HomeMy WebLinkAboutSDP 00-10; Pavilion The Forum The; Site Development Plan (SDP) (7)I
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A GTG Company
Leighton and Associates
GEOTECHNICAL CONSULTANTS
SUPPLEMENTAL GEOTECHNICAL
INVESTIGATION,
GREEN VALLEY, C. T. 92-08,
CARLSBAD, CALIFORNIA
July 11, 1996
Project No. 4960134-001
Prepared For:
CARLSBAD PAR1NERS, LID.
N.B.H. liquidating Trust
P.O. Box 21029
Dallas, Texas 75211-0129
3934 Murphy Canyon Road, #8205, San Diego, CA 92123-4425
(858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com
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~~~~=--=-• -.::::: -------Leighton and Associates
A GTG Company GEOTECHNICAL CONSULTANTS
To:
Attention:
Carlsbad Partners, Ltd.
N.B.H. Liquidating Trust
P.O. Box 21029
Dallas, Texas 75211-0129
Mr. Allen D. Farris
July 11, 1996
Project No. 4930134-001
Subject: Supplemental Geotechnical Investigation, Green Valley, C.T. 92-08, Carlsbad,
California
In accordance with your request, we have performed a supplemental geotechnical investigation of the
subject site located generally southwest of the intersection El Camino Real and La Costa Avenue in
the City of Carlsbad, California (Figure 1 ). The purpose of this investigation was to provide
additional geotechnical recommendations for the design and construction of the proposed
development and roadways. This report summarizes our findings, conclusions and recommendations
relative to the proposed grading and construction.
If you have any questions regarding our report, please contact this office.
opportunity to be of service.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
c;;;-/~/
Project Geologist
RFRIMRS/JGF~ss
Distribution: (2) Addressee
(6) P&D Consultants, Inc., Attention: Mr. Gary Wood
(1) McDaniel Engineering, Attention: Mr. Perry L. Schacht
3934 Murphy Canyon Road, #8205, San Diego, CA 92123-4425
(858) 292-8030 • FAX (858) 292-0771 • www.lelghtongeo.com
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4960134-001
TABLE OF CONTENTS
Section
1.0 IN1'RODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
2.0 PROJECf DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
2.1 Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
2.2 Proposed Development . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
3.0 FIELD INVESTIGATION AND LABORATORY TESTING . . . . . . . . . . . . . . . . . . . . 3
3.1 Field Investigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
3.2 Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
4.0 SUMMARY OF GEOTECHNICAL FINDINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
4.1 Site Constraints and Opportunities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
4.2 Regional Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
4.3 Site Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
4.3.1 Undocumented Fill (Map Symbol-Mu) . . . . . . . . . . . . . . . . . . . . . . . . . . 5
4.3.2 Alluvium (Map Symbol -Qal) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
4.3.3 Quaternary Slope Wash (Map Symbol-Qsw) . . . . . . . . . . . . . . . . . . . . . . 5
4.3.4 Torrey Sandstone Formation (Map Symbol -Tt) ................... -. 5
4.3.5 Delmar Formation (Map Symbol -Td) . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
4.4 Ground Water and Surface Water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
4.5 Faulting and Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
4.5.1 Seismic Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
4.5.2 Ground Shaking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
4.5.3 liquefaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
4.5.4 Dynamic Settlement . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
4.6 Settlement Monitoring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
5.0 CONCLUSIONS AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
5.1 General . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
5.2 Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
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4960134-001
TABLE OF CONTENTS (continued)
5.2.1 Site Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
5.2.2 Removals and Recompaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
5.2.3 Structural Fills . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
5.2.4 Transition Lots . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
5.2.5 Utility Trenches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
5.2.6 Shrinkage and Bulking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
5.3 Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
5.3.1 Cut Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
5.3.2 Fill Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
5.3.3 Stability Fill Back Cuts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
5.3.4 Surficial Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
5.4 Control of Ground Water and Surface Water. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
5.4.1 Subsurface Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
5.4.2 Surface Drainage and Erosion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17
5.5 Foundation Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17
5.5.1 Bridge Foundation Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17
5.5.2 Foundation Design-Commercial Buildings . . . . . . . . . . . . . . . . . . . . . . . . 19
5.5.3 Foundation Design -Residential Buildings . . . . . . . . . . . . . . . . . . . . . . . . . 20
5.6 Floor Slab Design -Commercial and Residential . . . . . . . . . . . . . . . . . . . . . . . . . . 20
5. 7 Footing Setback . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21
5.8 Anticipated Settlement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21
5.9 Surcharge . • . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
5.10 Lateral Earth Pressures and Resistance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
5.11 Cribwall Design • . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
5.12 Calle Barcelona -Box Culvert . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
5.13 60-lnch Corrugated Metal Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
5.14 El Camino Real Widening-East Shoulder.... . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
5.15 Geochemical Issues . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
5.15.1 Concrete ................................................. ·. 27
5.15.2 Metallic Corrosion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28
5.15.3 Chloride Attack . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28
5.16 Pavement Section Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28
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4960134-001
TABLE OF CONTENTS (continued)
6.0 GEOTECHNICAL REVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31
6.1 Plans and Specifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31
6.2 Construction Review . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31
6.3 Pile Driving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31
Figures
Figure 1 -Site Location Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rear of Text
Figure 2 -Regional Seismicity Index Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rear of Text
Figure 3 -Retaining Wall Drainage Detail ................................ Rear of Text
Figure 4 -Settlement Monument Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rear of Text
Figure 5-Geotechnical Cross Section A-A' and B-B' ....................... Rear of Text
Figure 6 -Geotechnical Cross Section C-C' and D-D' ....................... Rear of Text
Tables
Table 1 -Seismic Parameters for Active Faults . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rear of Text
Plate 1 -Geotechnical Map -Green Valley ................................• In Pocket
Plate 2 -Geotechnical Map -Green Valley . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . In Pocket
Plate 3 -Log of Test Boring -Calle Barcelona Bridge . . . . . . . . . . . . . . . . . . . . . . . . . In Pocket
Plate 4 -Log of Test Boring -l.evante Street Bridge . . . . . . . . . . . . . . . . . . . . . . . . . . In Pocket
Plate 5 -Remedial Earthwork Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . In Pocket
Plate 6 -Remedial Earthwork Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . In Pocket
Appendices
Appendix A -References
Appendix B -Leighton and Associates Geotechnical Boring and Trench Logs
Appendix C -Geotechnical Boring and Trench Logs by San Diego Engineering, Inc.
Appendix D -Geotechnical Boring and Trench Logs by ICG, Inc.
Appendix E -Laboratory Testing Procedures and Test Results
Appendix F -General Earthwork and Grading Specifications for Rough Grading
Appendix G -Slope Stability Analysis
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4960134-001
1.0 IN1RODUCTION
This report presents the results of our supplemental geotechnical investigation for the proposed
development of the Green Valley property C. T. 92-08, the proposed widening of El Camino Real,
and the proposed Calle Barcelona and Levante Street bridges. The 100-scale Tentative Map
prepared by P&D Consultants dated October 16, 1995, was used as a base map for our evaluation
of the proposed grading.
The scope of our geotechnical services including the following:
• Review of referenced reports, maps and aerial photographs (Appendix A).
• Site reconnaissance and geologic mapping.
• Excavation, logging and sampling of ten 8-inch diameter hollow-flight auger borings, four 4-inch
diameter rotary wash borings, and twenty-two exploratory trenches. Logs of our borings and
trenches excavated as part of this investigation are presented in Appendix B. Boring and trench
logs from previous site investigations are presented in Appendix C and D.
• Laboratory testing of representative soil samples. A summary of our testing procedures and test
results are presented in Appendix R
• Preparation of a geologic map and cross-sections presenting site geology and both existing and
proposed grades (Figures 5 and 6, Plates 1 and 2).
• Preparation of cross-sections and log of test borings reflecting proposed design and subsurface soil
conditions for the proposed Calle Barcelona bridge and the Levante Street bridge (Plates 5 and 6).
• Preparation of an estimated remedial earthwork map (Plates 5 and 6).
• Geotechnical evaluation of the field and laboratory data.
• Preparation of this report presenting the results of our findings, conclusions, geotechnical
recommendations for site grading, and construction considerations for the proposed development.
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4960134-001
2.0 PROJECI' DESCRIPTION
2.1 Site Description
The proposed Green Valley site is located west of El Camino Real, south of La Costa Avenue
and North of Olivenhain Road in the City of Carlsbad, California (see Figure 1, Site Location
Map). Topography varies from the moderately sloping (10:1) to generally flat-lying central
portion of the site to a series of hills and canyons along the western perimeter. Near-vertical
bluffs exist along the eastern edge of the upper mesa, west of the project site. Existing graded
slopes are attnbuted to construction of El Camino Real.
2.2 Proposed Development
The proposed development as depicted on the referenced Tentative Map will include six large
sheet-graded parcels (Lots 4, 5, 6, 7, 8 and 9), four open-space lots, (Lots 1-3, 10 and 11)
several retaining wall structures, and associated access roads and improvements. Significant
road improvements include the widening the southbound shoulder of El Camino Real,
extension of Levante Street west from El Camino Real, and the construction of Calle
Barcelona. We understand final grading or development plans are not available at this time,
however, commercial, residential or a combination of each development may be constructed.
Conventional cut and fill grading is proposed to establish the sheet-graded pads and roadways.
Cut and fill slopes located within the development are proposed with inclinations of 2 to 1
(horizontal to vertical) with an approximate maximum height of 60 feet.
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4960134-001
3.0 FIELD INVESTIGATION AND LABORATORY TESTING
3.1 Field Investigation
Between May 28 and June 21, 1996, ten 8-inch diameter hollow flight auger borings, four
4-inch diameter rotary wash borings, and twenty-two exploratory trenches were excavated,
sampled, and logged throughout the proposed Green Valley development site by geologists
from our office. During the drilling and trenching operations bulk and relatively undisturbed
samples were obtained from the borings for laboratory testing and evaluation. The relatively
undisturbed in-place samples were obtained utilizing a modified California drive sampler driven
12 inches with a 140 pound hammer dropping 30 inches. Standard Penetration Tests (SP1)
were performed using a 24-inch long standard penetration sampler driven 18 inches with a
140 pound hammer dropping 30 inches.
On June 20 and 21, 1996, 22 exploratory backhoe trenches were excavated throughout the site
to visually evaluate near surface soil characteristics, to determine limits of surficial and
formational materials, depth to ground water and geotechnical conditions of the soil near the
existing 60-inch corrugated metal pipe culvert. Logs of borings and trenches excavated as part
of this investigation are presented in Appendix B. Included in Appendix C and D are
exploratory boring and trench logs from previous investigations of the site (San Diego Soils
Engineering, Inc., 1986; ICG, Inc., 1989). Approximate locations of all the exploratory borings
and trenches are depicted on the Geotechnical Map (Plates 1 and 2).
3.2 Laborator.y Testing
Soil materials were visually classified in the field according to the Unified Soil Oassification
System. Laboratory tests were performed on the representative bulk, relatively undisturbed
and standard penetration test samples to provide a basis for design parameters. Selected
samples were tested for the following parameters: in-situ moisture content and density,
gradation, expansion potential, shear strength, consolidation/hydroconsolidation potential,
sulfate content, pH, minimum resistivity, chlorides, and maximum dry density/optimum moisture
content. The results of our laboratory testing along with summaries of the testing procedures
are presented in Appendix E. ln"-situ moisture and density determination are presented on the
boring and trench logs (Appendix B).
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4960134-001
4.0 SUMMARY OF GEOTECHNICAL FINDINGS
4.1 Site Constraints and Opportunities
Review of the Geotechnical Hazards Analysis and Mapping Study for the City of Carlsbad
(Leighton, 1992) indicates that various geotechnical constraints have been identified on the
subject site that should be considered in the site development plans. The soils of the Delmar
Formation, located along the western side of El Camino Real are considered to be potentially
expansive. Liquefaction and compressibility are a concern with the relatively shallow depth to
ground water in the onsite alluvium. These soils generally have a moderate liquefaction and
compressibility potential The slope wash along the western portion of the site has a moderate
to deep ground water depth, but also has a moderate liquefaction and compressibility potential.
The above concerns are addressed in this investigation and our recommendations have been
included in the following sections of this report.
Opportunities for the site include the low expansion potential of the majority of site soil
materials, favorable load-bearing characteristics, and site soils that are readily excavatable and
compactable with conventional earth-moving equipment
4.2 Regional Geology
The subject site is situated in the coastal section of the Peninsular Range province, a California
Geomorphic province with a long and active geologic history throughout Southern California.
Throughout the last 54 million years, the area known as the "San Diego Embayment" has
undergone several episodes of marine inundation and subsequent, marine regression. This has
resulted in a thick sequence of marine and nonmarine sedimentary deposits on rocks of the
Southern California batholith with relatively minor tectonic uplift of the area.
4.3 Site Geology
Based on our subsurface exploration (Appendix B), geologic mapping, aerial photograph
·analysis, and review of pertinent geotechnical literature and .maps (Appendix A), the proposed
Green Valley development site ap~ to be underlain by a .facies .change between the
Tertiary-aged Delmar Formation and Torrey Sandstone. ·These bedrock units are mantled by
varying quantities of fill soils, topsoil, alluvium, and slope wash.
The approximate aerial distnbution of these units is depicted on the Geotechnical Map
(Plates 1 and 2) and cross-sections (Figures 5 and 6). A brief description of the on site units
is provided below.
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4960134-001
4.3.1 Undocumented Fill (Map Symbol-Mu)
Undocumented fill soils are associated with existing embankments for El Camino Real,
agricultural roads, and end dumped construction debris. The road embankment fill soils
are generally loose to medium dense, moist, silty sands. These fills were apparently
derived from on site or nearby sources during previous grading for EI Camino Real.
Fill depths encountered in our trenches varied up to approximately 13 feet. Localized
deeper areas should be anticipated. The end dump construction debris consists of silty
sands with a variety of boulders, gravel, concrete and asphalt. These soils are generally
considered potentially compressible in their present state and not suitable for support
of improvements or additional fill soils. These soils should be removed and
recompacted for use as structural fills provided detrimental materials are removed (see
Section 5.2).
4.3.2 Alluvium (Map Symbol -Qal)
Alluvial deposits encountered during this investigation are generally silty fine-to
medium-grained sand with lesser amounts of sandy silty clay. As encountered during
our investigation, alluvial depths vary from approximately 70 to over 100 feet. The near
surface alluvial materials, are considered compressible in the present state and not
suitable for support of improvements or additional structural fills. These materials may
be removed and recompacted for use as structural fills (see Section 5.2).
4.3.3 Ouaternazy Slope Wash (Map Symbol -Os'!)
The easterly sloping western portion of Green Valley is mantled by a variable thickness
of slope wash or colluvial material. The slope wash encountered is an accumulation of
poorly to well consolidated silty sands derived from the adjacent hillsides by downslope
gravitational creep and sheetflow from surface runoff. The slope wash material consists
of a highly variable thickness of loose to medium dense, silty, fine-to medium-grained
sand. Based on evaluation of the proposed grading, the near-surface slope wash soils
are considered potentially compressible in ·their ·present state . and not suitable for
support of settlement-sensitive improvements or additional fill"soils in their present
state. The slope wash soils were found to possess a very low to low expansion
potential. These soils may be removed and recompacted-for use as structural fills (see
Section 5.2).
4.3.4 Torrey Sandstone Formation (Map Symbol -Tt)
The Tertiary-aged Torrey Sandstone was encountered along the western boundary of
the site. The Torrey Sandstone is exposed in the natural bluffs and ridges along the
western property boundary and was encountered underlying the slope wash and alluvial
material at depth. The Torrey Sandstone is also a source material for the slope wash
accumulations. The Torrey Sandstone consists of light gray to tan-brown, silty, fine-to
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4960134-001
coarse-grained, sandstone. This material was tested to possess a very low potential for
expansion (Appendix E) and is suitable for use as structural fill. In addition, this
formation is acceptable for support of structural loads and additional fill loading. The
Torrey Sandstone was encountered in Borings B-1, B-4, B-5, B-8, B-9 and in Trenches
T-16, T-17, T-18, T-19, T-20, T-21, and T-22 at depths ranging from at the surface to
over 100 feet.
4.3.5 Delmar Formation (Map Symbol -Td)
The Tertiary-aged Delmar Formation encountered during this investigation is located
primarily along the eastern boundary of the site. The Delmar Formation is exposed off
site in the existing cut slopes along the east side of El Camino Real. The Delmar
Formation was encountered on site in Borings B-2, B-3, B-11, B-12, B-13, B-14 and
Trenches T-1, T-7, and T-8 at depths ranging from near the surface to 95 feet This
formation consists of olive-gray, siltstone and claystone .. Due to its considerable depth
in most areas, it is anticipated that the Delmar Formation will not be encountered
during most of the proposed grading. The Delmar Formation however, may be
encountered at depth during the construction of the Calle Barcelona and Levante
Street Bridges. This formation is suitable for a pile-supported bridge foundation
system.
Ground Water and Surface Water
Ground water was encountered in our Exploratory Borings B-2, B-3, B-6, B-7, B-8, B-9, B-10,
B-11, B-12, B-13, and B-14 and in Trenches T-1, T-3, T-4, T-9, T-10, T-11, T-12, T-13, T-14,
and T -15. Surface water was also observed in the adjacent drainage channeL The approximate
depths and elevations of the encountered ground water are depicted on the borings and trench
logs (Appendix B). The water table encountered is generally part of a regional water table
provided by the major drainage to the east and south of the site. The ground water at the time
of our investigation was encountered in the low-lying eastern portion of the site approximately
3 to 30 feet below existing ground surface elevations. Seasonal fluctuations of surface water
and ground water should be expected·: Subdrains are recommended for. stabilization fills and
canyon removal· areas as depicted on Plates 1 and 2 and in Appendix F, General Earthwork
and Grading Specifications for Rough Grading. It should be .noted that ground water levels
may vary at the time of construction from those obtained in this study. The contractor should
verify ground water levels by their own investigation prior to the start of grading.
4.5 FaultinK and Seismicity
Carlsbad, like the rest of Southern California, is seismically ~ctive as a result of being located
near the active margin between the North American and Pacific tectonic plates. The principal
source of seismic activity is movement along the northwest-trending regional faults such as the
San Andreas, San Jacinto and Elsinore faults, as well as along less active faults such as the
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Rose Canyon fault. Figure 2 depicts the location of the site in relationship to known major
faults in the San Diego region.
By definition of the State Mining and Geology Board, an active fault is one which has had
surface displacement within the Holocene Epoch (roughly the last 11,000 years). The State
Geologist has defined a potentially active fault as any fault which has been active during the
Quaternary Period (approximately the last 1,600,000 years). These definitions are used in
delineating. Earthquake Fault Zones as mandated by the Alquist-Priolo Geologic Hazard .Zones
Act of 1972 and as revised in 1994 (Hart, 1994). The intent of the act is to require
performance of fault investigations on sites located within Special Studies Zones to preclude
new construction of certain inhabited structures across the trace of active faults. The subject
site is not included within any special study zones as created by the Alquist-Priolo Geologic
Hazard Zones Act.
Our review of geologic literature pertaining to the site area indicates that there are no known
major active faults on or in the immediate vicinity of the site. Evidence for active for faulting
was not encountered during our field investigation. The nearest -known active fault is the
offshore extension of the Rose Canyon fault zones located approximately 5 miles west of the
site. Table 1 provides ground motion characteristics anticipated at the site. These parameters
are based on the anticipated peak horizontal accelerations at the site in bedrock from the
maximum crechble earthquake expected to occur on the nearby regional faults.
Because of the lack of known active faults on the site, the potential for surface rupture at the
site is considered low. The seismic hazard most likely to impact the site is ground shaking
resulting from an earthquake on one of the active regional faults. A maximum credible event
on the Rose Canyon fault (considered the design earthquake) is expected to be Richter
Magnitude 6.9 and produce a peak bedrock acceleration of approximately 0.37g at the site.
The effects of seismic shaking can be reduced by adhering to the most· recent edition of the
Uniform ·Building Code and design parameters of the Structural Engineers Association of
California. This site is located within Seismic Zone 4.
4.5.1 Seismic Considerations
The principal seismic considerations for most structures in Southern California are
surface rupturing of fault traces and damage caused by,ground.shaking or seismically
induced ground settlement. ·The possibility ·of damage due-to ground rupture is
considered low since active faults are not known to cross the site. Lurching due to
shaking from distant seismic events is not considered a significant hazard, although it
is a possibility throughout the Southern California region. Hazard from seiches and
tsunamis is not present as the site is located away from the immediate coastal area and
there are no large standing bodies of water in or near the site.
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4.5.2 Ground Shaking
The seismic hazard most likely to impact the site is ground shaking resulting
from an earthquake on one of the major regional faults. The maximum
credible event on the Rose Canyon fault is expected to produce peak bedrock
acceleration at the site of 0.37g and should be considered the design event for
the site building analysis. Seismic parameters for the site are provided in
Table 1.
The effects of seismic shaking can be reduced by adhering to the most recent
edition of the Caltrans Standard Specifications Manual, Uniform Building Code
and design parameters of the Structural Engineers Association of California.
This site is located within Seismic Zone 4.
4.5.3 Liquefaction
Liquefaction of cohesionless soils can be caused by strong vibratory motion due
to earthquakes. Research and historical data indicate that loose granular soils
underlain by a near surface ground water table are most susceptible to
liquefaction, while the stability of most silty clays and clays deposited in fresh
water environments are not adversely affected by vibratory motion.
Liquefaction is characterized by a total loss of shear strength in the affected
soil layers, thereby causing the soil to flow as a liquid. This effect may be
manifested at the ground surface by settlement and/or sand boils.
Based on the results of our subsurface exploration (Appendix B), the alluvial
deposits on the site locally consist of saturated (below approximately 7 to 10
feet below the existing ground surface in the northeast portion of the site)
relatively loose, clean to silty, fine-to medium-grained sands.
The results of our liquefaction analysis indicate that the minimum factor of
safety due to occurrence of the design earthquake affecting the onsite alluvium
in the upper 30 feet is generally less·than·the currently accepted· standard of
1.1 to 1.2 Thus, in the event of a major earthquake, the existing -alluvial soils
may ·liquefy. However, recent studies (Ishihara, .1985) ·have ,shown that a
nonsaturated surface layer of compacted fill of on the order of 15 to 20 feet
(as proposed for this site) will limit the significant effects of liquefaction-
induced damage to relatively lightly loaded surface structures.
4.5.4 Dynamic Settlement
Based on the results of our subsurface exploration and liquefaction
calculations, portions of the proposed development area underlain by saturated
alluvial or slope wash deposits have a potential for dynamic settlement as a
result of ground shaking by the maximum credible earthquake event Dynamic
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settlement due to the design earthquake event has been calculated in
accordance with Tokimatsu and Seed, 1987. Subsurface data was obtained
from our borings. The results of our analysis indicate total dynamic settlement
at the site due to the design earthquake event is negligtble in the formational
materials (western) portion of the site to on the order of 1 foot in areas of
deeper alluvium. The average return period of this design event is
approximately 500 years or a 10 percent probability of exceedance in 50 years.
However, due to the broad nature of the alluvial valley and the previous
seismic history of the deposits, we estimate the magnitude of differential
dynamic settlement caused by the design seismic event to be approximately 1
inch in a horizontal distance of 50 to 100 feet.
4.6 Settlement MonitorinK
Since the alluvial and slope wash soils are relatively loose, and up to 40 feet of additional fill
soils are planned for the site, these soils may settle under the weight of the proposed additional
fill soils and foundation loads. Since the alluvial soils are relatively sandy, construction delays
(on the order of 6 to 9 months) may be anticipated to allow the unremoved alluvium and slope
wash to settle after the placement of additional fill soils. Surcharging, in addition to the
proposed fill, may be considered to lessen the time frame for settlement. See Section 5.9 and
5.10 for specific details. Survey data should further evaluate this construction delay. We
caution that the actual time necessary until consolidation is complete may vary from our
estimates.
The actual settlement and construction delay should be determined by monitoring a series of
settlement monuments as depicted on Figure 4. Locations of recommended settlement
monuments are depicted on Plates 1 and 2
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5.0 CONCLUSIONS AND RECOMMENDATIONS
5.1 General
Based on our geotechnical investigation, it is our opinion that the proposed development is
feasible from a geotechnical standpoint and may be constructed provided the following
recommendations are incorporated into the design and construction. The following sections
discuss the principal geotechnical concerns affecting site development and grading and provides
preliminary foundation design recommendations which should be implemented during site
development.
5.2 Earthwork
Earthwork should be performed in accordance with the General Earthwork and Grading
Specifications in Appendix F and the following recommendations. The recommendations
contained in Appendix F are general grading specifications provided for typical grading
projects. Some of the recommendations may not be strictly applicable to this project. The
specific recommendations contained in the text of this report supersede the general
recommendations in Appendix F. The contract between the developer and earthwork
contractor should be worded such that it is the responsibility of the contractor to place the fill
properly in accordance with the recommendations of this report and the specifications in
Appendix F, notwithstanding the testing and observation of the geotechnical consultant.
5.2.1 Site Preparation
5.22
Prior to grading, the proposed structural improvement areas of the site should be
cleared of surface and subsurface obstructions, including storm drain and irrigation
pipes, existing undocumented fill and debris, and vegetation. Vegetation and debris
should be disposed of off site. Holes resulting from removal of buried obstructions
which extend below.finished site. grades should be filled with properly compacted soil.
Removals and Recompaction.
The topsoil, and undocumented fill soils that exist on site as well as the upper portions
of the slope wash/alluvium are desiccated and potentially compressible in their present
state under the loading of additional fill soils or improvements. In areas that will
receive additional fill soils, or will support settlement-sensitive structures or other
improvements (such as buildings, retaining walls, pavement, utility lines, etc.), the
topsoil and undocumented fill soils as well as the upper 5 feet (or to within 2 feet of
the water table, whichever is less) of the slopewash/alluvium should be removed as
determined by the geotechnical consultant, moisture-conditioned, and recompacted to
a minimum 90 percent relative compaction {based on ASTM Test Method 01557-91)
prior to placing fill (see Plates 5 and 6 for estimated remedial removal depths). The
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upper 5 feet of alluvium should be removed, however in the thickly vegetated, organic-
rich area of proposed Calle Barcelona and Levante Street bridges. Dewatering to aid
in this removal and specialized high floatation equipment should be anticipated for
work in this area. Stabilization of the approved removal bottom excavation may be
required to achieve the minimum compaction of the overlying fill soils. Stabilization
may consist of a gravel mat encased in a woven construction fabric such as Amoco 2002
or other stabilization material/methods. A test area is recommended. The lateral
removal limit should be established by a 1:1 projection downward and outward from
settlement-sensitive structures or embankments to the recommended removal bottom
and then projecting another 1:1line upward to the ground surface. This projection
should start 10 feet horizontally from the outermost perimeter footing edge. Removals
should be accomplished as recommended above or to a minimum of 10 feet (measured
laterally) beyond any embankment, building, pavement and hardscape perimeter,
whichever is greater. Fill soils should be free ofdebris and organic materials (trees,
shrubs, stumps, roots, leaves, etc.). Care should be taken by the contractor to protect
existing underground utilities and pavements that are. to .remain. In addition, some
overexcavation of bedrock materials will be required in transition (cut/fill) areas to
minimize the potential for differential settlement. Deeper removals associated with
overexcavation of bedrock transition lots is further discussed in Section 5.24 of this
report.
In summary, recommended removals below site improvements are as follows:
• Buildings (Commercial/Residential), Parking Areas, and Interior Roadways:
· Overexcavate portion of building pad that encounters formational bedrock 10 feet
below slab subgrade (southwestern portion of site only) and remove and recompact
upper 5 feet of existing slope wash on all lots to existing ground water table or to
competent material.
Fill slope keys should be excavated into competent formational native materials, or to
within 2 feet of the ground water table, beneath the toe of all planned fill slopes as
indicated in Section 5.3.
Structural Fills
The onsite soils are generally suitable for use as compacted fill, provided they are
relatively free of organic materials and debris. Areas to receive structural fill and/or
other surface improvements should be scarified to a minimum depth of 6 inches,
brought to at near optimum moisture content, and recompacted to at least 90 percent
relative compaction, (based on ASTM Test Method D1557-91). Structural fills within
50 feet of the bridge abutments should be compacted to a minimum relative
compaction of 95% (based on ASTM D1557-91). The optimum lift thickness to
produce a uniformly compacted fill will depend on the type and size of compaction
equipment used. In general, fill should be placed in uniform lifts not exceeding
8 inches in thickness. Fill soils should be placed at or above the minimum optimum
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moisture content. Placement and compaction of fill should be performed in accordance
with local grading ordinances under the observation and testing of the geotechnical
consultant.
Fills placed on slopes steeper than 5 to 1 (horizontal to vertical) should be keyed and
benched into dense formational soils (see Appendix F for benching detail). Fills placed
within 4 feet of finish grade should consist of granular soils of very low to low
expansion potential and contain no materials over 6 inches in maximum dimension.
Oversize material may be incorporated into structural fills if placed in accordance with
the recommendations of Appendix F.
5.2.4 Transition Lots
As depicted in Cross Section A-A' (Figure 5), Lot 4 crosses a transition between
formational Torrey Sandstone bedrock and slope wash;material .. at-the proposed finish
grade elevations. Up to 35 feet of compacted fill is proposed to overlie approximately
65 feet of slope wash materials in the eastern portion of the site after anticipated
removals of unsuitable surficial soils, while the design grade of the western portion of
the lot is anticipated to expose formational Torrey Sandstone. To reduce the potential
for future differential settlement across structures, we recommend that the cut portion
of the building foundation in Torrey Sandstone and shallow-fill areas of the building
be undercut to provide a minimum of 10 feet of compacted fill below the design finish
grade (at least 8 feet below the deepest footing). This undercut should extend a
minimum of 10 feet beyond the building perimeter and all settlement-sensitive
appurtenances. The underlying bedrock inclination should not be greater than of 3:1
(horizontal to vertical).
Additional areas of undercut may be recommended as exposed during grading.
5.2.5 Utility Trenches
The onsite soils may generally be suitable. as trench backfill. provided they are screened
of rocks over 6 inches in diameter and organic matter. Trench backfill should be
compacted in uniform lifts (not exceeding 8. inches .• in -compacted thickness) by
mechanical means to at least 90 percent relative compaction (AS1M Test
Method D1557-91).
Excavation of utility trenches should be performed in accordance with the project plans,
specifications and all applicable OSHA requirements. The contractor should be
responsible for providing the "competent person" required by OSHA standards.
Contractors should be advised that sandy soils and/or adversely-oriented bedrock
structures can make excavations particularly unsafe if all safety precautions are not
taken. Excavations in bedrock may expose planer bedding which may be adverse and
dip into the excavation depending on trench orientation. Such a condition requires
special considerations when the excavation ·and trench safety are being reviewed by
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"competent person". In addition, excavations at or near the toe of slopes and/or
parallel to slopes may be highly unstable due to the increased driving force and load
on the trench wall. Spoil piles due to the excavation and construction equipment
should be away from and on the down slope side of the trench.
5.2.6 Shrinkage and Bulking
The volume change of excavated onsite materials upon recompaction is expected to
vary with materials, density, insitu moisture content, location and compaction effort.
The in-place and maximum densities of soil materials vary and accurate overall
determination of shrinkage and bulking cannot be made. Therefore, we recommend
site grading plan include, if possible, a balance area to accommodate some variation.
Based on our experience with similar • materials, the· following values are provided as
guidelines:
Topsoil, Alluvium, Slope wash
and Undocumented-reusable Fill
Torrey Sandstone
5.3 Slope Stability
13 to 18 percent shrinkage
3 to 10 percent bulking
Our review of the project grading plan indicates that cut and fill slopes at inclinations of
2:1 (horizontal to vertical) or flatter with an approximate maximum heights of 60 to 30 feet,
respectively are proposed on site. The proposed slopes were analyzed for gross stability
utilizing Janbu,s analysis method for earth slopes. Slope heights were based on the referenced
project plan (Appendix A). The results of our analyses are provided in Appendix G. The
strength parameters assumed in our analyses are based on our laboratory test results
(Appendix E), our experience with similar units and our professional judgement The
parameters utilized are as follows:
Unit Angle of
Weight Cohesion. Internal Friction
Material (pcf) (pcf) (degrees)
Compacted Fill 130 150 34
Torrey Sandstone 135 400 42
5.3.1 Cut Slope Stability
Our analysis (Appendix G) generally indicates that the proposed major cut slopes
represented on Cross-Sections B-B, and w~t of Lot 4 at the proposed heights and
inclinations, have a calculated factor of safety in excess of the minimum standard of 1.5
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with respect to potential deep-seated failure when free of adverse geologic condition.
However, in areas where Quaternary slope wash materials are exposed in cut slopes,
we recommend that a compacted stability fill be constructed at an inclination of 2:1
(horizontal to vertical) because of the friable nature of the materiaL The stability fill
key should be excavated a minimum of 5 feet into dense undisturbed formational
bedrock or slope wash materials which are generally nonporous and have a minimum
width of 15 feet or one-half the slope height whichever is greater. Stability fill subdrain
construction should be performed as depicted in the Stability Fill/Buttress Detail
attached in Appendix F, General Earthwork and Grading Specifications.
We recommend that the geotechnical consultant observe and geologically document all
excavations including cut slopes, during grading. The purpose of this is to substantiate
the geologic conditions assumed in our analyses. Additional investigation and stability
analysis may be required if unanticipated or adverse conditions are encountered during
grading. Subdrains (and drainage panels in especially wet areas) ·may be recommended
on cut slopes in areas of seepage especially at the Torrey Sandstone/Slope Wash
Deposit contacts.
5.3.2 Fill Slope Stabilizy
Fill slopes to a maximum height of 30 feet are proposed. The materials anticipated for
fill slope construction will predominately consist of silty sands derived from excavation
of the Torrey Sandstone Formation, and slope wash materials. We generally
recommend against the exclusive use of cohesionless sand in the slope faces as these
materials are prone to extensive rilling. We anticipate however, some slopes may be
constructed with the onsite cohesionless sands due to economics and earthwork
logistics. Accordingly, the construction and maintenance of slopes outlined in Section
53.4 should be strictly adhered to. Our analysis, assuming homogeneous slope
conditions, indicates the proposed fill slopes at inclinations of 2:1 (horizontal to
vertical) or flatter have a calculated (static) factor of safety in excess of the minimum
typically required (1.5) with respect to potential, deep-seated failure. The proposed
slopes should be constructed in accordance with the recommendations of this report,
the attached General Earthwork and Grading Specifications (Appendix F), and the City
of Carlsbad grading ordinances.
5.3.3 Stabilizy Fill Back Cuts
We recommend that stability fill back cuts (and keyways) be observed and geologically
mapped by the geotechnical consultant during construction. The purpose for this
mapping is to substantiate the geologic conditions that we have assumed in our analysis.
In order to expedite the geologic mapping of these temporary slopes, by our field
geologist, we recommend that the grading contractor trim these cuts with a slope board
as they are excavated.
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Because the temporary back cuts may be excavated into loose, friable, or saturated
material, back cut failures and surficial sloughing should be anticipated. Loose soils
which may be deposited into the stability fill key areas as a result of such failures
should be removed per the recommendations of the geotechnical consultant prior to
placement of the compacted stability fill. Where excessive failures or sloughing are
noted during grading, it may be necessary to lay slopes back to a flatter inclination.
The potential for back cut slope failures may be reduced by constructing the stability
fill in several sections. The length and geometry of construction sections can be
provided during grading based on actual field performance observations. Extreme care
should be taken by the contractor in areas where stability fill backcuts are near existing
utilities or improvements.
In general, to reduce the potential for back cut failures, we recommend that the
stability fill excavation and embankment ·be planned to minimize the time the back cut
remains open and unsupported by compacted fill.
5.3.4 Surficial Slope Stability
Our analysis of cut and properly compacted fill slopes (Appendix G) generally indicates
an adequate factor of safety against surficial failures assuming adequate protection
against erosion. In addition, the outer 2 to 3 feet of fill slopes generally become less
dense with time. Accordingly, since the onsite soils have a high susceptibility to erosive
rilling, vegetation selection and ongoing maintenance are imperative to a properly
performing project.
All slopes should be constructed in accordance with the General Earthwork and
· Grading Specifications (Appendix F) and City of Carlsbad grading ordinances. Berms
should be provided at the tops of fill slopes, and brow ditches should be constructed
at the tops of cut slopes. Drainage should be directed such that surface runoff on slope
faces is minimized. Inadvertent oversteepening of cut and fill slopes should be avoided
during fine grading and construction. If seepage is encountered in slopes, special
drainage features may be recommended by the geotechnical consultant. Erosion and/or
surficial failure potential of fill slopes may be· reduced if the following measures are
implemented during design and-construction of the slopes.
• Slope Face Compaction and Fmishin&
In order for the recommended minimum of 90 percent relative compaction to be
achieved•out to the slope face, fill slopes should be overbuilt and trimmed back to
expose the properly compacted slope face core or periodically backrolled with
increasing height of the fill slope with a weighted sheepsfoot compactor and
trackwalked.
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Slope Landscaping and Drainage
We recommend that all graded slopes be landscaped with drought-tolerant, slope
stabilizing vegetation as soon as possible to minimize the potential for erosion and
slumping. Moisture in the slope face should be maintained relative constant (i.e.,
prolonged drying and wetting of the slope faces should be avoided). Burrowing
activity by rodents and other vermin should be controlled at all times.
5.4 Control of Ground Water and Surface Water
Our experience indicates that surface or near surface ground water conditions can develop in
areas where ground water conditions did not exist prior to site development, especially in areas
where a substantial increase in surface· water infiltration results from landscape irrigation or
regional runoff. This sometimes occurs· where relatively impermeable formational or
·compacted fill materials are overlain -by granular fill soils.. In addition, during excavations,
seepage in backcut and cut slopes may be encountered. We recommend that an engineering
geologist be present during grading operations to evaluate seepage areas. Drainage devices
for reduction of water accumulation can be recommended if these conditions occur.
5.4.1 Subsurface Drainage
In order to reduce the potential for ground water accumulation within fills and resulting
hydroconsolidation, we recommend that subdrains be installed in canyon areas beneath
proposed fills as indicated on the Geotechnical Map, Plates 1 and 2 The subdrains
should consist of a 6-inch diameter, perforated pipe placed in a shallow trench
surrounded by clean-crushed gravel filter materials as descn"bed in the attached General
Earthwork and Grading Specifications (Appendix F). Proposed subdrain locations for
each individual area should be made after completion of site grading plans and actual
locations confirmed during grading after the removal of compressible soils has been
completed. The subdrain outlets should be connected to storm drain systems or
protected by a headwall structure . and discharge water into a nonerosive drainage
system. Cleanouts should be ;provided near. the high point-. end of pipe for future
maintenance. Locations, line,· and grade ofthe constructed subdrain systems should be
recorded by the project land.· surveyor and· that data provided· to the geotechnical
consultant for preparation of as-built plans.
In areas where the Slope Wash Deposits are underlain by the relatively impermeable
Torrey Sandstone, a subdrain or a gunite ditch bench may be recommended during
grading if seepage or seepage prone conditions are encountered.
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5.4.2 Surface Drainage and Erosion
We recommend that measures be taken to properly finish grade each building area,
such that drainage water from the building area is directed away from building
foundations (2 percent minimum grade for a distance of 5 feet), floor slabs, and tops
of slopes. Ponding of water should not be permitted, and installation of roof gutters
which outlet into a drainage system is considered prudent. Planting areas at grades
should be provided with positive drainage directed away from buildings. Drainage and
subdrainage design for these facilities should be provided by the design civil engineer.
5.5 Foundation Design
5.5.1 Bridge Foundation Recommendations
The results of our exploratocy borings indicate a minimum· 70 to 85 feet of alluvium
composed of loose, medium dense to dense, saturated, compressible medium to coarse
sand, with areas of loose clayey sand to soft to medium clay, underlie the proposed
Calle Barcelona Bridge and Levante Street Bridge channel crossings. Based on our
laboratocy test results, the saturated alluvium underlying the Calle Barcelona and
Levante Street bridges would be subject to static and dynamic settlement (see Section
4.53 and 4.5.4). Since there is a large thickness of saturated alluvial soils below the
proposed Calle Barcelona/Levante Street bridges, we anticipate difficulty in
construction of cast-in-drilled hole piers. In addition, the onsite soils have a high
corrosion potential for steel piles. Accordingly, we have not provided these options in
the following design recommendations. We recommend driven precast piles. Map
Sheet 45 by Caltrans (1987) indicates the site has an approximate peak acceleration of
0.3 to 0.4g.
We understand that an abutment and bent-supported, three-span bridge is proposed.
Specific recommendations for each location are provided in below.
• Calle Barcelona Bridge
Because of the structure loads and the loose to medium·dense alluvium to a depth
of 85 feet below the existing ground surface, we recommend the bridge foundation
system bear in competent soils of the Delmar Formation. Deep alluvium prohibits
cost-effective use of spread footings at abutments. Due to the thickness and
relatively loose nature of the near-surface alluvium, we recommend Caltran8 Class
45 or 70 precast, prestressed, 12-inch square, reinforced concrete piles ( 45 ton or
70 ton capacity, respectively). The deeper alluvium indicated relatively high blow
counts and the required pile capacity may be obtained prior to reaching tip
elevation in the formational material.
The following table presents recommended tip elevations for Caltrans Oass 45 and
70 prestressed, concrete piles:
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I I Abutments and I Calle Barcelona Bents
Recommended Tip Elevation* -22
Cal trans
aass 45 pile Embedment into Formation Material 2
(feet)
Recommended Tip Elevation• -25
Cal trans
aass 70 pile Embedment into Formation Material 5
(feet)
• In feet mean sea level
The pile tip elevations are conservatively extrapolated from:the abutment boring
data and may be revised based on additional subsurface data. We note that there
are dense sand layers above the bedrock which may cause high blow counts during
pile advancement. This condition should be evaluated during pile driving.
An additional fill thickness of approximately 20 feet is proposed to construct the
bridge abutments. This fill is anticipated to cause a settlement in the saturated
alluvial soils on the order of 10 to 15 inches. The time for this settlement to occur
may take 6 to 9 months. Removal of as much soft material as practical and
placement of a gravel or rock stabilizing layer (with filter fabric such as
Amoco 2002) will aid in embankment construction. Surcharging is discussed in
Section 5.9. Settlement monitoring of the embankment is recommended prior to
construction.
Due to the anticipated dynamic settlement, a seismic approach slab such as a
EQ(10) may be considered on both abutments. Structural fill soils within 50 feet
of the bridge abutments should be compacted to a minimum relative compaction
of 95 percent (based on ASTM D1557-91).
• Levante Street Bridge
Due to the relatively loose nature of near-surface alluvium, we recommend a pile-
supported bridge on Caltrans Oass 45 or 70 precast, prestressed 12-inch square
concrete piles ( 45 ton or 70 ton capacity, respectively). Alluvial soils were
encountered approximately 70 feet deep. The following table provides our pile
recommendations based on a minimum embedment into competent formational
material of the Delmar Formation (see table below). The following summarizes
our recommendations:
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Abutments and
Levante Street Bents
Recommended Tip -23
Caltrans Class Elevation*
45 pile Embedment into Formation 2
Material (feet)
Recommended Tip -26
Caltrans Class Elevation*
70 pile Embedment into Formation 5
Material (feet)
* In feet mean sea level.
The pile tip elevations are conservatively extrapolated from the abutment boring
data and may be revised based on additional subsurface data. We note that there
are dense sand layers above the bedrock which may cause high blow counts during
pile advancement. This condition should be evaluated during pile driving.
An additional fill thickness of approximately 20 feet is proposed to construct the
bridge abutments. This fill is anticipated to cause settlement in the saturated
alluvial soils of on the order of 10 to 15 inches. The time for this settlement to
occur may take 6 to 9 months. Removal of as much soft material as practical and
. placement of a gravel or rock stabilizing layer (with filter fabric such as
Amoco 2002) will aid in embankment construction. Surcharging is discussed in
Section 5.9. Settlement monitoring of the embankment is recommended prior to
construction.
Due to the anticipated dynamic settlement, a seismic approach slab such as a
EQ(10) may be considered on both abutments. Structural fill soils within 50 feet
of the bridge abutments should be compacted to a minimum relative compaction
of 95 percent (based on AS1M 01557-91).
5.5.2 Foundation Design -Commercial Buildin&S
We anticipate that proposed commercial buildings (one to two story structures) will
utilize a combination of continuous perimeter footings and conventional interior
isolated-spread footings for building support. The following recommendations are based
on the assumption that sOils of very low to low expansion potential (50 or less per UBC
18-1-B) will be in the upper 4 feet of pad grade. This should be confirmed during
grading by the geotechnical consultant and alternated recommendations provided, if
necessary. Footings bearing in properly compacted fill should extend a minimum of
18 inches below the lowest adjacent grade. At this depth, footings may be designed
using an allowable soil-bearing value of 2,000 pounds per square foot. The allowable
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soil-bearing pressure may be increased by 500 psf for each additional foot of foundation
embedment to a maximum allowable-bearing pressure of 2,500 pounds per square foot
(psf). This value may be increased by one-third for loads of short duration including
wind or seismic forces. Continuous perimeter footings should be reinforced by placing
at least one No. 5 rebar near the top and one No. 5 rebar near the bottom of the
footing, and in accordance with the structural engineer's requirement We recommend
a minimum width of 24 inches for isolated-spread footings. The structures should also
be designed for the anticipated settlement (see Section 5.8). Interior column footings
should be structurally isolated from the floor slab.
5.5.3 Foundation Desiw -Residential BuildinKS
We understand that residential structures may be considered. .. We anticipate that the
proposed residential buildings will be one-or two-story, wood-frame construction and
utilize conventional, continuous footings and isolated-spread footings. Footings bearing
in formational or properly compacted fill soils with a very ·low to low expansion
potential should extend a minimum of 12 or 18 inches below the lowest adjacent soil
grade for one-and two-story structures, respectively. At this depth, footings may be
designed using an allowable-soil bearing value of 2,000 pounds per square fool This
value may be increased by one-third for loads of short duration including wind or
seismic forces. Footings should have a minimum width of 12 or 15 inches, for one-or
two-story structures, respectively. Continuous footings should be reinforced by placing
at least one No.4 rebar near the top and one No. 4 rebar near the bottom of the
footing, and in accordance with the structural engineer's requirement. Isolated-spread
footings should have a minimum width of 24 inches. A grade beam reinforced with No.
4 rebars top and bottom should be placed at the garage door opening. Garage slabs
should be isolated from stemwall footings by 318-inch felt and quarter-sawn.
5.6 Floor Slab Design -Commercial and Residential
All slabs should have a minimum thickness of 4 inches and be reinforced at slab midheight with
6X6-1 0/10 welded-wire mesh or in accordance .with structural considerations. Considering the
inherent difficulty in placing welded-wire. mesh at slab midheight and. taking into account the
potential for differential settlement below some of the -structures,-owe offer an alternate
reinforcement of No.3 rebars at 18 inches on center (each way) or No.4 rebars at 24 inches
center (each way). Additional reinforcement and/or concrete thickness to accommodate
specific loading conditions or anticipated settlement should be evaluated by the structural
engineer based on a modulus of subgrade reaction of 200 kips per cubic foot and the
anticipated settlements outlined in Section 5.8. We emphasize that is the responsibility of the
contractor to ensure that the slab reinforcement is placed at midheight of the slab. Slabs
. should be underlain by a 2-inch layer of clean sand (S.E. greater than 30) to aid in concrete
curing, which is underlain by a 6-mil (or heavier) moisture barrier, which is, in tum, underlain
by a 2-inch layer of clean sand to act as a capillary break. All penetrations and laps in the
moisture barrier should be appropriately sealed. The spacing of crack-control joints should be
designed by the structural engineer. Sawcuts should be made within 24 hours of concrete
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4960134-001
placement. Our experience indicates that use of reinforcement in slabs and foundations will
generally reduce the potential for drying and shrinkage cracking. However, some cracking
should be expected as the concrete cures. Minor cracking is considered normal; however, it
is often aggravated by a high cement ratio, high concrete temperature at the time of placement,
small nominal aggregate size and rapid moisture loose due to hot, dry, and/or windy weather
conditions during placement and curing. Cracking due to temperature and moisture fluctuations
can also be expected. The use of low slump concrete (not exceeding 4 inches at the time of
placement) can reduce the potential for shrinkage cracking.
Moisture barriers can retard, but not eliminate moisture vapor movement from the underlying
soils up through the slab. We recommend that the floor coverings installer test the moisture
vapor flux rate prior to attempting application of the flooring. "Breathable" floor coverings
should be considered if the vapor flux rates are high. A slip sheet should be used if crack
sensitive floor coverings are planned.
5.7 Footing Setback
We recommend a minimum horizontal setback distance from the face of slopes for all
structural footings and settlement-sensitive structures. This distance is measured from the
outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall).
Slope Height Recommended Footing Setback
<5 feet 5 feet minimum
5-15 feet 7 feet minimum
>15 feet H/2, where H is the slope height,
not to exceed 10 feet for 2:1 slopes
We should note that the soils within the structural setback area possess poor lateral stability,
and improvements (such as retaining walls, sidewalks, fences, pavement, underground utilities,
etc.) constructed within this setback area may be subject to lateral movement and/or differential
settlement.
5.8 Anticipated Settlement
Settlement of some formational material, unremoved slope wash material, and properly
compacted fill soils can occur upon application of structural loads (elastic settlement), the
majority of which typically occurs during and slightly after construction and upon saturation due
to water infiltration (hydroconsolidation settlement) which may occur over a period of many
years.
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The recommended allowable-bearing capacity is generally based on maximum total and
differential (elastic) settlement of 1 inch and 3/4 inch, respectively, upon application of
structural loads (except as noted below). Actual settlement can be estimated on the basis that
settlement is roughly proportional to the net contact bearing pressure.
It should be recognized that compacted fills and slope wash materials typically increase in
moisture and settle (due to hydroconsolidation) during their lifetime. This occurs over a period
of years even when subsurface and surface drains are provided. Experience has shown that this
settlement may approach 0.2 percent for granular fill soils (such as the onsite soils) and is
dependent on the relative compaction of the fill soils. Uniform and/or linearly increasing
settlement, where the fill is underlain by gentle natural ground slopes, often have no adverse
effect on structures and may not even be noticeable. This condition should not be a significant
problem under buildings where the fill depths are relatively uniform, or within sidewalks or
streets. However, if structures are partially sensitive to differential;settlements or structures
are located such that fill depths vary nonuniformily.under the building;or:buildings are situated
across cut-fill lines, or transitioning _material densities, distress to .structures may occur.
Potential long term differential settlements can be roughly estimated by comparing differential
fill thickness below structures.
• Lot 4
As depicted on Cross-Section A-A' (Figure 5), the proposed Lot 4 is in an area of proposed
differential fill depths. Up to approximately 25 to 30 feet of compacted fill will be placed
over approximately 60 feet of slope wash materials above bedrock elevations on the eastern
portion of the lot and a 10-foot undercut is anticipated on the western side of the lot. A
maximum 6 to 10 inches of settlement is anticipated in the eastern portion of the lot due
to the proposed fill. Differential settlement west of the cut fill ine is estimated at 3/4 inches
in a horizontal distance of 100 feet with no construction delay period. As stated in
Section 5.24, the bedrock contact should not be steeper than an inclination of 3:1
(horizontal to vertical) to reduce the amount of differential settlement.
We estimate that the underlying soils will undergo 90 percent of the anticipated
settlement/consolidation within roughly 4 to 7 months after placement of the proposed
overlying fill soils. Therefore, one :way; to limitconstruction costs;associated with reinforcing
the proposed building to withstand •the' .-anticipated --settlements -would be to delay
construction. Settlement monuments could .be. constructed on.the:.-finished graded pads as
soon as fill placement is completed. These monuments (Figure 4) should be surveyed every
two weeks by a licensed surveyor with results forwarded to this office for review. After
adequate consolidation has occurred, construction activities can resume. The settlement
monitoring data should be provided to the geotechnical consultant for evaluation prior to
construction. It is possible that 90 percent consolidation will take more or less time than
we have estimated. Total settlement (the final10 percent) typically occurs over a matter
of years. Additional long-term hydroconsolidation is anticipated as the fill soils are wetted
by irrigation and precipitation. All fill soils below and within the area of influence of the
proposed structure should be placed at a minimum relative compaction of 90 percent (based
on ASTM Test Method 01557-91) at a moisture content above optimum. The following
table summarizes the anticipated settlement.
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Cause of Settlement
Settlement of saturated
alluvial soils (Primary
Consolidation)
Settlement of saturated
alluvial soils (Secondary
Consolidation)
Hydroconsolidation of
fill soils at 90 percent
relative compaction
All causes
Lot4
Time Frame for
Settlement to Occur
4 to 7 months after
grading
three to five years
after grading
three to five years
after grading
4960134-001
Anticipated Estimated Settlement
Total Differential
10 6
1/2 1/4
1 1/2
11-1/2 6-3/4
The anticipated differential settlement is assumed to occur over a horizontal distance of
100 feet east of the cut-fill transition only. If building construction begins immediately after
grading, we recommend a design total settlement of 11-1/2 inches and a differential
settlement of 6-3/4 inches in a horizontal distance of 100 feet (angular distortion of 1/150).
If primary consolidation is allowed to occur (assumed to take 4 to 7 months), prior to
building construction (including settlement-sensitive utilities such as sewers, storm drain,
etc.), we recommend a design total settlement of 1-1/2 inches and differential settlement of
3/4 inches in a horizontal distance of 100 feet (angular distortion of 1/1600). Foundation
·and slab design should be in ·accordance with· the minimum recommendations in Sections
5.5 and 5.6 and consider the appropriate settlement outlined above. Surcharging may also
shorten the construction delay (Section 5.9).
• Lots 6-9
These lots are also anticipated to. be. underlain by a transition condition as on Lot 4. The
magnitude of the anticipated settlement is ·anticipated to· be similar··to Lot 4. Differential
settlement and the construction delay for areas east of the cut-fill transition is tabulated in
the Lot 4 section. Differential settlement for areas west of the cut fill transition is
estimated at 3/4 inches in a horizontal distance.of 100 feet with no construction dday.
• Lot 5
Lot 5 is anticipated to be a cut lot into slope wash materials. Differential settlement is
anticipated to be less than 3/4 inches in a horizontal distance of 100 feet across the pad with
no construction delay.
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4960134-001
• Bridf:e Abutments
The anticipated load of the approximately 20 feet of fill at the bridge abutments is
anticipated to cause on the order of 10 to 15 inches of settlement over a period of 6 to 9
months. Settlement monitoring is recommended to further evaluate the magnitude and
timing of this settlement. Surcharging (Section 5.9) may be performed to shorten this
construction delay.
5.9 Surcharge
As outlined above, we estimate that 6 to 10 inches of settlement of the underlying saturated
alluvial and slope wash materials (east of the cut-fill transition) will occur in response to the
proposed fill and foundation loads -and on-the order-of 10 ·to -15 -inches of settlement is
anticipated at the two bridge locations. , Approximately,. 90. percenhof this settlement is
estimated to occur during fill placement and within 6 to 9 months.of gading (for the bridge)
and 4 to 7 months for the eastern -portions -of Lots 4 and-6 through 9. This anticipated
settlement may be accelerated by placing a fill surcharge over the proposed building area. We
estimate the following surcharges above proposed pad elevation will reduce the settlement
duration to the indicated times:
Location Surcharge Height (feet) Construction Delay
Bridges: 0 6-9 months
10 5-7 months
20 3-5 months
30 2-3 months
Eastern Portion of 0 4-7 months
Lots 4 and 6-9
10 4-5 months
20 3-4months
30 2-3 months
The actual settlement and construction delay should be determined by monitoring a series of
settlement monuments as depicted in Figure 4. In areas of surcharge, the settlement
monument base should be constructed at design pad finish grade and be extended up through
the surcharge fill by a series of threaded pipes and a P.V.C. pipe sleeve to the surface. We
caution that the actual time necessary until consolidation is complete may vary somewhat from
our estimates.
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5.10 Lateral Earth Pressures and Resistance
Embedded structural walls should be designed for lateral earth pressures exerted on them. The
magnitude of these pressures depends on the amount of deformation that the wall can yield
under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can
be designed for "active" pressure. If the wall cannot yield under the applied load, the shear
strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls
should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting
resistance developed by the soil is the "passive" resistance.
For design purposes, the recommended equivalent fluid pressure for each case for walls
founded above the static ground water table and backfilled with very low to low expansion
potential soils is provided below. Determination of which condition, active or at-rest, is
appropriate for design will depend on the flexibility of the wall. The effect of any surcharge
(dead ot live load) should be added to the proceeding lateral earth .. pressures. Based on our
investigation, the sandier onsite soils.may provide low to very low expansive potential backfill
material. All backfill soils should have an expansion potential ·of less than 50 (per
UBC 18-1-B). The passive pressures provided below assume that the setback recommendations
in Section 5.8 are adhered to.
Condition
Active
At-Rest
Passive
Equivalent Fluid Weight (pet)
Level 2:1 Slope
35
55
350
(Maximum of 3 ksf)
55
65
350
The above values assume low expansion potential backfill and free-draining conditions. If
conditions other than these covered herein are anticipated, the equivalent fluid pressure values
should be provided on an individual-case basis by the geotechnical engineer. A surcharge load
for a restrained or unrestrained wall resulting. from automobile traffic. may be assumed to be
equivalent to a uniform pressure of 75 psf which is .in addition to the equivalent fluid pressures
given above. All retaining wall structures should be provided ·with·:appropriate drainage and
waterproofing. Typical drainage design is illustrated in Figure 3. As an alternative, an
approved drainage board system installed in accordance with the manufacturers'
recommendations may be used.
Wall backfill should be compacted by mechanical methods to at least 90 percent relative
compaction (based on ASTM Test Method 01557-91). Should structures or driveway areas
be located adjacent to retaining walls, the backfill should be compacted to at least 95 percent
relative compaction (based on ASTM Test Method 01557-91). Surcharges from adjacent
structures, traffic, forklifts or other loads adjacent to retaining walls should be considered in
the design.
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4960134-001
Wall footings design and setbacks should be performed in accordance with the previous
foundation design recommendations and reinforced in accordance with structural
considerations. Soil resistance developed against lateral structural movement can be obtained
from the passive pressure value provided above. Further, for sliding resistance, a friction
coefficient of 0.35 may be used at the concrete and soil interface. These values may be
increased by one-third when considering loads of short duration including wind or seismic loads.
The total resistance may be taken as the sum of the frictional and passive resistance provided
that the passive portion does not exceed two-thirds of the total resistance.
5.11 Cribwall Design
Crib-lock type retaining walls are being considered at several locations on the subject property.
Settlement-sensitive structures should be o.set back. from . the top .of.-the wall at a minimum
distance equal to the wall height. Appropriate geotechnical design-parameters for the cnb-lock
retaining wall are provided below:
Friction angle of bacldill and soils at toe of
wall
Cohesion
Passive resistance
Weight of bacldill soils
Allowable bearing capacity (8 feet minimum
width) and 18 inches embedment)
Expansive index
Temporary backcut
32 degrees
150 psf
300 psf/ft.
130 psf
2,000 psf (12 inch minimum embedment)
2,500 psf (18 inch minimum embedment
<50 (per UBC 18-I-B)
1/4:1 (horizontal to vertical for bedrock cut)
1:1 (horizontal to vertical) for cuts in slope
wash and fill to 30 feet high
Adequate drainage should be designed behind .the·wall by-the wall contractor and
reviewed by the geotechnical consultant. Typical ~drainage,includes a PVC pipe
surrounded by gravel and filter cloth ·with outlets into positive >:drainage facilities.
5.12 Calle Barcelona-Box Culvert
A double 6-foot by 5-foot concrete box culvert extension is proposed near the intersection of
El Camino Real and Calle Barcelona. We anticipate that the culvert will be constructed
_ concurrently with placement of overlying fill. Our investigation indicates that on the order of
10 to 15 inches of settlement may occur after placement of the proposed fill. The box culvert
is anticipated to be underlain by up to approximately 50 to 70 feet of alluvium. It is
recommended that a minimum of 12 inches of crushed rock, or granular fill be placed below
the culvert in all locations to create a "yielding foundation condition" (basis of design of
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4960134-001
standard box culverts). We recommend that a minimum of 5 feet of removed and recompacted
material underlie the culvert base. The recommended removals below the box culvert are
anticipated to reduce the differential settlement to approximately 2 inches. The box culvert
should be designed to tolerate the anticipated differential settlement (approximately 1 to 1-1/2
inches in a horizontal distance of 100 feet). The removal should extend 5 feet beyond the
sides of the proposed box culvert. It is anticipated that the removals will be performed below
existing water table elevations, and that it may be necessary to place graveVrock mat to provide
a firm working surface. In addition, some temporary dewatering and surface water diversion
should be anticipated by the contractor.
5.13 60-Inch Corru&ated Metal Pipe
The existing 60-inch corrugated metal pipe located . underlying El . Camino Real (Station
127 +50), north of Levante Street was observed to be free of perforations where accessible.
The pipe had approximately 2 feet of standing ·water at the outlet:·location, however, was
accessible by manhole entrance east of El Camino Real. Slight corrosion was observed where
the pipe coating has deteriorated. The surrounding soils possess a heavy corrosion potential.
Due to the variable condition of the pipe's protective coating, an accurate determination of
life expectancy is not practical. It is recommended that a qualified corrosion engineer observe
the existing pipe condition and review the laboratory data contained herein (Appendix E).
5.14 El Camino Real Widenin&-East Shoulder
We understand that widening the eastern (northbound) shoulder of El Camino Real, north of
the intersection with Olivenhain Road may be considered. Based on our field reconnaissance
and review of the referenced reports, the proposed widening area will encounter Torrey
Sandstone underlain by the Delmar Formation. The proposed cut slope excavation would
expose dense sandstone underlain by potentially weaker claystone.
It is recommended that additional subsurface work be performed to evaluate the stability of
the proposed excavation. ·Recommendations for grading and the need for stabilization of the
claystone material should be provided.
5.15 Geochemical Issues
5.15.1 Concrete
Laboratory tests indicate a negligible concentration of soluble sulfates in onsite soils
(less than 0.005 percent) for tested representative samples (Appendix E). Accordingly,
typical Type I!II cement may be used for concrete in contact with onsite soils.
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4960134-001
5.15.2 Metallic Corrosion
Minimum resistivity and pH tests were performed on representative soil samples
(Appendix E). Test results indicate the onsite soils possess a moderate to heavy
corrosion potential for buried uncoated metal conduits. It is recommended that a
qualified corrosion engineer be consulted for the necessary protective measures.
5.15.3 Chloride Attack
Representative soils were tested for chloride ion concentration. The results
(Appendix E) indicate a negligible effect on concrete piles per the Caltrans Bridge
Memo to Designers, September, 1986.
5.16 Pavement Section Design
Because of the variability of materials on site, it is not possible to know which soils will be
placed or exposed at pavement subgrade. In order to provide the following recommendations,
we have visually evaluated the onsite soils and utilized representative R-value test results from
adjacent site work. The following pavement sections are provided for the following streets, the
site interior driveways and parking areas. Pavement design should be in accordance with the
City of Carlsbad Based on the City of Carlsbad minimum pavement sections in City of
Carlsbad Standards for Design and Construction of Public Works Improvements, dated
April20, 1993, Sheets GS-17, Traffic Indices provided by P&D Consultants, Inc., and an
assumed R-value of 50, we provide the following preliminary sections.
Based on the results of our analysis, the following minimum pavement sections may be utilized
for planning purposes. It is recommended that representative samples of actual subgrade
materials be obtained and tested to provide the final pavement design.
• El Camino Real WideninK
Design R-Value =50, Traffic Index= 9.0
6 inches asphalt (AC) over 6 inches Class 2 Aggregate Base (AB)
• Calle Barcelona
Design R-Value = 50, Traffic Index= 8.0 inches
4 im;hes asphalt (AC) over 7 inches Class 2 AB
• Levante Street
Design R-Value =50, Traffic Index= 6.0 inches
4 inches asphalt (AC) over 6 inches Oass 2 AB
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• "A" Street
Design R-Value =50, Traffic Index= 6.0 inches
4 inches asphalt (AC) over 6 inches Class 2 AB
• Standard Dutt Parking Areas
Design R-Value =50, Traffic Index= 5.0
4 inches asphalt concrete (AC) over 4 inches of Qass 2 AB
• Heayy-Dutt Interior Driveways
Design R-Value =50, Traffic Index= 6.0
4960134-001
6 inches of reinforced Portland Cement Concrete (PCC) over 2, inches of Class 2 AB
or
4 inches AC over 6 inches of Oass 2 AB
• Heayy-Dutt Truck Access Pavement
Design R-Value =50 Traffic Index= 7.0
7 inches reinforced PCC over 2 inches of Oass AB
or
4 inches AC over 6 inches of Qass 2 AB
aass 2 aggregate should conform to Section 26 of the State of California, Department of
Transportation, Standard Specifications. Concrete should be reinforced at a minimum with
6x6-10/10 welded-wire mesh at slab midheight. The actual pavement design should also be in
accordance with ·the City of Carlsbad design criteria. Asphalt Concrete, Portland Cement
Concrete, and base materials should conform to and be placed in accordance with the latest
revision of the California Department of Transportation Standard Specifications (Caltrans) and
American Concrete Institute (ACI) codes.
The upper 12 inches of subgrade soils should be moisture conditioned and compacted to at
least 95 percent relative compaction ·based on AS1M Test Method 01557-91 prior to
placement of road base. The base layer should be-compacted to at>least 95 percent relative
compaction as determined by ASTM Test Method 01557-91.
We recommend that the curbs, gutters, and sidewalks be designed by the civil engineer or
structural engineer. We suggest control joints at appropriate intervals as determined by the civil
or structural engineer be considered. We also suggest a minimum thickness of 4 inches for
sidewalk slabs.
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If pavement areas are adjacent to heavily watered landscape areas, we recommend some
measures of moisture control be taken to prevent the subgrade soils from becoming saturated.
It is recommend that the concrete curing separating the landscaping area from the pavement
extend below the aggregate base to reduce the migration of irrigation water in the aggregate
base. Concrete swales should be designed in roadway or parking areas subject to concentrated
surface runoff.
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4960134-001
6.0 GEOTECHNICAL REVIEW
Geotechnical review is of paramount importance in engineering practice. The poor performance of
many foundation and earthwork projects have been attnbuted to inadequate construction review.
We recommend that Leighton and Associates be provided the opportunity to review the following
items.
6.1 Plans and Specifications
The geotechnical engineer should review the project plans and specifications prior to release
for bidding and construction. Such review is necessary to determine whether the geotechnical
reco~endations have been effectively implemented. Review findings should be .. reported in
writing by the geotechnical engineer.
6.2 Construction Review
Observation and testing should be performed by the geotechnical engineer during construction.
It should be anticipated that the substrata exposed during construction may vary from that
encountered in the test borings or trenches. Reasonably continuous construction review during
site grading and foundation installation allows for evaluation of the actual soil conditions and
recommending appropriate revisions where required during construction.
Site preparation, removal of unsuitable soils, approval of imported earth materials, fill
placement, foundation installation and other site geotechnically-related operations should be
observed and tested.
6.3 Pile Drivin&
Pile driving should be . performed in accordance with Cal trans Standard Specifications
Section 49.
-31-
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Base Map: Thomas Bros. Geofinder for Windows,
San Diego County, 1995, Page 1147
GREEN VALLEY
Encinitas, California
SITE-
LOCATION
MAP
0.~~-1iiil30~0 ~~2~600
Approximate Scale in Feet
Project No.
4960134-001
Date
7-11-96
1042 889
Figure No.1
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10 50
10 5 0 A
50 100 KitoU&eRi
50 wtES
_..,_ __ _
s 0
150
100
MAJOR EARTHQUAKES AND RECENTLY ACTIVE FAULTS
IN THE SOUTHERN CALIFORNIA REGION
ACTIVE FAULTS -------····· Total length of fault zone that breaks Holocene
deposita or that has had Mlamlo activity.
Fault aegment with eurface Npture durin; an hlatorlo
earthquake, or with ... Iamie fault cr .. p.
0 Holocane volcanic activity
(Amboy, Pisgah, C.rro Prieto and Salton Buttn)
EXPLANATION*
1899
M7+
1952
.M7.7Q
EARTHQUAKE LOCATIONS
Approxlm.te epk:entral .,.a of earthquak"
tti.t occurred 1768-1833. Magnitude• not
recorded by lnatrumentl prior to 1808 were eatlm.ted from damage reports ... lgned
an lntenaltv VII (Modified Mercall acale) or greater; this II roughly equivalent to
Richter M 8.0. 31 moderate•• earthquak .. ,
awen major and one gre.t eafthquake (1857) were reported In the 184-year period
1769-1833.
Earthquake epicenters since 1 W, plotted from Improved lnatrumenta. 29 moderate ..
and thr" major earlhc!uakea were recorded In the 40-year periOd 1833-1873.
• See l.arMt, Merllleld, Pl'oclor PI'* hel'eln lot additional SlqllaMtlon of map.
•• Code ~ bv the Structural Engl.,..,. Aaloclallon of California define a grMt MlthquaM u-tNt hu
a Rchter MaQNiude of 7 314 or greater; a mafor .. rthquiM 7 to 7 314; • moderate earthquaka I to 7.
Compiled bv Richard J. Proctor !Minly from published Md unpublished data of the California Division of Mtne. Md Geology, CaRfomla Dlpartmett
of Water Reeourcn Bulletin 118-2 (1984); Mlec:donl from bullellne of the Oeolog~ Md Seiamolog~ Soclltlel of America; from C;F. Richter,
ElemenWy Sellmology (11158): end the National Allu, p.M.
REGIONAL SEISMICITY
INDEX MAP
Project No. 4960134...;001
Project Name Carlsbad/Green Valley
· Date 7/11/96 Figure No. 2 2095 788
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SOIL IAC~FILL. COMPACTED TO
10 PERCENT RELATIVE COMPACTION*
RETAINING WALL ·
WALL. WATERPROOFING
PER ARCHITECT'S
SPECIFICATIONS --
FINISH GRADE
SPECIFICATIONS FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
U.S. Standard
Sfeve Sfze
1"
3/4"
3/8"
No. 4
No. 8
No. 30
No. 50 No. 200
S Passing
100
90-100
40-100
25-40·
18-33
5-15
0-7
0-3
Sand Equ1valent>75
RETAINING WALL
DRAINAGE DETAIL
3/4•-1·1/2• CLEAN GRAVEL**
4• (MIN.) DIAMETER PERFORATED
PVC PIPE (SCHEDULE 40 OR
EQUIVALENT) WITH PERFORATIONS
ORIENTED DOWN AS DEPICTED
MINIMUM 1 PERCENT GRADIENT
TO SUITABLE OUTLET
COMPETENT BEDROCK OR MATERIAL
AS EVALUATED BY THE GEOTECHNICAL
CONSULTANT
*BASED ON ASTM D 1SS7
**IF CALTRANS CLASS 2 PERMEABLE MATERIAL
(SEE GRADATION TO LEFT) IS USED IN PLACE 0,
3/4•-1·1/2• GRAVEL, FILTER FABRIC MAY IE
DELETED. CAL TRANS CLASS 2 PERMEABLE
MATERIAL SHOULD IE COMPACTED TO 10
PERCENT RELATIVE COMPACTION*
NO.T TO SCAL.
Project No. 4960134-001 rniJ Scale NOT TO SCALE
Engr./Geol JGFLRFR
Drafted By KBC 1042 889
Date 7/11196 Figure No.3
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..;,_ __ ._
· 4' min.
. Fill soils
-.---·
-·· -·-.
TYPICAL CYLINDRICAL
SETTLEMENT MONUMENT
DETAIL
----•• to a• diameter plaatic PVC pipe (schedlM 40)
. . -·--·-·-
Ground surface
----314• min. dialneter rigid
. ·~_pipe will cap .
.-·-·-· . ---·-
. . .
.. -··~,-·."· · Fll aole -~----
. ---· ~
. -----
~--Back fiRed with concrete
Project No.
Scale
EngrJGeal.
Drafted By
Da
-·-----...
0 ---
4960134~01 [f:lJ]
-!!N0~11'~-~T<H~sc~re .. • • .___
JQF/BfR
KBC .
7/11/96
10Q 119
Figu'e No.4
I
A
Tt
0
I Exis.ting m
profile ProP-osed IL Lot 3
_ ..... /profile I -f77(l7222z,.-;:-.:::---------_____ . ___ ~~---__ _
\ ------.. Qsw · "" ,
i150
.! -
0
8
OVEJIEXCAVATEBEDROCK/SHAU.OWFI.LIIofi10FT. ~~. _. _.-·-~-.-. -' • -·-·~·---·-?-·-· ~ ·-·-·-·-·-·-·-
·~ Osw ----?. Qal
---? ? ----?~ ----?---
Tt
Existing profile
Tt
Tt
N55~ .....
Geotechnical Cross-Sections A-A' and B-B'
Green Valley
Carlsbad, California
Tt --?-~ Td
Qal
0
Project No. 4960134-001
Scale ..... r~.--=--1.u~oo~·----
Engr./Geol -.~~JGF~/;..&.Ru:.EBI.l.-__ _
Drafted By ...LKu.B~C:.__ ___ _
Date ...:7..L./..LJ11!l.../92l6l....----
100 s = ~
50 [ij
0
1045 889
F"lfJ.I'e No.5
I 160949
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I c 50 .e -I !! G)
iii 0
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D
o:C vg
'a (I) i 0
c ~ I
r1l
1
Lot If.
10
C'
Tt Tt Td -
Existing ~ Lot 9 t ~~ 0 t r~~~~--~~~--~--~::Cij~~~~:=~~~~~~~~~~~~~~~~::~~~~~~~;~~~~~JtS~tr~e:et~;;~::::~~L:ot~1~~----_j100-~ --.:._:::ajW' ......_ m ~A.. Pr~P.iosed .! ~;;---------------··-__ l_.._ L pro1e _
·----00 g ~ 1 -. -~ ·--·-?-·-·-·-·-·-__:j·~~-~-.-::::::-:::: :g --=:-----. ~~·-;-. -. - . YSW . . --.:_ Qal &;
Tt -?---------? . ?-----0 iii ---·---. ---------------~ ------Td ----.
Geotechnical Cross-Sections C-C:' and D-D'
Green Valley
Carlsbad, California
-----?---
ProJect No.
Scale
Engr./Geol
Drafted By
Date
Qal . ? -----· Td.
4&§Ql34-0Ql r = 1QQ"
JGFLBFR
KB~
7/11/&7
[fill
1045 889
~eNo.6
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Potential
Causative Fault
Rose Canyon
(offshore)
Coronado Banks
(offshore)
Elsinore
San Jacinto
San Andreas
4960134-001
TABLE 1
SEISMIC PARAMETERS FOR ACfiVE FAULTS
Green Valley
MAXIMUM CREDIBLE
EARTIIQUAKE
Distance from Fault Richter Peak Bedrock
to Site (Miles) Magnitude Acceleration (Gravity)
5 6.9 0.37
18 7.1 0.17
25 7.2 0.13
48 7.0 0.06
70 7.5 0.05
t'·-.:
' '·r.
·:-·
' .
L '
~ --
_., ·_.; .. -·· . ."· ..
LEGEND
.,,_':""-
-... _, . __ ,. . .... ,.---·-'
·-.' r . '
'.
. f· . '· ! . . ,. ',
.
~ I
I ESTIMATED REMEDIAL EARTHWORK MAP
Green Valley
Carlsbad, California 5' Approximate limit and depth of anticipated surficial soil removal below
existing or proposed elcvati nn, whichever is lower in elevation
..
. .
'
. )(0.5.
813-4
j • -.· ..
'C --'C.. •• __ , .. , .. -: ..
.. -..
. . . . .
-·--
I 10'
LOT4 I
+ -
l'i..I.1L!i! 30 F!13i1T
."-L"Xli'il!t~f.KIS.T.,Z4"RCP !1NfJ ___ _
. ----
w---lyy;.J/ 24'RCP _ -~ =~~-=-•=-.
Approximate location uf anticipated replacement fill key
-~·
fAP 70z_.
L0Tfi
+
.LOT 3
OPEN SPACE
Jb: ,_-=--=F---~ c& 95 ' '
~,-,----=t== II · CONAit':'CT -~
+
., LOT)CJ··
·OP£N -~PACe
;2801
I
EYTENPEXdl. fJOUBLI" 6xS'
/30)( CULVERT
e'Y/.9 r: !J.D. tJ IE
POC J:ZG5'77
REC.C.. :~;::fv-1<1 l TOR
(!Tf'H
A" < 13Af':CEt.0>.1A PF?OPOSE:P C ~
P£R CT 88·03-0/
"'0 1o-'/·q· 'i? ,., ·1 c,.Fl ·-11·) .-<..-vL/1-...~ .:J. ,_,,...,'
DT£11.1' Fl;'/5.~ ..
24 'ReF I4Pll /? /
Ci./l?B INLET .·.£~:),':"'.:
I'
90 I ,,. . ~, I . n --'.r ' -1. PROPOSED WATER . -· _ U _ TO EX/SliNG .
£ J"!C J N J TJ-\ 5
o· 1oo' .~qo~; ~oo' '~-. .~~ 7· ~: .~L;;;;:;:;;;:;;;~l~~~ ~i 29 zz ••.......,.-
1 ~-i~-fl'"E'x'lJ''t f)OU8Lf! 6x5' FU\NCHO LAS
• I' •
' '
I [JOY CULVERT .I, -·-..l_____.l_L_ __ _..........._......_. _____ _
. ' ' ' .. -...
. ~-
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SEc $/lEfT _4 -
MATCf/ ~INE
_ ...
l -« -· py '~ . x·.
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----~ ----·---------~-+--+---+--+---1
~-- --~·--· --··--------+--+-~-+--+_:_~-~
--,----~--------~------+--l---+---+---1
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--_L --t --.. --~~-------+-f---J--..--1---~
--,--r ------:-· ------------l,.----~-+--+-----~+---1
-,--~-·-·-· -~----------74--~~--+---~---1
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...... -
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oP.~N .s'PACe
\
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---'· .. -. •,_
I'
••
GREEN VALLEY ,
MAS:TER TENTATIVE M~ p
C.T. 92-08
SHEET 2 OF 4
\ ' ' \
\
-+-
P&D Consultant-s Inc
401 West "A" Street, S \.Jite2500
..
San Diego, CA 92101 619•232•4466
. \
An Employee..:'Owned Company
10RR410_
..
~
' 1-,
~
> u. --~
2 u
L! a
~
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....
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/
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..... OPEN
\ .
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(·~-----·--
·RO.S. <:lj ~, I 0 ...=; L.r
'
"·--.
" .·-Qal to 90'
GW.@ 16'11"
Td @95'
I"-'~ TD~.s.:>;:>"
.p--~~-=+-·11
90
I
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Td@ 60'
TD-65'
/ /~~/_•--·;;;·-:r· ~J..
LOT 3 A' OPeN SPACe
Oat
24''RCf' !1/VP -------------------
--""'" -. :;/! ....
---·
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. ·L·· , o1J2'to···· ·· . ·s:--i
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.l . "'" ,. ·-·•, '-·. . . : ;: '·' ---·· .... -
. 1 oPeN .SPACe
...J.--If--1;?4-. Acc~ss M-ID . · ·.. . •··· .·• ·:· ..
1 . '·. . ·.. .· . '
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WI/Ti!?H111tl,li'EtM.4Tii7# · ·. . £Xf$T. e!ISI'f T 11_/J/1/IIIXJNMENI' ..
Afu
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+ orn.
EYI.JT. S.D.t:iE iff
ooe. !Z6597il RElY. 12/23H8
E~TE/V.PE)(I.JT
24 'Ji'CP i4P.P li
Ci/R13 INLET
TO REi1/liN '
(lTD"! "'B)_----" . ..-----::::: .
·._ .. ,
i
; /
/ -~·'
'
i
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. SDB-3 -~· . ·._-·:·. . e _£: ·-_. ··._
Qsw to 68' . ·' · ··. . w @ 47' .... · , .. ·· ..
• @. 68' :.: ....... ·. i ·· ... ····· ·' -... ,
. _:\ .. ·. _.,~ .. r .. -.·-
·; -. ,-:.,-'
-'._ ....
. . "·
··;· .· •. •··
:::' ' "'o •
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·:··· ·y·:_ •...•. ·.-.·.·~-·
... ·· ... ~
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/y I ~ -
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.·.·_· .. /
~/
!
LOT2
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OP£N SPAC£
no~ n -. . :::::; --; ""o .-.., Ll 1 -C.. .j',
,•
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(\-~ •. -·----"'-
. ,L··'
'
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--'-'
'----~-~-. ·-
-· -----------·--:-....
-.· \"'
. ·--....... --· .. ,
• •
GREEN VALLEY
' i •.. ,. -,
ICGB-6 ··-···:\· ~ Qs~;O<IJ .to-6ao;-..... . : l. · GW. @ 3' ...
Td@ 68' ; · ./1--~
' -.. ,
• • . '
i/VEAIH£R
CONSTRUCT .SMII . ro
' '
+
MASTER TENTATIVE MAP
C.T. 92-08
SHEET 2 OF 4
1088410
P&D Consultants, Inc.
401 West "/'\' Street, Suite 2500
San Diego, CA 92101 619•232·4466
An Em,ployee-Owned Company
., .
•
. {
'
LEGEND
GEOLOGIC UNITS
Afu
Qal
Qsw
Td
Tt
Artificial fill -undocumented
Quaternary aiiLNium (circled where buried)
Quaternary slope wash (circled where buried)
Tertiary Delmar Formation (circled where buried)
Tertiary Torrey Sandstone (circled where buried)
SYMBOLS
. ·,, ', ' '-~ ' t-.. ',-~-:
'-, ,_', ·,' ·,' ',
Geologic contact, dashed where approximate,
dotted where buried, queried where uncertain
Approximate location of recommended canyon
subdrain
Approximate location of recommended fill slope or
'iability fill key
D D' r...,. ..... ...,. ... ~ Approximate location of geologic cross sec:tion
8-14 ~ TDo81'
T-22
~
SOB-3 ~
TDo685'
SDTP-16
~
ICGB-6
r!r
Approximate location of exploratory small-diameter
bonng showing total depth (Leighton and
Assoc1ates, 19:J6)
Approximate location of exploratory trench (Leighton
and Associates, 1996)
Approximate location of exploratory small-diameter
boring showing total depth (San Diego Soils, 1985)
Approximate location of exploratory trench (San
Diego Soils, 1985)
Approximate location of exploratory small-diameter
boring showing total depth (ICG, Inc , 1989)
Approximate location of recommended settlement
monument
GEOTECHNICAL MAP
Green Valley
Carlsbad, Califomia
'<
®®®®®
T f r'','l , op o,
' ~
Toe of f /ii
~' /•• ~ .. --
B-12
-@--
r ;..
I
' ;,.
I
~
B-11
-~-0--
2 < :i -
-~--------------------------------------------------------------------------~-----------------------
1 1 '1
' '
lN
------------..------++-----~----<·-~--------"-----------+-+--~-----,---------------
~·
(\j'
•
2:1 -
/
T)p )f -fitl i ' • , ' 1 •I
PLAN
; "' ): .. :,1
t" ,. /()'
(not to scale)
ELEVATION 115'-0"
, .• ;n·
~ 35'-6"
4'2'-9"
07 ;;.11,
DATE
LEIGHTON AND ASSOCIATES, INC"
CONSULTANT
3934 MURPHY CANYON RD. STE. 8205
ADDRESS
$AN DIEGO, CALIFORNIA 92123
CITY STATE ZIP
/2''-5"
;t J/ J l
C!r ~~~~~ert : ---------
ADur i B-· / ··~--
Elevation 65' 0 ~ ~ __ ~ _ _ _ _ __ _ _ _ _ _ ~-__ f4'f~;jl~s~ J Ab_ut_~ _____ _ --~ -~~ae~~fgtc1a;:ret~~~wi:;)e~Ofu~ ~--~ r-~ ---"I 1---~ : I -· c lOO$e, ~ght brown, Silty, fine to medium
comm<>n. OiQanlc matref common; :'7\.~ GWS •. '.J ~~WS ~~ sanct chunks pf clayeyer mat~ri~ CQtmnon. 60 Artificial f1Uf0lacedfO< drill oad ;'::"-~' ' 01 ,·,-? 6/11!96 '"'"'-' prgamc matenal common: Arllficral frH 60 . . ,..... . , .. -:-~~c '.. (placed for dnll pad} . ",,', 6/,2/r"!.... '.;/ '---' ~ _,_-, __ Soft t9 stiff. brown. si/1y clay: abundant t:\'~-~ '~\ ~ organ~<; materiat AJiu11ium ~<·':~ ~ l~ ~ Soft t_o stiff, Qrowrt silty clay; abundant ~~ ~~~ '::< organ•c matenal: ARu11ium'
~=~8----~---··---~-+~~ ';.: ---1--~ 50 17-:-T ''' 16 Z" ''' -~~ "'-'.L..---~~~--~-. ':-" !---l ~~ p: ;,'f---~-~~~~--"""-::>U
.. ,,...,.,.
Slightly compact light brown. flnitO.L __ _ coarse sand
~SA·., zar--.;:_,. ______________________ ~-~ 40
Sr.ghtly conipact !o compact. light brown. fine to medium sand
20 37 1 r
Dense. light brown, fifl€1 to medium sand I_. -· . ,,'2"' :ssvfifl ' . '..;__;,/ '..::_,/ Compact, light brown. clayey fine to ~ '::::
mecUum safid ~ "-' 1L!.<O'--~~--~-~~~ 20 , ~~1------~~---
. :
22 ',-.• ~ 30 ------~--~·+'-:-"------------~-i"\; Compact. bght brown. clayey, f1ne to medium -;----:--;-~ .. <'"' sand to fine to medium sandy clay --~8 : 3 '~ 1106 i 194_;(~~·1 I· .. "-.J
45 2'' -~~~--·-1_
45 I 2''
-------~-
.·h=~~~~~~~,~~=2~0 Dense, liyht brown. medium to coarse sand· few fine graveis ·
Dense. light brown, ciayey, medium to coarse
sand to ~ine to medium sand 1 Q
:-~ Dense. hght)u:own. medium to coarse sand ~-~ 3 _ _.;;. __ !Ot6 1 2€.4 ~~
0 39'2"' "'----:-------:-:-;-~---:::----,---·-=--~
Compact. light brown. fine lo coarse sana
~~"-Very stJff. mottled orange-bwwn and light -~~,-i.~ "-._ gray-green. fine sa'ldy clay few fir;e _____________ ~J .':_ .:::.. ~_wavers _ 0
~53TY
10 i"S : 2" ::_f\L_~------~~-------!---~ ------~ -
asfT froo< 22 ._iMi De.,se. gray. fine sandy to sil1y , .... <:: ~
clay and gray to gray--b"O.-¥n. ·, '·,
_ 20 fine to m_ed_i~~~-and -----35 2. <·,, -c__:_~>J----~"~"--" ----
1'. '
Very stdf to hard. dark gray to '"3s"_~-;,;cf_ ', ,\,
olh•e-green. fine sandy claystone. :·.-."'-....,
DelrDar Formatiol'l '
=><3 .... 0 __ ~ ______ .·..::56::..""'=--=· ' ~-~~
6/12/96
-40 NOTE: Sff APPENDIX 8 FQR DETAilED LOQ.DESCRIPTION
Dense. light brown to brown. fine lo coarse sand. few ftfle gravels
---~~~----------=--1,0
-85'T l-;-;,:-:t2' ,-, "2o~s•.t'M'~
._______J.__-..... -Dense. Ttgll(?rown. medium to coa(se sand
and mottled light olive-_green and orang~~~rown. clayey. fire sarxty silt _20
'
Very stiff. oHW'e-green. fine san-dy to silty
claysto11e; Delrnaf Formation
-30
LOG OF TEST BORINGS
CALLE BARCELONA BRIDGE
4960134-001 Jd!C 7 l1t-96
81 KBC
' .--
' '
. ~-...
: .
,_ '
:".>
' ' -
·,''
·1* r~~~ffiJ)lmri~jltf;:JY~-~~~;;~~;;_L~El~G~~~T~O~N~~A,:::N~D~A;. s~-s~o~c;_:·I;;_ATE;,;S~, !/,:'V,C. · ::>
·-OF TEST,·BORJNGS
R
EA < •
(' of )
I
.I
,; '' ,. •,:·• ·, ,""'
REGISTERED GEOTEciAt.ENct.EER
~? /( ~:4
DATE
LEIGHTON AND ASSOCIATES, INC
CONSU.TANT
3934 MURPHY CANYON RD. STE. B205
ADDRESS
SAN DIEGO, CALIFORNIA 92123
CITY STATE ZIP
.-·---·."' ·--........
/ '" ,• ' ' ' ',
(l !1/l
/
ELEVATION 115'-0"
88 ..--., -.,..--.,..-=----------.,
Top of fiil
-----
5'-6'' sldev-/clk
rtyo!
Toe of f/i/
8-14 ---EJ-------------~ ~------
2:1
8-13 -EJ-~
't_ Lcvcnfe St o,n.j
or:>po5eG 24~ se.~.er\
\
• ~I C\;:
------------~~~~~~~~-~~~~~---~~~t-~~---------------···
2:/
1
,I
l
1
I
I ' -: I I
2:1
or f!/i
PLAN
/" = /0'
(not to scale)
'o-c+ I /.--' I.) 1
+'I!/ I I''
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(not to scale) 35'·6"
• ~::::::::i~~~~~~-~ ___ ~_:_~---~---~---~-:_~ ____ ~ __ :~--~-~_:_~_-__ ~_ ~· ~· ~--~~· ~~i~~------
...... ................. ::;. _______________ -----------------------------------------~ ~ ........... ) ..... --...... ........
.... ... I ....._ 15:-5" I ,. "' ""-.. ... t ........._ , , I / .... .......... li:L...-.... l'i~ ~ rr11n verr c~~: ( 1 1 ;~ ~ fcce of p .. er.-J 13 ~
• "· ·' 1 8-1 r.:, 1\but 4
I<UV< ' 0 -~ L.!J ____________ JI<UOJil1'l.A. _ _ ___ ~o 1--_____________ v::-E;[QV.a\)Q!L4\l 7C ~ ___________ _
Loo$e, gra_y-brown silty fine to mediu':1~S · ·. / · 1 • ::.. Loose gray-brown, siliv fine to medium
san<11· sandy clay chUnks common, orf!,g7ni 1<": · GWS\ 46' , 42,_9• , 42.-\ ~<,Q!!fJ', .;.;., sand: Art1f1cial liP (placed for driB pad) debriS ~ommon: ArtifiCial fill (placed !o ~~(\ -I' -V • · ~0-\
driP pad) ~'' 6/1 ;96 · 6/12/96 w · -~'"~" Cir Soft to st1ff, ~row.n silty clay; abundant 40 Soft \0 stiff, /1<0WI),SIIty clay; abundant ' ' pr-' ? v--7 c"'"' organic materraf: Aduvrum ···--.Q~gan•c matenal: A!!Yvium ~~~ .'Hr -wr .J .~0.': ~-40 ~~ ~ --------+-----~. "'•""'" ,,..~,~~":'~<-,7:1:,1--------------t--·---------~,o;,..o;="'z"'· ~,~~''l,r--------+-------
f'-.0,~ ~-'-. '.·• Slightly compact. light bfown to li<lht
z
0
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3 "'-: green-broil'.~~ c!?.~~YI fine to mediUm 30 0 -:-:-:-=-:;-===--:c-,-,--;c-c----;;-=+ ' ''!-:=.,..._,..,. Ml 39 3 , ::, sand·, few f,_.. ~JL<,•e s ---Loose. rtght brown. clayey fine to -~-L3_: >·,""-, 12~~---L~.:~.J~----------------·--------~.....!...{~,_;._:,,t'fi10~siaT-'2~t}2_fltM~I~)]SA:Af·=--------_,~
20
10
0
med1um sand _:,.,~
-u16,..,.-,2;c-, i;;·~' : ~~ :·.·· .. ~~~act. light brown. fine to medium
'/; .·
StJff. brown, fine sandy clay _____ ,.,.,., 1/>r----------· .. ----------------·'" . 2 -'-@·@-------------'2.._,~(. ~.;:::'-l'. "':
• ~~ Slightly comQact. light b~own and iight
17-:--z:-.''. 13 2·· 1...,__ gray, cl.ayey f1ne to med1um sand to f1ne ----= .. f"..··, '·. ~. l · . ....._ . to medium sandy day: few thin organic ~--,->, ~~-rich layers
~-,, 1 "· '· '-' 102 1 >5' •""M ·~rs~A·,,~s ·---~-" , ,_-!"-'.~ 1on ' 23 i 'MYSA --~ 1Q Slightly compact. ciayey. fine to ~ -j", '·. · '·-· "-' .... _/\..J-.::...:;; ~ ....., ' 1 1 ~ 'A medium saf'd and ftne sandy to stlly coay . ",'..... .......... ....__..
"· ' SlighUv compact. light gray and light brow, ' ' ~ slightly clayev. ftne to medium sand t4 2" ', '" l.-111 20 ' 2' -'--'-/'~ 1'../ ~'--:'
J2 i l [~'··~-----------------~-~----------~1'"5""2'--{. <c'\J-----------.. , ___ __,0, ~-.:.::,~ '-,
'\ ~ ~-~~~ .. ,,, -,,--{ c ... ~2,2" .... 2t 2" ~ ''.. ..c.c_--'-1--" .. . '. ..
SlighUy compacJio compact light gray to orange-browr'l, c ayey, fine to medium sand
3nd sandy to srUy clay
UJ -1-.;0,__ _________ ----ro-3 ,, 0
1o7a 1 21.7 '~)-------------------------so, o.:_ I'~ '\,i-c-10~5~~~~,.~,--v.~~ --------~----------'1=
Dense. :rgf"\t brown, medrum to coarse sand
3S. 2" . Dense, l1ght gray-brown. medium to coarse sand
-20 ,~-~@!-· ~~-----~~~~~~~-29 2 ~ .... ~ ~~~~~---··~ .. .... ""''' l'::\ Very sbff to hard, huht gray gree11. f111e to VePJ sttff to hard, gray to l1ght gree:1 31 2.. ', -, coarse sandy claystone Delma( F'ormation fine to coarse sandy claystone: , f'-~"·--' ~~~ ',
C>elma1 Forr11atron "''·< ,, 'i. -,3"'0'-----------~--"""7oc-J'".o"". -1·~:~.··.~ _"'110=7 ""· ."'>O"'~'M'' _____________ .. _________ . 93.J 3' ~,·l -------------"'-3,...,0
6,13.'96 6112/96
-40 NOTE. SEE APPENDIX B FDR DETAJ~@,_,LO,cG,_,.D,ES,C"-'R'-'IP:.!T-"IQ"'N'-------------~~~~~~~~~~~~~-~~o
·oG.tOF -' .,
LOG OF TEST BORINGS
LEVANTE STREET BRIDGE
TEST
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GREEN VALLEY ,
MASTER TENTATIVE MAP
C.T. 92-08
SHEET 3 OF 4
10
P&D Consultants, Inc.
401 West "A" Street, Suite 2500
San Diego, CA 92101 619•232•4466
An Employeei-Owned Company_
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SHEET 3 OF 4
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4960134-001
APPENDIX A
REFERENCES
Albee, AL., and Smith, J.L., 1966, Earthquake Characteristics and Fault Activity in Southern
California, in Lung, R., and Proctor, R., ed., Engineering Geology in Southern
California, Association of Engineering Geologists, Special Publication, dated October
1966.
Bolt, B.A, 1973, Duration of Strong Ground Motion, proc. Fifth World Conference on Earthquake
Engineering, Rome, Paper No. 292, pp. 1394-1313, dated June 1973.
Bonilla, M.J., 1970, Surface Faulting and Related Effects, in Wiegel, R., ed., Earthquake Engineering,
New Jersey, Prentice-Hall, Inc., p. 47-74.
California, State of, Department of Transportation, 1986, Bridge Memo to Designer's Manual.
----., 1987, Peak Acceleration from Maximum Credible Earthquakes in California, Modified from
Maulchin and Jones, CDMG Map Sheet 45.
----., 1988a, Standard Specifications, dated January 1988.
----., 1988b, Highway Design Manual, 4th. Ed., dated August 5, 1988.
----., 1989, Bridge Design Aids, January.
----., 1993, Bridge Design Specifications Manual.
Eisenberg, L.I., 1985, Pleistocene Faults and Marine Terraces, Northern San Diego County, in
Abbott, P.L, Editor, 1983, On the Manner of Deposition of the Eocene Strata in
Northern San Diego County, San Diego Association of Geologists Fieldtrip Guide,
pp. 87-91.
Eisenberg, L.I., and Abbott, P.L, 1985, Eocene Lithofacies and Geologic History, Northern San
Diego County, in Abbott, P.O. Editor, 1983, On the Manner of Deposition of the
Eocene Strata in Northern San Diego County, San Diego Association of Geologists
Fieldtrip Guide, pp. 19-35.
Greensfelder, R.W., 1974, Maximum Credible Rock Accelerations from Earthquakes in California,
California Division of Mines and Geology, Map Sheet 23.
Hart, E.W., 1994, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning
with Index to Special Study Zones Maps: Department of Conservation, Division of
Mines and Geology, Special Publication 42.
A-1
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!"-· -4960134-001
APPENDIX A (Continued)
ICG, Inc., 1989, Supplemental Geotechnical Investigation Green Valley Property, Carlsbad,
California, Job No. 04-7350-002-01-00, dated October 19, 1989.
International Conference of Building Officials, 1994, Uniform Building Code.
Ishihara, K., 1985, "Stability of Natural Deposits During Earthquakes", Proceedings of the Eleventh
International Conference on Soil Mechanics and Foundation Engineering,
AA Belkema Publishers, Rotterdam, Netherlands.
Jennings, C.W., 1975, Fault Map of California: Faults, Volcanoes, Thermal Springs, and Thermal
Wells, California Division of Mines and Geology, Geologic Data Map No. 1,
Scale 1:750,000.
Lamar, D.L., Merifield, P.M., and Proctor, RJ., 1973, Earthquake Recurrence Intervals on Major
Faults in Southern California, in Moran, D.E., Slosson, J.E., Stone, R.D., Yelverton,
C.A, eds., 1973, Geology Seismicity, and Environmental Impact: Association of
Engineering Geologists, Special Publication.
Lambe, T.W., and Whitman, R.V., 1969, Soil Mechanics, New York; John Wiley and Sons, 553p.
Leighton and Associates, Inc., 1992, City of Carlsbad Geotechnical Hazards Analysis and Mapping
Study, 84 Sheets, dated November, 1992.
National Research Council (1985), Liquefaction of Soils During Earthquakes, Report
No.: CETS-EE001, National Academy Press, Washington, D.C.
P&D Consultants, Inc., 1995, Green Valley Master Tentative Map, C.T. 92-08, Sheets 2 and 3, dated
October 16, 1995.
----,. not dated, Green Valley Development Calle Barcelona Bridge, Alternative 3 Advanced
Planning Study, 1 Sheet.
----, not dated, Green Valley Development Levante Street Bridge, Alternative 3 Advanced
Planning Study, 1 Sheet.
Ploessel, M.R., and Slosson, J.E., 1974, Repeatable High Ground Accelerations From Earthquakes -
Important Design Criteria, California Geology, V. 27, No. 9.
San Diego Soils Engineering, Inc., 1986, Geotechnical Feasibility Investigation, green Valley property,
San Diego County, California, Job No. 25018-00, dated March 17, 1986.
Schnabel, B., and Seed, J.B., 1973, Accelerations in Rock for Earthquake sin the Western United
States, Bulletin of the Seismological Society of America, V. 63, No. 2, p. 501-516.
A-2
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4960134-001
APPENDIX A (Continued)
Seed, H.B., 1979, Soil Liquefaction and Cyclic Mobility Evaluation for Level Ground During
Earthquakes, ASCE, GT2, p. 201, dated February 1979.
Seed, H.B., ldriss, I.M., and Arango, 1., 1983, Evaluation of Liquefaction Potential Using Field
Performance Data, ASCE JGE, Vol. 109, No. 3, p. 458, dated March 1983.
Seed, H.B., and Idriss, I.M., 1983, Ground Motions and Soil Liquefaction During Earthquakes,
Monograph Series, Earthquake Engineering Research Institute, Berkeley, California.
Seed, H.B., Idriss, I.M., and Kiefer, F. W., 1969, Characteristics of Rock Motions During Earthquakes,
Journal of Soil Mechanics and Foundation Division, ASCE, V. 95, No. SM5, Proc.
Paper 6783, pp. 1199-1218.
Tokimatsu, K., and Seed, H.B., 1987, Evaluation of Settlements in Sands Due to Earthquake
Shaking, ASCE Journal of Geotechnical Engineering, Vol. 113, No.8, dated August
1987.
AERIAL PHOTOGRAPHS
AGENCY DATE FLIGHT NO. PHOTO NOS.
USDA 1953 AXN 8M-74, 75 and 76
A-3
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GEOTECHNICAL BORING LOG KEY
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Sheet 1 of 1
Project No. -
TypeofRig ------1
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
a. v day day of low to medium • • gravelly clay; sandy clay; silty clay; lean
(l{ Inorganic clay or high plasticity; fat clay
OL-OH Organic clay, silt or silty day-clayey silt mixtures
ML Inorganic silt; ~ry fine sand; silty or clayey rme sand; clayey silt with low r----,
MH Inorganic silt; diatomaceous fine Andy or silty soils; clastic silt
Q,.ML Low plasticity day to silt mixture
f:=~_:¥::f.:l SCSM Oayey and to silty ADd mixture
tJiM-oi ~ SW Well p-adcd sand; gmdly and, little or no rmes
a..sc Sandy day to clayey and mixture
~--~--~----~--~~------------------------~ SP Poorly cradccf sand; paYCily and, little or no fines
SM Silty sand; poorly p-adcd AJl(kilt mixture
sc Oayey sand; poorly cradcd sand-day mixture
GW wen padcd Jmdi gmckand mixture, little or no fines
GP Poorly padcd Jmd; gmckand mixture, little or no fines
GM Silty cmeJ; gravckanckilt mixture
Brax:ia (aagular cme1 aDd cobblcl or matrix~ c:oagtomczatc)
Coaglomeratc (rounded srnd and cobble, dast-cupportcd)
Portland Cement Concrete
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-1
Date ----=5--=2=8-..:::.96.:<.--_,......_ Sheet _1_ of _1_
Project -----------=Ca=r:.:ls::.:ba=d/&..:G::::.:ree=n=-V:.!.:8Jl=ey:.t-_______ _ Project No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig Hollow-stem Auger
Hole Diameter 8 in. Drive Weight
Elevation Top of Hole +/-149 ft Ref. or Datum
r:: o,.... :;: ....
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140
135
130
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107.7 10.8 SP
104.9 10.1 sc
119.6 9.7
140 pounds Drop 30 in.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
SLOPE WASH (.Qsw)
KBC
KBC
@ 2': Light orange-brown, damp, dense, silty fine to medium SAND
@ 3': Light orange-brown, damp, dense, silty fmc to medium SAND; weakly
cemented
@ 5': Light orange-brown, moist, medium dense, silty fmc to medium SAND
@ 9': Drilling becomes more difficult (per driller)
@ 10': Red-brown, moist, dense, medium to coarse SAND; weakly cemented
@ 13': Drilling became more difficult (per driller)
@ 15': Light orange-brown, moist, dense, &lightly clayey, medium to coarse
SAND; micaceous, few white SANDSTONE pebbles
@ 20': Red-brown, moist, dense, clayey fmc to medium SAND; micaceous
1~ ~~~~-·-~-:~~~~-~~7~~00~~&~~-~-~--~~~-~-~~:~--------------
@ ~·: Liltht oran~-brown to white, moist, very dense, medium to coarse
SANDSI'ONE; moderately to well cemented -
-
-
120 -
505AC11/77)
Total Depth = .25-1/2 Feet
No Ground Water EnCO\Jntered at Tune of Drilling
Backfilled on May 28, 1995
LEIGHTON & ASSOCIATES
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GEOTECHNICAL'BORING•LOG 8.;2
Date ____ .:::.5·-=2::.:.8·..::::.96.:::...._ __ _ Sheet _1_ of _4_
Project -----------=Ca=r.::ls::.:b::.ad~/r....:G:::reen==-Vi..:.:a::II:::e:&.y ________ _ Project No. 4960134..001
Drilling Co. Barge's Drilling Service Type of Rig Hollow-stem Auger
Hole Diameter 8 in. Drive Weight ________ ...::1;;;:.40~po~u~n~ds=---------Drop ..l!Lin.
Elevation Top of Hole +/-92 ft. Ref. or Datum Mean Sea Level
r:: .~" .... +-.... >Ill .... -"" UJ
90
85
80
75
70
65
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C't-:::J.._
1110 1iir:: co. ·-Ill '-" o+-::71 :E:r:: '-0 c u
113.1 11.3
113.4 13.0
21.2
Ut" Ill •
IIICI! -u u. _en
·-::) ~'-"
SM
SP
SM
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
ALIJNIUM (Qal)
KBC
KBC
@ 1': Dark gray to black, moist, loose, slightly clayey, silty fine to medium SAND
@ 5': Dark gray to black, moist, medium dense, slightly clayey, silty fmc to
medium SAND
@ 10': Brown, moist, medium dense, slightly clayey, silty, fmc to medium SAND;
scattered fine gravels
@ 15': No recovery
@ 16': Spoils an: dark gray, wet, clayey, fmc to medium SAND; scattered fine
@ 16'~~ water encountered
@ 20': Brown, saturated, loose, clayey, fmc to medium SAND
@ 25': Light brown, saturated, loose, silty fine to medium SAND
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-2
Date 5-28-96 Sheet __ 2_ of __ 4_
Pr~ect --------------------~C~a=r~ls~ba~d/~G~~~n~V.=al~le~y------------------Project No. 4960134-001
Drilling Co. Barge's Drilling Service 'I)'pe of Rig Hollow-stem Auger
Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in.
Elevation Top of Hole + 1-92 ft Ref or Datum Mean Sea Level
60
30
-
0
.J:I:J)
0..0 III..J '-t!)
-..
-... . .
-..
. . 35--... .. ... -.. . . .
55 -.... :. : ... -.. ·.·. .. -.....
40~~
50 -
-
-
45-...
45
40
35
505A(11/77)
Ill Ql .... 0 z
.
0 z
Ql
0.. e Ill (I)
7
8
9
10
11
12
::JI .... ....
Ill 0 .iii"" 3 0 C:'+-oLL Gl o -c.. co. ID Ql "-"
Q. r' c
20
25
26
21.3
48 105.3 22.8
86
68/11"
ui" Ill • Ill (I) -c.) u.
_(I)
·-::) ~""'
SM
a.
SP
SM/CL
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 30': light brown, saturated, medium dense, clayey, silty fme SAND
@ 35': Very light brown to off-white, saturated, medium dense, silty fme to
medium SAND; micaceous
@ 40': light gray to light olive-green, with orange-brown mottling.
moist-saturated, very stiff, fine sandy, silty CLAY
@ 45': light gray to off-white with orange-brown mottling. wet, medium dense,
silty fine to medium SAND; micaceous
@ 50': Mixture of light gray to off-white with orange-t>rown mott!ing.
wet-saturated, very dense, silty fine to medium SAND and fine sandy
CLAY; rare dark brown organic rich lenses
SC/CL @ 55': Light olive-green, wet-saturated, very dense, silty fme sandy CLAY to
clayey fine SAND; fragments of organic material and cban:oal common
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-2
Date ----~5-~2~8-~96~---Sheet _3_ of _4_
Project _________ __..:Ca=r=ls==ba=d::.~I...:G::::ree=n=-V:.;..;Bl=le:.z..Y ________ _ Project No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig HoUow-Stem Auger
Hole Diameter 8 in. Drive Weight
Elevation Top of Hole + /-92 ft. Ref. or Datum
0
.em Q.O III.J '-(.!)
Ill cu
.f-0 z
.
0 z
cu
Q. E Ill en
"'"' C&f-CUO OQ.
::71 '-0
'-"
SC/CL
140 pounds Drop 30 in.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
I 30
I @ 65': Light gray to off-white, with oranste-brown mottling, saturated, dense
clayey, silty fine SAND to fine sanely CIA Y; thin ( < 1/16") cross-bedding
with organic-rich layen; I
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25
20
15
80
10
85
5
sosActttn>
.... . . . . .. .
13 47
14 83/11"
15 50/5"
sc
SP
@ 75': Light brown to light gray-brown, wet-saturated, VCJY dense, clayey fine to
medium SAND; common fragments of organic material
@ 80': Drilling became more difficult (per driller)
@ 85': Light gray to off-white, VCJY dense, fine to medium SAND
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-2
Date 5-28-96 Sheet _4_ of _4_
Project _________ __...:Ca=rc::ls:::b:=ad:./[....:G:::.:ree=n=-V:..:..8ll=e::.z.Y ________ _ Project No. 4960134-001
Drilling Co. Barge's Drilling Service 'JYpe of Rig Hollow-stem Auger
Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in.
Elevation Top of Hole +/-92 ft Ref or Datum Mean Sea Level
. ::71 " .,... c 0 + +-Gl~ Ill • GEOTECHNICAL DESCRIPTION o,... ~" 0 z 1110 ·-'-....., Ill en :;::+-·-Ill Ill" :I+ ftl • +-+-~Ol Gl Gl 30 c ... -u ftiQI a.GI Q.O + oLL 010 +-c u . >QI QIQI fti...J 0 -OQ. IIIGI Q. -'-_en Ql ... 0~ '-z ll'lGI ....., c;+-Logged By KBC _....., (!) e ::71 ·-::j ftl a.. :~:C UJ (I) '-0 ~....., Sampled By KBC 0 u
90 ~::·:~ 16 50/4" CL/SP DBI,MAB. EQRMA]JQN CW:eaths:ml)
-@ 90'; In samtf!; Olive-green, wet, stiff, fme sandy CLA YSI'ONE above gray ~-:·. green-o green, wet, very dense, fine to medium SANDSI'ONE;
0 -moderately to well-cemented
~: ... -~ :·> -
95
~-··
~7.)'7~ 17 100/5" -sc---DffiMAROORMRdONcr~----------------------
-i \@ 95': Gray green-olive green, wet, very dense, slightly clayey, fine to medium
SANDSI'ONE
-5 -Total Depth = 95 Feet 5 Inches
Ground Water Encountered at 16 Feet 11 Inches
Backfilled on May 29, 1996 -
-
100-
-
-10 -
-
-
105-
-
-15 -
-
-
110-
-
; -20 -
-
-
us-
-
-25 -
-
-
505AC11/77) LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-3
Date 5-29-96 Sheet _1_ of _3_
Project _________ ___::Ca=r=ls:.:::::ba:::;d::.~/~G::.:ree=n=-V:.,!.;an=e:.L.y ________ _ Project No. 4960134..001
Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger
Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in.
Elevation Top of Hole + /-90 ft. Ref. or Datum Mean Sea Level
c -~" .c" 0 ·-...... ...... .CO) IIIQI n.GI Q.O >QI QIQI III.J Ql .... o0 t.. -'"" (.!)
UJ
Ill Ql ...
0 z
.
0 z
Ql
Q. e Ill (I)
Bag-1
@1'-5'
2
3
4
5
6
::71 ,..... ... ... Ql~
1110 Ill" t.."'
30 C'+-~ ... oU. QIO -+-c
-t.. OQ. IIIQI
mGJ '-" o ...
0... ::71 ::E:c t.. 0 0 u
30 114.2 8.6
21 101.9 1.5
ui" Ill • ~~~~ -u u .
_(I)
-::) ~'-"
SM
sc
SP
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
SLOPE WASH (.Qsw)
KBC
KBC
@ 1': Brown to red-brown, moist, loose, silty, fmc to medium SAND; abundant
organic material
@ 5': Light brown to light red-brown, moist, medium dense, clayey fmc to
medium SAND; micaceous, medium pores common
@ 10': Light brown, moist, medium dense, fmc to medium SAND; micaceous,
minor orange-brown oxidation
50 117.4 14.8 SC/0. @ 15': Brown and orange-brown, moist, medium dense, clayey, fine to medium
SAND and fine to medium sandy CLAY; few fine pores
58 113.3 13.1 SP
36 113.9 17.2 sc
@ 20': Lildtt brown to orange-brown, moist, medium dense, slightly clayey, fmc to
medium SAND
@ 2S': Gray-brown to orange-brown, moist, medium dense, clayey fine to mediu
SAND; few fmc to medium pores
@ 29'2": Ground Water Encountered
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-3
Date ____ ....::5::....-2::.:9~·:::..:96~---Sheet _2_ of _3_
Project _________ _..!;:C~ar:..=l~sb~a~dt...:./G~ree=n::..V:..!..811=ey:.L.-________ Project No. 4960134-001
Drilling Co. _________ .!::Ba~rge~'..es...::D:.!n!!·l=lin~g!LS~e~rvi..:.;·:!:ce!:....-_______ Type of Rig Hollow-Stem Auger
Hole Diameter 8 in. Drive Weight 140 pounds Drop ...ML in.
Elevation Top of Hole + 1-90 ft Ref or Datum Mean Sea Level . .
. :71 ...... . ...... r:: 0 ... ... cuX Ill • GEOTECHNICAL DESCRIPTION o ...... .s::."" 0 z .,.o ·-L""' Ill en :;: ... ·-Ill .,. ...... Ill • ...... .s::.m Cll 30 C:'+-~ ... IIICII Q.CII Q.O ... Cll oLL CliO 1;jr:: -u
>CII cuCU Ill ...I 0 -CQ. u .
cu'+-c0 Q. -L ._cu _en L z E mcu ..., o-+-Logged By KBC _..., (!) :71 ·-:::) L1J Ill a.. L x:a en c u ~..., Sampled By KBC
60 30 .. 7 ... 68 SM @30': light orange-brown, wet, dense, silty, fine to medium SAND; micaceous . . -... . -
-. . .. . . . . . -. -... -
.. 55 35-. -... -· . -... . . . . -
-.. .. . . . . . . . -... .. . -
so 40-.. ..
8 36 @ 40': light orange-brown, saturated, dense, medium to coarse SAND . --... . . . . . . . . . -... . -. --.. . . .
-..
. .
45 45-. . . .. . -
.. . --... . . . . . -.. .. . . . .. . --... . -... -.. . . .
40 so-~-9 65 -n--DeiMiRIDRMiTION(wa~mi)-------------------
-@ 50': Gray-brown to olive-gRCn, wet, very stiff, fmc gravelly, sandy
CIAYSfONE
' -
-
-
35 ss-
-
-
-
-
'VI·
sosAC11tn> LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG 8-3
Date 5-29-96 Sheet _3_ of _3_
Project _________ __.:C:::::a=r..:.:ls::::ba::.d::.~/t....:G:::ree=n=-V:..:..a::l::::le~y---------Project No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger
Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in.
Elevation Top of Hole + 1-90 ft. Ref or Datum Mean Sea Level
. :JI ,... ui" c 0 +-+-Gl~ GEOTECHNICAL DESCRIPTION o,.... 0 ·-Ill • .r." ·-Ill z 1110 Ill"
t......, ~~~~ :;::+-+-+-.r.m Gl Gl 30 C't-:::J+--u IIIGI Q.GI Q.O +-oiL. GIU -:iic u. :;:.GI GIGI III...J 0 -CQ. Q. -t.. ·-Gl _(I) Gl&f-c0 t.. z e ~GI ...., o+-Logged By KBC _...., (.!) :JI ·-::) LLJ Ill n. t.. :~:C
(I) 0 ~...., Sampled By KBC c u
30 60 ~ 10 83/10" GC DELMAR FORMATION Q'd) -
-@ 60': 0~ moist, hard, fine sandy CLA YSI'ONE to life!t olive-green clayey SI'ONE; thin horizontal bedding common, ewvertical ~ fractures -
-
-
25 65 \@ 65': Refusal on cobble
-Total ~th = 65 Feet Ground ater Encountered at 29 Feet 2 Inches
Backfilled on May 29, 1996 -
-
-
20 70-
-
-
-
-
15 75-
-
-
-
-
10 80-
-
' -
-
-
5 85-
-
-
-
-
0·
505A<11tn> LEIGHTON & ASSOCIATES
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GEOTECHNICAl BORING LOG B-4-
Date ----~5::!:·3~0-~96~---Sheet _1_ of _2_
Pr~ect --------------------~C~ar==ls~ba=d~/~G=~~n~V:=a=lle~y~-----------------Project No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig Hollow-stem Auger
Hole Diameter 8 in. Drive Weight
Elevation Top of Hole +/-113 ft. Ref. or Datum
c
0" .r:." 0
:;:+-·-+-+-.J::.OI .... n.lll Q.O >Ill 111111 Ill ....I ~~~ c~ t. (.!)
IJ..I
0
-::::::::
-::::::::
110 -::::::::
-::::::::
5-:::::::;
-::::::::
-::::::::
105 -::::::::
-·:·:·:·: ·.·.·.·. 1o-::::::::
-::::::::
-::::::::
100 -::::::::
-::::::::
15--~7 ::; ~: 0 0 0
-::=:=;:::~:
-~.;0~:0< .... ·
95 -:0:_:;0:.:: .... ->·>:-:: .... 0. :· •· 20-;-;...;-...
-
-
90 -
-
25-
-
-:::::::
85 -:::::::
-:;:;:;:
Ill Ill +-0 z
0 :71 " IIi" +-.~ 0 +-Ill 0 z 1110 Ill" t.'"" ~~~~
Ill 30 C't-::::J.._ -u -eLL 1110 1iic uo
Q. -'-CQ. ·-· _en lOIII '-" o+-E :71 .
Ill a.. :ca ·-::::J en t. ~'-" c u
SP
Bag-2
@1'-5'
1 39
3 14
4 29 sw
5 25 SP
6 33 sw
7 30
140 pounds Drop 30 in.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
SWPE WASH (.Qsw)
@ 1': Orange-brown to reddish brown, moist, loose, fmc to medium SAND
@ 3': ~rown to reddish brown, moist, medium dense, fine to medium
@ 5': light brown, moist, loose, slightly clayey, fmc to medium SAND
@ 10': light brown to light orange-brown, moist, medium dense, fmc to coar&e
SAND
@ 15': light reddish brown, moist, medium dense, slightly clayey, fine to medium
SAND; carbonate blebs common, many fmc pores, micaceous
@ 18': Drilling is more difficult (per driller)
@ 20': Orange-brown, moist, medium dense, fine to coar&e SAND; micaceous
@ 25': Orange-brown, moist, medium dense, fine to coar&e SAND; micaceous
505AC 11 /77) LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG 8-4
Date ____ _!:!5~-3~0-:::c.96~____,.--Sheet _l_ of _.2_
Project ----------~Ca=r==ls=ba=d::.~/'-.::G:::ree=n::.....:.V:=al=le=--y~--------Project No. 4960134-001
Drilling Co. Barge's Drilling Service 'I)'pe of Rig Hollow-Stem Auger
Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in.
Elevation Top of Hole +/-113 ft Ref or Datum Mean Sea Level
c . ~" ........ IIIGI >GI ., ... -"' UJ
80
.r::." 0 ·-........ .r::.m o.GI 0.0 .,., III...J c0 '-(!)
30
·:·:· -::::::::
-::::::::
... . . -:::::;:)
-~-~·>:.::
Ill Gl +-0 z
. 0 z
Gl -0. e Ill (I)
8
9
:JI " +-+-.,x ·-1110 Ill" t."'
30 Clf-:l+-oLL GIO 'tic -'-co. ·-Gl m., "' o+-a.. :JI :t:C '-0 c u
24 104.5 4.6
en" Ill • ~~~~ -u u. _en
·-:::) ~"'
sw
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 30': Tan to off-white, moist, medium dense, medium to C08l'liC SAND; fmc
gravels common
@ 32': Drilling became more difficult (per driller)
76 127.4 s.8 -sP---mRR:BY-sA.NifsfON'EOVeltiiMxl>-------------------
@ 35': Mixture of brown and off-white, damp, dense, fine to medium
SANDSfONE; many COill'liCr grains, moderately to well-cemented
-sM--lPRN&-sA.NifsfONEOfuf----------------------
@ 38': Drilling became very difficult (per driller)
~..:.L.J+--4--~~f-..:!JJ..!L.-+---+--+----h @ 40': Off-white with yellow and orange-brown staining common, moist, very \ dense, silty fmc to medium SANt>sroNE; well cemented, micaceous
Total Depth = 40-1/2 Feet No Ground Water Encountered at Tune of Drilling
Backfilled on May 30, 1996
LEIGHTON &ASSOCIATES
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GEOTECHNICAL BORING LOG B-5
Date ----~5.::.:·3~0~-96~-..,....---Sheet _1_ of _1_
Project _________ -.....:C::::!a~r~ls~ba~d/L:G~ree=n~V:~al~le~y_________ Project No. 4960134-001
Drilling Co. Barge's Drilling Service 'JYpe of Rig Hollow.Stem Auger
Hole Diameter 8 in. Drive Weight ________ .......:::1;.::40~p~ou:::n:::ds~--------Drop 30 in.
Elevation Top of Hole +I· 85 ft. Ref or Datum Mean Sea Level
. ::71 "" ...... c 0 .... .... Qlx Ill • GEOTECHNICAL DESCRIPTION . ~ ..... .J::."" 0 z 1110 ·-L"" Ill en ........ ·-Ill Ill"" ::::J..., Ill • ........ .J::.O') Ql Ql 30 c ... -u IIIQI n.GI Q.O .... oLL QIO 1;jc u. >QI QIQI III...J 0 -CQ. Q. -L ·-Ql _en Ql ... c ... L z CCQI ...., o+-Logged By KBC _...., ....,
t!) E ::71 ·-:::) LLI Ill 0. L :E:c
(I) 0 ~...., Sampled By KBC c u
8S 0 .. SM SWPE WASH (Qsw) ... . . . . -... Bag-1 @1': Brown, moist, loose, silty fmc to medium SAND ..
-... @1'-3' .. . . . . . -2 21 99.7 9.4 @3': Light brown to brown, moist, medium dense, silty fmc to medium SAND; ... fmc pores common -.. . . . . . . .
80 5-... 3 22 105.2 9.8 @5': light brown, moist, medium dense, silty, fmc to medium SAND .. . . . -. . . . . . . . -...
. . . -.. . . ... . . -... . . . . .
75 10-.. . .
4 28 102.6 11.8 @10': light brown, moist, medium dense, silty fmc to medium SAND; few fmc ..
-... . . pores . . . . .
-.. . . . . . . .
-.. . . . . . .
-. . . . ... . .
70 15-. . . . . .. .. 5 45 109.0 14.5 @ 15': Light orange-brown, moist, medium dense, slightly clayey, silty, fmc to . . ... medium SAND; many fine pores . . -... . .
-. . .. ...
:~: .. ------------------------------------------·~e SM TQB.RRV SANDSTONE ~ths:m:l) .. @ 18': Drilling became more difficult . . -.. . . . . ...
6.5 20-.. . . 6 55/6" @ 20': Light gray to off-white with orange-brown = moist, Yery dense, .. slightly clayey, silty, fmc to medium SANDsro · moderately cemented . . -.. . . . . . -.. . . . . . -... . . . . . . . . . . . -... . .
60 25-:~: ·:-:-: 7 5615.5" -§M--Tbwuw-MNb-~NEOOO-----------------------
-\@ 25': Off-white with ~ow and orange-brown staining, damp, Yery dense, silty
fine SANDSfO ·well-cemented
-Total Depth = .25-1/2 Feet
No Ground Water Encountered at Tune of Drilling
Backfilled on May 30, 1996 -
-
'\'\·
sosAC11!n> LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B~
Date ____ .:5...::·3"""0·...:::96~---Sheet _1_ of _4_
Project _________ __::Ca=r.!!ls:.:::ba=d~/t....:G::.::ree=n~V:.!..:a~ll:=!ey:.l.-_______ _ Project No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig Hollow..Stem Auger
Hole Diameter 8 in. Drive Weight
Elevation Top of Hole + /-48 ft. Ref. or Datum
c o,.... .r:." 0
:;::+-·-........ .r:.m IIICII o..CII 0..0 >CII cuCU III...J ~0 c0 L (!)
LIJ
0
-::: 0:·:
0 0 • < :·;-:-:
45 -: :_: 0:': 0 0 • -: :-: 0:-:
Ill Cll +-0 z
.
0 z
Cll
0.. E Ill (/)
Bag-1
@1'-3'
2
s-: :_: 0:·: 3 .....
-: ·-: ·>: . ·.· .· . -: :. : .:: :
40 -: :-: 0:. :
0 • •••
-: :-: o:, :
10-0 .'o <·:
0 ••• •• ..
-: :.: o:, :
0 0 •
0 ••••
-::: :': . · ...
35 -: :_. o:,:
-:::: 0:':
15-: i: : . =-.:
-::::::::
-:-:-:-:·
30 -::::::::
-::::::::
20-. ;..: :0:0 :;. •
::::: .:~..~~~~0 o' · 00 ·o·r->JStu~ -0::0: o, . · .. ·.··
-:.: ·0:-0.:-0 0 0 00. 25 -: :_: : := ... ·.·
-:.:·::.:.:: 0 0 0
25-:·:·:<o.: ... · .·
.. :-·.·
-:_:0:.,:.:= .. , ..
20 -00
:0>:.:: .. ·.·.· -:.:_::0:_::
0 0 0 . ·._.
4
5
6
::JI ,.... IIi" +-+-Cll~ Ill •
1110 Ill,... L'"" ~~~~ 30 c ... :::J+-oLL CliO 1jic -u u. -L co. ,_CII _(I) IDcu '-" o+-
0... ::JI :E:c ·-::j L 0 ~'-" c u
SM
47 103.7 6.5
39 106.7 53
33 1083 6.0
u 103.4
6 111.5 213 SP
140 pounds Drop 30 in.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
SLOPE WASH (.Qsw)
KBC
KBC
@ 1': Light brown, damp, loose, silty, flne to medium SAND; organic debris
common ·
@ 3': Brown, damp, medium dense, silty, fmc to medium SAND; minor amounts
of organic debris, many medium to large pores
@ 5': Orange-brown and brown, damp, medium dense, slightly clayey, silty, fmc
to me(lium SAND; common fl.ne pores
@ 10': Light orange-brown, damp, medium dense, silty, fl.ne to medium SAND;
few coat'liC grains present, many fl.ne pores
@ 20': Brown, saturated, loose, fmc to medium SAND
sosAC11Jn> LEIGHTON &ASSOCIATES
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GEOTECHNICAL BORING LOG 8-6
Date 5-30-96 Sheet _2_ of _4_
Project _________ __::Ca:::rl=sb::::a:::dL.;./G~ree::..=::n~V:!!!al~ley:.z_ _______ _ Project No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig Hollow..Stem Auger
Hole Diameter 8 in. Drive Weight ________ ....;!1!:::40~p~o~un~ds=---------Drop 30 in.
Elevation Top of Hole +/· 48 ft. Ref. or Datum Mean Sea Level
c o,..
:;: .... IIIGI >QI 010
LIJ
.£:." ........ a..GI GIGI c'+-.....,
30
0 ·-.£:.0)
Q.O III.J '-(!)
... . . .
-: :_: :·:
-: :-: <· .
0 •• 0 •
15 -::: :·:
10
5
...
-: ~-:.:.: .....
35-: :_: :·:
-: :_: ::·:
. :: . : -.... <·.
40-· :·. -:.: . ·.· .· . ... -: :-: .· .. . . . . ·.· .. -· .. ·.· .
• • • • 0
-::: :·: ... 45-: :_ .. · ..
. :: : :
-: :": ·:·: ... . . . -: :-: <· : .....
0 -::: :":
.. : ..
-. :·. -:-: ... so-::::: ... . . . -: ·-: .·. :
• ••• ••• 0
-: :_: .: : .... ·.
-5 -.:·.-:-:
-10
... -· :_ .. : :
. :: . :
55-::·:<·: .. . . -: :-: .:. : ...
-: :·: ·.· . . . .
• • • 0
-: ~-: -:. :
-.... <· . . . . . . ·. ·.·
505A(11/77)
Ill Gl ....
0 z
.
0 z
Gl
Q. lii en
7
8
9
....
1110 ;:,0 oLL
-'-IOGI a..
29
29
20
::JI ...... .... Gl~
Ill"
'-.....,
C'+-::::J,._
GIO "t;c ca. ·-Gl ....., o+-::JI :~:c '-0 c u
ui"" Ill • ~~~~ -u u. _en
·-:::) ~.....,
SM
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 30': light brown, saturated, medium dense, slightly clayey, silty, fme to
medium SAND; micaceous
@ 36': Drilling became more difficult (per driller)
@ 40': light brown, saturated, medium dense, silty, fme to medium SAND;
micaceous
@ 50': Brown, saturated, medium dense, slightly clayey, silty, fme to medium
SAND; micaceous
LEIGHTON & ASSOCIATES
I GEOTECHNICAL BORING LOG B-6
I Date 5-30-96 Sheet _3_ of _4_
Project Carlsbad[Green VaUe,I Project No. 4960134-001
Drilling Co. Barge's Drilling Service TypeofRig Hollow-stem A02er
I Hole Diameter 8 in. Drive Weight 140RODnds Drop 30 in.
Elevation Top of Hole +I-48 ft. Ref. or Datum Mean Sea Level
. ::n ,.... .,.... c 0 +-+-cuX Ill • GEOTECHNICAL DESCRIPTION I o,... .s:" 0 z 1110 L"' ~~'~en
:;::+-·-Ill Ill" ::::~ .... I'll • ........ .J:O) Ql Ql 30 c~ -u 1'1101 a.CII Q.O +-eLL CliO ~c u. >QI cuCU td..J 0 -OQ. Q. -L ·-Ql _en ~~ 0~ L z E IDcu '-" o+-Logged By KBC (..!) I'll c. ::n :E:c ·-:::i
I UJ (I) L 0 ~'-" Sampled By KBC 0 u
10 68/11" sc @ 60': light brown, saturated, dense, clayey, fmc to medium SAND
I
-15
I
I @ 66': Drilling became more difficult (per driller)
I -20
70 11 78 CL @ 70': Dark gray, wet, hard, fmc to medium sandy CLAY; thin (approximately I 1/16 inches) horizontal beds common, some beds organic-rich
I -25
I 15
I -30
I 80 12 63 SP @ 80': Brown, saturated, medium dense, fmc to coarse SAND; micaceous
I -35
I 85
I
-40
I ..... . _: .. -.. :_::
505A(11/77) LEIGHTON &ASSOCIATES I
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Date 5-30-96
Project
Drilling Co.
Hole Diameter
Elevation Top of Hole
c o,..
:;::+-IIIQI >QI ~0
LLJ
-45
-SO
-55
-60
-65
-70
.I:." 0 ·-........ .J::.O) o.GI 0.0 QIQI III.J c0 '-(!)
90 .. . ·. :··.· -... .. · .. ·
= . ::
-:·:-::-:-:: .. ·.
95-:: :: :·-: . · .. · .· . . . . -::::<:~:
-· :_:.: ::
-:-:-;:-:-:~ -.. .. . --:. ~ 0.:-:.::
100-w
-
-
-
105-
-
-
-
-
110-
-
-
-
-
115-
-
-
-
-
505A(11/77)
Ill Ql ....
0 z
8 in.
+I-48
.
0 z
Ql -Q. e Ill (I)
13
14
GEOTECHNICAL BORING LOG B-6
Sheet _4_ of _4_
Carlsbad/Green Valley Project No. 4960134-001
Barge's Drilling Service Type of Rig Hollow-stem Auger
Drive Weight
ft Ref or Datum
::JI " vi" .... .... Ql~ ·-Ill • 1110 Ill" '-'J -~ 30 C'P ~ .... oLL QIO t;c -u u. -'-CO. ·-Ql _(I) IDQI 'J o+-a.. ::JI ~:c ·-::) '-0 ~'J c u
27 SP
33 CL
:
140 pounds Drop 2.Q_in.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 90': Light brown, saturated, medium dense, fme to medium SAND; micaceous
@ 100': Gray-green, saturated, very stiff, fine to medium sandy a.A Y
Total Depth = 101 Feet
Ground Water Encountered at 15 Feet 71nches
Backfilled on May 31, 1996
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-7
Date ____ ..,.!5::,.,·3.:.:1~-96~---Sheet _1_ of _4_
Pr~~t --------------------....!C~a=r~ls~ba~d/~G~nre~n:....!V:~a=II~ey~-----------------Proj~ No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig Hollow.Stem Auger
Hole Diameter 8 in. Drive Weight
Elevation Top of Hole +I· 59 ft. Ref. or Datum
c . ~" +-+-IIICI.I >Q.I Q.l ... -""" L1J
55
so
45
40
35
30
.r:." u ·-+-+-.r:.m o.,CI.I 0..0 Q.IQ.I Ill ...I c~ L (.!)
0 :
-:
-: :
:
-:
: -:
5-: . ·. ·.-... . -: :': ·:-.
-::: :': ...
0 •••
-.... <·: . ·.· .. -:=.:::::
:
10-:
-:
: -
: -
:
-:
15--.:..· ..
: ::·:-:"-: .. -: .. : -.. . : -::=>::::~: ..... · -:.=·::.:-:: .. · ... .... · 20-·-~ ...... · :: :· .. · .. :-.· ->>·:: -:·>·:-:: ...
• 0 •• •• -:->>-::
-:·:·::-:< .. :-· ..
25->-::-:.::
-:-:-.::-:-::
0 •••• .. ·. -:-:·::-:-:: -:·:·::-:< . · .. ·.··. -:.=-::-·.:: .. · ... . · .. · .·
Ill Q.l +-0 z
.
0 z
Q.l
0.. E Ill en
1
2
3
4
s
:::JI ,....
+-+-Q.l~
1110 "'" L"""
30 C'f-:::J+-cU. "t;c CI.IU
-L co. ,_CI.I
IOCI.I '-" o+-
0... :::JI J:C L 0 c u
40 106.4 33
30 105.1 9.1 .
23 109.7 10.9
17 105.9 5.9
8
IIi" Ill • ~~~~ -u u . _en
·-::) ~'-"
SM
SP
SP
140 ponnds Drop 30 in.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
SLOPE WASH (.Qsv()
KBC
KBC
@ 1': Brown, damp, loose, silty fine to medium SAND; micaceous, organic
material common
@ 3': Light brown to brown, damp, medium dense, silty, fme to medium SAND;
micaceous, medium pores common
@ 5': Light orange-brown to light brown, damp, medium dense, silty fme to
medium SAND; micaceous, few medium pores
@ 10': Red-brown, moist, medium dense, fme to medium SAND; few coarser
grains present, micaceous, few fme to medium pores
@ 15': Red-brown, moist, loose to medium dense, medium SAND; micaceous
@ 18'7": Ground water encountered
-------------------------------------F AlLUVIUM (.Oal)
@ 20': Brown, saturated, loose, medium to coarse SAND; micaceous
soSA<11tn> LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-7
Date 5-31-96 Sheet _____ 2 _____ of _4 __
Pr~oct ------------------~C~a=rl~s~b~ad~/~G~~~n~V.~a=U=e~y ____________________________ __ Project No. 4960134-001
Drilling Co. Barge's DriUing Semce Type of Rig HoUow-stem Auger
Hole Diameter 8 in. Drive Weight
Elevation Top of Hole +/-59 ft. Ref. or Datum
25
20
15
10
5
0
0
J:O) 0.0 III...J t. (!)
Ill Ql +-0 z
.
0 z
Ql
0. e Ill CJ)
6
7
8
22
24
20
IIi" Ill • IIICJ)
-c..) u.
_CJ)
·-::) ~'-'
sc
SP
sc
140 pounds Drop 30 in.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 30': Brown, saturated, medium dense, clayey fine to medium SAND;
micaceous, few, thin ( < 1/16") horizontally bedded organic-rich beds
@ 40': Brown, saturated, medium dense, rme to medium SAND; micaceous
@ 50': Brown, saturated, medium dense, slightly clayey, fine to medium SAND;
micaceous
505A(11/77) LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-7
Date ____ .::::5.:::-3~1:..:·9~6 ______ _ Sheet _3_ of _4_
Pr~~t -----------~Ca==r~ls~b=-a~d/~G=~~n~~~w=re~y ____________ __ Proj~ No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger
Hole Diameter 8 in. Drive Weight
Elevation Top of Hole +/-59 ft. Ref. or Datum
c . ~'"' ........ •• ;:.Ill ..... _....,
UJ
.J::." 0 ·-........ .J::.O) o..• 0..0 •• III-I c0 L (!)
-~·>·/ -:·;":>:.:: ... . . . . · _:_:_::_:_::
0:: .. •
-15 -:·;·::-:-:: ... . . . . ·
75--: ; :: : .: .·.· .. ·.··.
....
-20 -~-\·/
-25
-30
.. :-.· so--: = : :-: .· ·.:· .· -~<·:<-:: .· : · .. -::.::.:_::
-:.:·::.>: . : .. · . . · .. -:·: :· :".: .. :-.·
85--:-:·>-:~ . ·.·.
-::: _::_:::=
-:.:.::.:.:: . :. . -:::\) . . . ·. -:"."::<-:-
Ul Ql ....
0 z
.
0 z
Ql
0.. E Ill (I)
9
10
11
....
Ulo 30 oU.
-L 110111 a..
64
27
22
::JI "' ui" .... .~ Ul •
VI" L""' ~~~~ C'+-:::J,._
GIO +c -u u . co. UIQI _en ...., o .... ::JI :E:c -:::) L 0 ~...., c u
SP-SC
SP
140 pounds Drop 30 in.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 60': Light brown, saturated, medium dense, fmc to medium SAND and clayey,
fmc to medium SAND; micaceous
@ 70': Light brown, saturated, medium dense, medium to coarse SAND;
micaceous
@ 80': Light brown, saturated, medium dense, fine to medium SAND; micaceous
LEIGHTON & ASSOCIATES
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Date 5-31-96
Project
Drilling Co.
Hole Diameter 8 in.
Elevation Top of Hole +I-59
. c 0 o,... 0 ~,... ·-Ill z :;:+-........ ~m Ql Ql •• o..• 0..0 +->QI •• III...J 0 -Q. _!0 c0 L z (!) e Ill L1J (I)
90 ~ 12
-
-~ -
-35 -
95-~ -
-
-~ -40 -~ 100-13 :·:?
-
.....;
-45 -
lOS-
-
-
-
-50 -
110-
-
-
-
-55 -
us-
-
-
-
-60 -
505A(11/77)
GEOTECHNICAL BORING LOG B-7
Sheet _4_ of _4_
CarlsbadLGreen Valle! Project No. 4960134.(1()1
Ba!:Be's Drilling Service TypeofRig Hollow-stem Au~r
Drive Weight 140 J!OUnds Drop 30 in.
ft. Ref. or Datum Mean Sea Level
:::JI ,... ui" +-+-.~ GEOTECHNICAL DESCRIPTION ·-Ill • 1110 Ill" L"" ~~~~ 30 C't-::::J+--u eLL GIO +-c co. IIIII u. -L _en ma~ '-' o+-Logged By KBC :::JI ·-::) a.. :E:c L 0 ~'-' c u Sampled By KBC
85/11" sc @ 90': Mixture of ted-brown and olive-green, wet, very dense, clayey, fme to
medium SAND
50 SM/SC @ 100': Mixture of light green, wet, medium dense, silty, fine to medium SAND
and ted-brown wet clavev. medium to coarse SAND· micac:eous
Total Depth = 101 Feet
Ground Water Bncounteted at 18 Feet 7 Inches
Backfilled on May 31, 1996
;
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-8
I>ate 6-3-96 Sheet __ 1_ of _1_
Pr~~t ----------------------~Ca~r~ls~ba==d~/G~nre~=n~V:~a=ll~ey~-----------------Proj~ No. 4960134-001
I>rilling Co. Barge's Drilling Service 'I)'pe of Rig Hollow.Stem Auger
Hole I>iameter 8 in. I>rive Weight 140 pounds I>rop 30 in.
Elevation Top of Hole +/-74 ft Ref or I>atum. . Mean Sea Level
. :::J'I ..... IIi" c 0 .... .... .~ GEOTECHNICAL DESCRIPTION o,... 0 -Ill •
.J::." ·-Ill z 1110 Ill ..... L'-' ~~~~ :;: .... ........ .J::.O) Cll Cll 30 C't-:;, .... -u IIICII ll.CII 11.0 .... oU. CliO +-c u . >CII cu• III...J 0 -Oil. lllcu 11. -L _en _!0 c0 L z e alcu ..., o .... Logged By KBC (.!) Ill Q. :::J'I :E:c -::::; LLI en L 0 ~..., KBC c u Sampled By
0 ~ CL SLQfE SYASH (Osw)
~ Bag-1 @ 1': Brown to red-brown, moist, loose to stiff, fine sandy CIA Y; organic
-~ @l'-4' material common
-2 78/10" 101.1 21.9 SCjfl.--IPRruft-~(Wq~e~-------------------
70 -@ 3': Off-white t~~~ist, very dense, fmc sandy CIA YSfONE to ~~ clayey fine · orange and yellow staining common
s 5216" -------------------------------------7 ... 7.1 3 -Sc--IQB.REY SANDSTONE Cil)
-• \@ 5': Off-white to light gray, moist, very dense, clayey fine SANDSfONE;
moderately cemented, orange and yellow staining common, fine horizontal
layerin2 piesent -Total Depth = 5-1/2 Feet
-No Ground Water Encountered at Tune of Drilling
Backfilled on June 3, 1996
6S -
10----
-
-
-
60 -
15-
-
-
-
55 -
20-
-
-
-
so -
25----
-
-
-
45 -
505AC11tn> LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-9
I>ate 6-3-96 Sheet _1_ of _4_
Pr~~t --------------------~C~a~r~ls~ba=d~/~G~~~n~V:~a=lle~y~-----------------Proj~t No. 4960134.001
I>rilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger
Hole I>iameter 8 in. I>rive Weight 140 pounds I>rop 30 in.
Elevation Top of Hole +/-61 ft Ref. or I>atum . Mean Sea Level
. ::JI ,... .;.,... c 0 ... ... Gl~ GEOTECHNICAL DESCRIPTION o,... 0 ·-411 •
.J:." ·-411 z 4110 Ill"
t.'V Ill (I) :;: ... ...... .J:.O) Gl :30 Cit-::::J,._ .
IIIGI Q.GI Q.O ... Gl eLL GIO ~c -u
>GI GIGI fti...J 0 -OQ. u . Q. -t. ·-Gl _en ~0 o0 t. z E fOGI 'V o-+-Logged By KBC (!) Ill ll.. ::JI E:C ·-::i LJJ (I) t. 0 ~'OJ c u Sampled By KBC
0 ~ AIUMlJM (Qal)
60 -
-~ -1 20 91.2 13.5 sc @ 3' Brown to red-brown, damp, medium dense, slightly clayey fme to coarse
-~ SAND; organic material common, medium pores common
5 ... 2 19 99.2 17.3 CL @ 5': Dark brown, moist, stiff, fme to medium sandy Cl.A Y; many fme pores,
55 -.. carbonate blebs common ...
. . . -..
-.. . . . ¥ -..
@ 9'3": Ground water encountered
10-.. ... 3 9 93.8 23.0 SM @ 10': Brown, saturated, loose, silty, medium to coarse SAND; micaceous . :. so -..
-...
... -... . . -. . ..
15-.. ..
45 -: ·.: .· .. -..
-. . .. . .
. . -... •.
20-:7: "T @ 20': Light brown, saturated, medium dense, fme sandy Cl.A Y and fine to t/j 4 18 CL/SM
40 -~ medium SAND; minor carbonate present
~ ' -
-~
-~
25-~ ~ 35 -~ -~ -~ -~ ...
505AC11/n) LEIGHTON & ASSOCIATES
I GEOTECHNICAL BORING LOG B-9
I Date 6-3-96 Sheet _z_ of _4_
Project Carlsbad[Green Valle,I Project No. 4960134-001
Drilling Co. Ba!:m:'S Drillin2 Service TypeofRig Hollow-stem AURer
I Hole Diameter 8 in. Drive Weight 140 )!OUDds Drop 30 in.
Elevation Top of Hole +I-61 ft. Ref. or Datum Mean Sea Level
. ::JI " en" I c 0 +-+-.~ GEOTECHNICAL DESCRIPTION -~" 0 Ill • .r:." ·-Ill z 1110 Ill" L"" ~~~~ +-+-+-+-.r:.m Cll Cll 30 C't-:I+--u •• o..CII 0..0 +-oLL CliO 1;jc u . ,.cu cu• III..J 0 -co. 0.. -L ·-· _(/) Gl ... c ... L z IDcu '-" o+-Logged By KBC -"" '-" (!) e ::JI -::;; Ill 0... J:c I LIJ (/) L 0 ~'-" Sampled By KBC c u
30 :. :. ::-:.:: 5 24 SP @ 30': Brown, saturated, medium dense, fmc to medium SAND; micaceous
I 30
...
I
35 ..
I 25
I
I 40 6 28 sc @ 40': Brown, saturated, ve:ry stiff, clayey, fmc to medium SAND; micaceous
20
I
I 45
15
I
I so 7 24 @ 50': ~rown, saturated, medium dense, clayey, fine to medium SAND;
nucaceous
10
I
I 55
I 5
I
I SOSAC11/77) LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-9
Date ____ ....:6::....:-3.:....-~96~---Sheet _3_ of _4_
Project _________ ---.:Ca=r~ls~b::a.:::.d/r...:G~ree=n:=.....!.V:~aU:=:e~y ________ _ Project No. 4960134-001
Drilling Co. Barge's Drilling Service TYPe of Rig Hollow-Stem Auger
Hole Diameter 8 in. Drive Weight ----------'1~40~po~u-2nds!!2.... _______ Drop 30 in.
Elevation Top of Hole + /-61 ft. Ref. or Datum Mean Sea Level
c o ..... .J:.'"' 0
:;::+-·-+-+-.J:.C) IIIQI o.GI Q.O >QI QIQI III...J GJ0 o0 L (!)
Ul
.. : . ·= -:·:-:=·:.:. ....
--.:_:._: :=
.. -:·:-:=-:-:: .... . . .. 75-:.:.::-:.:-
-15 -~-\· .. : . . . . . ,• . -:.:.::.:.:= . : .. : .:
-:",":··:<:
•• 0 :· .. ••
-:.:··:-·.> .. : .. ·
so-· .· .·. :.=.·:-·.>
-20 -:-:·::-<
-25
-:·:·::<: .... -
-~<-;:-:-::
-:.::::.:::: .. ss-.-:·.:-:-·: .... · . . . · .. -: :_:: :":: .. • .. : .. -.· ·.:-· .-:
.. ·. -:.:->-:: -.·.-.:-:-::
0 :· •••
sosA<11!n>
Ill Ql +-0 z
.
0 z
Ql
Q. e Ill (/)
10
+-
1110 :30 oLL..
-L IDQI a..
27
33
63
;:,\ '"' +-GJx
Ill'"'
LV
::;,+-C'+-QIO "t;c OQ. ·-Ql v o+-;:,\ J:c L 0 0 u
....... Ill • Ill(/) Ill • -u u.
_(I)
·-::) ~v
SP-SC
SP
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 60': Brown, saturated, medium dense, medium to coarse SAND and clayey,
medium to coarse SAND; micaceous
@ 70': Brown, saturated, medium dense, medium to coarse SAND; micaceous
@ 80': Brown, saturated, dense, medium to coarse SAND; micaceous
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-9
Date 6-3-96 Sheet _4_ of _4_
Pr~~t ------------------~Ca~r~ls~b~a~d/~G~~~n~V:=all~e~y ________________ __ Proj~ No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig Hollow-stem Auger
Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in.
Elevation Top of Hole +/ 61 ft Ref or Datum -. Mean Sea Level
. ::71 ...... ui" c 0 .... .... cuX GEOTECHNICAL DESCRIPTION -~" u z 1110 ·-'-OJ Ill •
.J:." ·-Ill Ill" ~~~~ ........ ........ .J:.O) Cll :30 C&f-;::, .... IIICII o.CII 0.0 .... Cll oU. cuu "t;c -u -u • >CII cuCU III...J 0 0. -'-co. __ cu _en cu .... c0 '-z e mcu OJ o+-Logged By KBC -'"" (.!) ::71 ·-:::) UJ Ill a.. '-:E:c en 0 ~OJ Sampled By KBC c u
90 11 33 SP @90': Brown, saturated, medium dense, coarse SAND; micaceous : .. ·.· ..
-30 -: ..
.. ·.··.· ... .• -:.: ·::.:-::
.. -· : .. . . ..
-:< 0 :>>:: .. ·.
95-::.::-: .. ::
-35 -~. :-;:-: -:~ .. :-· ... -:.·.::-· .. ::
-~-~. ;:-:.:~ .. . . . • -:<-::-:.::
100--:~:~:~:~ 12 88/10" -5P---iOWU&-~SD5NE?~~emo------------------
-40 -: .• @ 100': _Brown and gray, saturated, veey dense, medium to coarse SANDSI'ONE; : .. nucac:eous
-Total ~th • 101-1/2 Feet
Ground ater Encountered at 9 Feet 3 Inches -Backfilled on June 4, 1996
-
lOS--
-45 -
-
-
-
no--
-50 -
' -
-
-
us--
-55 -
-
-
-
505AC11/77) LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-10
Date 6-3-96 Sheet _1_ of _3_
Project _________ ___:::Car=ls::.:ba=d/t...,;G:::.:reen==-~..:.;Bll=e:.t.y________ Project No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger
Hole Diameter 8 in. Drive Weight ________ ...:!1~40~p~ou.!!:n~ds!!2_ ________ Drop 30 in.
Elevation Top of Hole + 1-62 ft. Ref. or Datum Mean Sea Level
c o,... .J:." ·-+-+-QI +-+-
IIIQI Q.QI
> ... QIQI
~~ c0
UJ
60
55
so
45
40
35
soSAC11tn>
u ·-eft .J:.C) Ql Q.O +-III...J 0 t. z CD
. ~
Ql
Q. e Ill (/)
Bag-1
1'-4.5
2
3
4
5
::n ,...
+-+-Glx
efto eft,... t.~
30 C'+-='+-oLL QIU "tnc -t. CQ. ·-Ql ICQI ~ o+-
0.. ::n J:c t. 0 c u
en" eft • ~~~~ -u u.
_(/)
·-::) ~~
SP
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
AI.LJMUM (Qal)
KBC
KBC
@ 1': Light brown, moist, loose, medium to coarse SAND; micaceous, roots
common
18 103.3 10.4 @ 3': Light brown, moist, medium dense, medium to coarse SAND; micaceous
16 95.0 26.4=" SCCL @ 5': Orange-brown, wet, stiff, medium sandy CI.A Y to clayey medium SAND;
micaceous, organic debris present
@ 5'1": Ground water encountered
17 sc @ 10': Brown, saturated, medium dense, clayey fmc to medium SAND; micaceo
30 100.1 28.3 @ 30': Brown, wet, medium dense, clayey, medium SAND; micaceous
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-1 0
Date ____ ....:6::....:·3~·~96~---Sheet _2_ of _3_
Pr~~ __________ ca~rl~s~ba~d/~G~~~~V:~Bll==e~y ___________ ___ Proj~ No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger
Hole Diameter 8 in. Drive Weight
Elevation Top of Hole +/-62 ft. Ref. or Datum
c
0"' .s:::."' :;:+-+-+-CIIQI o..GI >QI QIQI .!~ c~
LIJ
30
30
25
20
15
10
0 ·-.s::.m 0..0 III..J L (!)
.... 0: • ••• •
Ill Ql +-0 z
.
0 z
Ql
0.. e Ill (I)
6
7
8
;,I "' ."' +-+-Glx Ul •
1110 Ul"' c.."" Ulcn
30 C&f-:I+-Ill •
oU. 1;ic -u QIO u. -c.. co. ·-Ql _en ICQI v o+-a.. ;,I :E:c -::i L 0 ~v c u
25 SP
16 111.4 12.6 sc
39
140 pounds Drop 30 in.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 30': Brown, saturated, medium dense, fmc to medium SAND; micaceolis
@ 40': Light brown, saturated, medium dense, slightly clayey, fmc to medium
SAND; micaceous
@ 50': Light brown, saturated, dense, slightly clayey, fine to medium SAND;
micaceous
I s
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GEOTECHNICAL BORING LOG B-10
Date ----~6!:.:!·3~-96~-~-Sheet _3_ of _3_
Project _________ ___:C~a=:rl:.::s~ba~d/L::G::.!ree~n::....!.V:=al~le~y---------Project No. 4960134-001
Drilling Co. Barge's Drilling Service Type of Rig Hollow-Stem Auger
Hole Diameter 8 in. Drive Weight
Elevation Top of Hole + /-62 ft. Ref. or Datum
0
-5
-10
-15
60
0
.em 0...0 III..J c.. (!)
-: ..
-: ..
-: ..
-...
65-: ..
-...
-: ..
-..
-: .. ..
70-..
-:
.... · .. -:: :· .·.· .. :· .· ->~·;:-/ ..... -:·::::·<: .. . .. ·
75-~->;<-::
•• 0 • -:· ::::.: ·::
-~-~·>·:: ...
-:::::;:::~:
-~-~·~:-/
Ill
Ql
+-0 z
.
0 z
Ql
0... e Ill (/)
9
10
29
90
SP
140 pounds Drop 30 in.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 60': BIOMl, saturated, medium dense, medium to coarse SAND; micaceous
@ 70': Light biOMl, saturated, vety dense, medium to coarse SAND; micaceous
... 80~~·~·-~-·~··4----+-~~--r--r--r--+-------------------------------~
-
-20 -
-
-
85-
-
-25 -
-
-
SOSAC11/77)
Total Depth = 80 Feet
Ground Water Encountered at S Feet
Backfilled on June 4, 1996
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GEOTECHNICAL BORING LOG B-11
Date ----~6~-1~1-~9~6 __ _ Sheet _1_ of _4_
Project _________ ____.:C:::::a=rc!!ls~ba::::.d/L:G::.:ree:.:::=::!n::...V:~al~le::.z.Y ________ _ Project No. 4960134-001
Drilling Co. A&W Drill Rental Type of Rig Rotary Wash
Hole Diameter 4 in. Drive Weight
Elevation Top of Hole +/-65 ft Ref or Datum
65 0
-
0
J:O) Q.O III..J '-(.!)
.. ...
=~
w s~~ =~ -
55 10-
-~ =~ ~ B-~
-::=\::~:
-~·;-;:-:-::
-::<<: -<<<
45 20-:·:.:;<=
. . . -:·:·:>>:. ... ·. -:.=->.:= . . . .
-:·:":>>:: .. :·· ..
-:.=.::: :=
. . . -
40 2S-:·:·:>>:: .. :-· ... -·.=.::.:.:-
. ·.·. -~-~·>-::
-: :=:::: :::: ....
Ul Ql +-0 z
. 0 z
Ql
Q. E Ill (I)
1
2
3
16
,...
Ql~ '-v ~+--;c
·-Ql o+-:E:c 0 u
28 109.8 20.9
28
300 pounds/Cal, 140 pounds/SPT Drop 18/3Gn.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
SM ARTIFICIAL FlU. (Af) (placed for drill pad)
@ 1': Light brown, dey, loose to medium dense, silty, fmc to medium SAND;
chunks of clayeyer material common, organic material common
CL
SP
-AiitNitJM (.Oilf - - - - - - - - - - - - - - - - - - - - - - - - - - -
@ 2'4": Brown, wet to saturated, soft to medium, silty CIA Y; abundant organic
material
@ 4': Ground water encountered
@ 15': Light brown, saturated, medium dense, fmc to medium SAND; organic
material common
@ 20': Light brown, saturated, medium dense, fmc to medium SAND; micaceous
@ 2S': Light brown, saturated, medium dense, fmc to medium SAND; micaceous,
few coarser sand grains
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GEOTECHNICAL BORING LOG B-11
Date -----=6-=-1=1--"9=6 __ _ Sheet _2_ of _4_
Project -----------=Ca=r.:!ls:.::b:::a~d/t..:G::::reen:.=::......:V:..=a:::ll!:.ey~...-_______ _ Project No. 4960134-001
Drilling Co. A&W Drill Rental
Hole Diameter 4 in. Drive Weight
Elevation Top of Hole +/-65 ft. Ref or Datum
c
0'"' .J:.'"' 0
:;:~ ·-~~ .J:.OI IIICLI Q.CLI Q.O >CLI CLICLI III.J CLI0 c0 '-(.!)
UJ
3S 30 .. ·.· .. .... ·. -:_:_::_::
-:<-::.:-:: ... -:::>:/:
-... ·.:-· .. ·: .. . . . .
Ill CLI ~
0 z
.
0 z
CLI
Q. E Ill en
4 13
'"' CLI:-: L'-'
::J~ 1ftc ·-CLI 0~ E:c: 0 u
SP
30 35-~~ 5 22 CL/SC
-
-~~ ~%. -~0 -~~ 2S 40-({:(...(:
-::::::::
-::::::::
-::::::::
-::::::::
20 45-:. :. :-:. ·:·:·:·:
-·:·:·:·: ·.·.·.··
-::::::::
-::::::::
--:.:.:.:
ts so-~· ~-
10 ss-~
S·
... .. . ·.· ... -:_:.:: :_::
.. -.·. :-· . . . . . . ·.
-:-:-::.::::
-:·.·::-:-::
·.·.:·.··
6 38 110.6 19.4 sw
7 45
8 35 sc
9 46 SP
Type of Rig Rotary Wash
300 pounds/Cal, 140 pounds/SPT Drop 18/3Gn.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
U>ggedBy
Sampled By
KBC
KBC
@ 30': Light brown, saturated, medium dense, slightly clayey, fme to medium
SAND; micaceous
@ 35': light brown, saturated, medium dense, clayey, fine to medium SAND to
fme to medium sandy CIA Y; micaceous
@ 40': Light brown, saturated, medium dense, medium to coarse SAND; few fine
gravels, micaceous
@ 45': Light brown, saturated, dense, medium to coarse SAND; few fine gravels,
micaceous
@ SO': Light brown, saturated, dense, clayey, medium to coarse SAND to fme to
medium sand; micaceous
@ 55': Light brown, saturated, dense, medium to coarse SAND; micaceous
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-11
Date ____ _..6_.-1:.:1..:::;·9_,_6 __ _ Sheet _3_ of _4_
Project _________ ___.:Carl=-=s==b=ad::./L...:G::.:ree=n=-V:...:...a=l::.:ley=------------Project No. 4960134-001
Drilling Co. A&W Drill Rental
Hole Diameter 4 in. Drive Weight
Elevation Top of Hole +/-liS ft Ref or Datum
0
.em Q.O III..J L (.!)
..
-:·:·::-:-::
-::::<:::: .. •.
-:·>::·:-::
-5 70-: -~;:;-;;:
-:=::::::
-::::::::
-::::::::
-::::::::
-1o 7s-:;:;:;:;
-::::::::
-=:::::::
-::::::::
-15 80-:;..:.~.-~·.
... -... .. ·.:
-.··.:
-:·:·:: .. ..
Ill Ql ... 0 z
. 0 z
Ql
Q. E Ill (I)
10
11
12
13
14
15
ui" Ill ' Ill (I) -u u. _en
·-::) ~'-'
30 101.6 26.4 CL
so SP
26 sw
ss
85 111.2 20.5 SP jML
30 CL
TYPe of Rig Rotary Wash
300 pounds/Cal, 140 pounds/SPI' Drop 18/3Cin.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 60': Mottled orange-brown and light gray-green, wet, very stiff, fme sandy
CLAY; few fme gravels, micaceous
@ 65': Light brown to brown, saturated, dense, fme to medium SAND; few fme
gravels
@ 70': Light brown, saturated, medium dense, fine to coarse SAND;
micaceous, clayey sand beds common
@ 75': Light brown, saturated, very dense, fmc to coarse SAND; micaceous
@ 80': Light brown, saturated, very dense, medium to coarse SAND and mottled
light olive-green and o~rown, moist, hard, clayey, fine sandy SILT;
micaceous
D1[MARroRMKd6N------------------------
@ 84': Drilling became more difficult (per driller)
@ 85': Olive-green, moist, very stiff, fmc sandy to silty CLA YSI'ONE; micaceous
505A(11/77) LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORfNG LOG B-11
Date 6-11-96 Sheet _4_ of _4_
Project _________ ___:C::::!arl=s~ba=d~/t:....::G~reen=::..Vi.!..BII=.=ey::.t-_______ _ Project No. 4960134-001
Drilling Co. A&W Drill Rental 'I)'pe of Rig Rotary Wash
Hole Diameter • 4 in. Drive Weight
Elevation Top ofHole +/-65 ft. Ref or Datum
300 pounds/Cal. 140 pounds/SPT Drop 18/3Gn.
Mean Sea Level
. ::71 " IIi" c 0 +-+-Gl~ GEOTECHNICAL DESCRIPTION .~"" 0 ·-Ill ' .s:::." ·-Ill z 1110 Ill"
Lv-Ill en ........ ........ .em Gl 30 C'P ::l+-.
cuGI Q.GI Q.O +-Gl cU. GIO 1nc -u
>GI QIGI CII...J 0 -OQ. u,
Q. -L ·-Gl _en ~0 o0 L z IDGI V' o+-Logged By KBC (!) e ::71 ·-::) Ill D.. ~:c L1J en L 0 ~V' Sampled By KBC 0 u
-25 90 16 19 CL @ 90': Dark olive~n to dark gray, moist, WJY stiff, fmc &andy to silty
-CLA YSI'O · micaceous
-
-
-~ -30 95-17 34 @ 95': Olive-green, moist, hard, fine sandy to silty, CLA YSI'ONE; micaceous
-
-Total Depth = 96 Feet 6 Inches
Ground Water Encountered at 4 Feet -Backfilled on June 11, 1996
-
-35 100-
-
-
-
-
-40 lOS-
-
-
-
-
-45 uo-
-
-
-
-
-50 115-
-
-
-
-
-""·11
505A(11/77) LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-12
Date 6·12·96 Sheet _1_ of _4_
Project _________ ____:C::::a==r~ls::::ba=d/t....:G~ree=n::......:..V:=ai=le::.r.y ________ _ Project No. 4960134-001
Drilling Co. A&W Drill Rental Type of Rig Rotary Wash
Hole Diameter 4 in. Drive Weight 300 oounds/Cal, 140 pounds/SPT Drop 18/3an.
Elevation Top of Hole +/-65 ft. Ref or Datum Mean Sea Level
. :JI "" ...... c 0 +-+-a~ X Ul • GEOTECHNICAL DESCRIPTION o ..... .J:."" 0 z Ulo -'-v Ill en
:;::+-·-Ul Ul"" ::::J+-Ill • +-+-.J:.O) Ql Ql 30 C'+--u •• n.• Q.O +-oLL GIU ~c u . >QI QIQI fti...J 0 -CQ. Q. -'-·-Ql _en ~0 c0 '-z e IICQI v o+-Logged By KBC (!) Ill 0... :JI :E:c ·-:::) LIJ (I) '-0 ~v Sampled By KBC c u
65 0 .. SM ARTIFICIAL FILL (,At) (placed for drill pad) .. -.. @ 1': Light brown, dry, loose to medium dense, silty fmc to medium SAND;
chunks of claycycr material common, organic material common -~· -----A1.flMtiM"(98b-----------------------------CL
~ @ 2'6": Brown, wet to saturated, soft to medium, silty CLAY; abundant organic
-material
@ 4': Ground water encountered
60 5-
-~ -
-
-
55 10-
-
-
-
-
so 15-1 17 SP @ 15': 1;4ht brown, saturated, medium dense, medium to c:ouse SAND; ~:\:~:~~ -Dllcaceous
-~<·;:-:.:~ ... -:>. :: ~: ~::
-:. : .::-· .:: ..
45 20-:>.:;_:::: 2 12
-~.; -;:->:~ .. · .. · : -:_:_::_:_:: :: :· .. ·
-:·: :>. ·:-.·. :-·.·
-. :_ .. : :-.. :: :·: -:
40 25-:. :. :>:.:: 3 15 @ 25': Light brown, saturated, medium dense, fme to medium SAND; few fme .. . . gravels, micaceous -: :_::: :: .. ..
: -:·:·:>--:: ... . . .. . -:-:<:-:.:: .. -: . : ~ : : . : . ~ : .. .. .
~ ... . ..
SOSA<11tn> LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-12
Date 6-12-96 Sheet _2_ of _4_
Project _________ __..:C::.:a=r=ls==b=ad::A/~G::.:ree=n=-V:..:..;a:::l==ley:.c..... _______ _ Project No. 4960134-001
Drilling Co. A&W Drill Rental Type of Rig Rotary Wash
Hole Diameter 4 in. Drive Weight 300 pounds/Cal. 140 pounds/SPT Drop 18/3an.
Elevation Top of Hole +/-65 ft. Ref or Datum Mean Sea Levd
35 30
0
.em 0.0 III...J L (!)
..
-:.-.::.:.::
-~<·;:-:.::
-:·:·:·<· . ·.:·· ..
-~-:·>:-::
.. .... -·.-.:;.. ..
. . . .
20 45-: : :: : .: .· · .. ·.··. -~<:-:-:: •• 0. -:.>::-:.::
-:·>::-:-:: .. .. B~~
toss~~ . : ·.: · . . . . . -:_:.:;.:_:
-:· :::·.·:-
-::<>:~
'i·
Ill cu +-0 z
' 0 z
cu
0. e Ill (/)
4
5
6
7
8
9
19
ui" Ill ' Ill(/) -J u ' _(I)
·-:i ~""
SP
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 30': Light brown, saturated, medium dense, fmc to medium SAND; micaceous
19 SP/CL @ 35': Light brown, saturated, medium dense, fme to medium SAND and light
orange-brown, wet, vety stiff fine sandy CIA Y; micaceous
80 102.1 25.3 SP @ 40': Light brown, saturated, dense, fmc to medium SAND; micaceous
37 @ 45': Light brown, saturated, dense, fine to medium SAND; micaceous
34 sc @ 50': Light brown, saturated, dense, clayey fine to medium SAND; micaceous
29 SP @55': Light brown, saturated, medium dense, fine to medium SAND; micaceous
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-12
Date 6-12-96 Sheet _3_ of _4_
Carlsbad/Green Valley Pr~~t --------------------~===:~~~~~~-----------------Project No. 4960134-001
Drilling Co.
Hole Diameter
Elevation Top of Hole
c o,... .s::." 0
:;:+-·-Ill ........ .s::.m Cll IIICII Q.CII Q.O .... >CII cucu III...J 0 cu'+-0~ L z ...., (!)
LIJ
5 60
-:-:-:-:·
-::::::::
-::::::::
-::::::::
0 65-:;...:_:;_:;: . . . .
-: :.·: ...
. . . . -~·~·>·:: -:<?> ....
-5 70-: : :: : . . · .. · .·
. · .. ·. -:.·.·:-· ..
-10 75-~·;·;:-:<
-:>:<:::: ... -:":/> .... -:.<.:.::
-:·::::-:·~:
-15 80-fd ::-:-:: -~>.: -~:> -~<~ -~ ;:=.: -~ ~-=~
-
-
-
-?.'i·
505A(11/77)
4 in.
+I-65
' 0 z
Cll -Q. s Ill (I)
10
11
12
13
14
15
ft
....
1110 30 eLL
-L IDcu
Q..
70
39
53
75
86
35
A&W Drill Rental
Drive Weight
Ref or Datum
::JI ,... ~,... .... cuX ·-Ill '
Ill"
L..., ~~~~ C&f-::s .... -u CliO "l;jc u . OQ. __ cu _en ...., o+-::JI ·-::) z:C L 0 ~...., 0 u
107.5 21.6 sw
SP
109.4 22.4 SC/SP
'I)'pe of Rig Rotary Wash
300 pounds/Cal, 140 pounds/SPT Drop 18/3Gn.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 60': Light brown, saturated, dense, fine to C08ISC SAND; micaceous
@ 65': Light brown, saturated, dense, fmc to medium SAND; micaceous, few thin
clayey, sand layers
@ 70': Light gray and light brown, saturated, very dense, fmc to medium SAND;
micaceous
@ 75': Reddish brown, saturated, very dense, medium to C08ISC SAND;
micaceous
@ 80': Gray, wet, hard, fmc sandy to silty CIA Y and py to gray-brown,
saturated, very dense, fine to medium SAND; nucaceous
-ac-DE[MARIDRMNDONcr~----------------------
@ 85': Dark gray to black and olive-green, moist, hard, fine sandy CIA YSI'ONE
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GEOTECHNICAL BORING LOG B-t2
Date 6-12-96 Sheet __ 4 __ of __ 4 __
Pr~ect ------------------~C~a~r~ls~ba=d~/~G~~~n~V:~a~l=re~y ________________ __ Project No. 4960134-001
Drilling Co. A&W Drill Rental Type of Rig Rotary Wash
Hole Diameter 4 in. Drive Weight 300 pounds/CaL 140 pounds/SPT Drop 18/Jan.
Elevation Top of Hole +I 65 ft Ref. or Datum -Mean Sea Level
. :::JI ,.... IIi" c ... a~ X GEOTECHNICAL DESCRIPTION . ~" 0 0 ... ·-Ill •
~" ·-Ill z 1110 Ill" t."" ~~~~ ...... ... ... ~m Gl Gl 30 C'+-~ ... -u IIIGI n.GI Q.O ... aLL GIO 1;jc u. >GI GIGI III.J 0 -CQ. Q. -'-·-Gl _(I) Gl .... c0 '-z E IDGI V' o+-Logged By KBC _-v (!) :::JI ·-::) w 111 a.. '-E:c
(I) 0 ~"-" Sampled By KBC c u
-25 90 16 38 CL no
-recovery
-
-
-
-30 9S-17 S6 102.2 24.6 @ 9S': ~n, moist, very stiff, fme sandy CIA YSI'ONE; micaceous,
ch fragments common
-Total D~ = 96 Feet
Ground ater Encountered at 4 Feet
Backftllcd on June 12, 1996 -
-
-35 100-
-
-
-
-
-40 lOS-
-
-
-
-
-4S 110-
-
' -
-
-
-50 us-
-
-
-
-
_o;o; • • ft
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GEOTECHNICAL BORING LOG B-13
Date 6-12-96 Sheet _1_ of _3_
Pr~oct --------------------~C~a~r~ls~b~a~d/~G~~~~n~V:~a~ll~eyL-______________ ___ Projoct No. 4960134-001
Drilling Co. A&W Drill Rental
Hole Diameter 4 in. Drive Weight
Elevation Top of Hole +/-49 ft Ref or Datum
0
45
35
0
.em 0.0 fti...J c... (!)
-..
-
.. -:·:::;<:
-~-~·;:-:.:: -:·<<: . . . .
25 -:·:·:>>:: .. ·.·.·
25-=':~~·
-
-
-
20 -::
Ill Ql ...
0 z
. 0 z
Ql
a. e Ill (/)
1
2
3
14
tit" Ill • Ill(/)
-c..) u.
_(/)
·-:::) ~""
SM
sc
39 105.8 21.2 SP
22 sw
Type of Rig Rotary Wash
300 pounds/Cal. 140 pounds/SPI' Drop 18/3an.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
ARTIFICIAL FilL (At) (placed for drill pad)
@ 0': Gr&y-brown, dey to moist, loose to medium dense, silty fme to medium
SAND; sandy clay chunks common, organic debris common, micaceous
-AiLlfyhlM (Q8if - - - - - - - - - - - - - - - - - - - - - - - - - - -
@ 2'6": Brown, wet to saturated, soft to medium silty CLAY; abundant organic
material
@ 3': Ground water encountered
@ 15': light brown to light green-brown, saturated, medium dense, clayey, fine to
medium SAND; micaceous, few fine gravels
@ 20': Light brown, saturated, medium dense, fmc to medium SAND; micaceous
@ 25': Light brown, saturated, medium dense, fine to coarse SAND; micaceous
sosA<11tn> LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-13
Date ----~6~-1~2-::!96~---Sheet _2_ of _3_
Project ----------~Ca=rl==s=ba=d::.~/~G:::ree=n::.....:..V:=al=le::..Y ________ _ Project No. 4960134.001
Drilling Co. A&W Drill Rental Type of Rig Rotary Wash
Hole Diameter 4 in. Drive Weight 300 pounds/Cal. 140 oounds/SPr Drop 18/30n.
Elevation Top of Hole +/-49 ft. Ref. or Datum Mean Sea Level
15
10
5
-5
-10
505A(11/77)
0
.em 0..0 III...J (..
(.!)
Ill Qj +-0 z
' 0 z
Qj
0.. E Ill (I)
4
5
6
7
8
9
J'l
+-+-
1110 30 eLL
-(..
IDQ.I
0...
18
13
15 103.8 23.9
20
15
21
ui" Ill • Ill (I) -cJ u •
_(I)
·-::) ~"'
SC-CL
sc
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@30': Light brown and light gray, saturated, medium dense, clayey, fine to
medium SAND to fmc to medium sandy CIA Y; micaceous, few thin
organic rich layers
@ 35': Light brown, saturated, medium dense, clayey fine to medium SAND;
micaceous
@ 40': Light gray and light brown, saturated, medium deDSC, slightly clayey, fmc
to medium SAND; micaceous
SC/CL @ 45': Light gray and light orange-brown, saturated, medium deDSC, clayey, fine
to medium SAND and fine sandy to silty O...A Y; micaceous
@ SO': Light gray and light orange-brown, saturated, medium deDSC, clayey, fmc
to medium SAND and fine sandy to silty O...A Y; micaceous
@ 55': Light gray to light orange-brown, saturated, medium deDSC, fine to
medium SAND and fmc sandy to silty O...A Y; micaceous
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-13
Date ____ ...::::6-=-1=2-...::;9=6-----'--Sheet _3_ of _3_
Project _________ ____.:Ca=r=ls:::ba::d::./t...:G:::.:ree=n=-V:..:.:a::D::::e:.Ly_________ Project No. 4960134-001
Drilling Co. A&W Drill Rental 1)'pe of Rig Rotary Wash
Hole Diameter 4 in. Drive Weight ____ ..::300=-poc=u=n::::ds:=./t...:C:::::a=l,,_,1~40:.:::....~:oo=un=ds~/~S:...PT.:...... ___ Drop 18/3Gn.
Elevation Top of Hole +/-49 ft. Ref. or Datum Mean Sea Level
c
0" .s::." 0
:;:+-·-+-+-.s::.m IIIQI Q.QI Q.O >QI QIQI III..J ~~ c~ '-(!) UJ
60 .. 0 -::\/~
-15 =::::
.. ·.· .. 65-:.:.:;.:.::
-
-
-35 -
85-
-
-
-
-40 -
505A(11/77)
Ul Ql +-0 z
.
0 z
Ql
Q. e Ill (/)
10
11
12
13
14
80 105.3 22.2
51
29
62
93
en" Ul ' Ill(/) -J u.
_(/)
·-::) ~'-'
SP
CL
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 60': Light gray-brown, saturated, very dense, medium SAND; micaceous
@ 65': Reddish brown, saturated, very dense, medium to coatse SAND;
micaceous
DEiMARIDRMKdONa~----------------------
@ '70': Light olive-green, moist, very stiff, coatse sandy CIA YSTONE
@ 75': Light gray-green, moist, hard, coatse sandy CIA YSTONE
@ 80': Light gray-green, moist, hard, fme to coatse sandy, silty CIA YSTONE;
micaceous
Total Depth = 81 Feet
Ground Water Encountered at 3 Feet
Backfilled on June 13, 1996
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-14
Date ----~6-~13~-~96:!...----Sheet _1_ of _3_
Project _________ ___:C~a:.:r.:::ls:.::ba:::.d~/L...:G::.::ree=n=-V:.!..:al=le:.Ly ________ _ Project No. 4960134-001
Drilling Co. A&W Drill Rental Type of Rig Rotary Wash
300 pounds/Cal, 140 oounds/SPT Drop 18/3(ln. Hole Diameter 4 in. Drive Weight
Elevation Top of Hole +/-49 ft. Ref. or Datum Mean Sea Level
0
45
40
3S
30
25
20
sosA<11tn>
0
.em 0..0 fti...J t. (.!)
.. . .
Ill Ql +-0 z
,
0 z
Ql
0.. e Ill (/)
1
2
3
8
9 127.9 26.2
16
.it" Ul • Ill(/)
-c..i u.
_(I)
·-::) ~'"'
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
SM ARDFICIAL FlU. (Af) (placed for drill pad)
@ 0': <Jray_-brown, dry to moist, loose to medium dense, silty fine to medium
SAND; sandy cfay chunks common, organic debris common, micaceous
CL
sc
-ALLUvlifM (.Qi!f - - - - - - - - - - - - - - - - - - - - - - - - - - -
@ 2'6": Brown, wet to saturated, soft to medium, silty CIA Y; abundant organic
material
@ 3': Ground water encountered
@ 15': Light brown, saturated, loose, clayey, fine to medium SAND; micaceous
@ 20': Brown, saturated, loose, clayey, fmc to medium SAND; micaceous
CL @ 25': Brown, wet, stiff, fmc sandy CIA Y; micaceous
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-14
Date ----~6:::::!-13~-96~---Sheet _2_ of _3_
Pr~~t -----------~Ca~r=ls~b=a~d/~G=~~n~V:~a=ll~ey~--------Project No. 4960134-001
Drilling Co. A&W Drill Rental
Hole Diameter 4 in. Drive Weight
Elevation Top of Hole +/-49 ft. Ref. or Datum
30
C)
.em
Q.O III..J t. (.!)
Ill CLI ....
0 z
.
0 z
CLI
Q. e Ill (I)
4
:::n .... ....
1110 30 eLL -c.. COcu
0.
16 sc
Type of Rig Rotary Wash
300 pounds/Cal, 140 pounds/SPT Drop 18/3fln.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 30': Brown, saturated, medium dense, clayey, fine to medium SAND;
micaceous
I 15
I
I
I
I
I
I
I
I
I
I
I
I
10
s
0
so
-S
ss
-10 ... ·.·
sosA<11tn>
.. · .. . · .. ·.
s
6
7
8
9
17
15
14
32
52
@ 35': Brown, saturated, medium dense, clayey, fine to medium SAND;
micaceous
102.1 25.4 CL/SC @ 40': Brown to light brown, stiff, rme sandy to silty CLAY and clayey, fine to
medium SAND; micaceous
SC/CL
SP/CL
SP
@ 45': Brown to light gray, wet, stiff, rme to medium sandy CLAY and clayey,
medium dense, fine to mediUm SAND; micaceous
@ SO': Ultht brown and light green, saturated, dense, slightly clayey, rme to
medium SAND and fine sandy CLAY; micaceous
@ SS': light brown, saturated, very dense, medium to coarse SAND; micaceous
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG B-14
Date 6-13-96 Sheet _3_ of _3_
Carlsbad/Green Valley Pr~~t -----------------------------~~~~~~~~~-----------------------Proj~ No. 4960134-001
Drilling Co.
Hole Diameter
Elevation Top of Hole
c
0"' ·-+-+-QI IIIQI >~ _!v
LIJ
-15
60
0
.em Q.O III..J '-(.!)
.. -:·:·:··:·:_: .. ·.
-~-:-;:-:-: ... ·.·. -: :_:: :"::
-:.:··:-·.:
... -:·:·:>>:: ... _:_:_::_:·::
-:·:·:>.·::
. ·.:··.
-20 -:.:.::.:.:-... ,.-=~
-
-
~~~
-
-30 -
so-
-
-
-35 -
85-
-
-
-
-40 -
505A(11/77)
Ill Ql +-0 z
4 in.
+I-49
. 0 z
Ql -Q. e Ill (I)
10
11
12
13
14
ft
+-1110 30 oLL
-c_
CCQI
ll..
70
35
21
31
A&W Drill Rental
Drive Weight
Ref or Datum
:::n "' ui"' +-a~ X ·-Ill •
Ill/"\ '-v ~~~~ :I+-c~ 'tic -u QIO u. OQ. ·-Ql _en '"' o+-:::n J:C ·-::) '-0 ~v 0 u
107.8 21.7 SP
Type of Rig Rotary Wash
300 pounds/Cal, 140 pounds/SPr Drop 18/3Un.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
KBC
KBC
@ 60': Light gray-brown, saturated, medium dense, medium to coan;e SAND;
micaceous
@ 65': Orange-brown, saturated, medium dense, medium to very coan;e SAND;
few fine gravels, fme sandy clay beds; micaceous
-----------------------------------------CL DELMAR FORMATION Q'd)
@ 70': Gray, moist, stiff, fine sandy to silty CLA YSI'ONE; micaceous, coan;er
grains common
@ 75': LiJdlt i!CCn to dark gray, moist, hard, fme to medium sandy
CIAYSI'ONE; micaceous
70 110.7 20.2 @ 80': Gray-green, moist, hard, coan;e sandy, CLA YSI'ONE; micaceous, few
chan:oal fra21Jlents
Total Depth = 81 Feet
Ground Water &countered at 3 Feet
Backfilled on June 13, 1996
LEIGHTON & ASSOCIATES
-------~---~~~~~~~-
LOG OF TRENCH NO. : --.....:.T__.-1=----
ENGINEERING PROPERTIES Project Name: Carlsbad/Green Valley Logged by:_K~B~C'-:-------
Project Number:_4;:..:9::.:=6~0A:13=:.;.4!.,..-~00~1~--------Elevation: ±30' Equipment : JD-41 OD Location : --S~e~e~Ge-o-=-t-e-:ch~n-=-i-c-:a 1::--:-:M~ap-
g; GEOLOGIC GEOLOGIC Sample Moist. Density T ATTITUDES DATE: 6/20/96 DESCRIPTION: UNIT USCS No. (%) (pcf)
>~----~------------------------------~---+---4-----~--+----4 -.....
0 ..... co
0 -
:; u:r
::t'
ARTIFICIAL FILL
A @0'-13': Gray-brown, moist, medium dense to dense, silty fine
sand
DELMAR FORMATION
B @13': Light green, saturated, stiff, fine sandy, claystone
Afu SM
Td CL
~~----~------------------------------------L---~-~---~--~---4 ; GRAPHIC REPRESENTATION: SOUTH WALL SCALE: 1" = 5' SURFACE SLOPE: 35•w TREND: N70•E
~ fA)
0 () a CD fA)
----
--
-::::~ -~~·~ ·=: .:·. ·::__;_ . . ~ ;:::::-:.__: ·-,--.;.... : :
... ",1 'I ; I' ~ '1· I I I I
--
1 I I I I
\
·I :• 1 • •• J'l•l, r·~ =--· -· -· ... -. . . . ... .. . . . . .
= ·.~.· ... _:_ ~·-:_. ·. ___ ,:
. . --:--. .. . -"' -' . . .. . . . -. . ..:~·. '.. . '. . .
T I I I --
\. ··.", · ... ·. ~· -~ . . . . -· . -... -. ·--r-. . . : . :. _/
-r--.. J·. ~ .--:..;. -:-4 -I-~~
-~ ~: -:--J B 1·~..::-·:-:..:....:~
I I I
I I I
----
I I I I I I I I
I I I I I I I I
-
-
-
-
TOTAL DEPTH AT 14 FEET-G.W. ENCOUNTERED AT _
12-1/2 FEET
BACKFILLED: 6/20/96 --
-------~----~--~---
Project Name: Carlsbad/Green Valley
Project Number :---=-=49~6:..;0~1~34~-....:0=0=-1 --------Equipment: JD-410D
logged by:....lK~B~C..,....-_____ _
El ev at ion : __ ±~5~0:....'~-:--"""':"'""-:---=-~Location: See Geotechnical Map
LOG OF TRENCH NO. :____...T__,-2,.._ __
ENGINEERING PROPERTIES
g GEOLOGIC GEOLOGIC Sample Moist. Density T ATTITUDES DATE: 6/20/96 DESCRIPTION: UNIT USCS No. (%) (pcf)
>~---------~-----------------------------------------------+-------+----~~----~------+--~
I
::::: 0 ...... co 2
~ Cj"
:r
ARTIFICIAL FILL
A @0': light brown, damp, medium dense, silty fine sand;
asphalt chunks rare, many large pores
B @2': Mix of angular claystone gravel and brown, moist,
clayey fine sand; roots common
C @3': Olive-green, moist, stiff, fine sandy clay; rare
plastic debris
DELMAR FORMATION
D @5': Dark gray, moist, stiff, fine sandy claystone; minor
oxidation near upper contact
Afu
Td
SM
GC
Cl
CL
~~------~~------------------------------------------------------~-----~-~-----~----L--~ ~ GRAPHIC REPRESENTATION: SOUTH WALL SCALE: 1" = 5' SURFACE SLOPE: 25°W TREND: N70oE
> cnr-cn 0-()
i"r--ir-
r-
r-
r-
t-
r-
t-
1 I I I
I I
I I I I
I I I
I I I
_._
--
==B r ~~; L§J" .;. -~ ·. ;_ .--;...-... ·-. ...:.. ~ ..... _,... . .. . ... :~-='~
-I-·. -:-: . =:-:-: _. . . -.. ;.... . . ·~ ·..:....:···.1'-roJ·:·-.. ..._., .:. .. -·..:.:;-....~
\-:-. •. -;-••• -1-• ..:... •••• :..... ... . .
-I-_,_
_,_
-t-
"(:-. . . . . . . . . -'~ ~· ...... -· .. ...:.. .... · .·.---:-.··~~
-
-
-
-
I I -
--
-
--
-
-
-
-
~
....
I I I I I I I I
r-
-
t-
1-
1-
1-
1-
t-
--
-
-
I I I I I I I I
I I I I
-
-
-
-
TOTAL DEPTH AT 8 FEET -
NO G.W. ENCOUNTERED _
BACKFILLED; 6/20/96 _
-
~------~---~-~-~~--
LOG OF TRENCH NO. :---:..T_.:-3::.....-__
Project Name: Carlsbad[Green Valle~ Logged by: KBC ENGINEERING PROPERTIES
Project Number: 4960134-001 Elevation: ±44'
Equipment: JD-4100 location: See Geotechnical Ma12
en GEOLOGIC GEOLOGIC Sample Moist. Density 0 .... ATTITUDES DATE: 6/20/96 .. DESCRIPTION: UNIT uses No. (%) (pcf) I >
I ABIIFICIAL FILL Afu SM ~ A @0': Light brown, damp, medium dense, silty fine sand; rare 0 ' asphalt fragments co ~ B @2': Olive-green, moist, stiff, fine sandy clay; massive Topsoil CL
clayey fine sand; roots common
TOPSOIL SM c @2'8": Light brown, damp, medium dense, slightly clayey,
silty fine sand; many medium pores, rootlets common SM
ALLUVIUM Qal
0 @5': Light brown, moist to saturated, medium dense slightly
clayey, fine to medium sand
r-~ iS
:1' S" :I GRAPHIC REPRESENTATION: SOUTH WALL SCALE: 1" = 5' SURFACE SLOPE: 15•w TREND: Nso•E Qo
> ~ en 1-----en 0 ~ -"' -i... -() ~'__,...; .. :;. ;· ~ --~--. :·~.:.::~.-.. ----:..,.:....· .... -.... -. ~ ~ -1-. : •.. • c-i :...:.::. · .. .,;_ ·.:_;_··.~ --. ---en ·-. • I ... ~. ~. I I I I I I I I I I I I I I 1·. f · T ·I· I. 'I :-.......... I I I I I I I I I I I I
I I I I I I I I I .·:~ ~...:....· .. ~ ......... .,_ ~-· .. ~ ··...:.....:._ .. '"'":"' , _;_ v~ I I I I I I I I I I
1--~ ·:~ . . . . . . 2j---. .....,_ · .. · .
1--1-. -. . --· ---....:........,. . . .. . .·:--: .. . -,_ . .
~ -I-\:~ EJ'· -~:. . . . -~ --.---··-. ~ -~ . . -1--. . r • • •
r -~ • . : . ..
\ y , TOTAL DEPTH AT 12 FEET--... -~ -1-., ... . . . --. G.W. ENCOUNTERED AT ~ -1-r-·1-.... ---·-~--. ...._. __ ;_,. 10-i FEET ~ -1-··-':'· ............ --BACKFILLED: 6/20/96 -
~ -1----
0'1 0 ... I > -.....
0 "' co 0 -
Project Name: CarlsbadLGreen Valle~ Logged by: KBC
Project Number: 4960134-001 Elevation: ±48'
Equipment: JD-410D Location: See Geotechnical Ma12
GEOLOGIC GEOLOGIC
ATTITUDES DATE: 6/20/96 DESCRIPTION: UNIT
ARTIFICIAL FILL Afu
A @0': Light brown, moist, medium dense, silty, fine to medium
sand; abundant roots, rare plastic debris
ALLUVIUM Qal
B @ 6': Brown to gray-brown, wet to saturated, medium dense,
silty fine to medium sand
'
GRAPHIC REPRE.SENTATION: SOUTH WALL SCALE: 1" = 5' SURFACE SLOPE: 45·w
r--r--r-
--r--r-
~ --r--r-
--r-
I r~-: ~I -r-
I I I I I I I I I I I I I I I I I I I I I I I I
I I . :X1 ···;~ I I I I I I
--r-®A..:., -r-
--r-_;-:.. ~ -r-
--;r-~ -~~t. -r-: •, -· .. . .. -~.~ --, ... : .. -:---. . : ........ -r-. . l"' .. • ·I_. .. .. .. . . . .... o;!!'VIII r--. ··~ . -.--' clrain ~.·[!}·~·~ ····~ --=1 __ -~~-·.=.:u -r-.. ··= r-~:.I· --~-·=·--r---··· •• ::.-..-=-• --IT1Jii' i----~.-··. -r------r-
..
LOG OF TRENCH NO. :----:..T--4~--
ENGINEERING PROPERTIES
Sample Moist. Density
uses No. (%) (pcf)
SP 3
SM 2
1
TREND: Nss·E
----
I I I I I I I I I I I
I I I I I I I I I I I -
-
-
-
TOTAL DEPTH AT 10! FT.-G.W. ENCOUNTERED AT -9-1/2 FEET
BACKFILLED: 6/20/96 -
-
~----~--~~-----~---
en 0 .... I > -....
0 ...... co 0 -
.
.
Project Name: CarlsbadLGreen Valle~ logged by: KBC
Project Number: 4960134-001 Elevation: ±58'
Equipment: JD-410D location: See Geotechnical Mau
GEOLOGIC GEOLOGIC
ATTITUDES DATE: 6/20/96 DESCRIPTION: UNIT
ARTIFICIAL FILL Afu
A @0': light brown, damp, medium dense, coarse gravelly,
silty fine sand; abundant angular gravels of various
ALLUVIUM
siz~s, plastic debris common, few clayey lifts
Qal
B @10': Dark gray, wet, medium dense, silty, fine to medium
sand; micaceous, organic odor, clayey peat layers
common
: ·. GRAPHIC REPRESENTATION: SOUTH WALL SCALE: 1 II = 5' SURFACE SLOPE: 45•w
--I-~ --
--I---
--r-f: . --
--r-
'I
--
l I I I I I I I I I I I I I lA I I I I I I I I I I I
I I I I I I I I I I I I I ~ :o"':~ I I I I I I I I I
--r-•• I> .{J • • --
--1-:<>·. -:-:-~ ~,~ ~ -1-~ ·.~ ·-~ --I-~-.a·~=-' .. ~ ---.. ~ ---::& · .. ~:;;: 0: --r-.. ~.·. .__.._ : .. '" --()·<:!0...::.0'~ • <3_..:..() • • .:..:..
!!:!.:'<> • .• 0 ...:.....c:; : 0 ... Q·";,J --r-"_:...:_ . . . . r!: · .. 7 --... ··-· B ~ ·-=---r-.. . --,..:.:__ .... :. ·--·---r-· .. ···~····. ·..,...., . -r----r--r-
LOG OF TRENCH NO. : --...:..T.....;:-5'----
ENGINEERING PROPERTIES
Sample Moist. Density
uses No. (%) (pcf)
GW
SM
TREND: NSO•E
--
-
-
I I I I I I I I I I I I I I I I I I I I
-
-
-
-
TOTAL DEPTH AT 12 FEET-
NO G.W. ENCOUNTERED -BACKFILLED: 6/20/96 -
-
~-~----~---~-~~~---
LOG OF TRENCH NO. :____.T~.--..:..6 __ _
Project Name: CarlsbadLGreen Valle~ Logged by: KBC ENGINEERING PROPERTIES
Project Number: 4960134-001 Elevation: ±68'
Equipment: JD-410D Location: See Geotechnical Mag
en GEOLOGIC GEOLOGIC Sample Moist. Density 0 ...... ATTITUDES DATE: 6/20/96 DESCRIPTION: UNIT uses No. (%) (pcf) I >
I ARTIFICIAL FILL Afu SM ::: A @0': Light brown, damp, medium dense to dense, fine 0 ..... gravelly, silty fine sand; micaceous, few asphalt co 2 chunks, few sandy clay lifts
ALLUVIUM Qal SM
B @7': Light gray-brown, damp, medium dense, silty fine sand;
organic rich clayey peat layers common
r-CD c6'
':T C)
:::J GRAPHIC REPRESENTATION: SOUTH WALL SCALE: 1 II = 5' SURFACE SLOPE: 25°W TREND: E-W Ao
> =~ en ~ --~ -en 0 --~ ---0 . . . .
ii'r ---.:...___ . ----.. _ --1-...:....: ..... ·..: CD --. ~ ---en 1.::&1-..:, , -:... =:-r;.-r: T I I I I I I I I I I I I I I I I I _l J _j_ I I I I I I I I I
I I I I I I I I I I
\. --.:::_ . -I I • T. ~T :r~ ~·= I I I I I I I I I I ·~ ·----ft:o . A · .. ... . . __:_ .. --. . . . . .
--. ~ .. ,...__ .. ·. -·-. . . . . . . . ·---.. . ~ .. ~·-:-.. ·. .. .
~ -1-. .. . ' -·· -~ -. --:--;
f--1-:-.-· ··-1-· .. _ .. . ··~.· ~ -~ -. . . ' . . . : ..:._ :. . . · .. . . . . '1!f .. y 1--f-
-: .:_:__ .• .. _ ~·: B :.--. -f-TOTAL DEPTH AT 12 FEET-. . .
.. . . . · ~: . ·. _:_ . NO G.W. ENCOUNTERED 1--f-. -f--. . ·. ~ :.:::·· ·~· BACKFILLED: 6/20/96 . . .....
~ -f--1--
1--1--1--
--~----~---~-~-----
Project Name: Carlsbad/Green Valley
Project Number: _4-::9:..::6~0~13:-:4:--=00=1=:...---------Equipment: JD-4100
Logged by :...:K~B~C:..,------Elevation: ±68' ~~~-~~~~-Location: See Geotechnical Map
LOG OF TRENCH NO. :----:T"----..:....7 __ _
ENGINEERING PROPERTIES
g GEOLOGIC GEOLOGIC Sample Moist. Density T ATTITUDES DATE: 6/20/96 DESCRIPTION: UNIT USCS No. (%) (pcf) >r-----r---------------------------------------------------+------4-----~-----+----4-----~ I
~ 0 ...... co .e
~ rcr ':r
ARTIFICIAL FILL Afu SM A @0': Light brown, damp, dense, silty fine sand; few sandy
clay lifts
DELMAR FORMATION Td CL B @9': Olive-green, moist, stiff, fine sandy claystone
~r-------l~-----------------------------------------------~--~--~---~---~----~---~ ~ GRAPHIC REPRESENTATION: SOUTH WALL SCALE:
> en-en 0-0 iii'--m-
-r-
-r-
-1-
-1-
1 II = 5' SURFACE SLOPE: 3o•w TREND: N6o•w
---
------
.~ ---
1 I I I I I I I I I I I I I
~~
1 'J. .I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I
--r-
--r-
--
--
-r-
-r-
-r-
-r-
...__;::l.l-:._1-:~ I I I I I I I I I ~--c~.--~-·.,:__,__~~ --
\·:·_~:_[~f: ·: ~~-:~-.y == • • : • • • ~ • :-=--•• · • ---.. -. :-... ·.-·.: ·~-. ·: ..
--
----
--
I I I I I I I -
-
-
-
TOTAL DEPTH AT 9! FT. -
NO G.W. ENCOUNTERED _
BACKFILLED: 6/20/96 _
-
------------------------------------------
--~----~-~-~-~-----
LOG OF TRENCH NO. :___,T.._-=8 __ _
Project Name: Carlsbad/Green Valley logged by:_K::.:.:B=-=C~-------
Project Number:_4-=-=9~6~0-=-1~34=--....::0=0'-=-1_________ Elevation: ±74' Equipment: JD-410D Location: ~Se~e~G-eo-t~e-c~h-n1~.c-a~l~M~a-o-
ENGINEERING PROPERTIES
~GEOLOGIC GEOLOGIC Sample Moist. Density T ATTITUDES DATE: 6/20/96 DESCRIPTION: UNIT USCS No. (%) (pcf) >r----~-----------------------------+-~-4----+---~---+---~ -.....
0 ...... co
.9
1; re· :r
ARTIFICIAL FILL
A @0': Light brown, moist, dense, silty, fine to medium sand;
few clayey lifts, old copper wires present
DELMAR FORMATION
B @13': White to light gray with orange-brown mottling, damp,
very dense, fine sandy siltstone to silty fine
sandstone; fractures common
Afu SM 4
Td ML/SM
6r-----~-------------------------------~----~--L---~--~--~ ~ GRAPHIC REPRE.SENTATION: SOUTH WALL SCALE: 111 = 5' SURFACE SLOPE: 1s•w TREND: N60•E
> (1)-(1)
Or-O iii'._ -~-
1 I I I I I I I
I I I I I I I I
-
---
--
--
I I I I I I I I I -
-
I ' I • .!..-I' , f I I• •I ' I ·1 r I~ • I ~ I J ,I I I I • , I • I • I : I • 7. I, 'I
-r-- . . ..:--. - . • . . -. -r-. - - . : ~ .. _.,._. --.l' .. -' \.-' .-. . -=--r-. . . . . . . . ·;_~ ·. = . : . -~..:_ --=-. . -·-: _· . ~. . \ -.. _ ... : == ~ ··y~
.----~ --· . . . • . . . -r-. .-· . ..a.;-·.· -1-· . -•. --·.
r-:-• I .-7 •' 1" ~ ~~ -~~~----.. -· . ·~.·y·-:: _-.-;_· __ ·
--:.~ ',-~ -. . ·-~ .. fBl.-· ~-.. ·. -:--:._· ~;; --
. _._
"'-... -. . --· .. ~
-
-
TOTAL DEPTH AT 16l FT.-
NO G.W. ENCOUNTERED _
BACKFILLED: 6/20/96 _
-
I I
--~--------~---~---
LOG OF TRENCH NO. :---...:.T--=-9:.--__
ENGINEERING PROPERTIES Project Name: Carlsbad/Green Valley Logged by: KBC
Project Number :_4-=-=9~6:..::0~13=-=4:--..:0.:..01=----------El ev at ion: ....~±~6~8~' -------
Equipment: JD-410D Location: See Geotechnical Map
g GEOLOGIC GEOLOGIC Sample Moist. Density T ATTITUDES DATE: 6/20/96 DESCRIPTION: UNIT USCS No. (%) (pcf) >~----r----------------------------------------+----4----+---~---+--~
~
0 ...... co
0 -
I CD ce·
J
ARTIFICIAL FILL
A @0': Light brown to orange-brown, damp, dense, silty, fine
ALLUVIUM
sand; minus organic material, plastic bucket near
upper surface, few clayey lifts
B @7': Dark gray-brown, wet to saturated, medium dense, fine to
medium sand and clayey, fine to medium sand; abundant
organic material
C Younger alluvium overlying fill: light brown, moist,
loose, medium to coarse sand overlying organic rich,
gray, wet, sandy clay; roots common
Afu SM
Qal SP/SC
CL
0~---L-------------------------------~---~--~--~--~--~ ~ GRAPHIC REPRESENTATION: SOUTH WALL SCALE: 111 = 5' SURFACE SLOPE: 3o•w TREND: Nso·w
> (A)-
fA)
0-0 iir--~-
---
-
-
---
1 I I I I I I I
I I
-r-
-r-
-r-
-r-
_l I I I I
I I I I I -r-
-r-
-r-
-1-
~~
.I ~·~'[_S~ I I I I I I I
I .hoi.• ·.~ •• ~· ··.·.~
: . : . ';-: JAl. --;-: .:...::. . ·'-:~~~:r.i]J {
\
. _.. : .. l.?; -:·. -: .. · .-:··:: · .. : c I~
: ·-.·.-.. ·.·.-.. :-~1= . . . .. ... . ... -....-;---.. • • • • • • ·---;, • • --=-
,. • -· t • • • • •
' • --r • ' • • • ' • ~ • • ' • • ·-n • • • • • • : • :
\ ·.-· .· .... , ... '9 :---:--. -_ .... . . ~ . -··-..:f:-r-C' .-:.-·--==-= .. 2"-·m· ...... -.--. ·. . .. . B . . . . . :....:
""'"'= --:-t I Ill -•' '· -""1(, •• ·-~
•.J. ~ I • I ""•--:"""'., ;,;;;;;,.
-1-
-1-
-1-
-1-
I I
-r-
-r-
-r-
-1-
-1-
-1-
-1-
-r-
I I I
I
TOTAL DEPTH AT 11 FEET-G.W. ENCOUNTERED AT _
9 FEET
BACKFILLED: 6/20/96 --
--.. ------ --.. -.. --- --
(71
0 ... I > -... 0 .......
CD 0 -
.
Project Name: CarlsbadLGreen Valle~ logged by: KBC
Project Number: 4960134-001 .. Elevation: ±74'
Equipment: JD-410D location: See Geotechncial MaQ
GEOLOGIC GEOLOGIC
ATTITUDES DATE: 6/20/96 DESCRIPTION: UNIT
AllUVIUM Qal
A @0': light brown, dry, loose to medium dense, silty, fine to
medium sand; micaceous, organic material common
B @8': Dark gray, wet to saturated, loose, clayey, fine to
medium sand, organic rich, strong odor of decayed
organics
-
GRAPHIC REPRESENTATION: WEST WALL SCAlE: 1" = 5' SURFACE SLOPE: o·
1-----' . .. . . .. . . . .. , ..... ---·· ·--=-......_ . -. --...
1---. ' . . ....__ --. .. ~ '0 . --· 1--..... . . .. • : : A . . .
·.I .' I --.:... -
I I l _1_ l I I I I I I I I I I 1', ' I • I I 'I I I I
I I I I I I I I I I I I • I I ,,I• . I I I I' • . } . I I
-. . ' • . .
1-----.·-i-' ·-. .:... -·· 1--..... : ' --. -·~ .
1--1--.. -1--_,__ . . . . -. . -. 1--1-. -t-
··~ ,. ··-. .__ . ....._ .... -.·. ~-/
\ ··:.. ::. :@] . . . . .. . v 1--1-
•• •• ... T-". .. -.I -t-'·jj) 1--1-!-=: . ·• .• . .. :--t-.. . ... -.• ... · . -·· ·-:. . ..
1--1----t-• • ". I • • .... · . ~~ ... -. . . .
1--1--·~-I.::r-. · ·--1-. . . ..
LOG OF TRENCH NO.: T -10
ENGINEERING PROPERTIES
Sample Moist. Density
uses No. (%) (pcf)
SM
sc
TREND: N-S
-
-
-
-
I I I I I I I I I I I
I I I I I -
-
-
-
TOTAl DEPTH AT 14 FEET-
G.W. ENCOUNTERED AT -13l FEET
BACKFilLED: 6/20/96 -
-
-------~-------~---
0'1
0 .....
I > -.....
0 ....... co 0 -
.
.
Project Name: CarlsbadLGreen Valle~ Logged by: KBC
Project Number: 4960134-001 Elevation: ±61'
Equipment: JD-410D Location: See Geotechnical Mau
GEOLOGIC GEOLOGIC
ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT
ALLUVIUM Qal
A @0': Brown to light brown, damp to saturated, loose to medium
dense, silty fine to medium sandy clay; slightly clayey
from 2'-5'
GRAPHIC REPRESENTATION: WEST WALL SCALE: 1" = 5' SURFACE SLOPE:1-2•E
-----.. -----. '. . • ..L..-1. • -· • • • • • t -·, ·. ·-_:_:., -·-· . -. ---. .,_ . . ·. . ' . . . .. -.. . ·-.. -· . . . .,_. . . .· . .
• ~ :I ~· ;. ' .. 1~: .. ..,...-.· ~·: . ........ ---:. + :.~ . ..._.,. '.j --
I I I I I I I I I I I I I -,.'I ... I' • • ·I· •j'• l J I
I I I I I I I I I I . . ·. ~ ,I . :r .. ,,1 I I I -. . . .. . . ....... . . . -----. . . . _,. --. -. --. ·-·-. -. --. . · .. ·· .. ~ .. ·~. . .-. -. . -.. "· ----• I .,.-. • : ·.-. . . ..-
f--f-' . . . -f-' .. . .
\· -' .. -· .·-f--f--. ..: f-. . . -r-
~ . .-..:. . . . .. . .. -· ..--. .
~ ....... I • . ·if/ -f--f-'
. . . . . --.... .· \ ' _.__. . • -. ,4 . ~--· .. . -. -..... . .·~ . ..:_ . --~-. -f-f-~ . -~ ··r-· ::-. ..:. ........
f--..... -f-
f--..... -r-
LOG OF TRENCH NO. :---.:.T__,-1~1 __
ENGINEERING PROPERTIES
Sample Moist. Density
uses No. (%) (pcf)
CL
TREND: N2o·w
-
---
I I I I I I I I I I I
I I I I I I I I
-
-
-
-
TOTAL DEPTH AT 10l FT.-G.W. ENCOUNTERED AT -10 FEET
BACKFILLED: 6/21/96 -
-
--~----~-----------
Project Name: Carlsbad/Green Valley
Project Number :_4~9::..::6~0~13:::.._..4~-=00:.:1=-----------Equipment: JD-410D
Logged by :-=K~B~C-=-------Elevation: ±60' L oc at i on : '"""s="'e=e~Ge-o-:-t-ec-=h-n-:-i -c a-:1:---:-:M-ap-
LOG OF TRENCH NO. : ___,_T--=-1==2 __
ENGINEERING PROPERTIES
g GEOLOGIC GEOLOGIC Sample Moist. Density
7 ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT USCS No. (%) (pcf)
>~------+---------------~ .. ----------------------------------------+------4-----+------4-----+-----~
I
~
0 ...... co
8
I;
ifj' =r
ALLUVIUM
A @0':
B @1':
c @2':
D @3 I:
E @6':
Reddish brown, dry, medium dense, silty, fine to
medium sand
Greenish brown, damp, medium dense clayey, silty,
fine to medium sand
Dark brown, moist, dense, clayey, fine to medium
sand
Green, moist, stiff, fine sandy clay
Dark gray, wet to saturated, medium dense to loose,
fine to medium sand; organic rich, strong decayed·
organic odor
Qal SM
SM
sc
CL
SP
~~------~-------------------------------------------------------L--~--~----~----~-----L----_, ~ GRAPHIC REPRESENTATION: WEST WALL SCALE: 1 II = 5' SURFACE SLOPE:o•E
> en-en 0-0 ji;'--~-
r-
-
-
-
1 I I I I _l I I
I I 1 L I I I I I I I I ' t_ •'_.L ,..1-~r-=l: .-I~ I:_ I, ..,.1.. .. --._:. ~.,-.. ..: D . ;. ...:. : .:.. , ·-· J
--.·...:.·:.:.:.·-=-~· .. ~r-.. :...::.::.....-.:~1 r · · · · · .... · ... -=··J
\:. ·~·--·.··:_..:Pel·.:.::::::·.:· ·:; ----
----
-r
-1-
-1-
-...
-1-
I I I I
I I I I -r-
-1-
-1-
-1-
I
I
TREND: N-S
I I I
I I I
-
-
--
I I I I I I I _l
I I I I I I I I
-
-
-
-
TOTAL DEPTH AT 12l FT.-
G.W. ENCOUNTERED AT _
12 FEET
BACKFILLED: 6/21/96 --
-------------------
0'1
0 .... I > -....
0 ....... co
0 -
.
Project Name: CarlsbadLGreen Valle~ Logged by: KBC
Project Number: 4960134-001 Elevation: +58'
Equipment: JD-410D Location: See Geotechnical MaQ
GEOLOGIC GEOLOGIC
ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT
ALLUVIUM Qal
A @0': Off-white, dry, loose, silty, fine to medium sand
medium sand
B @2': 01 ive-green, moist, stiff, fine sandy clay c @3': Light brown, wet to saturated, loose, silty fine to
medium sand
GRAPHIC REPRESENTATION: WEST WALL SCALE: 1" = 5' SURFACE SLOPE:1-2oE
----------
~ ----. . . ~·-.-~~_: .. 7! : A ·• -.-.. .. -:, I---I I·. :. . : · ..... ' ..... 1---·. ·•· . : --
I I I I I I I I I I I I I ........ ~ . . . I I
I I I I I I I I I I I I I ~·~·-.!..;~.:1 2: .. ~. + 8 ,'._ ,'.:...!~ =-~-..:."_/1 I ·.-. I-.. --~ r-·.~ ... ~·. @]<··· . ..: v --
I---.. . . . -. .. .. · .. --. 'i: ... ··.-" . ...;,.. ... ......._ .: _:_..:. .
I---~: -'~~ . ·.··~ --~'="· ••• -~ ·-··· .... --f---
r-----
I-----
I-----
r-----
LOG OF TRENCH NO. : ---:...T......::-1~3 __
ENGINEERING PROPERTIES
Sample Moist. Density
uses No. (%) (pcf)
SM
CL
SM
TREND: N20°W
-
-
-
-
I I I I I I I I I I I
I I I I I
-
-
-
-
TOTAL DEPTH AT 6 FEET -
G.W. ENCOUNTERED AT -5 FEET
BACKFILLED: 6/21/96 -
-
-------------------
en 0 ....
I > -....
0 ' <0
0 -
.
.
Project Name: CarlsbadLGreen Valle~ Logged by: KBC
Project Number: 4960134-001 Elevation: ±47'
Equipment: JD-410D Location: See Geotechnical Ma12
GEOLOGIC GEOLOGIC
ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT
ALLUVIUM Qal
A @0': Brown, moist to saturated, loose to medium dense,
medium to coarse sand
..
GRAPHIC REPRESENTATION: WEST WALL SCALE: 1" = 5' SURFACE SLOPE:1-2•E
i-----
-----
i----
I ~ .. -... • .. · . . . · .... . . . . . .. , ... ..;~11 ---:· •• I' • '
.... '• . .' . . . . . . . --
I I I I I I I I I I I I I '' I' :·1: 'I :'I ·: ,' I • ,I • ,I ',; I I
I I I I I I I I I . ~ • I ' '. J •• I •• : . . ' .... · ... · . 7 I ---. . . :'.: ... : ~·: ... , . . . . --... --. . ::·'··y . . ·.·· ·. ' ... --
I • • ·, .. :, . : : ·. ·.~ ~ . ' .. : . . ~ : --r-\:' -r-. ... . . _:. :·. · .. :, .... ·: ... ···.·· . . . ·. · .. · r--r-. .. . -r-. . . . . .. ~." , ...
r--r-~ .. '1 ... ~-·~--:·~~ v -r-
r--r--r-
r--f--:-
r--f--r-
LOG OF TRENCH NO. : ---l.T~-1!:.,.l.4 __
ENGINEERING PROPERTIES
Sample Moist. Density uses No. (%) (pcf)
SP
TREND: N-S
-
..1
--
I I I I I I I I I I I
I I I I I I I
----
TOTAL DEPTH AT 8l FT. -G.W. ENCOUNTERED AT -8 FEET
BACKFILLED: 6/21/96 -
-
-------------------LOG OF TRENCH NO. :___,T_-.:..:15.._· __
Project Name: CarlsbadLGreen Valle~ Logged by: KBC ENGINEERING PROPERTIES Project Number: 4960134-001 Elevation: ±31'
Equipment: JD-410D Location: See Geotechnical Ma~
en GEOLOGIC GEOLOGIC Sample Moist. Density 0 .... ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT uses No. (%) (pcf) I >
I AlLUVIUM Qal sw ~ A @0': Reddish brown to gray, moist to saturated, loose, fine 0 ...... to coarse sand co 2
r CD ~· =r 0 :::l GRAPHIC REPRESENTATION: WEST WALL SCALE: 1 II = 5' SURFACE SLOPE:2-3•E TREND: N-S po
> en 1----.... -en 0 0 1----.... -
ji;" 1----.... --CD 1------en
I t 0
0 to; 't 0 :1: 1 ° . :1 • i . I' ··~· ·II I I I I I I I I I I I I I I I I I I I I I I I I l I I I I I
I I I I I I I I I I I I I I ,I, • I , I t • • • I, I. ~ •• •I, •• I I I I I I I I I I I I I I . . . . .
1---~·0 . il ---. . . ·. .
1---·.· . ; .. ---. ·. .. . .
1---. . ...... · -1--~·· :. ':' ,; -.... ·.
1---~·-· -1--. . ...... . . . . . ..
1-----TOTAL DEPTH AT 6 FEET -
1-----G.W. ENCOUNTERED AT -5 FEET
1-----BACKFILLED: 6/21/96 -
1------
-------------------
Project Name: Carlsbad/Green Valley
Project Number :~49~6~0~13~4=--~0~0~1 --------Equipment: JD-410D
Logged by:-'K~B~C~-----Elevation: +125' Loc at i on : -'s="eu.e~G-=-e-o-:-t-ec-:-h-n~i c-a-=-1--M~a-p-
LOG OF TRENCH NO.: T-16
ENGINEERING PROPERTIES
~ GEOLOGIC GEOLOGIC Sample Moist. Density T ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT USCS No. (%) (pcf)
>r------r---------------------------------------------------------~-------+----~-------~----+----4
I; ce· :r
SLOPE WASH Qsw
A @0': Orange to red-brown, damp, medium dense to dense,
medium to coarse sand; few rootlets
TORREY SANDSTONE Tt
B @14: White to dark gray, damp, very dense, coarse sandstone;
well cemented
SP
SP
5r-------~~----------------------------------------------------------------~-------~---~-------~----L----~ ~ GRAPHIC REPRESENTATION: WEST WALL SCALE: 1 II = 5' SURFACE SLOPE:1-2oE TREND: N-S
)> en-en 0-0 ~·--~-
--
1--
1-
1 I I I I I I I
I I I I I I
. ,
.. -.. • ··: •.... -·.J· .. .. .. " 1 . .. .. ') ·:
~ . ' . \ . . '" . .--..
• • •"• : ., ' • "" ~ I .,. -:-..... \
_.:.· .... ~ .. . . ..
• # • •
--,. . ~: · ..
.-.! .·.: ·•·••
• • .• • • • •, • ••• I • . . . ' " . . . ...... .... . . . . . .. ·.. . . . .--.
I I \ I: j ·:· t' • .. I. 1 j I• "1'-'1·• • 1' • I' ; .. I' • '1 ··I. 1• •I· · .·1_
--
_:,...
----
. ·., .... ~·: .·· · .. ~~ ..... . . .
.._ • .. """' • ... I • • ' -~ . . ' . ... .. ' . . .. . .. . .. . ~ -~ .... ·:. . ·.... . .... "'~ ..... .. . . ~-~ ~
·•· .
I I
I I
-
-
-
-
I I I I I I I I
I I I I -
-
-
-
TOTAL DEPTH AT 14 FEET-NO G.W. ENCOUNTERED _
BACKFILLED: 6/21/96 -
-
-------------------LOG OF TRENCH NO. : ----:..T--=-1~7 __
Project Name: Carlsbad/Green Valley Logged by:....lK~B~C:...:--------
Project Number:~49;.,:6::..:;0~1.:;:.34~-...:0:..::0..::..l_________ Elevation: +80' Equipment: JD-410D Location: ~S~e~e~Ge-o~t-e-c~hn~i~c-a~l~M~a-0-
ENGINEERING PROPERTIES
g GEOLOGIC GEOLOGIC Sample Moist. Density
7 ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT USCS No. (%) (pcf)
>~---~----------------------------+---4---+----4---+--~
I
::;:
0 ...... co
8
r CD (fi
'::1'
SLOPE WASH
A Red-brown, damp, loose, fine to medium sand
TORREY SANDSTONE
B White to light gray, dry, very dense, fine to medium
sandstone; well cemented, orange staining along
fractures common
Qsw SP
Tt SP
~~---~-----------------------------L------~----~----~-----L----~ ~ GRAPHIC REPRESENTATION: NORTH WALL SCALE: 111 = 5' SURFACE SLOPE:5oE TREND: E-W
-~ -
00 ~ ' • • • • • . . ·~· • ·. ·~~o-... ., .... . . . ~ " . . . .. .. .. . . r.:-------4-----I-
-I-
--
E~ ~~'.:' ': ~ 0 4o 00 0 ° 0 °0~ -1-
0
g;· ~ :. . . ' • -. . . . .. -I;-. . . . . : ·. . . • ' • • .---::· --=-:--:-+---..--CD • ' • ' • • • •• " • ~ .. • • • • ' ..... ~ ~ • • I • • • -~ • • • ·.. ; • • • • -fOiO-.... -
0) I I I I I I • • • • ' • 1' • ' .J' .J .. ' I • 1' • ' I'' ; • j I' • • '1 ' ·~· • 1:· •I : ,'.I :I' 1,' j • '• ~ I I I I I I I
1111 1111 Ill ... 1.:1·1 •• 1·.~:1.1;;1,1,· .• 1.: ••. 1·.1 •• ~~1111
~ -1-. .. . . . , .. ~ . . r~ . . .. -~ rAl -.. ' . · .... · .. ··.. . •[:·--~ ~ == -N·. ·. _: .. :,@r:· ...... :y:.·.·~::·-~ =
---:...,. ... · .... .'. . . . : . -
---------
..... --
-· ..
------
--
TOTAL DEPTH AT 10 FEET-
NO G.W. ENCOUNTERED _
BACKFILLED: 6/21/96 _
-
-------------------LOG OF TRENCH NO. :'--. .....:..T ...... -1~8 __
Project Name: CarlsbadLGreen Valle~ Logged by: KBC ENGINEERING PROPERTIES
Project Number: 4960134-001 Elevation: +94'
Equipment: JD-410D Location: See Geotechnical MaQ
0'1 GEOLOGIC GEOLOGIC Sample Moist. Density 0 ... ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT uses No. (%) (pcf) I >
I SlOPE WASH Qsw SM ~ A @0': Light brown to light orange-brown, damp to moist, 0 ...... loose to medium dense, silty fine to medium sand; <D 8 minor plastic debris near surface Tt SM
TORREY SANDSTONE
B @6': Light gray, damp, dense to very dense, silty fine to
medium sandstone; few clayey layers, moderately to well
cemented, micaceous
I (1) ra· =r cr :I GRAPHIC REPRESENTATION: NORTH WALL SCALE: 1" 5' SURFACE SLOPE:8oE TREND: N70°W = pet
> (I) 1--I"'" -1--(I)
0 1--1--() ' .... . ---iii' 1-10 --:. ' .-: -.. . -1---.. '· ..
(1) . _-....::-i-• -. . --(I) -. .. ..__..._ .. .. -
I I I I I I I I I ~ .I I' . ~-· ·~· I I'• • I I • I' • I' • •• f I • I . _t_ I I _j_ I I I I I I I I I I
I I I I I I I I I •_' • I .1· ~ ~. • r • .I • 1,. • -~1 ... 1 I I I I , I, J • I-...._ v· I I I I I I
~ -·.;-. . -. . . . .. · .:.. -·. :·@ ·~·.··~ • • • "'-!..... • . -. . ':_ .... ·.::.:. . 1-;-. • • • . . . . . --% f-. . . :.:__ -. . . . . . . .. ---... . . . . . .· . . : •' ----lr--• . ·.. :' .. . -. :--:--· : .. -~·y --~-..... . . . .. -. ,. . . . c -· : . . . . . . ..
~
. . . .. . . .' .. . .
~ f-a-.· •• _~: •• . . ::::::.;..:;. . ··-~ ·~ . ~ .· . ··. ~ TOTAL DEPTH AT 10 FEET-i-.. , .. .,.._.. .. --~ -... ~ -~-. -r; . . ... NO G.W. ENCOUNTERED 1----BACKFILLED: 6/21/96 i--1------1----
------------------------------------------------------------------------------
Project Name: Carlsbad/Green Valley
Project Number: _4-:-:9:-::6:.:;0713=-=4:--~0:..:01~--------Equipment: JD-410D
Logged by:....:K~B=-=-C~-----Elevation: ±76' ~~~-~~~~-Location: See Geotechnical Map
LOG OF TRENCH NO. : ----:..T ...... -1~9 __
ENGINEERING PROPERTIES
~GEOLOGIC GEOLOGIC Sample Moist. Density
7 ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT USCS No. (%) (pcf) >r----r----------------------------+---+--~~--~--+--~
~ cE' =r
SLOPE WASH
A @0': Light brown, damp to moist, medium dense, fine to coarse
sand
TORREY SANDSTONE
B @6: Light gray, moist, dense to very dense, silty to
slightly clayey, fine to medium sandstone; moderately
cemented
Qsw sw
Tt SM
~r----~-----------------------~--~-~-~-~---~--~-~ ~ GRAPHIC REPRESENTATION: NORTH WALL SCALE: 1" = 5' SURFACE SLOPE:5-8°E TREND: E-W
> ~~=4-4-4-+-+-+-+·-·~~;:.:~~~-~~~-·-~-~--~-~~=f=~~~~~~~~~t:f=~~~~~~~~=t=~:b4-4-~+-+-+-~~~~-+~ ~-~~-··-f-.. •• --
1 I I I I I I I ~~ ;. ·, 'J.'j' ··, ·l·:j. I•. r'·). t I I I I I
' 'r~~~··_;_ : .. ·~.' · .. ·r,0 ·. . . . ···~..: .' .~
--
-
-. ~-. .....,_ .... ~ .. ·····~ ·. : . ·-..:· •:I
-f-... • : ... ··=-·-~· : ·:·· .': ·. _-... _.. __ .::I
-t-~ ·~· . . : • ~ · ... :' ..:: .. .'-:
I '. . -. . , : ·.. . .-~ ..
---
-t-
-f-
-f-
-f-
TOTAL DEPTH AT 13 FEET-
NO G.W. ENCOUNTERED _
BACKFILLED: 6/21/96 -
-
-------------------LOG OF TRENCH NO. :---..:..T......::-2::.:.0 __
Project Name: Carlsbad/Green Valley
Project Number :_4..;.,:9~6:..;;0~13~4:--...,.0=01~--------Equipment: JD-4IOD
Logged by: ....... K.:..::B:.;.C..,......,.... _____ _
Elevation: ±100' L oca t i on : """"s="'e""'e-=-=-Ge-o~t-ec-:h-n~i -ca-=l~M-ap-
ENGINEERING PROPERTIES
g GEOLOGIC GEOLOGIC Sample Moist. Density
7 ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT USCS No. (%) (pcf) >r----~r--------------------------------------------~--~-r---~----;----r----4 I
~
0 ........ co
8
r (I)
~·
:::J"
SLOPE WASH
A @0: Brown to dark gray, moist, medium dense, fine to
medium sand; roots common near surface
TORREY SANDSTONE
B @13': Light gray, damp to moist, dense, silty, fine to medium
sandstone; moderately cemented
Qsw SP
Tt SM
or----~~--------------------------------------------~-~-~-~----~----~--~ ~ GRAPHIC REPRESENTATION: WEST WALL SCALE:
> en-en Or 0 ;·--~r
-
I-
I-
1-
-
-
f-
....
I I I I I I I I
I I I I I I I I
I II = 5' SURFACE SLOPE:3-s•E TREND: N20•E
-1-
-1-
-
-
-
-
I I I I I I I 1
I I I I I -
-
-
-
TOTAL DEPTH AT 14! FT.-
NO G.W. ENCOUNTERED _
BACKFILLED: 6/21/96 -
-
----~--------------
LOG OF TRENCH NO. :___,_T_.-2::..:.1 __
Project Name: Carlsbad/Green Valley
Project Number :_4-:-:9:.:6~0~13::-:4:--...:0.:::..01~--------Equipment: JD-410D
Logged by: KBC El ev at ion: --±~1::-:5~0-:-' ------
Location: See Geotechnical Map
ENGINEERING PROPERTIES
~GEOLOGIC GEOLOGIC Sample Moist. Density T ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT USCS No. (%) {pcf)
>~--~~-------------------------------r---+---4~--~--+--~
I
~ 0 ...... co 2
r-(1) ro· =r
SLOPE WASH
A @0: Red-brown, damp, medium dense, fine to medium sand
TORREY SANDSTONE
B @3': Light gray with orange-brown staining, damp to moist,
dense to very dense, fine to medium sand; moderately to
well cemented
Qsw SP
Tt SP
~~------~---------------------------------~------~--~------~---~-~ ~ GRAPHIC REPRESENTATION: NORTH WALL SCALE: 111 = 5' SURFACE SLOPE:1-2•E TREND: E-W
i
> (I) f-en ---!--
0 r---() -!--
ar!-.t~ it~~~+-J_+-+-+-~L-~~-+st~~·~·=z~~:t~~J:~±:~~~~~~~~~-t!-~~~~JL~+-+-+-L-~~-4_j I I I I I I I I I I I I ' L '1'• j' 1' . . • •I '1 j I' ''•I I •' 1: t • I I I I I I I
f-I I I I I I I I ~ ~ ~ • :. : • ;• • • : • :. ~' ~ • ®_'; .... ._ ;: : • • ~·· .. , ... : I~.'.:.. v I I I I I I I
-!---
I I I l
I I I I
--~ .... ·,..··:.;. .:: :'ia):-:.;·.;.~.~~-.··.:.::.}::7~
--. . . -!-
---!-
---f-
---f-
-!--f-
-!--f-
-
-
--
TOTAL DEPTH AT 4l FT. -
NO G.W. ENCOUNTERED _
BACKFILLED: 6/21/96 _
-
-------------------LOG OF TRENCH NO. : -....:.T---=-2::.::2 __
Project Name: Carlsbad/Green Valley
Project Number: _4.;.:9::.:=6:..:;0~13;.,4;--..:::0.:..01=----------Equipment: JD-410D
Logged by: KBC El ev at ion : ..... +~1~6=-=6-:-' ------
Location: See Geotechnical Map
ENGINEERING PROPERTIES
g GEOLOGIC GEOLOGIC Sample Moist. Density T ATTITUDES DATE: 6/21/96 DESCRIPTION: UNIT USCS No. (%) (pcf)
>~---4---------------------------------r-----~---4----~---+-----4
I
~ 0 ..... co 8
~
ii!i :r
SLOPE WASH
A @0: Brown, moist, medium dense, fine to medium sand; few
rootlets
TORREY SANDSTONE
8 @2!': Light gray, damp, very dense, medium to coarse
sandstone; well cemented
Qsw SP
Tt SP
~r----~-----------------------------------------~--~--~--~------~----~--~ ~ GRAPHIC REPRESENTATION: SOUTH WALL SCALE:
> cnr-cn Or-O iU'r--
-'-
----
111 = 5' SURFACE SLOPE:5-l0°E TREND: E-W
-r--
-r--
-r--
~~f-~l-41-41-f31-t-+-l+-l~l~~~~~~~.l~l~-~-~~~~~~~~~··+l~~~··~·~t·':l~·~~~:~,~·~.:·.~·l::;·j.~~;_I·~·~·L·.;·~~:~I~~f~:-~·~~~~:~·4-+l-+l-+-l+-l~~~-4~ I-I I I I I • • • ,I • ~ I•{ • • :' ,r • f • • ~... • I :_®1 1 •• I• • ~ • • , : r •. , .· ~ I 1 1
-
I I I I
I I
• •• --· • • • • -" ·' • .. • • •• i A " : .. . , , .. :-'1 ..• ..... '· ·~ .... -:-·· ...... ·.-: ... •. · ..... ·=-.:~. ,.·. r .. --·-'-.. . .· . ~ ..... ~· ~ --'.. . .:• ~~ ._,.... . . . . .. . ~. . ... -l'ii'\s -r-
• • • • •• • ~;.;;.-I ~
f-
-
-
-
~-· -r---
-r------r-
---f-
-
-
-
-
TOTAL DEPTH AT 7! FT. -
NO G.W. ENCOUNTERED _
BACKFILLED: 6/21/96 _
-
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'I -
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' DATE OBSERVED:. __ ....;:l:..:2:.....-....;.0::..4.:..-....::.8.::.5 ___ METHOD OF DRILLING: 8" Hollow Stem Auger
140# Harmer, 30" Drg?
LOGGED BY:
6-
-sc -
-
10-
-
sc 13~
-
16-
. SM 19[
20-
-.
.
26-
69 ~ ll"~
40 l8; ~
• s.u 29 [
-
30-
36-
.
. sc 4 [
.
40-
•
19.0 109
JOB NO.: 2 60 18-00 I
+ 71'-LOCATION: See Geotechnical t!iap
BORING N0._1_
DESCRIPTION
ALLUVIU!~ (Qal): Dark gray clayey
fine SAND, wet, loose
)\t 6' water
Olive brown to dark gray slightly
clayey SAND, \'let, medium dense
Light bram sili:1.f fine SAND, wet,
nedium dense ·
No sarrple reoovery
No sanple reoovery
Light gray brc:Mn slightly silty fine
SAND, wet, nedium dense
No sanple rerovery
Light brcMn clayey fine SAND to gray
slightly silty fine SA!.ID, wet, loose
LOG OF BORING
SOIL TEST
Particle Size
Analysis
Consolidation
Particle Size
Analysis
Particle Size
Analysis
!FIGURE: 2
RAN nu::An Rnu R t=Ntuuw:co•un ,..,,..
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DATE OBSERVED: 12-Q4-85 METHOD OF DRILLING: 8" HollCM Stem Auqer
71'2:.
140f Harrrcer £ 30" Dl:OP
LOGGED BY: BS GROUND ELEVATION: LOCATION: See Geotechnical Hap
z 1-Q w >~ t: 0 .... 1 w ~ 0 w _, walt a:o BORING NO. 0 mw D. a: .... Co. w ~ u. () u. a:_, :JI-w .... (CONTINUED) ..... .... :lD. < t-Z o> ii: rn ~-~ rn rnw SOIL TEST
:1: iii 3: ~< -I-<!: 1-~ Oz -'UJ D. rn 0 QO) _, ~0 D.z DESCRIPTION w < _, z :l zw Q _, m :l m () -o t-4 ... ()
ALLUVIUZ.1 (Qal): -
-
' -
46-
-
-[ _sc 13 Light blXMI'l clayey fine SAND, wet,
loose, to silty CJ.M., wet, finn, -faintly laminated
60-
-
-
-
-
&&-
--66 ~ No sanple recovery -
eo-
.
.
.
8&-
-SM so [ Light gray brown slightly silty fine . SAND, nnist, dense
' .
70-
.
.
-
7&-
.
Sl-1 28 [ Same, medium dense
80-
JOB NO.: 2 60 18-oO I LOG OF BORING I FIGURE: 3
SAN DIEGO SOILS ENGINEERING. INC.
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DATE OBSERVED: 12-04-85 Mi:THOD OF DRILLING: 8" HollCM Stan Auger
71':!:.
140# Ha~, 30" DLOP
LOGGED BY: R3 GROUND ELEVATION: LOCATION: See Geotechnical l"J5!E
z ... a w >-~ ;:: 0 ... 1 w ~ 0 w _, wilt a:u BORING NO. 0 mw a. a:-a a. w :E IL. 0 IL. a:_, ;:)I-w-(CONTINUED) .... ii: .... ;:)G. c t-Z o>-SOIL TEST en 1-::E Q) Q)W l: Qi :r: coc -t-ct: ... :a.: Oz -'CO a. Q) 0 Eco _, G.z w c _, z ;::) :EO zW DESCRIPTION
a _, CD ;::) CD 0 -a
-80 0
ALLUVIUM (Qal) :
-
86-
IT Light gray bram slightly silty fine
_SM 67• SAND, wet, dense, sate faint
\ laminations
90-Total depth 88~'
Water at 6'
Backfilled 12-04-85
-Standard Penetration Test
-
95-
.
100-
-
--
106-
-
--•
110-
-
-
115-
120-
JOB NO.: 26018-00 l LOG OF BORING I FIGURE: 4
SAN DIEGO SOILS ENGINEERING. INC.
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. DATE OBSERVED:
LOGGED BY: RS
z ... Q w ~ 0 0 w _, w ~ 0 caw a.. w ~ ""' () u. a: ... -ii: ... :Ja. <
% a) ... ~ a) ... c;; ~ !< ~ a. (I) 0 Q0 _, w < _, z :J c _, ID :J ID -o ()
-
-tg SM 37
-
6-
-
-su 15 X X
-
10-
-
-SM 17 ~
16-
SM 19 8 --
20-
-
-sc 16 lX X -
26-
-
-
30-
SM 28 :8:
36--
.
40-
JOB NO.: 2 60 18-00
12-Q5-65 8" Holla-~ Stem Auger METHOD OF DRILLING:
90 I 2:.
140# Hamrer, 30" Drop
GROUND ELEVATION: LOCATION: See Geotechnical ~1ap
>rL ..... 2 w# a:o a:""' ca.. BORING NO.
::;,t-w""' t-Z o> SOIL TEST a>W ct--t-_,-oz a.~ ~0 zw DESCRIPTION
() -c
COLWVIlF-1. (Qcol): Light orange bram
silty fine SAUD, rroist, naiiurn dense
-3.1 97
9.5 98 Same as above except loose
14.0 101 Orange brcMn silty fine SAND, rroist;
loose
7.8 99 Orange brown to gray brown silty fine
SAND, rroist, loose
10.0 98 Orange blXMll pl,.ayey ·fine SAND to gray Consolidation
brown clayey fimi SAND, rroist, loose Particle Size
Analysis
5.8 98 Light orange bl:Qm silty fine SAND
with sctre gravel, mist, nediurn dense
At 35 1 -so 1 occasional gravel lenses
LOG OF BORING !FIGURE: 6
SAN DIEGO SOILS ENGINEERING. INC.
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DATE OBSERVED:
LOGGED BY: RS
z 1-Q ,::: 0 ~ 0 w w 0 CDw w "-0 "-O:..J ... u: .... ~a.
l: (I) 1-:::E
1-0 ~ ~< a. (I) 0 Q(t) w < ..J z
Q ..J CD ~ .. -0
-
-~ SM 29 -
-
46-
-
-
-
60-
-
·sc 67 :8: -
...;
&&--
--
w ..J a.
:::E < (I)
~ ..J
~ CD
12-01-85 METHOD OF DRILLING: 8" Hollc:M Stem Auger
140# Hammer, 30" Drop
GROUND ELEVATION: 90 1 + LOCATION: See Geotechnical l-1ap
>~ a:o Ca. w ... o> <t: ..J(t) O.z zw -o
BORING N0._2_
(CONTINUED)
DESCRIPTION
11.1 102 Light gray brcMn silty fine SAND,
mist, rreditnn dense
At 50' hard drilling
18.5 108 At 52' water
Light gray brcMn clayey fine SAND,
wet, neditm dense
SOIL TEST
Cansolidatim
80~--r--+--+--+--~--~~------------------------------~
86-
-
70-
7&-
-
eo-
Total depth 63'
Water at 52'
Backfilled 12-05-85
1?1 -:t 11 n4 J:EU.1AR F1'1. ('I'd): Gray green clayey
'-. sn:IS'!am, mist, hard ~~----------------------------~
JOB NO.: 260 18-GO I LOG OF BORING !FIGURE: 8
SAN DIEGO SOILS ENGINEERING. INC.
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DATE OBSERVED:_--...;1=:2:..-...;:0;.;:5-;.....:;::8;.;;;5 ____ METHOD OF DRILLING: 8" HollCM Stem Auger
14041: Hanner, 30" Drop
LOGGED BY: R)
p
w w u. -
z 0 ... Q -0 w ~ o mw () u. a:_,
-.... :Ia. ~ !:!: en t-:E t-en ~ ~< a. en o cen w < _, z
GROUND ELEVATION: 97 1 ~ LOCATION: See Geotechnical Map
BORING NO. _3_
SOIL TEST
DESCRIPTION
Q _, lXI :I ~o,-r~u~--~--~-+--~--~~--------------------------------~~--------------~ COLI.UVIt.ll'·1 (Qcol): Gray brown silty -
24:g: -SM
-
6-
.
-Sl-1 12 ~
10-
16-
20-
-
"SM -23~
26-
-
-
30-
sc 17o=
36-
40-
fine SAUD, rroist, loose
7.3 92
7. 7 103 Sane as atx::we
10.7 99 Orange brown silty fine SAND, mist,
loose
5.1 104
Sam:! as above
Sane as above
Light orange brcMil clayey fine SA."'D,
noist, nedium dense
JOB NO.: 26018-00 I LOG OF BORING IFIGURE: 7
SAN DIEGO ROll R F'NntNF'II=DtNill IN~
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D:ATE OBSERVED: __ l'-'2:.::-~0~5:=.R!J..;5""----METHOD OF DRILLING: 8" Hollow Stem Auger 1401 Hantter, 30" Drg:!
97 1 .!_ LOCATION: See Geotecimical Map LOGGED BY:
~ w w LL. .....
:c t-o.. w
Q
4::
-
z 0 ~ ()
!!;
(I)
(I) < _,
()
t-o 0 LL. ....
(I)
== 0 _,
CD
I§
Q w CDw a:_, :la.. t-~ ~< Q(l) z :l
~SM 13~
-
46-
-
-
-
60-
-
20 25:
-
55-
-
-I _SM 27
eo---
-
e5-
-
-1 CL -iT
70-
-
75-
-
eo-
w _,
a.. ~ < (I)
~ _,
:l CD
GROUND ELEVATION:
.... >~ walt a:o a:""' ca..
:lt-...
t-Z w>
(I)W ()t--t-<-oz ..1(1)
~0 O..z zW () -c
15.5 105
...L
BORING N0._3_-·_
(CONTINUED)
DESCRIPTION
(l)LWV!UM (Qcol): Orangish gray
bra.m silty SAND, noist, loose
At 47' water
No smrple recovery
orangish gray brown silty SAND, wet,
m=diun dense
JJEilo!AR EM. ('I'd): Gray green silty
CIAYS'ltNE, Wl:y noist, stiff,
weathel:ed, with slight orange
staining
'lbtal depth 68Jsi
Water at 47'
Backfilled 12~5-85
-Standard Penetration Test
SOIL TEST
Consolidation
JOB NO.: 2 60 18•00 T LOG OF BORING jFIGURE: 8
SAN DIEGO SOILS ENGINEERING. INC.
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DATE OBSERVED: 11-21-85 METHOD OF DRILLING: JD 310 Backhoe
+ ~411 J2ucket
LOGGED BY: R3 GROUND ELEVATION: 160 '-LOCATION: See Geotechnical Ma.J2
.... s ... .... > .... ... Q w w~ a: I&. w j: 0 w ..1 Q~ TEST PIT NO. 1 w < 0 CDw D. a:.., 1&. 0 1&. a:_, ~ =»z w--u:: .... =»a. < ... w o> :t: 0 ... ~ 0 !lt-<t:: SOIL TEST ... o; := !l< :.c oz ..10 D. 0 0 00 ..1 ~0 D.z w < ..1 z :::» ·w DESCRIPTION Q ..1 CD :::» CD 0 ~Q -0 .. . 'IOPSOIL: Light brcMn silt'J SAND,
SM danp, loose
"SM 'lORREY SANm'lt!m (Tt): Pale yellow
6-\ brown fine SANOO'lt>llE with sore silt,
noist, dense, thin orange stained
beds dipping 5 degrees into slope
'lbtal depth 4 I
-N::> water
10-N::> caving
Backfilled 11-21-85 .
-
16-
-
LOGGED BY: BS GROUND ELEVATION: 270'+ LOCATION: See Geotechnical Map
TEST PIT NO. 2
-Sl.f OOLWVItM (Qool) : Orange brown silty
SAND, noJ.st, loose .
.
At 4' becX:mes loose to nedi.um dense --6-
.
.
1o-'lbtal depth 9'
N::> water
. N::> caving
Backfilled 11-21-85 .
-
16--
JoB No.: 260 1e-oo 1 LOG OF TEST PIT I FIGURE: 9
SAN DIEGO SOILS ENGINEERING. INC.
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DATE OBSERVED: 11-21-85 METHOD OF DRILLING: JD 310 Backhoe
250 1+
~~~~ Buck~t
LOGGED BY: RS GROUND ELEVATION: LOCATION: ~ r..eotechnica J l:ia~;~ -~ 1-w ->"" 1-c w~ a::u.. w t= 0 w _, c~ TEST PIT NO. 3 w < 0 1Dw a. a:: I-u.. 0 u.. a:_, ::E ::;)z w--.... < o> iL CD :;)a. 1-w SOIL TEST :1: t-::~: CD !Zt-<!: 1-Oi :r: !Z< ~ oz -'CD a. CD 0 O.z w < CCD _, :EO DESCRIPTION _, z ::;) 0 zw c _, ID ::;) ID -c
~""' 0 -SM CDLLUVIUM (Qcol): Light bra-m silty -SAND, rroist, loose, \vith occasional
gravelly lenses ~
At 01 -41 thin laminations
6-.
.
-I Dal:K bz:own fine sandy SILT, ncist,
loose to nedium dense, with fine · .
ML roots ..
10 -'lbtal depth 10 I
No water . No caving . Backfilled 11-21-85
1&-
.
LOGGED BY: RS GROUND ELEVATION: 2401 + LOCATION: See Geotechnical Map
TEST PIT NO. 4
.SM 'lOPSOIL: Light gray silty SAND,
ItD~st, loose
SM 'IORREY SA..'m'IOOE (Tt) : Light green-
White silty f.ine ~~. rroist, \ &-dense, nassive
. ' . '!btal depth 4 I
No water
l«l caving . Backfilled 11-21-85
1G-.
--.
1&--
"08 No.~26018-00 I LOG OF TEST PIT I FIGURE: 10
e a"' ,...eo,..." ftl"\11 ....... ~ ................ _ •••-
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DATE OBSERVED: 11-21-85 METHOD OF DRILLING: JD 310 Backhoe
221 11 :BuaKet
LOGGED BY: F5 GROUND ELEVATION: 114 1 .:!::_ LOCATION: See Geotechnical !V'aE
.... ~ ... w .... >-""" ... Q w~ a:u.. w t= 0 w ..J Q~ TEST PIT NO. 5 w < 0 mw Q. a:.,. 11. (J 11. a: ..a :E jz w""' ..... u: ... :)a. < t-w o>-SOIL TEST :I: (I) t-:e (I) ~ ... <!.: ... 0 ~ !!Z< ~ oz ..1(1) Q. (I) 0 o..z w < 0(1) ..J :EO DESCRIPTION ... z j w Q ..J ID j ID (J !o .... (J -_SM COLLUVIUM (Qcx)l) : Gray bra-m silty
SA."''D, nnist, r:miur.t dense
At 2 1 becares light brc:MI1 fine sand
with slight silt, danp to rroist, loose
to nedium dense
6-
-~ --
10 --'Ibtal depth 10 I
No water -No caving
Backfilled 11-21-85
15-
LOGGED BY: R<; GROUND ELEVATION:. 105 I+ LOCATION: see Geotechnical Map
TEST PIT NO. 6
SM 'roPSOIL: Light gray brc:MI1 silty
-SAtiD, danp, loose
At 2' becanes Iredium dense
-
5-SM ·roRREY SAim'IDNE (Tt): Light green
yell<:M slightly silty fine SANOO'IDNE,
\ noist, dense, massive, sate orange -staining
-
'Ibtal depth 6 I
1Q-· No water
No caving
Backfilled 11~21-85 --
15--
JOB NO.: 26018-00 I LOG OF TEST PIT fFIGURE: 11
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DATE OBSERVED: 11-21-85 METHOD OF DRILLING· JD 310 Backhoe
152'~ 2 ~II ;§ucke:t
LOGGED BY: BS GROUND ELEVATION: LOCATION: See Geotechnical Man
.... ~ ... w .... ,.. .... ... Q w~ a:u. 7 w ;: 0 w _, cf TEST PIT NO. w < 0 CDw a. a:.,_ u. () u. a:_, ~ ::;,z w .... .... ... < o>-ii: :la,. ... w SOIL TEST X: C'l) ... :::E C'l) !l.-<!:: ... (ii ~ !l< :11: oz -'CO a. C'l) 0 a..z w < QC'I) _, :EO DESCRIPTION _, z ::;) ·w Q _, CD :::) CD () !c -()
SM ())LUJVIUr.{ (Qco1): Orange brawn to
gray brc:MI1 silty SAND, rroist, loose .
. At 2~'-5~' dark brown silty sand with
sene clay, IIDist, Jredium dense, fine . roots
6-
At 5~1 beccrles light bra-m slightly -silty fine to rredium sand, dairp to ·
-IIDist, loose to nedium. dense
-
10 -'Jbtal depth 10 I -No water -No caving -Backfilled 11-21-85
16-
LOGGED BY: RS GROUND ELEVATION: 1021+ See Geotechnical Map LOCATION:
TEST PIT NO. 8 -
.SM 'IOPSOIL: Gray brown silty SAND, noist
loose
SM 'IDRREY SA.T-IDS'IONE (Tt) : Light gray
sli9fitly silty fine to tredium SAND-
\ 6-S'OCNE, noist, dense, massive,
occasiooa.l. vertical fractures to ' . 1/4" with organic/clay infills
'lbtal depth 4 I . No water
1o-No caving
-Backfilled 11-21-85
.
16--
Joa No.:26o1a-oo 1 LOG OF TEST PIT JFIGURE: 12
-··· -·-----··--··-··· ...
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DATE OBSERVED: 11-21-85 METHOD OF DRILLING: .m 3l 0 Backhnl=>
RS 811 + 24" BIJcket
LOGGED BY: GROUND ELEVATION: LOCATION: See Geotechnical l1aE -~ ... ->-... Q w w~ a:"" w i= 0 w ..1 Q~ TEST PIT NO. 9 w < 0 1Dw Q. a: ... "-() "-a:_. :E ~z w .... .... .... < o> ii: ~Q. t-w SOIL TEST :c 0) t-:s 0) ~ ... <!: ... c;; := ~< ~ oz ..10) Q. 0) 0 00) ..1 :EO o.z DESCRIPTION w < ..1 z ~ zw Q ..1 ID ~ ID () -o ()
SM 23 'roPSOIL: Gray brc:Mil silty SA."''D,
·--no1.st, loose
SM --------------Light olive bram silty SAND to sandy
" SILT, noist, nedium dense
6-SM
'IDRREY SANOO'IOOE (Tt): Light gray
\ slightly silty fine SA!-n:i'IDNE, noist,
dense, massive
At 3~ 1 orange stain dipping 5 degrees
into slope
1o--'lbtal depth 6 1
No water -No caving -Backfilled 11-21-85 -
1&---
LOGGED BY: RS GROUND ELEVATION: 94'-t-LOCATION: See Geotechnical MaE
TEST PIT NO. 10
SM COLUJVItJl-i (Qool): Gray brc:Mil silty
SAND, danp to IiDist, loose to medimt
dense
-
&---
1 ...
'lbtal depth 10 I
No water
No caving
Backfilled 11-21-85
1&--
JOB N0.:26018-QOJ LOG OF TEST PIT I FIGURE: 13
SAN DIEGO SOILS ENGINEERING. INC.
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.. 11-21-85 METHOD OF DRILLING: JD JlO Backhoe DATE OBSERVED:
120'+
221" Bucket
• OGGED BY: BS GROUND ELEVATION: LOCATION: See Geotechnical lla.E
• ~ 1-w "" >-"" r-0 w~ a: II. 11 w t= 0 w _, of TEST PIT NO. w < 0 mw CL a:,_ II. :::i ....
(,) II. a:_, ::;)z w>-..., i! .... ::;)CL < t-w :c co co o,_ SOIL TEST ;; ~ 1-:::i ~ ... <-... ~< ~ oz -'CO CL co 0 CLz w < ceo _, :::iO DESCRIPTION _, z ::;) w 0 _, m ::;) m (,) ~0 (,)
SM 'IDPSOIL: l·Blium bram SJ.lty SAND, . nnist, lcx:>se . Contact dips 25 degrees out of slope
. SM 'IDRRE:Y SA1-m5~ (Tt): Light gray
6 slightly sJ.lty fine to medium SAND-
. \ sn::I:m, nnist, dense, massive, slight
. orange staining
. Total depth 5 I
-No water
1o-No caving
Backfilled 11-21-85 ---
.16-
'
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LOGGED BY: R; GROUND ELEVATION:. 144'+ LOCATION: See Geotechnical Map
TEST PIT NO. 12
s~ Cl)LUNitJ.l (Qcol):. Orange brown to
. gray bi'OWri silty SA:.'ID, nnist, loose
.
.
a-At 5~2' -a' becaies light gray .
:
-
1v -Total depth 10' . No water -No caving -Backfilled 11-21-85
1&---
JOB NO.: 260 18-oOI LOG OF TEST PIT -fFIGURE: 14
SAN DIEGO SOILS ENGINEERING. INC.
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DATE OBSERVED: 11-21-85 METHOD OF DRILLING· JD 310 Backhoe
78 1 ~ 24" Bucket
LOGGED BY: RS GROUND ELEVATION: LOCATION: See Geotechnical fo.laQ
..... ~ ... .... >-"" ... c w w~ lXI&. w t= 0 w ..J cf TEST PIT NO. 13 w < 0 CDw Q. a:.,_ I&. ;.1&., ::t ... 0 a:..J :::tz w>--~ .... ::to. < t-w (I) o.,_ SOIL TEST :z:
==
t-::t (I) ~ ... <-... (I) ~< ::.:: oz ..J(I) Q. (I) 0 C(l) ..J :EO o..z w < ..J z zw DESCRIPTION c ..J CD :::t 0
0 :::t CD -c
SM COLWVIUM· (Qeol): Gray brc:Mil silty
:8: SAND, noist, lcx:>se
. At 3 1 becares light brc:Mn
6-
-. At 7 1-9 1 becares gray brown
-
10 .
. 'Jbtal depth 10 I
No water -No caving -Backfilled 11-21-85
1&-
I -
LOGGED BY: RS GROUND ELEVATION:. 147 1+ LOCATION: See Geotechnical ~.ap
TEST PIT NO. 14
SM '!OPSOIL: Gray brown silty S.Zlf.ID, ncist,
1~ to medium ...:3--
.
SM t>< 'IORREY SANOSltt-m · (Tt) : Pale yellow
\ bl:own silty fme SANOOmm, rroist,
&-dense, massive, with scxre orange
staining --'Ibtal depth 4 I
No water -No caving
1o-Backfilled 11-21-85 -
1&--.
JOB N0.:250 18-00 I LOG OF TEST PIT jFIGURE: 15
SAN DIEGO SOILS ENGINEERING. IN~.
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DATE OBSERVED: 11-21-85 METHOD OF DRILLING: JD 310 Backhoe
22I 11 Bucket
LOGGED BY: R3 GROUND ELEVATION: 140 12:. LOCATION: See Geoteclmical NaJ2
..... ~ t-w ..... >-"""" t-Q w~ a:"" w t= 0 w ..1 cf TEST PIT NO. 15 w c 0 mw Q. a:,_ "-"-~ .... .... 0 ' a:_. c ::)z w,_ ii: :)a. t-w o,_ SOIL TEST ~ f1) t-~ f1) !lt-;; := c_ !c ~ oz ..lfl) Q. f1) 0 a.z w c Qfl) ..1 ~0 DESCRIPTION ..1 z ::) ·w Q ..1 m ::) m 0 !c 0
SM cnLLUVIUM· (Qcol): Dark gray brown
silty SAND, rroist, loose to nedium
dense
At 31 beccl!es light brown
6-.
I~ 'IDRREY SANDS'lOOE. (Tt): Light gray -\ silty fine SAim:;'I'Cm:, noist, dense, -san= yellCM staining
10--'lbtal depth 7~ I
-No water
No caving
Backfilled 11-21-85
16-
LOGGED BY: I§ GROUND ELEVATION:. 76 ,_:!: LOCATION: See Geotechnical l'.aE
TEST PIT NO. 16
SM c:x:>LWVIOM . (Qcol) :
SAND, nnist, loose
Gray brcMn silty
At 3 1 becc:ltes orange brown .
6-. ' .
1Q-sc AIUJVItM (Qal) : Orange brawn clayey
\ SAND, very nn1st, loose
. At 9' caving
At 10' water .
. 'lbtal depth l()Js feet
1&-water at 10' . caving at 9'
Backfilled 11-21-85
JOB NO.: 260 18-QO I LOG OF TEST PIT JFIGURE: 18· -... -·-----··-____ .... _____ .. __ . ~ . -
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DEFINITION OF TERMS
PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS
~ GRAVELS
0 ~ MORE THAN ~a:c -w c HALF OF 01-"' 0 ~ . COARSE
Q ~ g FRACTION IS
W ~ z ~ LARGER THAN ~ u. ~ CD NO. 4 SIEVE
< _, ... "'r-----....... -~~--a:~r-> ,.. -a:w ""' w-w~a=
g):z:4: a:t-! <w, oa:-o~
SANDS
MORE THAN
HALF OF
COARSE
FRACTION IS
SMALLER
NO.4 SIEVE
SANDS
(LESS THAN
~~ FINES)
SILTS AND CLAYS
LIQUID LIMIT IS
LESS THAN 150,.
GRAIN SIZES
:TS AND CLA
[]
I]
40 10 au.·
U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS
GROUNDWATER LEVEL AT TIME OF DRILLING:
GROUNDWATER LEVEL MEASURED LATER IN STANDPIPE.
. LOCAnON OF SAMPLE TAKEN USING A STANDARD SPLIT TUBE SAMPLER. .. -2•1NCH O.D .. 1•118-INCH I.D. DRIVEN WIT~ A 140·POUND HAMMER FALLING
30•1NCHES.
LOCATION OF SAMPLE TAKEN. USING A MODIFIED CALIFORNIA SAMPLER.
3•1/I•INCH· O.D .. WITH 2•1/l•tNCH I.D. LINER RINGS. DRIV~N USING THE
WEIGHT OF KELLY BAR (LARGE DIAMETER BORINGS) OR USING A 140 POUND
HAMMER FALLING 30•tNCHES CSUALL DIAMETER BORINGJ:
LOCATION OF SAMPLE TAKEN USING A 3•1NCH O.D. THIN-WALLED TUBE SAMPl.ER
(SHELBY TUBE) HYDRAULICALLY PUSHED.
LOCATION OF BULK SAMPLE TAKEN FROM AUGER CUTTINGS.
KEY TO LOGS-UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM 0-2487)
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5.0
LOG OF BORING NO. 4
Sheet 1 of 2
DESCRXPTXON
FILL: Grayish brown, clayey SAND,
moist, loose
COLLUVIUM (Ocoll: Light brown, silty
fine to medium SAND, trace of clay,
moist, loose
Light b,own, medium SAND with silt,
moist, loose
Same as above
TORREY SANPSTONE <Ttl: Light
yellow brown silty fine
SANDSTONE, moist, dense, with
orange staining
Same as above
No sample recovery
Light yellow brown, medium SANDSTONE
with silt, moist, dense, with orange
staining
SOIL TEST
SIEVE ANALYSIS
CONSOLIDATION
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DATE OBSERVED: 9-12-89 MEmOD OF DRILLING:~~~~~~~l::!.....----1
VATION:
LOG OF BORING NO. 4
Sheet 2 of 2
DESCRIPTION
Light gray, fine to medium SANDSTONE
with silt
~~--+--+~--~--~-----------------------------
Light gray, SILTSTONE, moist, hard, with
No Water
Backfilled 9/12/89
ICG lnco orated
SOIL. TEST
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DATE OBSERVED: 9-13-89
,.. ,.. 1-Ill~ Ill Ill a:" IL ~!z ..,
~~ J:o
(,)
21.9
25.2
LOG OF BORING NO. 5
Sheet 1 of 3 SOIL TEST
DESCRIPTION
FILL: Brown silty SAND, dry, loose
-----------------------------Orange brown, silty medium SAND, moist,
loose
@ 4.5', Dark gray-organic smell
@ 6', Nail in cuttings
COLLUVIUMLALLUVIUM (Q£gll0al}:
Orange brown, medium SAND with
silt, wet, loose
at 12'
Light brown, silty fine to medium SAND,
saturated, loose
-ci&lit -gray:brown,-s'uir-iDediWii io rine ---SIEVE ANALYSIS
SAND, wet, loose A TTERBERG LIMITS
CONSOLIDATION
-----------------------------Light gray-brown, medium SAND with
silt, saturated, loose
Same as above CONSOLIDATION
Same as above
No recovery
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DATE OBSERVED: 9-13-89 METHOD OF DRILLING: -2-!llll!!:!.!L!:llE!~~2L-----1
LOCATION:
LOG OF BORING NO. 5
Sheet 2 of 3
DESCR:tPT:tON
No recovery
Same as above-medium dense
Light gray-brown, medium SAND with
silt, saturated, loose
Stopped at S8.S' 9/12/89, continued
9/13/89
Same as above-medium dense
Increase in drilling resistance
Light gray-brown, medium SAND with
silt, saturated, dense
ICG rated
SO:tL TEST
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DATE OBSERVED: 9-13-89 MEmOD OF DRILLING: 8" Hollow Stem Auger
LOGGED BY: KRC GROUND ELEVATION: 70' LOCATION: See MaQ
,.. D w ,.. ~ii: ... ... w ..J w~ D~ LOG OF BORING NO. 5 w •z 0 mw D.. w U.o 0 2: a:"' w"' u. HH II. o:..J ~~ ..., ., ... ' :Ia. « ~l: Sheet 3 of 3 fncr; (I) ... 2: (I) (l)w SOIL TEST
I: «o 3 (I)« ¥ ~~ ..JH ... BH 0 ~., ..J a. G) D.. ..J z :I J:o zZ OESCRIPTION w m :I m u H~ rs3 -· . ·.·
-: 0 ·-·
.... -· ....
-.. ·.··
85-: ....
-: ....
.... -· 4 ••• ll Olive gray, silty fine to medium SAND, 43 SIEVE ANALYSIS -: 0 ••• wet, dense, with layers of sandy silt A TIERBERG LIMITS -. ....
90-: 0 •••
0 ••• -· ....
-: 0 •••
-: . ...
.... -. . ...
95-: ....
-: ....
-: . ... :r Gray, fine to medium SAND, wet, dense, .... 38 -: with 1" laver of arav clav
-Total Depth 98.5'
oo-Water at 12'
Backj[lUed 9/13/89 -
-
-
-
o5-
-
-
-
' -
to-
-
---
15----
-
I~~-~ _r~p.: .oo I 73-50_..002-0 1-ICG Incorporated J NlWURE: 8 _6
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DATE OBSERVED: 9-13-89
LOG OF BORING NO. 6
Sheet 1 of 3
DESCRIPTION
FILL: Dark gray-brown clayey SAND,
moist, loose
at 3'
.....jj.;7n-.1--+----ll--l---+----t, Light brown medium SAND
\ ·---------------------------' Dark brown, sandy CLAY
COLLuyiUM/ALLUVJUM (Ocol/Oall:
Light brown, fine to ·medium SAND
with silt, wet, loose
--+---+---~-----------------------------
32.2
23.6
Dark gray brown, clayey fine SAND, wet,
loose
-ci81it -brown: -rine "to mediiim-sA"Nn witii--
silt, saturated, loose
As above with increasing silt, some coarse
sand ·
Light brown, clayey fine to medium
SAND, saturated, loose
Light brown, silty to clayey fine SAND,
saturated, loose
-o1fve -brown~ rfne sin'dy cl.A-Y. satUraiea; -
medium stiff
SOIL TEST
SIEVE ANALYSIS
CONSOLIDATION
CONSOLIDATION
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DATE OBSERVED: 9-13-89 MEmOD OF DRILLING: .....loi:..--&.~=~.:!!!..~~-------1
TION: 52'
LOG OF BORING NO. 6
Sheet 2 of 3
DESCRJ:PTION
~~----r---~-----------------------------
Light brown, medium SAND with silt
saturated, medium dense, transition
in sample
As above-with 1" clay layer at bottom of
sample
Light brown, medium to coarse SAND,
saturated, medium dense, sampler
overdriven
As above
Light brown to olive brown, silty SAND,
wet, medium dense, with layers of
clayey SAND, sampler overdriven
Stopped at 77' 9/13/89, 77' sample 9/14/89
Gray, clayey medium SAND, wet,
medium dense
SOJ:L TEST
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DATE OBSERVED: 9-13-89 MEmOD OF DRILLING: g• Hollnw StP.m Au2er
T .nr.r.wn BY: KRC GROUND ELEVATION: 52' LOCATION: See Mao
~ou
----
-
-
-
190--
-
-
-
195--
-
-
lOO---
-
-
o5---
-
-
to-
----
15-
-
-
-
-
LOG OF BORING NO. 6
Sheet 3 of 3 SOIL. TEST
DESCRIPTION
S~f ~:-+---if---i:-D-E_L_M_A_R_F_O_RM_A_TI_O_N_C_T_dl-: -----1 SIEVE ANALYSIS
Gray-green fine sandy SILTSTONE, A TIERBERG LIMITS
wet, hard
@ 95'. Hard drilling
Total Depth 97'
Water at 3'
Backillled 9/14/89
ICG Incorporated I Fl~URE: B-9
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4960134-001
APPENDIXE
Laboratocy Testing Procedures and Test Results
Classification or Grain Size Tests: Typical materials were subjected to mechanical grain-size analysis
by sieving with a #200 sieve from U.S. Standard brass screens (ASTM Test Method 0422 or
CIM 202). The data was evaluated in determining the classification of the materials. The percent
passing the #200 sieve is presented below:
Sample Location % Passing the #200 Sieve
B-14, 40' 43.0
B-14, 20' 40.8
B-13, 40' 33.8
B-11, 20' 8.6
B-12, 25' 18.8
B-5, 20' 45.5
B-7, 20' 16.3
Consolidation Tests: Consolidation tests were performed on selected, relatively undisturbed ring
samples. Samples were placed in a consolidometer and loads were applied in geometric progression.
The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical
compression to the original l-inch height The consolidation pressure curves are presented in the
test data. Where applicable, time-rates of consolidation were recorded and presented below:
Coefficient of
Sample Location Consoli~ation,C Soil Type
v(cm /sec)
B-10, 21' 9x 10-5 sc ---------------------------B-3, 16' 2x 104 SC/CL ·--------------------------
B-10, 6' 5 X 10-4 SC/CL
E-1
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4960134-001
Laboratory Testing Procedures (Cont'd)
Hydrocollapse tests were also performed, the data is presented below:
Sample Location % Hydrocollapse
B-7, 11' 1.15
B-2, 6' 0.04
B-2, 11' 0.03
B-3, 6' 1.56
B-3, 11' 0.58
B-5, 11' -0.05
B-5, 16' 0.02
B-6, 6' 0.59
B-6, 11' 0.61
B-7, 6' 0.80
B-9, 6' 0.00
B-9, 4' +0.15 (expansion)
B-7, 16' 0.15
Average 0.42
Standard Deviation 0.52
E-2
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4960134-001
Laboratory Testing Procedures (Cont'd.)
Direct Shear Tests: Direct shear tests were performed on selected undisturbed samples which were
soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during
testing. After transfer of the sample to the shear box, and reloading the sample, pore pressures set
up in the sample due to the transfer were allowed to dissipate for a period of approximately 1 hour
prior to application of shearing force. The samples were tested under various normal loads, a motor-
driven, strain-controlled, direct-shear testing apparatus at a strain rate of 0.03 inches per minute. The
test results are presented below.
Apparent
Sample Location Friction Angle (degrees) Cohesion (psf)
B-1, 10' 38 225 ·---·-----·--·--------·-··
B-1, 15' 41 125 ---·------
B-1, 25' 49 650 ------------
B-4, 15' 46 0 ·----~----------
B-4, 25' 43 0
Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion
Index Test, U.B.C. Standard No. 18-2. Specimens are molded under a given compactive energy to
approximately the optimum moisture content and approximately 50 percent saturation or
approximately 90 percent relative compaction. The prepared l-inch thick by 4-inch diameter
specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until
volumetric equilibrium is reached. The results of these tests are presented in the table below:
Compacted Dcy Expansion Expansion
Sample Location Sample Description Density (pet) Index Potential
B-1, 2'-5' Light orange-brown SM 107.8 0 Very Low -----------------------
B-5, 1' -3' BrownSM 106.9 0 Very Low ·------------------------------·-------~
B-6, 1'-3' Light brown SM 109.5 0 Very Low .
Moisture and Density Determination Tests: Moisture content and dry density determinations were
performed on relatively undisturbed samples obtained from the test borings and/or trenches. The
results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture
content was determined from "undisturbed" or disturbed samples.
E-3
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4960134-001
Laboratory Testin~ Procedures (Cont'd.)
Maximum Density Tests: The maximum dry density and optimum moisture content of typical
materials were determined in accordance with ASTM Test Method 01557. The results of these tests
are presented in the table below:
Maximum Dry Optimum Moisture
Sample Location Sample Description Density (pcf) Content(%)
B-1, 2'-5' Light orange-brown SM 125.0 11.0 ···········---·····-·-··-------···----·---··-· .. --. ·-·········-------·--·-·-··········-···-·······-·····················
B-6, 1'-3' Light brown SM 121.5 8.5 ·-·--··---------·------------------· ·-···--···-··-··--·-·--········---·
T-8, 5' Light brown SP 121.0 12.5
Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general
accordance with California Test Method 643. The results are presented in the table below:
Sample
Sample Location Description pH Minimum Resistivity (ohms-em)
T-4, 4' Light brown SP 6.6 1,400 ----------------·-·--··--·-
T-4, 9' Brown to gray-brown SP 7.2 575 ·------------
T-4,11' Brown to gary-brown SP 6.8 725 ·--------_........._ ___
B-11, 35' light brown CUSP 13 2,250 ----1-----------
B-13, 30' Light brown SP 7.2 900 ·---------1------------
B-14, 70' Light brown SP 7.5 750
Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard
geochemical methods or CI'M 417. The test results are presented in the table below:
Sulfate Potential Degree
Sample Location Sample Description Content(%) of Sulfate Attack*
B-12, 50' Light brown SC <.005 negligible ·------------------·-----------
. B-13, 30' light brown SP .005 negligtble ---------------------------
B-14, 40' Light brown SP <.005 negligible
• Based on the 1994 edition of the Uniform Building Code, Table No. 19-A-3, prepared by
the International Conference of Building Officials (ICBO, 1994).
E-4
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4960134-001
Laboratory Testing Procedures (Cont'd)
Chlorides: The chloride content of selected samples were determined by CI'M 422. The test results
are presented below:
% Chloride Concentration
Sample Location Chloride (ppm)
B-12, 50' 0.02 200
B-14, 45' 0.02 200
B-14, 70' 0.005 50
E-5
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0
1 .._
2 " ""' '\. 3 [>.~
I' 4 "\ 5 \ 6 ~ 7 ~
8 \
9 1\
10 •
11
12 0.1 1 10
VERTICAL STRESS (ksf)
Test Method : ASTM D2435-90 Before Adding Water • After Adding Water
Boring No. B-10 Dry Density (pcf) 89.7
Sample No. 3 Moisture Content(%):
Depth (feet) §.Q Before 33.1
Soli Type . SC/CL After 25.1
Type of Sample Undisturbed
CONSOLIDATION Project No. -4ifi2]34-00]
-PRESSURE CURVE -Project Name Cartsb8d,/Green Valley rnm Date 7l9l96 Figure No. _1_
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0 ... r---t--.. 1 .....
2 ~
~
3 ~ 4 !\
5 \
6 ._
7 \
~
8 1\
1\
9 1\_ ..
10
11
12 0.1 1 10
VERTICAL STRESS (ksf)
Test Method : ASTM 02435-90 Before Adding Water • After Adding Water
Boring No. B-10 Dry Density (pcf) 95.3
Sample No. 5 Moisture Content(%):
Depth (feet) 21.0 Before I 27.R
Soli Type sc·. After 24.6
Type of Sample Undisturbed
CONSOLIDATION Project No. · 4R601a4-00l
-PRESSURE CURVE-Project Name Carlsbad/Green Valley miT]
Date 7l9l96 Figure No. _2_
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0 ---N .... "r..... 1 ~ "'-... 2 • ~ ~ 3
1-.
4 " I'\
r\
5 1\
I•
6
7
8
9
10
11
12 0.1 1 10
VERTICAL STRESS (ksf)
Test Method : ASTM D2435-90 Before Adding Water • After Adding Water
Boring No. B-3 Dry Density (pcf) 111.2
Sample No. 4 Moisture Content{%):
' Depth (feet) 1§.0 Before 15.§
Soli Type SC/CL After 16.4
Type of Sample Undisturbed
CONSOLIDATION Project No.· 4Rsota4-0Q1
-PRESSURE CURVE -Project Name Cadsb&d/Green Valley rnm Date 7l9l96 Figure No. _3_
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LEIGHTON AND ASSOCIATES, INC.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING
1.0 General
1.1 Intent: These General Earthwork and Grading Specifications are for the grading and
earthwork shown on the approved grading plan( s) and/or indicated in the geotechnical
report(s). These Specifications are a part of the recommendations contained in the
geotechnical report( s ). In case of conflict, the specific recommendations in the
geotechnical report shall supersede these more general Specifications. Observations ·
of the earthwork by the project Geotechnical Consultant during the course of grading
may result in new or revised recommendations that could supersede these
specifications or the recommendations in the geotechnical report(s).
1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner
shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The
Geotechnical Consultants shall be responsible for reviewing the approved geotechnical
report( s) and accepting the adequacy of the preliminary geotechnical findings,
conclusions, and recommendations prior to the commencement of the grading.
1.3
Prior to commencement of grading, the Geotechnical Consultant shall review the
"work plan" prepared by the Earthwork Contractor (Contractor) and schedule
sufficient personnel to perform the appropriate level of observation, mapping, and
compaction testing.
During the grading and earthwork operations, the Geotechnical Consultant shall
observe, map, and document the subsurface exposures to verify the geotechnical
design assumptions. If the observed conditions are found to be significantly different
than the interpreted assumptions during the design phase, the Geotechnical
Consultant shall inform the owner, recommend appropriate changes in design to
accommodate the observed conditions, and notify the review agency where required.
Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or
tested include natural ground after it has been cleared for receiving fill but before fill
is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made
on sloping ground to receive fill.
The Geotechnical Consultant shall observe the moistur~nditioning and processing
of the subgrade and fill materials and perform relative compaction testing of fill to
determine the attained level of compaction. The Geotechnical Gonsultant shall
provide the test results to the oWiler and the Contractor on a routine and frequent
basis.
The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be
qualified, experienced, and knowledgeable in earthwork logistics, preparation and
processing of ground to receive fill, moistur~-conditioning and processing of fill, and
compacting fill. The Contractor shall review and accept the plans, geotechnical
report( s ), and these Specifications prior to commencement of grading. The
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Leighton and Associates, Inc.
GENERAL EAR1HWORK AND GRADING SPECIF1CATIONS
Page 2 of 6
Contractor shall be solely responsible for performing the grading in accordance with
the plans and specifications.
The Contractor shall prepare and submit to the owner and the Geotechnical
Consultant a work plan that indicates the sequence of earthwork grading, the number
of "spreads" of work and the estimated quantities of daily earthwork contemplated for
the site prior to commencement of grading. The Contractor shall inform the owner
and the Geotechnical Consultant of changes in work schedules and updates to the
work plan at least 24 hours in advance of such changes so that appropriate
observations and tests can be planned and accomplished. The Contractor shall not
assume that the Geotechnical Consultant is aware of all grading operations.
The Contractor shall have the sole responsibility to provide adequate equipment and
methods to accomplish the earthwork in accordance with the applicable grading codes
and agency ordinances, these Specifications, and the recommendations in the
approved geotechnical report(s) and grading plan(s). If, in the opinion of the
Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper
moisture condition, inadequate compaction, insufficient buttress key size, adverse
weather, etc., are resulting in a quality of work less than required in these
specifications, the Geotechnical Consultant shall reject the work and may recommend
to the owner that construction be stopped until the conditions are rectified.
20 Preparation of Areas to be Filled
3030.1094
21 Oearine and Grubbin&: Vegetation, such as brush, grass, roots, and other deleterious
material shall be sufficiently removed and properly disposed of in a method acceptable
to the owner, governing agencies, and the Geotechnical Consultant.
The Geotechnical Consultant shall evaluate the extent of these removals depending
on specific site conditions. Earth fill material shall not contain more than 1 percent
of organic materials (by volume). No fill lift shall contain more than 5 percent of
organic matter. Nesting of the organic materials shall not be allowed.
If potentially hazardous materials are encountered, the Contractor shall stop work in
the affected ~ and a hazardous material specialist shall be informed immediately
for proper evaluation and handling of these materials prior to continuing to work in
that area.
As presently defined by the State of California, most refined petroleum products
(gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that
are considered to be hazardous waste. As such, the indiscriminate dumping or
spillage of these fluids onto the ground may constitute a misdemeanor, punishable by
fines and/or imprisonment, and shall not be allowed.
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Leighton and Associates, Inc.
GENERAL EARTIIWORK AND GRADING SPECIFICATIONS
Page 3 of 6
3.0
3030.1094
2.2 Processin~: Existing ground that has been declared satisfactory for support of fill by
the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches.
Existing ground that is not satisfactory shall be overexcavated as specified in the
following section. Scarification shall continue until soils are broken down and free
of large clay lumps or clods and the working surface is reasonably uniform, flat, and
free of uneven features that would inhibit uniform compaction.
2.3 Overexcavation: In addition to removals and overexcavations recommended in the
approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated,
spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be
overexcavated to competent ground as evaluated by the Geotechnical Consultant
during grading.
2.4
25
Benchin~: Where fills are to be placed on ground with slopes steeper than 5:1
(horizontal to vertical units), the ground shall be stepped or benched. Please see the
Standard Details for a graphic illustration. The lowest bench or key shall be a
minimum of 15 feet wide and a~ least 2 feet deep, into competent material as
evaluated by the Geotechnical Consultant. Other benches shall be excavated a
minimum height of 4 feet into competent material or as otherwise recommended by
the Geotechnical Consultant. Fill placed on ground sloping .flatter than 5:1 shall also
be benched or otherwise overexcavated to provide a flat subgrade for the fill.
Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and
processed areas, key bottoms, and benches, shall be observed, mapped, elevations
recorded, and/or tested prior to being accepted by the Geotechnical Consultant as
suitable to receive fill. The Contractor shall obtain a written acceptance from the
Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the
survey control for determining elevations of processed areas, keys, and benches.
Fill Material
3.1 General: Material to be used as fill shall be essentially free of organic matter and
other deleterious substances evaluated and accepted by the Geotechnical Consultant
prior to placement. Soils of poor quality, such as those with unacceptable gradation,
high expansion potential, or low strength shall be placed in areas acceptable to the
Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material.
3.2 Oversize: Oversize material defined as rock, or other irreducible material with a
maximum dimension greater than 8 inches, shall not be buried or placed in fill unless
location, materials, and placement methods are specifically accepted by the
Geotechnical Consultant. Placement operations shall be such that nesting of
oversized material does not occur and s~ch that oversize material is completely
surrounded by compacted or densified fill. Oversize material shall not be placed
within 10 vertical feet of finish grade or within 2 feet of future utilities or
underground construction.
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Leighton and Associates, Inc.
GENERAL EARTIIWORK AND GRADING SPECIFlCATIONS
Page 4 of 6
4.0
3030.1094
3.3 Import: If importing of fill material is required for grading, proposed import material
shall meet the requirements of Section 3.1. The potential import source shall be
given to the Geotechnical Consultant at least 48 hours (2 working days) before
importing begins so that its suitability can be determined and appropriate tests
performed.
Fill Placement and Compaction
4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill
(per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness.
The Geotechnical Consultant may accept thicker layers if testing indicates the grading
procedures can adequately compact the thicker layers. Each layer shall be spread
evenly and mixed thoroughly to attain relative uniformity of material and moisture
throughout
4.2 Fill Moisture Conditionin&: Fill soils shall be watered, dried back, blended, and/or
mixed, as necessary to attain a relatively uniform moisture content at or slightly over
optimum. Maximum density and optimum soil moisture content tests shall be
performed in accordance with the American Society of Testing and Materials (ASTM
Test Method 01557-91).
4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and
evenly spread, it shall be uniformly compacted to not less than 90 percent of
maximum dry density (ASTM Test Method 01557-91). Compaction equipment shall
be adequately sized and be either specifically designed for soil compaction or of
proven reliability to efficiently achieve the specified level of compaction with
uniformity.
4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified
above, compaction of slopes shall be accomplished by backrolling of slopes with
sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods
producing satisfactory results acceptable to the Geotechnical Consultant Upon
completion of grading, relative compaction of the fill, out to the slope face, shall be
at least 90 percent of maximum density per ASTM Test Method 01557-91.
4.5 Compaction Testin&: Field tests for moisture content and relative compaction of the
fill soils shall be performed by the Geotechnical Consultant Location and frequency
of tests shall be at the Consliltant's discretion based on field conditions encountered.
Compaction test locations will not necessarily be selected on a random basis. Test
locations shall be selected to verify adequacy of compaction levels in areas that are
judged to be prone to inadequate compaction (such as close to slope faces and at the
fil]Jbedrock benches).
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Leighton and Associates, Inc.
GENERAL EARlHWORK AND GRADING SPECIFICATIONS
Page 5 of 6
5.0
6.0
7.0
3030.1094
4.6
4.7
Frequency of Compaction Testing: Tests shall be taken at inteiVals not exceeding
2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment
In addition, as a guideline, at least one test shall be taken on slope faces for each
5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The
Contractor shall assure that fill construction is such that the testing schedule can be
accomplished by the Geotechnical Consultant The Contractor shall stop or slow
down the earthwork construction if these minimum standards are not met
Compaction Test Locations: The Geotechnical Consultant shall document the
approximate elevation and horizontal coordinates of each test location. The
Contractor shall coordinate with the project sUIVeyor to assure that sufficient grade
stakes are established so that the Geotechnical Consultant can determine the test
locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal
distance of 100 feet and vertically less than 5 feet apart from potential test locations
shall be provided.
Subdrain Installation
Subdrain systems shall be installed in accordance with the approved geotechnical report( s ),
the grading plan, and the Standard Details. The Geotechnical Consultant may recommend
additional subdrains and/or changes in subdrain extent, location, grade, or material depending
on conditions encountered during grading. All subdrains shall be sUIVeyed by a land
sUIVeyor/civil engineer for line and grade after installation and prior to burial. Sufficient time
should be allowed by the Contractor for these sUIVeys.
Excavation
Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the
Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical
plans are estimates only. The actual extent of removal shall be determined by the
Geotechnical Consultant based on the field evaluation of exposed conditions during grading.
Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made,
evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for
construction of the fill portion of the slope, unless otherwise recommended by the
Geotechnical Consultant
Trench Backfills
7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of
trench excavations.
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Leighton and Associates, Inc.
GENERAL EAR1HWORK AND GRADING SPECIFICATIONS
Page 6 of 6
3030.1094
7.2 All bedding and backfill of utility trenches shall be done in accordance with the
applicable provisions of Standard Specifications of Public Works Construction.
Bedding material shall have a Sand Equivalent greater than 30 (SE> 30). The
bedding shall be placed to 1 foot over the top of the conduit and densified by jetting.
Backfill shall be placed and densified to a minimum of 90 percent of maximum from
.1 foot above the top of the conduit to the surface.
7.3
7.4
7.5
The jetting of the bedding around the conduits shall be observed by the Geotechnical
Consultant.
The Geotechnical Consultant shall test the trench backfill for relative compaction.
At least one test should be made for every 300 feet of trench and 2 feet of fill.
Lift thickness of trench backfill shall not exceed those allowed in the Standard
Specifications of Public Works Construction unless the Contractor can demonstrate
to the Geotechnical Consultant that the fill lift can be compacted to the minimum
relative compaction by his alternative equipment and method.
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PROJECTED PLANE
1 TO 1 MAXIMUM FROM TOE
OF SLOPE TO APPRCNEO GROUND
NATURAL
GROUND
------
CUT FACE
NATURAL
GROUND
~ -
SHALL BE CONS1"RUCTED PRIOR
TO FLL PLACEMENT TO ASSURE
ADEQUATE GEOLOGIC CONOmONS
PROJECTED PlNIE
. 1 TO 1 MAXIMUM FROM
TOE OF SLOPE TO
APPROVED GROUND
2' MIN.
KEY DEPTH
KEYING AND BENCHING
CUT FACE
HEIGHT
REMOVE
UNSUITABLE
MATERIAL
TO BE CONS1"RUCTED PRIOR
TO FLL PLACEMENT / -:::::
NATURAL /
FILL SLOPE
FILL..OVER-CUT
SLOPE
GROUND / ,_ ___ _
)<~~
CUT -OVER-FILL
SLOPE
BENCH HEIGHT
For Subdralns See
Standard Detail C
BENCHNG 8tW.L BE DONE WHEN SLOPES
ANaLE IS EQUAL TO OR GREATER THAN 5:1
......_.BENCH HEIGHT SHALL BE 4 FEET
MINIMUM FLL Wl7fH SHALL BE 8 FEET
GENERAL EARniWORK·AND GRADING [fill
SPECIFICAnONS
STANDARD DETAILS A
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FINISH GRADE
-------------------· ---------------------------------------· ------------------------------------------:-::-:::_:;Q'-MIN.:::::=--=:coiPAcTED-FiU:.::~~~~ ____________ f£ _________________ _ ------------------------------------------------------------------------------------------------------------==-~n~~ =---n-~=--~~---a--==-=~ ----------------------------_-_-_::::-: ~=------=-=--=-~--=--==---=~---=-----:.:· -------;z:-------------------------------------------------------------------------------------~--------------------· ------~-u-------------n-----------------------------------------------------------------------~-----------------------
---::tO MIN.----------------------------------· _---;---:-_-:....-----=----------------= ------==-----~-__ 0'_:-_-_-:...,-:. ------~"=--:;.l""-------------A• MIN --~~s· MIN·-------· ------==---~-...r------=-------------=--------~---·.:....-:..-_:.! ___ ...:. --------=-----=-· ---------~------------------------· --------------------~~----------------· --------------------------------------------------------------------------==--=~=---;z: __ :~---=-==-=---==----=--=~=--=-:-:::-:::::----. =-----:-:-~:-OVE-RSIZE--==-=~=:-::-::::-::-::::-:_::-::::~--:.~-JETTED OR FLOODED :..---:;.;?"------...:: ---------------...=---_-_-:_-_-.=-_-_:-_---~ GRANULAR MATERIAL .;;..--.,;;:...-------==--WINDROW :-_-_-..:-_-_-_-_-:.-----·
•
•
•
•
•
Oversize rock Is larger than 8 Inches
In largest cf1111811S1on.
Excavate a trench In the compacted
fiU deep enough to bury all the rock.
Backfill with granular soil jetted or
flooded 1r1 place to fill all the voids.
Do not bury rock within 10 feet cl
finish grade.
Windrow cl tuied rock shall be
parallel to the finished slope fil ELEVATION A-A'
~ROFILE ALONG WINDROW
JETTED OR FLOODED
GRANULAR MATERIAL
OVERSIZE
ROCK DISPOSAL
_A-
GENERAL EARTHWORK AND GRADING [1_CJ
SPECIFICAnONS U
STANDARD DETAILS a·
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NATURAL
~GROUND
"
CALTRANS CLASS II
PERMEABLE OR #2 ROCK
(9FT!/FT.) WRAPPED IN
FILTER FABRIC
FILTER FABRIC
::.~:~: OR'-.COLLECTOR.PIPE SHALL
EQUIVALENl) BE MINIMUM &-DIAMETER
SCHEDULE 40 PVC PERFORATED
CANYON SUBDRAIN OUTLET DETAIL PIPE. SEE STANDARD DETAIL D
PERFORATED PIPE . FOR PIPE SPECIFICA110N
DESIGN
FINISHED
GRADE
6". MIN.
CANYON SUBDRAINS
FILTER FABRIC
(MIRAA140 OR
APPROVED
EQUIVALENT)
#2 ROCK WRAPPED IN FILTER
FABRIC OR CALTRANS CLASS II
PERMEABLE.
GENERAL EARlliWORK AND GRADING rniTJ : SPECIFICA110NS U ·
STANDARD DETAILS C 1 I
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OUTLET PIPES
4•+ NON-PERFORATED PIPE,
100' MAX. O.C. HORIZONTALLY,
30' MAX. O.C. VERTICALLY
• SUBDRAIN INSTALLATION -Subdraln collector pipe shaD be Installed· with perforationS down or,
unless otherwise designated by the geotectncal ~ Outlet pipes shaft be non-perforated
pipe. The subdraln pipe shall have at least 8 perforations oolfonnly spaced per foot. Perforation shall
be ~· to 1h• I drilled holes are used. All subdraln pipes shall have a grad"eent • least 2% t~ the
outlet. '
• SUBORAIN PIPE-Subdraln pipe shall be ASTM D2751, SDR 23.5 or AS1M D1527, Schedufe 40, or
ASTM 03034, SDR 23;5, ~ 40 Polyvinyl Chloride Plastic (PVC) pipe.
• All outlet pipe shall be placed In a trench no wider than twice the subdraln pipe. Pipe shall be In soil
of SE>30 jetted or flooded In place &Xcept for the outside 5 feet which shall be native son baCkfilL
BUTIRESS OR
REPLACEMENT FILL
SUBDRAINS .
GENERAL EARTHWORK AND GRADING [!j[!J
SPECIFICAnONS U
STANDARD DETAILS D
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OVEREXCAVATE
OVERBURDEN
OR UNSUITABLE
MATERIAL:
CUT AND CUT-FILL LOT
-----
REMOVE
UNSUITABLE
GROUND
"' t OVEREXCAVATION
AND RECOMPACT
UNWEATHERED BEDROCK OR ~
MATERIAL APPROVED BY _s--THE GEOTECHNICAL CONSULTANT
SIDE HILL FILL
FOR CUT PAD
NATURAL .,......... --
GROUND). *"""' *"""' ...-
.,.,... --,.., .,.,...
/ /
..,.,....__ __ SEE STANDARD DETAIL FOR SUBDRAIN
~~~ft=o.;;.;1t,;U DETAIL WHEN REQUIRED BY GEOTECHNICAL
CONSULTANT
UNWEATHERED BEDROCK OR __s-MATERIAL APPROVED BY THE ~
GEOTECHNICAL CONSULTANT
TRANSITION LOT FILLS AND
SIDE HILL FILLS
GENERAL EARTHWORK AND GRADING Cfj[IJ
SPECIFICATlONS U
STANDARD DETAILS E
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RETAINING WALL DRAINAGE DETAIL
RETAiNING WALL
WALL. WATERPROOFING
PER ARCHIT.ECT;s·
SPECIFICATIONS-· ---
FINISH GRADE
NO!f TO SCALE
·SPECIFICATIONS FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
U.S. Standard
Sieve Size
1"
3/411
3/811
No. 4
No. 8
No. 30
No. 50
No. 200
% Passing
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
Sand Equivalent>75
SOIL BACKFILL, COMPACTED TO .
90 PERCENT RELATIVE COMPACTION*
4 •. (MIN.) DIAMETER PERFORATED
:Pvc PIPe· <s·cHEDui:e 4o oR.··---·
EQU-IVALENT) WITH PERFORATIONS
ORIENTED DOWN AS DEPICTEP
MINir;tUM 1 PERCENT GRADIENT
TO SUITABLE OUTLET
COMPEfENT BEDROCK OR MATERIAL
AS EVALUATED BY THE GEOTECHNICAL
CO .. SULTANT
*BASED ON ASTM D 1SSl
**IF CAL TRANS CLASS 2 PERMEABLE MATERIAL
(SEE GRADATION TO LEFT) IS USED IN PLACE OF
314•-1-112• GRAVEL, FILTER FABRIC MAY BE
DELETED. CAL TRANS CLASS 2 PERMEABLE
MATERIAL SHOULD BE COMPACTED TO 90
PERCENT ·RELATIVE COMPACTION *
NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN
OR J-ORAIN MAY BE USED AS AN ALTERNA11VE TO GRAVEL OR
CLASS 2.1NSTALLA110N SHOULD BE PERFORM3> IN ACCORDANCE
. WITH MANUFACTURER'S SPECIACA110NS.
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4960134-001
APPENDIXG
STABILITY ANALYSIS FOR HOMOGENEOUS EARTH SLOPES
Design Parameters and Assumptions
Type of Slope: Fill slope to 30 feet in height
Type of Soil Materials: Fill derived from onsite soils
H = Height of Slope
13 = Angle of Slope
Yt = Total (wet) Unit Weight
c1> = Angle of Internal Friction
C =Cohesion
• No seepage forces
= 30 feet
= 26 degrees
= 130 pcf
= 34 degrees
= 150 psf
• Total shear strength parameters are used in lieu of effective strength
Analysis
Dimensionless Parameters = y1 • H · tan c1>
'Acf = c = 18
Stability Number (from Figure 10 of Reference 2) =
Minimum Factor of Safety = F.S. (mi~ c N.., • = 1.9 .., Y,. H
References
(> 1.5; O.K.)
1. Bell, J.M., Dimensionless Parameters for Homogeneous Earth Slopes, Journal, Soil Mechanics
and Foundation Division, American Society of Civil Engineers, No. SM5,
,September 1966.
2. Janbu, N., Discussion for (Reference -1), Journal, Soil Mechanics and Foundation Division,
American Society of Civil Engineers, No. SSM6, November 1967.
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APPENDIX G (continued)
STABILITY ANALYSIS FOR HOMOGENEOUS EARTH SLOPES
Design Parameters and Assumptions
Type of Slope: Cut slope in Torrey Sandstone to 60 feet in height at 2:1
Type of Soil Materials: Torrey Sandstone
H = Height of Slope
p = Angle of Slope
Yt = Total (wet) Unit Weight
~ = Angle of Internal Friction
C · = Cohesion
• No seepage forces
= 60 feet
= 26 degrees
= 135 pcf
= 42 degrees = 400 psf
• Total shear strength parameters are used in lieu of effective strength
Analysis
Dimensionless Parameters = y, • H ·tan ~
').cf = c = 18
Stability Number (from Figure 10 of Reference 2) =
4960134-001
Minimum Factor of Safety = F.S. (mirfj c Ncf • --= 2.5 Y,. H (>1.5; O.K)
References
1. Bell, J.M., Dimensionless Parameters for Homogeneous Earth Slopes, Journal, Soil Mechanics
and Foundation Division, American Society of Civil Engineers, No. SM5,
September 1966.
2. Janbu, N., Discussion for (Reference -1), Journal, Soil Mechanics and Foundation Division,
American Society of Civil Engineers, No. SSM6, November 1%7.
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APPENDIX G (Continued)
SURFICIAL SLOPE STABILITY ANALYSIS
Slope Configuration
• Fill Slope
• 2:1 (horizonal to vertical)
ASSUMED PARAMETERS
z =
i =
Yw =
Yt =
cf> =
c =
FS =
FS =
Depth of Saturation
Slope Angle
Unit Weight of Water
Saturated Unit Weight of Soil
=4ft.
= 26 degrees
= 62.4 pcf
= 130 pcf
Apparent Angle of Internal Friction = 34 degrees
Apparent Cohesion = 150 pcf
Factor of Safety
C tan "" C +(y, -y 'Z co~i tan cf> FS = + a "' = --~___::wi~----
T YrZsinicosi
1.5 (> 1.5; 0.1(.)
G-3
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APPENDIX G (Continued)
SURFICIAL SLOPE STABILITY ANALYSIS
Slope Configuration
• Cut Slope in Torrey Sandstone
• 2.1 Slope
ASSUMED PARAMETERS
z =
i =
Yw =
Yt =
cl> =
c =
FS =
FS =
Depth of Saturation
Slope Angle
Unit Weight of Water
Saturated Unit Weight of Soil
=4ft.
= 26.6 degrees
= 62.4 pcf
= 135 pcf
Apparent Angle of Internal Friction = 42 degrees
Apparent Cohesion = 400 pcf
Factor of Safety
C + atan 4> C +( Y, -y .JZ cos'li tan cl> FS = = --'------'------T y, Z sin i cos i
2.8 (> 1.5; O.K.)
G-4
4960134-001