~ ~ ~ OLD ALLUVILJM (Qoal) - SILTY SAND (SM): (ine ~
;- ~ I grained sand, minor pinhole voids, dry, dense to very
I~ I~~ dense, dark brown
I ~
~ BEDROCK - PAUBA FORMATION (Qp)
''I ~ CLAYEY SILTSTONE: micaceous, weathered,
massrve, upper 1 foot very clayey, mast, sofc, oti~•e
j ereen
~ , End o; [est pit at 9 Cze[ No groundWater encouncered ';
' ' No c~ving Tesc pit backfilled 4; 13; 90 ~
i
_'scn~e: ,•=r cH=v~ SKETCH
~ ~ ,.
' ~. ~
' ~ . Qal ~ ~
I
i ~ -- -' - - I' ~-
-. . ~ . opsoil ~- I~! i
~ - _ ;
; .. . : I Qoal
~ ! ~ ~ I ~
,
, I ~ ,
I i ;
' ~ ~
I ,
f
, I
~ ,
C
W
O
~~
?:o~ec: !~c U:aWUrg :VC.
A
Converse Consultants Inland Empire
' s9-s~-i-:-oi A-17
~
0
O
LL
\
N
O
J
m
i V ~ ~
i ~~
i
w . ~
C ~ ~ i
~ i j ^ '
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i L . O ~+ i
~ : si i°e
Log of Test Pit No. TP-9
ai Excavared: 4/18/90 Logged by. DCP Checked by: CFR
auipmen[: Backhoe Driving Weight and Drop:
r< nd Surfa:e Elevation: l07] feet Depth [o Water: none encountered
i I
i SUMMARY OF StiBSURFACE CONDITIONS ~ su~v~es .. I• I
~ ~
Thia loQ ia psrt o[ the rcpart prepared by Canrene far thia project and ~ ~ I 3
~ I ehould 6e read together rith the report. This summsry npplin only at the ~ W ~ F I
I
~ i M !
~ locacion of the tmc pit and ac ehe cime of ucavation. Sub~urtace eonditiom LL ~ ~+ ~ i
~ _ may dit[er ac other locatioro and msy chanQe at thia locstian with the W m ~ ' 7~ C
~ C J I 7y~age 2( time. The da[a preaenced is a~implific>tion ot actusl condition~ H J p ~.~i > p W.
W ~~ ~ encountered. O m m
i ~ O a O
' I i ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
~~ sand, minor silt, well sorted sand, loose, moist to 1
~ foot, dr below, brown
~ OLD ALLUVIUM (Qoai) - S(L1"Y SAND (SM): fine
I grained sand, minor pinhole voids, dry, very dense,
5 _ It I brown
I
End of boring ac 5.5 feec
~ No caving
No groundwater encountered
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~ ~ Tes[ pic backfiiled 4/18/90
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Pro~ect No ;i:a~ving ~o.
~ Converse Consultants Inland Empire
~ ~ 89-81-I',3-01 A-1$
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' Log of Test Pit No. TP-10
:' Exc~va[ed: 4/]4/90
- ipment: Backhoe
:'r.d Surface E::~a~ion: I107 feet
Logged by: DCP Checked b~•: G FR
Driving Weight and
Depth to W'a[er. none encountered
; I
~ ' SUMMARY OF SliBSURFACE CONDITIONS $AMPLES~
~ '
~ I ;
~
Thia log ie parc of the repor: prepared by Conrene for thia pmject anc r ; 3
" ~ ~ should be read toge[her wich ahe report. Thi~ ~ummary applio only ac the ! I O ~
~ I w ! ~- ~
; U ~ loca:ion ot ehe tnn pic and a[ cne cime o! ezcsvacion. Subaurface conditiom n I
~ ¢ I~ !
~
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rv r~ ; pb+aage o! [ima The daca prnen[ed ia s~implificaiian o( sctusl condi[ions H J O ' H
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I;; ! ~ TOPSOIL - SILTY SAND (SM): fine grained sand, I
~. abundant organics, ~ery moist, loose, black I
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OLD ALLUVIUM
(Qoai) - SII,7'Y SAND (SM): fine ~ ..
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E~ Ii grained sand, rootle[s are oxidized to abouc 3 feec, I I
~ minor voids. drv, dense, brown
,
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End of test pi[ at ~ feet ( I I
No caving
I No groundwater encoun[ered
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j Tesc pi[ backfilled 4/19/90
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Converse Consultants Inland Empire
Pro~cr. tio. vr:~viqg \o
s9-si-rz-oi A-19
Log of Test Pit No. TP-11
a Excava[ed: a/19/90 Logged by: DCP Checked by^ GFR
auipment: Backhoe Driving Weight and Drop:
:n nd Surface Eleva[ion: 1098 feet Depth to Water. none encouncered
~ SUMMARY OF SliHSURFACE CONDITIONS SAMP~ES ' ~
I
i Thia loa ia psK of the reporc prepared by Conrene far thia project and ~ F ~ ,,, 3 I
` I should be re>d togecher Wi[h the repon. This summary appliea only at the O W ~ 1-
~
U ~ locanon o( the [esc pi[ and ac the cime ot escavation. Subaurface conditiom LL
\ ¢
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~ ~ may dif(er st other loca[ions and may change ac this location with the W N r ~~ C
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~ I ! i ALLUVIUM (Qal) - SILTY SAND (SM): fine grained
j i~ sand, roode[s throughout, loose, moist, dark brown
€~
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OLD ALLUVILJM (Qoal) - SII.TY SAND (SM): fine
~~ I.~ grained sand, roodeu [0 3 feet, minor voids, dry,
• brown
~
dense to very
dense
~ ~~ _ _ _ _ _ _ _ _ _ _ _ _ _
_
_
- i CLAYEY SAND (SC): fine grained sand, minor
I pinhole voids, slightly moist, very dense, dark brown
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End of cest v~t ac 6 fee[
' ~ No caving
No groundwater encounte:ed I
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F'ro;er. \o Dn~vmg Vo.
~.~ Converse Consultants Inland Empire ;~
~ s9-s~-i-?-o~ A-20
' Log of Test Pit No. TP-12
'' Ex:av2ted: a/19!90 Logged by: DCP Checked by: GFR
^•iipmenc: Backhoe Driving Weight and Drop:
::' nd Surface Eievation: ]089 feet Depth to Water. none encountered
j ; SUMMARY OF SUHSliRFACE CONDITIONS js~nr~ES~ j.. i' I
,
~ Thie iag ia parc a! the reporc prepared by Comene for thia project and
H
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~ ~ ~ anould be read together With ehe reyort. This ~ummary appiiea only at the ~ 0
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;; ; i ALLUVIUM (Qal) - SILTY SAND (SM): fine grained ~
r I sand, minor oreanics, moisr; loose, brown ~ I I ~ I
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O L D A L L i J V I L T M ( Q o a l) S I L T Y S A N D ( S M): f i n e
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' i ~ grained sand, rootlets to 2.5 feet, minor voids, dry,
~ very dense at 2S feet down, brown; near refusal with I
i ~ backhoe
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- j End of test pi[ ac 3 feec
I No caving
' No groundwater encountered ~
~
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Converse Consultants Inland Empire
s9-si-i-?-oi A-21
Log of Test Pit No. TP-13
)a Excavated: 4/19/90 Logged by: DCP Checked by: GFR
:quipmer.t: Backhoe Driving Weight and Drop:
~r ind Surface Elevation: ]08~ feet Depth to Water. nane encountered
~ j SUMMARY OF SliHSURFACE CONDiTIONS isu,a~es l „ . ~
j Thia loa is part of the report prepared by Conrene for thi~ yroject and
I
1- ~ ~
3
`
i ahould be read togecher With the report Thia eummary applio only st the O
~~
-~ U ! location of the [es~ piL and sc the time o[ ezcavstion. Subaudue ronditiom ' LL ¢
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may di[fer at other locationa and msy thange >t thia lxation vith the
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encoun~ered. p~ m m E O a O
~ I ALLWIUM (Qal) - SAND (SP): fine to medium
, f I grained sand, moist, loose, brown
i
j~ TOPSOIL - CLAYEY SAND (SC): fine grained sand,
~_~ abundanc organics, mois[ co very moist, loose [o
~
, _~ ~ medium dense, black
I BEDROCK - PAUBA FORMATION (Qp) •
i
~ SANDS70NE: fine grained, sitty, micaceous,
moderately weathered, massive, mo~st, moderately
hard, reddish brown
i
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~
End of test pi[ at 6 fee[
~ ~ No caving i i
I ' tio groundwarer encounrered ~ I
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i i t°sc backfiiled 4/19/90 j
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SCALc: 7'=5'
_ (M=V) SKETCH . • se~w
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:~1~~: .~o. ura~ving no.
r~~ Converse Consultants Inland Empire
89.-81-I?3-Ol A-22
' Log of Test Pit No. TP-14
.~ Excavatee: 4/79!90
~ iomer.:: Backhae
:~.^.c Su:E3C: Eiev~;ion: 1079 feet
Logged b~~: DCP Checked by: GFF
Driving Wei¢ht and Drop:
Dep[h to 11'ater. none encountered
~ SUMMARY" OF SliBSURFACE COhDITIONS ISANP! es !_
~ ~ , Thi~ log ia part of [he reporo PreGared by Convene for thie projecc and ~
I ',~,~ ~~
i~ I
~
L I
ehouid be read togecher WiLh the repart. Thia ~ummary appliee only at the I
O V ~ F !
U - !o<azion of che tmc pit and at the time of excsvstion. Sub~ur(ace conditione I LL C I.. ~ '
'
_ ~ may differ s~ otner locaciom and may change at ehi~ tocation witF. the
I W
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~ U\I r t 7~ I C '~,
V C U Pi+sage o(.time. The daaa preeenced ia > simpliCweion oC aaual conditiom ~~ j
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; ~ ~ i ALLUVIUM (Qa1) - S1LTY SAND (SM): fine grained i ~
. /
' sand, moist, loose, brown
/
I
i
~
~ TOPSOIL - CLAYEY SAND (SC): Fine grained sand,
~
I
' = :, abundant organics, slightly moist, loose, dark brown
' ; i BEDROCK - PAUBA FORMATION (Qp)
i ~ SANDSTONE: fine grained, moderately weathered, ~
~
; massive, slightly moist, soft to moderately hard, brown
I i
~
I
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~
cnd of test pi[ at 4.5 feet
j ~ No caving
;' j tio groundw•ater encoun[ered i ~
'
~ ! Test pit back±ileld 4/19/90 I ;
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^ Pro~ec. tio Ure.~tng Vo
~ Converse Consultants Inland Empire
s9-si-~-~-oi A-23
Log of Test Pit No. TP-15
~a Ex:avaced: 4/19/90 Logged b}•: DCP Checked b}•: GFR
Guipment: Backhoe Driving Weight and Drop:
.: md Su:fac° Eleva[ion: 1079 feet Depth to Wate:: none encountered
i ~ SUMMARY OF SliBSURFACE CONDITIONS SAMPLES I ^ I'
I
I
~
I Thi~ IoQ it psrt of the report prepated by Comene for thii projett snd F ~ ' 3
` I ahould be read togecher With ehe report. Thia aummsry ayplie~ only at the ~ W
I ~ F ~
~ U ~
V locacion of the tnt pit and at the ume ot excav~tion. Subsurtace conditions LL C i~+ ~
I -~ i may di![v at other locationa and may chanQe at [his location With the W ti i ~ j.. ~ C
~ p i paasage of time. The data presmced ie a~implitcation of actuai condi[iom n~i J O .N+ > U 2~.
w j C O
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eaCOUntered. I C
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~; I I ALLUVIUM (Qai) - SILTY SAND (SM): fine grained
sand, moist, loose, brown
(
~ OLD ALLUVNM (Qoal) - SILTY SAND (SM): Cine
_ ~
~ ~ grained sand, minor open voids, roodets to 3 feet,
~ moisc, very dense, brown; near refusal with backhoe
I i
i
End of test pit at G feec
tio caving (
i I
~ I~o groundwater encountered I
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' ~ Tes2 pit backf;lled 4/19/90 I
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SCALE: 7"=5'
_ (N=V) SKETCH : se~w
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Prolea No ~ Griwin¢ tiu
~ Converse Consultants Inland Empire
~ /, s9-ai-i-?-oi A-24
L~,
~
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~
' Log of Test Pit No. TP-16
' Exca~ated: a/19!90 Logged b}~: DCP Cheched by: GP1:
-~iip:a_a;: Backhoe Driving Weight and Drop:
:•, nc ~cria~e E!evstion: 10'? fee[ Depth ro Wate:: none encountered
! SUDIM.4RY OF SliBSliRFACE CONDITiONS is.v+ v~es i ~,.
. :
,
! ,
~
~ Thia log ie par[ o! che repor: prepared by Convme far thi~ project aad ~ I ~ , :, ~ i I
I (
~ ~ i~ould be read together v~~h the report. 'fhia ~ummary appliee oniy ac the
~ i O I W ' r I
!
U '
~ locacion o( the test pit and a: the time of excavstion. Su6audace mnditiona . LL ~ ~ ,' ^
i ~
; may ci(Ee: a[ other locaciom and may chnnge at this location wiLh tne i W 41 ^
r ~ ^ ~
c~ pasaage of time. The da[a preaen[ed ia a~impiilcation ot ac[ual conditiom ~.~,~ ~ p ~ i y ~ ~ =
'~ L J ;
enrounterec.
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' ; I ALLUVIUM (Qal) - SILTY SAND (SM): fine grained ~
~ i
''_,___' ~~ sand, moist, loose, brown ; I
4 i ~' ' TOPSOII, - SILTY SAND (SM): (ine grained sand, ((~~I I
~ ~= ~ abundant organics, moist to very moist, loose, dark ~ !
~
b
•
row
n
' ~~ I BEDROCK - PAUHA FORMATION (Qp) I i
~ I SANDSTONE: fine to medium grained sand, ciaye}•, ~
! ' moderacely weathered, massive, very moist to 4 feec, i i
~ ; j
~ ~
~ moist to 4.5 feet, soft to moderatelq hard, brown
I ~
~
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I Er,d oi [es[ pit at 4.5 fee[
No caving ~ ; i
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No groundwater encounrered ' ~ ~
~ T:s: pi; backfilled 4/19~90 ~ ~
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~n Converse Consultants Inland Empire s9-s~-i-3-ni A-25
~~
log of Test Pit No. TP-17
~: . Ex_^_va:°c: a/19!90 Logged by: DCP Checked b~~: GFF
cqcipment: Backhoe Driving W'eight and Drop:
-,i ind Surface Ele~~ation: 1703 (eet Depth to N'ater. none encountered
; ; SUMMARY OF SUHSUKrACt CUrvlll t Ivrv~ Isu+v~es ; I„
. I ~
~
~
i i Thie loa ie pare of che report prepared by Convene (or thia project and F i
',
, 3
-
` I.
I ahoutd be read toge[her with the report. Thia aummary appliea only at ehe 0 I
~ W F
~ ~ U ; tocacion of the teet pit and at tne time o( excavation. Subsurtace conditiana LL i ~ i~ ~
!
~ moy differ at other iocation~ and may change at thit loution With the I W uf ~ ~~~
C
~ I ~~ '
~ paaeage o( tima The dua prom[ed ia a simpli(cation ot actual conditiona r~i
~ J O
..
~ > U ~
I
''
_. C: J entounce:ed. Q m l m o Qa
o
~
I j TOPSOIL - SII.TY SAND (SM): fine grained sand, ' I
E'
abund~nt organics, very moist, loose, dark brown i
~= i BEDROCK - PAUBA FORMATION (Qp) I I
- , SANDSTONE: fine grained, silry, moderately
~
i weathered, massi~e, moist, moderately hard, brown ~
I
;
~ '
i
End of iesrpi~ a~ 3.5 feec
~ I~o caving i
~ i No groundwater encountered I
~ ~
~
; ~ Test pit backfilled 4/!9/90
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~~`r' Converse Consultants Inland Empire
~ ~ ' s9-si-i-:-oi A-26
' Log of Test Pit No. TP-18
~ Ex~avate~: a!19!90 Logged by. DCP Checked by: GFR
~!~pmenc: Backhoe
~ ind Su.-iace Elevation: ]071 feet
~-^
Driving iVeight and Drop:
Depth to Water: none encountered
. i ~ SUMMARY Ut SUHSUKFACE COIvDITIONS ~san v~ES i „
I ~ ;, ' _
I
Thia log ia part of the repor[ prepared by Convene for thia projece nnd ~
V i 3 ~
L ;
~ ' ahouid be read waecner wi~h the repoK. ?his ~ummary applin oniy s[ the O
~ ~
~ i
H i locacion o( c!~e [ea[ pie and a: che [ime of excavation. Sub~udace conditiona ~ C .
+ ~
~
,: ~ - ~ may dif(er aa o[her locationa snd ma7 ~hnnQe at this locacion v~i[h ohe W N I r i j.. •
G
C~; '
~ paaaage of [ime. The daca promaed is a aimpliCocion of accual mnditiona
- ~
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; ; ~~ ~ en<ouncered. C
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[ j i j ALLUVIUM (Qal) - SILTY SAND (SM): fine grained ~
~_= sand, mois[, loose, brown
~ j = -; BEDROCK - PAUBA FORMATION (Qp)
' _ ' SANDSTONE: medium grained, silty, moderaceiy
; i weathered, massive, dry ro slightly moist, moderately
~
I
I hard, brown: scour and fill channei features
I - i
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' End of rest pit a: 4 feet
No caving I
No groundwater encountered
Tes[ pit backfilled 4;19;90
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\
. . ~,... .. ~
S9=R1-I'?-01
..r,~Wing .~o
A-27
Log of Test Pit No. TP-19 '
~. ~ Exca~aced: 4/19/90 Logged by: DCP Checked by: GFR ,
=o~~ipment: Backhoe Driving Weight and Drop: '
~:_und Surface Elevation: 1083 feet Depth to Water. none encountered
j SUMMARY OF SUBSURFACE CONDITION3 su+a~es f „ '. ;
I I ~
I Thia log if Dart ot the reDOrt prepared by Convene far thia project and F i 3 ~
" ~ I
~ anould be read together with the report This aummary spplies only at the 0 W F I
'
U locacion o( the ees[ pit and at the time o( excsvation. Subaurlace conditiona LL C ~~. !
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may diCCer at other Ixations and may ehanQe at thia loutian with the
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~ i ~ ALLUVIUM (Qal) - SIL7Y SAND (SM): fine grained ~ ~
C f ~ j sand, abundant organics, very moist to wet, seep at 2
~-
_ < I feet, with minor caving, brown I
~
-
DEDROCK - PAUBA FORMATION (Qp)
i i SANDSTONE: fine grained, silty, moderately
I weathered, massive, moist, soft to modera[ely hard,
~ ~
I broWn
End oC tesc pit at 3.5 feec ~
~
Cov~ng as noted
I No groundwater encou~cered ~
I ~
~
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i Tesc pit backfilled 4/19l90
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SCAL=: 7'=5'
- (H=V) SKETCH : Nes°e
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Pro;er. N~
S9-81-1'?-01
~
DnWin;.\n. '
A-28
, Log of Test Pit No. TP-20
~~ Exca~•ate~: 4;20/90 Logged by: DCP Checiced b~•: GFR
~men;: Backhoe
;~,:nd Su:face Elevation: 7080 feet
_~
Driving Weight and Drop:
Depth to Water. none encountered
~ i SUMMARI' OF SLHSURFACE CONDITIONS ~sana~es t ',. ~
I ~ I~
~ This log ia part o[ the reporc prepared by Conrene for this projece and
I (
I ~ ~
'
~ ~ ~
" ~ ~ shoul2 be read cogecner wich the reporc. Thia summsry sppiin anly at the I I O ( u ~
'
U i
' iocacion o: the ees: pic and ~c tne ume o( exovacian. Subaur[ace condieionf LL
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may dif(v a: other locat~one and~ may chsnQe se this lacation with the W I u
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^ ' ~~ ~
paaaage o: :ime. Tht daca preaen[ed ia a aimplification af actual conditiona
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' r l ; I ALLUVIUM (Qal) - SILTY SAND (SM): tine grained ~
(~. san~, abundant organ~cs, moist, loose, brown
_ ~ I ~ ~
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~ OLD ALLUVIUM (Qoal) - SILTY SAND (SM): fine
~ ~ ~
f gramed sand, rootlets and organics to 4 feet, minor
i i
:
;~
pinhole voids, dry, very dense, brown I
'~ _
~
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~ End of [est pit at 6 feet ~
I
i i No caving
~ tvo groundwater encountered
~ Test pic backfilled 4/19j90 I
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~~
. ro~ec: ac
S9=S1-I-3-OI
'vnWmgV,_
A-29
Log of Test Pit No. TP-21
a Excava[ed: 6/20/90 Logged by: DCP Checked by GF~
„••~pment: Backhoe Driving Weigh[ and Drop:
r.,~nd Suriace Elevation: 1134 feet Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS ~su+o~es i ~„
\ ', ~
i I Thi~ IoQ i~ psrt ot~the report prepared by Convene tor this project and f I I 3 ~
~ I ; ahould be read toQe[her with the repart. Thi~ ~ummary applin only at the
I ~ W i F
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iocacion of ehe tua pic and ac the time of e:cavaeion. Subaurface conditiona \ ? ~.. i
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I may differ s[ oeher locaciom and may change ae ehi~ Ixation wich the
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~ Q~ I encouncered. p I
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I LANDSLIDE DEBRIS (Qls): disturbed sandstone layers, i ~ i
fine to medium grained, increased moisture with depch, !
I soft, oxidized, brown and reddish brown ~
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10.5'-Slide Plane - Ni°11',36°S. Poorly developed
I
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~ striations plunge direcdy down slide plane, 1 1/2 inch ~;
' ;
i ~ thick clayey gouge ~ ~
~ ,
~ ~ BEDROCK - PAUBA FORMATION (Qp)
I ~ ' !
! SANDSTONE: fine co medium grained, silty, slighNy ' i i ~ j
~ ' wea['r.ered, unoxidized, massive, sliend}• moist. ~ i I i ' i
I ~ nodera[ely hard, olive green i I
~ ~
i
~i End of test pit at t? ieec No groundwa[er encouncered i ~ I
~ ; ~~b caving Test pit backfilled 6'?0.'90 I ~ I
SCALE: 1'= 1D~c~=v~ SKETCH : sea•w
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`:/
r:n~ecv .c
89-SI-1-?-0~1
UrnWing \o
A-30
'
__ Log of Test Pit No. TP-22
~' Excavaced: 6/20!90
~pmer.t: Backhoe
J~ond Suriace Elevation: ~i4~ feet
Logged b}~: DCP Che:ked r~~: GFR
Driving W'eight and Drop:
Depth to Water. none encountered
~ i ~umm,vxz ur aUbJI,KtACE CUNDITIONS ISAMPlES i ; ,~ :
~ Thie lo
ie
rt of th
r
or[
d b
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pa
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ep
prepare
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onvene for this project and ~: ~ ~ ~ !~'
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snauiC be read toQe[her Wich the repor[. This aummary appliea only sc che
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j U iocanan of the teat pit and u the [ime o( excavation. Subaurface eondiciona ~ ~ ~ ~ c .~.
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c j may diftet ac other locat~ana and may chsnae ac ehie location with the W ~ ~ '
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C i C c7 ~' pa~sage of cima The d>[a pramaed ia a~impiificatwn o[ actual condieiona n~i : J O ~ ~
~ ='
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~ i ~~ i entountered. 0 i m I m > U
~ p ~ p L+ ~ ~
~ i LANDSLIDE DEBRIS (Qls): disturbed
sandscone beds, fine to medium grained, increased
I I I
~ moisture with depth, soft, oxidized, brown and reddish I
' I I brown '
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i 15'-Slide Plsne - h30°W, 39'S1V. ? inch thick scriaced
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~ I clayey gouge. Sviations are random. May be plane of i ~ ~
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i dif:erenciai adjustmen[ oC bedrock layers i ~
~ ~
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~ BEDROCK - PAUBA FORMATION (Qp) ~ ~
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I SAiv'DSTONE: fine to medium grained, silcy, slieh[ly I
~
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- w°athe:ed, unoxidiz°d, massive, slightly moist. I ;
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- r..ode:ateiy hard, oiive green and moded bro~~n i ;
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' Ene of tesc p~c at I i feet \o groundwarer encountzred ~ i
~ ~
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~ ~ vo ca~ing 7es~ pi~ backfiiled 6:30,'90 ~ ~ i ~ ;
CALE :7•=,o•cH=v~ SKETCH :s~o•w I
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Converse Consultants Inland Empire
se-s~-i-:_~:~i A-31
Log of Test Pit No. TP-23
a Excava:ed: 6/20/90 Logged b}: DCP Checked b~- GFR
a~~~pment: Backhoe Driving R'eight and Drop:
:_and Suriac: Elevation: i157 feet Depth to W'ater. none encountered
; SliMMARY OF SUBSliRFACE CONDITIONS jSAM7lES I I^ I' ~
i I Thia loa ii Dart of the repors prepsred by Convene [or thia project ufd F ~ I 3
v
"
L i should be resd toQether ~.~th the reporc. Thi~ ~ummary >ppliea only at the I 0 I
~
~ C.1 i loca[ion af the [eu pit and a[ the time of excavation. Sucsuctsce condicions ~ LL ¢ !~
I ~= i may difter sc other locationa and may change at this lota[ion Wich the I W m ~ I 7.. ^~
W I C O i P'°aage of time. The daca proenced ia a~impliC~cation ot accual wndiciona I
I~.~. j O .N. > U I
O
! C7J encoun[ered.
I O~ m
m
E 1 OC
C
~ SLIDE DEBRIS ?(Qls): disturoed appearing sands[one I ~
~ layers, fine to medium grained, increased moisture wich I
~ depth, soft oxidized, motded brown, Possibly deeply
i Weachered bedrock.
~ ~
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~ i
~ ~
BEDROCK - PAUBA FORMATION (Qp) i i ~ i i
~ ;
i SANDSTONE: fine to medium grained, sl;ghtly ! I
I i I i
`~ -
~ ~ ~ wea;hered, unoxidized, massive, slighdy moist, j i ;
= moderacely hard, olive green , ; ; i j. ~
~, No groanawacer encountered End of cest pi[ a~ ]% tee; i I I ~
~
1' I Tes~ pit backfilled 6 30!90 No caving ~ j i
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SCAL5:1•_,o~cH=v~ SKETCH ; S~,.W
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: .n Converse Consultants Inland Empire
~,J s9-si-i-?-~,i A-32
' Loa of Test Pit No. TP-24
a' Es~a~•s:e~: 6%20 ~90
bmen:: Backhoe
:,.nd S~r:ace Elevacior.: i:22 feet
Logged br: DCP Checked bc: GFR
Driving R'eiehc and Drop:
Depth to R'ater: none encountered
. j ~ JUn1MAKT" Ut JUtlJI.'KfACE CO:~DITIONS ISanvlES i I.. I --
i
j ',
~
Thia loQ ia part o! the repor[ prepared by Convene for [hfa projec[ and
snould be read [agetner aith the report. Thi~ aummary appiim only a[ the ,
~~
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~ 1 3 ~
~
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`~ ioca:ion oi :he [eac pic and ac the t~me o( excavauor.. Suhaurfa<e mndiciana ~ ~ I~ C '_ :
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.
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may differ at other locaponf and may chan¢e at this locat~o: With the
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~ ~ ~; ~ i encouncered. O m 0 I L i p C~ ~
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'/~j~j'.~
/ SOIL - CLAYEY SAND (SC): fine co medium I
.~i
i;
grained sand, dry, dense, dark brown to reddish brown
' 1I ~j
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OLD ALLUV7UM (Qoal) - S1LTY SAND (SM): medium
-
; i ro coarse grained sand, wea[hered to abouc ~ feet,
_
, !
,
norizor.tal stratiticauon, dry, loose to medium dense, , ~
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~ , End of tesc pi[ at 12 fee~
' i I No caving i I j i
~o groundwacer encountered ~
Test pit back(illed 6/21!90 I I I ! ~ i
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CAL'c:1-=,o~cH=v~ SKETCH : S~o^W
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Converse Consultants Inland Empire
P~o~ec: ~.:
s9-s~-i-;-ui
~..ar~nl' N..
A-33
Loa of Test Pit No. TP-25
e Excsva:e~!: 6/20/90 Logged be DCP Checked by: GFR
~uipmen:: Backhoe Driving 1Yeight and Drop:
;_~nd Sur,"ace El:vation: I122 feet Depth to Water. none encountered
' SUMMARY OF SUBSti RFACE CONDITIOKS
I ~s~M a~es ~ ~ ,
I
'
Thia loQ i~ pazt o[ the report prepared by Convene for thia project and
~
~
~
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I~
~ 3
"
~ ~ ahould be read eo ether with ehe re ort. Thit ~umma a
Q p ry ppiiee only atehe
~
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~ i Iowcion o( the teat pit and se cne cime af excava[ion. Su6aurface conditiana ~ ~ W
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L I may di[fer a[ ocher loucions snd may change ac [hia location rith the W ~
N
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° ~.
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~„~ Y
J 3
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~r ~ u i
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-~' I C: J I en<ouRtt[ed. O I m m I L p C I p.
'~'/ j ~ SOIL - CLAYEY SAND (SC): fine [o medium ~ ~
~ ,
;
~ gra:ned sand, dry, dense, dark broWn to reddish brown
4 f
I OLD ALLUVIUM (Qoal) - SILTY SAND (SM): medium
~~ co coarse grained sand, weathered to about 5 feet,
' ; i I
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horizontal stratifica[ion, dry, loose to medium dense, ~
~
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~% 39-St-I-?-0~ A-34
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' SAMPLE TYPc TEST TYPE
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(Ae~ultn ehown In Appentltx B) = i
H
STANDARD PENETRATION TEST
CLASS O ~
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Split barrel aempler In eeeordance wlth IFlCATION
Plnstlclt !
~
ASTM D7586-Ba Stenderd Teat Mat~oO y P~ I
Graln Size Anelyeie me
- i
SoeNNC Grevlty sp
~ DRIVE SAMPLE, 2.42' ID aempler, Santl Epuivelent SE
' tlriven wlt~ 140 IC. welpht, 30 In. drop Expeneion Inaex EI
STREN6TH
Ol~ect Shear aa
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'f~ DISTURBED BULK SAMPLE ~ UnconflneC Comoreaelon uc
~ T~lazlal Compreae~on tx
PoCReI Penelrometer p
' CONSOLIDATION c I
,
~$
~1FIED SOIL CLASSIFICATIOIV SYSTEM AND EXPLORATION LOG SYMBOLS
Converse Consultants Inland Empire
P-o~ea Ne.
89-8t-t73-01
D:~Wm; No.
A-35
I Consoiidation of Sedimentary Rocks; usually determined from unnenthered samples. Largely dependen: '
on ceaencacion. m
U= unconsolida:ed M= modera:e7y eonsalidated ~,
p= poorly consolidateC M= well consolidated
II Bedcinc o` 5edimentary Rocks ~~ '
Solit:ina Prooertv Thiekness (in feet) Strati.`icaiion ,
~Massive greater than 4.0 very thick beddeC
-
Blocky 2.0 to 4.0 thick-bedded
Slabby 0.2 to 2.0 thin-bedded '
Flaggy 0.05 to 0.2 very thin-bedded
Shaly or platy 0.07 to 0.05 laminated
Papery less than 0.01 tninly laminated -
'
III Frac:urinc/JO~ntina (discontinuities) ~~ ~
Intensitv Sixe of Pieces (in feet)
Very little fractured greater t~an 4.0
0 to 4
0
r
d 1
f
i
ll ~
_ '
.
_
.
e
rae
u
y
Occasiona '
Moderately fraetured 0.5 to 1.0
' Closely traetured 0.7 to 0.5 ~~ ,__
Intensely fractured 0.05 to 0.1
Crushed less tan 0.05 -
`_
IV Hardness ' ~ ""
1. Sof; - Reaerved for plastit ma[eriat alone. ~~;:. ,
2. Lo.. ~ardness - Can be gouged deepiy or carved easily with a knife blade. ~ .. !
3. Modera~eiv hard - can be readily scratcned by a knife blade; scrate!+ leaves a heavy trace of du:t
aoc i-'s fea Tvisible af[er the po..der has been blown a..ay. ~- !.
4. Hard - Can be scratched with difficulty; scratch produces little ponder and is often faintly ~~~
visible.
Verv hard • Canno[ be scratched with knite blade; 7eaves a metallic streak.
5 ~-
. ~~',
y y..~~.h
,. Plastit or very lon Streng[h. ..
Z. Friabie - Crumbles easily by rubbing r+i[h fingers. ~ :-~~
:, Meak - An unfrac[ured ~specimen of such material will cr~mble under lig~t hammer 61o..s.
4. Moderatelv s~rona -$pecimen wi11 withstand fen heavy hammer blows before breaking. _
5. S:rona - Specimen nill rvithstand a fer+ heavy ringing hammer b7o~s before Creaking inta large "'
iragmmts. _
6. Verv strona -$peCimen *i11 rcsis[ hea~y ringing ha~m+er b1oRS and nill yield nitl d~f(iculty only
cusc ana small flying fragments. _ ~:,°
VI wea.herinc - The physical and chemieal disintegra[ion anC decomposition ot ~rocks and minerals 6y '
naturai processes such as ozidation, reduction, hydration, solution, carbona[ion, and freexing and
:haning.
F, fresh - Unaffected by wea[hering agents. No disintegra[ion or discoloration. Fractures usually
~~'
~numerous than joints.
L. Slioht - No megascop+c decomposition ot minerals; 1i[t1e to no effect on normal cementation.
iignt and intermictent, or localized discoloration. Fe.. stains on fracturo surfaces. r'?
M, Modera[e - Slight change or partial decanposition af minerals; li[Ue disin[egration; cementation ~'
Tii:ie to una(fected. ModeraCe to occasionally '.ntense discolora[ion. Moderately coated
fractures. ~
D. Dee~ - Modera,e to complete mineral decomposition; estmsive disintegration; deep and thorough
oiscoiaratton; many fractures, a11 extensiveiy [oa[ed or filled wi[h oxides, CarDOnates and/or
~ .~;~_;'
clay or si1t.
Q
PHYSICAL PROPERTIES CRITEKIA FOR ROCK DESCRIPTIONS :` ;'
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~o~sClNO.,
Temecule, California 89-81-173-01 ~
for: Mesa Homes J,
~ Fpwe No
I~ Converse Consultants Inland Empire n.-ss
-'
1
' •
'
'
'
, -
'
' APPENDIX B
LABORATORY TEST PROGRAM
'
'
'
'
'
'
'
,
'
~
1
__~~erse CocsoFtants ~vlano F~roir= -
qo
' Log of Boring No. BH-3
>' Drilled: 4/23/90 Logged by: DCP Checked bc: GFR
=^~iipment Bucket Aueer
J,' nd Surface Elevation: ]166 feet
Driving N'eight and Drop: See ADDendlz ~
Dep[h [o Watet: none encoun[ered
I SUMMARY OF SliBSURFACE CONDITIONS ISANPLES i ~„
~ ~
Thie log ia par[ of [he reporc prepared by Conrme for thie projecc and
I i
~
v
F i
~
~ ahould be read toge[her with t5e reDert. Thia summary appliea only ac the
~ I
0 ,
~
I U !
location of the boring and at the time af drillin¢. Sub~urface conditionf
~ ~ i LL C
V 7 ~ '
~ ~ ~ <
~ i I may ditfer at ocher locaciom and may change at thia locacion with [he
a ~ W
7
Y Ui ~
3 u1 ~~. I C
~
W
¢ f~ i paaaage of cime. The daca proenced ie a ~impliCcation o! actual condiciona nn J O ~+ .
> u
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I entoun[ered.
I L7 O I ~
p 7
m ~ O
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p" i p
' SOIL - CLAYEY SAND (SC): medium grained sand, I I i
trace gravel, rootlets throughout, reddish broµ•n
- I
, =1 BEDROCK - PAUBA FORMATION (Qp)
~, SANDSTONE: medium
grained, clayey, moderately
weathered to about 4 feet
massive
brown ~ ^ 6 S I l9
5
-
J
,
,
~ I
,~ SANDSTONE: fine grained, clayey, micaceous,
'
massive, olive green, local in[erbeds of inedium
grained sandstone with consistency of loose sand '
~
'~ ; =~ 6 II I~1 ds
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?rc~ecc No pr~ving tiu
Converse Consultant Inland Empire S9 g~ ~.._ ~~ q-3a
Log of Boring No. BH-3
o,~9~~0~; 4/23/90 Logg^d b~° DCP Checked by: GFR
iipment: Bucket Aueer Driving ~~'eight and Drop: See nppendix n
~t d Suriace E:evation: 1166 feet Depth to ~~ater: none encouncered
4RY OF StiBSURFa.CE COhDITIONS s
SUMVI
' nr,v~esi j ,, i .
I
.
~ ~ i
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Thia log ia D~~c o[ ehe reporc prep~red by Con~ene [or ehia projecc and F
~
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ehoutd be read togecner wich [he report. Yhia aummary appliea only a[ t:~e
+, p W r
I
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U locacwn of the boring and >~ tSe time of drilling. Subaurface tonditiona
~ ~ j ~ ~ i Y
i
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i may differ ac other locahona and may change at thia loca:io~ with the
j
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N
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' _ ' ' _ _ ' _ ' _ ' _ ' _ _ ' _ '
CLAYSTONE: silry, massive, oli~e green. Grades ~ ~9 92
to sandstone
a0
~ - - - SAFDSTdt~E: E7rte-g~a~ned; siTry [o clayey locai7y; ~ ~
i massive, olive green. Local interbeds oF medium
~_ ~ grained sandstone ~~~ich consistency of loose sand. I
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! Boring backfilled and camped 4!'_3/90
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,``" ~ Converse Consultant Inland Empire
J
Projec[ tio
89-81-1i3-O1
Urr~:r,g Vo
A-3b
,
APPENDIX B
' LABORATORY 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 exploration logs (Appendix A) and in this appendix. A
summary of the various iaboratory tests conducted is presented below:
' In-Situ Moisturp Content and Drv Density
' Data obtained from these tests, performed on relatively undisturbed ring samples obtained
from the field, were used to aid in the classification and correlation of the earth materials
and to provide qualitative information regarding svength and compressibility. The percent
, of moisture as a function of dry weight, and the calculated dry density in units of pounds
per cubic foot (pc~ are provided on the logs.
~ ~boratory Maximum Densiry and Ootimum Moisture Tests
Three laboratory maximum density and optimum moisture tests were performed on
' representative bulk sampies of the site materiais. 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 pertormed on both reiatively undisturbed ring and remolded soil
samples. Individual rings were prepared, soaked and vertical surcharge applied. Each
' ring was then sheared at a constant rate of strain. A range of normal loads was applied
and the shear strength envelope was determined. Results of the tests are presented on
Drawings B-2 through B-4, "Direct Shear Tests.'
Consolidation Tests
Data obtained from these tests, performed on relatively undisturbed and remoided soii
samples, 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. Normal vertical axial loads were applied
:o the ends of the sample through the porous stones, and the resulting vertical deflections
were recorded at various time periods. The load was increased after the sample reached
a reasonable state of equilibrium.
S2mples were loaded at field moisture and submerged for additional loading. Test results-.__
are shown on Drawings B-5 through B-11, "Consolidation Test."
~.,-01- ; 73-01
~~
_~ ~e•se Ccnsc~~a~ts i~iane Emoi•e
B-2 '
:'
Exoansion Index Test ~'
A setected bulk soil sampie was tested to determine the expansion potential of the clayey
siRstone encountered at the site. The lest was conducted in accordance with UBC ..
Standard 29-2. The sampie had an EI of 124 which is class~ed or highly expansive. ~
SAMPLE !I
BORING SAMPIE DEPTH EXPANSION
No. No, ft SOIL DESCHIPTION N X __ ~~
BM-1 BUIK 6 39 -~0 Clayey Silt 12t
Resistance R-Value Test
A selected bulk soil sample was tested to determine the "R' vaiue using tfie Caiifornia "R'
Value Test Method No. 301 (ASTM D 2844-69). Resufts of the "R" value test are
presented below:
AM L AN -
BORIMG SAMPLE DEPTN "R" !~-
No.
No.
(}t) SOIL DESCRIOiION '
V~LUE•
BX-7 B•2 25•26 SAND (SC) 68
• By eaudation
Soil Corrosiv~ ~
Resistivity, pH, soluble sulfate, and chloride concentrations were determined for a soil `
sample to evaluate the corrosion potential of common construction material in contact 1'
with soil. These tests were performed by Converse Envirolab, and the test results are
shown at the end of this Appendix.
Samnie Storaae
Soil sampies presently stored in our laboratory will be discarded 30 days after the date
of this report unless this office receives a specific request to retain the samples for a
longer period.
~1
~ '
0.
°Q-8? -~ 73-01 '
L
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~
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saM~~~ D~~rt~
°`3180:,
y i..OC:,TION (ft)
1
" ~u_2 2-3
- BN-4 2-3
I - aH_c O_5
5 iC 15
MOISTURE CONTENT IN PERCENT
-ESCRIPTION
S4N0(SP)
CL.4vEY Sat~D(S~j
SI~TY SAwD(S~)
' ~ CO~fP~CTIOti TEST
+' -\'~:iE~TcR _:LL RESID°NT:A~ JEti~~OP~i~:vT
'= ~-: '.fesa ~iomes
TES;
LdE~HOD
PSTM v'S57
ASTI~ C' S57
ASiM D!`_5'
CENT SATURATIG.~'
' CRAYITY = 2.70 ~
i
~
20
i
OPTIMUM MAXIMUM C3Y '
~lOISTURE (~) DENSITY ipM)'
t3.a tta.7 ,
%.° t29.5
4.9 t27.0
Froject No.
8~-ci-173-01
~3
~onverse Consultants Inland Empire ~r~w~:,; N,, ~-1
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' HORIZONTAL DEFORMATION I~I INCH
~ HOF.ING/SAMPL? BN-t/S-2 DEPT~ ('t) S-t0
DESCP.IPTION : C~crEY snNesTONE
STRENGTH INTERCcPT (ksf) 6at (PE4K STRENG7H)
~ FRICTION ANCLE (degree) a6.0 (PE,4K STRENGTHj
SOAKE~
MOISTURE DRY DENSIT`:' VOID NORMAL PEAK RESIDUAL
~YM50L CONTENT (w) (pcf) RATTO STR~SS (;:sf) SHEAR (ksf) SfiEAR (ksf)
~ O i6.9 i76.0 .a37 .50 t.t5 .Ba ;. '
~ 16.7 t 16.3 .a3J t.CO t.69 i.t5 I
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2.71 i
2.12
~ ~
'
'
I ~
DIRECT SH..aR TEST ;:
~`:`+ 'r.ESTEP. HIi.i P.ESIDENTI .;L DEVELOPMENT Project No. `
'
Fcr ~fesa Homes 89-c1- _
1'73-C:
Converse Consuttants iniand Empire ~r~W~ng No. B-z '~'
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HORIZONTAL DEFORMATION IN INCH
BOP.[NG/SAMPLE BH-3/S-2 DcPTi-I (tt) 9-tp
DESCRIPTION ; CLAYEY SGNDSTONE .
STRENGTH INTERCEPT (ksf) ~.02~ (P;AK 57RENGrN;
FRICTION ANGLE (degree) 30.9 (PEAK STRENCTH)
SOAKE~
MOISTURE DRY DENSiTY VOtD NORMAL PEAK RESIDUAL
~:MEO;, CONTENT (ss) (pcf) RATIO STRESS (ksf) SI:~AR (ks,`j SHEAR (ksf)
O 15.8 127.i .776 50 ~.50 .98
~ 15.3 i 76.4 a32 1.00 t.36 .89
c ta.8 t20.J J9~ 2.00 2.Jt I.76
DIRECT SHEAP. TEST
q~~
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~ _
cr: ?.tesa Homes
~ Converse Consultants Inland Empire
Froject No.
89-01-173-0:
Drawing No E-~
2.0 4.0 8.a 8.0 10.0
UC1R7Udi. CTRFCC TAT KCF
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HORIZONT~1. DEFORbtATION IN INCFI
DORING/SAMPL BH-? DEPTI? (ft) ? to 3
DESCRIP?ION '. REMOLD~ SGNDSTONE, witn silt
5`TRENUTH INTERCEPT (ksf) 346 (pEN( STRENGTII)
FRICTION ANGLE (degree) . 21.~
'Remold=d to 90°io of the ?.STM D 1557-78 maximum laboratory censity near optimum moisture
SOQK~D
MOISTURE DRY DENSITY VOln NORMAL PEAK [2ESIDlJAL
~YMBOL CDNTENT (ss) (pcf) FtAT10 S'fRESJ (ksf) SHEAR (kst) ~HEAR (ksf)
<) 2%.7 1q3.2 .6.}} .50 .54 .22
^ 25.2 103.3 fi31 1.U0 J2 .46
~ 2iJ t034 629 tUU ~ 12 I 12
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--- - --
_ DIRECT SHEAR TEST
i +~':\Cci~STER ::LL F.ESID~N~AL DEV. Project Na.
~c.-: .l:esa Homes B9-B1-173-01
Converse Consultants Inland Empire nr~W~r~F No ,.6-4
0 1.0 ?..0 3.0 9.0 5.n
NORMAL S'fRESS [N KSF
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DESCRIPTION : CI.AVEY SWD(SC)
MO;STURE DRY DENSITY PERCENT
~ CONTENT (s~) (pcf) SATURATION
INITIAL t0.t i2~.7 60
~ FINAi, ~6.~ 1~3.7 t00
~ tiote: Solid c ircles indicate readings afte.- addilio^ of wa [er
~ CO;~'SOLID.~TION TEST
`~ci~~T~3 ~LL RESID2N~AL DEV.
~ c-: ',f=sa I-icmes
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~onverse Consultants Inland Empire L`rawing vJ B_~
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-~
CONTENT {s~) (pcf) SATURATION RATIO
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'
CON50LIDATION TEST -
;~"~tiC
HESTEP. 'r.iLL P.ESIDENTiaL DEV.
Project No. -
~
^cr: ~iesa Hom=s 89-61-1i3-C1
Converse Consultants In{and Empire c-~w~n6 *~,~ e-E '
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BORING : BH-6/S-i DESCRIPTION SILTY S4N0(SM)
DEPTH (ft) : 4-5
MOISTURE DRY DENSITY PERCENT VOID
' CONT~NT (sc) (pcf) SATUF2AT'ION RATIO
INITIAL 7.7 t27.6 60 356
~ F1NAL t i.8 t~0.a t00 328
,~ Fole: Solid circles indicate readings after addilion o[ wacer
~ CONSOLIDATION TEST
~"ti~::~~TEP. =:?Li. RESIDcNT:a:, DEV.
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~onverse Consultants Inland Empire
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Froject No.
09-c!-173-0;
Drawi~s Na B- %
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IAYEY S:ND(SC) ;
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MOISTURE DRY DENSITY
PERCENT ~
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CONTENT (ss) (pcf)
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I'
`~ CONSOLIDATION TEST
~':\CHESTEP, ~iiL RESIDENTIAL DEV.
='cr: \fesa Homes
Project No. ~
09-01-173-01
Converse Consultants Inland Empire
Drawing No ~-p '
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DEPTH (ft) : 9-~0
~ i
~ MOISTURE DRY DENSIT~' PEP.CENT VOID
~ CONTENT (w) (pcf; SAiURATION RATIO
IN]~AL 10.9 i t 9.7 7a 39a ,
~ FINAL 73.7 t23.0 99 ]56 ~
~ tiole: Solid circles indicate readings a'.ler addilior. of wa cer ~ ~
~ CONSOLID~TIOti TEST ~d~
~+']~C'r'E~TEP. ~~LL RESIDENTIAL 7EV. Project No.
'ccr ~iesa Homes d9-o1-173-Oi
~onverse Consultants Inland Empire ~ craw~z~ No B-~
LOAD IN IQPS P?~ SQliARE FOCT
1 10
CUN~ULIDATION TEST
~':tiC'ri~'ST~R ~:LL RESiDENTIAL DE'V.
r cr: ~fesa Homes
Converse Consultants Inland Empire
~
~
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Project No. ~
B9-81-173-01
Drawing No H- 10 '
' LOA~ IN N~P~ P_3 ~OUA3E FOCT
~
~
LOAD IN KIPS Pr^n SQUARE FOOT
I.WVJVL1LAl1VtV 1r,J(
~i?~Cii~~TEP. 'r'?LL RESIDENTIAi. DEV. Froject No.
~~cr: \!=sa Homes 89-01-173-Oi
~onverse Consultants Inland Empire c~,,W~n~ N,,. 8-11
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I' CONVERSE ENVIFiOLAB
'
~
1 i
67 wesc Benev..e O.+ve
Su¢e O
pesaoene CaMOr+ae 9~'CS25C •
Te~eononc 8 i B/756220C~
~~ ~)
V
I ~
I ~ May 30, 1990
F°OJ~.C./C:,i:NT : MESA HOMES PROJECT N0. :89-B1-173-01
, Winchester Hills
°ROJECT ENG./MGR. : Greg Rzonca ENVIROLAB N0. :90-71-OS-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 pFi, chloride, soluble sulfates, and
mi^imu:n resistivi:y. The sample was analyzed on May 19-25, 1990. The
, results which we:e obtained are listed in the at:ached table.
I ~
'
r~~-~-~'~
G=o_g= Colovos, Ph.D ~
, ~aboratory Directo:
I '
'
,
-__ '='s=' _'-=_ --~ -- __.__..
\~~
PROJ~CT/CLIENT : MESA HOMES DATE REPORTED : May 30,1990
?ROJECT N0. : B9-B1-173-01 DATE ANALYZED : May 19-25,1990
PROJECT ENG./MGR. : Greg Rzonca DATE RECEIVED : May 2,1990
ENVIROLAB N0. : 90-?1-OS-108
RESULTS
ANALYSIS OF SOIL SAMPLE
TABLE 1
BH#S,BULK~1
ANALYTE ~0'-1' UNITS
Pu 7.50 N/A
Soluble Sulfates Sg mg~kg
Solu~le Chlorides 0.85 ~q/kq
Minimum Resistivity 14000 ohm.cm
NA : Not Applicable
R°viewed by:
J E.2~~ '~2,~ /,D~
/
Shu-Teh Pan
C=~anics Lab Manager
~~
Anproved by:
~~. ~~ •.---
Ge rge Colovos,Ph.D
Laborato:y Di:ector
CONVEF+SE ENVIaOIAB
APPENDIX C
STABILIN ANALYSES
~o"l
Converse ConsWtan~s In~anC Empne
, APPENDIX C
~ STABILIIY ANALYSES
, Stability analyses for deep-seated failure were performed for the proposed cut and fiil
~ slopes. Suhciai stability was also checked. Geologic cross-sedions used in the analyses
are presented on Drawings 6 through 7.
' Stability evaluations were performed using Janbu's Method (stability charts).
~ Soil strength parameters used to determine su~cial stability and deep-seated stability are
presented below:
~~I ' SOIL STRENGiN ~
COMESIOM FRICTIOM UNI1 YEIGNT ~~
' e, osf de ree "r, xf
1.~ Cut Sloped
• Surficial G0~ 30 120
• Deep-Seated G00 30 720
~ 2. :ilt Slopes ..
Surficial 300 Zi 120
• oeep-seated 300 2t 120
' Results of our.analyses indicate that the slopes have adequate factor of safety against
' `ailure.
,
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'
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~
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~
' 29-8 i-173-01 ~°g
Convarse Con3wtant5 InlanO Empue
C-2
2:1 (HORIZONTAL:VERTICAL) FILL SLOPE (40 FEET HIGH)
SURFICIAL STABILJTY
Assumption:
7t = soaked unit weight .= i2o lb/ft3
7b = buoyed unit weight = 7~ - 62.a
~= depth of submergence = 3 feet
a = slope angle = z5s6 '
~ = zr
c = 30o psf
Stability Analysis
7b•3 • cos~a • tan ~ + c
F.S. _
3• 7t • sin a• cosn
57.6 • 3• cos=26.S6 • tan21° + 300
3 • 120 • Sin26.56 • co526.56
353
144
FS = 2.45
V~
8°-81-"i 73-01
'
C-3
~
DEEP- SEATED ANALYSIS
'
300 ~~
c=0 ---
Fo '- i_~ i- i='-,
200 P
~- -_
, F. ~ D ~on ~ --
_ a
z i00
y ~
~
c
50 -
_
Z_
20
' 0 - -- - -
N -
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O -
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~
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~ --
-°i-~_t~~_i_'!=-~
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~~ ~ f- N~1
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I' r
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.
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. . . C{ ~
, y .
~-~ r - ~-~---,- C
-
0 i 2 3 a
' SIODt Rat~o D =.COt F
~
~,zo
-~,is
~i0
B
_-~ 6
~a
2
~'
~ }y
V
O
~ w
J
~ y
~>
' Slope st2bility charts for ~> 0 soiis (after Janbu, 1960)
~' • Stability Analysis
a~ ~ _ Petand _ i2o• a5 • tanzt° = 6.9
' C soo
' From the above chart, for a~ = b.9 and slope ratio of z, the Critica] S[ability
Number N~E = 27
' Factor of Safety, F= N~f C= z~ • 300 = is
P~ as ~ izo _
~
~
~ .
'
~ b9-8 i-173-01
.".onverse Consultants Inland Empire
~\O
C-4
2:1 (HORIZONTAL:VERTICAL) CUT SLOPE (45 FEET HIGH)
SURFICIAL STABILITY
Assumption:
7t = soaked unit weight = i3olb/ft3
7b = buoyed unit weight = 7t - 6z.a
~= depth of submergence = 3 feet
a = slope angle = z6.5s
~ = 3~
c = ao0 psf
Stability Analysis
7b•~ • cos~ • tanm + c
F.S. _
~ • 7t • sin a • cosa
_ 57.6 • 3• cos~?b.56 • tan30° + a00
3 • 120 • sin?b.56 • cos26.56
480
144
FS = 333
\\\
.,s-si-~ ~s-oi
~o,
'
C-5
r .
DEEP- SEATED ANALYSIS
'
i~
30G
c 0
~ ~
F°
_`~ ~%_ j_'-
' -
p
200
~F•-~ Dion~
a
~ i00
' ~ ~-
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50
' - -
_ _
~ _
' 20 _
0 --- -
N
~0
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p ~
' = ,T -~r-1_'~
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, : ~ P
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~' r.a' ~-1"i- I
0 t 2 3 4
' SIODe Ro~io C •.toi' Q
' Slope stability charts for ~> 0 soils (after Janbu, 1960)
' Assumption:
• Cohesion, C = 400 psf
, • Friction m = 3Q
• Unit weight, 7= 120 pcf
Stabiii;v qnalvsis:
, • a~ ~_ Petar~ _ t2o• a5 • tanso' = 7.8
, C aoo
~
~
20
i5
t0
e
6
a
x
I
!
~
~ +
~ ~
~ ,
>
5
From the above chart, for a~ = 7.8 and slope ratio ==, the Critical Stability
' Number Ncf - ~
~ Factor of Safety, F= N~f C =
Pd
= 28 • 400
~ 120 . 45
FS = 2.0
'
r ~~-~~-i~s-~~
Converse ConsuNants InlanC Empire
~~v
i~
I~~~
~
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~
~
~
' APPENDIX D
RECOMMENDED EARTHWORK SPECIFICATIONS
'
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r
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i
1
1
1
1
~~cnverse ConsWtants InlanC Emo~~e
~,~
APPENDIX D
RECOMMENDED EARTHWORK SPECIFICATIONS
r in
1. 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
totaily removed and the resulting depressions properly reconstructed and filled.
Removal of underground tanks must be performed in accordance with the
requirements of appiicable 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
shall be at least equal to the adjacent soiis. The final elevation of. the top of the
weil 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 welis should be accurately
surveyed and shown on the as-built grading pians.
3. The methods for removal of subsurface irrigation and utility lines will depend on
the depth and location of the line. One of the foilowing 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 shail be crushed in the trench. The trench shail then be filied
and compacted according to the applicable portions of these grading
specifications.
c. Cap the ends of the iine with concrete to mitigate entrance of water. The
length of the cap shall not be less than 5 feet. The concrete mix shail
have a minimum shrinkage.
4. Subdrains shall be installed as discussed in Section 6.5. Clean-outs shali be
observed by an Engineering Geologist or Soils Engineer prior to installation of
subdrains. -
5. Areas to receive compacted fill shall be stripped of all vegetation, organics, and
debris. Any existing non-structured fiil materials and other unsuitable soils shall
be excavated as recommended by Converse Consultants Inland Empire (CCIE).
All areas that are to receive compacted fiil shall be observed by CCIE prior to
placement of fill.
~~-o i-173-01
~~~
Comerse Consultants InlanE Emoire
0_2 I
1
6. Subsequent to the removal of unsuitable materials, subgrade soil surfaces that
wiil receive compacted fili 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 ieast a relative
compaction of 90°~. Relative compaction is defined as the ratio of the inplace '
soil density to the laboratory maximum dry density as determined by the
ASTM D 1557-78 test procedure.
7. Fiil ~hall be placed in suitable lifts, with lift thickness modified as necessary ta ,
achieve adequate compaction. All fill soils shail be compacted mecnanically
throughout to the specified density. Each layer shail be compacted to at least ,
a minimum relative compaction of 90°~, except fiil placed 40 feet or more below
finai grade shall be compacted to 95°,6 retative compaction.
Pavement base material shall be compacted to at least 95°~ of the ~
ASTM D 1557-78 laboratory maximum density.
8. Fili soils shall consist of excavated onsite non-expansive soils essentially cleaned ,
of organic and deleterious material or imported soils approved by GCIE. All
imported fill 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 shali not be used as fill unless they are
sufficiently broken down. ,
9. When fill material includes rock, large rocks will not be allowed to nest and voids
must be carefully fiiled with small stones or earth and properiy compacted, as '
discussed in Section 6.12.
~0. CCIE shatl evaluate and/or test import materials for conformance with '
specifications prior to delivery to the site. The material used shall be free from
organic matter and other deleterious material. The contractor shall notify CCIE .
at least two working days prior to importing fill to the site. ,
11. CCIE shall observe the placement of compacted fili and conduct inplace 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 shalt
be applied and the soil moisture-conditioned as necessary until the specified ~
relative compaction is attained. The contractor shail provide level testing pads
for the soils engineer to conduct field density tests on. The contractor shall
provide safe and timely access for CCIE personriel throughout the grading site '
to ailow continued monitoring and testing.
~ 2. Earth-moving and working operations shall be controlled to prevent water from ~
running into excavated areas. Excess water shali be promptly removed and the
site kept dry.
~~~ ~
~~-~ ~ -, ; s-o i ,
~onverse Consultams in!anC Emoire
~-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 pfan revised
if found necessary.
1a. Fiil material shall not be placed, spread or roiled 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 tin of the fill placement necessary by
CCIE for substantial compiiance with pians, specifications and design concepts.
Erosion Controi
~ 1. Fill and cut slopes shall be graded and landscaped to reduce water-induced
.- surficial erosion/sloughing. Permanent erosion control measures shall be
' initiated immediately after completion of slope construction.
-- 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.
i
' 3. A sui;able proportion of slope plantings shali have root systems which will
develop well below 3 feet, such as drought-resistant shrubs and low trees, or
- equivaient. Intervening areas shall be planted with lightweight surface plantings
' with shallower root systems. In any event, lightweight, low-moisture planting
shall be u~ed.
' 4. Construction delays, cliinate/weather conditions, and piant 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 shail be reviewed by CCIE.
5. Rodent burrowing, small 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 shall be taken to maintain moderate, uniform soil
moisture. Slope irrigation systems shall be properly operated and maintained.
' 7. If completion of new slopes occurs during the rainy season, contingency plans
shall be developed to provide prompt temporary protection against major
erosion/sloughing. Offsite improvement shall be protected from site runoff.
'
. \\~
' 89-81-173-01
Converse Consultants Inlantl Emo~re
'
D-4
,
8. Any erosion damage which occurs prior to the completion of the projeci shail
be repaired by the Contractor. '
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c9-c1-173-01 '
Co~verse Consultanls inlanc Empire
~i
~ ~ . .
. ~ . . . . ' -
~ . . . . . , .
` NATURAL GRADE • ' - ~ • .
~\ • . : . . _ . '.. _ . ,
~~ ~ ' ~ ~ UNSUITABIE MATERIAL ~ r
.~ '.• , .
~ . . •I
• •~` • . ~' . . . ' '. . .
. . ~ . ~ ~ , : . • .. . :
. . `'~.
• • . . ~ ~ . . .' ': .. '
. . , `~~~~L~ ~~•~ ,
~ ' ' ~ ' •~ ~ • ' ' PROPOSED COMPACTED FILL : . ~ '
~ • • . . . .
~ ' . .. . . .. . , . . .
;'TYPICAL BENCHING
i' SEE DETAIL BELOW
~,
' \
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i
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-
" NOTE:
~ ~\' Downatream 20' of Dipe at outlet ehall
p be norperioratetl and backfilled
with }ina-prained material
COMPETENT MATERIAL
NOTES:
Pipe shell be a minimum of
4 Inchea diameter end runs of
500 teet or more ahell uae 8-inch
dlameter pipe, or aa recommended by
the aoil enqineer
. ' ' , , , , .
' • ~ - MINIMUM CLEARANCE . • • ' .
~~ , , . . DIMENSIONS _ , ' .' ~
e
,n,~ C G 0 C~
e o , ~ , c J
~ ~ Z ~ O o
U ~ y L
~~°'° N O 6 ~
Dept~ end BeEdlnp o~ c
' rnay Vary witn . ~ U ~
Plpe and lofl0
~ e o p
Charecterlatlee. o
3' Feet Typical 8~ MIN. 8' MIN.
, p o 0
O o,J a e
Z O
' o
~ . o °
C O ~ Q O o
o 0
o J ~ m 0 p
0
I
~ 18' M~N.
-
' I
~"1
' I Faet TYPIC
j
3 ~
i'
FILTER MATEAIAL - Mlnimum ot nine cubio
teet per }oot of D~Pe-See Fipure 1D for
Tllter meterlal pradatlon
ALTERNATE In lieu of tliter materiel nine
cubie feet o} pravei per toot of pipe mey be
encaeed in fliter fabria See Fipure tO
for pravel spaeitlcatlona.Filter }abrie ahall
be Mirafl 1d0 or equivalent. Filter febric
ehall be lappetl a minimum of 12 Incl~ea on
ell Jolnts,
Minimum d-Inelydiameter, PVC SCFi 40 or
ABS Claaa SDF-35 wiM e erveAlrq etrenpth
ot et leaet 1000 pwntle, wit~ a miNrtKm ol
8 unitortnly-epacetl pertoretlone per }oot pl
D~Pe. ~netalled wlth perioretloro on bottom of
P~Pe•
\\$ ~
TYPICAL CANYON SUBDRAlN DETAIL
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT ~~oiaaNo
' Temecula, California 89-81-173-07
for: Mesa Homes
',qu,e ~.a
Converse Consultants Inland Empire p_~a
~ FRTER MATERlAL• ~
I
Filtar material ehell De Cksa 2 permeeDle
m
l (C
t
n
ltr
S ,
~
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e
e
a
ana
tentlertl Specitication
, '-
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•
~
; ~i~~ ,"°;,`,~
Y' 68-7.025) or aDP~oved altemete.
, .
,
~,t '
~ Claaa 2 Qredinp sa tollowe: ;
i %(~; ~- ~. ~ ~ ~ . . ~. . ~ SIEVE SIZ°_ P£RCENT PASSING ~ I
~ FILTER MATcRIAL ,
PT
;; MIN
9 CU .
ie' MIN. ', ~op
'
.
.
.
~ PER LINEAL FT. .
'
.
. . ~ ~ ~ 3/a
so-ioo
3/8~ 4~100
i
i
.
~~' 18' - O - 18' ~
N0.4 25"40 --
No. 8 18-33 ,
~ ~ MIN. . MIN. ~ No. 30 5-15
~ ~ . . ~ ~ 6'IMIN. ~ .
. ~ .
. ~ No. 50 P-7
No. 200 O-3
I ,
~".':~o / . ~n:. • , ~ _
. .
PERFORATED PIPE
6' MIN.
SUBDRAIN ALTERNATE A: Perforated Pipe Surrounded with Fiiter Material
6' MIN. OVERLAP ~
~ I~_
- ~ _
MIRAFI 140 FILTER FABRIC ° o 0o a~
OR APPROVED EQUIVALENT ~a ~o 0
~.
1-1/2' MIN. GRAVEL OR
APPROVED EQUIVALENT
NOTE:
In addition to the wrapped Qavel,
outlet portlat of the aubtlrain efwuld
be eauippeC witA a mirtirtKm ol
~~ t~~ ~0 Derforeted D~Pe cornected
:c e n«,peACrerea dve ~a~inp a
rttinimun o1 5 feet N bnqt~ iroide
the wrapped gravel. -
SUBDRAIN ALTERNATE B: 1-1/2" Gravel Wrapped in Filter Fabric
SUBDRAIN IHSTALLATION - Subdrain Dipe shell be irotelied with peAoratlorta down or, at loeetlona designeted by
tne Oeoteehnical conaultarrt.
SU9DRAIN TYPE - Subdraln rype ehall be AST}A C508 AaDeatoa Cemem Pipe UCP) or ASTM D2751. SDR 23.5,
or ASTM D1527, Se~edule 40 Acrylonltrlb ButaOlene Sryrene (ABS) w ASTM D3034, SDR 23.5, or ASTM D1785,
SChBdule 40 Polyvlrtyl C~IOrItlB PIaSUC ~VC) plpe a tMe epprovad eWivelerrt.
I ~
~\~ .
TYPICAL CANYON SUBDRAIN DETAIL (continued) - ,
~ WINCHESTER HILLS RESIDENTIAL DEVELOPMENT o~oieur+o
Temecula, California 8g-81-173-Ot ,
for Mesa Homes
.,qa,e no
~ Converse Consuttants iniand Empire o-ib ,
i ,
cuT ~oT
NATURAL GROUND ~
~
~~_
-- ~ ~ ~
~~
-~~ ~
~~ ~
~ -
~ _ ~ ~ ~ ~ ,f~Pgp-l.. ~'~l'l D~o ~K '' ~ ~ ~
._- WEASHEaEO 8E// ~ ~ I
~
~ ~ ~ ~~~~~~~//j/j//~j//'/j///jj///j/ I 3•
1:1 . - ~
'~'...''
~ OVEREXCAVATE and ~
~ ~ REPLACE with UNWEATHERED
~ UNWEATHERED COMPACTED FILL BEDROCK
BEDROCK
1
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'
~
'I
I
1~
CUT-FILL LOT (Transition)
NATURAL GROUND~
i
i ~
i ~
- / ~
i
COMPACTED FILL i ~
/~~ ~.
i /
~ i v`VM. /
~ ~ Gp~.~-V ~~,K /
Z ~ps~\`p,E~ ~~~ ~ /
~~P~N~ ~ UNWEATHERED
BEDROCK
/
i
/ / / ~
/ /
/ / ~ -
/
/
/
OVEREXCAVATE and
REPLACE with
COMPACTED FIIL
/
i
i -
~ 5• i~
j/ 3,
~
- UNWEATHERED
BEDROCK
~
' TYPICAL TRANSITION LOT DETAIL
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~oro«no.
' T-emecula. California 89-87-173-01
tor: Mesa Homes
F.Syrf NO
~ Converse Consuitants Inland Empire o_2
' ~
~ HOTES: FILL BLANKET
30' MIN. 1
Fill blsnka[, Csek eu[, key wlCt~ sntl kay dept~ ero ~uDjset to flsltl e~enps, / ~
I Der roport/Dlane ~ ~--15' MII~F= ~ I
i ~
Key hael aubCreln, blenkal Orein, or rsrtfcel tlrnin may Ds repuired et I t _ i
tns diseretlon ol tne peotecnnical eonaultsnt. '~' ~~~•~
BACKDRAIN INSTALLATION - Bscktlrain D~De ~~sll Ce Inst~llad
fn impervious batlrock erees wlth perforetlona down. Becktlrsln
outlets shsll be nonpertorated pl0s. The peMoreted eollseta
e~ould aztent the IenO~h of the beckdraln.
BAGKDRAIN PIPE - BeckOrein pipe slfall be ASTM C508
AaDestos Cement Pipe (ACP) or ASTM D2751. ,..
SDR 23.5 or ASTM D1527, Schatlule 40 .. ~ ~
AcrylonlMle ButaClene Slyrene UBS) or ASTKI ~
D3D3~ SDR 23.5 0~ ASTM 01785. Sc~edule ~. . • ,~ ''
~0 Polyvinyl C~IOrICe Plsstic (PVC) ~ ~ ' , .. -~~
DiDe or approretl epuirelsnt. :~~OUTLET PIPES - '~~ `
~ Nonperlorated Plp~. ~. . ..~~.
. tOD' ma:. O.C. Horizontally,.~ /~~
• ~ 30' msx. O.C. Vertleelly - ~, .y: ~:
KEY /
~ .. . . ~ • ./.
DEPTM ~"- ~
_ ~ : r~_
.. ~~
~ BACKDRAIN
~ (Se~ Detail Bslow)
.. : %.
' " • ~~ ~~/. BACK CUT
' : _' r~~" 1:1 or FLATTER
/
• ~~'~~ BENCHING
10' MIN. EA. SIDE
I I
i ~_ ~ ... y: PEFiFORATED PIPE
-T .~ . ' :. -~'~. NONPEAFORATED
T_ ~~ ~ ~ ~ OUTLET PIPE
~ ! KEY WIOTH I
2' MIN. ' cQUiDment elze - penerally 75 feet ~
FILTER MATERIAL
3 }tl/tt.
T-CONHECTION ~ IB' MIN.
5% MIN.~~ ~ .
-~ ,.- ~ '' .' ~4' MIN.
p~TtET P1PE ,,, ,,~ n /
PERFORATED PIPE
4'0 MIN.
BACKDRAIN DETAIL 1
FILTER MATERIAL
Filter material shall be Class 2
permeable materiai per State of
Caiifornia Standard Specifications.
or ap~proved alternate.
Ciass 2 grad'mg as follows
\~
1
,
'
..,
LJ
'
CAP FOR
ALT. B ",
i
~1.
T-CONNECTION
APPROVED OEOTEXTILE
HON PERFORATED OR EOUIVALENT
OUTLET PIPE
~__ -
- -- -~'
/.%~. ii vc~ 1'1/2~
L
PERFORATED OPEN ORAVEL
COLLECTOR PIPE J
ALT. BACKDRAIN DETAIL 2
SIEVE SIZE PERCENT PASSING
1' 100
~ia' so-ioo
3/B' 40-100
No. 4 25-40
No. 8 1 B-33
N o. 30 5-15
No. 50 p-7
No. 200 0-3
BUTTRESS or STABILIZATION FILL DETAIL
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT P~o,ec:No
Temecula, California 89-81-173-Ot
'on Mesa Homes
Converse Consuitants inland Empire
F.QW! "O
D-3
`.~
M~
..'
'
' '
'
~~,
L.'
;_,
: '
'
'
~
' , i
'
;' PROJECTED PLANE
1 to 1 maximum from
' toe of slope to ~
approved ground
NATURAL \
. . . . COMPACTED FILL • '
NONPERFORATED ~ " ~ ' ~ "' ~ i ~~ ,
OUTLETPIPE - ~.~~ ~ ~~,~:'...~~.~..'•.: .
. • ', : ; •.: ~~ ~ ~ ' _.1': \~,i;
''~ .
. . ' ,:~; j~i. .••~ ~. ~:,:V e,
. •,;.: .
/ ' ~.
. : '. ..~i~ . . ~'~-
. ~.
~ ~ . '~ : - •~
• . ~~ . . •
~~: . ,, /
. . ~ . i ~ . • ~- ~ - - ~ 4' TYDlcal
' GROUND ~ ': _ . ' ~ ' '~ ~ ..: I "i~a~~ I,
,~ ~ ~ ~
~ ,,~ ~ / 7 ~~ ~: : . . : • . ~
,/ ~ I
~, .~'~: ~ ~ ~ ~ . 2% MIN : ~'. ~ ~ BENCH -
~ ~ I •~/'~: r .t:~ ~ ;
2' MIN. : ~
KEY DEPTH ~ ~5' MIN. II
~LOWEST BENCF7-
~ (Key) ~
'
I ~
I , NOTES:
BENCH HEIOMT
REMOVE
UNSUITABLE
MATERIAL
BACKDRA~N for SLOPES
OVER t5 FEET In HEIGHT
I, LOWEST BENCH: Depth and width suDject to field change based on consultant's
inspection.
I' SUBDRAINAGE: Back drains may De required at the discretion of the geotechnical
consultant.
~yv
~ FILL OVER NA'TURAL SLOPE
- WINCHESTER HILLS RESIDENTIAL DEVELOPMENT °'oi~~~No
, Temecula, California B9-81-173-01
for~ Mesa Homes
Converse Consuitants Inland Empire
F,qyy Np
D-4
,
PROPOSED SURCHARGE
FILL-OVER-CUT SIOPE ~ ~ _
PERMEABLE COMPACTED FILL , ~
FORMER
NATURAL PROFILE~
~ ~
i
i
i/
i
/
/
FILTER MATERIAL~,
3 ft~/tt.
T-CONNECTION
5% MIN.~
O`JTlE1 P1PE -~ ~~~~~
' . ' . . • . ~~~_
. ~ . -.~~~
-... ~ ~ ~
~~ ~BENCHED IF>5:1 SLOPE
~ ~ TYPICAL SUBDRAIN at HEEL of
KEY(See Subdrain Detail below)
EOUIPMENT-WiDTH KEY at
2-FOOT MINIMUM DEPTH and
296 FALL to HEcL
LOW PERMEABILITY BEDROCK
APPROVED OEOTEXTILE
8' MIN.
~=~ 4' MIN_
PERFORATED PIPE
4'0 MIN.
BACKDRAIN DETAIL 1
NON PERFORATED rOR EOUIVALENT
OUTLET PIPE ~~ ~~
~~ ~. •, ::. . ~..: ._:
,_ _ - ... . ~:. y'
- - _'~~:~>~ %
- ----- _ ./_?~•
i 'c~ . - .\w~'-, t - 7 / 2'
PERFORATED . OPEN ORAVEL
COLLECTOR PIpE
ALT. BACKDRAIN DETAIL 2
FILTER MATERIAL SIEVE SIZE PERCENT PASSING
Filter material shall be Class 2 7" 100
permeebie material per State ot 1/4' 90-1~0
California Standard Specifications. 3/H' 40-100
Or app~OVed 'dltE~nat2. No. 4 ~25-40
Class 2 grad'mg as follows No. B 16-33
No. 30 5-15
No. 5D p-7
\,L~ No. 200 p-3
~'
i~
DRAINAGE BLANKET DETAIL '
WINCHESTER FiILLS RESIDENTIAL DEVELOPMENT o~oienr+a
~emecula, California 89-87-173-01,
for: Mesa Homes
~'QY'! 4p
~ Converse Consultants Inland Empire . o-s '
'
' ;
' !
,
~ ' CUT/FILL CONTACT _ .
I SHOWN on GflADING PLAN `~ i COMPACT'cD Fill
~ j
' COMPETENT MATERIAL-I ' ( ' '
i ~
~~ 1 ~ . ' .~
~ CUT/FILL CONTACT to be ~;~ ' , ~ . " ~ ~ ~ -~. ~ = ~ '.
'/~ . . •
' SHOWN on'AS-BUILT'~~~ ~'~ i B' MIN1 ', ~~.~~ui7AB`E~,~A1ER~~~
~ I . ~ ~NS .
VE ~
'' NATURAI GRADE-` ~ --- ~ARIABL~ ~- y~~/ ~.
/ . . .
. ~ .' ~- . ~ ' - t' MIN.
/ . ' ' ~. ~ ~ . ' . •
, ~ ~ ~ - . ~' ~ . . ~ . ~ ~~ \ \W/,~ ~ p W//~~ -
~ ~ 1` . ~
'- , _~ . MINIMUM HEIGHT ol BENCHES b
CU7 SLOPE a FEET or ~~ RECOMMENDED Dy ~
~ _---~ ~ `~~ ~ \ /~~ T tM SOILS ENGINEER
~ BACKDRA~N of SLOPE Ia
' 4\\'~~~ o/n~aq ~ I ~ ~HIOHER THAN 25 FEET ~nd
~ / BEDROCK Is IMPERVIOUS
' CUT SLOPE ro be CONSTRUCTED _!
PqIOR to PLACEMENT O~ FILL
KEYWAY in COMPETcNT MATERIAL
MINIMUM WIDTH of 15 FEET or es -~~
'RECOMMENDED by the SOIL ENGINEER
'
I ( ~ MINIMUM 1' TILT TRACK or
~ 2% SLOPE (w~ic~ever Is prea~er)
~ i
i
i L BEDROCK or APPROVED
' COMPETcNT MATERIAI ,
`NONPERFORATED
OUTLET PIPE
'
,
~
'
\Z~
~ 7"YPICAL FILL ABOVE CUT SLOPE
WINCHcSTER HILLS RESIDENTIAL DEVELOPMENT =•oi~c~r+o
' Temecula, California 89-81-173-01
for- Mesa Homes
:~q~,e ~~c
~ Converse Consuttants inland Empire p-s
~ - ,
FINISH GRADE
; GRANULAR 501L . _ _ ~ ' •
~i To fill voids, '
' densified by flooding ' • ~ •' •
, , ' ' .~::. ;Q'.. ~- .
- ' DETAIL
~N~
ROCK DISPOSAL DETAIL FOR ISOLATED BURIAL
WINCHESTER HILLS RESIDENTIAL DEVELOPMENT o~o,ear+o
Femecuia, California 89-81 -173 -01
for. Mesa Homes
~.9,,,. ~,~
~ Converse Consultants Inland Empire p_~-
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