HomeMy WebLinkAboutSupplementalGeotechnicalInvestigation(Jun.25,2003)
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o PETRA
OFFICES IN THE COUNTIES OF
ORANGE. SAN DIEGO. RIVERSIDE. LOS ANGELES. SAN BERNARDINO
June 25, 2003
J.N.377-02
RICHMOND AMERICAN HOMES
100 San Marcos Boulevard, Suite 100
San Marcos, Califomia 92069
Attention: Mr. Tom Houska
Subject: Supplemental Geotechnical Investigation, Tracts 26828, 26828-1 and
26828-2, City of Temecula, Riverside County, California
Petra Geoteclmical, Inc. is pleased to submit herewith our supplemental geoteclmical
investigation report for Tracts 26828, -1, and -2 in the City of Temecula, Califomia.
This work was perfonned in accordance with the scope of work outlined in our
proposal for a supplemental geoteclmical evaluation dated June 13,2003. This report
presents the results of our document review, field investigation, laboratory testing and
our engineering judgement, opinions, conclusions and reconunendations pertaining to
geoteclmical design aspects of the proposed development.
It has been a pleasure to be of service to you on this project. Should you have any
questions regarding the contents of this report or should you require additional
information, please do not hesitate to contact us.
Respectfully submitted,
PETRA GEOTECHNICAL, INC.
Stephen W. Jensen, CEG
V ice President
LAB/CAC/SWJ/keb
Distribution: (6) Addressee
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PETRA GEOTECHNICAL, INC.
41640 Corning Place . Suite 107 . Murrieta . CA 92562 . Tel: (909) 600-9271 . Fax: (909) 600-9215
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N. 377-02
Pagei
TABLE OF CONTENTS
Section
Page
INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
Location and Site Description ...................................... 1
Proposed Development/Grading. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Background Information. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Purpose and Scope of Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
INVESTIGATION AND LABORATORY TESTING. . . . . . . . . . . . . . . . . . . . . . 6
Field Exploration ................................................ 6
Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
FINDINGS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Local Geology and Soil Conditions ........... . . . . . . . . . . . . . . . . . . . . . . . 7
Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Faulting. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
CONCLUSIONS AND RECOMMENDATIONS ........................ 10
General ........... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II
Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II
General Earthwork and Grading Specifications. . . . . . . . . . . . . . . . . . . . . . II
Clearing and Grubbing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II
Excavation Characteristics. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 12
Groundwater. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
Ground Preparation - Fill Areas. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
Canyon Subdrains ............................................ 13
Fill Placement ............................................... 13
Benching ................................................... 13
Import Soils for Grading ....................................... 14
Processing of Cut Areas ........................................14
Cut/Fill Transition Lots .......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
Shrinkage, Bulking and Subsidence. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15
Slope Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
Cut Slopes .................................................. 16
Fill Slopes .................................................. 16
Fill-Above-Cut and Cut-to-Fill Transition Slopes. . . . . . . . . . . . . . . . . . . . 17
Geoteclmical Observations ..................................... 17
Post-Grading Considerations ...................................... 18
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N. 377-02
Pageii
TABLE OF CONTENTS (Continued)
Deep-Fill-Settlement Monitoring. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
Slope Landscaping and Maintenance. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
Utility Trenches ............................... . . . . . . . . . . . . . . . 20
Site Drainage ................................................ 21
Seismic-Design Considerations .................................... 21
Ground Motions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21
Secondary Effects of Seismic Activity. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
Liquefaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
Effects of Proposed Grading on Adjacent Properties. . . . . . . . . . . . . . . . . . . . 24
Soil Corrosivity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
Tentative Foundation-Design Recommendations ...................... 25
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
Allowable-Bearing Values. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
Settlement .................................................. 26
Lateral Resistance ............................................ 26
Footing Setbacks From Descending Slopes. . . . . . . . . . . . . . . . . . . . . . . . . 26
Building Clearances From Ascending Slopes ....................... 27
Footing Observations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
Expansive Soil Considerations .................................. 27
Post-Tensioning ................................................ 35
Retaining Walls ................................................ 36
Footing Embedments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
Active and At-Rest Earth Pressures. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37
Temporary Excavations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38
Wall Backfill ................................................ 38
Masonry Garden Walls. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39
Construction on or Near the Tops of Descending Slopes .............. 39
Construction on Level Ground. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39
Construction Joints. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39
Concrete Flatwork .............................................. 40
Thickness and Joint Spacing .................................... 40
Sub grade Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40
Planters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40
GRADING-PLAN REVIEW AND CONSTRUCTION SERVICES.......... 41
LIMITATIONS ................................................... 41
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
TABLE OF CONTENTS (Continued)
Figure I - Site Location Map
References
Plates 1 through 4 - Geoteclmical Maps (in pocket)
Appendices
Appendix A - Logs of Borings (Petra 2003 and 2002)
Logs of Trenches (Leighton and, Inc. Associates 1991)
Appendix B - Laboratory Test Criteria/Laboratory Test Data
Appendix C - Seismic Analysis
Appendix D - Standard Grading Specifications
June 25, 2003
J.N.377-02
Page iii
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SUPPLEMENTAL GEOTECHNICAL INVESTIGATION
TRACTS 26828, 26828-1 AND 26828-2, CITY OF TEMECULA
RIVERSIDE COUNTY, CALIFORNIA
INTRODUCTION
This report presents the results of Petra Geoteclmical, Inc.'s (Petra's) supplemental
geoteclmical investigation of the subject property. The purposes of this investigation
were to determine additional information on the nature of surface- and subsurface-soil
conditions, evaluate their in-place characteristics and provide geoteclmical
recommendations with respect to site grading and for design and construction of
building foundations. This investigation also included a review of published and
unpublished literature, as well as geoteclmical maps pertaining to active faults that lie
in proximity to the site and which may have an impact on the proposed construction.
Location and Site Description
The subject site, which is currently vacant, is located in the City of Temecula,
California. At the time of our field exploration, the site was bordered on the north and
west by residential Tract 23428; the south by Rita Way; and the east by Seraphina
Road. The general location of the site is shown on Figure 1. The irregular-shaped
property consisted of gently rolling hills with intervening drainages. The topography
was of low to moderate relief. A broad drainage was present within the southern
portion of the site along Rita Way. Vegetation consisted of tall grasses and weeds
within the majority of the site and a few trees withi11 a main drainage in the southern
portion of the site.
Elevations varied from approximately 1,147 feet above mean sea level (msl) within the
southwestern portion of the site to approximately 1,248 feet msl within the central
portion. Slopes within the site ranged from 12:1 to 4:1 (horizontal:vertical [h:v]).
Drainage was generally toward the south, southwest. There are no underground
utilities known to be present within the site.
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N.377-02
Page 2
Tract 23428 was undergoing rough grading at the time of our investigation. During
removals of unsuitable soils within canyon areas, the grading contractor for
Tract 23428 performed offsite removals into the subject site at a I: 1 (h:v) projection
from the property line. Removals which extended into the subject site were observed
and documented by geologic staff from Petra. Removal areas and depths which were
perfonned at the time of this investigation are noted on the Geologic Maps (Plates I
through 4).
Proposed Development/Grading
The enclosed 40-scale grading plans, dated May 18, 1999, prepared by Lohr &
Associates (Plates I through 4) indicate that the proposed development will consist of
three residential housing tracts with associated street and utility improvements. The
number of residential housing pads for Tracts 26828, 26828-1 and 26828-2 will be 50,
35 and 45, respectively.
Cuts and fills will be approximately 39 and 33 feet or less, respectively. Cut-slope
heights will be up to approximately 20 feet at a ratio approximately of2: 1 (h:v). Fill-
slope heights will be up to approximately 26 feet at a ratio of about 2:1 (h:v).
Transition slopes are proposed in several areas of the site to a height of approximately
26 feet at a slope ratio of about 2:1(h:v).
Background Information
Leighton and Associates, Inc. (Leighton) performed a preliminary geotechnical
investigation within the site in 1991 (Leighton, 1991a). Their investigation consisted
ofthe excavation of 14 trenches and associated laboratory testing. They encountered
artificial fill, topsoil, stream channel deposits, alluvium, terrace deposits and Pauba
Formation bedrock. The artificial fill was encountered in the northeastern portion of
the site adjacent to Seraphina Road. Topsoil was encountered to depths of about 6 to
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N.377-02
Page 3
8 inches at the site and resulted from tilling of surficial soils. Stream channel deposits
were encountered to depths of approximately 1 to 3 feet within the drainages and were
approximately 3 to 4 feet thick within the southeastern portion of the site. Alluvium
was encountered to depths of approximately 1 to 8 feet within the smaller valley areas
of the site. Alluvial deposits within the main southern and northern drainages was in
excess of 14 feet. Terrace deposits were noted along the hilltops to depths of up to
approximately 11 feet within the northern and central pOliions of the site. Pauba
Formation bedrock was encountered beneath the surficial units and consisted of fine
silty sandstone with interbedded coarse-grained sandstones. Groundwater was not
encountered within the site and a water well at the corner of Nicolas Road and
Seraphina Road measured a groundwater high of72 feet below natural ground surface.
An aerial-photograph review did not indicate evidence of faulting within the site. The
closest fault to the site, the Murrieta Hot Springs, terminates approximately I mile
northwest. Laboratory test results indicated that one sample of onsite soils exhibited
a low expansion potential; however, very low to very high expansion potentials were
discussed in their report. Leighton recommended removal of 1 to 3 feet of alluvial
materials within the smaller drainages and up to 8 feet of removals within the main
drainage areas. They reconunended an overexcavation which provided a 2-foot thick
fill blanket beneath the deepest footing. Leighton's geologic trench logs are included
in Appendix A and the locations of those excavations are noted on the Geotechnical
Maps (Plates I through 4).
Leighton also performed a slope-stability analysis within the site wherein they
analyzed a cut-slope 29 feet high and a fill slope height of 19 feet, both at a slope ratio
of 2: 1 (h:v). They utilized an internal angle of friction of 31 degrees and a total unit
weight of 120 pounds per cubic foot (pct) with a cohesion of210 pounds per square
foot (pst) for compacted fill and 230 psffor bedrock. They concluded that the slopes
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N. 377-02
Page 4
analyzed would be both grossly and surficially stable providing the exposed cut slopes
are free of adverse geologic conditions.
Environmental Geoteclmology Laboratory, Inc. (EGL) performed a geotechnical
investigation within the site in 1999 wherein they excavated six test pits and three
hollow-stem auger borings (EGL, 1999). A map showing the locations of their
excavations was not available to Petra at the time of this study. They did not encounter
groundwater to a depth of 50 feet. Boring logs indicated the Pauba Formation bedrock
consisting of a sandy claystone to a sandy siltstone with very high moisture contents
at the depth of about 20 feet and again at 45 feet. They did not perform any expansion
testing; however, they indicated that expansion potentials ofIow to medium should be
anticipated within the site. Their soluble-sulfate testing indicated soils contained 100
and 160 ppm soluble sulfates. Type II cement was reconunended. Direct shear testing
resulted in cohesions which ranged from 65 to 310 psf and friction angles of3 1 to 37
degrees. Consolidation testing was also performed.
Petra performed a due-diligence investigation within the site in 2002 wherein eight
geotechnical borings were drilled to depths of 51.5 feet or less (petra, 2002). Specific
concerns with respect to the site were compressible/collapsible near-surface soils,
slope stability, overexcavation of building pad areas and expansive soils. Petra
recommended removal of the surficial soils (topsoil, stream channel deposits and
alluvium) to competent Pauba Formation bedrock. Onsite slopes were anticipated to
be grossly and surficially stable; however, cut slopes exposing highly erodible or
flowing sands should be observed by the project geologist and removal ofthe cut slope
andreplacement with a fill slope may be recommended. Overexcavation of transition
lots was recommended to be one-half of the thickness of the deepest fill portion within
the lot or 2 feet below the deepest footing, whichever is greater. However, the
overexcavation did not need to exceed 10 feet. It was further recommended that
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N.377-02
Page 5
overexcavation oflots on which clean, friable sandstones of the Pauba Formation are
exposed at grade be considered to facilitate the construction of utilities and footings.
Expansion testing indicated soils were non- to medium expansive; however, highly
expansive soils are likely present in localized areas of the site. The due-diligence
investigation reconunended a shrinkage factor of approximately 11 percent for the
alluvium and a bulking factor of approximately 0 to 3 percent for the Pauba Formation
bedrock. The due-diligence geoteclmical boring logs are included in Appendix A and
the location of the borings are noted on the Geoteclmical Maps (Plates 1 through 4).
Purpose and Scope of Services
The purposes of this study were to obtain information regarding the subsurface
conditions within the project area, evaluate the data and to provide conclusions and
reconunendations for design and construction of the proposed structures, as influenced
by the subsurface conditions.
The scope of our investigation consisted of the following.
. Review of readily available published and unpublished data concerning geologic
and soil conditions within, as well as adjacent to the site, that could have an impact
on the proposed development. Included was review of data acquired by other
engineering finns for adjacent properties (see References).
. Geologic mapping of the site.
. Excavation, logging and selective sampling of 8 bOlings to depths of up to
approximately 25.5 feet. Boring locations are shown on Plates 1 through 4 and
descriptive logs are presented in Appendix A.
. Laboratory testing and analysis of representative samples (bulk and undisturbed)
obtained from the borings to determine their engineering properties. Laboratory
test criteria and test results are presented in Appendix B.
. Preparation of Geotechnical Maps (Plates 1 through 4).
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N.377-02
Page 6
. -Engineering and geologic analysis of the data with respect to the proposed
development.
. Evaluation of faulting and seismicity of the region as it pertains to the site.
. :Preparation of this report presenting our findings, conclusions and
reconunendations for the proposed development.
Evaluation of hazardous materials was not within our scope of services.
INVESTIGATION AND LABORATORY TESTING
Field Exploration
Subsurface exploration was performed on May 31, 2003 , and consisted of the
excavation of eight hollow-stem auger borings to depths ranging from approximately
11.5 to 25.5 feet utilizing a CME-55 drill rig equipped with an aboveground automatic
hanuner. Earth materials encountered within the exploratory borings were classified
and logged in accordance with the visual-manual procedures of the Unified Soil
Classification System. The approximate locations of the exploratory borings are
shown on Plates I tlu'ough 4 and descriptive logs are presented in Appendix A.
Associated with the subsurface exploration was the collection of bulk (disturbed)
samples and relatively undisturbed samples of soil for laboratory testing. Relatively
undisturbed samples were obtained using a 3-inch outside diameter, modified
California split-spoon soil sampler lined with brass rings. The soil sampler was driven
mechanically with successive 30-inch drops of a l40-pound automatic-trip hammer.
The central portions of the driven samples were placed in sealed containers and
transported to our laboratory for testing. The number of blows required to drive the
split-spoon sampler 12 inches was recorded in the boring logs. Standard penetration
tests were also performed in accordance with the American Society for Testing
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N.377-02
Page 7
Materials Standard Procedure (ASTM) D1586. This method consisted of driving an
unlined standard split-barrel sampler 18 inches into the soil with successive 30-inch
drops of the l40-pound automatic trip hanuner. Blow counts were recorded for each
6-inch driving increment; however, the number of blows required to drive the standard
split-barrel sampler for the last 12 of the 18 inches was identified as the standard
penetration resistance or N-count and recorded in the boring logs. Disturbed soil
sanlples from the unlined standard split-barrel sampler were placed in plastic bags and
transported to our laboratory for testing.
Laboratory Testing
In-situ dlY density and moisture content, expansion potential, corrosivity analysis,
consolidation characteristics and shear strength of an undisturbed sample were
determined for selected samples representative ofthose encountered. Moisture content
and dry density were also determined for in-place soil and bedrock materials in
representative strata. A brief description of laboratory test criteria and test data are
presented in Appendix B. In-situ moisture content and dry density are included in the
exploration logs (Appendix A). An evaluation of the test data is reflected throughout
the Conclusions and Reconunendations Section of this report.
FINDINGS
The following is a discussion based on current and prevlOus geotechnical
investigations within the site.
Local Geolo!1v and Soil Conditions
Onsite soils consisted of artificial fill, top soil, stream channel deposits, alluvium,
colluvium, terrace deposits and Pauba Formation bedrock. Artificial fill was observed
in the east central portion of the site along Seraphina Road. It appeared to consist of
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25,2003
J.N.377-02
Page 8
locally derived soils which were apparently generated during construction of Seraphina
Road and the adjacent residential tract (Leighton, 1991a). The remaining soil units are
discussed below in detail.
. Topsoil (no map symbol) -- Topsoil consisted ofloose silty sand to soft sandy silt
which was dry and porous. It was encountered within the site to depths of 6 to 8
inches below natural ground surface (Leighton, 1991a).
. Siream Channel Deposits: (map symbol Qsc) -- Stream chaunel deposits were
encountered within the existing stream channels to depths of approximately I to 3
feet and within an alluvial fan in the southeastern portion of the site to depths of
approximately 3 to 4 feet. The deposits consisted of silty sands which were damp,
loose and porous (Petra, 2002).
. Alluvium (map symbol Oal) -- Alluvium was encountered within the drainages on
the site. Alluvial deposits in the main northern drainage were approximately 20
feet deep. The southern drainage along Rita Way had approximately 24 feet of
alluvium overlying the Pauba bedrock. The alluvium consisted generally of silty
to clayey sands which were dry to very moist and loose to medium dense. Porosity
was observed to depths of approximately 15 feet.
. Colluvium (map symbol Qcol) -- Colluvial soils were encountered within the broad
swale areas along the hillsides within the site. They consisted of brown silty sands
which were dry to moist, loose and porous. Soil has been noted to range from 2 to
4 feet.
. Terrace Deposits (map symbol Qt) -- Terrace deposits were encountered during the
previous investigations (Leighton, 1991a) along hilltops in the central and northern
portions of the site. Leighton's report indicated that the terrace deposits were
approximately I to 11 feet thick and consisted of red-brown silty fine to coarse
sand which was dry and medium dense to dense.
. Pauba Formation Bedrock (map symbol Qps) -- The bedrock within the site
consisted of a yellow-brown fine silty sandstone with interbeds of orange-brown
clayey coarse sandstone. Occasional beds of clean friable sand were also
encountered within our borings. The bedrock was generally moist and moderately
hard. High moisture test results were obtained from bedrock samples within the
southwestern corner of the site at a depth of20 feet below natural ground. These
moistures may be due to the presence of a localized deposit of diatomaceous
material which may have been deposited in a lacustrine or flood plain environment.
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25,2003
J.N.377-02
Page 9
Groundwater
No groundwater or seepage was encountered in the borings drilled for this study to a
depth of approximately 25.5 feet. Based on the experience of the prior geoteclmical
consultants within the site and on our experience in the area, groundwater lies in
excess of 50 feet below natural ground. However, groundwater levels may vary due
to seasonal fluctuations, irrigation, runoff or other factors.
Faulting
The geologic structure of the southern California area is dominated mainly by
northwest-trending faults associated with the San Andreas system. The Newport-
Inglewood, Whittier, Elsinore, San Jacinto and San Andreas are major faults in this
system and are known to be active. In addition, the San Andreas, Elsinore and San
Jacinto faults are known to have ruptured the ground surface in historic times.
Based on our review of published and unpublished geoteclmical maps and literature
pertaining to site and regional geology, the closest active faults to the site are the
Murrieta Hot Springs located approximately 1.6 kilometers (1 mile) to the northwest;
the Elsinore- Temecula (Wildomar) located approximately 4.8 kilometers (3 miles) to
the west; and the Elsinore-Julian located approximately 21 kilometers (13 miles) to the
southeast. The significant fault, with respect to anticipated ground motions at the site,
is the Wildomar, due to its proximity and large possible magnitude. No other active
faults project through or toward the site. The site does not lie within an Alquist-Priolo
Earthquake Fault Hazard Zone.
Seismicity
Several sources were consulted for information pertaining to site seismicity. The
majority ofthe data were originally obtained from Campbell and Bozorgnia and have
been incorporated into digital programs by Blake (1998/1999, 2000) which provide an
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TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N. 377-02
Page 10
estimation of peak horizontal acceleration using a data file of approximately 150
digitized California faults. The program compiles various information, including the
dominant-type offaulting within a particular region, tlle maximum credible earthquake
magnitude each fault is capable of generating, the estimated slip-rate for each fault and
the approximate location of the fault trace. These data are then used for the
"probabilistic" analysis of the site.
The probabilistic analysis incorporates uncertainties in time, reCUlTence intervals and
size and location (along faults) of hypothetical earthquakes. This method accounts for
the likelihood (rather than certainty) of occurrence and provides levels of ground
acceleration that might be more reasonably hypothesized for a finite-exposure period.
Moreover, the State of California has adopted the standard of using peak-ground
acceleration exceeded at a 10 percent probability in 50 years, also known as Design-
Basis Earthquake Ground Motion, in seismic analysis for liquefaction calculations per
requirements of the 1997 Uniform Building Code (UBC) Sections 1627, 1629.1 and
1631.2.
Our probabilistic analysis was performed by utilizing computer program "FRISKSP"
(Blake, 2000) and adopting the attenuation relationship for Pleistocene Soils -
Corrected, published by Bozorgnia, et al. (see Blake, 2000). The results indicate that
the design-basis earthquake ground motion for the site is 0.45 g for peak-ground
acceleration with a 10 percent probability of being exceeded within a 50-year period.
The results of our probabilistic analysis are included in Appendix C of this report.
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TRs 26828, -1 & -2/Temecula
June 25, 2003
IN. 377-02
Page 11
CONCLUSIONS AND RECOMMENDATIONS
General
From a geotechnical engineering and engineering geologic point of view, the subject
property is considered suitable for the proposed construction, provided the following
conclusions and recommendations are incorporated into the design criteria and project
specifications.
Earthwork
General Earthwork and Grading Specifications
Earthwork and grading should be performed in accordance with applicable
requirements of the Grading and Excavation Code of the City of Temecula, in addition
to the provisions of the 1997 UBC, including Appendix Chapter A33. Grading should
be performed in accordance with applicable provisions of the attached Standard
Grading Specifications (Appendix D) prepared by Petra, unless specifically revised or
amended herein.
Clearing and Grubbing
Weeds, grasses, brush, and trees in areas to be graded should be stripped and hauled
offsite. Trees to be removed should be grubbed so that their stumps and major-root
systems are also removed and the organic materials hauled offsite. During site
grading, laborers should clear from fills roots, tree branches and other deleterious
materials missed during clearing and grubbing operations. Clearing operations should
include the removal of trash and debris existing within areas of proposed construction
and/or grading.
The project geoteclmical consultant or his qualified representative should be notified
at the appropriate times to provide observation and testing services during clearing and
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TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N. 377-02
Page 12
grubbing operations to observe and document compliance with the above
recommendations. In addition, buried structures, unusual or adverse soil conditions
encountered that are not described or anticipated, herein should be brought to the
immediate attention of the geoteclmical consultant.
Excavation Characteristics
Based on the results of our exploratory borings, residual soil materials and other
surficial deposits (i.e., topsoil, stream channel deposits, alluvium, colluvium, terrace
deposits and fill) should be excavatable with conventional, heavy-duty earthmoving
equipment. Most bedrock materials should be excavatable with moderate ripping.
Temporary excavation slopes should have a slope ratio of 1: I (h:v) or flatter.
Groundwater
Based on the data reviewed for this investigation, it is not anticipated that groundwater
will be encountered during grading operations on the site.
Ground Preparation - Fill Areas
Existing low-density and potentially collapsible-soil materials, such as loose aJiificial
fill, topsoil, streaJn channel deposits, alluvium, colluvium, terrace deposits aJ1d highly
weathered bedrock, should be removed to underlying competent bedrock from each
area to receive compacted fill. Prior to placing structural fill, exposed bottom surfaces
in each removal area should be scarified to a depth of 6 inches or more, watered or air-
dried as necessary to achieve near-optimum moisture conditions and then compacted
in"place to a relative compaction of90 percent or more.
Based on borings, aJ1d laboratory testing, anticipated depths of removals are shown on
the enclosed Geotechnical Maps (plates I through 4). Reconunended removal depths
were based on the depth to bedrock within the site. Actual depths and horizontal limits
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TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N.377-02
Page 13
of removals should be evaluated during grading on the basis of in-grading observations
and testing performed by the project geoteclmical engineer and/or engineering
geologist.
Canyon Subdrains
Following cleanouts to competent bedrock, canyon subdrains may be recommended
along the axes of major canyons and tributary areas where the depth of structural fill
exceeds approximately 10 feet. Canyon subdrains should reduce potential build-up of
hydrostatic pressures below compacted fills due to infiltration of surface waters.
Subdrain locations, if necessary, should be evaluated during grading. Typical
construction details are shown on Plate SG-4 (Appendix D).
Fill Placement
Fill should be placed in 6- to 8-inch thick loose lifts, watered or air-dried as necessary
to achieve near optimum moisture conditions and then compacted in-place to a relative
compaction of 90 percent or greater. The laboratory maximum dry density and
optimum moisture content for each change in soil type should be determined in
accordance with ASTM D1557.
Diatomaceous soils may be encountered within the southwestern portion of the site
during grading operations. The moisture content is critical with diatomaceous soils.
Once the grading contractor has determined a method to achieve the optimum moisture
of the soil, the soil should be workable and will be able to be compacted to the
required relative density of 90 percent.
Benching
Compacted fills placed against canyon walls and on natural-slope surfaces inclining
at 5: 1 (h:v) or greater should be placed on a series oflevel benches excavated into
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TRs 26828, -1 & -2/Temecula
June 25, 2003
IN. 377-02
Page 14
competent bedrock. Typical benching details are shown on Plates SG-3, SG-4, SG-5,
SG-7 and SG-8 (Appendix D).
IIlIPort Soils for Grading
In the event import soils are needed to achieve final-design grades, they should be free
of deleterious/oversize and hazardous materials, be non-expansive, non-corrosive and
approved and tested by the project geoteclmical consultant prior to being brought
onsite.
Processing of Cut Areas
Where low-density surficial deposits of topsoil, slopewash, existing fill, colluvium
and/or alluvium are not removed in cut areas (building pads and driveways), these
materials should be overexcavated and replaced as properly compacted fill.
In the event that clean, friable sands are encountered within the cut areas, they should
be overexcavated and replaced with compacted fill to facilitate the excavation of
footings and utility trenches.
Cut/Fill Transition Lots
To reduce the detrimental effects of differential settlement, cut/fill transitions should
be eliminated from building areas where the depth of fill placed within the "fill"
portion exceeds proposed footing depths. This should be accomplished by
overexcavating the "cut" portion and replacing the excavated materials as properly
compacted fill. Recommended depths of overexcavation are given below. A fill
blanket of no less than 2 feet or more below the deepest footings should be provided
within the overexcavated portion of the pad. Actual overexcavation requirements will
need to be evaluated on a lot-by-lot basis by a representative of the geoteclmical
engineer during grading.
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TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N.377-02
Page 15
F ' Depth o[FiII
Up to 5 reet
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~..........< ",...,
Depth of Overexcavation
Equal depth
5 to 10 reet
5 reet
Greater than 10 reet
One-hair the thickness of fill placed on the "Fill"
portion (10 reet maximum)
Horizontal limits of overexcavation should extend beyond perimeter-building lines a
distance equal to the depth of overexcavation or to a distance of 5 feet, whichever is
greater.
Shrinkage. Bulking and Subsidence
Volumetric changes in earth quantities occur when excavated onsite soil and bedrock
materials are replaced as properly compacted fill. Following is an estimate of
shrinkage and bulking factors for the various geologic units present onsite. These
estimates are based on in-place densities of the various materials and on the estimated
average degree of relative compaction achieved during grading.
. Artificial Fill (at) ................................. Shrinkage 5 to 10%
. Alluvium (Qal and Qsc) . . . . . . . . . . . . . . . . . . . . . . . . . .. Shrinkage 10 to 12%
. Colluvium (Qcol) ................................. Shrinkage 5 to 10%
. Terrace Deposits (Qt) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Shrinkage 0 to 5%
. Bedrock (Qps) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Bulking 0 to 3%
Subsidence from scarification and compaction of exposed bottom surfaces in removal
areas to receive fill is expected to vmy from negligible to approximately 1 to 2 inches.
The above estimates of shrinkage, bulking and subsidence are intended as an aid for
project' engineers in determining earthwork quantities. However, these estimates
should be used with some caution since they are not absolute values. Contingencies
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TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N. 377-02
Page 16
should be made for balancing earthwork quantities based on actual shrinkage and
subsidence that occurs during the grading.
Slope Construction
Cut Slopes
Cut slopes planned throughout the development are expected to be grossly stable to the
planned height (approximately 20 feet) and at the planned slope ratio of 2: I (h:v).
However, in-grading observation of individual cut slopes by tl1e project engineering
geologist to confirm favorable-geologic structure of the exposed bedrock is
recommended. Where highly fractured bedding, out-of-slope bedding, seepage or
non-cemented-sand strata are observed, it may be recommended that the cut slopes in
question be stabilized by means of a compacted buttress or stabilization fill.
Fill Slopes
Fill slopes constructed with onsite soil and/or bedrock material, should be grossly and
surficially stable to the height of approximately 26 feet at the anticipated slope ratio
of 2: I (h:v). Fill slopes should be constructed as recommended below.
A fill key, excavated 2 feet or more into competent bedrock, should be excavated at
the base of fill slopes. The width ofthe fill key should equal one-half the slope height
or 15 feet, whichever is greater. Typical fill-key construction details are shown on
Plates SG-3 and SG-7 (Appendix D).
To obtain proper compaction to the face of fill slopes, low-height fill slopes should be
overfilled and then trinuned-back to the compacted inner core. Where this procedure
is not practical for higher slopes, final surface compaction should be obtained by
backrolling during construction to achieve proper compaction to within 6 to 8 inches
of the finish surface, followed by rolling with a cable-lowered sheepsfoot, tamper and
grid roller.
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
IN. 377-02
Page 17
A basal15-foot wide fill key excavated into bedrock is recommended at the base offill
slopes proposed on existing ground surfaces inclining at 5: 1 (h:v) or greater. Typical
details for construction of the basal-fill key are shown on Plate SG-3 (Appendix D).
Fill-Above-Cut and Cut-to-Fill Transition Slopes
Where fill-above-cut slopes are proposed, a 15- foot wide key excavated into competent
bedrock should be constructed at the contact. The bottom ofthe key should be tilted-
back into the slope at a gradient of at 2 percent or more. A typical section for
construction of fill-above-cut slopes is shown on Plate SG-7 (Appendix D) The lower
cut portion of the slope should be excavated to grade and observed by the project
engineering geologist prior to constructing the fill portion.
Where cut-to-fill transition slopes are proposed, the fill portion should be placed on
a series of benches excavated into competent bedrock. The benches should be 8 to 10
feet or more wide, constructed at vertical intervals of approximately 5 feet and tilted-
back into the slope at a gradient of at 2 percent or more. Where cut-to-fill transition
contacts vary from about vertical to a few degrees from vertical, benching of the fill
portion into the cut portion, as recommended above, will be difficult and may create
a potential slip surface due to inadequate benching. Therefore, overexcavation of the
cut portion and reconstruction of the entire slope with compacted fill is recommended.
Geotechnical Observations
Observation of clearing operations, removal of unsuitable-surficial materials, cut- and
fill-slope construction and general grading procedures should be perfonned by the
project geotechnical consultant. Fills should not be placed without prior approval from
the geotechnical consultant.
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TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N.377-02
Page 18
The project geoteclmical consultant or his representative should be present onsite
during grading operations to observe and document placement and compaction of fill,
as well as to observe and document compliance with the other recommendations
presented herein.
Post-Grading Considerations
Deep-Fill-Settlement Monitoring
Following removals, should fill thicknesses exceed 50 feet, settlement monitoring will
be recommended. If monuments are reconunended, they are typically constructed at
the base, mid-point and surface of the deep fills in order to monitor post-construction
settlement and consolidation of fill materials.
Elevation readings of survey monuments are typically made bi-weekly for the first 8
weeks and then monthly until observed settlement has reached tolerable limits.
Construction timing in areas of deep fill are then evaluated on a continuing basis, as
survey data are available.
Slope Landscaping and Maintenance
Adequate slope- and pad-drainage facilities are essential in the design of grading for
the subject site. An anticipated rainfall equivalency on the order of 60 to 100010 inches
per year at the site can result due to irrigation. The overall stability of the graded
slopes should not be adversely affected provided drainage provisions are properly
constructed and maintained thereafter and provided engineered slopes are landscaped
with a deep-rooted, drought-tolerant and maintenance-free plant species, as
recommended by the project landscape architect. Additional comments and
reconunendations are presented below with respect to slope drainage, landscaping and
irrigation. A discussion of pad drainage is given in a following section.
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TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N. 377-02
Page 19
A common type of slope failure in hillside areas is surficial and usually involves the
upper 1 to 6"= feet. For a given gradient, these surficial slope failures are caused
generally by a wide variety of conditions, such as overwatel1ng; cyclic changes in
moisture content and density of slope soils from both seasonal and irrigation-induced
wetting and drying; soil expansiveness; time lapse between slope construction and
slope planting; type and spacing of plant materials used for slope protection; rainfall
intensity; and/or lack of a proper maintenance program. Based on this discussion, the
following recommendations are presented to mitigate potential surficial slope failures.
. Proper drainage provisions for engineered slopes should consist of concrete terrace
drains, downdrains and energy dissipaters (where required) constmcted in
accordance with the grading code of the City of Temecula. Provisions should be
made for construction of compacted-earth berms along the tops of engineered
slopes so that water does not flow directly onto the slope surfaces.
. Permanent engineered slopes should be landscaped as soon as practical at the
completion of grading. As noted, the landscaping should consist of a deep-rooted,
drought-tolerant and maintenance-free plant species. If landscaping cannot be
provided within a reasonable period of time, jute matting (or equivalent) or a spray-
on product designed to seal slope surfaces should be considered as a temporary
measure to inhibit surface erosion until such time pennanent landscape plants have
become well-established.
. Irrigation systems should be installed on the engineered slopes and a watering
program then implemented which maintains a unifonn, near-optimum moisture
condition in the soils. Overwatering and subsequent saturation of the slope soils
should be avoided. On the other hand, allowing the soils to dry-out is also
detrimental to slope perfomlance.
. Irrigation systems should be constructed at the surface only. Construction of
sprinkler lines in trenches should not be allowed without prior approval from the
soils engineer and engineering geologist.
. During construction of terrace and downdrains, care must be taken to avoid
placement ofloose soil on the slope surfaces.
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TRs 26828, -1 & -2/Temecula
June 25, 2003
IN. 377-02
Page 20
. A permanent slope-maintenance program should be initiated for major slopes not
maintained by individual homeowners. Proper slope maintenance should include
the care of drainage- and erosion-control provisions, rodent control and repair of
leaking or damaged irrigation systems.
. Homeowners should be advised of the potential problems that can develop when
drainage on the pads and slopes is altered. Drainage can be altered due to the
placement of fill and construction of garden walls, retaining walls, walkways,
patios, swimming pools, spas, planters and other structures.
Utility Trenches
Utility-trench backfill within street right-of-ways, utility easements, under sidewalks,
driveways and floor slabs, as well as within or in proximity to slopes should be
compacted to a relative compaction of 90 percent or greater. Where onsite soils are
utilized as backfill, mechanical compaction should be used. Density testing, along
with probing, should be performed by the project geoteclmical consultant or his
representative, to document proper compaction.
Utility-trench sidewalls deeper than 5 feet should be laid back at a ratio of 1: 1 (h:v) or
flatter or braced. A trench box may be used in lieu of shoring. If shoring is
anticipated, Petra should be contacted to provide design parameters.
For trenches with veliical walls, backfill should be placed in approximately 1- to 2-
foot thick loose lifts and then mechanically compacted with a hydra-hammer,
pneumatic tampers or similar equipment. For trenches with sloped-walls, backfill
materials should be placed in approximately 8- to l2-inch thick loose lifts and then
compacted by rolling with a sheepsfoot, tamper or similar equipment.
To avoid point-loads and subsequent distress to clay, cement or plastic pipe, imported
sand bedding should be placed I foot or more above pipe in areas where excavated
trench materials contain significant cobbles. Sand-bedding materials should be
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TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N.377-02
Page 21
compacted prior to placement of backfill. Compaction of bedding materials should be
tested by the project geotechnical consultant.
Where utility trenches are proposed parallel to building footings (interior and/or
exterior trenches), the bottom of the trench should not be located within a 1:1 (h:v)
plane projected downward from the outside bottom edge of the adjacent footing.
Site Draina~e
Positive-drainage devices, such as sloping sidewalks, graded-swales and/or area drains,
should be provided around each building to collect and direct water away from the
structures and slopes. Neither rain nor excess irrigation water should be allowed to
collect or pond against building foundations or drain over slopes. Roof gutters and
downspouts should be provided on the sides of buildings. Drainage should be directed
to adjacent driveways, adjacent streets or storm-drain facilities. The ground surface
adjacent to structures should be sloped at a gradient of2 percent or more away from
the foundations for a distance of 5 feet or more.
Seismic-Design Considerations
Ground Motions
Structures within the site should be designed and constructed to resist the effects of
seismic ground motions as provided in the 1997 UBC Sections 1626 through 1633.
The method of design is dependent on the seismic zoning, site characteristics,
occupancy category, building configuration, type of structural system and building
height.
For structural design in accordance with the 1997 UBC, a computer program,
UBCSEIS, developed by Thomas F. Blake (Blake, 1998b) was used that compiles
fault information for a particular site using a modified version of a data file of 1.5
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June 25, 2003
J.N.377-02
Page 22
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approximately 150 Califomia faults that were digitized by the Califomia Division of
Mines and Geology and the U.S. Geological Survey. This program computes various
information for a particular site, including the distance of the site from each of the
faults in the data file, the estimated slip-rate for each fault and the "maximum moment
magnitude" of each fault. The program then selects the closest Type A, Type Band
Type C faults from the site and computes the seismic design coefficients for each of
the fault types. The program then selects the largest of the computed seismic design
coefficients and designates these as the design coefficients for the subject site.
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Based 011 our investigation and computer analysis, the Wildomar fault, located
approximately 4.8 kilometers ( 3 miles) from the site, would probably generate severe
site ground motions with anticipated maximum moment magnitudes of 6.8 and
anticipated slip rate of 5 mm/year. These criteria are based on the soil profile type as
determined by existing subsurface geologic conditions, on the proximity of the
Wildomar fault and on the maximum moment magnitude and slip rate of the nearby
fault. Parameters for structures founded on compacted fill materials and Pauba
bedrock are presented in the following table.
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Figure 16-2 Seismic Zone 4
Table 16-1 Seismic Zone Factor Z 0.4
Table 16-U Seismic Source Type B
Table 16-1 Soil Profile Type SD
Table 16-S Near-Source Factor N~ 1.0
Table 16-1' Near-Source Factor Nv 1.2
'Fable 16-Q Seismic Coefficient ell 0.44N, ~ 0.45'
Table 16-R Seismic Coefficient C" 0.64N" ~ 0.78*
*Note - calculations performed by the computer program UBeSEIS.
to interpolated distances utilized by the program.
Calculated results may Val)' due
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Secondary Effects of Seismic Activity
Secondary effects of seismic activity normally considered as possible hazards to a site
include several types of ground failure, as well as induced flooding. Various general
types of ground failures which might occur as a consequence of severe ground shaking
at the site include landsliding, ground subsidence, ground lurching, shallow-ground
rupture and liquefaction. The probability of occurrence of each type of ground failure
depends on the severity of the earthquake, distance from faults, topography, subsoils
and groundwater conditions, in addition to other factors. The above secondary effects
of seismic activity are considered unlikely at the site.
Seismically induced flooding which might be considered a potential hazard to a site
normally includes flooding due to a tsunamis (seismic sea wave), a seiche (i.e., a wave-
like oscillation of the surface of water in an enclosed basin that may be initiated by a
strong earthquake) or failure of a major reservoir or retention structure upstream of the
site. Since the site is located nearly 25 miles inland from the nearest coastline of the
Pacific Ocean at an elevation in excess of 1000 feet above mean sea level, the potential
for seismically induced flooding due to a tsunamis run-up is considered nonexistent.
Since no enclosed bodies of water lie adjacent to the site, the potential for induced
flooding at the site due to a seiche is also considered nonexistent.
Liquefaction
Liquefaction involves the substantial loss of shear strength in saturated soil, usually
taking place within a soil medium exhibiting a uniform, fine-grained characteristic,
loose consistency and low-confining pressure when subjected to impact by seismic or
dynamic loading. Factors influencing a site's potential for liquefaction include area
seismicity, onsite soil type and consistency and groundwater level. As the site is
underlain by dense sandstones of the Pauba fonnation and groundwater is in excess of
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TRs 26828, -1 & -2/Temecula
June 25, 2003
IN. 377-02
Page 24
50 feet below natural ground, the liquefaction potential at the site is considered to be
nil.
Effects of Proposed Grading on Adjacent Properties
The proposed grading is anticipated to have relatively minor effects to adjacent
properties. Removals of unsuitable soils along the westem and northern tract
boundaries are being performed by the adjacent site developer at the time of this report
preparation. Rita Way is to be widened toward the site, therefore, removals along Rita
Way will be excavated at a 1:1 (h:v) projection from the existing roadway. Removals
along Seraphina Road may impact the existing roadway.
Soil Corrosivity
The corrosion potential of the onsite materials was evaluated for its effect on steel and
concrete. The corrosion potential was evaluated using the results of laboratory tests
on a representative sample obtained dUling our investigation. Laboratory testing was
performed to evaluate pH, minimum electrical resistivity and chloride and soluble
sulfate content.
The test results indicate that the pH of the sample of soil tested was 7.32. A measured
electrical resistivity of 2000 ohm-cm indicted that the site soils may be considered
moderately corrosive to ferrous metals. Metal piping should be corrosion protected or
consideration should be given to using plastic piping instead of metal.
Testing further indicates a soluble sulfate content of 0.003 percent and a chloride
content of 145 ppm. Therefore, concrete in contact with soils should meet or exceed
the requirements of 1997 UBC Chapter 19 (Table 19-A-4) which reconunends Type II,
IP (MS), IS (MS) cement a maximum water/cement ratio of 0.5 and a minimum
compressive strength of 4,200 psi. We further reconunend that a 3-inch thick concrete
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TRs 26828, -1 & -2/Temecula
June 25, 2003
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cover be maintained over the reinforcing steel in concrete in contact with the soil. We
recommend that a corrosion engineer be consulted to provide additional
recommendations.
This reconunendation is based on four samples of the subsurface soils. The initiation
of grading at the site could blend various soil types and import soils may be used
locally. These changes made to the foundation soils could alter sulfate-content levels.
Accordingly, it is reconunended that additional testing be performed at the completion
of grading to verify sulfate contents.
Tentative Foundation-Design Recommendations
General
Provided site grading is perfonned in accordance with the recommendations of this
report, conventional shallow foundations are considered feasible for support of the
proposed residential structures. Tentative foundation reconunendations are provided
herein. However, these reconunendations may require modification depending on as-
graded conditions existing within the building sites upon completion of grading.
Allowable-Bearing Values
An allowable-bearing value of 1,500 pounds psfmay be used square pad footings and
continuous footings founded in compacted fill at a depth of 12 inches or more below
the lowest adjacent final grade. This value may be increased by 20 percent for each
additional foot of width and depth, to a value no greater than 2,500 psf. The
reconunended allowable-bearing value includes both dead and live loads and may be
increased by one-third for short-duration wind and seismic forces.
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June 25,2003
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Settlement
Based on the general settlement characteristics of the compacted fill and in-situ
bedrock, as well as the anticipated loading, it is estimated that the total settlement of
conventional footings will be less than approximately 3/4 inch. Differential settlement
is expected to be about one-half the total settlement. It is anticipated that the majority
of the settlement will occur during construction or shortly thereafter as building loads
are applied.
The above settlement estimates are based on the assumption that the grading will be
performed in accordance with the grading reconunendations presented in this report
and that the project geoteclmical consultant will observe or test the soil conditions in
the footing excavations.
Lateral Resistance
A passive earth pressure of 250 psf per foot of depth to a value up to 2,500 psf may be
used to determine lateral-bearing resistance for footings. In addition, a coefficient of
friction of 0.4 times the dead-load forces may be used between concrete and the
supporting soils to determine lateral sliding resistance. The above values may be
increased by one-third when designing for shOli-duration wind or seismic forces. The
above values are based on footings placed directly against compacted fill or
undisturbed native soil. In the case where footing sides are formed, backfill placed
against the footings should be compacted to 90 percent or more of the maximum dry
density.
Footing Setbacks From Descending Slopes
Where residential structures are proposed near the tops of descending slopes, the
footing setbacks from the slope face should conform with 1997 UBC Figure IS-I-I.
The required setback is Hl3 (one-third the slope height) measured along a horizontal
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June 25,2003
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line projected from the lower outside face ofthe footing to the slope face. The footing
setbacks should be 5 feet or more where the slope height is 15 feet or less and vary up
to 40 feet where the slope height exceeds 15 feet.
Building Clearances From Ascending Slopes
Building setbacks from ascending cut and fill slopes should conform with) 997 UBC
Figure 18-1-1 that requires a building clearance of H/2 (one-half the slope height)
varying from 5 to 15 feet. The building clearance is measured along a horizontal line
projected from the toe of the slope to the face of the building. A retaining wall may
be constructed at the base of the slope to achieve the required building clearance.
Footing Observations
Footing excavations should be observed by the project geoteclmical consultant to
document that they have been excavated into competent bearing soils. The foundation
excavations should be observed prior to the placement of forms, reinforcement or
concrete. The excavations should be trinuned neat, level and square. Loose, sloughed
or moisture-softened soil should be removed prior to concrete placement.
Excavated materials from footing excavations should not be placed in slab-on-ground
areas unless the soils are compacted to 90 percent or more of maximum dry density.
Expansive Soil Considerations
Results of preliminary laboratory tests by Petra and others (Leighton, 1991 a; and Petra,
2002) indicate onsite soil and bedrock materials exhibit expansion potentials ranging
from Very Low to Medium as classified in accordance with 1997 UBC Table 18-I-B.
Additionally, highly expansive soils may be encountered within the site. Expansive
soil conditions should be evaluated for individual lots during and at the completion of
rough grading to observe and document the anticipated condition. The design and
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construction details presented herein are intended to provide reconunendations for the
various levels of expansion potential which may be evident at the completion of rough
grading. Furthermore, it should be noted that additional slab thickness, footing sizes
and/or reinforcement more stringent than the recommendations that follow should be
provided as recommended by the project architect or structural engineer.
Very Low Expansion Potential (Expansion Index of20 or less)
The results of laboratory tests indicate that some onsite soils exhibit VERY LOW
expansion potential as classified in accordance with 1997 UBC Table 18-I-B. For this
condition, it is recommended that footings and floors be constructed and reinforced in
accordance with the following criteria. However, additional slab thickness, footing
sizes and/or reinforcement may be required by the project architect or stmctural
engIneer.
. Footings
- Standard depth footings may be used with respect to building code requirements
for the planned construction (i.e., 12 inches deep for one-story construction and
lS inches deep for two stories). Interior continuous footings for two-story
constmction may be founded at a depth of 12 inches or greater below the top-of-
slab.
- Continuous footings should be reinforced with two No.4 bars, one top and one
bottom.
- Isolated pad footings should be 24 inches or more square and founded at a depth
of 12 inches or more below the lowest adjacent final grade.
. Floor Slabs
- Living-area concrete-floor slabs should be 4 inches or more thick and reinforced
with either 6x6- Wl.4xWl.4 welded-wire mesh or with No.3 bars spaced 24
inches on-centers, both ways. Slab reinforcement should be supported on
concrete chairs or bricks so that the desired placement is near mid-depth.
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June 25, 2003
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Living-area concrete floors should be underlain with a moisture-vapor barrier
consisting of 6-mil thick polyethylene membrane or equivalent. Two inches or
more of clean sand should be placed over the membrane to promote uniform
cUl1ng of the concrete.
Garage-floor slabs should be 4 inches or more thick and placed separately from
adjacent wall footings with a positive separation maintained with 3/S inch felt
expansion joint materials and quartered with weakened plane joints. A 12-inch
wide grade beam founded at the same depth as adjacent footings should be
provided across garage entrances. The grade beam should be reinforced with
two No.4 bars, one top and one bottom.
- Prior to placing concrete, sub grade soils should be thoroughly moistened to
promote uniform curing of the concrete and reduce the development of
shrinkage cracks.
Low Expansion Potential (Expansion Index of21 to 50)
The following recommendations pertain to as-graded lots where the foundation soils
exhibit a LOW expansion potential as classified in accordance with 1997 UBC
Table l8-I-B. The 1997 UBC Section IS06.2 specifies that slab-on-ground
foundations resting on soils with an expansion index greater than 20 require special
design considerations in accordance with 1997 UBC Chapter lS, Division III
(Sections lS15 or lS16) or an engineering design based on a geotechnical
recommendation as approved by the building official. The design procedures outlined
in 1997 UBC Section 1815 are based on the thickness and plasticity index of each
different soil type existing within the upper 15 feet of the building site. We
recommend using an assumed effective plasticity index of 5 as defined in 1997 UBC
Section 1815.4.2.
The design and construction recommendations that follow may be considered for
reducing the effects of LOW expansion potential soils. These recommendations have
been based on the previous experience of Petra on projects with similar soil conditions
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and on the 1997 UBC Section 1815. Although construction performed in accordance
with these recommendations has been found to reduce post-construction movement
and/or cracking, they generally do not mitigate potential effects of expansive soil
action. The owner, architect, design civil engineer, structural engineer and contractors
must be made aware of the expansive-soil conditions which exist at the site.
Furthermore, it is reconunended that additional slab thicknesses, footing sizes and/or
reinforcement more stringent than recommended below be provided as required or
specified by the project architect or structural engineer.
. Footings
Exterior continuous footings may be founded at the depths indicated in the 1997
UBC Table lS-I-C (i.e., 12 inches for one-story and 18 inches or greater for two-
story construction). Interior continuous footings for both one- and two-story
construction may be founded at a depth of 12 inches or more below top of slab.
Continuous footings should have a width of 12 and 15 inches or greater, for one-
and two-story buildings, respectively and should be reinforced with two No.4
bars, one top and one bottom.
_ Exterior pad footings intended for the support of roof overhangs, such as
second-story decks, patio covers and similar construction, should be 24 inches
square or greater and founded at a depth of lS inches or more below the lowest
adjacent final grade. The pad footings should be reinforced in accordance with
the structural engineer's recommendations.
. Floor Slabs
- Unless a more stringent design is recommended by the architect or the structural
engineer, we reconunend a slab thickness of 4 inches or greater for both living-
area and garage-floor slabs and reinforcing consisting of either 6x6- W2.9x W2.9
welded-wire mesh or No.3 bars spaced lS inches on-centers, both ways. Slab
reinforcement should be supported on concrete chairs or bricks so that the
desired location near mid-height is achieved.
- Living-area concrete-floor slabs should be underlain with a moisture-vapor
barrier consisting of 6-mil polyethylene membrane or equivalent. Laps within
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the membrane should be sealed and 2 inches or more of clean sand be placed
over the membrane to promote uniform curing of the concrete.
Garage-floor slabs should be placed separately from adjacent wall footings with
a positive separation maintained with 3/S-inch, felt expansion-joint materials
and quartered with weakened-plane joints. A l2-inch wide grade beam founded
at the same depth as adjacent footings should be provided across garage
entrances. The grade beam should be reinforced with two No.4 bars, one top
and one bottom.
- Prior to placing concrete, the subgrade soils below living-area and garage-floor
slabs should be pre-watered to achieve a moisture content that is at least equal
to or slightly greater than optimum-moisture content. This moisture content
should penetrate to 12 inches or more into the sub grade soils.
Medium Expansion Potential (Expansion Index of 51 to 90)
The following recommendations pertain to as-graded lots which would exhibit a
MEDIUM expansion potential as classified in accordance with 1997 UBC
Table IS-I-B. We are assuming an effective plasticity index of 15 as defined in 1997
UBC Section lS15.4.2.
The design and construction recommendations that follow may be considered for
reducing the effects ofMEDlUM expansion soils. These recommendations have been
based on the previous experience of Petra on projects with similar soil conditions
rather than the design criteria detailed in 1997 UBC Section lS15. Although
construction performed in accordance with these recommendations has been found to
reduce post-construction movement and/or cracking, they generally do not mitigate
potential effects of expansive soil action. The owner, architect, design civil engineer,
structural engineer and contractors must be made aware of the expansive-soil
conditions which exist at the site. Furthermore, it is recommended that additional slab
thicknesses, footing sizes and/or reinforcement more stringent than recommended
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below be provided as required or specified by the project architect or structural
engmeer.
. Footings
Exterior continuous footings for both one- and two-story construction should be
founded at a depth of lS inches or greater below the lowest adjacent final grade.
Interior continuous footings may be founded at a depth of 12 inches or greater
below top of slab for both one- and two-story construction. Continuous footings
should have a width of 12 and 15 inches or greater, for one- and two-story
buildings, respectively, and should be reinforced with four No.4 bars, two top
and two bottom.
- Exterior pad footings intended for the support of roof overhangs, such as
second-story decks, patio covers and similar construction, should be 24 inches
square or greater and founded at a depth of lS inches or greater below the lowest
adjacent [mal grade. The pad footings should be reinforced in accordance with
the structural engineer's recommendations.
. Floor Slabs
- Unless a more stringent design is recommended by the architect or the structural
engineer, we reconunend a slab thickness of 4 inches or greater for both living-
area and garage-floor slabs and reinforcing consisting of No.3 bars spaced 18
inches or less on-centers, both ways. Slab reinforcement should be supported
on concrete chairs or bricks so that the desired location near mid-height is
achieved.
- Living-area concrete-floor slabs should be underlain with a moisture-vapor
barrier consisting of 6-mil polyethylene membrane or equivalent. Laps within
the membrane should be sealed and 2 inches or more of clean sand be placed
over the membrane to promote uniform curing of the concrete.
- Garage-floor slabs should be placed separately from adjacent wall footings with
a positive separation maintained with 3/S-inch, felt expansion-joint materials
and quartered with weakened-plane joints. A l2-inch wide grade beam founded
at the same depth as adjacent footings (lS inches) should be provided across
garage entrances. The grade beam should be reinforced with four No.4 bars,
two top and two bottom.
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Prior to placing concrete, the subgrade soils below living-area and garage-floor
slabs should be pre-watered to achieve a moisture content that is 5 percent or
greater than optimum-moisture content. This moisture content should penetrate
to a depth of lS inches or more into the sub grade soils.
High Expansion Potential (Expansion Index of 91 to 130)
The following recommendations pertain to as-graded lots which would exhibit a
HIGH expansion potential as classified in accordance with 1997 UBC Table 18-I-B.
The 1997 UBC specifies that slab-on-ground foundations (floor slabs) on soils with
an expansion index greater than 20 require special design considerations in accordance
with 1997 UBC Section lS15. The design procedures outlined in 1997 UBC Section
IS15 are based on a plasticity index of the different soil layers existing within the
upper 15 feet of the building site. Based on subsurface stratigraphy and distribution
of the different soil types, we have assumed an effective plasticity index of 30 in
accordance with 1997 UBC Section 1815.4.2.
The design and construction reconunendations that follow are based on the above soil
conditions and may be considered for reducing the effects of highly expansive soils.
These recommendations have been based on the previous experience of Petra on
projects with similar soil conditions. Although construction performed in accordance
with these recommendations has been found to reduce post-construction movement
and/or cracking, they generally do not positively mitigate potential effects of expansive
soil action. The owner, architect, design civil engineer, stlllctural engineer and
contractors must be made aware of the expansive-soil conditions which exist at the
site. Fmihermore, it is reconunended that additional slab thicknesses, footing sizes
and/or reinforcement more stringent than recommended below be provided as required
or specified by the project architect or stlllctural engineer.
. Footings
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- Exterior footings for both one- and two-story construction should be founded a
depth of 24-inches or greater below the lowest adjacent final grade. Interior
continuous footings may founded at a depth of IS inches or greater below the
top-of-slab. Continuous footings should have a width of 12 and 15 inches or
greater, for one- and two-story buildings, respectively, and should be reinforced
with four No.4 bars, two top and two bottom.
- Exterior pad footings intended for the support of roof overhangs, such as
second-story decks, patio covers and similar construction should be a of 24
inches or greater square and founded at a depth of 24 inches or more below the
lowest adjacent final grade. The pad footings should be reinforced with NO.4
bars spaced 18 inches on-centers, both ways, near the bottom-third of the
footings.
. Floor Slabs
The project architect or structural engineer should evaluate minimum floor-slab
thickness and reinforcement in accordance with 1997 UBC Section lS15 based
on an effective plasticity index of 30. Unless a more stringent design is
reconunended by the architect or the structural engineer, we recommend a slab
thickness of 5 inches or more for both living-area and garage-floor slabs and
reinforcing consisting of No.3 bars spaced lS inches on-centers, both ways.
Slab reinforcement should be supported on concrete chairs or bricks to ensure
the desired placement near mid-height.
- Living-area concrete-floor slabs should be underlain with a moisture-vapor
barrier consisting of 6-mil polyethylene membrane or equivalent placed on top
of a 4-inch thick sand or gravel base. Laps within the membrane should be
sealed and an additional 2 inches of clean sand be placed over the membrane to
promote uniform curing of the concrete.
- Garage-floor slabs should have a slab thickness of 5 inches or more on a 4-inch
thick sand base and should be reinforced in a similar mamler as living-area floor
slabs. Garage-floor slabs should be placed separately from adjacent wall
footings with a positive separation maintained with 3/S-inch or more, felt
expansion-joint materials and quartered with weakened-plane joints. A l2-inch
wide by 24-inch deep grade beam founded at the same depth as adjacent
footings should be provided across garage entrances. The grade beam should
be reinforced with four No.4 bars, two top and two bottom.
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Prior to placing concrete, the subgrade soils below living-area and garage-floor
slabs should be presoaked to achieve a moisture content that is 5 percent or
greater above optimum moisture content. This moisture content should
penetrate to a depth of 24 inches or more into the sub grade soils. Presaturation
ofthe subgrade soils will promote uniform curing of the concrete and reduce the
development of shrinkage cracks.
Post-Tensioning
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In lieu of the preceding recommendations for conventional footings and floor slabs,
post -tensioned slabs may be used. The actual design of post-tensioned slabs is referred
to the project structural engineer who is qualified in post-tensioned slab design, using
sound engineering practices. The post-tensioned slab-on-ground should be designed
in general conformance with the design specification presented in 1997 UBC
Section lS16. Alternate designs are allowed per 1997 UBC Section 1806.2 that
address the effects of expansive soils when present. However, to assist the structural
engineer in his design, the following parameters are recommended.
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and Low Medium
> ........ (0 to 50) (51 to 90\
Assumed percent clay 30 70
Clay type Montmorillonite
Approximate depth of constant sllction (feet) 7.0 7.0
Approximate soil suction (pF) 3.6 3.6
Approximate velocity or moisture flow (inches/month) 0.7 0.7
Thomwaite Index -20 -20
Average edge Center lift 4.6 5.3
Moisture variation depth, e,11
(feet) Edge lift 2.2 2.5
Anticipated swell, YI\1 Center lift 1.4 2.3
(inches) Edoe lift 0.4 1.1
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. Perimeter footings for either one- or two-story dwellings may be founded at a depth
of 12 inches or more below the nearest adjacent final-ground surface. Interior
footings may be founded at a depth of 12 inches or more below the top of the
finish-floor slab.
. Dwelling-area-floor slabs constructed on-ground should be underlain with a
moisture-vapor barrier consisting of 6-mil polyethylene membrane. One inch or
more of clean sand should be placed over the membrane to promote uniform curing
of the concrete.
. Presaturation of subgrade soils below slabs-on-ground will not be required.
However, subgrade soils should be thoroughly moistened prior to placing concrete.
. Soil parameters are presented in the following table for preliminary design
purposes.
Retaining Walls
Footing Embedments
The base of retaining-wall footings constructed on level ground may be founded at a
depth of 12 inches or more below the lowest adjacent final grade. Where retaining
walls are proposed on or within 15 feet from the top of adjacent descending fill slopes,
the footings should be deepened such that a horizontal clearance of 15 feet or more is
maintained between the outside bottom edges of the footings and the face of the slope.
The above recommended footing setbacks are preliminary and may be revised based
on site-specific soil conditions. Footing excavations should be observed by the project
geoteclmical representative to document that the footing excavations extend into
competent-bearing soils and to the embedments recommended above. These
observations should be performed prior to placing forms or reinforcing steel.
Active and At-Rest Earth Pressures
An active lateral-earth pressure equivalent fluid having a density of 40 pounds pcf
should tentatively be used for design of cantilevered walls retaining a drained level
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backfill. Where the wall backfill slopes upward at 2: I (h:v), the above value should
be increased to 63 pcf. Retaining walls should be designed to resist surcharge loads
imposed by other nearby walls, structures or vehicle in addition to the above active
earth pressures.
Drainage
Weepholes or open vertical masonry joints should be provided in retaining walls to
reduce the likelihood of entrapped water in the backfill. Weepholes, if used, should
be 3 inches or more in diameter and provided at intervals of 6 feet or less along the
wall. Open vertical masonry joints, if used, should be provided at 32-inch or less
intervals. A continuous gravel fill, 12 inches by 12 inches, should be placed behind
the weepholes or open masonry joints. The gravel should be wrapped in filter fabric
to reduce the infiltration of fines and subsequent clogging of the gravel. Filter fabric
may consist of Mirafi 140N or equivalent.
In lieu of weep holes or open joints, a perforated pipe-and-gravel subdrain may be used.
Perforated pipe should consist of 4-inch diameter PVC Schedule 40 or ABS SDR-35,
with the perforations laid down. The pipe should be embedded in 1.5 cubic feet per
foot of 0.75- or 1.5-inch open-graded gravel wrapped in filter fabric. Filter fabric may
consist ofMirafi 140N or equivalent.
Retaining walls greater than 6 feet high should be provided with a continuous
backdrain for the full height of the wall. This drain could consist of a geosynthetic
drainage composite, such as Miradrain 6000 or equivalent or a permeable drain
material, placed against the entire backside of the wall. If a permeable drain material
is used, the backdrain should be I foot or more thick. Caltrans Class II permeable
material or open-graded gravel or crushed stone (described above) may be used as
permeable drain material. If gravel or crushed stone is used, it should have less than
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5 percent material passing the No. 200 sieve. The drain should be separated from the
backfill with a geofabric. The upper I foot of the backdrain should be covered with
compacted fill. A drainage pipe consisting of 4-inch diameter perforated pipe
(described above) surrounded by gravel or crushed rock wrapped in a filter fabric
should be provided along the back of the wall. The pipe should be placed with
perforations down, sloped at 2 percent or more and discharge to an appropriate outlet
through a solid pipe. The pipe should outlet away from structures and slopes and the
wall should be appropriately waterproofed. The outside portions ofretaining walls
supporting backfill should be coated with an approved waterproofing compound to
inhibit infiltration of moisture through the walls.
Temporary Excavations
To facilitate retaining-wall construction, the lower 5 feet of temporary slopes may be
cut vertical and the upper portions exceeding a height of 5 feet should be cut back at
a gradient of 1: 1 (h:v) for the duration of construction. However, temporary slopes
should be observed by the project geoteclmical consultant for evidence of potential
instability. Depending on the results of these observations, flatter slopes may be
necessary. The potential effects of various parameters such as weather, heavy
equipment travel, storage near the tops of the temporary excavations and construction
scheduling should be considered in tlle stability oftemporary slopes. Water should not
be permitted to drain over temporary slopes. A berm should be placed at tlle top of the
slope and water should drain away from the slope. Surcharges, due to equipment, spoil
piles, etc., should not be allowed within 10 feet of the top ofthe slope.
Wall Backfill
Retaining-wall backfill should be placed in 6- to 8-inch loose lifts, watered or air-dried
as necessary to achieve near optimum moisture conditions and compacted in place to
a relative compaction of90 percent or more. A.,1/
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25,2003
IN. 377-02
Page 39
Masonry Garden Walls
Construction on or Near the Tops of Descendinl! Slopes
Continuous footings for masonry garden walls proposed on or within 5 feet from the
top of any descending cut or fill slope should be deepened such that a horizontal
clearance of 5 feet or more is maintained between the outside bottom edge of the
footing and the slope face. The footings should be reinforced with two No.4 bars, one
top and one bottom (slightly expansive soils) or four No.4 bars, two top and two
bottom (MEDIUM and HIGH expansive potential) and as recommended by the
structural engineer. Plans for any top-of-slope garden walls proposing pier and grade-
beam footings should be reviewed by the project geotechnical consultant prior to
construction.
Construction on Level Ground
Where masonry garden walls are proposed on level ground and 5 feet or more from the
tops of descending slopes, the footings for these walls may be founded at a depth of
12 inches or more below the lowest adjacent final grade. These footings should be
reinforced with two No.4 bars, one top and one bottom (VERY LOW to LOW
expansive potential) or four No.4 bars, two top and two bottom (MEDIUM to HIGH
expansive potential) and as recommended by the structural engineer.
Construction Joints
In order to mitigate the potential for unsightly cracking related to the effects of
differential settlement, positive separations (construction joints) should be provided
in the walls at horizontal intervals of approximately 25 feet and at each comer. The
separations should be provided in the blocks only and not extend through the footings.
The footings should be placed monolithically with continuous rebars to serve as
effective "grade beams" along the full lengths of the walls.
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N. 377-02
Page 40
Concrete Flatwork
Thickness and Joint Spacine-
To reduce the potential of unsightly cracking, concrete sidewalks and patio-type slabs
should be 4 inches or more thick and provided with construction or expansion joints
every 6 feet or less. Concrete driveway slabs should be 4 inches or more thick and
provided with construction or expansion joints every 10 feet or less.
Sub grade Preparation
As a further measure to reduce cracking of concrete flatwork, the upper 6 inches of
sub grade soils below concrete-flatwork areas should first be compacted to a relative
compaction of 90 percent or more and then thoroughly wetted to achieve a moisture
content that is at least equal to or slightly greater than optimum moisture content. This
moisture should extend to a depth of 12 inches below subgrade and maintained in the
soils during placement of concrete. Pre-watering of the soils will promote uniform
curing of the concrete and reduce the development of shrinkage cracks. A
representative of the project geoteclmical consultant should observe and document the
density and moisture content of the soils and the depth of moisture penetration prior
to placing concrete.
Planters
Area drains should be extended into planters that are located within 5 feet of building
walls, foundations, retaining walls and masonry garden walls to reduce excessive
infiltration of water into the adjacent foundation soils. The surface of the ground in
these areas should be sloped at a gradient of2 percent or more away from the walls and
foundations. Drip-irrigation systems are also recommended to prevent overwatering
and subsequent saturation of the adjacent foundation soils.
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N. 377-02
Page 41
GRADING-PLAN REVIEW AND CONSTRUCTION SERVICES
This report has been prepared for the exclusive use of Richmond American Homes to
assist the project engineer and architect in the design of the proposed development.
It is reconunended that Petra be engaged to review the final-design drawings and
specifications prior to construction. This is to verify that the recommendations
contained in this report have been properly interpreted and are incorporated into the
project specifications. If Petra is not accorded the opportunity to review these
documents, we can take no responsibility for misinterpretation of our
recommendations.
We recommend that Petra be retained to provide soil-engineering services during
construction of the excavation and foundation phases of the work. This is to observe
compliance with the design, specifications or recommendations and to allow design
changes in the event that subsurface conditions differ from those anticipated prior to
start of construction.
Ifthe project plans change significantly (e.g., building loads or type of structures), we
should be retained to review our original design recommendations and their
applicability to the revised construction. If conditions are encountered during
construction that appear to be different than those indicated in this report, this office
should be notified immediately. Design and construction revisions may be required.
LIMITATIONS
This report is based on the project, as described and the geotechnical data obtained
from the field tests performed at the locations indicated on the plan. The materials
encountered on the project site and utilized in our laboratory evaluation are believed
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N. 377-02
Page 42
representative of the total area. However, soils can vary in characteristics between
excavations, both laterally and vertically.
The conclusions and opinions contained in this report are based on the results ofthe
described geoteclmical evaluations and represent our professional judgement. The
findings, conclusions and opinions contained in this report are to be considered
tentative only and subject to confirmation by the undersigned during the construction
process. Without this confirmation, this report is to be considered incomplete and
Petra or the undersigned professionals assume no responsibility for its use. In addition,
this report should be reviewed and updated after a period of I year or if the site
ownership or project concept changes from that described herein.
This report has not been prepared for use by parties or projects other than those named
or described above. It may not contain sufficient information for other parties or other
purposes.
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RICHMOND AMERICAN HOMES
TRs 26828, -1 & -2/Temecula
June 25, 2003
J.N. 377-02
Page 43
The professional opinions contained herein have been derived in accordance with
current standards of practice and no warranty is expressed or implied.
Respectfully submitted,
Lisa A. Battiato, RG
Project Geologist
RG 7512
tephen W. Jense
Principal Geologis
LAB/CAC/SWJ/keb
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SITE LOCATION MAP
t(b
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W
f-
u;
REFERENCE:
l'ISGS 7.5 Minute Topographic
Series, Bachelor Mountain
Quadrangle Dated 1953,
Photorevised 1973, Photo inspected 1978
Murrieta Quadrangle Dated 1953.
Photo revised 1979
11
~ PETRA GEOTECHNICAL, INC.
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NORTH
IN 377-02
JUN., 2003
FIGURE 1
o
,
2000 FEET
SCALE
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REFERENCES
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i Bergmann, M. and Rockwell, T., 1989, The Murrieta Creek Fault, a New Branch of the Elsinore Fault, Rancho
California Area, Riverside County, California, Geological Society of America Abstracts with Program, no. 21,
p.5.
, 1996, Holocene Slip Rate of the Elsinore Fault in the Temecula Valley, Riverside County, California, dated
February 8.
I
'Bergmann, M. and Alford, S., 1991, Preliminary Geotechnical Investigation, 35.5 Acre Site, Parcel Map Numbers
16487 and 16470, Northeast Corner of Joseph Road and Rita Way, City of Temecula, Riverside County,
California, dated January 2.
I
__, 1991, Slope Stability Analysis for the Proposed Residential Development, Vesting Tentative Tract No. 26828,
Seraphina Road Area, Temecula, Riverside County, California, dated July 30.
I
. Blake, TF., 1998/1999," UBCSEIS, Version 1.03, A Computer Program for the Estimation ofUnifornl Bnilding Code
Coefficients Using 3-D Fault Sources."
I
. __, 2000, "FRISKSP, Version 4.00, A Computer Program for the Probabilistic Estimation of Peak Acceleration
and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources."
I
, County of Riverside Transportation and Land Management Agency Website by TLMA [nternational Resources Division
and the Agency Web Implementation Team, Riverside County Environmental Hazards Map, dated May, 1999,
scale 1 inch ~ 2 miles
I
I
Environmental Geotechnology Laboratory, Inc., 1999, Report of Geotechnical Engineering Investigation and Review
of 40-Scale Site Plan, Parcel Maps 16487 & 16470, Northeast Corner of Joseph Road and Rita Way,
Residential Development Project, City ofTemecula, County of Riverside, California, dated April 9.
I
Giessner, F.W.; Winters, B.A.; and McLean, J.S., 1971, Water Wells and Springs in the Western Part of the Upper Santa
Margarita River Watershed, Riverside and San Diego Counties, California, State of California Department of
Water Resources Bnlletin 91-20.
I
Hart, Earl W. and Bryant, William A., 1997, Fault-Rupture Hazard Zones in California, CDMG Special Publication 42,
revised 1997, Supplements 1 and 2 added 1990.
I
International Conference of Building Officials, 1997, Uniform Building Code, Stmctural Engineering Design
Provisions.
, 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada,
Prepared by California Division of Mines and Geology.
I
Jenkins, OlafP., 1966, Geologic Map of California, Santa Ana Sheet, Scale: 1:250,000.
I
Jel111ings, C.W., 1962, Geologic Map of California, OlafP. Jenkins Edition, Long Beach Sheet, Scale 1:250,000.
I
JUNE 2003 t....'\
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HETRA GEOTECHNICAL, INC
J.N.377-02
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REFERENCES (Continued)
I
, 1985, An Explanatory Text to Accompany the 1:750,000 scale Fault and Geologic Maps of California,
California Division of Mines and Geology.
I
,1994, Fault Activity Map of California and Adjacent Areas, Scale 1:750,000.
I
Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County,
California, CDMG Special Report 131.
I
. Leighton and Associates, Inc., 1991a, Preliminary Geotechnical Investigation, 35.5 Acre Site, parcel Map Numbers
16487 and 16470, Northeast Comer of Joseph Road and Rita Way, City of Temecula, Riverside County,
California, Project No. 11901447-01, dated January 2.
, 1991b, Slope Stability Analysis for the Proposed Residential Development, Vesting Tentative Tract No.
26828, Seraphina Road Area, Temecula Riverside County, California, Project No. 11901447-02, dated July
30.
I
I
'Morton, D.M., 1999, Preliminary Digital Geologic Map of the Santa Ana 30'X60' Quadrangle, Southern California,
Open File Report OF99-172.
I
; Petra Geotechnical, Inc., 2002, Due Diligence Geotechnical Assessment of Planned Residential Development, Tract
No. 26828, Northwest Comer of Rita Way and Seraphina Road, Temecula, Riverside County, California,
IN. 377-02, dated October 28.
I
, State of California Department of Water Resources, 1966, Hydrologic Data: 1964, Volume V: Southern California,
Appendix C: Groundwater Measurements, Bulletin No. 130-64, July, 1966.
__,1973, Hydrologic Data: 1972, Volume V: Southern California, Bulletin No. 130-72, November 1973.
I
. Weber, F.H., Jr., 1977, Seismic Hazards Related to Geologic Factors, Elsinore and Chino Fault Zones, Northwestern
Riverside County, California, CDMG Open File Report 77-4 LA, May, 1977.
I
United States Geological Survey, Bachelor Mountain Quad, dated 1953, Photorevised 1973, Photo Insp. 1978.
,7.5 Minute Topographic Series, Murrieta Quadrangle, dated 1953, Photorevised 1979, scale 1:24,000.
I
University of Nevada, 1965, Center for Water Resources Research, Desert Research Institute, Qualernmy Soils,
Proceedings Volume 9, VII Congress.
I
Western Municipal Water District, Cooperative Well Measuring Program, Spring 2001.
I
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JUNE 2003
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PETRA GEOTECHNICAL, INC
J.N. 377-02
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APPENDIX A
PETRA GEOTECHNICAL, INC. (2003)
LOGS 0f BORINGS
$ PETRA
-:P
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Key to Soil and Bedrock Symbols and Terms
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~-~-----.
l.giC'~ M @ffi,'!,~itJi1 (;s'~1 ,-;: C'- _ -. ~ -- _._~
---~--~~~
~ " GRAVELS Clean Gravels GW Well-graded gravels, gravel-sand mixtures, little or no fines
"
." ~o ~ ~ more than half of coarse {iess than 5% fines' GP Poorly-graded gravels. gravel-sand mixtures, little or no tines
" - <0
.: .:::! N 2~ fraction is larger than #4 Gravels GM Siltv Gravels. 'Poorly-graded gravel-sand-silt mixtures
= i:)'ll:: sieve Clayey Gravels, poorly-graded gravel-sand-clay mixtures
t.. '" - t: " =~ with tines GC
eIl:::1 cl > .~ ~
: Jj.=-5 " SANDS Clean Sands SW Well-graded sands. gravelly sands. little or no fines
." "
. 0 " > " (Jess than 5% fines) Poorly-graded sands, gravelly sands, little or no fines
= '" ~~ .~ .::; more than half of coarse SP
0 en 0 fraction is smaller than # Sands Silty Sands, poorly-graded sand-gravel-silt mixtures
U .::! .,,- SM
.\ " " sieve with fines SC Clayey Sands, poorly-graded sand-gravel-clay mixtures
.gD
1::";;; Inorganic silts & very fine sands, silty or clayey fine sands,
. .- ML
~.~ 0 - > SILTS & CLAVS
en " clayey sitts with slight plasticity
~~~ vl"U Liquid Limit Inorganic clays of low to medium plasticity, gravelly clays,
.- " ::i .~ CL
~2 I:: " o ~ Less Than 50 sandy clays, silty clays, lean clays
_ <U :;:s ,.
.; E..s c _ Organic silts & clays of low plasticity
" N . OL
. ~ " .~;; 0 "
0Il,~ 1,) . SILTS & CLAYS MH Inorganic silts, micaceous or diatomaceous fine sand or silt
. N = Z ~ Inorganic clays of high plasticity, fat clays
=- ~ ~ Liquid Limit eH
~ ^ ;:: Greater Than 50 OH Organic silts and clays of medium-to-high plasticity
Highly Organic Soils PT Peat, humus swamp soils with high organic content
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Description Sieve Size Grain Size Approximate Size
Boulders >12" >12" Lar er than basketball-sized
Cobbles 3 - 12" 3 - 12" Fist-sized to basketball-sized
coarse 3/4 - 3" 3/4 - 3" Thumb-sized to fist-sized
Gravel fine #4 - 3/4" 0.19 - 0.75" Pea-sized to thumb-sized
coarse #10 - #4 0.079 - 0.19" Rock salt-sized to ea-sized
Sand medium #40-#10 0.017 - 0.079" Su ar-sized to rock salt-sized
fine #200 - #40 0.0029 - 0.017" Flour-sized to sugar-sized to
Fines Passin #200 <0.0029" Flour-sized and smaller
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MAX
EXP
S04
RES
pH
CON
SW
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Maximum Dry Density
Expansion Potential
Soluble Sulfate Content
Resistivity
Acidity
Consolidation
Swell
MA
AT
#200
DSU
DSR
HYD
SE
Mechanical (Partical Size) Analysis
Atterberg Limits
#200 Screen Wash
Direct Shear (Undisturbed Sample)
Direct Shear (Remolded Sample)
Hydrometer Analysis
Sand Equivalent
Trace
Few
Some
Numerous
<1%
1-5%
5 -12 %
12-20%
Approximate Depth of Seepage
Soft
Can be crushed and granulated by
hand; gsoillike" and structureless
Can be grooved with fingernails;
gouged easily with butter knife;
crumbles under light hammer blows
Cannot break by hand; can be
grooved with a sharp knife; breaks
with a moderate hammer blow
Sharp knife leaves scratch; chips
with repeated hammer blows
5'
Notes:
Blows Per Foot: Number of blows required to advance sampler 1 foot (unless a lesser distance is specified). Samplers in general were driven into the sailor
bedrock at the bottom of the hole with a standard (140 lb.) hammer dmpping a standard 30 inches. Drive samples collected In bucket auger borings may be
obtained by dropping non-standard weight from vari:J.ble heIghts. When a SPT sampler is used the blow count confonns to ASTM 0-1586
Approximate Depth of Standing Groundwater
Moderately
Hard
Modified California Split Spoon Sample
Standard Penetration Test
Hard
Bulk Sample
Very Hard
No Recovery in Sampler
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EXPLORATION LOG
Project: Proposed Residential Development, TR 26828
Location: Rita Way & Joseph Road, Temecula, California
Client: Richmond American
Job No.: 377-02
Driving Weight:
140 Ibs /30 in
Drill Method: Hollow-Stem Auger
Depth
(Feet)
lith-
ology
5
~.:
10
15
Material Description
OUKFERNARY ALLUVIUM (Oal)
Silty SAND (SM): yellow brown, damp to moist, loose to medium
dense; fine to coarse, porous.
OUATERNARY PAUBA FORMATION (Ons)
SANDSTONE.
@ 10.0 feet: SANDSTONE: yellow brown, very moist, moderately
hard- coarse- rained moderatel weathered rima orosi.
@ 10.5 feet: SILTSTONE.
@ 15.0 feet: SILTSTONE: yellow brown, very moist, moderately
hard; slightly weathered, carbonate.
@ 18.0 feet: SILTSTONE: yellow brown, very moist, moderately
hard; slightly weathered, fresh.
TOTAL DEPTH = 19.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED WITH CUTTINGS.
Petra Geotechnical, Inc.
Boring No.: B-IA
Elevation: 1150 ft msl
Date: 5/31/03
Logged By: LA Battiato
W Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r Foot e k (%) (pet) Tests
20
41.4
25
54.2
21
62.7
77.4
EI
chern
67.8
63.6
5~
PLATE A-I
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Project:
Location:
Job No.:
EXPLORATION LOG
Proposed Residential Development, TR 26828
Rita Way & Joseph Road, Temecnla, California
377-02
Client: Richmond American
Drill Method: Hollow-Stem Auger
Driving Weight:
140 Ibs /30 in
Depth
(Feet)
5
10
15
M
0
"
N
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0
'"
~
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w
~
;c
'"
oj
0
"-
,-
M
~
"
g
z
0
~
~
~
0
~
~
x
w
Lith-
ology
Material Description
OUATERNARY ALLUVIUM (Qal)
Silty SAND (SM): yellow brown, dry to damp, loose; fine to
medium, porous.
@5.0 reet: Silty SAND (SM): brown, damp, dense (cemented);
coarse, slightly porous.
@ 10.0 reet: Silty SAND (SM): brown, very moist, medium dense;
coarse, with occasional I-inch gravel.
@ 15.0 reet: Silty SAND (SM): brown, very moist, medium dense;
fine and coarse, moderately porous.
OUATERNARY PAUBA FORMATION (Oos)
SILTSTONE.
Petra Geotechnical, Inc.
Boring No.: B-2A
Elevation: 1154 ft msl
Date: 5/31/03
Logged By: LA Battiato
W Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r Foot e k (%) (pet) Tests
43
4.7
16
18.3
24
10.7
126.0
111.0
123.7
5~
PLATE A-2
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"
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0
"
Z
0
~
~
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EXPLORATION LOG
Project: Proposed Residential Development, TR 26828 Boring No.: B-2A
Location: Rita Way & Joseph Road, Temecnla, California Elevation: 1154 ft msl
Job No.: 377-02 Client: Richmond American Date: 5/31/03
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs /30 in Logged By: LA Battiato
W Samples Laboratory Tests
Material Description a Blows C B Moisture Dry Other
Depth Lith- t Per o u Content Density Lab
e r I
(Feet) 010 gy r '::1 (%) (pef) Tests
@ 20.0 feet: SILTSTONE: yellow brown, moist, moderately hard; 28.0 98.6
moderately weathered, some iron-oxide, carbonate within fractures.
f-
f-- ~ -
- 11II
@23.0 reet: SILTSTONE: ;yellow, moist, hard: slightly weathered, 50/ '1= 10.3 114.9
with slight manganese staining. 4-12lt
-
TOTAL DEPTH = 24.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED WITH CUTIINGS.
I
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PLATE A-3
Petra Geotechnical, Inc.
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EXPLORATION LOG
Project:
Proposed Residential Development, TR 26828
Location:
Rita Way & Joseph Road, Temecnla, California
Job No.:
377-02
Client: Richmond American
Drill Method: Hollow-Stem Auger
Driving Weight:
140 Ibs / 30 in
Depth
(Feet)
Lith-
ology
Material Description
OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): very light brown, dry loose; fine to coarse.
Boring No.: B-3A
Elevation: 1185 ft msl
Date: 5/31103
Logged By: LA Battiato
W Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r Foot e k (%) (pet) Tests
@ 3.0 feet: Slightly Clayey Silty SAND (SM): brown, moist, loose; 8 9.7 123.8 cnsol
fine to coarse.
5
@ 6.0 feet: Silty SAND (SM): brown, very moist, loose; coarse, 9 11.3 118.0
moderately porous.
@ 9.0 feet: Silty SAND (SM): brown, moist, medium dense; coarse.
lO
OUATERNARY PAUBA FORMATION (Ons)
Silty SANDSTONE.
@ 12.0 feet: Silty SANDSTONE: yellow brown, moist, moderately
hard; highly weathered.
15
@ 15.0 feet: Silty SANDSTONE: yellow brown, moist, hard;
coarse-grained, slightly weathered, slight manganese staining.
M
o
~
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'"
~
Q
"
~
oc
~
w
~
~
"
N
~
M
~
"
o
~
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o
~
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~
~
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w
TOTAL DEPTH ~ 16.0'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED WITH CUTTINGS.
Petra Geotechnical, Inc.
18
128.3
12.8
123.2
29
12.7
122.2
50/
6"
6.9
~?
PLATE A-4
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I M
0
.
:i:
I ~
~
~
~
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~
EXPLORATION LOG
Project: Proposed Residential Development, TR 26828
Location: Rita Way & Joseph Road, Temecula, California
Job No.: 377-02
Client: Richmond American
Drill Method: Hollow-Stem Auger
Driving Weight:
140 lbs / 30 in
Depth
(Feet)
Lith-
ology
Material Description
OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): light brown, dry, loose; coarse.
Boring No.: B-4A
Elevation: 1223 ft msl
Date: 5/31/03
Logged By: LA Battiato
W Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r Foot e k (%) (pef) Tests
8
113.0
@ 3.0 feet: Silty SAND (SM): brown, damp, medium dense; fine to 27 3.6 116.3
coarse, moderately porous.
5
@ 6,0 feet: Silty SAND (SM): orange brown, damp, medium dense; 26 4.7 120.7
coarse, abundant porosity.
10
\23
r-:::'.'
r~
~
15
@ 9.0 feet: Silty SAND (SM): orange brown, damp, loose; coarse,
moderately porous.
OUATERNARY PAUBA FORMATION (Oos)
Silty SANDSTONE: brown, moist, moderately hard: slightly
weathered.
@ 15.0 feet: SANDSTONE: white, damp, hard; slightly weathered,
friable, iron-oxide staining.
TOTAL DEPTH = 16.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED WITH CUTTINGS,
Petra Geotechnical, Inc.
4.9
25
106.1
15.5
61
2.2
111.6
':50
PLATE A-5
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EXPLORATION LOG
Project: Proposed Residential Development, TR 26828
Location: Rita Way & Joseph Road, Temecula, California
Client: Richmond American
Job No.: 377-02
Driving Weight:
140 Ibs / 30 in
Drill Method: Hollow-Stem Auger
Depth
(Feet)
Lith-
ology
.~-:-'
................-.
'.:~
----............
5 ...:....;..,.....,.
.",...
....--.
Material Description
OUATERNARY COLLUVIUM (Ocol)
Silty SAND (SM): brown, damp, loose; coarse.
OUATERNARY PAUBA FORMATION (005)
SANDSTONE.
@ 4.0 feet: SANDSTONE: yellow brown, dry, hard; fine-grained,
slightly weathered, slight manganese staining.
.~ @ 7.0 feel: SANDSTONE: yellow, dty, hard; fine-grained, slightly
....:........:. : : weathered, slight iron-oxide staining.
~,-.'
~'.'
.'~'
10
~.
@ 10.0 feet: SANDSTONE: yellow, dry, hard; fine-grained, slightly
weathered, iron-oxide staining.
TOTAL DEPTH ~ J 1.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED WITH CUTTINGS.
Petra Geotechnical, Inc.
Boring No.: B-5A
Elevation: 1240 ft msl
Date: 5/31/03
Logged By: LA Battiato
W Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r Foot e k (%) (pet) Tests
68
12.0
9.0
53
18.9
82
121.1
115.7 shear
114.5
5'\
PLATE A-6
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EXPLORATION LOG
Project:
Location:
Proposed Residential Development, TR 26828
Rita Way & Joseph Road, Temecula, California
Job No.:
377-02
Client: Richmond American
Drill Method: Hollow-Stem Auger
Driving Weight:
140 Ibs /30 in
Material Description
Depth
(Feet)
Lith-
ology
OUA TERNARY ALLUVIUM 10al)
Silty SAND (SM): very light brown, dry, loose; fine to coarse.
@ 3.0 feet: Silty SAND (SM): brown, moist, loose; fine to coarse.
5
@ 6.0 feet: Silty SAND (SM): slightly orange brown, moist, medium
dense; coarse, porous.
@ 9.0 feet: Silty SAND (SM): brown, moist, medium dense; coarse,
porous.
]0
@ 12.0 feet: Silty SAND (SM): brown, moist, medium dense; coarse,
slightly porous.
]5
~
D
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w
@ 15.0 feet: Silty SAND (SM): brown, moist, medium dense; coarse.
@ 18.0 feet: SAND (S?): light brown, moist, medium dense: coarse,
primary porosity, friable.
Petra Geotechnical, Inc.
Boring No.: B-6A
Elevation: 1212 ft msl
Date: 5/31/03
Logged By: LA Battiato
W Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r Foot e k (%) (pcf) Tests
12
11.9
15
6.5
20
4.9
14.0
31
9.8
33
5.3
44
120.8
] 13.8 cnsol
115.7
112.8
120.7
115.4
.gb
PLATE A-7
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EXPLORATION LOG
Project: Proposed Residential Development, TR 26828
Location: Rita Way & Joseph Road, Temecula, California
Job No.: 377-02
Client: Richmond American
Drill Method: Hollow-Stem Anger
Driving Weight:
140 Ibs / 30 in
Depth
(Feet)
Lith.
ology
f-
f-
f-
-
-=-.
~
-==
-25- ~
Material Description
OUATERNARY PAUBA FORMATION 10"s)
Silty SANDSTONE.
@ 20.0 feet: Silty SANDSTONE: light brown, moist, hard;
coarse-grained, slightly weathered.
SANDSTONE: light brown. moist, hard; coarse, slightly weathered,
primary porosity.
TOTAL DEPTH ~ 25.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED WITH CUTTINGS.
Petra Geotechnical, Inc.
Boring No.: B-6A
Elevation: 1212 ft msl
Date: 5/31/03
Logged By: LA Battiato
w Samples Laboratory Tests
a Blows C 8 Moisture Dry Other
t Pe, 0 u Content Density Lab
e , I
r Foot e k (%) (pef) Tests
9.1 102.4
60 J
I-+-
44 J 8.6 107.3
~
PLATE A-8
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EXPLORATION LOG
Project: Proposed Residential Development, TR 26828
Location: Rita Way & Joseph Road, Temecula, California
Job No.: 377-02
Client: Richmond American
Drill Method: Hollow-Stem Auger
Driving Weight:
140 lbs / 30 in
Depth
(Feet)
Lith-
ology
5
Material Description
QUATERNARY ALLUVIUM (Qal)
Silty SAND (SM): brown, moist, loose; coarse.
@ 3.0 feet: Silty SAND (SM): brown, moist, medium dense; fine to
coarse.
@ 6.0 feet: Silty SAND (SM): brown, moist, medium dense; coarse.
Boring No.: B-7A
Elevation: 1215 ft msl
Date: 5/31/03
Logged By: LA Ba ttia to
w Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r Foot e k (%) (pct) Tests
32
9.3
128.5
17
11.1
122.0 cnsol
i. @ 9.0 feet: Silty SAND (SM): brown, moist, medium dense; coarse, 36 10.3 127.6
slightly porous, with gravel.
10 --!
b-'. QUATERNARY PAUBA FORMATION (Qps)
~ Silty SANDSTONE.
@ 12.0 fee: Silty SANDSTONE: yellow brown, moist, moderately 32 15.4 115.4
hard; moderately weathered.
~
~.
. .
-
15 @ 15.0 feet: SANDSTONE: orange, moist, moderately hard; 33 18.1 124.8
medium-grained, slightly weathered.
TOTAL DEPTH ~ 16.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED WITH CUTTINGS.
Petra Geotechnical, Inc.
C/J
PLATE A-9
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EXPLORATION LOG
Project: Proposed Residential Development, TR 26828
Location: Rita Way & Joseph Road, Temecula, California
Job No.: 377-02
Client: Richmond American
Drill Method: Hollow-Stem Auger
Driving Weight:
140 Ibs / 30 iu
Depth
(Feet)
Lith-
ology
5 -!
,10
~':
.~':
Material Description
OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): brown, dry, loose; coarse.
@ 3.0 feet: Silty SAND (SM): brown, dry, medium dense (cemented);
coarse, porous.
@ 6.0 feet: Silty SAND (SM): brown, damp, medium dense; coarse,
slightly porous.
@ 9.0 feet: Silty SAND (SM): brown, moist, medium dense; coarse.
OUATERNARY PAUBA FORMATION (OilS)
SANDSTONE.
@ 12.0 feet: SANDSTONE: yellow brown, moist, hard;
medium-grained, slightly weathered, manganese staining.
TOTAL DEPTH ~ 13.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED WITH CUTTINGS.
Petra Geotechnical, Inc.
Boring No.: B-8A
Elevation: 1190 ft msl
Date: 5/31/03
Logged By: LA Battiato
W Samples Laboratory Tests
a Blows C 8 Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r Foot e k (%) (pcf) Tests
37
7.2
5.1
32
8.4
32
10.8
50
121.2
129.1
124.6
119.5
Co\
PLATE A-IO
1:1
~=
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=10
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PETRA GEOTECHNICAL, INC.
LOGS OF BORINGS (2002)
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I
Project:
EXPLORATION LOG
I
Location: Tract No..26828, Temecula
Proposed Housing Development
Job' No.: 377-02 Client: Richmond American
Driving Weight:
140 Ibs / 30 in
I
Drill Method: Hollow-Stem Auger
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Depth Lith.
(Feet) ology
5
10
15
Material Description
ALLUVIUM (Oal\
Siltv Sand ISM): Grayish-brown; dry; medium dense; fine to medium
grained sand with trace of coarse sand; 35% silt; scattered fine pores.
Same, scattered layers of silty fine to coarse sand.
Clavev -Sen.j(SCl:rale-graYish brown;diY;-medfu-;;' dense;fine-=-io --
coarse-grained sand; 15% clay; 3% fine gravel.
@ 7.0 feet: Becomes moist.
@ 9.0 feet: Becomes fine to medium grained sand; medium dense;
<1% fine gravel.
@ 14.0 feet Fine with trace of coarse sand; light olive gray; moist;
dense; no visible pores.
Pauba. Formation (Ons)
Clavev Sand (SC): Moderate brown; moist; dense; fine to medium
grained sand; 35% clay; faint vertical stringers of lighter color
(caliche).
Petra Geotechnical, Inc.
Boring No.: B-1
Elevation: 1201
Date: 10/16/02
Logged By: MLR
W Samples Laboratory Tests
a Blows Moisture Dry Other
t Per Content Density Lab
e
r 6" (%) (pct) Tests
6
7
8
6
8
9
12
20 3.0 112.8 CON
9
14
]5
]4
18
4.8
108.6
CON
9
14
22
]4
20
0J'?
12.3
119.7
PLATE A-I
I
I
Project:
EXPLORATION LOG
Proposed Housing Development
Location: Tract No. 26828, Temecula
I
Job No.: 377-02
Client: Richmond American
I
Drill Method: Hollow-Stem Auger
Driving Weight:
140 Ibs / 30 in
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Depth
(Feet)
30
40
Material Description
@ 25.0 feet: Same; medium dense; trace of coarse grained sand;
massive.
@ 30.0 feet: Same; fine to coarse grained sand.
@ 35.0 feet: Same; 3" layer with 20% clay.
Sandy ClaY TeL t MediUm bfown;rrloist;stlff; medium-plaSticclay --
with 50% fine to medium sand; <1 % dark brown 1 mm-sized organic
(?) particles; massive.
@45.0feet: Same; with 3" thick layers of clayey fine sand; 30% clay.
Petra Geotechnical, Inc.
Boring No.: B-1
Elevation: 1201
Date: 10/16/02
Logged By: MLR
W Samples Laboratory Tests
a Blows Moisture Dry Other
t Per Content Density Lab
e
r 6" (%) (pet) Tests
6
10
13
14
20
5
9
17
5
8
5
11
12
fA
PLATE A-2
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EXPLORATION LOG
Project: Proposed Housing Development Boring No.: B-1
Looation: Tract No. .26828, Temecula Elevation: 1201
JobNo.: 377-02 Client: Richmond American Date: 10/16/02
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs / 30 in Logged By: MLR
W Samples Laboratory Tests
Material Description a Blows C B Moisture Dry Other
Depth Lith. t Per 0 u Content Density Lab
e r I
(Feet) ology r 6" e k (%) (pef) Tests
-------------------------------- lOI
- Clavev Sand (Set Medium brown; moist; dense; fine- to ! 40
\;ediUm-grained sand with trace of coarse sand and fine gravel; 25 to
30% c1av.
Total Depth = 51 feet
No free groundwater
Backfilled with soil cuttings.
I
I
(p-:5
PLATE A-3
Petra Geotechnical, Inc.
I
I
Project:
Location: Tract No. 26828, Temecula
Proposed Housing Development
I
EXPLORATION LOG
Job.No.: 377-02 Client: Richmond American
Driving Weight:
140 Ibs /30 in
I
Drill Method:
I
Depth Lith-
(Feel) ology
I
I
I
5
I
I
10
I
I
I
15
I
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N
"
m
~ 20
"
"
<
"
"
~
~
~
~
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N
~
~
n
n
>
"
S
z
0
"
~
S
~
x
~
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Hollow-Stem Auger
Material Description
TERRACE DEPOSITS lOt)
Silty Sand (SM): Dark yellowish-brown; moist; medium dense; fine- to
medium-grained sand with trace of coarse sand; 10 -15% silt decrease
with depth; slightly micaceous.
@ 10.0 feet Same; dense; fine to coarse grained sand.
Pauba Formation (ODS)
Silt IML): Mottled olive gray - brownish gray; very stiff.
SiltY SandiSM):-Oark yeiTowiSr;:-brown; mOiSt; mOd;;;; de;:;se; fi.;e-to-
medium-grained sand with layers affine to coarse sand; 15% silt;
crudely stratified.
~~(~t~~~~~~~row~m~~m~~m&M~fi~~o---
coarse-grained sand; 10% silt; micaceous.
@ 23.0 feet: Becomes light olive gray fine sand.
Petra Geotechnical, Inc.
Boring No.: B- 2
Elevation:
1246
10/16102
Date:
Logged By:
MLR
W
a Blows
t Per
e
r 6"
Laboratory Tests
Moisture Dry
Content Density
(%) (pet)
Samples
3
7
4.1
8
14
16
10
20
8.0
8
12
14
Other
Lab
Tests
MAX
EXP
S04
pH
RES
CLO
93.2
105.4
CJo
PLATEA-4
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I
I
EXPLORATION LOG
Project: Proposed Housing Development Boring No.: B-2
Location: Tract No.,26828, Temecula Elevation: 1246
Job No.: 377-02 Client: Richmond American Date: 10/16/02
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs / 30 in Logged By: MLR
W Samples Laboratory Tests
Material Description a Blows C B Moisture Dry Other
Depth Lith- t Per o u Content Density Lab
e r I
(Feet) ology r 6" e k (%) (pcf) Tests
@ 25.0 feet: Same; fine grained sand with 10% silt; micaceous. JOI
e- 16 7.2 104.0
- - -
L @ 27.5 feet: Becomes fine to coarse grained sand. -
- -
-30-' .
@ 30.0 feet: Same; fine to coarse grained sand; subrounded sand IIJ
e- grains; micaceous. 14
15
f- I- -
f- f- -
.
e- I- -
f- 35 - , @ 35.0 feet: Same; fine to medium grained sand with trace of coarse 16(
- sand; 5% silt. 25
Total Depth - 36 feet
No free groundwater encountered
Backfilled with soil cuttings.
.
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PLATE A-S
Petra Geotechnical, Inc.
I
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I
I
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I
I
I
I
I
I
I
I
I
I
I
Project:
EXPLORATION LOG
Location: Tract No. 26828, Temecula
Proposed Housing Development
Job No.: 377-02 Client: Richmond American
Drill Method:
Hollow-Stem Auger
Driving Weight:
140 Ibs /30 in
Elevation:
Boring No.: B- 3
Date:
Logged By:
1235
10/16/02
MLR
W Samples
Material Description a Blows C B
Depth t Per 0 u
e r I
(Feet) r 6" e k
Laboratory Tests
Moisture Dry
Content Density
(%) (pel)
Other
Lab
Tests
N
Q
m
"
" 20
~
0
"
~
~
~
w
~
~
,.
"
0'
0
~
M
>
"
S
z
0
~
~
S
~
x
w
5
10
15
TERRACE DEPOSITS lOt)
Clavev Sand (SC): Dark yellowish-orange; dry; medium dense; fine- to
coarse-grained sand; 25% clay; trace affine gravel.
--------------------------------
Silty Sand (SM); Dark yellowish - orange; moist; medium dense; fine-
to medium-grained sand; 15 - 20% silt; slightly micaceous.
PaubaFormation (ODS)
Siltv Sand (SM): Light olive gray; moist; medium dense; fine- to
coarse-grained sand; trace of fine gravel; micaceous; 12% silt.
CI~~ S;;d(SC):-M~diu~;bro;_n; ~o"ISC ;;-edi;m-d~nse; ili1;;' ~ - --
coarse.grained sand; 20% clay.
@ 23.5 feet: Becomes olive gray; moist; medium dense; fine grained
sand: 20 - 30% clay.
Petra Geotechnical, Inc.
7
9
10
12
21
1.4
6
10
12
13.1
8
12
109.2
MAX
EXP
S04
pH
RES
CLO
EXP
104.9 S04
pH
RES
CLO
C/o
PLATE A.6
I EXPLORATION LOG
I Project: Proposed Housing Development Boring No.: B-3
Location: Tract No. 26828, Temecula Elevation: 1235
I Job No.: 377-02 Client: Richmond American Date: 10/16/02
I Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs / 30 in Logged By: MLR
W Samples Laboratory Tests
Material Description a Blows C B Moisture Dry Other
I Depth Lith- t Per 0 u Content Density Lab
e r I
(Feet) r 6" e k (%) (pet) Tests
4
I ~~S~~s~~~~grn~~~~~~~cw~~rn~~~~;U%- 7
10
sand.
I
@29.0feet: 12" layer affine to coarse sand.
I 130 12
23 6.8 99.5
I
I 35
Sand (SP): UghtoTi.;e gr~;Inois"t;n;edfut;;den;;ifne-=- to - - - - -- 8
I medium-grained sand; ] 0% silt; slightly micaceous. 13
16
I
I 40 SiIN S~d(SM\-iTght~f;Ye g7ay; ~loIst; ~ediU~ dens;; fine withtrace 17
of medium grained sand; 15% silt; with layers of clayey fine to coarse 28
sand and clayey coarse sand with 10% pore space (grain-supported
I matrix).
I N
C>
a;
o.
~ 45
~ @ 45.0 feet: Same; light yellowish brown; fine to medium grained sand 16
0
I " with layer os fine to coarse grained; 20% silt. 21
""
~ 19
~
w
~
2 Total Depth ~ 46.5 feet
I 0
" No free groundwater encountered
~
M Backfilled with soil cuttings.
M Ci\
~
"
I 0
~
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0 PLATE A-7
~
~
0
I ~ Petra Geotechnical, Inc.
~
"
w
.;1', --..- ----.,. "..
- -
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I
I
Project:
EXPLORATION LOG
Location; Tract No. 26828, Temecula
Proposed Housing Development
Job No.; 377-02 Client: Richmond American
Driving Weight:
140 Ibs /30 in
Drill Method: Hollow-Stem Auger
N
0
ili
~ 20
~
'-'
to
.;
"'
~
w
~
~
~
to
N
~
~
M
M
':
to
to
~
Z
0
~
~
"'
"
~
"
w
Depth
(Feet)
5
10
15
Material Description
ALLUVIUM lOan
Clayey Sand (SC): Dark grayish-brown; dry; medium dense;
fine-grained sand; 35% clay; porous up to 2 feet.
@ 3.0 feet: Same; rare fine root holes.
@ 5.0 feet: Same; fine with trace of medium sand; very porous; trace of
fine rootlets.
@ 7.0 feet: Same; rare fine root holes.
@ 10.0 feet: Becomes pale yellowish brown; moist; medium dense;
fine to coarse grained sand; porous layers.
Pauba Formation (ODS)
Clayey Sand (SC): Light olive brown; moist; medium dense; fine- to
coarse-grained sand with 30% clay alternating with layers of fine
grained silty sand; no visible pores.
@ 20.0 feet: Becomes pale yellowish brown; moist; medium dense to
dense; fine to coarse grained sand; 15 to 20% clay; layers with medium
to coarse sand - grained supported with open matrix.
Petra Geotechnical, Inc.
Boring No.: B-4
Elevation; 1221
Date: 10/16/02
Logged By: MLR
W Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r 6" e k (%) (pel) Tests
6
7
6
5
8
9
8
9 7.1 101.5 CON
4
6
7
6
8
6.6
107.8
7
4
9
14
22
2.7
118.2
""P
PLATE A-8
I
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M
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I '3
~
x
w
EXPLORATION LOG
Project: Proposed Housing Development
Location: Tract No.. 26828, Temecula
Job No.: 377-02
Client: Richmond American
Drill Method: Hollow-Stem Auger
Driving Weight:
140 Ibs /30 in
I"
I
10-
- 0)
Depth
(Feet)
30
r
Material Description
@ 25.0 feet: Same; dense; scattered fine rounded gravel; locally iron
stained; scattered silty fine sand layers.
Siltv S;';dISM\:LTght olive gray; mOist: dense;fine ~itht,:aCe Of - - -
medium grained sand; 20% silt.
Clavey S;';dfSCl:Lighi yellowiSh-=-brown; mOist; dense; fine:!" - --
medium-grained sand with trace of coarse grained sand; 20% clay; no
visible pore.
Total Depth = 36.5 feet
No free groundwater encountered
Backfilled with soil cuttings.
Petra Geotechnical, Inc.
Boring No.: B-4
Elevation: 1221
Date: 10/16/02
Logged By: MLR
Samples Laboratory Tests
W
a Blows Moisture Dry Other
t Per Content Density Lab
e
r 6" (%) (pef) Tests
11
17
20
11
14
7
15
26
"\\
PLATE A-9
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I
I
I
I
I
I
I
Project:
EXPLORATION LOG
Location: Tract No. 26828, Temecula
Proposed Housing Development
Job No.: 377-02 Client: Richmond American
Driving Weight:
140 Ibs / 30 in
Drill Method: Hollow-Stem Auger
L
N
~
m
g 20
~
0
"'
"
<Y
tD
~
~
"'
N
0
~
M
M
".
"'
g
z
Q
~
<Y
0
"
X
~
Depth
(Feet)
Lilh.
5
10
.r.
15
Material Description
ALLUVIUM (Oal)
Clavey Sand (SC): Grayish-brown; dry; loose to medium dense; fine- to
coarse-grained sand; 25% clay; visible fine pores.
Si [tV Sand( St\1\: 6rayish~rown; ~oiSt; loose; fine: to coarse~rnined-
sand; 20% silt; visible pores.
--------------------------------
Clavev Sand (SC): Light yellowish-brown: moist; loose; fine- to
coarse-grained sand; 15% clay; visible pores.
Pauba Formation (Oos)
SillY Sand iSM): Light yellowish-brown; moist; medium dense; fine- to
coarse-grained sand with layers affine to medium grained sand; 15%
silt; no visible pores.
@_ 15.0 feet: Same; light olive gray; fine with trace of medium grained
sand: 20% silt.
@ 18.0 feet: Scattered layers of fine to coarse grained sand.
~~(~~Li~~TI~~Oy~o~~edi~denSe~n~omedi~w~h
layers of fine to coarse grained sand; 10% silt; micaceous; crudely
stratified.
Petra Geotechnical, Inc.
Boring No.: B-5
Elevation: 1228
Date: 10/16/02
Logged By: MLR
W Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r 6" e k ('!oj (pet) Tests
6
8
7
3
4
5
4
8 3.7 105.7
3
2
2
5
8
2.6
106.9
4
6
7
6
8
,\lr
PLATE A-I0
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0
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z
2
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~
I "
x
w
EXPLORATION LOG
Project: Proposed nousing Development
Location: Tract No..26828, Temecula
Job No.: 377-02
Client: Richmond American
Drill Method: Hollow-Stem Auger
Driving Weight:
140 Ibs / 30 in
r
L30
I
I
Depth
(Feet)
Lith-
ology
35
Material Description
Dense; fine to coarse grained sand; trace of fine gravel.
Some coarse grained sand layers with grain supported 10% open
matrix.
fl~ev SMd( 'S6:-Medfum bi:o';n; moiSt; denseto very ~ns~ iayers -
affine to medium and fine to coarse grained sand; 30% clay; some
grave Illy layers.
Total Depth = 36.5 feet
No free groundwater encountered
Backfilled with soil cuttings.
Petra Geotechnical, Inc.
Boring No.: B-5
Elevation: 1228
Date: 10/16/02
Logged By: MLR
W Samples Laboratory Tests
a Blows Moisture Dry Other
t Per Content Density Lab
e
r 6" (%) (pet) Tests
9
15
15
18
26
9
25
32
\'?
PLATE A-ll
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I
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I
I
I
I
I
I
I
I
I
I
Project:
EXPLORATION LOG
Location: Tract No. 26828, Temecula
Proposed Housing Development
Job No.: 377-02 Client: Richmond American
Driving Weight:
140 Ibs /30 in
Drill Method: Hollow-Stem Auger
~
0
..
g 20
c
c
"
<
~
~
w
~
~
"
"
~
"
S
"
S
z
0
~
<
~
S
"
x
w
Depth
(Feet)
5
10
15
Material Description
ALLUVIUM (Oan
Clavev Sand (SC): Grayish-brown; dry; dense; fine to medium with
trace of coarse grained sand; 30% clay; visible root pores.
@ 4.0 feet: Medium dense; predominantly fine with trace of medium to
coarse grained sand.
@ 5.0 feet: Moist; clay-lined soil fractures.
stlN Sand(SM)~L[iht yellowiSh=iNown;~oiSt;rriedTu~ de~se; fi~ --
grained sand with 20% silt.
Rare clay-lined soil fractures; no visible pores.
@ 13.0 feet: Sandy Clay (CL) and SIlty Sand (SM) layers.
@ 15.0 feet: Becomes light brownish gray; moist; medium dense; fine
grained sand; 40% silt; no visible pores.
Sandy 'Sl It{ "ML): Lightyei'iowTst;:.brown;moiSt;stJff; 30% fine irained-
sand: clay-lined soil fractures; visible pores.
Pauba Formation (ODS)
o
Petra Geotechnical, Inc.
Boring No.: B-6
Elevation: 1166
Date: 10/16/02
Logged By: MLR
W Samples Laboratory Tests
a Blows C 8 Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r 6" e k (%) (pet) Tests
18
22
20
13
16
17
10
12 10.7 106.5 CON
6
7
13
8
20
12.3
102.4
CON
4
8
10
13
30
42.5
CON
100.8
,1\
PLATE A-12
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I
I
I
I
I
I
I
I
I
I
I
EXPLORATION LOG
Project: Proposed Housing Development Boring No.: B-6
Location: Tract No. 26828, Temecula Elevation: 1166
Job No.: 377-02 Client: Richmond American Date: 10/16/02
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs / 30 in Logged By: MLR
W Samples Laboratory Tests
Material Description a Blows C B Moisture Dry Other
Depth Lith- t Per 0 u Content Density Lab
e r I
(Feel) 010 gy r 6" e k (%) (pet) Tests
sand; no soil fractures and no visible pores; slightly micaceous. 4 J
- 7
9
[ [ I- -
I- ,-
- f- -
,- 30 Sillv Sand(SK1):- Olive brown; moisi; medium-dense;fine-graTner -- 14 [
- sand: 30 to 50% silt; locally laminated with micaceous layers. 34 26.1 93.7
- --
I- -
l- f-
~ 35 Sandy SiltIML); OIivebrown; moTst;stiifio ve;Y SiJCfi-;;e:-grairie<i -- 5 l-
f- sand; 30 to 70% silt; micaceous; crudely stratified. 8 l-
II
f- f-
- I-
- -
- 40- @ 40.0 feet: Massive; 20% tine grained sand. 7 [
- 16
Total Depth ~ 41 reet
No free groundwater encountered
Backfilled with soil cuttings.
"\~
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.
,
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.,
<L
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PLATE A-13
Petra Geotechnical, Inc.
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I
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I
I
I
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I
I
I
I
I
I
I
I
I
Project:
EXPLORATION LOG
Location: Tract No. 26828, Temecula
Proposed Housing Developmeut
Job No.: 377-02 Client: Richmond American
Driving Weight:
140 Ibs / 30 in
Drill Method: Hollow-Stem Auger
I
,
~
N
~ 20
>--
0
"
~
~
>--
w
~
"
"
N
~
~
>
"
S
z
0
~
~
~
S
~
x
w
Depth
(Feet)
Lith-
ology
5
10
15
Material Description
ARTIFICIAL FILL IAn
Silty Sand iSM): medium dense; fine grained sand with silt.
ALLUVIUM 10al)
Clavev Sand (SC): Grayish-brown; dry; medium dense; fine- to
coarse-grained sand; 30% clay; rare visible pores.
@ 3.0 feet: Scattered fine gravel; no visible pores.
Sand (SP): Light yellowish-brown; moist; medium dense; fine- to
medium-grained sand with trace of coarse sand; 10% silt; scattered fine
to coarse gravel.
~~SM~S~~~~o~e~~~m~~m~~m~m~fi~w~~d
sand with 40% silt.
Si~s~&~;~Sih~MMD~Ug~o~ei~~~~~~iu~---
dense/stiff; silt with 50% fine grained sand.
Same: with layers of light yellowish gray silt (ML); stiff; dark vertical
soil fractures.
Siltv ScmdfSM): Oli;e gray; moiSt; medium-dense; fine:.graTnel'sand;-
variably silt; crudely stratified; micaceous.
Petra Geotechnical, Inc.
Boring No.: B-7
Elevation: 1151
Date: 10/16102
Logged By: MLR
W Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per 0 u Content Density Lab
e r I
r 6" e k (%) (pcf) Tests
6
8
12
8
17
15
5
10 2.4 104.4
8
6
6
3
7
31.8
84.9
CON
3
3
4
9
24
9.8
113.9
CON
,,\(q
PLATE A-14
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X
~
EXPLORATION LOG
I Project: Proposed Housing Development Boring No.: B-7
Location: Tract No. 26828, Temecula Elevation: 1151
Job No.: 377-02 Client: Richmond American Date: 10/16/02
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs /30 in Logged By: MLR
W Samples Laboratory Tests
Material Description a Blows C B Moisture Dry Other
Depth Lilh- t Per 0 u Content Density Lab
e r I
(Feet) 010 gy r 6" e k (%) (pef) Tests
Silty Sand (SM) and Sandy Silt (ML): moist; fine grained sand; 30 to 1~2'
I- 70% silt; crudely stratified; micaceous,
Total Depth ~ 26.5 feet
No free groundwater encountered
Backfilled with soil cuttings.
'\~
PLATE A-IS
Petra Geotechnical, Inc.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
'I
I
I
Project:
EXPLORATION LOG
Location: Tract No. 26828, Temecula
Proposed Housing Development
Job No.: 377-02 Client: Richmond American
Driving Weight:
140 Ibs / 30 in
Drill Method: Hollow-Stem Auger
Depth
(Feet)
5
10
15
N
~
m
N
0 20
>-
c.
c.
~
~
>-
w
~
;;:
"
N
0
"
~
M
M
~
C'
S
z
0
~
oc
S
~
x
w
Lith-
ology
Material Description
ALLUVIUM roan
Siltv Sand (SM): Light brown; dry; medium dense; fine to medium
grained sand with layers of fine to coarse grained sand; scattered
gravel.
@ 40.0 feet: Becomes fine grained sand; 40% silt.
@ 5.0 feet: Same; moist; fine grained sand; 35% silt; caliche infilled
soil fractures.
Sa~d~- S1lt(ML):Pal~b;own;dry; stlff;sITt ~ith20olc: flnesand.- - --
Pauba'Formation (Dos)
Siltv Sand (SM): Olive gray; moist; medium dense; fine- to
medium-grained sand; 40% silt; micaceous; massive.
SandY- SiltlMLY-61iveg;;y; moist; Stiff;silt ;-ith 40%flnesand; - --
micaceous.
Petra Geotechnical, Inc.
Boring No.: B-8
Elevation: 1154
Date: 10/16/02
Logged By: MLR
W Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per 0 u Content Density Lab
e r 1
r 6" e k (%) (pef) Tests
6
7
9
8
8
15
13
24 25.9 92.0
4
9
13
12
20
30.9
84.8
CON
3
4
8
10
18
16.4
113.6
"to
PLATE A-16
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Z
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"
X
w
EXPLORATION LOG
Project: Proposed Housing Development
Location: Tract No. 26828, Temecula
Job No.: 377-02
Client: Richmond American
Drill Method: Hollow-Stem Auger
Driving Weight:
140 Ibs / 30 in
I
Material Description
Depth Lilh-
(Feet) ology
-
Total Depth ~ 26.5 reet
No free groundwater encountered
Backfilled with soil cuttings.
Petra Geotechnical, Inc.
Boring No.: B-8
Elevation: 1154
Date: 10/16/02
Logged By: MLR
W Samples Laboratory Tests
a Blows C B Moisture Dry Other
t Per o u Content Density Lab
e r ]
r 6" e k (%) (pet) Tests
1~2J
<'\l\
PLATE A-17
-I
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J.jE1GHTON AND ASSOCIATES, INC.
LOGS OF TEST PITS 1991
o PETRA
~
_.._~
~o_,.._.__u._.
-~~ - -=--=-r-_-_------=-__ _-~ ----,;__~~ --
_._.---------~~
--' ~-, -
-_._~~--~_._~.
~ _. __,~.__ 'u
--;~._~
LEGEND FOR EXPLORATORY TRENCHES
EXPLANATION
Erosional/Sharp contact
Gradational contact
Very gradational contact
Joint
MUNSELL COLOR DESIGNATIONS
Medium gray: H3
Light gray : H8
Moderate brown: 5YR 4/4
Moderate yellowish brown: lOYR 5/4
Moderate olive brown: 5Y 4/4
Moderate reddish brown: lOR 4/6
Light olive: lOY 5/4
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APPENDIX B
'4 ",,'---
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LABORATORY TEST CRITERIA
LABORATORY TEST DATA
o PETRA
C\fp
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APPENDIX B
I
LABORATORY TEST CRITERIA
I
, Soil Classification
I
: Soils encountered within the exploration borings were initially classified in the field in general accordance with the
. viJ;ual-manual procedures of the Unified Soil Classification System (ASTM 02488). The samples were re-examined
in the laboratory and the classifications reviewed and then revised where appropriate. The assigned group symbols
are presented in the boring logs, Appendix A.
I
I In-Situ Moisture and Densitv
I
. Moisture content and unit dry density of in-place soil and bedrock materials were determined in representative strata.
Test data are swnmarized in the boring logs, Appendix A.
I Laboratorv Maximum Drv Densitv
I
. Maximum dry density and optimum moisture content were determined for selected samples of soil and bedrock
materials in accordance with ASTM 01557. Pertinent test values are given on Plate B-1.
I
i Exnansion Index
I
: Expansion index tests were performed on selected samples of soil and bedrock materials in accordance with ASTM
'04829. Expansion potential classifications were determined from 1997 UBC Table 18-I-B on the basis of the
,expansion index values. Test results and expansion potentials are presented on Plate B-1.
Corrosion Tests
I
: Corrosion tests were performed on one sample of onsire soil to determine concentrations of soluble sulfate and
. chloride, as well as pH and resistivity. These tests were performed in accordance with California Test Method
'Nos. 417 (sulfate), 422 (chloride) and 643 (pH and resistivity). Test results are included on Plate B-1.
I
I Direct Shear
I
I
'The Coulomb shear strength parameters, angle of internal friction and cohesion, were determined for an undisturbed
sample. This test was performed in general accordance with ASTM 03080. Three specimens were prepared for
each test. The tcst specimens were artificially saturated, and then sheared under varied normal loads at a maximum
constant rate of strain of 0.05 inches per minute. Results are summarized on Plate B-2.
Consolidation
I
. Consolidation tests were performed in general accordance with ASTM 02435. Axial loads were applied in several
increments to a laterally restrained I-inch-high sample. Loads were applied in a geometric progression by doubling
the previous load, and the resulting deformations were recorded at selected time intervals. The test samples were
inundated at a surcharge loading approximately equal to the existing total overburden pressures. Results of these
tests are graphically presented on Plates B-3 through B-5.
I
I
I
IPETRA GEOTECHNICAL, INC.
II.'N.377-02
IUNE 2003
0...'\
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LABORATORY MAXIMUM DRY DENSITY!
B-2 @ 0-5*
B-3 @ 15-20*
Silty SAND
Gravell SAND
8
10
129.0
114.5
EXPANSION INDEX TEST DATA
B-1A @ 11-13
B-3 @ 15-20*
B-2 @ 0-5*
Silty to Clayey SAND
Gravelly SAND
59
Medium
1
Very Low
Silt SAND
Ver Low
CORROSION TESTS
B-1A @1I-J3 0.003 145 7.32 2,000 concrete: negligible
steel: corrosive
B-2 @ 0-5* 0.003 118 6.38 11,000 concrete: negligible
steel: mild
B-3 @ 15-20* 0.0048 183 7.02 13,000 concrete: negligible
steel: mild
B-3 @ 20.5* 0.012 180 7.74 2,700 concrete: negligible
steel: moderate
* 2002 Investigation
(I) PER ASTM Dl557
(2) PER ASTM D4829
(3) PER 1997 UBC TABLE 18-I-B
(4) PER CALIFORNIA TEST METHOD NO. 417
(5) PER CALIFORNIA TEST METHOD NO. 422
(6) PER CALIFORNIA TEST METHOD NO. 643
(7) PER CALIFORNIA TEST METHOD NO. 643
,
IPETRA GEOTECHNICAL, INC.
I/.'N. 377-02
/UNE 2003
PLATE B-1
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:, Undisturbed Test Samples
t:3 SaIl)ples Were Inundated Prior to Shearing
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LOCATION (feet)
. a.5A @ 7.0
1%1 B.5A @ 7.0
400
800
1,200
1,600
NORMAL STRESS. pounds per square foot
DESCRIPTION
FRICTION
ANGLE e)
Peak. SANDSTONE
28
Ultimate - SANDSTONE
23
DIRECT SHEAR TEST DATA
UNDISTURBED TEST SAMPLES
2,000
COHESION
(PSF)
400
55
~
June, 2003
PLATE B-2
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SAMPLE
LOCA TION (feet)
MATERIAL
DESCRIPTION
INITIAL INUNDATED
DENSITY MOISTURE SA TURA TION LOAD
(pet) (%) (%) (kst)
. B-3A @ 3.0
Silty SAND (SM)
123.8
72
0.20
9.7
0.18
0.35
0.7
1.4
2.8
5.6
44.8
11.2
22.4
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7.0
8.0
9.0
10.0
0.1
1
10
100
VERTICAL STRESS - kips per square foot
'P>
J;N. 377-02
PETRA GEOTECHNICAL, INC.
June, 2003
CONSOLIDATION TEST RESULTS
PLATE B-3
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SAMPLE
LOCATION (feet)
MATERIAL
DESCRIPTION
INITIAL INUNDA TED
DENSITY MOISTURE SATURATION LOAD
(pet) (%) (%) (kst)
. B-6A @ 6.0
Silty SAND (SM)
Il3.8
6.5
36
0.40
0.18
0.35
0.7
1.4
2.8
5.6
11.2
44.8
22.4
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6.0
7.0
8.0
9.0
10.0
0.1
1
10
100
'@\
VERTICAL STRESS - kips per square foot
JeN. 377-02
PETRA GEOTECHNICAL, INC.
Juue,2003
CONSOLIDATION TEST RESULTS
PLATE B-4
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SAMPLE
LOCATION (feet)
MA TERlAL
DESCRIPTION
INITIAL INUNDATED
DENSITY MOISTURE SA TURA TION LOAD
(pet) (%) (%) (kst)
. B-7A@6.0
Silty SAND (SM)
122.0 1 I.I 78 0.40
0.18
0.35
0.7
1.4
2.8
5.6
11.2
22.4
44.8
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6.0
7.0
8.0
9.0
10.0
0.1
1
10
100
VERTICAL STRESS - kips per square foot
\OV
J.N. 377-02
June, 2003
CONSOLIDATION TEST RESULTS
PETRA GEOTECHNICAL, INC.
PLATE B-5
~~c:
=.'n
'Elo,.
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~_ en
APPENDIX C
-1'-
p f:~-
,~
SEISMIC ANALYSIS
~I'n
---I'
1= ~::
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~I-
-I~
,n
"'I'
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001
o PETRA
~l
II
5!! "'1
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;,...-
~---=_=-=:::~~~~~~~~-=-;:::- ""-E~~~___"'- ~~::c: _ ~ ~~~_~
-
- .~-.~;-=-",-",.~--_---..::....:..:..;;..:~
:0" _:~ ~
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TEST.OUT
***********************
*
*
*
*
U B C S E I S
*
*
*
*
version 1.03
*
*
***********************
COMPUTATION OF 1997
UNIFORM BUILDING CODE
SEISMIC DESIGN PARAMETERS
JOB WJMBER: 377,02
DATE: 06-09-2003
JOB NAME: TR 26828
FAULT-DATA-FILE NAME: CDMGUBCR.DAT
SITE COORDINATES:
SITE LATITUDE: 33.5443
SITE LONGITUDE: 117.1183
UBC SEISMIC ZONE: 0.4
UBC SOIL PROFILE TYPE: SD
NEAREST TYPE A FAULT:
NAME: ELSINORE-JULIAN
DISTANCE: 21.0 km
NEAREST TYPE B FAULT:
NAME: ELSINORE-TEMECULA
DISTANCE: 4.8 km
NEAREST TYPE C FAULT:
NAME:
DISTANCE: 99999.0 km
SELECTED UBC SEISMIC COEFFICIENTS:
Na: 1.0
Nv : 1. 2
Ca : 0 . 45
\r:J><
Page 1
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TEST. OUT
Cv:
Ts:
To:
0.78
0.699
0.140
* CAUTION:
*
*
*
*
*
*
*
*
*
*
*
*
*
****,****************************************************************
The digitized data points used to model faults are
limited in number and have been digitized from small-
scale maps (e.g., 1:750,000 scale). Consequently,
the estimated fault-site-distances may be in error by
several kilometers. Therefore, it is important that
the distances be carefully checked for accuracy and
adjusted as needed, before they are used in design.
********************************************************************
Page 1
SUMMARY OF FAULT PARAMETERS
-----.-----------------------------------------------------------------
I APPROX.lsOURCE MAX. I SLIP
ABBREVIATED I DISTANCE I TYPE MAG. I RATE
FAULT NAME I (km) I (A, B, C) I (Mw) I (mm/yr)
I (SS,DS,BT)
~~~~~=~~~~~~~~~~~~~~~~~~~~~~~~~~~~I~~~~~~~~I~~~~~~~I~~~~~~I~~~~~~~~~I~
I 6.7 I B I 6.8 I 5.00 I
I 21.0 I A I 7.1 I 5.00 I
I 24.0 I B I 6.8 I 5.00 I
I 28.7 I B I 6.9 I 12.00 I
I 28.7 I A I 7.2 I 12.00 I_~
Page 2 'P--'
FAULT
TYPE
---------
---------
ELSINORE-TEMECULA
SS
ELSINORE-JULIAN
SS
ELSINORE-GLEN IVY
SS
SAN JACINTO-SAN JACINTO
SS
SAN JACINTO-ANZA
VALLEY
--------
I
I TEST ..OUT
SS
I NEWPORT-INGLEWOOD (Offshore) 50.0 B 6.9 1. 50 I
SS
CHINO--CENTRAL AVE. (Elsinore) 52.2 B 6.7 1. 00 I
I DS
SAN JACINTO-SAN BERNARDINO 53.7 B 6.7 12.00 I
SS
I ROSE CANYON 54.1 B 6.9 1. 50 I
SS
SAN ANDREAS - Southern 56.5 A 7.4 24.00 I
I SS
SAN JACINTO ' COYOTE CREEK 57.4 B 6.8 4.00 I
SS
!I ELSINORE-WHITTIER 59.1 B 6.8 2.50 I
SS
EARTHQUAKE VALLEY 64.0 B 6.5 2.00 I
SS
I PINTO MOUNTAIN 67.9 B 7.0 2.50 I
SS
NEWPORT-INGLEWOOD (L.A.Basin) 74.8 B 6.9 1. 00 I
I SS
CUCAMONGA 76.9 A 7.0 5.00 I
DS
I CORONADO BANK 77.2 B 7.4 3.00 I
SS
NORTH FRONTAL FAULT ZONE (West) 79.0 B 7.0 1. 00 I
I DS
PALOS VERDES 81. 2 B 7.1 3.00 I
SS
I BURNT MTN. 81. 9 B 6.5 0.60 I
SS
CLEGHORN 82.2 B 6.5 3.00 I
I SS
SAN JOSE 82.6 B 6.5 0.50 I
DS
I NORTH FRONTAL FAULT ZONE (East) 83.3 B 6.7 0.50 I
DS
SIERRA MADRE (Central) 86.4 B 7.0 3.00 I
DS
I EUREKA PEAK 86.5 B 6.5 0.60 I
SS
SAN ,ANDREAS -- 1857 Rupture 93.4 A 7.8 34.00 I
I SS
SAN JACINTO - BORREGO 93.8 B 6.6 4.00 I
SS
I LANDERS 94.7 B 7.3 0.60 I
SS
HELENDALE - S. LOCKHARDT 94.7 B 7.1 0.60 I
I Page 3 \~
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TEST.OUT
SS
ELSINORE,COYOTE MOUNTAIN
SS
LENWOOD-LOCKHART-OLD WOMAN SPRGS
SS
CLAMSHELL-SAWPIT
DS
JOHNSON VALLEY (Northern)
SS
RAYMOND
DS
EMERSON So. - COPPER MTN.
SS
VERDUGO
DS
CALICO - HIDALGO
SS
HOLLY\QOOD
DS
PISGAH-BULLION MTN.,MESQUITE LK
SS
SUPERSTITION MTN. (San Jacinto)
SS
ELMORE RANCH
SS
SUPERSTITION HILLS (San Jacinto)
SS
BRAWLEY SEISMIC ZONE
SS
SANTA MONICA
DS
SIER~~ MADRE (San Fernando)
DS
SAN GABRIEL
S8
95.2
100.5
102.6
106.2
107.5
109.4
116.0
120.3
121. 3
121. 6
126.7
130.4
132.5
132.6
133.7
136.1
137.8
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
6.8
7.3
6.5
6.7
6.5
6.9
6.7
7.1
6.5
7.1
6.6
6.6
6.6
6.5
6.6
6.7
7.0
SUMMARY OF FAULT PARAMETERS
Page 2
FAULT
4.00
0.60
0.50
0.60
0.50
0.60
0.50
0.60
1. 00
0.60
5.00
1. 00
4.00
25.00
1. 00
2.00
1. 00
I APPROX.ISOURCE I MAX. I SLIP
Page 4
\{J"
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.1
TEST. OUT
MAG. I RATE
FAULT NAME I (km) I (A, B, C) I (Mw) I (mm/yr)
I (SS,DS,BT)
===~=====~~~=~~=================~~I~~~~~~~=I~=====~I=~==~=I=====~~==I=
ABBREVIATED
TYPE
---------
. _____0___-
MALIBU COAST
DS
ELSINORE-LAGUNA SALADA
5S
GRAVEL HILLS - HARPER LAKE
5S
ANACAPA-DUME
D8
SANTA SUSANA
D8
IMPERIAL
S8
HOLSER
DS
BLACKWATER
SS
OAK RIDGE (Onshore)
DS
SIMI-SANTA ROSA
DS
SAN CAYETANO
DB
SANTA YNEZ (East)
SS
GARLOCK (West)
S8
VENTURA ' PITAS POINT
DS
GARLOCK (East)
SS
M.RIDGE-ARROYO PARIDA-SANTA ANA
DS
PLEITO THRUST
DS
RED MOUNTAIN
DS
BIG:PINE
SS
SANTA CRUZ ISLAND
DS
OWL' L.i\KE
SS
I DISTANCE I TYPE
141. 8
146.4
148.8
154.1
154.3
159.6
163.2
164.8
174.5
176.4
181.8
200.8
204.6
207.5
210.9
215.9
217.1
221.9
225.4
227.6
230.4
Page 5
B
B
B
B
B
A
B
B
B
B
B
B
A
B
A
B
B
B
B
B
B
6.7
7.0
6.9
7.3
6.6
7.0
6.5
6.9
6.9
6.7
6.8
7.0
7.1
6.8
7.3
6.7
6.8
6.8
6.7
6.8
6.5
0.30
3.50
0.60
3.00
5.00
20.00
0.40
0.60
4.00
1. 00
6.00
2.00
6.00
1. 00
7.00
0.40
2.00
2.00
0.80
1. 00
2.00
\60
I
I TEST.OUT
PANAMINT VALLEY 230.7 B 7.2 2.50
I SS
WHITE WOLF 231.4 B 7.2 2.00
DS
I TANK CANYON 233.5 B 6.5 1. 00
DS
So. SIERRA NEVADA 233.6 B 7.1 0.10
I DS
LITTLE LAKE 235.0 B 6.7 0.70
5S
I DEATH VALLEY (South) 238.0 B 6.9 4.00
SS
SANTA YNEZ (West) 255.5 B 6.9 2.00
I SS
SANTA ROSA ISLAND 263.8 B 6.9 1. 00
DS
I DEATH VALLEY (Graben) 280.7 B 6.9 4.00
D8
LOSAIAMOS-W. BASELINE 298.6 B 6.8 0.70
I D8
OWENS VALLEY 305.0 B 7.6 1. 50
S8
LIONS HEAD 316.0 B 6.6 0.02
I DS
SAN JUAN 318.1 B 7.0 1. 00
SS
I SAN LUIS RANGE (S. Margin) 323.2 B 7.0 0.20
DS
HUNTER MTN. - SALINE VALLEY 327.4 B 7.0 2.50
I SS
CASMALIA (Orcutt Frontal Fault) 333.1 B 6.5 0.25
DS
I DEATH VALLEY (Northern) 334.6 A 7.2 5.00
SS
INDEPENDENCE 341.0 B 6.9 0.20
I DS
LOS OSOS 352.6 B 6.8 0.50
DS
I HOSGRI 362.2 B 7.3 2.50
SS
RINCONADA 370.4 B 7.3 1. 00
I SS
BIRCH CREEK 397.8 B 6.5 0.70
DS
WHITE MOUNTAINS 401. 4 B 7.1 1. 00
I SS
DEEP SPRINGS 419.0 B 6.6 0.80
DS
I Page 6 yJ"-
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TEST. OUT
SAN ANDREAS (Creeping)
SS
420.1 I
5.0 I 34.00
B
SUMMARY OF FAULT PARAMETERS
Page 3
-----------------------------------------------------------------------
I APPROX.ISOURCE MAX. I SLIP
ABBREVIATED I DISTANCE I TYPE MAG. I RATE
FAULT NAME I (km) I (A,B,C) I (Mw) I (mm/yr)
I (SS,DS,BT)
~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~I~~~~~~~~I~~~~~~~I~~~~~~I~~~~~~~~~I~
I 422.1 I A I 7.0 I 5.00 I
I 434.1 I B I 6.8 I 1.00 I
I 440.5 I B I 6.6 I 0.20 I
I 460.4 I B I 6.7 I 2.50 I
I 485.5 I B I 6.6 I 0.50 I
I 501. 0 I B I 6.9 I 1. 00 I
I 508.9 I B I 6.2 I 15.00 I
I 515.2 I B I 7.1 I 0.50 I
I 518.7 I B I 7.0 I 3.00 I
I 521. 4 I B I 6.5 I 1. 00 I
I 521. 7 I B I 6.6 I 2.50 I
I 541. 0 I B I 6.8 I 0.10 I
I 545.7 I B I 6.8 I 3.00 I
I 546.2 I A I 7.9 I 24.00 I
Page 7
FAULT
TYPE
---------
----_.----
DEATH VALLEY (N. of Cucamongo)
SS
ROUND VALLEY (E. of S.N.Mtns.)
DS
FISH SLOUGH
DB
HILTON CREEK
DS
HARTLEY SPRINGS
DB
ORTIGALITA
Be'
.>
CALAVERAS (So.of Calaveras Res)
SS
MONTEREY BAY - TULARCITOS
DS
PALO COLORADO - SUR
SS
QUIEN SABE
SS
MONO LAKE
DS
ZAYANTE,VERGELES
SS
SARGENT
S8
SAN ANDREAS (1906)
,,\0
------------ ------
I
I TEST.OUT
SS
I ROBINSON CREEK 553.2 B 6.5 0.50
DS
SAN GREGORIO 590.2 A 7.3 5.00
I 8S
GREENVILLE 592.5 B 6.9 2.00
SS
I ANTELOPE VALLEY 593.9 B 6.7 0.80
DS
HAYWARD (SE Extension) 594.8 B 6.5 3.00
I SS
MONTE VISTA ' SHANNON 595.9 B 6.5 0.40
DS
I HAYWARD (Total Length) 614.0 A 7.1 9.00
SS
CALAVERAS (No.of Calaveras Res) 614.0 B 6.8 6.00
I SS
GENOA 620.1 B 6.9 1. 00
DS
CONCORD - GREEN VALLEY 660.2 B 6.9 6.00
I SS
RODGERS CREEK 699.6 A 7.0 9.00
58
I WEST NAPA 699.7 B 6.5 1. 00
SS
HUNTING CREEK - BERRYESSA 720.8 B 6.9 6.00
I SS
POINT REYES 721.0 B 6.8 0.30
DS
I MAACAMA (South) 761.5 B 6.9 9.00
58
COLLAYOMI 777.6 B 6.5 0.60
I SS
BARTLETT SPRINGS 779.9 A 7.1 6.00
S8
I MAACAiYlA (Central) 803.1 A 7.1 9.00
SS
MAACA.NIA (North) 861. 8 A 7.1 9.00
I SS
ROUND VALLEY (N. S.F.Bay) 866.5 B 6.8 6.00
SS
BATTLE CREEK 883.8 B 6.5 0.50
I DS
LAKE MOUNTAIN 924.8 B 6.7 6.00
SS
I GARBERVILLE,BRICELAND 942.7 B 6.9 9.00
SS
MENDOCINO FAULT ZONE 999.9 A 7.4 35.00
I Page 8 ~\
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II
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I
TEST.OUT
DS
LITTLE SALMON (Onshore) 1004.8 A 7.0 5.00
I'lS
MAD RIVER 1006.5 B 7.1 0.70
DS
CASCADIA SUBDUCTION ZONE 1014.4 A 8.3 35.00
I'lS
McKINLEYVILLE 1017.2 B 7.0 0.60
DS
TRINIDAD 1018.5 B 7.3 2.50
DS
FICKLE HILL 1019.3 B 6.9 0.60
DS
TABLE BLUFF 1025.6 B 7.0 0.60
DS
LITTLE SALMON (Offshore) 1038.7 B 7.1 1. 00
DS
SUMMARY OF FAULT PARAMETERS
Page 4
-----.-----------------------------------------------------------------
I APPROX.ISOURCE MAX. I SLIP
ABBREVIATED I DISTANCE I TYPE MAG. I RATE
FAULT NAME I (km) I (A,B,C) I (Mw) I (mmfyr)
I (SB,DS,BT)
=============~=======~============I========I=======I======1=========1=
I 1054.9 I B I 7.3 1 0.50 I
FAULT
TYPE
---------
---------
BIG LAGOON, BALD MTN.FLT.ZONE
DB
**********************************************************************
*********
Page 9
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PROBABILITY OF EXCEEDANCE
BOZ. ET AL.(l999)HOR PS COR 1
I · I I · I
25 yrs 50 yrs
I · I I ~ I
75 rs 100 rs
100
90
~ 80
:::R
0
,- 70
:>.
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-
.-
:.c 60
:m
:.c
10 50
I L..
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APPENDIX D
STANIf>ARD GRADING SPECIFICATIONS
o PETRA
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STANDARD GRADING SPECIFICATIONS
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These specifications present the usual and minimum requirements for grading operations
performed under the control of Petra Geotechnical, Inc.
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No deviation from these specifications will be allowed, except where specifically superseded in
the preliminary geology and soils report, or in other written communication signed by the Soils
Engineer and Engineering Geologist.
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I. GENERAL
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A. The Soils Engineer and Engineering Geologist are the Owner's or Builder's
representative on the project. For the purpose of these specifications, supervision by
the Soils Engineer includes that inspection ,performed by any person or persons
employed by, and responsible to, the licensed Civil Engineer signing the soils report.
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B. All clearing, site preparation, or earthwork performed on the project shall be conducted
by the Contractor under the supervision of the Soils Engineer.
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C. It is the Contractor's responsibility to prepare the ground surface to receive the fills to
the satisfaction of the Soils Engineer and to place, spread, mix, water, and compact the
fill in accordance with the specifications of the Soils Engineer. The Contractor shall
also remove all material considered unsatisfactory by the Soils Engineer.
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D. It is also the Contractor's responsibility to have suitable and sufficient compaction
equipment on the job site to handle the amount of fill being placed. If necessary,
excavation equipment will be shut down to permit completion of compaction.
Sufficient watering apparatus will also be provided by the Contractor, with due
consideration for the fill material, rate of placement, and time of year.
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E. A final report shall be issued by the Soils Engineer and Engineering Geologist attesting
to the Contractor's conformance with these specifications.
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II. SITE PREPARATION
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A. All vegetation and deleterious material such as rubbish shall be disposed of offsite. This
removal shall be concluded prior to placing fill.
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B. Soil, alluvium, or bedrock materials determined by the Soils Engineer as being
unsuitable for placement in compacted fills shall be removed and wasted from the site.
Any material incorporated as a part of a compacted fill must be approved by the Soils
Engineer.
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C. After the ground surface to receive fill has been cleared, (shall be scarified, disced, or
bladed by the Contractor until it is uniform and free from ruts, hollows, hummocks, or
other uneven features which may prevent uniform compaction.
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The scarified ground surface shall then be brought to optimum moisture, mixed as
required, and compacted as specified. If the scarified zone is greeter than 12 inches in
depth, the excess shall be removed and placed in lifts restricted to 6 inches.
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STANDARD GRADING SPECIFICATIONS
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Prior to placing fill, the ground surface to receive fill shall be inspected, tested, and
approved by the Soils Engineer.
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D. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic
tanks, wells, pipe lines, or others are to be removed or treated in a manner prescribed
by the Soils Engineer.
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E. In order to provide uniform bearing conditions in cutlfill transition lots and where cut
lots are partially in soil, colluvium, or unweathered bedrock materials, the bedrock
portion of the lot extending a minimum of 3 feet outside of building lines shall be
overexcavated a minimum of 3 feet and replaced with compacted fill. (Typical details
are given on Plate SG-l .)
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III. COMPACTED FillS
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A. Any material imported or excavated on the property may be utilized in the fill,
provided each material has been determined to be suitable by the Soils Engineer.
Roots, tree branches, and other matter missed during clearing shall be removed from
the fill as directed by the Soils Engineer.
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B. Rock fragments less than 6 inches in diameter may be utilized in the fill provided:
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1. They are not placed in concentrated pockets.
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2. There is a sufficient percentage of fine grained material to surround the rocks.
3. The distribution of rocks is supervised by the Soils Engineer.
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C. Rocks greater than 6 inches in diameter shall be taken offsite or placed in accord<nce
with the recommendations of the Soils Engineer in areas designated as suitable for
rock disposal. (A typical detail for Rock Disposal is given in Plate SG-2.)
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D. Material that is spongy, subject to decay, or otherwise considered unsuitable shall not
be used in the compacted fill.
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E. Representative samples of materials to be utilized as compacted fill smll be analyzed
by the laboratory of the Soils Engineer to determine their physical properties. If any
material other than that previously tested is encountered during grading, the
appropriate analysis of this material shall be conducted by the Soils Engineer as soon
as possible.
F. Material used in the compacting process shall be evenly spread, watered, processed,
and compacted in thin lifts not to exceed 6 inches in thickness to obtain a uniformly
dense layer. The fill shall be placed and compacted on a horizontal plane, unless
otherwise approved by the Soils Engineer.
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G. If the moisture content or relative density varies from that required by the Soils
Engineer, the Contractor shall rework the fill until it is approved by the Soils Engineer.
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STANDARD GRADING SPECIFICATIONS
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H. Each layer shall be compacted to 90 percent of the maximum density in compliance
with the testing method specified by the controlling governmental agency. (In
general, ASTM 0 1557-78, the five-layer method, will be used.)
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If compaction to a lesser percentage is authorized by the controlling governmental
agency because of a specific land use or expansive soils condition, the area to
received fill compacted to less than 90 percent shall either be delineated on the
grading plan or appropriate reference made to the area in the soils report.
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I. All fills shall be keyed and benched through all topsoil, colluvium, alluvium or creep
material, into sound bedrock or firm material where the slope receiving fill exceeds
a ratio of 5 horizontal to 1 vertical, in accordance with the recommendations of the
Soils Engineer.
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J. The key for side hill fills shall be a minimum of 15 feet within bedrock or firm
materials, unless otherwise specified in the soils report. (See detail on Plate SG-3.)
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K. Subdrainage devices shall be constructed in compliance with the ordinances of the
controlling governmental agency, or with the recommendations of the Soils Engineer
or Engineering Geologist. (Typical Canyon Subdrain deBils are given in Plate SGA.)
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L. The contractor will be required to obtain a minimum relative compaction of 90
percent out to the finish slope face of fill slopes, buttresses, and stabilization fills.
This may be achieved by either overbuilding the slope and cutting back to the
compacted core, or by direct compaction of the slope face with suitable equipment,
or by any other procedure which produces the required compaction.
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M. All fill slopes should be planted or protected from erosion by other methods specifia:!
in the soils report.
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N. Fill,over,cut slopes shall be properly keyed through topsoil, colluvium or creep
material into rock or firm materials, and the transition shall be stripped of all soils
prior to placing fill. (See detail on Plate SG,7.)
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IV. CUT SLOPES
A. The Engineering Geologist shall inspect all cut slopes at vertical intervals not
exceeding 10 feet.
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B. If any conditions not anticipated in the preliminary report such as perched water,
seepage, lenticular or confined strata of a potentially adverse nature, unfavorably
inclined bedding, joints or fault planes are encountered during grading, these
conditions shall be analyzed by the Engineering Geologist and Soils Engineer, and
recommendations shall be made to treat these problems. (Typical details for
stabilization of a portion of a cut slope are given in Plates SG,5 and SG-8.)
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C. Cut slopes that face in the same direction as the prevailing drainage shall be protect.n
from slope wash by a nonerodible interceptor swale placed at the top of the slope.
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STANDARD GRADING SPECIFICATIONS
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D. Unless otherwise specified in the soils and geological report, no cut slopes shall be
excavated higher or steeper than that allowed by the ordinances of controlling
governmental agencies.
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E. Drainage terraces shall be constructed in compliance with the ordinances of
controlling governmental agencies, or with the recommendations of the Soils
Engineer or Engineering Geologist.
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V.
GRADING CONTROL
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A. Inspection of the fill placement shall be provided by the Soils Engineer during the
progress of grading.
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B. In general, density tests should be made at intervals not exceeding 2 feEl of fill height
or every 500 cubic yards of fill placed. This criteria will vary depending on soil
conditions and the size of the job. In any event, an adequate numberof field density
tests shall be made to verify that the required compaction is being achieved.
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C. Density tests should also be made on the surface material to receive fill as required
by the Soils Engineer.
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D. All c1eanouts, processed ground to receive fill, key excavations, subdrains, and rock
disposals must be inspected and approved by the Soils Engineer or Engineering
Geologist prior to placing any fill. It shall be the Contractor's responsibility to notify
the Soils Engineer when such areas are ready for inspection.
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VI. CONSTRUCTION CONSIDERATIONS
A. Erosion control measures, when necessary, shall be provided by the Contractor during
grading and prior to the completion and construction of permanent drainage controls.
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B. Upon completion of grading and termination of inspections by the Soils Engineer, no
further filling or excavating, including that necessary for footings, foundations, large
tree wells, retaining walls, or other features shall be performed without the approval
of the Soils Engineer or Engineering Geologist.
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C. Care shall be taken by the Contractor during final grading to preserve any berms,
drainage terraces, interceptor swales, or other devices of permanent nature on or
adjacent to the property.
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\';'..'/,'..',:,-" -".:,,'-,c';,-":zp;:.' ;;(,>,.""" '~' ''>'' "@" 0.. "-Ill..." ~~W'l.~ ....-:::~('''''''''^' >c,'..'.:,-;o,"c,/,'-,-,-,,'-,c>>.<'::<-;""
\....~.:...~.:...~.,.... ...'~",:,:,:'/~~/~~:~~:~'.:,'.:',:';'~':, '....' &.~ ~<Jlll'fliil'."\(iiII ~$o;v&lo f!llJleil...\ilVOw. . ,....:" ..:....., ..... ...,..........................,...,...,.'..........> ",' ",'
"".',,', _","..v"..,..,...,.._",.', ,,:;<''' @'" 0@50 "e;f$~ 'lJ'ili '" e..a . -~,FILTER MATERIAL-
. '-'it.,:, '.,:'.,-:.:,:,'-:t..:..''-::,/-,.:.-::,'.,'/.:' ~.'/:; 1lI1...~I!9... ..@~....\11 0 ...~::;.....'" ':\"'9 CUBIC FEET PER LINEAL FOOT
.,.' ','-.',' "," ,,'.' -."- .,',', "'i' "'.."'\j 1ill'1O!f;l.. eO........ 8.. <'ile '-'
.' .,',.,.-,. ",:::-:,:-:,:~<,:,':':>':";:'/.Ii>'" ".e:.\lle"e~li>i!Il"lIll@"~~ _';-:,:OF OPEN-GRADED GRAVEL
<'-'t:::..-:.'<, 'c./f;, &J"g" .o. Ell" ."'/Il@ll"ge "'?,,ll'I .'.,:.ENCASED IN FILTER FABRIC.
,_".,..',,_, .,.., :_*~e.I!ll.."...!~...811>~~ Ili>~..' ,','.SEEPLATESG-3FORGRAVEL
'.'.' 12" MIN. ~Il.e <!> """'~~'" \'!I~e -" '."
'/:,':(Z TYPICAL)' ~ " @" ~l!\\il" .. O"'@"'....%:,.,'..,:.SPECIFICATIONS.'
','" 'i>(il>..........e".....Ill...."........ ",'
,....,.:.:...';'..'..~.C.,,,'-'.:-..lil..<1I~~e.e"'t)..@@...<ilI~" e@l........:.:FILTERFABRICSHALLCONSIST
DEPTH AND BEDDING MAY .-',.;'..','~';',.',,".;'.';' "riJQ Iii> @J.Ij~ I!!t",. 0",e" III @loll '/,';',OF MIRAFI140N OR APPROVED
VARY WITH PIPE AND LOAD .',"...."., '.'," <i1l",,,,,,.~/J>~ ~"'''...G@!l.l ~E!>~ ,.'.'"
CHARACTERISTICS """"...'.""< "'...."'."'e&.."I'I'" .. .......eo ,,'...EQUIVALENT. FILTER FABRIC.
. ',..,'......,', '.'", .. <!'l .. ~@~"O .. Ell""""
(3' TYPICAL) .'.:.,',.-,..,:... ".~:.,.. tI~tI.i'(!t$e=Iil,<>l ""Qll""I\l..@_ :,,\,'.'.SHOULD BE LAPPED A MINIMUM
."'..,,.........'.,..~ <ill @"'~D"" ,~'" ..~e" .,'. "OF 12 INCHES
,',>....>.:..., ""'G "".. € e"'. "" "'.... ,...." .
,',',',',.,."@t....... \;llI"...",~w ~,QU'. 1W .......-...J ','
"'.."...,.-,,,.. \'!l li@-", &"...~ @@ "",.....,..
.','.;','t..'..',',',',",';' f>> : _ . Ai'. 0 Dl : ~ "..',:"..',",'..\,',\'..'.
<"':".".' <-.': "I? "~i'>>~\!lJ "'llII'" @~EJ> '.' "'AL TERNATE
.......' '.' ,.,' @'!l' ~ &'" ,," ,.~O!> , '3.,'" Ii" ,..'
';"'":':$''' ',:'.:.. ,,'I"lil> 1ll:Di!) . 01!>~~ I.!>@lQe,\.:/,:/.FILTERMATERIAL.MINIMUMOF
;':':':~:',.:<.: $,@t\lh!''';''9Ill>f~:''lt~..@@l~@$.:.-:..::'J CUBIC FEET PER LINEAL FOOT.
;',....."... ''-';'''<9 "p;,,,"e'i) "@l$e~"4!il ~"e~ '.;',./-:SEE PLATE SG.3 FOR FILTER
'.-'".:".,~~.I~:/ lii>"fr'4.... <llW~" "'@~":Il!l ..~",Il> :/.:/,MATERIAL SPECIFICATIONS.
"......jj. '''..J0'' e ~ e~\i!)llog..G@Q ~e @><I!>"'til..'.......'..'...
"...."..>:-.,:./.:.' ' ~"~"'~"Goll>,, IillGl!1>@..@(jIoE/<ll '.:.,,'........:.,c...,:
,'.' . ~ . ' . . '.. ',..' J . ,"'..
"............'. ,..,....,.........,J,..,..,....'",...,..,.....,..,......,.,'......,......'
~~X:<::.::~I::g:~f~~.~:;::~::r;~;#0i~;~~t~t~~~~f;~~I~:.~::%:~:/
". ,. ,'. .'. ,. ,". .'.' . . .".,...... ~..,.. ~." '."
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MINIMUM 6-INCH DIAMETER PVC SCHEDULE 40, OR ABS SDR-35 WITH A
MINIMUM OF EIGHT 1/4.INCH DIAMETER PERFORATIONS PER LINEAL FOOT IN
BOTTOM HALF OF PIPE. PIPE TO BE LAID WITH PERFORATIONS FACING DOWN.
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NQIES.:
1. FOR CONTINUOUS RUNS IN EXCESS OF 500 FEET USE B-INCH DIAMETER PIPE.
2. FINAL 20 FEET OF PIPE AT OUTLET SHALL BE NON-PERFORATED AND
BACKFILLED WITH FINE-GRAINED MATERIAL.
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10 P~!RA
CANYON SUBDRAIN DETAIL
PLATE SG-1
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OVEREXCAVATE PAD
AS RECOMMENDED BY
GEOTECHNICAL CONSULT ANT
PROPOSED GRADE
'-- 15' MINIMUM ----l
r- TO TOP OF BACKCUT-'1
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FINISHED
GRADE
_ ......~ ... _.- " ,.". -~". iI- s- .r.. ~.....
.~.~.~~~~~..~.~.~.~.~.~.~.~.~..
~.~.~.~.~.~.~.~.~.~.~,,~~~.~.~.
~~.~w~.~~~.~.~.~.~.~.~.~.~.~.~..
~~.~.~.~.~.~.~.~.~.~.~.~.~.~.~.-
...............................................,.................
......................"........"................
.. .::::.":::t::::;.;66MFlAQrTEf:PFjfjL~,.":~:....-:.. ;" //,:,,,~,:">"..>."..:'~'
, ................"......~'.i,'~.....,.':;.':,.,~;J,,'ti--,,~._,\;):,,~,..,......... .....<. '" ~ " ... . " '.' .
.J'.,,......... i".....,/'.w..."....,r..~.~."'.rl'.,!'..... ...... :< c ~.' '. " ~ , ~.. .
......................................~....................... .'10"...... .."., '., ~.'''' ~
'?""........~............~..."'.~...".....",....,.........r..... ..'. .........~.,. "'...... ~.. ' , ..
.."'.~;,."':;,..::/:......:{.'"::,.":.....::..:::...";,~::-"::.:;..":;,":::::.":;::"., ..',' .... .>.,;.~'"'..'.....:..:.,',\',.
,...~;:.::4;. N~:i~:-~E.r:i~~R~!ED. ?~B~i3A!N?;;:.:.~ :'::S~~' D~;~ji" '::::'
, , .~..'.~.._.. .~." ......, .... '. .," ....._., ,.., ':,PLATE 58-3',::
...::~d~. ,,", ~....::~~~~~~~~~~~~~~~~~~::!~~~~~~~~~~~.:~~~~~::~~ }/.': ..:....\.\.>::-.:..:..~..:<<<<...~:'::.:
.ii...,f....... ......"....~...~..........J'.".. .."."."...........".....,JIaJ&.. '. ". ~ .....,'.. -.... ......'..' '.'" '.
".:;..":;,.:;..:J:~::'::-"::.:.;.;:."':;.":;.":;..:~:..:..;..-:;.":;t: .":;..:.......:;."':;.-:;.~:".:...~..~:/':j...:; .', ..'~1\!~.~,\ctJijie#Eliiipi!r.~:;.:...~.:.
~ ...... ....." ...... ..... ....." .......~..... ."..... ."."." .-.,.... ...... .....". ~. ~..~ .....", &:, ,/t~"'i.',""':~...:':.".~.;,-\.,....,_..~...'...,.'C, ~ .. "'
'" ....~.-J'........~~.....J'.,/..I~......,......."........I'.,Jl.;.-.. ......"'.,;;.....". ~ '. '. ''-;"NA,rJVE''MA'!fEFffAL''-''
a~:.~:"~.:,.:;.":;..:".:;.:.j.~:.O;"-::::;.:;.:.:."::.~:.-::."::,.":. 30' MAX. f":~"::r.:.""'~...; ,:. <: ~.~ ,...\..,';;~"~.":..-<;~"';"::':~''/::'~'~~''{~).~.~;.
.'".'*.....".."......~............"'......"......"..............."..SPACING.....~.....$X:.... ".' ,..," ,', ,~.'''.' ~....," -' ~,.. ~,~, ~
." :..:: :.:::' ";:J:.'!.:-::'J::~:;!:J~.-::"-: :.-r. :...":. <Ct.-::,.';.: -:.: -::.'_.'~. '.... '. ~::!..'J$U..-': l.O:, '.. ~,,":', ~.:. .', .. .'.:' .'... .' .:. :'," :'.:' .~.:' :'..~ .' ~"..-' .........:.
.'*....::."::....;:,:!:...-::.....-:.-::.-::..::,,-::..::...;:..;:..:~.::....;::.:::::....:.-::..-::...;:.-.:~ ~:..::.~:.~; :ot..."."'':. ..','..'~TYPICAL 8ENCHING,','~~'
~.::~~~~;:~~~5);:~S~~:.~~~~~~~~~~~~.~:-:~~~~~~~~~~~~:~~S~~~>~ ~~~~~~~. ..:~: ~->:'>~'::..:':..:':..>?,>>::..:..:<':~:'?/..>:'?~:../
....":';2%::..":;.':.';.":"':,4 .. NON-PERFORATED SUBDRAIN:-~":,:.;'-:;:' ..-:....;..:;.. :......,..4' TYPICAL\- ,"..', '.;.,...:..:...'.:.....,....',....~.:..:.~.......:..
,'. .~.:.::,~.:~~~;~:.~e~':~~~-:~?~;l~~~:.~~~~~~?;,-:;,?::?~;.~-:;;'~?~;'::~~~~~:..' : ,\-:!}! :::;?::;,y:-:::.::S~:~:::;.~;,:t::;,::;;:::::::~~
'",''' ~!:..~~-:::-::.:::_'C:,:::,(.:~-::.;!:.-::-:::2%.:o!..:!~:.-::...;:..-:::~:,:{:~-:::!:.".;;,:..-::.!::!:..-:~:~.. .. '. V' 'AR' "IAS' "l'E .. ,',~/............:,..;.....;.,....'.. ,/....;..:._..,'"'....'~'..../,...' .
..,...,..,...., ~_~.. ._"'_'"~.~~.'. ;o.,,""~.~.."" ..._ ...h~~ ,. ,..,..'......~..'~,..,..,..'..~..','
".:.:::~{:::::{::.~:[~::.:~~::::::::~:i,::~}:::~::~.1~e.1~~~\J~:t:~::~::~::~::~:::.::::,::::::>f:~~~D}::~~!{:~~~:~:::::.:~~::~;}:~:~::-:,..,..
'r'....~'r......"'..~..,..I..,"',........,..,"..'..'..r..'...."..,....~,..,",,',,~..~..~......,'..,....,~J...~....,~,..~..,..,..,..
.i.','..'..~..'~~..~,.."..~..........','..~~~..'..-,"'..'..'~~..',"'......,..'..'..'..'..~.."'..~..',','..~,'..','..~..~,'..'..',..
~~~~~.~~~~~~ ~~' ::::::~;::::~::~~:::::::;~::::~:::::::::::::::::::::::~:::::;:::::::X::::::::::::::::::::;~::::::::::::~::::~::~:::~:~:..:-./"':<../ '.
APPROVED SOIL MATERIALS ..,\..,\'/.:......~;.....,-...';..'..\"'/.........:....~',\~;...'~\~......',...,';.~..,\..,.......,\~,\~;. "~"'" ~, .' .
...,......,..,..,',..~'..',..,....'....,..,..,..,',..,'..
. "'." ......." ......,.. ~"'.' ..~..".", ,...... ~
. .._"~",~,~,,,...,
OUTLETS TO BE SPACED AT 100' MAX. INTERVALS.\
EXTEND 12' BEYOND FACE OF SLOPE AT TIME OF
ROUGH GRADING CONSTRUCTION. PROVIDE
GRATES TO PREVENT RODENT NESTING.
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~:
1. 30' MAXIMUM VERTICAL SPACING BETWEEN SUBDRAIN SYSTEMS.
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2. 100' MAXIMUM HORIZONTAL DISTANCE BETWEEN NON-PERFORATED OlJTLET PIPES. (See Below)
3. MINIMUM GRADIENT OF 2% FOR ALL PERFORATED AND NON-PERFORATED PIPE.
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I' 100'max. 'I I' so' >I< so' 'I
2% '/ 9% ,",. L 2% :Ill
./'
\ '\
OUTLET PIPE (TYPICAL) OUTLET PIPE (TYPICAL)
PERFORATED PIPE (TYPICAL)
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\"z,:1/
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.0 PETRA
BUTTRESS OR STABILIZATION
FILL DETAIL
PLATE SG-2
,-..:....
Jt:.i':;.:;,:;..:..;;....~:~:;.:.....:i':~:.-..:;.;J<.;;:~:;.:;..
~~":;.":;..~.;.::i-":;,.":;::;.:.~":~...:,,~:~:.;::;::,,-::,:.;.~~....":.:;,.~';;": APPROVED FILTER MATERIAL (MIRAFI
SLOPE FACE" ..-::j.~;.~:::::::::::,.,.:;.~:.":;(:}~j.~.'~:::,~,~;.~.:;(:;.../: 140N OR APPROVED EQUIVALENl).
"'-.,; .."...................~............"."."............................ - .
.':,..::J:...;:.-::..~:.:.::....;::.::,,..::..'::.....:.-.::.~:.-!:.-::;!:..-:~'!:l.i .~ '.-,...,\'..'.: 5 CUBIC FEET OF GRAVEL PER LINEAR
.:~:.~:.;-:.:-::.'....::!::::.~:...;:::.:'!c:':..::!...-::.-::,:-:::::/~.::!: .)} ,',"';'/,",/,', FOOT OF PIPE, WITHOUT FILTER FABRIC.
..J:.-::.:~:.......:-::.~.:..;:.-::.-:::c.::::.'..::.-::...::.-::.-::...;:.-::,.";: .,;iiH:::;,;:t','.."....../,...
'~""""""'lf,;"""'''''''''''''''''''''b......... """,;;",,',;; . '."'" 3 CUBIC FEET OF GRAVEL PER LINEAR
~.:j~~~5~~~5~~ S~~~~~~S~~.~~~~~:~~5~5~~~S~5~~?Jmmmmmmm ':::~:::~:::: FOOT WITH FABRIC.
".....,..A.~... .........._.,:;".... .............. ","""""""""',' '.:'.."';i;, FILTER FABRIC SHOULD BE LAPPED A
~~:<<-::";';:.""~..:f.::::,':":::~-c:., :~~:.-::",!~-:::-::...:<<." ;-::..~~::.:.:..;:~. .:,:~::;:;::,;:::>'>~::::~ ./<.-/~:~ MINIMUM OF 12-INCHES
~.<<",;o....~.f'..."........<<..of1l. .."........"'.........- .J'~...~.... ~ . "~","~"..~,~~,,.."..~.. ...~~
~~............-"....~......."."..~... .~.."..........""......... ............. ..... ".." ~ ~.." ~,,~ ~ ~ ~ ~ ,...".." ...
;..~.: t.";::. .;~-:~:.;;:..~ :.-::.<{;::~:.-::.~ . ~-.:.lA:.-::.....:...:~-!.. t :"k,."~.: .~."-::.'" ,,~~ ";,~../ ~ ..,,~ ..~/.. ../~..,'.. ...:...../ ~..,' ...., ,'-
"...........,.,.,.~.,.,.......,.,._'....,.,... ,..,., ,"". '.'.'.'.' '.'.". ,...'. '.". 4-INCH PERFORATED PIPE WITH
,<<'.1-.:J.",:.~:.....':;.:;...};,:......":r:j.":."::,,"::/:;':".="::.:~;..":j.":.";';j."::j.":":.;'~';':,\ ,~"""~"""/.."......~.:,~,~"..",,,,,~,,\,,,,~:,,,,,,,.... PERFORATIONS DOWN. MINIMUM
~';'~J.:;.."::..'":r:.':,~:i::-'~.;/:-:''':j,'':;'';j."::.e:;..:s,::.":::'::-";~~:,, ,~~.:.".":~::.:::.;'""-:.;."""..":..""".."..\~~".."~"""\,..,,..,,,,... ~.' ,," 2% GRADE TO OUTLET PIPE.
......~.!~.;..:J.":;~.::'/t:l::-.::t:~:~':::_'j,':;....:;..""::..:,;."::.".:':..":,;:-4-INCH NON-PERFORATED PIP E.
MINIMUM 2% GRADE TO OUTLET.
/// "? ~:~~~~~illC':~~ROVED ON SITE MATERIAL PER SOILS ENGINEER
12' min. ~~~~~{Jl COMPACTED TO A MINIMUM OF 90% MAXIMUM DENSITY.
1 .01'..1'...."'..
.................
.,!.....".....,
I, ~;.rnr~;.~.'~.~.:.1, 4-INCH NON-PERFORATED PIPE
(.... 5,. _ /
~. :~'! -~~i,,' ,'.
\ ~.... .J'., \.
/.//-..,',//;"
1<-'2" min'-1
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SECTION A - A (OUTLET PIPE)
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PIPE SPECIFICATIONS:
1. 4-INCH MINIMUM DIAMETER, PVC SCHEDULE 40, OR ABS SDR-35.
2. FOR PERFORATED PIPE. MINIMUM 8 PERFORATIONS PER FOOT ON BOTTOM HALF OF PIPE.
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FILTER MA TERIAUFABRIC SPECIFICATIONS:
OPEN GRADED GRAVEL ENCASED IN FILTER FABRIC.
(MIRAFI 140N OR EQUIVALENT)
ALTERNATE:
CLASS 2 PERMEABLE FILTER MATERIAL PER CALTRANS
STANDARD SPECIFICATION 68-1.025.
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OPEN GRADED
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SEIVF SIZE
1 112.INCH
1-INCH
3/4-INCH
31B.INCH
No. 200
PFRCENT PASSING
BB -100
5- 40
0-17
0-7
0-3
SEIVE SI7E
1-INCH
314.INCH
31B-INCH
NO.4
NO.8
No. -30
No. -50
No. 200
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A
'~PETRA
BUTTRESS OR STABILIZATION
FILL SUBDRAIN
CLASS 2
PERCFNT PASSING
100
90 -100
40-100
25 -40
18 - 33
5 - 15
0-7
0-3
\7P
PLATE SG-3
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FINISHED GRADE
SLOPE FACE
10'
1
lJilfl~ill!~i11~1~&h ,.-
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S OR MIN. OF 2' BELOW DEPTI-1
OF DEEPEST UTILl7Y TRENCH.
WHICHEVER IS GREATER
CLEAR AREA FOR FOUNDATIONS.
UTILITIES AND SWIMMING POOLS
TYPICAL WINDROW DETAIL (END VIEW)
GRANULAR SOIL JETTED OR FLOODED
77h TO FILL VOIDS
w.~I~~;~!-::~ifj:rti}lt;'~i~:?fgelWi1i~{lff.{.~ji~'~~~1~~~~grH~fjii~iH!ft#t~~iifi!ff.~f.iE
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TYPICAL WINDROW DETAIL (PROFILE VIEW)
JETTED OR FLOODED GRANULAR SOIL
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HQJ:lO: OVERSIZE ROCK IS DEFINED AS CLASTS HAVING A MAXIMUM DIMENSION OF 12" OR LARGER
\1.A
e PETRA
TYPICAL ROCK DISPOSAL DETAIL
PLA TE SG-4
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PROPOSEDGRADE\ .4Wi.- ...,..."..............,..",......."...............
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REMOVE UNSUITABLE ...................~ ~.%. i;..~ .:.:::.. _-.1""_."'........,........- -.. ...."."..,}'.....
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PLACE COMPACTED ~.:~..........::-.."!'~. '.......J:-.~I'.lJ...t'....... ...........u........, ................z. ........,....,....' ~"""'. ~ ," ~.
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"".:; ~ ..';,..\". ~~.. :;..":,.;.~:-.::-.:j.":~":~":....":';.":~":.....::.":l-:.j.":..":;.:....":;....;,":...:~":;.,;:-...":;/ ..\";'FROM SLOPE FACE TO BENCH J BACKCUT\..,\..~...:.~\';..
:.~H:::~;xt!jt;~~~!~tz~~is~~lli~~~~{l{~{.f{~~:f~!t~~~;::::~M~i~;;:ffmfwlf~~mr~:~:1:rigf:f~J:lt@r::i~:>
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NOTES:
1. WHERE NATURAL SLOPE GRADIENT IS 5;1 OR LESS, BENCHING IS NOT NECESSARY;
HOWEVER, FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUITABLE MATERIAL.
2. SOILS ENGINEER TO DETERMINE IF SUBDRAIN IS REQUIRED.
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:~
:~PET!RA
FILL SLOPE ABOVE NATURAL SLOPE
PLATE SG-5
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PROPOSED GRADE\ ~. . ...-.....,..,.....,..".,......,...,..'"
~G~.~~~.~~~~~~~.~a~.~w~a~a~.~a.
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A.~'C.t........."~........". .........".............-." ..."'..................~...
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~..,',."~~ID~".. .....,...' ."",. ><""""'''''';;''D'' "'Ai' 'O''''S.Q'.I..'ii'i!'..~bl'''''''''' '.
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NATURAL GROUND . :';'~. ..- b.':~':;.m;.~;." <',:',:,':~'f!iRBo.1jWii8JiiitJi"(jifj'Ei!/Jl&Qi!iFirdlIXoI5ilijff!'lfAiliti.:.'
SURF ACE\ UI/IUt.\, , .- . ..:~~2""'~~~;"~""":;}~" '!' '/::,'.... ..::<'<";,?!7:::::":~;.,~~~';~.:~;?..-:.')-':;~":.":~"..'::>/::~'~~~'~;-;~;"'~'2.~"/~;:;':..',
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SOIL. '~:'...:i':..:.':'.,5.MINIt,iUM":'.' ,'I,', ":.::; . :'-;o'
TOP ~ &..~'.:::;:;;..::,,; KEY WIDTH ..:.;;.;.~:;;:;:.:;FROM SLOPE FACE TO BENCH I BACKCUT:....:.:
~ t-:- '~..",":;',~,~/~'.:'..'.,";.:...:, ,', ,....:.. ::....:...\........'..\I'....~..,'~.. ......;'.:.,\.:..............";'.:,....~,,\.......,'~':..\.......:,\'..\~.::......':~../,.....;..:'..~.:;-~.......:..\..,
- CUT ~. :..:.:.;-::,:.:.::,:.::::<.:,::,::..:-:.;-::.:,:::~.:~,:~,:.;-:,;-:,;-:.;INSTALL SUSbRAIN. SEE' PLATE 5<3-2 AND .:':
~;. ,'.:':,.':'-:":;':,'-.',':;':.:':,':;':..'.:''-:;':.:':,.--;,':;':,':,",:'.',SG-3 FOR TYPICAL SUBDRAIN DETAILS '.:.
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',':' ,<,-,:,'.:,,/,,',',',','::.'.'-,',,',':,':,,;,',;,'<":.-<,'THE djf P'oiiii6i-i OF THE'sLoPE sHoULD' BE ExcAv A TED:::...:.',.....:'.:..:o<. '..'....:.,
':.:'.:;'.:;':,":;',.';':c','".'--,:,:'':.:':.:;O;..'.: O:'.';"'AND EVALUATED BY THE ENGINEERING GEOLOGIST PRIOR o,:;.:.-.:;.:c':,-,:;,;o'
~................ ~'''',''', ,..,.,..... "......' ,""..'" "~..,..,..,,, ''>'.
'.:.;-.:,:;...,:.;........':'.:.:';'.::.:i......,:;,'; ;';,>:;,:,'TO CONSTRUCTING THE FILL PORTION OF THE SLOPE >:':.:..;.>>::.
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. '..... ~'. '......','.....".... ~.. ~.........' ~,. ..
. ..."...... ~" ....,., ~ .
CUT I FILL CONTA(";T
SHOWN ON GRADING PLAN
SHOWN ON AS.BUILT
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MATERIAL
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FILL SLOPE ABOVE CUT SLOPE
PLATE SG-6
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UNSUITABLE MATERIAL EXPOSED IN PORTION OF CUT PAD
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----
-
-
--
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ORIGINAL.GROUND
SURFACE
-
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PROPOSED GRADE
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'~,''1:_o;:.rt:;~j;fi'Ht;~,;.:~;;:~~.:<C:. t;:..-::;."::,.'!:,.....:".." .bb....... ,...;'....,~....../ ,..~'...../..',:....../...'./..../...../.....,'..../..../.:./....,/..'./.OVEREXCA V ATE AND RECOMP ACT ,,~,:,,~.:.,
~;:~~~:~~~~~~~~..~~~~ ~~~~~~~~~~ ~:' ~\:::::~",;;':":~:':~~':~:':~::"?'~~~:~ :'\.::.:':~{:~~~~:.::~ :<~::: ;~"::~..,:~'.~:.(<:~~;:~:~:,.:.:;.:~: :...~~:-::'~~<~:.,:~::~:.\,::':.::~:.:>::~:... .'
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.:,'~~~::,:~~~~..;::~:~:~~~r~~i;~~::::::}:~~0~?G~:~Z~:~~~:~~~:~~B::~;~~~~~~~{::;:~:~:g:~~::::-::.::::/,....
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REMOVE
UNSUITABLE
MATERIAL
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CUT-FILL TRANSITION LOT
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ORIGINAL GROUND
SURFACE
. PROP~SED GRADE~ ~
REMOVE I ---- -0D;:r
UNSUITABLE I ~i \U~U,
.,:.:~.~.I.~.~. ':"'.....~.~ ,.!:....~'...~.::;::::........,.........""...~....._.. ..~............... .-~....~....~."'"......t~:~ I, ..:=-:.-;-:-
'.."._......!'fI~.fI.~a.. i..~a.:O'..""... .....?'.rI's..~q................."...rI'....rf..........;.. . ..,....!-.~y.....~..... ...........................................".....,. (O)~ .' ~. ...... '
..~."'O-~.....":.i...........,, ........."..... ..."'........................................... ..Q."""''' ....."......OG""'.... .................................................. . .. ~'., '. "...
:-::......:,.-::.~~~:..-::..!:..::J:.~:.:.::.~ :.~:.PC?Me.A~'fFP;".,::.-::.:.::...::......:";....." :.......:.....~:-:~.-at::O~....:, :":~.....:.....:..-::.-::..-::.-::.....:..-::...::.-::..-::..-::.-::..-:::::.-:.:-::... -' r ,,\' ,',' ,~;'. '/
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:......~..'C.:..-:. :..t:."; ~ -::''';,'':;:i: I':..~:.-'::,.~ :"'''::'-::''.: ~"::.."::,:: :......J!.....s..:. -=:::;;.~.w~eJ}.~: ..:"';...... :..-::..-=:...;:. -: :..::.-::.-::. -:.:..;::. ':.-: :...;:. -:.:...:.. -: .:",::"-:.: .::...;:. -::,,-:.:... ..., ".:..' ... "/' ':' .: ' /
~"....:-::f;~:.:::..;:,:!~":,.,,:..... ~.~.~....~.{F),-::.'t:"...~J'_..~ ~~n.~'C:,:O.-::...uiA.-::..::..:.....~- ./. ~ .~~.. 'C. -. ..:. ~,,~ " . ~'.". . ~ .~/",. ; ..".. .: .:./: .:'.:./:.;, '.-'~"."
~.".":'-::"";;,:~:"-::.;...:;!:...::.:r.,....:,-:;... ..::...:.~::..~~......:~....?t-o~..."',;:.-:."':.....::: !'" '. ..~':!;~::::: ';:;:;J":..;(;':::';- >;,'; : ',,- ,'.:.:;,":, ::'~_.1;=~., ;<,J.:':.,~,'..':_~.., '., ,'..',' ,'~' . ~.
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MAXIMUM DEPTH OF FIll (A
FOOTING DEPTH TO 3 FEET . . . . . . . . .
3T06FEET ......................
GREATER THAN 6 FEET. . . . , . . . . . . ..
DEPTH OF OVEREXCAVATlON IDl
EQUAL DEPTH
3 FEET
1/2 THE THICKNESS OF FILL PLACED ON THE
"FILL' PORTION (F) TO 15 FEET MAXIMUM
\1,;-'\
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_ PETRA
CUT LOTS AND CUT-FILL
TRANSITION LOTS
PLATE SG-7
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TYPICAL REMOVAL OF UNSUITABLE SURFICIAL
SOILS BEYOND PROPOSED TOE OF FILL SLOPE
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:~. ~ PROPOSED 2:1 FILL SLOPE
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,'~~~ ~.~.~.r.. _ .~.j.~..J'.~.~.~..J'.~.~."'.............."..~.~.~....~.~.~...,.........".....".... . ~.~.......~ .... ~......................".....
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.' '. ". ~...r"""...' ~.'. ..". ...... ~..,.;. '. .$I."'....."'.".........................................., ............................ ................... ......."'."..........rl':......
.............. ~,"..'" ",- ., , , .........";7"'".~-":'f....................................... .................".......... ~Il............ ..~.~ ~..."-."-.'-."-....... ......
". '..' ~'''''''.~..', " ....'.. '.. ,~.'.. "',' "" .. .. .. .... .., -. ...w...............,r-........., .......D..................... ......l'~.... .'.........,temporcarysiope.......
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,,~, ~.' "UNSUITABLE '~'.~ ~ ,"," ~',,, ~,", ~ ,'., ~, ~,', ~' .' ~ ~ '.,',,'" ~ ~,'. ,.,.,'., ~ ~, ............~.... '''~ ""11-.;...... 2". " '..' ,~, ~'l. . -. ~o..:..............'
".'_." .....~,~..~,~,,~,~"~'~~~r~'....r.. ,,~,,'.~'~"..'~""'~"~"~~. ..... ','~'~~ ''''''.'~''~~'''"'''' -
',<- "MATERIAL -. '.,-,-.', '-' ,'. ,'.'- .'.,', ,'. ,'., -, '.-. -,'-'.' ,'" ,',,'..- 'WR". ,,', ,'<""'"'''''' -,-." '" '"-,,," ,..,'..'.... ,-.'
\".:"" ~ ~'. _' ~,,, ~ ~ "..:.:..../~'.,TYPICAL BENCHING INTO ":':~":,,',,".,',,'~ .....~',,'..~/....,,'~...."':.~'......'..........':. . .:':..~:.:.:.......'.'..'.,..;'..'.;"~..,,'.,~;"...:'.\ .'....,...~'~~;.....,,':.\'.....:.,~...,':..';','...
.,~ ': ~..: ~ ".,~~":~ ..:~~"..~'.: ~~:..";COM PETENT BEDROCK .~~:~ ',', ~:..-': ~ \", ',,' ~"~ ",.': ~"...~~:.. ': .....:.,' . ...~', "':.,': ~ ~~,,~~: ~": ..",'..':~ ',,' ....;", ",,"':PLACE 'COM P ACTED ";','
..~~,:";..:~~.:.;'/~...,'~..:~~:,';OR APPROVED SOIL ., ~''''".~:~''..~~'-:~'15' MINIMUM KEY WIDTH . ~ ',.~"'~',,'~"':"":~""'~~:"":"~:";FILL TO NATURAL ,..~/
~..~/,,,:'.:',,':..\'.,":. ':..';MATERIALS .... ;,,~,:~,:,,";":':..~:.:-:..EMBEDDED A MINIMUM OF 'Z "~/''':~'~'~'';''''':''''':''',,''':SLOPE GRADE ~ .:/.'
":'.:. ':....:,'.:..~,.'~\. .,'; ,~; ~~,: ,"; ':',: ~":~",:,,,,:..,,\,,:~,.:,~.......: ,":,.lNTO COMPETENT BEDROCK ~: ,~:..~,,'..";'-.",:':',,"..~.."':'..,. '., ..",..."...., '., ~', ~":"":
. , '.' :',.~;'^ '.:.:.:.. '': :':' ':~":~";'~": ~": ,"/..~.."~ '"..... ': ,"..' ~~: ~";'';OR APPROVED SOl L MAT ERIALS ~:.,': ~",:.:':..~:,~: "'J'''~'':.. ~.:'..": ~~:' ~:.:./, ,,,.,~,:.:.
,~,~.r.',J'~~~"'~,,','..'..~~,,,J'..','~.,.,. ..,.....~...'~. ,.,.,.~.,...','~",',~,~,',~..~~",~,~..~~'..~
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.-....~ -''',' ~"...,~," ,~,~,~,',"',.. ,'~"'..'".. ,"'~" '., ',,~,', ..,'~,.... ",".. ",.., ~ ,...... ..'
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EXISTING GROUND SURFACE
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DESIRED REMOVAL
UMITS BEYOND TOE
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D = RECOMMENDED DEPTH OF REMOVAL
PER GEOTECHNICAL REPORT
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~ PETRA
REMOVALS BEYOND TOE
OF FILL SLOPE
PLATE SG-8
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SHEAR KEY ON DAYLIGHT CUT LOTS
PROPOSED CUT lOT,
COMPACTED
FIll
/.1
8'9.
('1-
('u
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/ EXISTING TOPOGRAPHY
r PROPOSED DAYLIGHT
RECONSTRUCT AT
151 OR FLATTER
'vi
CUT
'vI-1
NOTE, "vi' SHAll BE 10 FEET OR AS DETERMINED
BY THE PROJECT SOILS ENGINEER
\'f..
e; PETRA GEOTECHNICAL, INC.
~
PLATE 58-9
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Fil'<lSH
GRADE
,L
,
I~
LL\rrTS OF ROCK DISPOSAL
O<O,.=.oOco.o Oce.cOco.o Oce.cOce.o Oco.oOce.o
OCc::;Iaa.06C..CCc.ooa. Oe:.C",cGe:.O",c Qa.C..ClOC.c:Joa.
Oe:.OccDc..c::..o Oc.c;ocOc.c::;...a.Oe:.:=:::..cOc.CJ<:lO
Oe:.CJ..,cOC.Ooc OC.OooOc.o..a O~c..c.GC.O...o
3' ROCK BL.^..'<XET (TYP)
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COlvlPETENT lvL.\TERIAL
PER SOILS ENGINEER
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FNIs;r SLOPE FACE
3' ROCK BLANL"T (TiP.)
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""--.....
, 2'MIN,
SECTION A-A'
LL\rrTS OF ROCK DISPOSAL
"'....... OQ,C",cOc.C..c:.Ce:.'::::::;ocOa..::::::JaCl
.......... Qe:..coc.UC:.CcCl QC.C........no,Coo OC.CoCl
)
Qe;.CocQe:.Coc Oc..'::::cc.Qa.c::",C Qa..::::::..CQ~C;oCl
.!
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Oo.c;:;..cQc..:::oc QC:.~",cOc.:::::o.o Gc.'::::ocQa.c:=oc OC.Ooc:lOe:.c..a.
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10' ~IIN.
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CO~LOE7:::~-r ~LA.E..~..!.Al..
PER SOILS ::?oiGINE."".
SECTI00i B-B'
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e PETRA GEOTECHNICAL, INC.
~
PLATE 8G-10