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. PETRA
IS-/60Zt;;
COSTA MESA . SAN DIEGO . TEMECULA . LOS ANGELES
June 4, 2001
J,N. 241-01
PACIFIC CENTURY HOMES
40925 County Center Drive, Suite 110
Temecula, California 92591
Attention: Mr. Jim Bolton
Subject: Geotechnical Investigation of Tracts 23142 and 26941 and
Preliminary Sewage-Disposal Feasibility Evaluation of Crowne Hill
Estate Lots, Tract 26941, City of Temecula, Riverside County,
California
Petra Geotechnical, lnc, is pleased to submit herewith our geotechnical investigation
report for Tracts 23142 and 26941 and limited percolation testing for preliminary
evaluation for onsite sewage-disposal systems within the Crowne Hill Estate lots in
Tract 26941 located in the City of Temecula, California. This work was performed
in accordance with the scope of work outlined in our Proposal No. 1182-01 dated
May 9,2001, and our supplemental work authorization. This report presents the
results of our field investigation, laboratory testing and our engineering judgement,
opinions, conclusions and recommendations pertaining to geotechnical 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.
~
Mark Bergmann
V ice President
--"..,
LAB/CB/SMP/MB/keb
Distribution: (4) Addressee
?
27620 Commerce Center Drive. Suite 103 . Temecula . CA 92590 . Tel: (909) 699-6193 . Fax: (909) 699-6197 . petrate@ibm.net
PETRA GEOTECHNICAL, INC.
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PACIFIC CENTURY HOMES
TRs 23142 & 269411Temecula
June 4,2001
J.N.241-01
Page i
TABLE OF CONTENTS
Section
Page
INTRODUCTION , . , . . , , , . . , . . , , , , , . , . , . . , . , , , . , . . . . . . .. 1
Location and Site Description . . . . . . . . . , , , , , . . . , , , . . . , . , . . .. 1
Proposed Development/Grading ,......,.".",......,'..,.. 2
Background Information . . . , , , , , . , , , . . . . . . . , . . . , . . . , . . . ., 3
Purpose and Scope of Services """,..,......""..,...... 4
INVESTIGATION AND LABORATORY TESTING ".............. 6
Field Exploration, , , , . . . . , . , . . . . . . . . . . , . , , . . . . . , . . . , , .. 6
Percolation Testing ...,..,...",.,....,.""",........ 7
Laboratory Testing ,."'..'.,..,.,."".,.",,,......., 8
FINDINGS, , . . , . . ' , , , , , , . , . . , ' . , . , . , , , , , . , . . . . . , . . . , ., 8
Regional Geologic Setting . , , , , . . , , , . , . , , ' , , , . , . . . , , . . . , ., 8
Local Geology and Soil Conditions ,."...'..,.,.,.",...,... 9
Groundwater "",.,.....""",.."....,.",'...... 10
Faulting . , , , , , . , , . , , . . . . , . . , , , , , , . , , . . . , , . ' . . . . , , ,. 10
CONCLUSIONS AND RECOMMENDATIONS "",........,.,.. 11
General , , . ' , ' . , , , , , . . ' , ' , , . , . . , . ' . . . . , . , . . , . , ' . . ., 11
Earthwork . : . . , , , , . . . . , , . , , , , . , . . . . . . . , . , . , , . , , . . .. 11
General Earthwork and Grading Specifications . . . , , , , , , . , , . . " 11
Clearing and Grubbing .""".",........."",..,... 12
Excavation Characteristics . , , , , , , , , . . , . . . . . , , , , , . , . . . ,. 12
Groundwater , , . , , . . . . , , . , , . , . , . . . . . . . , , , . , , , . . , . .. 12
Ground Preparation - Fill Areas .,..,......,."",.....,. 13
Canyon Subdrains .,...,.",.,.........",..,.....,. 13
Fill Placement , . , , , . . . . , , , , , , , . . . . . . . . . . , . , . . , . . . " 14
Benching . . . , , , . . , . . , . , , . . . . . . . , . , . . . . , . , . , , , . . " 14
Import Soils for Grading . . , . . . . . . . . , , , , , , , . , . . . , . , . ' ,. 14
Processing of Cut Areas ."...,...."""......"..". 15
Cut/Fill Transition Lots, . . , . . . . . , . , . , . , , , . . . , . . . , . . , " 15
Shallow Fill-to-Deep-Fill Lots ....".,...,.."""..,... 15
Cut Slopes ".,..........""'.,.,....'",,...,... 16
Fill Slopes ...""....."'.,'..".....,,,.,..,..., 16
Fill-Above-Cut Slopes . . , , , , , , . ' . . . , , , , . , , . . . . . . . . , , ,. 17
Geotechnical Observations . , . . . . . , . . . , . , . . . . . . . . . . . . . ., 17
Shrinkage, Bulking and Subsidence .....,.",.,.",'...... 17
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4, 2001
J.N.24l-01
Page ii
TABLE OF CONTENTS (Continued)
Post-Grading Considerations ..,..,.,.....""..........,. 18
Deep-Fill-Settlement Monitoring . . . , . , . . . . ' . , , , , . . , , , , , .. 18
Slope Landscaping and Maintenance ..."..",..,...".". 19
Utility Trenches, . . . . . . , , . , , . . , . , . , , . . . , . . , . . . . . . ' ,. 20
Site Drainage "...,..."...,.....,....,.......,." 21
Sewage-Disposal Feasibility (Tract 26941) ..."""..,...,..., 22
Seismic Design Considerations , . . . , , , , . . . , , , , , , . . . , , . . , . .. 22
Ground Motions .,'.....".""...""".".'".... 22
Secondary Effects of Seismic Activity ""."",.,.,.,..", 24
Effects of Proposed Grading on Adjacent Properties .""...,..." 24
Tentative Foundation-Design Recommendations . . , . , . . . . . . . . . . " 25
General , . , , , , . . . , . . , , . , , . , . . . , , . . . . . . , , . . . . . . , " 25
Allowable-Bearing Values "",.,..."...,..."....,." 25
Settlement ",'...".."...,.,..,...,....,......,. 25
Lateral Resistance ..",..,..""..",....,..",.,... 26
Footing Setbacks From Descending Slopes .".,.,..,....,.,. 26
Building Clearances From Ascending Slopes """..".,..". 27
Footing Observations ,.,..,..""....."..,."'..,,,.. 27
Expansive Soil Considerations ."",.,.,.".,."".".,. 27
Post-Tensioning. , . , . . . . . , , . , . , , , . . . , , , . . . , , , . . , , , .. 33
Retaining Walls. , . , , , . . . . , ' , . , , ' , . . . . , , , , , , , . , , , , . , .. 34
Footing Embedments ......",.......".,'.".....,.. 34
Active and At-Rest Earth Pressures .,......"",'...,...,. 35
Drainage ....".,..."",..,......"""...,..". 36
Temporary Excavations. . . , . , . , . , , , . . . , . , , ' , , . , . . , . , " 37
Wall Backfill ..,.......".,.",...."""""..". 37
Masonry Garden Walls . . . . . . , , ' , , , , . . . , , ' , , , . , , . , , , . , ,. 37
Construction on or Near the Tops of Descending Slopes . , , . , , , . .. 37
Construction on Level Ground ...,....."".,.......,... 38
Construction Joints. . . , , . , , , , , , . . , . , . . . . . , . . . . . . . , . ., 38
Concrete Flatwork . , . . . . . . , . , , , . . . . , , . . . . . . , . . . . . . . . .. 38
Thickness and Joint Spacing , . , . . . . . . , , . . , . , . , , . . , , . . , .. 38
Edge Beams .'............""...."",.,'..',.... 39
Subgrade Preparation ."."....,....,.,..,..,...",.. 40
Soluble Sulfates. , . , . . . . . . , , , . , . . . . . , ' . . . , . ' , . . . . . . . .. 40
Planters . . . . . . . . . , , . , . . , . , . , . , . . . . . . , , . . . . . . . . . . . '. 40
GRADING-PLAN REVIEW AND CONSTRUCTION SERVICES ,..... 41
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4,2001
J.N.241-01
Page iii
TABLE OF CONTENTS (Continued)
INVESTIGATION LIMITATIONS. . . . , . . , , . . . . , , . , . . . . . . . . ., 42
Figure 1- Site Location Map
References
Plates 1 through 4 - Geotechnical Maps (in pocket)
Appendices
Appendix A - Exploration Logs of Borings and Test Pits
Appendix B - Laboratory Test Criteria/Laboratory Test Data
Appendix C - Seismic Analysis
Appendix D - Percolation Test Data
Appendix E - Standard Grading Specifications
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GEOTECHNICAL INVESTIGATION OF TRACTS 23142 AND 26941
AND SEWAGE-DISPOSAL FEASIBILITY EVALUATION OF
CROWNE HILLS ESTATE LOTS, TRACT 26941
CITY OF TEMECULA, RIVERSIDE COUNTY
CALIFORNIA
INTRODUCTION
This report presents the results of Petra Geotechnical, Inc.'s (Petra's) geotechnical
investigation of Tracts 23142 and 26941 and a preliminary sewage-disposal
feasibility evaluation for the Crowne Hill Estate Lots in Tract 26941. The purposes
of this investigation was to determine the nature of surface- and subsurface-soil
conditions, to evaluate their in-place characteristics and then provide geotechnical
recommendations with respect to site grading and design and construction of
building foundations,
The sewage-disposal feasibility investigation within
Tract 2694 I was conducted to provide preliminary assessment of the onsite
conditions within the estate lots with respect to construction of onsite sewage-
disposal systems, This investigation also included a review of published and
unpublished literature, as well as geotechnical maps pertaining to active and
potentially active faults that lie in proximity to the site that may have an impact on
the proposed construction,
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Location and Site Description
The subject site, which is currently vacant, is located southeast of the intersection
of Pauba and Butterfield Stage Roads in the City of Temecula, California, The
irregular-shaped property consists of east-west-trending ridges and valleys of
moderate relief. A broad north-south-trending valley forms the eastern boundary 0 f
the site. End-dumped fill, construction debris and landscape waste were observed
within and adjacent to the canyon located in the vicinity of Royal Crest Place, The
proposed school site was noted to be covered with end-dumped piles of fill at the
time of our investigation. Several piles of fill were also observed along hillsides
throughout the site. A desilting basin presently exists at the southwestern corner of
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4,2001
J.N.241-01
Page 2
the site adjacent to Butterfield Stage Road. Significant erosion of existing cut and
fill slopes within and adjacent to the site was also observed,
Elevations across the site vary from approximately 1,141 feet above sea level in the
southeastern portion of the site to approximately 1,337 feet above sea level in the
northeastern portion. Natural-slope gradients on the site range from generally level
to locally as steep as I: I (horizontal:vertical [h:v]) along several hillsides, Drainage
is generally towards the west over a majority of the site and towards the south in th e
eastern portion of the property,
Underground structures known to be present within the site consist of water,
telephone and electrical utilities that site parallel Butterfield Stage and Pauba Roads,
At the time of our investigation, vegetation within the site consisted of dry grasses
and weeds within the main drainages combined with a moderately dense growth of
shrubs along the flanks of the hills and along the ridge tops,
The site is bordered on the north by Pauba Road, on the south by residential tracts,
the east by low-density residential housing and on the west by Butterfield Stage
Road. The general location of the site is shown on Figure 1.
Proposed Development/Grading
The enclosed 100-scale topographic map prepared by Robert Bien William Frost and
Associates (Plates I through 4) indicates that the proposed development will consist
of approximately 1,117 high-density, single-family residential lots, 27 estate
residential lots, one school site and four park sites. The high-density residential
housing (Tract 23142) will occupy the majority of the site southeast of Butterfield
Stage and Pauba Roads. The estate lots (Tract 26941) will be located along the
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4, 2001
IN. 241-01
Page 3
western side of the major canyon in the eastern portion of the site. The school site
is proposed in the southeastern corner of the site,
Maximum proposed vertical depth of cut and fill within Tract 23143 are
approximately 86 and 58 feet, respectively, All cut and fill slopes are proposed at
a maximum slope ration of 2: 1 (h:v). Maximum cut-slope height will be
approximately 50 feet, maximum fill-over-cut-slope height will be approximately 40
feet and maximum fill-slope height will be approximately 70 feet.
The 27 residential lots proposed within Tract 26941 (Crowne Hill Estate Lots) will
vary from approximately 2,5 to 5 acres in size, The proposed grading within
Tract 26941 consists of constructing access roads and a level building pad on each lot,
as well as an access driveway, The level building pads will vary from approximately
20,000 to 25,000 square feet in area, The access roads, building pads and driveways
will be bordered by a series oflow- to moderate-height 2: 1 (h:v) cut and fill slopes.
Since the topography within the estate lots is typically characterized by rolling hills,
the proposed grading will result in cut/fill transitions crossing the level building pads.
The areas surrounding the graded building pads on each estate lot will remam
ungraded for construction of private onsite sewage-disposal systems.
The central portion of the proposed school site will be cut to grade exposing bedrock
and fills are proposed along the perimeters to create a mass-graded pad, As such,
several cut/fill transitions will be created within the mass-graded site,
Background Information
The site has essentially remained undeveloped except for the areas described below.
. An ascending 2: 1 (h:v) compacted fill slope exists along the southwest-trending
canyon adjacent to the existing residential development.
to
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula ?
I 'ItJ '
w""
. A toe-of-slope fill key exknding to bedrock was excavated along the above
ascending 2: 1 (h: v) fill slope. Removals to bedrock were also made adjacent to
the toe-of-slope; however, fill placement in the removal area beyond the toe of
the slope was not observed or tested by a geotechnical firm and, therefore, is not
considered engineered fill,
June 4, 2001
J,N.241-01
Page 4
. The canyon in the vicinity of Paraguay Drive was utilized as a grading-equipment
staging area for the adjacent tract.
. The area in the vicinity of the proposed school site and in the southerrunost,
southwest-trending canyon (in the vicinity of proposed Paraguay Drive) was used
as a borrow site during grading operations of the adjacent residential
development.
. Undocumented fill was placed adjacent to Butterfield Stage Road at several
locations during grading of the adjacent residential tract. The fill materials
locally extend approximately 600 feet up the canyons,
Pacific Soils Engineering (Pacific Soils) investigated the site in 1988 and 1992, and
produced a geotechnical letter , a geotechnical study and grading-plan review report
and a revised remedial-grading quantities letter (see References). Geotechnical test-
pit and boring logs from investigations by Highland Soils and Ranpac Soils were
included in Pacific Soils reports (Pacific Soils, 1992 and 1995). The prior
subsurface-investigation locations and logs are not included with this report due to
an apparent misidentification of the alluvium/bedrock contact made by prior
consultants who identified the contact at a color change between the recent all uvium
and a slightly older Pauba formational bedrock detritus, However, the laboratory
data from the prior consultants was reviewed and considered during preparation of
this report.
Purpose and Scope of Services
The purposes of this study were to obtain information on the subsurface conditions
within the project area, evaluate the data and then provide grading recommendations
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PACIFIC CENTURY HOMES
TRs 23142 & 269411Temecula
June 4, 2001
IN. 241-01
Page 5
for the site, as well as conclusions and recommendations for design and construction
of the proposed structures, as influenced by the subsurface conditions. This report
also includes the results of our limited percolation testing performed within
Tract 26941,
The scope of our investigation consisted of the following,
. Review of 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. This included review of data acquired by other
geotechnical engineering firms for the site and adjacent properties (see
References) .
. Geologic mapping of the site,
. Excavation, logging and selective sampling of II exploratory borings to depths
of up to 41.5 feet. Boring locations are shown on Plates I through 4 and
descriptive logs are presented in Appendix A,
. Excavation, sampling and logging of 66 exploratory test pits to acquire soil
samples for laboratory testing and to evaluate geologic structure and lithology.
Test-pit logs are presented in Appendix A and the locations of these pits are
shown on Plates 1 through 4.
. Excavation of five exploratory test pits and five adjacent shallower percolation
test holes within Tract 26941. Percolation test results at the five locations are
presented in Appendix D,
. Laboratory testing and analysis of representative samples (bulk and undisturbed)
obtained from the borings and test pits to determine their engineering properties.
Laboratory test criteria and test results are presented in Appendix B,
. Preparation of geotechnical maps (Plates I through 4).
. Engineering and geologic analysis of the data with respect to the proposed
development.
. An evaluation of faulting and seismicity of the region as it pertains to the site.
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4, 2001
J.N.241-01
Page 6
. Preparation of this report presenting our findings,
reconunendations for the proposed development.
conclusions and
INVESTIGATION AND LABORATORY TESTING
Field Exploration
Subsurface exploration was performed on May 12, 14, 15, 19,21 and 23 through
26,2001, and involved the excavation of 66 test pits to depths ranging from 5 to 15
feet utilizing a rubber-tired backhoe. A hollow-stem auger drill rig was also used
to drill 11 exploratory borings to depths varying between 21.5 and 41.5 feet. A
backhoe equipped with an 8-inch diameter flight auger was utilized to excavate and
drill five percolation test pits and adjacent IS-foot deep exploratory test pits within
Tract 26941. Prior to subsurface work, an underground utilities clearance was
obtained from Underground Service Alert of Southern California,
Earth materials encountered within the exploratory test pits and borings were
classified and logged in accordance with the visual-manual procedures of the Unified
Soil Classification System. The approximate locations of the test pits, exploratory
borings and percolation test holes are shown on Plates 1 through 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 and bedrock materials for
laboratory testing. 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 gravity-
driven, 140-pound hanuner. The central portions of the driven-core samples were
placed in sealed containers and transported to our laboratory for testing.
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TRs 23142 & 26941/Temecula
June 4, 2001
IN,241-01
Page 7
Percolation Testing
The five percolation tests were conducted in Tract 26941 to evaluate the feasibility
of utilizing leach fields for onsite disposal of sewage effluent. The percolation tests
were performed in substantial conformance with the guidelines outlined in the
referenced booklet by the County of Riverside Department of Environmental Health
for leach lines.
The percolation tests were conducted in 8-inch diameter by 14-inch deep borings
which were drilled in the bottoms of 5-foot deep backhoe test pits. Prior to
percolation testing, each test hole was first cleared of all loose soils and the bot toms
and sides were scraped to eliminate smeared soils, Approximately 2 inches of pea
gravel were placed in the bottom of each test hole and the holes were then filled with
water.
Following a presaturation period of approximately 20 hours (i.e, overnight presoak),
the test holes were refilled with 8 to 10 inches of water over the gravel. From a
fixed reference point, the drop in water level was measured and recorded at
approximate 30-minute intervals over a minimum period of 6 hours (minimum of 12
consecutive measurements), After each measurement, the water level was readjusted
to a depth of 8 to 10 inches over the gravel. Measurements were made to a
precision of 0,25 inch. Percolation-test data recorded in the field are presented in
Appendix D and approximate test locations are shown on the enclosed geotechnical
maps (Plates 1 through 4). The percolation tests resulted in acceptable percolation
rates at four locations (10 to 15 minutes per inch) and one failing test in excess of
60 minutes per inch,
Exploratory test pits to 15 feet deep were excavated beside each of the percolation
tests to check for shallow groundwater and to verify the absence of impermeable
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TRs 23142 & 26941/Temecu1a
June 4,2001
J,N,241-01
Page 8
strata. These test pits are identified as TP-SIP through TP-S6P and the logs are
included in Appendix A,
The earth materials encountered in the percolation test pits consisted of Pauba
formational bedrock material, as described in the following Local Geology Section of
this report,
No groundwater, seepage or mottling were encountered in any of the five deep test pits
excavated for this limited sewage-disposal feasibility study, In addition, the IS-foot
deep exploratory test pits were excavated with little to moderate difficulty, indicative
of the absence of impermeable strata,
Laboratory Testing
Maximum dry density, expansion potential, consolidation characteristics and shear
strength of remolded and undisturbed samples were determined for selected disturbed
(bulk) and undisturbed samples of soil and bedrock materials considered representative
of those encountered. Moisture content and unit dry density were also determined for
in-place soil and bedrock materials in representative strata, A brief description of
laboratory test criteria and summaries ofthe test data are presented in Appendix B, In-
situ moisture content and dry unit weight are included in the exploration logs
(Appendix A), An evaluation of the test data is reflected throughout the Conclusions
and Recommendations Section of this report.
FINDINGS
Regional Geologic Setting
The site is located within the Peninsular Range Geomorphic Province of California.
The Peninsular ranges are characterized by steep, elongated, northwest-trending
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TRs 23142 & 26941/Temecu1a
June 4, 2001
.T.N,241-01
Page 9
valleys, More specifically, the site is located in the southern (Temecula Basin) portion
of the Perris Block, The Perris Block is bounded on the north by the San Gabriel and
Cucamonga faults, on the east by the San Jacinto fault, on the west by the Elsinore
Trough and on the south by an undefined zone south of Temecula. The Perris Block
is predominately composed of crystalline granitic basement complex of Cretaceous age
and Quaternary sediment accumulation in low-lying areas, The crystalline basement
and Quaternary Pauba sandstone form well-rounded hills of moderate relief. Sparse
volcanic units of Tertiary age occur in the western portion of the Perris Block,
Local Geologv and Soil Conditions
The site is located on the southern flank of an east-west-trending complex of highlands
which are bordered on the north by Long Valley and to the south by Pauba Valley.
The highlands consist of Quaternary Pauba formational sandstone which was deposited
approximately 700,000 years ago, Valleys and swales within the highlands are
occupied with Quaternary alluvium and colluvium to variable depths, Artificial fill
was observed along Butterfield Stage Road and within the adjacent valleys in the
western portion of the site, Following is a discussion of the site specific data based on
our subsurface investigation,
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. Artificial Fill (map symbol: afu) - Artificial fill was observed both as placed fill
within the east-west-trending canyons adjacent to Butterfield Stage Road and as
end-dwnped piles within several other areas of the site, The placed fill consisted
of medium orange brown to dark grey clayey sand and silty sand, The soils were
observed to be moist and to vary from medium dense to dense and locally contain
minor organic materials, Loose alluvium was encountered beneath the fill in our
Boring B-10P at 20 feet. The end-dumped piles throughout the site were not
geotechnically investigated for this study. However, it is likely that they are locally
derived soils and when properly compacted are expected to exhibit similar
engineering properties to those encountered during our investigation,
. OuaternaJ)' Alluvium (map symbol Oa)) - Quaternary alluvium was encountered
within the drainages and valleys throughout the site and noted to consist of light
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4, 2001
J,N.241-01
Page 10
to dark brown, orange brown and yellow brown silty sand, clayey sand and well-
graded sands. The soils were observed to be dry to moist and vary from loose to
medium dense with occasional dense layers. Slight to moderate porosity was
observed with pores up to 1/8 inch in diameter encountered as deep as 8 feet.
. Quaternarv Colluvium (map svmbol Oeol) - Quaternary colluvium was observed
on the flanks of hills, in swales and within saddles throughout the site. The soils
consisted of brown silty to clayey sands which were dry to damp, loose to medium
dense and porous.
. Quaternary Pauba Formation (map symbol Qps) - Pauba formational sandstone
and siltstone forn1s the hills throughout the site and underlies the site at depth
within the canyons, The bedrock observed onsite consisted of clayey, silty and
well-graded sandstone and siltstone which varied in color from grey and orangish
brown to yellow. The upper approximately 2 to 5 feet of the unit was weathered
and exhibited slight to moderate porosity, The sandstone/siltstone was damp to
moist and medium dense to dense,
Groundwater
No groundwater or seepage was encountered in any of the borings drilled for this
study, at least to the a maximum depth (41.5 feet). Furthermore, based on our
experience in the area, groundwater lies approximately 60 feet below the ground
surface,
Faulting
The geologic structure of the entire southern California area is dominated mainly by
northwest-trending faults associated with the San Andreas system. Faults, such as the
Newport-Inglewood, Whittier, Elsinore, San Jacinto and San Andreas, are major faults
in this system and all 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 geotechnical maps and literature
pertaining to site and regional geology, the closest active faults to the site are the
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TRs 23142 & 26941/Temecula
June 4, 2001
J.N.241-01
Page 11
Wildomar branch of the Elsinore fault zone located approximately 4 miles to the west;
the Wolf Valley branch of the Elsinore fault zone located 6 miles to the southwest; the
Willard Branch of the Elsinore fault zone located 6,5 miles to the west; the Murrieta
Hot Springs fault zone located approximately 6.5 miles to the north; and the San
Jacinto fault located approximately 19 miles to the northeast.
The most significant fault, with respect to anticipated ground motions at the site, is the
Wildomar branch of the Elsinore fault zone, due to its proximity and large possible
magnitude,
No other active or potentially active faults project through or toward the site and the
site does not lie within an Alquist-Priolo Earthquake Fault Rupture Hazard Zone.
CONCLUSIONS AND RECOMMENDATIONS
General
From a soils engineering and engineering geologic point of view, the subject property
is considered suitable for the proposed development, provided the following
conclusions and recommendations are incorporated into the design criteria and project
specifications.
Earthwork
General Earthwork and Grading Specifications
All earthwork and grading should be performed in accordance with all applicable
requirements of the Grading and Excavation Code and the Grading Manual of the
City of Temecula and the County of Riverside, Califomia, in addition to the
provisions of the 1997 UBC, including Appendix Chapter A33, Grading should also
be performed in accordance with applicable provisions of the attached Standard
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TRs 23142 & 26941/Temecula
June 4, 2001
IN. 241-01
Page 12
Grading Specifications (Appendix E) prepared by Petra, unless specifically revised or
amended herein.
Clearing and Grubbing
All weeds, grasses, brush and shrubs in areas to be graded should be stripped and
hauled offsite. During site grading, laborers should clear from fills any roots, tree
branches and other deleterious materials missed during clearing and grubbing
operations, Clearing operations should also include the removal of all trash and debris.
The project soils engineer or his qualified representative should be notified at the
appropriate times to provide observation and testing services during clearing
operations to verify compliance with the above recommendations. In addition, should
any buried structures or unusual or adverse soil conditions be encountered that are not
described or anticipated herein should be brought to the immediate attention of the
geotechnical consultant.
Excavation Characteristics
Based on the results of our exploratory borings and test pits, surficial soil deposits
overlying bedrock (i,e., colluvium, alluvium and man-made fill) will be readily
excavatable with conventional earthmoving equipment. Pauba formational bedrock
materials are expected to be excavatable with moderate to heavy ripping.
Groundwater
Groundwater is not expected to be encountered during grading of the site; however,
some seepage may locally be encountered during canyon cleanouts and possibly in the
vicinity of the existing desilting basin located in the southern comer of the site.
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TRs 23142 & 26941/Temecula
June 4, 2001
J.N,24l-0l
Page 13
Ground Preparation - Fill Areas
All existing low-density and potentially collapsible-soil materials, such as
undocumented manmade fill, colluvium, alluvium, and 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 at least 6 inches, watered or air-dried as
necessary to achieve near optimum moisture conditions and then recompacted in-place
to a minimum relative density of90 percent.
Based on test pits, borings and laboratory testing, anticipated depths of removals are
shown on the enclosed geotechnical maps (Plates I through 4), The anticipated
removal depths vary from 2 to 15010 feet in the narrow canyon areas and from 15 to 35010
feet in the broad alluvial valley areas. Removals in the hillside areas are anticipated
to be on the order of 2 to 5010 feet. However, actual depths and horizontal limits of
removals will have to be determined during grading on the basis of in-grading
observation and testing performed by the project soils engineer and/or engineering
geologist.
Canyon Subdrains
Following cleanouts to competent bedrock, canyon subdrains should be installed along
the axes of all major canyons and tributary areas where the depth of structural fill
exceeds approximately 15 feet. Canyon subdrains will mitigate potential build-up of
hydrostatic pressures below compacted fills due to infiltration of surface waters.
Tentative recommended locations of the sub drains are shown on Plates 1 through 4;
however, actual subdrain locations will have to be determined during grading. Typical
construction details are shown on Plate SG-4 (Appendix E).
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4, 2001
J.N.24l-01
Page 14
Fill Placement
All fill should be placed in 6- to S-inch thick-maximum lifts, watered or air-dried as
necessary to achieve near optimum moisture conditions and then compacted in-place
to a minimum relative compaction of 90 percent. The laboratory maximum dry
density and optimum moisture content for each change in soil type should be
determined in accordance with ASTM Test Method D 1557-91.
Where fills in excess of 50 feet are planned, fill materials placed at depths below 50
feet from finish grade should be compacted to a minimum relative compaction of95
percent. This will mitigate distress to structures and site improvements related to the
effects oflong-term secondary settlement of the deep fills, as well as shorten the time
span for primary settlement to occur, thus expediting the construction of utilities, road
improvements and structures,
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 of level benches excavated into
competent bedrock, Typical benching details are shown on Plates SG-3, SG-4, SG-5,
SG-7 and SG-S (Appendix E).
Import Soils for Grading
All potential import materials should be free of deleterious/oversize materials, be
LOW expansive and approved by the project geoteclmical consultant prior to being
brought onsite,
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TRs 23142 & 269411Temecula
June 4,2001
J.N.241-01
Page 15
Processing of Cut Areas
Where low-density surficial soil deposits (undocumented manmade fills, colluvium
and alluvium) are not removed in their entirety in cut areas, these materials should be
removed to competent bedrock and replaced as properly compacted fill.
Cut/Fill Transition Lots
To mitigate distress to residential structures related to the potential adverse effects of
excessive differential settlement, cut/fill transitions should be eliminated from all
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.
1.......Di:pj~~f Fiji '.... ......1......... ... . ...... .. .Dcptl1ofOverexc;'v~tj~~ · ..' . ... ... .....1
Up to 5 feet
Equal depth
5 to 10 feet
5 feet
Greater than 10 feet
One-half the thickness of fill placed on the "Fill"
portion (10 feet maximum)
Horizontal limits of overexcavation should extend beyond perimeter-building lines a
distance equal to the depth of overexcavation or to a minimum distance of 5 feet,
whichever is greater.
Shallow FiIl-to-Deell-FiIl Lots
To mitigate distress to residential structures related to the potential adverse effects of
excessive differential settlement on fill lots underlain with substantial differences in
compacted fill depths, the "shallow" fill portions should be overexcavated to maintain
the minimum fill depths recommended in the preceding section.
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TRs 23142 & 26941ffemecula
June 4, 2001
J.N.241-01
Page 16
Cut Slopes
Cut slopes planned throughout the development that expose Pauba formational
bedrock are expected to be grossly stable to the maximum-planned height (50 feet) and
at the maximum-planned inclination of2: I (h:v), However, in-grading observation of
individual cut slopes will be required by the project engineering geologist to confirm
favorable-geologic structure of the exposed bedrock, Should highly fractured
bedrock, out-of-slope bedding, seepage or non-cemented-sand strata be observed, the
cut slopes in question may require stabilization by means of a compacted buttress fill
or stabilization fill.
Fill Slopes
Fill slopes constructed with onsite earth materials are expected to be grossly and
surficially stable to the maximum planned height (70 feet) and the maximum planned
inclination of 2: 1 (h:v), All fill slopes should be constructed in accordance with the
following recommendations,
A fill key excavated to a minimum depth of 2 feet into competent bedrock will be
required at the base of all fill slopes proposed on natural ground surfaces inclining at
5:1 (h:v) or greater. The width of the fill key should equal one-half the slope height
or 15 feet, whichever is greater. Typical fill-key construction details are shown on
Plates SO-3 and SO-7 (Appendix E).
To obtain proper compaction to the face of fill slopes, low-height fill slopes should be
overfilled and backfilled during construction and then trimmed-back to the compacted
inner core. Where this procedure is not practical for higher slopes, final surface
compaction should be obtained by backrolling during constmction to achieve proper
compaction to within 6 to 8 inches of the finish surface, followed by rolling with a
cable-lowered sheepsfoot and grid roller.
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TRs 23142 & 26941/Temecula
June 4, 2001
J,N,241-01
Page 17
FiIl-Above-Cut Slopes
Where fill-above-cut slopes are proposed, a 15-foot wide key excavated into competent
bedrock should be constructed along the contact. The bottom of the key should be
tilted-back into the slope at a minimum gradient of 2 percent. A typical section for
construction of fill-above-cut slopes is shown on Plate SO-7 (Appendix E) 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,
Geotechnical Observations
An observation of clearing operations, removal of unsuitable-surficial materials, cut-
and fill-slope construction and general grading procedures should be performed by the
project geotechnical consultant. Fills should not be placed without prior approval from
the geotechnical consultant.
The project geotechnical consultant or his representative should be present onsite
during all grading operations to verify proper placement and adequate compaction of
fill, as well as to verifY compliance with the other recommendations presented herein.
Shrinkage. Bulking and Subsidence
Volumetric changes in earth quantities will 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 earth units present onsite, These
estimates are based on in-place densities determined for the various materials and on
the estimated average degree of relative compaction achieved during grading.
. Artificial Fill (afu) .,...".....,.".,.'..""..",., Shrinkage 0 to 5%
. Alluvium (Qal) . , , . . . . . , . . , . , . . , , . , ' . . . , , . , , . . ' , , Shrinkage 10 to 15%
. Colluvium (Qoal) ....,.,.....".., , . . . , , . . , . . , , , ' Shrinkage 10 to 15%
. Bedrock.......................................... Shrinkage 0 to 5%
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TRs 23142 & 26941/Temecu1a
June 4,2001
J,N,241-01
Page 18
Subsidence from scarification and recompaction of exposed bottom surfaces in
removal areas to receive fill is expected to vary from negligible to approximately 0.1
foot.
The above estimates of shrinkage, bulking and subsidence are intended as an aid for
proj ect engineers in determining earthwork quantities, However, these estimates
should be used with some caution since they are not absolute values. Contingencies
should be made for balancing earthwork quantities based on actual shrinkage and
subsidence that occurs during the grading operations.
Post-Grading Considerations
Deep-Fill-Settlement Monitoring
Canyon fills in excess of 50 feet in depth will require placement of settlement
monuments, Monuments should be placed at the surface of the deep fills in order to
monitor post-grading settlement and consolidation of the fill materials, Locations of
settlement monuments should be determined during grading.
Elevation readings of survey monuments should be made bi-weekly for the first 8
weeks and then monthly until observed settlement data indicates primary settlement
has occurred and long-term secondary settlement will be within tolerable limits.
Construction timing in areas of deep fill should be evaluated on a continuing basis, as
survey data are available.
As noted elsewhere, all fill placed 50 feet or greater below finish grade at 95 percent
minimum relative compaction will expedite the consolidation of the soils and shorten
the settlement monitoring period,
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TRs 23142 & 26941/Temecula
June 4, 2001
J,N,241-01
Page 19
Slope Landscaping and Maintenance
Adequate slope and pad drainage facilities are essential in the design of grading for the
subject tract. An anticipated rainfall equivalency on the order of 60 to I OOI inches per
year at the site can result due to irrigation, The overall stability of the graded slopes
should not be adversely affected provided all drainage provisions are properly
constructed and maintained thereafter and provided all 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
recommendations are presented below with respect to slope drainage, landscaping and
irrigation, A discussion of pad drainage is given in a following seclion,
The most common type of slope failure in hillside areas is the surficial type and
usually involves the upper I to 6010 feet. For any given gradient, these surficial slope
failures are generally caused by a wide variety of conditions, such as overwatering;
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) constructed in
accordance with the Grading and Excavation Code and the Grading Manual of the
City of Temecula and the County of Riverside, California. Provisions should also
be made for construction of compacted-earth berms along the tops of all engineered
slopes.
. All 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
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TRs 23142 & 26941/Temecula
June 4, 2001
J,N.241-01
Page 20
provided within a reasonable period oftime, 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 uniforn1, 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 performance,
. 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 drains and downdrains, care must be taken to avoid
placement of loose soil on the slope surfaces,
. A permanent slope-maintenance program should be initiated for major slopes not
maintained by individual homeowners. Proper slope maintenance must include the
care of drainage- and erosion-control provisions, rodent control and repair of
leaking or damaged irrigation systems,
. Provided the above recommendations are followed with respect to slope drainage,
maintenance and landscaping, the potential for deep saturation of slope soils is
considered very low.
. Homeowners should be advised of the potential problems that can develop when
drainage on the pads and slopes is altered in any way. Drainage can be altered due
to the placement of fill and construction of garden walls, retaining walls,
walkways, patios, swimming pool, spas and planters,
Utility Trenches
All utility-trench backfill within street right-of-ways, utility easements, under
sidewalks, driveways and building-floor slabs, as well as within or in proximity to
slopes should be compacted to a minimum relative density of 90 percent. Where
onsite soils are utilized as backfill, mechanical compaction will be required, Density
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TRs 23142 & 26941/Temecula
June 4, 2001
J,N,241-01
Page 21
testing, along with probing, should be performed by the project soils engineer or his
representative, to verify proper compaction,
For deep trenches with vertical walls, backfill should be placed in approximately 1-
to 2-foot thick maximum lifts and then mechanically compacted with a hydra-hammer,
pneumatic tampers or similar equipment. For deep trenches with sloped-walls, backfill
materials should be placed in approximately 8- to 12-inch thick-maximum lifts and
then compacted by rolling with a sheepsfoot tamper or similar equipment.
As an alternate for shallow trenches where pipe may be damaged by mechanical
compaction equipment, such as under building-floor slabs, imported clean sand having
a sand equivalent value of 30 or greater may be utilized and jetted or flooded into
place, No specific relative compaction will be required; however, inspection, probing
and, if deemed necessary, testing should be performed,
To avoid point-loads and subsequent distress to clay, cement or plastic pipe, imported
sand bedding should be placed at least I foot above all pipe in areas where excavated
trench materials contain significant cobbles. Sand-bedding materials should be
thoroughly jetted prior to placement of backfilL
Where utility trenches are proposed parallel to any building footing (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 Drainage
Positive-drainage devices, such as sloping sidewalks, graded-swales and/or area drains,
should be provided around each building to collect and direct all water away from the
structures, Neither rain nor excess irrigation water should be allowed to collect or
pond against building foundations, Roof gutters and downspouts may be required on
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4, 2001
J.N,241-01
Page 22
the sides of buildings where yard-drainage devices cannot be provided and/or where
roof drainage is directed onto adjacent slopes, All drainage should be directed to
adjacent driveways, adjacent streets or storm-drain facilities.
Sewage-Disposal Feasibility (Tract 26941)
Based on the results of the five percolation tests conducted at random locations, as
well as our observation ofthe soil and bedrock conditions encountered in the adjacent
15-foot deep exploratory test pits, construction of onsite sewage-disposal systems
within Tract 26941 is considered feasible from a geotechnical point of view, Although
one percolation test resulted in an unacceptable percolation rate, there should be
sufficient suitable area within each of the estate lots to support a private sewage-
disposal system that will conform with the current codes and standards of the
Riverside County Department of Environmental Health, A detailed study involving
deep exploration and percolation testing will be required within each lot to determine
the most suitable areas for construction of leach lines.
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 Sections 1626 through 1633 of the 1997 UBC.
The method of design is dependent on the seismic zoning, site characteristics,
occupancy category, building configuration, type of structural system and on the
building height.
For structural design in accordance with the 1997 UBC, a computer program
developed by Thomas F. Blake (UBCSEIS, 1999) was used that compiles fault
information for a particular site using a modified version of a data file of
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TRs 23142 & 26941/Temecula
June 4,2001
J,N,241-01
Page 23
approximately 183 California faults that were digitized by the California Department
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 progran1 then selects the closest Type A,
Type B and 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,
Based on our evaluation and fault investigation, the Wildomar branch of the Elsinore
fault zone, which exists 4 miles west of the site, would probably generate the most
severe site ground motions with an anticipated maximum moment magnitude of 6.8
and anticipated slip rate of 5,0 mm/year. The following 1997 UBC seismic design
coefficients should be used for the proposed structures. 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.
I UBCJ997 TABLE. I FACTOR I
16-1 Seismic Zone Factor Z OAO
16-J Soil Profile Type SD
16-Q Seismic Coefficient Ca 0.44N, = 0.44
16-R Seismic Coefficient Cv O,64N, ~ 0.77
16-S Near-Source Factor Na 1.0
16-T Near-Source Factor Nv 1.2
16-U Seismic Source Type B
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TRs 23142 & 269411Temecu1a
June 4,2001
IN. 241-01
Page 24
Secondary Effects of Seismic Activitv
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 rupmre 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,
However, all of 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 structur e
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.
Effects of Proposed Grading on Adiacent Properties
Proposed grading is not expected to impact or effect properties to the west, north
and east. However, grading operations along the southern boundary of the site ma y
have a minor impact on the existing development to the south as the grading is tied
in.
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TRs 23142 & 26941ITemecula
June 4, 200 I
J,N.241-01
Page 25
Tentative Foundation-Design Recommendations
General
Provided site grading is performed in accordance with the recommendations of this
report, conventional shallow foundations are considered feasible for support of the
proposed residential structures. Tentative foundation recommendations are provided
herein, However, these recommendations 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 per square foot (pst) may be used for
24-inch-square pad footings and 12-inch-wide continuous footings founded at a
minimum depth of 12 inches below the lowest adjacent final grade, This val ue may
be increased by 20 percent for each additional foot of width or depth, to a maximum
value of 2,500 psf. Recommended allowable-bearing values include both dead and
live loads and may be increased by one-third for short-duration wind and seismic
forces,
Settlement
Based on the general settlement characteristics of the compacted fill and in-situ
bedrock, as well as the anticipated loading, it has been estimated that the maximum
total settlement of conventional footings will be less than approximately 1 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
short! y 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 recommendations presented in this report
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4, 2001
J,N.241-01
Page 26
and that the project geotechnical 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 maximum value of 2,500
psf may be used to determine lateral-bearing resistance for footings, In addition, a
coefficient of friction of 0,35 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 short-duration wind or
seismic forces, The above values are based on footings placed directly against
compacted fill, In the case where footing sides are formed, all backfill placed
against the footings should be compacted to at least 90 percent of maximum dry
density,
Footing Setbacks From Descendin~ Slopes
. Fill Slopes -- Where residential structures are proposed near the tops of
descending compacted fill slopes, the footing setbacks from the slope face'should
conform with 1997 UBC Figure 18-1-1. The required minimum setback is H/3
(one-third the slope height) measured along a horizontal line projected from the
lower outside face of the footing to the slope face, The footing setbacks should
be 5 feet minimum where the slope height is 15 feet or less and vary up to 40
feet maximum where the slope height exceeds 15 feet.
. Cut Slopes -- Where residential structures are proposed near the tops of
descending cut slopes composed of sound bedrock materials, the footing setbacks
from the slope face should also generally conform with 1997 UBC Figure 18-1-1;
however, the maximum footing setback may be reduced to 15 feet in-lieu of 40
feet where the slope height exceeds 15 feet.
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TRs 23142 & 26941/Temecula
June 4, 2001
J.N,241-01
Page 27
Building Clearances From Ascending Slopes
Building setbacks from ascending cut and fill slopes should conform with 1997 UBC
Figure 18-1-1 that requires a building clearance of H/2 (one-half the slope height)
varying from 5 feet minimum to 15 feet maximum, 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
All building-footing trenches should be observed by the project geotechnical
consultant to verify that they have been excavated into competent bearing soils or
bedrock, The foundation excavations should be observed prior to the placement of
forms, reinforcement or concrete, The excavations should be trimmed neat, level
and square. All loose, sloughed or moisture-softened soil should be removed prior
to concrete placement.
Excavated materials from footing excavations should not be placed in slab-an-grade
areas unless the soils are compacted to at least 90 percent of maximum dry density.
Expansive Soil Considerations
Results of preliminary laboratory tests indicate onsite soil and bedrock materials
exhibit expansion potentials varying from VERY LOW to HIGH as classified in
accordance with 1997 UBC Table 18-1-B. Therefore, expansive soil conditions will
be have to be evaluated for individual lots during and at the completion of rough
grading. The design and construction details that follow may be tentatively
considered for conventional footings and floor slabs depending on the soil expansion
potential. However, it should be noted that additional slab thickness, footing sizes
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TRs 23142 & 2694I/Temecula
June 4,2001
J.N,241-01
Page 28
and/or reinforcement more stringent than the minimum recommendations that follow
should be provided as recommended by the project architect or structural engineer.
The 1997 UBC specifies that slab-on-grade foundations (floor slabs) resting on soils
with an expansion index greater than 20 require special design considerations in
accordance with 1997 UBC Section 1815. The design procedures outlined in
Section 1815 are based on the effective plasticity index of the different soil layers
existing within the upper 15 feet of the building site. Therefore, plasticity indices of
the foundation soils existing within 15 feet of finish grade will have to be determined
during grading on lots where the soils exhibit a LOW, MEDIUM and/or HIGH
expansion potential. However, for preliminary design purposes, the following
effective plasticity indices may be initially considered depending on the expansion
potential of the foundation soils, Based on our experience with expansive soils, the
following plasticity index values generally represent an average condition and will
require confirmation during grading,
. LOW Expansion Potential - Effective Plasticity Index 15
. MEDIUM Expansion Potential - Effective Plasticity Index 20
. HIGH Expansion Potential - Effective Plasticity Index 35
Very Low Expansion Potential (Expansion Index of 20 or less)
. Footings
Exterior continuous footings may be founded at the minimum depths indicated
in 1997 UBC Table 18-1-C (i,e. 12-inch minimum depth for one-story and 18-
inch minimum depth for two-story construction), Interior continuous footings
for both one- and two-story construction may be founded at a minimum depth
of 12 inches below the lowest adjacent grade. All continuous foo tings should
have a minimum width of 12 and 15 inches for one- and two-story buildings,
respectively and should be reinforced with two No.4 bars, one top and one
bottom.
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TRs 23142 & 26941/Temecula
June 4, 2001
J.N,241-01
Page 29
Exterior pad footings intended for the support of roof overhangs, such as
second-story decks, patio covers and similar construction, should be a
minimum of 24 inches square and founded at a minimum depth of 18 inches
below the lowest adjacent final grade. No special reinforcement of the pad
footings will be required,
. Floor Slabs
- Living-area concrete-floor slabs should be 4 inches thick and reinforced with
either 6-inch by 6-inch, No.6 by No, 6 welded-wire mesh (6x6-W2,9xW2.9)
or with No.3 bars spaced a maximum of 24 inches on center, both ways. All
slab reinforcement should be supported on concrete chairs or bricks to ensure
the desired placement near mid-depth.
- Living-area concrete-floor slabs should be underlain with a moisture-vapor
barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen
or equivalent. All laps within the membrane should be sealed and at least 2
inches of clean sand be placed over the membrane to promote uniform curing
of the concrete,
_ Garage-floor slabs should be 4 inches thick and should be reinforced in a
similar manner as living-area floor slabs, Garage-floor slabs should also be
placed separately from adjacent wall footings with a positive separation
maintained with 3/8-inch-minimum, 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 a minimum of two
No, 4 bars, one top and one bottom.
- Prior to placing concrete, the subgrade soils below all concrete slab-on-grade
should be prewatered to promote uniform curing of the concrete and minimize
the development of shrinkage cracks.
Low Expansion Potential (Expansion Index of 21 to 50)
. Footings
Exterior continuous footings may be founded at the minimum depths indicated .
in 1997 UBC Table I8-I-C (i.e" 12-inch minimum depth for one-story and
I8-inch minimum depth for two-story construction). Interior continuous
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TRs 23142 & 26941/Temecula
June 4, 2001
J.N.241-01
Page 30
footings for both one- and two-story construction may be founded at a
minimum depth of 12 inches below the lowest adjacent grade, All continuous
footings should have a minimum width of 12 and 15 inches, 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 a
minimum of 24 inches square and founded at a minimum depth of 18 inches
below the lowest adjacent final grade, The pad footings should be reinforced
with NO.4 bars spaced a maximum of 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 1815
based on a preliminary effective plasticity index of 15. Unless a more
stringent design is reconunended by the architect or the structural engineer,
we reconunend a minimum slab thickness of 4 inches for both living-area and
garage-floor slabs and reinforcing consisting of either 6-inch by 6-inch, No.
6 by No.6 welded-wire mesh (6x6-W2.9xW2.9) or No, 3 bars spaced a
maximum of 18 inches on centers, both ways. All 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 a polyvinyl chloride membrane, such as 6-mil Visqueen
or equivalent. All laps within the membrane should be sealed and at least 2
inches of clean sand be placed over the membrane to promo te uniform curing
of the concrete.
- Garage-floor slabs should also be placed separately from adjacent wall
footings with a positive separation maintained with 3/8-inch-minimum, 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 a minimum of two No.4 bars, one top and one bottom,
- Prior to placing concrete, the subgrade soils below all living-area and garage-
floor slabs should be pre-watered to achieve a moisture content that is at least
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TRs 23142 & 26941/Temecula
June 4, 2001
J.N.241-01
Page 31
equal to or slightly greater than optimum-moisture content. This moisture
content should penetrate to a minimum depth of 12 inches into the subgrade
soils.
Medium Expansion Potential (Expansion Index of 51 to 90)
. Footings
Exterior continuous footings for both one- and two-story construction should
be founded at a minimum depth of 18 inches below the lowest adjacent final
grade. Interior continuous footings may be founded at a minimum depth of 12
inches below the lowest adjacent grade for both one- and two-story
construction, All continuous footings should have a minimum width of 12 and
15 inches, 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 a
minimum of 24 inches square and founded at a minimum depth of 18 inches
below the lowest adjacent final grade. The pad footings should be reinforced
. with No, 4 bars spaced a maximum of 18 inches on centers, both ways, near
the bottom one-third of the footings,
. Floor Slabs
The project architect or structural engineer should evaluate minimum floor-
slab thickness and reinforcement in accordance with 1997 UBe Section 1815
based on a preliminary effective plasticity index of 20, Unless a more
stringent design is reconunended by the architect or the structural engineer,
we reconunend a minimum slab thickness of 4 inches for both living-area and
garage-floor slabs and reinforcing consisting of No. 3 bars spaced a
maximum of 18 inches on centers, both ways, All 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 a polyvinyl chloride membrane, such as 6-mil Visqueen
or equivalent. All laps within the membrane should be sealed and at least 2
inches of clean sand be placed over the membrane to promote uniform curing
of the concrete,
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TRs 23142 & 26941/Temecula
June 4, 2001
IN. 241-01
Page 32
- Garage-floor slabs should also be placed separately from adjacent wall
footings with a positive separation maintained with 3/8-inch-minimum, 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 a minimum of two No, 4 bars, one top and one bottom,
- Prior to placing concrete, the subgrade soils below all 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 minimum depth of 18 inches into the subgrade soils,
High Expansion Potential (Expansion Index of 91 to 130)
. Footings
All exterior footings for both one- and two-story construction should be
founded a minimum depth of 24-inches below the lowest adjacent final grade.
Interior continuous footings may founded at a minimum depth of 18 inches
below the lowest adjacent final grade. All continuous footings should have a
minimum width of 12 and 15 inches, 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
minimum of 24 inches square and founded at a minimum depth of 24 inches
below the lowest adjacent final grade, The pad footings should be reinforced
with No, 4 bars spaced a maximum of 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 1815
based on a preliminary effective plasticity index of 35. Unless a more
stringent design is recommended by the architect or the structural engineer,
we recommend a minimum slab thickness of 5 inches for both living area and
garage floor slabs and reinforcing consisting of NO.3 bars spaced a maximum
of 18 inches on centers, both ways. All slab reinforcement should be
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TRs 23142 & 269411Temecula
June 4,2001
J,N,241-01
Page 33
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 a polyvinyl chloride membrane, such as 6-mil Visqueen
or equivalent placed on top of a 4-inch thick sand or gravel base. All 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 minimum slab thickness of 5 inches on a 4-
inch thick sand base and should be reinforced in a similar malUler as living-
area floor slabs, Garage-floor slabs should also be placed separately from
adjacent wall footings with a positive separation maintained with 3/8-inch-
minimum, felt expansion-joint materials and quartered with weakened-plane
joints, A 12-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 a minimum of four No, 4 bars, two top and
two bottom,
- Prior to placing concrete, the subgrade soils below all living-area and garage-
floor slabs should be presoaked to achieve a moisture content that is 5 percen t
or greater above optimum moisture content. This moisture content should
penetrate to a minimum depth of 24 inches into the subgrade soils,
Presaturation of the sub grade soils will promote uniform curing of the
concrete and minimize the development of shrinkage cracks.
Post-Tensioning
In lieu of the preceding recommendations for medium- or highly expansive soils, a
post-tensioned system may be considered. The actual design of post-tensioned
footings and slabs is referred to the project structural engineer.
To assist the structural engineer in his design, the following parameters are
recommended,
. Perimeter footings for either one- or two-story dwellings may be founded at a
minimum depth of 12 inches below the nearest adjacent final-ground surface.
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TRs 23142 & 26941/Temecu1a
June 4, 2001
J,N.241-01
Page 34
Interior footings may be founded at a minimum depth of 12 inches below the top
of the finish-floor slab.
. All dwelling-area-floor slabs constructed on-grade should be underlain with a
moisture-vapor barrier consisting of a polyvinyl-chloride membrane, such as 6-
mil visqueen, A minimum of 1 inch of clean sand should be placed over the
membrane to promote uniform curing of the concrete.
. Presaturation of subgrade soils below slabs-on-grade will not be required.
However, subgrade soils should be thoroughly moistened prior to placing
concrete,
Retaining Walls
Footing Embedments
The base of retaining-wall footings constructed on level ground may be founded at
a minimum depth of 12 inches below the lowest adjacent final grade, Where
retaining walls are proposed on or within 15 feet from the top of any adjacent
descending fill slope, the footings should be deepened such that a minimum
horizontal clearance of 15 feet is maintained between the outside bottom edges of the
footings and the face of tbe slope. This horizontal structural setback may be reduced
to 10 feet where footings are constructed near the tops of descending cut slopes.
The above recommended minimum footing setbacks are preliminary and may require
revision based on site-specific soil and/or bedrock conditions. All footing trenches
should be observed by the project geotechnical representative to verify that the
footing trenches have been excavated into competent-bearing soils and/or bedrock
and to the minimum embedments recommended above, These observations should
be performed prior to placing forms or reinforcing steel.
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TRs 23142 & 26941/Temecula
June 4,2001
IN. 241-01
Page 35
Active and At-Rest Earth Pressures
Active and at-rest lateral earth pressures for design of retaining walls will be dependent
on the physical and engineering characteristics of the soils used for backfill.
Therefore, specific retaining-wall design recommendations should be prepared at the
completion of grading. However, the following values may be considered for
preliminary design purposes.
. Backfill Soils Comprised of Non-Expansive or Slightly Expansive Soils - Where
the backfill soils exhibit a Very Low or Low expansion potential, cantilevered
walls retaining a level backfill should be tentatively designed to resist an active
earth pressure equivalent to a fluid having a density of 35 pounds per cubic foot
(pct), Where the backfill slopes upward at 2: I (h:v), cantilevered retaining walls
should be designed using an active earth pressure of 52 pcf.
For walls that are restrained at the top, at-rest earth pressures of 53 and 78 pef
(equivalent fluid pressures) should be used for walls supporting a level backfill and
ascending 2: I (h:v) backfill, respectively.
The above active and at-rest lateral earth pressures are based on a well-drained
backfill. All walls should also be designed to support any adjacent structural
surcharge loads imposed by other nearby walls or footings in addition to the above
active and at-rest earth pressures,
. Backfill Soils Comprised of Moderately to Highly Expansive Soils - Where the
backfill soils exhibit a Medium or High expansion potential, cantilevered walls
retaining a level backfill should be tentatively designed to resist an active earth
pressure equivalent to a fluid having a density of 50 pounds pef. Where the
backfill slopes upward at 2: 1 (h:v), cantilevered retaining walls should be designed
using an active earth pressure of 87 pef.
For walls that are restrained at the top, at-rest earth pressures of 75 and 125 pcf
(equivalent fluid pressures) should be used for walls supporting a level backfill and
ascending 2: 1 (h:v) backfill, respectively,
The above active and at-rest lateral earth pressures for the above expansive soil
conditions are also based on a well-drained backfill. In addition, all walls should
be designed to support any adjacent structural surcharge loads,
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PACIFIC CENTURY HOMES
TRs 23142 & 269411Temecula
June 4, 2001
J,N,241-01
Page 36
. Imported Sand or Pea Gravel Used For Wall Backfill - Imported clean sand
exhibiting a sand equivalent value of 30 or greater or pea gravel may be used for
wall backfill to reduce the lateral earth pressures provided the sand or pea-gravel
backfill materials extend behind the walls a minimum horizontal distance equal to
one-half the wall height. In addition, the sand or pea-gravel backfill materials
should extend behind the walls a minimum horizontal distance of2 feet at the base
of the walls or to a horizontal distance equal to the heel width of the footing,
whichever is greater. For this condition, active earth pressures of 30 and 41 pcf
(equivalent fluid pressures) may be used for walls supporting a level backfill and
ascending 2: I (h:v) backfill, respectively, For walls that are restrained at the top,
at-rest earth pressure of 45 and 62 pcf may be used for a level backfill and
ascending 2: 1 (h:v) backfill, respectively.. These values are also based on a well-
drained level backfill. Furthermore, as with native soil backfill, the walls should
also be designed to support any adjacent structural surcharge loads,
Drainage
Weepholes or open vertical masonry joints should be provided in retaining walls to
prevent entrapment of water in the backfill. Weepholes, if used, should be 3 inches
in minimum diameter and provided at minimum intervals of 6 feet along the wall,
Open vertical masonry joints, if used, should be provided at 32-inch-minimum
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 prevent infiltration of fines and subsequent clogging of the gravel. Filter fabric
may consist of Mirafi 140N or equal.
In lieu of weepholes or open joints, a perforated pipe-and-gravel subdrain may be
used. Perforated pipe should consist of 4-inch-minimum diameter pve 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 of Mirafi 140N or equal.
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PACIFIC CENTURY HOMES
TRs 23142 & 269411Temecula
June 4,2001
J.N.241-0I
Page 37
The outside portions of retaining 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 bac k
at a maximum gradient of I: 1 (h:v) for the duration of construction. However, all
temporary slopes should be observed by the project soils engineer for any 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 also be considered in the stability of temporary
slopes,
Wall Backfill
All retaining-wall backfill should be placed in 6- to 8-inch-maximum lifts, watered
or air-dried as necessary to achieve near optimum moisture conditions and
compacted in place to a minimum relative compaction of 90 percent.
Masonry Garden Walls
Construction on or Near the Tops of Descending Slopes
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Continuous footings for masonry garden walls proposed on or within 7 feet from the
top of any descending cut or fill slope should be deepened such that a minimum
horizontal clearance of 7 feet is maintained between the outside bottom edge of the
footing and the slope face, The footings should be reinforced with a minimum of
two No, 4 bars, one top and one bottom. Plans for any top-of-slope garden walls
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4, 2001
J,N.241-01
Page 38
proposmg pier and grade-beam footings should be reviewed by the project
geotechnical consultant prior to construction.
Construction on Level Ground
Where masonry walls are proposed on level ground and at least 7 feet from the tops
of descending slopes, the footings for these walls may be founded at a minimum
depth of 12 inches below the lowest adjacent final grade. These footings should also
be reinforced with a minimum of two No, 4 bars, one top and one bottom.
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 corner. 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.
Concrete F1atwork
Thickness and Joint S\laclng
Long-term performance of concrete flatwork will be affected by the expansion
potential of the supporting sub grade soils, Therefore, soil expansion potentials should
be evaluated on a lot-by-Iot basis at the completion of rough grading. Depending on
the soil expansion characteristics, we present the following recommendations to
minimize cracking of concrete flatwork and/or the potential for differential movement
(heaving),
VerY Low and Low Expansion Potential- Concrete sidewalks, patio-type slabs
and concrete subslabs to be covered with decorative pavers should be at least 3.5
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4,2001
J,N.241-01
Page 39
inches thick and provided with construction joints or expansion joints every 6 feet
or less. Concrete driveway slabs should be at least 4 inches thick and provided
with construction joints or expansion joints every 10 feet or less,
. Medium Expansion Potential- Concrete sidewalks, patio-type slabs and concrete
subs labs to be covered with decorative pavers should be at least 4 inches thick and
provided with construction joints or expansion joints every 6 feet or less, Concrete
driveway slabs should be at least 5 inches thick and provided with construction
joints or expansion joints every 10 feet or less.
Consideration should be given to reinforcing all concrete patio-type slabs,
driveways and sidewalks greater than 5 feet in width with 6-inch by 6-inch, No.1 0
by No. 10 welded-wire fabric or with No, 3 bars spaced 24 inches on centers, both
ways, The reinforcement should be positioned near the middle of the slabs by
means of concrete chairs,
High Expansion Potential - Concrete sidewalks, patio-type slabs and concrete
subs labs to be covered with decorative pavers should be at least 4 inches thick and
provided with construction joints or expansion joints every 6 feet or less. Concrete
driveway slabs should be at least 6 inches thick and provided with construction
joints or expansion joints every 10 feet or less,
Consideration should be given to reinforcing all concrete patio-type slabs,
driveways and sidewalks greater than 5 feet in width with No.3 bars spaced 18
inches on centers, both ways. The reinforcement should be positioned near the
middle of the slabs by means of concrete chairs or brick,
Edge Beams
For Medium and High expansion potentials, edge beams (thickened edges) should be
considered for the perimeter edges of concrete flatwork bordered by landscaping.
Edge beams, ifused, should be 6 to 8 inches wide, extend 8 inches below the tops of
the finish slab surfaces and be reinforced with a minimum of two No.4 bars, one top
and one bottom. Edge beams are not mandatory; however, their inclusion in flatwork
constlUction adjacent to landscaped areas will significantly reduce the potential for
vertical and horizontal movements and subsequent cracking of the flatwork related to
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecu1a
June 4,2001
J.N.241-01
Page 40
the effects of high uplift forces that can develop in moderately and highly expansive
soils,
Subgrade Preparation
As a further measure to minimize cracking of concrete flatwork, the subgrade soils
should first be compacted to a minimum relative compaction of 90 percent 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 minimize
the development of shrinkage cracks. A representative of the project geotechnical
consultant should observe and verify the density and moisture content of the soils
and the depth of moisture penetration prior to placing concrete.
Soluble Sulfates
Based on Petra's experience on nearby grading projects with similar soil and
bedrock conditions, the soils that will exist at finish grades are anticipated to contain
negligible soluble-sulfate contents and the use of Type II cement in concrete should
be acceptable, However, during and at the completion of rough grading, soluble-
sulfate contents should be determined for soils existing at or near finish grades to
confirm this anticipated condition.
Planters
Area drains should be extended into all planters that are located within 5 feet of
building walls, foundations, retaining walls and masonry-block garden walls to
minimize excessive infiltration of water into the adjacent foundation soils, The
surface of the ground in these areas should also be sloped at a minimum gradient of
2 percent away from the walls and foundations. Drip-irrigation systems are also
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4, 2001
J.N,241-01
Page 41
recommended to prevent overwatering and subsequent saturation of the adjacent
foundation soils.
GRADING-PLAN REVIEW AND CONSTRUCTION SERVICES
This report has been prepared for the exclusive use of Pacific Century Homes to
assist the project engineer and architect in the design of the proposed development.
It is recommended 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.
If the 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,
No
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4,2001
J.N,241-01
Page 42
INVESTIGATION 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 investigation are
believed 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 0 f the
described geotechnical evaluations and represent our best 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 1 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
panies or other purposes,
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PACIFIC CENTURY HOMES
TRs 23142 & 26941/Temecula
June 4, 2001
J,N,24l-0l
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,
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REFERENCE: "
USGS topographic map, 7,5 minute series,
Bachelor Mtn, QUadrangle'IPh~t~~~V~S~~8
1973, Pechanga Quadrang e, a ,
photorevised 1988.
SITE LOCATION MAP
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PETRA GEOTECHNICAL, INC.
IN 241-01
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2000 FEET
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JUN" 2001
FIGURE 1
SCALE
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REFERENCES
I
Blake, 1999," UBCSEIS, Version 1.30, A Computer Program for the Estimation of Uniform Building Code
Coefficients Using 3-D Fault Sources,"
I
Giessner, F,W,; Winters, B,A.; and McLean, J,S., 1971, Water Wells and Springs in the \\estern Part of the Upper
Santa Margarita River Watershed, Riverside and San Diego Counties, California, State of California
Department of Water Resources Bulletin 91-20.
I
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.
International Conference of Building Ofticials, 1997, Uniform Building Code, Structural Engineering Design
Provisions.
I
, 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, Olaf p" 1966, Geologic Map of California, Santa Ana Sheet, Scale: 1:250,000.
I
Jennings, C. W" 1962, Geologic Map of California, Olaf p, Jenkins Edition, Long Beach Sheet, Scale 1:250,000,
, 1985, An Explanatory Text 10 Accompany the 1:750,000 scale Fault and Geologic Maps of California,
California Division of Mines and Geology.
I
, 1994, Faull 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 iu Southern Riverside
County, California, CDMG Special Report 131.
II
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,
Pacific Soils Engineering, Inc" 1992, Geotechnica] Overview Letter, Crowne Hill Development, Tract 23143, City
of Temecula, California, Work Order 400406, dated August 6, 1992,
, 1995, Geotechnical Study and Grading Plan Review, Crowne Hill Tract 23]43-2, City of Temecula,
California, Work Order 400406A, dated February 7, 1995,
, 1997, Revised Remedial Grading Quantilies for Crowne Hill, Tract 23143, Stage 1 and Stage 2, in !he Ciy
of Temecu]a, California, Work Order 400406A, dated March 3,1997,
I
Petra Geotechnica], Inc" 1998, Geotechnical Investigation, Tentative Tracts 23143-2, -3 and -4, Crowne Hill, City
of Temecu]a, California, LN. 444-98, dated September 23,1998,
I
, 1999, Geotechnical Report of Rough Grading, Phases 2 through 5 - Tract 23143-2, Lots I and 2,7
through 16, 23 through 56 and 64; Plnses 2 through 8 - Tract 23143-3, Lots 9 through 21 and 28 !hrough
98; and Phases 2 through 8 - Tract 23143-4, Lots 18 through 80, CrowneHill, City of Temecula, Riverside
County, California, LN, 444-98, dated September 7, 1999,
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Riverside County Department of Environmenta! Health, Waste Disposal for Individua] Homes, Commercia! and
Industrial.
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,
"!P
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REFERENCES (Continued)
, 1973, Hydrologic Data: 1972, Volume V: Southern California, Bulletin No. 130-72, November 1973.
State of California Special Studies Zones, Murrieta Quadrangle, Scale 1 :24,000, dated January 1, 1990.
Weber, F.H" Jr., 1977, Seismic Hazards Related to Geologic Factors, Elsinore and Chino Fault Zones, Northwestem
Riverside County, California, CDMG Open File Report 77-4 LA, May, 1977.
United States Geological Survey, 7,5 MinUle Topographic Series, Bachelor Mountain Quadrangle, dated 1953,
Photorevised 1973, Photo inspected 1978, scale 1 :24,000,
, 7.5 MinUle Topographic Series, Pechanga Quadrangle, dated 1968, Photo revised 1988, scale 1 ;24,000,
'5\
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APPENDIX A
LOGS OF BORINGS
LOGS OF TEST PITS
$ PETRA
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula
Job No,: 241-01
Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs /30 in
Client: Pacific Century
Depth Lith-
(Feet) ology
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Material Description
ARTIFICIAL FILL (AF)
Silty SAND/Clayey SAND (SM/SC): medium orange
brown to dark grey brown, damp, medium dense; fine-
to coarse-grained.
@ 5,0 feet: Clayey Silty SAND (SM): medium orange
brown and black, damp to moist, medium dense; fine- to
very coarse-grained, laminated. .
@ 10,0 feet: Clayey SAND/Silty SAND (SC/SM):
medium orange brown to black, moist, medium dense;
", very coarse-grained; strong organic odor.
@ 15,0 feet: Clayey SAND/Silty SAND (SC/SM):
medium orange brown to black, very moist, medium
dense; fine- to very coarse-grained, laminated, small
twig in sample.
Petra Geotechnical, Inc.
Boring No,: B-IP
Elevation: 124801;
Date:
5/19/01
Logged By: LA Battiato
Samples
W
a Blows R B
t Per i u
e n I
r Foot g k
36
35
24
Laboratory Tests
Moisture Dry
Content Density
(%) (pef)
8.4
6,5
14,0
Other
Lab
Tests
129,7
129.8
121.2
PLATE A-I
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EXPLORATION LOG
Project: Proposed Residential Development
Localion: SE Pauba Rd/Butterfie1d Stage Rd, Temecula
Job No,: 241-01
Drill Method: Hollow-Stem Auge Hammer / Drop:140 1bs / 30 in
Client: Pacific Century
Depth Lith-
(Feet) ology
25
'-,'
:.;.;............
'-w:.
:.~.
...-,.;.:.
:.~.
............;.:-
:-;............
...........;.;.
:.~.
............;.:-
:.;..;...-,
..........;.:.
:-:..;........,...
............;.:-
:.:..;........,...
............;.:.
:.;.;...-.
'-w:-
:.~.
...........;.:-
:'N.-.
.--..;, :-
:.;..;...........
.--..;.: .
:-~.
............;.:.
:-:..;........,...
............;.:-
:-;.;.............
............;.;.
;.;.;.............
............;.;.
;.:..;........,...
............;.;.
;.:..;........,...
............;.;.
;.:..;........,...
...........;.;.
>~.
,--..;,:-
:'~:
30
Material Description
20,0 feet: Clayey SAND/Silty SAND (SCISM):
ark grey to black, moist, very dense; fine- to
coarse-grained, laminated,
QUATERNARY PAUBA FORMATION (Ops)
Clayey SANDSTONE: light orange brown, moist,
very dense; fine- and very coarse-grained, moderate
primary porosity, massive,
@ 30,0 feet: Clayey SANDSTONE: medium orange
brown to grey (mottled coloring), moist, very dense;
fine- to very coarse-grained, massive,
TOTAL DEPTH OF BORING = 31.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 05/19/01.
Petra Geotechnical, Inc.
Boring No.: B-IP
Elevation: 1248;f;
Date:
5/19/01
Logged By: LA Battiato
Samples
W
a Blows R B
t Per 1 U
e n I
r Fool g k
65
62
68
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pef) Tests
7,7 132.1
8.5
114.7
11.9
125.6
PLATE A-2
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecu1a
Job No,: 241-01
Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 in
Client: Pacific Century
Depth Lith-
(Feet) ology
;
;
5 ,
.' '
. '.'
, , ,
, '
.,'
10
..... .
'.', .
, ,
. '
. ','
"
15
" '
',', .
.... .
, , ,
. '
, ,
, '
, ,
, "
.... .
Material Description
QUATERNARY ALLUVIUM (Qal)
Silty SAND (SM): light brown, damp, loose; fine- to
coarse-grained.
@5.0 feet: Silty SAND (SM): medium brown, damp,
medium dense; fine- to coarse-grained, moderate
porosity, clay development on ped faces (cemented),
maSSIve,
@ 10,0 feet: Silty Well-graded SAND (SW): light
orange brown, damp to moist, loose; fine- to
coarse-grained, slightly porous,
@ 15.0 feet: Clayey Silty SAND (SM): light brown,
moist, medium dense; fine- to very coarse-grained,
moderately porous.
Petra Geotechnical, Inc.
Boring No.: B-2P
Elevation: 1267010
Date:
5/19/01
Logged By: LA Battiato
Samples
W
a Blows R B
t Per i u
e n 1
r Foot g k
27
12
17
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
6,0
4.7
10,9
113,8
113. 8 cnsol
112.6 cnsol
PLATE A-3
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfield Stage Rd, Temecula
Job No,: 241-01
Drill Method: Hollow-Stem Auge Hammer / Drop:140 1bs / 30 in
Client: Pacific Century
Depth
(Feet)
Lith-
ology
25
30
Material Description
WEATHERED QUATERNARY PAUBA
FORMATION (Ops)
Clayey SAND/Clayey SANDSTONE: light orange
brown, moist, medIUm dense; fine- to very
coarse-grained, massive, slightly porous.
QUATERNARY PAUBA FORMATION (Ops),
Very Silty SANDSTONE/Sandy SILTSTONE: light
yellow brown, moist, medium dense; fine- and
coarse-grained, micaceous, coloring slightly mo!tled,
massIve.
30,0 feet: Well-graded SANDSTONE: light orange
brown, damp to mOIst, very dense; fine- to
coarse-grained, with some pea gravel, massive,
TOTAL DEPTH OF BORING = 31.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 05/19/01.
Petra Geotechnical, Inc.
Boring No.: B-2P
Elevation: 1267:1:
Date:
5/19/01
Logged By: LA Battiato
Samples
W
a Blows R B
t Per i u
e n I
r Foot g k
27
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
13.7 119.2
32
79
18,8
6,8
111.9
116,8
PLATE A-4
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfield Stage Rd, Temecu1a
Job No,: 241-01
Client: Pacific Century
Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 1 30 in
Depth
(Feet)
'2
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W
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ology
. ....
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,.'
.....
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.... .
'.". .
.... .
, , ,
, , ,
, .
. ",'
5
'. .'
',', .
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, '
..... .
. ".'
.....
10
. '.'
::::..
, , .
, '
. '.'
..... .
'. .'
.,'
15
'. .'
"
,,'
',', .
Material Description
QUATERNARY ALLUVIUM (Qal)
Silty SAND (SM): medium brown, dry to damp,
loose; fine- to coarse-grained.
,,'
,,'
,.'
",
,,' @ 5.0 feet:, Silty SAND (SM): medium brown, damp,
medium dense; fine- to coarse-grained, moderate
porosity, clay development on ped faces,
@ 10.0 feet: Silty SAND (SM): light orange brown,
moist, medium dense; predominately fine-grained,
locally massive, slightly porous.
,.'
@ 15,0 feet: Clayey Silty SAND (SM): medium orange
brown, moist, loose; fine- to very coarse-grained,
moderately porous.
Petra Geotechnical, Inc.
Boring No.: B-3P
Elevation: 1235:1:
Date:
5/19/01
Logged By: LA Battiato
Samples
W
a B!ows R B
t Per i u
e n I
r Foot g k
39
13
11
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pcf) Tests
6,6
6.8
8.4
122.1
111.4 cnsol
116.4
PLATE A-5
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfield Stage Rd, Temecula
Job No.: 241-01
Client: Pacific Century
Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 in
Deplh
(Feet)
Material Description
Lith-
ology
20.0 feet: Well-graded SAND (SW): bgbt orange
brown, damp, medium dense; fine- to very
coarse-grained, nonindurated, slightly porous,
25
@ 25.0 feet: Well-graded SAND (SW): light orange
brown, damp, medium dense; horizontally laminated,
..=-:
,,' .
30
@ 30,0 feet: Silty SAND (SM): medium brown, very
moist, medium dense; horizontally layered with coarser
" sand, slightly porous,
'. .'
.....
',', .
0 35
"
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<-
0
L9
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"
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(aJ 35.0 feet: Clayey SANDSTONE/Silty
S"'ANDSTONE: medium orange brown, moist, very
dense; fine- to very coarse-gramed, horizontally layered.
OUATERNARY PAUBA FORMATION (Ops),
TOTAL DEPTH OF BORING = 36.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 05/19/01.
Petra Geotechnical, Inc.
Boring No,: B-3P
Elevation: 1235;10
Date:
5/19/01
Logged By: LA Battiato
Samples
W
a Blows R B
t Per i u
e n I
r Foot g k
15
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
5.5 116.3
29
18
85
2,7
9,1
10,9
118,1
119.4
123.0
PLATE A-6
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba RdfButterfield Stage Rd, Temecu1a
Job No.: 241-01
Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 in
Client: Pacific Century
Depth Lith-
(Feet) ology
. ','
. .',
" .'
. ','
" .'
. ','
..... .
',', .
..... .
',', .
. , ,
"
5
.....
" "
" .'
" ,
" .'
10
....
',', '
"
"
. ','
..... .
. ','
Material Description
,.'
ARTIFICIAL FILL (AD
Silty SAND (SM): light yellow brown to dark brown,
dry to damp, loose; fine- to coarse-grained,
" '
@ 5.0 feet: Clayey Silty SAND (SM): medium orange
brown to very dark grey, damp to mOIst, medium dense;
fine- to very coare-grained, mottled coloring.
@ 10.0 feet: Slightly Clayey Silty SAND (SM):
medium orange brown to dark grey, moist, medium
dense; fine- to very coarse-grained, mottled coloring,
horizontally layered.
..... .
" '.' QUATERNARY ALLUVIUM (Qal).
',', .
. ','
" ,
IS
. ','
'. .'
"
,,'
. ....
.....
',', .
',', .
" .
. ','
.....
" .'
.' '
@ 15.0 feet: Clayey Silty SAND (SM): medium
brown, damp to mOIst, medium dense; very slight
pinhole porosity.
" .
Petra Geotechnical, Inc.
Boring No.: B-4P
Elevation: 1236i;
Date:
5/19/01
Logged By: LA Battiato
Samples
w
a Blows R B
t Per i u
e n J
r Foot g k
34
32
26
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
8.3
10.8
7.5
133,7
129.2
128,1
PLATE A-7
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula
Job No.: 241-01
Client: Pacific Century
Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 in
Deplh Lith-
(Feet) ology
25
,,'
. ".
. ','
.....
" ,
" "
. '.'
30
0; 35
~
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"
"
oi
0:
>-
W
0.
>
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9
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>=
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W
'_.'
:.;.;.,..,......
'--..:.:-
:.;.;.,..,......
.--:.;.
:.;..;...........
.-.-;.;.
:.;.;.,..,......
'--..:.:.
;.;.;.,..,......
.--...;,;.
:.;.;.,..,......
.--..;,: .
;.;.;.,..,......
:~:-
Material Description
20,0 feet: Clayey SAND (SC): dark brown, mOIst,
medium dense; fine- to coarse-grained, iron oxidation
resulting in slightly mottled coloring, moderate porosity,
.,'
,,' .
(ciJ 25.0 feet: Silty SAND/Clayey SAND (SM/SC):
cfark brown, moist, dense; fine- to coarse-grained, slight
porosity.
,,'
COMPLETELY WEATHERED OUA TERNARY
PAUBA FORMATION (Ops).
@ 30.0 feet: Clayey SANDSTONE: medium brown,
moist, medium dense; fine- to coarse-grained, locally
massive, moderate porosity, pores as large as 1110 inch.
QUATERNARY PAUBA FORMATION (Qps),
@ 35,0 feet: Clayey SANDSTONE: medium orange
brown, moist, dense; fine- to coarse-grained, massive,
manganese staining.
TOTAL DEPTH OF BORING = 36.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 05/19/01.
Petra Geotechnical, Inc.
Boring No.: B-4P
Elevation: 1236;,
Date:
Logged By: LA Battiato
5/19/01
Samples
w
a Blows R B
t Per i LI
e n J
r Foot g k
36
48
27
53
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
11.0 125.9 cnsol
9,0
124.7
12,0
125.1 cnsol
11.7
123.4
PLATE A-8
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfield Stage Rd, Temecu1a
Job No,: 241-01
Client: Pacific Century
Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 130 in
Material Description
Depth Lith-
(Feel) oJogy
: ;, : :': QUATERNARY ALLUVIUM 10al)
, " .,' Silty SAND (SM): light yellow brown, dry to damp,
loose; fine- to coarse-grained.
" .
. ,
. .
. .
, "
. ','
. ','
.,'
',', .
,,'
5
",
',', .
@ 5.0 feet: Clayey Silty SAND (SM): medium brown,
moist, medium dense; fine- to coarse-grained, slight
. '.' porosity.
" .
. ','
" "
',', .
.... .
, ,
.:..: :
.....
'. .'
10
10,0 feet: Interlayered Micaceous SILT (ML), Silty
AND (SM) and Clayey SAND (SC): medium brown,
moist, medium dense.
e 15
"
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W
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~
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15.0 feet: Silty SAND (SM): medium brown, moist,
medium dense; fine- to coarse-grained, laminated, with
..' icaceous silt la ers.
.... .
.' '
,,'
',', .
, .
, '
, '
. '
Petra Geotechnical, Inc.
Boring No,: B-5P
Elevation: 1245:1;
Date:
5/19/01
Logged By: LA Battiato
Samples
W
a Blows R B
t Per i u
e n I
r Foot g k
16
24
28
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pel) Tests
11.3
9,3
12.9
124,3 ens I
118.7
119.3
PLATE A-9
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba RdlButterfield Stage Rd, Temecula
Job No,: 241-01
Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 iu
Client: Pacific Century
Deptn Litn-
(Feet) ology
:
:
;
25 ~
30
Q 35
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0
'"
'"
'"
>-
w
a.
;;:
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9
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N
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co
."
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w
Material Description
20.0 feet: Silty SAND (SM): medIUm brown, very
moist, medium dense; fine- to very coarse-grained,
manganese staining, moderate porosity,
WEATHERED QUATERNARY PAlJBA
FORMATION (Ops)
Silty SANDSTONE: medium brown, moist, medium
dense; fine- to coarse-grained, manganese staining,
very slight porosity.
QUATERNARY PAUBA FORMATION (Qps)
Interlayered Laminated SILTSTONE and Silty
SANDSTONE: dark yellowish brown to orange.
(iron-oxide staining), moist, medium dense;
manganese staining.
35,0 feet: Interlayered Lammated SILTSTONE and
Ilty SANDSTONE: dark yellowish brown to orange
(iron-oxide staining), moist, medium dense; manganese
stainin
Petra Geotechnical, Inc.
Boring No,: B-5P
Elevation: 1245:1:
Date:
5/19/01
Logged By: LA Battiato
W Samples Laboratory Tests
a Blows R B Moisture Dry Otner
t Per 1 u Content Density Lab
e n 1
r Foot g k (%) (pet) Tests
16 14.5 118.0 cnsol
35
22
34
14.6
21.8
16.1
117,6
104,2
110.4
PLATE A-I0
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EXPLORATION LOG
Project: Proposed Residential Development Boring No.: B-5P
Location: SE Pauba Rd/Butterfield Stage Rd, Temecula Elevation: 1245:1:
Job No,: 241-01 Client: Pacific Century Date: 5/19/01
Drill Method: Hol1ow-Stem Auge Hammer 1 Drop:140 Ibs 130 in Logged By: LA Battiato
w Samples Laboratory Tests
Material Description a Blows B- B Moisture Dry Other
Depth Lith- t Per ] u Content Density Lab
e n 1
(Feet) ology r Foot g k (%) (pet) Tests
TOTAL DEPTH OF BORING - 36.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 05/19/01.
e
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PLATE A-ll
Petra Geotechnical, Inc.
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula
Job No,: 241-01
Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 1 30 in
Client: Pacific Century
Depth Lith-
(Feet) ology
..... .
" .
" "
',', .
. ','
, ,
5
, "
..... .
. '.'
',', .
,,'
"
,,'
10
e
~
~
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Q.
15
~
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"
:;
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"
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0:
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~
Q.
X
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......,...:...;.
.~
, "
Material Description
OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): light brown, dry to damp, loose,
fine- to coarse-grained.
@ 5,0 feet: Silty SAND (SM): medium brown, dry,
medium dense (cemented); fine- to coarse-grained,
moderatley porous,
WEATHERED OUATERNARY PAUBA
FORMATION (Qps),
@ 10,0 feet: Silty SANDSTONE: light yellow brown,
moist, medium dense; fine- to very coarse-grained,
slightly porous.
QUATERNARY PAUBA FORMATION (Ops)
Silty SANDSTONE: medium yellow brown, moist,
medium dense; manganese staining, interlayered with
micaceous Siltstone.
Petra Geotechnical, Inc.
Boring No.: B-6P
Elevation: 1265~
Date:
5/19/01
Logged By: LA Battiato
Samples
W
a Blows R B
t Per i u
e n I
r Foot g k
29
29
28
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
5.4
7.8
21.5
124.9
120.7
108,0
PLATE A-12
CQ'7
EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula
Job No.: 241-01
Client: Pacific Century
Drill Method: HolI~w-Stem Auge' Hammer 1 Drop:140 Ibs 1 30 in
Dep'h Lith-
(Feet) ology
- -
Material Description
@20,Ofeet: SILTSTONE and Sandy SILTSTONE:
medium yellow brown, moist, medium dense; laminated,
iron-oxide staining, very slightly porous.
TOTAL DEPTH OF BORING = 21.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 05/19/01.
Petra Geotechnical, Inc.
Boring No.: B-6P
Elevation: 1265;f;
Date:
Logged By: LA Battiato
5/19101
Samples
w
a Blows R B
t Per i u
e n I
, ';;',
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
13.5 115.9
PLATE A-13
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfield Stage Rd, Temecula
Job No.: 241-01
Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 1 30 in
Client: Pacific Century
Depth
(Feet)
" 15
~
<P
e-
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,
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9
:;
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Lith-
ology
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5
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, .'
10
,,'
,,'
. ','
.....
. , ,
.'
. ','
..... .
',', .
,,'
',', .
.,'
Material Description
OUATERNARY ALLUVIUM (Qal)
Silty SAND (SM): light yellow brown, dry, loose;
fine- to coarse-grained,
.' .
@ 5.0 feet: Silty Well-graded SAND (SW): light
brown, damp, medium dense; horizontally layered,
slightly porous.
@ 10,0 feet: Silty SAND (SM): medium brown, very
moist, medium dense; locally massive, slightly porous,
" '
WEATHEREDQUATERNARYPAUBA
FORMATION (Ops)
Silty SANDSTONE: medium brown, very moist,
medium dense; medium- and very coarse-grained
(layered) slight porosity.
Petra Geotechnical, Inc.
Boring No.: B-7P
Elevation: 1235:1:
Date:
5/19/01
Logged By: LA Battiato
Samples
W
a Blows R B
t Per i u
en!
r Foot g k
16
22
22
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pel) Tests
5.4
14,8
14.9
112.1
116.7
114.9
PLATE A-14
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E X P L OR A T ION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfield Stage Rd, Temecula
Job No.: 241-01
Client: Pacific Century
Drill Method: Hollow-Stem Auge Hammer 1 Drop:l40 Ibs 1 30 in
Depth Lith-
(Feet) ology
f- -
f-
:.~
~.
:.,~
f-- -~
~.
:.~
~.
f-- - :.~
~.
:.~
~.
f- 25 ~
~
:.'::=t
.~
>~
-
Material Description
(gJ20.0 teet: SILTSTONE: medIUm yellow brown,
moist, stiff; with layers of sand and gravel, very slightly
porous,
@25.0 feet: Slightly Silty Well-graded SANDSTONE:
medium orange brown, moist, very dense;
predominately coarse-grained, massive,
TOTAL DEPTH OF BORING = 26,5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 05/19/01,
Petra Geotechnical, Inc.
Boring No,: B-7P
Elevation: 123510
Date:
Logged By: LA Battiato
5/19/01
Samples
W
a Blows R B
t Per i u
e n 1
, ';;'1
71 J
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
19.7 110.6
11.3
116.6
PLATE A-15
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecu1a
Job No,: 241-01
Client: Pacific Century
Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 1 30 in
Depth Lith-
(Feet) ology
",., .
',', .
.... .
',', .
.... .
. ','
. ','
. ....
. ','
5
.... .
, "
, ,
, "
" .'
',', .
.... .
. .',
10
,,'
"
, "
" .
, ,
. ','
" .'
. ','
,.'
. ','
15
'_.'
:-:..;.......,...
..........;.;.
;.~.
,.........;.:-
:.~.
,--....;,:.
:.~.
.--...;.:.
;.~.
..........;.:.
:.~.
:~:.
Material Description
" '
OUATERNARY ALLUVIUM 10al)
Silty SAND (SM): medium brown, dry to damp, loose
to medium dense; fine- to coarse-grained,
" taJ 5,0 feet: Silty SAND (SM): medium brown, dry to
,,' cramp, medium dense; fine- to coarse-grained.
,,'
taJ 10.0 feet: Silty SAND (SM): medium orange brown,
cramp, medium dense; fine- to coarse-grained, clay
development on ped faces, moderate porosity, few
rootlets,
.' .
QUATERNARY PAUBA FORMATION lOps)
Clayey silty SANDSTONE: medium orange brown,
mOIst, medium dense; fine- to coarse-grained, massive,
moderate porosity,
Petra Geotechnical, Inc.
Boring No.: B-8P
Elevation: 1276'=
Date:
5/19/01
Logged By: LA Battiato
Samples
W
a Blows R B
t Per i u
e n I
r Foot g k
21
28
24
Laboratory Tests
Moisture Dry Olher
Content Density Lab
(%) (pet) Tests
4.5
7,7
12,6
115.9 cnsol
126.0
122.6
PLATE A-16
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfield Stage Rd, Temecula
Job No,: 241-01
Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 1bs 1 30 in
Client: Pacific Century
Deplh Lith-
(Feet) ology
'-,'
:-;.;...-.
,--..;.:.
>H..-.
.............;.:.
;.~.
:~:.
,'-.
'-W;.
:.~.
.--....;,:.
;.:..;.....,......
.-......;.:.
:-;..;..,.........
,--..;.:-
;.:..;.....,......
.-......;.:.
:.~.
.'~
:~
25
Material Description
20,0 feet: Clayey SANDSTONE: medium orange
brown, moist, medium dense; fine- to coarse-grained,
with sparse I-inch gravel, sightly porous,
OUATERNARY PAUBA FORMATION lOps).
@ 25.0 feet: Clayey Silty SANDSTONE: medium
orange brown, moist; fine- to coarse-grained, massive,
manganese staining,
'-,'
:-;..;..,.........
,--..;,:-
:.~.
,--..;.;.
:-:..;.....,......
...-.,.;.:.
:-:.;..-.
...............;:-
:-~.
. --..;.:.
:-N-.
...............;:.
:::.:.....:: @30,O feet: Well-graded SANDSTONE: light yellow
:::.:.....:: brown, moist, very dense; fine- to very coarse-grained,
:::.:.....:: massive, nonindurated,
:.~.
30
TOTAL DEPTH OF BORING = 31.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 05/19/01.
Petra Geotechnical, Inc.
Boring No,: B-8P
Elevation: 127601:
Date:
Logged By: LA Battiato
5/19/01
Samples
w
a Blows R B
t Per i u
en!
r Foot g k
20
53
63
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
13.0 119,8 cnsol
6.9
125.1
9.2
105.2
PLATE A-17
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I,
EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfield Stage Rd, Temecu1a
Job No,: 241-01
Client: Pacific Century
Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 1bs 1 30 in
Depth
(Feet)
Lith-
ology
. ','
.'
. ','
" ,
. ",'
"
. ','
, .'
.'
',', .
',', .
" .'
. ','
.'
., ,
. ','
5
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. ','
"
10
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a.
~
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0
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0
0
~
z
0
;=
'"
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0
~
a.
x
w
Material Description
OUATERNARY ALLUVIUM (Qal)
Silty SAND (SM): medium brown, dry to damp,
loose; fine- to coarse-grained.
@ 5.0 feet: Silty SAND (SM): medium brown, damp,
medium dense; fine- to coarse-grained, moderatley
porous, few rootlets.
@ 10,0 feet: Silty Well-graded SAND (SW): medium
yellowish brown, damp to moist, loose; fine- to
medium-grained, slight porosity,
@ 15.0 feet: Slightly Silty Well-graded SAND (SW):
medium orange brown, moist, medium dense;
horizontally layered, slight porosity,
Petra Geotechnical, Inc.
Boring No,: B-9P
Elevation: 125H
Date:
5/19/01
Logged By: LA Battiato
Samples
W
a Blows R B
t Per i u
e n I
r Foot g k
24
12
16
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
4,7
6.2
8,7
117.5
cnsol
114,0 cnsol
113.9
PLATE A-IS
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula
Job No.: 241-01
Client: Pacific Century
Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 lbs 130 in
Depth Lith-
(Feet) ology
Material Description
20.0 feet: Well-graded SAND (SW): medium
yellow brown, moist, medium dense; fine- to
coarse-grained, moderately porous.
25
.,.
" @ 25,0 feet: Clayey Silty SAND (SM): medium
brown, moist, medium dense; fine- to very
coarse-grained, slightly porous.
" ,
'. ....
,,'
:. ....
" .
'. .'
30
OUATERNARY PAUBA FORMATION (Qps),
WEATHERED OUATERNARY PAUBA
FORMATION (Ops).
@ 30.0 feet: Clayey Silty SANDSTONE: medium
brown, moist, medium dense; fine- to coarse-grained,
massive, moderately porous.
e 35
~
~
~
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LO
"
'"
~
'"
lL
~
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LO
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X
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@ 35,0 feet: SILTSTONE: yellow brown, moist, hard;
massive, mottled coloring, iron oxidation,
manganese-stained.
Petra Geotechnical, Inc.
Boring No,: B-9P
Elevation: 1252:J:
Date:
5/19/01
Logged By: LA Battiato
w Samples Laboratory Tests
a Blows R B Moisture Dry Other
t Per ] u Content Density Lab
e n I
r Foot g k (%) (pet) Tests
13 8.4 99,6 cnsol
22
28
50
8,5
14.0
12.6
128.2
121.0
123.0
PLATE A-19
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EXPLORATION LOG
Project: Proposed Residential Development Boring No.: B-9P
Location: SE Pauba Rd/Butterfield Stage Rd, Temecula Elevation: 1252;f;
Job No,: 241-01 Client: Pacific Century Date: 5/19/01
Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 Ibs 1 30 in Logged By: LA Battiato
w Samples Laboratory Tests
Material Description a Blows I!.B M oi sture Dry Other
Depth Lith- t Per ] u Content Density Lab
e n I
(Feet) elegy r >;;'( (%) (pef) Tests
~~ (gi40,O feet: Silty SANDSTONE: oranffe brown, moist, 9.7 123,9
~ very dense; fine- to coarse-grained, local y massive,
'-":"';;'
- - s..,~
'~'.
TOTAL DEPTH OF BORING = 41,S'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 05/19/01.
PLATE A-20
Petra Geotechnical, Inc.
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Panba Rd/Butterfie1d Stage Rd, Temecula
Job No,: 241-01
Client: Pacific Century
Drill Method: Hollow-Stem Auge Hammer I Drop:140 Ibs I 30 in
Depth
(Feet)
Lith-
ology
". .'
.....
'. .'
". '.'
. ".'
5
.....
'.', .
",". .
, ,
, ,
, "
',.. .
10
'. .'
..... .
..... .
. , .
..... .
"
.,'
;; 15
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to
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to
<;>
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W
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',', .
.... .
",., .
"
".", .
, ,
, "
Material Description
" ARTIFICIAL FILL fAO
Silty SAND (SM): medium yellow brown, damp,
loose; medium dense; fine- to very coarse-grained.
,,'
,.'
@ 3,0 feet: Silty SAND (SM): medium brown, damp,
loose to medium dense; fine- to very coarse-grained.
" '
" '
@ 5,0 feet: Silty SANDIClayey SAND (SM/SC):
yellow to orange brown and dark grey (mottled
coloring), moist, dense.
@ 10,0 feet: Silty SAND (SM): yellow brown to dark
greenish grey, moist, medium dense; fine-grained,
mottled coloring.
@ 15.0 feet: Clayey Silty SAND (SM): medium brown
..' and dark grey, moist, dense; fine- to coarse-grained,
mottled coloring, laminated surface.
.,'
,,'
Petra Geotechnical, Inc.
Boring No,: B-10P
Elevation: 1219,;,
Date:
5/21101
Logged By: LA Battiato
Samples
w
a Blows R B
t Per i 1I
e n I
r Faa' g k
45
26
45
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
12.3
10.2
17,1
128,7
120.2
118.1
PLATE A-21
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfield Stage Rd, Temecu1a
Job No,: 241-01
Client: Pacific Century
Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs / 30 in
Depth Lith-
(feet) ology
;; 35
"
;;;
..
0
"
<i
a:
...
w
Q.
c:
"
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',', .
.... .
.....
..... .
25
..:;j: .
,', .
30
'_.'
>~.
................;.
:-;..;............
,--.;.:.
:.~.
..............;.;.
>~.
............;.;.
>~.
..............;.:-
:-;...;..-,
.-..,...;.:.
:-;...;...-.
..............;.:-
:.~.
.--...;.:-
;.;..;..........
,.............;.:.
:-:.;.........
..-.,...;.;.
:-;..;.....,.....,
'-w:-
:.~.
..............;.:-
:-;..;.....,......
..............;.:-
.'~
:~:-
.~.
.'~
Material Description
QUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium orange brown, damp to
mOIst, loose; fine- to very coarse-grained, moderate
porosity. with pores to 1/6-inch dIameter.
@ 25,0 feet: Clayey Well-graded SAND (SW): slightly
orange brown, moist, medium dense; fine- to very
coarse-grained, moderate porosity.
WEATHERED QUATERNARY PAUBA
FORMATION lOps).
@ 30.0 feet: Clayey SANDSTONE: medium orange
brown, moist, file- to very coarse-grained; massive,
mottled coloring, slightly porous,
QUATERNARY PAUBA FORMATION IQps)
Silty SANDSTONE: medium orange brown, moist,
very dense; fine- to very coarse-gramed, massive.
Petra Geotechnical, Inc.
Boring No.: B-I0P
Elevation: 1219:1:
Date:
5/21/01
Logged By: LA Battiato
W Samples Laboratory Tests
a Blows R B Moisture Dry Other
t Per 1 u Content Density Lab
e n J
r Foot g k (%) (pet) Tests
10 6.3 112.5 cnsol
27
28
86
8,7
126.4
13.4
122,5
13.4
123.3
PLATE A-22
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfie1d Stage Rd, Temecula
Boring No.: B-IOP
Elevation: 1219~
Drill Method: Hollow-Stem Auge Hammer / Drop:140 1bs / 30 in
Client: Pacific Century
Date:
Job No.: 241-01
Depth
(Feet)
~
Logged By: LA Battiato
5/21/01
Material Description
Samples
W
a Blows R B
t Per i u
e n 1
, ~;'f
Lith-
ology
~ !8! 40,0 feet: Well-graded SANDSTONE: light yellow
~: brown, damp, very dense; maSSIve, nonmdurated.
:.~'
~.
TOTAL DEPTH OF BORlNG = 41.5'
NO GROUNDWATER ENCOUNTERED
BORlNG BACKFILLED OS/21/01.
Petra Geotechnical, Inc.
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
3,7 113.5
PLATE A-23
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfield Stage Rd, Temecula
Job No,: 241-01
Drill Method: Hollow-Stem Auge Hammer I Drop:140 1bs I 30 in
Client: Pacific Century
Depth Lith-
(Feet) ology
, .',
.....
. '.'
,,'
5
10
;;
"
"'
...............
:-~.
.--...;,:-
:.~.
,--..;.:-
:-;.;...-.
.~:-
:.~.
'-W:'
:.~.
'-w:-
:-;........-.
.-...,..;.:-
:-;.;....-.
,............;.:-
:-N.-.
.............;..:-
:-;.;....-.
,--..;.:-
:.;.;....-.
. --..;.:.
:.;.;....-.
. --..;.:-
:-H.-.
.............;..:-
:-~.
. --..;.:.
:-;.:............
................:.
:-;.:............
:~:-
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Material Description
QUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): light yellow brown, damp, loose,
2,0 feet: SILT (ML),
(ciJ 5.0 feet: Clayey Silty SAND (SC): dark grey brown,
cramp, dense; locally massive, cemented with clay,
moderate porosity,
8,0 feet: Gravel layer.
WEATHERED OUATERNARY PAUBA
FORMATION (Qps)
Silty SANDSTONE: orange to yellow brown, damp
to moist, dense; fine- to coarse-grained, mottled
coloring, massive, moderate porosity,
@ 15,0 feet: Well-graded SANDSTONE: medium
orange brown, moist, very dense; massive, slight
primary porosity.
Petra Geotechnical, Inc.
Boring No.: B-llP
Elevation: 12770r
Date:
5/21/01
Logged By: LA Battiato
Samples
w
a Blows R B
t Per 1 U
e n I
r Foot g k
55
56
62
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
7,6
8.8
8.2
128.4
130,8
123.1 cnsol
PLATE A-24
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EXPLORATION LOG
Project: Proposed Residential Development
Location: SE Pauba Rd/Butterfield Stage Rd, Temecula
Job No.: 241-01
Client: Pacific Century
Drill Method: Hollow-Stem Auge Hammer 1 Drop:140 1bs 1 30 in
Material Description
Depth Lith-
(Feet) ology
~ ~20,O feet: Well-graded SANDSTONE: lIght orange
:,,~ brown, moist, very dense; fine- to very coarse-grained,
- -~ locally massive, very slight primary porosity.
TOTAL DEPTH OF BORING = 21.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED OS/21/01.
Petra Geotechnical, Inc.
BOling No.: B-llP
Elevation: 1277"=
Date:
Logged By: LA Battiato
5/21/01
Samples.
W
a Blows R B
t Per i u
e n J
, ';;'1
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
6.7 120.6
PLATE A-25
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Test Pit
Number
TP-1P
... .......
Depth
(ft)
0,0 - 3,0
LOGS OF TEST PITS
... .. . ..
Description
.
OUATERNARY ALLUVIUM lOa\)
Silty SAND (SM): medium brown, damp, medium dense;
very fine- to very coarse-grained, very blocky, clay
development on desiccation cracks, moderately porous,
abundant rootlets
3.0 - 4,0 Silty SAND (SM): dark brown, damp to moist, medium
dense to dense; fine- to very coarse-grained, moderately
porous
Moisture
Content
("/0)
@ 2,0 feet
4,1
...,.. .:
I. .. Dry...
DensitY
. (pel)
4,0 - 7.0 Clayey SAND (SC): medium orange brown, moist,
medium dense; slightly porous
7,0 - 9,0 Clayey SAND (SC): medium orange brown, moist,
medium dense; fine- and very coarse-grained, slightly
cemented with clay, some pea gravel, mottled texture,
slightly to moderately porous, becoming less blocky and
coarse-grained with depth
9,0 - 12,5 OUATERNARY PAUBA FORMATION - WEATHERED
(QIlli
Silty SANDSTONE: medium light orange brown, moist,
medium dense; fine- and very coarse-grained, moderate
primary porosity in upper I foot
12,5 - 13.0 SILTSTONE: brown, moist, linn; fine-grained,
manganese staining, slight porosity with krotovina,
horizontally laminated
TOTAL DEPTH = 13,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
Bulk samples @ 2,0, 3.0, 5.0 and 7,0 - 9,0 feet
@ 5,0 feet
10,8
PETRA GEOTECHNICAL, INC.
J.N.241-01
JUNE 2001
Plate A-26
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LOGS OF TEST PITS
Test Pit '). ............ .. t. Moisture . t.. Dry
Number Depth . Desel'iption . Content . DellsitY
((ty .. ....... (%). (pel) .
TP-2P 0,0 - 2,5 OUATERNARY ALLUVIUM (Oal) @ 1.0 foot
Silty SAND (SM): dark brown, dry to damp, loose; fine- 2.9 96,7
to coarse-grained, abundantly porous, rootlets
2,5 - 4,0 Silty SAND (SM): dark brown, dry to damp, medium @ 3,0 feet
dense; fine- to coarse-grained, slightly porous, rootlets 6.7 94,7
4.0 - 8.0 Silty SAND/Clayey SAND (SM/SC): orange brown, damp
to moist, medium dense; fine- and coarse-grained,
moderately porous with pores up to 0.5 inch diameter
8,0 - 13.0 OUATERNARY PAUBA FORMATION COps)
Silty SANDSTONE: light orange brown, damp to moist,
medium dense; fine- and coarse-grained, slightly blocky,
moderately porous with pores up to 0.5 inch diameter, thin
horizontal bedding
@ 11,0 feet: sand/silt, horizontally laminated, porous
TOTAL DEPTH ~ 13.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC.
J.N. 241-01
JUNE 2001
Plate A-27
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LOGS OF TEST PITS
Test pit .' ....... ~c:T -c-. .-c- 7 .... 'M?js~lite I.... ...
..... .. 1 Dry<
Number Depth.. D~scription . . I <;gntent . Delisity ....
{ft} . . ". .'. ". .> 1("(0) ......{pc.f)
TP-3P 0,0 - 2,0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): dark brown, dry to damp, loose; fine-
to coarse-grained, abundantly porous, rootlets
2,0 - 4.5 Silty SAND (SM): dark brown, dry to damp, medium
dense; fine- to coarse-grained, slightly porous, rootlets
4,5 - 12.0 OUA TERNARY P AUBA FORMATION WEA THERED
fQllli
Clayey SANDSTONE: orange brown, moist, medium
dense; fine- and very coarse-grained, slightly blocky,
moderately porous to 1/8 inch diameter, becomes less
blocky with moderate primary porosity at 10,0 feet
12.0 - 14,0 Well-graded SANDSTONE: light orange brown, moist,
medium dense; fine- to coarse-grained, locally thickly
bedded to laminated with brown silt, non indurated to
slightly indurated silt lenses, slightly porous
TOTAL DEPTH = 14,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
Bulk sample @ 13.0 feet
TP-4P 0,0 - 3,0 OUA TERNARY ALLUVIUM (Oal) @2,O feet
Silty SAND (SM): dark brown, dry to damp, loose; fine- 2.8 84,9
to coarse-grained, blocky, porous
3.0 - 4,5 Silty SAND (SM): dark brown, moist, medium dense; @ 4,0 feet
fine- to very coarse-grained, slightly porous, slightly 8,8 116,8
clayey
4.5 - 10.0 OUATERNARY PAUBA FORMATION - WEATHERED @ 6.5 feet
fQllli 11.5
Well-graded SANDSTONE: orange brown, moist, loose to
medium dense; fine- and very coarse-grained, slightly
porous
10,0 - I \.0 Well-graded SANDSTONE: medium orange brown,
moist, medium dense; fine- and very coarse-grained,
nonindurated
TOTAL DEPTH = 11.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N.241-01
JUNE 2001
Plate A-28
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LOGS OF TEST PITS
Test Pit . . ... .. . .Mgis~ure .Ii.>~i-{
Number Depth Description c:ont~"t . .. D~Iisity.
(ft) . . ("lor. I (pcf)? .
TP-5P 0,0 - 5,0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, dry to damp (dry in
upper 2,5 feet), loose to medium dense; porous
5,0 - ]0,0 OUATERNARYPAUBA FORMATION - WEATHERED
(Q!lil
Clayey SANDSTONE: slightly orange brown, moist,
medium dense; fine- and coarse-grained, moderately
indurated, blocky, mottled texture, moderately porous
10.0 - 13.0 Well-graded SANDSTONE: light orange brown, moist,
medium dense; fine- to very coarse-grained, non indurated,
slight primary porosity above i 2,0 feet
TOTAL DEPTH = ]3.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-6P 0,0 - 5,0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): brown, dry to damp (dry in upper 2,5
feet), loose to medium dense; porous
5.0 - ] 1.0 OUATERNARY PAUBA FORMATION - WEATHERED
(Q!lil
Clayey SANDSTONE: slightly orange brown, moist,
medium dense; fine- and coarse-grained, moderately
indurated, blocky, mottled texture, moderately porous
11.0- ]3,0 Well-graded SANDSTONE: light orange brown, moist,
medium dense; fine- to very coarse-grained, friable, slight
primary porosity above 12.0 feet
TOTAL DEPTH = 13,0 feet
NO GROUNDW A TERENCOUNTERED
TEST PIT BACKFILLED
JUNE 2001
Plate A-i9
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PETRA GEOTECHNICAL, INC.
J.N.241-01
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LOGS OF TEST PITS
TestPit ........ .. .~o~~$~re . :::tiiy.).'
Number Depth Desciiptioii Copteiit .....~~II~itY)
. (ft) .... :.: ... . . (%) .....@:I)..
TP-7P 0,0 - 3.0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): dark brown, moist, loose; fine- to
coarse-grained, moderately porous, few rootlets
3,0 - 6.0 Silty SAND (SM): dark brown, damp, medium dense;
fine- to very coarse-grained, slightly porous, slightly
clayey
6,0 - 10,0 Clayey SAND (SC): dark orange brown, moist, medium
dense; blocky, moderately porous
]0,0 - 12.0 OUATERNARY PAUBA FORMATION (Ops)
Silty SANDSTONE: light yellowish brown, moist,
medium dense to dense; horizontally laminated,
manganese-stained
TOTAL DEPTH = 12,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
Bulk sample@ 1.0 foot
TP-8P 0,0 - 1.5 OUA TERNARY ALLUVIUM (Oal)
Silty SAND (SM): dark brown, dry to damp. loose; fine-
to coarse-grained, moderately porous
1.5 - 4,0 Clayey SAND (SC): orange brown, moist, loose to
medium dense; blocky, moderately porous, moisture
decreases below 4,0 feet
4,0 - 7,0 Silty SAND (SM): orange brown, damp, medium dense;
fine- to very coarse-grained, root casts to 1/8 inch diameter
7.0 - 9,5 Clayey SAND (SC): orange brown, damp, medium dense;
fine- and very coarse-grained, blocky, abundant primary
porosity decreasing with depth, root casts at 8,0 feet
9,5 - ]0,0 OUATERNARY PAUBA FORMATION (Ops)
Silty SANDSTONE: yellowish brown, damp, medium
dense to dense; fine- to coarse-grained, horizontally
laminated, no porosity
TOTAL DEPTH = 10,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
JUNE 2001
Plate A-30
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PETRA GEOTECHNICAL, INC.
j.N.241-01
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LOGS OF TEST PITS
TestPit . -. - ., '. .
Moisture ... ..1).../
. ..../trrt
Number Depth Descriptiim ' COil tent . .. IlenSity
.......
(ft) . ... . (%} t (pel)t .
TP-9P 0,0 - 4,5 OUA TERNARY ALLUVIUM lOa]) @ 1,5 feet
Silty SAND (SM): medium brown, dry to damp, loose to 4.0 102.7
medium dense; fine- to very coarse-grained, slightly
blocky, moderate porosity and rootlets @ 4,0 feet
5,5 105,9
4,5 - 9.0 Clayey SAND/Silty SAND (SC/SM): medium orange
brown, moist, medium dense; porous
9,0 - 13,0 OUATERNARY PAUBA FORMATION lOps)
Clayey SANDSTONE/Silty SANDSTONE: light orange
brown, moist, medium dense; fine- to very coarse-grained,
slightly blocky to nonindurated, slightly porous, porosity
decreasing with depth to slight at 12,0 feet
TOTAL DEPTH = 13,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-10P 0,0 - 5,0 OUA TERNARY ALLUVIUM IOal)
Silty SAND (SM): medium brown, damp to moist, loose;
moderately porous, rootlets
5,0 - 10,0 Silty SAND (SM): light brown, dry to damp; fine- to
coarse-grained, blocky, cemented, difficult digging at 9,0
feet
10,0 - 11.0 OUATERNARY PAUBA FORMATION lOps)
Silty SANDSTONE: light yellow brown, moist, dense;
fine- to coarse-grained, horizontally laminated
TOTAL DEPTH = 11.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
JUNE 2001
Plate A-31
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PETRA GEOTECHNICAL, INC.
J.N. 241-01
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LOGS OF TEST PITS
Test Pit ivtoistlIre .pry(/
Number Deptb Description Content. .>I)ensiti)i; .
.. (ft) .;....(%) . ..... ........
. .. ... .. . .. . . . . ..'. .. ; (pelf .
TP-IIP 0,0 - 5,0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): dark brown, dry to damp, loose to
medium dense; slightly blocky, moderately porous
5,0-11.0 Silty SAND (SM): light brown, dry to damp; fine- to
coarse-grained, blocky, cemented
11.00 - 13,0 OUATERNARY PAUBA FORMATION (ODS)
Silty SANDSTONE: light yellow brown, moist, dense;
fine- to coarse-grained, horizontally laminated
TOTAL DEPTH ~ 13.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-12P 0,0 - 4,0 OUATERNARY ALLUVIUM (Gal) @ 1.0 foot
Silty SAND (SM): medium brown, dry to damp, loose to 3,6 107.3
medium dense; fine- to coarse-grained, blocky, abundant
porosity and rootlets @ 3,0 feet
6,3 126,9
4,0 - 9,0 Clayey SAND/Silty SAND (SCISM): medium orange
brown, damp, medium dense; fine- to coarse-grained,
blocky, clay development on ped faces, abundant porosity
9,0 - ]4,0 'Silty SAND/Well-graded SAND (SM/SW): medium
orange brown, moist, loose to medium dense; fine- and
coarse-grained (predominately coarse-grained), slight to
moderate porosity, pore size and abundance decreasing
with depth
TOTAL DEPTH ~ ]4.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC.
J.N. 241-01
JUNE 2001
Plate A-32
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LOGS OF TEST PITS
Test Pit . . Moisture.' . .......>>l'Y..ii
NUIIlber .Depth .l)escri\ltion C(jntlhit L ....:f;tSb~
(ft) . .' .'. . "(?Io)
TP-13P 0,0 - 4,0 OUATERNARY ALLUVIUM (Qal)
Silty SAND (SM): medium brown, dry to damp, loose to
medium dense; fine- to coarse-grained, blocky, abundant
porosity and rootlets
4,0 - 6,0 Silty SAND (SM): medium orange brown, dry to damp,
medium dense; fine- to very coarse-grained, blocky
moderate porosity
6.0 - 7,5 Silty SAND/Well-graded SAND (SM/SC): medium
orange brown, damp, loose to medium dense; finc- and
very coarse-grained, slightly blocky, moderate porosity
7.5 - 12,5 Silty SAND (SM): dark medium brown, moist, loose to @ 8,0 feet
medium dense; moderate porosity, strong fungal odor, 10,7
color change to orange brown between 9,0 to 12,0 feet
then darkened to dark brown at 12.0 feet
TOTAL DEPTH ~ 12.5 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
Bulk sample @ 8,0 feet
PETRA GEOTECHNICAL, INC
J,N.241-01
JUNE 2001
Plate A-33
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LOGS OF TEST PITS
.... . .. . .. .Dr~"
Test Pit Moisture.
Number. Depth Description. · Con{eilt .. DensJly
. (ft) ... .. .. ..(%) (pel) .
TP-14P 0,0 - 2,0 OUATERNARY ALLUVIUM (Oal) @ 1.0 foot
Silty SAND (SM): medium brown, dry to damp, loose to 4.2
medium dense; fine- to coarse-grained, blocky, abundant
porosity and rootlets
2,0 - 6.5 Silty SAND with Clay (SM): dark medium brown, dry to
damp, medium dense; fine- to coarse-grained, blocky, with
clay development on ped faces, porous
6.5 - 11:0 Slightly Clayey Silty SAND (SM): medium orange brown, @ 9,0 feet
damp to moist; abundant porosity (pores up to 1/8 inch 5.4
diameter at 10,0 feet)
11.0 - 14,0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJill
Slightly Silty Well-graded SANDSTONE: light orange
brown, moist, medium dense; coarse-grained with few fine
grains, friable, slight primary porosity
TOTAL DEPTH = 14,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
Bulk samples @ 2,0, 3.0 and 9,0 feet
TP-15P 0,0 - 2,5 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, dry, loose to medium
dense; fine- to coarse-grained, blocky, abundant porosity
and rootlets
2.5 - 8,0 Clayey SAND (SC): medium orange brown, moist, loose @ 6,0 feet
to medium dense; fine- and very coarse-grained 13.5
80 - 12,0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJill
Sandy SILTSTONE/Silty SANDSTONE: medium orange
brown, moist, medium dense; fine- and coarse-grained,
thinly bedded, micaceous, slight porosity, no porosity
below 11,0 feet
TOTAL DEPTH = 12,0 reet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
Bulk sample @ 6.0 feet
PETRA GEOTECHNICAL, INC
J.N. 241-01
JUNE 2001
Plate A-34 /
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LOGS OF TEST PITS
Test Pit .. Moisture Dry\.....
Number Depth Descriptiou Content Density
(ft) ("IoJ . (pel) ....
TP-16P 0,0 - 1.0 OUATERNARY ALLUVIUM 10al)
Silty SAND (SM): medium brown, dry, loose; fine- to
coarse-grained, blocky, abundant porosity
1.0 - 6,0 Clayey SAND (SC): medium orange brown, upper 1,0 foot
dry to damp, moist at 2,0 feet, loose to medium dense
6,0 - 11.0 OUA TERNARY P A UBA FORMATION - WEATHERED
fQJill
Clayey SANDSTONE/Silty SANDSTONE: light orange
brown, moist, medium dense; fine- to very coarse-grained,
slight pinhole porosity, contains approximately 3-inch
thick brown silt lenses with manganese staining
TOTAL DEPTH = 11.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-17P 0,0 - 2,0 OUATERNARY ALLUVIUM lOa])
Silty SAND (SM): light orange brown, dIY, loose; fine- to
coarse-grained, blocky, abundant porosity and rootlets
2,0 - 7,0 OUATERNARY PAUBA FORMATION (Ons)
Well-graded SANDSTONE: light orange brown, damp,
medium dense; fine- and very coarse-grained, with gravel,
horizontally bedded, slight porosity at 2,0 to 4,0 feet
TOTAL DEPTH = 7.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
Bulk sample @ 3,0 feet
PETRA GEOTECHNICAL, INC.
J.N.241-01
JUNE 2001
Plate A-35
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LOGS OF TEST PITS
Test Pit .,.,. . . Moisture nry.......
Number . Depth nescription Content Iiensil.y .'.
(ft) <. (%) .:.. (pt!). ..,.'..
TP-18P 0.0 - 4,0 OUATERNARY ALLUVIUM (Oan
Silty SAND (SM): medium brown, dry to damp, loose to
medium dense; fine- to coarse-grained, blocky, abundant
porosity and rootlets
4,0 - 8,0 Clayey Silty SAND (SM): medium orange brown, damp,
medium dense; predominately coarse-grained, blocky,
with clay development on ped faces, moderate porosity
8,0 - ] 1.0 OUATERNARY PAUBA FORMATION-
COMPLETELY WEATHERED (ODS)
Silty Well-graded SANDSTONE: medium orange brown,
moist, medium dense; fine- and very coarse-grained, slight
pinhole porosity
11.0 - 12,0 SILTSTONE: dark brown, moist, firm; manganese
staining, slight porosity
]2,0 - 14.0 Silty SANDSTONE: light orange brown, moist, medium
dense; fine- to coarse-grained, locally massive
TOTAL DEPTH = 14.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP- 1 9P 0.0 - 5.0 OUATERNARY ALLUVIUM man
Silty SAND (SM): dark medium brown, dry to damp,
loose; abundant porosity, moist at 4,0 feet
5.0 - 8,5 Clayey SAND/Silty SAND (SC/SM): medium orange @ 5,0 feet
brown, damp, loose to medium dense; fine- to very coarse- 5.1
grained, blocky, abundant porosity, pores to 1/8 inch
diameter at 8,0 feet
8,5 - ]3,5 OUATERNARY PAUBA FORMATION- @ 9,5 feet
COMPLETELY WEATHERED (Ops) 4,8
Silty Well-graded SANDSTONE: light orange brown,
damp to moist, medium dense; fine- to coarse-grained, few
2-inch gravel, non indurated, with exception of silty pieces,
slight to moderate porosity
TOTAL DEPTH = 13.5 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
Bulk samples@ 7.0 and 9,5 feet
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PETRA GEOTECHNICAL, INC
J.N. 241-01
JUNE 2001
Plate A-36
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LOGS OF TEST PITS
TestPit M.'t . ..Dh........
OIS ure .
Number Depth I>esct-iption Content Density
(ft) . '" ........ .. . ..(%) (pet) '"
TP-20P 0,0 - 3,5 OUATERNARY ALLUVIUM 10al)
Silty SAND (SM): dark to medium brown, dry, loose;
fine- to coarse-grained, blocky, abundant porosity, damp
below 2,0 feet
3,5 - 7,5 Clayey SAND (SC): medium orange brown, moist, @ 4.5 feet
medium dense; fine- to coarse-grained, blocky, moderate ] 1.0 123.4
porosity
@ 6.0 feet
10.2 104,1
7.5 - 11.0 OUATERNARY PAUBA FORMATION- @ 8,0 feet
COMPLETELY WEATHERED lOps) 7.3 ]24.6
Silty SANDSTONE: light yellow brown, damp to moist,
medium dense; fine- to very coarse-grained, slight porosity
11.0-13,0 Silty SANDSTONE: light yellow brown, damp to moist,
medium dense; fine- to very coarse-grained,
TOTAL DEPTH = 13,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-2IP 0,0 - 3,5 OUA TERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, dry, loose; fine- to
coarse-grained, blocky, abundant porosity and rootlets,
damp at 2,5 feet
3.5 - 6,0 Clayey SAND (SC): orange brown, damp to moist, loose
to medium dense; slightly blocky, moderate porosity, clay
development around root casts
6,0 - 8,0 OUATERNARY PAUBA FORMATION lOps)
Silty SANDSTONE: yellow brown, moist, medium dense;
fine- to coarse-grained, clay development around root
casts, firm digging, weathered in upper 1,0 foot
TOTAL DEPTH = 8,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC.
J.N. 241-01
JUNE. 2001
Plate A-37
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LOGS OF TEST PITS
Test Pit . '.' ..... ..... . Moisture . ..... i])ryi'.
.-.. .
.. .
Number Depth Des~riptioli . Content .'. ])~usity i
(ft). ... >. .... ....... .... . ..' . (%) (peO '.
TP-22P 0.0 - 10,0 ARTIFICIAL FILL (Aru)
Silty SAND/Well-graded SAND (SM/SW): light to dark
brown and orange brown, dry to moist, loose; fine- to very
coarse-grained, horizontally layered
10,0 - 11.0 OUATERNARY PAUBA FORMATION (Ops).
SILTSTONE: light yellow brown, moist, firm to very
firm; micaceous, laminated, manganese staining
TOTAL DEPTH = 11.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-23P 0,0 - 4.0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, dry, loose; fine- to
coarse-grained, blocky, abundant porosity
4.0 - 8,0 OUATERNARY PAUBA FORMATION - WEATHERED @ 5,0 feet
(QIW 10,9 104,8
Silty SANDSTONE: medium yellow brown, damp,
medium dense; slightly blocky, slightly porous, pores to
1/8 inch diameter down to 7,0 feet
8,0 - 9.5 Interlayered Silty SANDSTONE/SILTSTONE: light @ 8,0 feet
yellow brown, damp, medium dense to dense; laminated 23,6 89,7
TOTAL DEPTH = 9,5 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
JUNE 2001
Plate A-38
g<\
PETRA GEOTEC':INICAL, INC
J.N.241-01
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LOGS OF TEST PITS
TestPit ... . ...... . .. .'. MoistiIre ....my
Number. Deptb . Description Content Density
.... (ft) ..... . .. ........ .. . . .. . . (%) (lief) ... ..
TP-24P 0,0 - 3,0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, dry, loose; fine- to
coarse-grained, blocky, abundant porosity
3,0 - 5.0 Clayey SAND (SC): medium orange brown, damp,
medium dense; moderate porosity
5,0 - 7,0 OUATERNARY PAUBA FORMATION - WEATHERED
{QJill
Silty SANDSTONE: medium yellow brown, damp to
moist, medium dense; slight porosity
7.0 - 11.0 Silty SANDSTONE: medium light yellow brown, moist,
dense; horizontally laminated
TOTAL DEPTH ~ 11.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-25P 0,0 - 3,5 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, dry to damp, loose;
abundant porosity, moisture increases at 3,0 feet
3,5 - 9,0 Silty SAND/Clayey SAND (SM/SC): medium orange @ 4.0 feet
brown, moist, medium dense to dense; fine- to very 5,7 120,1
coarse-grained, slightly porous, 1/8 inch diameter pore at
8,0 feet
9,0-11.0 OUATERNARY PAUBA FORMATION (Ops)
Silty Well-graded SANDSTONE: light orange brown,
moist, dense; fine- to coarse-grained, horizontally
laminated
TOTAL DEPTH ~ 11.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC.
J.N. 241-01
JUNE 2001
Plate A-39
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LOGS OF TEST PITS
Test Pit ., .. .....: ': . :,'. . .. Moisture ,. . J)ty:)
Number Depth. Description " . . ., ".D~ri~Ity
. Content .
.(ft) , ., .... . .,:.(%)> . ,...,>..(pd).
TP-26P 0.0 - 3.0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, dry, loose; fine- to
coarse-grained, blocky, abundant porosity
3.0 - 4.0 Silty SAND (SM): medium orange brown, damp to moist,
loose to medium dense; fine- to coarse-grained, blocky,
moderate porosity
4,0 - 5,0 OUATERNARY PAUBA FORMATION (Ops)
Silty SANDSTONE: medium brown, dry, loose; fine- to
coarse-grained, horizontally laminated
TOTAL DEPTH = 5,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-27P 0,0 - 3.5 OUATERNARY ALLUVIUM (Oa\)
Silty SAND (SM): medium brown, dry to damp, loose;
fine- to coarse-grained, abundant porosity, blocky
3.5 - 6,0 Clayey SAND (SC): medium orange brown, moist,
medium dense; fine- to very coarse-grained, blocky,
moderate porosity, cemented, clay development on ped
faces
6,0 - 9,0 OUATERNARY PAUBA FORMATION - WEATHERED
LQIill
Clayey SANDSTONE/Silty SANDSTONE: medium
orange brown, moist, medium dense; fine- to very coarse-
grained, moderate porosity, blocky, clay development on
ped faces
9,0 - 9,5 OUATERNARY PAUBA FORMATION (Ops)
Clayey SANDSTONE: orange brown, moist, dense; fine-
to very coarse-grained, nonindurated
TOTAL DEPTH = 9,5 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N.241-01
JUNE 2001
Plate A-40 C\\
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LOGS OF TEST PITS
.. .. . "'.".'.'0"" .
Test Pit M:~isti.re ... ................Dfy.............i
..........
Number nepth Descriptio n ..Ct)ntent. ....,QelIs1ry....
.. (ft) . .... ....... . . .. ..... ......(%).... <(pet) .
TP-28P 0,0 - 3.0 OUATERNARY ALLUVIUM lOa\)
Silty SAND (SM): medium brown, dry to damp, loose;
blocky, abundant porosity
3,0 - 4,0 OUATERNARY PAUBA FORMATION - WEATHERED
LQ1ill
Clayey SANDSTONE: medium orange brown, moist,
medium dense; fine- to coarse-grained, porous, blocky
4,0 - 5,0 SANDSTONE: yellow brown, damp, dense; fine- to very
coarse-grained
TOTAL DEPTH = 5,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-29P 0,0 - 4,0 OUATERNARY ALLUVIUM lOa\)
Silty SAND (SM): dark orange brown, dry to damp,
medium dense; blocky, moderately porous, clay
development on ped faces, porosity decreasing at 8,0 feet
4,5 - 8,0 Silty SAND (SM): dark orange brown, dry to damp,
medium dense; blocky, moderately porous, clay
development on ped faces
@ 8,0 feet: porosity decreasing
8.5 - 9,5 OUATERNARY PAUBA FORMATION lOps)
SANDSTONE yellow brown, damp, dense; fine- to very
coarse-grained
TOTAL DEPTH = 9.5 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC.
J.N.241-01
JUNE 2001
Plate A-4b:p
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LOGS OF TEST PITS
Test Pit ,. '. .:. l\1oistllre ... .....".p~~,i....
Number D~pth . Description Corit~rit ..p~~~ity ..
(ft) . " , ('Yo) . :i .. (p~f)( ,
TP-30P 0,0 - 4,0 OUATERNARY ALLUVIUM (Oal) @ 2,0 feet
Clayey SAND/Silty SAND (SC/SM): medium dark orange 2,9 100.0
brown, moist, medium dense; fine- to coarse-grained,
moderate porosity, blocky, clay development on ped faces @ 4,0 feet
and around root casts, 1/16 inch diameter pores to 8,0 feet 5.5 116.4
@ 6,0 feet
10.1 105.5
4.0 - 8,0 OUATERNARY PAUBA FORMATION-
COMPLETELY WEATHERED (Ops)
Clayey Silty SANDSTONE: medium dark orange brown,
moist, medium dense; fine- to coarse-grained, blocky,
moderate porosity, clay development around root casts and
ped faces, 1/1 6-inch diameter pores to 8,0 feet
8,0 - 10,0 OUATERNARY PAUBA FORMATION (Ons)
Silty/Clayey SANDSTONE: light orange brown, damp to
moist, dense; blocky, clay development on ped faces
TOTAL DEPTH = 10,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-31P 0,0 - 4,5 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, dry, loose; fine- to
coarse-grained, blocky, abundant porosity, damp at 3,0
feet, carbonate cemented, carbonate-rich at 5.0 feet, clay
development on ped faces
4.5 - 6.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQIill
Clayey Silty SANDSTONE: slightly orange brown, damp,
medium dense; carbonate cemented, very blocky, 2-inch
prismatic blocks with clay and carbonate stringers on ped
faces
6,0 - 8,5 OUATERNARY PAUBA FORMATION (Ops)
Clayey SILTSTONE: yellow brown, moist, hard;
laminated, manganese staining
TOTAL DEPTH = 8.5 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N.241-01
JUNE 2001
Plate A-42
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LOGS OF TEST PITS
Test Pit . . Moisture. . .,.. '..Yfr<
Number Depth Descriptiou Content .l)ensi.!y .,...
. (ft) , .,. . ... . , }(o;.t '. .. . (pet) .
TP-32P 0.0 - 3,0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, moist, loose; abundant
porosity
3,0 - 5,0 Clayey SAND (SC): dark orange brown, moist, loose to
medium dense; fine- to coarse-grained, abundant porosity
5,0 - 12.0 OUATERNARY PAUBA FORMATION - WEATHERED
(QJill
Clayey SANDSTONE: dark orange brown, damp, dense;
very blocky (1- to 2-inch prisms), with clay and carbonate
stringers on ped faces, slightly porous, with carbonate-
lined root casts, porosity decreasing to slight pinhole at 9.0
feet, difficult digging at 11,0 feet, still slight porosity at
12,0 feet
TOTAL DEPTH = 12,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-33P 0,0 - 3,0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, moist, loose; abundant
porosity
3,0 - 6,0 Silty SAND (SM): medium orange brown, damp, dense; @ 5,0 feet
porous, blocky 7,3 108.4
6.0 - 9,0 Silty SAND (SM): medium orange brown, damp, medium @ 8,0 feet
dense; slight porosity 6,0 117.7
9,0-11.0 OUATERNARY PAUBA FORMATION - WEATHERED
(QJill
Silty Well-graded SANDSTONE: light orange brown,
moist, medium dense; slight porosity, mottled coloring
11.0 - 12,0 Well-graded SANDSTONE: light orange brown, moist,
dense; fine- to very coarse-grained, nonindurated,
nonporous
TOTAL DEPTH = 12,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC.
J.N.241-01
JUNE 2001
Plate A-43
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LOGS OF TEST PITS
.... . ll\1oi~ture .. ...,.
Test Pit ." ........~r~li9>
Number Depth Description Content
(rt) (%) . .' ..........(pdJ
TP-34P 0.0 - 2,5 OUATERNARY ALLUVIUM 10al)
Silty SAND (SM): medium brown, dry to damp, loose;
abundant porosity
2,5 - 5,0 Clayey SAND (SC): medium orange brown, moist, loose;
fine- to very coarse-grained, moderately porous,
manganese staining
5,0 - 5,5 Well-graded SAND (SW)
5.5 - 8,0 Silty Well-graded SAND (SW): medium orange brown,
moist, medium dense; slightly porous, carbonate stringers,
manganese staining, with sill lenses
8,0 - ] 1.0 OUATERNARY PAUBA FORMATION - WEATHERED
(Q!ill
Silty SANDSTONE: light medium orange brown, moist,
medium dense to dense; slightly porous, manganese and
. carbonate deposits, with silt lenses
] 1.0 - 12,0 Silty SANDSTONE: light medium orange brown, moist,
medium dense to dense; manganese and carbonate
deposits, with sill lenses
TOTAL DEPTH = 12.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-35P 0,0 - 4,0 OUATERNARY ALLUVIUM lOa))
Silty SAND (SM): medium brown, dry to damp, loose;
abundant porosity
4,0 - 8.0 Clayey SAND (SC): dark orange brown, moist, loose;
moderate porosity, 1/8 inch diameter pores at 7,0 feet
8,0 - 11.0 OUATERNARY PAUBA FORMATION - WEATHERED
(Q!ill
Clayey SANDSTONE: light medium orange brown, moist,
medium dense to dense; fine- to very coarse-grained,
non indurated, slight porosity
11.0 - 14,0 Clayey Well-graded SANDSTONE: light medium orange
brown, moist, dense; friable
TOTAL DEPTH = 14,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC.
J.N.241-01
JUNE 2001
Plate A-44 /'
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LOGS OF TEST PITS
Test Pit . . . Moisture 'I.i.' I)~)'i
Number. Depth .Description Content De"sity .
(ft} ." (0/0) ..,.....(pc6.........
TP-36P 0,0 - 3.0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, dry, loose; fine- to
coarse-grained, blocky, abundant porosity
3,0 - 4,0 Clayey SAND/Silty SAND (SC/SM): dark orange brown,
dry to damp, medium dense; fine- to coarse-grained, very
blocky, carbonate stringers, moderately porous
4.0 - 5,0 OUATERNARY PAUBA FORMATION - WEATHERED
(QJill
Clayey SANDSTONE: red brown, damp, dense; blocky,
with 2-inch prismatic blocks, with clay development and
carbonate stringers on ped faces
TOTAL DEPTH = 5,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-37P 0,0 - 2,5 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, dry, loose; fine- to
coarse-grained, blocky, abundant porosity
2.5 - 7,0 Clayey SAND (SC): medium brown, moist, loose to
medium dense; fine- and very coarse-grained, moderate
porosity, very clayey at6,O feet
7.0 - 8,0 OUATERNARY PAUBA FORMATION - WEATHERED
(QJill
Silty SANDSTONE/SILTSTONE: light yellow brown,
damp to moist, medium dense to dense; slightly porous,
few rootlets
8,0 - 9,0 Silty SANDSTONE: medium yellow brown, moist, dense;
fine- to very coarse-grained, slightly blocky
TOTAL DEPTH = 9,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N.241-01
JUNE 2001
Plate A-45
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LOGS OF TEST PITS
Test Pit Moisture .1'. .....>
I .... Dry
Number Depth Description Coutent ' D~ri~ify
.. (ft) , ..('Yo) .r.I}'."
. , pc'. .
TP-38P 0,0 - 4,0 OUA TERNARY ALLUVIUM 10al)
Silty SAND (SM): medium brown, dry, loose; abundant
porosity
4,0 - 6,0 Clayey SAND/Silty SAND (SC/SM): medium orange
brown, damp, loose to medium dense; blocky, moderately
porous
6.0 - 6.5 Clayey SAND (Se): brownish orange, moist, medium
dense
6.5 - 8,0 OUATERNARY PAUBA FORMATION lOps)
Clayey Silty SANDSTONE: light yeJlow brown, damp,
dense; fine- to coarse-grained, blocky, weathered in upper
1.0 foot
TOTAL DEPTH =,8,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-39P 0,0 - 6,0 OllATERNARY ALLUVIllM 10al)
Silty SAND (SM): brown, slightly moist, loose to medium
dense; fine- to coarse-grained, porous, roots, mottled
6.0 - 8,0 desiccated zone, moist, grey brown, pin-point porosity,
medium dense to dense
8,0 - 10,0 OUATERJ'IARY PAUBA FORMATION - WEATHERED
fQ1ill
Silty SANDSTONE: light orange brown, moist, dense;
fine-grained, massive, desiccated, scattered manganese
staining
10,0 - 13.0 SANDSTONE: light orange brown, moist, dense; minor
pin-point porosity
TOTAL DEPTH = 13,0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
"j.N.241-01
JUNE 2001
Plate A-46
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LOGS OF TEST PITS
TesfPit . ... M(jisture I: Dry
Number Depth Description .Cohtent I .J)~~sity
(ft).. . ... . ... (%) . . . (Ilct)
TP-40P 0.0 -7.0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): brown, slightly moist, medium dense;
fine- to coarse-grained, very porous, rootlets
7.0 - 10.0 SAND (SP): light orange brown, moist, medium dense;
fine- to very coarse-grained
10.0 - 13.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
SANDSTONE: light orange brown, moist, medium dense
to dense; fine- to very coarse-grained, slight porosity
13.0 - 14.0 SANDSTONE: light orange to grey, moist, dense; fine- to
very coarse-grained, massive
TOTAL DEPTH = 14.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-4IP 0.0 - 2.0 OUA TERNARY ALLUVIUM (Oa])
Silty SAND (SM): brown, dry to slightly moist, medium
dense; fine- to coarse-grained, porous, desiccated at 2.0
feet
2.0 - 4.0 Silty SAND (SM): light orange brown, moist, medium
dense; minor clay, desiccated root-hair casts, pin-point
porosity
4.0 - 7.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
SANDSTONE: light orange brown, moist, dense to very
dense; fine- to coarse-grained, slight pin-point porosity
7.0 - 10.0 Clayey SANDSTONE: mottled grey to orange brown,
moist, dense; desiccated, minor porosity
TOTAL DEPTH = 10.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N. 241-01
JUNE 2001
Plate A~47
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LOGS OF TEST PITS
TestPit .. . i... . . I> . Moisture .. Ilry i
Number :. fJ~pth . I D~scription . Content Dens~ty
(ft) !.. . . . : . (%) . (Pet) ...
TP-42P 0.0 - 3.0 OUATERNARY ALLUVIUM roal)
Silty SAND (SM): brown, dry to slightly moist, loose to
medium dense; fine- to coarse-grained, porous
3.0 - 7.0 Silty SAND (SM): light orange brown, moist, medium
dense; desiccated, slight pin-point porosity
7.0 - 9.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
SANDSTONE: light yellow brown, moist, medium dense;
fine- to very coarse-grained, no porosity
TOTAL DEPTH = 9.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-43P 0.0 - 5.0 OUA TERNARY ALLUVIUM (Oal)
Silty SAND (SM): brown, slightly moist, loose to medium
dense; fine- to coarse-grained, porous
5.0 - 7.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
SANDSTONE: light orange brown, moist, medium dense;
desiccated, pin-point porosity
7.0 - 9.0 Silty SANDSTONE: yellow brown, damp, dense; fine- to
very coarse-grained, massive, little or no porosity
TOTAL DEPTH = 9.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-44P 0.0 - 2.0 TOPSOIL
Silty SAND (SM): brown, dry to slightly moist, loose,
porous
2.0 -4.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
Clayey SANDSTONE: orange brown, moist, dense; fine-
to very coarse-grained
TOTAL DEPTH = 4.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N. 241-01
JUNE 2001
Plate A-48
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LOGS OF TEST PITS
TestPit i" . Moisture .. . pry '.
Number. Depth Description Content . Density .
(ft) ..' ... ,:. ,:< (%) . : (lief),.
TP-45P 0.0 - 8.0 OUATERNARY ALLUVIUM fOal)
Silty SAND (SM): brown, dry to slightly moist, loose to
desiccated; porous, roots
8.0 - 10.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
SANDSTONE: light orange brown, moist, dense; medium-
to very coarse-grained, minor silt
TOTAL DEPTH = 10.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-46P 0.0 - 10.0 OUATERNARY ALLUVIUM fOal)
Silty SAND/Sandy SILT (SM/ML): mottled brown to dark
brown, moist, loose; minor porosity
@ 3.0 feet: minor cobbles
@ 4.0 feet: becomes desiccated, porous, mottled grey to
orange brown
10.0 - 12.0 OUATERNARY PAUBA FORMATION fOps)
Clayey SILTSTONE: yellow brown, moist, dense; massive
TOTAL DEPTH = 12.0 feet
NO GROUNDWATER
TEST PIT BACKFILLED
TP-47P 0.0 - 5.0 OUATERNARY ALLUVIUM fOal)
Silty SAND (SM): mottled brown grey, moist, loose;
porous, minor clay
5.0 - 7.0 OUATERNARY PAUBA FORMATION fOps)
SANDSTONE: grey, damp, dense; massive
TOTAL DEPTH = 7.0 feet
NO GROUNDWATER
TEST PIT BACKFILLED
JUNE 2001
Plate A-49
\W
PETRA GEOTECHNICAL, INC
J.N. 241-01
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LOGS OF TEST PITS
TestPlt :". ::. ii . .. " . ": ...:',.. .<>< 1\1oisthre '.......Dry..:.'
..
Number Depth . . Ilesci'iption Content .De~sity . .',.
.' (ft) . " . ..,..'. . .("Ioj (Ilet) .'..
TP-48P 0.0 - 12.0 OUATERNARY ALLUVIUM fOal)
Clayey Silty SAND (SM): mottled grey brown, moist,
medium dense; fine- to coarse-grained, micaceous, crudely
layered
@ 8.0 - 9.0 feet: organic layer, dark grey
@ 10.0 feet: becomes moist
12.0 - 15.0 Silty SAND (SM): brown, moist, medium dense; fine- to
coarse-grained ,
TOTAL DEPTH = 15.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-49P 0.0 - 4.5 OUATERNARY ALLUVIUM fOal)
Silty SAND (SM): brown, dry to slightly damp, loose to
desiccated; porous, roots
@ 2.5 feet: moist
4.5 - 8.5 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
Silty SANDSTONE: orange brown, moist, medium dense;
fine- to coarse-grained
8.5 - 10.5 SANDSTONE: yellow brown, damp, dense; tine- to very
coarse-grained, friable, micaceous
TOTAL DEPTH = 10.5 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N. 241-01
JUNE 2001
Plate A-50
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LOGS OF TEST PITS
Test Pit ' . Moisture '. ..
'> Dry
Number Depth . Descdption Content Density
. . (ft)., :.,' . .' . ,:. .' . ".,.:..... .}f%). . <fpet)
TP-50P 0.0 - 6.0 OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Oeol)
Silty SAND (SM): brown, dry to slightly moist, loose to
medium dense; desiccated
@ 3.0 feet: desiccated, roots, porous
@ 4.0 feet: color change to orange grey brown, mottled
6.0 - 8.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
SANDSTONE: orange brown, moist, dense; fine- to very
coarse-grained, no porosity
8.0 - 9.0 SANDSTONE: yellow brown, damp to moist, dense;
massive
TOTAL DEPTH = 9.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-51P 0.0 - 4.5 OUATERNARY ALLUVIUM fOal)
Silty SAND/Sandy SILT (SM/ML): brown to grey brown,
dry to moist, loose to desiccated; fine- to coarse-grained,
porous, minor rootlets
4.5 - 12.0 Silty SAND (SM): orange brown, moist, medium dense;
fine- to very coarse-grained, micaceous
@ 6.0 feet: minor well-rounded gravel, some 3 inches in
diameter, minor clay
12.0 - 13.0 Gravelly SAND (SW): very coarse, moist, medium dense
13.0 - 15.0 OUATERNARY PAUBA FORMATION (Ops)
SANDSTONE: light grey to yellow brown, slightly moist,
dense; fine- to very coarse-grained, friable, massive
TOTAL DEPTH = 15.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N.241-01
JUNE 2001
Plate A-51
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LOGS OF TEST PITS
Test Pit ....'. .' ......'.'.: ". Maistfiie ./ Qryti'.
Deserippon " ------.....
Number. Depth Content' . ."p~nsjtY
:.: .
.,.. (fi).. ....".,.. ... , ....... '('Yo) ..,. ." ,i(pe!):,
... ".....--.:.
TP-52P 0.0 - 1.5 OUATERNARY COLLUVIUM (Ocol)
Silty SAND (SM): olive brown, slightly moist, medium
dense; fine- to medium-grained, sparsely porous, some
rootlets
1.5 - 3.5 OUATERNARY PAUBA FORMATION - WEATHERED @3.0
LQJm 8.0 107.6
Silty SANDSTONE/Sandy SILTSTONE: olive brown,
slightly moist, dense (soft); sand is fine- to medium-
grained, sparsely micaceous, frequent carbonate-lined
dessication cracks, some clay development on ped faces,
sparsely porous, locally massive
3.5 - 7.5 OUATERNARY PAUBA FORMATION (Ops)
Silty SANDSTONE: reddish light olive brown, slightly
moist, very dense (soft to moderately hard); fine-grained,
with less than 5% medium- to coarse-grained sand,
maSSIve
7.5-11.0 SANDSTONE: pale olive brown, dry, medium dense to
dense (soft); fine- to very coarse-grained, sparsely
micaceous, trace silt
11.0 - 12.0 Silty SANDSTONE: olive brown, slightly moist to moist,
dense (soft); fine-grained, moderately micaceous
@ 11.0 - 11.5 feet: abundant clay development on ped
faces, trace iron staining
12.0 - 15.0 SANDSTONE: light olive brown, dry, medium dense to
dense; fine- to very coarse-grained
@ 14.0 feet: less than 5% fine gravel
TOTAL DEPTH = 15.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N. 241-01
JUNE 2001
. Plate A-52
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LOGS OF TEST PITS
Test Pit Moisture !Dry ..
Number Depth De.scription Content. . 'D~1~ilr
(ftr '. . . >. < eM .. (pet)> .
TP-53P 0.0 - 2.0 OUATERNARY COLLUVIUM (Ocol)
Silty SAND (SM): greyish brown, slightly moist to moist,
medium dense; fine- to coarse-grained, very highly
porous, some rootlets
2.0 - 5.0 Silty SAND (SM): olive brown, moist, medium dense to @2.0
dense; fine- to medium-grained, very highly porous, trace 6.1 105.6
rootlets
5.0-7.0 OUATERNARY PAUBA FORMATION" WEATHERED
LQJm
Silty SANDSTONE: olive brown, slightly moist, dense
(soft); sand is fine-grained, sparsely micaceous, sparsely
porous
7.5 - 11.5 OUATERNARY PAUBA FORMATION (Ops)
SANDSTONE: pale to light olive brown, dry, medium
dense to dense; fine- to very coarse-grained, trace silt
11.5 - 13.0 Silty SANDSTONE: olive brown, moist, very stiff; sand is
fine-grained, micaceous, trace manganese and iron
staining, infrequent carbonate-lining desiccation cracks
13.0 - 15.0 Silty SANDSTONE: olive brown, slightly moist to moist,
dense; fine-grained, with 5 to 10% medium- to coarse-
grained sand
@ 14.0 feet: fine- to medium-grained
TOTAL DEPTH = 15.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N. 241-01
JUNE 2001
Plate A-53
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LOGS OF TEST PITS
TestPif .,' . 2 '. )VJ~~sthre .. I~ryi'."
Number Depth . . Description C;oiltel1f. I<D~?S!~ · '.
.' (ft). ". . '.... .' . ..' .'.(%l < (pct) <
TP-54P 0.0 - 1.0 OUATERNARY COLLUVIUM (Oeol)
Silty SAND (SM): light greyish brown, dry, medium
dense; fine- to medium-grained, porous, abundant rootlets
1.0 - 3.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
Silty SANDSTONE: light olive brown to greyish brown,
dry to slightly moist, medium dense; very fine-grained,
sparsely micaceous, infrequent carbonate-lined desiccation
cracks
3.0 - 5.5 Silty SANDSTONE: reddish olive brown, slightly moist,
medium dense to dense; fine- to coarse-grained,
moderately porous, sparse rootlets
5.5 - 10.0 OUATERNARY PAUBA FORMATION lOps)
Sandy SILTSTONE: light olive brown, dry to slightly
moist, moderately hard; sparsely micaceous, infrequent
carbonate-infilled desiccation cracks
.
10.0 - 12.0 Silty SANDSTONE: light olive brown, dry to slightly
moist, dense (soft); fine-grained
12.0 - 14.0 SANDSTONE: pale olive brown, dry, medium dense to
dense; fine- to medium-grained, trace silt
14.0 - 15.0 Sandy SILTSTONE: reddish olive brown, moist, very
stiff; sand is fine-grained, moderately micaceous
TOTAL DEPTH = 15.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N. 241-01
JUNE 2001
Plate A-~~
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LOGS OF TEST PITS
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MoiSture . ...-....,,,.... ,.-....
Test Pit. <D ...........
,.:xy" .(:'
Number Depth I Description Content. p~#sity
(ft) ". C%). . /(pct)
TP-55P 0.0 - 4.0 OUA TERNARY COLLUVIUM (Ocol)
Silty SAND (SM): olive brown to greyish brown, slightly
moist to moist, medium dense; fine-grained, with less than
5% medium- to coarse-grained sand, abundant porosity,
with pores up to lI4-inch diameter, abundant rootlets
4.0 - 9.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
Silty SANDSTONE: reddish olive brown, slightly moist,
medium dense; fine- to medium-grained, variable porosity,
with infrequent pores up to lI2-inch diameter, some clay
development on ped faces, trace rootlets
9.0 - 10.0 OUATERNARY PAUBA FORMATION (Oos)
Sandy SILTSTONE: light olive brown, dry to slightly
moist, hard; sand is fine-grained, micaceous
10.0 - 13.0 Silty SANDSTONE/SANDSTONE: pale olive brown, dry
to slightly moist, very dense; very fine-grained,
moderately micaceous
@ 11.0 feet: slightly indurated
13.0 - 14.0 Sandy SILTSTONE: olive brown, moist, very hard; sand is
fine-grained, moderately micaceous
14.0 - 15.0 SANDSTONE: pale olive brown, dry to slightly moist,
medium dense to dense; fine- to medium-grained
TOTAL DEPTH = 15.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
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J.N.241-01
JUNE 2001
. Plate A-5\~
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LOGS OF TEST PITS
.... . . , . .....,.,. Moisture' . . 'iIlI'Y.'..
Test Pit
. .
Number Depth . Description. Conte!lt "I:le~s~ty
(ft) . " '.' .', .,.. ',' . '.. ("Jo) '?(Jim
TP-56P 0.0 - 1.0 OUATERNARY COLLUVIUM (Oeol)
Silty SAND (SM): greyish brown, slightly moist, medium
dense; highly porous, some rootlets
1.0-7.5 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
Silty SANDSTONE: olive brown, slightly moist to moist,
medium dense to dense; fine-grained, with 5 to 10%
medium- to coarse-grained sand, porous, some clay
development on ped faces
@ 5.0 - 7.5 feet: reddish olive brown; fine- to coarse-
grained
7.5 - 9.0 OUATERNARY PAUBA FORMATION (ODS)
Silty SANDSTONE: light olive brown, slightly moist,
dense to very dense; fine- to coarse-grained
9.0 - 15.0 Silty SANDSTONE: light olive brown, slightly moist,
very stiff; sand is very fine-grained, moderately micaceous
@ 10"0 feet: slightly indurated
TOTAL DEPTH = 15.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-57P 0.0 - 6.0 OUATERNARY COLLUVIUM (Ocol) @3.0
Silty SAND (SM): medium brown, dry, loose; porous, 8.0 112.4
abundant rootlets, moisture increases at 3.0 feet
@5.0
10.7 108.5
6.0 - 14.0 Silty Well-graded SAND (SW): medium orange brown, @7.0
moist, loose to medium dense; nonindurated 10.9 101.6
TOTAL DEPTH = 14.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N.241-01
JUNE 2001
Plate A-56
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LOGS OF TEST PITS
Test Pit Moisture .. >]jfy ....
Number Depth " Description Content .', neimt)i .'.
(ft) . . '. ..." ..'.."...". '. . ..... (%) . ". (pet) ..,.
TP-58P 0.0 - 4.0 OUATERNARY COLLUVIUM fOco!)
Silty SAND (SM): medium brown, dry, loose; porous,
blocky, abundant rootlets, moisture increases at 3.0 feet
4.0 - 9.0 Silty SAND (SM): medium orange brown, moist, loose to @5.0
medium dense 7.5 104.7
@7.0
11.3 109.6
9.0 - 14.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
Silty Well-graded SANDSTONE: light orange brown,
moist, medium dense; non indurated
TOTAL DEPTH = 14.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-59P 0.0 - 5.0 OUATERNARY COLLUVIUM roco!)
Silty SAND (SM): medium brown, dry to damp, loose
5.0 - 6.0 Silty SAND (SM): medium orange brown, moist; @5.0
non indurated, abundant porosity and rootlets 4.7 99.7
6.0 - 8.0 OUATERNARY ALLUVIUM (Oal) @7.0
Silty SAND (SM): orange brown, damp to moist, medium 5.0 100.3
dense; slightly porous
8.0 - 13.5 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
Silty SANDSTONE: light orange brown, moist, medium
dense; non indurated
TOTAL DEPTH 13.5 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N.241-01
JUNE 2001
Plate A-57 ~
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LOGS OF TEST PITS
. TestPi( '.. . . MoistUre' . D
..,.....ry.
Number .... Depth . Description Conte.-lt . ......D~iisjty
. .,.'(ft) . .' ". '. . ' (%) < (Ilct)
TP-60P 0.0 - 9.0 OUATERNARY ALLUVIUM roal)
Silty SAND (SM): medium brown, dry to damp, loose to
medium dense; abundant porosity, slightly blocky
9.0-11.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
Silty Well-graded SANDSTONE: light medium orange
brown, moist, medium dense; slightly blocky, moderately
porous
TOTAL DEPTH = 11.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-6IP 0.0 - 4.0 OUATERNARY ALLUVIUM (Oal) @3.0
Silty SAND (SM): medium brown, damp, loose; 6.1 101.1
desiccated, blocky, abundant porosity
4.0 - 6.0 Silty SAND (SM): medium orange brown, damp to moist, @5.0
medium dense 7.1 101.6
6.0 -7.0 OUA TERNARY P A UBA FORMA nON - WEATHERED @7.0
LQJm 8.2 97.6
Silty Well-graded SANDSTONE: light to medium orange
brown, moist, medium dense; massive slightly porous
TOTAL DEPTH = 7.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-62P 0.0 -7.0 OUATERNARY ALLUVIUM (Oal)
Silty SAND (SM): medium brown, dry to damp, loose;
blocky, abundant porosity, clay development on ped faces
7.0 - 9.0 Silty SAND (SM): medium orange brown, dry to damp,
medium dense; blocky, moderately porous, with clay
development on ped faces
9.0-11.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
Silty/Clayey SANDSTONE: light yellow brown, damp,
medium dense; fine- to medium-grained, massive slightly
blocky, slightly porous
TOTAL DEPTH = 11.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N.241-01
JUNE 2001
Plate A-58
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LOGS OF TEST PITS
Test Pit ....., '.:' . "."... . Mriistllre . ..'./R~r\ "',.
.
Number,'. Depth Description Cout~nt >J)el1s~ty
, (ft) . ...:'>.'..:...........,....,. . ..".: ". .,., (%1 ./(!l~t) .,... .,.
TP-63P 0.0 - 3.0 OUATERNARY COLLUVIUM (Ocol)
Silty SAND (SM): medium brown, dry to damp, loose;
predominately fine-grained, slightly blocky, abundant
porosity
3.0 -7.0 Clayey Silty SAND (SM): dark brown, dry, medium
dense; moderately porous, clay development on ped faces
7.0 - 9.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
Clayey SANDSTONE: dark brown, dry, medium dense,
moderately porous, clay development on ped faces
9.0 - 10.0 OUATERNARY PAUBA FORMATION (ODS)
Clayey SANDSTONE: yellow brown, moist, dense
TOTAL DEPTH = 10.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-64P 0.0 - 5.0 OUATERNARY ALLUVIUM roal) @4.0
Silty SAND (SM): medium brown, dry, loose; blocky, 8.8 106.7
abundant porosity
5.0 - 10.0 Clayey Silty SAND (SM): slightly orange brown, moist, @6.0
medium dense (cemented with clay); blocky, moderately 7.7 97.5
porous, clay development on ped faces
@8.0
10.0 102.0
TOTAL DEPTH = 10.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
JUNE 2001
Plate A-59
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PETRA GEOTECHNICAL, INC
J.N. 241-01
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LOGS OF TEST PITS
Test Pit. ., ." .' Moist.ure ...<,.':Qry\...,
Number . . Depth Description Content :geris~ty
(ft) ....'. .. ". (%). I "'(pet). .
TP-65P 0.0 - 4.0 OUATERNARY COLLUVIUM (Ocol)
Silty SAND (SM): medium brown, dry to damp, loose to
medium dense; fine- to coarse-grained, blocky, abundant
porosi ty
4.0 -7.0 Clayey Silty SAND (SM): medium orange brown, dry to
damp, loose to medium dense; moderately porous
7.0 - 9.0 OUATERNARY PAUBA FORMATION - WEATHERED
LQJm
Silty Well-graded SANDSTONE: light yellow brown,
moist, medium dense; fine- to very coarse-grained, slightly
blocky, moderately porous, porosity decreasing to slight
pinhole porosity at 8.5 feet
TOTAL DEPTH = 9.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
TP-66P I 0.0 - 5.0 OUATERNARY COLLUVIUM (Ocon
Silty SAND (SM): medium brown, dry to damp, loose;
slightly blocky, abundant porosity
5.0 - 9.0 Silty SAND (SM): medium orange brown, moist, loose;
slightly indurated, moderately porous
9.0 - 12.0 OUATERNARY PAUBA FORMATION (ODS)
Silty SANDSTONE: medium yellow brown, moist, dense;
porous 9.0 - 11.0 feet
TOTAL DEPTH = 12.0 feet
NO GROUNDWATER ENCOUNTERED
TEST PIT BACKFILLED
PETRA GEOTECHNICAL, INC
J.N.241-01
JUNE 2001
Plate A-60
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APPENDIX B
LABORATORY TEST CRITERIA
LABORATORY TEST DATA
e PETRA
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APPENDIX B
LABORATORY TEST CRITERIA
Soil Classification
Soils encountered within the exploration borings andtest pits were initially classified in the field in general accordan<e
with the visual-manual procedures of the Unified Soil Classification System (Test Method ASTM D2488-84). The
samples were re-examined in the laboratory and the classifications reviewed and then revised where appropri~. The
assigned group symbols are presented in the boring and test pit logs, Appendix A.
In-Situ Moisture and Density
Moisture content and unit dry density of in-place soil and bedrock materials were d:termined in representative strata.
Test data are summarized in the boring and test pit logs, Appendix A.
Laboratory Maximnm Dry Density
Maximum dry density and optimum moisture content were determined for selected samples of soil and bedrock
materials in accordance with ASTM Test Method D 1557-91. Pertinent test values are given on Plate B-1.
Expansion Potential
Expansion index tests were performed on selected samples of soil and bedrock materials in accordance with ASTM
Test Method D4829-95. Expansion potential classifications were determined from UBC Table 18-I-B on the basis
of the expansion index values. Test resulls and expansion potentials are presented on Plate B-1.
Direct Shear
The Coulomb shear strength parameters, angle of internal friction and cohesion, were determined for undisturbed
samples and for samples remolded to 90 percent of maximum dry density. These tests were performed in general
accordance with ASTM Test Method D3080-72. Three specimens were prepared for each test. The test 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 graphically presented on Plates B-2 and B-3.
Consolidation
Consolidation tests were performed in general accordance with ASTM Test Method D2435-80. 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 resulling defonnations were recorded at selected time intervals.
The test samples were inundated at a surcharge loading approximately equal to the existing or proposed total
overburden pressures in order to evaluate the effects of a sudden increase in moisture content (collapse potential).
Resulls of these tests are graphically presented on Plates B-4 througb B-19.
PETRA GEOTECHNICAL, INC
J.N. 241-01
JUNE 2001
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LABORATORY MAXIMUM DRY DENSITY'
Boring No. . . . . Optimum. ,.' .'. . IViaximUiri ....'
Depth Soil Type Mo~sture __ Dry Density
(feet) . . (%) '. ....(pcf){
B-2P@ 5.0 Silty SAND 9.5 131.5
B-8P@ 15.0 Clayey SANDSTONE 9.0 132.5
B-9P @ 35.0 SILTSTONE 8.5 133.0
EXPANSION INDEX TEST DATA'
Boring No. Expansion Expansio~7 .:.
Depth Soil Type Index Potentilir
(feet) '. './
TP-37P @ 6 Clayey SAND 118 High
B-2P @ 5.0 Silty SAND 8 Very Low
B-8P @ 15.0 Clayey SANDSTONE 39 Low
B-9P @ 35.0 SILTSTONE 61 Medium
(I) PER TEST METHOD ASTM D 1557-91
(2) PER UNIFORM BUILDING CODE STANDARD TEST IS.2
(3) PER UBC TABLE IS-I.B .
PETRA GEOTECHNICAL, INC
J.N. 241-01
JUNE 2001
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DIRECT SHEAR TEST DATA
REMOLDED TEST SAMPLES
June, 2001
PLATE B-2
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DIRECT SHEAR TEST DATA
UNDISTURBED TEST SAMPLES
June, 2001
PLATE B-3
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. B-IOP @20.0 Silty SAND
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-4
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-5
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-6
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
June, 2001
CONSOLIDATION TEST RESULTS
PLATE B-7 \V\
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June, 2001
J.N. 241-01
PETRA GEOTECHNICAL, INC.
PLATE B-8 \lD
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-9 1)1.
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-10 ,1JP
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-ll \'lP
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-12 ,1.k
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4.20
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0.1
1
10
100
VERTICAL STRESS - kips per square foot
J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-13 '\
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127.7 14.5 122 5.60
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-14 -q;,
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135.4
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-15 ,;'\
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Clayey SANDSTONE
5.60
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
J~ne, 2001
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J.N. .241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-17\V\
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MATERIAL
DESCRIPTION
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLIDATION TEST RESULTS
June, 2001
PLATE B-I8 '\
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5.60
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J.N. 241-01
PETRA GEOTECHNICAL, INC.
CONSOLlDA nON TEST RESULTS
June, 2001
PLATE B-19 \?\
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APPENDIX C
SEISMIC ANALYSIS
o PETRA
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***********************
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.
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U B C S E I S
.
.
.
.
version 1. 03
.
.
.
***********************
COMPUTATION OF 1997
UNIFORM BUILDING CODE
SEISMIC DESIGN PARAMETERS
JOB NUMBER: 241-01 DATE: 05-24-2001
JOB NAME: Crowne Hill
FAULT-DATA-FILE NAME: CDMGUBCR.DAT
SITE COORDINATES:
SITE LATITUDE:
SITE LONGITUDE:
33.5040
117.0830
UEe SEISMIC ZONE: 0.4
UEe SOIL PROFILE TYPE: SD
NEAREST. TYPE A FAULT:
NAME: ELSINORE-JULIAN
DISTANCE: 15.5 kID
NEAREST TYPE B FAULT:
NAME: ELSINORE-TEMECULA
DISTANCE. 5.8 Ian
NEAREST TYPE C FAULT:
NAME.
DISTANCE. 99999.0 Ian
SELECTED UBe SEISMIC COEFFICIENTS:
Na: 1.0
Nv: 1.2
Ca: 0.44
Cv: 0.75
Ts: 0.680
To: 0.136
********************************************************************
* 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 *
.
.
.
.
Page 1
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Spectral Acceleration (g)
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TEST.OUT
***********************
*
*
*
E Q F A U L T
*
*
*
*
Version 3.00
*
*
*
***********************
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER: 241.01
DATE: 05-24-2001
JOB NAME: Crowne Hill
CALCULATION NAME: Test Run Analysis
FAULT-DATA-FILE NAME: CDMGFLTE.DAT
SITE COORDINATES:
SITE LATITUDE:
SITE LONGITUDE:
33.5040
117.0830
SEARCH RADIUS:
60 mi
ATTENUATION RELATION: 11} Bozorgnia Campbell Niazi (1999) Hor.-Pleist.
UN~ERTAINTY (M=Median, s=Sigma): M Number of Sigmas: 0.0
DISTANCE MEASURE: cdist
SCOND: 0
Basement Depth: 5.00 kID Campbell SSR: 0 Campbell SHR: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT-DATA FILE USED: CDMGFLTE.DAT
MINIMUM DEPTH VALUE (km): 3.0
Page 1
Soil-Cor.
\~
IESTIMATED MAX. EARTHQUAKE EVENT
APPROXIMATE 1-------------------------------
DISTANCE I MAXIMUM I PEAK EST. SITE
rni (krn) 1 EARTHQUAKE 1 SITE INTENSITY
1 I MAG. (Mw) I ACCEL. 9 MOD.MERC.
================================1==============1==========1========== =========
ELSINORE-TEMECULA 1 4.0( 6.5) I 6.8 I 0.388
ELSINORE-JULIAN 9.8( 15.8) 1 7.1 I 0.248
ELSINORE-GLEN IVY 18.1( 29.2) 1 6.8 I 0.117
SAN JACINTO-ANZA 18.8( 30.2) 1 7.2 I 0.147
SAN JACINTO-SAN JACINTO VALLEY 19.0 ( 30.6) I 6.9 I 0.120
NEWPORT-INGLEWOOD (Offshore) 30.7( 49.411 6.9 1 0.073
ROSE CANYON 32.6( 52.411 6.9 1 0.069
SAN JACINTO-COYOTE CREEK 33.4( 53.7) 1 6.8 1 0.063
CHINO-CENTRAL AVE. (Elsinore) 36.1( 58.1) 1 6.7 1 0.076
EARTHQUAKE VALLEY 36.5 ( 58.8) I 6.5 I 0.047
SAN JACINTO-SAN BERNARDINO 36.6( 58.9) I 6.7 I 0.053
SAN ANDREAS Southern 36.8 ( 59.2) I 7.4 1 0.086
SAN ANDREAS - San Bernardino 36.8( 59.2) I 7.3 I 0.080
WHITTIER 40.1( 64.5) 1 6.8 I 0.052
PINTO MOUNTAIN 43.6( 70.1) I 7.0 I 0.055
SAN ANDREAS - Coache11a 45.7 ( 73 . 5) I 7 . 1 I 0 . 056
CORONADO BANK 47.8( 77.0) 1 7.4 I 0.066
NEWPORT-INGLEWOOD (L.A.Basin) 49.0( 78.911 6.9 I 0.045
BURNT MTN. 50.9( 81.9) 1 6.4 1 0.031
NORTH FRONTAL FAULT ZONE (West) 51.5( 82.911 7.0 1 0.065
PALOS VERDES 51. 6 ( 83.11 1 7.1 1 0.049
NORTH FRONTAL FAULT ZONE (East) 52.7( 84.8) 1 6.7 1 0.051
CUCAMONGA 53.0( 85.3) 1 7.0 I 0.063
EUREKA PEAK 53.7 ( 86.4) I 6.4 I 0.029
ELYSIAN PAR]( THRUST 53.8( 86.6) 1 6.7 1 0.051
CLEGHORN 54.2( 87.2)1 6.5 1 0.031
SAN JOSE 55.3( 89.0) 1 6.5 1 0.043
SAN JACINTO - BORREGO 55.4( 89.1) I 6.6 I 0.032
COMPTON THRUST 55.6( 89.4) 1 6.8 I 0.052
ELSINORE-COYOTE MOUNTAIN 55.B( 89.8) I 6.8 1 0.037
I
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TEST.OUT
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EQFAULT SUMMARY
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DETERMINISTIC SITE PARAMETERS
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Page 1
ABBREVIATED
FAULT NAME
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Page 2
X
IX
VII
VIII
VII
VII
VI
VI
VII
VI
VI
VII
VII
VI
VI
VI
VI
VI
V
VI
VI
VI
VI
V
VI
V
VI
V
VI
V
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TEST.OUT
SIERRA MADRE
LANDERS
58.11
59.61
93.5) I
95.9) I
0.057
0.049
*******************************************************************************
VI
VI
7.0
7.3
-END OF SEARCH-
32 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE ELSINORE-TEMECULA FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 4.0 MILES 16.5 km) AWAY.
LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.3882 9
Page 3
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APPENDIX D
PERCOLATION TEST DATA
o PETRA
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PERCOLATION TEST DATA
Lot Z'i
Test No.: PI
Depth (ft.):
Criteria: OSandy Soil G?!iormal
Tes ted By: :r:L+J Da te 5 - 25-0 I
Pre-Soak: '5 -2ij-o I
5
Water {::, Water
Level Level {::, Time R
Time (in. ) (in. ) (min. ) (min/in)
1 :LjO 3,,;} -
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REMARKS: c\\~e bfC'L;A 1';'0 -~r;J
r.'ll . \ b V
.::ll.Q-IJ S<ANj) (5M,'
PROJtCT: C.('O((;'/fU' t+i II ~Smk:. Lok
PETRA GEOTECHNICAL. INC.
!At- -
> .'
Test No.: "p2. Pre-Soak: 6-2'1-01
Depth (ft.): 5
Criteria: OSandy Soil ~ormal
Tested By: 1:.LlL Date 5 -25-oj
Water {::, Water
Level Level {::, Time R
Time (in. ) (in. ) (min. ) (min/in)
1:/.6 3~
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11,15 ~sa- ~J4 30 <1
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REAARKS: ..2JIUe. h.'1JliJil{;rw - Df'o. I \'VJd
~ cAf.JD (Sit)
JOB NO. 2'1( - 01
PLI>TE NO.
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PERCOLATION TEST DATA
L~+ 1-
Lot .,
T t N ~3 Pre-Soak: 5-2.'1-0/
es 0.: .
Depth (ft.): 5
Criteri a: DSandy Soil Gl110rma 1
Tested By: I.L./+ Date 5-25-01
Water 6 Water
Level Level 6 Time R
Time (in. ) (i n.) (min, ) (minjin)
1:50 2-~
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PROJ CT; CN'OWI'Ik l-\-rl\ '(<:;;.tct-k-, lIAs
PETRA GEOTECHNICAL, INC.
Test NO.:'P'l
Depth (ft.):
Pre-Soak: S -2'1'-0/
5
Criteri a: DSand,v Soil Gj110rmal
Tested By: .T.LH. Date 5-25-01
Water [;; Water
Level Level 6 Time R
Time (in. ) (in. ) (min. ) (min/in)
1:% Z. 0....
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PERCOLATION TEST DATA
Lc+ q
REMARKS: Oh;r );rc<Uf"\ C;C\(\d~t..:T (IYIL) REMARKS:
PROJECT: Cr'C'lLi'l.e. 1+\\1 ?:S-/C(-k- L:-i1--s
Test No.: t'5 Pre-Soak: 5-2'l-OI
Depth (ft.): ,LJ
Criteria: OSandy Soil @'Normal
Tested By: J1fl Date 5-25-01
Water 6 Water
Level Level 6 Time R
Time (in. ) (in. ) (min. ) (minfin)
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PETRA GEOTECHNICAL, INC.
Pre-Soak:
Test No.:
Depth (ft.):
Criteria: OSandy Soil ONormal
Tes ted By: Da te
Wa ter 6 Water
Level Level 6 Time R
Time (in. ) (in. ) (min. ) (minfin)
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JOB NO. ZLfI-O/
PLATE NO.
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APPENDIX E
STANDARD GRADING SPECIFICATIONS
$ 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 o( Petra Geotechnical, Inc.
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No deviation (rom 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.
I. GENERAL
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A. The 50ils 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.
B. All clearing, site preparation, or earthwork performed on the project shall be conducted
by the Contractor under the supervision o( the 50ils Engineer.
C. It is the Contractor's responsibility to prepare the ground surface to receive the fills to
the satisfaction o( the Soils Engineer and to place, spread, mix, w.Jter, and compact the
(ill 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 (ill being placed. If necessary,
excavation equipment will be shut down to permit completion o( compaction.
Sufficient watering apparatus will also be provided by the Contractor, with due
consideration (or the (ill material, rate of placement, and time o( year.
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E. A (inal 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
A. All vegetation and deleterious material such as rubbish shall be disposed o( offsite. This
removal shall be concluded prior to placing (ill.
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 o( a compacted (ill must be approved by the Soils
Engineer.
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C. After the ground surface to receive (ill has been cleared, t shall be scarified, disced, or
bladed by the Contractor until it is uniform and (ree 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 ir}ches in
depth, the excess shall be removed and placed in lifts restricted to 6 inches.
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STANDARD GRADING SPECIFICATIONS
Prior to placing fill, the ground surface to receive fill shall be inspected, tested, and
approved by the Soils Engineer.
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.
E. In order to provide uniform bearing conditions in cutHill transition lots and where cut
lots are partially in soil, colluvium, or unweathered bedrock materials, the bedrock
portion o( the lot extending a minimum of 3 (eet outside of building lines shall be
overexcavated a minimum of 3 (eet and replaced with compacted (ill. (Typical details
are given on Plate 5G-1.)
III. COMPACTED FillS
A. Any material imported or excavated on the property may be utilized in the (ill,
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 (rom
the (ill as directed by the 50ils Engineer.
B. Rock fragments less than 6 inches in diameter may be utilized in the fill provided:
1. They are not placed in concentrated pockets.
2. There is a sufficient percentage of fine grained material to surround the rocks.
3. The distribution o( rocks is supervised by the Soils Engineer.
C. Rocks greater than 6 inches in diameter shall be taken off site or placed in accordalCe
with the recommendations of the Soils Engineer in areas designated as suitable for
rock disposal. (A typical detail (or Rock Disposal is given in Plate 5G-2.)
D. Material that is spongy, subject to decay, or otherwise considered unsuitable shall not
be used in the compacted (ill.
E. Representative samples of materials to be utilized as compacted (ill 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 uni(ormly
dense layer. The fill shall be placed and compacted on a horizontal plane, unless
otherwise approved by the Soils Engineer.
G. I( the moisture content or relative density varies (rom 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
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 D 1557-78, the five-layer method, will be used.)
I( compaction to a lesser percentage is authorized by the controlling governmental
agency because o( 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.
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 o( 5 horizontal to 1 vertical, in accordance with the recommendations o( the
Soils Engineer.
). The key (or side hill (ills shall be a minimum o( 15 feet within bedrock or firm
materials, unless otherwise specified in the soils report. (See detail on Plate SG-3.)
K. Subdrainage devices shall be constructed in compliance with the ordinances o( the
controlling governmental agency, or with the recommendations of the Soils Engineer
or Engineering Geologist. (Typical Canyon Subdrain dellils are given in Plate SG-4.)
L. The contractor will be required to obtain a minimum relative compaction o( 90
percent out to the finish slope (ace of (ill slopes, buttresses, and stabilization fills.
This m"y be achieved by either overbuilding the slope and cutting back to the
compacted core, or by direct compaction of the slope (ace With suitable equipment,
or by any other procedure which produces the required compaction.
M. All fill slopes should be planted or protected from erosion by other methods specifioo
in the soils report.
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 o( all soils
prior to placing (ill. (See detail on Plate SG-7.1
CUT SLOPES
A. The Engineering Geologist shall inspect all cut slopes at vertical intervals not
exceeding 10 feet.
B. If any conditions not anticipated in the preliminary report such as perched water,
seepage, lenticular or confined strata o( a potentially adverse nature, un(avorably
inclined bedding, joints or (ault 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 o( a cut slope are given in Plates SG-5 and 5G-8.)
C. Cut slopes that (ace in the same direction as the prevailmg drainage shall be protectErl
(rom 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 o( controlling
governmental agencies.
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E. Drainage terraces shall be constructed in compliance with the ordinances o(
controlling governmental agencies, or with the recommendations of the Soils
Engineer or Engineering Geologist.
V. GRADING CONTROL
A. Inspection of the fill placement shall be provided by the Soils Engineer during the
progress o( grading.
B. In general, density tests should be made at intervals not exceeding 2 (eEl: o( (ill height
or every 500 cubic yards of (ill placed. This criteria will vary depending on soil
conditions and the size of the job. In any event, an adequate numbero( (ield 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.
VI. CONSTRUCTION CONSIDERATIONS
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A. Erosion control measures, when necessary, shall be provided by the Contractor during
grading and prior to the completion and construction o( permanent drainage controls.
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B. Upon completion o( grading and termination o( inspections by the Soils Engineer, no
(urther filling or excavating, including that necessary for (ootings, (oundations, large
tree wells, retaining walls, or other features shall be performed without the approval
o( the Soils Engineer or Engineering Geologist.
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C. Care shall be taken by the Contractor during (inal 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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CUT LOT
UNSUITABLE MATERIAL EXPOSED IN PORTION OF CUT PAD
S:I:AL
GRADE
---
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--- .
---I- (D)
OR
5' MIN.
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---
-- --L
--- E MA1ERIA BEDROCK
--- ---;:JNSU]\ABL \JEA1\-\ERED ---
COLLUVIUM, ___------
10PSOIL, ___---
___------PROPOSED GRADE
------
COMPETENT BEDROCK OR
APPROVED FOUNDATION MATERIAL
OVEREXCAVATE
AND RECOMPACT
---
TYPICAL BENCHING
DEPTH OF FILL (F)
FOOTING DEPTH TO 3 FEET
3 TO 6 FEET
GREATER THAN 6 FEET
DEPTH OF OVEREXCAVATION (D)
EQUAL DEPTH
3 FEET
ONE-HALF THE THICKNESS OF FILL PLACED ON THE
'FILL' PORTION CF) TO 15 FEET MAXIMUM.
CUT -FILL TRANSITION LOT
ORIGINAL
~GROUND
----- -
---
------
--- C D)
DR
5' MIN.
-----
COMPACTED
FILL
-----
-----
PROPOSED GRADE -----
~ --::J\\JI::' --- ---
-----I\.., C.O\..\..~DR.D-C,\),,---
~OI'SO RED"
, ,\-IE 0-----
~~--- COMPETENT BEDROCK OR
---" APPROVED FOUNDATION MATERIAL
"'- TYPICAL BENCHING
OVEREXCAVATE
AND RECOMPACT
CF)
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--
--
~ PETRA GEOTECHNICAL, INC.,
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PLATE SG-1
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TYPICAL ROCK DISPOSAL DETAIL
FINISHED GRADE
CLEAR AREA FOR FOUNDATIONS, ...-----
/UTILITIES, AND SI,./IMMING POOLS
SLOPE FACE
15'
STREET
4'
1 """,0"
o
15'
5' OR BELol,./ DEPTH
OF DEEPEST UTILITY TRENCH,
I,./HICHEVER IS GREATER
TYPICAL 'vIINDRO'vl DETAIL (END VIE'vI)
HORIZONTAL PLACED
COMPACTED FILL
6 TO 8 INCH LIFTS
GRANDULAR SOIL FLOODED
TO FILL VOIDS
PROFILE VIE'vI
~ PETRA GEOTECHNICAL, INC.
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PLATE SG-2
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FILL SLOPE ABOVE NATURAL SLOPE
TOE OF SLOPE AS SHOwN
ON GRADING PLANS
NA TURAL
,\TOPOGRAPHY
31
=11313TI
1"[':311-'- '-::::II
-
T
IS' MINIMUM
BASE KEY wIDTH
2' MIN. DOwNSLOPE
KEY DEPTH
FINISHED GRADE
COMPACTED FILL
~
"i%b'lld!mJ!: I.
--
-
~ TYPICAL BENCHING
COMPETENT BEDROCK DR APPROVED
FOUNDA TION MATERIAL
NOTE. wHERE NATURAL SLOPE GRADIENT IS 5.[ OR LESS, BENCHING IS NOT NECESSARYi
HOwEVER. FILL IS NOT TO BE PLACED ON COMPRESSIBLE DR UNSUITABLE MATERIAL.
.-----
-
~ --- 'P" <j?\;;C_Y-.
- / ~Ir\"? ___--
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',)\01'0, ./"
0\..,-0
reS0\'-' C /
/ 'v ./'
/ ----./"
1-----
---..L--l I
/ 1,1 PROJECTION
2% MIN.
"'311 11I311mlll =l
':::::jrl~=II~I,!11
~ PETRA GEOTECHNICAL,
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PLATE SG-3
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CANYON SUBDRAIN DETAIL
~ :;,NATURAL GROUND
"-,,- ~
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TYPICAL L "-
BENCHING
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MATERIA/
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TOPSOIL,
'-
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'---
=-- ~
ALLUVIUM,
COLLUVIUM
/'
./'
...-/
2%
COMPETENT BEDROCK OR
APPROVED FOUNDATION
SEE DETAIL BELoIJ
NOTE' FINAL 20 FEET OF PIPE AT OUTLET
SHALL BE NON-PERFORATED
1
--~------4l---
..
FIL TER MATERIAL-MINIMUM OF 9
CUBIC FEET PER LNEAL FOOT.
SEE PLATE SG-6 FOR FILTER
MA TERIAL SPECIFICA TIONS.
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DEPTH AND BEDDING MAY
VARY IJITH PIPE AND LOAD
CHARACTERISTICS
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ALTERNATE IN LIEU OF
FIL TER MA TERIAL
9 CUBIC FEET PER LINEAL FOOT OF
OPEN-GRADED GRAVEL ENCASED IN
FILTER FABRIC. SEE PLATE SG-6 FOR
GRAVEL SPEC IF ICA TIoNS,
FIL TER FABRIC SHALL BE MIRAFI
I40N OR APPROVED EQUAL.
MINIMUM 6-INCH DIAMETER PVC SCHEDULE 40 OR ABS
SCR-35 IJITH A MINIMUM OF 16 PERFORATIONS PER
LINEAL FOOT IN BOTTOM HALF OF PIPE. PIPE TO BE LAID
IJITH PERFORATIONS DoIJN.
FOR CONTINUOUS RUNS IN EXCESS OF 500 FEET
USE 8- INCH DIAMETER PIPE
~ PETRA GEOTECHNICAL, INC.
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PLATE SG-4
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BUTTRESS OR STABILIZATION FILL DETAIL
TO TOP OF BACK CUT
l 15' MIN. r
FINISHED GRADE
4' SUB DRAIN
FINISHED
GRADE
t
2'MIN.
T~
30' MAXIMUM
4' SUBDRAIN
TYPICAL BENCHING
2% MIN.
.
WIDTH VARIES <15' MINJ
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NOTES
1. MAXIMUM VERTICAL SPACING OF PERFORATED PIPE OF 30 FEET.
2. MAXIMUM HORIZONTAL DISTANCE BETWEEN NON-PERFORA TED
PIPE OF 100 FEET
3. MINIMUM GRADIENT OF TWO PERCENT OF ALL PERFORATED PIPE AND
NON-PERFORATED OUTLET PIPE.
1:;"
--l
2% MIN.
~
MAX.
2'/. MIN.
OUTLET PIPE <TYPICAU
PERFORATED PIPE <TYPICAU
~ PETRA GEOTECHNICAL, INC,
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PLATE SG-5
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BUTTRESS OR STABILZATION FILL SUBDRAIN
,
APPROVED FIL TER MATERIAL.
5 CUBIC FEET PER LINEAL FOOT.
VITHOUT FILTER FABRIC, 3 CUBIC
FEET VITH FABRIC
4-INCH PERFORATED PIPE VITH
PERFORA T IONS DOVN, MINIMUM
2% GRADE TO OUTLET PIPE.
SLOPE FACE\
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-- 2% MIN. ,-'
A
4-INCH NON-PERFORATED PIPE.
MINIMUM 2% GRADE TO OUTLET.
12' MIN.
APPROVED ON SITE MATERIAL PER SOILS ENGINEER
COMPACTED TO A MINIMUM OF 90% MAXIMUM DENSIT~
~
---112' MINf--
4-INCH NON-PERFORATED PIPE
SECTION A-A
PIPE SPECIFICATIONS
1. 4-INCH MINIMUM DIAMETER, PVC SCHEDULE 40, DR ABS SDR-35.
2. MINIMUM 16 PERFORATIONS PER FOOT ON BOTTOM ONE-THIRD OF PIPE,
FIL TER MATERIAL SPECIFICATIONS
CLASS 2 PERMEABLE FILTER MATERIAL PER CALTRANS STANDARD SPECIFICATION 68-1.025
CLASS 2
SIEVE SIZE
I-INCH
3/4-INCH
3/8- INCH
NO.4
NO.8
NO. 30
NO. 50
NO. 200
PERCENT PASSING
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
AL TERNA TE' OPEN GRADED GRAVEL ENCASED IN FILTER F ABRle. (MIRAFI 140N OR EQUAL)
OPEN-GRADED
SIEVE SIZE
1 1/2- INCH
I-INCH
3/4-INCH
Jl8-INCH
NO. 200
PERCENT PASSING
88-100
5-40
0-17
0-7
0-3
PLATE SG-6
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SHEAR KEY ON DAYLIGHT CUT LOTS
PROPOSED CUT LOT ~
COMPACTED
FILL
"';--
<9'1
('1-
('U
/'
r EXISTING TOPOGRAPHY
r PROPOSED DAYLIGHT
RECONSTRUCT AT
151 OR FLATTER
CUT
w
W-1
NOTE, 'I,J' SHALL BE 10 FEET DR AS DETERMINED
BY THE PROJECT SOILS ENGINEER
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~ PETRA GEOTECHNICAL, INC.
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\6?J
PLATE SG-9
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GRADE
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L[).(ITS OF ROCK DISPOSAL
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GC.CaCCCCJoC) QCC"c.OC.C..Q Oe:,c"cDa.::::::;"c OC.OaCOC.C<:>C
OCc.:JooQc.C:::ocC:e:.=:Joc Oe:.C",cQe;..c:;",.c:. Oc..c::::oQOc"CJaC
;' ROCK BL.A...'iKET (TYP)
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C01v1PETEl'<,1vL-\TERL"L
PER SOLLS ENGINEER
~lSrt SLOPE FACE
}' ROCK BLA.,"~ (Tel
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LDYGTS OF R.OC-C DI.S?OS..;l.
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SECTIO~ 8-8'
PLATE 5G-10