HomeMy WebLinkAboutCT 04-15; VILLAGES OF LA COSTA, THE GREENS, VOL 1 OF 2; SOIL AND GEOLOGIC INVESTIGATIONS; 2001-06-25I I
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CON
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UPDATE SOIL AND GEOLOGIC
INVESTIGATION
VILLAGES OF LA COSTA -
THE GREENS
CARLSBAD, CALIFORNIA
VOLUME I OF II
PREPARED FOR
REAL ESTATE COLLATERAL MANAGEMENT
COMPANY
MORROW DEVELOPMENT INCORPORATED
CARLSBAD, CALIFORNIA
RECEIVED
2** 2005
ENGINEERING
Q£PARTMENT
JUNE 25, 2001
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
Project No. 06403-12-03
June 25, 2001
Real Estate Collateral Management Company
% Morrow Development
1903 Wright Place, Suite 180
Carlsbad, California 92008
Attention: Mr. Tim O' Grady
Subject: VmLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
UPDATE SOIL AND GEOLOGIC INVESTIGATION
Gentlemen:
In accordance with your authorization (Contract Number 342) and our proposal No. LG-01192 dated
April 10, 2001, we have updated our supplemental geotechnical investigation report of the subject
site. Tlais work complements previous soil and geologic investigations which have been conducted on
the property during the period of 1988 to date. The purpose of this report is to compile all relevant
previously generated data along with the results of the current study into a single document
presenting our conclusions and recommendations pertaining to the geotechnical aspects of developing
the site as proposed.
Significant geotechnical issues associated with tlie project include slope stability, remedial grading of
unsuitable soils, settlement of the alluvial soils left in place and rock rippability. However, it is our
opinion that the site may be developed as proposed, provided the recommendations of this report are
followed.
Should you have any questions regarding this report, or if we may be of further service, please
contact the undersigned at your convenience.
Very truly yours,
)0N INCO;
Le;
RCE 22527
AS:DFL:dlj
(6/del) Addressee
-^li Sadr
CEG 1778
AU
ENG;WEER/SG
6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 • Fax (858) 558-6159
TABLE OF CONTENTS
1. PURPOSE AND SCOPE 1
2. SITE AND PROJECT DESCRIPTION 2
3. SOIL AND GEOLOGIC CONDITIONS 3
3.1 Santiago Peak Volcanics (Jsp) 3
3.2 Santiago Formation (Ts) 3
3.3 Lindavista Formation (Qln) 4
3.4 Terrace Deposits (Qt) 4
3.5 Alluvium (Qal) 5
3.6 Colluvium (Qc) 5
3.7 Topsoil (not mapped) 5
3.8 Undocumented Fill (Qudf) 6
3.9 Compacted Fill (Qcf) 6
4. GROUNDWATER 6
5. GEOLOGIC HAZARDS 7
5.1 Faulting and Seismicity 7
5.2 Liquefaction 8
6. GEOTECHNICAL LAND USE CHARACTERISTICS 8
6.1 General 8
6.2 Slope Stability 8
6.2.1 Stability Considerations 8
6.2.2 Stability Analysis 9
6.3 Alluvium Settlement Considerations 11
6.4 Existing Utility Lines Considerations 12
6.5 Rippability of Hard Rock 12
7. CONCLUSIONS AND RECOMMENDATIONS 14
7.1 General 14
7.2 Groundwater 15
7.3 Soil Excavation Characteristics 15
7.4 Grading 15
7.5 Subdrains 17
7.6 Settlement 18
7.7 Settlement Monitoring 18
7.8 Bulking and Shrinkage Factors 19
7.9 Slope Stability 20
7.10 Foundation Recommendations 20
7.11 Retaining Walls and Lateral Loads 24
7.12 Slope Maintenance 25
7.13 Drainage 26
7.14 Plan Review 26
LIMITATIONS AND UNIFORMITY OF CONDITIONS
TABLE OF CONTENTS (Continued)
MAPS AND ILLUSTRATIONS
Figure 1, Vicinity Map
Figure 2-10, Geologic Maps (Map Pocket, see Volume II)
Figures 11-13, Geologic Cross Sections (Map Pocket, see Volume 11)
Figure 14, Typical Subdrain Detail
Figure 15, Typical Buttress Detail
Figure 16, Typical Stability Fill Detail
Figure 17, Slope Stability Analysis-Cut
Figure 18, Slope Stability Analysis-Fill
Figure 19, Surficial Slope Stability Analysis
APPENDIX A
FIELD INVESTIGATION
Figures A-1 through A-38, Logs of Large-Diameter Borings
Figures A-39 through A-55, Logs of Small-Diameter Borings
Figures A-58 through A-168, Logs of Trenches
Figures A-169 through A-185, Logs of Air Track Borings
APPENDIX B
LABORATORY TESTING
Table B-I, Summary of Laboratory Maximum Dry Density and Optimum Moisture
Content Test Results
Table B-II, Summary of Laboratory Direct Shear Test Results
Table B-III, Summary of Laboratory Expansion Index Test Results
APPENDIX C
BORING AND TRENCH LOGS AND CONE PENETROMETER TESTS FROM
PREVIOUS INVESTIGATIONS
APPENDIX D
SELECTED BORING LOGS FROM RANCHO CARRILLO - MAJOR ROAD STUDY
APPENDIX E
SLOPE STABILITY ANALYSES
Figure E-1, Geologic Cross Section (Map Pocket)
Figures E-2 through E-6, Slope Stability Analyses
APPENDIX F
RECOMMENDED GRADING SPECIFICATIONS
UPDATE SOIL AND GEOLOGIC INVESTIGATION
1. PURPOSE AND SCOPE
This report presents the consolidated findings of current and previous soil and geologic investigations
for The Greens of The Villages of La Costa in Carlsbad, California (see Vicinity Map, Figure 1). This
report is intended to present recommendations relative to geotechnical aspects of the site
development including remedial grading, slope stability, settlement, estimated rock rippability,
bulking and shrinkage factors, subsurface drainage, recommended grading specifications and
priliminary foundation design criteria. It should be noted that the site was previously known as La
Costa Northwest.
The scope of the investigation included a review of the following:
1. Preliminary Soil and Geologic Investigation For La Costa - Northwest Area, Carlsbad,
California, prepared by Geocon Incorporated, dated November 11, 1988 (Project
No.D. 4230-HOl).
2. Preliminary Rippability Study, La Costa Northwest, Carlsbad, California, prepared by
Geocon Incorporated, dated September 25, 1996 (Project No. 04230-12-03).
3. Middle Eocene Paralic Fades, Northern San Diego County, California, by L. I. Eisenberg
and P. K. Abbott, Eocene Geologic History San Diego Region, SEPM-GSA Fieldtrip
Guidebook, 1991.
4. Geologic Maps of the Northern part of San Diego County, California, DMG open file report
96-02.
5. Geotechnical Investigation for Rancho Carrillo Project - Major Roads, Carlsbad,
California, prepared by Geocon Incorporated, dated January 15, 1993 (Project No. 04787-
12-01).
6. Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, California, prepared by
Lighten & Associates, dated July 29,1997.
7. Final Report of Testing and Observation Services During Grading and Construction of Site
Improvements, Poinsettia Sewage Lift Station, Rancho Carrillo, Carlsbad, California,
prepared by Geocon Incorporated, dated November 3, 1998 (Project No. 05845-12-13).
8. Final Report of Testing and Observation Services During Construction of Site Improvements,
Rancho Carrillo, Offsite Sewer Main and Associated Access Road, Carlsbad, California,
prepared by Geocon Incorporated, dated April 22, 1999 (Project No. 05845-12-12).
9. Unpublished reports, aerial photographs and maps on file with our firm.
10. Supplemental Soil and Geologic Investigation, Villages of La Costa-The Greens, Carlsbad
California, prepared by Geocon Incorporated, dated March 24, 2000 (Project No. 06403-
12-01).
Project No. 06403-12-03 - 1 - June 25,2001
The scope of the most recent field investigation (March 2000) consisted of a site geologic
reconnaissance and the drilling of 11 small-diameter borings, 19 large-diameter borings and 113
exploratory trenches. In addition, 17 hydraulic air-track borings were excavated within the hard rock
area located in the southeastern comer of the project. Laboratory tests were performed on selected
soil samples obtained at various depths in the exploratory excavations to evaluate pertinent physical
properties. Details of the field exploration and laboratory testing programs are presented in Appendix
A and B, respectively. Logs of exploratory excavations fi-om previous studies along with laboratory
test results and CPT (cone penetrometer test) soundings are presented in Appendix C. Selected logs
of exploratory excavation from Rancho Carrillo Major Roads project are presented in Appendix D.
The recommendations presented herein are based on analysis of data obtained from our recent and
previous exploratory excavations, laboratory tests and our experience with similar soil and geologic
conditions. The base map used for this study consists of a conceptual grading plan, 1 inch equals
100 feet (1"= 100') scale, entitled Master Tentative Map for La Costa Greens, prepared by O'Day
Consultants, Inc., revised dated December 2000. The results of the field investigation are compiled on
the Geologic Maps, Figures 2 through 10.
2. SITE AND PROJECT DESCRIPTION
The project encompasses approximately 660 acres of property situated northeast of the intersection of
Alga Road and El Camino Real in the City of Carlsbad, California (see Vicinity Map, Figure 1).
Existing residential development borders the middle western, southeastern and southern portions,
with commercial and agricultural developments along the sputhwestem and northern portions,
respectively. A golf course lies within the south-cental valley area.
With the exception of two residential structures in the east-central portion, the majority of the
property is undeveloped. Several easements for buried pipelines, embankments associated with roads
and ponds, and bordering streets contain undocumented fill soils (see Geologic Maps, Figures 2
through 10).
Topographically, the site is dominated by a major north-south draining alluvial valley fed by three
large tributaries in the north portion of the property. The majority of the site is characterized by
moderately sloping hillside terrain dissected by a dendritic pattern of drainages which have a central
confluence draining southward into San Marcos Creek. Elevations vary from a high of approximately
400 feet Mean Sea Level (MSL) along the southeast boundary to a low of approximately 60 feet MSL
within the main drainage basin towards the southern property boundary.
Project No. 06403-12-03 - 2 - June 25,2001
We understand that project development will consist of grading the site to form terraced and sheet-
graded building pads that eventually will receive approximately 800 residential units along with
associated infrastructure.
A review of the referenced Master Tentative Map For La Costa Greens indicates that maximum
proposed cut and fill slopes with heights on the order of approximately 100 and 40 feet, respectively,
with a maximum slope inclination of 2:1 (horizontal to vertical).
3. SOIL AND GEOLOGIC CONDITIONS
Six surficial soil types and three geologic formations were encountered during the investigations. The
surficial soils consist of compacted fill, undocumented fill, topsoil, colluvium, alluvium and landslide
debris. The formational units include Quaternary-aged Terrace Deposits, Tertiary-aged Santiago
Formation, and Jurassic-aged Santiago Peak Volcanics. Each of the soil types and geologic units
encountered are described below and their approximate mapped extent is depicted on Figures 2
through 10, Geologic Maps (map pocket).
3.1 Santiago Peak Volcanics (Jsp)
Fractured and weathered metavolcanic rocks of the Jurassic-aged Santiago Peak Volcanics are
exposed along the upper portions of slopes in the southeastern comer of the site. These rocks
typically display a highly variable depth of decomposition. Where completely decomposed, these
rocks excavate similar to blocky, hard, silty clay. Based on review of previous investigations (see
referenced reports), and our preliminary borings and refraction seismic study, it is estimated that this
unit will generally be rippable to depths on the order of 5 to 15 feet. In general, hard rock areas will
require preblast considerations and special handling during grading as presented in the concluding
section of this report.
3.2 Santiago Formation (Ts)
The Eocene-aged Santiago Formation, consisting of dense, massive, white to light green, silty fine to
coarse sandstones and hard, greenish-gray to brown claystones and siltstones underlie the surficial
soils throughout the majority of the project site.
A review of data from the exploratory borings indicates that weak, fractured clay layers, "bedding
plane shears", and inactive fault features are present within the Santiago Formation. These features
will adversely impact the stability of the proposed major cut slopes within the development and
require remediation. The Santiago Formation generally possesses suitable geotechnical characteristics
in either an undisturbed and/or properly compacted condition. Excavations in the more sandy portions
may provide a sufficient quantity of "very low" to "low" expansive capping materials. However, the
Project No. 06403-12-03 ~- June 25, 2001
claystone and siltstone portions of the Santiago Formation are moderately to highly expansive.
Consideration should be given to restricting the placement or presence of these materials within 4 feet
of finish grade. Where selective grading is not practical and these expansive soils are placed or
exposed at grade, special design will be necessary for foundations and concrete flatwork, and
roadway pavement sections will be greater due to typically lower resistance R-Values of these soils.
It should be noted that in previous reports these materials were classified as the Delmar Formation
and the Torrey Sandstone. Recent publications including Reference No. 4 classify these materials
with the Eocene-aged sediments of northem San Diego County as the Santiago Formation. This
should be taken into consideration in the review of logs of borings and trenches from our previous
studies, presented in Appendices C and D.
3.3 Lindavista Formation (Qln)
The Quaternary-aged Lindavista Formation comprised of light reddish-brown to orange gravelly silty
sandstones, was encountered as a cap of several feet on top of the Santiago Formation along the
northwest margins of the site. These materials, possesing "very low" to "low" expansive
characteristics, should provide good foundation-bearing characteristics in either an undisturbed
and/or properly compacted condition.
3.4 Terrace Deposits (Qt)
Stream-deposited terrace deposits were encountered to overlie the Santiago Formation, mostly within
the lower portions of the major drainages. These sediments consist of moderately dense, yellowish to
reddish brown clayey sand and silty sand with some clay. In general, these materials, except for the
upper 2 to 3 feet, are considered suitable to receive fill. The upper 2 to 3 feet are usually weathered
and more porous and, therefore, will require remediation prior to receiving any fill or settlement
sensitive improvements.
3.4.1 Landslide Debris (Qls)
One deep-seated landslide and several smaller surficial landslides were mapped within the site. The
larger landslide is located in the east central portion of the property. Boring No. LB-8 indicates a
thickness of approximately 25 feet. The smaller landslides are generally shallower in depth. The
landslide debris generally consists of relatively compressible, clayey sand and sandy clay. Remedial
grading to remove the landslide debris will be necessary. One of the suficial landslides is located
along the northem property boundary and encroaches off-site. In the event the property boundary
limits total removal, the proposed cut slope will be stabilized by constmction of a buttress fill.
Project No. 06403-12-03 - 4 - June 25, 2001
Preferably, permission to grade off-site should be obtained to allow total removal with regrading
considering fiiture planned grading on the adjacent property.
3.5 Alluvium (Qal)
The alluvium encountered onsite generally consists of dark brown sandy clays to clayey sands.
Within the major drainages groundwater was encountered at depths of 8 to 10 feet below the surface
during the site investigations. The maximum thickness of alluvium occurred in CPT-4 which
encountered approximately 60 feet of relatively easily penefrable sediments near the confluence of
the tributary drainages. The bottom part of the sediments may consist of weathered Santiago
Formation or more granular materials, the extent of which is not known. The results of the field
investigation and analysis of the laboratory test data indicate that the alluvial soils underlying the site
can be classified as moderately to highly compressible. Development within areas containing
alluvium will require remedial grading in the form of removal and recompaction to mitigate potential
settlement problems. The anticipated depths of alluvium removal and recompaction are shown on
Figures 2 through 10. These removal depths vary from a range of 7 to 10 feet in the lower central
valley area to a range of 8 to 28 feet in the higher surrounding side valleys. Remedial work will be
limited by the depth of the groundwater within different areas. The settlement potential and stability
of the embankments placed over alluvial soils left in place present geotechnical considerations to
future site development and will require mitigation as discussed below.
3.6 Colluvium (Qc)
CoUuvial soils occur along the canyon side-slopes, low areas, the base of natural slopes, and along
the head scarps of landslides. These deposits are often indistinguishable from alluvium and thick
topsoil deposits, therefore, only the thicker, or potentially thicker areas have been mapped separately
on Figures 2 through 10. The maximum observed thickness of these materials is on the order of
11 feet as exposed in Trench No. T-14, located in the central eastern portion of the site. In general,
these deposits consist of poorly consolidated sandy clays to clayey sands and are potentially
compressible. Development within areas underlain by colluvium will require remedial grading as
recommended in the concluding sections of this report.
3.7 Topsoil (not mapped)
Topsoil blankets the majority of the site to an average depth of approximately 2 feet. The topsoil is
typically composed of dark brown silty sands to sandy clays. The potential for both expansion and
consolidation indicate that the topsoil should be removed and recompacted as discussed in the
Conclusions and Recommendations section of this report.
Project No. 06403-12-03 - 5 - June 25,2001
3.8 Undocumented Fill (Qudf)
At least two generations of fill are present on the site. The earlier fills consist of pond embankments
or dams installed pre-1953 which are of unknovra compaction and depth. The approximate areal
extents are shown on the Geologic Maps. No trenches were performed in the embankment fills, but
observation of the exposed surficial soils indicates that the earthem stmctures are composed of silt
and clay derived from on-site materials.
Later generations of fill are associated with the burial of pipelines and utilities, construction of roads
and adjoining subdivisions, or fill disposal areas in canyon areas along the southern margins of the
property. All undocumented fill are considered unsuitable in their present conditions and should be
removed and recompacted in areas of planned improvements.
3.9 Compacted Fill (Qcf)
Compacted fills have been placed within the project site during recent constmction of the sewer
pump station located within the north cenfral portion of the project along with associated sewer
relocation and the access road. The sewer line traverses the property from east to west and was
constmcted as a part of the development of the Rancho Carrillo project to the east. The grading for
the pump station, sewer trench backfill and constmction of the access road was performed under
testing and observation services of Geocon Incorporated and reported in References 5 and 6.
4. GROUNDWATER
Groundwater seepage was observed in the form of a spring within the canyon located at the southeast
comer of the site. Numerous water seeps were encountered in the exploratory excavations along the
northem and eastern boundary (see Boring Nos. LB-1, LB-8, LB-13, LB-17 and LB-19 of the current
study, and Boring Nos. B-4, B-11, and B-13 through B-17 of our previous investigation.
Appendix C). These seeps were found to occur within the Santiago Formation or within the landslide
debris and the Santiago Formation-Santiago Peak Volcanics contact. The depth of water seepage
varies. Irrigation from developments on the property margins, as well as perched water draining off a
relatively shallow westward sloping volcanic bedrock surface may be responsible sources. Grading
plans should consider the groundwater conditions to assure drainage features, e.g., canyon subdrains,
drained stability/buttress fills, etc., are incorporated into the final design as appropriate.
Due to the nature of the Santiago Formation, which consists of interbedded sandstone and
claystone/siltstone, seepage may occur along the proposed cut slopes with these materials. In
addition, a more permanent groundwater table is present within the alluvial valley and tributary
canyons. At the north-cenfral confluence of drainages, the water table was approximately 8 to 10 feet
below the surface (during our previous investigation). The relationship between alluvial removals and
Project No. 06403-12-03 - 6 - June 25, 2001
the position of groundwater table will be discussed in the Conclusions and Recommendations section
of this report. In general, seepage and groundwater conditions should be expected to vary seasonally
as well as from irrigation and mn off from off-site development up gradient.
5. GEOLOGIC HAZARDS
5.1 Faulting and Seismicity
It is our opinion, based on the site reconnaissance, evidence obtained in the exploratory excavations
and a review of published geologic maps and reports, that the site is not located on any known active
fault trace. A few minor inactive faults were encountered within the Santiago Formation. These faults
are generally in a north-south orientation. The nearest known active faults are the Rose Canyon Fault
and the Newport-Inglewood (offshore) located approximately 7 and 10 miles, respectively, to the
west and Elsinore Fault Zone which lies approximately 23 miles to the northeast.
Maximum Credible and Maximum Probable Seismic events of Magnitude 6.9 and Magnitude 5.7,
respectively, are postulated for the Rose Cayone Fault. The estimated Maximum Credible and
Maximum Probable Peak site acceleration are 0.30g and 0.15g, respectively. Seismic parameters for
the other regional faults capable of generating ground acceleration at the site are summarized on
Table 5.1
TABLE 5.1
DETERMINISTIC SITE PARAMETERS FOR SELECTED FAULTS*
Fault Name
Distance
From Site
(miles)
Maximum Credible Event Maximum Probable Event
Fault Name
Distance
From Site
(miles)
Maximum
Credible
(Mag.)
Peak Site
Acceleration
(g)
Maximum
Probable
(Mag.)
Peal4 Site
Acceleration
(g)
Rose Canyon 7 6.90 0.30 5.70 0.15
Newport-Inglewood-Offshore 10 6.90 0.23 5.80 0.11
Coronado Bank 22 7.40 0.16 6.30 0.08
Elsinore-Julian 23 7.10 0.13 6.40 0.08
Elsinore-Temecula 23 6.80 0.11 6.30 0.07
Palos Verdes 41 7.10 0.07 6.20 0.03
San Jacinto-Anza 46 7.20 0.06 6.90 0.05
*EQFault Computer Program, Blake 1997.
It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of
a major earthquake along any of the above-mentioned faults, however, the seismic risk at the site is
not considered to be significantly different than! that of the surrounding developments of similar
geologic settings in the Carlsbad area.
Project No. 06403-12-03 June 25, 2001
5.2 Liquefaction
The potential for liquefaction during a strong earthquake is limited to cohesionless soils which are in
a relatively loose, unconsolidated condition and located below the groundwater level. Due to the
dense nature of the formational units, the removal and recompaction of the surficial soils and fine-
grained nature of the alluvial soils, the potential for seismically included soil liquefaction occurring at
the site is considered to be low. The only exception may be along the eastern portion of the Poinsettia
Lane embankment fill. Isolated zones of relatively loose saturated soils below water table may
liquefy during a strong gound motion.
In addition to remedial grading, the area will receive 10 to 20 feet of fill that would contribute to
densification of the susceptible zones. This will aid to reduce the potential for liquefaction.
Liquefaction analysis and fiirther discussion will be presented in a separate report entitled
Geotechnical Investigation [for] Poinsettia Lane Between Stations 10+00 to 69+60.
6. GEOTECHNICAL LAND USE CHARACTERISTICS
6.1 General
Based on findings of this study, there are three primary geotechnical considerations impacting the
constmction of the site as planned. The first design consideration is the potential for cut slope
instability caused by the presence of weak clay seams or bedding plane shears (BPS). The second
consideration is the settlement characteristics of the alluvial deposits that cannot be efficiently
removed and recompacted due to the presence of shallow groundwater within the drainage courses.
The third consideration is the rippability characteristics of the volcanic rocks within the southeast
portion of the project. A discussion of each primary geotechnical consideration relative to proposed
development is presented below.
6.2 Slope Stability
6.2.1 Stability Considerations
The results of the field investigation for the project indicate the presence of mmierous adverse
geologic conditions in some of the proposed major cut slopes. The adverse geologic conditions
encountered include remolded bedding plane shears (BPS), weak clay sfrata, groundwater seepage,
inactive faulting and landslide debris. Remedial grading procedures, such as constmction of drained
buttress fill or stability fill should be anticipated for cut slope excavations exposing these potentially
unsuitable geologic consitions.
Project No. 06403-12-03 - 8 - June 25, 2001
Slope stability analyses for these slopes have been performed utilizing the parameters shown in
Table 6.2.2.2. The results are presented in Appendix E. A brief discussion of the proposed cut slopes
that are anticipated to be impacted by adverse conditions along with mitigation recommendations is
presented below. It should be noted that where the geologic adverse conditions are limited to the
surficial stability of the slopes, constmction of a stability fill is recommended. For cut slopes in
homogeneous materials and fill slopes, a different method of stability analyses has been utilized as
discussed in the Conclusions and Recommendations section of this report.
6.2.2 Stability Analysis
6.2.2.1 General
Computer analyses of slope stability were performed utilizing the SLOPEW program based on
simplified Janbu Method of Slices or Simplified Bishop Method. The complexity of the site geology,
the results of the subsurface investigation, laboratory testing and existing and future topography were
considered in performing the stability analyses. The analyses are summarized in Appendix E.
The geometry of proposed cut slopes were developed by exfrapolating the conditions encountered in
the exploratory excavations. The computer-generated cross sections included herein presents the
simplified section configuration which were used in the analyses. The cross sections presented in
Figure E-1, Appendix E, are the original geologic sections from which the computer-generated
sections were generated.
Details of stability and buttress fill construction are addressed in section 7.9 below.
6.2.2.2 Design Parameter Selection
Drained shear tests were performed on relatively undisturbed samples of the prevailing lithologic
units. Additional shear tests were performed on a remolded sample of formational soils to evaluate
strength parameters suitable for the fill soil to be used to stabilize the slopes. The results of the shear
tests are presented in Table B-I of Appendix B. The following table presents the soil strength
parameters that were utilized in the analyses. These values are derived from the laboratory test results
and experience with similar soil and geologic conditions. A discussion of the specific cut slopes
requiring remediation by buttressing is addressed below. Locations by assigned number are shown on
Figures 2,4, 6 and 10.
Project No. 06403-12-03 - 9 - June 25, 2001
TABLE 6.2.2.2
SOIL STRENGTH PARAMETERS
Soil Type Angle of Internal Friction
(|) (degrees)
Cohesion
c(psf)
Santiago Formation 30 500
Weak Clay Beds 20 200
Compacted Fill (buttress) 25 300
Bedding Plane Shears (BPS) 10 100
6.2.2.3 Cut Slope No. 1
Tliis cut slope is located along the northern boundary. The conceptual grading plan indicates that the
maximum height of this slope will be approximately 45 feet. Figure E-1 presents a geologic cross
section of the slope (K-K'). A bedding plane shear was encountered in Boring No. B-15 at the
approximate elevation of 277 feet MSL. Slope stability analyses indicate that a buttress fill with a
minimum key width of 40 feet will be required to provide a factor of safety in excess of 1.5.
6.2.2.4 Cut Slope No. 2
This slope is also located along the northern property boundary. During the site investigation, a
bedding plane shear (BPS) was encountered at the approximate elevation of 261 feet MSL (see Cross
Section LL' on Figure E-1). In addition, the eastem portion of this slope will be cut into an existing
landslide. This slope has a maximum height of 40 feet. Slope stability analyses indicates a buttress fill
with a 40-foot wide shear key will be required.
6.2.2.5 Cut Slope No. 3
Cut slope No. 3 is located just southeast of cut slope No. 2. This slope has a maximum height of
approximately 37. A soft saturated clay seam was encountered in Boring No. LB-14 at the
approximate elevation of 177 feet (MSL). This clay seam would daylight (if continuous) at the toe of
the proposed cut slope. Geologic Cross Section M-M' Figure E-1 depicts the anticipated geologic
condition. A buttress fill with a minimum width of 40 feet has been designed for this slope.
6.2.2.6 Cut Slope No. 4
The proposed approximately 100 feet high cut slope is located within the east-central postion of the
site. The subsurface exploration indicates a presence of an inactive fault that may impact the gross
stability of this slope (see Cross Sections GG', NN', and Boring No. B-1). The slope stability analyses
Project No. 06403-12-03 10-June 25, 2001
indicates that based on the information available, this cut slope should have an adequate factor of
safety against deep-seated failure. The lower portion of this cut slope, however, may require
constmction of a stability fill due to the possibility of groundwater seepage near the toe of the slope.
6.2.2.7 Cut Slope No. 5
This cut slope is located along the south-facing slope within the southeast portion of the project,
adjacent to the SDG&E easement. Review of the log for Boring No. LB-7 indicates the presence of a
bedding plane shear at approximate elevation of 176 feet (MSL) (see Cross Section 00' on
Figure E-1). Stability analysis indicates a factor of safety of less than 1.5 for the proposed cut slope.
Therefore, a buttress fill with a minimum shear key width of 40 feet will be necessary to stabilize
this slope.
6.3 Alluvium Settlement Considerations
Where total removal and recompaction of the alluvial soils is not practical due to the presence of
groundwater, alluvium will be left in place. Planned embankment fill placed within certain portions
of the main drainages will be affected by the compressibility of alluvial soils not removed.
The amount of settlement that could occur is a function of thickness and compressibility of the layers
within the alluvial deposits, and the magnitude of additional vertical loading resulting from placement
of fill and/or stmctures. The majority of the alluvium/colluvium will be removed within the two
drainage features where groundwater will not restrict grading. However, it is estimated that between
20 and 40 feet of saturated alluvial soils will be left in place underneath the proposed Poinsettia Lane
and the area just to the north. A review of the conceptual grading plan indicates that between
approximately 10 and 20 feet of fill will be placed on the Poinsettia Lane and up to approximately
25 feet on the area just north of the road within the northeast portion of the project site. The amount
of estimated settlement, depending upon the specific locations, ranges from 2 to 8 inches. The
majority of the settlement is anticipated to occur during constmction. The post-constmction
settlement dependant on the proposed fill height will take anywhere from 2 to 6 months for
90 percent consolidation (primary settlement).
The proposed embankment fill associated with the extension of Alicante Road, to be located just
northeast of the golf course, will be underlain by approximately 60 feet of alluvium. The proposed
additional fill for the embankment ranges from 15 to 20 feet. The total settlement is estimated to be
approximately 10 to 12 inches with the given embankment loading. The time required for primary
settlement to occur is estimated at 6 to 8 months.
Project No. 06403-12-03 - 11 - June 25, 2001
The removal and recompaction of the alluvial soils for the central portion of Poinsettia Lane will also
be limited due to the close proximity of the golf course. Groundwater should not be a constraint in
this area.
If the site development schedule carmot accommodate the time required to allow the primary
settlement to dissipate, the installation of wick drains prior to placement of the embankment fills
should be considered. The use of wick drains could reduce the settlement period of 6 to 8 months to 1
to 3 months.
A settlement monitoring program consisting of buried settlement plates and surface monuments
should be established for each settlement-sensitive area. A detail of settlement monitoring program is
presented hereinafter.
6.4 Existing Utility Lines Considerations
A group of five sewer lines and a single 24-inch diameter forced sewer line traverse the site from east
to west, along the future Poinsettia Lane aligiunent. In certain areas, underlain primarily by alluvial
soils, planned road way embankment grading will conflict with the alignments of the existing sewer
lines. It is understood that some of these lines will be abandoned. The remaining lines will have to
stay in operation. They will ultimately be relocated within the Poinsettia Lane embankment, after
primary settlement is completed. A more detailed discussion of this issue along with conclusions and
recomnendations will be presented in a separate report entitled Geotechnical Investigation for
Poinsettia Lane Between Stations 10+00 and 69+60.
6.5 Rippability of Hard Rock
The Santiago Peak Volcanics (Jsp) are exposed along the upper slopes in the southeast portion of the
site. These rocks are at various stages of weathering, and will therefore excavate differently. A
rippibility study was performed to evaluate potential difficulty in excavations during grading in this
area.
Initially, ten seismic refraction traverses were conducted in 1996. This was followed up by
excavating 17 air-frack borings during the recent phase of investigation. The results indicate a
variable but relatively shallow depth of rippable materials. It appears that the depth of rippable
materials increases at lower site elevations. It should be noted, however, that the actual extent of
rippability may exceed the interpreted depth where fracturing within the rock is present. It is our
experience that where the fracturing is extensive, grading may be possible, although more difficult
grading in this condition requires an extensive irrigation soaking to soften the fracture zones.
Project No. 06403-12-03 - 12- June 25,2001
The approximate depth of rippable materials are shown next to the locations of the au"-track borings
on Figures 8 and 10. The logs of the air-track borings are presented in Appendix A.
Project No. 06403-12-03 - 13 - June 25, 2001
7. CONCLUSIONS AND RECOMMENDATIONS
7.1 General
7.1.1 No soil or geologic conditions were encountered during this investigation performed by
Geocon, Incorporated or those previous studies referenced that would preclude the
development of the property as presently plarmed, provided the recommendations of this
report are followed.
7.1.2 The surficial soil units (undocumented fill, topsoil, colluvium, alluvium, and landslide
debris) are not considered suitable for support of fill or structural loads in their present
condition and will require remedial grading where not limited by the presence of
groundwater.
7.1.3 The settlement potential of the alluvial deposits left m place will require special
consideration during the planning and constmction of site improvements. A surcharge
grading program, including settlement instmmentation and monitoring will be required for
those areas of planned improvements within the zone of influence of left-in-place
alluvial soils.
7.1.4 The stability of proposed cut slopes within the site possess a significant geotechnical
consideration to development. Drained buttresses and stability fills will be required to
stabilize slopes underlain by potentially unstable geologic features.
7.1.5 Grading and installation of deeper utilities within the area underlain by rock (Santiago Peak
Volcanics) will be difficult, especially at the lower portion of planned excavations. Blasting
along with special handling of the rock should be anticipated. Building pads and streets
should be undercut to allow capping with at least 3 feet of granular soils to facilitate
installation of surface improvements.
7.1.6 Remedial grading to stabilize adverse geologic conditions may require encroaching beyond
the property limits in certain areas, e.g.. Cut Slope No. 2 and possibly Cut Slope No. 1, to
effect total removals. Therefore, permission to grade off-site should be obtained.
Furthermore, the remedial grading should consider future grading planned for the adjacent
property.
7.1.7 A suspected water well was encountered during our field investigation near CPT 4 at the
central confluence of drainage. All encountered wells should be properly abandoned per
the County of San Diego Department of Environmental Health.
Project No. 06403-12-03 - 14 - June 25, 2001
7.2 Groundwater
7.2.1 The principal portion of the project where groundwater will impact site development is the
area within the main canyon. Remedial grading of the compressible alluvial deposits will
be limited to approximately 3 feet above the groundwater. Groundwater seepage was also
encountered in some of the exploratory excavations. It is recommended that periodic
observations be made by the soil engineer or the engineering geologist during grading for
evaluating for the presence of groundwater. It is further reconmiended that after canyons
are cleaned of unsuitable soils, a subdrain be installed within the bottom of the removal
areas to reduce the potential for groundwater buildup within the canyon fills.
7.3 Soil Excavation Characteristics
7.3.1 Based on field observations and laboratory tests, the prevailing soils are anticipated to vary
from "very low" expansive sandy soils to "medium" to "high" expansive silty clays.
7.3.2 Excavation of the on-site surficial and formational units should be possible with moderate
to heavy effort with conventional heavy-duty equipment. The alluvium and colluvial soils
may be wet to saturated and grading should anticipate the need to dry back or mix with
drier material prior to their use as compacted fill.
7.3.3 Excavation of the volcanic rocks would require heavy ripping and possible blasting. It is
estimated that the proposed grading will encounter rippable rock to depths on the order of 5
to 15 feet below existing ground surface. Surface blasting will be required where highly
resistant volcanic rocks are exposed at existing grade. It is likely, however, that excavations
greater than 15 feet within the major cut areas will encounter marginal to nonrippable rock
conditions. Oversize rocks should be placed in accordance with the Recommended Grading
Specifications presented in Appendix F.
7.4 Grading
7.4.1 All grading should be performed in accordance with the city of Carlsbad grading ordinance
and the Recommended Grading Specifications contained in Appendix F. Where the
recommendations of Appendix F conflict with this section of the report, the
recommendations of this section shall take precedence.
7.4.2 Prior to commencing grading a preconstmction conference should be held at the site with
the grading confractor, civil engineer and geotechnical engineer in attendance. Specified
soil handling and/or the grading plans can be discussed at that time.
Project No. 06403-12-03 - 15 - June 25, 2001
7.4.3 Site preparation should begin with the removal of all deleterious material and vegetation.
The depth of removal should be such that material exposed in cut areas or soils to be used
as fill is relatively free of organic matter. Material generated from stripping and/or site
demolition should be exported from the site.
7.4.4 Rock generated from grading and/or blasting should be handled in accordeince with the
procedures recommended in Appendix F.
7.4.5 All potentially compressible surficial soils (undocumented fill, topsoil, alluvium,
colluvium, and landslide debris) within areas of planned grading should be removed to firm
natural ground (except where limited by groundwater) and properly compacted prior to
placing additional fill and/or stmctural loads. The actual extent of removals shall be
determined in the field by the soil engineer and/or engineering geologist. Overly wet,
surficial materials will require drying back and/or mixing with drier soils to facilitate
proper compaction.
7.4.6 If groundwater is encountered during remediation of the alluvium, as anticipated along the
lower elevation areas of the main drainage courses, removals should be terminated at about
3 feet above the water level. It is recommended that these areas be "pot-holed" and
observed by the project geologist to verify the groundwater elevation during grading.
7.4.7 During remedial grading temporary slopes should be inclined no steeper than
l:l(horizontal to vertical). Grading should be scheduled to backfill against these slopes as
soon as practical and no temporary slope should be left exposed longer than 2 days. More
stringent grading scheduling requirements may be imposed by the soils engineer when
performing removals adjacent to the property boundary.
7.4.8 The site should then be brought to final subgrade elevations with stmctural fill compacted
in layers to design finish grade elevations. In general, soils present on site are suitable for
re-use as fill if free from vegetation, debris and other deleterious material. All fill,
including backfill and scarified ground surfaces, should be compacted to at least 90 percent
of maximum dry density at approximately 2 percent over optimum moisture content, as
determined in accordance with ASTM test procedure D 1557-91.
7.4.9 Areas of planned improvements designated as underlain by or within the zone of influence
of left-in-place alluvium should be surcharged by placing additional fill to a depth of 5 feet
above proposed finished grade, including slopes. The surcharge shall remain in place until
the soils engineer recommends removal. The decision to surcharge should be made early in
the grading phase and based on the benefit to the overall development schedule.
Project No. 06403-12-03 - 16 - June 25, 2001
7.4.10 To reduce the potential for differential settlement, it is recommended that the cut portion of
cut-fill building pads be undercut at least 4 feet and replaced with compacted "very low" to
"low" expansive fill soils. The bottom of the undercut portion should be sloped at about
1 percent toward the fill portion to facilitate drainage of fiiture subsurface water.
7.4.11 Where practical, the upper 4 feet of all building pads (cut and fill) should consist of "very
low" to "low" expansive soils. This will require undercutting cut pads where unsuitable
expansive soils are exposed at finish grade. The more highly expansive fill soils should be
placed in deeper fill areas, "very low" to 'low" expansive soils.
7.4.12 Building pads and streets underlain by hard rock (Santiago Peak Volcanics) should be
undercut at least 3 feet and compacted fill consisting of "very low" to "low" expansive
soils placed to achieve finish grade.
7.5 Subdrains
7.5.1 Subdrains should be installed m the canyons to be filled. A cross-section of the subdrain
configuration is presented on Figure 14. The lower 20 feet of the subdrain installation
should consist of nonperforated pipe with a concrete cutoff wall constmcted immediately
below the junction of the perforated pipe with the nonperforated pipe. The cutoff wall
should extend at least 6 inches below the sides and bottom of the subdrain trench and
6 inches above the top of the pipe.
7.5.2 In order to maintain a drainage gradient within the canyon subdrain system, it may be
necessary to extend the nonperforated outlet pipe beyond the limits of planned grading
operations. As an alternative design, a properly compacted fill may be placed within the
lower canyon bottom until the minimum drainage gradient is achieved. Two subdrains
would then be installed along the fill/natural ground contacts. Where the natural slope
gradient exceeds 5 percent, the perforated pipe may be deleted from the subdrain system
when recommended by the project soil engineer or geologist.
7.5.3 Heel drains installed in the buttresses and stability fills should be connected to the canyon
subdrain or storm drain system where possible and have cleanouts installed where possible.
7.5.4 After installation of the subdrains and heel drains, the project civil engineer should survey
its location and prepare "as-built" plans of the subdrain location. The project civil engineer
should verify the proper outlet for the canyon subdrains and the contractor should ensure
that the drain system outlet is free of obstructions. The recommended locations of the
Project No. 06403-12-03 ' -17- June 25,2001
canyon subdrains will be finalized during a review of the final site grading and
improvement plans.
7.6 Settlement
7.6.1 As previously discussed, embankment fills placed over alluvium left in place due to
groundwater grading constraints will experience varying amounts of settlement as a
function of the thickness of the compressible soils remaining and the loading of the fill.
The majority of the settlement is expected to occur during the grading phase of
development, however, the time to achieve primary settlement may extend to as long as
8 months.
7.6.2 It is recommended that grading in these areas be planned to occur early in the project
grading period to reduce the potential for conflict with installation of improvements.
Grading plans should include placement of a surcharge (5 feet) above the plarmed grade.
7.6.3 If the grading for Poinsettia Lane occurs prior to the grading of the project, it is
recommended that the embankment fill be widened approximately 35 feet north of the road
right-of-way to reduce the potential of impact of the future grading within the adjacent
areas.
7.6.4 Installation of a wick drain system may be considered as a means to enable greatly
accelerating the time-rate of settlement.
7.6.5 Settlement monitoring will be required as discussed below to evaluate when the fill has
stabilized and further improvements may proceed.
7.7 Settlement Monitoring
7.7.1 Where compressible alluvial soils are left in-place a settlement monitoring program will be
required as discussed below. The numbers and locations of settlement monuments will be
determined after grading plans are finalized.
7.7.2 At designated locations within the bottom of the over-excavated areas, a 4-foot-square, 14-
inch-thick steel plate should be placed at 2 feet below the bottom elevation and leveled
with a layer of gravel. After surveying the plate (Horizontal and Vertical), the plate should
be covered with 2 feet of gravel and at least 2 feet of fill soil placed before heavy
equipment is allowed to run over the plate location. The steel plate and gravel as well as
equipment for installation should be provided by the grading contractor.
Project No. 06403-12-03 - 18 - June 25, 2001
7.7.3 Subsequent to placement of the planned embankment fill, including the surcharge (if
recommended), Geocon, Incorporated will drill and "tag" the steel plate. The civil engineer
will then survey the plate to determine settlement which occurred during grading. At that
time a surface settlement monument will be installed to monitor settlement movement
thereafter.
7.7.4 Surveying of the surface monument should be performed by the project civil engineer on a
weekly basis with the results provided to Geocon, Incorporated. Settlement due to primary
consolidation will be considered to have ceased when survey readings show essentially no
movement over 4 consecutive weekly readings. At that time, Geocon Incorporated will
prepare a report, recommending surcharge removal, for submittal to and approval by the
City of Carlsbad.
7.8 Bulking and Shrinkage Factors
7.8.1 Estimates of embankment bulking and shrinkage factors are based on comparing laboratory
compaction tests with the density of the material in its natural state as encountered in the
exploratory excavations. It should be emphasized that variations in natural soil density, as
well as in compacted fill density, render shrinkage value estimates very approximate. As an
example, the contractor can compact the fill soils to any relative compaction of 90 percent
or higher of the maximum laboratory density. Thus, the contractor has approximately a
10 percent range of control over the fill volume. Based on the limited work performed to
date, it is our opinion that the following shrinkage and bulking factors can be used as a
basis for estimating how much the on-site soils may shrink or swell (bulk) when excavated
from their natural state and placed as compacted fills.
TABLE 7.8
SHRINK/BULK FACTORS
Soil Unit Shrink/Bulk Factor
Fill and Topsoil 10-15 percent shrink
Alluvium and Colluvium 10-15 percent shrink
Landslide Debris 5-10 percent shrink
Terrace Deposits 2-7 percent shrink
Santiago Formation and Lindavista Formation 3-5 percent bulk
Santiago Peak Volcanics 20-30 percent bulk
Project No. 06403-12-03 19-June 25, 2001
7.9 Slope Stability
7.9.1 Due to the presence of adverse geologic features within the Santiago Formation, we
recommend that certain cut slopes plarmed within the project be constructed as a drained
buttress fill to mitigate long term surficial slope stability ( see section 6.2). A typical detail
showing consfruction of a buttress fill is presented on Figure 15.
7.9.2 Construction of drained stability fill may also be required for cut slope No. 4 (see
Section 6.2). A typical detail showing constmction of a drained stability fill is presented on
Figure 16.
7.9.3 The results of analyses for gross stability indicate that cut and fill (non-stabilized) slopes
have a factor of safety in excess of 1.5 for the maximum anticipated heights (see Figures 17
and 18). Surficial slope stability analysis of fill slopes also indicates a factor of safety in
excess of 1.5 (see Figure 19). .,
7.9.4 The results of slope stability analyses for cut slopes requiring buttress fills are presented in
Appendix E.
7.9.5 It is recommended that all cut slopes be observed during grading by an engineering
geologist to verify that the soil and geologic conditions do not differ significantly from
those anticipated and to determine if adverse bedding, fractures or joints exist. Remedial
grading procedures can be recommended should adverse geologic conditions be observed.
7.9.6 The outer 15 feet of fill slopes, measured horizontal to the slope face, should be composed
of properly compacted "granular soil" fill to reduce the potential for surficial sloughing.
7.9.7 All fill slopes should be overbuilt at least 3 feet horizontally, and cut to the design finish
grade. As an aheraative, fill slopes may be compacted by back-rolling at vertical intervals
not to exceed 4 feet and then track-walking with a D-8 dozer, or equivalent, upon
completion such that the fill soils are uniformly compacted to at least 90 percent relative
compaction to the face of the finished slope.
7.9.8 All slopes should be planted, drained and properly maintained to reduce erosion.
7.10 Foundation Recommendations
7.10.1 The following foundation recommendations are for one-and/or two-story stmctures and are
based upon the assumption that the soil conditions within 4 feet of finish pad subgrade
Project No. 06403-12-03 - 20 - June 25, 2001
consist of granular "low" expansive soil (Expansion Index less than 50). The
recommendations are separated into categories dependent upon the depth and geometry of
fill underlying a particular building pad and/or lot. Final foundation design
recommendations for each building will be presented in the final compaction report after
the grading for the individual building pads has been completed.
7.10.2 Foundations for either Category I, II, or III may be designed for an allowable soil bearing
pressure of 2,000 pounds per square foot (psf) (dead plus live load). This bearing pressure
may be increased by one-third for fransient loads such as wind or seismic forces.
TABLE 7.10.1
FOUNDATION RECOMMENDATIONS BY CATEGORY
Foundation
Category
Minimum
Footing Depth
(inches)
Continuous Footing
Reinforcement
Interior Slab
Reinforcement
I 12 One No. 4 bar top and bottom 6 X 6 - 10/10 welded wire
mesh at slab mid-point
II 18 Two No. 4 bars top and bottom No. 3 bars at 24 inches on
center, both directions
m 24 Two No. 5 bars top and bottom No. 3 bars at 18 inches on
center, both directions
CATEGORY CRITERIA
Category I: Maximum fill thickness is less than 20 feet and Expansion Index is less than or
equal to 50.
Category II: Maximum fill thickness is less than 50 feet and Expansion Index is less than or
equal to 90, or variation in fill thickness is between 10 feet and 20 feet.
Category III: Fill thickness exceeds 50 feet, or variation in fill thickness exceeds 20 feet, or Expansion
Index exceeds 90, but is less than 130, or alluvium left m place.
Notes:
1. All footings should have a minimum width of 12 inches.
2. Footing depth is measured from lowest adjacent subgrade (includmg topsoil, if planned). These
depths apply to both exterior and interior footings..
3. All interior living area concrete slabs should be at least 4 mches thick for Categories I and 11 and 5
inches thick for Category in. This applies to both buildmg and garage slabs-on-grade.
4. All interior concrete slabs should be underlain by at least 4 inches (3 mches for Category IE) of
clean sand or crushed rock.
5. All slabs expected to receive moisture sensitive floor coverings or used to store moisture sensitive
materials should be underlain by a vapor barrier covered with at least 2 inches of the clean sand
recommended in No. 4 above.
Project No. 06403-12-03 -21 June 25, 2001
7.10.3 The use of isolated footings which are located beyond the perimeter of the building and
support structural elements connected to the building is not recommended for Category III.
Where this condition cannot be avoided, the isolated footings should be connected to the
building foundation system with grade beams.
7.10.4 For Foundation Category III, the stmctural slab design should consider using interior
stiffenmg beams and connecting isolated footings and/or increasing the slab thickness. In
addition, consideration should be given to connecting patio slabs, which exceed 5 feet in
width, to the building foundation to reduce the potential for future separation to occur.
7.10.5 No special subgrade preparation is deemed necessary prior to placing concrete, however,
the exposed foundation and slab subgrade soils should be sprinkled, as necessary, to
maintain a moist soil condition as would be expected in any such concrete placement.
However, where drying of subgrade soils has occurred, reconditioning of surficial soils will
be required. This recommendation applies to foundations as well as exterior concrete
flatwork.
7.10.6 Where buildings or other improvements are planned near the top of a slope steeper than 3:1
(horizontal:vertical), special foundations and/or design considerations are recommended
due to the tendency for lateral soil movement to occur.
• For fill slopes less than 20 feet high, building and wall footings should be deepened
such that the bottom outside edge of the footing is at least 7 feet horizontally from
the face of the slope.
• Where the height of the fill slope exceeds 20 feet, the minimum horizontal distance
should be increased to H/3 (where H equals the vertical distance from the top of the
slope to the toe) but need not exceed 40 feet. For composite (fill over cut) slopes, H
equals the vertical distance from the top of the slope to the bottom of the fill
portion of the slope. An acceptable alternative to deepening the footings would be
the use of a post-tensioned slab and foundation system or increased footing and
slab reinforcement. Specific design parameters or recommendations for either of
these alternatives can be provided once the building location and fill slope
geometry have been determined.
• For cut slopes in dense formational materials, or fill slopes inclined at 3:1 (hori-
zontahvertical) or flatter, the bottom outside edge of building and wall footings
should be at least 7 feet horizontally from the face of the slope, regardless of slope
height.
• Swimming pools located within 7 feet of the top of cut or fill slopes are not
recommended. Where such a condition cannot be avoided, we recommend that the
portion of the swimming pool wall within 7 feet of the slope face be designed
assuming that the adjacent soil provides no lateral support. This recommendation
applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For
Project No. 06403-12-03 - 22 - June 25, 2001
swimming pools located near the top of fill slopes greater than 30 feet in height,
additional recommendations may be required and Geocon Incorporated should be
contacted for a review of specific site conditions.
• Although other improvements which are relatively rigid or brittle, such as concrete
flatwork or masonry walls may experience some distress if located near the top of a
slope, it is generally not economical to mitigate this potential. It may be possible,
however, to incorporate design measures which would permit some lateral soil
movement without causing extensive distress. Geocon Incorporated should be
consulted for specific recommendations.
7.10.7 As an alternative to the foundation recommendations for each category, consideration
should be given to the use of post-tensioned concrete slab and foundation systems for the
support of the proposed stmctures. The post-tensioned systems should be designed by a
stmctural engineer experienced in post-tensioned slab design and design criteria of the
Post-Tensioning Institute (UBC Section 1816). Although tiiis procedure was developed for
expansive soils, it is understood that it can also be used to reduce tiie potential for
foundation distress due to differential fill settlement. The post-tensioned design should
incorporate the geotechnical parameters presented on the following table entitled Post-
Tensioned Foundation System Design Parameters for the particular Foundation Category
designated.
TABLE 7.10.2
POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS
Post-Tensioning Institute (PTI)
Design Parameters
Foundation Category Post-Tensioning Institute (PTI)
Design Parameters I II Ill
1. Thomthwaite Index -20 -20 -20
2. Clay Type - Montmorillonite Yes Yes Yes
3. Clay Portion (Maximum) 30% 50% 70%
4. Depth to Constant Soil Suction 7.0 ft. 7.0 ft. 7.0 ft.
5. Soil Suction 3.6 ft. 3.6 ft. 3.6 ft.
6. Moisture Velocity 0.7 m./mo. 0.7 in./mo. 0.7 in./mo.
7. Edge Lift Moisture Variation Distance 2.6 ft. 2.6 ft. 2.6 ft.
8. Edge Lift 0.41 in. 0.78 in. 1.15 in.
9. Center Lift Moisture Variation Distance 5.3 ft. 5.3 ft. 5.3 ft.
10. Center Lift 2.12 in. 3.21 in. 4.74 in.
7.10.8 UBC Section 1816 uses interior stiffener beams in its stmctural design procedures. If the
stmctural engineer proposes a post-tensioned foundation design method other than UBC
Section 1816, we recommend that interior stiffener beams be used for Foundation
Categories II and HI. The depth of the perimeter foundation should be at least 12 inches for
Project No. 06403-12-03 -23 -June 25,2001
Foundation Category I. Where the Expansion Index for a particular building pad exceeds
50 but is less than 91, the perimeter footing depth should be at least 18 inches; and where it
exceeds 90 but is less than 130, the perimeter footing depth should be at least 24 inches.
Geocon Incorporated should be consulted to provide additional design parameters as
required by the stmctural engineer.
7.10.9 The recommendations of this report are intended to reduce the potential for cracking of
slabs due to expansive soils (if present), differential settlement of deep fills or fills of
varying thicknesses. However, even with the incorporation of the recommendations
presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions
may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of
concrete shrinkage cracks is independent of the supporting soil characteristics. Their
occurrence may be reduced and/or confrolled by limiting the slump of the concrete, proper
concrete placement and curing, and by the placement of crack control joints at periodic
intervals, in particular, where re-entry slab comers occur.
7.11 Retaining Walls and Lateral Loads
7.11.1 Retaining walls not restrained at the top and having a level backfill surface should be
designed for an active soil pressure equivalent to the pressure exerted by a fluid density
of 30 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0
to 1.0, an active soil pressure of 40 pcf is recommended. These soil pressures assume that
the backfill materials within an area bounded by the wall and a 1:1 plane extending upward
from the base of the wall possess an Expansion Index of less than 50. For those lots with
finish grade soils having an Expansion Index greater than 50 and/or where backfill
materials do not conform to the above criteria, Geocon Incorporated should be consulted
for additional recommendations.
7.11.2 Unrestrained walls are those that are allowed to rotate more than O.OOIH at the top of the
wall. Where walls are restrained from movement at the top, an additional uniform pressure
of 7H psf (where H equals the height of the retaining wall portion of the wall in feet)
should be added to the above active soil pressure.
7.11.3 All retaining walls should be provided with a drainage system adequate to prevent the
buildup of hydrostatic forces and should be waterproofed as required by the project
architect. The use of drainage openings through the base of the wall (weep holes, etc.) is
not recommended where the seepage could be a nuisance or otherwise adversely impact the
property adjacent to the base of the' wall. The above recommendations assume a properly
compacted granular (Expansion Index less than 50) backfill material with no hydrostatic
Project No. 06403-12-03 - 24 - June 25, 2001
forces or imposed surcharge load. If conditions different than those described are
anticipated, or if specific drainage details are desired, Geocon Incorporated should be
contacted for additional recommendations.
7.11.4 In general, wall foundations having a minimum deptii and width of one foot may be
designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet
below the base of tiie wall has an Expansion Index of less than 90. The proximity of the
foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing
pressure. Therefore, Geocon Incorporated should be consulted where such a condition is
anticipated. The location of wall footings, however, should comply with the
recommendations presented in Section 7.10.6.
7.11.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid
density of 300 pcf is recommended for footings or shear keys poured neat against properly
compacted granular fill soils or undisturbed natural soils. The allowable passive pressure
assumes a horizontal surface extending at least 5 feet or three times the surface generating
the passive pressure, whichever is greater. The upper 12 inches of material not protected by
floor slabs or pavement should not be included in the design for lateral resistance. An
allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and
concrete. This friction coefficient may be combined with the allowable passive earth
pressure when determining resistance to lateral loads.
7.11.6 The recommendations presented above are generally applicable to the design of rigid
concrete or masonry retaining walls having a maximum height of 8 feet. In the event that
walls higher than 8 feet or other types of walls are planned, such as crib-type walls, Geocon
Incorporated should be consulted for additional recommendations.
7.12 Slope Maintenance
7.12.1 Slopes that are steeper than 3:1 (horizontakvertical) may, under conditions which are both
difficult to prevent and predict, be susceptible to near surface (surficial) slope instability.
The instability is typically limited to the outer three feet of a portion of the slope and
usually does not directly impact the improvements on the pad areas above or below the
slope. The occurrence of surficial instability is more prevalent on fill slopes and is
generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of
subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result
from root growth, soil expansion, or excavation for irrigation lines and slope planting, may
also be a significant contributing factor to surficial instability. It is, therefore, recom-
mended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be
Project No. 06403-12-03 - 25 - June 25, 2001
either removed or properly recompacted, (b) irrigation systems be periodically inspected
and maintained to elimmate leaks and excessive irrigation, and (c) surface drains on and
adjacent to slopes be periodically maintained to preclude ponding or erosion. It should be
noted that although the incorporation of the above recommendations should reduce the
potential for surficial slope instability, it will not eliminate the possibility, and, therefore, it
may be necessary to rebuild or repair a portion of the project's slopes in the future.
7.13 Drainage
7.13.1 Establishing proper drainage is imperative to reduce the potential for differential soil
movement, erosion and subsurface seepage. Positive measures should be taken to properly
finish grade the building pads after stmctures and other improvements are in place, so that
drainage water from the building pads and adjacent properties is directed to streets away
from foundations and tops of slopes. Experience has shown that even with these provisions,
a shallow groundwater or subsurface condition can and may develop in areas where no
such condition existed prior to site development. This is particularly tme where a
substantial increase in surface water infilfration results from an increase in landscape
irrigation.
7.14 Plan Review
7.14.1 The geotechnical engineer and engineering geologist should review the grading plans prior
to finalization to verify their substantial conformance with the recommendations of this
report and determine the necessity for additional comments, recommendations and/or
analysis.
7.14.2 In the event foundations are designed as post-tensioned, the geotechnical engineer should
also review the foundation plans prior to finalizing to verify conformance with the
recommendations of this report.
Project No. 06403-12-03 - 26 - June 25, 2001
LIMITATIONS AND UNIFORMITY OF CONDITIONS
1. The recommendations of this report pertain only to the site investigated and are based upon
the assumption that the soil conditions do not deviate from those disclosed in the
investigation. If any variations or undesirable conditions are encountered during constmction,
or if the proposed construction will differ from that anticipated herein, Geocon Incorporated
should be notified so that supplemental recommendations can be given. The evaluation or
identification of the potential presence of hazardous or corrosive materials was not part of the
scope of services provided by Geocon Incorporated.
2. This report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the information and recommendations contained herein are
brought to the attention of the architect and engineer for the project and incorporated into the
plans, and the necessary steps are taken to see that the contractor and subcontractors carry out
such recommendations in the field.
3. The findings of this report are valid as of the present date. However, changes in the
conditions of a property can occur with the passage of time, whether they be due to natural
processes or the works of man on this or adjacent properties. In addition, changes in
applicable or appropriate standards may occur, whether they result from legislation or the
broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly
or partially by changes outside our confrol. Therefore, this report is subject to review and
should not be relied upon after a period of three years.
Project No. 06403-12-01 June 25, 2001
SOURCE : 2001 THOMAS BROTHERS MAP
SAN DIEGO COUNTY, CALIFORNIA
REPRODUCED WITH PERMISSION GRANTED BY THOMAS BROTHERS MAPS.
THIS MAP IS COPYRIGHTED BY THOMAS BROS, MAPS. IT IS UNUWFUL TO COPY
OR REPRODUCE ALL OR ANY PART THEREOF, WHETHER FOR PERSONAL USE OR
RESALE, WITHOUT PERMISSION
4
NO SCALE
GEOCON O
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 858 558-6900 - FAX 858 558-6159
VICINITY MAP GEOCON O
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 858 558-6900 - FAX 858 558-6159
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
AS / JMW DSK / EOOOD DATE 06-25-2001 PROJECT NO. 06403 -12 - 03 FIG. 1
XJ781
APPROVED FILTER FABRIC
6" DIA. PERFORATED
SUBDRAIN PIPE
1" MAX, OPEN-GRADED
AGGREGATE 9 CUBIC FT/FT,
MINIMUM
NOTES:
1 ...SUBDRAIN PIPE SHOULD BE 6-INCH MINIMUM DIAMETER, PERFORATED, THICK
WALLED SCHEDULE 40 PVC, SLOPED TO DRAIN AT 1 PERCENT MINIMUM AND
CONNECTED TO STORM DRAIN SYSTEM OR APPROVED OUTLET
2 WHERE DRAIN EXCEEDS 500 FEET PIPE DIAMETER SHOULD BE INCREASED
TO 8 INCHES
3 FILTER FABRIC TO BE MIRAFI 140N OR EQUIVALENT
NO SCALE
TYPICAL SUBDRAIN DETAIL
GEOCON ^
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 858 558-6900 - FAX 858 558-6159
VILLAGES OF LA'COSTA-THE GREENS
CARLSBAD, CALIFORNIA
AS / JMW DSK/EOOOO DATE 06-25-2001 PROJECT NO. 06403- 12 - 03 FIG. 14
X/R14/1DRAFTING/JIMW/SD
EXISTING GROUND SURFACE
NO SCALE
NOTES:
1 EXCAVATE BACKCUT AT 1:1 INCLINATION SUCH THAT THE KEY WIDTH AT FINISHED PAD GRADE
IS AS SPECIFIED BY THE SOIL ENGINEER
2 BASE OF BUTTRESS FILL TO BE 5 FEET (OR AS DETERMINED BY SOIL ENGINEER) BELOW ADJACENT PAD
GRADE SLOPING A MINIMUM 2% INTO SLOPE
3 BUTTRESS FILL TO BE COMPOSED OF PROPERLY COMPACTED GRANULAR SOIL WITH MINIMUM
SHEAR STRENGTH PARAMETERS OF $=25°, C=300psf
4 WHERE SEEPAGE IS ENCOUNTERED IN BACKCUT CHIMNEY DRAINS TO BE APPROVED PREFABRICATED
CHIMNEY DRAINS PANELS (MIRADRAIN, TENSAR, OR EQUIVALENT) SPACED APPROXIMATELY 30 FEET
CENTER TO CENTER. ADDITIONAL DRAINS WILL BE REQUIRED WHERE AREAS OF SEEPAGE ARE ENCOUNTERED,
5, FILTER MATERIAL TO BE 1-INCH, OPEN-GRADED CRUSHED ROCK ENCLOSED IN APPROVED FILTER FABRIC
(MIRAFI 140N OR EQUIVALENT).
6 COLLECTOR PIPE TO BE 4-INCH MINIMUM DIAMETER, PERFORATED, THICK-WALLED PVC SCHEDULE 40 OR
EQUIVALENT AND SLOPED TO DRAIN AT 1 PERCENT MINIMUM TO APPROVED OUTLET
TYPICAL BUTTRESS DETAIL
GEOCON
INCORPORATED o GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 619 558-6900 - FAX 619 558-6159
AS/JMW REV/DFL
MARIANO
CARLSBAD, CALIFORNIA
DATE 06-25-2001 PROJECT NO. 06195 -12 - 03 FIG 15
X/R14/1DRAFTING/JIMW/BUTFIL2
EXISTING GROUND SURFACE
FINISHED SLOPE
SEE DETAIL-
^////, UNDISTURBED
7^ 20' , t FORMATIONAL
MIN. 1 SOIL
NO SCALE
NOTES:
1 BASE OF STABILITY FILL TO BE 3 FEET INTO DENSE, FORMATIONAL SOILS SLOPING
A MINIMUM 5% INTO SLOPE
2 .APPROVED PREFABRICATED CHIMNEY DRAIN PANELS (MIRADRAIN, TENSAR,
OR EQUIVALENT) SPACED APPROXIMATELY 30 FEET CENTER TO CENTER
3 FILTER MATERIAL TO BE 3M-INCH, OPEN-GRADED CRUSHED ROCK ENCLOSED IN APPROVED FILTER FABRIC
4 COLLECTOR PIPE TO BE 4-INCH MINIMUM DIAMETER, PERFORATED, THICK-WALLED PVC SCEDULE 40 OR
EQUIVALENT AND SLOPED TO DRAIN AT 1 PERCENT MINIMUM TO APPROVED OUTLET
TYPICAL STABILITY FILL DETAIL
GEOCON
INCORPORATED O
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974
PHONE 858 558-6900 • FAX 858 558-6159
JMW/JMW DSK/GTYP1
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
DATE 06-25-2001 PROJECT NO. 06403-12-03 FIG 16
X/R14/1DRAFTING/JIMWSTABF1L8
PROJECT NO. 06403-12-01
ASSUMED CONDITIONS:
Slope Height
Slope Inclination
Total Unit Weight of Soil
Angle of Internal Friction
Apparent Cohesion
No Seepage Forces
ANALYSIS:
H =100 feet
2:1 (Horizontal:Vertical)
Yt =130 pounds per cubic foot
^ = 30 degrees
C = 500 pounds per square foot
FS
• cq)
Ncf
FS
YHtan6 Equation (3-3), Reference 1
C
Equation (3-2), Reference 1
YH
15
47
1.8
Calculated Using Eq. (3-3)
Determined Using Figure 10, Reference 2
Factor of Safety Calculated Using Eq. (3-2)
REFERENCES:
(1) Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics,
Series No. 46, 1954.
(2) Janbu, N., Discussion of J. M. Bell, Dimensionless Parameters for Homogeneous Earth Slopes,
Journal of Soil Mechanics and Foundation Design, No. SM6, November 1967.
CUT SLOPE STABILITY ANALYSIS
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
FIGURE 17
PROJECT NO. 06403-12-03
ASSUMED CONDITIONS:
Slope Height
Slope Inclination
Total Unit Weight of Soil
Angle of Internal Friction
Apparent Cohesion
No Seepage Forces
ANALYSIS:
H = 50 feet
2:1 (Horizontal:Vertical)
Yt =130 pounds per cubic foot
(j) = 25 degrees
C = 300 pounds per square foot
?c(t) -YHtancb
c
Equation (3-3), Reference 1
FS = Nc£ Equation (3-2), Reference 1
YH
?C(|) = 10 Calculated Using Eq. (3-3)
Ncf = 34 Determined Usmg Figure 10, Reference 2
FS = 1.56 Factor of Safety Calculated Using Eq. (3-2)
REFERENCES:
(1) Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics,
Series No. 46, 1954.
(2) Janbu, N., Discussion of J. M. Bell, Dimensionless Parameters for Homogeneous Earth Slopes,
Journal of Soil Mechanics and Foundation Design, No. SM6, November 1967.
FILL SLOPE STABILITY ANALYSIS
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
FIGURE 18
PROJECT NO. 06403-12-03
ASSUMED CONDITIONS:
Slope Height H = Infinite
Depth of Saturation Z = 3 feet
Slope Inclination 2:1 (Horizontal :Vertical)
Slope Angle i = 26.5 degrees
Unit Weight of Water Yw = 62.4 pounds per cubic foot
Total Unit Weight of Soil Yt = 130 poimds per cubic foot
Angle of Internal Friction = 25 degrees
Apparent Cohesion C = 300 pounds per square foot
Slope saturated to vertical depth Z below slope face.
Seepage forces parallel to slope face
ANALYSIS:
FS = C + (r^ - r JZcos^ftan^
;^^Zsin/cosz
2.4
REFERENCES:
(1) Haefeli, R. The Stability of Slopes Acted Upon by Parallel Seepage, Proc. Second International
Conference, SMFE, Rotterdam, 1948, 1, 57-62.
(2) Skempton, A. W., and F. A. Delory, Stability of Natural Slopes in London Clay, Proc. Fourth
International Conference, SMFE, London, 1957, 2, 378-81.
SURFICIAL SLOPE STABILITY ANALYSIS
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
nOURE 19
APPENDIX
1^
- - • ' 'Mi
r+-.
., .-.!{>*:.... . r-
APPENDIX A
FIELD INVESTIGATION
The latest phase of the field investigation was performed during the period of November 4 through
December 1, 1999, and consisted of the excavation of 19 large-diameter borings, 11 small-diameter
borings, 17 "air-track" drill holes and 113 exploratory trenches. The approximate locations of borings
and trenches are shown on Figures 2 through 10.
The small-diameter borings were advanced to depths ranging from 26 to 51 feet below grade using an
Ingersol Rand A-300 truck-mounted drill rig equipped with an 8-inch hollow-stem auger. Relatively
undisturbed samples were obtained by driving a 3-inch split tube sampler 12 inches into the
undisturbed soil mass with a 140-pound hammer falling 30 inches. The sampler was equipped with
1-inch by 2V8-inch brass sampler rings to facilitate removal and laboratory testing. Standard
Penetration Tests (SPT) were also performed at selected intervals. SPT samples were obtained by
driving a 2-inch split-tube sampler into the "undisturbed" soil mass with blows from a 140-pound
hammer falling 30 inches.
The large-diameter borings were advanced to depths ranging from 25 to 101 feet below existing
grade using an E-120 truck-mounted drill rig equipped with a 30-inch diameter bucket auger. For
sampling, a split-tube sampler was driven 12 inches into the "undisturbed" soil mass with the drill rig
Kelly bar. The sampler was equipped with 1-inch-high by 2V8-inch diameter brass sampler rings to
facilitate removal and laboratory testing. Bulk samples were also obtained.
An IngersoU-Rand 500 pneumatic percussion, 4-inch-diameter drill with hydraulic pulldown was
used for air-track holes at selected locations. A graphical representation of each of the air-track
borings is presented on Figure A-169 through A-185. The graphs depict the rate (in seconds per foot)
at which the drill penetrated each foot of depth examined.
The backhoe trenches were excavated to depths 3.5 to 18 feet using a JD 555 trackhoe-equipped with
a 24-inch-wide bucket. Disturbed bulk and chunk samples were obtained at selected locations in the
trenches.
The soils encountered in the borings and backhoe trenches were visually examined, classified, and
logged. Logs of the borings and backhoe trenches are presented on Figures A-1 through A-168. The
logs depict the soil and geologic conditions encountered and the depth at which samples were
obtained.
Project No. 06403-12-03 25, 2001
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
BORING LB 1
ELEV. (MSL.) 240
EQUIPMENT
DATE COMPLETED
BUCKET AUGER
11/4/99
;UJ'
go
Q
tn H o
- 0
MATERIAL DESCRIPTION
14
- 16
- 2 -
- 4 -
LBl-1
LB 1-2
- 10 -
- 12
LB 1-3
20 -
22
24 -
- 26 -
28
LB 1-4
LB 1-5
SM
CH
FILL
\ Loose, humid, dark brown, very Sandy CLAY
SANTIAGO FORMATION
Medium dense, dry, dark yellowish-orange, Silty, fine
to coarse SANDSTONE, random, discontinuous,
caliche filled joints
-Fault: N55W, 54SW, .5" wide, caliche filled
-Possible "drag-structure", (bedding folded into
fault-plane suggesting reverse movement)
Bedding: NICE, 15E; siltstone 2" thick, abundant
caliche
-Undulatory contact
Stiff, dry, pale olive SILTSTONE interbed,
approximately 3' thick
5/12"
-Pinkish-gray below 13 feet
-Bedding: N40W, 21NE (cross bedding?), lenticular
bed less than 1' thick 6/12"
-Bedding: N70E, 14SE; well defined sandstone beds
aj3groximate]y_2^' _th_ick
Hard, moist, pale olive CLAYSTONE,
bentonitic/"soapy" texture, random, discontinuous,
wavy, stained, closed fractures, massive
4/12"
124.8
112.2
10.8
20.2
Figure A-1, Log of Boring LB 1 LC6
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL c. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
@ ... DISTURBED OR BAG SAMPLE B. . CHUNK SAMPLE ? •• . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
BORING LB 1
ELEV. (MSL.) 240
EQUIPMENT
_DATE COMPLETED
BUCKET AUGER
11/4/99
LU
gLj
go
a: a
MATERIAL DESCRIPTION
Hard, moist to very moist, pale olive, CLAYSTONE,
massive, scattered, random, stained, discontinuous
joints, bentonitic
Bedding: N55W, 23NE; polished, undulatory, stained
texture, yellowish-orange
-Blocky, slickensided surfaces, random, stained joints
-Bedding: N73E, 35SE; slickensided, polished plane,
slickensides parallel to dip
-Very slight seep on north side of hole
Hard, damp, pale olive SILTSTONE, massive
-Bedding: N70W, 20NE, contact with sandstone
-Lenticular sandstone
-Bedding: N40W, 16SW, lower contact
Hard, moist, pale olive to light olive-gray, plastic
CLAYSTONE, massive, abundant, random,
discontinuous, polished, slickensided surfaces,
bentonitic/"soapy" texture
10/12" 120.7 14.6
12/10" 124.7 12.1
15/10" 117.7 17.5
Figure A-2, Log of Boring LB 1 LOG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E. .. STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
S ... DISTURBED OR BAG SAMPLE B. .. CHUNK SAMPLE ¥ •• . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
BORING LB 1
ELEV. (MSL.) 240
EQUIPMENT
_DATE COMPLETED
BUCKET AUGER
11/4/99
;LU'
a:
H'
LU
Q
Lu-ce
1
MATERIAL DESCRIPTION
Becomes grayish-green CLAYSTONE, massive
Undulatory_contact_, generally Jiorizontal
Very dense, dry, grayish-yellow, fine to medium,
•SHtrSANBSTONE, iiueiued'
-Undulatory contact, generally horizontal
-Becomes light gray, fine, Silty SANDSTONE
Hard, moist to wet, light olive-gray,
SILTSTONE/CLAYSTONE
20/10" 118.0 15.7
Figure A-3, Log of Boring LB 1 LCG
SAMPLE SYMBOLS ° - • UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
5-CJ3 O _I O X
I-
H
SOIL
CLASS
(USCS)
BORING LB 1
ELEV. (MSL.) 240
EQUIPMENT
DATE COMPLETED
BUCKET AUGER
11/4/99
;IU' O,
lU^CD ri
LU
a
iu^>
90
MATERIAL DESCRIPTION
- 92 -
- 94 -
96 -
98 -
- 100 -
Joints: N20E, 55W, N55E, 40NW; discontinuous,
undulatory
-Slight seepage at 92 feet
ML/CL
ML
CL
-Gradational_lower contact
Hard SILTSTONE layer
-Gradational_/biotiirbated contact
Very hard, moist light olive gray, CLAYSTONE
-End visual log at 100 feet
BORING TERMINATED AT 101 FEET
Figure A-4, Log of Boring LB 1 LCG
SAMPLE SYMBOLS ° '"" UNSUCCESSFUL
& ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SOIL
CLASS
(USCS)
BORING LB 2
ELEV. (MSL.) 210
EQUIPMENT
DATE COMPLETED
ROTARY BUCKET 30"
11/18/99
Myi-
LU
H .
^Lil
LU
Q
(J) H LU
-o
CJ MATERIAL DESCRIPTION
- 10
24
- 26
- 28
12 -
- 14 -
16 -
18
20
- 22
LB2-3
LB2-4
CL
CL
CL
SM
COLLUVIUM
Stiff, moist, dark gray-brown, Sandy CLAY
-Porous, with shrink crack l/4"-r' wide
-Very irregular, transitional contact
SANTIAGO FORMATION
Very stiff, moist, light olive, Silty CLAYSTONE
-Very weathered and fractured
-Becomes harder
-Becomes hard to very hard, moist, light olive, Silty
CLAYSTONE 8/11" 127.2
-Horizontal bedding contact
Dense to very dense, damp, light reddish-brown, very
Silty, coarse, SANDSTONE, with trace clay, massive
8/11' 121.0
21.0
7.1
Figure A-5, Log of Boring LB 2 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • . .. DRIVE SAMPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE I . .. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
SOIL
CLASS
(USCS)
BORING LB 2
ELEV. (MSL.) 210
EQUIPMENT
DATE COMPLETED
ROTARY BUCKET 30"
11/18/99
;LU'
Lubo
LuiiicQ
tn,
LU,
CD
LU
30 -
54
32
34
36
- 38 -
40
42
44
46 -
48
50
- 52
LB2-5 CL
LB2-6
LB2-7
MATERIAL DESCRIPTION
-Inclined depositional contact (N50E, 20S), with fine
gravel layer at 30 feet
Hard, moist, olive, Silty CLAYSTONE; fractured,
massive
-Fracture; discontinuous, hairline at N-S, 70E, with
jarosite lining and some gypsum, and normal
slickenside-striations
-Minor secondary fault
-Becomes harder, less fractured, with scattered
grit-size sand
20/10" 127.5 12.1
BORING TERMINATED AT 54 FEET
Figure A-6, Log of Boring LB 2 LCG
SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E. .. STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
. DISTURBED OR BAG SAMPLE B. .. CHUNK SAMPLE ¥ • . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET H
SOIL
CLASS
(USCS)
BORING LB 3
ELEV. (MSL.) 235
EQUIPMENT
DATE COMPLETED 11/18/99
ROTARY BUCKET 30"
LU
CO
CJ H lU
-o o
- 0 MATERIAL DESCRIPTION
- 4 -
LB3-1
10 -
12
LB3-2
LB3-3
14
16 -
18 -
20 -
- 22 -
- 24
- 26
28
CL
SM
CL
TOPSOIL
Stiff, moist, dark gray-brown, Sandy CLAY
SANTLVGO FORMATION
Dense, damp, light brown to tan, Silty, fine
SANDSTONE, with trace clay
-6" claystone layer; horizontal
-Irregular, near-horizontal, depositional contact, (with
fine gravely, coarse sand)
Very stiff to hard, moist, light olive, Silty
CLAYSTONE
-Very fractured, weathered
-Bedding plane shear, horizontal, ~ 1/4-1/2" thick,
with gypsum liner, throughgoing, plastic, wet
-Bedding plane shear, very irregular, 1/4"-1/2" thick
with gypsum, approximately southward dip,
throughgoing, plastic, wet, with some sand
-Becomes less weathered and fractured
-Remolded clay seam, N60W, 30NE; l/16"-l/8" thick,
throughgoing, plastic and wet; approximately 4"-6"
thick zone of very fractured wallrock on either side
-Joint/fault (?), N30W, 30NE; l/2"-l" thick,
throughgoing, with wet, plastic and jarosite/gypsum
116.1 17.4
Figure A-7, Log of Boring LB 3 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST •
.. CHUNK SAMPLE Y.
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _J o n: I-
H
SOIL
CLASS
(USCS)
BORING LB 3
ELEV. (MSL.) 235
EQUIPMENT
DATE COMPLETED 11/18/99
ROTARY BUCKET 30"
:LU'
<i:t\
LUHO
LutticQ
03,
UJ
Q
30
32
34
MATERIAL DESCRIPTION
LB3-6
LB3-7 CL
SM
linings (orange to brown)
Hard, moist, olive to brown, Silty CLAYSTONE
-Fractured, massive
, _ _-Near-horizontal contact
Dense, damp, light brown to orange, Silty, fine
\ SANDSTONE
BORING TERMINATED AT 35 FEET
108.0 21.9
Figure A-8, Log of Boring LB 3 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
M ... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST M... DRIVE SAMPLE (UNDISTURBED)
B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SOIL
CLASS
(USCS)
BORING LB 4
ELEV. (MSL.) 145
EQUIPMENT
DATE COMPLETED 11/19/99
ROTARY BUCKET 30"
<ES\
LU
Lu^m
LU CJ
Q
CO H LU
-o
CJ
- 0
- 26
28
LB4-1
10
- 12
- 14 -
- 16
- 18
20 -
- 22
24 -
CL/ML
LB4-4
CL
SC
SM
-3M-GM
CL
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, humid, dark gray-brown, Sandy CLAY
TERRACE DEPOSIT
Medium dense to dense, damp, light brown-olive,
with reddish-brown mottling. Clayey, fine SAND
Very stiff to medium dense, damp, light brown-olive,
very Silty CLAY to Clayey SILT, with some sand,
with white mottling of calcium sulfate (gypsum)
-Becomes more sandy
_-Irregular bedding_ c_ontact; _N70E, _15N _ _ _
Dense, damp, light brown-tan, Silty, fine SAND
-2" thick, horizontal grit-size sand layer (angular
volcanic grit)
-Near-horijqntal transitional contact
Very dense, damp, reddish-brown. Gravelly, medium
to coarse SAND, with angular, fine volcanic
GRAVEL
-Irregular deposition contact, near-horizontal; burrows
into unit below
SANTLVCJO FORMATION
Very stiff to hard, moist, olive, Silty CLAYSTONE
-Very fractured, with discontinuous clay seam,
calcium sulfate (gypsum) linings on fractures
-Becomes less fractured
BORING TERMINATED AT 30 FEET
Figure A-9, Log of Boring LB 4
8/10"
124.4
122.1
120.2
8.9
9.8
14.5
LCG
SAMPLE SYMBOLS ^ '' . SAMPLING UNSUCCESSFUL E. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
m.. . DISTURBED OR. BAG SAMPLE B. . CHUNK SAMPLE T .. . WATER TABLE OR SEEPAGE
inc LUb ui- bUBbUKi-ACt LUNUiriONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SOIL
CLASS
(USCS)
BORING LB 5
ELEV. (MSL.) 165
EQUIPMENT
DATE COMPLETED
ROTARY BUCKET 30"
11/19/99 <EF-
UJ: LU
a.'
>-• h-
U.
\ CO go n go LO CO Q u
- 2
- 14
- 6 -
10 -
12 -
16 -
18 -
- 20 -
22
24 -
26 -
28 -
LB5-3
SM
SM
ML
CL
MATERIAL DESCRIPTION
TOPSOIL
Loose, dry, dark gray, Silty, fine SAND
-Porous
-Becomes medium to coarse-grained
-Cross-bedding inclined 15-20 degrees northward
-Horizontal bedding
Dense, damp, light reddish-brown, Silty, coarse
SANDSTONE
-Becomes gravelly and very moist
-Irregular, interfingering contact, approximately
horizontal
Hard, moist, blue-gray to olive, Sandy SILTSTONE,
with some clay
-Interfingering, transitional contact; approximately
horizontal_
Hard, moist, dark olive, SiUy CLAYSTONE
-Very fractured, with discontinuous clay seams
SANTL\GO FORMATION
Dense, humid, light tan, Silty, fine SANDSTONE
8/11'
8/10"
10
L
125.8
117.2
11.9
16.7
Figure A-10, Log of Boring LB 5 LCG
SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
. DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? •• . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
SOIL
CLASS
(USCS)
BORING LB 5
ELEV. (MSL.) 165
EQUIPMENT
DATE COMPLETED
ROTARY BUCKET 30"
11/19/99
LU
LU
CL'
LU'^ >
IN DENS r F RES] (BLO a
LU
-o o
30 MATERIAL DESCRIPTION
32 -
34 -
-Scattered subangular volcanic clasts
CL
BORING TERMINATED AT 35 FEET
Figure A-11, Log of Boring LB 5 LCG
SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E. .. STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
. DISTURBED OR BAG SAMPLE B. .. CHUNK SAMPLE ¥ • . WATER TABLE OR SEEPAGE
— —,..,.,.w,.w w..iun.i iiL.i\i.uii nrri-ito unL T HI I nc SfCuriL tsUKlNU UK I KbNCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SOIL
CLASS
(USCS)
BORING LB 6
ELEV. (MSL.)
EQUIPMENT
260 DATE COMPLETED 11/19/99
ROTARY BUCKET 30"
:LU'
Mi
<i:
HIS _ ^ r-i
:\
LU
LuSitn
LU
>-°-
LU;
LU
MATERIAL DESCRIPTION
- 4
10
12
18
20
- 26
- 28
2 -
LB6-1
6 -
LB6-2
14 -
16
22 -
24 -
LB6-5
LB6-6
SC
ML
SM
ML
SM
TOPSOIL
Loose, dry, dark gray-brown, very Clayey, Gravelly
SAND, with angular volcanic clasts
SANTL\GO FORMATION
Medium dense, damp, light brown. Clayey, Sandy
SILTSTONE
-Highly weathered
-Horizontal beds
Dense, damp, reddish-brown, Silty, medium
SANDSTONE, with some day
Very stiff, moist, light olive. Clayey SILTSTONE
-Gypsum
-Horizontal contact
Dense, damp, reddish-brown, Silty, fine SAND, with
some clay
-12" cemented fossiliferous layer
-Bedding plane shear at 19.5 feet, l/8"-l/4" thick,
horizontal, discontinuous
-Clay seam (not remolded) N-S, 5W approximately
1-2" thick, very moist, bentonitic?
-Becomes light olive to brown
5/9"
11
120.0 12.1
122.1 13.1
Figure A-12, Log of Boring LB 6 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E. .. STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAMPLE B. .. CHUNK SAMPLE ? -. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
SOIL
CLASS
(USCS)
BORING LB 6
ELEV. (MSL.) 260
EQUIPMENT
DATE COMPLETED 11/19/99
ROTARY BUCKET 30"
:LU'
OL
0.
LU
a
CO LU
-o o
30
32 -
h 34 -
36
38 H
40
LB6-7
LB6-8
MATERIAL DESCRIPTION
ML
Dense, moist, light olive. Clayey SILTSTONE
CL
Hard, moist, olive to gray, Sandy CLAYSTONE, with
some silt 20
5M-ML
Dense, moist, light olive-brown, very Silty, fine
SANDSTONE to Sandy SILTSTONE
BORING TERMINATED AT 41 FEET
Figure A-13, Log of Boring LB 6 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ¥ •• . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SOIL
CLASS
(USCS)
BORING LB 7
ELEV. (MSL.) 220
EQUIPMENT
DATE COMPLETED 11/22/99
ROTARY BUCKET 30"
gL.
go
•
cn LU
•o
MATERIAL DESCRIPTION
- 2
- 4 -LB7-1
10 -
12
14
16
18
20
22
24
26
- 28 -
SM
::L-ML
CL
TOPSOIL
Stiff, humid, dark brown, very Sandy CLAY
SANTIAGO FORMATION
Dense, damp, light reddish-brown, Silty
SANDSTONE, with some clay, weathered
-Becomes dark red-brown
-1" thick clay seam (not remolded), N-S, 5W
-Near-horizontal deposition-contact
Hard, moist, light olive, very Silty CLAYSTONE to
Clayey SILTSTONE
-Becomes sandy
-Joint, fracture, with 1/4" thick clay seam, N30E,
30NW
-Discontinuous clay seams, E-W, 30S (very fractured
claystone with sand)
Hard, moist, medium olive-gray, Silty CLAYSTONE,
with discontinuous slickensided fractures, typically
random and steep
117. 7.6
115.3 15.7
Figure A-14, Log of Boring LB 7 LCG
SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
m.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ¥ •• . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01'
BORING LB 7
ELEV. (MSL.) 220
EQUIPMENT
DATE COMPLETED
ROTARY BUCKET 30"
11/22/99
MATERIAL DESCRIPTION
;LU' O, M
Dense, damp, light olive, Sandy SILTSTONE, trace
clay
_-Contact_N80E,_10S _ _
Dense, damp, light tan, sllty, fine SANDSTO~NE~ ~
-Becomes reddish-brown (layers)
-Bedding plane shear, N70E, 5S; 1/8"-!"
_throughg^omj,_slickensided^ wet
Hard, moist, light olive-brown, Sandy CLAYsf 6NE~
LU
CD
15
o
Dense, damp, light brown-tan, very Silty, fine
SANDSTONE, massive
-6" cemented layer; lenticular
Hard, moist, olive, Silty, Sandy CLAYSTONE
Figure A-15, Log of Boring LB 7
20/7"
40/9"
114.6
121.3
18.6
14.2
SAMPLE SYMBOLS u.. . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
m.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ¥ •• . WATER TABLE OR SEEPAGE
•••^ ^unuiiiuna anuwN ncKCUN APKLlbS ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THP
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATVONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O
H
SOIL
CLASS
(USCS)
BORING LB 7
ELEV. (MSL.) 220
EQUIPMENT
DATE COMPLETED 11/22/99
ROTARY BUCKET 30"
Mi
LUttiCQ
H'
LU
o
m6
u
- 60
MATERIAL DESCRIPTION
LB7-13
BORING TERMINATED AT 61 FEET
Figure A-16, Log of Boring LB 7 LCG
SAMPLE SYMBOLS ° """ UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST B... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ••- WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O
H
SOIL
CLASS
(USCS)
BORING LB 8
ELEV. (MSL.) 180
EQUIPMENT
DATE COMPLETED 11/22/99
ROTARY BUCKET 30" g<
lu:
CO
LU
>-
iL
LU,
iui>
H LU
-o o
MATERIAL DESCRIPTION
6 -
10
12
14
- 16
18
20 -
22
24
26
SC-CL
SM
SC
CL
GC
LANDSUDE DEBRIS
Stiff, humid, dark brown, very Clayey SAND
Medium dense, damp, light brown, Silty, fine to
medium SAND, with some clay
Medium dense, moist, olive-brown. Clayey, fine
SAND
Medium dense, moist, light olive to red-brown, Sandy
CLAY, with scattered, subrounded to angular volcanic
gravel, (brecciated Santiago formation claystone)
-Remolded clay seam-contact at 19.2 feet at N70E,
- 1. wet,_plastic_and_throiighg_oing _
Medium dense, moist to very moist, reddish-brown,
very Clayey, coarse GRAVEL, with angular to
subrounded volcanic clasts; disturbed, non-imbricated
texture (debris-flow?)
-Strong seepage at 25 feet
SANTIAGO PEAK VOLCANICS
Very weathered, fractured, light olive to
reddish-brown, weak VOLCANIC ROCK, with
oversize floater boulders
BORING TERMINATED AT 27 FEET
REFUSAL
Figure A-17, Log of Boring LB 8 LCG
SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
m.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? •• . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
BORING LB 9
ELEV. (MSL.) 140
EQUIPMENT
DATE COMPLETED 11/23/99
ROTARY BUCKET 30"
M
;LU'
CJu Ll.
>-
gL
LU CJ in
H UJ
MATERIAL DESCRIPTION
FILL
Loose, dry to humid, medium olive-brown, very
Gravelly, Clayey SAND
-Scattered 12" boulders, weeds
117.7 12.9
Loose, moist, reddish-brown, very Gravelly CLAY
Soft, moist, light to medium olive, Silty CLAY
-Strong organic odor PUSH 115.1
Soft, moist, dark brown-olive. Gravelly, Sandy CLAY
-Very strong organic odor
Loose, dry to humid, light reddish-brown, very
Gravelly, Clayey SAND, with rock > 10"
16.8
Figure A-18, Log of Boring LB 9 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
^ ... DISTURBED OR BAG SAMPLE B. . CHUNK SAMPLE ¥ •• . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
SOIL
CLASS
(USCS)
BORING LB 9
ELEV. (MSL.) 140
EQUIPMENT
DATE COMPLETED
ROTARY BUCKET 30"
11/23/99 <t:£\
LU
LUgCQ o
MATERIAL DESCRIPTION
- 30
- 32
34
- 36
- 38
40
Loose, dry to humid, light reddish-brown, very
Gravelly, Clayey SAND
GC-SC
LB9-4
LB9-5
LB9-6
SC
SANTIAGO FORMATION
Hard, moist, light olive to gray, Sandy CLAYSTONE,
massive
12 110.1 19.:
BORING TERMINATED AT 41 FEET
Figure A-19, Log of Boring LB 9
1
LCG
^ ^ n ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B.
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE 3f ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _J O X
1-
H
SOIL
CLASS
(USCS)
BORING LB 10
ELEV. (MSL.) 290 DATE COMPLETED 11/23/99
EQUIPMENT ROTARY BUCKET 30" go
>-
^O
a
H UJ
MATERIAL DESCRIPTION
m
m
uio-6 ^m.
32 -
- 34
36
38
40 -
- 42 -
44 -
- 46 -
:.B10-7
:.B10-8
48 -
50 LB 10-9
SM
-Clay seam 1/8' thick, horizontal; not remolded
Dense, moist, light reddish-brown, Silty, fine
SANDSTONE, massive
-Joint; N30E, 65SE, with black, manganese oxide
coating 14/8"
-Becomes light brown to tan, Silty, very fine
SANDSTONE 14/9"
-Becomes light olive-brown
BORING TERMINATED AT 51.5 FEET
Figure A-21, Log of Boring LB 10 LCG
SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E. .. STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL
B. ^ .. . DISTURBED OR BAG SAMPLE B. .. CHUNK SAMPLE ? • . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
a: >-u CD 1-O <r _J zs. o a X z 1— ID H O _1 oc CD
SOIL
CLASS
(USCS)
BORING LB 10
ELEV. (MSL.) 290
EQUIPMENT
DATE COMPLETED
ROTARY BUCKET 30"
11/23/99
:LU' O,
•M-gt LU
CO,
UJ
Q
Lu;
LJ
MATERIAL DESCRIPTION
- 12
14
- 16
- 2 -
4 -
6 -
LBlO-1
LB 10-2
10 -
18 -
20
22
- 24
26
28
4
::f::'t: m m
w
W Si
m m.
m m m
m m m m m
m m
m
SC-CL TOPSOIL
Loose, dry to humid, dark gray-brown, very Clayey,
fine SAND
SANTIAGO FORMATION
Dense, damp, light olive to tan, Silty, fine
SANDSTONE, with some clay, upper 2 feet
-Becomes massive
SM
-Becomes light red-brown
117.6
8/10"
6/9" 115.7
9.3
12.3
Figure A-20, Log of Boring LB 10 LCG
SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E. .. STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL
B. ^ •• . DISTURBED OR BAG SAMPLE B. .. CHUNK SAMPLE ? •• . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
BORING LB 11
ELEV. (MSL.) 206
EQUIPMENT
DATE COMPLETED 11/24/99
ROTARY BUCKET 30"
;LU' O,
LU
g§ LU
a
lu; ct:
Kg
MATERIAL DESCRIPTION
- 24
TOPSOIL
Loose, dry, dark brown, very Clayey, fine SAND
SANTL\GO FORMATION
Stiff, moist, olive to brown, Silty CLAYSTONE
-Very weathered and fractured
-Bedding plane shear with (calcium sulfate);
horizontal
-6" concretion layer at 8 feet-lense
-Abundant horizontal gypsum seams (1/8-1/2" thick)
-Horjzontal deposkion-cont^ct
Dense, damp, reddish-brown, Silty, medium
SANDSTONE, with some clay
-8" fossil shell layer
-1/2" horizontal clay seam; not remolded
1/6" 102.9 20.2
119.0 10.0
Figure A-22, Log of Boring LB 11 1
LCG
SAMPLE SYMBOLS ° "'' '''''''' UNSUCCESSFUL
S ... DISTURBED OR BAG SAMPLE
E.
B.
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SOIL
CLASS
(USCS)
BORING LB 11
ELEV. (MSL.) 206
EQUIPMENT
DATE COMPLETED 11/24/99
ROTARY BUCKET 30"
gL
- 30
MATERIAL DESCRIPTION
- 32 -
34 -
LB 11-6
36 -
- 38
- 40 -
- 42 -
- 44 -
SC-CL
CL-CH
SM
Hard/dense, moist, reddish-brown. Clayey
SANDSTONE, and Sandy CLAYSTONE
-Alternating beds
-Horizontal bedding^ _
Hard, very moist, olive, Silty CLAYSTONE
-Fractured, with gypsum-linings 10 112.7
-Remolded clay seams N-S, 40E; discontinuous, 1-2"
zone
Dense, damp, light brown-olive, Silty, fine
SANDSTONE
18.4
BORING TERMINATED AT 45 FEET
Figure A-23, Log of Boring LB 11 LCG
SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • . .. DRIVE SAMPLE (UNDISTURBED)
m.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE I . .. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
BORING LB 12
ELEV. (MSL.)
EQUIPMENT
215 DATE COMPLETED 11/24/99
ROTARY BUCKET 30"
H
;IU'
CJL
iu^m
H
in
LU
a
Q::
a
/—i
LJL
CJ
LU;
UJ
•o
CJ
MATERIAL DESCRIPTION
TOPSOIL
Stiff, humid to dry, dark gray-brown, Sandy CLAY
SANTIAGO FORMATION
Dense, damp, light brown to tan, Silty, fine
SANDSTONE, with coarse lenses, massive
122.9 11.7
Dense, damp, light olive, very Silty, very fine
SANDSTONE to Sandy SILTSTONE
Dense, damp to moist, light brown, Silty, medium
SANDSTONE
-N-S, lOE^ very_irregular_degositiqn_comact_ _
Hard, moist, olive to brown, Silty, Sandy
CLAYSTONE, with irregular l"-2" lenses of
sandstone, with scattered gravel
Hard, moist, olive, Silty CLAYSTONE; fractured,
massive
-Joint with 1/4", jarosite-stained clay lining N80E,
30S
108.0 20.6
Figure A-24, Log of Boring LB 12 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E ..
^ ... DISTURBED OR BAG SAMPLE B .-
STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE ? .•• WATER TABLE OR SEEPAGE
MnTC. Twi: inr OF <;iJRSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDTCA™ REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O SOIL
CLASS
(USCS)
BORING LB 12
ELEV. (MSL.) 215
EQUIPMENT
DATE COMPLETED 11/24/99
ROTARY BUCKET 30"
jLU' O.
Lu^m
in
iL
LU CJ
Lu:
LU
•o
CJ
MATERIAL DESCRIPTION
30
32
34
:.B12-6
36 -
38 -
40
I
-Slight seepage along fracture
-12" horizontal deposition contact
ML
Very hard, damp, gray-olive, Sandy SILTSTONE,
with some clay
-Massive, no fractures, difficult drilling
14/7"
BORING TERMINATED AT 41 FEET
Figure A-25, Log of Boring LB 12 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E .,
S ... DISTURBED OR BAG SAMPLE B ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR FRENCH LOCATION AND AT TH^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
BORING LB 13
ELEV. (MSL.) 190
EQUIPMENT
DATE COMPLETED 11/29/99
ROTARY BUCKET 30"
;UJ
OL
:<i: LJ.
LU CJ H LU
-o
O
MATERIAL DESCRIPTION
- 2 -
- 4 -
L.B13-1
- 6 -
- 8
10 -
12 -
14 -
- 16 -
18
20
22
24
26
28
:.B13-4
m m m
m
TOPSOLL
Stiff, moist, dark brown to reddish-brown, very
Sandy CLAY
SANTIAGO FORMATION
Dense, damp, light brown, Silty, fine SANDSTONE
-Bedding horizontal
Hard, moist, light olive to brown, very Clayey
SILTSTONE, with interbedded thin SANDSTONE
beds
-Bedding N20W, 8SW
116.4 10.6
112.3 18.9
Dense, damp, reddish-brown, Silty, fine
SANDSTONE, with some clay
-Cemented sandstone layer ~ 8" thick (fossiliferous)
Dense, damp to moist, red-brown to olive, Silty, fine
SANDSTONE, with interbedded claystone
-4-5" claystone layer (no remolding)
118.5 16.1
1 1 l->.1.'l'l 1 \
Figure A-26, Log of Boring LB 13 LCC
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
... DISTURBED OR BAG SAMPLE
E.
B.
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
BORING LB 13
ELEV. (MSL.) 190
EQUIPMENT
DATE COMPLETED 11/29/99
ROTARY BUCKET 30"
LU
g§
coH Hi; LLltiitQ
ft w
gL
UI CJ
LU*
is •o CJ
MATERIAL DESCRIPTION
-4-6" thick cemented sandstone layer
-Slight_seepage (perched)_
Hard, very moist, olive to brown, Silty CLAYSTONE
-Fractured, caving, with water along fractures
-Slight_seepage
Very hard, moist, olive-gray. Clayey SILTSTONE
-Slight to moderately cemented in upper portion
Hard, moist, dark olive, Silty CLAYSTONE.
12/9" 115.4 15.3
Dense, very moist, light olive to brown, medium to
coarse SANDSTONE
Very dense, damp, medium olive-gray, Silty, very
fine SANDSTONE, with trace clay
_B0RINj3_TERMJNATEp_ AT 60_F_EET
Hard, moistT dark olive, Clayey SILTSTONE
20/10"
Figure A-27, Log of Boring LB 13 LC(
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST
^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
SOIL
CLASS
(USCS)
BORING LB 14
ELEV. (MSL.) 195
EQUIPMENT
DATE COMPLETED 11/29/99
ROTARY BUCKET 30"
;LU' CJu
UJ^iCQ
ft Li. w
go O) LU
-o
O
MATERIAL DESCRIPTION
4 -
6 -
10 -
m
. • J • •
m
LB14-1 1:
12
14 -
16 -
18
- 20 -LB 14-2
22
24 -
26
28 -
SC
SM
ML
SM
CL
TOPSOIL
Loose, dry, dark gray-brown. Clayey, fine SAND
SANTL\GO FORMATION
Dense, damp, light brown to tan, Silty, fine to
medium SANDSTONE
Dense, damp, light olive, Sandy SILTSTONE, with
trace clay
Very dense, damp, light brown-tan, Silty, fine to
medium SANDSTONE
-Becomes moist
-Very irregular scour-contact into weathered
\ claystone (to a clay seam), N70E, lOS, wet, plastic,
I _
Hard, moist! Tight olive, very Silty CLAYSTONE,
with some sand interbedded throughout
-Discontinuous clay seams (slickensided fractures and
varying dips in 6" zone)
8/10" 124.2 14.0
Figure A-28, Log of Boring LB 14 LCG
• .. . SAMPLING UNSUCCESSFUL E. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
• .. . SAMPLING UNSUCCESSFUL
B. TABLE OR SEEPAGE S .. . DISTURBED OR BAG SAMPLE B. . CHUNK SAMPLE ? •• . WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
BORING LB 14
ELEV. (MSL.) 195
EQUIPMENT
DATE COMPLETED 11/29/99
ROTARY BUCKET 30"
i LU' O. H t-<E ai I-
UJ
LU CJ
Q
Lu;
cn
CJ
MATERIAL DESCRIPTION
15/8"
Very dense, moist, gray-olive. Clayey SILTSTONE;
with some very fine sand
-Horjzontd bedding^
Very hard, moist, dark olive-brown, Silty
CLAYSTONE, massive
15/8"
BORING TERMINATED AT 42 FEET
Figure A-29, Log of Boring LB 14 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENC"
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
BORING LB 15
ELEV. (MSL.) 250
EQUIPMENT
DATE COMPLETED 11/30/99
ROTARY BUCKET 30"
H
;LU'
g<
gi
LU CQ
H'
LU CJ
Q
H
CJ
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Loose, humid, dark brown, very Clayey, fine SAND
-Becomes medium dense, damp, light olive, very
Clayey, fine to coarse SAND
-Highly weathered and fractured
-Clay seam, l/8"-l/4"; N65E, 25N, joint, with
calcium sulfate lining
's~tiff"mois~t,"olive, very Sandy CLAYSTONE, with
some silt, very fractured, weathered
-Fracmre and clay seam; l/8"-l/4"; N60E, 8-lOSE,
wet, plastic and slickensided, throughgoing, with
calcium sulfate lining
-Remolded clay seam; l/4"-l/2", N50W, 15-20NE;
wet, plastic and throughgoing, with orange iron oxide
staining-base of slide
SANTL\CJO FORMATION
Hard, moist, olive, Silty CLAYSTONE; fractured, but
massive and intact
-Becomes medium olive
-Massive, moderate fracturing
-Discontinuous clay seams; zone ~ 12" thick at N40W,
30-40NE
-Becomes very hard, massive, with few fractures
-Horizontal transition to siltstone and sand_stone_
Dense, damp, light brown to tan, Silty, fine
SANDSTONE
1/6" 106.7 21.0
3 122.2 13.4
Figure A-30, Log of Boring LB 15 LCG
• ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST
B ... CHUNK SAMPLE
• ... DRIVE SAMPLE (UNDISTURBED)
I ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
5-CD O _1 O X
I-
H
SOIL
CLASS
(USCS)
BORING LB 15
ELEV. (MSL.) 250
EQUIPMENT
DATE COMPLETED 11/30/99
ROTARY BUCKET 30"
LU'
CJL
LU
IJJ:
CO,
LU in H o
-o a
MATERIAL DESCRIPTION
- 30 :.B15-4
:.B15-5
32 -
- 34 -
- 36 -
- 38
- 40 -B15-61::^:]::!
20/11"
-Becomes medium to very coarse-grained and massive
20
BORING TERMINATED AT 41 FEET
128.9 12.4
Figure A-31, Log of Boring LB 15 LCG
SAMPLE SYMBOLS
SAMPLING UNSUCCESSFUL E..
S ... DISTURBED OR BAG SAMPLE B ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING 0^ FRENCH LOCATION AND AT T^^^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _l O X
1-
H
SOIL
CLASS
(USCS)
BORING LB 16
ELEV. (MSL.) 175
EQUIPMENT
DATE COMPLETED 11/30/99
ROTARY BUCKET 30"
;LU'
CJl
CO 0)
I I I
H'
tn,
LU
Q CJ
MATERIAL DESCRIPTION
- 0
2 -
- 4
- 6 -
10 -:.B16-1
- 12
14
16 -
18 -
20 -:.B16-2
- 22
24
- 26
28
TOPSOIL
Stiff, humid, dark brown. Sandy CLAY
CL
ML
SM
CL-SC
SANTIAGO FORMATION
Hard, damp, olive-light brown, Sandy CLAYSTONE
-Very fractured and weathered, with calcium sulfate
filling some fractures
Dense, damp, light olive. Clayey SILTSTONE
Dense, damp, light brown to tan, Silty, fine
SANDSTONE, massive
8/11" 121.4
-Irregular depositional contact approximately N-S,
2_0S;_no sh_earijig .
Hard, moist, light olive to brown, Sandy
CLAYSTONE to very Clayey, fine SANDSTONE
-Massive, blocky fracturing
13.3
Figure A-32, Log of Boring LB 16 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST
S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
BORING LB 16
ELEV. (MSL.) 175
EQUIPMENT
DATE COMPLETED 11/30/99
ROTARY BUCKET 30"
:LU'
:LL
in
LU
>
gL
UJ
o CJ LU
•O U
MATERIAL DESCRIPTION
-Clay seam-contact, N60E, 20SE, 1/16-1/4" thick,
wet, plastic and undulating; with very fractured,
iron-stained_zone -_ 2"_on either_side
Dense, damp to moist, light brown to olive, Silty,
medium to coarse SANDSTONE, with some clay
-Fine, gravelly sjmd alo_ng neariy_horizontal_contact_
Hard, moist, medium olive-brown, Silty
CLAYSTONE
Very hard, damp, dark gray-olive, Clayey
SILTSTONE, with some very fine sand
Dense, damp, light brown, Silty, fme SANDSTONE
BORING TERMINATED AT 52 FEET
14 123.8 13.3
16
20/11' 128.0 10.5
Figure A-33, Log of Boring LB 16 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST •
CHUNK SAMPLE ?
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
" DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
BORING LB 17
ELEV. (MSL.) 240
EQUIPMENT
DATE COMPLETED 12/1/99
ROTARY BUCKET 30"
cH7?,in cni
uJ;
LU
LU JSca
H' 03,
UJ CJ
m6
MATERIAL DESCRIPTION
FILL
Soft, humid, mottled dark brown to light olive, Silty
CLAY, with some sand, porous textare, rootlets
SANTIAGO FORMATION
Very stiff, damp, medium olive, Silty CLAYSTONE;
very fractured, brittle
-Near-horizontal contact (transitional over several
inches)
Dense, damp, light olive to brown, very Silty, fme
SANDSTONE, with some clay
-6" X 24" lenticular concretion
-Becomes light brown to tan, very Silty, fine
SANDSTONE
-Becomes medium-grained (orange, horizontal 3" bed)
-Becomes orange, coarse-grained
-Becomes very moist, orange, Silty, very coarse
SANDSTONE
-Slight seepage (perched above sharp, horizontal,
scour-contact
Hard, moist, light olive, very Clayey SILTSTONE
-Cemented, fine sandstone, 6"-8"-l--, gray, horizontal
at base
127.4 11.5
8/10"
Figure A-34, Log of Boring LB 17 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST «... DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
BORING LB 17
ELEV. (MSL.) 240
EQUIPMENT
DATE COMPLETED 12/1/99
ROTARY BUCKET 30"
;IU' O.
CO
in'-
in
H'
CO,
CJ
n
tor H UJ
-o
CJ
MATERIAL DESCRIPTION
- 30 LB17-4 SM
32 -
34 -
- 36 -
- 38
40
- 42
CL
Dense, wet, light olive, Silty, medium SANDSTONE
-Slight seepage
-Scoured deposition-contact; NlOE, 10W (with - 1"
_ _iron-_staine_d_basal_I^er)
Hard, moist, medium olive, Sifty CLAYSTONE
-Becomes very sandy (lenses)
-Becomes very hard, dark olive-gray, Silty
CLAYSTONE
14 123.4 12.3
20/10"
BORING TERMINATED AT 42 FEET
Figure A-35, Log of Boring LB 17 LCG'
D ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
M ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
BORING LB 18
ELEV. (MSL.).
EQUIPMENT
215 DATE COMPLETED 12/1/99
ROTARY BUCKET 30"
111
Q
.\*
UJ
-O
u
MATERIAL DESCRIPTION
2 -
4 -
6 -
10 H
12
14
16 -
-
18 -
20
22
24 -
CL
COLLUVIUM
Soft, damp, dark brown, Sandy CLAY
CL
SANTIAGO FORMATION
Hard, moist, medium light, olive-brown, very Silty
CLAYSTONE
SM
Dense, damp, light brown to tan, Silty, fine
SANDSTONE
CL
ML
SM
-Near-horizontal contact
Hard, moist, light medium olive, Sandy
CLAYSTONE, some silt
-Deposition-contact^ ^^5E,_ lOS
Dense, damp, light olive-brown, very Sandy
SILTSTONE
-Cemented sandstone layer 12"-h- thick,- - 20" wide
(lense) ^
^ -Horizontal contact
— — — — — — — — — — — — — — — — — ~' ~ —
Dense, damp, light tan-olive, Silty, fine
SANDSTONE, massive
BORING TERMINATED AT 25 FEET
Figure A-36, Log of Boring LB 18 ' LCG
• ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS _
^ ... DISTURBED OR BAG SAMPLE
E...
B...
STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE ^ ... WATER TABLE OR SEEPAGE
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT TH£ SHtLlHL BUKINU UK ''l'="^",';'l^"V,,rc.T.,n TTMCC DATE INDICATED, IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PRO.TECT NO. 06403-12-01
BORING LB 19
ELEV. (MSL.) 275
EQUIPMENT
DATE COMPLETED 12/1/99
ROTARY BUCKET 30"
:LU' CJ,
cc
UJ g'
ujgm Q.
H' gL
LU CJ
LU
•::
I-
in LU
MATERIAL DESCRIPTION
TOPSOIL
Stiff, damp, dark brown, Sandy CLAY
SANTL\GO FORMATION
Loose to medium dense, damp, reddish-brown, very
Clayey, fine SAND, with gypsum, very weathered
sandstone
Dense, damp, light olive, Sandy SILTSTONE
Dense, damp, reddish-brown, Silty, fine
SANDSTONE
-Fossiliferous, with organic odor
-Cemented saiidston_e ^concretion)
Dense, moist, light olive, Clayey SILTSTONE, widi
some sand
-Horizontal beddin|;Contact
Very stiff, very moist, medium olive, Silty
CLAYSTONE, with interbedded sandstone
(fossiliferous) and gypsum, and jarosite (iron sulfate)
coatings on fractures
121.1 9.4
Dense, moist, reddish-brown, Silty, fine
SANDSTONE; very fossiliferous
Figure A-37, Log of Boring LB 19 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST •
^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE %
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
PROJECT NO. 06403-12-01
DEPTH
IN
FEET H
SOIL
CLASS
(USCS)
BORING LB 19
ELEV. (MSL.) 275
EQUIPMENT
DATE COMPLETED 12/1/99
ROTARY BUCKET 30"
;IU' O,
LU
ft L£. s_>
H'
in,
LU
.\*
-o
CJ
MATERIAL DESCRIPTION
- 30 -LB 19-6
32 -
34
36
38
- 40
ML
:.B19-7
':.B19-8
42 -
:.B19-9
44
CL
Hard, moist, olive, Silty CLAYSTONE
-Strong seepage at 34.5 feet
-Horizontal contact
Hard, wet, medium-dark olive, Silty CLAYSTONE
-Fractured (with water seepage) and jarosite/gypsum
coatings
107.2 21.5
-Horizontal contact
SM
CL-ML
Dense, moist, reddish-brown, Silty, medium to coarse
SANDSTONE
16
Very hard, moist, dark gray-olive, Silty CLAYSTONE
to Clayey SILTSTONE
BORING TERMINATED AT 45 FEET
Figure A-38, Log of Boring LB 19 ' LCG
, _ ^ n ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
S ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE T ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _l O X
I—
H
SOIL
CLASS
(USCS)
BORING SB 1
ELEV. (MSL.)
EQUIPMENT
140 DATE COMPLETED
IRA 300
11/11/99
O,
f"^ I—I
^g°
0.
>-
go
>-b
CH
uj;
CH
Kg
o
MATERIAL DESCRIPTION
2 -
4 -
SBl-1
10 -
12 -
SB 1-2
14
16
SB 1-3
20
22 -
24 -
26 -
28 -
SB 1-4
ML/CL
ML/CL
SB 1-5 ML
ALLUVIUM/COLLUVIUM
Soft, damp, dark yellowish-brown, Sandy
SILT/CLAY, highly porous, roots
105.9
TERRACE DEPOSIT
Stiff, damp, pale yellowish-brown, Sandy
SILT/CLAY, slightly porous
18
-Becomes dusky yellow to grayish-orange to pale
yellowish-brown, with dark yellowish-orange speckles
-Motded/stained black
16.7
21
22
SANTLVGO FORMATION
Very stiff, damp, pale yellowish-orange to
grayish-orange, Sandy SILTSTONE, moderately to
intensely weathered, poorly defined laminations
27
Figure A-39, Log of Boring SB 1 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR ™"
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
>-LU CD t-O <i: _l
o a X z F-H o _l tH CD
SOIL
CLASS
(USCS)
BORING SB 1
ELEV. (MSL.) 140
EQUIPMENT
DATE COMPLETED
IRA 300
11/11/99
^ LU^
UJ Wo
gL
LU CJ
Q
LU!
CO UJ
CJ
MATERIAL DESCRIPTION
- 30 SB 1-6 MH Very stiff, moist, pale, yellowish-orange to
grayish-orange, Sandy SILTSTONE, intensely
weathered, wet at tip of sample
BORING TERMINATED AT 31.5 FEET
16
Figure A-40, Log of Boring SB 1 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E .,
^ ... DISTURBED OR BAG SAMPLE B ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
" DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PRnJF.CT NO. 06403-12-01
BORING SB 2
ELEV. (MSL.) 115
EQUIPMENT
DATE COMPLETED 11/11/99
IRA 300
MATERIAL DESCRIPTION
ALLUVIUM
Very stiff, damp, dark yellowish-brown,
SILT/CLAY, porous, scattered soil carbonate, flecks
and stringers
;LU'
CHTnV}
UJ
19
H'
m. LU
Q
in
H UJ
-o
o
-Becomes pale yellowish-brown
TERRACE DEPOSIT
Soft to stiff, damp to very moist, dusky yellow
SILT/CLAY
-Groundwater at 15 feet
Stiff, wet, mottled dark yellowish-orange, elastic
SILT/CLAY
109.4 19.2
25 104.3 21.6
-Becomes firm, moist to damp, dusky yellow,
mottled dark yellowish-orange, SILT/CLAY
Figure A-41, Log of Boring SB 2 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST
DISTURBED OR BAG SAMPLE B... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _J o X l-H
SOIL
CLASS
(USCS)
BORING SB 2
ELEV. (MSL.)
EQUIPMENT
115 DATE COMPLETED
BRA 300
11/11/99
LU
t/Ji
CO'
LUSJCO
>-
gL
UJ CJ
CH • CJ
- 30
MATERIAL DESCRIPTION
SB2-6 1 ML/CL SAJmAGO FORMATION
Stiff, moist to wet, dusky yellow, mottled dark
yellowish-orange, SILTSTONE/CLAYSTONE, highly
weathered
BORING TERMINATED AT 31 FEET
28
LCG
• ... SAMPLING UNSUCCESSFUL E. .. STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS _
^ ... DISTURBED OR BAG SAMPLE B. .. CHUNK SAMPLE ¥ •-. WATER TABLE OR SEEPAGE
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SHhUlHL BUKlNb UK '^^IT" ,nr^^^^^^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET H
BORING SB 3
ELEV. (MSL.) 101
EQUIPMENT
DATE COMPLETED
IRA 300
11/11/99 g^
uji^j^
H
LU
in
CH
a
in LU
-o o
MATERIAL DESCRIPTION
- 0
- 4
10
12
- 14
SB3-1
6 -
SB3-2
SB3-3
16 -
18 -
20
22
SB3-4
24 -
ALLUVIUM
Stiff, damp, dark yellowish-brown, SAND,
SILT/CLAY
SB3-5
26
ML/CL 16
-Trace of sand below 10 feet
-Groundwater at 11.5 feet
VIH/CL
CL/ML
TERRACE DEPOSIT
Stiff, wet, very pale orange to gray-orange
SILT/CLAY
-Becomes very stiff, pale to dark yellowish-brown
SANTL\GO FORMATION
Stiff, damp to moist, mottled dark yellowish-orange
and yellowish-gray, Sandy CLAYSTONE/SILTSTONE
14
15
19
17
107.0
106.1
22.6
21.8
BORING TERMINATED AT 26 FEET
Figure A-43, Log of Boring SB 3 LCG
SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL
B.. SAMPLE SYMBOLS
S .. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ¥ •• . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PRn.TF.CT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _1 O X
1—
H
SOIL
CLASS
(USCS)
BORING SB 4
ELEV. (MSL.).
EQUIPMENT
90 DATE COMPLETED
IRA 300
11/11/99
MATERIAL DESCRIPTION
H
;iu' o.
CO,
UJ
a
in
H
2 -
- 4
SB4-1
- 10
12
SB4-2
14 -
16
18
20
22 -
24
26
28
SB4-3
ML/CL
/
/
ML
SB4-4 t
SB4-5
'•pi-'
SP
'oy.
ALLUVIUM
Very stiff, damp, moderate brown to moderate
olive-brown and brownish-black, Sandy SILT/CLAY
Very stiff, damp, dark yellowish-brown, Sandy SILT,
small, fingernail sized shells
18
17
-Groundwater at 13.5 feet
-Charcoal flecks, sampler wet
TERRACE DEPOSIT
Medium dense to dense, very moist to wet,
reddish-brown to brown. Gravelly, fine to coarse
SAND
-Coarse gravel fragments, becomes moist
15
25 110.8
-Well graded, fine to coarse sand, wet, gravelly
-Mottled many colors
55
18.1
Figure A-44, Log of Boring SB 4 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST •
CHUNK SAMPLE ?
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O SOIL
CLASS
(USCS)
BORING SB 4
ELEV. (MSL.) 90
EQUIPMENT
_DATE COMPLETED
IRA 300
11/11/99
; lU' O,
ft w
gL
UJ CJ
CD
LUC CH
in UJ
-o u
MATERIAL DESCRIPTION
- 30 I SB4-6 ML/CL SANTIAGO FORMATION
Very stiff, moist, yellowish-gray, Sandy
SILTSTONE/CLAYSTONE
29
BORING TERMINATED AT 31 FEET
Figure A-45, Log of Boring SB 4 ' LCG
SAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL
S ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? -•• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O SOIL
CLASS
(USCS)
BORING SB 5
ELEV. (MSL.) 75
EQUIPMENT
DATE COMPLETED 11/12/99
IRA 300
|IU'
o.
^gg
LUHO
a. "-"-^
CO,
<CJ
Q
CO H UJ
-o
CJ
- 0
- 2
- 4
- 6 -
8 -
- 10 -
12 -
- 14
- 16
18 -
20
- 22 -
- 24 -
MATERIAL DESCRIPTION
SB5-1
SB5-2
A
- 26 -
SB5-3 [
/
/
SB5-4 I
SB5-5 [
y
ALLUVIUM
Very stiff, damp, light olive-gray, Sandy SILT/CLAY
ML/CL
A
19
ML/CL
vIH/CL
-Becomes very stiff 27
ML
TERRACE DEPOSIT
Very stiff, very moist, light olive-brown to moderate
yellowish-brown, Sandy SILT/CLAY
-Groundwater at 19 feet
19
SANTIAGO FORMATION
Firm, moist, dusky yellow,
SILTSTONE/CLAYSTONE, highly porous, intensely
weathered, samgler_wet_
Very stiff, wet to saturated, pale olive, fine, Sandy,
SILTSTONE, with 2-4" thick, fine to medium
sandstone interbeds, moderately weathered
14
27
104.3 23.2
BORING TERMINATED AT 26.5 FEET
Figure A-46, Log of Boring SB 5 LCG
^ o • ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
m ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE 3C ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _l O X h-H
SOIL
CLASS
(USCS)
BORING SB 6
ELEV. (MSL.)
EQUIPMENT
98 DATE COMPLETED
IRA 300
11/12/99
; LU'
Mi
UJHO
ujfiim
gL
LU
CH'
a
CO H LU
-o
MATERIAL DESCRIPTION
- 2
4 -
yy
/
y
SB6-1
10
- 12 -
14 -
- 16 -
SB6-2 [
SB6-3 I
20
22
- 24
26
SB6-4 [
ALLUVIUM
Very stiff, dry to damp, pale to moderate
yellowish-brown, SILT/CLAY, veined with soil
carbonate
ML/CL 28
Medium dense, damp, dark yellowish orange, Silty
fine SAND
SM
SB6-5 I
/
y / /
ML/CL
SM
ML/CL
TERRACE DEPOSIT
Medium dense, damp, dark yellowish-orange, Silty,
fine to medium SAND 21
Very stiff to hard, moist, dark yellowish-brown,
mottled olive to orange, SILT/CLAY
25
SANTLVGO FORMATION
Very stiff to hard, moist, pale olive,
SILTSTONE/CLAYSTONE, moderately weathered 27
102.8 5.0
108.3 19.5
BORING TERMINATED AT 26 FEET
NO GROUNDWATER ENCOUNTERED
Figure A-47, Log of Boring SB 6 1
LCG
D ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS _
m ... DISTURBED OR BAG SAMPLE
B..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN SAMPLE
NO. FHOLOGY GRGUNDWATEf SOIL
CLASS
BORING SB 7
ELEV. (MSL.) 170 DATE COMPLETED 11/12/99 [RATION STANCE ^S/FT.) DENSITY C.F.) MOISTURE ONTENT FEET H _J GRGUNDWATEf (USCS)
EQUIPMENT IRA 300 CH MOISTURE ONTENT a. "-^ Q u
MATERIAL DESCRIPTION
0
- 2 -1 ALLUVIUM
Loose to medium dense, dry, light olive-brown, Silty,
fine to medium SAND, porous, rootlets
- 4 -•[1.1.
- 6 -
- 8 -
SB7-1 1 SM 11
- 10 -SB7-2 1 :{•[}
'J -Becomes non porous, medium dense
22 93.0 5.0
- 12 -
- 14 -:r-"i -
- 16 -
- 18 -
SB7-3 f
•.•1. [1-
-Laminae, spaced approximately 6" apart
13
- 20 -SB7-4 SM
TERRACE DEPOSIT
Medium dense, humid, grayish-orange, Silty, fine to
medium SAND
21 92.4 5.4
- 22 -
:
- 24 --
- 26 -
"SB7-5 22
- 28 -A'\
•v'-i
-
Figure A-48 , Log of Boring SB 7 LCG
SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL
S .. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE 1 •-. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
BORING SB 7
ELEV. (MSL.) 170
EQUIPMENT
DATE COMPLETED
IRA 300
11/12/99
H
;UJ'
CQR
H'
in.
LU CJ
C3
uj;
in
-o
CJ
MATERIAL DESCRIPTION
Medium dense, humid, very pale orange to
grayish-orange, Silty, fine to medium SAND
Hard, damp, moderate yellowish-brown, Sandy
SILT/CLAY, stringers of soil carbonate
Hard, damp to moist, mottled yellowish-oranges,
dusky yellow, SILT, fingernail sized shell fossils
Stiff, damp to moist, mottled black, dark and pale
yellowish-brown, Sandy SILT/CLAY
SANTIAGO FORMATION
Very stiff, moist, mottled dark yellowish-orange,
yellowish-gray, black, SILTSTONE/CLAYSTONE
BORING TERMINATED AT 51 FEET
NO GROUNDWATER ENCOUNTERED
25 95.6 7.3
52
56 108.1
13
31
11.0
107.8 21.0
Figure A-49, Log of Boring SB 7 1 LCG
— — ~—1
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
^ ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) !
. CHUNK SAMPLE ? • •- WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC CORING OR TRENCH LOCATION AND AT j^^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _1 O X
I-H _I
SOIL
CLASS
(USCS)
BORING SB 8
ELEV. (MSL.) 110
EQUIPMENT
DATE COMPLETED
IRA 300
11/16/99
:LU'
LU cn'-LU: uJiijcQ CH
a
MATERIAL DESCRIPTION
2 -
4 -
V\
SB8-1
10 -
12
14 -
16
SB8-2
A
'^A
'•A
y
A y
y
SB8-3 I
- 18
20
- 22
- 24
SB8-4 [
ML/CL
SB8-5
26
- 28 -
I
V4H/CL
ML
ALLUVIUM
Firm, damp, dark yellowish-brown, Sandy
SILT/CLAY, porous, roots
-Groundwater at 9.5 feet
-Becomes stiff
-Becomes very stiff to hard, moist, mottled dark
yellowish-orange, pale olive and dark
yellowish-brown, SILT/CLAY
14 108.8
Firm, moist, grayish orange to dark yellowish-orange,
Sandy SILT
14
13.6
31
Stiff, moist, dusky yellow, mottled dark
yellowish-orange, Sandy SILT, some fine sand,
moderately to intensly weathered
-Becomes clayey
113.9 18.2
21 103.8 23.5
Figure A-50, Log of Boring SB 8 LCG
„ „ SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS
^ ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE % •• WATER TABLE OR SEEPAGE
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LULAIlUN ANU Rl inc
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
BORING SB 8
ELEV. (MSL.) 110
EQUIPMENT
DATE COMPLETED
IRA 300
11/16/99
; UJ'
LU
gcJ 05" H LU
CJ
MATERIAL DESCRIPTION
- 30 -
32
Firm, moist, light olive gray, Sandy
SILTSTONE/CLAYSTONE, intensly weathered
11
34
36
Very stiff, moist, olive black, plastic CLAY,
moderately weathered
18
BORING TERMINATED AT 36 FEET
Figure A-51, Log of Boring SB 8 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST •
CHUNK SAMPLE Z
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _J O X
SOIL
CLASS
(USCS)
BORING SB 9
ELEV. (MSL.) 134
EQUIPMENT
DATE COMPLETED
IRA 300
11/16/99 in^ Lu bo
LU k:cQ
CH] gci
CH Q
UJ*
ce h-in H LU
MATERIAL DESCRIPTION
- 2
4 -
SB9-1 [
10
12 -
SB9-2 I
14 -
16
18 -
20
- 22
24
SB9-3 [;
y
SB9-4
SB9-5
26
28
[
A
A.
ML
3M/ML
ML/CL
3M/ML
ALLUVIUM
Stiff, dry, dark yellowish-brown, Sandy SILT
11
Medium dense to stiff, damp, grayish-orange, Sandy
SILT, Silty, fine SAND
16
Very stiff, damp, pale yellowish brown, Sandy
SILT/CLAY
-Groundwater at 16 feet
17
-Becomes damp to moist, dark yellowish-brown, some
fine sand
TERRACE DEPOSIT
Medium dense, moist to wet, dark yellowish-orange,
light olive-gray, grayish-orange, alternating 1-2" tiiick
beds of Silty SAND and SILT
21
100.7
13
11.7
Figure A-52, Log of Boring SB 9 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
S ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? . . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _J O X
h-
H
SOIL
CLASS
(USCS)
BORING SB 9
ELEV. (MSL.) 134
EQUIPMENT
DATE COMPLETED
IRA 300
11/16/99
:LU'
UJ
LU: UJtticQ
gu.
go
CH
a
Lu;
CH
UI
CJ
MATERIAL DESCRIPTION
30 SB9-6 CL/CH Very stiff to hard, moist, mottled dark
yellowish-orange, pale olive, very pale orange, CLAY
-Becomes olive black at 31 feet
BORING TERMINATED AT 31 FEET
26 110.8 20.7
Figure A-53, Log of Boring SB 9 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL . DRIVE SAMPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? •• . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
>-UJ CD I— O <n _J n o Q X Z l-H O _J CH CD
SOIL
CLASS
(USCS)
BORING SB 10
ELEV. (MSL.) 118
EQUIPMENT
DATE COMPLETED 11/16/99
ERA 300
;LU'
LU co'^
LU?
UJ
CJ
MATERIAL DESCRIPTION
- 0
- 2
- 4 -
SBlO-1
- 10 SBlO-2
- 12 -
14
SBlO-3
16 -
18
- 20
22
- 24
26
SBlO-4
SBlO-5
ML
ALLUVIUM
Very stiff, damp, dark yellowish-brown, Sandy SILT,
highly porous, roots
SP/SM Medium dense, damp, grayish-orange, poorly graded,
fine to medium SAND/Silty SAND
ML/CL
ML/SM
Very stiff, damp to very moist, dark and moderate
yellowish-brown, alternating 6" to 1' thick Sandy
SILTS/CLAYS
-Groundwater at 10 feet
Loose to stiff, moist to wet, moderate
yellowish-brown, Silty, fine SAND, fme, Sandy SILT
SW
CL
TERRACE DEPOSIT
Dense, wet to saturated, grayish-orange, well graded,
fine to coarse SAND
-Gravelly, clayey sand, mottled yellowish-oranges
SANTL\GO FORMATION
Very stiff, moist, light olive-gray, CLAYSTONE,
moderately weathered, carbonate lined laminae
-Becomes very hard, damp, pale olive, slightly
weathered, "bentonitic/soapy" texture
BORING TERMINATED AT 26 FEET
105.8
20
13
42
J
50/5"
40^
106.7 23.7
118.3 15.3
Figure A-54, Log of Boring SB 10 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ..
S ... DISTURBED OR BAG SAMPLE B ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
BORING SB 11
ELEV. (MSL.) 153
EQUIPMENT
DATE COMPLETED
IRA 300
11/16/99
Hyi-
>-
Hi-
>-°-
UJr UI
MATERIAL DESCRIPTION
- 0
2 -
- 4 -
SBll-1
6 -
8 -
- 10
- 12
- 14
SBll-2
SBll-3
16
18
- 20 -,
22 -
24 -
SBll-4
SBll-5
- 26 -
ML
ML/CL
SM
CH
ALLUVIUM
Stiff, dry, pale yellowish-brown, mottled dark
yellowish-orange, Sandy, Clayey SILT, highly porous,
scattered white soil carbonate
Very stiff, damp, pale yellowish-brown, Sandy
SILT/CLAY, slightly porous
SANTLVGO FORMATION
Very dense, damp, grayish-orange, mottled olives,
Silty, fine to coarse SANDSTONE, moderately
weathered
-Cemented
Hard, dry, olive, mottled browns, CLAYSTONE,
slightly to moderately weathered .
BORING TERMINATED AT 26.5 FEET
25
25
116.5 17.2
116.5 17.2
50/4.5"
35
111.2 11.5
Figure A-55, Log of Boring SB 11 LCG
• ... SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS ^ . CHUNK SAMPLE ? -•• WATER TABLE OR SEEPAGE S ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? -•• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O -I O X
SOIL
CLASS
(USCS)
TRENCH T 1
ELEV. (MSL.) 125
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/3/99
H
; LU'
CJL
LuJiim
UJ
H ,
CH
a
LU,
UJ:
MATERIAL DESCRIPTION
- 0
Tl-1
6 -
10 -
12 -
Tl-2
CL
COLLUVIUM
Very stiff, dry, brownish black, Sandy CLAY
ML
ALLUVIUM
Very stiff, dry, light olive brown to dusky yellow,
Sandy SILT with lenses of brownish black clay up
to 2 feet thick, highly porous, abundant soil
carbonate
SM SANTIAGO FORMATION
Dense, dry, dusky yellow to dark yellowish orange,
Silty, fine to medium SANDSTONE
TRENCH TERMINATED AT 13 FEET
Figure A-56, Log of Trench T 1 LCG
D ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
^ ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? •-• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CD O
H
SOIL
CLASS
(USCS)
TRENCH T 2
ELEV. (MSL.) 105
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/3/99
lU'
CJL
CO
LU
in
CO
>-
UJ CJ
Q
UJ-5 CH
MATERIAL DESCRIPTION
2 -
10 -
12
/ COLLUVIUM
Very stiff, dry, brownish black, Sandy
SILT/CLAY, some fme grained sand, highly
porous, abundant sea shells
/ CL
/
i
MH
SM
Very stiff, dry, light to moderate olive brown,
SILT, some fine sand, highly porous
SANTIAGO FORMATION
Dense, dry, dusky yellow to dark yellowish orange,
X Silty, fine to medium SANDSTONE
TRENCH TERMINATED AT 12 FEET
Figure A-57, Log of Trench T 2 LCG
.^r ^ r.... ^ D ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET H
<n
TRENCH T 3
ELEV. (MSL.) 135
EQUIPMENT
DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
LU
; LU'
OL
P
m
H
in
CHS
gcJ
CH
UJ:
LU
-o
CJ
MATERIAL DESCRIPTION
T3-1
- 4 -
CL
ML
COLLUVIUM
Stiff, dry, dark yellowish brown, Silty CLAY,
-\ some fine sand, highly porous, abundant rootlets ^
SANTL\GO FORMATION
Medium stiff to stiff, damp, mottled oranges,
olives and browns, Sandy SILTSTONE, abundant
rootlets and soil carbonate, highly weathered
TRENCH TERMINATED AT 6 FEET
J
Figure A-58, Log of Trench T 3 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I
S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE ?
,. DRIVE SAMPLE (UNDISTURBED)
,. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SOIL
CLASS
(USCS)
TRENCH T 4
ELEV. (MSL.) 190
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/3/99
rt Li w
UJ in
H UJ
-o o
MATERIAL DESCRIPTION
- 2
- 4 T4-1
10 -
CL
CL
COLLUVIUM
Very stiff, dry, pale yellowish brown, CLAY,
some fine sand
SANTIAGO FORMATION
Stiff, damp, greenish gray, CLAYSTONE with fine
SAND, fractured, random orientations, moderately,
weathered, massive
-Less fractured, slightly weathered
-Contact undulatory, but generally horizontal,
poorly defined Sandy CLAYSTONE
y
TRENCH TERMINATED AT 11 FEET
Figure A-59, Log of Trench T 4 LCG
SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL
B.. TABLE OR SEEPAGE S .. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? -• . WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 5
ELEV. (MSL.) 165
EQUIPMENT
DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
H
1^
; LU'
111 r!" (—1
in
^CH CQ
LU CJ
o
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, dry, pale to dark yellowish brown, Silty
CLAY, some fine to medium sand
SANTIAGO FORMATION
Loose, dry, very pale orange, Silty, fine to medium
SANDSTONE, weathered, approximately
horizontal, undulatory lower contact
Stiff, dry to damp, light olive-gray SILTSTONE,
intensly fractured, moderately weathered
TRENCH TERMINATED AT 10 FEET
Figure A-60, Log of Trench T 5 LCG
„ r^.^^. o D ••- SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
S ... DISTURBED OR BAG SAMPLE
B..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>• CD O _l o X 1-H
SOIL
CLASS
(USCS)
TRENCH T 6
ELEV. (MSL.) 230
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/3/99
:LU'
OL
LU
:U.
tnH
go
CH
a
MATERIAL DESCRIPTION
- 4
- 6
A
AA
/
\yy'
A
CL/ML
ML
CL
LANDSLIDE DEBRIS
Stiff, dry, pale yellowish brown, SILT/CLAY,
some fine and medium sand, abundant rootlets,
porous
Stiff, dry, greenish gray to grayish olive, very
Clayey SILT; weathered fractured, abundant
calcium sulfate and carbonate, mottled dark
yellowish orange, scattered roots
-Grooved, slip plane, N80E, 45 degrees N.
SANTL\GO FORMATION
Hard, damp, medium to light olive, very Silty
CLAYSTONE
-Thin calcium sulfate (gypsum) coatings along
blocky fractures
TRENCH TERMINATED AT 8 FEET
Figure A-61, Log of Trench T 6 LCG
D ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^ SA"^CLNL.
m ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
TRENCH T 7
ELEV. (MSL.) 210
EQUIPMENT
DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
:UJ'
OL
2^3
in
H'
in,
LU LU
•o
o
2 -
4 -
6 -
10
12 -
14 -
16 -
MATERIAL DESCRIPTION
- /
•y
y
ML/CL
ML/CL
:L-ML
COLLUVIUM
Stiff, dry, moderate yellowish brown, CLAY/SILT,
abundant rootlets
LANDSLIDE DEBRIS
Stiff, dry to damp, light olive gray to greenish
gray Sandy SILT/CLAY, massive, moderately to
highly fracmred and weathered, "punky"/motded
appearance with "blebs" of Sandy material, porous,
abundant soil carbonate and sulfate (gypsum)
-Abundant randomly-oriented fractures and clay
seams
-Approx. 2-3 feet transhion to near-horizontal
\ contact
SANTL\GO FORMATION
Hard, damp to moist, olive to brown, Silty
CLAYSTONE
-Massive to horizontal
TRENCH TERMINATED AT 17 FEET
Figure A-62, Log of Trench T 7 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST
.. CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET H
TRENCH T 8
ELEV. (MSL.) 250
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/3/99 <i:E\
UJ^O
Lubticci
§U^
go
ce:
C3
LU:
UJ
-o u
MATERIAL DESCRIPTION
- 0
T8-1
4 -
ML COLLUVIUM
Stiff, dry, pale yellowish brown, SILT, some fine
sand, rootiets, soil carbonate
ML/CL SANTIAGO FORMATION
Stiff, dry, light brown, light olive gray, light olive
brown, predominantiy Sandy
SILTSTONE/CLAYSTONE, beds less than 1/4"
thick, Silty SANDSTONE interbedded; beds
generally horizontal m places
TRENCH TERMINATED AT 7 FEET
Figure A-63, Log of Trench T 8 LCG
„ • ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
> CD O _l O X
I-
H
SOIL
CLASS
(USCS)
TRENCH T 9
ELEV. (MSL.) 155
EQUIPMENT
DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
og .
UJ Wo
UJ^CQ
iu^
go
CH Q
cn
H UI
-o o
MATERIAL DESCRIPTION
- 0
- 2 -
- 4 -
T9-1
T9-2
zz ML
SM
TOPSOIL
Stiff, dry, moderate yellowish brown, SILT,
abundant rootlets
SANTIAGO FORMATION
Medium dense, dry, yellowish gray, fine, Silty
SANDSTONE, slightly weathered, random
fractures less than 2" apart, carbonate lined
-Horizontal contact at 3 feet
-Becomes very pale orange, Silty, fine to medium
SANDSTONE
TRENCH TERMINATED AT 5 FEET
Figure A-64, Log of Trench T 9 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O
H
SOIL
CLASS
(USCS)
TRENCH T 10
ELEV. (MSL.) 260
EQUIPMENT
DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
; LU'
OL
CHT^in
UJgJtQ
gL
UJ o
Lu:
LU
MATERIAL DESCRIPTION
2 -
4 -
- 6
TlO-1
SC
TOPSOIL/COLLUVIUM
Stiff, moderate yellowish brown. Clayey, fine to
medium SAND
ML/SM
SANTIAGO FORMATION
Stiff, dry to damp, fine, Sandy SILTSTONE/Silty
SANDSTONE, upper 6" cemented and fossiliferous;
underlain by 6" thick, dark yellowish orange, bed
dipping approx. N-S/5W, beds below are very pale
orange and between 6" and 1' thick, moderately
weathered, soil carbonate
TRENCH TERMINATED AT 8 FEET
Figure A-65, Log of Trench T 10 LCG
^ ^ • ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS „
S ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? •-• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
> CD O _l O X
I-
H
SOIL
CLASS
(USCS)
TRENCH Til
ELEV. (MSL.) 225
EQUIPMENT
DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
jlU'
o.
-in
UJ Wo
UjycQ
cn,
UJ, 3". >-°-
UJC
MATERIAL DESCRIPTION
4 -
6 -
SC
/
10
12
ML/CL
t3
m SM
TOPSOIL
Stiff, dry, moderate yellowish brown. Clayey, fine
to medium SAND
SANTIAGO FORMATION
Stiff, damp, light olive gray,
SILTSTONE/CLAYSTONE, highly weathered,
grades downward to fme, Silty SAND below 4 feet
-Bedding plane/contact stained dark yellowish
orange_dip_approx. N45W/15SW
Medium dense, dry, very pale orange, fine to
medium Silty SANDSTONE
-Beddmg plane dips parallel to above
TRENCH TERMINATED AT 12 FEET
Figure A-66, Log of Trench T 11 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BOEING °R j^^^^^^^^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PRO.TF.CT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _J O X h-H
TRENCH T 12
SOIL
CLASS
(USCS)
ELEV. (MSL.).
EQUIPMENT
165 DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
H
o LU
UJ^CD LU;
UJ o
o ^o u
MATERIAL DESCRIPTION
- 2
- 10
- 12
7T
/
A
ML/CL
COLLUVIUM
Stiff, dry, brownish black, SILT/CLAY, abundant
rootlets below 3 feet, abundant soil carbonate,
becomes dusky yellow, "punky", transitioning to
formational below 5 feet
ML
SANTIAGO FORMATION
Stiff, dry to damp, light olive gray, Sandy
SILTSTONE, massive, scattered, random,
discontinuous closed joints
TRENCH TERMINATED AT 12 FEET
Figure A-67, Log of Trench T 12 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE WATER TABLE OR SEEPAGE
PROJECT NO. 06403-12-01
TRENCH T 13
ELEV. (MSL.) 140
EQUIPMENT
DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
;LU'
OL
UJ
a
LU*5 CH
^o
CJ
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, dry, brownish black, SILT/CLAY, fine roots
-Becomes dusky yellow, "punky", abundant soil
carbonate
SANTIAGO FORMATION
Stiff, dry to damp, light olive gray (mottied dark
yellowish orange to 7 feet) Sandy CLAYSTONE,
massive, scattered, random, discontinuous closed
joints
TRENCH TERMINATED AT 9 FEET
Figure A-68, Log of Trench T 13 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST
.. CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
SOIL
CLASS
(USCS)
TRENCH T 14
ELEV. (MSL.)
EQUIPMENT
95 DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
;LU'
OL
CH\ ^in^
UJ Wo
UJfiica
§L
LU Q
a
o
LU^ CH
PL_
UI
•o o
MATERIAL DESCRIPTION
2 -
6 -
- 10
12
ML/CL
COLLUVIUM
Stiff, dry to damp, dark yellowish brown, Sandy
SILT/CLAY
-Becomes moist, medium stiff
CH
Wet, soft
-Becomes saturated, very soft
SANTL\GO FORMATION
Firm, wet to saturated, pale olive CLAYSTONE ,
highly weathered, "punky"
TRENCH TERMINATED AT 13 FEET
STANDING WATER AT 13 FEET
CAVING BELOW 8 FEET
Figure A-69, Log of Trench T 14 LCG
„ • ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _l O X
H _J
SOIL
CLASS
(USCS)
TRENCH T 15
ELEV. (MSL.) 115
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/3/99
H
;LU' o.
:U.
go
>-b
CH
Q
UJ5
CH
=3L_
LU
•o
U
MATERIAL DESCRIPTION
- 4
6 -
CL
SM
COLLUVIUM
Stiff, humid, dark gray-brown, Sandy CLAY, with
some silt
-Very moist, soft, with discontinuous slickensided
clay seams inclined out-of-slope 10-20 degrees
with calcium carbonate
SANTIAGO FORMATION
Very dense, damp, light tan-brown, Silty, fine
SANDSTONE
-Bedding laminated, 2-4" beds at N30W, lOSW
TRENCH TERMINATED AT 7.5 FEET
Figure A-70, Log of Trench T 15 LCG'
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
S ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 16
ELEV. (MSL.) 120
EQUIPMENT
DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
; LU'
^ 111—' uiiicQ rt ^ ^
gL
LU
(—1
MATERIAL DESCRIPTION
TOPSOIL
Stiff, humid, dark gray-brown, Sandy CLAY
SANTIAGO FORMATION
Very stiff, moist, olive-brown, very Silty
CLAYSTONE
-Becomes hard
-Near-horizontal contact
Dense, damp, light tan, fine SANDSTONE,
non-cohesive when disturbed
-Slightly cemented
TRENCH TERMINATED AT 9 FEET
Figure A-71, Log of Trench T 16 LCG
• ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
m ... DISTURBED OR BAG SAMPLE
E..
B.
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
TRENCH T 17
ELEV. (MSL.) 135
EQUIPMENT
DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
O,
UJ in^ LU;
in
UJ^tn
gL
LU Q
O
o si
MATERIAL DESCRIPTION
- 0
- 2
- 6 -
CL
ML/CL
COLLUVIUM
Soft to stiff, moist, dark brown, Sandy CLAY
-With some silt
-Becomes very moist
SANTL\GO FORMATION
Very stiff to hard, moist, olive-brown, very
Clayey SILTSTONE, moderately weathered and
fracmred, blocky
-Bedding N-S, lOW (hematitic layer)
TRENCH TERMINATED AT 9 FEET
Figure A-72, Log of Trench T 17 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
' DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 18
ELEV. (MSL.).
EQUIPMENT
145 DATE COMPLETED 11/4/99
TRACKHOE JD 555 24"
• UJ'
o. H'
cn,
III! 1 r-1
cn
LU _l UJ^CQ ri tts
LU O
(H
a
LU CH U H-
cn
H O
MATERIAL DESCRIPTION
TOPSOIL
Stiff, humid, dark brown, Sandy CLAY
SANTLVGO FORMATION
Hard, damp, olive-gray, Silty CLAYSTONE
-Massive, with blocky fractures
TRENCH TERMINATED AT 7 FEET
Figure A-73, Log of Trench T 18 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ...
S ... DISTURBED OR BAG SAMPLE B ...
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
PROJECT NO. 06403-12-01
TRENCH T 19
ELEV. (MSL.) 160
EQUIPMENT
DATE COMPLETED 11/4/99
TRACKHOE JD 555 24"
^ LU^
Hyi-
<n£\ UJ o
Lu:
UI
CJ
MATERIAL DESCRIPTION
COLLUVIUM
Soft to stiff, very moist, dark brown Sandy CLAY,
with discontinuous random slickensided soil
fractures; dipping 30-45 degrees out-of-slope
(slope creep?)
-1-2' transition to massive, approx. horizontal
\ contact
SANTIAGO FORMATION
Stiff to very stiff, very moist, olive brown, Sandy
CLAYSTONE
-Very weathered and fractured
TRENCH TERMINATED AT 9 FEET
Figure A-74, Log of Trench T 19 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST
S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE 3^ ..
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
tH
> LU CD 1-O o: _J 3
o a X z 1-ID H o _J CH CD
SOIL
CLASS
(USCS)
TRENCH T 20
ELEV. (MSL.) 160
EQUIPMENT
DATE COMPLETED 11/4/99
TRACKHOE JD 555 24"
og .
^cn°
gL
LU
Q
CH
a
cn UI
-o o
- 2
- 6 -
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, moist, dark brown, Sandy CLAY
CL
CL
-Becomes soft, very moist
-6-12" transition to irregular, near-horizontal
\ contact
SANTL\GO FORMATION
Very stiff, very moist, olive brown, Silty
CLAYSTONE (very weathered)
TRENCH TERMINATED AT 9.5 FEET
Figure A-75, Log of Trench T 20 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE T ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T21
ELEV. (MSL.) 117
EQUIPMENT
DATE COMPLETED 11/4/99
TRACKHOE JD 555 24"
;LU' o.
'— I—1-*
^C0°
H'
CO,
UJ CJ
o ^o o
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, moist, dark gray-brown, Silty CLAY, with
some sand
-Becomes soft
-Irregular contact
SANTLVGO FORMATION
Stiff to very stiff, moist, light olive to brown, very
Clayey SILTSTONE to CLAYSTONE
-Very weathered
TRENCH TERMINATED AT 10 FEET
Figure A-76, Log of Trench T 21 LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E.
B.
.. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE T ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
TRENCH T22
ELEV. (MSL.) 113
EQUIPMENT
DATE COMPLETED 11/4/99
TRACKHOE JD 555 24"
jLU' OL
LU^m
UJ
gu.
go
CH Q
cn
H UJ
-o
CJ
MATERIAL DESCRIPTION
- 2 -
- 6 -
- 10
- 12 -
14
16
ALLUVIUM
Stiff to very stiff, damp, dark gray-brown, Sandy
CLAY, with some silt, root-voids, rootiets,
burrows
-Becomes massive
CL
-Becomes very stiff, moist, medium brown-olive,
very Silty CLAY, with littie root-voids, burrows
-Massive
CL-ML
TERRACE DEPOSIT
Very stiff, moist to wet light olive to brown, very
Silty CLAY to Clayey SILT
-Seepage at 15.5 feet
TRENCH TERMINATED AT 18 FEET
Figure A-77, Log of Trench T 22 LCG
• ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS _
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AI I Mt iKtLiriL DUMHU '^l'^"';" , ' "^^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T23
ELEV. (MSL.) 105
EQUIPMENT
DATE COMPLETED 11/4/99
TRACKHOE JD 555 24"
H
;LU'
OL
COi
UJ
>-
H tn z: LU Q
> CH
a
UJ
-o
CJ
MATERIAL DESCRIPTION
ALLUVIUM
Stiff to very stiff, humid, dark gray-brown, Sandy
CLAY
-Numerous root-voids, rootiets, massive
TERRACE DEPOSIT
Medium dense, damp, brown-olive, very Silty, fine
SAND, with some clay, massive, blocky
Very stiff, moist, light reddish-brown, very
Silty/Sandy CLAY
-Becomes massive
-Strong water seepage
114.3
TRENCH TERMINATED AT 17.5 FEET
10.8
Figure A-78, Log of Trench T 23 ' LCG
„ , ,^^T ^ n ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
S ... DISTURBED OR BAG SAMPLE
E.
B.
.. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
>-LU CD 1-O <£ _1
o O X z h-o H o _l CH CD
SOIL
CLASS
(USCS)
TRENCH T24
ELEV. (MSL.) 126
EQUIPMENT
DATE COMPLETED 11/4/99
TRACKHOE JD 555 24"
; LU'
Hi
CH^in
co'
LU:
UJ
UJgCQ
H'
LU O
us:
in UJ
-o o
MATERIAL DESCRIPTION
- 4
- 6
T24-1
T24-2
/
10 -
/A
A.
- 12
14
T24-3
T24-4
CL
SC
TOPSOIL
\ Stiff, humid, dark gray-brown, Sandy CLAY
TERRACE DEPOSH
Medium dense, damp, light reddish-brown.
Clayey, fine SAND
-Calcium carbonate linings
-Massive with indistinct lenses of sandy or silty
clay, numerous root-voids and calcium
carbonate-lined fractures, scattered carbon
fragments and pisolites of iron oxide
-Calcium carbonate linings
TRENCH TERMINATED AT 15 FEET
112.5 7.9
116.3 11.5
Figure A-79, Log of Trench T 24 LCG
, ,^^r o • ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
la ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
TRENCH T 25
ELEV. (MSL.) 137
EQUIPMENT
DATE COMPLETED 11/4/99
TRACKHOE JD 555 24"
:LU' O.
-ffi3 UjtdcD n
UJ
-u^
go
>b
CH O
in
H o z:
UJ
MATERIAL DESCRIPTION
- 0
- 2 -
- 4 -
6 -
10 -
12 -
14
CL
CL
CL
COLLUVIUM
Very stiff, damp to moist, dark gray-brown, Sandy
CLAY
-Massive, with root-voids, rootiets
TERRACE DEPOSrr
Very stiff, moist to very moist, light brown, Sandy
CLAY
-Massive, with root-voids
-Irregular, near-horizontal contact
SANTLVGO FORMATION
Stiff to very stiff, moist, light olive, very Silty
CLAYSTONE
-Very fractured and weathered
TRENCH TERMINATED AT 14 FEET
Figure A-80, Log of Trench T 25 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST •
CHUNK SAMPLE ?
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O
H
SOIL
CLASS
(USCS)
TRENCH T26
ELEV. (MSL.) 137
EQUIPMENT
DATE COMPLETED 11/4/99
TRACKHOE JD 555 24"
;LU'
Hi :U.
'— I—t-*
H'
LU O UJ
•o
CJ
MATERIAL DESCRIPTION
4 -
- 6 -
10 -
12
14
ALLUVIUM
Stiff, moist, dark olive-brown, Sandy CLAY, with
some silt, root-voids and rootlets
CL
CL
TERRACE DEPOSIT
Stiff to very stiff, moist, light brown, very Sandy
CLAY
TRENCH TERMINATED AT 14 FEET
Figure A-81, Log of Trench T 26 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T27
ELEV. (MSL.) 146
EQUIPMENT
DATE COMPLETED 11/5/99
TRACKHOE JD 555 24"
<i:£\
rv LC v>
gL
g^
OL
MATERIAL DESCRIPTION
TOPSOIL
Stiff, humid, dark gray-brown, Sandy CLAY
TERRACE DEPOSIT
Medium dense, damp, reddish-brown, very Clayey,
fine SAND, massive, blocky, with calcium
carbonate,- mottling
-Sheared b_edd2ng clay^s^^; N30W,_25SW
Soft to stiff, very moist, light olive, Silty plastic
CLAY
-Numejqus,_sljckensided seams_, very fractured
Medium dense, damp, light brown, very Clayey,
very fine SAND
-Massive, blocky, with 1/4"-f- charcoal fragments,
with some silt
108.2 19.8
/
TRENCH TERMINATED AT 11 FEET
Figure A-82, Log of Trench T 27
1
LCG
^.,,^T^ ^-r-..^^^ n D ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
^ ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T28
ELEV. (MSL.) 93
EQUIPMENT
DATE COMPLETED 11/5/99
TRACKHOE JD 555 24"
og .
UJ Wo
UJtticQ
gL
UI,
LUC
CE:
in UJ
-o o
- 0
- 2
MATERIAL DESCRIPTION
6 -
5M-GM
- 10
- 12 -
14 -
- 16
CL
SM
FILL
Loose, dry to humid, light brown, Silty, Gravelly,
fine SAND, with oversize concrete, wood, trash
ALLUVIUM
Stiff, moist, dark gray-brown, Sandy CLAY
-Massive, with root-voids, rootiets
TERRACE DEPOSIT
Medium dense, moist, light brown, Silty, fine
SAND
-Very weathered, with some clay
-Becomes very dense, damp, and cemented
TRENCH TERMINATED AT 16 FEET
Figure A-83, Log of Trench T 28 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE !C ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
TRENCH T29
ELEV. (MSL.)
EQUIPMENT
90 DATE COMPLETED 11/5/99
TRACKHOE JD 555 24"
H
;LU'
in
H'
gL
g'
O
uj;
- 0
MATERIAL DESCRIPTION
- 4 -
8 -
10
- 12 -
- 14
COLLUVIUM
Stiff, damp, dark gray-brown, Sandy CLAY
-Massive, with root-voids and rootiets
CL
A/
SC
SM
TERRACE DEPOSIT
Medium dense, damp, reddish-brown to olive.
Clayey, fine SAND
-Becomes darker brown_, with roots, Jt^ot-vojds
Medium dense to dense, light brown-tan, Silty,
fine to medium SAND, with some clay, fine
root-voids
TRENCH TERMINATED AT 15 FEET
Figure A-84, Log of Trench T 29 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST
^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _1 O X
I-
H
SOIL
CLASS
(USCS)
TRENCH T30
ELEV. (MSL.) 120
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/5/99
H
i LU' Ou
Kg
H'
LU O
O
UJ
o
MATERIAL DESCRIPTION
SM
SANTL\.GO FORMATION
Very dense, damp, light brown-tan, Silty, medium
to coarse SANDSTONE
-Massive
TRENCH TERMINATED AT 3.5 FEET
Figure A-85, Log of Trench T 30 LCG
SAMPLE SYMBOLS °- '''''''' UNSUCCESSFUL
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST M... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
>-UI CD t-O <E _l o Q X Z t-O H o _l GR SOIL
CLASS
(USCS)
TRENCH T31
ELEV. (MSL.) 115
EQUIPMENT
DATE COMPLETED 11/5/99
TRACKHOE JD 555 24"
;LU'
OL H
cot
iLU:
UJ
UJtScQ
H'
LU o
CH' CD
Ot •o o
- 0
MATERIAL DESCRIPTION
- 2 -CL
SM
COLLUVTCJM
Stiff, moist, dark gray-brown, Sandy CLAY, with
root-voids, rootlets, burrows
-Becomes soft, very moist
-Irregular, N-inclined contact
SANTIAGO FORMATION
Very dense, damp, light brown to tan, Silty, coarse
SANDSTONE
TRENCH TERMINATED AT 8 FEET
Figure A-86, Log of Trench T 31 LCG
r,...^r r~ ^,,-r,^r r, • ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS _
^ ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE 3f ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T32
ELEV. (MSL.) 80
EQUIPMENT
DATE COMPLETED 11/5/99
TRACKHOE JD 555 24"
:LU'
Hi
LU _1 UJSicQ a.
H' gL
LU cn
H UJ
•o
MATERIAL DESCRIPTION
ALLUVIUM
Stiff, moist, dark gray-brown, Sandy CLAY
-Massive, with rootiets, root-voids
Medium dense, very moist, reddish-brown, very
Clayey, medium SAND, with scattered angular
volcanic gravel-clasts near base
-Strong seepage at 14 feet, becomes gravelly
TRENCH TERMINATED AT 16 FEET
Figure A-87, Log of Trench T 32 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O
H
SOIL
CLASS
(USCS)
TRENCH T33
ELEV. (MSL.)
EQUIPMENT
90 DATE COMPLETED 11/5/99
TRACKHOE JD 555 24"
H
;LU' O, I-
<E£\
co' LU:
UJ
UJSiCQ Li- ^ CH ^o u
- 0
MATERIAL DESCRIPTION
- 2 -
- 6
CL
COLLUVIUM
Stiff, humid to damp, dark gray-brown, Sandy
CLAY, with scattered angular volcanic
gravel-clasts
SM
SAimAGO FORMATION
Very dense, damp, light brown to tan, Silty,
medium SANDSTONE
-Massive to faint bedding layers
-Bedding; N50W, lOSW
TRENCH TERMINATED AT 9 FEET
Figure A-88, Log of Trench T 33 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST
S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
SOIL
CLASS
(USCS)
TRENCH T34
ELEV. (MSL.) 105
EQUIPMENT
DATE COMPLETED 11/5/99
TRACKHOE JD 555 24"
;LU'
LU in' iLU: Ul^tQ
H'
cn, UJ,
CH
Ui's
Ui
-o
O
MATERIAL DESCRIPTION
2 -
6 -
10
- 12
14
CL
SC
ALLUVIUM
Stiff to very stiff, damp, dark gray-brown, Sandy
CLAY
-Massive, root-voids and rootlets
-Becomes more sandy, moist, brown
TERRACE DEPOSIT
Medium dense, moist, reddish-brown, very Clayey,
medium to coarse SAND
-Becomes gravelly at 14 feet, with subangular
volcanic rock
TRENCH TERMINATED AT 15 FEET
REFUSAL ON ROCK
Figure A-89, Log of Trench T 34 LCG
SAMPLE SYMBOLS ° ""' '''''''' UNSUCCESSFUL
w ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ••- WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
> CD O _l
o
X
SOIL
CLASS
(USCS)
TRENCH T35
ELEV. (MSL.) 120
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/5/99
H
UJ
;LU' O.
w55
ui^^
cs.
Ui
Q
cn H o
UJ
MATERIAL DESCRIPTION
- 2 -
- 4
- 10
12
14 -
CL m m m m m m m m
m m 4'
TOPSOIL
\ Stiff, dry, dark brown, Sandy CLAY
SANTIAGO FORMATION
Firm or very stiff, damp, light olive, very Silty
CLAYSTONE
-Massive, highly fractured and weathered
CL
-Randomly oriented, discontinuous clay seams
m SM
-Contact near-horizontal
Very dense, damp, light brown, Silty, fme
SANDSTONE
TRENCH TERMINATED AT 15 FEET
Figure A-90, Log of Trench T 35 LCG
, SAMPLING UNSUCCESSFUL E. .. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS ^
.. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
W ... DISTURBED OR BAG SAMPLE B . .. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROTECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _l
o
X
SOIL
CLASS
(USCS)
TRENCH T36
ELEV. (MSL.) 175
EQUIPMENT
DATE COMPLETED 11/5/99
TRACKHOE JD 555 24"
^ LU ^
o Yi • H'
cn.
UJ
D
UJ5
UI
•o
a
- 0 V
V-/:
/
y.
4 -
6 -
SC
ML
MATERIAL DESCRIPTION
TOPSOIL
Loose, damp, dark brown. Clayey, medium SAND
-Clean sand near contact
SANTIAGO FORMATION
Very stiff, firm, moist, reddish-brown to olive,
very Clayey SILTSTONE
-Very fractured and weathered, with shallow
creep-fractures and surficial slumps
-Beciding near-horizontal
-Becomes Very hard, moist, light olive
-Blocky, massive
TRENCH TERMINATED AT 8 FEET
Figure A-91, Log of Trench T 36 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E
.. DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
PRO.IECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
TRENCH T37
ELEV. (MSL.) 140
EQUIPMENT
DATE COMPLETED 11/5/99
TRACKHOE JD 555 24"
M
UJ
;LU' O.
cH55
-[S3
H'
cn, Ui CJ
a
LUC CH
Ui
•a o
MATERIAL DESCRIPTION
- 0
4 -
10 -
CL
SC
SM
COLLUVIUM
Stiff, moist, dark gray-brown, Sandy CLAY
TERRACE DEPOSIT
Medium dense, moist, reddish-brown, very Clayey,
medium to coarse SAND
-Massive, blocky, with angular gravel-clasts of
volcanic rock at base
-Deposition-contact; N80E, 20S
SANTIAGO FORMATION
Dense, damp, light brown-tan, Silty, coarse
SANDSTONE, massive
TRENCH TERMINATED AT 11 FEET
Figure A-92, Log of Trench T 37 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
DH
>-LU CD t-O <E _J o Q X Z h-ZD H O _1 CH CD
SOIL
CLASS
(USCS)
TRENCH T38
ELEV. (MSL.) 125
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/8/99
og .
i-gu. <i:£\
UJ in'
iLU; UJtScQ
LU O cn
H UJ
I-
-o
CJ
- 2 -
4 -
- 6
10
12
14
MATERIAL DESCRIPTION
COLLUVIUM/LANDSLIDE DEBRIS
Stiff, moist, dark brown, Sandy CLAY, with clasts
of sandstone, porous, with root-voids
-Very irregular, transitional contact, becoming
very moist
-Becomes soft, very moist, mottled light brown to
olive, very Sandy CLAY, with angular chunlcs of
Santiago formation, sandstone; disturbed, mixed
textures
-Very irregular, wet, plastic, clay seam
SANTL\GO FORMATION
Stiff, very moist, light olive, Silty CLAYSTONE
-Very weathered and fractured
TRENCH TERMINATED AT 15 FEET
Figure A-93, Log of Trench T 38 ' LCG
, . . ^ • [
• ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
M ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) '
. CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
THP inr nF "SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC bUKlNU UK iKcnn,n LUUMULJ™ r,,
DATE INDICATED^Tls^^^^^^^ TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T39
ELEV. (MSL.) 120
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/8/99
iUJ'
H!
UJ in' iLU: UJ^CQ
H'
cn,
UJ CJ
o
ujo
CH
cn UJ
-o
u
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Stiff, damp, dark gray-brown, Sandy CLAY
-Porous, with rootiets, root-voids
-Irregular contact
-Becomes soft, wet, reddish-brown,
Sandy-Gravelly CLAY, with dismrbed texmre
(brecciated)
-Strong seepage
-Very irregular, plastic clay seam contact (caving)
SANTIAGO FORMATION
Stiff, very moist, light olive, Silty CLAYSTONE
-Very fractured and weathered
TRENCH TERMINATED AT 11 FEET
Figure A-94, Log of Trench T 39 LCG
• ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS _
^ ... DISTURBED OR BAG SAMPLE
E.
B.
.. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE ? ..• WATER TABLE OR SEEPAGE
THF LDG OF SUBSURFACE CONDITIONS SHOWN MtKtUN Ah-KLILS UNLI fti i nc orcuiriv- BOIM.IU . ~ ' " '
DATE INDICATED n^^^^ WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T40 ;UJ'
OL
ELEV. (MSL.).
EQUIPMENT
155 DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
H
UJ
UJ^CQ
H'
LU o
uj;
CH
Ui
MATERIAL DESCRIPTION
TOPSOIL
Loose, damp, dark brown. Clayey, medium SAND
TERRACE DEPOSIT
Medium dense, damp, reddish-brown. Gravelly,
Silty coarse SAND
-Massive
-Near-horizontal depositional contact
LANDSLIDE DEBRIS
Soft, very moist to wet, light olive-brown, Silty
CLAY
-Disturbed, witii numerous clay seams, chunks of
Santiago formation and Jsp
-1-2" remolded clay seam witii slickensides; N85W,
40S SANTIAGO FORMATION
Stiff, very moist, light olive, Silty CLAYSTONE
-Very fractured and weathered
TRENCH TERMINATED AT 13 FEET
Figure A-95, Log of Trench T 40 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E ..
S ... DISTURBED OR BAG SAMPLE B ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
PROJECT NO. 06403-12-01
TRENCH T41
ELEV. (MSL.) 145
EQUIPMENT
DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
H
UJ
;Lu'
OL
C^^
ft LX- ^
gu^
go >-°^ CH
a
uj;
CH
UI
CJ
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Soft, very moist, light brown to olive, very coarse.
Clayey boulder GRAVEL, with subrounded 6 to
24" volcanic boulders
\
-Strong seepage
-Very irregular contact, inclined southward
SANTIAGO FORMATION
Stiff, wet, light olive, Silty CLAYSTONE
-Very fractured, weathered, with clay seams
TRENCH TERMINATED AT 12 FEET
Figure A-96, Log of Trench T 41 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
0 ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
> Ui CD h-O <n _l o O X 1-o H o _J Q; CD
SOIL
CLASS
(USCS)
TRENCH T42
ELEV. (MSL.) 170
EQUIPMENT
DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
;LU'
OL
UJ cny
g'
o
cn
H UJ
•o
u MATERIAL DESCRIPTION
2 -
4 -
6 -
10
12
CL
v
LANDSLIDE DEBRIS
Stiff, damp to humid, dark brown, Sandy CLAY
-Becomes soft to stiff, moist, light olive mottled
with reddish-brown, Silty CLAY, with scattered
angular volcanic clasts, disturbed, brecciated
texture
-Becomes very moist to wet
-Strong seepage, caving
-Remolded clay seam, N85W, lOS, approx. 2" thick
-Becomes stiff, wet, light olive-gray, Silty CLAY
-May be very weathered Santiago Formation (?)
TRENCH TERMINATED AT 12 FEET
Figure A-97, Log of Trench T 42 LCG
^.r.,^^r r, • ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B.
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? •-• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T43
ELEV. (MSL.) 200
EQUIPMENT
DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
:LU'
CO in CH
^C/)_,
H' CO,
LU O o
UJ^ CH
Ui
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, moist, dark brown, Sandy, Gravelly CLAY,
with angular volcanic clasts
-Becomes light olive, very moist, more silty
-Discontinuous, out-of-slope slickensided clay
seams
SANTIAGO FORMATION
Very stiff to hard, moist, light olive-gray, Silty
CLAYSTONE
-Blocky, massive
TRENCH TERMINATED AT 8 FEET
Figure A-98, Log of Trench T 43 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOC^VON AND AT T^^^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T44
ELEV. (MSL.).
EQUIPMENT
230 DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
H
;UI'
OL
UJ
in
in' ILU;
cn
uJtS'Q
ft w
cn,
LU o
Q
UJ^5 CH
Ui
CJ
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, moist, dark red-brown, very Gravelly
CLAY, with angular clasts of volcanic rocks
-Irregular, downslope-inclined clay seam contact
SANTLVGO PEAK VOLCANICS
Very weatiiered, light reddish-brown, weak
VOLCANIC ROCK
-Very fractured, excavates to a clayey sand
TRENCH TERMINATED AT 8 FEET
Figure A-99, Log of Trench T 44 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E
DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE;
I
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
>-LU CD h-O <E _J 13 O Q X Z 1-O H o _1 CH CD
SOIL
CLASS
(USCS)
TRENCH T 45
ELEV. (MSL.) 220
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/8/99
og .
in^
LU Wo
UJiiJCQ
H'
§L
LU
a
a
o
^o o
- 0
2 -
- 4 -
6 -
10
12
m iff m if
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, damp, dark brown, Sandy CLAY
CL
3L-ML
SM
SANTIAGO FORMATION
Hard, damp, light olive to tan. Clayey SILTSTONE
to Silty CLAYSTONE
-Laminated beds ~ 1/2-2" thick
Very dense, damp, light tan to reddish-brown,
Silty, medium to coarse SANDSTONE, massive
TRENCH TERMINATED AT 13 FEET
Figure A-lOO, Log of Trench T 45 LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
m ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
THE LOG OF SUBSURFACE CONDITIONS bMUWN MLKtUN Aff-Lics UNLI «I I nc orcL.ir,o ovj,xi™u w,. „1
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T46
ELEV. (MSL.) 215
EQUIPMENT
DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
;LU'
OL
CH'^in in:
uj|t!cQ
Lt >
LU
iL
LU O LU
MATERIAL DESCRIPTION
TOPSOIL
Stiff, damp, dark brown, Sandy CLAY
SANT1A(30 FORMATION
Very stiff, moist, light olive, Silty CLAYSTONE,
very weathered, fracmred, with random clay seams
TRENCH TERMINATED AT 7 FEET
Figure A-101, Log of Trench T 46 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE ? -.- WATER TABLE OR SEEPAGE '
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENC" LOCATION AND
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 47
ELEV. (MSL.) 207
EQUIPMENT
DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
LU'
OL
in uHo
uj^m
H'
m. LU O
^o u
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, moist, dark brown, Sandy CLAY
SANTIAGO FORMATION
Stiff to very stiff, very moist, light olive, Silty
CLAYSTONE
TRENCH TERMINATED AT 7 FEET
Figure A-102, Log of Trench T 47 1 LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS _
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPfcCIHL BUKlNi. UK IKCNL-H
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _1
o
X
SOIL
CLASS
(USCS)
TRENCH T48
ELEV. (MSL.) 175
EQUIPMENT
DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
og .
UJHO
^LU-' LUyjoQ
gL
UJ O
o
g^
cn UJ
-o u
MATERIAL DESCRIPTION
2 -CL
TOPSOIL
Stiff, humid, dark brown, Sandy CLAY
SANTL\GO PEAK VOLCANICS
Very weathered, fractured, light red-brown, weak
VOLCANIC ROCK
TRENCH TERMINATED AT 5 FEET
Figure A-103, Log of Trench T 48 LCG
n ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ' -
m ... DISTURBED OR BAG SAMPLE
E.
B.
.. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _J
o
X h-H
SOIL
CLASS
(USCS)
TRENCH T49
ELEV. (MSL.)
EQUIPMENT
200 DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
o Yi •
UJ Wo >•
gu.
go
>-b
CH Q
UJ*5 CH
^o u
MATERIAL DESCRIPTION
2 -
- 4 -
- 6
CL
SM
CL
TOPSOIL
Stiff, damp, dark brown, Sandy CLAY
SANTIAGO FORMATION
Dense, damp, light red-brown, Silty, coarse
SANDSTONE
-Near-horizontal bedding^contact
Hard, damp, light olive, very Silty CLAYSTONE
-Very fracmred and weathered, with calcium
carbonate linings
TRENCH TERMINATED AT 7.5 FEET
Figure A-104, Log of Trench T 49 1 LCG
„ , -^^T 0 ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) j
. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
SAMPLE
NO.
CH
>-LU CD 1-O <E _l 3
o O X 1-ZD LI GRO TRENCH T50
ELEV. (MSL.) 175
EQUIPMENT
DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
H
UJ
iu^^
H'
cn,
UJ o
o
g^
CO UJ
-o
CJ
MATERIAL DESCRIPTION
6 -
CL TOPSOIL
Stiff, humid to damp, dark brown, Sandy CLAY
CL
SANTIAGO FORMATION
Hard, damp, medium to dark olive, Silty
CLAYSTONE
-Very fractured and weathered, massive
TRENCH TERMINATED AT 8 FEET
Figure A-105, Log of Trench T 50 LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS _
^ ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE T ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 51
ELEV. (MSL.)
EQUIPMENT
165 DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
H
;IU' o.
uHo zfS-i
UI^CQ CL
^uL
go
CH
Q
g*
in
H UJ
h-•o u
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, very moist, reddish-brown. Clayey GRAVEL
with boulders
-Massive, with mixture of rounded cobbles and
angular boulders of Jsp (18" -t--)
TRENCH TERMINATED AT 7 FEET
REFUSAL
Figure A-106, Log of Trench T 51 LCG
• SAMPLING UNSUCCESSFUL E. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
• SAMPLING UNSUCCESSFUL
B. TABLE OR SEEPAGE SAMPLE SYMBOLS ^ ... DISTURBED OR BAG SAMPLE B. . CHUNK SAMPLE ? --. WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
> Ui CD 1— O <i: _l o O X z 1-H O _l CH CD
SOIL
CLASS
(USCS)
TRENCH T52
ELEV. (MSL.) 137
EQUIPMENT
DATE COMPLETED 11/8/99
:LU'
TRACKHOE JD 555 24"
LU co< LU;
cn
uJSico o ^O CJ
MATERIAL DESCRIPTION
- 0
4 -
6 -
10 -
12
14 -
A'-'A'A
AM-'-
3P-GM
FILL
Loose, humid to damp, light brown. Gravelly, fme
SAND witii some silt
-Becomes loose, damp to moist, light brown, coarse
GRAVEL with oversize boulders > 2' diameter
-Becomes loose, moist, dark brown, Sandy, coarse
GRAVEL, with roots, porous, organic odor, may
be reworked, alluvium
-Becomes very moist to wet
-Caving from 12 feet
TRENCH TERMINATED AT 15 FEET
Figure A-107, Log of Trench T 52 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
" DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _J O X h-H _I
SOIL
CLASS
(USCS)
TRENCH T53
ELEV. (MSL.)
EQUIPMENT
145 DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
;LU' O, H
cHV^in cn!
in'-;LU:
Ui
UJ^CQ
gL
LU O
Uit
in Ui
-o
CJ
MATERIAL DESCRIPTION
- 0
- 2 -
- 4 -
COLLUVIUM
Stiff, moist, dark brown, Gravelly-Sandy CLAY
CL
CL
SANTIAGO FORMATION
Hard, moist, light olive-brown, Gravelly-Sandy
CLAYSTONE, with angular clasts of volcanic
rocks
TRENCH TERMINATED AT 8 FEET
Figure A-108, Log of Trench T 53 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR jRE^" LO"V™
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
>-Ui CD V-O <E _l O O X h-O H O _J CH CD
SOIL
CLASS
(USCS)
TRENCH T54
ELEV. (MSL.) 240
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/8/99
5g .
gS°
H .
gu!
g'
ce o
o
LU
-o u
- 0
6 -
MATERIAL DESCRIPTION
SC
TOPSOIL
Loose, humid, dark brown. Clayey SAND, some
silt
SANTL\GO PEAK VOLCANICS
Very weathered and altered, reddish-brown, weak
VOLCANIC ROCK
-Very fractured and hydrothermally altered,
excavates to a gravelly, clayey sand
TRENCH TERMINATED AT 8 FEET
Figure A-109, Log of Trench T 54 LCG
SAMPLE SYMBOLS
SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST •
.. CHUNK SAMPLE I
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>• CD O
H
SOIL
CLASS
(USCS)
TRENCH T55
ELEV. (MSL.) 150
EQUIPMENT
DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
^ LU^ Otj •
<n£\
H'
cn,
UJ
a
UJC
cn UJ
-o o
4 -
MATERIAL DESCRIPTION
CL
SM
ALLUVIUM
Stiff, damp, dark brown, very Sandy CLAY
-Irregular "v-shape" contact
SANTIAGO FORMATION
Dense, damp, light brown-tan, Silty, medium
SANDSTONE, massive
TRENCH TERMINATED AT 5 FEET
Figure A-110, Log of Trench T 55 1 LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS _
W ... DISTURBED OR BAG SAMPLE
E.
B.
.. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE IE ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
> Ui CD 1— O <i: _1 3 o Q X 1-O H O _l CH CD
- 2 -
4 -
- 6
SOIL
CLASS
(USCS)
TRENCH T56
ELEV. (MSL.) 185
EQUIPMENT
DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
CL
CL
TOPSOIL
Stiff, damp, dark brown, Sandy CLAY
H
coR
H'
^L
LU CD
Q
O
SANTIAGO FORMATION
Very stiff to hard, moist, light olive, Silty
CLAYSTONE
-Very weathered and fractured
TRENCH TERMINATED AT 6 FEET
uj-^
CH
H UJ I-
-o o
Figure A-111, Log of Trench T 56 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST
.. CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND A .^H^
DATE INDICATED-^^^^^^^^^^ WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403
TRENCH T57
ELEV. (MSL.) 180
EQUIPMENT
DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
5g .
<E£\
^c^§
UJ Wo
LU t!cQ
gL
LU O
LU .\*
Kg
^O
u
MATERIAL DESCRIPTION
TOPSOIL
Stiff, damp, dark brown, Sandy CLAY
SANTIAGO FORMATION
Dense, damp, light olive to tan, Silty, fme
SANDSTONE, with some clay
TRENCH TERMINATED AT 5 FEET
Figure A-112, Log of Trench T 57 ' LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
' DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O SOIL
CLASS
(USCS)
TRENCH T58
ELEV. (MSL.) 170
EQUIPMENT
DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
5g •
go
CH O
g"
cn
H UJ
-o o
MATERIAL DESCRIPTION
2 -
CL TOPSOIL
Stiff, humid to damp, dark gray-brown, Sandy
CLAY
SM
SANTL\GO FORMATION
Dense, damp, light reddish-brown, Silty, coarse
SANDSTONE, massive
TRENCH TERMINATED AT 6 FEET
Figure A-113, Log of Trench T 58 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST
.. CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
>-Ui CD 1-O <E _l o a X z 1— o H o _1 CH o
SOIL
CLASS
(USCS)
TRENCH T59
ELEV. (MSL.) 238
EQUIPMENT
DATE COMPLETED 11/10/99
TRACKHOE JD 555 24"
H
;LU' O,
t±Cn!
LU Wb
UJWI
^ul
LU O
o
g*
cn UI
•o
o
- 0
- 4 -
10 -
12
14
16
y
/
' /y
m
SC
SC
SM
MATERIAL DESCRIPTION
FILL
Loose, dry to humid, brown. Clayey, Gravelly
SAND, with oversize debris, trash, wood, silt
TERRACE DEPOSH
Medium dense, reddish-brown. Clayey, fine SAND
-Massive, with lenses of clay and sand, oxide and
carbonate fracture coatings, some porosity,
root-voids
-Irregular depositional contact
SANTL\GO FORMATION
Dense, damp, light orange to olive, Silty, fine
SANDSTONE, with some clay
TRENCH TERMINATED AT 16 FEET
Figure A-114, Log of Trench T 59 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
W ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST •
.. CHUNK SAMPLE ?
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
>-Ui CD h-O <L _l
o O X z 1-o H o _l CH CD
SOIL
CLASS
(USCS)
TRENCH T60
ELEV. (MSL.) 190
EQUIPMENT
DATE COMPLETED 11/10/99
TRACKHOE JD 555 24"
og .
UI Wo
uii^m
H'
<n,
Ui o
Q
UJ$>
cn UJ
CJ
MATERIAL DESCRIPTION
4 -
6 -
10 -
_
12 -
- 14
16
- 18
ALLUVIUM
Loose, humid, dark gray-brown, Silty, fme SAND
-Very porous, with root-voids, rootlets
SM
-Becomes loose to medium dense, light brown-tan,
Silty, fine SAND
-No root-void, rootiets, becomes cleaner with
depth
-Becomes very moist
TRENCH TERMINATED AT 18 FEET
(CAVING)
Figure A-115, Log of Trench T 60 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS B..
. STANDARD PENETRATION TEST SAMPLE (UNDISTURBED)
S ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? --. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
> CD O _l O X
SOIL
CLASS
(USCS)
TRENCH T61
ELEV. (MSL.) 230
EQUIPMENT
DATE COMPLETED 11/10/99
TRACKHOE JD 555 24"
LU'
Ol
in
cn'
LU
tn
CD
H'
cn,
LU,
CH^
•
g"
cn UJ
MATERIAL DESCRIPTION
2 -
6 -
SC
SM
COLLUVIUM
Medium dense, humid, dark brown. Clayey, fine
SAND
-Porous, witii roots, burrows
-Irregular, out-of-slope inclined contact
SANTIAGO FORMATION
Very dense, damp, light brown to tan, Silty, fme
SANDSTONE, Massive to faintiy banded
-Near-horizontal bedding
TRENCH TERMINATED AT 8 FEET
Figure A-116, Log of Trench T 61 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS B.. TABLE OR SEEPAGE SAMPLE SYMBOLS
S ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? -• . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
TRENCH T62
ELEV. (MSL.) 120
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/10/99
og •
<ESE\
UJ Wo 2:S-i UJWCQ
H' gL
UJ
o
o
ui-S
CH
Ui
u
MATERIAL DESCRIPTION
- 2
ALLUVIUM
Stiff, moist, dark brown, Sandy CLAY
-Porous, with rootlets, root-voids, burrows
4 -
T62-1
T62-2
T62-3
T62-4
CL 103.7 9.3
10
SC
TERRACE DEPOSTF
Medium dense, damp to moist, reddish-brown.
Clayey, medium SAND, some coarse sand
-Massive, with minor root-voids
106.9 9.6
TRENCH TERMINATED AT 10 FEET
Figure A-117, Log of Trench T 62 LCG
• ... SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS ^ ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T63
ELEV. (MSL.) 100
EQUIPMENT
DATE COMPLETED 11/10/99
TRACKHOE JD 555 24"
CHI
H'
Ui O
Q
g-
^o
CJ
MATERIAL DESCRIPTION
ALLUVIUM
Stiff, humid, dark brown, Sandy CLAY to very
Clayey SAND
-Porous, with rootiets and root-voids, burrows
Stiff, moist, light brown, very Sandy CLAY
-Massive, with scattered charcoal fragments and
root-voids
-Becomes Very stiff, very moist, light olive, very
Silty CLAY, with some fine sand
TRENCH TERMINATED AT 18.5 FEET
Figure A-118, Log of Trench T 63 LCG
r..^,^^ ^ o,., ,^^r o n ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T64
ELEV. (MSL.)
EQUIPMENT
125 DATE COMPLETED
TRACKHOE JD 555 24"
11/10/99
MATERIAL DESCRIPTION
5g •
UJ •M-co< LU; ui'^co
ALLUVIUM
Stiff, humid, dark gray-brown, Sandy CLAY
-Massive, porous, with rootlets, root-voids and
burrows
-Becomes moist, brown
TERRACE DEPOSIT
Medium dense, damp, light reddish-brown, Silty,
medium _to_coarse_S AND ^ witii_some_claY
Very stiff, moist, olive-brown, Sandy CLAY,
p_la_stic^ with_slickenjidedJr_aguresj;dis_continuou _
Medium dense, moist, light brown. Clayey, fine to
medium SAND
M'
(Q,
Ui o
a
g-
in
H UJ
o
TRENCH TERMINATED AT 16 FEET
Figure A-119, Log of Trench T 64 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING °R FRENCH LOCATIO^^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 65
ELEV. (MSL.) 117
EQUIPMENT
DATE COMPLETED 11/10/99
TRACKHOE JD 555 24"
H
;LU'
OL
^gs
UJ
§U^
go
^b
tH O
UJ
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, humid to moist, dark gray-brown, Sandy
CLAY
TERRACE DEPOSn
Medium dense, moist, reddish-brown, very Clayey,
medium to coarse SAND
-Remolded clay seam, 1/2" thick, N20W, 25SW
-Massive, with scattered pebbles and charcoal
fragments
-Remolded clay seam, 1/2" to 1" thick, N30W,
15SW; possible sheared contact
SANTL\GO FORMATION
Hard, damp, light olive. Clayey SILTSTONE
-Massive, blocky, low-angle beds
TRENCH TERMINATED AT 14 FEET
Figure A-120, Log of Trench T 65 LCG
SAMPLE SYMBOLS
SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST
.. CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING °R FRENCH LOCATION AND AT T^^^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T66
ELEV. (MSL.) 93
EQUIPMENT
DATE COMPLETED 11/10/99
TRACKHOE JD 555 24"
og •
^co°
gL
UJ O
LUC
UJ
o
MATERIAL DESCRIPTION
ALLUVIUM
Stiff to very stiff, damp to moist, dark
gray-brown, Sandy CLAY
-Massive, porous, with root-voids, burrows and
scattered charcoal fragments
-Becomes stiff, very moist
TERRACE DEPOSIT
Medium dense, moist, light reddish-brown. Clayey,
medium SAND, with some silt, massive
SANTL\GO FORMATION
\ Hard, moist, light olive, very Silty CLAYSTONE
TRENCH TERMINATED AT 15 FEET
Figure A-121, Log of Trench T 66 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 67
ELEV. (MSL.) 95
EQUIPMENT
DATE COMPLETED 11/10/99
TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
COLLUVIUM
Stiff to very stiff, humid, dark gray-brown, Sandy
CLAY, massive, porous, with rootiets, root-voids
and burrows
-Irregular contact
TERRACE DEPOSIT
Medium dense, moist, light brown to
reddish-brown, Silty, fine to medium SAND, some
clay, massive
H
LU Si
CQ
Medium dense, moist, light reddish-brown. Clayey,
medium SAND
H'
cnr
LU o
g'
UJ
-o u
SANTIAGO FORMATION
Very stiff, very moist, light olive to gray, Silty
CLAYSTONE, very weathered, with some saad
TRENCH TERMINATED AT 16 FEET
103.4 11.4
Figure A-122, Log of Trench T 67 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST
.. CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENj:" ^X^^^^^^^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PR(^TF.rT NO. 06403-12-01
TRENCH T 68
ELEV. (MSL.) 150
EQUIPMENT
MATERIAL DESCRIPTION
TOPSOIL
Stiff, humid, dark brown, Sandy CLAY
SANTIAGO FORMATION
Stiff, moist, olive-brown, Silty CLAYSTONE
-Very fractured and weathered
-Horjzont^ bedding^ contact
Very dense, damp, light olive to brown, Silty, fme
SANDSTONE, some clay, blocky
TRENCH TERMINATED AT 8 FEET
DATE COMPLETED 11/10/99
TRACKHOE JD 555 24"
jlU'
o.
UJ
Cfii
co'
liJ; UJ^CQ
g-
o
Figure A-123, Log of Trench T 68 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E..
B..
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _l
o
X
SOIL
CLASS
(USCS)
TRENCH T 69
ELEV. (MSL.) 120
EQUIPMENT
DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
CO
:U. • \ cn
CD
Ui
o
UJ:
CH
in UI
•o o
- 0
2 -
4 -
6 -
10
'il
y y
MATERIAL DESCRIPTION
SM
SM
ML
COLLUVIUM
Loose, damp to moist, dark brown, Silty, fme
SAND
-Porous, rootlets and root-voids, and some clay
-Very irregular contact
SANTIAGO FORMATION
Dense, very moist, light reddish-brown, Silty,
coarse SANDSTONE
-Weathered ,_fractured_
"H^d" moist, light olive. Clayey SILTSTONE
-Blocky
TRENCH TERMINATED AT 11 FEET
Figure A-124, Log of Trench T 69 LCG
, • ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
m ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T70
ELEV. (MSL.) 180
EQUIPMENT
DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
5g .
>-
LU Wo
UJiiJcQ
H'
tn,
UJ o
•
LUC5
MATERIAL DESCRIPTION
FILL
Loose, dry, dark brown, Clayey, Gravelly SAND
COLLUVIUM
Stiff, humid, red-brown, very Sandy CLAY
SANTIAGO FORMATION
Hard, damp, light olive-brown, very Clayey
\ SILTSTONE
TRENCH TERMINATED AT 8 FEET
Figure A-125, Log of Trench T 70 ' LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
> CD O _J o X 1-H
SOIL
CLASS
(USCS)
TRENCH T71
ELEV. (MSL.) 105
EQUIPMENT
DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
H
UJ
;LU' O.
g^e
gL
LU O
g"
CO
H UJ
4 -
MATERIAL DESCRIPTION
CL TOPSOIL
Stiff, humid, dark brown, Silty CLAY, witii some
sand
CL
SANTIAGO FORMATION
Hard, moist, olive-gray, Silty CLAYSTONE
-Massive, blocky
TRENCH TERMINATED AT 6 FEET
LJ Figure A-126, Log of Trench T 71 LCG
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E ..
DISTURBED OR BAG SAMPLE B ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR/RENC" LOCATION AND ^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
TRENCH T72
ELEV. (MSL.) 120
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/11/99
5g .
^cn°
H'
tn.
LU o
uj;
tH
MATERIAL DESCRIPTION
4 -
TOPSOIL r
Stiff, humid, dark gray-brown, Sandy CLAY /
TERRACE DEPOSIT
Medium dense, moist, reddish-brown. Clayey, fme ^
to medium SAND, witii pebble gravel along SE /
dipping contact /
SANTIAGO FORMATION
Very stiff, moist, light olive with white mottling,
Silty CLAYSTONE
-Remolded clay seam N60W, 35SW, - 1/4-1/2"
thick, with gypsum linings
-Very weatiiered and fractured, massive, with
abundant calcium sulfate
10 TRENCH TERMINATED AT 10 FEET
Figure A-127, Log of Trench T 72 LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE T... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T73
ELEV. (MSL.) 110
EQUIPMENT
DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
5g .
• it-
cn^
u Wo
UliticQ
rt LJ-w
a: LU
g-
^o o
COLLUVIUM
Stiff, moist, dark brown, Sandy CLAY
-Massive with 1mm - 2mm spots of gypsum (?)
SANTIAGO FORMATION
Hard, moist, light olive, very Clayey SILTSTONE
-Massive, fractured
TRENCH TERMINATED AT 8 FEET
Figure A-128, Log of Trench T 73 < LCG
„ • ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS „
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O SOIL
CLASS
(USCS)
TRENCH T74
ELEV. (MSL.) 85
EQUIPMENT
DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
;LU' O,
gg^
H'
cn,
LU o
uj;
cn UJ
-o o
MATERIAL DESCRIPTION
2 -
- 4
- 6 -
10 -
12 -
14
COLLUVIUM
Stiff, moist, dark gray-brown, Sandy CLAY
CL
SC
SANTIAGO FORMATION
Medium dense, damp to moist, light brown to
olive. Clayey, medium SANDSTONE, very
weathered, massive
-Becomes less weathered, dense
TRENCH TERMINATED AT 14 FEET
Figure A-129, Log of Trench T 74 LCG
„ • ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
^ ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T75
ELEV. (MSL.)
EQUIPMENT
98 DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
:UJ'
OL
LU
LUgCQ CL.
cn,
UJ o
CH' Q
ujc
cn g: Lll
-o
u MATERIAL DESCRIPTION
ALLUVIUM
Stiff, moist, dark brown, Sandy CLAY
-Becomes more moist
-Irregular transitional contact
Soft to stiff, very moist, olive-brown, Silty CLAY
-Very fractored, weathered, mixed texture, with
numerous clay seams (possible weathered Santiago)
SANTIAGO FORMATION
Very stiff to hard, moist, light olive, Silty
CLAYSTONE
-Very fractured, blocky
TRENCH TERMINATED AT 17 FEET
Figure A-130, Log of Trench T 75 1 LCG
„ • ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ••- WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T76
ELEV. (MSL.) 110
EQUIPMENT
DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
;LU'
Ol
:U.
LUSicQ rt ^
gu.
go
>-b
CH O
g*
cn H o r:
UJ
MATERIAL DESCRIPTION
TOPSOIL
Stiff, humid, dark brown, Sandy CLAY
SANTIAGO FORMATION
Hard, moist, light olive mottied with white, Silty
CLAYSTONE, with some sand, weathered witii
calcium sulfate (gypsum) mottling, massive
-Clay seam 1/8" thick, low angle and discontinuous
TRENCH TERMINATED AT 8 FEET
Figure A-131, Log of Trench T 76 ( LCG
• ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
B..
B.
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T77
ELEV. (MSL.) 100
EQUIPMENT
DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
og •
ggm
cn.
LU _o UJ
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, moist, dark gray-brown, Sandy CLAY;
massive, porous, with root-voids, burrows
-Becomes more sandy, moist
SANTIAGO FORMATION
Very stiff to hard, moist, light olive, very Clayey
SILTSTONE
TRENCH TERMINATED AT 10 FEET
Figure A-132, Log of Trench T 77 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I
^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE ?
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
> CD O _J O X
I-
H
SOIL
CLASS
(USCS)
TRENCH T78
ELEV. (MSL.) 180
EQUIPMENT
DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
•LU'
OL
LU hp
in'^ LU; ujtiitn
>
1:^'
gL
LU O
g*
cn UI
CJ
MATERIAL DESCRIPTION
2 -
6 -
10
12 -
14 -
16
ALLUVIUM
Loose, humid, dark brown, Silty, fme SAND
-Very porous, with rootlets, root-voids, burrows
throughout
SM
-Contains trace clay, lighter brown
SM TERRACE DEPOSIT
Medium dense, moist, light brown, Silty, fine
SAND
-Minor root-voids
TRENCH TERMINATED AT 16 FEET
Figure A-133, Log of Trench T 78 ' LCG
^ ^ „,„,T,^T r, n ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS _
W ... DISTURBED OR BAG SAMPLE
E.
B.
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SOIL
CLASS
(USCS)
TRENCH T79
ELEV. (MSL.) 150
EQUIPMENT
DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
og •
<n£\ cH77,in
UI •M-in' •,Ui; UJSiCQ
gL
LU O
o
UJ-
CH
Ui
-o
O
MATERIAL DESCRIPTION
2 -
4 -
6 -
- 10
- 12
14 -
16 -
18
SM
SC-CL
ALLUVIUM
Stiff to very stiff, humid to damp, reddish-brown,
very Sandy CLAY
-Massive, porous, with root-voids and burrows
Medium dense, damp, brown, Silty, fme SAND
-Porous, with root-voids, burrows
TERRACE DEPOSH
Medium dense, moist, reddish-brown, very Clayey
SAND to Sandy CLAY
-Massive, with minor porosity and slight coatings
of calcium carbonate/sulfate
TRENCH TERMINATED AT 18 FEET
Figure A-134, Log of Trench T 79 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ...
^ ... DISTURBED OR BAG SAMPLE B ...
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
TRENCH T80
ELEV. (MSL.) 158 DATE COMPLETED 11/11/99
EQUIPMENT TRACKHOE JD 555 24"
H
;UJ'
OL
UJ m
cn'
cn
UJ^CQ n Li.
H'
in,
Ui o
g-
cn
H UJ
o
MATERIAL DESCRIPTION
- 2 -
4 -
- 6 -
- 10
12
14 -
16
ALLUVIUM
Stiff, humid to damp, dark brown, Sandy CLAY
CL
-Becomes soft to stiff, moist, reddish-brown, very
Sandy CLAY
-Porous, with root-voids, scattered charcoal
fragments
-Becomes more sandy, less porous
TRENCH TERMINATED AT 18 FEET
LCG
•» p5»——. — /
• ... SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS „
^ ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? -. WATER TABLE OR SEEPAGE
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT 1 Mh iKtcil-lL BUKINU ur. ''l'^"';" ''J^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-
CD O _I
O
X
SOIL
CLASS
(USCS)
TRENCH T81
ELEV. (MSL.) 190
EQUIPMENT
DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
LU
coH
§L
LU,
o
g-
si
-o
CJ
MATERIAL DESCRIPTION
- 0
- 4 -
6 -
SC
/'
.'
/'
TOPSOIL
Loose, dry, dark brown, very Clayey SAND
ML
SANTIAGO FORMATION
Hard, damp, very light olive to brown. Clayey
SILTSTONE, with some sand, massive to near
horizontal beds -
TRENCH TERMINATED AT 7 FEET
Figure A-136, Log of Trench T 81 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST
.. CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SOIL
CLASS
(USCS)
TRENCH T82
ELEV. (MSL.) 175
EQUIPMENT
DATE COMPLETED 11/11/99
TRACKHOE JD 555 24"
;LU'
OL
cn
in' iLU;
cn
UJgCQ
gL
UJ Q
•
O
UJ:
CH
Ui
•o
O
MATERIAL DESCRIPTION
- 0
- 14
10 -
12
ALLUVIUM
Stiff, damp, dark brown, very Sandy CLAY
-Very porous, witii root-voids, burrows
CL
SM
SC
TERRACE DEPOSIT
Medium dense, moist, light brown, Silty, coarse
SAND, with some fm_e GRAVEL
Medium dense, moist, reddish-brown. Clayey, fine
to medium SAND, massive
TRENCH TERMINATED AT 15 FEET
Figure A-137, Log of Trench T 82 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST •
.. CHUNK SAMPLE T
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T83
ELEV. (MSL.) 130
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/12/99
:U'
OL O H
UJ
uigm
iL
gc
Q
g'
UJ
MATERIAL DESCRIPTION
COLLUVIUM
Very stiff, moist, dark olive to brown, very Sandy
CLAY
-Massive, porous, with root-voids, rootlets
-Transitional, near-horizontal
TERRACE DEPOSIF (?)
Stiff, very moist, light olive, Silty CLAY
-Very weathered, with discontinuous_c]ay seams_ _
Medium dense, damp, light reddish-brown, Silty,
medium SAND, with some clay
TRENCH TERMINATED AT 10 FEET
/
Figure A-138, Log of Trench T 83 < LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS _
S ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT JHE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 84
ELEV. (MSL.) 170
EQUIPMENT
DATE COMPLETED 11/12/99
TRACKHOE JD 555 24"
M
;LU'
OL
LU
H .
gcj >-°-
CH
Q
g-
^o o
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, damp to moist, dark brown, Sandy CLAY
SANTIAGO FORMATION
Stiff, very moist, olive-brown, Silty CLAYSTONE,
very weatiiered, fractured, with discontinuous
slickensided clay seams.
TRENCH TERMINATED AT 8 FEET
1
Figure A-139, Log of Trench T 84 1 LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
^ ... DISTURBED OR BAG SAMPLE
B..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T85
ELEV. (MSL.) 175
EQUIPMENT
DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
^ LU^ O fl •
111 ITI (—»
CQ
MATERIAL DESCRIPTION
^ul
go
CH' Q
g'
cn
H UJ
-o o
COLLUVIUM
Stiff, moist, dark olive-brown, Sandy CLAY
Irregular transition inclined southeast
SANTL\GO FORMATION
Medium dense, moist, light brown, Silty, very fine
SANDSTONE, with trace clay, massive
-Becomes dense, blocky, more sandy
TRENCH TERMINATED AT 10 FEET
Figure A-140, Log of Trench T 85 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ..
0 ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE X ..
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T86
ELEV. (MSL.)
EQUIPMENT
143 DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
;LU'
cni
in' LU: UJ^IQ
uj;
Ui
•o
u
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, damp, dark gray-brown, Sandy CLAY,
massive, porous, with rootlets and root-voids and
burrows
TERRACE DEPOSIT (?)
Stiff, very moist, reddish-brown, very Clayey, fine
SAND, massive, with scattered fine gravel
-Transitional, near-horizontal contact
SANTIAGO FORMATION
Very stiff, very moist, olive-brown, Silty
CLAYSTONE, very weatiiered, fracmred, with
discontinuous clay seams
-Becomes olive-gray
104.7 20.6
TRENCH TERMINATED AT 16 FEET
101.4 23.3
Figure A-141, Log of Trench T 86 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
WOTF- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATE^^^^^^^^^ TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T87
ELEV. (MSL.) 138
EQUIPMENT
DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
;LU'
Hi :U. - \ "cn
UJ
cn
cn'
LU; UJ^OQ
LU O
LU< CH
hi
-o
U
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, damp, dark gray-brown, Sandy CLAY
-Massive, porous, with rootlets, root-voids and
burrows
-Becomes moist to very moist
TERRACE DEPOSH
Medium dense, damp, light reddish-brown, Silty,
fme SAND, with some clay
Medium dense, damp, reddish-brown. Clayey, fine
SAND to very Sandy CLAY, massive, blocl^', with
scattered fine gravel and grit, some porosity, with
scattered rootlets and root-voids
-Scattered small fragments of charcoal
TRENCH TERMINATED AT 17 FEET
116.3 15.4
Figure A-142, Log of Trench T 87 LCG
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST
^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
TRENCH T 88
ELEV. (MSL.).
EQUIPMENT
145 DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
og .
<i:£\ a:mtn
in' LU;
LU
UJgCQ
H'
UJ o
a -o o
MATERIAL DESCRIPTION
10 -
12
14
CL
CL-CH
CL
COLLUVIUM
Stiff, moist, dark gray-brown, Sandy CLAY
-Massive, porous, with rootiets, root-voids and
burrows
TERRACE DEPOSIT
Soft to stiff, very moist to wet, light olive-brown,
Silty CLAY, with some reddish-brown sand lenses,
and discontinuous clay seams, almost plastic
SANTL\GO FORMATION
Very stiff, very moist, light olive-gray, Silty
CLAYSTONE
-Very weathered, with discontinuous clay seams,
very fractured
TRENCH TERMINATED AT 14 FEET
Figure A-143, Log of Trench T 88 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
0 ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
,.. DRIVE SAMPLE (UNDISTURBED)
... WATER TABLE OR SEEPAGE
uoTi:. THF inr nF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INoTcATE^^^^^^^^^^ TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 89
ELEV. (MSL.) 123
EQUIPMENT
DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
H
;LU' O,
•.in cn
gcn°
cn,
Ui CJ
lA o
|0
^o o
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, damp to moist, dark gray-brown, Sandy
CLAY
SANTIAGO FORMATION
Stiff, very moist, light olive-brown, Sandy
CLAYSTONE, very weatiiered, fractured
-Becomes hard, moist, olive, Silty CLAYSTONE,
fractured, blocky, massive
TRENCH TERMINATED AT 9 FEET
Figure A-144, Log of Trench T 89 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 90
ELEV. (MSL.) 230
EQUIPMENT
DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
:LU'
CH^in
Ui
in'. M? cn
go
^b
CH CD
LU!
-o u
MATERIAL DESCRIPTION
TOPSOIL
Stiff, humid, dark gray-brown, Sandy CLAY
SANTL\GO FORMATION
Hard, damp, olive, Silty CLAYSTONE; very
fractured and weathered
-Near-horizontal bedciing -contact
Very cTense, damp, light olive to brown, Silty,
coarse SANDSTONE, with trace clay, blocky
TRENCH TERMINATED AT 8 FEET
Figure A-145, Log of Trench T 90 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ..
^ ... DISTURBED OR BAG SAMPLE B ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O
H
SOIL
CLASS
(USCS)
TRENCH T91
ELEV. (MSL.) 130
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/15/99
; LU' O, H
Ui
ens
in' ;LU:
rt "Ivy
H'
cn,
UJ
g'
cn UJ
MATERIAL DESCRIPTION
2 -
CL
COLLUVIUM
Very stiff, damp to moist, dark gray-brown, Sandy
CLAY, porous, with rootiets, root-voids, burrows
CL TERRACE DEPOSIT
Very stiff to hard, moist, reddish-brown, very
Sandy CLAY, massive, blocky, with some porosity,
with rootlets, root-voids
TRENCH TERMINATED AT 7 FEET
Figure A-146, Log of Trench T 91 LCG
„ • ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^ S ... DISTURBED OR BAG SAMPLE
B.
B.
.. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE ? .. • WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
>-Ui CD 1— O <i: _l 3
o CD X Z 1-ZD H o _J CH CD
SOIL
CLASS
(USCS)
TRENCH T92
ELEV. (MSL.) 225
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/15/99
UJ
ig .
cn^ LU: UJiiicQ
^L
LU,
CD
g"
LU
•o a
4 -
6 -
10
MATERIAL DESCRIPTION
TOPSOIL
Stiff, humid, dark gray-brown, Sandy CLAY
SANTIAGO FORMATION
Dense, damp, light tan, Silty, fine to medium
SANDSTONE, massive, blocky
Near-horizontal bedding
TRENCH TERMINATED AT 10 FEET
Figure A-147, Log of Trench T 92 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
S ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
B .. - CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING 0^ FRENCH LOCATION AND AT^
DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 93
ELEV. (MSL.) 195
EQUIPMENT
DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
og .
CHTrtin
Ui ens
cn' Ui; UJ^CQ
MATERIAL DESCRIPTION
TOPSOIL
Stiff, humid to damp, dark brown, Sandy CLAY
SANTIAGO FORMATION
Firm to hard, damp, olive, very Silty,
CLAYSTONE
-Very fractured,_with_calciuin s_ulfate linm^s_
Dense, damp, light brown to olive, Silty, medium
SANDSTONE, with some clay, massive, blocky
TRENCH TERMINATED AT 7 FEET
H'
cn.
LU
g'
o ^o u
Figure A-148, Log of Trench T 93 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST
S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
PROJECT NO. 06403-12-01
TRENCH T94
ELEV. (MSL.).
EQUIPMENT
175 DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
:U' O.
cni
cn'
UJ^CQ
gL
LU O
Q
g"
cn
H UI
-o
CJ
MATERIAL DESCRIPTION
ALLUVIUM
Stiff, moist, dark brown, Sandy CLAY
-Porous, with rootiets, root-voids and burrows
TERRACE DEPOSIT
Medium dense, damp, light yellow-brown to
orange, , Silty, fine SAND, some porosity,
root-voids
Medium dense, moist, reddish-brown, very Sandy
CLAY, massive
TRENCH TERMINATED AT 14 FEET
Figure A-149, Log of Trench T 94 LCG
SAMPLE SYMBOLS
SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST
.. CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION A
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
SOIL
CLASS
(USCS)
TRENCH T 95
ELEV. (MSL.) 193
EQUIPMENT
DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
S|F:
^cn§
UJHO
UJiiJcQ
CH\
cn.
UJ,
a
LUC
UI
MATERIAL DESCRIPTION
2 -
10 -
12 -
14
ALLUVIUM
Soft to stiff, very moist, dark brown, Sandy
CLAY, massive, porous, with root-voids, rootlets
CL
CL-CH
-Very irregular, sharp contact
SANTL\GO FORMATION
Stiff, very moist, olive mottled with white and
brown, Sandy CLAYSTONE
-Very weathered, with slickensided, remolded clay
seams throughout
TRENCH TERMINATED AT 14 FEET
Figure A-150, Log of Trench T 95 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ..
S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE %
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR ^RENC^H LOCATION A^^^^^
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T96
ELEV. (MSL.) 200
EQUIPMENT TRACKHOE JD 555 24"
DATE COMPLETED 11/15/99
:LU'
Hz
UJ
cn
UJidco
gu^
go
n.
Ui:
Ui
-o o
MATERIAL DESCRIPTION
ALLUVIUM
Soft to stiff, very moist, dark brown, very Sandy
CLAY
SANTIAGO FORMATION
Dense, damp, light olive-gray, very Silty, fine
X SANDSTONE, with some clay
TRENCH TERMINATED AT 12 FEET
Figure A-151, Log of Trench T 96 LCG
SAMPLE SYMBOLS
• ... SAMPLING UNSUCCESSFUL E ..
^ ... DISTURBED OR BAG SAMPLE B ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
PROJECT NO. 06403-12-01
TRENCH T97
ELEV. (MSL.)
EQUIPMENT
210 DATE COMPLETED
TRACKHOE JD 555 24"
11/15/99
iLU'
OL
cn§
So
gs
H'
cn.
LU CJ
o
g-
cn H o
UJ
MATERIAL DESCRIPTION
TOPSOIL
Stiff, humid, dark brown, Sandy CLAY
SANTL\GO FORMATION
Hard, damp, olive-gray, very Silty CLAYSTONE,
massive to horizontal beds, very fractured and
weathered
-Becomes very hard, moist, less fracmred and
weathered
TRENCH TERMINATED AT 8 FEET
J
Figure A-152, Log of Trench T 97 LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
^ ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLlfcS UNLT Al I nt srcLii-ii- DUKINU IKCNL-H r-t^t^ r,, ,
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T 98
ELEV. (MSL.) 210
EQUIPMENT
DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
;LU'
:U.
Ui
in
cn' LU; UJidflD
MATERIAL DESCRIPTION
COLLUVIUM
Soft to Stiff, very moist, dark brown, Sandy CLAY
-Porous, with rootiets, root-voids and burrows
-Irregular transitional contact, with fragments of
Santiago formation
SANTIAGO FORMATION
Dense, damp, light brown to olive, Silty, fine
SANDSTONE, massive, blocky, with trace clay
-Near-horizontal bedding
H'
cn. LU o
o ^o u
TRENCH TERMINATED AT 10 FEET
Figure A-153, Log of Trench T 98 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST • ..
CHUNK SAMPLE ? • •
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
TRENCH T99
ELEV. (MSL.) 175
EQUIPMENT
DATE COMPLETED
TRACKHOE JD 555 24"
11/15/99
H
;LU' o.
UJ
Ui)^(D
H'
LU O
Q
cn UJ
o
MATERIAL DESCRIPTION
4 -
CL
SM
COLLUVIUM
Stiff to soft, moist, dark gray-brown, Sandy CLAY
-Massive, porous, with rootlets, root-voids and
burrows
-Irregular contact inclined SW
SANTIAGO FORMATION
Very dense, damp, light tan to orange, Silty, fme
SANDSTONE, massive to near-horizontal beds
TRENCH TERMINATED AT 8 FEET
Figure A-154, Log of Trench T 99 LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
S ... DISTURBED OR BAG SAMPLE
B.
B.
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH TlOO
ELEV. (MSL.) 175
EQUIPMENT
DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
jUJ'
OL
UI
LU; UJtticQ
LU O
UJ^
o
MATERIAL DESCRIPTION
COLLUVIUM
Soft to Stiff, moist, dark brown, Sandy CLAY
-Porous, with rootlets, root-voids
TERRACE DEPOSH
Medium dense, moist, reddish-brown. Clayey, fine
to medium SAND, witii some silt, grU
Very stiff to hard, very moist, olive-brown, very
Sandy CLAY .
TRENCH TERMINATED AT 12 FEET
Figure A-155, Log of Trench TlOO LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
^ ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE I . •. WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CH
> Ui CD 1— O <E _l
o Q
X Z 1-O H o _J CH iD
SOIL
CLASS
(USCS)
TRENCH TlOl
ELEV. (MSL.) 197
EQUIPMENT
DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
og •
uj Wo zf3-i ujtycQ
^Ul
go
Q
g-
cn
H UJ
- 0
MATERIAL DESCRIPTION
- 2 -
- 4 -
- 6
CL TOPSOIL
\ Stiff, humid, dark gray-brown, Sandy CLAY
14L-MH
SANTL\GO FORMATION
Hard, damp, light olive, very Clayey SILTSTONE
-Very weatiiered and fractured, with some
sandstone lenses
-Becomes very hard, dry, light olive, cemented,
Silty SANDSTONE
-Concretion layer
TRENCH TERMINATED AT 7 FEET
REFUSAL
Figure A-156, Log of Trench TlOl LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
S ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
B ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T102
ELEV. (MSL.) 210
EQUIPMENT
DATE COMPLETED 11/15/99
TRACKHOE JD 555 24"
;LU'
Ol
CH\
gK°
^L
UJ o
o
uj;
-o o
MATERIAL DESCRIPTION
COLLUVIUM
Soft to stiff, moist, dark brown, Sandy CLAY
-Porous, with rootiets, root-voids
-Becomes very stiff, less porous
SANTL\GO FORMATION
Very dense, dry, light orange-brown, cemented,
Silty, coarse SANDSTONE, concretion layer
TRENCH TERMINATED AT 8 FEET
REFUSAL
Figure A-157, Log of Trench T102 LCG
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
0 ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
" DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SOIL
CLASS
(USCS)
TRENCH T103
ELEV. (MSL.) 250
EQUIPMENT
DATE COMPLETED 11/16/99
TRACKHOE JD 555 24"
; LU' o.
:<i:^
UI
LUSiCQ
H'
LU O
o ^o o
MATERIAL DESCRIPTION
- 0
- 2 T103-1
- 6
ri03-2
10 -
12
SC TOPSOIL
Soft, damp, dark brown, very Clayey, fine SAND
SM SANTL\GO FORMATION
Dense, damp, light reddish-brown to brown, Silty,
fme SANDSTONE, massive, blocky
::L-ML
Hard, damp to moist, olive-brown, Silty
CLAYSTONE, with abundant gypsum (calcium
sulfate) in alternating layers
-Horizontal, laminated beds
TRENCH TERMINATED AT 13 FEET
Figure A-158, Log of Trench T103 LCG
^ ^ „x.,,^^T n ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
B.
B.
.. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T104
ELEV. (MSL.) 320
EQUIPMENT
DATE COMPLETED 11/16/99
TRACKHOE JD 555 24"
:LU' o.
UJ cn^ iLU; UJgiCQ n LX.vy
H'
UJ O
D
g"
cn
H UI
CJ
MATERIAL DESCRIPTION
COLLUVIUM
Loos_e,_cir/, jight brown. Gravelly,_Silty_SANp_
Stiff, moist, olive, Sandy CLAY
SANTL\GO FORMATION
Very dense, damp, light brown-orange, Silty, fine
SANDSTONE, with some clay
-Horizontal laminated bedding
TRENCH TERMINATED AT 7 FEET
Figure A-159, Log of Trench T104 LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
^ ... DISTURBED OR BAG SAMPLE
B..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE I .-. WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O SOIL
CLASS
(USCS)
TRENCH T105
ELEV. (MSL.) 302
EQUIPMENT
DATE COMPLETED 11/16/99
TRACKHOE JD 555 24"
;LU'
H'
cn.
LU o
g"
cn
H LU
-o
u
MATERIAL DESCRIPTION
2 -
4 -
SM
SM
COLLUVIUM
Loose, humid, light reddish-brown, Silty, fine
SAND, with some clay and pebble-gravel
-Porous, with root-voids, burrows
SANTIAGO FORMATION
Very dense, damp, light tan, Silty, fme
SANDSTONE
-Horizontally bedded
TRENCH TERMINATED AT 7 FEET
Figure A-160, Log of Trench T105 ' LCG
„ ^ „ a ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
^ ... DISTURBED OR BAG SAMPLE
B..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
> CD O _J O X
I-
H
SOIL
CLASS
(USCS)
TRENCH T106
ELEV. (MSL.) 310
EQUIPMENT
DATE COMPLETED 11/16/99
TRACKHOE JD 555 24"
H
;LU' O.
gcn°
gu.
go
^b
CH CD
UJ-5 CH
cn UJ
•o
CJ
MATERIAL DESCRIPTION
- 0
4 -.
SM
T106-1
1
CL
COLLUVIUM
Loos_e,_dry, jight brown. Gravelly,_Silty_SANp_
Stiff, moist, olive, Sandy CLAY
SM
SANTIAGO FORMATION
Very dense, damp, light tan, Silty, fme
SANDSTONE
-Upper 12" moderately cemented
TRENCH TERMINATED AT 7 FEET
Figure A-161, Log of Trench T106 LCG
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE B
.. STANDARD PENETRATION TEST
.. CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _l O X
1—
H
SOIL
CLASS
(USCS)
TRENCH T107
ELEV. (MSL.) 301
EQUIPMENT
DATE COMPLETED 11/16/99
TRACKHOE JD 555 24"
feLU'^ Ofj •
<E£\ a:r;;cn
,cn° UJ
tn,
UJ
CJ
LU'
CH
in UI
-o o
MATERIAL DESCRIPTION
- 2 -
4 -
7^
/ SC
COLLUVIUM
Loose, humid, medium dark brown. Clayey, fme
SAND, with some silt, scattered gravel
SM
SANTIAGO FORMATION
Very dense, damp, light tan to gray, Silty, fme
SANDSTONE
TRENCH TERMINATED AT 8 FEET
Figure A-162, Log of Trench T107 1 LCG
, c D ••• SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
m ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ..- WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET H
SOIL
CLASS
(USCS)
TRENCH T108
ELEV. (MSL.) 320
EQUIPMENT
DATE COMPLETED 11/16/99
TRACKHOE JD 555 24"
H
LU
;LU' O,
cnR
ujgm
H'
LU O
O
ct:
cn UI
-o o
MATERIAL DESCRIPTION
ri08-l
T108-2
6 -
SC
5M-GM
TOPSOIL
Loose, dry, dark brown. Clayey, Gravelly SAND,
with some silt
•.:-o:-
SM
LINDAVISTA FORMATION
Very dense, damp, reddish-brown, very Gravelly,
medium SANDSTONE
-Irregular, nearly horizontal contact
SANTL\GO FORMATION
Dense, damp, light tan, Silty, fine SANDSTONE
TRENCH TERMINATED AT 9 FEET
Figure A-163, Log of Trench T108 LCG
^ ^ „ D ... SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS _
m ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T109
ELEV. (MSL.) 285
EQUIPMENT
DATE COMPLETED 11/16/99
TRACKHOE JD 555 24"
H
;LU'
Ol
gcn°
cn
-u^
go
>-b
CH CD
Ui .\'
O
^o o
MATERIAL DESCRIPTION
COLLUVIUM
Loose, dry to humid, medium light brown.
Gravelly, Silty, fine SAND, with clay, porous, with
numerous root-voids, burrows
-Irregular contact inclined northwest
SANTIAGO FORMATION
Dense, damp, light tan to gray, Silty, fine
SANDSTONE
TRENCH TERMINATED AT 9.5 FEET
Figure A-164, Log of Trench T109 'LCG
„ „ SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
S ... DISTURBED OR BAG SAMPLE
E.
B.
.. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O SOIL
CLASS
(USCS)
TRENCH TllO
ELEV. (MSL.)
EQUIPMENT
320 DATE COMPLETED 11/16/99
TRACKHOE JD 555 24"
og .
<i:£E\ UI
CD
UJ
o
- 0
2 -
4 -
6 -
MATERIAL DESCRIPTION
A.-.Q' AQ-:A
•)•:•• O;
m m
SM-GM TOPSOIL
Loose, dry, reddish-brown. Gravelly, Silty SAND
;M-GM
SM
LINDAVISTA FORMATION
Very dense, damp, reddish-brown, conglomeratic
SANDSTONE, massive, witii some clay and
cemented lenses
-Irregular deposition contact nearly horizontal
SANTL\GO FORMATION
Dense, damp, light tan, Silty, fine SANDSTONE
-Massive to horizontally bedded
TRENCH TERMINATED AT 8 FEET
Figure A-165, Log of Trench TllO LCG
• .. . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST 1. .. DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
. SAMPLING UNSUCCESSFUL
B.. ^ .. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE I . .. WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _1 O SOIL
CLASS
(USCS)
TRENCH Till
ELEV. (MSL.) 315
EQUIPMENT
DATE COMPLETED 11/16/99
TRACKHOE JD 555 24"
LU
cn
CO
H'
UJ o
o
Ui:
CH
Ui
•o o
MATERIAL DESCRIPTION
- 2 -
4 -
- 6 -
SM TOPSOIL
SC
SM
\ Loose, dry, light brown, Silty, Gravelly SAND
SANTL\GO FORMATION
Medium dense, damp, reddish-brown. Clayey, fme
^ SANDSTONE
_ _-yeiy weathered
Very dense, damp, light tan, Silty, fine
SANDSTONE
-3" olive CLAYSTONE layer, horizontal
7
TRENCH TERMINATED AT 8 FEET
Figure A-166, Log of Trench Till LCG
SAMPLE SYMBOLS ° """ UNSUCCESSFUL
S ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE ? ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O _l O X
1—
H
SOIL
CLASS
(USCS)
TRENCH T112
ELEV. (MSL.) 319
EQUIPMENT
DATE COMPLETED 11/16/99
TRACKHOE JD 555 24"
jUJ'
o.
Sgc
LU
>-I-H cn z UJ Q
> CH CD CJ
MATERIAL DESCRIPTION
2 -
4 -
GP
SM
LINDAVISTA FORMATION
Dense, damp, reddish-brown, very Gravelly
SANDSTONE, witii some clay, scattered, oversize
(> 12" diameter) boulders
-Irregular, near-horizontal contact
SANTIAGO FORMATION
Dense, damp, light tan-brown, Silty, fine SAND
TRENCH TERMINATED AT 8 FEET
Figure A-167, Log of Trench T112 1 LCG
• ... SAMPLING UNSUCCESSFUL SAMPLE SYMBOLS ^
W ... DISTURBED OR BAG SAMPLE
E..
B..
. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE I ..• WATER TABLE OR SEEPAGE
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPhUlUC BUKlNi= UK iKCNi-n LUL.HIIU« HI
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T113
ELEV. (MSL.) 285
EQUIPMENT
DATE COMPLETED 11/16/99
TRACKHOE JD 555 24"
;LU' o.
UJ
ujiiJcQ
>-
gL
LU O
MATERIAL DESCRIPTION
TOPSOIL
Loose, dry, light brown, Silty, Gravelly SAND
-Porous
SANTL\GO FORMATION
Medium dense, damp, reddish-brown, very Clayey,
fme SANDSTONE, massive
-Becomes very dense
TRENCH TERMINATED AT 7 FEET
Figure A-168, Log of Trench T113 LCG
ox,.,T,^T o 0 •-• SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS ^
... DISTURBED OR BAG SAMPLE
B..
B..
. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE T ..- WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/30/99
ELEVATION
360 FEET MSL
AIR TRACK
BORING AT-1
Marginal to
Non-
Rippable Rippable Non-Rippable
0 10 20 40 50 60 70
DRILL RATE (seconds per foot)
GEOCON
INCOHPOHATSD
80 90 100 110
06403-12-01 LA COSTA GREENS FIG. A-169
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/30/99
ELEVATION
335 FEET MSL
50
AIR TRACK
BORING AT-2
Marginal to
Non-
Rippable Rippable Non-Rippable
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
80
GEOCON
INCOHPORATKD
90 100 110
06403-12-01 LA COSTA GREENS FIG. A-170
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
225 FEET MSL
X 25
D. LU
Q
AIR TRACK
BORING AT-3
Marginal to
Non-
Rippable Rippable Non-Rippable
GEOCON
IMOORFORATKD
1 i
10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06403-12-01 LA COSTA GREENS FIG. A-171
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
225 FEET MSL
AIR TRACK
BORING AT-4
Marginal to
Non-
Rippable Rippable Non-Rippable
X 25
D.
LU
Q
GEOCON
INOOHPORATBO
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
OS403-12-01 LA COSTA GREENS FIG. A-172
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
250 FEET MSL
AIR TRACK
BORING AT-5
Marginal to
Non-
Rippable Rippable Non-Rippable
0 a
20
X 25 \-
Q. UJ Q
30
35
40
45
50
^^^^^
10 20 30
06403-12-01 LA COSTA GREENS
40 50 60 70
DRILL RATE (seconds per foot)
GEOCON
INOORPORATBD
80 90 100 110
FIG. A-173
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
350 FEET MSL
X 25
CL
LU Q
40
45
50
AIR TRACK
BORING AT-6
Marginal to
Non-
Rippable Rippable Non-Rippable
GEOCON
INOORPORATHD
0 10 20 3D 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06403-12-01 LA COSTA GREENS FIG. A-174
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
255 FEET MSL
AIR TRACK
BORING AT-7
Marginal to
Non-
Rippable Rippable Non-Rippable
10
15
20
X 25 I-
CL
LU
Q
30
35
40
45
50
"wmmmmmeimw.
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
GEOCON
INOORPORATBD
80 90 100 110
06403-12-01 LA COSTA GREENS FIG. A-175
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
240 FEET MSL
AIR TRACK
BORING AT-8
Marginal to
Non-
Rippable Rippable Non-Rippable
GEOCON
INOORPORATBD
0 StS"'i:J
40
45
50
10 20
—r-
30 40 50 60 70
DRILL RATE (seconds per foot)
80 90 100 110
06403-12-01 LA COSTA GREENS FIG. A-176
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
230 FEET MSL
10
15
20
X 25
Q_
UJ
Q
30
35
40
45
50
AIR TRACK
BORING AT-9
Marginal to
Non-
Rippable Rippable Non-Rippable
GEOCON
IKOORFORATKD
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06403-12-01 LA COSTA GREENS FIG. A-177
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
220 FEET MSL
AIR TRACK
BORING AT-10
Marginal to
Non-
Rippable Rippable Non-Rippable
0 M
10
0)
X
f-
Q. UJ Q
15
30
35 HB
40
45
50
GEOCON
IMOORPORATao
0 10 20 3d 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
0 6403-12-01 LA COSTA GREENS
FIG. A-178
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/30/99
ELEVATION
245 FEET MSL
(U
X 25
Q.
LU Q
AIR TRACK
BORING AT-11
Marginal to
Non-
Rippable Rippable Non-Rippable
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
GEOCON
INOOHFOIIATID
80 90 100 110
06403-12-01 LA COSTA GREENS FIG. A-179
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
265 FEET MSL
AIR TRACK
BORING AT-12
Marginal to
Non-
Rippable Rippable Non-Rippable
X 25
Q_
UJ
Q
GEOCON
INOORFORATKD
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
0S4O3-12-O1 LA COSTA GREENS FIG. A-180
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/30/99
ELEVATION
380 FEET MSL
0 ijyJY^
10
15
20
r'frmutMM'Wttpii
-
X 25
H
CL LU
Q
30
35
40
45
50
AIR TRACK
BORING AT-13
Marginal to
Non-
Rippable Rippable Non-Rippable
GEOCON
INOORPORATBD
10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06403-12-01 LA COSTA GREENS FIG. A-181
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/30/99
ELEVATION
385 FEET MSL
Q. liJ
Q
AIR TRACK
BORING AT-14
Marginal to
Non-
Rippable Rippable Non-Rippable
GEOCON
INOORPORATBD
10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06403-12-01 LA COSTA GREENS FIG. A-182
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/30/99
ELEVATION
355 FEET MSL
AIR TRACK
BORING AT-15
Marginal to
Non-
Rippable Rippable Non-Rippable
CD
1-Q. LU Q
25
30
35
40
45
50
GEOCON
INOORPORATBD
, !
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
80 90 100 110
06403-12-01 LA COSTA GREENS FIG. A-183
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/30/99
ELEVATION
375 FEET MSL
X 25
CL
UJ Q
AIR TRACK
BORING AT-16
Marginal to
Non-
Rippable Rippable Non-Rippable
1—
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
GEOCON
INOORPORATBD
80 90 100 110
06403-12-01 LA COSTA GREENS FIG. A-184
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/30/99
ELEVATION
380 FEET MSL
10
15
20
a
X 25
H
CL LU
Q
30
35
40
45
50
AIR TRACK
BORING AT-17
Marginal to
Non-
Rippable Rippable Non-Rippable
0 10 20 30
GEOCON
INOORPORATBD
40 50 60 70
DRILL RATE (seconds per foot)
80 90 100 110
06403-12-01 LA COSTA GREENS FIG. A-185
APPENDIX
m
•1
APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted test methods of the
American Society for Testing and Materials (ASTM) or other suggested procedures. Selected
relatively undisturbed drive samples and chunk samples were tested for their in-place dry density and
moisture content, shear strength, expansion and consolidation characteristics.
The results of our laboratory tests are presented in tabular and graphical forms hereinafter. The in-
place density and moisture characteristics are also presented on the logs on of test trenches and
borings.
TABLE B-I
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D 1557
Sample
No. Description Maximum Dry
Density (pcf)
Optimum Moisture
Content (% dry wt.)
LB 1-2 Yellowish brown, Silty, fme to coarse SAND 120.4 12.0
LB 1-11 Grayish green, Sandy CLAY 113.5 1-6.5
LB 3-3 Greenish gray, Silty CLAY 112.2 17.0
LB 9-4 Greenish gray, Silty CLAY 115.8 15.4
LB 10-2 Light gray, Silty, fme SAND 114.0 14.2
T23-2 Dark grayish brown, Sandy CLAY 122.0 11.4
T24-2 Reddish brown. Clayey, fine SAND 123.0 11.0
T85-1 Dark olive-brown, Sandy CLAY 121.1 12.4
T 108-1 Reddish brown, Silty, fme to medium SAND 123.9 10.0
Project No. 06403-12-03 •B-1 -June 25, 2001
TABLE B-II
SUMMARY OF DIRECT SHEAR TEST RESULTS
Sample No. Dry Density
(pcf)
Moisture Content
(%)
Unit Cohesion
(psf)
Angle of Shear
Resistance (degrees)
LB 3-3* 100.5 17.7 610 27
LB 5-4 117.2 16.7 610 29
LB 10-2* 103.1 13.9 460 35
LB 1-3 124.8 10.8 1020 43
LB 1-4 112.2 20.2 830 15
LB 1-9 117.7 16.2 200 38
•Samples remolded to 90 percent relative density at or near optimum moisture content.
TABLE B-III
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
Sample
No.
Moisture Content Dry
Density (pcf)
Expansion
Index
Sample
No. Before Test (%) After Test (%)
Dry
Density (pcf)
Expansion
Index
LB 1-2 9 20.9 114.3 6
LB 18-9 11.3 30.3 105.1 57
LB 1-11 14.2 34.6 96.8 62
T23-2 10.1 29.3 109.5 55
T85-1 10.0 28.9 110.1 57
T 103-2 12.1 32.4 103.0 70
Project No. 06403-12-03 -B-2. June 25, 2001
PROJECT NO. 06403-12-01
GRAVEL SAND
SILT OR CLAY COARSE FINE COARSEi MEDIUM FINE SILT OR CLAY
100
90
80
70
60
CD H LU
:z
>-
CO CH
\n 50
H Li.
K 40
LU CJ CH Ui 30
20
10
0
1-1/2" 3/4" 3/8"
U. S. STANDARD SIEVE SIZE
16 30 50
20 40 60 100 200
10 1 0.1
GRAIN SIZE IN MILLIMETERS
0.01 0.001
SAMPLE Depth (ft) CLASSIFICATION VAT WC LL PL PI
• SB3-2 10.0 (CL) Yellowish-brown, Sandy CLAY
SB4-2 10.0 (SM) Dark yellowish-brown, Silty SAND
• SB6-2 10.0 (SM) Dark yellowish-orange, Silty SAND
GRADATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LOG Figure B-1
PROJECT NO. 06403-12-01
GRAVEL SAND
SELT OR CLAY COARSE FINE COARSE MEDIUM FINE SELT OR CLAY
U. S. STANDARD SIEVE SIZE
X CD H LU
>-CD
CH
Ui
H U.
Ui O CH Ui Q_
100
90
80
70
60
50
40
30
20
10
0
3" 1-1/2" 3/4" 3/8
10
10
1 0.1
GRAIN SIZE IN MILLIMETERS
0.01 0.001
SAMPLE Depth (ft) CLASSIFICATION VAT WC LL PL PI
• SB7-3 15.0 (SM) Light olive-brown, Silty SAND
SB8-2 10.0 (CL) Yellowish-brown, Sandy CLAY
• SB8-4 20.0 (CL) Dark yellowish-orange, Sandy CLAY
GRADATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-2
PROJECT NO. 06403-12-01
GRAVEL SAND
SILT OR CLAY COARSE FINE COARSE MEDIUM FINE SILT OR CLAY
100
90
80
5 ^0
H LU
^ 60
CQ
CH
U 50
H U.
K 40
LU CJ CH
Ui 30
20
10
0
U. S. STANDARD SIEVE SIZE
1-1/2" 3/4" 3/8"
le
10
1 0.1
GRAIN SIZE IN MILLIMETERS
0.01 0.001
SAMPLE Depth (ft) CLASSIFICATION VAT WC LL PL PI
SBlO-3 15.0 (SM) Yellowish-brown, Silty SAND 23.7
GRADATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-3
PROJECT NO. 06403-12-01
o
H y-<x a
H _i o
CO
o
CJ
UJ CJ CH Ui CL.
SAMPLE NO. SB3-3
-4
-2
10
12 0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 107.0
Initial Water Content (%) 22.6
Initial Saturation (%) 100 +
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-4
PROJECT NO. 06403-12-01
o
H H <E O H _1 O
in o o
UJ CJ CH Ui
a.
SAMPLE NO. SB7-4
10
12 0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 92.4
Initial Water Content (%) 5.4
Initial Saturation (%) 18.1
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
VILLAGfcs OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-5
PROJECT NO. 06403-12-01
o
H I-<E CD H _l O in z o
CJ
LJJ
o
CH LU
SAMPLE NO. SB8-3
-2
10
12 0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 113.9
Initial Water Content (%) 18.2
Initial Saturation (%) 100-h
Sample Saturated at (ksf) .5
CONSOLIDATION CURVE
LCG
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
Figure B-6
PROJECT NO. 06403-12-01
o
H
<E
a
o in
CD CJ
LLI CJ CH Ui
SAMPLE NO. SBlO-3
10
12L_ 0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 106.7
Initial Water Content (%) 23.7
Initial Saturation (%) 100 +
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
LCG
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
Figure B-7
PROJECT NO. 06403-12-01
•
o
in o
UJ CJ CH Ui CL
SAMPLE NO. SBll-2
10
12
0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 116.5
Initial Water Content (%) 17.2
Initial Saturation (%) 100 +
Sample Saturated at (ksf) .5
CONSOLIDATION CURVE
LCG
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
Figure B-8
<
Q
CO
O
z
Q
<
SAMPLE NO. SB3-3 APPLIED PRESSURE (ksf)
2180
2200
2220
2240
O
X
CO
O
= 2260
< LU 01 2280
2300
2320
2340 10 12
V TIME (Minutes)
SAMPLE NO. SB7-4 APPLIED PRESSURE 2 (ksf)
2370
^ 2380
o
Z. 2390
2400
2410
2420
2430
0 2 4
VT
6
ME (Minutes)
8 10 12
GEOCON ^
INCORPORATED ^JST
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 619 558-6900 • FAX 619 558-6159
TIME RATE CURVE GEOCON ^
INCORPORATED ^JST
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 619 558-6900 • FAX 619 558-6159
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
AS/RSS DSK/EOOOO DATE 03-24-200 0 PROJECT NO. 06403 - 12 - 01 FIG. B-9
6403TR / RSS
o
CO O z
Q < LU CH
_I
<
Q
o
CO O z
Q < LU 01
_l <
SAMPLE NO. SB10-3 APPLIED PRESSURE 2 (ksf)
2425
2455
2485
2515
2545
\ \
2 ._.
s
--S
- ^«
_ - _
10 12
V TIME (Minutes)
SAMPLE NO. APPLIED PRESSURE (ksf)
V
10 12
TIME (Minutes)
GEOCON ^
INCORPORATED ^SS^
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974
PHONE 619 558-6900 • FAX 619 558-6159
TIME RATE CURVE GEOCON ^
INCORPORATED ^SS^
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974
PHONE 619 558-6900 • FAX 619 558-6159
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
AS/RSS DSK/EOOOO DATE 03-24-2000 PROJECT NO. 06403 - 12 - 01 FIG. B-10
6403TR1 / RSS
c
o
CO CD z
a < LU 01
—1 <
<
SAMPLE NO. SB11 -2 APPLIED PRESSURE
2320
(ksf)
2330
2340
2350
2360
2370
2380
V
10 12
V TIME (Minutes)
SAMPLE NO. SB11 -2
2410
^ 2420 c
o
T! 2430
CO O
2 2450
Q < UJ Cd
APPLIED PRESSURE 4 (ksf)
2460
2470
2480
0 2 4
VT
6 i
IME (Minutes)
} 10 12
GEOCON ^
INCORPORATED ^SS^
TIME RATE CURVE GEOCON ^
INCORPORATED ^SS^ VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 619 558-6900 - FAX 619 558-6159
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
AS/RSS DSK/EOOOO DATE 03-24-2000 PROJECT NO. 06403 -12 - 01 FIG. B-11
6403TR2/RSS
%^mM:A
Ai'--
APPENDIX ^
-* i ^ .
mam
ipliiiii
A0iM0
-*vt': 'tV'?
APPENDIX C
BORING AND TRENCH LOGS
AND CONE PENETROMETER TESTS
FROM
PRELIMINARY SOIL AND GEOLOGIC INVESTIGATION FOR LA
COSTA - NORTHWEST AREA, CARLSBAD, CALIFORNIA,
PREPARED BY GEOCON INCORPORATED, DATED NOVEMBER 11,
1988 (PROJECT NO. D-4230-H01)
And
PRELIMINARY RIPPABILITY STUDY, LA COSTA NORTHWEST,
CARLSBAD, CALIFORNIA, PREPARED BY GEOCON
INCORPORATED, DATED SEPTEMBER 25,1996 (PROJECT NO. D-
4230-12-03).
^OR
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
PROJECT NO. 06403-12-03
File No. D-4230-H01
November 11, 1988
BORING 1
ELEVATI0N__ii5-.DATE DRILLED lQ/5/88
EQUIPMENT E-lOO 30" Rotary Bucket
B'itL
I-CO*
5^^
Hi-"
MATERIAL DESCRIPTION
. 4 _
_ 6
Bl-3
- 10 -
Bl-4
- 14
- 16 -
;l-5
- 20 -
CL
ALLUVIUM
Soft, wet, very dark brown, Sandy CLAY
Soft, wet, dark reddish-brown, Sandy
CLAY
•PUSH
12"
112.5 16.6
:iULK SVI-IPLE
CL
PUSH
• 12" 108.8 19.6
T?USH
- 12" 107.1 21.1
SM-SP
CL
water table rising (caving)
Medium dense, wet, gray, slightly, Silty
fine to medium SAND
12" clean sand
Soft, wet, dark reddish-brown, Sandy CLAY
PUSH
"IS" 97.3 30.1
BORING TESiMINATED AT 21.0 FEET (REFUSAL)
I Figure A-1, Log of Test Boring 1
SAMPLE SYMBOLS CH SAMPLING UNSUCCESSFUL
0 DISTURBED OR BAG SAMPLE
I] STANDARD PENETRATION TEST
B CHUNK SAMPLE
I DRIVE SAMPLE (UNDISTURBEOI
?• WATER TABLE OR SEEPAGE
NOTE, THE LOG OFSUeSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOT WARRANTEDTO BE REPRESENTATIVE OF SUBSURFACECONDITIONSATOTHER LOCATIONS AND TIMES
File No. D-4230-H01
November 11, 1988
BORING 2
E L EVATIO N___Ji25_ .DATE DRILLED 10/5/88
EQUIPMENT E-lOO 30" Rotary Bucket
<<cn 3Z
=8
MATERIAL DESCRIPTION
ALLUVIUM
Soft, moist, dark brovm, Sandy CLAY
becomes orange-yellow-brown, wet
becomes dark reddish-brown
strong seepage - water table caving
Loose, saturated, light brown, coarse
SAND
Soft, saturated, dark brown, Sandy CLAY
BORING TERMINATED AT 14.0 FEET (REFUSAL)
PUSH
• 12" 110.1 16.5
BULK SAMPLE
PUSH
' 12" 99.0 24.0
Figure A-2, Log of Test Boring 2 1
SAMPLE SYMBOLS • _ SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
I] STANDARD PENETRATION TEST
B CHUNK SAMPLE
1 DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITISNOTWARRANTED TO BE REPRESENTATIVE OFSUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
File NO. D-4230-H01
November 11, 1988
BORING 3
ELEVATION 155 .DATE DRILLED 10/5/88
EQUIPMENT E-lOO 30" Rotary Bucket
<<vi SO
. 0 MATERIAL DESCRIPTION
CL
_ 2 _
_ 6 .
ALLUVIUM
Soft, wet, dark brown, Sandy CLAY
B3-1
-10-
- 12 -
- 14
- 16-
18 -
-20-
B3-2
B3-3
3C-CL
Loose, wet, light brown-orange, very
Clayey fine SAND
CL
by o-y/-
B3-4
Soft, wet to saturated, mottled olive-
orange, Sandy-Gravelly CLAY
\ isolated 12" rock
B3-5
B3-6
- 22
DELMAR FORMATION
Hard, moist, medium olive, very Clayey
SILTSTONE, massive
•PUSH
12"
109.8 16.5
PUSH
•1/3" jlll.O
BULK
17.2
:AM?Li
2/
6" L13.2 17.4
t.18.6
BULK
15.3
;AM?LI
BORING TERMINATED AT 22.0 FEET
Figure A-3, Log of
1
Test Boring 3
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL
[3 DISTURBED OR BAG SAMPLE
E STANDARD PENETRATION TEST
B CHUNK SAMPLE • -. DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE. TH E LOG OFSUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITISNOTWARRANTED TO BE REPRESENTATIVEOFSUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
File No. D-4230-H01
November 11, 1988
BORING 4
ELEVATION 120 .DATE DRILLED in/S/«S
EQUIPMENT E-lOO 30" Rotary Bucket
CC h- >
pi
at: 2z
St!
OS
^8
MATERIAL DESCRIPTION
B4-1
CL
ALLUVIUM
Stiff, moist, dark grayish-broxra, Sandy
CLAY
becomes very moist
- 1 111.] 15.7
. 10 .
12
14
16
18 _
PUSH
• 12"
strong seepage (in sand) x^ater table (caving)
103.Cj
BULK S
20.3
l\11PLE
SW
B4-4
20
CL
Loose, saturated, light brom, coarse
SAND
Soft, wet, dark broTra, Sandy CLAY
PUSH
• 12" 105.3 21.
BORING TERMINATED AT 20.0 FEET (REFUSAL)
Figure A-4, Log of Test Boring 4
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL
^ DISTURBED OR BAG SAMPLE
I] STANDARD PENETRATION TEST
B CHUNK SAMPLE
I DRIVE SAMPLE (UNDISTURBED)
I- WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOT WARRANTEDTO BE REPRESENTATIVE OFSUBSURFACECONDITIONSATOTHER LOCATIONS AND TIMES
File No. D-4230-H01
November 11, 1988
BORING 5
ELEVATION 120 .DATE DRILLED. 10/5/88
EQUIPMENT E-lOO 30" Rotary Bucket
CEt-> Zlt
On.-05
=8
MATERIAL DESCRIPTION
ALLUVIUM
Soft, moist, dark brown, Sandy CLAY
becomes wet
2 strong seepage; water table (caving)
Loose, saturated, light brown, coarse
SAND
Soft, wet to saturated, medium broxm,
Sandy CLAY
Loose, saturated, light brown, coarse
SAND
BORING TERMINATED AT 18.0 FEET (REFUSAL)
•PUSH
12" 102.6 10.3
1/12' 110.8 19.0
1/12" 105.8 21.4
Figure A-5, Log of Test Boring 5
SAMPLE SYMBOLS n — SAMPLING UNSUCCESSFUL C .
13—DISTURBED OR BAG SAMPLE B.
.STANDARD PENETRATION TEST
.CHUNK SAMPLE
• „ DRIVE SAMPLE (UNDISTURBED)
— WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIESONLY ATTHE SPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITISNOTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACE CONDITIONS AT OTHER LOCATIONS ANDTIMES.
File No. D-4230-H01
November 11, 988
BORING 6
ELEVATION 122 .DATE DRILLED 10/6/88
EQUIPMENT E-lOO 30" Rotary Bucket
zu;
UJ(J
I*.
OS
. 0
. 2
MATERIAL DESCRIPTION
CL
. 4 _ V'-I.'L
SM
ALLUVIUM
Loose to medium dense, humid, tan, silty
fine SAND with some clay
- 6 _ B6-1 I
Medium dense, slightly moist, tan, Silty
fine SAND with little clay, small chunks
of alluvium in sandy matrix 106.7 13.8
- 10 -
B6-2
• .1
I
- 12 -
- 14
111.0 18.5
- 16 -
18 -
B6-3 I 110.4 18.0
- 20 -
strong seepage (caving)
:i--.i:
BORING TERMINATED AT 19.0 FEET
Figure A-6, Log'of Test Boring 6
SAMPLE SYMBOLS _ SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
C — STANDARD PENETRATION TEST
B _ CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATTHESPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED IT IS NOTWARRANTEDTO BE REPRESENTATIVE OFSUBSURFACECONDITIONS AT OTHER LOCATIONS ANDTIMES
File No.D-4230-HOl
November 11, 1988
5 t-
S:zi;i
BORING 7
ELEVATION 300 .DATE DRILLED. 10/6/88
EQUIPMENT E-IOQ 30" Rotary Bucket
zu:
so
_ 0 MATERIAL DESCRIPTION
- 2 _
_ 4 _
- 6 _
.'.l-.-i:'!'. • • I? • • 0
B7-1 •'•i';
- 10 -
- 12 -
- 14
- 16 -
- U
- 20
- 22 -
- 24 -
- 26 -
- 28
30
•r.-i -I
::\:AA-
B7-2 B A
/
[
r ' .. . - ••
.'• ••' V
. ••••/, [/••.:••. • •• • •••A y-.
.'• y.' • • :. v. -. ••' ••y.'.' ••
•• Ay-y.-: ••:/. - - • :/.- •: .'•
I' • • •
''
B7-3 %AA^'' -. •/ -. •
y.: - •,• •
. '. - • r •• ••..•/•
•y- •• •• -.y. •:. -. y •: •
SM TORREY S.ANDSTONE
Loose, dry, tan, Silty fine SAND
Dense, damp, tan, Silty, fine to medium
SANDSTONE, cemented
cobbles
\—becomes gray, less cemented
L depositional contact: N30E75E
ML Hard, moist, gray. Clayey SILTSTONE
SC
Very dense, slightly moist, gray. Clayey
fine SANDSTONE
becomes light blush gray and slightly
cemented
I— becomes light greenish gray
EE"
10/
6"
10/
11"
15/
6"
112.2 6.7
108.4 16.5
109.3 7.1
Figure A-7, Log of Test Boring 7 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL
K — DISTURBED OR BAG SAMPLE
[I STANDARD PENETRATION TEST
B CHUNK SAMPL-E
I DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE, THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED IT IS NOTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
File No. D-4230-H01
November 11, 1988
BORING 7 (CONTINUED) •
ELEVATION DATE DRILLED 10/6/88
EQUIPMENT
Bit
miii
05
20
. 30 MATERIAL DESCRIPTION
- 32-
- 34-
- 36-
- 38-
40-1
- 42
44.
Dense, moist, greenish-gray, Silty fine
SANDSTONE
B7-4
B7-5
15/
6"
103.7
becomes light bluish-green gray
3ULK SAMPLE
> strongly cemented
:i-'f.
7.8
- 46-BORING TE.RMINATED AT 45,0 FEET
Figure A-8, Log of Test Boring 7
SAMPLE SYMBOLS n — SAMPLING UNSUCCESSFUL I] .
13 — DISTURBED OR BAG SAMPLE B.
.STANDARD PENETRATION TEST
.CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
?• WATER TABLE OR SEEPAGE
NOTE: THE LOG OFSUBSURFACECONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING ORTRENCH LOCATION AND
AT THE DATE INDICATED. IT IS NOTWARRANTEDTO BE REPRESENTATIVE OFSUBSURFACECONDITIONS AT OTHER LOCATIONS AND TIMES
File No. D-4230-H01
November 11, 1988
£:z" 8
—I
O
CO — BORING 8
ELEVATION 305 .DATE DRILLED. 10/7/88
EQUIPMENT E-IQO 30" Rotary Bucket
Pz*^ zu:
UJ(J
og 28
MATERIAL DESCRIPTION
B8-1
B8-2
B8-3
- 10 _
-li -
- 14 _
_ 16
_ 18
20 _
-22 -
-24 _
-26 -
28
30
:A:\\A
:i-T:i:
B8-4
B8-5
B8-6
•.•M-.T.
'-\-'.A\\
:AAA\-.
•y..\-.\.
I
A}:A •:\:-\:
:-.i.-'Kr'
SM-GM
TERRACE DEPOSIT
Very dense, moist, light reddish-brown,
very gravelly Silty coarse SANDSTONE, grit
pebble size' gravel. BULK SAMPLI
r sharp depositional contact; N50W,15SW
SM
TORREY SANDSTONE ,
Very dense, moist, light tan, Silty fine
SANDSTONE, massive, some orange, laminated
thin beds
11" 116.9
BULK
7.3
SMIPLE
15/
10"
124.2 5.0
SM-SC
Very hard, moist, light tan, olive, orange,
Silty very fine SANDSTONE, some clay
I— bedding N45W,3NE
15
"1
1
\— bedding N10E,8W
less clay
119.6
BULK
7.8
AMPLI
Figure A-9, Log of Test Boring 8 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL
K — DISTURBED OR BAG SAMPLE
E STANDARD PENETRATION TEST
B CHUNK SAMPLE
• — DRIVE SAMPLE (UNDISTURBED)
?• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITISNOTWARRANTEDTOBEREPRESENTATIVEOFSUBSURFACECONDITIONSATOTHER LOCATIONS AND TIMES
File No. D-4230-H01
November 11, 1988
I
BORING 8 (CONTINUED)
ELEVATION DATE DRILLED. 10/7/88
EQUIPMENT
Set
zu:
UJ(J 05 =8
30
32
34
36
_38
.40 _
,42
,44 .
,46 _
_48 _
-50 _
MATERIAL DESCRIPTION
SM -sharp depositional contact with hematite
band in sandstone, 1/8-1/2" wide, no
shearing N70E,11S
B8-7 fL
B8-8
ML-MH
•r-u:.
Very hard, moist, light olive-green.
Clayey SILTSTONE
nearly horizontal
10 112.71 15.5
BULK SlAMPLE
SM
Very dense, moist, light tan-white, Silty
fine SANDSTONE, cross-bedded and massive
A-i.
.AAA
dark brown layer 6" thick above cemented
layer
cemented sandstone layer 12" thick, calcium
carbonate cement
-52 -BORING TEPvMINATED AT 51.0 FEET
Figure A-10, Log of Test Boring 8
SAMPLE SYMBOLS n — SAMPLING UNSUCCESSFUL
13 — DISTURBED OR BAG SAMPLE
C — STANDARD PENETRATION TEST
B CHUNK SAMPLE
I DRIVE SAMPLE (UNDISTURBED)
-.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OFSUBSURFACECONDITIONS SHOWN HEREON APPLIES ONLYATTHESPECIFICBORING ORTRENCH LOCATION AND
AT TH E DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OFSUBSURFACE CONDITIONS AT OTHER LOCATIONS AND Tl MES.
File No. D-4230-H01
November.11, 1988
tn
10 —
%
BORING 9
245 ELEVATION. .DATE DRILLED. 10/6/88
EQUIPMENT E-lOO 30" Rotary Bucket
a:(->
^5)0
zu. 2z
05
. 0 MATERIAL DESCRIPTION
-2 -
- 4 -
B9-1
6 -
B9-2
- 10 -
- 12
- 14 -
B9-3
- 16 -
- 18
~ 20 -
- 22 -
- 24 -
B9-4
- 26 -
28 -
30
SC TOPSOIL
Loose, damp, dark brown, Silty-Clayey
fine SAND
.••r.T.:i
A-:\-
SM
TORREY SANDSTONE
Dense', moist, light brown-orange, Silty
fine SANDSTONE, some clay, fracturing
mostly massive 114.6
[BULK I
15.1
AMPLE
nearly horizontal bedding
1 110.9 17.0
•J.'.
•yy. seepage, slow, spotty
I seepage, slow •
I
11—sharp depositional bedding/contact
horizontal 110.5 17.6
y ML
DELJIAR FORMATION
Hard, wet, medium to light olive. Clayey
SILTSTONE, massive, little fracturing
/
:E3
Figure A-11, Log of Test Boring 9 BORING CONTINUED NEXT PAGE
|] _ STANDARD PENETRATION TEST I DRIVE SAMPLE (UNOISTURBEPI
B — CHUNK SAMPLE ?• WATER TABLE OR SEEPAGE
SAMPLE SYMBOLS D — SAMPLING UNSUCCESSFUL
13 — DISTURBED OR BAG SAMPLE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OFSUBSURFACECONDITIONS ATOTHER LOCATIONS AND TIMES
File No.
November
D-4230-H01
11, 1988
tzi^
<trt
i
BORING 9 (CONTINUED)
ELEVATION DATE DRILLED 10
EQUIPMENT
Byt
zu:
'MO
32
05 so
. 30 MATERIAL DESCRIPTION
. 32 -
34 -
B9-
B9-
- 36 -
\A
\y
CL-ML
Hard, moist, dark gray-olive, Silty
CLAYSTONE to very Clayey SILTSTONE,
contains lignitic material
10 115.0
IBULK
15.1
SAMPLE
BORING TERMINATED AT 35.0 FEET
Figure A-12, Log of Test Boring 9
SAMPLE SYMBOLS • _ SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E — STANDARD PENETRATION TEST
B — CHUNK SAMPL-E • -. ^-
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OFSUBSURFACECONDITIONS SHOWN HEREON APPLIESONLY ATTHESPECIFICBORING ORTRENCH LOCATION AND ATTHE DATE INDICATED. ITISNOTWARRANTEDTOBE REPRESENTATIVEOFSUBSURFACE CONDITIONS ATOTHERLOCATIONSANDTIMES
File No. D-4230-H01
November 11, 1988
£zC
BORING 10
ELEVATION. 150 .DATE DRILLED 10/6/88
EQUIPMENT E-1,00 30" Rotary Bucket
Bit
<<ii5
^"2 Wo OS
MATERIAL DESCRIPTION
AA
_ 10 ._
. r2 _
_ 14 _
16
_ 18 _
_ 20 _
_ 22 -
_ 24 -
_ 26. .
28
30
,AAA:-
BlO-3
::r.-'vi:
BIO
BlO-5
SM-SC
UNDOCUMENTED FILL
Loose to medium, damp, medium-dark brown,
mottled Silty, Clayey fine SAND
122.0
BULK
8.3
SAMPL
CL
Soft, wet, dark-medium olive-brown, mottled
Sandy CLAY
•Irregular, but sharp fill/formation contact
slopes in SE direction no debris or strong
odors
SM-SW
DELMAR FORMATION
Dense, moist, light tan-olive, medium to
coarse, Silty SANDSTONE
— Irregular, but sharp deposition-contacts,
nearly horizontal
127.6
CL
Hard, moist, medium olive-green, Silty
CLAYSTONE, massive, blocky
.6-8" calciijm carbonate cemented layer
.becomes medium, light olive, more fractured
random slickensided surfaces
slight seepage
14 tl22.1
BULK
12.6
;AMPI
Figure A-13, Log of Test 10 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL C
DISTURBED OR BAG SAMPLE B.
.STANDARD PENETRATION TEST
. CHUNK SAMPLE
I DRIVE SAMPLE (UNDISTURBED)
^ WATER TABLE OR SEEPAGE
NOTE: THELOGOFSUBSURFACECONDITIONSSHOWNHEREON APPLIES ONLY ATTHE SPECIFIC BORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITISNOTWARRANTEDTO BE REPRESENTATIVE OFSUBSURFACECONDITIONS AT OTHER LOCATIONS AND TIMES.
File No. D-4230-H01
November 11, 1988
tz"'
BORING 10 (CONTINUED)
ELEVATION DATE DRILLED.
EQUIPMENT
zu;
UJ(J
UJ ^
05
5R
30
32
34.
36 _
MATERIAL DESCRIPTION
BORING TEPJy[INATED AT 35.0 FEET
Figure A-14, Log lOf Test Boring 10
SAMPLE SYMBOLS • . , SAMPLING UNSUCCESSFUL
, DISTURBED OR BAG SAMPLE
C — STANDARD PENETRATION TEST
B CHUNK SAMPL£
I DRIVE SAMPLE (UNDISTURBED)
?• WATER TABLE OR SEEPAGE
NOTE: THELOG OFSUBSURFACECONDITIONS SHOWN HEREON APPLIES ONLY ATTHESPECIFICBORING ORTRENCH LOCATION AND AT TH E DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTH ER LOCATIONS AND TIMES.
File No. D-4230-H01
November 11, 1988
BORING 11
ELEVATION 300 .DATE DRILLED lO/IO/SS
EQUIPMENT K-inO. 30" ^nt^-ry V.^^r\.^^-
zu:
Si! Li
3Z
05
20
MATERIAL DESCRIPTION
TOPSOIL
Soft, moist, dark broxm. Gravelly CLAY
TUSH
JO"
1/4"
104.9 20.1
DELMAR FORMATION
Soft, moist, light olive mottled white,
Silty CLAYSTONE, highly fractured,
weathered
PUSH
6"
2/6"
96.5
BULK J
26.5
AI-tPLE
gypsum seam in bedding N50E,22M'f, potential
shear filling
- becomes firmer, with yellow-green:,banding
mottling
— bedding-plane shear N5SE,151>IW, remolded
slickensided orange/olive clay with
gypsum, throughgoing
106.8 20.
becomes harder, blocky
j_ sharp depositional contact, but with thin
1/16" orange remolded clay seam, N50W,6°SW
- 24 -
- 26 -
Moist to wet, light olive-tan, slightly
Silty coarse SANDSTONE
j— strong seepage
jl— becomes clean sand
~ rocks 123.6 11.6
Figure A-15, Log of Test Boring 11 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS D — SAMPLING UNSUCCESSFUL
E — DISTURBED OR BAG SAMPLE
E—STANDARD PENETRATION TEST
B CHUNK SAMPLE
• — DRIVE SAMPLE (UNDISTURBEDI
?• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFICBORING OR TRENCH LOCATION AND
AT THE DATE INDICATED. ITISNOTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACE CONDITIONS ATOTHER LOCATIONS ANDTIMES
File No. D-4230-H01
November 11, 1988
BORING 11 (CONTINUED)
ELEVATION DATE DRILLED 10/10/88
EQUIPMENT
B^t zu:
§8
_ 30 MATERIAL DESCRIPTION
-32 _
contact not visible because of water
SANTIAGO PEAK VOLCANICS
Very dense, moist, dark broxm, gray, green
porphyritic VOLCANIC ROCK, slight to
moderate fracturing
BORING TERMINATED AT 31.5 FEET (REFUSAL)
Figure A-16, Log of Test Boring 11
SAMPLE SYMBOLS d SAMPLING UNSUCCESSFUL
K DISTURBED OR BAG SAMPLE
E — STANDARD PENETRATION TEST
B CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THELOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFICBORING OR TRENCH LOCATION AND
ATTHE DATEINDICATED.ITISN0TWARRANTEDT08E REPRESENTATIVE OF SUBSURFACE CONDITIONSATOTHERLOCATIONS ANDTIMES
File No. D-4230-H01
November 11, 1988
BORING 12
El EVATION 215 .DATE DRII I Fn 10/7/88
EQUIPMENT E-lOO 30" PvOtary Bucket
yui-
tzt ZIJ. = 2
Og 20
MATERIAL DESCRIPTION
SM
- 4 _
_ 6 .
-10-
-12-
14
- 16
18
20-
-22-
- 24-
26-
TORREY SANDSTONE
Dense, moist, tan, Silty fine SANDSTONE
nearly horizontal depositional contact
ML-CL
DELMAR FORMATION
Y Hard, moist, olive-orange, mottled,
\ Clayey SILTSTONE
\
\— bedding horizontal
107.0
BULK SIAMPI.
20.3
'.E
SM
Dense, moist, light olive-tan, Silty
fine to medium SANDSTONE, interbedded
thin siltstone beds 116.0 8.0
••|M
•.I-I'".
••l-.'l--
cemented zone
5/
5"
111.6 9.3
Very hard, moist, olive mottled with
yellow-orange, Silty CLAYSTONE
cemented zones
becomes brown - olive
BORING TEPNMINATED AT 25.0 FEET
1
Figure A-17, Log of Test Boring 12
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E STANDARD PENETRATION TEST • -. DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE B CHUNK SAMPLE WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED, IT IS NOTWARRANTEDTO SE REPRESENTATIVEOFSUBSURFACECONDITIONS ATOTHER LOCATIONS AND TIMES
File No. D-4230-H01
Novemher ]l, 1R88
±111
BORING 13
E L EVATI O N 325 .DATE DRILLED. 10/10/88
EQUIPMENT E-lOO 30" Rotary Bucket
t~cn>
Zu; 3z
05
20
_ 0 MATERIAL DESCRIPTION
. 2 _
_ 4
_ 6 _
- 8 .
- 10-
- 12.
_ 14-
B13-1 I
SM-ML
TORREY SANDSTONE
Dense, moist, light tan, Silty very fine
SANDSTONE, to Sandy SILTSTONE; laminated
to massive with orange banding
\—bedding N45W,7SW
115.9 7.0
9
A
L contact sharp, N45W,15°SW
ML
Hard, moist, light olive-tan. Clayey
SILTSTONE
- 16-IB13-2 |,
B13-3
I- 18-1
20.
- 22-
- 24-
- 26-
28-
30
I-:
B13-4
Dense, moist, light tan, Silty very fine
SANDSTONE to Sandy SILTSTONE, laminated
to massive
SM-ML 11 113.7
iBULK
16.0
SAMPLE
- 11 112.1
"greenish-gray zone
10.5
Figure A-18, Log of Test Boring 13 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS • _ SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B_
B-
STANDARD PENETRATION TEST 1
CHUNK SAMPLE ?•
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OFSUBSURFACECONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFICBORING ORTRENCH LOCATION AND
*TTHE DATE INDICATED. ITISNOTWARRANTEDTO BE REPRESENTATIVE OFSUBSURFACE CONDITIONS AT OTHER LOCATIONS ANDTIMES
File No. D-4230-H01
November 11, 1988
I L.
BORING 13 (CONTINUED)
ELEVATION. .DATE DRILLED.
EQUIPMENT
<<U1 CLt~> zu:
UJcJ
=z
OS
=8
30 MATERIAL DESCRIPTION
- 32 -
- 34 -
- 36 -
- 38 -
- 40 -
- 42 -
- 44 -
-.I.:
slight seepage
• slight seepage
bedding horizontal
- 46 -
- 48 -
I B13-5 m/
y
~ 50
52
- 54 -
B13-6
B13-7
56
ML
strong seepage
sharp deposition contact, nearly horizontal 106.1 19.8
DELMAR FORMATION
Hard, moist, dark olive to brown, very
Clayey SILTSTONE, calcium carbonate
cemented lenses
I dark brown cemented fossil zone approx.
8" thick
30/
7" 138.6
BULK
6.8
;A>IPLI
«IL-CL horizontal beds
Very hard, dark greenish-gray to gray.
Clayey to Sandy SILTSTONE; scattered coal
fragments, carbonaceous
BORING TERMINATED AT 56.0 FEET
Figure A-19, Log of Test Boring 13
1
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL
K — DISTURBED OR BAG SAMPLE
E STANDARD PENETRATION TEST
B CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE- THE LOG OFSUBSURFACECONDITIONS SHOWN HEREON APPLIESONLY ATTHE SPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACECONDITIONS ATOTHER LOCATIONS AND TIMES.
File No. D-4230-H01
November 11, 1988
CO tn — <in
BORING 14
ELEVATION. 245 .DATE DRILI En 10/12/88
EQUIPMENT E-lOO 30" Rotary Bucket
Ool-
<<tn zu:
UJcJ
Uj!p
3Z
MATERIAL DESCRIPTION
SM
:\A-
B14-1
10,
12,
14
16
_ 18_
- 20.
- 22_
_ 24.
_ 26-
_ 28.
30
il.-^i-:!-
CL
B14-^
DELMAR FORMATION
Dense, moist, light tan, Silty medium to
coarse SANDSTONE, massive friable
121.1 6.6
roots
Hard, moist, light-medium olive-green,
very Sandy CLAYSTONE, fractured with
random slickensides surface
fractured on north side of hole, no
continuous plane
119.4
BULK
14.3
S1A14PLE
becomes light gray and less fractured
becomes dark gray 119.0 14.4
Figure A-20, Log of Test Boring 14 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS 12...
SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E STANDARD PENETRATION TEST
B CHUNK SAMPLE • _. DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOTWARRANTEDTO BE REPRESENTATIVE OFSUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
File No. D-4230-H01
November 11, 1988
<tn
BORING 14 (CONTINUED)
ELEVATION DATE DRILLED.
EQUIPMENT
Sut-
KZt
<<m
^so 20
30 MATERIAL DESCRIPTION
7^ CL
32
34
36
38
40
tl
44
46
48
50
52
. 54
_ 56
58
60
— becomes more sandy
B14
CL-CH
Very hard, moist, medium olive-green,
Silty CLAYSTONE
— sandstone lenses with seepage
undulating contact, dipping approximately
5° at slope
SM
Very dense, moist, orange-tan, Silty fine
to medium SANDSTONE, fining upwards
sequence
becomes medium-grained, has "cannonball"
concretion on N side of hole
B14-8
_ becomes coarse to very coarse
r
rip-up clasts
contact irregular, channeled
I SM-ML
Hard, moist, gray-blue, very Sandy
SILTSTONE
Very dense, slightly moist, orange tan,
Silty fine to coarse SANDSTONE
scour surface approximately N25E20NW,
ght seepage sli
•l.'i-'i: SM
if Stiff, very moist, gray-blue with iron
staining, Sandy SILTSTONE, fractured near
top, no through going remolded zone
ML
13 119.5 13.6
21/
10"
28.7 9.8
5ULK SAl'IPLE
15/
7"
126.7 10.6
Figure A-21, Log of Test Boring 14 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL
S DISTURBED OR BAG SAMPLE
E STANDARD PENETRATION TEST
B CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
?- WATER TABLE OR SEEPAGE
NOTC THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHESPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITISNOTWARRANTED TO BE REPRESENTATIVEOFSUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES
File No. D-4230-H01
November 11, 1988
o I
in « — <!/) BORING 14 (CONTINUED)
ELEVATION DATE DRILLED 10/12/88
EQUIPMENT
<<t!5 zu;
UJO
25"
05
20
. 60 MATERIAL DESCRIPTION
^/:l;;i::'
Hard, moist, olive green, Silty CLAYSTONE
with shiny parting surfaces 14 115.0 16.7
3ULK SAMPLE
Hard, moist, gray blue, very clayey
SILTSTONE with trace fine sand, fissile
BORING TERMINATED AT 70.0 FEET
Figure A-22, Log of Test Boring 14
I
I
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL
K DISTURBED OR BAG SAMPLE
E — STANDARD PENETRATION TEST
B _ CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
?• WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIESONLY ATTHE SPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOTWARRANTEDTO BE REPRESENTATIVE OFSUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
File No. D-4230-H01
November 11, 1988
tn — BORING 15
ELEVATION. 305 .DATE DRII I pn 10/12/88
EQUIPMENT 30" Rotary Bucket
B^t
05 =8
I- 0.
2'
MATERIAL DESCRIPTION
CL TOPSOIL
Hard, slightly moist, brown, Sandy CLAY
with SILT fractures
6-B15-1 i
A
-10-
- .12-
- 14-
- 16-
- 18-
-20-
- 22-
- 24-
- 26-
- 28-
30-
/ r
y\ A
/
CL-ML
DELMAR FORMATION
Hard, moist, light olive, Silty CLAYSTONE
to very Clayey SILTSTONE
3/12" 107.9 18.3
X
Bedding nearly horizontal
Bedding N60W, 5SW
I/'
/
B15-2
B15-3
B15-4
B15-5
ML'
/
Hard, moist, light orange/olive-mottled.
Clayey SILTSTONE; some very fine SAND
- Bedding nearly horizontal
3/12" 108.4 19.5
BULK SAMPLE
CL ..Hard, moist, olive-mottled, Silty CLAYSTONE;
yellow-white gypsum stringers; slight to
moderate fracturing
I— Few steep hematite-filled fractures;
' N40E, 85SE (joints)
I— Cemented zone (calcium carbonate cement
/ about 12" fossil shells)
Remolded CLAY seam 1/8-1/4" thick; N60E
2°S
2/0" (No sample)
SM-
SC
Dense, moist, light olive-tan Silty
fine to medium SANDSTONE; some CLAY 118.2 13.8
Figure A-23, Log of Test Boring 15 (Boring 15 Continued next page)
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL
K DISTURBED OR BAG SAMPLE
E STANDARD PENETRATION TEST
B CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
?• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITISNOTWARRANTEDTO BE REPRESENTATIVE OFSUBSURFACECONDITIONS AT OTHER LOCATIONS AND TIMES.
File No. D-4230-H01
November 11, 1988
BORING 15 (Continued)
ELEVATION DATE DRILLED 10/12/88
EQUIPMENT 30" Rotary Bucket
I-log
tn
zu:
UJO
UJ #
so
MATERIAL DESCRIPTION
Hard, moist, olive-brown mottled Silty, Sandy
CLAYSTONE
— Remolded CLAY seam 1/8-1/4" thick;
3°SW; throughgoing gypsum
Hard, moist, medium-olive, silty CLAYSTONE;
abundant gypsum seams; random fracturing
_ 5
Remoded CLAY seam 1/8-3/4" thick; NlOW,
5°SW, throughgoing, with large crystals
of gypsum within gouge
106.6
BULK
20.5
AMPLE
Dense, moist, light orange-tan, medium
SANDSTONE
— Contact nearly horizontal; sharp
depositional
Hard, moist, dark olive-brown mottled with
yellow, Silty CLAYSTONE; gypsum seams, random
fracturing; fossiliferous and carbonaceous
Becomes very dark olive/black and
carbonaceous, seepages of slight to moderate
flow
Remolded CLAY seams 1/4-1/2"; N20W,5°SW
at contact
92.0
BULK i
29.1
AMPLE
Very dense, dark gray, cemented, fine Silty
SANDSTONE; fossiliferous
Cemented zone; CaC02+
BORING TERMINATED AT 59 FEET (REFUSAL)
Figure A-24, Log of Test Boring 15
SAMPLE SYMBOLS n — SAMPLING UNSUCCESSFUL
S — DISTURBED OR BAG SAMPLE
E STANDARD PENETRATION TEST
B — CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBEDI
?• — WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOTWARRANTEDTO BEREPRESENTATIVEOFSUBSURFACECONDITIONSATOTHER LOCATIONS ANDTIMES.
File No. D-4230-H01
November 11, 1988
8
O
to
<Bf)
I
BORING 16
ELEVATION. 300 .DATE DRILLED 10/13/88
EQUIF'MENT E-lOO, 30" Rotary Bucket
m
<<i5
^«2
zu; UJ(j On: 05 so
- 0 MATERIAL DESCRIPTION
CL
- 2 -
- 4 -
6 -
;,|:j;i'-'
^U'i'vii;.
• c .-70
TTOPSOIL
I hard, humid, brown, Sandy CLAY, highly
fractured
1'— becomes very stiff and slightly moist
SM
l|)ELMAR FORMATION
11 Very dense, humid, light gray-blue, very Silty
W fine SANDSTONE; iron-stained, carbonate,
\\ weathering at top
|i— shells
I
bedding N20W10S
strongly iron-stained - 10 -B16-1
-12-
- 14
-16-
18 -
-20-
22 -
- 24-
-26-
-28-
y'
A:-
ML
-^1
hard, slightly moist, light grey-blue.
Clayey SILSTONE, iron-stained, fissile,
hematite filled joint N4SE82E
•PUSH
7" .
1
93.4 29.5
\
^— layer of stiff, moist, orange Sandy SILTY,
friable, fossiliterous; N20W10S
bottom contact
,— iron-stained, Sandy with fossils
B16-2 I'.-.'.fvi/
;:i-'r."i.
•'lAA
stiff, moist, orange-brown. Clayey SILT,
fossiliterous,
— cemented lenses
SM ^— iron-stained, fossiliterous, rip-up clast
of grey-blue SILSTONE
10 118.0 14.0
scour contact
very dense, humid, light tan, very Silty
fine SANDSTONE, iron-stained in places
\
\
iron-stained
thinly bedded, dipping approximately 10°S
iron-stained, lenses of friable, organic
rich SILT with gypsum stringers
Figure A-25, Log of Test Boring 16 (Boring 16 continued next page)
SAMPLE SYMBOLS • _ SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E_
B_
STANDARD PENETRATION TEST 1 DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE ?• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIESONLY ATTHESPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED: IT IS NOTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACECONDITIONS AT OTHER LOCATIONS AND TIMES
File No.
November
a.z'"
D-4230-H01
11, 1988
4
BORING 16 (Continued)
ELEVATION DATE DRILLED 10/13/88
EQUIPMENT
m <<25 D:»->
^5)2
zu
U10
pz
05
2°
- 30
- 32
-34 -
-36 -
-38 -
B16-
B16-
B16-
B16-
-,:A:
•40
4l
ML MATERIAL DESCRIPTION
CL
1
scoured contact, generally horizontal
hard, slight moist to moist, light blue-grey
Sandy SILSTONE
_ 9
BULK SAMPLE
I very stiff, moist, reddish-brown, Silty
I CLAYSTONE
SM
L_ many non-continuous remolded planes with
gypsum, general orientation N5W7S
continuous medium stiff, very moist, grey
remolded CLAY N30W5S
'— becomes.organic .rich, gypsum and
1 sulfur-rich
15 117.8
BULK
15.1
tsAMPLEl
iL
very dense, very moist, grey Silty fine to
medium SANDSTONE, slight seepage
I— very strong cemented
BORING TERMINATED AT 40 FEET (REFUSAL)
Figure A-26, Log of Test Boring 16
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
-E — STANDARD PENETRATION TEST
B CHUNK SAMPLE • _. DRIVE SAMPLE (UNDISTURBEDI
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES
File No. D-4230-H01
November 11, 1988
BORING 17
ELEVATION. 260 .DATE DRII I Fn 10/13/88
EQUIPMENT E-IQO. 30" Rotary Bucket
B^t
•^552
zu
MATERIAL DESCRIPTION
TOPSOIL
Soft,, dry, dark brown Sandy CLAY
DELMAR FORMATION
Hard,, moist, light olive-brown mottled
Sandy-Silty CLAYSTONE; abundant gypsum
111.2 17.1
contact bedding NlOElONI.1
Dense, moist, light tan-olive Silty-Clayey
coarse SANDSTONE
Hard, moist, light olive Sandy CLAYSTONE;
highly fractured, multiple oriented
slickensided surfaces
Dense, moist, light tan-orange Silty fine
to medium SANDSTONE 124.5 11.9
Dense, moist, light tan-orange Silty fine
to medium SANDSTONE
bedding N40W, 9°NE
Figure A-27, Log of Test Boring 17 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL E.
13 DISTURBED OR BAG SAMPLE B.
.STANDARD PENETRATION TEST
.CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
I. WATER TABLE OR SEEPAGE
NOT= THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOTWARRANTEDTO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
File No.
November
D-4230-H01
11, 1988
Ess
BORING 17 (CONTINUED)
ELEVATION DATE DRILLED.
EQUIPMENT
^552 ui'H'n
zu.
UJQ
SI-' = Z
io
MATERIAL DESCRIPTION
- 30 -
- 32 -
- 34 -
- 36 -
- 38
- 40 -
••.f-.'i-':i-becomes moist to wet
SM
> strong seepage
B17-4
- 42
CL
'1\
\
— irregular contact; remolded CLAY seam,
E-W, 8°N; throughgoing
Hard,, moist-wet, medium to dark-olive,
1 Sandy CLAYSTONE
1 1
1 remolded CLAY seam 1/8-1/4" thick, N45E,
12°SE BULK AMPLE
BORING TERMINATED AT 42 FEET
Figure A-28, Log of Test Boring 17
I
SAMPLE SYMBOLS • _ SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E STANDARD PENETRATION TEST
B _ CHUNK SAMPLE
1 DRIVE SAMPLE (UNDISTURBEDI
WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHESPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOTWARRANTEDTO BE REPRESENTATIVE OFSUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES.
File No. D-4230-H01
November 11, 1988
g
o
in — <c/J AO
TRENCH 1
ELEVATION 110
EQUIPMENT
DATE DRILLED.
JD555 24" Track Backhoe
10/10/88 Bgt
^«2
zu
UJO
°o;
UJ if El-' = Z
20
- 0 MATERIAL DESCRIPTION
CL
- 2 -
6 -
SM
.•i'..i:-
SM
- 10 -
xir
12 -I
COLLUVIUM
Hard, slightly moist, dark gray, Silty
CLAY, with fine sand, highly fractured
DELMAR FORMATION
Dense, humid, light olive, Silty fine
SANDSTONE, highly fractured, carbonate
\ in joints
\
Very dense, humid, light olive, Silty fine
SANDSTONE, with areas of fine to coarse
sand, iron staining
\— becomes tan, fine to medium coarse
WEATHERED SANTIAGO PEAK
Hard, slightly moist, olive and brown,
Sandy CLAY with unweathered chunks of
SANTIAGO PEAK, some shiny parting surfaces
TRENCH TERMINATED AT 11.0 FEET
Figure A- 29 Log of Test Trench 1
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E_
B_
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOT WARRANTEDTO BE REPRESENTATIVE OFSUBSURFACE CONDITIONS ATOTHER LOCATIONS ANDTIMES.
File No. D-4230-H01
November 11, 1988
5 I-
62
TRENCH 2
ELEVATION. 275 .DATE DRILLED-10/10/88
EQUIPMENT JD555 24" Track Backhoe
<<in tLt~> i-tn*
^«2
zu.
UJ^j
§8
MATERIAL DESCRIPTION
. 2 _
CL
COLLUVIUM
Hard, damp, dark broT-m, Sandy CLAY and
Santiago Peak boulders
a
4 GC
WEATHERED SANTIAGO PEAK
Very firm, moist, brown, Sandy CLAY, with
pieces of Santiago Peak
SANTIAGO PEAK
Excavates to very dense, damp, orange-tan.
Clayey COBBLES with some samd and boulders.
Santiago Peak jointed with some surfaces
dipping out of slope
TRENCH TERMINATED AT 7.5 FEET
TRENCH 3 Elev. 245'
- 2 -
- 4 -
- 6 -
7^-CL
CL
COLLUVIUM
Hard, humid, gray, Sandy CLAY with some
Santiago Peak cobbles
0'/
A
OL
GC Very stiff, very moist, dark brown, Sandy
CLAY with some Santiago Peak cobbles
SANTIAGO PEAK
Excavates to very dense, moist, green and
orange. Clayey COBBLES
TRENCH TERl'IINATED AT 5.0 FEET
Figure A- 30 Log of Test Trenches 2 and 3
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL
13 DISTURBED OR BAG SAMPLE
B —STANDARD PENETRATION TEST
B CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACECONDITIONS SHOWN HEREON APPLIESONLY ATTHE SPECIFIC BORING ORTRENCH LOCATION AND ATTHE DATEINDICATED. ITISNOTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACECONDITIONS ATOTHER LOCATIONS ANDTIMES.
File No. D-4230-H01
November 11, 1988
X I. <tn TRENCH 4
ELEVATION 210 .DATE nRiiiFn 10/10/88
EQUIPMENT JD555 24" Track Backhoe
Bit
<<!/>. tr*-> i-in>
tn
zu:
I* =>z «|i
io
MATERIAL DESCRIPTION
_ 6
ML
DELMAR FORMATION
Very firm, slightly moist, light gray-
green. Clayey SILTSTONE, fractured
SM
Very dense, humid, light gray-green, Silty
fine SANDSTONE iwht few fine to coarse
patches. Iron stained, with clay along
some joints
TRENCH TERMINATED AT 6.0 FEET
_ 0
_ 4
6 -
TRENCH 5 Elev. 265
CL
CL
COLLUVIUM
Very firm, slightly moist, reddish brown,
, Sandy CLAY
becomes very stiff and moist, with Santiago
Peak cobbles
L.
I I CL
y
y
WEATHERED SANTIAGO PEAK .
Very stiff, moist, olive, Sandy CLAY
ML
Very firm, moist, olive-green and orange,
Silty CLAY iwth little Santiago Peak
cobble
Very firm, moist, light greenish-gray,
Clayey SILT with little fine sand, cobbles
of Santiago Peak Volcanics
TRENCH TEBMINATED AT 8.0 FEET
Figure A-31 Log of Test Trenches 4 and 5
SAMPLE SYMBOLS • _ SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E STANDARD PENETRATION TEST
B _ CHUNK SAMPL€ • .. 1^ —
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOT= THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED, ITIS NOTWARRANTEDTOBE REPRESENTATIVEOFSUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES.
File No. D-4230-H01
November li, 1988
TRENCH 6
ELEVATION. 130 .DATE DRILLED. 10/11/88
EQUIPMENT JD555 24" Track Backhoe
m
<<tn
CCI-> t-tn> UlSnP
in
zu:
UJ #
05
^8
MATERIAL DESCRIPTION
FILL
Loose, damp, orange-tan. Clayey SAND and
BOULDERS
Stiff, moist, olive-green, Silty CLAY
with small chunks of unweathered Delmar
Stiff, moist, orange-brown, Sandy CLAY with
some GRAVEL, chunks of Delmar & Eocene
materials
110.7 16.3
Stiff, moist, light olive-green. Clayey
SILT with little SAND, GRAVEL
Stiff, moist, grey & green, Sandy CLAY
Stiff.to very stiff, moist, light olive-
green with some grey, very Clayey SILT
with little SAND and GRAVEL
TRENCH TERMINATED AT 18 FEET
Figure A-32, Log of Test Trench 6
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL
13 — DISTURBED OR BAG SAMPLE
B STANDARD PENETRATION TEST
G — CHUNK SAMPL€ • -. DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHESPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES
File No. D-4230-H01
November 11, 1988
ten
in in — <(/)
TRENCH 7
ELEVATION.
EQUIPMENT
DATE DRILLED.
JD555 24" Track Backhoe
10/11/88 <<tn a:i-> i-w> uJffiQ
zu
Ui^j
uj!^
Hh-' 3Z
o?
20
MATERIAL DESCRIPTION
- 2 -
- 4
- 6 -
- 10
- 12 -
- 14 -
- 16
CL FILL
Very firm to hard, slightly moist, tan, very
Sandy CLAY with pieces of wire, plastic bags,
concrete
CL
GC-SC
Medium stiff, very moist, light green, Silty
CLAY with little GRAVEL, "'SAND
GC-CL
Dense, slightly moist, brown. Clayey SAND
and GRAVEL
Very stiff, moist, light green.with,,brown,
Silty CLAY and GRAVEL
Very stiff, moist, light green, Silty CLAY,
highly fractured with SAND
Becomes blue-green and with GRAVEL
- 18 -
- 20
TRENCH TERMINATED AT 17 FEET
Figure A-33, Log of Test Trench 7
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL E .
^ DISTURBED OR BAG SAMPLE B.
.STANDARD PENETRATION TEST
.CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
^ WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACECONDITIONS AT OTHER LOCATIONS AND TIMES.
File NO. D-4230-H01
November 11, 1988
TRENCH 8
ELEVATION. 135 -DATE DRILLED. 10/11/88
EQUIPMENT JD555 24" Track Backhoe
Pzt <<in Q:I->
t-t/5>
^«2
zu
UJO S5
05
. 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
- 6 -
- 8 -
- 10 -
- 12 -
14 -
- 16 -
GC-CL FILL
Hard, damp, orange-brown, Sandy CLAY and
GRAVEL
SC
T8-1
T8-2
• • jy , • •-/ •••/•• .-/ •. '.
• 'y.'-A^
•; /-
V^'-A
18 -
20 -
Medium dense, moist, tan, very Clayey, fine
to medium SAND with some GRAVEL, lenses of
black organic material
— Becomes grey-blue
Ul.O
BULK
15.0
SAMPLI
i; -iv.' I-.
••I- •f.T-SM
CL
Medium dense, moist, yellow-tan, Silty,
fine to medium SAtro..with some SILT, lenses
of black organic material
Stiff, very moist, grey, Gravelly CLAY
with lenses of black organic material
\ Becomes grey-blue
TRENCH TERMINATED AT 16J5',rEET
Figure A-34, Log of Test Trench 8
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E_
B-
_STANDARD PENETRATION TEST
.CHUNK SAMPLE
1 DRIVE SAMPLE (UNDISTURBED)
?- WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOTWARRANTEDTO BE REPRESENTATIVE OFSUBSURFACECONDITIONS ATOTHER LOCATIONS AND TIMES.
File NO. D-4230-H01
November 11, 1988
K.z<^
tn in — <in
it
TRENCH 9
ELEVATION. 135
EQUIPMENT
DATE DRILLED_
JD555 24" Track Backhoe
10/11/88 Bgt Hi
i-ing !^S0 uio
zu
UJQ
ujiP
pz
Siii
05
20
MATERIAL DESCRIPTION
. 0
- 2 -
- 4 -
- 6 -
-10 -
- 12
-14
- 16
20^
~r>rr
A-yo.-
-A-:
-A •A-
y
P^oA
•0. -.y..-
sA^-'-O
SC
ML
CL
SC
FILL
Loose, humid, tan. Clayey SAND with GRAVEL
Very firm, moist, tan and blue-green, Clayey
SILT with chunks of CLAY, SAND, organic
material
Stiff, very moist, blue-green and black,
Silty CLAY
Very firm, moist, blue-green, Clayey SAITO
with pebbles, and chunks of organic material
— Becomes more Sandy
TRENCH TERMINATED AT 16^2 FEET
Figure A-35, Log of Test Trench 9
SAMPLE SYMBOLS
n SAMPLING UNSUCCESSFUL
3 DISTURBED OR a\G SAMPLE
B STANDARD PENETRATION TEST
B CHUNK SAMPLE
I DRIVE SAMPLE (UNDISTURBED)
1 WATER TABLE OR SEEPAGE
„c THF LOG OF SUBSURFACECONDITIONS SHOWN HEREON APPLIESONLYATTHESPECIFICBORING ORTRENCH LOCATION AND
ATTHEDATE?ND?CATED^TrSN(^^^^^
File No. D-4230-H01
November 11, 1988
in — TRENCH 10
ELEVATION. 113-.DATE DRILLED 10/10/88
EQUIPMENT JD555 24" Track Backhoe
Bit <<5i £ri-> i-in>
zu
Ulo
uj#
=z
05 20
MATERIAL DESCRIPTION
. 2 .
. 4 _
_ 6 -
l;-.'l;;i;,
i.'i:-i::
SM
ALLUVIUM
Loose, moist, dark brown, Silty fine
SJAND , roots, voids
.V.I
- 10
12
- 14-
•IV|.M;
;r.-i-:i-.
becomes wet
strong seepage
- 16 CL Soft, saturated, medium brown, Sandy
CLAY
TRENCH TERMINATED AT 16.0 FEET
Figure A-36, Log of Test Trench 10
1
SAMPLE SYMBOLS • „ SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE -
E_ STANDARD PENETRATION TEST
B CHUNK SAMPL€
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE' THE LOG OF SUBSURFACECONDITIONS SHOWN HEREON APPLIESONLY ATTHE SPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES
File No. D-4230-H01
November'11, 1988
I I-
tzUJ u- ^ in
in —
Si
TRENCH 11
ELEVATION 125. .DATE DRILLED 10/10/88
EQUIPMENT JD555 24" Track Backhoe
<<i5
CCI~> i-tn> uJmQ
zu
UJcJ
ujjP ttl-' =z
20 o
MATERIAL DESCRIPTION
CL
ALLUVIUM
Soft, moist, dark brown, Sandy CLAY
Tll-1
10
12
14
16
CL
Stiff, moist to wet, medium light brown,
Sandy CLAY
J06.2 14.7
SC
Dense, moist to wet, light brown-tan. Clayey
fine SAND
TRENCH TERMINATED AT 16.0 FEET
Figure A-37, Log of Test Trench 11
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL E.
K DISTURBED OR BAG SAMPLE B.
.STANDARD PENETRATION TEST
.CHUNK SAMPL€
• DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOT= THELOG OFSUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
AT THE DATE INDICATED ITISNOTWARRANTEDTO BE REPRESENTATIVE OF SUBSURFACECONDITIONSATOTHER LOCATIONSANDTIMES
File No. D-4230-H01
November 11, 1988
TRENCH 12
ELEVATION 110 10/11/88
EQUIPMENT .
.DATE DRILLED
JD555 24" Track Backhoe
tzfc <<to u:t-> t-in^
UJSP
uJm
zu
UJO
uj# at--
3Z
05
=8
MATERIAL DESCRIPTION
CL
ALLUVIUM
Soft, moist,, dark brown, Sandy CLAY'
becomes wet
10.
12.
14.
— strong seepage
16,
•l-\-A
•yM.
Loose, saturated, light brown, Silty fine
SAND
TRENCH TERMINATED AT 15.0 FEET
Figure A-38, Log of Test Trench 12 I
SAMPLE SYMBOLS • _ SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E_
B-
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBEDI
WATER TABLE OR SEEPAGE
NOT^ THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHEDATE INDICATED ITISNOTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACECONDITIONS ATOTHER LOCATIONS ANDTIMES,
File No. D-4230-H01
November 11, 1988
TRENCH 13
ELEVATION 100 .DATE DRILLED 10/11 /88
EQUIPMENT JD555 Track Backhoe
Bit <<« tLt-> l-«> UJ^P
UJ
Zu
UJQ 55 05
MATERIAL DESCRIPTION
CL
ALLUVIUM
Soft, wet, dark brown, Sandy CLAY
very strong seepage; filled to 8' in less
than 2 minutes
_ 10
SW
Loose, saturated, light brown, fine to
coarse SJMSTO , friable
TRENCH TERMINATED AT 10.0 (REFUSAL)
Figure A-39, Log of Test Trench 13
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL
13 DISTURBED OR BAG SAMPLE
E STANDARD PENETRATION TEST
B CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
?. WATER TABLE OR SEEPAGE
NOTc THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATTHESPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED, ITISNOTWARRANTEDTO BE REPRESENT ATIVEOFSUBSURFACECONDITIONS ATOTHER LOCATIONS AND TIMES
File No. D-4230-H01
November 11, 1988
TRENCH 14
ELEVATION. 170 .DATE DRILLED.
EQUIPMENT JD555 24" Track Backhoe
10/11/88
Bgt
tri- >
^"2
UJ<^
3Z
05 20
MATERIAL DESCRIPTION
•l.'.-l'.'.l
SM-SP
ALLUVIUM
Loose, damp, light brown-tan, slightly
Silty fine SAND
SM
Medium dense, moist, light brown, Silty
fine SAND, roots, voids, blocky
10.
12.
14.
16.
T14-1 tj-Vf-
••x-\-y.
••i-i-.i;
• A\y.
_ 15
SM-SP
Medium dense to dense, moist, tan,
slightly Silty fine SAND
TRENCH TERJIINATED AT 18.0 FEET
Figure A-40, Log of Test Trench 14
SAMPLE SYMBOLS O — SAMPLING UNSUCCESSFUL E.
K—DISTURBED OR BAG SAMPLE B.
-STANDARD PENETRATION TEST
.CHUNK SAMPLE
• — DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
DEPTH IN METERS
c« 09 a> o
0-0-
l-
5-
2-
3-10-
4-
IS-
5-to r-DEPTH Tl —t
z
zx. B-m —I m •FEE 3 9--ao
10-
95
u-
J2-40
19-
»*•
45
15 SO
FRICTION RESISTRNCE
TSFIKG/CH'J
6
CONE RESISTRNCE
TSF(KG/CH*)
SOIL
COLUHN
FRICTION RRTIO
(X)
J
^0 IQO
,,111
1^ 2qo I I I I 250 I 300 3^ • • • • I I I I
400
PROJECTS LA CDSTA RANCH NW
PROJECT NUMBER:89-230-1702
INSTRUMENT NUMBER: F1SCKE08B
DRTE: 10-0S-19BB
The Earth Technology Corporation
CONE PENETROMETER TEST
PROBE: CPT-2
FRICTION RESISTRNCE CONE RESISTANCE
TSFtKG/CH»)
SOIL
COLUHN
FRICTION RATIO
0-0-
1-
5-
2-
a-10-
4-
15-
5-to r* DEPTH -D —)
zx: t—1 z S25-03 at METERS -ti m m
-^ao
10-
35
11-
12-40
la-
14-45
15-SO
1 •
• A
1 1 t 1 1 1 1 1
• 1
• • < >
•
• <
-
• 1 1 1 ' 1 1 1 1 1 • 1 1 1 1 1 1 • 1 I I I 1 1 I 1 II—1— till i 1 1 i'
400
" 6 PI
- 7
8 zx. m -» m - 9 31 Ui
10
-11
-12
19
14
IS
PROJECT: UA COSTA RANCH NW
PROJECT NUMBER: 69-230-1702
INSTRUMENT NUMBER: F15CKE0B8
DRTE:10-05-19BB
The Earth Technology
Corporation
CONE PENETROMETER TEST
PROBE: CPT-3
FRICTION RESISTRNCE CONE RESISTANCE TSFtKG/CH»)
SOIL
COLUHN
FRICTION RRTIO
IX)
0-
1-
2-
9
4-
5-
7-
m
-H
3> 9 to
10
11
12
13
14
15
10-
15
ni 20
z25
m m
-30
95
40
45
50
I
r
1 1 1 1 1 1 1 1 1 1 1 1, 1 1 1 1
7 y 1
>
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• • •—^ • 1 1 i 1 1 1 1 1 •fill 1 1 1 1
400
6 rn "0
r 7'
e:
931
10
Hi
12
13
14
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PROJECT; l-A COSTA RANCH NW
PROJECT NUMBER s 89-230-1702
INSTRUMENT NUMBER: F1SCKE088
DATE: 10-06-19BB
' The Earth Technology Corporation
CONE PENETROMETER TEST
PROBE: CPT-5
FRICTION RESISTANCE
TSFCKD/CM*)
CONE RESISTANCE
TSF(KG/CH»)
SOIL
COLUMN FRICTION RATIO
0-
I-
2
3-1
4
5-1
S 8-1 -a
7-
8
m
3> 9
CO
10
11
12
19
14
15
10
-IS
-20
Q
1
2
3
4
5
-30
— -35
40
45
a ZK
m 9 3> t/i
-1 1-50
Q
-10
-11
12
hi 3
14
•-15
PROJECT: LA COSTA RANCH NW
PROJECT NUMBER:89-230-1702
INSTRUMENT NUMBER:FlSCKEOBB
noTF: 10-06-1988
The Earth Technology
Corporation
CONE PENETROMETER TEST
PROBE: CI?T^6
FRICTION RESISTANCE
TSF(KG/CM*J
CONE RESISTANCE
TSF IKG/CH* )
SOIL COLUHN FRICTION RATIO
0
1-
2-
3
4
5
m B
7-
zs. 8-m —I
31 9
tn
10
11
12
19
14-1
15
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•
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V
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-20
10
15
^5;
-n m m
•30
- 0
- 1
2
3
4
h s
—i
7==
z
8 ZK
9 ZD ut
-33
40
45
400
30
a
10
11
12
hi 3
u
15
PROJECT: LA COSTA RANCH NW
PROJECT NUMBER: 89-230-1702
INSTRUMENT NUMBER: FlSCKEOafl
DATES 10-06-1988
• The Earth Technology
Corporation
CONE PENETROMETER TEST
PROBE: CPT-7
FRICTION RESISTANCE CONE RESISTRNCE SOIL COLUHN
FRICTION RATIO
0-
1-
2-
9-
4-
5-
8-
7-
zx 8-1 m -i
31 9 tn
10
U
12
19
14
15
—t
X
m m
i
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C I
T
1,111 *. ,1111 . 1 1—I—1— -r ' 1 i .
• i
• • • •r
•
>
• —^
• 1—I—1—r" • I i i 1 - 1 1 1 1 • 1 1 1 1 1 1 i 1 1 1 1 1 1 - —1—1—1—1-• 1 1 1 I
400
0
1
2
3
h 4
6m -n -i
7==
z
8 DC
m ^ 93J ut
to
-11
-12
13
14
'-IS
PROJECT'NUMBER: ^^'^f^rulnnB The Earth Technology
Corporation
CONE PENETROMETER TEST
PROBE: CPT-8
FRICTION RESISTANCE CONE RESISTANCE
TSF IKC/CH»)
SOIL COLUHN FRICTION RRTIO
(X)
m -a
0-
1-
2-
9-
4-
5-
8-
7-
3 8 m —I
31 9
tn
10
11
12
13
14
IS
10
IS
S20
z25
-n m m
—I
30
35
40
45
50
• • •
,.1111 1 1 1 1 ' *—1—L— 1 1 1—1—
7
r
• • X (
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•
—1—1—1 1
2
fill 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1
^0
^5;
0 r 0
- 1
2
9
4
S
t-al
10
15
- 7
^0
iJ5
40
45
400
-50
a
OZK m
—t m
9=0 tn
-10
-11
12
-13
-14
-IS
PROJECT: LA COSTA RANCH NW
PROJECT NUMBER: 89-230-1702
INSTRUMENT NUMBER:FlSCKEOBB
DRTE:10-06-1988
' The Earth Technology
Corporation
CONE PENETROMETER TEST
PROBE: CPT-9
FRICTION RESISTRNCE
TSF(KG/CH»J
0
H
2
9
4
S
m 8
7-
zx. 8-m —I
31 9-tn
10
11
12
19
14
IS
10-
15
S20 •V —I 3:
^25
Tl m m —I
90
95
40
45
50
<
0 iqo 1
1—1- A. • i-
CONE RESISTRNCE
TSF (KG/CH» J
SOIL
COLUHN FRICTION RRTIO
a)
1
r
200 25
1 '• i 1 I I—I 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 ''
300 35 0 4QQ I i I I
-15
10
^0°
—( 3:
^5z
m m
^0
-35
40
45
400
50
B
hs?^
has:
ni
—I n 9 ZB
in
10
11
12
13
14
45
PROJECT: LA COSTA RANCH NW
PROJECT NUMBER: 89-230-1702
INSTRUMENT NUMBER:FlSCKEOBB
DATE: 10-06-1988
The Earth Technology Corporation
CONE PENETROMETER TEST
PROBE: CPT-II
lU a
(no
CO
lutn
a a
UJ
u
>-x -(no
QU.T. •—cn t-t-u
t—t
U_ (O
/I
I
a (M
in « a in
in
in a in to
1111(1111
tn a
1111(11-
o in o o a in o
1—I—r-i—j—i—r—i—r
DEPTH IN FEET
DEPTH IN METERS
1 1 1 1 1 1—ri 1——T r
CI tM o4 CM CM <n « »• « n ;«>:. n <n m
I-
(n u
I-
u
h-
UJ
' CVJ
F
I- Q;
HI O
z ••
UJ UJ
GQ
' O
QC
lU Q_ z o u
I
in
m
CM CO 5 o o
^ IN UJ
T ^
y o m ^ cn ^
< Sic
"'cz Si
z z
• UJ
I
I
U U 3
iLi iLl OC ** I
o o <n H-l
tn £C Z CE
Q_ OL i-» a
CD IME PENETROMETER TEST DATA
1 SOUNDINB !
i PROJECT :
I PROJECT Noi
I TEST DATE
LA COSTA RANCH NW
89-230-17122
10-05-1988
LOCATION : CARLSBAD CA
INSTRUMENT : F15CKE08B
ELECTRONICS: Tl
OPERATOR : EC/MS/EC/MS
DEPTH
(U)
CONE
(tsf)
FRICTION
(tsf)
RATIO
(V.)
PORE
(psi)
0. 00 0. 00 NA
0.54 1.88 NA
0.7B 4.06 NA
1.77 6.75 NA
1.43 5.28 NA
1.77 7.41 NA
1.74 7.00 NA
1.94 8.45 NA
l.&l 8.30 NA
1.20 5.54 NA
1.54 5.77 NA
1.51 5.55 NA
1.6B 6.39 NA
1.61 7.94 NA
1.41 5.99 NA
1.45 6.66 NA
1.45 6.39 NA
1.41 5.67 NA
1.11 5.71 NA
1.72 5. 11 NA
1.42 5.75 NA
1.25 5.30 NA
1. 12 6.86 NA
1.15 5.77 NA
1.29 5. 15 NA
1.05 4.93 NA
1.19 4.93 NA
1.39 5. 19 NA
2.45 6. 16 NA
3. 13 5.89 NA
1. U 4.39 NA
1.26 4.33 NA
1.16 2.86 NA
1.37 5. 17 NA
1.64 5.36 NA
1.51 4.64 NA
0.59 4.65 NA
1.20 5.49 NA
1.4B 5.05 NA
1.75 6.43 NA
1.62 5.98 NA
2.84 6.73 NA
3.62 7.25 NA
1.42 3.91 NA
1.42 3.91 NA
3.22 6.74 NA
1.62 1.66 NA
1.69 4.56 NA
1.80 1.53 NA
3.02 3.85 NA
13.68 7.06 NA
CONDUCTIVITY EXCIT
(uMHOS/cis) (vdc)
0.00
1.00
2. 00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
19.00
20.00
21.00
22.00
23.00
24.00
25.00
26.00
27.00
28.00
29.00
30.00
31.00
32.00
33. 00
34.00
35.00
36.00
37.00
38.00
39.00
40.00
41.00
42.00
43.00
44. 00
45.00
46.00
47.00
48.00
49.00
50.00
0.0
28.9
19.3
26.2
27.1
23.9
24.8
23.0
19.4
21.7
26.7
27.2
26.3
20.3
23.5
21.7
22.6
24.9
19.4
33.7
24.7
23.6
16.3
20.0
25.0
21.3
24.1
26.9
39.7
53. I
26.4
29.2
40.7
26.5
30.6
• 32.5
12.7
21.9
29.3
27.0
27.0
42.2
50.0
36.2
36.2
47.7
97.8
37.2
117.5
78.5
193.8
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00 10.00 10.00
10.00
10.00
10.00
10.00
10. 00
10.00
10. 00
10.00 10.00 10.00
10.00
10.00
10.00
10.00
10.00
10.00 10.00 10.00
10.00
-10.00
10.00 10.00 10.00
10.00
10.00
10.00
10.00
10.00
10.00 10.00 10.00 10. 00
10.00 10.00 10.00
10.00
10.00
CONE PENETROMETER TEST DATA
SOUNDING :
PROJECT :
PROJECT No:
TEST DATE :
CPT-3
LA COSTA RANCH NW
89-230-1702
10-05-1988
LOCATION :
INSTRUMENT :
ELECTRONICS:
OPERATOR :
CARLSBAD CA
F15CKE088
Tl
EC/MS/EC/MS
DEPTH
(ft)
CONE
(tsf)
ICTION
(tsf)
RATIO
(7.)
PORE
(psi)
0.00 0.00 NA
0.41 1.28 NA
0.37 1.28 NA
0.81 2.26 NA
1.42 4.6B NA
0.71 2.52 NA
0.87 2.54 NA
2.26 8.22 NA
2.02 7.87 NA
1.41 6.69 NA
1.44 6.84 NA
1.31 6.62 NA
1.27 5.B9 NA
2. 10 7.87 NA
2.36 7.77 NA
1.57 6.72 NA
1.81 7.30 NA
2.25 8.91 NA
2.28 9.56 NA
1.50 L
0 • >iO NA
1.40 6.33 NA
1.94 5. 15 NA
1. 49 4.40 NA
2. 10 4.63 NA
1.36 5.91 NA
1.59 7.22 NA
1.69 6.36 NA
1.52 5.71 NA
2.81 5.72 , NA
2.47 5.27 NA
3.04 5.87 NA
2.23-3. 68 NA
3.41 5.27 NA
2.33 2.64 NA
1.82 5.90 NA
1.61 5.48 NA
2.80 5.25 NA
4.32 6.11 NA
4.53 6.40 NA
3.74 6.27 NA
3.06 6.74 NA
2.59 4.77 NA
3.26 5.01 NA
3.98 5.41 NA
2.96 5.60 NA
9.80 5.96 NA
CONDUCTIVITY EXCIT
(uMHOS/cn) (vdc)
0. 00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
B.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
IB.00
19.00
20.00
21.00
22.00
23.00
24.00
25.00
26.00
27.00
2B.00
29.00
30.00
31.00
32.00
33.00
34.00
35.00
36.00
37.00
38.00
39.00
40.00
41.00
42.00
43.00
44.00
45.00
0.0
31.7
28.9
35.8
30.3
28.0
34.4
27.5
25.7
21.1
21. 1
19.7
21.6
26.6
30.3
23.4
24.8
25.3
23.9
23.0
22.0
37.7
34.0
45.5
23.0
22.0
26. 6
26.6
49. 1
46.B
51.9
60.6
64.7
88.2
30. 8
29.4
53.3
70.7
70.7
59.7
45.5
54.2
65.2
73.5
52.8
164.4
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00 10.00
10.00 10.00 10.00
10.00 10.00 10.00
10.00
10.00 10.00 10.00
10.00
10.00
10.00
10.00
-10.00
10.00
10.00
10.00 10.00 10.00
10. 00
10.00
10.00
10.00
10.00
10, 00 10.00 10.00 10. 00
10.00
10.00
10.00
10.00
-10.00
CONE PENETROMETER TEST DATA
SOUNDING :
PROJECT !
PROJECT No:
TEST DATE :
CPT-6
LA COSTA RANCH NW
89-230-1702
10-06-1988
LOCATION : CARLSBAD CA
INSTRUMENT : F15CKE088
ELECTRONICS: Ti
OPERATOR : EC/MS/EC/MS
DEPTH CONE FRICTION
(ft) (tsf) (tsf)
0. 00 0.0 0. 00
1.00 66. 1 1.80
2.00 66. 1 4.62
3.00 102.3 6.83
4.00 90.B 6.22
5.00 68.3 3.88
6.00 61.B 4.66
7.00 63.6 3.95
8.00 82.9 3.44
9.00 63. 1 4.97
10.00 69.5 5.14
11.00 77.7 4.70
12.00
13.00
62. 1 4.87 12.00
13.00 42.7 3.89
14.00
15.00
36.3 3. 14 14.00
15.00 40. 4 3. 17
16.00 28.9 2. 16
17.00 29.8 2.26
IB.00 31. 1 2. 40
19.00 27.9 2.07
20.00 38.9 2.81
21.00 42.5 3. IB
22.00 44.B 1.99
23.00 52. 1 3.04
24.00 31.4 2.23
25.00 40. 1 2.34
26.00 37.3 2. 17
27.00 48.7 3. 15
28.00 21.2 1.42
RATIO PORE CONDUCTIVITY EXCIT
(7.) (psi) (uMHOS/cb) (vdc)
0. 00 NA NA 10.00
2.72 NA NA 10.00
6.99 NA NA 10.00
6.67 NA NA 10.00
6.85 NA NA 10.00
S.6B NA NA 10.00
7.54 NA NA 10.00
6.20 NA NA 10.00
4.15 NA NA 10.00
7.87 NA NA 10.00
7.39 NA NA 10.00
6.04 NA NA 10.00
7.84 NA NA 10.00
9.09 NA NA 10. 00
B.65 NA NA 10.00
7.86 NA NA 10,00
7.47 NA NA 10.00
7.59 NA NA 10.00
7.71 NA NA 10. 00
7.43 NA NA 10.00
7.22 NA NA -10.00
7.49 NA NA 10.00
4.46 NA NA 10.00
5. 83 NA NA 10.00
7.12 NA NA 10.00
5 • 8 ^ NA NA 10.00
5.82 NA NA 10. 00
6.47 NA NA 10.00
6.73 NA NA 10.00
CONE PENETROMETER TEST DATA
SOUNDING !
PROJECT !
PROJECT No:
TEST DATE :
CPT-IJ
LA COSTA RANCH NW
89-230-1702
10-06-1988
LOCATION : CARLSBAD CA
INSTRUMENT ! F15CKE08B
ELECTRONICS: Tl
OPERATOR : EC/HS/EC/HS
DEPTH CONE FRICTION RATIO PORE CONDUCTIVITY EXCIT
(ft) (tsf) (tsf) (7.) (psi) (uMHOS/c») (vdc)
0.00 0.0 0. 00 0.00 NA NA 10.00
1.00 48.7 0.71 1.46 NA NA 10.00
2.00 41.3 0.54 1.31 NA NA 10.00
3.00 30.7 0.37 1.21 NA NA . 10.00
4.00 44.9 0.61 1.35 NA NA 10.00
5.00 4B.6 0.61 1.25 NA NA 10.00
6.00 49.9 0.81 1.62 NA NA 10.00
7.00 60. 0 0.91 1.52 NA NA -10.00
-8.00 70.6 0.98 1.39 NA NA 10.00
9.00 87. 1 1.56 1.79 NA NA 10.00
10.00 89.3 1.35 1.51 NA NA 10.00
11.00 80.6 1.25 1.55 NA NA 10.00
12.00 78.7 1.59 2.02 NA NA 10.00
13.00 88.B 1.62 1.82 '• NA NA 10.00
14.00 97.5 2.16 2.22 NA NA 10.00
15.00 96. 1 2.50 2.60 NA NA 10.00
16.00 93.4 1.72 1.84 NA NA 10.00
17.00 103.0 2.06 2.00 NA NA 10.00
18.00 85, 1 2.36 2.78 NA NA 10.00
19.00 74.0 1.62 2. 18 NA NA 10.00
20.00 60.2 1.14 1.89 NA NA 10.00
21.00 68.5 1.17 1.71 NA NA 10.00
22.00 6B. 0 1. 14 1.67 NA NA 10.00
23.00 7a. 1 1.14 1.46 NA NA 10.00
24.00 66. 1-3.21 4.85 NA NA 10.00
25.00 11B.4 3.21 2.71 NA NA 10.00
26.00 119.8 2.70 2.25 NA NA 10.00
27.00 94. 1 2.46 2.61 NA NA 10.00
28.00 B6.7 1.98 2.29 NA NA 10.00
29.00 234. 1 4.29 1.83 NA NA 10.00
30. 00 111.5 4.56 4.09 NA NA 10.00
31.00 105. 0 3.30 3. 15 NA NA 10.00
32.00 98. 1 3. 34 3.40 NA NA 10.00
33.00 87. 1 2.32 2.66 NA NA 10.00
34. 00 80.2 2.42 3.02 NA NA 10.00
35.00 66.8 2.83 4.23 NA NA 10.00
36.00 89.3 2.08 2.33 NA NA 10.00
37.00 52. 1 3.37 6.47 NA NA 10.00
38.00 91.1 2.08 2.28 NA NA 10.00
39.00 99.4 1.98 1.99 NA NA 10.00
40.00 75.9 2. 14 2.82 NA NA 10.00
41.00 79. 1 1.87 2.37 NA NA 10.00
42.00 70.4 1. 60 2.27 NA NA 10.00
43.00 62.5 1.29
2.51 2.07 NA NA 10.00
44.00 50.6
1.29
2.51 4.97 NA NA 10. 00
45.00 60.7 2.04 3.36 NA NA 10.00
46.00 124.5 2.38 1.91 NA NA 10.00
47.00 97.4 3.46 3.56 NA NA 10.00
48.00 141.4 1.B3 1.30 NA NA 10.00
CONE PENETROMETER TEST DATA
SOUNDING : CPT-12
PROJECT : LA COSTA RANCH NW
PROJECT No: 89-230-1702
TEST DATE : 10-06-1988
LOCATION
INSTRUMENT :
ELECTRONICS:
OPERATOR :
CARLSBAD CA
FlSCKEOBB
Tl
EC/MS/EC/MS
DEPTH
(ft)
CONE FRICTION RATIO PORE CONDUCTIVITY
(tsf) (tsf) (7.) (psi) (uMHOS/ca)
0.0 0. 00 0. 00 NA NA
40.4 1. 12 2.77 NA NA
40.9 0.85 2.08 NA NA
45.0 2.58 5.73 NA NA
2B.5 2.48 8.70
6.20 NA NA
17.0 1.06
8.70
6.20 NA NA
17.5 1.06 6.03 NA NA
11.5 0.75 6.51 NA NA
8.3 0.41 4.95 NA NA
9.7 0.41 4.25 NA NA
14.3 0.82 5.73 NA NA
19.B 1.30 6.54 NA NA
13.9 1.16 8.37 NA NA
• 11.1 0.75 6.78 NA NA
10.7 0.75 7.07 NA NA
17.6 0.99 5.65 NA NA
17.1 0.96 5.61 NA NA
22.2 1.37 6.17 NA NA
23. 1 1.50 6.51 NA NA
13.0 0.89 6.87 NA NA
14.8 0.93 6.25 NA NA
16.7 0.76 4.55 NA NA
17.6 1.40 7.97 NA NA
12. 1 0.67 5.53 NA NA
15.B 0. B3 5.24 NA NA
18. 1 0.83 4.58 NA NA
27.7 1.75 6.29 NA NA
26.8 1.75 6.51 NA NA
38. 3 1.8B 4.91 NA NA
34.2 1.75 5.11 NA NA
24.1 0.97 4.01 NA NA
31.5 1.38 4.37 NA NA
48.9 2.29 4.69 NA NA
26.0 1.31 5.04 NA NA
111.4 3.38 3.03 NA NA
52.6 2.67 5.07 NA NA
49.4 2.16 4.37 NA NA"
75. 1 1.18 1.56 NA NA
94.0 1.35 1.43 NA NA
47.6 2.16 • 4.54 NA NA
35.7 1.99 5.58 NA NA
105.9 0.80 0.76 NA NA
190.4 3.93 2.06 NA NA
63.7 2.60 4.09 NA NA
151.9 0.B1 0.53 NA. NA
111.5 2.61 2.34 NA NA
22.4 0.40 1.78 NA NA
22.9 0.81 3. 53 NA NA
53.2 0.94 1.78 NA NA
58.2 2.74 4.71 NA NA
44.0
59.6
2.74 6.24 NA NA 44.0
59.6 1.52 2.55 NA NA
34.4 1.22 3.54 NA NA
29.8 0.98 3.29 NA NA
15.1 0.54 3.57 NA NA
17.0 0.40 2.39 NA < NA
14.7 0.54 3.69 NA NA
14.2 0.78 5.48 NA NA
170.3 4.02 2.36 NA NA
86.8 1.43 1.64 NA NA
EXCIT
(vdc)
0.00
1.00
2.00
3.00
4. 00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
19.00
20.00
21.00
22.00
23.00
24.00
25. 00
26.00
27.00
28.00
29.00
30. 00
31.00
34.00
35.00
36. 00
37.00
38.00
39.00
40. 00
41.00
42.00
43.00
44.00
45.00
46.00
47.00
48.00
49.00
50.00
51.00
52.00
53.00
54.00
55.00
56.00
57.00
58.00
59.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
-10.00
10.00
10.00
10.00
10.00
10.00
-10.00
10.00
10.00 10.00
-10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
File No. D.4230-HOl
November 11, 1988
TABLE I
Summary of Direct Shear Test Results
Sample
No.
Dry
Density
Moisture
Content
%
Unit
Cohesion
T)Sf
Angle of
Shear
Resistance
Degrees
B7-2 108.4 16.5 1160 27
B8-7 112.7 15.5 1420 30
B9-5 1115.0 15.1 290 35
Bll-2 95.9 26.5 250 29
B14-5 119.5 13.6 730 28
*B15-8 92.0 29.1 190 10
B16-3 107.5 18.9 990 27
*B17-1 111.2 17.1 700 16
* Residual Shear
File No. D-4230-H01
November 11, 1988
LABORATORY REPORT
Itel^hone (619) 425-1993 Established 1928
CLARKSONl LABORATORY AND SUPPLY INC.
350 Trousdale Dr. Chula Vista, Ca. 92010
ANALYTICAL AND CONSDLTING CHEMISTS
Date; 10/18/88
Purchase Order Nunber: 4230-HOl
Account Nuirber: GEQX
To:
* — *
GEOCON INC.
9530 DOWDY DRIVE
SAN DIEGO, CA. 92126 '
Laboratory Nurber: SO2054 Customers Phone No: 695-2880
Sairple Designation:
* ' \ *
One soil sanple marked jda naina La Costa NW file
#4230-H01 sanple #B15-9.
ANALYSIS: By Test Method No. Calif. 643-C October 2, 1972 State of
California Department of Public Works Division of Highways
Materials and Research Department Method for Estimating the
Service Life of Metal'Culverts.
SAMPLE
pH 3.3
Water Added (ml)
0
50
50
50
50
50
50
50
50
Resistivity (ohn-cm)
4110
1450
• 490
270
380
. 280
250
250
250
Less than 5 years to perforation for a 16 to 8 gauge metal culvert.
LT/as
File No. D-4230-H01
Nnvp.mber 11- 1988
SAMPLE NO. B2-3
z
O
I-
< 9
_j o
CO z o o ^-z m o
OC LU CL
0.1 0.5 1.0 5.0 10.0
APPLIED PRESSURE (ksf)
50.0 100.0
INITIAL DRY DENSITY 99.0 ( PC^ )
INITIAL WATER CONTENT 24.0 ( % )
INITIAL SATURATION 85.0 (%)
SAMPLE SATURATED AT 0.5 (ksf)*
CONSOLIDATION CURVE
LA COSTA EANCH - NORTHWEST AREA
CARLSBAD, CALIFORNIA
Figure B-1
ile No, D-4230-H01
SAMPLE NO. B6-3
< 9
_i o w z o o
J-z
LU
o
QC UJ
a.
0.1
WATER ADDED
0.5 1.0 5.0 lao
APPLIED PRESSURE (ksf)
50.0 100.0
INITIAL DRY DENSITY 110.4 (pcf)
INITIAL WATER CONTENT 18.0 (%)
INITIAL SATURATION 87.3 (%)
SAMPLE SATURATED AT 0.5 ( ksf ) •
CONSOLIDATION CURVE
LA COSTA RAIJCH - NORTHWEST AREA
CARLSBAD, CALIFORNIA
Figure B-3
File No. D-4230-H01
November 11, 1988
Z O
I-< 9
_i o
CO z o o (-z
UJ o az
ill a.
SAMPLE NO. B4-4
0.1 0.5 1.0 5.0 lao
APPLIED PRESSURE (ksf)
INITIAL DRY DENSITY 105.3 ( pcf )
INITIAL WATER CONTENT 21.2 (%)
1—
,.J
ATER ADD ED
/
\
1
-
50.0 100.0
INITIAL SATURATION 92.6 (%)
SAMPLE SATURATED AT 0.5 (ksf)
CONSOLIDATION CURVE
LA COSTA RANCH - NORTHWEST AREA
CARLSBAD, CALIFORNIA
Figure B-2
Project No. 04230-12-03
September 25, 1996
Morrow Development
c/o Villages of La Costa
Post Office Box 9000-685
Carlsbad, California 92078-9000
Attention: Mr. Fred Arbuckle
Subject: LA COSTA NORTHWEST ,
CARLSBAD, CALIFORNIA
PRELIMINARY RIPPABILITY STUDY
Gentlemen:
In accordance with you request, we have performed the initial phase of a preliminary rippability
study for the subject property. The purpose of this study was to provide an initial evaluation of the
potential difficulty in excavations during grading within the portion of the project underlain by rock.
The Santiago Peak Volcanics (Jsp) are exposed along the upper slopes in the southeast comer of the
site. Ten seismic refraction traverses were conducted on Septeniber 23 and 25, 1996. The
approximate locations of the seismic lines are shown on the attached Site Plan, Figure 1.
The results of the survey indicated a variable but relatively shallow depth of rippable materials. The
interpreted depths are present in the summary in Table I and on Figure 1.
This rock formation is characterized as highly variable in depth of decomposition. While seismic
studies are a suitable method of evaluation, the actual extent of rippability may exceed the
interpreted depth where fracturing within the rock is present. It is our experience that where the
fracturing is extensive, grading may be possible although more difficult. Grading in this condition
requires an extensive soaking to soften the fracture zones.
It is recommended that a second phase of the rippability study be implemented. This could consist of
either trenching or borings utilizing an air track drill. The latter is less intrusive and would not result
in the extent of disturbance associated with the trenching.
If you have any questions regarding this letter, or if we may be of further service, please contact the
undersigned at your convenience.
Very truly yours,
GElzfcON INC'
L
RCE 22527 ^
AS:DFL:slc
(6/del) Addressee
CEG 1778
SErSMTCTOAVERSES-
Seismic:
Traverse.-
No.. •
AverageVelocitjr
(ft/sec)
^ Average Depth::
(ft.) Length of
Traverse?
Approximate Maximum
Depth Explored
(ft).
Seismic:
Traverse.-
No.. •
Length of
Traverse?
Approximate Maximum
Depth Explored
(ft).
S-l 4198 10619 — 14-17 — 100 30
S-2 3178 9976 — 5-6 — 100 30
" S-3 3403 8868 — 2-10 — 100 30
S-4 5192 32685 — 22 — 100 30
S-5 1791 8019 — 4-8 — 100 30
S-6 1459 3639 10989 2-3 12-24 100 30
S-7 3430 18373 —• 16-21 — 100 30
S-8 2981 32156 — 19-21 — 100 30
S-9 1411 4581 9055 3-7 12-24 100 30
S-IO 2378 12892 — 4-8 — 100 30
NOTE:
Vi = Velocity in feet per second of first layer of materials
V2 = Second layer velocities
V3 = Third layer velocities
D1 = Depth in feet to base of first layer
D2 = Depth to base of second layer
For mass grading, materials with velocities of less than 4500 fps arc generally rippable with a D9 Caterpillar Tractor
equipped with a single shanlc hydraulic ripper. Velocities of 4500 to 5500 fps indicate marginal ripping and blasting.
Velocities greater than 5500 fps generally require pre-blasting. For trenching, materials with velocities less than 3800
fps are generally rippable depending upon the degree of fracturing and the presence or absence of boulders. Velocities
between 3800 and 4300 fps generally indicate marginal ripping, and velocities greater than 4300 fps generally indicate
non-rippable conditions. The above velocities are based on a Kohring 505.
The reported velocities represent average velocities over the length of each traverse, and should not generally be used
for subsurface interpretation greater than 100 feet from a traverse.
Project No. 04230-12-03 September 25, 1996
y^:y-yyyU:h' •^^•'ii:y^A(^:^^f^ '/"A^^V- i^>-i-'';^?'--^^r^i!-u\:^ A''^-{^ 'r':'i'-^'i^:'^-\--^h?r^'A^
ymm:^mmm^mmm9^mmm
APPENDIX D
SELECTED BORING LOGS
FROM
GEOTECHNICAL INVESTIGATION FOR RANCHO CARRILLO
PROJECT—MAJOR ROADS, CARLSBAD, CALIFORNIA,
PREPARED BY GEOCON INCORPORATED, DATED JANUARY 15,
1993 (PROJECT NO. 04787-12-01).
FOR
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
PROJECT NO. 06403-12-03
PROJECT NO. 04787-12-01
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
BORING SBM 10
ELEV. (MSL) 111
EQUIPMENT
DATE COMPLETED 4/27/92
MAYHEW 1000 ROTARY
t- w 3 UJ ^ p
w
Ui
•
a
lub"
3
^ o u
[ 0
-4-1
MATERIAL DESCRIPTION
6 -
SBMlOl
1
10 -
1- 12 -
14 -
I- 16 -
18
20
22
- 24 -
- 26 -
- 28 -
SBMIO J;
CL
SBMIO
SBMIO
-4
SBMIO
CL
CL-SC
SC
SP-SC
TOPSOIL
Firm, damp, dark brown, Sandy CLAY
ALLUVIUM
Firm, wet, dark brown, Sandy CLAY
-Water table after stabilizing at 4 feet
Becomes loose, saturated, light brown, fine
Clayey SAND and Sandy CLAY
-Becomes very light brown with lenses of
slightly clayey sand at 15 feet
Becomes light brown, fine to coarse. Clayey
SAND with little, fine gravel
Becomes medium dense, saturated, light brown,
medium to coarse, slightly clayey SAND to
Clayey SAND
10
TT
TT
UTJ—
Figure A-15 Log of Boring SBM 10, page 1 of 2 CROR
1 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST •
^ ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 04787-12-01
BORING SBM 10
ELEV. (MSL) 111
EQUIPMENT
DATE COMPLETED 4/27/92
MAYHEW 1000 ROTARY
Z 1,1 UJ
UJ
1-u.
UJ
>
I;-
go > °-Q: ^ a
UJ2
3^
• O
u
MATERIAL DESCRIPTION
u—riTT Very stiff, saturated, green, Sandy CLAY
-Becomes gravelly at 32 feet
Very dense, saturated, yellowish brown.
Clayey SAND and gravel
"7?-
Becomes very dense, green, Sandy CLAY
with gravel and cobbles 50/3"
"50/3"
T9X
BORING TERMINATED AT 46.5 FEET
REFUSAL
Figure A-16 Log of Boring SBM 10, page 2 of 2 CROR
I^SAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL
1 ^ ... DISTURBED OR BAG SAMPLE
C...
0...
STANDARD PENETRATION TEST
CHUNK SAMPLE
I ... DRIVE SAMPLE (UNOISTURSEO)
X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATIOM AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 04787-12-01
SAMPLE
NO.
SOIL
CLASS
(USCS)
BORING SBM 11
ELEV. (MSL) 110
EQUIPMENT
DATE COMPLETED 4/28/92
MAYHEW 1000 ROTARY
? IM ^
U. \ in 3
UJ ;s
>•
- 0 MATERIAL DESCRIPTION
Tin:
Firm, damp, yellowish brown, Sandy CLAY
with desiccation cracks
- 2 -
- 4 -
- 6 -
SBMll
1
SBMll I
-2
14 -
- 16
20 -
- ?•) -
SBMll
SBMll
-5
CL
CL
SC-CL
SP-SC
CL
ALLUVIUM
Stiff, moist, yellowish brown mottled,
Sandy CLAY
Becomes alternating stiff, yellowish brown
Sandy CLAY and medium dense, brown.
Clayey SAND
Becomes loose to medium dense, saturated,
yellowish brown mottled, fine to medium.
Clayey SAND alternating with slightly
clayey SAND, with little gravel
Very stiff, wet, light green, Sandy CLAY
15 111.1
TT
32
TT
TU5T
1U4.U
Figure A-17 Log of Boring SBM 11, page 1 of 2 CROR
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL I]
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 04787-12-01
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
BORING SBM 11
ELEV. (MSL) 110
EQUIPMENT
DATE COMPLETED 4/28/92
MAYHEW 1000 ROTARY
S UJ
M " H
K 3
Q. " v.^
UJ ,
D
UJ2
- 30
MATERIAL DESCRIPTION
- 42
SBMll
-6
- 32 -
i4 -
SBMll
36 - -7
38 -
40
CL-SC Becomes alternating of green mottled, fine to
medium Clayey SAND and very dark brown,
Sandy CLAY
44 -
46 -
48 -
50 -
SBMll
SBMll
9
SBMll!
10
SP-SC
Becomes medium dense, saturated, gray, fine
to medium slightly clayey SAND with carbon
flecks and fine voids; more clayey in places
CL WEATHERED DELMAR FORMATION
Dense, wet, light green mottled. Clayey
SAND and grayish brown, Sandy CLAY
CL
-Becomes very stiff, wet, light green with
dark red staining, slightly sandy CLAY,
fractured with trace of fine gravel
CL
DELMAR FORMATION
Hard, moist, light green, slightly sandy
CLAY with trace of fine gravel
31
IT "23T
37
30 107.3
46
21.7
BORING TERMINATED AT 51.5 FEET
Figure A-18 Log of Boring SBM 11, page 2 of 2 CROR
^ ^ ,„^T • ... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST
1 SAMPLE SYMBOLS ^ _
1 S ... DISTURBED OR BAG SAMPLE t2 ... CHUNK SAMPLE
1... DRIVE SAMPLE (UNDISTURBED)
X ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 04787-12-01
X
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
BORING BM 34
ELEV. (MSL) 210
EQUIPMENT
_DATE COMPLETED 1/15/92
E-lOO BUCKET RIG
? HI '•^
a " ^
go
vo-ir
• ^ o u
MATERIAL DESCRIPTION
-) _
4 -
- 6 -
BM34 t
-2 K
SM
10 -
12 -
14 -
- 16 -
- 18
20 -
22 -
- 24
- 26 -
28 -
ML
SM
BM^34 I
SM
CL
BM34
-7
SM
CL
SM
CL
DELMAR FORMATION
Dense, damp, light to orange-brown, Silty,
fine SANDSTONE
-1.5 X 1 foot highly cemented concretion
in south side boring at 5 feet
-Sharp irregular, near horizontal contact
Dense, damp, light green. Clayey
SILTSTONE: thinly bedded
-Gradational contact
Dense, damp, lighf to medium brown, Silty,
fine to medium SANDSTONE: several 1 to 2
inch interbedded green claystone lenses
with orange oxide
-1 X 1.5 foot highly cemented concretion
at 9 feet
-10 inch X 2 foot highly cemented
concretion 10.5 feet
-Continuous well cemented from 12 to
13.3 feet with shells
-Becomes fine to coarse at 14 feet
-Irregular near horizontal contact
Stiff to very stiff, damp, light green,
Sandy CLAYSTONE: gypsum fracture fillings,
orange oxide staining
-Gradational contact
Dense, damp, light gray to light green,
Silty, fine to coarse SANDSTONE: massive
• -Sharp, slightly irregular, near
horizontal contact
Very stiff, damp to moist, light green,
Silty CLAYSTONE: moist along contact
at 24 feet, thinly bedded with orange
oxide along bedding
-Irregular, near horizontal contact
De"nse~ damp,"irght" gray,"Sllty~ Tme "to ~
medium SANDSTONE
110.9 6.7
122.1 12.8
123.9 7.6
Figure A-86 Log of Boring BM 34, page 1 of 2 CROR
JSAMPLE SYMBOLS ° UNSUCCESSFUL C
T S ... DISTURBED OR BAG SAMPLE 0...
STANDARD PENETRATION TEST
CHUNK SAMPLE
1... DRIVE SAMPLE (UNDISTURBED)
Y. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 04787-12-01
BORING BM 34
ELEV. (MSL) 210
EQUIPMENT
_DATE COMPLETED 1/15/92
E-lOO BUCKET RIG
S UJ
ff
c £ .\
UJ
UJ S m a_ ^ ^
>
go
> ^ cr ^ a
UJJJ
tr
(n z
u
MATERIAL DESCRIPTION
-Sharp irregular contact N2h, bNW
-1/8 to 1/4 inch moist to damp clay at contact
Very stiff to hard, damp to moist, dark
green CLAYSTONE: micaceous from 28.2 to
32 feet, thinly bedded below 32 feet
-Gradational contact
'Denie" damp,~irghr green" toli'ghf brown,
Silty, fine to medium SANDSTONE:
massive with abundant cross bedding,
orange oxide staining
-Becomes fine to coarse at 36 feet
-Cross beds NlOW, 15SW at 37 feet
-8 inch thick continuous highly weathered
concretionary bed at 42 feet; irregular
shape, some dark brown clay developed
from weathering within the concretion,
clay not continuous
BORING TERMINATED AT 46 FEET
115.3 15.3
Figure A-87 Log of Boring BM 34, page 2 of 2 CROR
)^ , ^ r..r.,T.r^-, r- SAMPLING UNSUCCESSFUL E ...
J SAMPLE SYMBOLS ^ ^
"j ^ ... DISTURBED OR BAG SAMPLE m ...
STANDARD PENETRATION TEST
CHUNK SAMPLE
• ... DRIVE SAMPLE (UNDISTURBED)
5 ... WATER TABLE OR SEEPAGE
NOTE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
'^J^i'-:,^C'.-AA''--A^''~.:
'.£y
<mym
,1"
mm
' ••"-it
APPENDIX
^ - A '^ ' "-if «3
' > "> J '^J, ^^t'- " " V"
A - "> f-.
Aj!tftt
"•10
'••;*'"••#
"A
y - 3
APPENDIX E
SLOPE STABILITY ANALYSES
for
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
PROJECT NO. 06403-12-03
Project No. 06403-12-01
Village of La Costa - Greens
Cut Slope 1
320
^ 300
izi ^ 280 C
_g 260
240
220
LU
200
Ts
Ts
50 100
PL
1.871
Qcf
'/I
•I
Bedding Plane Shear (BPS)
150 200 250 300 350 400
Distance (ft)
Description Unit Weiglit
(pcf)
Friction Angle
(degrees)
Colnesion
(psf)
Qcf 130 25 300
Ts 130 30 300
B.P.S. 130 10 100
File Name: La Costa GreensWLCI.sip
450 500 550 600
Figure E-2
Project No. 06403-12-01
Village of La Costa - Greens
Cut Slope 2
2.278
g
CO
>
HI
PL Qcf
BeddihgPlane Shear'(B.P.S )^^l^
150 200 250 300 350
Distance (ft)
400 450 500 550 600
Description Unit Weight
(pcf)
Friction Angle
(degrees)
Cohesion
(psf)
Qcf 130 25 300
Ts 130 30 300
B.P.S. 130 10 100
File Name: La Costa Greens\VLC2.slp Figure E-3
Project No. 06403-12-01
Village of La Costa - Greens
Cut Slope 3
2.167
250 300 350
Distance (ft)
600
Description Unit Weight
(pcf)
Friction Angl
(degrees)
> Cohesion
(psf)
Qcf 130 25 300
Ts 130 30 300
B.P.S. 130 10 100
File Name: La Costa Greens\VLC3.slp Figure E-4
Project No. 06403-12-01
c o
03 > 0)
LU
Village of La Costa - Greens
Cut Slope 4
1.797
150 200 250 300 350 400
Distance (ft)
550 600 650
Description Unit Weight
(pcf)
Friction Angl
(degrees)
3 Cohesion
(psf)
Ts 130 30 300
Fault 130 10 100
File Name: La Costa Greens\VLC4.slp Figure E-5
Project No. 06403-12-01
Village of La Costa - Greens
Cut Slope 5
1.731
0) 120
LU 100
B-.lcling Plane Shear (B P S ^
100 150 200 250 300 350 400 450 500 550 600
Distance (ft)
Description Unit Weight
(pcf)
Friction Angl
(degrees)
B Cohesion
(psf)
Qcf 130 25 300
Ts 130 30 300
B.P.S. 130 10 100
File Name: La Costa Greens\VLC5.slp
Figure E-6
A-y.", A.-
APPENDIX F
RECOMMENDED GRADING SPECIFICATIONS
for
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
PROJECT NO. 06403-12-01
RECOMMENDED GRADING SPECIFICATIONS
1. GENERAL
l.L These Recommended Grading Specifications shall be used in conjunction with the
Geotechnical Report for the project prepared by Geocon Incorporated. The recom-
mendations contained in the text of the Geotechnical Report are a part of the earthwork and
grading specifications and shall supersede the provisions contained hereinafter in the case
of conflict.
1.2. Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be
employed for the purpose of observing earthwork procedures and testing the fills for
substantial conformance with the recommendations of the Geotechnical Report and these
specifications. It will be necessary that the Consultant provide adequate testing and
observation services so that he may determine that, in his opinion, the work was performed
in substantial conformance with these specifications. It shall be the responsibility of the
Contractor to assist the Consultant and keep him apprised of work schedules and changes
so that personnel may be scheduled accordingly.
1.3. It shall be the sole responsibility of the Contractor to provide adequate equipment and
methods to accomplish the work in accordance with applicable grading codes or agency
ordinances, these specifications and the approved grading plans. If, in the opinion of the
Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture
condition, inadequate compaction, adverse weather, and so forth, result in a quality of work
not in conformance with these specifications, the Consultant will be empowered to reject
- the work and recommend to the Owner that construction be stopped until the unacceptable
conditions are corrected.
2. DEFINITIONS
2.1. Owner shall refer to the owner of the property or the entity on whose behalf the grading
work is being performed and who has contracted with the Contractor to have grading
performed.
2.2. Contractor shall refer to the Contractor performing the site grading work.
2.3. Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer
or consulting firm responsible for preparation of the grading plans, surveying and verifying
as-graded topography.
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2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm
retained to provide geotechnical services for the project.
2.5. Soil Engineer shall refer to a Califomia licensed Civil Engineer retained by the Owner,
who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be
responsible for having qualified representatives on-site to observe and test the Contractor's
work for conformance with these specifications.
2.6. Engineering Geologist shall refer to a Califomia licensed Engineering Geologist retained
by the Owner to provide geologic observations and recommendations during the site
grading.
2.7. Geotechnical Report shall refer to a soil report (including all addenda) which may include
a geologic reconnaissance or geologic investigation that was prepared specifically for the
development of the project for which these Recommended Grading Specifications are
intended to apply.
3. MATERIALS
3.1. Materials for compacted fill shall consist of any soil excavated from the cut areas or
imported to the site that, in the opinion of the Consultant, is suitable for use in construction
of fills. In generaL fill materials can be classified as soil fills, soil-rock fills or rock fills, as
defined below.
3.1.1. Soil fills are defined as fills containmg no rocks or hard lumps greater than 12
inches in maximum dimension and containing at least 40 percent by weight of _
material smaller than 3/4 inch in size.
3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4
feet in maximum dimension and containing a sufficient matrix of soil fill to allow
for proper compaction of soil fill around the rock fragments or hard lumps as
specified in Paragraph 6.2. Oversize rock is defined as material greater than 12
inches.
3.1.3. Rock fills are defmed as fills containing no rocks or hard lumps larger than 3 feet
in maximum dimension and containing little or no fines. Fines are defmed as
material smaller than 3/4 inch in maximum dimension. The quantity of fines shall
be less than approximately 20 percent of the rock fill quantity.
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3.2. Material of a perishable, spongy, or otherwise unsuitable nature as determined by the
Consultant shall not be used in fills.
3.3. Materials used for fill, either imported or on-site, shall not contain hazardous materials as
defined by the Califomia Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9
and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall
not be responsible for the identification or analysis of the potential presence of hazardous
materials. However, if observations, odors OT soil discoloration cause Consultant to
suspect the presence of hazardous materials, the Consultant may request from the Owner
the termination of grading operations within the affected area. Prior to resuming grading
operations, the Owner shall provide a written report to the Consultant indicating that the
suspected materials are not hazardous as defined by applicable laws and regulations.
3.4. The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of
properly compacted soil fill materials approved by the Consultant. Rock fill may extend to
the slope face, provided that the slope is not steeper than 2:1 (horizontahvertical) and a soil
layer no thicker than 12 inches is track-walked onto the face for landscaping purposes.
This procedure may be utilized, provided it is acceptable to the governing agency, Owner
and Consultant.
3.5. Representative samples of soil materials to be used for fill shall be tested in the laboratory
by the Consultant to determine the maximum density, optimum moisture content, and,
where appropriate, shear strength, expansion, and gradation characteristics of the soil.
3.6. During grading, soil or groundwater condititms other than those identified in the
Geotechnical Report may be encountered by the Contractor. The Consultant shall be
notified immediately to evaluate the significance of the unanticipated condition
4. CLEARING AND PREPARING AREAS TO BE FILLED
4.1. Areas to be excavated and filled shall be cleared and gmbbed. Clearing shall consist of
complete removal above the ground surface of ttees,, stumps, brush, vegetation, man-made
structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried
logs and other unsuitable material and shall be performed in areas to be graded. Roots and
other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet
below the surface of the ground. Borrow areas fell be grubbed to the extent necessary to
provide suitable fill materials. (
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4.2. Any asphalt pavement material removed during clearing operations should be properly
disposed at an approved off-site facility. Concrete fragments which are free of reinforcing
steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3
of this document.
4.3. After clearing and grubbing of organic matter or other unsuitable material, loose or porous
soils shall be removed to the depth recommended in the Geotechnical Report. The depth of
removal and compaction shall be observed and approved by a representative of the
Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of
6 inches and until the surface is free from uneven features that would tend to prevent
uniform compaction by the equipment to be used.
4.4. Where the slope ratio of the original ground is steeper than 6:1 (horizontahvertical), or
where recommended by the Consultant, the original ground should be benched in
accordance with the following illustration.
TYPICAL BENCHING DETAIL
Finish Grade
Remove All
Unsuitable Material
As Recommended By
Soil Engineer
Original Ground
Finish Slope Surface
Slope To Be Such That
Sloughing Or Sliding
Does Not Occur
See Note 1 See Note 2
No Scale
DETAIL NOTES: (1) Key width "B" should be a miiminum of 10 feet wide, or sufficiently wide to
permit complete coverage with tfae compaction equipment used. The base of the
key should be graded horizontal, or inclined slightly into the natural slope.
(2) The outside of the bottom key sknild- be below the topsoil or unsuitable surficial
material and at least 2 feet into dense formational material. Where hard rock is
exposed in the bottom of the key,, the depth and configuration of the key may be
modified as approved by the Coisaltant.
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4.5. After areas to receive fill have been cleared, plowed or scarified, the surface should be
disced or bladed by the Contractor until it is uniform and free from large clods. The area
should then be moisture conditioned to achieve the proper moisture content, and compacted
as recommended in Section 6.0 of these specifications.
5. COMPACTION EQUIPMENT
5.1. Compaction of soil or soil-rockfill shall be accomplished by sheepsfoot or segmented-steel
wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of
acceptable compaction equipment. Equipment shall be of such a design that it will be
capable of compacting the soil or soil-rock fill to the specified relative compaction at the
specified moisture content.
5.2. Compaction of rock fills shall be performed in accordance with Section 6.3.
6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL
6.1. Soil fill, as defmed in Paragraph 3.1.1, shall be placed by the Contractor in accordance with
the following recommendations:
6.1.1. Soil fill shall be placed by the Contractor in layers that, when compacted, should
generally not exceed 8 inches. Each layer shall be spread evenly and shall be
thoroughly mixed during spreading to obtain uniformity of material and moisture
in each layer. The entire fill shall be constmcted as a unit in nearly level lifts.
Rock materials greater than 12 inches in maximum dimension shall be placed in
accordance with Section 6.2 or 6.3 of these specifications.
6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the
optimum moisture content as determined by ASTM D1557-91.
6.1.3. When the moisture content of soil fill is below that specified by the Consultant,
water shall be added by the Contractor until the moisture content is in the range
specified.
6.1.4. When the moisture content of the soil fill is above the range specified by the
Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by
the Contractor by bladmg/mixing, or other satisfactory methods until the moisture
content is within the range specified.
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6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly
compacted by the Contractor to a relative compaction of at least 90 percent.
Relative compaction is defined as the ratio (expressed in percent) of the in-place
dry density of the compacted fill to the maximum laboratory dry density as
determined in accordance with ASTM Dl557-91. Compaction shall be continuous
over the entire area, and compaction equipment shall make sufficient passes so that
the specified minimum relative compaction has been achieved throughout the
entire fill.
6.1.6. Soils having an Expansion Index of greater than 50 may be used in fills if placed at
least 3 feet below finish pad grade and should be compacted at a moisture content
generally 2 to 4 percent greater than the optimum moisture content for the material.
6.1.7. Properly compacted soil fill shall extend to the design surface of fill slopes. To
achieve proper compaction, it is recommended that fill slopes be over-built by at
least 3 feet and then cut to the desip grade. This procedure is considered
preferable to frack-walking of slopes, as described in the following paragraph.
6.1.8. As an alternative to over-building of slopes, slope faces may be back-rolled with a
heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height
intervals. Upon completion, slopes should then be track-walked with a D-8 dozer
or similar equipment, such that a dozer track covers all slope surfaces at least
twice.
6.2. Soil-rock mi, as defmed in Paragraph 3.1.2, shall be placed by the Contractor in accordance
with the following recommendations:
6.2.1. Rocks larger than 12 inches but less than 4 feet in maximum dimension may be
incorporated into the compacted soil fill, but shall be limited to tiie area measured
15 feet minunum horizontally from tiie slope face and 5 feet below finish grade or
3 feet below the deepest utility, whichevw is deeper.
6.2.2. Rocks or rock fragments up to 4 feet in maximum dimension may either be
individually placed or placed in windrows. Under certain conditions, rocks of rock
fragments up to 10 feet in maxunum dhnension may be placed using similar
methods. The acceptability of placing rock materials greater than 4 feet in
maximum dimension shall be evaluated during grading as specific cases arise and
shall be approved by the Consultant prior to placement.
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6.2.3. For individual placement, sufficient space shall be provided between rocks to allow
for passage of compaction equipment.
6.2.4. For windrow placement, the rocks should be placed in trenches excavated in
properly compacted soil fill. Trenches should be approximately 5 feet wide and 4
feet deep in maxunum dimension. The voids around and beneath rocks should be
filled with approved granular soil having a Sand Equivalent of 30 or greater and
should be compacted by flooding. Windrows may also be placed utilizing an
"open-face" method in lieu of the trench procedure, however, this method should
first be approved by the Consultant.
6.2.5. Windrows should generally be parallel to each other and may be placed either
parallel to or perpendicular to the face of the slope depending on the site
geometry. The minimum horizontal spacing for windrows shall be 12 feet
center-to-center with a 5-foot stagger or offset from lower courses to next
overlying course. The minimum vertical spacing between windrow courses shall
be 2 feet from the top of a lower windrow to the bottom of the next higher
windrow.
6.2.6. All rock placement, fill placement and flooding of approved granular soil m the
windrows must be continuously observed by the Consultant or his representative.
6.3. Rock fills, as defined in Section 3.1.3., shall be placed by the Contractor in accordance with
the following recommendations:
6.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of 2
percent, maximum slope of 5 percent). The surface shall slope toward suitable
subdrainage outiet facilities. The rock fills shall be provided with subdrains during
constmction so that a hydrostatic pressure buildup does not develop. The
subdrains shall be permanently connected to controlled drainage facilities to
control post-constmction infiltration of water.
6.3.2. Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock
tmcks traversing previously placed lifts and dumping at the edge of the currently
placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the
rock. The rock fill shall be watered heavily durmg placement. Watering shall
consist of water tmcks traversing in front of the current rock lift face and spraying
water continuously during rock placement. Compaction equipment with
compactive energy comparable to or greater than that of a 20-ton steel vibratory
roller or other compaction equipment providing suitable energy to achieve the
—- GI rev. 8/98
required compaction or deflection as recommended in Paragraph 6.3.3 shall be
utilized. The number of passes to be made will be determined as described in
Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional
rock fill lifts will be permitted over the soil fill.
6.3.3. Plate bearing tests, in accordance with ASTM Dl 196-64, may be performed in
both the compacted soil fill and in the rock fill to aid in determining the number of
passes of the compaction equipment to be performed. If performed, a minimum of
three plate bearing tests shall be performed in the properly compacted soil fill
(minimum relative compaction of 90 percent). Plate bearing tests shall then be
performed on areas of rock fill having two passes, four passes and six passes of the
compaction equipment, respectively. The number of passes required for the rock
fill shall be determined by comparing the results of the plate bearing tests for the
soil fill and the rock fill and by evaluating the deflection variation with number of
passes. The required number of passes of the compaction equipment will be
performed as necessary until the plate bearing deflections are equal to or less than
that determined for the properly compacted soil fill. In no case will the required
number of passes be less than two.
6.3.4. A representative of the Consultant shall be present during rock fill operations to
verify that the minunum number of "passes" have been obtained, that water is
being properly applied and that specified procedures are being followed. The
actual number of plate bearing tests will be determined by the Consultant durmg
grading. In general, at least one test should be performed for each approximately
5,000 to 10,000 cubic yards of roc^fill placed.
6.3.5. Test pits shall be excavated by the Contractor so that the Consultant can state that,
in his opinion, sufficient water is present and that voids between large rocks are
property filled with smaller rock material. In-place density testing will not be
required in the rock fills.
6.3.6. To reduce the potential for "piping" of fmes into the rock fill from overlying soil
fill material, a 2-foot layer of graded filter material shall be placed above the
uppermost lift of rock fill. The need to place graded filter material below the rock
should be determined by the Consultant prior to commencing grading. The
gradation of the graded filter material will be determined at the time tiie rock fill is
being excavated. Materials typical of the rock fill should be submitted to tiie
Consultant in a timely manner, to allow design of the graded filter prior to the
commencement of rock fill placement.
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6.3.7. All rock fill placement shall be continuously observed during placement by
representatives of the Consultant.
7. OBSERVATION AND TESTING
7.1. The Consultant shall be the Owners representative to observe and perform tests during
clearing, gmbbing, filling and compaction operations. In general, no more than 2 feet in
vertical elevation of soil or soil-rock fill shall be placed without at least one field density
test being performed within that interval. In addition, a minimum of one field density test
shall be performed for every 2,000 cubic yards of soil or soil-rock fill placed and
compacted.
7.2. The Consultant shall perform random field density tests of the compacted soil or soil-rock
fill to provide a basis for expressing an opinion as to whether the fill material is compacted
as specified. Density tests shall be performed in the compacted materials below any
disturbed surface. When these tests indicate that the density of any layer of fill or portion
thereof is below that specified, the particular layer or areas represented by the test shall be
reworked until the specified density has been achieved.
7.3. During placement of rock fill, the Consultant shall verify that the minimum number of
passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant shall
request the excavation of observation pits and may perform plate bearing tests on the
placed rock fills. The observation pits will be excavated to provide a basis for expressing
an opinion as to whether the rock fill is properly seated and sufficient moisture has been
applied to the material. If performed, plate bearing tests will be performed randomly on
the surface of the most-recently placed lift. Plate bearing tests will be performed to provide
a basis for expressing an opinion as to whether the rock fill is adequately seated. The
maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the
maximum deflection of the properly compacted soil fill. When any of the above criteria
mdicate that a layer of rock fill or any portion thereof is below that specified, the affected
layer or area shall be reworked until the rock fill has been adequately seated and sufficient
moisture applied.
7.4. A settlement monitoring program designed by the Consultant may be conducted in areas of
rock fill placement. The specific design of the monitoring program shall be as
recommended in the Conclusions and Recommendations section of the project
Geotechnical Report or in the final report of testing and observation services performed
during grading.
GI rev. 8/98
7.5. The Consultant shall observe the placement of subdrains, to verify that the drainage devices
have been placed and constmcted in substantial conformance with project specifications.
7.6. Testing procedures shall conform to the following Standards as appropriate:
7.6.1. Soil and Soil-Rock Fills:
7.6.1.1. Field Density Test, ASTM D1556-82, Density of Soil In-Place By the
Sand-Cone Method.
7.6.1.2. Field Density Test, Nuclear Method, ASTM D2922-81, Density of Soil and
Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth).
7.6.1.3. Laboratory Compaction Test, ASTM D1557-91, Moisture-Density
Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer
and 18-Inch Drop.
7.6.1.4. Expansion Index Test, Uniform Building Code Standard 29-2, Expansion
Index Test.
7.6.2. Rock Fills
7.6.2.1. Field Plate Bearing Test, ASTM Dl 196-64 (Reapproved 1977) Standard
Methodfor Nonrepresentative Static Plate Load Tests of Soils and Flexible
Pavement Components, For Use in Evaluation and Design of Airport and
Highway Pavements.
8. PROTECTION OF WORK
8.1. During construction, the Contractor shall properly grade all excavated surfaces to provide
positive drainage and prevent ponding of water. Drainage of surface water shall be
controlled to avoid damage to adjoining properties or to finished work on the site. The
Contractor shall take remedial measures to prevent erosion of freshly graded areas until
such time as permanent drainage and erosion control features have been installed. Areas
subjected to erosion or sedimentation shall be properly prepared in accordance with the
Specifications prior to placing additional fill or structures.
8.2. After completion of grading as observed and tested by the Consultant, no further
excavation or filling shall be conducted except in conjunction with the services of the
Consultant.
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9. CERTIFICATIONS AND FINAL REPORTS
9.1. Upon completion of the work. Contractor shall fiimish Owner a certification by tiie Civil
Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of
elevations shown on tiie grading plan and tiiat all tops and toes of slopes are witiiin 0.5 foot
horizontally of the positions shown on tiie gradmg plans. After installation of a section of
subdrain, the project Civil Engineer should survey its location and prepare an as-built plan
of tiie subdrain location. The project Civil Engineer should verify tiie proper outiet for the
subdrains and tiie Contractor should ensure tiiat tiie drain system is free of obstmctions.
9.2. The Owner is responsible for furnishing a fmal as-graded soil and geologic report
satisfactory to tiie appropriate govemmg or accepting agencies. The as-graded report
should be prepared and signed by a Califomia licensed Civil Engineer experienced in
geotechnical engineering and by a Califomia Certified Engineering Geologist, indicating
tiiat tiie geotechnical aspects of the grading were performed in substantial conformance
witii tiie Specifications or approved changes to tiie Specifications.
GI rev. 8/98