HomeMy WebLinkAboutPrelimGeotechStudy(Sept.20,2001)•
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PRELIMINARY GEOTECHNICAL STUDY
Tentative Tract No. 29798
WOLF CREEK SPECIFIC PLAN
CITY OF TEMECULA, CA
For:
SPRING PACIFIC PROPERTIES, LLC
September 20, 2001
~ By:
PACIFIC SOILS ENGINEERING, INC.
San Diego, CA
(Work Order 400622)
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~ PACIFIC SOILS ENGINEERING, INC.
7775 CONVOV COURT, SAN DIEGO, CALIFORNIA 92111
TELEPHONE:(858)560-1713, FAX:(858) 560-0380
SPRING PACIFIC PROPERTIES, LLC
10630 Town Center Drive - Suite 129
Rancho Cucamonga, CA 91730
September 20, 2001
Work Order 400622
Attention: Mr. Camille G. Bahri,
Vice President of Land Development
Subject: PRELIMINARY GEOTECHNICAL STUDY
Tentative Tract 29798
Wolf Creek Specific Plan
CITY OF TEMECULA, CALIFORNIA
References: See Appendix A
Gentlemen:
~• Presented herein is Pacific Soils Engineering, Inc.'s (PSE) preliminary geotechnical study of Tenta-
tive Tract 29798, Wolf Creek Specific Plan, located in the City Temecula, California. This study has
been completed as per our proposal dated September 28, 1999. Pacific Soils Engineering, Inc. appre-
~ ciates [he opportunity to provide our services on this project. If you require additional information,
please do not hesitate to contact this offi~ ~~E~o,v._
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Respectfully submitted,
PACIFIC SOILS ENC
No. 192
Exp. 3-3 r ~4
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By: `_ ~Y: ~
JA ES B. C S, GE 192 JOHN
C ief Operations Officer Vic~F
egistration Expires: 3/31/04
Dist (3) Addressee
(3) Lohr and Associates, Atfi: Mr. Don Lohr
1BCUAH:KR/0008
HANSON,CEG
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ENGINEEPING tl
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• COFPORATE HEAD~UARTERS LOS ANGELES COUNTV RIVEFSIDE COUNTV SOUTH OHANGE COUNTV
TEL (714) 220-0770 TEL (310) 325-0272 or (323) 775-67]1 TEL (909) 676-8195 TEI: Qi4) ]30-2122
FAX: (774) 220-9589 FAX: (714) 220-9589 fAX: (909) 6764879 PAX: (714) 730-5191
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TABLE OF CONTENTS
~ Page
1.0 INTRODUCTION 1
l.l Background and Purpose 1
1.2 Scope of Study 1
~ 2.0 PROJECT DESCRIPTION 2
21 Site Location and Description 2
Figure 1- Site Location Map
~ 2.2 Proposed Development 3
3.0 SITE INVESTIGATIONS 4
3.1 Previous Site Investigations 4
3.2 Current Site Investigation 8
~• 3.2.1 Subsurface Exploration 8
3.2.2 Laboratory Testing 8
4.0 ENGINEERING GEOLOGY 9
~ 4.1 Geologic Structure 9
4.2 Stratigraphy 9
4.2.1 Artificial Fill 10
4.2.2 Alluvium 10
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4.2.3 Pauba Formation
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4.3 Geologic Structure 11
43.1 Faulting 11
~ 4.3.2 Folding 12
4.4 Groundwater 12
Table 4-1 - Groundwater Elevations 13
4.5 Geologic Hazards 14
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4.5.1 Seismicity
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TABLE OF CONTENTS cont.
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4.5.2 Liquefaction and Seismic Settlement 14
5.0 ENGINEERING CHARACTERISTICS OF SITE SOILS 17
5.1 Surface Conditions 17
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5.2 Compressibility 18
53 Hydro-Collapse Potential 19
5.4 Expansion Z~
~ 5.5 Chemical Properties 2~
5.6 Moisture Content 21
5.7 Excavation Characteristics 21
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• 5.8 Pavement Support Characteristics 21
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5.9 Shear Strength
5.10 EaRhwork Adjustments 22
6.0 RECOMMENDATIONS ZZ
~ 61 Site Grading 22
6.1.1 Clearing and Demolition ZZ
6.1.2 Site Preparation - Unsuitable Soil Removal 23
6.1.21 Residential Area 23
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6.1.2.2 Existing Trenches 24
6.1.3 Grading Operations 24
6.1.3.1 Compaction Standazds 24
~ 6.13.2Mixing 25
6.133 Benching ZS
6.13.4 Inspection ZS
` 6.1.3.5 Survey Control 25
613.6 Fill Slope Construction 26
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TABLE OF CONTENTS cont.
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6.1.3.7 Haul Roads 26
6.13.8 Import Soiis 27
6.1.4 Settlement 27
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6.1.4.1 Grading 27
6.14.2 Structural Loads 27
6.1.43 Structural Loads 27
~ 6.1.4.4 Seismic Settlement 27
6.1.4.5 Regional Subsidence 28
7.0 STR UCTiJRAL DESIGN 28
7.1 Foundations - Residential Structures 29
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• 7.2 Settlements 30
73 Post-Tensioned Siab/Foundations 30
7.4 Mat Foundations 31
~ 7.5 Other Foundation Recommendations 31
7.5.1 Footing Embedment 31
7.5.2 Under-Slab Treatment 31
7.5.3 Subgrade Moisture Content 32
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7.6 Concrete Driveways, Sidewalks and Flatwork 32
7.7 Structural Setbacks 32
7.8 Retaining Walls 32
i Table 7-1 33
7.9 Other Design and Construction Recommendations 33
7.9.1 Lot Surface Drainage 33
~ 7.9.2 Utility Excavations 34
7.9.3 Utility Trench Backfill 34
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7.9.4 Corrosion 34
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TABLE OF CONTENTS cont.
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7.9.4.1 Metallic Structure
7.9.4.2 Concrete Structures
7.10 Concrete Flatwork
Table '7-2 - Flatwork Specifications
Page
35
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7.11 Fence and Garden Walls 36
8.0 CLOSURE 36
8.1 Geotechnical Review 36
8.2 Limitations 37
APPENDIX A
REFERENCES
APPENDIX B
PLATE A- iJNIFIED SOIL CLASSIFICATION SYSTEM
PLATES A-1 THROUGH A-19 - LOGS OF BORINGS (PSE, this report)
PLATES A-20 THRUGH A-34 - CPT SOUNDINGS (by others, this report)
TABLE I- LOGS OF TEST PITS (PSE, this report)
APPENDIX C
TABLE II - SUMMARY OF LABORATORY TEST DATA
PLATES B-I THROUGH B-7 - DIREST SHEAR TEST DATA
PLATES C-1 THROUGH C-13 - CONSOLIDATION CURVES
APPENDIX D
HOMEOWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS
APPENDIX E
PLATES D-1 THROUGH D-3 - SEISMIC DATA
APPENDIX F
EARTHWORK SPECIFICATIONS
PLATES G-1 THROUGH G-11 - GRADING DETAILS
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1.0 INTRODUCTION
~ 1.1 BackQround and Purpose
The parcel under study consists of the portion of the Wolf Creek Specific Pian
that includes Tentative Tract 29798-.1 through 29798-10 and 29798-F. This por-
I~ • tion of the Specific Plan will support residential use as shown on Plate 1. Specifi-
cally excluded from this study are: 1) the middle school site west of Via del
Coranodo; 2) the elementary school; and 3) park and commercial sites located
+ at the southwest corner of the project.
The purpose of Pacific Soils Engineering, Inc.'s (PSE) study is to provide a geo-
technical document suitable for processing of a Tentative Map with the City of
~ Temecula. In addition, PSE has developed remedial grading and foundation rec-
ommendations for site-specific geotechnical conditions and will serve as a basis
for establishing site development costs and budgets.
~ 1.2 Scope of Study
The scope of this investigation included the following:
i A review of available geologic and geotechnical reports pertinent to the
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site. Titles of reports reviewed are provided in the Appendix A of this re-
port.
• i Geologic mapping and site reconnaissance.
i Subsurface exploration consisting of excavation, logging and sampling of
nineteen (19) hollow-stem auger borings (Plates A-I through A-19); 2)
~ fifteen (15) cone penetrometer soundings (Plates A-20 through A-34); and
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3) sixteen (16) backhoe trenches (Table I). The locations of these bor-
~ ings, trenches and soundings are shown on the accompanying map (Plate
1) and the logs are presented in Appendix B.
- Compilation of subsurface data from previous geotechnical studies. The
~ locations of logs are presented on Plate 1, and Appendix B.
~ Current and previous laboratory testing included: 1) moisture density de-
terminations (Plates A-1 through A-19 and Table III); 2) direct shear
• tests (Plates B-1 through B-7); 3) consolidation tests (Plates G1 through
G 13); 4) laboratory maximum density (Table II); 5) hydrometer testing
(Table II); and 6) expansion testing (Table II).
~• - Preparation of geologic map (Plate 1).
- Seismic hazards analyses.
~ - Preparation of remedial grading recommendations.
i Development of preliminary foundation and retaining wall recommenda-
tions.
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i Preparation of this report and accompanying exhibits summarizing PSE's
findings.
~ 2.0 PROJECT DESCRIPTION
2.1 Site Location and Description
The site is located north of Wolf Valley Road, east of Pala Road, south of Loma
~ Linda Road and west of existing Tracts 23267-2 and 23063-3, in the City of Te-
~ mecula, Califomia (Figure 1).
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SCALE 1' = 20U0'
SITE .LOCATION MAP
$OURCE: U.S.G:S. 7.5 MINUTE
~UADRANGLE MAP
_PECHANGA, CA 1965
~ PHOTOREVISED 1982
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PACIFIC SOILS ENGINEERING, IN(
P 7715 CONVOY COURT
S SAN DIEGO, CA 9211 ](858) 560-17t3
W.O.: 400622 ' DATE: 09/20/Ol
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Onsite drainage is by sheet flow toward the north, and an unimproved, graded
~ channel located east and adjacent to Pala Road conveys offsite run-off through the
site. Total relief over the project is approximately 45 feet with site elevations
ranging from 1075 mean sea level (MSL) neaz Wolf Valley Road to approxi-
mately 1030 MSL at the northern project boundary.
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Past land use has been primarily agricultural, including turf farming during the
1980's. Currently, the area under study is fallow; however, recent use has in-
cluded onion farming. Farming and cultivation has resulted in the site currently
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supporting a sparse growth of annuals.
Access over the parcel is via unimproved dirt roads, while existing Pala Road,
Loma Linda, Via del Coranodo and Wolf Valley Road are dedicated public right-
~ of-ways that are typically paved to one-half of their ultimate road width. These
roads form the west, north, south and a portion of the east project boundaries.
2.2 Proposed Development
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Parent Tract 29798 represents the north portion of the Wolf Creek specific plan,
and only the residential portions of the proposed development are addressed
~ herein. In relation to the land use plan, specifically excluded are the two school
sites, the park and the future commercial parcels. A total of 629 single-family
residential units are proposed. The balance of the study area, will include middle
and elementary schools and a park site. These facilities should be the subject of
~ independent investigations that are specific to the proposed use and structure sit-
ings.
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3.0 SITE INVESTIGATIONS
3.1 Previous Site InvestiQations
~ Numerous proprietary geotechnical investigations have been conducted within
and adjacent to the Parent Tract 29798. In the mid- to late-1970's, several re-
gional fault investigations were performed (Kennedy, 1977; Saul, 1978) including
~i ~ Alquist-Priolo Special Studies zoning (Pechanga quadrangle).
The following brief chronology summarizes pertinent investigations within and
adjacent to the Wolf Creek Specific Plan area. Various maps showing faults and
~ trench locations are given in the cited reports, and they are referred to, but not
replicated in this document.
- Pioneer Consultants (1980)
~ Pioneer Consultants performed a"Liguefaction Investigation" in 1980 on
the current Red Hawk Specific Plan area that is adjacent to the south and
east Wolf Creek Specific Plan boundaries. That study used methodologies
~ that were consistent with the standard-of-care at that time, but are cleazly
dated today. A 50-foot deep boring was excavated south of the Specific
Plan area in Uie Wolf Valley alluvium on October 1, 1979. Groundwater
was not encountered to the depths explored.
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- Hi~hland Soils (1988a)
In February of 1988, Highland Soils performed a"Fault Hazard and Pre-
• liminary Geotechnical Investigation" for a 242+ acre parcel adjacent to the
northeast corner of the Wolf Creek Specific Plan area including the east
boundary of Parent Tract 29798. That study was performed for Rancho
• Pacific Engineers with the intention of supporting single-family residential
~ use. Of significance in that study, a fifry (50) foot wide structural setback
was recommended for suspected faulting observed in three trenches along
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the common boundary with portions of the subject Tract 29798. In all
r three cases, the faulting was described as "abrupt facies change beriveen
the Pauba Formation and organic rich clays and silts (alluvium)".
Highland Soils also identified, in a qualitative sense, susceptibility to liq-
• uefaction in the general Wolf Valley area. Since building types and grad-
ing plans were unavailable at the time of that report, specific recommenda-
tions to mitigate liquefaction were not provided. The reader is referred to
_ Section 4.5 of this report for a discussion of site-specific geologic hazards.
- AiQhland Soils (1988b)
In August of 1988, Highland Soils performed a"Fault Hazard Investiga-
~~ tion" for a portion of the Red Hawk Specific Plan area. That investigation
I was conducted adjacent to the south and east boundaries of the Wolf Val-
ley Specific Plan (outside of the subject study area). In that study, fault
,~ traces believed to be active were reported at two locations and a 50-foot
structural setback from either side of these faults was recommended. That
setback projected into the southeast comer of the Specific Plan area, and
was located offsite from Parent Tract 29798. These faults were the subject
I! ~ of further studies by Earth Research (1987), Pacific Soils Engineering,
Inc. (1989), and Petra Geotechnica] (1989).
Additionally, the projected trace of the Wolf Valley fault (Kennedy, 1977)
~ was trenched in the alluvial flood plain of Wolf Valley adjacent to the
southwest comer of the Wolf Valley Specific Plan area, approximately
4600 feet south of the study area. Although trenches did not encounter
~ Pauba Formation, faulting was not observed in the trenches. No evalua-
~ tion for liquefaction was performed as a part of that study.
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- Pacific Soils (1989)
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In April, 1989, PSE published the most current version of the Alquist-
Priolo Specia] Studies zone report for the overall Wolf Creek Specific
Plan. An earlier version was published for EIR studies and general plan-
~ ning purposes. As a part of this process, two episodes of subsurface ex-
ploration were undertaken by PSE. The 1989 version contains all perti-
nent fault trenching information and subsurface investigations by PSE and
others, up to the report date of Apri15, 1989.
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The findings of PSE's 1989 fault investigation called for a structural set-
back from Holocene displacements in an area offsite (i.e., approximately
1100 feet south) of Parent Tract 29798. This setback was identified in the
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• 1989 PSE study and the Petra study. Although it was not possible to de-
termine conclusively if these Holocene displacements were of fault or
mass-wasting origin, a 75-foot structural setback was recommended along
~ the common boundary with the Red Hawk Specific Plan area. The loca-
tion of this setback is shown on geologic maps that accompanied PSE's
1989 report. This setback is offsite, and thus does not influence Tract
~ 29798.
As previously discussed, adjacent to Parent Tract 29798, Highland Soils
(1988a) interpreted the presence of possible Holocene faulting as reflected
~ by abrupt lithologic changes and recommended a 50-foot structural set-
back. During the 1989 PSE investigation, these areas were field investi-
gated by trenching, and the abrupt lithologic changes recognized by High-
land were attributed to scour and fill structures. Careful inspection and
~ logging showed the abrupt changes to be depositional and not of a fault
~ origin. This conclusion was further supported by: 1) trenching in bed-
rock areas that showed depositional rather than fauit contacts between the
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Pauba Formation and the Holocene alluvium along the valley fill margin;
~ and 2) subsequent trenching by EnGEN (1999d) that also recognized de-
positional features in this area.
Pacific Soils (1998)
~ In October, 1998, PSE performed a further fault evaluation for the Wolf
Valley Specific Plan (Pacific Soils, 1998). This evaluation reviewed post-
1989 fault data (both published and proprietary) and investigated the pro-
~ jected trace of the Wolf Valley fault (Kennedy, 1977). As part of the EIR
process, this report was reviewed by the County of Riverside Planning
Department on behalf of the City of Temecula. A County of Riverside re-
view letter was issued (Riverside County, 1998) and PSE addressed their
~ comments (PSE, 1999) in a response report.
Results of this later work support mass-wasting as the most likely origin
. for Holocene displacements observed along the offsite area of the Specific
Plan. At this location, the relatively steep dips (50 to 60 degrees) are at-
tributed to pre-Pauba folding of the Temecula Arkose rather than to possi-
ble Holocene tectonic movement (Kennedy, 1977; PSE, 1998)
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With regard to the published trace of the Wolf Valley fault that Kennedy
(1977) has mapped along Pala Road, PSE used CPT and hollow-stem au-
ger borings to observe and interpret the contact between the valley
~ fill/alluvium and the Pauba Formation. This investigation indicated that a
depositional contact likely occurs between the alluvium and Pauba Forma-
tion rather than fault separation (PSE, 1998 and 1999).
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3.2 Current Site lnvestigation
r 3.2.1 Subsurface Exploration
Our subsurface investigation included the excavation, logging and sam-
pling of nineteen (19) hollow-stem auger borings HS-1 through HS-19
~ (Plates A-1 through A-19); sixteen (16) backhoe test pits BH-1 through
BH-16 (Table I); and fifteen (15) cone penetrometer (CPT) soundings
(Plates A-20 through A-34). Depths of soundings and excavations ranged
from nine (9) to seventy-one and one-half ('71.5) feet below existing
~ ground surface. The excavations were logged by representative(s) of this
firm. Bulk and undisturbed samples were obtained from hollow-stem au-
ger borings and test pits for testing in our laboratory. Logs of these exca-
~ vations are presented in Appendix B.
3.2.2 Laboratory Testin~
As part of the boring program, bulk samples were obtained at various
• lithologic changes. Ring samples were obtained at predetermined five (5)
or ten (10) foot intervals as well as at lithologic changes, by driving a
Modified Califomia Sampler into the material a total of twelve (12) inches
• for hollow-stem sampling, or until refusal was met. The Modified Cali-
fornia Sampler is a spoon-type sampler that has an inside diameter of 2.42
inches. The sampler has a tapered cutting tip. The barrel is lined with Uiin
brass rings, each one (1) inch in length. Material is retained within the
~ brass rings during the driving of the sampler. The ring samples were
transported to PSE's laboratory for testing.
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4.0 ENGINEERING GEOLOGY
4.1 GeoloQic Structure
Page 9
The subject property is located within the Peninsular Range Province of southern
Califomia. The province is characterized by elongate ranges and valleys that ex-
tend from Baja California and are abrupUy terminated at the Transverse Ranges
north of Los Angeles (Jahns, 1954). The higher parts of the Province are under-
lain by pre-Cenozoic igneous and metamorphic rocks, while the less rugged ter-
rain is typically characterized by sedimentary and volcanic rocks of the late
Mesozoic and Cenozoic age.
Faults in the Province are predominately northwest trending. The subject prop-
erty is located within a major active fault zone that separates the Santa Ana
Mountains from the Perris block. This fault is referred to as the Elsinore fault
zone, wl~ich extends from upper Baja Califomia to its northern branches, the
Whittier and Chino and faults, Corona, California. The portion of the fault lo-
cated adjacent to Parent Tract 29798 is referred to as the Temecula Segment of
the Wildomar fault.
4.2 Stratigraphy
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Although absent from the site, pre-Cenozoic basement rocks assigned to the Bed-
ford Canyon Formation, Santiago Peak Volcanics and plutons of the southern
California batholith crop out approximately one (1) mile from the site. These
rocks are most abundant in the topographically higher portions to the west (i.e.,
Mount Olympus) and Aqua Tibia Mountain to the east. Unconformably overlying
these basement rocks are late-Tertiary sedimentary bedrock units and sediments
that range in age From early Pleistocene to Holocene. The geologic units underly-
ing the Wolf Creek Specific Ptan include the Pleistocene sedimentary deposits
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that include the Pauba Formation and Temecula Arkose, Holocene alluvium /
colluvium, and artificial fill. The following briefly describes of these units. The
nomenclature follows that of Kennedy (1977), and the areai distribution is shown
on Plate 1.
4.2.1 Artificial Fill (Not Mapped)
Locally derived artificial fill exists along the margins of the graded drain-
age channel east of Pala Road. The material consists predominately of
silty sand to sandy silt with coarse sand and gravel. The fill is undocu-
mented and estimated to be a maximum of eight (8) feet. Other localized
areas of undocumented fill aze associated with the unimproved roads.
These localized fills have not been mapped owing to their limited extent.
Additional uncompacted fill exists as backfill within the fault trenches and
other previously excavated geotechnical backhce trenches. Undocu-
mented and uncompacted fill will require removal and recompaction.
4.2.2 Alluvium (Map Symbol Qal)
Holocene-age alluvium consisting of silty sands and sandy silts underlies
most of the study area. The alluvium represents valley fill deposits (i.e.,
distributary-fans) of Wolf Valley, which are a succession of fluvial chan-
nel and overbank deposits. Accordingly, the stratigraphy of the alluvium
can be characterized as being relatively laterally consistent within this de-
positional framework. This geologic unit is typically light gray to brown
and lacks soil development that typically characterizes older (Pleistocene)
soil deposits. It is possible that Pleistocene deposits exist at depth; how-
ever, no distinction for older soil units has been made for this study.
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As discussed and shown by cross-sections and trench logs in PSE's previ-
ous work (PSE, 1989, 1998 and 1999), subsurface data indicate that the
contact between the alluvium and underlying Pauba Formation at both the
east and west valley margins of Parent Tract 29798, is depositional. As
such, and in consideration of the depositional environment, the presence of
steep discontinuities or buried channels that may produce detrimental dif-
ferential settlements from fill surcharge and/or hydro-collapse is consid-
ered unlikely.
4.23 Pauba Formation (Map Symbol Qps)
The Pauba Formation is not expected to be encountered during grading,
but it crops out both east and west of the study area. Grading for the Red
Hawk Specific Plan to the east has created manufactured cut- and fill-
slopes. The Pauba Formation also occurs on a northeast-facing offsite cut
slope associated with Pala Road. The predominant lithology of the Pauba
Formation is a poorly to moderately well sorted, fine- to coarse-sandstone
with common gravel, cobbles and rare boulders. Micaceous subunits of
siltstone often define bedding in the otherwise massive unit. Color is typi-
cally reddish brown with lesser hues of olive brown to tan.
4.3 GeoloQic Structure
43.1 FaultinQ
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The dominant structural feature associated with the Wolf Creek Specific
Plan is the active Elsinore fault zone. Two main Elsinore fauit branches
potentially impact the Wolf Creek area; the Wildomar fault on the east,
and the Wolf Valley fault on the west (Kennedy, 1977). Although not
within this study area, earlier investigations (PSE, 1998; PSE, 1989;
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Earth Research, 1987; and Petra, 1989), produced considerable subsurface
information to investigate possible faulting along the eastern Specific Plan
area (Wildomar fault) and the projection of the Wolf Valley fault as
mapped by Kennedy (1977) along the west Specific Plan area (Pala Road).
These studies have resulted in structural setbacks along the east bounda-
li ~ ries (offsite far this report). No other structural setbacks were recom-
mended for the Wolf Creek Specific Plan area (PSE, 1989 and Petra,
1989).
43.2 Fo~ding
The Pauba Formation is generally flat-lying where observed in trench and
outcrop exposures immediately east of the study area. However, local
~• cross-bedding occurs within the Pauba, but reflects original dips rather
than later tectonic deformation. Earlier studies (PSE, 1998) conclude that
the Pauba Formation is in angular contact with the Temecula Arkose.
~ This contact exists east of the south portion of the specific plan (offsite of
this report) and extends for three (3) miles along the northwest flank of
Agua Tibia Mountain (Kennedy, 1977). Within the alluvial deposits, there
was no evidence of tilting or deformation to the depths explored.
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4.4 Groundwater
Active springs or seeps were not observed during our 1999 geologic field map-
• ping or site reconnaissance. Groundwater elevations described in subsurface bor-
ings from previous and current studies are shown in Table 4-1. Analysis of cur-
rent groundwater elevations do not reflect: 1) unusual; or 2) excessively steep
• gradients that may suggest unrecognized faulting.
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TABLE 4-1
Groundwater Elevations
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Boring
Date Surface Elevations
(g./MSL) Groundwater
Elevations
Depth ( ft.) Fee[
Below
Surtace
HS-1 09/29/99 1036 998 38
HS-2 09/29/99 1030 990 40
HS-4 09/29/99 1037.7 1007 30.7
HS-6 09/30/99 1053.3 997 563
HS-16 10/O1/99 1073.8 1031 42.8
HS-17 10/Ol/99 1076 1016 60
B-2 (PSE) 06/29/87 1051.4 1006 45.4
B-4 (PSE) 06/29/87 1030.2 983 47.2
EB-IC (EnGEN) 07/02/99 1056 IOll 45
As a part of State of California review process for a proposed high school site
south of Parent Tract 29798 and within the Specific Plan area, a groundwater
study was prepared by EnGEN Corporation (EnGEN, 2000). This study was con-
ducted to evaluate historic and anticipated future groundwater levels for Wolf
Valley and concluded that groundwater levels are expected to be maintained to an
average depth of fifty (50) feet. The factors that support this conclusion are: 1)
increased overall pumping to meet local demands for water in the Temecula Val-
pumping of the younger alluvium in the valley (Pauba Aquifer); 4) planned
ley; 2) increased pumping by the Pechanga Indian Reservation; 3) increased
changes in land use which reduce aquifer recharge from irrigation return flows;
5) leakage of groundwater vertically downward from the Pauba Aquifer (allu-
vium) to the Temecula Aquifer; and 6) no current plans by Rancho California
Water District or Pechanga for artificial groundwater recharge in Wolf Valley.
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4.5 GeoloQic Hazards
'•
4.5.1 Seismicity
I It is likely that Parent Tract 29798 will experience strong ground motion
• from earthquakes along offsite faults. Accordingly, PSE has conducted a
probabilistic seismic hazard analyses (PSHA) that yields a horizontal
ground acceleration of 0.74g. This acceleration has a ten (10) percent
change of being exceeded for a 50-year period and is consistent with the
• 1997 UBC requirements. This analysis utilized software developed by
Thomas Blake (Blake, 1989-2000), and included in Appendix E are: 1)
probability of exceedance curves; 2) site specific return period vs. accel-
+
• eration; and 3) a 100-km earthquake epicenter map.
Once specific building sites are known and 40-scale grading plans are
available, PSE can provide code-consistent seismic design pazameters.
~ Other secondary seismic hazards (e.g., flooding, landsliding and rock fall)
are not significant at this site. Liquefaction and seismic settlement are fur-
ther discussed in the followirig sections.
~ 4.5.2 Liquefaction and Seismic Settlement
Seismically induced liquefaction is the transformation of a generally cohe-
sionless soi] from a solid state to a temporary liquid state. During an
~ earthquake, the near-surface soils can be subjected to the progressive
buildup of excess pore water pressure and the application of cyclic shear
stresses. In response, a loose, typically cohensionless soil tends to densify
(reduce volume); however, since the duration of the cyclic stress during an
~
earthquake is short when compared to the time required for drainage, vol-
. ume change of the soil cannot occur. If the soil is loose and the magnitude
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of cyclic shear stress is sufficiently great, the pore water pressure builds to
~ a point at which it equals the original confining stress acting on the soil
particles. At that point there aze no intergranular stresses acting on the soil
particles and a temporary loss of stress strength occurs. Individual soil
particles then settle, forming a denser arrangement than previously ex-
~ isted, and expelling pore water toward the surface.
The major factors affecting the susceptibility of a site to liquefaction are:
~ - Current, historic, and potential groundwater levels.
- Stress history ofthe site soils.
~ - Grain size and density of the site soils.
•
- Magnitude and duration of ground shaking.
Saturated, loose, cohensionless sands are most susceptible to liquefaction
~ with susceptibility increasing with lower density, lower confining stress,
and increased ground shaking. Dense gravels and deposits with signifi-
cant cohesion from fine-grained (clay) fractions are typically not suscepti-
r ble. Silty sands, sandy silts and medium dense to dense sands may be sus-
ceptible depending upon the interrelationship of tl~e variables discussed
above.
• Liquefaction can be manifested in various forms. In the extreme case,
ground surface rupture, sand boils, and slope failure can occur. Only
when the development of liquefaction is suFficiently extensive do the
manifestations become significant. If the mantle of non-liquefiable soil
~
above a liquefiable soil is sufficiently thick, the uplift forces will not be
~ sufficient to produce ground failures even if
•
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s
~ liquefaction occurs in the deeper deposits. Further, the thiclmess of the
'~ individually liquefiable strata themselves can have great significance.
Thin, discontinuous layers of liquefiable soil are less likely to produce sur-
' face failures than thick, continuous layers.
~ The most significant variable in assessing ]iquefaction of this site is the se-
lection of an appropriate design acceleration. Based upon our probabilis-
tic a site acceleration of 0.74g has been utilized in PSE liquefaction
evaluation. That value is consistent with UBC requirements for residential
• development.
In April 1991, the State of Califomia enacted the Seismic Hazazds Map-
ping Act (Public Resources Code, Division 2, Chapters 7-8). The purpose
~.
of the Act is to protect the public from the effects of strong ground shak-
ing, liquefaction, landslides or other ground failure. The Act defines miti-
gation as "..... those measures that are consistent with established practice
• and reduce seismic risk to acceptable levels". Acceptable level of risk is
defined as "that level that provides reasonable protection of the public
safety, though it does not necessarily ensure continued structural integrity
• and functionality of the project (California Code of Regulations, Section
3721[a])."
Potentially liquefiable soils exist at the site. Water presently exists at
~ depths of thirty (30) to fifty-six (56) feet below ground surface. EnGEN
(2000) concludes that future groundwater levels will be lower than current
depth owing to increased basin demand and proposed land use changes.
For design purposes, we have assumed that water could rise locally to a
~ depth of twenty-five (25) feet from its current thirty (30) feet plus depth.
. This elevation is higher than predicated by EnGEN (2000) ,but is intended
to reasonably account for potential localized perched water levels
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I ~ September 20, 2001
produced during the downward migration of surface waters. Considering
the design earthquake producing a 0.74g horizontal acceleration and the
potential for local groundwater rises to twenty-five (25) feet in depth, set-
~ tlements from this source could occur.
In the context of the Seismic Hazards Act, mitigation of the liquefaction
' potential at this site to appropriate levels of risk is feasible. Owing to the
'•
current and estimated depth of groundwater and potentially liquefiable
soils, the potential for ground failure (i.e., sand boils and local differential
settlement) is low. The data from the CPT soundings (PSE, 1998) have
• been used to evaluate potential liquefaction occurrence and seismic set-
tlement at each data point. Those analyses indicate that the occurrence of
liquefaction in the deeper (25+ feet) soil deposits could produce a settle-
ment response varying from one (1) to three (3) inches. In the absence of
~•
more detailed and closely-spaced data points, State guidelines (Califomia
Department of Conservation, 1997) suggest that differential settlements of
2/3 the ma~cimum setUement be used as a basis for design. We recom-
• meud that this criterion (two inches) be applied over a horizontal distance
~ of fifty (50) feet.
We note that the seismic settlement value may be possibly reduced if addi-
• tional, more closely spaced CPT soundings were emplaced. In the mean-
time, however, based on our interpretation of all presently available data,
we judge that a reasonable design basis for potential liquefaction induced
• settlement at Tract 29798 is two (2) inches over a horizontal distance of
fifty (50) feet.
5.0 ENGINEERING CHARACTERISTICS OF SITE SOILS
~ 5.1 Surface Conditions
~ The near-surface soils consist of fills from recent site use and alluvial sands, silts,
and clays, in varying proportions, to the depths explored. The fills are generally
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limited in extent and exist in a loose, uncompacted state. These fills are: 1) ad-
» jacent to the unlined Pala Road drainage channel; 2) associated with unimproved
access roads within the site; and 3) associated with uncompacted trench backfill.
Mapping road and channel fills was not undertaken owing to their limited extent.
However, trenches that are uncompacted are approximately shown on Plate 1. As
t' part of the fault investigation conducted by EnGEN (1999d), a recently excavated
deep fault trench across the projected trace of the Wiidomar fault was compacted
and testing during backfilling.
~ The alluvium consists of a succession of fluviatile channel and overbank deposits.
The sediments are composed of tan to brown, silty sands, non-plastic sandy silts,
as well as more fine-grained clayey silt and silty clay deposits. Occasional grav-
~ elly sands are also present. The finer-grained deposits are typically moist to very
moist, soft to firm, and compressible. Below twenty-five (25) to thirty (30) feet,
the deposits continue to be interbedded but more frequently consist of silty and
more clean sands that exist in a damp to moist and generally medium dense condi-
~ tion. Groundwater has been encountered at various elevations, but is generally
deeper than thirty (30) feet (Section 4.4).
5.2 Compressibility
•
Compressible onsite soils include the uncompacted fill deposits and portions of
the alluvium. The more-highly compressible materials are unsuitable for support
of fills without appropriate remediations as discussed in Section 6.0. Imposing
•
stresses in the form of design fill and/or structural loads will induce settlements of
the site soils. It is expected that settlement responses on the order of one-half
(1/2) inch will occur for each one-foot of design fill that is placed. The mitigation
• of that settlement will occur almost instantaneously upon application of
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the loads. Since preliminary design information indicates that only minor (i.e.,
~ five feet or less) fills are proposed, post-grading settlements are expected to be
minor and post-construction settlement delays are not anticipated.
5.3 Hydro-Collapse Potential
•
PSE's experience in the general Temecula-Murrieta area indicates that sands and
silty sands may have a susceptibility to hydro-collapse if the degree of saturation
is less than 85 percent. Laboratory testing shows that a majority of the partially
~ saturated alluvium at the Wolf Creek Specific Plan has a relatively low (i.e., one-
half to one percent) potential for hydro-collapse. Only one sample showed a two
and one-half (2 1/2) percent collapse (Plate C-9). As concluded in Pacific Soils
Engineering, Ina Zone Study (PSE 1992), differential subsurface manifestation of
~ hydro-collapse settlements is dependent upon the simultaneous occurrence of
necessary conditions, namely:
• 1. The presence of partially saturated, hydro-collapse susceptible soils;
2. An increase in stress acting on the susceptible soils;
3. Wetting of the susceptible soils;
I•
4. The presence of irregular subsurface geologic conditions and/or surface
loading patterns.
~ First, although the site soils show some susceptibility to hydro-collapse, the pre-
ponderance of data (Plates C-1 through C-13) show that this will generally be less
than two and one-half (2 1/2) percent.
` Second, the fill-loads are generally less than five (5) feet. Accordingly, the stress
I~ increase is very low to negligible.
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Third, although current groundwater levels are generally more than thirty (30).feet
below the present ground surface (Table 4.1), they are not expected to rise even
with the proposed development. And fourth, no major subsurface geologic dis-
continuities are known to underlie the study area. Accordingly, PSE concludes
that the potential for deleterious hydro-collapse is negligible.
•
5.4 Expansion
The near-surface onsite soils vary in expansion potential from "very low" to
~ "high" when tested in accordance with UBC 18-2. Test results are presented in
Table III (Appendix C) of this report. The preponderance of onsite soils tends to
the low to medium range of expansion; however, post-grading testing will be re-
quired to define the expansion characteristics of the as-graded condition and
`• foundations will be designed accordingly.
5.5 Chemical Properties
• The results of laboratory testing indicate the onsite soils are considered mildly to
severely corrosive to metal structures. Thus, consultation with a corrosion engi-
neer to mitigate the potential effects on ferrous portions of the structure is rec-
~ ommended.
Past agriculture use l~as likely introduced sulfates into the neaz surface site soils.
Sulfate testing on selected samples indicate that the potential for sulfate attack of
~ concrete is negligible to severe as defined by UBC Table No. 19-A-4. Given the
soluble nature of most sulfates it is likely that sulfate resistant concrete (severe
exposure) will be required. Final recommendations should be based upon post-
grading testing of as-graded conditions.
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5.6 Moisture Content
!
The upper thirty (30) feet of site soils vary from dry to very moist with groundwa-
ter currently present at a depth of approximately thirty (30) to fifty-six (56) feet
below ground surface. Depending upon the time of yeaz, neaz surface moisture
• contents are expected to vary seasonally. Current in-situ moisture contents range
between 0.8 and 28.4 percent. It is anticipated that onsite soils will require mois-
ture conditioning and mixing to meet project specifications.
• 5.7 Excavation Characteristics
It is expected that onsite soils will be readily excavated with conventional earth-
moving equipment (i.e., scrapers). The need for blasting is not anticipated for na-
~• tive earth materials. Owing to the variability of the alluvium, mixing and/or disc-
ing may be required.
5.8 Pavement Support Characteristics
~
The onsite soils possess poor to excelient subgrade support characteristics with
"R"-values ranging from 14 to 78. This wide range reflects the composition of
the alluvium that varies from clean sands to silts and clays. Depending upon the
~ final distribution of site soils, pavement support characteristics could similarly
vary. For preliminary design and estimating purposes, an "R"-value of 30 is rec-
ommended unless select grading is accomplished to provide more favorable sub-
~ grade conditions.
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5.9 Shear Stren~th
~ The native site soils within the potential zone of influence of structures possess
relatively low strength at existing moisture and density conditions. Fills, com-
pacted to project standards, at or slightly above optimum content, wili exhibit
~ substantially higher sheaz strength characteristics and can be expected to provide
suitable bearing support to typical shallow foundations systems.
510 Earthwork Adjustments
•
The upper site soils, including existing fills and alluvial deposits, can be expected
to undergo a volume loss (shrinkage) on the order of 10 to 15 percent when exca-
vated and reused as compacted fill. A subsidence of 0.1 foot should be applied to
•• the entire site to account for in-place processing after accomplishment of remedial
grading. In addition, a volume loss due to settlement of one-half (1/2) inch should
be expected for each one (1) foot of desi fill to be placed.
~ 6.0 RECOMMENDATIONS
As discussed in Section 4.5 of this report, site development is technically feasible based
upon acceptance of a reasonable level of risk. The following recommendations have
~ been developed to provide the necessary grading and structural design mitigations to ac-
complish that goal.
6.1 Site Gradin~
•
6.1.1 ClearinQ and Demolition
Vegetation, trash and rubble from demolition should be removed and dis-
~ posed of offsite. PVC imgation lines shouid be removed and disposed of
offsite. Concrete lines may be crushed and incorporated into the fill pro-
~ vided that concrete debris is eight (8) inches or less in size.
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6.1.2 Site Preparation - Unsuitable Soil Removal
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In general, all undocumented fill and all dry, loose and highly compressi-
ble upper native soils will require overexcavation and recompaction prior
to placing design fills and when exposed by design cuts. The required
depths of removal will vary depending upon the planned use of the area as
discussed below.
6.1.2.1 Residential Areas
•
•
.,
~.
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~
For shallow cut and all design fill areas, all existing fill and the
upper five (5) feet ofnatural soils should be removed and re-
placed as compacted fill. In addition, the overexcavation of cut
areas should be accomplished to assure that both the above crite-
rion is accomplished and a minimum of five (5) feet (vertical) of
compacted fill is produced within the building pad envelope.
That envelope is defined as being within five (5) feet, horizon-
tally, of the structures or from City mandated setback lines. The
required overexcavation can consist of a combination of overex-
cavation and processing of a maximum of one (1) foot in-place.
If residential building envelopes are sufficiently defined and sur-
vey field control is provided, the above removals can be applied
to the building pad envelope defined above. For fills outside of
the residential building envelopes, a minimum removal and re-
compaction of all existing fill and the upper two (2) feet of natu-
ral soils is recommended. The lower one (1) foot of removal can
be accomplished by scarification and compaction in-place. For
cuts greater than two (2) feet outside of the building envelope
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(i.e., streets and yard areas), removals are not required provided
that all existing fills are so removed. For cuts less than two (2)
feet, the two (2) foot removal and recompaction applies.
6.1.2.2 Existing Trenches
~•
~•
I ••
All trenches that have been previousiy excavated and backfilled
without regard to compaction will require removal and recompac-
tion to the base of the prior disturbance. Trench locations are
shown on the accom}ianying Plate 1. During removals, trenches
should be identified and appropriately overexcavated and recom-
pacted to the depths indicated on trench logs. Fills should not be
placed until the excavation bottom is observed and approved by the
soil engineer and/or geologist.
6.13 Grading Operations
~ • 6.13.1 Compaction Standards
Fill and processed natural ground should be compacted to a
minimum relative compaction of 90 percent, as determined by
~ ASTM:D 1557-91. Compaction shall be achieved at slightly
above optimum moisture content and as generally discussed in
the attached Earthwork Specifications. Compaction shall be
~ achieved with the use of sheepsfoot rollers or similar kneading
type equipment. Mixing and moisture conditioning will be re-
quired in order to achieve the required moisture conditions.
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6.1.3.2 Mixin
In order to prevent layering of different soil types and to achieve
moisture contents within a compactible range, mixing of materi-
als may be necessary. The mixing should be accomplished prior
to and as part of compaction of each fill lift. Discing may be re-
quired when either excessively dry or wet materials aze encoun-
tered.
6.1.33 BenchinQ
Where the natural or temporary graded slope is steeper than 5-
horizontal to 1-vertical and where designated by the project soil
engineer or geologist, compacted fill material shall be keyed and
benched a minimum of four (4) feet (vertical) into competent
soil. Such benching shall be made into temporary construction
backcuts as well as temporary slope faces.
6.13.4 Inspection
Removal bottoms and fill keys shall be observed by the engineer-
ing geologist and/or soil engineer prior to fil] placement. Toe
stakes should be provided by the Civil Engineer in order to verify
required key dimensions and locations.
6.13.5 Survey Control
Sufficient survey control shall be provided to reasonably verify
that required removal limits and elevations have been achieved.
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6.1.3.6 Fill Slope Construction
Fill slopes shall be overfilled to an extent determined by the con-
tractor, but not less than two (2) feet measured perpendicular to
the slope face, so that when trimmed back to the compacted core,
the required compaction is achieved.
Compaction of each fill ]ift should extend out to the temporary
slope face. Backrolling during mass filling at intervals not ex-
ceeding four (4) feet in height is recommended unless more ex-
tensive overfilling is undertaken.
As an alternative to overfilling, fill slopes may be built to the fin-
ish slope face in accordance with the following recommenda-
tions: 1) compaction of each fill lift shall extend to the face of
the slopes; and 2) backrolling during mass grading shal] be un-
dertaken at intervals not exceeding four (4) feet in height. Back-
rolling at more frequent intervals may be required.
Care shall be taken to avoid spillage of loose materials down the
face of the slopes during grading. At completion of mass filling,
the slope surface shall be watered, shaped and compacted first
with a sheepsfoot roller, then with a grid roller operated from a
side boom Cat, or equivalent, such that compaction to project
standards is achieved to the slope face.
6.13.7 Haul Roads
Haul roads, ramp fiils, and tailing areas shall be removed.
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6.1.3.8 Import Soiis
+ Materials proposed for import to the site shall be clean, compac-
tible, inorganic soils. The soil engineer should be notified at
least 48 hours in advance of importation so that the proposed ma-
~, terials can be approved at the source prior to importation.
6.1.4 Settlement
6.1.4.1 Grading
•
Placement of fill on the site will produce a settlement response in
the underlying soils. Settlements are estimated at approximately
~
• one-half (0.5) inch for each one (1) foot of design fi1L The ma-
it
f th
t
l
i
d
jor
y o
a
sett
ement
s expecte
to occur during grading and
should be largely complete within one to two months after grad-
ing.
~
6.1.4.2 Structural Loads
Remedial grading recommendations have been formulated to
~ provide specific thickness of compacted fill for support of struc-
tures. Such remedial grading is intended to reduce differential
settlements under structural loads to less than one-half (1/2) inch
in fifty (50) feet. Foundation plans for the various site uses
~ should be reviewed when available to confirm this conclusion.
61.4.3 Seismic Settlement
~ As discussed in Section 4.5.2, seismic settlements ofone (1) to
~ three (3) inches could be produced by a major seismic event near
the site. Structures should be designed for a differential
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settlement component of two (2) inches in fifty (50) feet from
r this potential source. That value is considered additive to the po-
tential differential settlement from static structural loads (Section
6.1.4.2), thus producing a maximum settlement of two (2) inches
over forty (40) feet (summarized in Section 7.0).
•
6.1.4.4 ReQional Subsidence
In response to EIR review comments, PSE has established a sur-
• vey network'as a means to develop baseline settlement monitor-
ing data for the Wolf Creek Specific Plan (PSE, 1999). The sur-
vey network consists of nine (9) settlement monitoring points
• within the valley alluvium and two (2) control monuments estab-
• lished in bedrock areas. The location of the control points and
monuments are approximately shown on Plate 1 enclosed herein.
~ Review of survey data obtained from May 1, 1998 through Feb-
ruary 25, 1999 for the six (6) monuments shows no significant
vertical movement that could be attributed to regional subsi-
dence. The maximum variation between surveys is 0.2 foot.
~ This magnitude is within expected tolerances of survey meas-
urement and other ambient factors. Accordingly, no further sw-
vey is deemed necessary.
I ~ 7.0 STRUCTURAL DESIGN
The following preliminary design recommendations apply to typical one- and two-story
wood frame residential structures. Institutional and commercial structures should be the
•
subject of specific site investigations when sitings and loading conditions aze available.
.
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7.1 Foundations - Residential Structures
~ It is anticipated that the proposed residential development will consist of wood
framed, stucco covered structures supported with either mat-type foundations or
post-tensioned slab foundation systems. Either of these systems is acceptable
~ from a geotechnical viewpoint provided they are designed in recognition of poten-
tial settlements and expansion soil chazacteristics.
Final design recommendations are to be presented at the completion of grading
~ based upon as-graded soil conditions. Based on the testing performed for this
study, the onsite soils were found to vary from `9ow" to "high" in expansion po-
tential when tested in accordance with the UBC 18-2. Final recommendations
should be consistent with settlement estimates and as-graded expansive soil char-
r•
acteristics as defined by post-grading testing. For preliminary design and budget-
ary purposes, the design of footings for both dead and live loads may be based on
the following criteria:
~ - Continuous Footings: Minimum Width = 15 inches
Minimum Depth = 12 inches*
Allowable Foundation Stress: 1500 psf
~ Increase per Foot of Depth and/or Width: 150 psf
Maximum Allowable: 2000 psf
i Spread Footings: Minimum Width = 24 inches
Minimum Depth = 18 inches*
~ Allowable Foundation Stress: 1500 psf
Increase per Foot of Depth and/or Width: 150 psf
Maximum Allowable: 2000 psf
~ * Minimum embedment depths dependent upon expansive soil characteristics and will
vary from 12 inches for low expansion to 18 inches for moderate expansion to 24 inches
~ for high expansion. Embedment depths should be measured from lowest adjacent grade
for perimeter foo[ings and top of slab for interioi footings.
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It is recommended that the maximum difference in the bearing pressures for the
foundations of the proposed building structures not exceed 1000 psf to limit the
,•
potential for differential settlement.
Friction and lateral bearing may be combined. The above values may be in-
creased one-third (1/3) to resist seismic or wind loads.
•
Specific recommendations for other site uses including institutional, commercial
and recreational facilities should be made when structure sitings and loading con-
ditions are defined.
•
7.2 Settlements
In view of the additive potential settlement stemming from structural loads and
~ seismic shaking (Section 4.5.2 and 6.1.4), PSE recommends that for structural
purposes, foundation design should consider differentiai settlement of two (2)
inches over forty (40) feet. We emphasize, however, that the calculated total set-
tlement may be less, but that additional site-specific subsurface explanation would
~
be required, as decided by the property owner(s).
7.3 Post-Tensioned Slab/Foundations
~ Design and construction of the post-tensioi~ed slabs, including stressing of ten-
dons, should be undertaken by firms who are experienced in this field. It is the
responsibility of the slab designer to select the design methodology and properly
~ design the foundation for the soil conditions indicated herein including the settle-
ments defined in Section 7.2. Depending upon the design methodology, addi-
tional geoteclinical design parameters can be provided upon request. The slab de-
signer should provide deflection potential to the project architect/structural engi-
~ neer for incorporation into design of the structure. Proper inspection should be
•._ made of the construction procedures.
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7.4 Mat Foundations
~ Rigid, reinforced concrete, mat-type foundations can be used. Additional design
parameters can be provided if this foundation alternative is to be considered.
7.5 Other Foundation Recommendations
•
7.5.1 Footing Embedment
The minimum embedment depth for al] exterior footings should be at least
~ 12 inches below lowest adjacent grade located within five (5) horizontal
feet of the structure. Deeper embedment may be required depending upon
as-graded expansive soil characteristics. Where drainage swales aze lo-
~ cated within five (5) horizontal feet of the structure, the lowest adjacent
grade shall be measured three (3) horizontal feet from the structure. Inte-
rior footings may be measured from top of slab.
~I ~ 7.5.2 Under-Slab Treatment
Post-tensioned and/or mat foundations should be placed on a minimum of
two (2) inches of clean sand. Within areas to be carpeted, tiled or other-
I~ wise moisture sensitive areas, a 10-mil Visqueen placed in the middle of
the clean sand should be employed. The Visqueen may be laid directly on
prepared subgrade and covered with two (2) inches of sand, provided the
subgrade is free of sharp objects. The mois[ure barrier should be ro erl
P P Y
~ lapped, sealed, and protected from stakes and screed guides.
•
~
• PACtFIC SOILS ENOINEEpING, INC. ~
•
I Work Order 400622 Page 32
~ September 20, 2001
~
7.53 Sub~rade Moisture Content
~ Slab subgrade should be pre-moistened to at least 125 percent of optimum
moisture to a depth of twelve (12) inches prior to placing concrete. Exca-
vations should not be ailowed to significantly dry out from the time of ex-
~ cavation to the placement of concrete.
7.6 Concrete DrivewaYs, Sidewalks and Flatwork
~ Sidewalks and other concrete flatwork should have a minimum thickness of four
(4) inches (nominal). When the concrete is to be placed directly on subgrade, the
subgrade should be thoroughly pre-moistened to at least 125 percent of optimum
moisture content (by dry weight) to a depth of twelve (12) inches at the time of
~ concrete placement. Jointing at maximum spacing of eight (8) feet should be pro-
vided.
7.7 Structural Setbacks
I~
Structures should be setback from slopes in accordance with the requirements of
the 1997 UBC, Section 1809.
I • 7.8 Retaining Walls
Retaining walls and other structures or facilities constructed to retain non-
expansive structural quality backfill should be designed for the following lateral
I~ earth pressures (given as equivalent fluid unit weights):
I•
~-
• ~ PACIFIC SOILS ENGINEERING, INC. ' ~ ~
•
Work Order 400622
Page 33
I ~ September 20, 2001
TABLE 7-1
Lateral Earth Pressures
'~•
Case Level
Backfill 2 : 1 Sloping
Backfill *
Active 36 pcf 55 pcf
At Rest 55 pcf 84 pcf
Passive 300 pcf 150 pcf
* Sloping up for Active and At Rest cases, sloping down for Passive case.
~
Other transient or permanent surchazge loads should be evaluated and considered
in retaining wall design. Foundations may be designed in accordance with Sec-
tion 7.1 of this report, provided a suitable thickness of compacted fill is provided
~• for support of footings. The retaining wall design should include waterproofing
(where appropriate) and weep holes with gravel backdrains or pipe and grave]
backdrains for relieving possible hydrostatic pressures. Structural backfill should
• have a sand equivalent of at least 30 and expansion index less than 20. No back-
fill should be placed until minimum design strengths are determined in compres-
sion tests of cylinders. All retaining wall backfill should be mechanically com-
pacted to a minimum of 90 percent of the maximum density as determined by
I ~ ASTM:D 1557.
7.9 Other DesiQn and Construction Recommendations
I~ 7.9.1 Lot Surface DrainaQe
Roof and surface drainage should be directed away from the structures and
their appurtenances to approved disposal areas via non-erodible devices.
~ Establishment and maintenance of such surface drainage patterns is
~
I•
/~0
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400622 Page 34
September 20, 2001
essential. Surface drainage should be directed away from footings.
•
Planter irrigation programs should be planned so as to avoid saturation of
the underlying soils, both in paved areas and adjacent to buildings.
Consideration should be given to the design and installation of cut off bar-
riers in the planter/landscaped areas to prevent saturation of subgrade soils
resulting from accumulated irrigation.
7.9.2 Utility Excavations
r
~•
~
~
•
Temporary excavations should be sloped or braced in accordance with
CAL OSHA regulations. No surchazge loads are permitted above un-
shored or unretained excavations. This includes, but is not limited to spoil
piles, lumber, concrete trucks, concrete blocks or other materials or con-
struction equipment. Drainage above excavations should be directed away
from the banks. Caze should be taken to prevent saturation of the soils.
7.93 Utiliry Trench Backfill
Utility trench backfill should be compacted to a minimum of 90 percent of
the laboratory standard. Onsite soils will not be suitable for bedding, but
are generally suitable for reuse as trench backfili provided the materials
are properly moisture conditioned and mechanical compactive effort is
applied. Flooding or jetting of native backfill soils wili not be permitted.
7.9.4 Corrosion
Upon completion of rough grading operations, neaz surface soils should be
•
C~
tested for corrosivity. Depending upon the final distribution of site soils
and the nature of import soils, the following recommendations may apply.
g~
PACIFIC SOILS ENGINEEFi1NG, INC.
i~
Work Order 400622
~ September 20, 2001
7.9.4.1 Metallic Structures
•
•
~•
•
~
~
~
~
~
Page 35
Measures should be taken to protect metallic structures from the
highiy corrosive environment that currently exists and is likely to
exist after grading. Consultation with a qualified corrosion engi-
neer is recommended.
7.9.4.2 Concrete Structures
Concrete mix design should conform to the requirements for
"moderate" sulfate exposure per UBC Tables 19-A-2 and 19-A-
3.
7.10 Concrete Flatwork
Concrete flatwork should satisfy the reyuirements of Paragraph 7.6 and should be
constructed as summarized in Table 7-2.
TABLE 7-2
Flatwork Specifications
Minimum Driveways City Private Patio/
Specifications Sidewalks Sidewalks Walkways
Thickness 4 inches (nominal) Per City . 4 inches (nominal) 4-inches (nominal)
Standazd
Crack Deep tool at 10-ft. per City Deep tool at 6-ft. Deep tool at 8 ft.
Control on center, each Standard spacing (maxi- each way (maxi-
way mum) mum)
Subgrade 125% of optimum per City 125% of Optimum 125% of Optimum
Preparation to a depth of 12
Standard to a depth of 12 to a depth of 12
~nches inches inches
Thickened 8-in. x 8-in. at each Per City 6-in. x 6-in. at 6-in. x 6-in. at all
Edges side Standard each side outside edges
PACIFIC 501L8 ENGINEERING, INC.
~v
'i•
Work Order 400622 Page 36
• September 20, 2001
•
7.11 Fence and Garden W
'I • Block walls, if used, should be embedded a minimum of two (2) feet below the
lowest adjacent grade. In the vicinity of descending slopes, the foundations
should be embedded to provide a minimum distance of H/6 (where H is the height
of the slope) from the face of the slope to the outside edge of the bottom of the
•
footing (to a maximum of twenty feet). Construction joints (not more than iwenty
feet apart) should be included in the block wall construction. Side yard walls
shouid be structurally separated from the rear yazd wall.
~ 8.0 CLOSURE
8.1 Geotechnical Review
~~ As is the case in any grading project with complex geologic relationships, multi-
ple working hypotheses are established utilizing the available data and the most
probable model is used for the analysis. Information collected during the future
~ grading operations should be used to evaluate the hypotheses and some of the as-
sumptions utilized in our current analyses may need to be changed as more infor-
mation becomes available. Accordingly, modification of the grading recommen-
dations may become necessary should the conditions encountered in the field dif-
• fer significantly from those described herein, or when conditions are evaluated in
relation to the greater detail provided by larger-scale plans. The pertinent plans
and sections of the project specifications should be reviewed by Pacific Soils En-
• gineering, Inc., to evaluate conformance with the intent of the recommendations
contained in this report.
If the project description or final design varies from that described in this report,
• Pacific Soils Engineering, Inc., must be consulted regarding the applicability of,
• and the necessity for, any revisions to the recommendations presented herein.
PACIFIC 301LS ENOINEERING, INC. f
i~
Work Order 400622
~ September 20, 2001
Page 37
Pacific Soils Engineering, Inc., accepts no liability for any use of its recommenda-
~ tions if the project description or final design vazies and Pacific Soils Engineer-
ing, Inc., is not consulted regarding the changes.
Pertinent recommendations contained in this report should be considered for in-
~ corporation into the project grading plans and construction specifications. To
prevent the possible separation of such information, this report should also be in-
cluded as a referenced portion of all phases of the proj ect development.
• 8.2 Limitations
This report is based on the project as described and the information obtained from
the borings at the approximate locations indicated on the plans. The findings are
~ based on the results of the field, laboratory, and office investigations combined
with an interpolation and extrapolation or conditions between and beyond the bor-
ing locations. The findings are also based on data from previous investigations
• contained in the referenced reports. The results reflect an interpretation of the di-
rect evidence obtained. Services performed by Pacific Soils Engineering, Inc.,
have been conducted in a manner consistent with that level of care and skill ordi-
narily exercised by members of the profession currently practicing in the same lo-
• cality under similar conditions. No other representation, either expressed or im-
plied, and no warranty or guarantee is included or intended.
The recommendations presented in this report are based on the assumption that an
~ appropriate level of field review will be provided by geotechnical engineers and
engineering geologist who are familiar with the design and site geologic condi-
tions. That field review shall be sufficient to conftrm that geotechnical and geo-
~ logic conditions exposed during grading are consistent with the geologic represen-
tations and corresponding recommendations presented in this report. Pacific Soils
~ Engineering, Inc., should be notified of any pertinent changes in the project plans
~
PACIFIC SOILS ENGINEEFIING. INC.
~
•
Work Order 400622 Page 38
~ September 20, 2001
or if subsurface conditions are found to vary from those described herein. Such
~ changes or vaziations may require a reevaluation of the recommendations con-
tained in this report.
The geologic data presented on the exhibits represent selective geologic data that
~ PSE considers representative of site conditions. Complete geologic data are con-
tained within the boring logs and log of trenches contained herein and within the
referenced reports.
• Tl~e data, opinions, and recommendations of this report are appiicable to the spe-
cific design of this project as discussed in this report. They have no applicability
to any other project or to any other location and any and all subsequent users ac-
• cept any and all liability resulting from any use or reuse of the data, opinions, and
• recommendations without the prior written consent of Pacific Soils Engineering,
Inc.
A Pacific Soils Engineering, Inc., has no responsibility for construction means,
methods, techniques, sequences, or procedures, or for safety precautions or pro-
grams in connection with the construction, for the acts or omissions of the CON-
TRACTOR, or any other person performing any of the construction, or for the
~ failure of any of them to carry out the construction in accordance with the final
design drawings and specifications.
•
•
i
~ PAGIFIC SOILS ENGINEERING, INC. ~~
r~
l_s
•
.~
~.
~.
~.
~.
!
APPENDIX
A
• PACIFIG 30115 ENGINEERING, INC. "-
•
Work Order 400622
'I ~ September 20, 2001
w
I~
Blake, T. F., 1989-2000a, EQFAULT, for Windows Version 3.0, computer program for the de-
terministic prediction of peak horizontal acceleration from digitized Califomia faults.
Blake, T. F., 1989-2000b, EQSEARCH, for Windows Version 3.Q computer program for the es-
i~ timation of peak horizontal acceleration from digitized California faults.
Blake, T. F., 1989-2000c, FRISKSP, for Windows Version 4.Q proprietary computer source code
for probabilistic acceleration determination.
California Division of Mines and Geology, 1997, Guidelines for evaluating and mitigating seis-
~ mic hazards in California: Department of Conservation, Special Publication 117, 74 p.
California Division of Mines and Geology, 1990, Special studies zone, Pechanga quadrangle
(124,000).
~• California Division of Mines and Geology, 1986a (revised), Guidelines to geologic and seismic
reports: Department of Conservation, Note 42, 2 p.
Earth Research Associates, Inc., 1987, Evaluation of faulting and liquefaction potential, portion
of Wolf Valley project, Rancho California, County of Riverside, Califomia: an inde-
• pendent consultant report, dated November 20, 1987, 7 p.
EnGEN Corporation, 2000, Evaluation of historic and anticipated future groundwater levels,
Wolf Valley, Riverside County, California: an independent consultant report, dated
January 14, 2000, 8 p. (job no. T1719HGS-GW).
~ EnGEN Corporation, 1999a, Geotechnical engineering study, proposed Wolf Valley High
School (primary site), City of Temecula, California: an independent consultant report,
dated August 2, 1999, 28 p. (project number TI719-HGS).
EnGEN Corporation, 1999b, Geotechnical/geologic engineering study, proposed Wolf Valley
~ Elementary School, City of Temecula, California: an independent consultant report,
dated July 28, 1999, Z6 p. (project number T1717-EGS).
EnGEN Corporation, 1999c, Geotechnical engineering study, proposed Wolf Valley Middle
School, City of Temecula, California: an independent consultant report, dated July 26,
1999, 28 p. (project number T1718-MGS).
•
~
• PACIFIC SOIlS ENC+~NEERING, INC. "~
•
Work Order 400622
• September 20, 2001
~
REFERENCES cont.
~ EnGEN Corporation, 1999d, Addendum to geotechnical / geological engineering study, fault
trenching evaluation, proposed Wolf Valley Middle School, City of Temecula, County of
Riverside, Califomia: an independent consultant report, dated August 11, 1999 (project
number T1718-MGS).
'~ Hart, E. W. and Bryant, W. A., 1997, Fault-rupture hazazd zones in California, Alquist-Priolo
earthquake fault zoning act with index to earthquake fault zones maps: Califomia Divi-
sion of Mines and Geology, special publication 42, 37 p.
Highland Soils Engineering, Inc., 1988a, Fault hazazd and preliminary geotechnical investiga-
• tion, 242+ acres, southwest of the intersection of Margarita Road and State Highway 79,
Rancho California, Riverside County, California: an independent consultant report, dated
, February 3, 1988, 38 p. (job no. 07-6556-010-00-00).
Highiand Soils Engineering, Inc., 1988b, Fault hazard investigation, proposed Fairview Avenue
area, Red Hawk project, Rancho California Area, Riverside County, California: an inde-
r• pendent consultant report, dated August 29, 1988, 11 p. (job no. 07-54-003-00-00).
ICBO, 1997, Uniform Building Code, Whittier, Califomia: International Conference ofBuilding
Officials, 3 volumes.
~ Ishihaza, K., 1985, Stability of natural deposits during earthquakes: Proceedings of the Eleventh
International Conference on Soil Mechanics and Foundation Engineering, Balkema Pub-
lication, Rotterdam, Netherlands, vol. I.
Jahns, R.H., 1954, Geology of southem California: Califomia Division of Mines and Geology,
Bull. 170, 160p.
~,
u
Pacific Soils Engineering, Inc., 1999, Response to County of Riverside Planning Department re-
view of Wolf Valley Specific Plan (County geologic report no. 974), in the City of Te-
mecula, California: an independent consultant report, dated March 31, 1999, 6 p. (work
order 400622).
Pacific Soils Engineering, Inc., 1998, Geologic evaluation of fault issues, Wolf Valley Ranch
Specific Plan, in the City of Temecula, California: an independent consultant report,
dated October 30, 1998, 8 p. (work order 400622).
. Pacific Soils Engineering, Inc., 1992, Murrieta Special Geologic Study Zone report, Murrieta
Califomia: an independent consultant report to the Builders Corporation Associated,
• dated April 17, 1999 (work order 400388).
PACIFIC 501L3 ENOINEEqING, INC. ~~
:]
Work Order 400622
I • September 20, 2001
~
REFERENCES cont.
I~
Pacific Soils Engineering, Inc., 1989, Alquist-Priolo Special Studies zoning and liquefaction
study, Murdy / Trotter parcei, County of Riverside, California: an independent consult-
ant report, dated April 5, 1989 (work order 400103).
~ Peterson, M. D., Bryant, W. A., Cramer, C. H., Cao, T., Reichie, M. S., Frankel, A. D.,
Lienkaemper, J. J., McCroty, P. A., and Schwartz, D. P., 1996, Probabilistic seismic haz-
ard assessment for the State of Califomia: California Division of Mines and Geology,
open-file report 96-08, 59 p.
,
• Petra Geotechnical, Inc., 1989, Supplemental evaluation of faulting southwest portion of
Redhawk project, Rancho Califomia azea, County of Riverside, California: an independ-
ent consultant report, dated March 1, 1989, 15 p., plates.
, Pioneer Consultants, 1980, Geotechnical evaluation, a portion of the Wildomar fault zone, Ran-
cho California area, Riverside County, Califomia: an independent consultant report,
~. dated August, 1980, Riverside County Geologic Report 199 (GR-199), 12 p.
Riverside, County of, Planning Department, 1999, Alquist-Priolo Earthquake Fault Zoning Act,
Wolf Valley Ranch Specific Plan, County geologic report no. 974 (update to County geo-
logic report no. 700), City of Temecula, dated March 15, 1999, 2 p.
~ Saul, R. B., 1978, Fault evaluation report FER-76, (Elsinore fault zone, south Riverside County,
California): California Division of Mines and Geology, unpublished report, 14 p.
Shlemon, R. J. and Davis, P., 1992, Ground fissures in the Temecula area, Riverside County,
Califomia: in Pipken, B. W., and Proctor, R. J., (ed.), Engineering geology practice in
~ southern California, special publication No. 4, Association of Engineering Geologist,
southern California section, P. 275-287.
Tokimatsu, K. and Seed, H. B., 1987, Evaluation of settlements in sands due to earthquake shak-
ing: Journal of the Geotechnical Engineering Division, ASCE, volume 113, No. 8, Au-
~ gust, 1987.
i
•
~ ~~}
PACIFIC SOILS ENGINEEFi1NG, INC. ~1.
•
•
~
I•
~ APPENDIX
B
~.
~M
.
.
i
.
PACIFIG SOILS ENGINEERING, ING.
~
!
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR
DIVIS
ION
S GROU~
TYFICAL NAMES ~IELD IDENTIi1CaTIpN VRpCEWRES
srMeo~s
~
y o p
•O p
GW
WNI-ymOeE pvreb. pprel pM m~tvre~.
lillk
WiEe ronpe pon aitet onE wDtlanLal bnWnl~ ol oll
I
~
6 ~
~
~
~ r
p
U'°z a ro lieKS inturrKdple porliUe uxn
I ~ ~
~~{;"
~a r
~;
f
-
GP Poo~iy-puOeE qravM~, prorel-~onG mi~lurat. ReCOmina~sly orx ~i~ a a n ~pme
roe ol nre~ .;m
~ ~~ b
~
' ,
~ lillk or m Inss inta~me0q1< uiet micny
o s .e
~ e a~
c a
~ ~£
GM
~IT Q~~l'16. POKI'{TE'YII mutwes Nondalic iinsa a}irx~ viin b. a~ici~ . ib iMnti-
d0 r
a
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p
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~~
g Y r[ Y ~
4 C ~~ - prx~dr~~ ~ /.L bbrl
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ttt
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~ u C j C CIO Yl y QNVlIt. P OVl1'fptld' qll Tit 1 1 H l S ~ i l i< ~ i M i( ~ p I W n l l ~ l~ p lqll
paeMns tr CL Mbw)
bo
~ ~~~ ~
` s
~ SW
We11~poEeE ~anES. Orav~lly faNS. lillla or
Wih roqe n prpn aves e+0 rDSmnlql maurts d
~ p
o~
P ~
~
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uY a ~
~ ^o ~~ dl nermeEiale pwick ~int
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SP No.IY'OaesO sw0:. 9~croil~ nMa. i~nia a R~aomi~ah ane sae a o m
a a ut.. .~m
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~
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•
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$~Ily fPWS~ qiU-sill mi~~wli Nonpbtlic feHa w tinn wiM Ip~. pqtlicity
L ~ ~. Y
~ . tla ia~nlilicalion prou0un~ w~ Ml Wb~)
~
~ ~
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t
w bentilitatqn pon0unt fN CL blow)
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~ tDENT IfICA710N PpQ~[p JpES
~ m hKlim nvll~ MT No 10 fNVe Iil~
~
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(nsfim b
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_ ~ tlumcuri~lic~) ~noYinp) ~~ R)
• ~ o
o p p
o* Inpponic ailla aM fim wnOf. roG Ibur
N J~ ML ~illy or ~wyq lin~ wnet or clay~r ~ b~Iip1~1 p,p, b yp~ Nom
c n N ~ilit •iM ~liylil Dla~ticllr.
~ a "
^ a bVoK ~ M b b nwEium Vmliuly.
u
w
J
wi
b M~Uium b H
0~ ~ b~
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MWirm
~ an t
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ry c
r ~n.. smh U+a.
w+e
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0
M 0
~ ~ OL o~Qe~~~ .~a aw o.va:~ .~uy oar. a Sm:e~
m yb, suym a
~ b~ ow~rcnf o ineEwm
p
r ~
b
~ ~ ~
O ~y U ~~ ~ lnwaonic ~iits. m~c«w~~ a a~a~omacwua
~
^
g
p
g ~ WMy a aGty pdi. elotl[ ~in~ mWium ~ b~ ~
dium
o ar
~ r`- in ~ CH ~o~oo~~c uw+ a n~p~ do,r~~h, b~ ~ior. ~~o~ ^ o^"~ w. H~yn
~ ~
~ a~ric ciar~ a~.e~m ro n~yn yo.i~cnr,
i
il
M~Clum b Np~ rw~e a r~ry
y SIipM b
0
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c ~
U ~ rt~
4m
HIGFILY
ORGANIC
SOILS
P) Pwt oM olAe. N M
v r a9o~~~ ~i Rw011) W~MIflM Dy ulp~ o0oq ~ponyY~ MI
aM I..awnuy er ~~ero~a te.~ur~
eowwar arsvrrcn~aHS san w~~w ~~.nnn a r.o voc. a. e..q.m.a q~ma~~moi. e yor, .rroa..
PARTICLE SIZE LIMITS
~
No200 NoW 1tq No1 Y~n !n IRN
LLS S~eMDeND 9EV[ SiIE
CONSISTENCY CLASSIFICATION
~ GRANULAR SqL COHESIVE SOIL BEDROCK MOISTURE CONDITION OTHER SYMBOLS
~bry bose ~bry ~ofl Dry R- Undisturbed aamDle
~,pp~p $Ofl SliqhMy rtqist 8' Bulk Wmpk
Moderately dense Firm SoN Mois t II GrouMr+oter
Medium 4nse Sliff Moderatdy hord Wet 4 Cxow+tlwotm uepope
perw Very stift FiarO Sotu roted
` v.,r ee~. Ho,a ve.y no.e
•
~......
n. ua.a sw ~r~ ss.r~. co e
uw+.~ u a. w.r w..ca u.mw~ax~ ~!-asr,
Witi l Ysa. A]7. IMA~a b~~. 19601
~ PACIFIC SOILS ENGINEERING, INC.
SAND GRAVEL ~
COBBIES I BOU~DERS
SILT OR CLAY FlNE MEPUTA CAORSE FlNE C04RSE ~
PLATE A
i~
~~
~~
I~
I~
I~
~
~
GEOTECHNICAL BORING LOG s~r , oF z
PRO7ECI'NO. 400622 . PROJECI'NAME MurdyRanch
DATESTARTED os/~ 2s%ss ~ GROi1NDELEV. 1o3s.0 BORINGDESIG. HS-1
DATEFTNISHED GWDF~7'H(FT) 38.00 LOGGEDBY PDT
DWC.LER 2-R Onllirw DRIVE WT. 1401bs.
TYPEOFDRILLRIG HollowStemAuaer DROP 18'
~
~
W
W y
O
2e
~`~
U~
a
Z
' O
m
ov
w
a
~
BLOW
couNr
~
=
GROUP
svMSO~
GEOTECHNICALDESCRIPTION
oo
_
W
Qa W 1-
o~
N ¢
oo N
~
J ~~
SM ARTIFICIAL FILL- UNDOCUMENTED (afu): Silty Fine Sand,
dark brown, moist to very moist, moderately dense; micaceous; (dirt
1035 road~.
~ 4/4/6 SM ~ ALLUVIUM (~al): Silly Fine Sand, dark brown, slightly moist, 12.0 104 52
moderetely dense; micaceous.
D 5/6/9 9.9 111 52
5
1030 D 4/7/10 Q 6.o ft. very moist. 14.7 109 72
CL @ 8.0 fl. Fine Sandy qay, dark brown, very moist, firm; micaceous;
minor carbonates.
~~ D 6/9/16 15.6 114 87
1025
15 D 4/7/75 ML ~ 75A fl. Fine Sandy Silt, dark brown, very moist; micaceous; 17.6 707 83 consa
- minor carbonates. lP~^~e
1020 ~'~)
SP-SM Q 18.0 fl. Silty Fine to Medium Sand, tan, very moisl, moderately
dense; micaceous; trace of coarsa sand.
20 D 7/17/28 14.9 103 63
1015
CONTINUED.
SaMPLETYrES: PACIFIC SOILS ENGINEERING, INC.
~ DRNE (RING) SAMPLE = GROiJt~'DWATER ~ 77~ 5 Convoy Court, San Diego, CA 92111 L`
~
~ SPT (SPLIT SFOOI~ SAMPLE (858) 560-1713 ~
~ Bu,x snn~~ 0 TIJBE SAMPLE P LATE A-1
•
' ~•
I~
~~
I~
I~
~~
.'
~
GEOTECHNICAL BORING LOG sr~er z oF z
PROJEGTNO. 400622 PROIECTNAME MurdyRanch
DA7'ESTARTFD o9/29/s9 GROITNDELEV. 1o3s.o BORINGDESIG. HS-7
DATE F7NISHED GW DFPfH (FT) 38.00 I.OGGID BY POT
DRILL.ER 2-RDrillina DRiVEV/T. 7401bs
TYPEOFDRILLRIG HolbwStemAuaer DROP 1e'
w O ¢e UF ¢ vJ
~ m W aa BLOW ~ GROUP
GEOTECHNICALDESCRIPTION ~"
o a-
W ~O
¢o w F-
o~ W Q~ couNr = SYMBOL o ¢ o F
~n r ~~ oo ~
J
D 11/15/25 : SP-SM ALLUVIUM (~al): Continued; dry to slightly moisl 2.6 101 11
1010
30 p ~q~z0/31 ~ 30.0 ft. slightly moist 6.9 107 32
1005
SPSM ~ 34.0 ft Silty Fne to Coarse Sand, tan, rtaist to very rtwist,
moderately dense; trace of fine grevel.
35 D 7/16/21 10.4 96 37
1000
~ 38.0 ft. ~H(@I.
TOTAL DEPTH 39.0 FT.
WATER ~ 38 0 Ff.
S~P~TYp~ PACIFIC SOILS ENGINEEAING, INC.
~ DRIVE (RING) SAMPLE S GROUhDWATER ~ 77~ 5 Convoy Court, San Diego, CA 92111
~Z
~ SPT (SPIIT SPO01~ SAMPI.E (858) 560-1713
~suucsnt~ ~TUessnn~.E PLATE A-1
J
~
~
~,~
~•
~
~
~
^
u
~
GEOTECHNICAL BORING LOG s~r , oF s
PROJECTNO. 400622 PROJECI'NAME Murdyiianch
DATE STARTED 09/29/99 GROUND ELEV. 1030.0 BORING DESIG. HS- 2
DATEF[I~ISHED GWDEPTH(FT) 50.00 LOC;GEDBY PDT
DRILLER 2-R Drillina DRNE WT. tao Ihs.
TYPEOFDRILLRIG HollowStemAuaer DROP 18"
>
¢a
w ~ couN SY GEOTECHNICALDESCRIPTION ~
z ~
~
o~ a r ~ MBOL oo
~nz ¢
> N¢
¢ o F
fA f-
J ~ V ~ ~ 7
SM ALLUVIUM (Qal~: Silly Fine Sand, dark brown, dry, moderately
dense; miwceous; pinhole porosiry.
D iMi9/22 Q 3.o fL slightly moi::t to moist 8.5 110 44
5 1025
D 10/iM26 SM-ML ~ 6A ft. Fne Sandy Silt, dark Wown, slightly moist to mdst, soft to 9.4 107 q4 coreoi;P
firm.. ~-2
i ~ 8.0 ft. mirwr carbonates.
10 1020 D 6/12/17 Q 10.0 ft. moist to very moist. 12.0 110 60
15 1015 D 6/7/9 Q 15A fl. brown, very moisl, soft to firm; micaceous; pinhole 15.5 170 78
paosity.
20 1010 D 8/12/24 SP-SM @ 20.0 fl. Silty Pine Sand, light brown, moist, moderately dense to 8.1 113 45
medium dense; micaceous.
CONTINUED.
SAMPL PES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE 1 GROtJNDWATER ~ 7715 Convoy Court, San Diego, CA 92117
~~
~ SPf (SPLIT SPOOl~ SAMPLE (858) 560-1713
~ BULK SAMPLE o TuBE saMPLE ~ P LATE A'Z
r
•
~•
~~
~~
~~
I~
I~
~
+
~
~
GEOTECHNICAL BORING LOG s~r 2 OF 3
PROJECT NO. 400622 PROJECE NAME Murdv Ranch
DATE STARTED 09/29/99 GROUND ELEV. 1030.0 BORING DESIG. HS- 2
DATEFINISHED GWDEPTH(FT) so.oo LOGGEDBY PDT
DRILLER 2-RDrillina DRIVEWT. 1401bs.
77PEOFDRILLRIG HollowStemAucer DROP 78'
~ m
o~
~
W
a W
N~
BLOW
couNr >
~
~
J
GROUP
SVMBOL
EOTECHNICALDESCRIPTION w .,
~~
oo
~p
U~
a-
QW
O~
Z
'~
~~o
~
Q
w~
o F
SP-SM ALLUVIUM (~al): Continued.
30 1000 D iM20/31 Q 30.0 tt. Silly Fne to Coarse Sand, tan, slightly moist, medium 2.9 704 13
dense; micaceous.
35 995
40 990 D 14/20/28 Q 40.0 tt. slightly moisl M moist. 5.3 113 29
45 985
CONTINUED.
S~P P~ PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE 1 GROUNDWATER ~ 77~5 Convoy Court, San Diego, CA 92111 djL
~ SPT (SPLIT SPOOi~ SAMPLE ~ (858) 560-1713 .T~
~BULKSAMPLE oTUBESnMrLE PLATE A-2
•
~•
~
I~
~•
~~
~~
I~
~~
LJ
~~
GEOTECHNICAL BORING LOG s~er 3 OF 3
PRO]EGTNO. 400622 PROJECCNAME MurdvRanch
DATE STARTED 09/29/99 GROUND ELEV. 1030.0 BORING DESIG. HS- 2
DATE F7NISIIED GW DEPTH (FT) 50.00 LIXiGED BY PDT
DRILLER 2-R Drillina DRIVE WT. 1401bs
7'YPEOFDR[LLRIG HollowStemAuaer DROP 18'
> w .-.
~
~ O
W
~ m w a a BLOW ~ GROUP
GEOTECHNICAL DESCRIPTION ~~ a a y
o~ W Q~ couNT = SYMBOL o o ¢ W Q o~
(n F ~ (~ O ^ ~
J
D 7 7/18/27 : SP-SM ALLUVIUM (Dal): ConGnued; Silty Fine W Coarse Sand, tan, 14.8 109 73
~yg(, medium dense; micaceous.
55 975
~
60 970 S 11/24/25 : SP Q 60.0 fl. Medium to Coarse Sand, tan, yyg(, medium dense;
micaceous; trace of fine grevel.
65 965
70 960 5 77/22/23 Cd 70.0 ft. gravelly medium to coarse sand, tan, ~ygt, medium dense;
micaceous.
TOTAL DEPTH 71.5 FT.
WATEF ~ 50 0 Ff.
S~p~TYP~ PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE 1 GROiJNDWATER ~ ~~~ 5 Convoy Court, San Diego, CA 92111 ~~
~SYI' (SPLIT SPOOi~ SAMPLE (858) 560-1713
~ su~.x sn~~ ~ TUBE SAMPLE PLATE A-2
•
~•
~
~
~~
I~
~
~
~
~
GEOTECHNICAL BORING LOG sxesr , oF z
PROJECI' NO. 400622 PROSEGT NAME Murdy Ranch
DATESTARTED 09/29/99 GROUNDELEV. 10s5.o BORINGDESIG. HS-3
DATE FTN[SHED GW DEPCH (FT) L0C3C'ED BY PDT
DRILLER 2-RDrillina DRIVEWT. 1401bs
7'YPEOFDRILLRIG HolbwStemAuaer DROP 18~
W >
~ w ....
¢O
'c'~
O
¢ tn
t=- d ~ a W BLOW ~ GROUP
GEOTECHNICAL DESCRIPTION ~ F
y °~n
r ~
F~
~ W y
~
wLL
v W Q~ couNr ~ SYMBOL o ~ W ¢ w
O 1-
~ v1 ~ ~ V ~ O ~
J
SM ALLUVtUM (Qal): Silty Rne Sand, dark brown, dry, moderalely
dense.
D 7/17/14 ML @ 4.0 ft Fne Sandy Silt, brown, moist, soft to firm; pinhde porosity; 9.9 103 42
carbonates.
5 7030
D 5/8/9 SM ~ 7.0 R. SiRy Fne to Medium Sand, tan, slightly moist, lowe l0 4.1 99 16 co~d;a ~
moderately dense; trace of coarse sand. c-3
10 1025 D 4/8/9 ~ 10.0 ft. light brown, very moist; micaceous. 14.5 97 53
15 1020 D 8/13/20 SP ~ 15.0 ft. Flne ~o Coarse Sand, tan, slightly moist, moderalely 3.4 98 13
dense; micaceous; trace of sil[.
20 1015 D 12/19/35 ~ ~ 20.0 R. medium dense. 3.7 108 18
CONTINUED.
SAMPL PES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE
' = GROUNDWATER ~ 77~ 5 Convoy Court, San Diego, CA 92111 ,iy-
560-1713 ~b
858
(SPLIT SPOON) SAMPLE
LS~ SPT )
(
~ auix sAn~ ~ TosE sn~La P LAT E A-3
r~
~
~•
n
U
I~
~
I~•
~~
~
~
~
~
GEOTECHNICAL BORING LOG sxesr z oF 2
PROIECT NO. 400622 PROJECE NAME Murdv Ranch
DATESTARTED 09/29/99 GROIINDELEV. 10a5.o BORINGDESIG. HS-3
DATE FINISIIF,D GW DEPI'H (FT) L(X3C*ED BY PDT
DRILLER 2-R Dnllina DRIVE WT. 14a Ibs
TYPEOFDRILLRIG HollowStemAuaer DAOP 18'
w >
t7 w .-.
¢o
u~
Z
~ m
~
W
a W
~
BLOW
~
GROUP
GEOTECHNICALDESCRIPTION
~ v
o
a-
W
~~
~~ W H
~
oLL a couNT = SYMBOL o Q N oF
y ~ ~~ oo ~
J
D 6/5/5 ALLUVIUM (~al): Continued. 30.6 93 98
ML ~ 26.0 ft. Fine Sandy Silt, brown, very moist, frm; micaceous.
SP @ 28.0 k. Fne to Coarse Sand, tan, moist, moderately dense to
medium dense; micaceous.
30 1005 D 13/24/27
3.8
102
76
35 1000 D 1 M22/35 SP ~ 35.0 ft. Medium to Coarse Sand, fan, moist, moderatley dense to 3.4 106 16
medium dense; micaceous; trace of fine sand.
40 995 D iM22/37 ~ 40.0 ft. medium dense. 4.4 109 22
TOTAL DEPTH 41.5 Ff.
NO WATER
S~+MPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE ~ GROLINDWATER ~ ~~~ 5 Convoy Court, San Diego, CA 92111 L~1
~ SPT (SPLIT SPOOi~ SAMPLE (858) 580-1713 ~~
~ suLx snNm~ ~ TusE snMPLS P LATE A-3
• GEOTECHNICAL BORING LOG s~er , oF z
~•
i~
n
u
~I ~•
~
I~
~
~
.
~
PROJECT NO. 400622 PRQIEGT NAME Murdy Ranch
DATE STARTED 09/29/99 GROUND ELEV. 1038.0 BORING DESIG. HS- 4
DATE FiNiSHED GW DEPfH (FC) 30.50 LOGCED BY PDT
DRIL,L,BR 2-R Dnllina DRNE WT. 140 1bs
1'YPEOFDRILLRIG HollowS[emAuaer DROP ~8'
W ~ ¢O '~'F O ¢ m
~ m w a a BLOW ~ GROUP
GEOTECHNICALDESCRIPTION ~~ aN ~
~~
~ W ai
o
av W Q~ couNT ~ SVMBOL o0 00` ~~ ~
~ ~
J
SM ALLUVIUM (~al): Silty Fine Sand, Mown, dry, moderately dense;
pinhole porosity; micaceous; trace of coarse sand.
p 7/g/17 B 2A fl. slightly moist. 4.6 97 17
1035
5 D 4/9/76 SM-ML ~ 5.o fl. Fine Sandy Silt, dark brown, slightly moist, firm; pinhole 5.3 98 20
porosity; micaceous; minor carbonates; trace of inedium sand.
1030
~~ p 7/g/12 SM ~ 10.0 ft. Silty Fine to Coarse Sand, ~an, slightly moist, loase to ~ . 2.7 109 13 consa:a i
moderately dense; micaceous; trace of gravel. c-a
,~25
15
1020
20 D 9/14/24 SM ~ 20.0 ft. Silry fine to medium Sand, brown, slightly moist, 3.7 104 16
moderately dense; micaceous; trace of coarse sand.
1015
CONTINUED.
SAMPLETYPES: .!~~ PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE .L_ GROLJNDwATER ~ 77~5 Convoy Court, San Diego, CA 92711 ~
~ SP1' (SPllT SPO01~ SAMPLE (856) 580-1713
~BULxsn~LE ~russs~rLE PLATE A-4
•
.i
'~
~
~
II ~•
~
I~
~~
~
~~
GEOTECHNICAL BORING LOG si-tesr z oF z
PROJECTNO. 400622 PROJECTNAME MurdyRanch
DATE STARTED 09/29/99 GROUND ELEV. 1038.0 BORING DESIG. HS- 4
DATEFRVISHED GWDEPfH(FC) 30.50 LOGC'EDBY PDT
DWLLER 2-R Drillina DRIVE WT. 1401bs
7'YPEOFDRILLRIG HollowStemAuver DROP 78'
>
o W_
¢e
~
~
Z
~d
W W
aa
BLOW
~
GROUP
GEOTECHNICALDESCRIPTION ~_
aiz a
>z .o
¢` W~
_`~
w ii W Q~ COUNT ~ SYMBOL p O ~ ~ ~ j O~
o~" w ~U
J
ALLUVIUM (Dal): Con6nued.
1010
30 D ii/16/22 ~ _ 9.6 108 47
SP ~a 30.5 fl. Fine to Coarse Sand, tan, NLg.6 moderately dense [o
medium dense; trace ot fine gravel.
1005
35
7000
40 S 7/17/22
TOTAL DEPTH 41.5 FT.
WATER Cd 305 FT.
SnMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRNE (F2ING) SAMPLE ~ GROUNDWATER ~ 77~ 5 Convoy Court, San Diego, CA 92111 ~
~SPT (SPLIT SPOON) SAMPLE (658) 560-1713
~BULKSAMPLE ~TUBESAMPLE PLATE A'4
i•
~
~
~
~
~
~
~
~
GEOTECHNICAL BORING LOG sH~r , oF z
PROJECI' NO. 40os22 PROJECE NAME Murdv Ranch
DATE STARTED 09/29/99 GROUND ELEV. 1050.0 BORING DESIG. HS- 5
DATEFINISII6D GWDEPTH(FT) LOC}GEDBY PDT
DRILLER 2-q Orillirm DRNE WT. i401bs
TYPEOFDRILLRIG HollowStemAuaer DROP ~g•
t' v
w
a a
BLOW >
~
GROUP
~°
a~
~~
w N
~_ W N~ couNr = SYMSOL GEOTECHNICAL DESCRIPTION o o ¢ W ~~ ~ w
J ~ V p~ y
] O F
SM pLLUVIUIM (Qal): Silty Fine Sand, brown, dry, rtroderately
dense; trace of inedium and coarse sand.
~ 2.0 ft. slightly moist. ~
D 7/10/iB 3.9 109 79
5 1045
SP-SM Q 6.0 ft. Silty Fine to Medium Sand, tan, slightly moist, moderately
dense; micaceous.
D 6/8/73
Z.9
111
7S
Carisol;P
c-s
10 1040
D 5/7/7 SP Q 10.0 fl Fine to Medium Sand, tan, slightly moist, moderetely 1.8 1o4 8
dense; micaceous; trace o( silt and coarse sand.
75 1035
20 1030
D 5/5/11 SM Q 20.0 fl. Silty Fine Sand, brown, very moist, moderately dense; 14.5 109 72
micaceous.
CONTINUED.
sAMPL PES:
~ DRIVE (RING) SAMPLE
~ GROUNDW
TER PACIFIC SOILS ENGINEERING, INC.
~SPT
SP A ~
7715 Convoy Court, San Diego, CA 92111 /' ~
(
LIT SPOON) SAMPLE (658) 560-1713 ~~
~suucs.st~mLE ~TUSESnt~~,e . PLATE A-5
•
~•
I~
~~
I~
••
~
~
~
~
•
~
GEOTECHNICAL BORING LOG sr-~sr z oF z
PROJEGTNO. 400622 PROJECTNAME MurdvRanch
DATESTARTED os/2s/ss GROUNDELEV. to5o.o BORINGDESIG. HS-5
DATE FINISHED GW DEPCH (Fl') LOC,GED BY PDT
DRILLER 2-R Drillina DRIVE WT. 1401bs
1'YPEOFDRILLRIG HolbwStemAuaer DROP 78•
~ w .,
~°
~
O
w
~' m
LL w a a BLOW ~ GROUP
GEOTECHNICALDESCRIPTION
~
Z a '
a~ F
o W Q~ couNr ~ SYMBOL v
i
p QW N ~ W
o ~
~n ~
J O
~ oo ~
- ALLUVIUM (~al): Contlnued.
30 1020 D 5/9/18
17.9
117
92
35 ~
7015 D 12/19/13 SP Q 35.0 ft. Fine to Coarse Sand, tan, slightly moist, moderatley 3.1 111 16
dense; micaceous.
40 7010 D 12/18/27
2.4
109
12
TOTAL DEPTH 41.5 FT.
NO WATER
SAMPLETYPES: ppCIFIC SOILS ENGINEERING
INC.
~ DRNE (RING) SAMPLE ~ GROUNDWATER ~
~ ,
~~~ 5 Convoy Court, San Diego, CA 92111 ~`
OSPC (SP~IT SPOOt~ SAMPLE (858)560-1713
~ suLx sn~r~ 0 TuBS sa~LS P LAT E A-5
i•
.i
~}
~•
~
~
~
~
~
GEOTECHNICAL BORING LOG saesr , oF a
PROJECT NO. 400622 PROJECE NAME Murdv Ranch
DATESTARTED 09/30/9s GROLJNDELEV. 1053.0 BORINGDESIG. HS-6
DATE FINISIIED GW DEPTH (FT) 56.00 L0C3GED BY PDT
DRILLER 2-R Drillina DRIVE WT. _ tao Ibs
TYPEOFDRILLRIG HollowStemAuaer DROP ~g•
> W,..
~
~
u~
Z
o
m
~u w
W aa
Q~ BLOW
couNr ~
~ GROUP
SYMBOL
GEOTECHNICALDESCRIPTION ~_
yZ a_
~Z ,
Qa w r
~ W
~v N ~ 00 ¢W ~¢ p F
J ~U ~~ 7
ML pLLUVIUM (~al): Fine Sandy Silt, brown, dry, moderatley dense;
trace of inedium to coarse sand.
1050 D :~/8/10 Q 3.0 ft. slightly moist. 4.5 101 18
5
D 5/8/12 SM Q 7.0 ft. Silty Fine to Medium Sand, brown, moist, moderately 9.8 114 56
dense; micaceous.
1045
~~ D 5/7/7 ~ 10A H. slightly mcisl to moist, loose to moderalely dense. 72 109 35
1040
~ 5 D 4/7/10 Q 15.0 ft. very moisL 13.2 109 65
1035
Z~ D 5/16/12 CL Q 20.0 tt. Fine to Medium Sandy Clay, brown, very moist, firm; 17.6 110 89 cor~sa;ai i
micaceous; pinhole porosily; trace of coarse sand. ~-e
7030
CONTINUED.
SAMPLETYPES:
PQ'CIFIC SOILS ENGINEERING
INC
~ DxIVE(F2ING) SaMPLE ~ GROUNDWATER ,
.
0 SPT (SPLIT SPO01~ SAMPLE ~ 7715 Convoy Court, San Diego, CA 92117 ~
(658)560-1713
~ BULK SAMPLE. ~ TUBE SAMPLE P LATE A'G
i•
~•
I~
I~
~
~•
~
~
~
~
.
GEOTECHNICAL BORING LOG sxESr 2 OF 3
PROIEGTNO. 400622 PRO]EGTNAME MurdyRanch
DATE STARTED 09/30/99 GROUND ELEV. 1053.o BORING DESIG. HS- 6
DATEFINISHED GW DEPCH (FT) 56.00 LOGGED BY PDT
DRILLER 2-R Drillirw DR[VE WT. 1401bs
1'1PEOFDRILLRIG HollowStemAuaer DROP 78•
~ m
W
J
a y
O
~
¢ o
~"
U
a~
Z
' O
¢
~
~
° a BLOW ~ OROUP GEOTECHNICALDESCRIPTION ~
Z z ~` w
w
~v W Q~ couNT sYMeo~ i
v >
o r w
t~ H
J O V
~ DO ~ O H
D 6/70/19 SM ALLUVIUM (~al): Continued; Silty fine to Medium Sand, brown, 16.0 102 66
very moist, moderately dense; micaceous.
1025 I
30
D 5/9/13
16.8
105
75
1020
5
3 D 7/19/37 SP-SM Q 35.0 ft. Silty Fine to Coarse Sand, ~an, very moist, dense; 13.6 112 73
micaceous.
1075
40 D 11/21/28 ~ SP ~ 40.0 fl. Fine to Medium Sand, tan, slightly moist, medium dense; 1.9 106 9
miraceous.
tota
45
D 7/76/23 CL Q 45.0 ft Fine to Medium Sandy qay, brown, moist, stifl. 11.0 121 75
1005
CONTINUED.
SAMPLETYPES:
PACIFIC SOILS ENGINEERING
INC.
~ DRIVE(RING) SAMPLE Z GROUNDWATER ~ ,
7775 Cornoy Court, San Diego, CA 92111 ~'~
0 SPf (SPL.IT SPOON) SAMPLE (858)560-1713
~BULKSAMPLE ~TUBESAMPLE PLATE A~F)
i•
I ~•
~
~
~
~•
~
~
~
~
\ I
GEOTECHNICAL BORING LOG si~r 3 OF 3
PROJECI' NO. 400622 PROJECE NAME Murdv Ranch
DATE STARTED 09/30/99 GROUND ELEV. 1053.0 BORING DFSIG. HS- 6
DATE FINISHED GW DEPTH (FT) 56.00 LOGGED BY PDT
DRILLER 2-R ~rillina DRNE WT. ~q0 Ibs
1'YPEOFDRILLRIG HollowStemAuaer DROP ~g•
=a
>
-~W r
O
j°
a~
~O
¢
wLL w
W a a
Q~ BLOW
couNr ~
~ GROUP
svMeoL
GEOTECHNICALDESCRIPTION
NZ
~Z
Qa w~
~ W
°" v, ~ oo ¢w ¢ p F
~ ~V DO ~
D 9/18/15 SP pLLl1VNM (Dal): Continued; Fne to Coarse Sand, tan, slightly 1.5 112 8
moist, moderatey dense', micaceous.
1000
55 D 14/22/28 SM Q 55.0 ft. Silty Fne Sand, light brown, very mois~, dense;
micaceoUS.
~ 56.0 ft. 7y~1.
995
60 S 6/14/24 SP-SM Q 60.0 ft. Sil Fne to Medium Sand, tan,
ty ~g(, medium dense ta
dense; micaceous.
990
65 S e/21/30 SP Q 65.0 ft. Fine to Coarse Sand, tan, yyg(, dense to very dense;
miwceous.
9B5
70 S 5/e/16
TOTAL DEPTH 71.5 FT.
WATER Q 56.o FT.
SAMPLE TYPES:
P'4CIFIC SOILS ENGWEERING
INC.
~DRIVE(RING)SAMPLE = GROUNDWATER ,
~SPT (SPLIT SPOOI~ SAMPLE ~ 7715 Convoy Coutl, San Diego, CA 92111 ~
(858) 560-1713
~BULKSAMPLE ~TIBESAMPLE PLATE A-G
~
,~
~
~
~•
~
~
~
~
~
L
GEOTECHNICAL BORING LOG s~er , oF z
PROSECTNO. 400622 PROJECTNAME MurdvRanch
DATE STARTED 09/30/99 GAOUND ELEV. toa7.o BORING DESIG. HS- 7
DATEFINISHED GWDEPfH(FT) L0C.7rEDBY PDT
DRILLER 2-R Drillina DRIVE WT. 1401bs
T7PEOFDRILLI2IG HollowStemAuaer DROP 18"
~ m
w
J
a >
~
~
¢ e
~"
u
~
Z
' O
~
~
wLL W a
a~ BLOW
couNT ~ GROUP
SYMBOL GEOTECHNICALDESCRIPTION ~Z a
~Z Qa w
~ W
°" ~ ~ oo ~w
~0 ~
7 o ~
J ~U
Ml ALLUVIUM (~al): Fine Sandy Silt, brown, dry, soft; trace of clay.
7045
5 5 1/2/2
1040
~~ S 5/6/8 ~ 10.0 ft. slightly moist, firm. sPT
1035
15 S 3/5/B ML ~ 15.0 ft. Clayey Silt, brown, slightly moist, Firm; some carbonates. sPr
1030
20 S 2/4/B SM-ML Q 20A ft Silty Fine to Medium Sand, bwwn, slightly moist, SPT
moderately derse; micaceous; trace of clay.
1025
CONTINUED.
SAMPLETYPES: PACIFIC SOILS ENGINEERING
INC.
~ DRIVE (RING) SAMPLE
~ SPI' (SPLIT SPOOI~ SAMPLE i GROUNDWATD2 ~ ,
!
7715 Convoy Court, San Diego, CA 92111 ~.~
(858) 560-1713 ~p,i
~ BULK SAMPLE ~ TUBE SAMPI,E PLATE A-7
•
~
~
~
~•
~
~
~
~
.
~
GEOTECHNICAL BORING LOG sxesr 2 oF z
PROJECT NO. 400622 PROIECE NAME Murdv Ranch
DATE STARTED 09/30/99 GROUND ELEV. 1047.0 BORING DESIG. HS- 7
DATEF7NISHFA GWDEPTH(FT) LOC.iGEDBY PDT
DRILLER 2-RDrillirg DRIVEWT. 14016s
7'PPEOFDRILLRIG HollowStemAuaer DROP 18'
~ ~' w ~
¢e
a~
O
w
m
wLL W
W a a
Q~ BLOW
couNT ~
~ GROUP
SVMBOL
GEOTECHNICALDESCRIPTION ~"
yZ
}Z '
a~ ~
r W
°`" N ~ po ¢w ¢ p r
J ~U ~~ 7
S 6/10/12 SM ALLUVIUM (Qal): Continued; Silty Fine to Medium Sand , light sPT
brown, slightly mdst, moderately dense; micaceous.
1020
30 S 7/12/70 SM Q 30.0 tt. Silty Fine to Coarse Sand, tan, moist, moderately dense SPT
to medium dense; micaceous.
7015
35 5 4/10/15 SP-SPA ~ 35.0 ft. Silty Fine to Medium Sand, light brown, moist, medium sPr
dense; micaceous.
7010
4o S 10/16/16 @ 40.0 ft. tan, dense; trace of coarse sand; micaceous, sar
TOTAL DEPTH 41.5 Ff.
NO WATER
S~P~~P~' PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE ~ GROUNDWATER ~ 7715 Convoy Court, San Diego, CA 92111 ~/'
~ SPT (SPLIT SP001~ SAMPLE (856) 580-1713 lG'P
~ B,n.ic snNm~ 0~rues snn~Le P LAT E A-7
i•
I~
I`J
I.
~
~.
~
~
~
~
GEOTECHNICAL BORING LOG s~r 1 OF 3
PRO]ECTNO. 400622 PROJECi'NAME MurdvRanch
DATE STARTED 09/30/99 GROUND ELEV. 1044.0 BORING DESIG. HS- 8
DATE FINISHED GW DFPPH (FT) LO(.7C.ED BY PDT
DRILLER 2-R Drillirw DRIVE WT. 14016s.
TYPEOFDRILLRIG HollowStemAuaer DROP 78'
~ >
~
so
'
a~
' O
w
m
v w a a BLOW
uN7 ~ GROUP
sYMe
GEOTECHNICALDESCRIPTION ~
o ~
o w Q~ co ~ o~ oo ~W ~ o~
N F ~U 0~ ~
J
SM ALLUVIUM (~al): Sil~y Fine Sand, brown, dry, loose to
moderately dense; trace of inedium and coarse sand; micaceous;
pinhole porosily.
1040 D 6/e/11 Q 4.0 tt. slightly moist 42 105 19 corea:P
Fl
5
D 6/72/15 @ 8.0 tt. Silty Fine to Medium Sand, brown, slightly moist, medium 5.7 115 33
dense; some coarse sand; micaceous; mirwr carbonates; pinhole
1035 porosity.
~~ D 6/7/8 ~ 10.0 ft. moist to very moist, moderetey dense. 10.3 106 47
1030
15
1025
20 D 6/1oH4 Q 20.0 fl. medium dense. 11J 114 66
1020
CONTINUED.
SaMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DW VE (RING) SAMPLE ~ GROUNDWATER ~ ~~~ 5 Convoy Court, San Diego, CA 92111 /~
~
~ SPf (SPL1T SPOOI~ SAMPLE (858) 560-1713 lp
~eut-xsnt~mLE ~TUSES.a~~ PLATE A-8
te
•
I~
~
~
~•
~
r
~
L
•
GEOTECHNICAL BORING LOG sHesr z oF s
PROJECCNO. 400622 PR07ECTNAME MurdyRanch
DATE STARTED 09/30/ss GROIJND ELEV. to44.o BORING DES1G. HS- e
DATE FINISHED GW DEPI'H (6T) LO(3GED BY PDT
DRILLER 2-fi Drillina DRIVE WT. 740 16s.
TYPEOFDRILLRIG HollowStemAuaer DROP 18"
w >
c9 w ,...
¢°
"~
°
Z
~
w
~n
~~
w
a a
BLO W
couNT
~
~
GROUP
sYMBOL
GEOTECHNICALDESCRIPTION
F F
-'v~
W
~a t
-
y
o
oLL W a~
~ oo ~
^ ~¢ ~
t9 ~ V 0 7
J
ALLUVIUM (~al): Confinued.
1015
30 D 8/15/25 ~ 30.0 tt dense. 8.3 123 61
1010
35
1005
~
40 0'1 23 partial re `m' ;:;' SP-SM ~ 40.0 ft. Fine to Goarse Sand, ~an, slightly moist, moderately 1.4
dense; micaceous; trace o( silt.
1000
45
995
CONTINUED.
SAMP~.ETYp~s: PACIFIC SOILS ENGINEERWG, INC.
~ DRNE (RING) SAMPLE
~SPT (SPLIT SPOON) SAMPLE ~~ GROUIVDWATIIt ~
~ 77~ 5 Convoy Court, San Diego, CA 92111
(858) 560-1713 ~p~
~BULKSAMPI,E ~TUBESAMPLE ~~ PLATE A-8
•
I ~i
I~
~
~
•
i
r
~
GEOTECHNICAL BORING LOG s~r 3 OF 3
PROIECTNO. 400622 PROJECTNAME MurdyRanch
DATESTARTED 09/30/99 GROUNDELEV. 1044.0 BORINGDES3G. HS-8
DATEF[NISHED GWDEPTH(FT) LOGGEDBY PDT
DRILLER 2-fiDrillina DRIVEWT. ta0lbs
TYPEOFDRILLRIG HollowStemAuaer DROP 78'
W ~ ¢° 'c'~ ~O ~¢ N
~ m
LL w a a BLOW ~
~ GROUP
GEOTECHNICALDESCRIPTION F~- °m
w t-,Q
~ W y
o
o W a~ couNr SYMBOL oo ¢ ~+¢ ~
fq ~ ~U ~O ~
J
D 1 M15/26 ! SM ALW VIUM (Dal); Continued; Silty Fne to Medium Sand, 6rown, 242 99 92
very moist, moderately dense; micaceous.
TOTAL DEPTH 51.5 FT.
NO WATER
sso ~
SAMPLETrPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE
' ~ GROUNDWATER ~ 77~ 5 Convoy Court, San Diego, CA 92111 /[~
`
-
(SPLIT SPOOI~ SAMPLE
OSP7 \
(858) 560-1713
~
~ BULK SAMPLE ~ TIJBE SAMPLE PLATE A'S
•
I~
I~
~
~
t
n
U
~
•
~
GEOTECHNICAL BORING LOG sH~ , oF z
PRO]ECI' NO. 400622 PROIECT NAME Murdv Ranch
DATE STARTED 09/30/ss GROLiND ELEV. ~o4s.0 BORING DESIG. HS- s
DATE FTNISHF.D GW DEPI'H (FC) LOC7GED BY PDT
DRILLER 2-R Ddlling DRIVE WT. 7401bs
TYPEOFDRILLRIG HollowStemAuaer DROP ~g•
d
>
J
W r
~
O
~~
a~
~O
¢
oLL w
W a a
Q~ BLOW
couNr ~
~ GROUP
SYMBOL
GEOTECHNICALDESCRIPTION
NZ
~Z
Qo w F
~ W
N ~ N
j O F
~ ~ D^
SM ALLUVIUM (~al): Silly Fine Sand, brown, dry, moderately dense;
pinhole porosiry. '
~~45
D 6/7/9 ML Q 3.0 ft. Fine Sandy Silt, brown, slightly moist, firm; pinhole 8.6 106 33 co~a;P
porosiry. c-e
5
SM Q 5.0 ft. Sil~y Fne to Medium Sand, light brown, moist, moderately
dense; micaceous.
D 6/6/12 8.0 94 28
1040
~~ D 6/9/16 Q 10.0 ft. Silty Fine Sand, brown, moist, moderatety dense; pir.hole 11.4 96 47
porosiry; minor carbonates.
SP-SM ~ 71.0 k. Silty Fine to Medium Sand, tan, moist, moderately dense.
1035
15
1030
20
D 5/5/16 SM Q 20.0 fl. Silty Fine to Medium Sand, tan, moist to very moist, 12.8 102 53
moderately dense.
1025
CONTINUED.
S~P~~P~ PACIFIC SOILS ENGINEERING
INC
~ DRNE (RING) SAMPLE
~ SPT
SPLIT SPOOt
SAMPLE
1 GROUI~'DWATII2
~
~ ,
.
77~ 5 Convoy Court, San Diego, CA 92111
~~
(
~ (858) 560-1713
~ au,.ic saNmri.e ~ TusE snt~~ PLATE A-9
le
•
~
~
~
~
~
~
~
•
~
GEOTECHNICAL BORING LOG se~r z oF z
PROJECTNO. 400622 PR07ECTNAME MurdvRanch
DATESTARTED 09/30/99 GROUNDELEV. to4e.o BORINGDESIG. H5-s
DATE FIMSHED GW DEPTH (FT) LOGGED BY PDT
DRILLER 2-RDrillinq DRIVEV/T. t401bs
TYPEOFDR[LLRIG HollowStemAuaer DROP ~g•
~
w >
O
W^
j°
c
~
z
v
wLL W
W a a
Q BLOW
couNr ~
~ GROUP
SYMBOL
GEOTECHNICALDESCRIPTION
NZ a
Z ' O
Qo w F
F W
°" ~ ~ oo ~
~w ~ o ~
~, J ~U ^O 7
ALLUVIUM (Oal): Continued.
1020
~ 29.0 ft. Sily Fine Sand, brown, moist, medium dense;
miwceous.
30
D 8/12/19
17.0
113
94
1075
35
1010
40 D 4/7/13 Q 40.0 ft. very mois~, moderately dense. 23.4 107 94
TOTAL DEPTH 41.5 FT.
NO WATER
SAMPLE TYPES:
PACIFIC SOILS ENGINEERING
INC.
~ DRivE(tttNG) Sa~iPLE i GROUtvDwAT~1t ,
~ 7715 Convoy CouA, San Diego, CA 92111
l
O SPC (SPLIT SPOOI~ SAMPLE ~
(858)560-7713
~BULKSAMPLE or~ESn~LE PLATE A-9
i•
I*
~~
I~
••
ld
~
.
~
C ~
~
GEOTECHNICAL BORING LOG sxser , oF 2
PROJECTNO. 400622 PROIECCNAME MurdyRanch
DATESTARTED o9/so/ss GROUNDELEV. toso.o BORINGDESIG. Hs-1o
DATE F7NISIIED GW DEPTH (Ff) I..OCirED BY PDT
DRILLER 2-R Drillina DRIVE WT. 14016s
7'YPEOFDRiLLRIG HallowStemAuaer DROP 18'
W >
~ w~
¢O
'~'~
O
¢ w
~ m ~
W a W BLOW ~
~ GROUP
GEOTECHNICALDESCRIPTION F r
v, =y ~
r~
~ w y
~
wLL
~v Q~ couNr
~ SYMBOL o ¢W
~ ~,¢ W
~ F
fn ~V ~ ~
J
SM ALLUVIUM (~al): Silty Fne Sand, brown, dry, loose to
moderatey dense; micaceous.
D 4/7/11 ~S 2.0 ft. moist. 9.2 97 34
5 1055 D 6/7/9 r'a 5.0 ft. slightly moist to rtwist, loose. 6.8 90 21
p 7/13/17 ~a 9.O ft moderately dense; minor carbonates. 7.9 104 34
10 1050
15 1045 D 12/17/17 ML Q 15.0 ft. Fne Sandy Sill, brown, slightly moist, firm; micaceous. 6.2 104 27 co~:a;a
F9
20 1040
CONTINUED.
SAMP PES: PACIFIC SOILS ENGINEERING, WC.
~ DRIVE (RING) SAMPLE
S
E
' ~ GROUNDWATER ~ ~~~ 5 Convoy Court, San Diego, CA 9211 ~ '
560-1713 ~y
858
(SPLIT SPOOI~
AMPL
Q SPI )
(
~suLxsn~~.F oTUSES~mLE PLATE A-10
i•
~~
li
I~
e•
•
~
~
r~
V
C~
~
GEOTECHNICAL BORING LOG st-~er z oF z
PR07ECPN0. 400622 PROIECTNAME MurdvRanch
DATESTARTED os/so/ss GROIJNDELEV. 7060.0 BORINGDESIG. HS-10
DATEFINISHED GWDEPfH(FT) L.OG('EDBY PDT
DRILLER 2-R Drillina DRIVE WT. 1401bs
7'YPEOFDRILLRIG HolbwStemAuaer DROP 18'
W O Qp U~ Z
~ v
w
a a
BLOW
~
~
GROUP
GEOTECHNICA~ DESCRIPTION
~ v
°'_
W
~ O
¢a W f
oLL W Q~ couNr SYMBOL o o ¢ N Q F
w ~ ~ti oo ~
J
D 7/7/7 SM ALLUVIl1M (~al): Continued; Silty Fine to Medium Sand, brown, 9.5 108 46
moist, moderalety dense; micaceous.
30 7030
35 1025 D 12/12/19 ~ 35.0 ft. very mast. 75.0 10B 71
40 1020
45 1015 D 14/22/33 ~ 45.0 ft. moist to very moist. 9.7 107 45
TOTAL DEPTH 46.5 FT.
NO WATER
SAMPLETYPFS: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE
' 1 GROUNDWATFR ~ 77~ 5 Convoy Court, San Diego, CA 92111 ^
~
(SPLIT SPOOI~ SAMPI_E
~ SPI (858) 580-1713 `
~ecnacsnMr~ ~TUBSSnn~~ PLATE A-10
•
I~
~~
I~
~•
I~
I~
~~
I~
•
~
GEOTECHNICAL BORING LOG s~r 7 OF 3
PROJECTNO. 400622 PROJECCNAME MurdvRanch
DATE STARTED 09/30/99 GROUND ELEV. 1069.0 BORING DESIG. HS-11
DATE F7NISHED GW DEPI'H (FC) LIX3GED BY PDT
DWLLER 2-R Drillina DRIVE WT. 1401bs.
1'PPEOFDRILLRIG HolbwStemAuaer DROP 18'
W >
O
¢o
U~
Z
W
~ m
W
a a
BLOW
~
GROUP
GEOTECHNICALDESCRIPTION
y z
> z
¢° H
Oli W a~ couNT = svMaoL oo ¢W ¢ o~
vl H ~ C7 p O 7
J
SM ALLUVIUM (Oal): Sily Fne to Medium Sand, brown, dry, loose;
miraceous.
1065
5 D 5/4/6 ~ 5.0 fl. slightly moist. 8.6 95 30
1060
~~ D 5/70/72 B 10.0 ft. modera~ey dense W medium dense; trace oF coarse 6.6 109 33
sand.
1055
15
1050
20 D 4/5/B @ 20.0 ft, very moist, loose. 13.6 98 51
1045
CONTINUED.
SAMPLETYPES: .!~~ PACIFIC SOILS ENGINEERING, INC.
~ DRNE (RING) SAMPLE i GROUNDWATER ~ 77~ 5 Convoy Court, San Diego, CA 92111 ~i~
0 SPT' (SPLIT SPOON) SAMPLE (858) 560-1713
~ suuc sn~.E ~ TusE snn~~ P LAT E A-11
•
~
~
~
~•
~
~
`
~
•
~
GEOTECHNICAL BORING LOG s~er 2 OF 3
PROJECTNO. 400622 PR07ECTNAME MurdvRanch
DATESTARTED 09/30/99 GROUNDELEV. 7069.0 BORINGDESIG. HS-11
DATEFIN[SHED GWDEPTH(Ff) LOCiGEDBY PDT
DRILLER 2-R Drillirm DRNE WT. 14016s.
TYPEOFDRILLRIG HollowStemAuaer DROP 78'
w O ¢e
a~
o
w
~ m
LL W a a BLOW ~ GROUP
GEOTECHNICAL DESCRIPTION ~"
y Z
W '
~ ~
F W
w
°' W Q~ couNT ~ SVMBOL ~ ¢ o ~
~n ~ pO
~ oo ~
J
ALLUVIUM(Dal): Continued; Silty Fine to Coarse Sand, brown,
mdst, loase lo moderetely dense.
1040
30 D 70/15/22 SP ~ 30.0 fl. Fine to Coarse Sand, fan, dry to slightly mdst, moderately o.e 111 4
dense to medium dense.
1035
35
1030
40 D 12/18/22 ~ 40.0 ft. modera~ely dense. 1.8 102 7
1025
45
7020
CONTINUED.
SAMP~TYP~ PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE
~SPf (SPLIT SPOOI~ SAMPLE Z GROUNDWATER ~ ~~~ 5 Comoy Court, San Diego, CA 92111
(858) 560-1713 /
~S
~ svLx sa~~ ~ Tusa sn~~ PLATE A-11
•
I~
~
u
~
~
r~
~
~
•
^
GEOTECHNICAL BORING LOG sxEEr 3 OF 3
PROJEGT NO. 400622 PR07ECT NAME Murdv Ranch
DATE STARTEiJ 09/30/99 GROUND ELEV. 1069.0 BORING DESIG. HS-i t
DATEFINISI~IED GWDEPfH(FI') LOGGEDBY PDT
DWLLER 2-R Drillina DRNE WT. 74o ibs
7'YPEOFDRILLRIG HollowStemAuaer DROP 18"
~ m
W
a a Y
~ w ...
j°
a~
' O
w~
w~i W Q~ BLOW
couNT a GROUP
svMBO~ GEOTECHNICALDESCRIPTION a,z rz ¢~ ~ w
~~ f9 f ~V
~ ~O N
j OF
J
D 12/15/30 : SP-SM pLLUVIUM (Qal): Contlnued; Silly Fne to Medium Sand, tan, 9.4 103 40
moist, moderately dense to medium dense; micaceous; [race ot
coarse sand.
TOTAL DEPTH 57.5 FT.
NO WATER
1015
s.sNiPLE1'rPES: pACIFIC SOILS ENGINEERING, INC.
~ DRIVE (12ING) SAMPLE ~ GROUNDWATER ~
~ 7775 Convoy Court, San Diego, CA 92111 ~1/
~SPf (SPLIT SPOOM SAMPLE (858) 560-1713 1~?
~BULKSAMP[,E oTOSESn~~ PLATE A-11
i~
~~
~~
~~
II ~•
n
u
~
~
~
~
GEOTECHNICAL BORING LOG s~r , oF z
PROIECI'NO. -400622 PRO]ECCNAME MurdvRanch
DATE STARTED o9/30/ss GROIJND ELEV. to59.0 BORING DESIG. HS-12
DATEFiNISHED GW DEPTH (FT) 1.OC+rED BY PDT
DRILLER 2-R Dnllino DRIVE WT. 14o Ibs
71'PEOFDRILLRIG HollowStemAuaer DROP 18'
> w_
'c'~
O
¢ al
~ m J ~ a BLOw p GROUP GEOTECHNICAL DESCRIPTION ~ z iz ~
a° ~ w
wLL
v W Q~ COUNT SYMBOL ~
DO
7 Q F
~ fA ~ ~V
J
SM ALLl1V1UM (~al): Silty Fne to Medium Sand, brown, dry, loose;
micaceous.
D M'8/14 ~ 3.0 fl. slightly moist, moderately dense. 4.5 107 21
1055
5
I
D 5/7/10 42 105 19
1050
~~ p 5/9/72 ~ 70.0 ft. moist. 8.3 706 38
1045
15
1040
Z~ D 5/6/9 ~ 20.0 ft. slightly mois~; trace of coarse sand. 6.5 111 34
1035
CONTINUED.
SnMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RTI~`G) SAMPLE 3 GROUNDWATQ2 ~ ~~~5 Convoy Court, San Diego, CA 92111 ~-`
~ SPf (SPLIT SPOOI~ SAMPLE (858) 560-1713
~»ui.xsn~ ~TUSESnNm~ PLATE A-12
•
~~
~~
~~
I~
~~
~~
I •
•
I~
GEOTECHNICAL BORING LOG sH~r z oF z
PRO]EGT NO. 400622 PROJEGT NAME Murdy Ranch
DATE STARTED 09/30/99 GROUND ELEV. 1059.0 BORING DESIG. HS-12
DATEFINISI-IED GWDEPTH(FT) L0C3GEDBY PDT
DgILLER 2-R Drillina DRIVE WT. 7401bs
7'YPEOFDRILLRIG HollowStemAuaer DROP 18'
W y
6 w ,
¢~ >
uF-
O
¢ tn
~ m
w w a a BLOW ~ GROUP
GEOTECHNICAL DESCRIPTION ~ f- am ~
F~
~ = y
LL
v W Q~ couNT ~ SYMBOL o o ¢ W ~¢ o F
~ N H ~U ~~ 7
J
ALLUVIUM (~al): Continued; Sily Fine to Medium Sand, brown,
slightly moist, moderately dense; Vace of coarse sand; micaceous.
1030
30 p g~~~13 ~ 30.0 fl. mois~. 10.7 105 48
1025
35
1020
40 D 10/17/35 ~ 40.0 ft. very moist, medium dense. 12.0 113 65
TOTAL DEPTH 41.5 FT.
NO WATER
SAMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE ~ GROUNDWATER ~ 77~ 5 Convoy Courl, San Diego, CA 92111 q
1713 1~
5
~ SPT (SPLIT SPOOI~ SAMPLE (858)
60-
~ BULK SAMPLE ~ TUBE SAMPLE P LATE A-12
• GEOTECHNICAL BORING LOG s~sr , oF z
~
~
I~
I~
~~
~~
~~
~
I~
PROJEGTNO. 400622 PRQIECI'NAME MurdvRanch
HS-13
BORING DESIG
DATE STARTED os/30/ss GROUND ELEV. 107s.0 .
('ED BY PDT
L(X'
DATE FINISHED GW DEPTH (FT) i
DWLLER 2-R Drillina DRIVE WT. 140 ~~
~
1'YPEOFDRILYRIG HollowStemAuaer DROP 18
(}7 ¢o° u~ O ~ N
~~
W
~a a
BI.oW
~
GROUP
GEOTECHNICAL DESCRIPTION 7 -
~ z a-
} z ~
¢° W F-
~ w
w
~ i j N~ COUNT = SYMBOL ~ U o o ~ p~
o
J
SP ALLUVIUM (Oal): Fine to Medium Sand, brown, dry, loose.
1070
5 D 5/6/11 SP-SM ra 5.0 tt. Silty Fine to Medium Sand, brown, slightly moist, 2.0 101 8
moderately dense; micaceous.
1065
~~ D 5/6/10 SM C~1 10.0 ft Silty Fine to Medium Sand, brown, moist, moderately 9.0 103 38
dense; micaceous.
1060
75
1055
20 D 5/6/9 SP-SM ~ 20.0 fl. Silty Fine to Medium Sand, hrown, slightly moist, 6.0 103 26
moderatety dense; micaceous.
1050
CONTINUED.
snMPLE1'YPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE Z GROUNDWATER ~ 7715 Convoy Court, San Diego, CA 92111 ~^
560
1713 ~~~
~ SPI' (SPLIT SPOOI~ SAMPLE -
(858)
~stn.xsnt~~.e ~~rueasnn~e~ PLATE A-13
i•
,~
~
~
~
~
~
~
•
GEOTECHNICAL BORING LOG sr~e~r z oF z
PROJECT NO. 400622 PROJEGT NAME Murdv Ranch
DATE STARTED 09/30/99 GROUND ELEV. 1073.0 BORING DESIG. HS-13
DATE FINISHED GW DEPTH (FC) LOGGED BY PDT
DRILLER 2-R Dnllina DRIVE WT. 1401bs
7'YPEOFDRILLRIG HollowStemAUaer DROP 7g•
~ m
W
J
a >
O
~
¢O
~"'
U
~
Z
' O
~
~
wLL a BLOW ~ GROUP GEOTECHNICALDESCRIPTION ~
Z a
Z a~ w
x"
` W Q~ couNT SYMBOL v
i Y N
~ N ~ ~~ O~ ~ OF
ALLUVIl1M (Qal): Continued; Silly Fine to Medium Sand, brown,
slightly moist, loose to moderately dense; micaceous.
1045
30
D 10/10/14 ~: SM Q 30.0 ft. Sillty Fine to Medium Sand, brown, very moist, 12.6 110 63
moderately dense to medium dense; micaceous.
TOTAL DEPTH 31.5 FT.
NO WATER
SAMPLETYPES: PACIFIC SOILS ENGINEERING
INC.
~ DRIVE (RING) SAMPLE ~ GROLJNDWATER ~ ,
7715 Convoy Court, San Diego
CA 92111
~ SP1' (SPLIT SPO07~ SAMPLE ~ ,
(858) 560-1713 ~~
~BULxsan~~ ~TUBas.~,PLE PLATE A-13
•
~ J
~
~
il ••
~
~
~
~
.
~
GEOTECHNICAL BORING LOG sHSer , oF z
PROJECTNO. 400622 PROJEGTNAIvIE MurdvRanch
DATESTARTED 10/07/99 GROUNDELEV. 105s.o RORINGDESIG. HS-14
DATE FINISHED GW DEPI'H (FI') LOGGED BY PDT
DWLLER 2-R Drillina DRNE WT. 1401bs.
7'YPEOFDRILLRIG HollowStemAuaer DROP 18'
w (T7 ¢ o c
u~ z
~ m
w
w
a a
BLOW
~
GROUP
GEOTECHNICALDESCRIPTION
F F.
yz
°'m
~~~
° W F
y
~
LL
°" W QZ couNT = SVMBOL
p ¢W ~ w
o ~
~n ~ O
~ o^ ~
J
SM-ML ALLUVIUM (~al): Fne Sandy Sil~, ligh~ bravn, dry, soft; trece of
medium to coarse sand.
B COem
1055
5 S 4/6/7 ~ 5.0 fl. slightly mois~.
1050
~~ S 3/4/5 @ 10.0 ft. brown, micaceous.
1045
15 5 2/3/5 CL ~ 75A ft. Fine Sandy Clay, brown, moist, soft
1040
20 S 3/3/4
B
1035
CONTINUED.
snMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE ~ GROUNDWATER ~ 7715 Convoy Court, San Diego, CA 92111 g~
~SPT (SPLIT SPOOI~ SAMPLE (B58) 560-1713
~ Bu~.K s~~ ~ TUBE SAMPLE PLATE A-14
I•
~
~
~
.
~
~
~
~
~
GEOTECHNICAL BORING LOG sx~r z oF 2
PRO]ECE NO. 400622 PROIECE NAIvfE Murdv Ranch
DATESTARTED 10/Ot/99 GROIJNDELEV. 1059.0 BORINGDESIG. HS-14
DATEFINISIIED GWDEPfH(FT) LOGGEDBY PDT
DWLLER 2-R Drillina DRIVE WT. 14~ ~bs
7'YPEOFDRILLRIG Ho1lowStemAuaer DROP 18'
W ~ ¢O ~F ~ N
r m
LL w a a BLOW ~
~ GROUP
GEOTECHNICALDESCRIPTION F F- avi ~O
F~
~ W y
o W Q~ couNT SYMBOL oo ¢w ~~ o~
f4 ~ ~ (~ O ^ ~
J
S ~ 5/6/10 ML ALLUVIUM (~al): Continued; Fne to Medium Sandy Sil~, brown,
moist, soft to firm; micaceous; trace of coarse sand.
1030
30 S 5/10/13 SM Q 30.0 fl. Silty Fine to Medium Sand, brown, moist, medium dense;
miwceous; tract of coarse sand.
1025
35 5 5/7/71
SP-SM ~ 36.0 ft. Fne to Medium Sand, brown, moist, moderately dense;
trace of coarse sand~ trace of silt.
TOTAL DEPTH 36.5 FT.
NO WATER
i
snMPLETYPES: pACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE 1 GROIJNDWATIIt ~ ~~~ 5 Convoy Court, San Diego, CA 92111 , QZ,
T>
~ SPI' (SPLIT SPOON) SAMPLE (858) 560-1713
~BU,xsnn~ ~TUBESAMPLE PLATE A-14
i•
I~
',~
~
~•
~
~~
~
lJ
~ J
GEOTECHNICAL BORING LOG s~sr , oF 2
PROJECTNO. 400622 PR07ECCNAME MurdvRanch
DATESTARTED 70/Ot/99 GROl1NDELEV. 1os2.o BORINGDESIG. HS-15
DATEFINISI-IF.,D GWDEPI'H(FC) LOGGEDBY PDT
DRILLER 2-RDrillina DRIVEWT. taolbs.
TYPEOFDRILLRIG HollowStemAuaer DROP 18'
> w_
'~'~
O
¢ fn
~ m w a a BLOW ~ GROUP
GEOTECHNICAL DESCRIPTION y z > z ~
¢° ~ w
wLL
` W ~~ CoUNT = sYMeo~ ¢ W N¢
o r
° ~n ~ ~~ oo ~
J
SM ALLUVIUM (~al): Silly Fine to Medium Sand, bravn, slightly
moist, loose; micaceous.
7060 D 6/17/14 ~ 2.0 ft. moderetely dense; micaceous; visible pores. 3A ~ 106 t4
5
D 8/11/18 4.0 106 18
1055
10 D 5/7/9 ~ 10.0 ft. moist. 8.8 92 28
1050
15
7045
20 D 5/6/8 Cd 20.0 ft. Silly Fine Sand, brown, moderately dense, moist; 9.1 100 36
miraceous.
1040
CONTINUED.
SAMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE ~ GROUNDWATER ~ ~~~ 5 Convoy Court, San Diego, CA 92111 ~!3
0 SPT (SPL1T SPOOI~ SAMPLE (858) 560-1713 ~
~SULKSAMPLE ~TUBESAMPLE PLATE A-15
I~
I~
~
~
~
.
~
~
~
~
GEOTECHNICAL BORING LOG sxESr z oF z
PROJEGT NO. 400622 PROJECC NAME Murdy Ranch
DATESTARTED 10/01/99 GROiINDELEV. 1062.0 BORINGDESIG. HS-15
DATE FIIVISHED GW DEPI'H (FT) LOC3GED BY PDT
DRILLER 2-fl Drillirw DRIVE WT. 7401bs
TYPEOFDRILLRIG HolbwStemAuaer DROP ~8'
w >
O w,_
¢° >
"F
~O
¢ ~n
~ m
am ~~
w a W
a BLOW ~ GROUP
GEOTECHNICALDESCRIPTION F~-
yz ?v~
}z F-\
a° w N
~ w
o LL W ~~ COUNT = SYMBOL ~ O o Nj O~.
~
J
ALLUVIUM (~al): Continued; Silly Flne Sand, brown, moist,
moderatey dense; micaceous.
1035
30 D 5/6/11 ML ~ 30.0 ft. Fine Sandy Silt, brown, very rtwis~, firm; micaceous. 20.0 103 84
1030
35
1025 ~
40 D 6/11/14 CL Cd 40.0 ft. Fine Sandy Clay, brown, very mois~, firm; micaceous. 28.4 93 95
TOTAL DEPTH 41.5 Fi.
NO WATER
snMPLE'iYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE 1 GROLINDWATER ~ 77~ 5 Convoy Court, San Diego, CA 92111 ~d
858
580
1713 ~C'Sl
QSPT (SPLIT SPOOI~ SAMPLE )
-
(
~ein.xs,u~,r~ oTUBESAt~mLE PLATE A-15
•
~
~
~
~
•
~
~
~~
~
~
GEOTECHNICAL BORING LOG s~r , oF z
PROJECTNO. 400622 PR07ECCNAME MurdvRanch
DATESTARTED 10/01/99 GROIJNDELEV. 1074.0 BORINGDESIG. HS-16
DATEF7NISHED GWDEPTH(FT) 43.00 LOGGFTJBY PDT
DRILLER 2-RDrillina DRIVEWT. 1401bs
T'YPEOFDRILLRIG HollowStemAuaer DROP 18'
W >
~ w .-.
¢O
U~
Z
2(q
~ d ~ a a BLOW ~ OROUP
GEOTECHNICAL DESCRIPTION F7- F-
v
, °vi Fe = aj
wLL
v W Q~ couNr ~ sYMBO~ _
a ¢ W ¢ r w
O F
~ tn ~ ~U o~ ]
J
SP-SM ALLUVIUM (Qal): Fine to Medium Sand, brown, dry, loose;
micaceous; some silt
1070
5 D 5/8/15 CL Cd 5.0 R. Silty Clay, sligh8y moist, firtn; some fine to medium sand. 9.7 101 39 consa;v i
c-ia
SPSM ~ 6.0 ft. Fine lo Medium Sand, brown, moist, moderately dense;
micaceous; trace of silt.
1065
~~ D 5/8/72 SM ~a 10.0 ft. Silty Fne to Medium Sand, brown, moist, loose to 9.1 96 32
moderately dense; visible pores; trace of coarse sand.
1060
15 D 3/4/6 ML ~ 15.0 ft. Fine Sandy Silt, browq slightly moist, firm lo s[ifl; trace of 5.9 98 22 consoCv
medium sand. ~-~~
1055
20
1050
CONTINUED.
SAMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRNE (RING) SAMPLE ? GROUNDWATER ~ 7715 Convoy Court, San Diego, CA 92111 8'0~
~SP7' (SPLIT SPOOt~ SAMPLE (858) 560-1713
~e~s~~ oT~ES,~E PLATE A-16
•
~
~~
~~
~~
~
•
~~
~~
~
'i~
•
~
GEOTECHNICAL BORING LOG sxESr z oF 2
PRO]ECTNO. 400622 PROJECTNAME MurdyRanch
HS
7s
1o7a
0
GROLJNDELEV -
BORINGDESIG.
DATESTARTED 10/o1/9s .
. PDT
GWDEPI'H(Ff) 43.00 I.OC.~GEDBY
DATEFINISHED tao Ibs
E[t
DRILL 2-R Drillina DRIVE WT. ~
.
1'YPEOFDRILLffiG HollowStemAucer DROP 1e
~ ¢o uF O ~ t4
~ m w a a B~OW ~ GROUP GEOTECHNICAL DESCRIPTION ~ z ~
} z a°`° ~ w
w ~i W Q~ COUNT ~ SYMBOL p O o ~ j O ~-
p~- y gU
J
D 6/10/16 SP ALLUVIUM (Qal): Con[inued; Fine to Coarse Sand, orange 3.0 112 16
brown, medium denu, slightly moist; micaceous.
1045
30
1040
6
8 124 52
35 p 7/16/2B ~'.~.~`.0 ft. dense. . 6
f
1035
40
Q 43.0 ft. ~L.
1030
3
~~ ~ ~Z 94
45 D 9/16/16 ~ 45.0 ft. ~ygt, medium dense. .
TOTAL DEPTH 46.5 FT.
WATER Q 43 0 FT
SAMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRNE (RING) SAMPLE .L_ GROIiNDWATER ~ 7775 Convoy Court, San Diego, CA 92111 ~
~ SPI' (SPUT SPOOI~ SAMPLE (858) 580-1713
PLATE A-16
~ Binx s,~t~ ~ ruaE snt.~r~
i•
~~
~~
~
.•
L
~~
~
~
•
~
GEOTECHNICAL BORWG LOG s~sr , oF a
PROJECE NO. 400622 PROJECT NAME Murdv Ranch
DATESTARTED to/ot/ss GROUNDFS.EV. to7s.a BORINGDESIG. Hs-17
DATEFINISAED GW DEPTH (FT) so.oo LOGGED BY PDT
DWLLER 2-R Drillina DRIVE WT. 1401bs
TYPEOFDRILLRIG HollowStemAuaet DROP 18'
W O ¢o u~ ¢ vi
~ v
w
a a
BLOW
~
GROUP
GEOTECHNICALDESCRIPTION
y
W
> z ~O
'~
a~ F
w
o~ W a~ couNr ~ SYMBOL oo
z ¢ ¢ oF
tn ~ (~ O O ~
J
SM ALLUVIUM (Dal): Silty Fine lo Coarse Sand, brown, dry, loose;
micaceous.
1075
B ~ 3.0 ft. slightly molst. chem
5 S 2/2/2
7070
B
10 5 2/3/4
1065
15 S 2/2/5
1060
20 S 2/3/3 ML ~ 20.0 it. Rne Sandy Silt, brown, moist, soft; micaceous.
1055
CONTINUED.
SAMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE 1 GROUNDWATER ~ ~~~ 5 Convoy Court, San Diego, CA 92111
S~
0 SPI' (SPI1T SPOOM SAMPLE (858) 580-1713
~BU,acsnMr~ ~TUSESn~i.E PLATE A-17
'i~
~
I~
~
~
•
~
~
~
~
•
~
GEOTECHNICAL BORING LOG st~er 2 oF a
PRQiECTNO. 400622 PROJECTNAME MurdvRanch
DATESTARTED 10/01/99 GROLJNDEL,EV. 1076.0 BORINGDESIG. HS-77
DATEF7NISHED GW DEPTH (FT) 60.00 LOC'iCiED BY PDT
DRILLER 2-R Drillina DRNE WT. 14o Ibs
1'YPEOFDRIId.RIG HollowStemAUger DROP 18'
> w .-.
"~
O
¢ N
~~ J ~a e~ow O GROUP GEOTECHNICALDESCRIPTION aiz Yz ~
a°`° ~ w
oLL W ~ COUNT SYMBOI oo v~= o F
N F ~o
J
S 6/9/11 SP ALLUVIUM (Qal): Continued; Fne to Coarse Sand, light brown,
slightly moist, moderately dense to medium dense; micaceous.
1050
30 S ~q~ ML ~ 30.0 ft. Fne Sandy Silt, dark brown, moist, firm; micaceous.
1045
35 S ~y8 CL ~ 35.0 tt. Fine Sandy Clay, dark brown, moist, stiff; micaceous.
1040
40 5 11/71/14 ~ SP ~ 40.0 ft. Fine to Coarse Sand, light brown, moist, medium dense.
1035
45 S 4/6/8 Cd 45.0 k.tan, moderately dense.
1030
CONTINUED.
snMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RRVG) SAMPLE
' 1 GROUNDWATII2 ~ ~~~ 5 Convoy CouA, San Diego, CA 92111 Q@
o
(SPLIT SPOOl~ SAMPLE
~SYI (856) 560-1713 U
~sU,xs~LE ~TUBESAMPLE PLATE A-17
~•
II~
I~
I~
~
~
~
lJ
~
•
GEOTECHNICAL BORING LOG sx~r 3 OF 4
PROJECE NO. 400622 PROJECE NAME Murdv Ranch
DATESTARTED 10/01/99 GROLiNDELEV. 107s.0 • BORINGDESIG. HS-17
DATEFIMSHED GW DFPCH (F'C) so.oo LOGGED BY PDT
DRILLER 2-R Orilling DRIVE WT. 1ao tbs.
1'YPEOFDRILLRIG Ho1lowStemAuaer DROP 18^
W y
O
Qo Y
~F
Z
~m
oLL
w
W
aa
~
BLOW
couNr
~
=
GROUP
svMBOL
GEOTECHNICALDESCRIPTION
NZ
oo
}Z
W
'O
~a W f
o F
N ~
~V ^O ~
J
S 10/14/17 : SP ALW VIUM (Qal): Continued; Fne to Coarse Sand, light brown,
mdst, medium dense..
1025
55 S M6N0 CL ~ 55.0 fl. Fne to Medium Sandy Clay, brown, moist, s6fl;
micaceous.
1020
60 S 13/78/25 SP @ 60.0 ft. Fine to Coarse Sand, tan, ~ygt, dense; micaceous; trace
of silt.
1015
65 5 15/23/24 SM ~ 65A fl. Silty fine to coarse Sand, tan, ylgt, dense; micaceous.
1010
~~ 5 8/22/45 Q 70A ft. very dense.
1005
CONTINUED.
S~P~~P~` ..~ PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (WNG) SAMPLE .~ GROUNDWATII2 ~ ~~~ 5 Convoy Court, San Diego, CA 92111
~SPI' (SPUT SPOON) SAMPLE (858) 560-1713
'~
~ s~c snMP~ ~ TUBE SAMPLE PLATE A-17
i•
~
I~
I~
~
~
•
~
~
~
~
~
GEOTECHNICAL BORING LOG st~sr n oF a
PROIEGTNO. 400622 PROIECTNAME MurdvRanch
DATESTARTED 10/Ot/99 GROUNDES,EV. 1076.0 BORINGDESIG. HS-17
DATEFIMSHED GWDEPTH(FC) 60.OO LOGGEDBY PDT
DRILLER 2-RDrilling DRIVEWT. 1401bs
7'YPEOFDRILLRIG HollowStemAuaer DROP 78'
w ~ ¢o
O
~ d
a W a a BLOW ~ GROUP
GEOTECHNICAL DESCRIPTION F F
N a~ \
~
~ = N
v
w LL
v W Q~ COUNT = SYMBOL Z
p O ~ W ¢ O~
~ rn F- ~(J 0^ ~
J
S 4/i t/15 ML ALLUVIUM (~al): Continued; Fine M Medium Sandy Silt, bmwn,
~yg(, stiff; micaceous.
1000
TOTAL DEPTH 76.5 FT.
WATER Q 60.0 FT_
SnMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (RING) SAMPLE 1 GROLiNDWATIIt ~ ~~~ 5 Convoy Court, San Diego, CA 92111 aO
OSPf (SPLIT SPOOl~ SAMPLE (858) 560-1713
~BUUCS,~~ OTUBESAMPI.E PLATE A-17
•
s~
~~
~~
~ ,
J
I~
~~
~~
~
•
•
GEOTECHNICAL BORING LOG sxeer , oF z
PROJECT NO. 400622 PR07ECE NAME Murdy Ranch
DATESTARTED 10/01/99 GROUNDEL,EV. 1m3.o SORINGDESIG. HS-1s
DATEFINISHED GWDEPI'H(FI') LCX3('EDBY PDT
DRIU,ER 2-RDrillina DRIVEWT. t4olbs
TYPEOFDRIII
RIG HolbwS~emAucer DROP 18'
.
W >
6 W_
~o Y
`uF Z
¢ t~
~m J ~a BLOW o GROUP GEOTECHNICALDESCRIPTION ~Z >z a¢~ ~ w
wLL
V W a~ COUNT = SYMBOL p O ¢ W ¢ O~-
~ y H ~U 00 ~
J
SP ALLUVIUM (~al); Fine to Medium Sand, light brown, dry, loose;
micaceous.
1070 D 5/6/6 ~ 3.0 ft. slightly mdst. 2.9 107 14
S
D 3/3/6 SM ~ 7.0 ft. Silty Fine to Medium Sand, brown, moist, loose; 102 106 47
micaceous; trace of coarse sand.
1065
~~ D 5/6/10 ~ 10.o ft. slightly moist, medium dense. 7.0 116 42 consa;ai
c-t2
1060
15 D 5/6/6
4.0
108
19
1055
0
2 D 4/7/10 - - SM ~ 20.0 fl. Silty Fine Sand, brown, very moist, moderately dense; 14.0 107 65
= - micaceous; minor carbonates.
1050
CONTINUED.
SAMPLETYPES: PACIFIC SOILS ENGINEERING, INC.
~ DRIVE (f2ING) SAMPLE Z GROUNDWATER ~~~ 5 Convoy Court, San Diego, CA 92111
~SPT (SPI1T SPOOM SAMPLE ~ (858) 560-1713
,
~suu~s~mi.e ~TUSesn~~ PLATE A-18
e
!
~
~
~
~
•
~
~
~
~
~
~
GEOTECHNICAL BORING LOG stteEr z oF z
PROIEGTNO. 400622 PROIECCNAME MurdyRanch
DATESTARTED to/ot/99 GROiJNDELEV. 1o7s.0 BORINGDESIG. HS-7a
DATEFINISHED GWDEPTH(Ff) LOGGEDBY PDT
DRILLER 2-R Dnllina DRIVE WT. 140 Ibs
7'YPEOFDRILLRIG HolbwStemAuaer DROP ~e~
w (7 ¢° "~ O ¢ m
r m
am ~
~ a a BLOW ~
o GROUP
GEOTECHNICALDESCRIPTION F F
v,z 6N
>z ~
F-e = aj
~ W
w
LL W g
Q~ COUNT SYMBOL p O o ~ y~ O 1-
o m ~ gU ~
J
SM ALLUVIUM (~al): Conlinued; Silry Fine Sand, brown, very moist,
modera~ely dense; micaceous; minor carbonales.
1045
30 D 5/8/11 SPSM ~ 30.0 ft. Silty Fine to Medium Sand, brown, moist, moderately 9.9 108 48
dense; micaceous; Vace of coarse sand.
TOTAL DEPTH 31.5 Ff.
NO WATER
SAMPLETYPFS: PACIFIC SOILS ENGINEERING, WC.
~ DRIVE (ItING) SAMPLE ~ GROUNDWATER ~ 77~ 5 Convoy Court, San Diego, CA 92111 ~~/
~ SP1' (SPLIT SPOOI~ SAMPLE (858) 560-1713
~su,.xs.a~,_E ~TUBESAMPLE PLATE A-18
•
~
•
~•
~
~
~
~
~
~
GEOTECHNICAL BORING LOG sx~r , oF z
PROJECT NO. 400622 PROJECT NAME Murdv Ranch
DATESTARTED 10/01/99 GROUNDEI.EV. 1079.0 BORINGDESIG. HS-19
DATEFINISHED GWDEPTH(FT) LOGGEDBY PDT
DRILLER 2-R Drillino DRIVE WT. 7401bs
TYPEOFDRILLRIG HollowStemAucer DROP 78'
W O ¢~ u~ ¢ vJ
~ m W a a BLOW ~
a GROUP
GEOTECHNICALDESCRIPTION ~~ -°- ~O W~
ou W Q~ CouNT
~ SYMBOL oo ¢W
~ ¢ o~
y ~V ~ ~
J
SP ALLUVIl1M (~al): Fine [o Medium Sand, brown, dry, moderately
dense; micaceous.
SM Q 7.0 ft Silty Fine to Medium Sand, brown, dry, moderately dense;
micaceous; trace ot coarse sand.
1075
5 D 5/10/14 ~ 5.0 tt.slightly moist. 2.5 111 13 co~:a;P i
C43
~~70
~~ D 4/5/8 ~ 10.0 ft. moicF, minorvisible pores. 8.0 108 39
1065
t5 D 7!7!6 SP-SM (~ 15.0 ft. Fine to Medium Sand, tan, slightly moist, loose; 2.2 96 8
micaceous; some silL
7060
20 D 5/8/12 SM Cs~ 20.0 ft. Silty Fine Sand, dark brown, moist, medium dense; 10.4 117 64
miraceous; irace of inedium and coarse sand.
1055
CONTINUED.
SAMPLETYPES: PACIFIC SOILS ENGINEERING
INC.
~
~ DRIVE (RING) SAMPLE
1 GROUNDWATER
~ ,
~}
y,
7775 Convoy Court, San Diego, CA 92111 "\/
QSP1' (SPL1T SPOOI~ SAMPLE (858) 560-1713
~suixsnrnPLa OrusssnMeLS PLATE A-19
•
~
~
~
7•
~
~
~
~
~
~
GEOTECHNICAL BORING LOG s~er z oF z
PROJECI'NO. 400622 PRO]EGTNAME MurdvRanch
DATESTARTED 10/01/99 GROUNDELEV. 1079.0 BORINGDESIG. HS-19
DATEFINISHED GWDEPTH(FT) LOGGEDBY PDT
DRILIfER 2-R Drillino DRIVE WT. 1401bs
TYPEOFDRILLRIG HollowStemAucer DROP 18"
Y w.-. ~~ O
y
~ m
w ~ a w
~ BLOW ~ GFOUP
GEOTECHNICAL DESCRIPTION ~~ -°m ~
F~
° = y
LL
' W Q coUNT = sYMBOL o~ Q W ~n¢ o~
~ v~ r- ~ o 0 0 ~
J
D 6/8/75 CL ALLUVIUM (Qal): Continued; Flne Sandy Clay, brown, very 762 114 92
moist; stlff; micaceous.
TOTAL DEPTH 26.5 FT.
NO WATER
7050
SAMPLETYPES:
~ GROUNDWATER PACIFIC SOILS ENGINEERING, INC.
q4
~ DR[VE (RING) SAMPLE ~ 77~ 5 Convoy CouA, San Diego, CA 92111
0 SPT (SPUT SPOOl~ SAMPLE (858) 580-1713
~su~sA~~ ~TUBESAMPLE PLATE A-19
•
Estimation of Ground Water Table
from CPT Dissipation Tests
•
~
•
•
~
•
•
6round
Surface
Dcone I
HWate~
~~
D~~e - Depth of Cone
~water - Depth to Water Table
Hwater - Head of Water
Pore Pressure (u)
measured here
Gsspatlm af Pare Presare (u) in NC pey
U
~
Ue - eyuilibrium pom pressure
~
bITIB
Oissp~m o/ Pata Reamne (u) In SaM
u
~
Ue - equiGbnum pwe pressure
O 11RIB
OisdpaGm ol Pwe Pressue (u) h Dense Svb.
U I a~~e5X1eMHeaNryOCpry
Ue - equitlbrium pore pra~ure
Q
time
Water Table Calculation
~water = ~ cone - H water
where Hwater = Ue (depth units)
Useful Conversion Factors: 1 psi = 0.704m = 2.31 feet (water)
1 tsf = 0.958 bar = 13.9 psi
1 m = 3.28 feet
~
-
Gregg In Situ, Inc.
0 010
- Water T-~
~~
z
Q Q
~ e•
~ ~
W O
m
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W I I I I I I I I I
(~d) 41da0 ~6
• Plate A-20
w
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W I ti ti C~J CJ m m Q V l7]
I I I I I I I I I
(1d) 43da0 a~
~ Plate A-21
v~
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~ N N m3 ~ 0'~ N
U ~ N ~~ wN P 4V w~
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(l3) 41da0 1~
Plate A-22
•
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Plate A-34
~ EnGEN Corporation
~ GEOTECHNICAL BORING LOG
ProjeCt' Temecula Valley Unfied School Distriel, WoH Creek Elementary School
PfOjeCt NUmbef: T7717-EGS
~ Boring Number. &z Surface Elev.:
Date: 7-6-s9 ~ Logged By: C.M.
'
~.~ m
a
Description E
Sam le
pgP~
USCS
B~OW
Count
~~'.
Densily InSitu
Moistuie
Content
Maximum
Density Optimurt
Moisture
CoNen~
f G~ph~ ~
N
~ Q
I~
ALLUVIUM
ML
ML 6-6-7 94.6 4.9
I Sandy silt, yellowish brown
I
' (10 YR 5/4) slightly moist,
finn
I ~ .
5
ML
4-5-9
97.8
6.1
~ h b
i SP 7-8-12 108.5 4.0
.. rown
s
Sand, dark yellow
~ ~
~' (10 YR 4/4) moist, medium
, dense.
~ 10 YR ~~ SP 7-9-14 1092 4.0
•: Sand, yellowish brown (
• 5/4) moist, medwm dense
i ~ : medium to fine grained.
~~ Sandy silt brown (10 YR 4!3) ~ 5 ML 5-6-6 102.3 16.8
_ moist, firtn, porous.
~i ~
~ Sandy silt, brown (10 YR 4!3) Z~ ML 5-7-12 93.3 18.2
~ moist, firtn.
~ : Sand, light brownish gray (10 25 gp 7_9-'I1 94.6 3.2
~ •• YR 6!2),moist, medium dense,
: fine gramed.
~~ .~ Sandy silt, dark brown (10 YR 30 ML 7-11-15 103.0 16.2
3/3) moist, sUff.
p Total Depth at 31.5 feet
1 ~ No Groundwater
F~I
35
"~
~+ Notes:
~~
EnGEN Corporetion
PLATE A- 35~
~
Work Order 400622
~ September 20, 2001
Work Order 400622
Date Excavated 10/OS/99
Excavated by PDT
Equipment Case 590 Super L Extendahoe
N
TARi.F, i
LOG OF TEST PITS
•
Test
Pit No Depth (ft.) USCS Description
BH-1
; 0.0 -15A SM ALLUVIUM (Qal): SILTY SAND, fine-grained,
I ~ brown, dry, loose; micaceous.
@ 2.0 ft. becomes slightly moist.
@ 4.0 ft. becomes moderately dense.
ML @ 10.0 ft. becomes SANDY SILT, fine-grained,
moist, stiff, micaceous; minor carbonates.
,~ SM @ 13.0 ft. becomes SILTY SAND, fine-grained,
• brown, moist, dense; micaceous.
TOTAL DEPTH 15.0 FT.
NO WATER, NO CAVING
• ------- --------------------- ------------------------------------
BH-2 0.0 -15.0 SM ALLUVNM (Qal): SILTY SAND, fine- to me-
dium-grained, brown, dry, loose; micaceous.
SP @ 1.0 ft. becomes SAND, fine- to medium-grained,
tan, slightly moist, loose; micaceous.
~ SM @ 3.0 ft. becomes SILTY SAND, fine- to medium-
grained, brown, moist, moderately dense; mica-
ceous.
SP @ 12.0 ft. becomes SAND, fine- to medium-
grained, brown, moist, medium dense; trace of silt;
some coarse sand; micaceous.
•
TOTAL DEPTH 15.0 FT.
NO WATER, NO CAVING
~ ~'
•
~`1
~•
PACIFIC SOILS ENGINEERING, INC.
n
~
Work Order 400622
September Z0, 2001
TABLE I cont.
~
v~
•
V
I•
I~
~
LOG OF TEST PITS
Test
Pit No Depth (fr ) USCS Description
BH-3 0.0 - 15.0 SM
SP
SM
SP
SM
SP
ALLUVIUM (Qa]): SILTY SAND, fine-grained,
brown, dry, loose; micaceous.
@ 1.0 ft. becomes SAND, fine- to medium-grained,
tan, dry, loose; micaceous; some coarse sand; trace
of gravel.
@ 1.5 ft. SILTY SAND, fine-grained, brown,
slightly moist, moderately dense; micaceous.
@ 3.O ft. becomes medium dense; some medium
sand; trace of coarse sand.
@ 4A ft. SAND, fine- to medium-grained, tan,
slighUy moist, loose; micaceous.
@ 5.0 ft. SILTY SAND, fine-grained, brown,
slightly moist, medium dense; micaceous; some
medium sand; visible porosity (up to 1/8 inch).
@ 12.0 ft. becomes SAND, fine-grained, brown,
moist, medium dense; micaceous; pinhole porosity.
TOTAL DEPTH 15.0 FT.
NO WATER, NO CAVING
--------------------------------------------------------------
BH-4 OA - 16.0 SM ALLUVIUM (Qal): SILTY SAND, fine- to me-
dium-grained, brown, dry, loose; micaceous; root-
lets.
@ 1.0 ft. SILTY SAND, fine- to medium-grained,
brown, dry, moderately dense; trace of coarse sand;
micaceous; pinhole porosity; rootlets.
@ 3.0.ft. SILTY SAND, fine-grained, brown, mod-
erately dense; micaceous; pinhole porosity.
Continued on Next Page.
\l6
I•
PACiFIC SOILB ENGINEERING, ~NC.
!
Work Order 400622
September 20, 2001
TABLE I cont.
w
^
••
~
I•
I•
~
~•
LOG OF TEST PITS
Test
Pit No Depth (ft ) USCS Description _
BH-4 continued.
@ 9.0 ft. minor carbonates.
@ 12.0 ft. trace of inedium sand.
SP @ 15.0 ft. becomes SAND, fine-grained, brown,
slightly moist, moderately dense; trace of inedium
sand; trace of silt; pinhole porosity; micaceous.
TOTAL DEPTH 16.0 FT.
NO WATER, NO CAVING
BH-5 0.0 -] 5.0 SM ALLUVIUM (Qal): SILTY SAND, fine- to me-
dium-grained, brown, dry, loose; micaceous.
@ 1 A ft. becomes moderately dense; pinhole poros-
ity up to 1/8 inch diameter.
SP @ 2A ft. SAND, fine- to medium-grained, tan, dry,
loose; micaceous.
SM @ 3A ft. SILTY SAND, fine- to medium-grained,
brown, slightly moist, medium dense; micaceous;
up to 1/8 inch porosity; rootlets.
@ 7.0 ft. moderately dense; trace of coazse sand;
abundant pin}~ole porosity; minor 1/8 to '/< inch po-
rosity.
SP @ 9.0 ft. SAND, fine- to medium-grained, brown,
slightly moist, medium dense; micaceous; some
coarse sand; trace of silt.
@ 12.0 ft. SAND, fine- to medium-grained, brown,
moist, dense; micaceous; common coarse sand;
trace of silt; minor carbonates; minor rootlets.
TOTAL DEPTH 15.0 FT.
NO WATER, NO CAVING
~~~
PACIFIC 501L3 ENGINEERING, ING.
~i~
~
Work Order 400622
September 2Q 2001
TABLE I cont.
~
~
•
~•
~
LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
BH-6 0.0 - 15.0 SM ALLUVIUM (Qa]): SILTY SAND, fine- to me-
dium-grained, brown, dry, moderately dense; mica-
ceous; pinhole porosity.
SP @ 1.5 ft. SAND, fine- to medium-grained, light
brown, dry, loose; micaceous.
SM @ 2.5 ft. SILTY SAND, fine- to medium-grained,
brown, slightly moist, moderately dense; mica-
ceous; up to 1/8 inch porosity.
SP @ 6.O ft. SAND, fine- to medium-grained, brown,
slightly moist, moderately dense; micaceous;trace
of silt trace of coazse sand; pinhole porosity; root-
lets; minor carbonates.
SP @ 11 A ft. SAND, fine- to medium-grained, brown,
slightly moist, moderately dense; some coarse sand;
micaceous; pinhole porosity; rare cobbles at 14.0 ft.
TOTAL DEPTH 15.0 FT.
NO WATER, NO CAVING
~
•
BH-7 0.0 - 15.0
SM ALLUVIUM (Qal): SILTY SAND, fine- to me-
dium-grained, brown, dry, moderately dense; mica-
ceous; pinhole porosity.
SP @ I.5 ft. SAND, fine- to medium-grained, light
brown, dry, loose; micaceous.
SM @ 2.0 ft. SILTY SAND, fine- to medium-grained,
brown, slightly moist, moderately dense; mica-
ceous; up to 1/8 inch porosity; minor carbonates.
Continued on Next Page.
•
n
U
~~
PACIFIC SOILS ENGINEERINO, tNC.
•
Work Order 400622
September 20, 2001
TABLE I cont.
LOG OF TEST PITS
•
•
~.
•
Test
Pit No. Depth (ft.) USCS Description
BH-7 continued.
SP @ 7.0 ft. SAND, fine- to medium-grained, brown,
slightly moist, moderately dense; micaceous; trace
of silt; trace of coarse sand; pinhole porosity; root-
lets; minor carbonates.
@ 12A ft. SAND, fine- to medium-grained, brown,
slightly moist, dense; some coarse sand; micaceous;
pinhole porosity.
TOTAL DEPTH 15.0 FT.
NO WATER, NO CAVING
----------------------------------------------------------------
BH-8 0.0 - 10.0 SM ALLUVIUM (Qal): SILTY SAND, fine- to me-
dium-grained, brown, dry, moderately dense; mica-
ceous; rooted; trace of coarse sand.
@ 1.5 ft. becomes slightly moist, pinhole porosity;
rootlets.
@ 8.0 ft. becomes moist, dense; minor carbonates.
@] 0.0 ft. silt content increases.
•
•
TOTAL DEPTH 10.0 FT.
NO WATER, NO CAVING
-------------------------------------------------------------
BH-9 0.0 - 10.0 SM ALLUVIUM (Qal): SILTY SAND, fine- to me-
dium-grained, brown, dry, moderately dense; mica-
ceous; rooted; trace of coarse sand.
@ 1.5 ft. becomes slightly moist; pinhole porosity;
rootlets.
@ 8.0 fr. becomes moist, dense; minor carbonates.
@ 9.0 ft. silt content increases.
•
•
TOTAL DEPTH 10.0 FT.
NO WATER, NO CAVING
12~
PACIFIC SOIL3 ENGINEERING, INC.
~
Work Order 400622
September 20, 2001
TABLE I cont.
~
•
~
~•
•
~
•
•
n
U
LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
BH-10 0.0- 10.5 SM
SM-ML
SM
ALLUVIUM (Qal): SILTY SAND, fine- to me-
dium-grained, brown, dry, moderately dense; trace
of coarse sand; rooted; micaceous.
@ 1.0 ft. SILTY SAND, fine-grained, dazk brown,
slightly moist, medium dense; micaceous; pinhole
porosity; rootlets; minor carbonates.
@ 3.0 ft. SILTY SAND/SANDY SILT, fine-
grained, brown, moist, medium dense; micaceous;
pinhole porosity; rootlets; minor cazbonates.
@ S.O.ft. SILTY SAND, fine-grained, brown,
moist, medium dense; micaceous; pinhole porosity;
minor carbonates; rootlets.
@ 10.0 ft. becomes dark brown.
TOTAL DEPTH 10.5 FT.
NO WATER, NO CAVING
---------------------------------------------------------------
BH-11 0.0 -] 0.0 SM ALLUVIUM (Qal): SILTY SAND, fine-grained,
brown, dry, moderately dense; micaceous; rooted.
_ SP @ 2.0 ft. SAND, fine-grained, brown, slightly
moist, moderately dense; micaceous; pinhole poros-
rty.
SM @ 3.0 ft. SILTY SAND, fine-grained, brown,
moist, moderately dense; micaceous; some medium
sand; rootlets; minor cazbonates; up to 1/8 inch po-
rosity.
@ 6.0 becomes medium dense.
TOTAL DEPTH 10.0 FT.
NO WATER, NO CAVING
1~
PACIFIC SOILS ENGINEERING, INC.
!
Work Order 400622
September 20, 2001
TABLE I cont.
r
•
•
1.
•
•
•
•
•
LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
BH-12 0.0 - 10.0 SM ALLUVIUM (Qal): SILTY SAND, fine-grained,
brown, dry, loose; micaceous.
@ 1 A ft. becomes slightly moist, moderately dense.
@ 3.0 ft. becomes medium dense; minor carbon-
ates; trace of inedium sand; up to 1/8 inch porosity.
SP @ 6.0 ft. SAND, fine- to medium-grained, light
brown, moist, medium dense; micaceous; trace of
coazse sand; very minor pinhole porosity.
TOTAL DEPTH 10.0 FT.
NO WATER, NO CAVING
BH-13 0.0 - 18.0 SM ALLUVIUM (Qal): SILTY SAND, fine- to me-
dium-grained, light brown, dry, very dense (dirt
road); micaceous.
@ 1 A ft. becomes slightly moist, medium dense;
trace of coazse sand; micaceous.
@ 2A ft. SILTY SAND, fine-grained, brown,
slightly moist, medium dense; micaceous; rootlets;
pinhole porosity.
@ 7.O ft. minor carbonates.
@ 12A ft. SILTY SAND, fine-grained, brown,
slightiy moist, moderately dense; micaceous; trace
of inedium sand.
TOTAL DEPTH 18.0 FT.
NO WATER, NO CAVING
~~
PACIFIC SOILS ENGINEEWING, INC.
•
Work Order 400622
September 20, 2001
TABLE I _ cont.
•
!
•
r•
•
•
•
~
LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
BH-14 0.0 - 10.0 SM
SP
SM
ALLUVIUM (Qal): SILTY SAND, fine-grained,
brown, dry, moderately dense; micaceous; rooted.
@ 3.0 ft. becomes SAND, fine- to medium-grained,
light brown, slightly moist, loose; micaceous.
@ 3.5 ft. becomes SAND, fine- to coarse-grained,
tan, slightly moist, loose; micaceous.
@ 4.0 fr. SAND, fine- to medium-grained, slightly
moist, moderately dense; micaceous; pinhole poros-
ity.
@ 7.0 ft. SILTY SAND, fine- to medium-grained,
light brown, slightly moist, medium dense; mica-
ceous; minor carbonates; rootlets.
TOTAL DEPTH 10.0 FT.
NO WATER, NO CAVING
---------------------------------------------------------------
BH-15 0.0 - 10.5 SM ALLUVIUM (Qal): SILTY SAND, fine-grained,
brown, dry, moderately dense; micaceous; rooted.
@ 2.0 fr. SILTY SAND, fine-grained, brown, dry,
moderately dense; micaceous; up to 1/8 inch poros-
ity.
SP @ 4.0 ft. becomes SAND, fine- to coarse-grained,
tan, slightly moist, loose; micaceous.
SM @ 5.0 ft. becomes SILTY SAND, fine- to medium-
grained, light brown, slightly moist, medium dense;
micaceous; rootlets; pinhole porosity.
@ 8.0 ft. minor cazbonates.
TOTAL DEPTH 10.5 FT.
NO WATER, NO CAVING
~24
PACIFIC SOIL8 ENGINEERINO, INC.
n
u
Work Order 400622
! ~ September 20, 2001
TABLE I cont.
~, LOG OF TEST PITS
Test
~ Pit No. Depth (ft.) USCS Description
BH-16 0.0 - 9.0 SM ALLUVIUM (Qal): SILTY SAND, fine-grained,
brown, dry, moderately dense; micaceous; rooted.
@ 2.O ft. SILTY SAND, fine-grained, brown, dry,
~ moderately dense; micaceous; up to 1/8 inch poros-
ity.
SP @ 4.5 ft. SAND, fine- to medium-grained, tan,
slightly moist, moderately dense; micaceous; trace
of coazse sand.
SM @ 5.5 ft. SILTY SAND, fine- to medium-grained,
~ mottled brown and light brown, slightly moist, me-
dium dense; micaceous; pinhole porosity.
@ 7.0 ft. minor carbonates; rootlets.
TOTAL DEPTH 9.0 FT.
• NO WATER, NO CAVING
r~
~.
~
~
• KR/0008
i
~ 2~
PACIFIC 501L8 ENGINEERING, ING.
•
I•
I•
I~
APPENDIX
~~ C
~.
i
.
~~
PACIFIC SOILS ENOINEERING, INC.
•
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DIRECT SHEAR TESTS
UNDISTURBED
4,000
3,750
3,500
3,250
3,000
2,750
N
~ 2,500
N
~ 2,250
~
w
¢ 2,000
~
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1,250
1,000
750
500
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0
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000
NORMAL STRESS Ibs./fl 2
Fine Sandy Clay (Qal) COHESION 175 psf.
CL FRICTION ANGLE 34 degrees
baing
• Hs-i ~o.o DIRECT SHEAR TEST
\2°~
PACIFIC SOILS ENGINEERING, INC.
~ 7715 Convoy Court, S.D. CA 92111
(858)560-1713
W.0.400622 PLATE B-1
DIRECT SHEAR TESTS
UNDISTURBED
4,000
3,750
3,500
3,250
3,000
2,750
N
~ 2,$0~
~ 2,250
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~ 2,000
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0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000
NORMAL STRESS IbsJft 2
Fine Sandy Silt (Qal) COHESION 50 psf.
SM-ML FRICTION ANGLE 31 degrees
• Hs-a s.o DIRECT SHEAR TEST
~~
PACIFIC SOILS ENGINEERING, INC.
~ 7715 Convoy Court, S.D. CA 92171
(856) 580-1713
W.0.400622 PLATE B-2
DIRECT SHEAR TESTS
UNDISTURBED
4,000
3,750
3,500
3,250
3,000
2,750
N
~ 2,500
~ 2,250
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~ 2,000
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750
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0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000
NORMAL STRESS Ibs./ft 2
Fine Sandy Silt (Qal) COHESION 25 psf.
ML FRICTION ANGLE 32 degrees
boring ~ depth (ft.)
• Hs-s a.o DIRECT SHEAR TEST
\3~
PACIFIC SOILS ENGINEERING, INC.
~ 7715 Convoy Coud, S.D. CA 92111
(858) 560-1713
W.0.400622 PLATE B-3
DIRECT SHEAR TESTS
REMOLDED Co? 90%
4,000
750
3
,
3
500
,
250
3
,
000
3
,
750
2
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N
500
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500
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500 1,000 1,500 2,000 2,500 3,000 3,500 4,000
NORMAL STRESS Ibs./ft 2
Fine Sandy Silt (Qal) COHESION 75 psf.
SM-ML FRICTION ANGLE 34 degrees
symbol boring depih (fl.) symbol boring depih (ft.)
• Hs-~a z.o DIRECT SHEAR TEST
~32
PACIFIC SOILS ENG~NEERING, INC.
~ 7715 Convoy Court, S.D. CA 92711
(856) 560-1713
W.0.400622 PLATE B-4
DIRECT SHEAR TESTS
REMOLDED C~ 90%
a,ooo
750
3
,
3
500
,
3
250
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000
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2
750
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500 1,000 1,500 2,000 2,500 3,000 3,500 4,000
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Silty Fine to Coarse Sand (Qal) COHESION 100 psf.
SM FRICTION ANGLE 33 degrees
symhol bonng depth (fl.) symbol boring depih (tt.)
• rrs-n s.o DIRECT SHEAR TEST
t33
~ PACIFIC SOILS ENGINEERING, INC.
7715 Convoy Court, S.D. CA 92111
(858)580-1713
W.0.400622 PLATE B-5
DIRECT SHEAR TESTS
UNDISTURBED
4,000
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SM FRICTION ANGLE 33 degrees
• Hs-ie ~.o DIRECT SHEAR TEST
~~
PACIFIC SOILS ENGINEERING, INC.
~ 7715 Convoy Couh, S.D. CA 92711
(858) 560-1713
W.0.400622 PLATE B-6
DIRECT SHEAR TESTS
REMOLDED C~ 90%
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Silty Sand (Qal) COHESION 520 psf.
SM FRICTION ANGLE 30 degrees
symbd boring deptti (ft) symbol boring depih (ft.)
• sH-ia ~.o DIRECT SHEAR TEST
~~
PACIFIC SOILS ENGINEERING, INC.
~ 7715 Convoy Court, S.D. CA92111
(858) 560-1713
W.0.400622 PLATE B-7
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HS- 3 7.0 992 4.1 37.0 SM Silty Fine to Med. Sand (Qal)
~~
REMARKS: INUNDATED @ 0.54 TSF
PACIFIC SOI~S ENGINEERING, INC.
~ 7715 Convoy Court, San Diego, CA 921 7 7
CO NSOLIDAT ION CURVE iase)sso-i~ts
W.O. 400622 PLATE C-3
COMPRESSIVE STRESS IN TSF
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~ 7715 Convoy Court, San Diego, CA 92111
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7715 Convoy Court, San Diego, CA 92111
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HS-19 5.0 111.0 2.5 37.0 SM Silly Fne to Med. Sand (~al)
REMARKS: INUNDATED ~ 0.54 TSF I~
PACIFIC SOILS ENGINEERING, INC.
~ 7715 Convoy Court, San Diego, CA 92111
CONSOLIDATION CURVE (ase~ eso-n~s
W.O. 400622 PLATE C-13
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APPENDIX
D
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r
PACIFIC SOIL3 EN6INEERING, INC.
~~
•
Work Order 400622
' ~ September 20, 2001
HOMEOWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS
•
General
Homeowners purchasing property must assume a certain degree of responsibility for homeowner
improvements and for maintaining conditions around their home. Of primary importance are
maintaining drainage patterns and minimizing the soil moisture variation below all lot improve-
• ments. Such design, construction and homeowner maintenance provisions may include:
• Employing contractors for homeowner improvements who design and build in recogni-
tion of local building codes and specific site soils conditions.
• Estabiishing and maintaining positive drainage away from all foundations, walkways,
~ driveways, patios, and other hardscape improvements.
• Avoiding the construction of planters adjacent to structural improvements. Altematively,
planter sides/bottoms can be sealed with an impermeable membrane and drained away
from the improvements via subdrains into approved disposal areas.
• Sealing and maintaining construction/control joints within concrete slabs and walkways
~ to reduce the potential for moisture infiltration into the subgrade soils.
• • Utilizing landscaping schemes with vegetation that requires minimal watering. Watering
should be done in a uniform manner, as equally as possible on all sides of the foundation,
keeping the soil "moist" but not ailowing the soil to become saturated.
• Maintaining positive drainage away from structures and providing roof gutters on all
~ structures with downspouts that are designed to carry roof runoff directly into area drains
or discharged well away from the foundation areas.
• Avoiding the placement of trees closer to the proposed structures than a distance of one-
lialf tUe mature height of the tree.
• Observation of the soil conditions around the perimeter of the structure during extremely
~ hoUdry or unusually wet weather conditions so that modifications can be made in imga-
tion programs to maintain relatively uniform moisture conditions.
Sulfates
During mass grading operations for the project, the soils being used as compacted fill were tested
~ for the presence of soluble sulfates. The samples tested were found to have sulfate concentra-
tions which fell into the negligible range of sulfate exposure as dassified in accordance with Ta-
ble 19-A-4 of the 1997 UBC. The foundation system has been designed in consideration of that
condition.
•
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PACIFIC SOILS ENOINEEF7ING, INC.
•
Work Order 400622
~ September 2Q 2001
Homeowners should be cautioned against the import and use of certain inorganic fertilizers, soil
amendments, and/or other soils from offsite sources in the absence of specific information relat-
ing to their chemical composition. Some fertilizers have been known to leach sulfate compounds
into soils otherwise containing "negligible" sulfate concentrations and increase the sulfate con-
~ centrations to potentially detrimental levels. In some cases, concrete improvements constructed
in soils containing high levels of soluble sulfates may be affected by crystalline growth or min-
eral accumulation, which may, in the long term, result in deterioration and loss of strength.
Site Drainage
~ • The homeowners should be made aware of the potential problems that may develop when
drainage is altered through construction of retaining walls, swimming pools, paved
walkways, patios or other hardscape improvements. Ponded water, drainage over the
slope face, leaking imgation systems, overwatering or other conditions which could lead
to ground saturation must be avoided.
~~ • No water should be allowed to flow over the slopes. No alteration of pad gradients
should be allowed that would prevent pad and roof runoff from being directed to ap-
proved disposal areas.
• As part of site maintenance by the resident, all roof and pad drainage should be directed
away from slopes and around structures to approved disposal areas. All berms were con-
,~ structed and compacted as part of fine grading and should be maintained by the resident.
• Drainage patterns have been established at the time of the fine grading should be main-
tained throughout the life of the structure. No alterations to these drainage patterns
should be made unless designed by qualified professionals in compliance with local code
requirements and site specific soils conditions.
~ Slope Draina¢e
• Residents should be made awaze of the importance of maintaining and cleaning all inter-
ceptor ditches, drainage terraces, downdrains, and any other drainage devices, which
have been installed to promote slope stability.
• Subsurface drainage pipe outlets may protrude through slope surfaces and/or wall faces.
• These pipes, in conjunction with the graded features, are essential to slope and wall sta-
bility and must be protected in-place. They should not be altered or damaged in any way.
Planting and Irrigation of Slopes
• Seeding and planting of the slopes should be planned to achieve, as rapidly as possible, a
~ well estabiished and deep-rooted vegetal cover requiring minimal watering.
• It is the responsibility of the landscape architect to provide such plants initially and of the
residents to maintain such planting. Alteration of such a planting scheme is at the resi-
denYs risk.
• The resident is responsible for proper irrigation and for maintenance and repair of
~ properly installed irrigation systems. Leaks should be fixed immediately.
•
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\7~
PACIFIC SOILS ENOiNEERING, INC.
•
Work Order 400622
~ September 20, 2001
• Sprinklers should be adjusted to provide masimum uniform coverage with a minimum of
water usage and overlap. Overwatering with consequent wasteful runoff and serious
ground saturation must be avoided.
• If automatic sprinkler systems are installed, their use must be adjusted to account for sea-
~, ~ sonal and natural rainfall conditions.
Burrowing Animals
• Residents must undertake a program to eliminate burrowing animals. This must be an
ongoing program in order to promote slope stability.
•
Homeowner Improvement
Homeowner improvements (pools, spas, patio slabs, retaining walls, planters, etc.) should be de-
signed to account for the terrain of the project, as well as expansive soil conditions and chemicai
characteristics. Design considerations on any given lot may need to include provisions for dif-
r ferential bearing materiais, ascending/descending siope conditions, bedrock structure, perched
(irrigation) water, special geologic surcharge loading conditions, expansive soil stresses, and
long-term creep/settlement.
A(1 homeowner improvements should be designed and constructed by qualified professionals
~ utilizing appropriate design methodologies, which account for the on-site soils and geologic con-
• ditions. Each lot and proposed improvement should be evaluated on an individual basis.
Setback Zones
Fill slopes have been manufactured on site to maximum heights of approximately sixty (60) feet.
+ Manufactured slopes maybe subject to long-term settlement and creep that can manifest itself in
the form of both horizontal and vertical movement. These movements typically are produced as
a result of weathering, erosion, gravity forces, and other natural phenomenon. A setback adja-
cent to slopes is required by most building codes, ixicluding the Uniform Building Code. This
zone is intended to locate and support the residential structures away from these slopes and onto
soils that are not subject to the potential adverse effects of these natural phenomena.
•
The homeowner may wish to construct patios, walls, walkways, planters, swimming pools, spas,
etc. within this zone. Such facilities may be sensitive to settlement and creep and should not be
constructed within the setback zone unless properly engineered. It is suggested that plans for
such improvements be designed by a professional engineer who is familiar with hillside grading
~ ordinances and design and construction requirements associated with hillside conditions. In ad-
dition, we recommend that the designer and contractor familiarize themselves with the site spe-
cific geologic and geotechnical conditions on the specific lot.
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PACIFIC SOILS ENGINEERING, iNC.
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APPENDIX
E
PACIFIC SOILB ENGINEERING, ING.
~~3
1 •
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^
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PROBABILITY OF EXCEEDANCE
BOZ. ET AL.(1999)HOR HS COR
0 0
100
90
80
0
70
a
...
~ 60
~
~
~ 50
~
c°; 4 0
c
c~
~ 30
a~
U
w 2~
10
0
0.00 0.25 0.50 0.75 1.00 1.25 1.50
Acceleration (q)
~~~
PLATE D-1
•
~ ~
O T
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~ PLATE D-2
1100
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`~
PLATE D-3
EARTHQUAKE EPICENTER MAP
murdy
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.:
•
~
~.
.
~
•
•
APPENDIX
F
PACIFIC 5011.5 ENGINEERING, ING.
~g~
•
PACIFIC SOILS ENGINEERING, INC.
EARTHl'VORK SPECIFICATIONS
~ These specifications present generally accepted standards and minimum earthwork requirements
for the development of the projact. These specifications shall be the project guidelines for
earthwork except where specifically superceded in preliminary geology and soils reports, grading
~ plan review reports or by prevailing grading codes or ordinances of the controlling agency.
I. GENERAL
A. The contractor shall be responsible for the satisfactory completion of all earthwork
in accordance with the project plans and specifications.
B. The project Soil Engineer and Engineering Geologist or their representatives shall
provide testing services, and geotechnical consultation during the duration of the
project.
~• C, All ciearing, grubbing, stripping and site preparation for the project shall be
, accomplished by the Contractor to the satisfaction ofthe Soil Engineer.
D. It is the Contractor's responsibility to prepare the ground surface to receive the fills
to the satisfaction of the Soil Engineer and to place, spread, mix and compact the
~ fill in accordance with the job specifications and as required by the Soil Engineer.
The Contractor shall also remove all material considered by the Soil Engineer to be
unsuitable for use in the construction of compacted fill.
E. The Contractor shall have suitable and sufficient equipment in operation to handle
'~ the amount of fill being placed. When necessary, equipment will be shut down
temporarily in order to permit proper compaction of fills.
II. SITE PREPARATION
A. Excessive vegetation and all deleterious material shall be disposed of offsite as
~ required by the Soil Engineer. Existing fill, soil, alluvium or rock materials
determined by the Soil Engineer as being unsuitable for placement in compacted
fills sliall be removed and wasted from the site. Where applicable, the Contractor
may obtain the approval of the Soil Engineer and the controlling authorities for the
project to dispose of the above described materials, or a portion thereof, in
~ designated azeas onsite.
~ After removals as described above have been accomplished, earth materials
deemed unsuitable in their natural, in-place condition, shall be removed as ~'~~
recommended by the Soil Engineer/Engineering Geologist.
• PACIFIC SOILS ENGINEERING~ INC.
•
Earthwork Specifications
Page 2
a
B. After the removals as delineated in Item II, A above, the exposed surfaces shall be
disced or bladed by the Contractor to the satisfaction of the Soil Engineer. The
~ prepared ground surfaces shall then be brought to the specified moisture condition,
mixed as required, and compacted and tested as specified. In areas where it is
~ necessary to obtain the approval of the controlling agency, prior to placing fill, it
will be the contractor's responsibility to notify the proper authorities.
~ C, Any underground structures such as cesspools, cisterns, mining shafts, tunnels,
septic tanks, wells, pipelines or others not located prior to grading are to be
S removed or treated in a manner prescribed by the Soil Engineer and/or the
controlling agency for the project.
III. COMPACTED FiLLS
A, Any materials imported or excavated on the property may be utilized in the fill,
'• provided each material has been determined to be suitable by the Soil Engineer.
Deleterious material not disposed of during clearing or demolition shall be
, removed from the fill as directed by the Soil Engineer.
B. Rock or rock fragments less than eight inches in the largest dimension may be
•. utilized in the fill, provided they are not placed in concentrated pockets and the
distribution of the rocks is approved by the Soil Engineer.
C. Rocks greater than eight inches in the largest dimension shall be taken offsite, or
placed in accordance with the recommendations of the Soil Engineer in areas
r designated as suitable for rock disposal.
D. All fills, including onsite and import materials to be used for fill, shall be tested in
the laboratory by the Soil Engineer. Proposed import materials shall be approved
prior to importation.
E. The fil] materials shall be placed by the Contractor in ]ayers that when compacted
shall not exceed six inches. Each layer shall Ue spread evenly and shall be
thoroughly mixed during the spreading to obtain a near uniform moisture condition
and a uniform blend of materials.
•
All compaction shall be achieved at optimum moistUre content, or above, as
determined by the applicable laboratory standard. No upper limit on the moisture
content is necessary; however, the Contractor must achieve the necessary
compaction and will be alerted when the material is too wet and compaction
• cannot be attained.
~
~~
I~ PACIFIC SOILS ENGINEERING, INC.
•
Earthwork Specifications
Page 3
~a
F. Where the moisture content of the fill material is below the limit specified by the
Soil Engineer, water shall be added and the materials shall be blended until a
uniform moisture content, within specified limits, is achieved. Where the moisture
« content of the fill material is above the limits specified by the Soil Engineer, the fill
materials shall be aerated by discing, blading or other satisfactory methods until the
moisture content is within the limits specified.
G. Each fill layer shall be compacted to minimum project standards, in compliance
with the testing methods specified by the controlling governmental agency and in
~ accordance with recommendations of the Soil Engineer.
In the absence of specific recommendations by the Soil Engineer to the contrary,
the compaction standard shall be ASTM:D 1557-91.
~ H. Where a slope receiving fi(1 exceeds a ratio of five-horizontal to one-vertical, the
fill shall be keyed and benched through all unsuitable topsoil, colluvium, alluvium,
or creep material, into sound bedrock or firm material, in accordance with the
recommendations and approval of the Soil Engineer.
~• I. Side hill fills shall have a minimum key width of 15 feet into bedrock or firm
materials, unless otherwise specified in the soil report and approved by the Soil
Engineer in the field.
J. Drainage terraces and subdrainage devices shall be constructed in compliance with
~ the ordinances of the controlling governmental agency and/or with the
recommendations of the Soi) Engineer and Engineering Geologist.
K. The contractor shall be required to maintain the specified minimum relative
compaction out to the finish slope face of fill slopes, buttresses, and stabilization
~ fills as directed by the Soil Engineer and/or the governing agency for the project.
This may be achieved by either overbuilding the slope and cutting back to the
compacted core, or by direct compaction of the slope face with suitable
equipment, or by any other procedure which produces the designated result.
~ L. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep
material into rock or firm material; and the transition shall be stripped of all soil or
unsuitable materials prior to placing fill.
The cut portion should be made and evaluated by the Engineering Geologist prior
• to placement of fill above.
~ M. Pad areas in natural ground and cut sha(f be approved by the Soil Engineer.
Finished surfaces ofthese pads may require scarification and recompaction.
~~
PACIFIC SOILS ENGINEERING. INC.
,•
Earthwork Specifications
Page 4
~
IV. CUT SLOPES
' A. The Engineering Geologist shall inspect all cut slopes and shall be notified by the
Contractor when cut slopes aze started.
~ B. If, during the course of grading, unforeseen adverse or potentially adverse
geologic conditions are encountered, the Engineering Geologist and Soil Engineer
shall investigate, analyze and make recommendations to treat these problems.
~ C. Non-erodible interceptor swales shall be placed at the top of cut slopes that face
the same direction as the prevailing drainage.
D. Unless otherwise specified in soil and geological reports, no cut slopes shall be
excavated higher or steeper than that allowed by the ordinances of controlling
• governmental agencies.
E. Drainage terraces shall be constructed in compliance ~vith the ordinances of the
controlling governmental agencies, and/or in accordance with the
recommendations of the Soil Engineer or Engineering Geologist.
+• V. GRADING CONTROL
A. Fill placement shall be observed by the Soil Engineer and/or his representative
during the progress of grading.
Field density tests shall be made by the Soil Engineer or his representative to
S evaluate the compaction and moisture compliance of each layer of fill. Density
tests shall be performed at intervals not to exceed two feet of fill height. Where
sheepsfoot rollers are ased, the soil may be disturbed to a depth of severalinches.
Density determinations shall be taken in the compacted material below the
disturbed surface at a depth determined by the Soil Engineer or his representative.
~
B. Where tests indicate that the density of any layer of fill, or portion thereof, is
below the required relative compaction, or improper moisture is in evidence, the
particular layer or portion shall be reworked until the required density and/or
moisture content has been attained. No additional fill shall be placed over an area
• until the ]ast placed lift of fill has been tested and found to meet the density and
moisture requirements and that lift approved by the Soil Engineer.
C. Where the work is interrupted by heavy rains, fill operations shall not be resumed
until field observations and tests by the Soil Engineer indicate the moisture content
~ and density of the fill are within the limits previously specified.
~
~~o~
~
PACIFIC SOILS ENGINEERINCi~ INC.
I~
'I Earthwork Specifications
Page 5
~
~
D. During construction, the Contractor shall properly grade all surfaces to maintain
good drainage and prevent ponding of water. The Contractor shall take remedial
measures to control surface water and to prevent erosion of graded area until such
time as permanent drainage and erosion control measures have been installed.
E. Observation and testing by the Soil Engineer shall be conducted during the filling
and compacting operations in order that he will be able to state in his opinion all
cut and filled areas are graded in accordance with the approved specifications.
~ F. After completion of grading and after the Soil Engineer and Engineering Geologist
have finished their observations of the work, final reports shall be submitted. No
further excavation or filling shall be undertaken without prior notification of the
Soil Engineer and/or Engineering Geologist.
• IV. SLOPE PROTECTION
All finished cut and fill slopes shall be planted and/or protected from erosion in accordance
with the project specifications and/or as recommended by a landscape architect.
~•
~
~
~
•
~
•
'~2
PACIFIC SOIL3 ENGINEERING. INC.
i~
CANYOlY SUBDRAlN DETA/ L
T YPE A
~` PROpOSFD CO++PaC7E0 FILL
~~ /
~ ~
~\\ ~Ni7UR4L GROVND i~
i~
~ ~ i
y~ ~ ~~ COLLUWUM ~ND dLLUVIUN /REMO/EJ i~~
i~
~, ``~ ~ ! ~ ~ 1~~
. ~
- ~- __' i •
• ``~~ ---- ~'' '~
-~BEDROCK
7Yp/C~L BENCNING
! I I \ '/ ~SEC DE7.a/L •L7ER/vdTE °~"(~LA7£ G-2)
NO7E~ FlNAL 20~ OF PIP£ AT OUTL £7 SHdLL BE NON-PERFORATED
~
TYPE B
i~
\` PROPOSED COMPICIEO fILL ~
~ \ ~
/
`~~ ~NATURAL GROUNO ~ ~
\ ~
~ ~
~ ~ i iT
\` `\` COLLUVIUM AMDaLLU~~UM (RFMD/E) ~~ /~~
~ / /
~ `
~ /' ~ /~~
`~~ /~' ~
~'~ ~~~~' ~~/ ~\
~ ` ``BEDROCK
~ T YPICI L B£HCHING ~ ~~•~ : ~ \
~ Q:~~
'~ C~ S£E DE7I11 /LTERNdTE ~B"(PLAT£ G-2 J
NOT£:F/NdL 20~OFPlPf AT OUTLET SHALL 8f NON-PfRFORATED
~
PLATE G-!
PACIFIC SO1LS ENGlN.EERING, /NC. ~ ~103
W. D. DATE
•
CANYON SUBORAIN ALTERNATE DETAILS
ALTERNAT£ 1
PIPE AND F/LTER MATERIAL
. 61HYIN. lIITLRM.e7ERliL~M/N.WL.Of9fT.~/UN.l7. \
6 ~N. P~BS OR PV[ i!P[ OR RPPkOVEO IZ ~H.M/N. l •; ~'
SUB5717UT[ Wl7M Y/N. B P[Rf.,l/1 /N.Q 6 IN.MIN
~ ~~ ~~~ ~ 6~N. pf R C INCAL FOOl /N 60T 10M MIL f Q~ 6 1K MIN. ~.
M/N. PlPE.
/4 -~ AS7M 07731, SDR ~S Op aSTM 0303a, SDR JS OR B-~
/57~w D~577, SCND.aO AST~ D17B5, SCr+D.~O
fOR CON7/NUOUS RUN IN fXCf55 OF500 F££T USf 8lN.0 P/P£
•
ALTERNATE 2
FlL7ER MATERIAL WRAPPED IN FABRlC
6~N y~~~ I/N. MdX. GRdVfL WRAPPfD /N F/LTER FdBRIC 6 IN.Y/N.
OV£RLAP~ / OV£RLAP
• ~ii ~~' ~ .
l/N M~X.GRaVEL ORAPPROVED EOUlva1CN7 9fT.~/F7 ••' ••
• ~ ; ~ ~ .
~'' MIRdfI I<O f~L7ER ~LBRI(' OR dPPROVfD EOU~Vi( EN7 ~ ~
A-2 rrrwca~~ B-2
~•
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~
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~ 6/N. M/N.COVfR ~~LTER MA7[RI.OL 9 F\7.3/fT
~4fN.M/N.BEODIHG / `
A~~ ~ PfRFORA7f0 P1Pf 6!N. 0 M/N.
PROPOS£D lINISM£D GR,aDE ~ Na7IVE BAC~!/LL
~ IO F7.± .
YIR4fl IOO FILTER fdBRIC OR
OLTA/L OFCANYON _ 'C.~,:.~ AP~OVED fOUrvALEN7
SUBDRA/N TERM/NAL \1 //v. /+ax.OPE~v GRADED
FOR ALTERNATES ~Sf7.N/N. 20F7.N/N. GRdVFL OR,OPpRO/£D
AZ AND B? '.'~T.Y/N. FOU~~dLENT
NON•P[R! P[R! 61N.
61H.0 N/N p wIN.PlPF
ALTERNATE 3
PERFORATED P/PE SURROUNDED
6 ~^'."'r^' W/TH FILT£R MA7ER/AL
O/£RLAi ~r ~s
~ ~ FILTER MATERIAL
SIEVE SII£
• //N.
~/1 /N.
!/8 IN.
NO.~
M0. 8
~ ND.JO
N0. 30
N0. POO
PERCENT Pa55/NG
I00
l0-100
~0-IDO
23 -~0
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O-7
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OVERLAP
~ ~.
4 /N.M/N.
BEDD/NG
B -3
PLATE G -2
PACIFlC SOILSENG/NEERING lNC.
W. O,
DATE
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~,
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•
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~ So.\. ed 0 ~ i
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•
~deeper ovesexcovotion may be `~
requiied by the soils engineer
in steep cut-lill transition oreos
PACIFIC SOILS ENGINEERING. INC.
~ W. O. DATE
PL.ATE G-4
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•
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•
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NOTE~
•
~
•
nnu n
~.i.~~
Unweo~hered Bedrock
or opp~oved moterial
Fil!
1 ~tilted bock (min.)
If recommer,ded by !he soils enyinee~/g eologisl, tAeiemoining
cu~ porlion ol ~he slope moy iequ~re iFmovo/ ond ~eplocemenl
with compocted fill (See Plote G'31
l. SuDdroins o~e not required unless specified.
2. "W~ sAod be epuipment width (IS~J lor slope AeigAts less IAon 25 feet. For
slopes preoler than 25fee1 "W~sholl be derermined by -Ae O~oject soils
enpineer/peologist. At no rime sAoll ~~W~~be /ess tAon H/2.
PLATE G-7
PACIFIC SOILS ENGINEER/NG, INC.~~p~
~ ~ W.O. DATE
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