HomeMy WebLinkAboutPUD 02-11A; LA COSTA GREENS; SUPPLEMENTAL SOILS AND GEOLOGIC INVESTIGATION; 1999-03-01SUPPLEMENTAL SOIL AND
GEOLOGIC INVESTIGATION
VILLAGES OF LA COSTA —
THE GREENS
CARLSBAD, CALIFORNIA
PREPARED FOR
MORROW DEVELOPMENT INCORPORATED
CA VILLAGES OF LA COSTA 0
CARLSBAD, CALIFORNIA
SEP233 0
MARCH 1999
I GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
.. ( 4)
Project No. 06403-12-01
March 24, 2000
Morrow Development Incorporated
do Villages of La Costa
Post Office Box 9000-685
Carlsbad, California 92018-9000
Attention: Mr. Fred Arbuckle
Subject: VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
SUPPLEMENTAL SOIL AND GEOLOGIC INVESTIGATION
Gentlemen:
In accordance with your authorization (Contract Number 7244.09-028) and our proposal No. LG-
99484 dated October 28, 1999, we have performed a supplemental geotechnical investigation of the
subject site. This 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 the project include slope stability, remedial grading of
unsuitable soils, se
ttlement 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,
GEOCON rNCORPO1
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6960 Flanders Drive 9 San Diego, California 92121-2974 I Telephone (858) 558-6900 2 Fax (858) 558-6159
TABLE OF CONTENTS
1. PURPOSE AND SCOPE .1
I: 2. SITE AND PROJECT DESCRIPTION...........................................................................................2
3. SOIL AND GEOLOGIC CONDITIONS .......................................................................
.
.................. 3 3.1 Santiago Peak Volcanics (Jsp)...............................................................................................3
I 3.2 Santiago Formation (Ts) ........................................................................................................ 3 3.3 Lindavista Formation (Qin) .................................................................................................... 4 3.4 Terrace Deposits (Qt) ......................................... . .................................................................... 4
I 3.5 Landslide Debris (Qis) .............
.............................................................................. ................ 4 3.6 Alluvium (Qal).......................................................................................................................
3.7 Colluvium (Qc)........................................................................................................ .............. 5
I . 3.8 Topsoil (not mapped) .............. ............................................................................................... 5 3.9 Undocumented Fill (Qudf) ....... .............................................................................................. 5 3.10 Compacted Fill (Qct) ............................................................................................................. 6
1 4. GROUNDWATER...........................................................................................................................6
5, GEOLOGIC IL42ARD5.. ... .. ....... ....................................................................................................7 1 5.1 Faulting and Seismicity .........................................................................................................7
5.2 Liquefaction ........................................................................................................................... 7
GEOTECHNICAI 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 Rippability of Hard Rock.....................................................................................................12
CONCLUSIONS AND RECOMMENDATIONS.........................................................................13 7.1 General.................................................................................................................................13 7.2 Groundwater........................................................................................................................14
7.3 Soil Excavation Characteristics ............................................................................................ 14 7.4 Grading................................................................................................................................14
7.5 Subdrains ............................................................................................................................. 16 7.6 Settlement ........ ....................................................................................... .... ..... ............ 17 7.7 Settlement Monitori
........
ng.........................................................................................................17 7.8 Bulking and Shrinkage Factors............................................................................................18 7.9 Slope Stability......................................................................................................................19 7.10 Foundation Recommendations ............................................................................................19 7.11 Retaining Walls and Lateral Loads......................................................................................23 7.12 Slope Maintenance ........... .................................................................................................... 24 7.13 Drainage ............................................................................................................................... 25 7.14 Grading Plan Review...........................................................................................................25
LIMITATIONS AND UNIFORMITY OF CONDITIONS
TABLE OF CONTENTS (Continued)
MAPS AND ILLUSTRATIONS
Figure 1, Vicinity Map
Figure 2, Geologic Map (Map Pocket)
Figures 3 - 5, Geologic Cross Sections (Map Pocket)
Figure 6, Typical Subdrain., Detail
Figure 7, Typical Buttress Detail
Figure 8, Typical Stability Fill Detail
Figure 9, Slope Stability Analysis—Cut
Figure 10, Slope Stability Analysis—Fill
Figure 11, Surficial Slope Stability Analysis
APPENDIX A
FIELD INVESTIGATION
Figures A-i 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
I 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 I 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 I SLOPE STABILITY ANALYSES
Figure E-1, Geologic Cross Section (Map Pocket)
I Figures E-2 through E-6, Slope Stability Analyses
APPENDIX F
RECOMMENDED GRADING SPECIFICATIONS
I
I
F,
I
SUPPLEMENTAL SOIL AND GEOLOGIC INVESTIGATION
1. PURPOSE AND SCOPE
I This report presents the findings of a supplemental soil and geologic investigation for The Greens of
The Villages of La Costa in Carlsbad, California (see Vicinity Map, Figure 1). The purpose of this
study was to present the data resulting from a recent surface and subsurface investigation along with
the geotechnical information from previous investigations of the project. This report is intended to
present recommendations relative to geotechnical aspects. of the site development including remedial
I grading, slope stability, settlement, estimated rock rippability, bulking and shrinkage factors,
subsurface drainage and recommended grading specifications. 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:
Preliminaiy Soil and Geologic Investigation For La Costa - Northwest Area, Carlsbad,
California, prepared by Geocon Incorporated, dated November 11, 1988 (Project
No. D. 4230-H01).
Preliminary Rippability Study, La Costa Northwest, Carlsbad, California, prepared by
Geocon Incorporated, dated September 25, 1996 (Project No. 04230-12-03).
Middle Eocene Paralic Facies, Northern San Diego County, California, by L. I. Eisenberg
and P. K. Abbott, Eocene Geologic History San Diego Region, SEPM-GSA Fieldtrip
Guidebook, 1991.
Geologic Maps of the Northern part of San Diego County, California, DMG open file report
96-02.
Geotechnical Investigation for Rancho Carrillo Project - Major Roads, Carlsbad,
California, prepared by Geocon Incorporated, dated January 15, 1993 (Project No. 04787-
12-01).
Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, California, prepared by
Lighton & Associates, dated July 29, 1997.
I 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).
Final Report of Testing and Observation Services During Construction of Site Improvements,
Rancho Carrillo, Offsite Sewer Main and Associated Access Road, Carlsbad, California,
I
prepared by Geocon Incorporated, dated April 22, 1999 (Project No. 05845-12-12).
Unpublished reports, aerial photographs and maps on file with our firm.
I
I Project No. 06403-12-01 - 1 March 24, 2000
The scope of the current 'field investigation 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 corner 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 from 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 I conditions. The base map used for this study consists of a conceptual grading plan, 1 inch equals 200
feet (1" = 200') scale, entitled La Costa Greens, Conceptual Lotting Study, prepared by T & B
Planning Consultants, Inc., dated October 29, 1999. The results of the field investigation are
compiled on the Geologic Map, Figure 2.
2. SITE AND PROJECT DESCRIPTION
The subject project encompasses approximately 750 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 southwestern and northern
portions, respectively.
With the exception of a golf course and two residential structures in the south-central portions, the I 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
I Map, Figure 2).
I. 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
I 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 southern property boundary.
Project No. 06403-12-01 - 2 - March 24, 2000
It is our understanding that-project development will consist of grading the site to form terraced and
sheet-graded building pads that eventually will receive 800 residential units along with associated
I infrastructure.
A review of the referenced La Costa Greens, Conceptual Lotting Study plan indicates 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 investigation. 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 Figure 2,
Geologic Map (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 corner 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
I
coarse sandstones and hard, greenish-gray to brown claystones and siltstones underlie the surficial
soils throughout the entire 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
I-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
I Project No. 06403-12-01 -3- March 24, 2000
1 claystone and siltstone pOrtions of the Santiago Formation are moderately to highly expansive.
Consideration should be given to restricting the placement of these materials within 4 feet of finish
I grade. Where selective grading is not practical and these expansive soils are placed at grade, special
design will be necessary for foundations and concrete fiatwork, 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. 3 classify these materials
with the Eocene-aged sediments of northern 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.
U 3.3 Lindavista Formation (Qin)
I Quaternary-aged Lindavista Formation comprised of light reddish-brown to orange gravelly silty
sandstones were encountered as a cap of several feet thick on top of the Santiago Formation along the
northwest margins of the site. These materials, possesing "very low" to "low" expansive I characteristics, should provide good foundation-bearing characteristics in either an undisturbed
and/or properly compacted condition.
3.4 Terrace Deposits (Qt)
I 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
I 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 to3 feet are usually weathered
and more porous and, therefore, will require remediation prior to receiving any fill.
I 3.5 Landslide Debris (Qis)
One deep-seated landslide and several smaller surficial landslides were mapped within the site. The
I 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
I grading to remove the landslide debris will be necessary. One of the suficial landslides is located
along the northern property boundary and encroaches off-site. In the event the property boundary
I limits total removal, the proposed cut slope will be stabilized by construction of a buttress fill.
Preferably, permission to grade off-site should be obtained to allow total removal with regrading
considering future planned grading on the adjacent property.
I
I Project No. 06403-12-01 -4- March 24, 2000
3.6 Alluvium (Qal)
The alluvium encountered onsite generally consists of dark brown sandy clays to clayey sands. The
I alluvium in the major drainages has a water table at a minimum encountered depth of 8 to 10 feet
below the surface. The maximum thickness of alluvium occurred in CPT-4 which encountered
I approximately 60 feet of relatively easily penetrable sediments near the confluence of 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
1 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
1 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 Figure 2. These vary
I
.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 ernbankments placed over alluvial soils
left in place present geotechnical considerations to future site development and will require
mitigation as discussed below.
3.7 Colluvium (Qc)
I Colluvial 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
I topsoil deposits, therefore, only the thicker, or potentially thicker areas have been mapped separately
on Figure 2. 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
1 sections of this report.
3.8 Topsoil (not mapped)
Topsoil blankets the majority of the site to an average depth of approximately 2 feet. The topsoil is
I 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.
I
3.9 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 unknown compaction and depth. The approximate areal
I Project No. 06403-12-01 - 5 - Mach 24, 2000
I extents are shown on Figure 2. No trenches were performed in the embankment fills, but observation
of the exposed surficial soils indicates that the earthern structures are composed of silt and clay
derived from onsite 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. These materials are considered unsuitable in their present conditions and should be removed
and recompacted in areas of planned improvements. V
3.10 Compacted Fill (Qcf)
Compacted fills have been placed within the project site during recent construction of the sewer
pump station located within the north central 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
constructed as a part of the development of the Rancho Carrillo project to the east. The grading for
the pump station, sewer trench backfill and construction of the access road was performed under
testing and observation services of Geocon Incorporated and reported in References 7 and 8.
4. GROUNDWATER
Groundwater seepage was observed in the form of a spring within the canyon located at the southeast
corner of the site. Numerous water seeps were encountered in the exploratory excataions along the
northern 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-il, and B-13 through B-17 of our pervious investigation,
I 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
I'
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,
I drained stability/buttress fills, etc., are incorporated into the final design as appropriate.
I Due to the nature of the Santiago Formation, which consists of interbedded sandstone and
claystone/siitstone, 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
I canyons. At the north-central confluence of drainages, the water table was approximately 8 to 10 feet
below the surface (during pur previous investigation). The relationship between alluvial removals and
I the position of groundwater table will be discussed in the Conclusions and Recommendations section
of this report.
1
I Project No. 06403-12-01 - 6 - Match 24, 2000
I 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 51
DETERMINISTIC SITE PARAMETERS FOR SELECTED FAULTS*
Fault Name
Distance
From Site
(miles)
Maximum Credible Event Maximum Probable Event
Maximum
Credible
(Mag.)
Peak Site
Acceleration
(g)
Maximum
Probable
(Mag.)
Peak 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
*EQFau1t 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.
I 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
I Project No. 06403-12-01 -- - 7 - March 24, 2000
11 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
I the site is considered to be low.
6. GEOTECHNICAL LAND USE CHARACTERISTICS
6.1 General
Based on findings of this study, there are three primary geotechnical considerations impacting the
construction 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 numerous adverse
I. geologic conditions in some of the proposed major cut slopes. The adverse geologic conditions
encountered include remolded bedding plane shears (BPS), weak clay strata, groundwater seepage,
I inactive faulting and landslide debris. Remedial grading procedures, such as construction of drained
buttress fill or stability fill should be anticipated for cut slope excavations exposing these potentially
I
,
unsuitable geologic consitions.
Slope stability analyses for these slopes have been performed utilizing the parameters shown in
I Table 6.2. The results are presented in Appendix D. 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
I surficial stability of the slopes, construction 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.
I
I
I Project No. 06403-12-01 - 8 - March 24, 2000
I: 6.2.2 Stability Analysis
I
6.2.2.1 General
Computer analyses of slope stability were performed utilizing the SLOPEW program based on
I
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 extrapolating 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.
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 assessed below. Locations by assigned number are shown on
Figure 2.
TABLE 6.2.2.2
SOIL STRENGTH PARAMETERS
Soil Type. Angle of Internal Friction
4> (degrees)
Cohesion
c (psi)
Santiago Formation 30 500
Weak Clay Beds 20 200
Compacted Fill (buttress) 25 300
Bedding Plane Shears (BPS) 10 100
1 6.2.2.3 Cut Slope No. I
This cut slope is located along the northern boundary. The conceptual grading plan indicates that the
I
maximum height of this slope will be approximately 45 feet. Figure E-1 presents a geologic cross
I Project No. 06403-12-01 -9- March 24, 2000
I 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
I
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
I 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 eastern portion of this slope will be cut into an existing
I
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 Section GG', NN, and Boring No. B-i). The slope stability analyses
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.
I construction of a stability fill due to the possibility of groundwater seepage near the toe of the slope.
I 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. -
I Project No. 06403-12-01 _10- March 24, 2000
1 6.3 Alluvium Settlement Considerations
Where total removal and recompaction of the alluvial soils is not practical due to the presence of
I 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 structures. 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 15 and 25 feet of fill will be placed on the area just north of the proposed Poinsettia
Lane 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 construction. The post-construction 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.
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.
It is assumed that the existing sewer lines with the northeastern portion of the project will be
I relocated to their permanent locations in Poinsettia Lane. This, of course, requires that the road
embankment for Poinsettia Lane be constructed and after the settlement-monitoring program is
I
satisfactorily implemented, the utility lines will be installed.
If the site development schedule cannot accommodate the time required to allow the primary
I 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. -
I
I Project No. 06403-12-01 - 11 - March 24, 2000
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•
I presented hereinafter.
6.4 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-track borings during the current 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.
The approximate depth of rippable materials are shown next to the locations of the air-track borings
on Figure 2. The logs of the air-track borings are presented in Appendix A.
I
I
I Project No. 06403-12-01 - 12 - March 24,2000
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 planned, 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 in place will require special
consideration during the planning and construction of site improvements. A surcharge
grading program, including settlement instrumentation 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
Volcanies) will be difficult, especially at the lower portion of planned cut. 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.
F]
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
I Central Confluence of drainage. All encountered wells should be properly abandoned per
the County of San Diego Health Department.
I
I Project No. 06403-12-01 - 13 - March 24, 2000
7.2 Groundwater
7.2.1 The principal area of the project where groundwater will impact site development is the
I areas within the main canyon. Remedial grading of the compressible alluvial deposits will
be limited to approximately 3 feet above the groundwater. Groundwater seepage were also
I :encountered in some of the exploratory excavations. It is recommended that periodic
observations be made by the soil engineer or engineer geologist during grading for
construction for the presence of groundwater. It is further recommended that after canyons
I 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. 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
I 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 commehcing grading a preconstruction conference should be held at the site with
I the grading contractor, civil engineer and geotechnical engineer in attendance. Specified
soil handling and/or the grading plans can be discussed at that time.
I
I Project No. 06403-12-01 -14- March 24, 2000
1 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
I 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 accordance 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 structural loads. The actual extent of removals shall be
determined in the field by the soil engineer and/or engineering geologist. Overly wet,
surflcial 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 termiiiated 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
1: 1(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 structural fill compacted
in layers, in general, soils present on site are suitable for re-use as fill if free from
vegetation, debris and other deleterious material. Layer of fill should be no thicker than
will allow for adequate bounding and compaction. 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. Fill materials near and/or below optimum moisture
content will require additional moisture conditioning prior to placing additional fill.
7.4.9 Areas of planned improvements designated as underlain by or within the zone of influence
of left-in-place alluvium may 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
Project No. 06403-12-01 - 15 - March 24, 2000
I 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.
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 future 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 Volcánics) 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
1 7.5.1 Subdrains should be installed in the canyons to be filled. A cross-section of the subdrain
configuration is presented on Figure 6. The lower 20 feet of the subdrain installation should ' consist of nonperforated pipe with a concrete cutoff wall constructed 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
1 above the top of the pipe.
I 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
I 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
I 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 or where
I possible.
I
I Project No. 06403-12-01 -16- March 24, 2000
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
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.
7.62 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.
7.6.3 Other considerations include placement of a surcharge (5 feet) above the planned grade. In
addition, installation of a wick drain system would enable greatly accelerating the time-rate
of settlement.
7.6.4 Settlement monitoring will be required as discussed below to evaluate when the fill has
stabilized and fl.irthèr 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.
7.7.2 At designated locations within the bottom of the over-excavated areas, a 4-foot-square, '/2-
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.
I
Project No. 06403-12-01 -17 - March 24, 2000
I 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
I 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
I
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. 06403-12-01 - 18 - - - March 24, 2000
7.9 Slope Stability
7.9.1 Due to the presence of adverse geologic features within the Santiago Formation, it is
recommended that certain cut slopes planned within the project be constructed as a drained
buttress fill to mitigate long term surficial slope stability. A typical detail showing
construction of a buttress fill is presented on Figure 7.
7.9.2 Construction of drained stability fill may also be required for cut slope No. 4 (see
Section 6.0). A typical detail showing construction of a drained stability fill is presented on
Figure 8.
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 9
and 10). Surficial slope stability analysis of fill slopes also indicates a factor of safety in
excess of 1.5 (see Figure 11).
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
I 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
I 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.
1 7.9.7 All fill slopes should be overbuilt at least 3 feet horizontally, and cut to the design finish
grade. As an alternative, fill slopes may be compacted by back-rolling at vertical intervals
I 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
I
compaction to the face of the finished slope.
7.9.8 All slopes should be planted, drained and properly maintained to reduce erosion.
I
7.10 Foundation Recommendations
1 7.10.1 The following foundation recommendations are for one-and/or two-story structures and are
based upon the assumption that the soil conditions within 4 feet of finish pad subgrade
I
Project No. 06403-12-01 - 19 - March 24, 2000
I consist of granular "low" expansive soil (Expansion Index less than 50). The
recommendations are separated into categories dependent upon the depth and geometry of•
I 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, H, or ifi may be designed for an allowable soil bearing
I pressure of 2,000 pounds per square foot (pst) (dead plus live load). This bearing pressure
may be increased by one-third for transient loads such as wind or seismic forces.
TABLE 7.10.1
FOUNDATION RECOMMENDATIONS BY CATEGORY
Foundation Minimum
Footing Depth th Continuous Footing Interior Slab
Category (inches) Reinforcement 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
ifi 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 in place.
Notes:
All footings should have a minimum width of 12 inches.
Footing depth is measured from lowest adjacent subgrade (including topsoil, if planned). These
depths apply to both exterior and interior footings..
All interior living area concrete slabs should be at least 4 inches thick for Categories I and II and 5
inches thick for Category Ill. This applies to both building and garage slabs-on-grade.
All interior concrete slabs should be underlain by at least 4 inches (3 inches for Category Ill) of
clean sand or crushed rock.
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.
I
I Project No. 06403-12-01 - 20 - March 24, 2000
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 ifi.
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 Ill, the structural slab design should consider using interior
stiffening 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 H13 (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-
zontal:vertical) 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, it is recommended 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. 06403-12-01 -21 March 24, 2000
I 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 structures. The post-tensioned systems should be designed by a
structural engineer experienced in post-tensioned slab design and design criteria of the
Post-Tensioning Institute (UBC Section 1816). Although this procedure was developed for
expansive soils, it is understood that it can also be used to reduce the 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 (pjI)
Design Parameters
Foundation Category
I U III
Thornthwaite Index -20 -20 -20
Clay Type - Montmorillonite Yes Yes Yes
Clay Portion (Maximum) 30% 50% 70%
Depth to Constant Soil Suction 7.0 ft. 7.0 ft. 7.0 ft.
Soil Suction 3.6 ft 3.6 ft 3.6 ft.
Moisture Velocity 0.7 infmo. 0.7 inimo. 0.7 mimo.
Edge Lift Moisture Variation Distance 2.6 ft. 2.6 ft. 2.6 ft.
Edge Lift 0.41 in. 0.78 in. 1.15 in.
Center Lift Moisture Variation Distance 5.3 ft 5.3 ft. 5.3 ft
Center Lift 2.12 in. 3.21 in. 4.74 in.
7.10.8 UBC Section .t816 uses interior stiffener beams in its structural design procedures. If the
I structural engineer proposes a post-tensioned foundation design method other than UBC
Section 1816, it is recommended that interior stiffener beams be used for Foundation
Categories II and III. The depth of the perimeter foundation should be at least 12 inches for
I Project No. 06403-12-01 -22- March 24, 2000
I
I 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
I 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 structural engineer.
7.10.9 The recommendations of this report are intended to reduce the potential for cracking of
I:slabs due to expansive soils (if present), differential settlement of deep fills or tills of
varying thicknesses. However, even with the incorporation of the recommendations
presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions
I' 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
I occurrence may be reduced and/or controlled 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 corners 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 0.001H at the top of the
I 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
I Project No. 06403-12-01 -23- March 24, 2000
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 depth 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 the 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 beating
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.
1 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
I 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 I 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
I 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
1 7.12.1 Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions which are both
difficult to prevent and predict, be susceptible to near surface (surficial) slope instability.
I 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
I 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
I 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
I Project No. 06403-12-01 -24- March 24, 2000
I either removed or properly recompacted, (b) irrigation systems be periodically inspected
and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and
I 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
I movement, erosion and subsurface seepage. Positive measures should be taken to properly
finish grade the building pads after structures and other improvements are in place, so that
I:
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 true where a
substantial increase in surface water infiltration results from an increase in landscape
I irrigation.
7.14 Grading Plan Review
7.14.1 The geotechnical engineer and engineering geologist should review the grading plans prior
I • to finalization to verify their compliance with the recommendations of this report and
determine the necessity for additional comments, recommendations and/or analysis.
I Project No. 06403-12-01 -25 - March 24, 2000
I
I LIMITATIONS AND UNIFORMITY OF CONDITIONS
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 construction,
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.
This report is issued with the understanding that it is the responsibility of the owner, or of his
I
. 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
I such recommendations in the field.
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 control. Therefore, this report is subject to review and
should not be relied upon after a period of three years.
I
I Project No. 06403-12-01 March 24, 2000
GEOCON
®R INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159
AS/TA DSKIEOOOD
VICMAP
VICINITY MAP
VILLAGES OF LA COSTA -THE GREENS
CARLSBAD, CALIFORNIA
DATE 03-24-2000 PROJECT NO. 06403-12-01 FIG.1
_./_:\.__---__ / H /
C ST
cr
Ile 31 FS 01 Q44 QT
tA V44 cr
AN RD
SOURCE: 2000 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 UNLAWFUL TO COPY OR RPROOUCE ALL OR ANY PART THEREOF. WHETHER FOR PERSONAL USE OR RESALE. WITHOUT PERMISSION
NO SCALE
QS
SBA,D
(
d-- C.4RRILLO
R4NOI PARK
--------
19
24 si
\ Lilt-.
I
,- t AZAfl WF LL I ! WC1ERUE
30
&r
I J/ (' LA -
I
I'
I
I
I
I
I,
IL.
I
I,
I
I,
I
I,
I,
I
I
I
I
APPROVED FILTER FABRIC
6" DIA. PERFORATED
SUBDRAIN
I" 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
GE000N
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 619 558-6900 - FAX 619 558-6159
AS/AML DSK/E0000
0I 1XV111 I RSS
VILLAGES OF LA COSTA -THE GREENS
CARLSBAD, CALIFORNIA
DATE 03-24-2000 1 PROJECT NO. 06403- 12 - 011 FIG. 6
I
I
I
I
I
I
I
I
I
11
I
I
I
I
I
I
I
I
FINISH PAD GRADE EXISTING GROUND SURFACE
1.0
BACKCUT
SEE DETAIL
20' MIN. ii I
NOTE 2
NOTE 6 NO SCALE
1
1.5'
.5'
2"
MIN
\ 2" MIN. MIN. /
DETAIL
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 0 =25°, C=300pst
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.
a.....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 0 INCO RFORATD
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 619 558-6900 - FAX 619 558-6159
DFL/RSS REV /DFL
BUTFII.2 IX-XVIIURSS
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
DATE 03 -24-2000 I PROJECT NO. 06403 - 12 - 011 FIG 7
EXISTING GROUND SURFACE
WHERE PRACTICAL
(NOTE 7) i_- FINISHED SLOPE
ii
NOTE 2
NOTE 2
SEE DETAIL
NOTE 4
NOTE 3
15, 5%'
IZFF91TN
E 1
ISHED LOT GRADE
UNDISTURBED
20' j FORMATIONAL
MIN. SOIL
2" MIN.
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 1-INCH, OPEN-GRADED CRUSHED ROCK ENCLOSED IN APPROVED FILTER FABRIC
4.....COLLECTOR PIPE TO BE 4-INCH MINIMUM DIAMETER, PERFORATED, THICK-WALLED PVC SDR 21 OR
EQUIVALENT, AND SLOPED TO DRAIN AT 1 PERCENT MINIMUM TO APPROVED OUTLET.
I - TYPICAL STABILITY FILL DETAIL I
GEOCON 40), INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE- SAN DIEGO, CALIFORNIA 92121- 2974
PHONE 619 558-6900 - FAX 619 558-6159
AS /AML DSK/GTYPI
TABFIt. IVIIXVIIRSS
GES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
DATE 03-24-2000 I PROJECT NO.06403 -12-01 I FIG 8
PROJECT NO. 06403-12-01
ASSUMED CONDITIONS:
Slope Height H = 100 feet
Slope Inclination 2:1 (Horizontal :Vertical)
Total Unit Weight of Soil yt = 130 pounds per cubic foot
Angle of Internal Friction 4) = 30 degrees
Apparent Cohesion C = 500 pounds per square foot
No Seepage Forces
ANALYSIS:
= yH tand) Equation (3-3), Reference 1
C
FS Equation (3-2), Reference 1
7H
15 Calculated Using Eq. (3-3)
Nf = 47 Determined Using Figure 10, Reference 2
FS = 1.8 Factor of Safety Calculated Using Eq. (3-2)
REFERENCES:
Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics,
Series No. 46, 1954.
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 9
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
H = 50 feet
2:1 (Horizontal :Vertical)
=. 130 pounds per cubic foot
= 25 degrees
C = 300 pounds per square foot
ANALYSIS:
Xco = yH taM Equation (3-3), Reference 1
C
FS = Equation (3-2), Reference I
yH
XCO = 10 Calculated Using Eq. (3-3)
Ncf = 34 Determined Using Figure 10, Reference 2
FS = 1.56 Factor of Safety Calculated Using Eq. (3-2)
REFERENCES:
Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics,
Series No. 46, 1954.
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 10
PROJECT NO. 06403-12-01
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 7w = 62.4 pounds per cubic foot
Total Unit Weight of Soil y, = 130 pounds per cubic foot
Angle of Internal Friction 4) = 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+(y -7)Zcos2itan0
= 2.4
7Zsmicosi
REFERENCES:
Haefei, R. The Stability ofSlopes Acted Upon by Parallel Seepage, Proc. Second International
Conference, SM.FE, Rotterdam, 1948, 1, 57-62.
Skempton, A. W., and F. A. Delory, Stability of Natural Slopes in London Clay, Proc. Fourth
International Conference, SMFE, London, 1957, 2, 378-81.
SURFICL&L SLOPE STABILITY ANALYSIS
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
FIGURE 11
I APPENDIX A
FIELD INVESTIGATION
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 Figure 2.
I :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 wee 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 25/8-inch brass sampler rings to facilitate removal and laboratory testing. Standard Penetration
I 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
ii inches.
The large-diameter borings were advanced to depths ranging from 25 to 101 feet below existing
I grade using an E-120 truck-mounted drill rig equipped with a 30-inch split-tube sampler 12 inches
into the "undisturbed" soil mass with the drill rig Kelly bar. The sampler was equipped with 1-inch-
high by 23/a-inch diameter brass sampler rings to facilitate removal and laboratory testing. Bulk
samples were also obtained.
An Ingersoll-Rand 500 pneumatic percussion, 4-inch-diameter drill with hydraulic pulidown 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 35 to 18 feet using a ID 555 trackhoe-equipped with
a 24-inch-wide bucket. Disturbed bulk and chunk samples were obtained at selected locations in the
trenches.
I The soils encountered in the borings and backhoe trenches were visually examined, classified, and
logged. Logs of the borings and backhoe trenches and plots of the cone penetrometer soundings are
presented on Figures A<.1 through A-168. The logs depict the soil and geologic conditions
I encountered and the depth at which samples were obtained.
Project No. 06403-12-01 March 24, 2000
I
PROJECT NO flMflint
BORING LB1 z-
H-
>.
H,1-1 DEPTH SAMPLE
CD
SOIL
FEET
o C3 CLASS
(USCS) ELEV. (MSL.) 240 DATE COMPLETED 11/4/99
LL rn L
CD EQUIPMENT BUCKET AUGER
Q_ %-. C
____ MATERIAL DESCRIPTION
____ 0 1 .1
FUL
Loose, humid, dark brown, very Sandy CLAY 2 SANTIAGO FORMATION
- Medium dense, dry, dark yellowish-orange, Silty, fine
to coarse SANDSTONE, random, discontinuous, 4 - ::•i•: caliche filled joints
-
LB1-1
-Fault: N55W, 54SW, .5" wide, caliche filled
:•: SM "drag -Possible -structure", (bedding folded into 5/12"
- 6
-.
fault-plane suggesting reverse movement)
-
LB 1-2
r 8 -
- Bedding: N10E, 15E; siltstone 2" thick, abundant
- 10 :E
caliche
-Undulatory contact
L - Stiff, dry, pale olive SILTSTONE interbed, p approximately 3' thick -
12
-Pinkish-gray below 13 feet -
•
- 14
-
- LB1-3
:•-1:
-Bedding: N40W, 21NE (cross bedding?), lenticular 6/12" 124.8 10.8
- 16 - :: bed less than 1' thick
18 :
- 20
::
-Bedding: N70E, 14SE; well defined sandstone beds
- I taproximately2"thick
- 22 - Hard, moist, pale olive CLAYSTONE,
bentonitic/"soapy" texture, random, discontinuous,
- . wavy, stained, closed fractures, massive
- 24 -
-
LB1-4 CH 4/12" 112.2 20.2 1 26 LB1-5
- 28 - • -
rigure A-I, 1,0g or Boring .LB 1 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
I
I ... DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06403-12-01
BORING LB1 -..
DEPTH SAMPLE SOIL CnIN U. U.
W. 11
=
FEET NO. CLASS ELEV. (MSL.)240 DATE COMPLETED 11/4/99
I. EQUIPMENT BUCKET AUGER
o__•0. -0 C..)
MATERIAL DESCRIPTION
90 I - - Joints: N2OE, 55W, N55E, 40NW; discontinuous, - undulatory
• -Slight seepage at 92 feet
94 ML/CL -
96 •
- ______ --Gradational lower contact
ML Hard SILTSTONE layer -
I
.-.
98 -Gradational/bioturbated contact
- - CL Very hard, moist light olive gray, CLAYSTONE -
1
100
-End visual log at 100 feet -
BORING TERMINATED AT 101 FEET
I
I
I
I
I.
IH
Figure A-4, Log of Boring LB 1 LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 022-12-01
CC
- BORING LB2 CZ
SAMPLE DEP I 0 (C - I-(-I- H'LLJ
FEET NO. ELEV. (MSL.) 210 DATE COMPLETED 11/18/99 cn w
EQUIPMENT ROTARY BUCKET 30" C C.)
MATERIAL DESCRIPTION
1 0 1
COLLUVIUM
Stiff, moist, dark gray-brown, Sandy CLAY
-Porous, with shrink crack 1/4"-1" wide -
CL
. /
- 6 -
-Very irregular, transitional contact
- SANTIAGO FORMATION
Very stiff, moist, light olive, Silty CLAYSTONE
8 - -Very weathered and fractured
- 10 ' CL -Becomes harder I
12
14
- -Becomes hard to very hard, moist, light olive, Silty
• LB2-1 CL CLAYSTONE 8/11" 127.2 21.0
16 LB2-2
'18' 1
20 -
22 - bedding contact --Horizontal .....
. Dense to very dense, damp, light reddish-brown, very
Silty, coarse, SANDSTONE, with trace clay, massive
24
- L1323 :E SM 8/11" 121.0 7.1
LB2 -4
26
28-
-
:1:1
Figure A-5, Log of Boring LB 2 LCG
SAMPLE SYMBOLS O ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE IQ •.. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE COND.I.TIONS 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.
I
PROJECT NO. 06403-12-01
BORING
HI H • DEPTH SOIL
FEET
SAMPLE
NO.
o
ELEV. (MSL.) 210 DATE COMPLETED 11/18/99 LL.
EQUIPMENT ROTARY BUCKET 30"
Q _ 0 0
____ MATERIAL DESCRIPTION
- 30
- \_-Inclineddepositional contact(NSOE,20S),with fine
gravel _layer at30feet
Hard, moist, olive, Silty CLAYSTONE; fractured, - 32 -
massive
- 34 -
-
- LB2-5 CL -Fracture; discontinuous, hairline at N-S, bE, with 8
- 36 - jarosite lining and some gypsum, and normal
slickenside-striations -
- -Minor secondary fault
- 38 -
- 40 -
- 42
- -
-Becomes harder, less fractured, with scattered
- 44 - grit-size sand
- 46 -
- 48 LB2-6 20/10" 127.5 12.1 -
- LB2-7
- 50 -
- 52 -
-54-
BORING TERMINATED AT 54 FEET
LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
i
Figure A-6, Log of Boring LB 2
PROJECT NO. 02-12-01
BORING LB 3
DEPTH SAMPLE SOIL HI— 1-I'
IN
FEET NO.
o CLASS ELEV. (MSL.) 235 DATE COMPLETED 11/18/99
LL.
(USCS)
CD EQUIPMENT ROTARY BUCKET 30"
'S
MATERIAL DESCRIPTION
- 0
CL TOPSOIL
-\_Stiff, moist, dark gray-brown, Sandy CLAY
- 2 SANTIAGO FORMATION
- - Dense, damp, light brown to tan, Silty, tine
SANDSTONE, with trace clay.
- 4 . -
::::: LB3-1 SM
6 -
8 - :t: -6" claystone layer; horizontal. -
- :•: - , -Irregular, near-horizontal, depositional contact, (with
10 -
I fine gravel, coarse sand)
-
LB3-2 CL - - Very stiff to hard, moist, light olive, Silty
2 116.1 17.4
LB3-3 CLAYSTONE
12 - -Very fractured, weathered
-
- -Bedding plane shear, horizontal, —1/4-1/2" thick, -
with gypsum liner, throughgoing, plastic, wet
14 -
16
- -Bedding plane shear, very irregular, 1/4"-1/2" thick -
- with gypsum, approximately southward dip,
throughgoing, plastic, wet, with some sand
18 - -Becomes less weathered and fractured -
20LB3-4 6
LB3-5
- 22 -
- 24 -
- 26 -Remolded clay seam, N60W, 30NE; 1/1.6'-1/8" thick, -
- - throughgoing, plastic and wet; approximately 4"-6" -
thick zone of very fractured walirock on either side
- 28 -
- -Joint/fault (?), N30W, 30NE; 1/2"-l' thick, -
throughgoing,withwet,plastic and jarosite/gypsum
Figure A-7, Log of Boring LB 3
0 •.. SAMPLING UNSUCCESSFUL IJ •.. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
12 -. DISTURBED OR BAG SAMPLE ... 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.
I
-I
LCG
I PROJECT NO. OMfl- 1 .fl 1
CD BORING LB3
DEPTH SAMPLE 9 o SOIL 1U_ I)
FEET NO. 73 WSCS) ELE V. (MSL) 235 DATE COMPLETED 11/18/99
EQUIPMENT ROTARY BUCKET 30"
CL 0
MATERIAL DESCRIPTION 30
- LB3-6 - linings (orange to brown) 6 108.0 21.9 Hard, moist, olive to brown, Silty CLAYSTONE
-
32 •
L23-7 CL -Fractured, massive
34 - - .. SM Dense, damp, light brown to orange, Silty, fine \_SANDSTONE
BORING TERMINATED AT 35 FEET •
LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I 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.
I
I
I
I
1
i
11 . .. .. .
Figure A-8, Log of Boring LB 3
PROJECT NO. 06403-12-01
BORING LB 4 ,.-
DEPTH SAMPLE
0
0
. oI..
Cr
I
IN
FEET NO. CLASS \ ELEV. (MSL.) 145 DATE COMPLETED 11/19/99 to
Z
(USCS)
EQUIPMENT ROTARY BUCKET 30" I
MATERIAL DESCRIPTION -0-
- 7/ CL COLLUVIUM - 7-7 Stiff, humid, dark gray-brown, Sandy CLAY
2-
- TERRACE DEPOSIT - 1
4 - './ Medium dense to dense, damp, light brown-olive, -
with reddish-brown mottling, Clayey, fine SAND
LB4-1 Sc - 4 124.4 8.9
-6 -
- __ . I 8 i - - - Very stiff to m dense, , very Silty CLAY to Clayey SILT, with some sand,
- :LIML with white mottling of calcium sulfate (gypsum)
-'0. I
- 12 - -Becomes more sandy 1
- ____ - 14 - 1 Dense, damp, light brown-tan, Silty, fine SAND
LB4-2 . . SM 8/10" 122.1 9.8
16 LB4-3 . .j. -2" thick, horizontal grit-size sand layer (angular - - ,. I - volcanic grit)
18 -
• :
-Near-horizontal transitional contact - °-
-
-
3M -GM
20 -
Very dense, damp, reddish-brown, Gravelly, medium - - ,-. to coarse SAND, with angular, fine volcanic -
-Irreularbeddin contact; N7OE,i5N ---
GRAVEL 22 -Irregular deposition contact, near-horizontal; burrows -
- - \ into unit below
SANTIAGO FORMATION - 24 - Very stiff to hard, moist, olive, Silty CLAYSTONE
- - -Very fractured, with discontinuous clay seam,
calcium sulfate (gypsum) linings on fractures
- 26
- LB4-4 CL 5 120.2 14.5
- 28 - -Becomes less fractured -
- BORING TERMINATED AT 30 FEET
Figure A-9, Log of Boring LB 4 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE 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. 06403-12-01
BORING LB 5 •
DEPTH SOIL H'
IN
FEET
MPLE SA
NO CLASS ELEV. (MSL.) 165 DATE COMPLETED 11/19/99
U. CnI.L
I EQUIPMENT ROTARY BUCKET 30"
o
____ MATERIAL DESCRIPTION
• - 0 ____ ____
SM
___________________________________
TOPSOIL - 1.. I Loose, dry, dark gray, Silty, fine SAND
2
- - .Porous
I' SANTIAGO FORMATION -
- X.. Dense, humid, light tan, Silty, fine SANDSTONE
-
- _
6
-
- - -Becomes medium to coarse-grained
- 10
- LB5-1 SM 8/11" 125.8 11.9
- LB5-2
- I 12 : -
- -
14 - -Cross-bedding inclined 15-20 degrees northward -
16 - -Horizontal bedding -
18 :
I:I 20 - r LB5-3 Dense, damp, light reddish-brown, Silty, coarse 8/10" SANDSTONE
F 22 - -Becomes gravelly and very moist -
-
X X~ 1- 24 - -Irregular, interfingering contact, approximately
Ii - . horizontal 1
r - - • ML Hard, moist, blue-gray to olive, Sandy SILTSTONE,
t- 26 - : : - : with some clay -
-Interfingering, transitional contact; approximately
L LB5-4 CL k horizontal ' 10 117.2 16.7
28
- LBS-5 Hard, moist, dark olive, Silty CLAYSTONE -
i - -- -
-Very fractured, with discontinuous clay seams -
Figure A-b, Log of Boring LB 5 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) I
DISTURBED OR BAG SAMPLE 50 ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I
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.
I
1 PROJECT NO. -12 -0 1
BORING LB 5 CZ -
DEPTH SAMPLE SOIL (C ZL~ 1'-' 1
FEET NO.IN CLASS ELEV. (MSL.)165 DATE COMPLETED 11/19/99 U)w 09
EQUIPMENT ROTARY BUCKET 30" C
MATERIAL DESCRIPTION
____
- - 30 - _____ __________________________________________________
- -Scattered subangular volcanic clasts -
32 CL -
- L
BORING TERMINATED AT 35 FEET
I
I
I
f
1
11
1
I
I
r igiue ti-.&i, Lug Ut Doring ID z LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 11 .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. 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.
I
LD
DEPTH SOIL
IN SAMPLE
.NO. CLASS ELEV. (MSL.) FEET _. (USCS)
EQUIPMENT
0
260 DATE COMPLETED 11/19/99
win o ROTARY ROTARY BUCKET 30"
MATERIAL DESCRIPTION
I PROJECTN 06403-12-01
? W FIS) iiie m :
SC TOPSOIL
Loose, dry, dark gray-brown, very Clayey, Gravelly r 2 SAND, with angular volcanic clasts
SANTIAGO FORMATION
I JIJI'111 Medium dense, damp, light brown, Clayey, Sandy
i " FL4fli.1fl SILTSTONE
I- - LJt1.'ffl -Highly weathered PO LB6-1 ML -Horizontal beds
ol
10 Dense, damp, reddish-brown, Silty, medium - I LB6-2 :t: : SM SANDSTONE, with some clay 6 120.0 12.1
-
I
12
- Very stiff, moist, light olive, Clayey SILTSTONE -
14 ML
--
16
- — -Gypsum
- - -Horizontal contact I - 18
LB6-3 .1 - SM - Dense, damp, reddish-brown, Sit AD, iiitii --- LB6-4 •• . some clay
r - -
• 1 -12" cemented fossiliferous layer -
I
- 20 -1- I
-Bedding plane shear at 19.5 feet, 1/8"-1/4" thick, - .1. horizontal, discontinuous
22 -
IF
-l ist•
:-i.'--
-
• -Clay seam (not remolded) N-S, SW approximately - •
24
. . 1-2" thick, very moist, bentonitic?
26
.1 k I .1,116-5 -Becomes light olive to brown 11 122.1 13.1 - 28
-
Vigure
LB6-6
A-12, Log of Boring LB 6 LCG
SAMPLE SYMBOLS 0 .. SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
I
PROJECT NO. 06403-12.01
BORING z- >-
DEPTH 9 SOIL C3 W X I SAMPLE
NO. CLASS
a a . ELEV. (MSL.) 260 DATE COMPLETED. 11119/99 ij cn FEET H _j 0 (USCS) w H • H X
CD
EQUIPMENT ROTARY BUCKET 30 cz
0..__.S 0
MATERIAL DESCRIPTION
30
32 -
------------------------------------
Dense, moist, light olive, Clayey SILTSTONE -
ML
--------------------------------------- 134
11 - th
LB6-7 CL some silt . 20 .
. I 36 LB6 - Dense, moist, light olive-brown, very Silty, fine
- 38 - .k SANDSTONE to Sandy SILTSTONE -
M-ML
- 40 - -
BORING TERMINATED AT 41 FEET
I
I
I
I
IL
I
I
Figure A-13, Log of Boring LB .6 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) I 99 - DISTURBED OR BAG SAMPLE - . - 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.
I
PROJECT NO 06403-12-0I
BORING LB7
DEPTH SAMPLE cn L U..
wx
FEET NO. CLASS ELEV. (MSL.) 220 DATE COMPLETED 11/22/99 <rp\
(J$5)
EQUIPMENT ROTARY BUCKET 30" - z
"S
MATERIAL DESCRIPTION
-
0
TOPSOIL
- Stiff, humid, dark brown, very Sandy CLAY :: - 2 SANTIAGO FORMATION
- - Dense, damp, light reddish-brown, Silty
SANDSTONE, with some clay, weathered 4 -
-
127-1 SM -
4 117.8 7.6
- 6 -
-Becomes dark red-brown
-1" thick clay seam (not remolded), N-S, 5W 8 - :k:' - - -.•
- ,, -Near-horizontal deposition-contact
10 - Hard, moist, light olive, very Silty CLAYSTONE to -
- - Clayey SILTSTONE
-
- 12 -
-
- -Becomes sandy -
- 14 -
-
LB7-2 CL-ML - 3 16 1273 -
- 18 - - - - -Joint, fracture, with 1/4" thick clay seam, N30E, - 3ONW 20 - -Discontinuous clay seams, E-W, 30S (very fractured - claystone with sand)
- 22 - Hard, moist, medium olive-gray, Silty CLAYSTONE, - with discontinuous slickensided fractures, typically
- random and steep -
- 24
- 127-4 CL 6 115.3 15.7
LB7-5
- 26 -
-
28 -
-
Figure A-14. Lo of Boring LB 7 - - - - --------;
SAMPLE SYMBOLS U ... SAMPLING UNSUCCESSFUL L ... STANDARD PENETRATION TEST • .. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE IQ ... 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.
I
I
I
I
I
I
I
I
Iii
I
OJECT NO. 06403-12-01
BORING LB7 Z Wes
DEPTH
CD
SOIL
X 1 SAMPLE
SSS) ELEV. (MSL.) 220 DATE COMPLETED 11/22/99 L
FEET
CD EQUIPMENT ROTARY BUCKET 30" -'
MATERIAL DESCRIPTION
30 -
__ 1
32 .
: - ML
- Dense damp, olive, Sandy SILTSTONE, trace
-
-
clay
- :i•.':t -
-Contact N80E, lOS
34 .
Dense, damp, light tan, Silty, Tine SANDSTONE
. I
- L37-6 SM 15
36 LB7-7
38 - :1 -Becomes reddish-brown (layers)
40 1
42
-Bedding plane shear, N70E, 5S; 1/8"-1" -
throughoing, slickensided, wet -
46
LB7-8 CL
- - light li 'Si6tE ' -
9 114.6 18.6 Haid
LB7-9
48
50
- Dense, damp, light brown-tan, very Silty, fine
52 - .:t:1:- SANDSTONE, massive
-
54 -
- ,B7-10 SM -6
20/7"
56 -
cemented layer; lenticular
,B7-11
- 58 I --
Hard, moist, olive, Silty, Sandy CLAYSTONE
[ p7-12 CL 40/9" 121.3 14.2
Figure A-iS, Log of Borirg LB 7 LCG
[
SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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 W BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
'ROJECTNO. O64O-I2-fl1
BORING LB7
DEPTH SAMPLE SOIL
LL. IN
FEET NO. CLASS ELEV. (MSL.) 220 DATE COMPLETED 11/22/99 J CD
Oz CD EQUIPMENT ROTARY BUCKET 30"zW-j
CL C 0
MATERIAL DESCRIPTION 60B743
BORING TERMINATED AT 61 FEET
Figure A-.16, Log of Boring LB 7 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
I
I
I
I
I
i
ROJECT NO. 06403-12-01
BORING LB8
DEPTH SAMPLE SOIL !z
NO. CLASS ELEV. (MSL.) 180. DATE COMPLETED 11/22/99
FEET
EQUIPMENT ROTARY BUCKET 30" W MCD Ix
MATERIAL DESCRIPTION
0 -
- SC-CL LANDSLIDE DEBRIS
Stiff, humid, dark brown, very Clayey SAND
- Medium dense, damp, light brown, Silty, fine to
medium SAND, with some clay
SM
6 -
8
Medium dense, moist, olive-brown, Clayey, fine
SAND
10- Sc
27'
12 -
14
-.
4
I.
Medium dense, moist, light olive to red-brown, Sandy
CLAY, with scattered, subrounded to angular volcanic
16 1 - - -. CL gravel, (brecciated Santiago formation claystone)
18
-Remolded clay seam-contact at 19.2 feet at N70E,
20 - 12S, 1/4-1/2", wet, plastic and througjigoing
-
Medium dense, moist to very moist, reddish-brown,
7) very Clayey, coarse GRAVEL, with angular to
22 V subrounded volcanic clasts; disturbed, non-imbricated
5' GC texture (debris-flow?)
/24-
- -Strongseepageat 25feet
26 -
L- 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 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
i
PROJE I
DEPTH
IN
FEET
I
FO
tL8
iE10
12
14
L 16
18
20
i24
NO.
SAMPLE
NO.
LB9-1
LB9-2
LB9-4
06403-12-01
CD I- BORINGLB9 -
SOIL
CLASS ELEV. (MSL.)140 DATE COMPLETED 11/23/99 (USCS) 1-40 w cn CD ft EQUIPMENT ROTARY BUCKET 30 zw._j in )- a
MATERIAL DESCRIPTION
FILL
Loose, dry to humid, medium olive-brown, very
.- )'•j Gravelly, Clayey SAND
-Scattered 12" boulders, weeds
SC-CL 1 117.7 12.9
---------------------------------------
Loose, moist, reddish-brown, very Gravelly CLAY
7GC
--------------------------------------
Soft, moist, light to medium olive, Silty CLAY
7CL -Strong organic odor I PUSH 115.1 16.8
--------------------------------------
Soft, moist, dark brown-olive, Gravelly, Sandy CLAY
CL-SC -Very strong organic odor
26
I W. Loose, thy to humid, light reddish-brown, very
28
- GC-SC Gravelly, Clayey SAND, with rock> 10'
Figure A-18, Log of Boring LB 9
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
LCC
I
PROJECT NO. 06403-12-01
BORING LB9 )-
DEPTH SOIL Lj.. 'I SAMPLE
NO. Z CLASS ED ELEV. (MSL.) 140 DATE COMPLETIN 11/23/99 ui FEET H 0 wo • H1....
EQUIPMENT ROTARY BUCKET 30"
MATERIAL DESCRIPTION
- 30
- Loose, dry to humid, light reddish-brown, very
Gravelly, Clayey SAND -
-32 - 4; GC-SC -
'I -
34
36 - I SANTIAGO FORMATION -
LB94 Sc Hard, moist, light olive to gray, Sandy CLAYSTONE, 7
- massive -
38 - - .1
- 9..5 - 12 110.1 19.8
40 LB9-6
BORING TERMINATED AT 41 FEET
I
.1
1
I
I
Figure A-19, Log of Boring LB 9 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST .1 ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE IQ ... 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 10
Cz
DEPTH SOIL 0
FEET
SAMPLE
NO. ELEV. (MSL.)290 DATE COMPLETED 11/23/99
I EQUIPMENT ROTARY BUCKET 30"
MATERIAL
T
DESCRIPTION0-
I - / SC-CL TOPSOIL - Loose, dry to humid, dark gray-brown, very Clayey, r 2 - \ fine SAND -. •., -
SANTIAGO FORMATION -
Dense, damp, light olive to tan, Silty, fine r " - SANDSTONE, with some clay, upper 2 feet -
-Becomes massive
£10-i SM 8 117.6 9.3
- 6 ..B10-2
8
- -Becomes light red-brown
10
' I- 12 -
I -
-
.1: ':
I B10-3 :k :- - 8/10" 16 - -
I -18 -
-
20
-
-
L 22
1 24 :
• .B10-4 6/9" 115.7 12.3
iE
::
,B10-5
Figure A-20, Log of Boring LB 10 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE IQ ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
PROJECT NO. 06403-12-01
BORING LB 10 >-
DEPTH SAMPLE
CD a ...j SOIL t!z' - I WX
FEET NO.
0 Z CLASS ELEV. (MSL.)290 DATE COMPLETED 11/23/99 (\CnW
9L 0
CD QU11'MI1N1 K(JIAKY BUCKET 30 WW Q.. 0 0
MATERIAL DESCRIPTION
30
- - -Clay seam 1/8' thick, horizontal; not remolded
32 - :••:t
- I Dense, moist, light reddish-brown, Silty, fine
34 - SANDSTONE, massive -
•
.B10-6 SM -Joint; N30E, 65SE, with black, manganese oxide
.
14/8"
36 -
coating -
38
40
42
44
- -Becomes light brown to tan, Silty, very fine -
£10-7 ::t..:t SANDSTONE 14/9"
46
- B10-8 -
48-
- -Becomes light olive-brown
50 £10-9
BORING TERMINATED AT 51.5 FEET
Figure A-21, Log of Boring LB 10 LCG
[
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL LI ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... 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.
'ROJECT NO. 06403-12-01
I
DEPTH
FEET
I.
SAMPLE
NO.
S o
C3
1
SOIL
CLASS
BORING LB 11
ELEV. (MSL.)206 DATE COMPLETED 11/24/99
EQUIPMENT ROTARY BUCKET 30"
CL
>-
H • 's
C3 U
MATERIAL DESCRIPTION I - 0 ____
____
____ ___________________________________
I - - Sc TOPSOIL - Loose, dry, dark brown, very Clayey, fine SAND
I. ..SANTIAGO FORMATION
Stiff, moist, olive to brown, Silty CLAYSTONE
[ 4 - -Very weathered and fractured.
I :L-CH -Bedding plane shear with (calcium sulfate);
11/6" 102.9 20.2
- 6 horizontal
..B11-2
I T 8
-6" concretion layer at 8 feet-lense
10
- -Abundant horizontal gypsum seams (1/8-1/2' thick). -
i -12 -
- ..... - --Horizontal deposition-contact
14 211-3 :: :.E Dense, damp, reddish-brown, Silty, medium -
I. .
SM SANDSTONE, with some clay 4 119.0 10.0
16 -
I--
I 18 - -8 fossil shell layer
20 -
22 :
24 - II
-
26
211-4 8
211-5
• -1/2" horizontal clay seam; not remolded
I-
5igure A-22, Log of Boring LB 11 LCG
I SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
F
012
34
36
'/09050010,
38
'
40
1
4. I
I
PROJECT NO. 0 .0-2-01
- w BORING LB 11 Z CD I- Ow e~1 w •
DEPTH SAMPLE SOIL
CLASS
H)- ' I.-I I-
FEET NO ELEV. (MSL.) 206 DATE COMPLETED 11/24/99 o, w,: ,, z
(USCS) WHO U) I IL H a
EQUIPMENT ROTARY IiUCIU1 30' W
Q.. ' 0
MATERIAL DESCRIPTION
Hard/dense, moist, reddish-brown, Clayey -
SANDSTONE, and Sandy CLAYSTONE
SC-CL -Alternating beds
-
- -Horizontal bedding
:L-CH Hard, very moist, olive, Silty CLAYSTONE 110 112.7 18.4
-Fractured, with gypsum-linings
-Remolded clay seams N-S. 40E; discontinuous, 1-2"
zone -
Dense, damp, light brown-olive, Silty, fine -
SM SANDSTONE
BORING TERMINATED AT 45 FEET I:
I
Figure A-23, Log of Boring LB 11 LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE 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.
I
PROJECT NO. 06403-12-01
' DEPTH
IN
FEET
I
30
32
34
136
I - 38 ,L40
1F42
'I 'I
.ij
i t
CD o I- c
BORING LB11 >-
w SAMPLE
NO
.J o =
SOIL -
ELEV. (MSL.) 206 DATE COMPLETED 11/24/99 Ix 'C
_I
(USCS) w Cno CD EQUIPMENT ROTARY BUCKET 30,, ZLU.J wixto CL 0:
MATERIAL DESCRIPTION
I Hard/dense, moist, reddish-brown, Clayey I SANDSTONE, and Sandy CLAYSTONE
SC-CL -Alternating beds
-Horizontal bedging --- -----------------
11-6VA L-CH Hard, very moist, olive, Silty CLAYSTONE 10 112.7 18.4 -Fractured, with gypsum-linings
-Remolded clay seams N-S, 40E; discontinuous, 1-2' zone
Dense, damp, light brown-olive, Silty, fine SM SANDSTONE
BORING TERMINATED AT 45 FEET
I I
II
Figure A-23, Log of Boring LB 11 LCC
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
U 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. 2.0 -12-01 I
- BORINGLB12CD
DEPTH SOIL U. SAMPLE IN NO. ELEV. (MSL.) 215 DATE COMPLETED 11/24/99
FEET H oC
EQUIPMENT ROTARY BUCKET 30"
Cr-. CL C C.)
MATERIAL DESCRIPTION
0 - ____ ____
-
7/ CL TOPSOIL
- _____
Stiff, humid to dry, dark gray-brown, Sandy CLAY
- 2
- ::::t SANTIAGO FORMATION
Dense, damp, light brown to tan, Silty, fine
- 4 - ::M.: SANDSTONE, with coarse lenses, massive
..B12-1 :tl: SM 6 122.9 11.7 1 6
_
8 'I
•
-
10 -------------------------
-
Dense, damp, light olive, very Silty, very fine
12 - :: :t4M-ML SANDSTONE to Sandy SILTSTONE -
14 - Dense, damp to moist, light brown, Silty, medium' -
- SANDSTONE -
.B12-2 :-r-:i SM 4
16 - ..B12-3 -
- _N:2 10E, very i_d_eosiu(an_contact -
-
- Hard, moist, olive to brown, Silty, Sandy -
18 - CLAYSTONE, with irregular l-2' lenses of -
CL-SC sandstone, with scattered gravel
1 20 1 -
Hard, moist, olive, Silty CLAYSTONE; fractured,
22 massive
24 B12-4 CL - 3 108.0 20.6
B12-5
26 -
- -Joint with 1/4', jarosite-stained clay lining N80E,
-28- 30S -
Figure A-24, Log of Boring LB 12 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. 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.
ROJECT NO. 06403-12-01
IW BORING LB 12
DEPTH SOIL -
-
Hz)— H
FEET
SA
NO. Z
MPLE cuss ELEV. (MSL.) 215 DATE COMPLETED 11/24/99
I EQUIPMENT ROTARY BUCKET 30"
a o I MATERIAL DESCRIPTION
30
____
1-- IFBI -Slight seepage along fracture
- -12" horizontal deposition contact
32 -
-.
-----------------
Very hard, damp, gray-olive, Sandy SILTSTONE,
with some clay
- . 34
L
. -Massive, no fractures, difficult drilling
I.: B12-6
:
ML 14/7" U -36-
38 -
IC 40 :
1 I
II
I I
II
II
1'
I I
BORING TERMINATED AT 41 FEET
Figure A-25, Log of Boring LB 12 LCG
11 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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
Ix BORING LB 13 z o w.
DEPTH
CD 0 I—
L -Sol H'I— H' u_
\•
IN SAMPLE o CLASSNO.
o ELEV. (MSL.) 190 DATE COMPLETED 11/29/99
FEET
LO I
EQUIPMENT ROTARY BUCKET 30" W ca ix 0 a.
___
0 0
MATERIAL DESCRIPTION
1 0 1 TOPSOIL I CL-SC Stiff, moist, dark brown to reddish-brown, very .
2 - /. Sandy CLAY -
4 SANTIAGO FORMATION -
Dense, damp, light brown, Silty, fine SANDSTONE -
£13-i SM - 7 116.4 10.6
- -
- 6
S
- 8 - I - - .c — -Bedding horizontal
10 - Hard, moist, light olive to brown, very Clayey
le n SILTSTONE, with interbedded thin SANDSTONE
- beds
12
'P 14
£13-2 4L-SM - •- 3 112.3 18.9
16i33
- -Bedding N20W, 8SW
- 18 - - ______
- :t-•:E Dense, damp, reddish-brown, Silty, fine -
- 20 - :j-.:t SANDSTONE, with some clay -
- -Cemented sandstone layer - 8" thick (fossiliferous) -
22 : SM : I
24
- -
- .B134 Dense, damp to moist, red-brown to olive, Silty, fine - 4 118.5 16.1
26 - SANDSTONE, with interbedded claystone -
-4-5" claystone layer (no remolding) -
28 -
• •-
__
•3i:
-
Figure A-26, Log of Boring LB 13 LCG
0 _SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... 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
I • BORING LB 13
DEPTH
• SAMPLE o
cc SOIL - H'0 HI-.
u..
s
FEET NO. z ELEV. (MSL.) 190 DATE COMPLETED 11/29/99
C-91 EQUIPMENT ROTARY BUCKET 30"
O_ '-I
MATERIAL DESCRIPTION ____
- I
r 30
______ - -4-6" thick cemented sandstone layer
32 -
-
1•' -
- . . f 34 __-gre)
Hard, very moist, olive to brown, Silty CLAYSTONE - 1 I
-
£13-5 CL -Fractured, caving, with water along fractures 9 U 36
- £13-6
138
40
42
I ------------------- - Very hard, moist, olive-gray, Clayey SILTSTONE
44 - -Slight to moderately cemented in upper portion -
B13-7 ML - 12/9" 115.4 15.3 46
--------------------------------------
- -
48
50 Hard, moist, dark olive, Silty CLAYSTONE - CL
--------------------------------------
20/10*
I - Dense, very moist, light olive to brown, medium to -
I I- 52 coarse SANDSTONESP -
54
- - -- - Very dense, damp, medium olive-gray, Silty, very - B13-8 •:1.: :t SM fine SANDSTONE, with trace clay 20/10" 56 B13-9 -
I
- - 58 -
-
L - - BORING TERMINATED AT 60 FEET ML - _________t:ivClayeySILTSTONE - Figure A-27, Log of Boring LB 13 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
I
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.
I
PROJECT NO. 06403-12-01
BORING LB 14 -.
SAMPLE o DEPTH
>-
H01- H'
FEET NO Z CLASS ELEV. (MSL.) 195 DATE COMPLETED 11/29/99 C 4x Cl) Z wj
H o (USCS) WHO H
EQUIPMENT ROTARY BUCKET 30"
OLM_
MATERIAL DESCRIPTION
-
- - -
SC
0
TOPSOIL
Loose, dry, dark gray-brown, Clayey, fine SAND
- 2
- SANTIAGO FORMATION . n
- 1.' Dense, damp, light brown to tan, Silty, fine to
SM medium SANDSTONE
4 - :'•:F
6 - Dense, damp, light olive, Sandy SILTSTONE, with
ML trace clay
10 - Very dense, damp, light brown-tan, Silty, fine to
£14-1 ::f SM medium SANDSTONE 8/10" 124.2 14.0
-
12
14
-
16 -
- -
:--•: -Becomes moist
. 1
18 -Very irregular scour-contact into weathered
- - claystone (to a clay seam), N70E, lOS, wet, plastic, -
1/2-1" thick
- 20 ,B14-2 CL - Hard moist, light olive, very Silty CLAYSTONE, 8
- - with some sand interbedded throughout -
i 22 i
--
I
rq
- 24
- -Discontinuous clay seams (slickensidcd fractures and -
- varying dips in 6' zone) -
28
Figure A-28, Log of Boring LB 14 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ •.. STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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
HI- H' DEPTH 9 SOIL
IN
FEET
SAMPLE
NO. CLASS ELEV. (MSL.) 195 DATE COMPLETED 11/29/99
CD EQUIPMENT ROTARY BUCKET 30" o__
____ MATERIAL DESCRIPTION ____
- 30
- .B14-3 - -------------------------------------- 15/8"
- - 32 Very dense, moist, gray-olive, Clayey SILTSTONE;
ML with some very fine sand
-
- 34 - -
. - -Horizontal beddin ---------------------
- 36 - Very hard, moist, dark olive-brown, Silty -
-
CLAYSTONE, massive
-
- 38 -
-40 B14-4 CL 15/8"
.B14-5
-42-
BORING TERMINATED AT 42 FEET
Fipiirp A-29 icnf Rnriria T .R 1A
- -o - --- .a sa aaa. .a-r LCG
I SAMPLE SYMBOLS 0 SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
I
I
U
17
I
I
I
I
I,
I
I
i.
Ii
PROJECT NO. 06403-12-01
BORING LB 15
DEPTH
-
SAMPLE
CD 0 SOIL
. 00.
•
w
NO. CLASS ELEV. (MSL.) 250 DATE COMPLETED 11/30/99
FEET
EQUIPMENT ROTARY BUCKET 30"
MATERIAL DESCRIPTION
'O-
- LANDSLIDE DEBRIS -
Loose, humid, dark brown, very Clayey, fine SAND
2 - . )'y -Becomes medium dense, damp, light olive, very -
- Clayey, fine to coarse SAND
-Highly weathered and fractured
4 Sc
-
-
8 - - -Clay seam, 118"-1/4"; N65E, 25N, joint, with
- calcium sulfate lining
10 - Stiff, moist, olive, very Sandy CLAYSTONE, with
- -
B154 CL some silt, very fractured, weathered 1/6" 106.7 21.0
- - 12 .B15-2 -Fracture and clay seam; 1/8"-114"; N60E, 8-10SE,
- - wet, plastic and slickensided, throughgoing, with
sulfate lining -
- 14
- clay seam; 1/4"-1/2", N5OW, 15-2ONE; -
- -
LRemolded
tic and throughgoing, with orange iron oxide -
base of slide
SANTIAGO FORMATION 16 . -
• Hard, moist, olive, Silty CLAYSTONE; fractured, but -
massive and intact
18 - -
• -Becomes medium olive -
-Massive, moderate fracturing
20
- B15-3 CL - 3 122.2 13.4
- -Discontinuous clay seams; zone - 12" thick at N40W, -
- 22 - 30-40NE -
- -Becomes very hard, massive, with few fractures -
24 - -
-26- -
-Horizontal transition to siltstone and sandstone
- 28 -
.. SM Dense, damp, light brown to tan, Silty, fine
-
- SANDSTONE
::r: -3-6" thick cemented sandstone
Figure A-30, Log of Boring LB 15 LCG
SAMPLE SYMBOLS El -. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. 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
Ir BORING LB 15
DEPTH SOIL zt: H'
FEET SA
NO. CLASS
MPLE
ELEV. (MSL.)250 DATE COMPLETED 11/30/99
LO
EQUIPMENT ROTARY BUCKET 30"
I ____ MATERIAL DESCRIPTION J- 30
- £154 20/11" -
- B155
- I- 32 - :.ç.1•:
I -
- 34
I - 36 -Becomes medium to very coarse-grained and massive -
38 -
-
r -
- .IL40 -
-
B15-6 20 128.9 12.4
' I BORING TERMINATED AT 41 FEET
II
Ii
Fl.
if
I.
Figure A-31, Log of Boring LB 15 LCG
SAMPLE SYMBOLS 0 •.. SAMPLING UNSUCCESSFUL El... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
I
PROJECT NO. 06403-12-01
BORING LB16 -. -
DEPTH SOIL U " I N SAMPLE a CLASSNO. ELEV. (MSL.) 175 DATE COMPLETED 11/30/99 FEET
EQUIPMENT ROTARY BUCKET 30"
MATERIAL DESCRIPTION
0
- CL TOPSOIL . I / Stiff,humid,dark brown,SandyCLAY
2
- SANTIAGO FORMATION
Hard, damp, olive-light brown, Sandy CLAYSTONE
4 - -Very fractured and weathered, with calcium sulfate
filling some fractures
CL
- 10 -
11 11 ol
-------------------------------------
Dense, damp, light olive, Clayey SILTSTONE
£16-i 010, ML 8/11' 121.4 13.3
12
lo ol
. Dense, damp, light brown to tan, Silty, fine
• SANDSTONE, massive
16
- X. SM
-
18
— -Irregular depositional contact approximately N-S,
20 - 20S; no shearing
-
B16-2 CL-SC Hard, moist, light an------------.
CLAYSTONE to very Clayey, fine SANDSTONE
22 - -Massive, blocky fracturing
24 -
26 - -
- 28 -
Figure A-32, Log of Boring LB 16 LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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 16 >.
SOIL
:AS5S ELEV. (MSL.) 175 DATE COMPLETED 11/30/99
EQUIPMENT ROTARY BUCKET 30"W 020
Ui9 >.0
Ce
MATERIAL DESCRIPTION
DEPTH SAMPLE L IN
FEET NO.
!.
30
- B16-3
32
34
I F 36
1- ir 38
tE 40 q 2165
1F42 - --
44-
46 I IT 48
I r 50 B16-6
I
52 B16-7
I I
I
14 1123.8 I 13.3
-Clay seam-contact, N60E, 20SE, 1/16-1/4" thick,
wet, plastic and undulating; with very fractured,
'iron-stained zone —2"oneither-side
Dense, damp to moist, light brown to olive, Silty,
medium to coarse SANDSTONE, with some clay
16
ICL
-Fine, gravelly sand along nearly horizontal contact
Hard, moist, medium olive-brown, Silty
I CLAYSTONE
-------------------------------------
Very hard, damp, dark gray-olive, Clayey
7ML SILTSTONE, with some very fine sand
-------------------------------------
Dense, damp, light brown, Silty, fine SANDSTONE
SM I 120/11" 1128.0 I 10.5
BORING TERMINATED AT 52 FEET
- Figure A-33, Log of Boring LB 16 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
I
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.
I
0
2
4
6
8
10
12
14
16
18
20
LCG
PROJECT NO. 06403-12-01
(DII—I
Ii 'WI BORING LB 17 _ ___
DEPTH SAMPLE • II I
SOIL I
,-.. 1-4 ca
IN NO. = lI CLASS ELEV. (MSL.)240 DATE COMPLETED 12/1/99
FEET 1-4 0 (USCS) I a)
CDj I
WHO
EQUIPMENT ROTARY BUCKET 30"
MATERIAL DESCRIPTION
FL
Soft, humid. mottled dark brown to light olive, Silty
CL CLAY, with some sand, porous texture, rootlets
SANTIAGO FORMATION
Very stiff, damp, medium olive, Silty CLAYSTONE;
CL very fractured, brittle
_____ -Near-horizontal contact (transitional over several -
inches)
SM Dense, damp, light olive to brown, very Silty, fine 8
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 8/10"
- 22
- .
-24
- .
::i:ti SM
-Becomes very moist, orange, Silty, very coarse
SANDSTONE
- 26 -
-Slight seepage (perched above sharp, horizontal,
fL-CL 28 -
jIJ4'J
4]j
scour-contact
Hard, moist, light olive, very Clayey SILTSTONE
1J , -Cemented, fine sandstone, 6"-8"+-, gray, horizontal
at base -5) SM
Figure A-34, Log of Boring LB 17
0
[
... SAMPLING UNSUCCESSFUL ID ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAdE
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.
I
'ROJECT NO.
1 DEPTH IN SAMPLE •
FEET NO.
::
34 - I- :
40
- ..B17-5
- .B17-6
42
I I
II
IT1
i
1'
I I.
06403-12-01
)- Ce w BORING LB17 (D o I—
-..1.11
z
SOIL
CLASS ELEV. (MSL.) 240 DATE COMPLETED 12/1/99
Cn ex
(USCS)
EQUIPMENT ROTARY BUCKET 30"
(J
MATERIAL DESCRIPTION
- SM Dense, wet, light olive, Silty, medium SANDSTONE - 14 123.4 12.3 ...:ç -Slight seepage
-Scoured deposition-contact; N10E, lOW (with - 1" 'iron-stained basal layer)
-
Hard, moist, medium olive, Silty CLAYSTONE
CL
-Becomes very sandy (lenses)
-Becomes very hard, dark olive-gray, Silty [20/10" CLAYSTONE
BORING TERMINATED AT 42 FEET
I 1 II H
Figure A-35, Log of LB 17 LCG
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
I
PROJECT NO. 06403-12-01
Ln 1—BORING
DEPTH SAMPLE 9 o c SOIL H I— H'
U_
Zd
IN
FEET
CLASS ELEV. (MSL.) 215 DATE COMPLETED 12/1/99
UM CL 1 CD EQUIPMENT ROTARY BUCKET 30" 1
MATERIAL DESCRIPTION 1 0 1 COLLUVIUM I 7- Soft, damp, dark brown, Sandy CLAY .
-2 - : CL
- SANTIAGO FORMATION S -
- Hard, moist, medium light, olive-brown, very Silty -
- CL CLAYSTONE
-
8 -
-
- Dense, damp, light brown to tan, Silty, fine -
- 10 - SANDSTONE -
SM
- 12 -
- 14 -Near-horizontal contact -
-
CL Hard, moist, light medium olive, Sandy - I 16 - CLAYSTONE, some silt -
- - - -Deposition-contact, N65E, lOS
18 - -
- Dense, damp, light olive-brown, very Sandy -
- ML SILTSTONE
20 - -Cemented sandstone layer 12"+- thick, - 20" wide
- (lense)
-Horizontal contact
22 - Dense, damp, light tan-olive, Silty, fine .
SM SANDSTONE, massive
24
BORING TERMINATED AT 25 FEET
I
Figure A-36, Log of Boring LB 18 LCG
0 SAMPLE SYMBOLS •.. SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) I DISTURBED OR BAG SAMPLE ... 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.
I
BORING LB 19
owo >-o• -.. Lzi
ELEV. (MSL.) 275 DATE COMPLETED 12/1/99 _cn d
EQUIPMENT ROTARY BUCKET 30" w0
CL U
MATERIAL DESCRIPTION
PROJECT NO. 06403-12-01
ce- )-IWI (D
I: DEPTH 0 C SOIL
IN SAMPLE 0 Z CLASS I FEET I NO. i...
i I-i r I (USCS)
CL TOPSOIL
Stiff, damp, dark brown, Sandy CLAY
SANTIAGO FORMATION
Sc Loose to medium dense, damp, reddish-brown, very
Clayey, fine SAND, with gypsum, very weathered sandstone
Dense, damp, light olive, Sandy SILTSTONE
ML
--------------------------------------
SM Dense, damp, reddish-brown, Silty, fine F 6 121.1 9.4 SANDSTONE
-Fossiliferous, with organic odor
-Cemented sandstone (concretion)
Dense, moist, light olive, Clayey SILTSTONE, with
some sand
ML
- - -Horizontal bedding-contact
Very stiff, very moist, medium olive, Silty
CLAYSTONE, with interbedded sandstone CL (fossiliferous) and gypsum, and jarosite (iron sulfate)
coatings on fractures
Dense, moist, reddish-brown, Silly, fine
SM SANDSTONE; very fossiliferous
LB 19 LCG Il SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
.,. DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06403-12-01
BORING LLI -
DEPTH SAMPLE SOIL H- (fl
IN Z
FEET NO.CLASS
o ELEV. (MSL.) 275 DATE COMPLETED 12/1/99
EQUIPMENT ROTARY BUCKET 30" _I
MATERIAL DESCRIPTION
30 B19-6 - ML Hard, moist, olive, Silty CLAYSTONE
-
9 107.2 21.5
-32 - .
- 34 - -Strong seepage at 34.5 feet
- '-Ho9ntaj contact -------------------------- ,
- CL Hard, wet, medium-dark olive, Silty CLAYSTONE
36 -Fractured (with water seepage) and jarosite/gypsum
-
coatings
38 -
- ____ --Horizontal contact
------------------------- Dense, moist, reddish-brown, Silty, medium to coarse
• SANDSTONE
40
- £ 19-7 SM 16
-
- _B19-8
42 i i -Very hard, moist, dark a1 CLAYSTONE
£ 19-9 CL-ML to Clayey SILTSTONE
44
-.
-
BORING TERMINATED AT 45 FEET I
I
I
'I
I
Figure A-38, Log of Boring LB 19 LCG
SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS 12 - DISTURBED OR BAG SAMPLE ... 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.
i
..
PROJECT NO. 06403.42-01
BORING SB1
DEPTH SAMPLE o SOIL
IN
FEET NO. Cc:JL:CSs) ELEV. (MSL.) 140 DATE COMPLETED 11/11/99
EQUIPMENT IRA 300
CL
MATERIAL DESCRIPTION -0-
- Au.uvIuwcou..uviuf -
- Soft, damp, dark yellowish-brown, Sandy
- 2
- : SILT/CLAY, highly porous, roots -
.4 - -
-
- SB1-1 . - ML/CL
- 9 105.9 16.7
6 -
8 -
10
- SB 1-2 ' TERRACE DEPOSIT
- 18 - / Stiff, damp, pale yellowish-brown, Sandy - ML/CL SILT/CLAY, slightly porous12 -
14
• SB1-3 21 16 - -Becomes dusky yellow to grayish-orange to pale - -
'
; yellowish-brown, with dark yellowish-orange speckles -
18-
-
- 20 SB1-4 22
- -Mottled/stained black - 22
24-
-
- SB1-5 - ML 27 26 - SANTIAGO FORMATION - Very stiff, damp, pale yellowish-orange to
- grayish-orange, Sandy SILTSTONE, moderately to -
28 intensely weathered, poorly defined laminations
-
Figure A-39, Log of Boring SB 1 LCG
SAMPLE SYMBOLS 11 SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED)
- - - DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y WATER TABLE OR SEEPAGE
I 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.
I
I
I
I
I
I
I
PROJECT NO. 064fl-i2-fl1
ce BORINGSB1CD >-
DEPTH
IN SAMPLE 3 o SOIL
U.
FEET NO. CLA ss ELEV. (MSL.)140 DATE COMPLETED 11/11/99
ND
(USCS)
Lu HO 0: Huj
EQUIPMENT IRA 300
0
MATERIAL DESCRIPTION
- 30 SB1-6 - MH 16
.[fl
Very stiff, moist, pale, yellowish-orange to - grayish-orange, Sandy SILTSTONE, intensely \_weathered, wet at tip of sample
BORING TERMINATED AT 31.5 FEET
Figure A-40. Log of Boring SB 1
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06403-12-01
I I I 'BORINGSB2 lCD I'-I I
DEPTH 1 iOI<C I Izi SOIL I
IN SAMPLE
NO I I CLASS I ELEV. (MSL.) 115 FEET I II (USCS) I
I -J
I
II I l I EQUIPMENT
• O'W' I- H I- H LL H Cfl
DATE COMPLETED 11/11/99 u
IRA 300
W HO . HW
Ix
0 -
2 -
4 -
- SB2-1
6 -
8
10
-
S82-2
12 -
14
SB2-3
16 -
18 -
20 SB2-4
22 -
24 -
- SB2-5
26 -
28 -
MATERIAL DESCRIPTION
AT LUVWM -
Very stiff, damp, dark yellowish-brown,
SILT/CLAY, porous, scattered soil carbonate, flecks -
and stringers - I
-~ 71
19 1
-
18 1 109.4 1 19.2 -Becomes pale yellowish-brown
TERRACE DEPOSIT
Soft to stiff, damp to very moist, dusky yellow 6
SILT/CLAY
-Groundwater at 15 feet
------------------------------------- Stiff, wet, mottled dark yellowish-orange, elastic
SILT/CLAY
- 25 104.3 21.6
7
-Becomes firm, moist to damp, dusky yellow,
mottled dark yellowish-orange, SILT/CLAY
--
I I IllIllIlIl I I I I I U
Figure A-41, Log of BOring SB 2 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ •.. STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECI-FIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
PROJECT N0 OMfll-17.ni
BORING SB2
DEPTH
FEET
SAMPLE
NO. CLASS .ZC\ ELEV. (MSL.)115 DATE COMPLETED 11/11/99 Z
EQUIPMENT IRA 300 Cr CL oc
MATERIAL DESCRIPTION
____ ____ 30
- S132-6 [{{{{ - ML/CL SANTIAGO FORMATION 28
- Stiff, moist to wet, dusky yellow, mottled dark -
yellowish-orange, SILTSTONE/CLAYSTONE, highly
weathered
BORING TERMINATED AT 31 FEET
Figure A-42. Loo of Rnrin SR 2 - -- ---7 -- ----- -
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
OJECT NO. 06403-12-01
cr BORINGSB3 )-
DEPTH SOIL HI-
LL
H'WS W X
SAMPLEIN NO. ELEV. (MSL.) 101 DATE COMPLETCLASED 11/11/99 c. FEET
01 EQUIPMENT IRA 300 I a.
MATERIAL DESCRIPTION
0 -
- ALLUVWM
Stiff, damp, dark yellowish-brown, SAND,
2 - SILT/CLAY .
4 -
- SB3-1 4UCL 16 1 6 - L.
8 -
- .
1
10
- SB3-2 - 14 -Trace of sand below 10 feet -
-
12 -Groundwater at 11.5 feet
14-
-.1 LY}1 1'J
~H/CL
TERRACE DEPOSIT
5B3-3 I"fl2 Stiff, wet, very pale orange to gray-orange I 15 107.0 22.6
16 -1 t1'}J'1 SILT/CLAY I-
18
20
-1
SB3-4
-Becomes very stiff, pale to dark yellowish-brown
E
19
22
24 -
! LIML
SANTIAGO FORMATION
Stiff, damp to moist, mottled dark yellowish-orange - I
- SB35 17 106.1 and yellowish-gray, Sandy CLAYSTONE/SILTSTONE I 21.8
26 - - ___
BORING TERMINATED AT 26 FEET
Figure A-43, Log of Boring SB 3 I LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06403-12-01
ix BORING SB 4
• DEPTH ...j SOIL
FT
SAMPLE Z CLASS ELEV. (MSL.) 90 DATE COMPLETED 11/11/99 C\ -
d Cn
CD EQUIPMENT IRA 300
____ MATERIAL DESCRIPTION H - O ____ - ___________________________
ALLUVIUM
Very stiff, damp, moderate brown to moderate 2
- : olive-brown and brownish-black, Sandy SILT/CLAY
EI
SB4-1 .• . 41/CL 18 -6-
L.
-
- ; Very stiff, damp, dark yellowish-brown, Sandy SILT, -
-8-----
small, fingernail sized shells
-
10 SB4-2 / ML 17
-12 - -
-
- - - £IA -
I .'
-Groundwater at 13.5 feet
- SB4-3
VI
15
-
16
-
-Charcoal flecks, sampler wet -
- 18 TERRACE DEPOSIT
Medium dense to dense, very moist to wet,
-
- reddish-brown to brown, Gravelly, fine to coarse
:•..:: SAND
- 20
- SB44 ::.°: SP -Coarse gravel fragments, becomes moist 25 110.8 18.1
-22-
-24- -
55 - 26 -Well graded fine to coarse sand wet gravelly
- - -Mottled many colors -
-28
-
Figure A-44. Log of Borin2 SB 4 - -------- --
- LIU
I 0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I 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.
I
I
I
IL
R.OJECT NO. 06403-12-01
BORINGSB4 - >-
DEPTH
CD I-
SOIL
FE
IN SAMPLE z CLASS ILA ELEV. (MSL.) 90 DATE COMPLETED 11/11/99 rcn w,:
ET o3 >.a EQUIPMENT IRA 300 LLJCO j o__'-'
MATERIAL DESCRIPTION
30
1 I 4L/CL SANTIAGO FORMATION 29
Very stiff, moist, yellowish-gray, Sandy \SILTSTONE/CLAYSTONIE
BORING TERMINATED AT 31 FEET I
Figure A-45, Log of Boring SB 4 LCG
0 AMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
IS DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO fl4m-1',-fl1
BORINGSB5
DEPTH SOIL H-
IN
FEET
SAMPLE
NO.
o o
ELEV. (MSL.)75 DATE COMPLETED 11/12/99 u
U)
w (USCS)
EQUIPMENT IRA 300
0
MATERIAL DESCRIPTION ____
-0-
ALLUVIUM
- Very stiff, damp, light olive-gray, Sandy SILT/CLAY -2-
-4-
-
- SB5-1 . - 4LICL - 19 -6-
-8- -
-10 SB5-2 . 27
- -
-Becomes very stiff
-12 -
- 14 -
SB5-3 - - ML/CL 19 16 TERRACE DEPOSIT
- Very stiff, very moist, light olive-brown to moderate
- yellowish-brown, Sandy SILT/CLAY
- 18
- .•y - -Groundwater at 19 feet
20
- lH/CL SANTIAGO FORMATION -
14 104.3 23.2 SB5-4
Firm, moist, dusky yellow,
- 22 - SILTSTONE/CLAYSTONE, highly porous, intensely -
weathered, sampler wet
-
- 24 - Very stiff, wet to saturated, pale olive, fine, Sandy, -
SILTSTONE, with 2-4" thick, fine to medium
-
- SB5-5 ML sandstone interbeds, moderately weathered
- 27
- 26 -
BORING TERMINATED AT 26.5 FEET
Figure A-46. Log nfRnrin SR 5
-,------
SAMPLE SYMBOLS
0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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 SB 6 )-
DEPTH SOIL 1-4 I
IN SAMPLE
NO. Z CLASS ELEV. '(MSL.) 98 DATE COMPLETED 11/12/99 Wj
FEET (USCS) 1 CD EQUIPMENT IRA 300
MATERIAL DESCRIPTION
-0 -
ol ALLUVIUM -
Very stiff, dry to damp, pale to moderate
- 2 - yellowish-brown, SILT/CLAY, veined with soil
-
I
/ carbonate
-4 .
- SB6-1 4L/CL 28
6 -
• /
8 -
lo
--------------------------------------
- . - ____
- -: 1i Medium dense, damp, dark yellowish orange, Silty .
1.j fineSAND
-
10 -
SB6-2 -I
.•1..i.
• SM 8
-
-12- __ J 14 1 TERRACE DEPOSIT
• I 1. Medium dense, damp, dark yellowish-orange, Silty,
-
- SB6-3 :1 1 SM fine to medium SAND
- 21 102.8 5.0
16
- :iji
_____
__ _____ 18 -
- Very stiff to hard, moist, dark yellowish brown,
mottled olive to orange, SILT/CLAY
20- SB6-4 ' 4L/CL 25
22-
24 - SANTIAGO FORMATION
IL/CL Very stiff to hard, moist, pale olive,
SILTSTONE/CLAYSTONE, moderately weathered 27 108.3 19.5 -
- SB6-5
-26-
BORING TERMINATED AT 26 FEET
NO GROUNDWATER ENCOUNTERED
Fiure A-47. Lol! of Borifn SB 6 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL 11 .. STANDARD PENETRATION TEST I . -. DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE ... 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
BOR1NGSB7
DEPTH 3 SOIL
FEET
IN SA
NO
MPLE
ELEV. (MSL.) 170 DATE COMPLETED 11/12/99
EQUIPMENT IRA 300 WL to ix
MATERIAL DESCRIPTION
AT
Loose to medium dense, dry, light olive-brown, Silty,
- 2
- . . fine to medium SAND, porous, rootlets
.4..
I, SB7-1 SM 11
8
10 SB7-2 : tJ - 22 93.0 5.0 . - -Becomes non porous, medium dense -
12
14 Ii•I
I SB7-3 : .ji 13 16
- -Laminae, spaced approximately 6" apart
I -
-18-:(
- 20 - .)1.I TERRACE DEPOSIT SB74 1.. I SM Medium dense, humid, grayish-orange, Silty, fine to
medium SAND 21 92.4 5.4 -
- I 1• r
I- 22
- -•
-
11 24
SB7-5
. - 22
26
28
J.
Figure A-48, Log of Boring SB 7 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I 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 SB7
DEPTH SOIL ' I SAMPLE DATE COMPLETED 11/12/ ELEV. (MSL.) 170 99
FEET (USCS) wcno
EQUIPMENT IRA 300
MATERIAL DESCRIPTION
30 SB7-6 - SM 25 95.6 7.3
- . - Medium dense, humid, very pale orange to -
-i. grayish-orange, Silty, fine to medium SAND
•
32
:i.i•
-
.34 a:-.---
__
k
- ••• I Hard, damp, moderate yellowish-brown, Sandy -
SB7-7 . ' 4L/CL SILT/CLAY, stringers of soil carbonate 52
-36 - -
-38 -
- -
. ,
-
Afl
"i'
-
SB7-8
,
I
-
--------------------------------------
Hard, damp to moist, mottled yellowish-oranges, ML 56 108.1 11.0
dusky yellow, SILT, fingernail sized shell fossils
1 42 .
__ -
44 -
------------------------------------
Stiff, damp to moist, mottled black, dark and pale .
yellowish-brown, Sandy SILT/CLAY
- SB7-9 : ilI_/CL
--
- 13
-46 -
i 48 1
- - SANTIAGO FORMATION -
Very stiff, moist, mottled dark yellowish-orange,
50 yellowish-gray, black, SILTSTONE/CLAYSTONE
- 31 107.8 21.0 B740 LJCL
BORING TERMINATED AT 51 FEET
NO GROUNDWATER ENCOUNTERED
I
1
Figure A-49, Log of Boring SB 7 LCG
SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
19 ... DISTURBED OR BAG SAMPLE ... 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.
- DEPTH SAMPLE IN NO. FEET
11 0
i2
4 tr :
403-12-01
IBORING SB8 C.DII-t I
I
-
SOIL
CLASS ELEV. (MSL.) 110 DATE COMPLETED 11/16/99
-j II
(USCS)
I win o
I I EQUIPMENT IRA 300 Z.i.J )-
I'..
MATERIAL DESCRIPTION
ALLUVIUM
Firm, damp, dark yellowish-brown, Sandy
SILT/CLAY, porous, roots
14 1108.8 I 13.6
1-8
I 10 SB8-2
-
-Groundwater at 9.5 feet
[ - -Becomes stiff
12 -
I b 14 - -Becomes very stiff to hard, moist, mowed dark
F •- - yellowish-orange, pale olive and dark S138-3 - - 'IH/CL yellowish-brown, SILT/CLAY 16 -
-
I'
-:: -.- Firm, moist, grayish orange to dark yellowish-.orange,
Sandy SILT
20 SB8-4 : ML
22
I I- 24 --
. Stiff, moist, dusky yellow, mottled dark
yellowish-orange, Sandy SILT, some fine sand,
F - SB8-5 - moderately to intensly weathered
- 26 -Becomes clayey
28
-
Figure A-50, Log of Boring SB 8
14
31 1113.9 I 18.2
8
21 1103.8 I 23.5
LCC
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I
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
>- to BORING SB8 >-
DEPTH
IN SAMPLE SOIL z :;- W.
FEET NO. uI;SsS: ELEV. (MSL.) 110 DATE COMPLETED 11/16/99 -41
EQUIPMENT IRA 300 I o_ U
MATERIAL DESCRIPTION
30
- SB8-6 tFTfl - ill_/CL - 11 Firm, moist, light olive gray, Sandy -
:ftIFI: SILTSTONE/CLAYSTONE, intensly weathered
32 -
34 -
--------------------------------------
Very stiff, moist, olive black, plastic CLAY, -
/ moderately weathered
- SB8-7 CH - 18
36 -
• BORING TERMINATED AT 36 FEET
I
II
I
I
Figure A-Si, Log of Boring SB 8 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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 SB9
DEPTH SOIL
FEET
SAMPLEIN NO. ELEV. (MSL.) 134 DATE COMPLETED 11/16/99
CD EQUIPMENT IRA 300
MATERIAL DESCRIPTION
-- 0
____ ____ --
- - -: . - ALL uvmM -
Stiff, dry, dark yellowish-brown, Sandy SILT -- 2 - -
.4-
SB9-1 : ML - 11
-6 - ..-. -
- 8 :-. - _____
- Medium dense to stiff, damp, grayish-orange, Sandy -
- SILT, Silty, fine SAND 10 SB9-2 : ;M/ML 16 100.7 11.7
- 12 -
-----------
-
- 14 - Very stiff, damp, pale.yellowish brown, Sandy '-
SILT/CLAY
- SB9-3 ML/CL 17 -16- -Groundwater at 16 feet
-18- -
• -20- -
-
-
SB9-4
- . -Becomes damp to moist, dark yellowish-brown, some 21
- I fine sand -22- -.
24 -
SB9-5 .j- - M/ML 13 26 I TERRACE DEPOSIT -
Medium dense, moist to wet, dark yellowish-orange,
- -I - light olive-gray, grayish-orange, alternating 1-2" thick -
28 t- beds of Silty SAND and SILT
.- _•I._
Figure A-52, Log of Boring SB 9 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
I
suit: nit LOU 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
CD)- BORING SB9
DEPTH
IN SAMPLE SOIL )-LL. S I
FEET NO.x Z CLASS
(USCS)cn ELEV. (MSL.) 134 DATE COMPLETED 11/16/99 ,,u w
_.I Ix CD EQUIPMENT IRA 300 w xca
kno
a. I1 MATERIAL DESCRIPTION
____
-
30 SB9-6 =CL/CH very stiff to hard, moist, mottled dark 26 110.8 20.7 U
- \ yellowish-orange, pale olive, very pale orange, CLAY
\_-Becomes olive black at31feet
BORING TERMINATED AT 31 FEET
I
Figure A-53, Log of Boring SB 9 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE 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.
1
PROJECT NO
BORING SB1O
DEPTH SOIL .?
IN
FEET
SAMPLE
NO.
a
(cJL:.:Ss) ELEV. (MSL.) 118 DATE COMPLETED 11/16199
U)j
EQUIPMENT IRA 300 zcno
O__•'-' a
MATERIAL DESCRIPTION
0 ____ -
- ALLUVIUM
Very stiff, damp, dark yellowish-brown, Sandy SILT, 2
- : ML highly porous, roots
.4- .
- B10-1 -: - 21 —
SP/SM -
105.8 10.9 6
Medium dense, damp, grayish-orange, poorly graded,
- ..
------
fine to medium SAND/Silty SAND -
8 - -----------
Very stiff, damp to very moist, dark and moderate -
- yellowish-brown, alternating 6" to 1' thick Sandy 1- 10 - , B10-2 -
.
•
ML/CL SILTS/CLAYS 20 - -Groundwater at 10 feet
12-
14 -
----------------------------------------
Loose to stiff, moist to wet, moderate 1. I -
yellowish-brown, Silty, fine SAND, fine, Sandy SILT
• B10-3 : . vIL/SM 13 106.7 23.7 16 •
I- -
18
- . TER RACE DEPOSIT -
- SW Dense, wet to saturated, grayish-orange, well graded, r 20 B10-4 : :: .. -:
fine to coarse SAND 42 - -. :.-7 -Gravelly, clayey sand, mottled yellowish-oranges
SANTIAGO FORMATION L 22 Very stiff, moist, light olive-gray, CLAYSTONE,
CL moderately weathered, carbonate lined laminae
24
- B10-5 50/5" 118.3 15.3 I- 26 — ______ -Becomes very hard, damp, pale olive, slightly
\ weathered, "bentonitic/soapy" texture
BORING TERMINATED AT 26 FEET
Figure A-54, Log of Boring SB 10 LCG
I SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
I
OJECT NO. 02-12-01
____ ____
,-.. '.- IDU— w I ____ BORING SB11
-
DEPTH SAMPLE
ioi I SOIL -. ctI::. u
FEET NO = I
CLASS ELEV. (MSL.) 153 DATE COMPLETED 11/16/99 Cl)cn wd i (USCS) !cno o EQUIPMENT IKA iUU
MATERIAL DESCRIPTION
0• --
Stiff, dry, pale yellowish-brown, mottled dark
2 - - yellowish-orange, Sandy, Clayey SILT, highly porous,
- . scattered white soil carbonate.
4 -
B11-1 :. ML 9
6 - - - -
8 -
Very stiff, damp, pale yellowish-brown, Sandy -
- SILT/CLAY, slightly porous
10 B11-2 :
-
'ILJCL 25 116.5 17.2 1
12
•
•
__-----
------------
--
---
----__
14
1311-3 : • - 25 116.5 17.2 I
16
18 -
- SANTIAGO FORMATION
20 - ::: Very dense, damp, grayish-orange, mottled olives,
B1 1-4 .: SM Silty, fine to coarse SANDSTONE, moderately 50/4.5" 111.2 11.5
-
weathered .
22 -Cemented : __ -
24 - Hard, dry, olive, mottled browns, CLAYSTONE,
slightly to moderately weathered
26 -SB 11-5 CH 35
BORING TERMINATED AT 26.5 FEET
Figure A-55, Log of Boring SB 11 I I LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED) 1 DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. flA1flL1n1
TRENCH T 1 Z
'W. DEPTH
CD
SOIL
FEET
SAMPLE
NO.
o o
CLASS ELEV. (MSL.) 125 DATE COMPLETED 11/3/99 CA
Z
Cn
EQUIPMENT TRACKHOE JD 555 24"
I MATERIAL DESCRIPTION -- 0 ____
COLLUVIUM
CL Very stiff, dry, brownish black, Sandy CLAY
_ - -: - ALLUVIUM
[ . Very stiff, dry, light olive brown to dusky yellow,
- TI -1 AT Sandy SILT with lenses of brownish black clay up
6 - - -. to 2 feet thick, highly porous, abundant soil
carbonate
10
12
T1-2
:.:
:3:]
— SM SANTIAGO FORMATION
Dense, dry, dusky yellow to dark yellowish orange, — - Silty,fine tomedium SANDSTONE
TRENCH TERMINATED AT 13 FEET
LCG
SAMPLE SYMBOLS 11 SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
I
F 1 11 1 1 1
Figure A-56, Log of Trench T 1
i
PROJECT NO. 02-12-01
TRENCH 2
DEPTH SOIL I
FEET NO.
SAMPLEIN X Z CLASS ELEV. (MSL.) 105 DATE COMPLETED 11/3/99
(tJSCS) H •
EQUIPMENT TRACIOE JD 555 24' ix a..
MATERIAL DESCRIPTION -o - ':-.-
- .. COLLUVIUM
Very stiff, dry, brownish black, Sandy
2 - - SILT/CLAY, some fine grained sand, highly -
• - - porous, abundant sea shells -
- CL
6 10Y.
8 - Very stiff, dry, light to moderate olive brown,
. I MH SILT, some fine sand, highly porous
10 SM - SANTIAGO FORMATION
Dense, dry, dusky yellow to dark yellowish orange,
12 - Silty, fine to medium SANDSTONE _____ -
TRENCH TERMINATED AT 12 FEET
I
I
I
I
Figure A-57, Log of Trench T 2 LCG
SAMPLE SYMBOLS 0 •.. SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. 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.
IH DEPTH
IN
FEET
0
I I
I I
I I
ii
Ii
I I
SAMPLE
NO.
T3-1
LCG
PROJECT NO 06403-12-01
ce- TRENCHT3
0• I% 0 C - x SOIL
(USCS) ELEV. (MSL.)135 DATE COMPLETED 11/3/99
EQUIPMENT TRACKHOE JD 555 24" W ca
MATERIAL DESCRIPTION
71
CL COLLUVIIJM -
Stiff, dry, dark yellowish brown, Silty CLAY, —\some fine sand, highly porous, abundant rootlets - - ML SANTIAGO 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
I!
-
Figure A-58, Log of Trench T 3
II SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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
TRENCHT4 CD -
DEPTH 0 cc SOIL
IN SAMPLE 0 CLASS ELEV. (MSL.) 190 FEET
H C31 CD
(USCS)
EQUIPMENT
_DATE COMPLETED
TRACKHOE JD 555 24'
0 ____
MATERIAL DESCRIPTION
CL COLLUVIUM
Very stiff, dry, pale yellowish brown, CLAY,
2 some fine sand
SANTIAGO FORMATION
Stiff, damp, greenish gray, CLAYSTONE with fine
T4-1Ø1 CL SAND, fractured, random orientations, moderately.
weathered, massive
6
1 -Less fractured, slightly weathered
8 1
-Contact undulatory, but generally horizontal,
10 -4 poorly defined Sandy CLAYSTONE
z ,-
C3
-
Hz H
11/3/99
W Cal W_j e; it •
Ill
-
I
TRENCH TERMINATED AT 11 FEET
Figure A-59, Log of Trench T 4 LCG
C1 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06403-12-01
0 1—TRENCH
-
DEPTH SAMPLE
0 <C SOIL H0)- ).ZLl_ H"
(I) •
I.LI fX IN
FEET NO. Z CLASS ELEV. (MSL.) 165 DATE COMPLETED 11/3/99
I EQUIPMENT TRACKHOE JD 555 24"
-' 0 0
MATERIAL DESCRIPTION
I
-
COLLUVIUM
Stiff, dry, pale to dark yellowish brown, Silty
CLAY, some fine to medium sand CL
I . 6 -::.:3:: SANTIAGO FORMATION
Loose, dry, very pale orange, Silty, fine to medium
-
- SM SANDSTONE, weathered, approximately
horizontal, undulatory lower contact
- 8 -
1 10 [ftfi MH
---------------------------------------
____ Stiff, dry to damp, light olive-gray SILTSTONE, I \ intensly fractured, moderately weathered
I
I..
TRENCH TERMINATED AT 10 FEET
I
I,
I
I
Figure A-60, Log of Trench T 5 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ •.. STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
I
I
PROJECT NO. 06403-12-01
TRENCH T6 0 F- 0 0.
DEPTH .j SOIL HzI— H ix
IN SAMPLE 0 0 ,aa:Li_ I.L CLASS NO. ELEV. (MSL.) 230 DATE COMPLETED 11/3/99 FEET
EQUIPMENT TRACKHOE JD 555 24" I
MATERIAL DESCRIPTION
0
-
-CL/ML LANDSLIDE DEBRIS -
' Stiff, dry, pale yellowish brown, SILT/CLAY, f
2 some fine and medium sand, abundant rootlets, $
- __r)us !O -----------------------------'I
ML Stiff, dry, greenish gray to grayish olive, very
4 - Clayey SILT; weathered fractured, abundant
calcium sulfate and carbonate, mottled dark
-
- \ yellowish orange, scattered roots
- 6 - \ -Grooved, slip plane, N80E, 45 degrees N.
CL SANTIAGO FORMATION
Hard, damp, medium to light olive, very Silty
- 8 - ____ - ____ CLAYSTONE
\ -Thin calcium sulfate (gypsum) coatings along
\ blocky fractures
TRENCH TERMINATED AT 8 FEET
1'
H I
I
I
I
1
I
Figure A-61, Log of Trench T 6 LCG
SAMPLE SYMBOLS 0 •.. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... 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.
'ROJECT NO
TRENCHT7
DEPTH 9 SOIL - HI- H' '-'
IN SAMPLE
NO.
a CLASS ELEV. (MSL.)210 DATE COMPLETED 11/3/99
(fl
FEET (USCS) wino EQUIPMENT TRACKHOE JD 555 24" - a
MATERIAL DESCRIPTION
0 ____ --
- - 4L/CL COLLUVIUM -
Stiff, dry, moderate yellowish brown, CLAY/SILT,
- 2 - -' abundant rootlets -
-
- - '- - LANDSLIDE DEBRIS
- Stiff, dry to damp, light olive gray to greenish
- 4 -
- gray Sandy SILT/CLAY, massive, moderately to -
highly fractured and weathered, "punky"/mottled : appearance with "blebs" of Sandy material, porous,
- 6 - . abundant soil carbonate and sulfate (gypsum) -
-. :. 4L/CL -
- 8
- - -Abundant randomly-oriented fractures and clay -
• seams
-- 10 ..;- -
12 -
- 14 - - ______ -Approx. 2-3 feet transition to near-horizontal / contact -
- "L-ML - SANTIAGO FORMATION
- 16 - 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 0 SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
II
1'
1"I
PROJECT NO. 06403-12-01
I 1-IWI ) II 'TRENCH T8 I I I C.D li-I I
DEPTH SOIL I
I I SAMPLE I = CLASS I ELEV. (MSL.) 250 I FEET I I I I Ix i (USCS)
I I ...j ICD1 EQUIPMENT
_DATE COMPLETED 11/3/99
TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
0 - itnr
ML COLLUVIUM
I I) 11,1 2 Stiff, dry, pale yellowish brown, SILT, some fine
2
- -
sand, rootlets, soil carbonate
- T8-1 11111 4L/CL SANTIAGO FORMATION
4 - : If I Stiff, dry, light, brown, light olive gray, light olive
I-i brown, predominantly Sandy
- SILTSTONE/CLAYSTONE, beds less than 1/4"
6 - j J thick, Silty SANDSTONE interbedded; beds
generally horizontal in places
I TRENCH TERMINATED AT 7 FEET
Figure A-63, Log of Trench T 8
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) 1
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE 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.
I
PROJECT NO. 06403-12-01
TRENCH
DEPTH SOIL "•' SAMPLEIN NO. ELEVCUSCS). (MSL.)155 DATE COMPLETED 11/3/99
ZELL (n
FT
wino a: 01 EQUIPMENT TRACKHOE JD 555 24" W00 OZ Z 0 0- o
MATERIAL DESCRIPTION ____
ML TOPSOIL
Stiff, dry, moderate yellowish brown, SILT, 2
- T9-1 SM abundant rootlets
SANTIAGO FORMATION -
Medium dense, dry, yellowish gray, fine, Silty
- T9-2 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 o ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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. 022-12-01
Cr TRENCH T 10
DEPTH
SAMPLE
3 SOIL I-4 - H'
IN
FEET NO. ELEV. (MSL.)260 DATE COMPLETED 11/3/99 (USCS)
03 EQUIPMENT TRACKHOE JD 555 24" I 0 C.)
MATERIAL DESCRIPTION
- TOPSOIJJCOLLUVIUM
SC Stiff, moderate yellowish brown, Clayey, fine to
2 7/>'
-
mediumSAND .
SANTIAGO FORMATION - 4 -
Stiff, dry top, fine, Sandy SILTSTONE/Silty
- SANDSTONE, upper 6" cemented and fossiliferous; -
-
T10-1IT "'V' 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 r
I
•
I
I
• I
I
I
I
I
Figure A-65, Log of Trench T 10 LCG
0 SAMPLE SYMBOLS .. SAMPLING UNSUCCESSFUL IJ . . - STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE . . - 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
TRENCHT11
H01. UJ I DEPTH 0 cc en,,
FEET
SAMPLIN E
NO. CLASS ELEV. (MSL.) 225 DATE COMPLETED 11/3/99
I . IL. CI)
(USCS)
EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION — -- 0 ____
Sc TOPSOIL
Stiff, dry, moderate yellowish brown, Clayey, fine
- 2 - -'to medium SAND -
I: -- SANTIAGO FORMATION
Stiff, damp, light olive gray
- 'IL/CL SILTSTONEICLAYSTONE, highly weathered,
I,
-- grades downward to fine, Silty SAND below 4 feet
6 -Bedding plane/contact stained dark yellowish
clip ap2rox. N45W/15SW _O
I .
- 8 - Medium dense, dry, very pale orange, fine to
medium Silty SANDSTONE
-
- SM
ILl 10 1 . -Beddmg plane dips parallel to above
12
1
i
1.
I
I
I
TRENCH TERMINATED AT 12 FEET
Figure A-66, Log of Trench T 11 LCG
SAMPLE SYMBOLS 0 .. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
I
PROJECT NO. 06403-12-01
TRENCHT12
DEPTH
CD ci
—LL U)
i.0 1.1
SAMPLE
NO.CLASS ELEV. (MSL.) 165 DATE COMPLETED 11/3/99 FEET
EQUIPMENT TRACKHOE JD 555 24" I
MATERIAL DESCRIPTION
-0-
- COLLUVIIJM
Stiff, dry, brownish black, SILT/CLAY, abundant
2 rootlets below 3 feet, abundant soil carbonate,
-
A (T q becomes dusky yellow, Npunky!I, transitioning to . formational below 5 feet
.4 - -
6 -
SANTIAGO FORMATION
Stiff, dry to damp, light olive gray, Sandy
- . SILTSTONE, massive, scattered, random, -
discontinuous closed joints - 8 - ML
10 -
12
•
TRENCH TERMINATED AT 12 FEET I
I
I
I
I
I
I
Figure A-67, Log of Trench T 12 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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
TRENCHT13
DEPTH
CD) -
SOIL
IN
FEET
SAMPLE
NO = z CLASS ELEV. (MSL.) 140 DATE COMPLETED 11/3/99 (USCS)
CD EQUIPMENT TRACKROE JD 555 24" LLi Ex Q_ '-.
MATERIAL DESCRIPTION 0 ____ ____
- CO LLUVIIJM -
CL/ML Stiff, dry, brownish black, SILT/CLAY, fine roots 2
-
.4 - -Becomes dusky yellow, "punIj", abundant soil
carbonate
SANTIAGO FORMATION - 6 -
CL Stiff, dry to damp, light olive gray (mottled 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 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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
Od TRENCH T14
DEPTH SAMPLE SOIL 0 <C w 0" H
-. LL.
X
IN
FEET z CLASS ELEV. (MSL.) 95 DATE COMPLETED 11/3/99 ________ _______ (USCS) Wa EQUIPMENT TRACKHOE JD 55524 z CL 0 0
MATERIAL DESCRIPTION
-0 -
COLLUVIUM
4IJCL Stiff, dry to damp, dark yellowish brown, Sandy
2 '. SILT/CLAY
4 - . -Becomes moist, medium stiff -
-6- .-- -
- - Wet, soft -
- 10 - : - -Becomes saturated, very soft -
12 - CH SANTIAGO FORMATION -
Firm, wet to saturated, pale olive CLAYSTONE,
- - highly weathered, 'punky"
TRENCH TERMINATED TERMINATED AT 13 FEET
STANDING WATER AT 13 FEET
CAVING BELOW 8 FEET
Figure A-69, Log of Trench T 14 LCG
SAMPLE SYMBOLS 11 SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. 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
CD TRENCH T1S
I DEPTH 0
.
Zw -%
• IN
FEET
SAMPLE 0 C3 ss ELEV. (MSL.) 115 DATE COMPLETED 11/3/99 Z -.
(USCS)
ICD EQUIPMENT TRACKHOE JD 555 24"W00 ix
MATERIAL DESCRIPTION ____ ____
I ° _ - . COLLUVIUM
Stiff, humid, dark gray-brown, Sandy CLAY, with 2
-
CL some silt
-Very moist, soft, with discontinuous slickensided
- 4 - ._L - - clay seams inclined out-of-slope 10 - 20 degrees
\with calcium carbonate
SM SANTIAGO FORMATION
I - 6 - Very dense, damp, light tan-brown, Silty, fine
SANDSTONE
-Bedding laminated, 2-4" beds at N30W,10SW
I
I
I
I'
I
I.
I
I.
TRENCH TERMINATED AT 7.5 FEET
Figure A-70, Log of Trench T 15 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I
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
DEPTH 0 SOIL <C ' H•Ix SAMPLE
NO.CLASS IN -t\LL
ELEV. (MSL.) 120 DATE COMPLETED 11/3/99 FT
-I Q: EQUIPMENT TRACKHOE JD 555 24"
W WO I
MATERIAL DESCRIPTION
0
- CL TOPSOIL 1 / Stiff,humid,dark gray-brown, Sandy CLAY
2-
- SANTIAGO FORMATION -
Very stiff, moist, olive-brown, very Silty
4 - CLAYSTONE -
- CL -
- 6 - -Becomes hard -
-. - -Near-horizontal contact - - _____
SP I 8 - Dense, damp, light tan, fine SANDSTONE,
:•:•:: non-cohesive when disturbed
-Slightlycemented
TRENCH TERMINATED AT 9 FEET
'I
• -1
I
I
1
I
Figure A-71, Log of Trench T 16 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL LI ... STANDARD PENETRATION TEST _ ... DRIVE SAMPLE (UNDISTUR8ED)
DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE 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. 06403-12-01
ce TRENCH T17
I DEPTH SOIL - '
U
FEET
SAMPLE
NO.
o CLASS ELEV. (MSL.) 135 DATE COMPLETED 11/3/99
Up cc
1 EQUIPMENT TRACKHOE JD 555 24" a.
MATERIAL DESCRIPTION
I - COLLUVIUM -
Soft to stiff, moist, dark brown, Sandy CLAY 2
- .7y -With some silt -
I .. CL
/ -Becomes very moist -
6 -101 SANTIAGO FORMATION -
- Very stiff to hard, moist, olive-brown, very - ML/CL Clayey SILTSTONE, moderately weathered and I .
8 - fractured, blocky -
-Bedding N-S,low (hematitic layer)
1
I
I,..
TRENCH TERMINATED AT 9 FEET
I
I
I
I
I
Figure A-72, Log of Trench T 17 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
EOJECT NO. 06403-12-01
TRENCH .-. -
SOIL 5IDEPTH SAMPLEIN NO CLASS ELEV. (MSL.)145 DATE COMPLETED 11/4/99 FEET (USCS)
EQUIPMENT TRACKHOE JD 555 24" I O_ 'S
MATERIAL DESCRIPTION I,
0
CL TOPSOIL . I Stiff, humid, dark brown, Sandy CLAY 2 -
SANTIAGO FORMATION
Hard, damp, olive-gray, Silty CLAYSTONE
- / -Massive, with blocky fractures
- CL
6- 4 .
TRENCH TERMINATED AT 7 FEET
Figure A-73, Log of Trench T 18 LCG
AMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
Es DISTURBED OR BAG SAMPLE ... 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.
.1
PROJECT NO. 06403-12-01
TRENCH T18 >.
DEPTH
SAMPLE SOIL E'•'
FEET NO. CcJLCsSS) ELEV. (MSL.)145 DATE COMPLETED 11/4/99 W CD
EQUIPMENT TRACKIIOE JD 555 24" a. '-
MATERIAL DESCRIPTION
CL - TOPSOIL - Stiff, humid, dark brown, Sandy CLAY
- SANTIAGO FORMATION - Hard, damp, olive-gray, Silty CLAYSTONE
4 - -Massive, with blocky fractures -
- CL -
-
TRENCH TERMINATED AT 7 FEET
Figure A-73, Log of Trench T 18 LCG
I SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
OJECT NO. 06403-12-01
TRENCH T19
DEPTH
.D
-1 SOIL H2)-
SAMPLE z CLASS ELEV. (MSL.) 160 DATE COMPLETED 11/4/99 _______ _______ FEET
-J
(USCS)
EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
0-
- COLLUVIUM -
- Soft to stiff, very moist, dark brown Sandy CLAY,
2 - - with discontinuous random slickensided soil -
- -. fractures; dipping 30-45 degrees out-of-slope -
CL (slope creep?)
4- - -
6
-1-2' transition to massive, approx. horizontal
CL contact
8 - SANTIAGO FORMATION
Stiff to very stiff, very moist, olive brown, Sandy
\CLAYSTONE
-Very weathered and fractured
TRENCH TERMINATED AT 9 FEET
Fit!ure A-74 Lot! of Trenêh T 19
SAMPLE SYMBOLS 0 SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06403-12-01
TRENCH T20 -.. >-
DEPTH SOIL
FEET
SAMPLE
NO. CLASS ELEV. (MSL.) 160 DATE COMPLETED 11/4/99
•
L; CnZ
EQUIPMENT TRACKIIOE JD 555 24" "-1 >
-' V..)
MATERIAL DESCRIPTION ____ 0
- / -
COLLUVIUM
Stiff, moist, dark brown, Sandy CLAY
/ CL
-
-Becomes soft, very moist
6
______ -6-12" transition to irregular, near-horizontal
CL EN SANTIAGO
contact
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 0 ... SAMPLING UNSUCCESSFUL I[] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
I
1
PROJECT NO. 06403-12-01
TRENCH T21 zw,-.
DEPTH SOIL I SAMPLE
NO. Z CLASS ELEV. (MSL.) 117 DATE COMPLETED 11/4/99 FEET (USCS)
EQUIPMENT TRACKHOE JD 555 24" I Cr CL 0
MATERIAL DESCRIPTION
0
I - - COLLUVIUM -
Stiff, moist, dark gray-brown, Silty CLAY, with
2 - some sand .
CL :1
11 4
/ -Becomes soft
- --Irregular contact
oo
-
SANTIAGO FORMATION 6 - oo
Stiff to very stiff, moist, light olive to brown, very
- Clayey SILTSTONE to CLAYSTONE ML-CL -Very weathered 8 -
ilOi
TRENCH TERMINATED AT 10 FEET
• 1
I
I
I
Figure A-76, Log of Trench T 21 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I[] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE IQ ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THELOG 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 flMfl- 1,_ni
TRENCH
!z W x DEPTH 0 SOIL <C zw,-.
FEET
SAMPLE
NO. ELEV. (MSL.)113 DATE COMPLETED 11/4/99
W H
CD EQUIPMENT TRACKHOE JD 555 24"
Q
MATERIAL DESCRIPTION
27T7
ALLUVIUM
Stiff to very stiff, damp, dark gray-brown, Sandy
- 2
- CLAY, with some silt, root-voids, rootlets,
- burrows
-Becomes massive
ØCL
- -Becomes very stiff, moist, medium brown-olive,
very Silty CLAY, with little root-voids, burrows 10 - -Massive -
12
14
- TERRACE DEPOSIT • // ! Very stiff, moist to wet light olive to brown, very
-
16
-
..L-ML Silty CLAY to Clayey SILT -
-
-Seepage at 15.5 feet
-18-
TRENCH TERMINATED AT 18 FEET
LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL E STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
Figure A-77, Log of Trench T 22
a
PROJECT NO. 06403-12-01
TRENCH T23 H
DEPTH SAMPLE
CD
9
I—
SOIL
. Hz I— H"
NO. = ELEVFEET
Z
=3
CLASS 0 LL.
(MSL.) 105 DATE COMPLETED 11/4/99 (USCS). cn wd LU 0 • I—
EQUIPMENT TRACKHOE JD 555 24" 0. _-' 0 Ci
MATERIAL DESCRIPTION - -0 -
AT -
• Stiff to very stiff, humid, dark gray-brown, Sandy
I 2
-
CLAY -
-Numerous root-voids, rootlets, massive
T23-1 CL 114.3 10.8
T23-2
6
8 -
-: : . - TERRACE DEPOSiT -
SM Medium dense, damp, brown-olive, very Silty, fine
•
- j '• SAND, with some clay, massive, blocky -
10
-
-
- Very stiff, moist, light redthshbrown, very
12 - . -y Silty/Sandy CLAY .
-
-Becomes massive
14
:- CL
- - -" -Strong water seepage
-16-
TRENCH TERMINATED AT 17.5 FEET
I
1
I
I rigure pi-n), Log 01 ireiicri I h.) LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST a ... DRIVE SAMPLE (UNDISTURBED) I DrSTURBED OR BAG SAMPLE IQ ... 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 T24
DEPTH SOIL °'
IN
-
FEET NO.
SAM CLASS PLE
ELEV. (MSL.) 126 DATE COMPLETED 11/4/99
U. Cl)
J5)
I EQUIPMENT TRACKHOE JD 555 24"
0 C)
MATERIAL DESCRIPTION
._
____ ____
I ° CL
- - TOPSOIL
Stiff, humid, dark gray-brown, Sandy CLAY
TERRACE DEPOSiT - 2
I -- Medium dense, damp, light reddish-brown, - T24-1 :y' SC Clayey, fine SAND 112.5 7.9
-
- T24-2 -
I -
- -Calcium carbonate linings
- 6 - -Massive with indistinct lenses of sandy or silty
clay, numerous root-voids and calcium -
• -
-
carbonate-lined fractures, scattered carbon
- 8 - ., fragments and pisolites of iron oxide -
-
•
--
-10-
-
P
•.
.
T24-3 -,/:
S 116.3 11.5
-
12 T24-4 -Calcium carbonate linings
14 71-1
I
I
TRENCH TERMINATED AT 15 FEET
I
I'
I
Figure A-79, Log of Trench T 24 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I]
1-01
TRENCH T 25
-
z CLASS ELEV. (MSL.)137 DATE COMPLETED 11/4199
EQUIPMENT ThACKHOE JD 555 24" i I 0.. 0 C..)
MATERIAL DESCRIPTION
COLLUVIUM 1
Very stiff, damp to moist, dark gray-brown, Sandy
CLAY
-Massive, with root-voids, rootlets
CL
TERRACE DEPOSiT . Very stiff, moist to very moist, light brown, Sandy
CLAY -
CL -Massive, with root-voids -
I)-lCD
DEPTH I lo
SAMPLE I 0 IN! ix
FEET NO.
IH Ii
0
2
4
6 -
- 8
10 :,
12 -Irregular, near-horizontal contact
CL SANTIAGO FORMATION
Stiff to very stiff, moist, light olive, very Silty
14 -\ CLAYSTONE
\ -Very fractured and weathered
TRENCH TERMINATED AT 14 FEET
I I II ii -
Figure A-80, Log of Trench T 25 LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
-I
PROJECT NO. 06403-12-01
I TRENCH T 26 I DEPTH SOIL
>.
SAMPLE
NO. (IN o
?JtCSi:;) ELEV. (MSL.) 137 DATE COMPLETED 11/4/99 u..
FEET I Fa Cn 0 zW _j 0z EQUIPMENT TRACKHOE JD 555 24"
• MATERIAL DESCRIPTION 1101
0
AT -LUVIUM
Stiff, moist, dark olive-brown, Sandy CLAY, with
- 2
-
some silt, root-voids and rootlets
CL
- - TERRACE DEPOSIT -
Stiff to very stiff, moist, light brown, very Sandy I 10 -- CLAY -
- CL -
12 -
-14-
I
I
I
I
I
I
I •--_
TRENCH TERMINATED AT 14 FEET
_ _________ _ _ _ Figure A-81, Log of Trench T 26 LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
99 ... DISTURBED OR BAG SAMPLE ... 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. I
I
PROJECT NO. 06403-12-01
CD I—TRENCHT27
DEPTH SAMPLE SOIL o
FEET NO. ELEV. (MSL.) 146 DATE COMPLETED 11/5/99 cn wj
EQUIPMENT TRACKHOE JD 555 24"
CL 0
MATERIAL DESCRIPTION
0
- CL TOPSOIL -
_____
Stiff, humid, dark gray-brown, Sandy CLAY -
TERRACE DEPOSIT - - - Medium dense, damp, reddish-brown, very Clayey,
- 4 - . y SC fine SAND, massive, blocky, with calcium
carbonate, mottling
-
-
-6 - T27-1 -Sheared bedding clay seam; N30W, 25SW
- 108.2 19.8
YY CH
______
.T27-2
8 - / Soft to stiff, very moist, light olive, Silty plastic -
CLAY
- -Numerous, slickensided seams, very fractured
-
10 Medium dense, damp,' light brown, very Clayey, -
very fine SAND
- \ -Massive, blocky, with 1/4"+- charcoal fragments, r _____
- \ with some silt /
TRENCH TERMINATED AT 11 FEET
I
I
I
I
I
Figure A-82, Log of Trench T 27 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL Ii ... STANDARD PENETRATION TEST N •.. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
i
PROJECT N0 fl64fl'-1'2-fl1
TRENCH T28 z- >.
DEPTH
CD 3 SOIL
FEET
SAMPLE
NO. a0
ELEVCUSCS). (MSL.) 93 DATE COMPLETED 11/5/99
ISS i LL
EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
0-
- FL - I Loose, dry to humid, light brown, Silty, Gravelly,
2 -
- {
:v•i
M-GM fine SAND, with oversize concrete, wood, trash -
-
- : AT LUVT(JM - 7/ Stiff, moist, dark gray-brown, Sandy CLAY
6
- -Massive, with root-voids, rootlets -
8 - -
CL
10
12
- -:': I TERRACE DEPOSIT -
. SM Medium dense, moist, light brown, Silty, fine 14 - j'.- SAND - • i 1. -Very weathered, with some clay
-
16 - - ______ -Becomesverydense,damp,and cemented
TRENCH TERMINATED AT 16 FEET
Figure A-83. Log of Trench T 29 LLI
11 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE Ll ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
PROJECT NO. 06403-12-01
TRENCH T29 L3 x I DEPTH SOIL 3 W.
F
IN SAMPLE
NO. z CLASS ELEV. (MSL.) 90 DATE COMPLETED 11/5/99
EET Cn EQUIPMENT TRACKHOE JD 555 24"
-
MATERIAL DESCRIPTION
1 0 1 I COLLUVIUM
Stiff, damp, dark gray-brown, Sandy CLAY
2 -
-Massive, with root-voids and rootlets -
4 CL
1
- TERRACE DEPOSIT .
Medium dense, damp, reddish-brown to olive,
10 :-/'
Clayey, fine SANDSC -
12 - -Becornesdarker brown, with roots, root-voids
-
- 1- - SM Medium dense to dense, light brown-tan, Silty,
- 14 - 1-. 1 fine to medium SAND, with some clay, fine -
root-Voids
TRENCH TERMINATED AT 15 FEET
I
1
I
Figure A-84, Log of Trench T 29 LCG
0 SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) .. SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE .. 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.
I
PROJECT NO. 06403-12-01
TRENCH T30 -
DEPTH
CD
SOIL WX
IN
FEET
SAMPLE
NO.
a ELEV. (MSL.) 120 DATE COMPLETED 11/5/99
W HO H
EQUIPMENT TRACKHOE JD 555 24" a.._- a
MATERIAL DESCRIPTION
• 0
• SANTIAGO FORMATION SM Very dense, damp, light brown-tan, Silty, medium 2 - to coarse SANDSTONE
. -Massive
TRENCH TERMINATED AT 3.5 FEET
LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
99 ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
I
I_____ Figure A-85, Log of Trench T 30
PROJECT NO. 0.2-12-01
TRENCH T31 z- >-
DEPTH SAMPLE
W X
SOIL Hz H'
o IN
FEET
U_ z CLASS ELEV. (MSL.) 115 DATE COMPLETED 11/5199
(USCS) .
LO EQUIPMENT TRACKHOE JI) 555 24"fL I CL 0
MATERIAL DESCRIPTION
0-
- COLLUVIUM 7/ Stiff, moist, dark gray-brown, Sandy CLAY, with
2 ./; root-voids, rootlets, burrows
4CL I
4 - -Becomes soft, very moist
- -Irregular,N-inclined contact
-
SANTIAGO FORMATION 6 -
SM Very dense, damp, light brown to tan, Silty, coarse
- SANDSTONE
TRENCH TERMINATED AT 8 FEET I
I
I
I
1,
I
I
I
Figure A-86, Log of Trench T 31 LCG
SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... 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.
Li
PROJECT NO. 06403-12-01
TRENCH T32 -. )-
9 DEPTH
IN SAMPLE o c SOIL
CLASS
H-
lj..
FEET NO. (USCS) ELEV. (MSL.) 80 DATE COMPLETED 11/5/99 Cl) wj
1
_1ce EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
-LUVIUM 1 10 AT
Stiff, moist, dark gray-brown, Sandy CLAY
- 2 - -Massive, with rootlets, root-voids
I /CL
-6- -
-8-
A/f
I,-10-
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - /
- - - Medium dense, very moist, reddish-brown, very
Clayey, medium SAND, with scattered angular
I
: 12 - .,-volcanic gravel-clasts near base -
SC -
-14- -
- I -Strong :/ seepage at 14 feet, becomes gravelly
-16-
1
I
I
I
TRENCH TERMINATED AT 16 FEET
Figure A-87, Log of Trench T 32 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE . -. WATER TABLE OR SEEPAGE
I 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
CD TRENCH T33
DEPTH 3 SOIL
IN SAMPLE
NO. NO.
0 0 ELEV. (MSL.)90 DATE COMPLETED 11/5/99 X\ Z u-
FEET I EQUIPMENT TRACKHOE JD 555 24"CL
O__
• MATERIAL DESCRIPTION
I COLLUVIUM -
Stiff, humid to damp, dark gray-brown, Sandy
2 CL CLAY, with scattered angular volcanic -
4
gravel-clasts - I
•
. :'.: SANTIAGO FORMATION
Very dense, damp, light brown to tan, Silty,
medium SANDSTONE
• :•c'1•:r SM -Massive to faint bedding layers
-Bedding; N50W, 10SW
- 8
:' ________________ • _
TRENCH TERMINATED AT 9 FEET I
I
I
I
I
I
I
I
Figure A-88. Lo of Trench T 33 LCG
SAMPLE SYMBOLS 0 •.. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. 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 T34
• DEPTH SAMPLE SOIL
-
zw^
p4-.W X )-
FEET NO. CLASS ELEV. (MSL.) 105 DATE COMPLETED 11/5/99 ccc 1 u_
Cn
EQUIPMENT TRACKHOE JD 555 24" Z.J
00
)- Ix
____ ____
MATERIAL DESCRIPTION
Stiff
ALLUVIUM
to to very stiff, damp, dark gray-brown, Sandy 2 CLAY
I
-Massive, root-voids and rootlets
- CL
- -....--
-
-Becomes more sandy, moist, brown
- 10 -TERRACE
. I
DEPOSIT -
Medium dense, moist, reddish-brown, very Clayey, -
• ,.// SC medium to coarse SAND
-
I-
- -
- 14 - -Becomes gravelly at 14 feet, with subangular
volcanic rock
TRENCH TERMINATED AT 15 FEET
REFUSAL ON ROCK
I
I.
I:.
Figure A-89, Log of Trench T 34 LCG
0 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE. OR SEEPAGE
I
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.
ROJECT NO. 06403-12-01
TRENCH T35 ZW^ >.
DEPTH 0 SOIL <C HzI. H •
IN SAMPLE
NO. Z ELEV. (MSL.) 120 DATE COMPLETED 11/5/99
U_ C)
FEET
• CD EQUIPMENT TRACKHOEJ1) 55524"w Mic 0: CL
MATERIAL DESCRIPTION
0 7 CL TOPSOIL
: Stiff, chy,dark brown, Sandy CLAY j 2 ::tZ:SANTIAGO FORMATION
- :F:l. Firm or very stiff, damp, light olive, very Silty
CLAYSTONE
-Massive, highly fractured and weathered.
6 - I
'11 CL
8 ..t.ti.
-Randomly oriented, discontinuous clay seams
10 -
12
- :t• •: - _____ - -Contact near-horizontal
14 - ::t::. . Very dense, damp, light brown, Silty, fine
SANDSTONE
TRENCH TERMINATED AT 15 FEET
Figure A-90, Log of Trench T 35 LCU
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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 TH
E
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
PROIFCT T'IO Uni',ni
Ix TRENCH T36
DEPTH
CD 0 (C -
SOIL LUI.5
FEET
SAMPLE
NO CLASS ELEV. (MSL.) 175 DATE COMPLETED 11/5/99 W ca
_J
(USCS) i—fx a°
CD EQUIPMENT TRACKHOE JD 555 24"
a_1 0
MATERIAL DESCRIPTION 0 ____
- -r --- -
- TOPSOIL
-SC Loose, damp, dark brown, Clayey, medium SAND 2 -
- - .-Clean sand near contact
SANTIAGO FORMATION. 4 -
Very stiff, firm, moist, reddish-brown to olive,
- xx ML very Clayey SILTSTONE
6 - -Very fractured and weathered, with shallow
creep-fractures and surficial slumps
., -Bedding near-horizontal
8 -Becomes Very hard, moist, light olive
-Blocky,massive
TRENCH TERMINATED AT 8 FEET
Figure A-91, Log of Trench T 36 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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 N0 0640-12-1)1
TRENCH T37 Z w^ >-
DEPTH SAMPLE SOIL It
FEET NO. c ELEV. (MSL.)140 DATE COMPLETED 11/5/99
CD EQUIPMENT TRACKHOE JD 555 24" Q.
MATERIAL DESCRIPTION
1 i1 - — COLLUVIUM -
Stiff, moist, dark gray-brown, Sandy CLAY
2 - CL -
TERRACE DEPOSIT - 1 .
Medium dense, moist, reddish-brown, very Clayey,
6 - (- // SC medium to coarse SAND -
• -Massive, blocky, with angular gravel-clasts of - volcanic rock at base
-
- -Deposition-contact; N80E, 20S - —
SM SANTIAGO FORMATION 10
- -
- -\ 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 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) 1 DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06403-12-01
TRENCH T38
DEPTH
CD
SOIL
zwo~
FEET
SAMPLE
NO. CLASS ELEV. (MSL.)125 DATE COMPLETED 11/8/99 z
C..)
EQUIPMENT TRACKHOE JD 555 24"
Q 'S
MATERIAL DESCRIPTION ____
- // COLLUVRJM/LANDSLIDE DEBRIS
Stiff, moist, dark brown, Sandy CLAY, with clasts - 2 - 7. - of sandstone, porous, with root-voids
4 CL
- 8 -Very irregular, transitional contact, becoming
very moist
- / / -Becomes soft, very moist, mottled light brown to
1 - /•, olive, very Sandy CLAY, with angular chunks of
- Santiago formation, sandstone; disturbed, mixed / 7- textures
12- -
- 14 I
- -Very irregular, wet, plastic, clay seam
- CL SANTIAGO FORMATION - Wllft ____
-
- \ Stiff, very moist, light olive, Silty CLAYSTONE
\ -Very weathered and fractured
- TRENCH TERMINATED AT 15 FEET
Figure A-93. Log of Trench T IX - --- -7 -- __- - LL
[
SAMPLE SYMBOLS 0 SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I
NUlt Ift LULj 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
Ce TRENCH T39 .-.
DEPTH
I—
SOIL
0 WX . a • I—
SAMPLEIN NO. ELEV. (MSL.) 120 DATE COMPLETED 11/8/99 FEET çus
EQUIPMENT TRACKROE JD 555 24'
MATERIAL DESCRIPTION
0
- / LANDSLIDE DEBRIS -
Stiff, damp, dark gray-brown, Sandy CLAY
2 - -Porous, with rootlets, root-voids -
CL -
.4 ..
6 - :/ -Irregular contact
- '/ -Becomes soft, wet, reddish-brown,
:X Sandy-Gravelly CLAY, with disturbed texture
8 - 7 • (brecciated)
-
= -Strong seepage
- 10 - - -Very irregular, plastic clay seam contact (caving)
- L CH
- 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
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •. 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. 0640-12-01
TRENCH T40
HI— H '-' DEPTH SOIL
IN SAMPLE
NO. CLASS ELEV. (MSL.) 155 DATE COMPLETED 11/8/99 cc cn wj FEET
to EQUIPMENT TRACKHOE JD 555 24"
o
MATERIAL DESCRIPTION 0 ____
-
-
___ ___
SC
_______________________________
TOPSOIL - — Loose,damp,dark brown,Clayey,mediumSAND
I TERRACE DEPOSIT 2
-
,• . Medium dense, damp, reddish-brown, Gravelly,
Silty coarse SAND 4 - - SM -Massive
- -i - ______ - Near-horizontaldepositionalcontact
LANDSLIDE DEBRIS 8 -
- Soft, very moist to wet, light olive-brown, Silty
-
- .i-CH CLAY
10 • - -Disturbed, with numerous clay seams, chunks of
santiago formation and isp
-1-2" remolded clay seam with slickensides; N85W,
L-CH 40S 12 - 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 0 •.. SAMPLING UNSUCCESSFUL IJ .. STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
12 -. DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE .. WATER TABLE OR SEEPAGE
I 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 41
DEPTH SAMPLE SOIL cIN C! 1i_ ' I
FEET NO. z CLASS ELEV. (MSL.) 145 DATE COMPLETED 11/8/99 n w (SC) . H
EQUIPMENT TRACKHOE JD 555 24"
.1
MATERIAL DESCRIPTION
0
- LANDSLIDE DEBRIS - I
Soft, very moist, light brown to olive, very coarse,
2 - / } ,.,,., Clayey boulder GRAVEL, with subrounded 6 to -
24" volcanic boulders
F")
I i 6 1 I
- 8 - Y -Strong seepage I - - -
\_-Veryirregular contact,inclinedsouthward
SANTIAGO FORMATION 'L-CH .
- 10 - Stiff, wet, light olive, Silty CLAYSTONE
- - -Very fractured, weathered, with clay seams
-
12-
TRENCH TERMINATED AT 12 FEET
1
I
I
I
Figure A-96, Log of Trench T 41 LCG,
D ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE Ll ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
MOTE: 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.
I
PROJECT NO. 06403-12-01
TRENCH T42 >- --
DEPTH I SOIL
FEET
SAMPLE
NO. ELEV. (MSL.) 170 DATE COMPLETED 11/8/99
CD EQUIPMENT TRACKHOE JD 555 24"
CL
MATERIAL DESCRIPTION
0
____
'-
- '1/ CL LANDSLIDE DEBRIS
Stiff, damp to humid, dark brown, Sandy CLAY -2- ./',,
- -Becomes soft to stiff, moist, light olive mottled .7 with reddish-brown, Silty CLAY, with scattered
4 - /./ angular volcanic clasts, disturbed, brecciated
- : texture
6 i•
8 - -Becomes very moist to wet
10- ./: - -Strong seepage, caving
- -Remolded clay seam, N85W, lOS, approx. 2" thick
- 12 — ______ -Becomes stiff, wet, light olive-gray, Silty CLAY \ -May be very weathered Santiago Formation (?)
TRENCH TERMINATED AT 12 FEET
Ioiii-t A...QI 1i(IIf 9r T Al - - - .7 S !J3. L L LI.*I L T LCC
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
... DISTURBED OR BAG SAMPLE 10 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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 ' H
DEPTH SAMPLE = c SOIL HCJ)_
Li.. I-4' Cl)'
W X
NO. ss ELEV. (MSL.) 200 DATE COMPLETED 11/8/99 L FEET
EQUIPMENT TRACKHOE JD 555 24" 1
MATERIAL DESCRIPTION
1 0 1 cOLLUVIUM
- Stiff, moist, dark brown, Sandy, Gravelly CLAY,
2
-
CL with angular volcanic ciasts -
- -Becomes light olive, very moist, more silty -
-Discontinuous, out-of-slope slickensided clay -
-6 - 1 seams
CL SANTIAGO FORMATION -
Very stiff to hard, moist, light olive-gray, Silty
8 - —' CLAYSTONE ____ - \ -Blocky, massive
TRENCH TERMINATED AT 8 FEET
I
I
I
I
I
1
I
Figure A-98, Log of Trench T 43 LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
MOTE: 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
- w TRENCH T44
DEPTH
U) I—
SOIL - Cz W X
SAMPLE
NO. IN
________
CLASS ELEV. (MSL.)230 DATE COMPLETED 11/8/99 _______ FEET (USCS)
U) EQUIPMENT TRACKHOE JD 555 24" CL
MATERIAL DESCRIPTION
COLLUVHM
Stiff, moist, dark red-brown, very Gravelly
- 2 - o CLAY, with angular clasts of volcanic rocks CL
6 KT-
J.
~
L- -Irregular, downslope-inclined clay seam contact
- 4NL. SANTIAGO PEAK VOLCANICS -
______
Very weathered, light reddish-brown, weak
8 - -\ VOLCANIC ROCK ____ ---- - \ -Very fractured, excavates to a clayey sand
TRENCH TERMINATED AT 8 FEET
LC
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
Figure A-99, Log of Trench T 44
WJECT NO. 06403-124
)- w CD I-
DEPTH 0 _I <C
IN SAMPLE C3 C3
FEET
= z
H 0
0
2
4
6
8
10
12
TRENCH T45
SOIL I
CLASS ELEV. (MSL.) 220 DATE COMPLETED 11/8/99 U w cnw L
(USCS) cs9 .: H
EQUIPMENT TRACKHOE SD 555 24" w 1 UI
MATERIAL DESCRIPTION
COLLUVIUM I Stiff, damp, dark brown, Sandy CLAY
CL
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
!.: SM
TRENCH TERMINATED AT 13 FEET I''
I I II II I I I I I
Figure A-100, Log of Trench T 45 LCG
0 SAMPLE SYMBOLS •. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
.1
PROJECT NO. 06403-12-01
TRENCH T46
DEPTH SOIL WX
IN
FEET
SAMPLE
NO.
0 0 CLASS (MSL.) 215 DATE COMPLETED 11/8/99 c \ (C cn LL.
wd
.
-j Ck:ELEV.
cnw
I I 'I I
EQUIPMENT TRACKHOE JD 555 24" zw_i 0z
Q_
____
MATERIAL DESCRIPTION 0 ____
- CL TOPSOIL - I Stiff,damp,dark brown,SandyCLAY
SANTIAGO FORMATION
Very stiff, moist, light olive Silty CLAYSTONE, I- 4 - very weathered, fractured, with random clay seams -
- CL -
L 6 -
TRENCH TERMINATED AT 7 FEET
I
I
F
I
I
I
I ,
Figure A-101, Log of Trench T 46
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE -. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
l 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 T47 CD I-
I DEPTH SOIL
I IN SAMPLE
NO.
0 CLASS ELEV. (MSL.) 207 FEET (USCS)
CD EQUIPMENT
I
1
-.. 5
_DATE COMPLETED 11/8/99
17ACKHOEJD55524"
- -
MATERIAL DESCRIPTION
0
- COLLUVIUM - 1
2
Stiff, moist, dark brown, Sandy CLAY
- I
/CL
- I
-
6 - CL SANTIAGO FORMATION -
Stiff to very stiff, very moist, light olive, Silty
-.' CLAYSTONE
TRENCH TERMINATED AT 7 FEET I
n
I
Figure A-102, Log of Trench T 47 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... 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.
1
PROJECT NO. 06403-12-01
DEPTH
FEET
SAMPLE
Ice EQUIPMENT
NO.CLASS
a a
TRENCH T 48CD
-
ELEV. MSL.) 175 DATE COMPLETED 11/8/99
TRACKHOE JD 555 24"
H01-
CL
>-
1.1.
W
MATERIAL DESCRIPTION 0
- IL TOPSOIL
I CL Stiff, humid, dark brown, Sandy CLAY
I- 4 - SANTIAGO PEAK VOLCANICS
Very weathered, fractured, light red-brown, weak
VOLCANIC ROCK U
ii
'H
TRENCH TERMINATED AT 5 FEET
Figure A-103, Log of Trench T 48 LCG
0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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 49
DEPTH SOIL ' 1
IN SAMPLE
NO. = Z CLASS ELEV. (MSL.) 200 DATE COMPLETED 11/8/99 FEET
OZ EQUIPMENT TRACKHOE JD 555 24" -' z
MATERIAL DESCRIPTION
0 -
- TOPSOIL
Stiff, damp, dark brown, Sandy CLAY
1 2 1 CL
SM
4 - - sro FORMATION
Dense, damp, light red-brown, Silty, coarse
- SANDSTONE -
CL '-Near-horizontal-.c2ntact 6 - Hard, damp, light olive, very Silty CLAYSTONE
- -Very fractured and weathered, with calcium -
carbonate linings
TRENCH TERMINATED AT 7.5 FEET
1
• III
Figure A-104, Log of Trench T 49 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
1
PROJECT NO. UMIYLI J11
1 TRENCH T50
DEPTH
CD
SOIL
FEET
SAMPLE
NO. CLASS ELEV. (MSL.) 175 DATE COMPLETED 11/8/99
cc i_ z
wino C19 cn w
EQUIPMENT TRACKHOE JD 555 24" rz
I MATERIAL DESCRIPTION
-- 0 ____ _7_— --
- - CL TOPSOIL -
I -
Stiff, humid to damp, dark brown, Sandy CLAY
-
-
- SANTIAGO FORMATION -
1- 4 - Hard, damp, medium to dark olive, Silty
L CLAYSTONE
- CL -Very fractured and weathered, massive -
-6- -
-8-
TRENCH TERMINATED AT 8 FEET
LCG
SAMPLE SYMBOLS
0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE v.... 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.
Figure A-105, Log of Trench T 50
PROJECT NO. 06403-12.01
TRENCH T51 ow.
DEPTH
CD
3
I-
SOIL
. HI- H'
LL.
-'
N SAMPLE
NO.
a
ELEV. (MSL.) 165 DACLASSTE COMPLETED 11/8/99
t\
Wj FEET
EQUIPMENT TRACKHOE JD 555 24" I 0 0
MATERIAL DESCRIPTION
1 0 1 COLLUVIUM . I Stiff, very moist, reddish-brown, Clayey GRAVEL I
- 2 - 7 ,
with boulders . fl
V -Massive, with mixture of rounded cobbles and - - 5' angular boulders of Jsp (18"+-)
4. 4/
70i 6 -
TRENCH TERMINATED AT 7 FEET I REFUSAL
0
II
U
Figure A-106, Log of Trench T 51 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. fldflL1n1
III TRENCH T52 Z
DEPTH
CD
SOIL
FEET
SAMPLE
NO. ELEV. (MSL.) 137 DATE COMPLETED 11/8/99
EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION ____ ____
°
- :. FILL
• ::::: Loose, humid to damp, light brown, Gravelly, fine 2 SAND with some silt
.4.
6 -Becomes loose, damp to moist light brown coarse
GRAVEL with oversize boulders > 2' diameter
• :4 -8 -
10
- -Becomes loose, moist, dark brown, Sandy, coarse
GRAVEL, with roots, porous, organic odor, may
- 12 - be reworked, alluvium
-
- 14 - -Becomes very moist to wet
-Caving from 12 feet
TRENCH TERMINATED AT 15 FEET
Figure A-107. Log of Trench T 52 - -- -- - 1 LC
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
tnt LULi ut- SUSURIAtE 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 .T53
DEPTH
CD
SOIL Z.
SAMPLE
NO CLASS ELEV. (MSL.) 145 DATE COMPLETED 11/8/99
FEET (USCS) wino
CD EQUIPMENT TRACKHOE JD 555 24"
_•- O_ 23
MATERIAL DESCRIPTION
0
-
COLLUVIUM -
Stiff, moist, dark brown, Gravelly-Sandy CLAY
-2- CL -
-SANTIAGO FORMATION
I CL Hard, moist, light olive-brown, Gravelly-Sandy
6 CYSTONE, with angular clasts of volcanic
I rocks
8
TRENCH TERMINATED AT 8 FEET
Figure A-108, Log of Trench T 53 LCG
SAMPLE SYMBOLS 0 _SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. 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.
I
I PROJECT NO. 06403-12-01
TRENCH T54
DEPTH
CD I—
SOIL w
SAMPLE
-
-
FEET NO. CLASS ELEV. (MSL.) 240 DATE COMPLETED 11/8/99 (USCS) wwo CD EQUIPMENT TRACKHOE JD 555 24" zW_j 0z
Q..'
MATERIAL DESCRIPTION
0
____ ____ --
TOPSOIL
Sc Loose, humid, dark brown, Clayey SAND, some 2 - silt
4 -
-: 'L- SANTIAGO PEAK VOLCANICS
Very weathered and altered, reddish-brown, weak
- r
'. L- VOLCANIC ROCK
6 - , . -Very fractured and hydrothermally altered, r excavates to a gravelly, clayey sand
-
It-
8
TRENCH TERMINATED AT 8 FEET
Figure A-1O9. Log of Trneh T 54 -- - --- 7 ------- -- - — - l.l_
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL UJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
I .',. n .. '.r woaumr,,6r ..UIU1ILJrl I1JWI flCICUI RrP'LLt UNLT Al lilt WtUrI6 bUI(IN(i UK lKtNLll LULAIIUN ANU Al THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T55 ,..
DEPTH 0 .
4x
w
IN,
FEET
SAMPLE
NO.CLASS
0 0 ELEV. (MSL.) 150 DATE COMPLETED 11/8/99 4x
EQUIPMENT TRACKHOE JD 555 24"
WHO H
I 0 0
MATERIAL DESCRIPTION
0
. ALLUVIUM
Stiff, damp, dark brown, very Sandy CLAY
2
-
CL .
— -Irregular nv-shape" contact - I.
'I
- SM - SANTIAGO FORMATION -
Dense, damp, light brown-tan, Silty, medium
\ SANDSTONE, massive
TRENCH TERMINATED AT 5 FEET
I
-I
I
I
I
I
I
I
I
Figure A-hO, Log of Trench T 55 LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST .. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. flM(Y-1fl1
TRENCH T 56 )
DEPTH <C SOIL
ZUj,0 UL
'
- H W X
N NO.
SAMPLE CLA . (MSL.)185 DATE COMPLETED 11/8/99 ELEV CD
<C Cfl
. I_ FEET
EQUIPMENT TRACKHOE JD 555 24"
_S1 Q_
MATERIAL DESCRIPTION HO - '-- -
- CL TOPSOIL -
Stiff, damp, dark brown, Sandy CLAY 2
-
SANTIAGO FORMATION -
4 - CL Very stiff to hard, moist, light olive, Silty
CLAYSTONE
-
- -Very weathered and fractured -
6 -
- TRENCH TERMINATED AT 6 FEET
Figure A-ill, Log of Trench T 56 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
[1
0 -
2 -
:
4
12-01
TRENCH T 57
SOIL Hz! H, I
ELEV. (MSL.) 180 DATE COMPLETED 11/8/99 Ott Cn Cn W0 U)
CD EQUIPMENT TRACKHOE I
MATERIAL DESCRIPTION
CL TOPSOIL - 1 Stiff, damp, dark brown, Sandy CLAY I -
SM SANTIAGO FORMATION S -
Dense, damp, light olive to tan, Silty, fine
I SANDSTONE,withsomeclay -
TRENCH TERMINATED AT 5 FEET
I
I
PROJECT NO.
I)- I0
DEPTH I 10
SAMPLE I a IN I Ix
FEET NO.
IH I-I
Figure A-112, Log of Trench T 57 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
I
PROhICT NO nnini
TRENCH T 58
DEPTH SOIL -
IN
FEET
SAMPLE CLASS ELEY. (MSL.) 170 DATE COMPLETED 11/8/99 L~
(USCS)
EQUIPMENT TRACKHOE JD 555 24" zwj
CD 01 0z ro a. __ C)
____ MATERIAL DESCRIPTION
• 0 - ____ ____ __________________________________________
• //
CL TOPSOIL -
Stiff, humid top, dark gray-brown, Sandy
CLAY -
SANTIAGO FORMATION •• -
4' . SM Dense, damp, light reddish-brown, Silty, coarse -
- SANDSTONE, massive
-
TRENCH TERMINATED AT 6 FEET
Fimire A-113 Log if Treueh T 5R . LC
I SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I 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.
El
ROJECT NO. 06403-
CD
DEPTH SAMPLE a IN NO FEET
-j
)1
TRENCH T59
HI— H SOIL
CLASS ELEV. (MSL.) 238 DATE COMPLETED 11/10/99
_LL
I—X
Cn
O (USCS) WHO HW 1 EQUIPMENT TRACKHOE
MATERIAL DESCRIPTION
FILL - 11 sc Loose, dry to humid, brown, Clayey, Gravelly
- SAND, with oversize aeons, trash, wood, sut
TERRACE DEPOSIT
Medium dense, reddish-brown, clayey, fine SAND
-Massive, with lenses of clay and sand, oxide and
carbonate fracture coatings, some porosity,
root-voids
Sc
-Irregular depositional contact
SANTIAGO FORMATION
Dense, damp, light orange to olive, Silty, fine
SM SANDSTONE, with some clay
TRENCH TERMINATED AT 16 FEET
Figure A-114. LoEr of Trench T 59 LCG
0 ... SAMPLING UNSUCCESSFUL 11 •.. STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06403-12-01
TRENCH T60
DEPTH SAMPLEIN
SOIL
CLASS
FEET NO. C ELEV. MSL.) 190 DATE COMPLETED 11/10/99
j Cnz
CD EQUIPMENT TRACKHOE JD 555 24"
WHO HW
MATERIAL DESCRIPTION
I I
ALLUVIUM
.•
Loose, humid, dark gray-brown, Silty, fine SAND 2
-
-
-J . -
:.1.i:l_
-Very porous, with root-voids, rootlets
II
- :- SM
-
6
:
8
10- :.
-Becomes loose to medium dense, light brown-tan,
.1•-' •I Silty, fine SAND
12 - - . -No root-void, rootlets, becomes cleaner with
- - :- depth
14- -
-16-
- -1_I _I -Becomes very moist
18 -
TRENCH TERMINATED AT 18 FEET
(CAVING)
1m1rQ A_i 1 Z T c rr U rr I. £.L.L..J, LJ%J6 UI L I V %.. LL UU LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
1'
I
1
P1flIPCT MA flfl'L1.fli
TRENCH
DEPTH 3 SOIL I SAMPLE Q = C Z CLASS ELEV. (MSL.) 230 DATE COMPLETED 11/10/99 cn wd tnZ
FEET H (USCS) wHo •
EQUIPMENT TRACKHOE JD 555 24"
0 0
MATERIAL DESCRIPTION
0 - ____ ____ ____________________________________ ____ ____ ____
- COLLUVIUM -
Sc Medium dense, humid, dark brown, Clayey, fine
SAND -
- -9/ -Porous, with roots, burrowS -
- -Irregular, out-of-slope inclined contact
- 4
- SANTIAGO FORMATION
Ixt
- -
SM
Very dense, damp, light brown to tan, Silty, fine -
SANDSTONE, Massive to faintly banded
-
-Near-horizontal bedding
TRENCH TERMINATED AT 8 FEET
1
I
I
I
I
ii
I
I
Figure A-116, Log of Trench T 61 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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-n1
TRENCH T62
Hz) H DEPTH SOIL
FT
SAMPLE
NO. ELEV. (MSL.) 120 DATE COMPLETED 11/10/99 U)d
cnu..
CD EQUIPMENT TRACKHOE JD 555 24" W103 CL r_ a
____ MATERIAL DESCRIPTION 0i
AT LUUM
Stiff, moist, dark brown, Sandy CLAY 2 - -Porous, with rootlets, root-voids, burrows
- T62-1 CL 103.7 9.3
- T62-2
8 - TERRACE DEPOSIT -
- T62-3 SC Medium dense, damp to moist, reddish-brown, 106.9 9.6
24 Clayey, medium SAND, some coarse sand
- — ______ - -Massive,withminorroot-voids
TRENCH TERMINATED AT 10 FEET
Ei'imirgi A-1111 T 1 ^f 1' 1
LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ .. STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR. SEEPAGE
I 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 -
DEPTH CC SOIL
-
0
CLA
II U. IN SAMPLE
NO.
0 0 ELEV. (MSL.) 100 DATE COMPLETED 11/10/99
FEET
CD EQUIPMENT TRACKHOE JD 555 24" c.)I
MATERIAL DESCRIPTION
0 -
7 ALLUVIUM
Stiff, humid, dark brown, Sandy CLAY to very
- 2 - ./, Clayey SAND -
-
-Porous, with rootlets and root-voids, burrows - I
1
CL-SC
-6 - -
8
10 - / Stiff, moist, light brown, very Sandy CLAY
-Massive, with scattered charcoal fragments and
root-voids 0
12 -
CL
14 -
-16 - /
- 18 - -Becomes Very stiff, very moist, light olive, very - Silty CLAY, with some fine sand
TRENCH TERMINATED AT 18.5 FEET
1
Figure A-uS, Log of Trench T 63 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06403-12-01
TRENCH T64
— HI WX DEPTH -j SOIL
FEET
SAMPLE
NO.IN CLASS ELEV. (MSL.)125 DATE COMPLETED 11/10/99
U. Cn
çJss) WHO EQUIPMENT TRACKHOEJD 555 24"
ci
MATERIAL DESCRIPTION
ALLUVIUM
Stiff, humid, dark gray-brown, Sandy CLAY 2
- /.,, -Massive, porous, with rootlets, root-voids and
burrows
CL
-
. V -Becomes moist, brown
:8 - 1•
10 - :-f: SM TERRACE DEPOSIT -
- L Medium dense, damp, light reddish-brown, Silty,
rnediumto coarse SAND, with some clay -
- CL
12 - - . Very stiff, moist, olive-brown, Sandy CLAY, -
. — - plastic, wickenidedfractures(discontinuous) - _____
- Medium dense, moist, light brown, Clayey, fine to -
14 - medium SAND - SC
-16-
TRENCH TERMINATED AT 16 FEET
Figure A-119, Log of Trench T 64 LCG
I SAMPLE SYMBOLS 0 .. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
-. DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I 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.
I
[OJECT NO. 06403-12-01
TRENCH T65
0 <r
. >.
DEPTH
I—
SOIL I—. L_ ct'
IN SAMPLE
NO. CLASS ELEV. (MSL.) 117 DATE COMPLETED 11/10/99
FEET CUSCS
01 EQUIPMENT TRACKHOE JD 555 24" wwfa MI-1
°-'
MATERIAL DESCRIPTION
0 -
COLLUVIUM
CL Stiff, humid to moist, dark gray-brown, Sandy
2 - CLAY
'I -
-
TERRACE DEPOSIT
Medium dense, moist, reddish-brown, very Clayey,
- 6
medium to coarse SAND
-Remolded clay seam, 1/2" thick, N20W, 25SW
8- 7/ SC
-Massive, with scattered pebbles and charcoal
fragments
10 -
12 -
- — -Remolded clay seam, 1/2" to 1" thick, N30W,
ML \ 15SW; possible sheared contact
14 TIAGO FORMATION
•
- \~
5AN
mp, light olive, Clayey SILTSTONE
e, blocky, low-angle beds
TRENCH TERMINATED AT 14 FEET
Figure A-120, Log of Trench T 65 LCG
AMPLE SYMBOLS 0 .. SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
Es DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 0640-12-01
TRENCH T66
0 • HI— H' DEPTH a _j 4M SOIL
FEET
SAMPLE
NO.
o
('Li1:c5-:; ELEV. (MSL.) 93 DATE COMPLETED 11/10/99
W Cno
CD EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION ____
0 11 ALLUVIUM
Stiff to very stiff, damp to moist, dark
2 - ./, gray-brown, Sandy CLAY
. .-/ -Massive, porous, with rootvoids, burrows and - scattered charcoal fragments
.4 . 7/
CL -
- / -Becomes stiff, very moist -
1-•-
-10 -
TERRACE DEPOSIT .
Medium dense, moist, light reddish-brown, Clayey,
12
-
SC medium SAND, with some silt, massive
14 CL SANTIAGO FORMATION
\ Hard, moist, light olive, very Silty CLAYSTONE
TRENCH TERMINATED AT 15 FEET
Figure A-121 Lo of Trneh T 66 - ----------- -- - -- Lk.
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ •.. STANDARD PENETRATION TEST U •.. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
PROJECT NO. 06403-12-01
TRENCH T67 >-
DEPTH SAMPLE
CD 0 :1 SOIL H0— H LLg_,
IN
FEET NO. z CLASS ELEV. (MSL.) 95 DATE COMPLETED 11/10/99 ci
EQUIPMENT TRACKHOE JD 555 24" 1
MATERIAL DESCRIPTION
COLLUVIUM
Stiff to very stiff, humid, dark gray-brown, Sandy
2 - /,' CLAY, massive, porous, with rootlets, root-voids .
- CL and burrows I
- -Irregular contact
1- TERRACE DEPOSIT
- 6 -
167-1 1.. I SM Medium dense, moist, light brown to 103.4 11.4 -
- T67-2 • reddish-brown, Silty, fine to medium SAND, some
j clay, massive - 8 -
- --------------
10 - Medium dense, moist, light reddish-brown, Clayey, -
medium SAND
• :'/'
12- SC I
• .•-/, - U
CL SANTIAGO FORMATION I
14
16 - — Very stiff, very moist, light olive to gray, Silty ______ CLAYSTONE, very weathered, with some sand
TRENCH TERMINATED AT 16 FEET
I
I
1
Figure A-122, Log of Trench T 67 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST a •.. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. 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 T68 >.
DEPTH SAMPLE
0
0 C
-
CCLASS\
O_ -.
• U..
w
FEET
IN NO. x ELEV. (MSL.) 150 DATE COMPLETED 11/10/99
CD EQUIPMENT TRACKHOE JD 555 24" ZJ )-
MATERIAL DESCRIPTION 0
- - CL TOPSOIL -
Stiff, humid, dark brown, Sandy CLAY
- SANTIAGO FORMATION. - Stiff, moist, olive-brown, Silty CLAYSTONE
-
CL -Very fractured and weathered -
-
, - -Honzondclincontact
6 - :::3: Very dense, damp, light olive to brown, Silty, fine -
- ::F:•:
SM SANDSTONE, some clay, blocky
-
TRENCH TERMINATED AT 8 FEET
1igure A-123, Log of Trench T 68 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
I
I
I
I
I
I
tOJECT NO. 06403-12-01
TRENCH T69
DEPTH SAMPLE
CD I-
SOIL HI- H'
IN Z CLASS ELEV. (MSL.) 120 DATE COMPLETED 11/11/99 cn ZLL
wj.: FEET (USCS) WHO
01 EQUIPMENT TRACKHOE JD 555 24" WWCQ W" CL
MATERIAL DESCRIPTION
0-
COLLUVTUM
Loose, damp to moist, dark brown, Silty, fine
2 - SAND
SM -Porous, rootlets and root-voids, and some clay -
- .-I- -I-
4- 1•
- -
.-Very irregular contact
6 - ::t: SANTIAGO FORMATION
::: •:F SM Dense, very moist, light reddish-brown, Silty,
coarse SANDSTONE r
8 -
\-Weathered,fractur-
------------------------------------ '
01, ML Hard, moist, light olive, Clayey SILTSTONE
- -Blocky
10 -
TRENCH TERMINATED AT 11 FEET
II
II
ii
Figure A-124, Log of Trench T 69 LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
-i
PROJECT NO. 06403-12-01
CD
ce- T70 we% I—TRENCH
DEPTH 0 SOIL <r
>.
J-4- "
IN
FEET
SAMPLE
NO. CLASS ELEV. (MSL.) 180 DATE COMPLETED 11/11/99 c <c .
u
U) Ix
CD (USCS)
EQUIPMENT TRACKHOE JD 555 24" Wwto 0:
MATERIAL DESCRIPTION
0 ____ -
Sc FILL
Loose, dry, dark brown, Clayey, Gravelly SAND
• /• cou.uvnm,i
Stiff, humid, red-brown, very Sandy CLAY .4. CL
- flI1i} 4L-CL SANTIAGO FORMATION -
______ — Hard, damp, light olive-brown, very Clayey 8 -'. SILTSTONE
TRENCH TERMINATED AT 8 FEET
— rigure A-12, Log ot Trench '1 7U LCC
SAMPLE SYMBOLS 0 •.. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. 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.
OJECT NO. 06403-12-01
TRENCH T71 >- (
DEPTH
IN NO.
SAMPLE SAMPLE =
SOIL
CLASS ELEV. (MSL.) 105 DATE COMPLETED 11/11/99 FEET (USCS)
EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
0 - CL TOPSOIL
'\ Stiff, humid, dark brown, Silty CLAY, with some
2 - sand
SANTIAGO FORMATION SANTIAGO -
CL Hard, moist, olive-gray, Silty CLAYSTONE
4 - -Massive, blocky
6
TRENCH TERMINATED AT 6 FEET
Figure A-126. Log of Trench T 71 -
0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS 99 - DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06401- 12-01
TRENCH T72
DEPTH SAMPLE a SOIL UZ - H Ce cn IN
FEET NO. CLASS
J ELEV. (MSL.)120 DATE COMPLETED 11/11/99 Wrj <r z
ZjJ EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION -0 - CL
- -. - TOPSOIL Sc \ Stiff, humid, dark gray-brown, Sandy CLAY
- 2 - / TERRACE DEPOSIT
- Medium dense, moist, reddish-brown, Clayey, fine
\ to medium SAND, with pebble gravel along SE
- ri-i CL-CH dipping contact
SANTIAGO FORMATION -
Very stiff, moist, light olive with white mottling,
6 - Silty CLAYSTONE
- -Remolded clay seam N60W, 35SW, - 1/4-1/2"
thick, with gypsum linings
8 -Very weathered and fractured, massive, with
- abundant calcium sulfate
10-
TRENCH TERMINATED AT 10 FEET
Figure A-127, Log of Trench T 72 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
NUi: tHE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORINli UK IRtN(.H LU(AUUN RNU Al Imt
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
CD
DEPTHDEPTH I to
SAMPLE I 0 IN I Ix FEET NO.
IH I-J
TRENCH T 73
SOIL
CLASS ELEV. (MSL.)110 (USCS)
EQUIPMENT
- z
HU
)-
DATE COMPLETED 11/11/99 \ &a,
U) Z w 0 z
TRACKHOE JD 555 24"
w,,o
'
LiJ
z
0 1—
MATERIAL DESCRIPTION 1,71
0 -
-
7/ cou.uvnmi -
Stiff, moist, dark brown, Sandy CLAY
2
-
-Massive with 1mm - 2mm spots of gypsum (?)
CL
4L-CL SANTIAGO FORMATION -
I:
Hard, moist, light olive, very Clayey SILTSTONE 8 - ______ - -' -Massive, fractured
TRENCH TERMINATED AT 8 FEET
I -
Figure A-128, Log of Trench T 73 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. 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.
I
PROJECT NO. 06403-12-01
TRENCH T74
DEPTH SOIL HzI- H
IN SAMPLE
NO.
0 0 CLASS ELEV. (MSL.) 85 DATE COMPLETED 11/11/99
I••••LI_ (C LL
j FEET
EQUIPMENT TRACKHOE JD 555 24"
____ MATERIAL DESCRIPTION 0
- COLLUVIUM
Stiff, moist, dark gray-brown, Sandy CLAY
-2- /- -
CL
-6- - -
-8 -
SANTIAGO FORMATION -
Medium dense, damp to moist, light brown to - 10 - olive, Clayey, medium SANDSTONE, verySC -
- -
weathered, massive -
-
12 -Becomes less weathered, dense
-14-
TRENCH TERMINATED AT 14 FEET
lilgure A-129, Log of 'french T 74 LCG
0 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 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.
I:
I
I
I
I,
1.
1
I
OJECT NO. 0 2-12-01
TRENCH T75
DEPTH
CD I-
SOIL LL
. H- I W SAMPLE
NO = Z CUSS ELEV. (MSL.) 98 DATE COMPLETED 11/11/99 cn w..: z
FEET (USCS) Lumo
z ..J )- CD JAU11'MtiN I L1tAL.NIIUL JIJ zaa hW o
MATERIAL DESCRIPTION
0
ALLUVIUM
2
Stiff, moist, dark brown, Sandy CLAY
-
/CL
6 - II
-Becomes more moist
81
- I
10 — _-Irregular transitional contact
Soft to stiff, very moist, olive-brown, Silty CLAY
-Very fractured, weathered, mixed texture, with
12 0 L-CH numerous clay seams (possible weathered Santiago)
-
-I
14
16 -
CL SANTIAGO FORMATION
Very stiff to hard, moist, light olive, Silty
CLAYSTONE
\_-Veryfractured,blocky
TRENCH TERMINATED AT 17 FEET
Figure A-130, Log of Trench T 75 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06403-12-01
CD TRENCH T76
DEPTH SAMPLE SAMPLE SOIL HI— H"
NO. CLASS ELEV. (MSL.)110 DATE COMPLETED 11/11/99 FEET (USCS) wcno q: EQUIPMENT TRACKHOE JD 555 24" LLIcO O C 1.)
MATERIAL DESCRIPTION 0 - 7. - CL TOPSOIL
- Stiff, humid, dark brown, Sandy CLAY
SANTIAGO FORMATION
Hard, moist, light olive mottled with white, Silty
CLAYSTONE, with some sand, weathered with 4 . CL 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
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
0
2
4
6
8
10
I>-I(D
DEPTH I ID
SAMPLE I a IN I Ix
FEET NO.
IH I-i
U
TRENCH T77 .- o w.
SOIL
,_
• in
WX
CLASS ELEV. (MSL.)100 DATE COMPLETED 11/11/99
(USCS)
EQUIPMENT TRACKHOE JD 555 24" 111 to M 0 Q a
MATERIAL DESCRIPTION
COLLUVIUM - I
Stiff, moist, dark gray-brown, Sandy CLAY;
massive, porous, with root-voids, burrows -
CL .11
-Becomes more sandy, moist
-
SANTIAGO FORMATION
Very stiff to hard, moist, light olive, very Clayey
SILTSTONE
TRENCH TERMINATED AT 10 FEET
I .
I I 11° 1 1 I
Figure A-132, Log of Trench T 77 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
.1
I' H
PROJECT NO. 06401-v7..ni
CD TRENCH T 78
U.i DEPTH
IN SAMPLE
0
0 0
FT NO. JC CLASS ELEV. (MSL.) 180 DATE COMPLETED 11/11/99 Z\ ZLL
EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
TT
ALLUVIUM
Loose, humid, dark brown, Silty, fine SAND
- 2
-
'. -Very porous, with rootlets, root-voids, burrows -
throughout
-
4
- :1t' -
-
8
- :•i.1•i-
SM
-
F
- -Contains trace clay, lighter brown -
10
p
12:
14 1
• 16 ____ 1a-i SM TERRACE DEPOSIT
- \ Medium dense, moist, light brown, Silty, fine
\ SAND
\_-Minor root-voids
TRENCH TERMINATED AT 16 FEET
Figure A-133. Lno nf Trernth T 7S
0 ... SAMPLING UNSUCCESSFUL 13 ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
... DISTURBED OR BAG SAMPLE ... 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.
I I
fl'111~
I'
PROJECT NO. 0-12-01
TRENCH T 79 zw,..'
DEPTH SAMPLE
0
0 0
w
LL.
FEET NO. LJLASS ELEV. (MSL.) 150 DATE COMPLETED 11/11/99
W HO a:
EQUIPMENT TRACKHOE JD 555 24" I
MATERIAL DESCRIPTION
1 0 1 ALLUVIUM . I
Stiff to very stiff, humid to damp, reddish-brown, I 2 -
very Sandy CLAY
-
-
CL -Massive, porous, with root-voids and burrows I
1
- 6 -
--------------------------------------
Medium dense, damp, brown, Silty, fine SAND - Ii
I SM . 1
-Porous, with root-voids, burrows
•
- 8 -
_______________
TERRACE DEPOSIT
-
- Medium dense, moist, reddish-brown, very Clayey
.
-2tv SAND to Sandy CLAY
- 10 -
-
-Massive, with minor porosity and slight coatings
- of calcium carbonate/sulfate
/ 12 -
SC-CL
14-
16-
- 18
TRENCH TERMINATED AT 18 FEET
I
I
I
Figure A-134.. Lo of Trejnch T 79 I rr
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. 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.
11
PROJECT NO. 06403-12-01
• TRENCH T80 -
I DEPTH SAMPLE o SOIL -
%-
H
FEET NO. N u.. CLASSx .U)
ELEV. (MSL.)158 DATE COMPLETED 11/11/99 a wj
ix
Cnz WFa
CD EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION ____ ____
0 11 1AT LUVIUM
Stiff, humid to damp, dark brown, Sandy CLAY
CL
.4. / I - -Becomes soft to stiff, moist, reddish-brown, very
6 Sandy CLAY
-Porous, with root-voids, scattered charcoal
fragments
10
12 - -
I
14
- -/ -Becomes more sandy, less porous -
16-
1-18
I:.
I,
1
TRENCH TERMINATED AT 18 FEET
Figure A-135, Log of Trench T 80
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ •.. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE 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.
I
PROJECT NO. 0640-12-01
TRENCH T81 CD so).. -.. wS DEPTH
SAMPLE o Zu_
NO. X Z CLASS ELEV. (MSL.)190 DATE COMPLETED 11/11/99 ru wj z Lo FEET H 0 (USCS) wcno •
CD EQUIPMENT TRACKHOE JD 555 24" I Cx U.1 I CL
MATERIAL DESCRIPTION
0 - ____
— Sc ____
- TOPSOIL
Loose, dry, dark brown, very Clayey SAND
2 - SANTIAGO FORMATION -
- Hard, damp, very light olive to brown, Clayey
SILTSTONE, with some sand, massive to near
-
-
o
ML horizontal beds
-6 ol 01
1
TRENCH TERMINATED AT 7 FEET
I
- I
1•1
•
f I I
a
I
I
Figure A-136, Log of Trench T 81 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
... DISTURBED OR BAG SAMPLE ... 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
> w TRENCH T 82 >- (D I- 0 -
0 SOIL
FEET NO. ELEV. (MSL.)175 DATE COMPLETED 11/11/99
CD EQUIPMENT TRACKHOE JD 555 24"
IL a
MATERIAL DESCRIPTION
0i ALLUVIUM -
Stiff, damp, dark brown, very Sandy CLAY
2 - -Very porous, with root-voids, burrows -
>. CL
-
-8- -
10- d SM TERRACE DEPOSIT -
- I Medium dense, moist, light brown, Silty, coarse
12 - - . - _____ - SAND, with some fine GRAVEL
-
- SC Medium dense, moist, reddish-brown, Clayey, fine -
to medium SAND, massive
-
14- .,-,,y -
TRENCH TERMINATED AT 15 FEET
Ligure A-L7, Log of french 1 Z LCG
SAMPLE SYMBOLS 0 .. SAMPLING UNSUCCESSFUL IJ •.. STANDARD PENETRATION TEST U .. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE . CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
ROJECT NO. 06403-12-01
I )-IWI I TRENCHT83 _ ___
I(D.I
DEPTH SAMPLE I j
II
SOIL Z. H" 2
NO. II CLASS ELEV. (MSL.) 130 DATE COMPLETED 11/12/99 cn w .
FEET (LJSCS)
---_-_------
q
EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
COLLUVIUM
Very stiff, moist, dark olive to brown, very Sandy
CLAY
-Massive, porous, with root-voids, rootlets
CL
4
6
CL
-Transitional, near-horizontal
TERRACE DEPOSIT (?)
Stiff, very moist, light olive, Silty CLAY
SM - -Yery weathered, with discontinuous clay 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
0 . -. SAMPLING UNSUCCESSFUL IJ .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE SAMPLE SYMBOLS
... 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.
I
8
10
PROJECT NO. 06403-12-01
TRENCH T84
DEPTH SOIL SAMPLE
NO. z ELEV. (MSL.) 170 DATE COMPLETED 11/12/99 FEET
CD EQUIPMENT TRACKHOE JD 555 24" O__' 1 0 0
MATERIAL DESCRIPTION 0
- COLLUVIUM
Stiff, damp to moist, dark brown, Sandy CLAY
.
CL
.4.
. SANTIAGO FORMATION -
CL Stiff, very moist, olive-brown, Silty CLAYSTONE,
6 - very weathered, fractured, with discontinuous -
• slickensided clay seams.
TRENCH TERMINATED AT 8 FEET
Fhur A-139 1nu of Trench T 94 LI.
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL 13 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE IQ ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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
DEPTH 0 <C SOIL - SAMPLE
NO.lm CLASS ELEV. (MSL.)175 DATE COMPLETED 11/15/99
FEET
EQUIPMENT TRACKHOE JD 555 24" cr w a. o.
MATERIAL DESCRIPTION
COLLUVIUM -
Stiff, moist, dark olive-brown, Sandy CLAY
-2- 77 -
-
- T85-1 CL -
-6-
- -Irregular transition inclined southeast
SANTIAGO FORMATION -
- 8 -
T85-2 SM Medium dense, moist, light brown, Silty, very fine
-
-
SANDSTONE, with trace clay, massive
- - -Becomes dense, blocky, more sandy 10 ______ ..
TRENCH TERMINATED AT 10 FEET
Figure A-140, Log of Trench T 85 LCG
SAMPLE SYMBOLS 0 .. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED_ji
DISTURBED OR BAG SAMPLE ... 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 flM(Yl1ffl
TRENCH T86
DEPTH SOIL -
FEET
SAMPLEIN NO. ELEV. (MSL.) 143 DATE COMPLETED 11/15/99 &c,, • H 0 w EQUIPMENT TRACKHOE 31) 555 24"
Q_ '-1
MATERIAL DESCRIPTION ____
- cou.uvruM -
7/ Stiff, damp, dark gray-brown, Sandy CLAY, - 2 - massive, porous, with rootlets and root-voids and
burrows
CL
-4-
- TERRACE DEPOSIT (?)
-
- 10 - T86-1 /'- Stiff, very moist, reddish-brown, very Clayey, fine - / SC-CL SAND, massive, with scattered fine gravel 104.7 20.6
- T86-2
- 12 - — -Transitional, near-horizontal contact
- - SANTIAGO FORMATION - Very stiff, very moist, olive-brown, Silty 14 T86-3 CL-CH CLAYSTONE, vey Weathered, fractured, with 101.4 23.3 discontinuous clay seams
T86-4 -Becomes olive-gray -
-16-
TRENCH TERMINATED AT 16 FEET
Figure A-141. Log of Trench T X6 —
0 .. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... 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 T87 -
MPLE
<CDEPTH 0 H01— H Lii
IN SA
NO ELEV. (MSL.) 138 DATE COMPLETED 11/15/99 FEET
Cn
HW
EQUIPMENT TRACKHOE JD 555 24" I
MATERIAL DESCRIPTION
COLLLTVIUM
Stiff, damp, dark gray-brown, Sandy CLAY
2 V.-,' CL -Massive, porous, with rootlets, root-voids and
-
burrows . 1
4 - .4_ -Becomes moist to very moist
-
SM TERRACE DEPOSIT
Medium dense, damp, light reddish-brown, Silty,
6 - .1 1.1. fine SAND, with some clay -
-
8 - Medium dense, damp, reddish-brown, Clayey, fine
- SAND to very Sandy CLAY, massive, blocky, with -
T87-1 '.) SC-CL scattered tine gravel and grit, some porosity, with 116.3 15.4
- 10
- T87-2 // scattered rootlets and root-voids
- I /
/,< -12-
-
-Scattered small fragments of charcoal
-14 -
/
-16-
yt
-
TRENCH TERMINATED AT 17 FEET
II
I
I
I
Figure A-142, Log of Trench T 87 LCG
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL IJ •.. STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
12 ... DISTURBED OR BAG SAMPLE ... 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
CD T 88 I—TRENCH -.. >. ---
DEPTH <C 0 SOIL -
FEET
SAMPLE
ELEV. (MSL.) 145 DATE COMPLETED 11115/99
_j ix LuFqo
Cn
I CD EQUIPMENT TRACKHOE JD 555 24" wwan ix r_
MATERIAL DESCRIPTION 0
- COLLUVIUM -
7/ Stiff, moist, dark gray-brown, Sandy CLAY 2 - ./ -Massive, porous, with rootlets, root-voids and - I - --
burrows -
CL
6:
10- TERRACE DEPOSIT -
- Soft to stiff, very moist to wet, light olive-brown,
CL-CH Silty CLAY, with some reddish-brown sand lenses, -
12 and discontinuous clay seams, almost plastic
CL
I 14 SANTIAGO FORMATION
ry stiff, very moist, light olive-gray, Silty I
LZ
AYSTONE
y weathered, with discontinuous clay seam
fractured
TRENCH TERMINATED AT 14 FEET
I
I
I
I.
Figure A-143, Log of Trench T 88 LCG
SAMPLE SYMBOLS 0 SAMPLING UNSUCCESSFUL NJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 50 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
I
PROJECT NO. 06403-12-01
TRENCH T89 >-
DEPTH SAMPLE a SOIL HI- H WX
'-'
FEET
a CLASS ELEV. (MSL.) 123 DATE COMPLETED 11/15/99 cn
LL
wd
a EQUIPMENT TRACKHOE JD 555 24"in
I
MATERIAL DESCRIPTION
COLLUVIUM
Stiff, damp to moist, dark gray-brown, Sandy
-2 - :X CL CLAY -.
I -
- 4
- - SANTIAGO FORMATION -
CL Stiff, very moist, light olive-brown, Sandy
6 - CLAYSTONE, very weathered, fractured
-
8 - -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 0 ... SAMPLING UNSUCCESSFUL LI ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 50 ... 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.
I
PROJECT NO. 06403-12-01
ce TRENCH T90
DEPTH SOIL
-
IN SAMPLE
NO.
o CLASS ELEV. (MSL.) 230 DATE COMPLETED 11/15/99 LL..
j z FEET (USCS)
EQUIPMENT TRACKHOE JD 555 24" W M CO
____ MATERIAL DESCRIPTION 0i
CL TOPSOIL -
Stiff, humid, dark gray-brown, Sandy CLAY
2-
- CL SANTIAGO FORMATION - Hard, damp, olive, Silty CLAYSTONE; very
4 - ' fractured and weathered p -
--Near-horizontal bedding - Contact --------------- ::t:::E SM Very dense, damp, light olive to brown, Silty,
6 - coarse SANDSTONE, with trace clay, blocky -
:
_
TRENCH TERMINATED AT 8 FEET
Figure A-145, Log of Trench T 90 LCG
0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
F
SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE 10 ... 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 T91 Zw,,%>-
DEPTH SOIL LL SAMPLE o
x
0 z CLASS ELEV. (MSL.) 130 DATE COMPLETED 11/15/99 FEET H 0 (USC)
EQUIPMENT TRACKHOE JD 555 24" ce
I
MATERIAL DESCRIPTION
• - v- COLLUVIUM
-/ Very stiff, damp to moist, dark gray-brown, Sandy
- 2 CLAY, porous, with rootlets, root-voids, burrows -
4
CL 1 11 1
6
- CL TERRACE DEPOSIT - I KAI
Very stiff to hard, moist, reddish-brown, very
Sandy CLAY, massive, blocky, with some porosity,
\ with rootlets, root-voids
TRENCH TERMINATED AT 7 FEET
I
I
I
I
1
1
I
Figure A-146, Log of Trench T 91 LCG
SAMPLE SYMBOLS 0 .. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE 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. 06403-12-01
0 T92 1—TRENCH
DEPTH
IN SAMPLE 3 SOIL
CLASS <C-\u_ H ,,ir
:_.
FEET NO. (USCS) ELEV. (MSL.)225 DATE COMPLETED 11/15/99 ,j
EQUIPMENT TRACKHOE JD 555 24" 0 O__-' C3
MATERIAL DESCRIPTION
0
- CL TOPSOIL
Stiff, humid, dark gray-brown, Sandy CLAY
2 '-
SANTIAGO FORMATION'
4 - Dense, damp, light tan, Silty, fine to medium
• SANDSTONE, massive, blocky
6
- SM -Near-horizontal bedding
8 - • :3
:
10
TRENCH TERMINATED AT 10 FEET
Figure A-147, Log of Trench T 92 LCG
0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
I
PROJECT NO. 0.0-12-01
TRENCH T93 OZ >-
DEPTH 3 SOIL - HI— H'
'IJ_
W X -
IN SAMPLE
FEET 7- o z CLASS ELEV. (MSL.)195 DATE COMPLETED 11/15/99
WHO H~-
EQUIPMENT TRACKHOE JD 555 24" Q:.-, CL 0
MATERIAL DESCRIPTION
- TOPSOIL
CL Stiff, humid top, dark brown, Sandy CLAY
-2 - -'-I -
- M I
CL SANTIAGO FORMATION
- ______ Firm to hard, damp, olive, very Silty,
CLAYSTONE
6
SM \y fractured, with calcium sulfate linings
Dense, damp, light brown to olive, Silty, medium
SANDSTONE, with some clay, massive, blocky
TRENCH TERMINATED AT 7 FEET
I I II
Figure A-148, Log of Trench T 93 LCG
AMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
Es DISTURBED OR BAG SAMPLE ... 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.
I
i ; PROJECT NO. 06403-12-01
CD T 94 I—TRENCH --
DEPTH 3 SOIL
IN
FEET NO.
SAMPLE CLASS ELEY. (MSL.) 175 DATE COMPLETED 11/15/99
Im UL \ WL~
(USCS)
EQUIPMENT TRACKIIOE JD 555 24"
MATERIAL DESCRIPTION ____ ____
0 11 ALLUVIUM
Stiff, moist, dark brown, Sandy CLAY 2
- :"i/ -Porous, with rootlets, root-voids and burrows
'CL
.4-
-
8 - :1: 1 TERRACE DEPOSIT -
Medium dense, damp, light yellow-brown to
-
-
'•
- SM orange, , Silty, fine SAND, some porosity,
root-voids
-
10 - -
- __t.1 .1 -
'12 - :J7J-
CL
- Medium dense, moist, reddish-brown, very Sandy -
CLAY, massive 14 - - ______ ______
TRENCH TERMINATED AT 14 FEET
Fhmre A-149.. Lopof Trench T Q4 - - - -- 7 ------- - - - LI..I
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I 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
>- - TRENCHT9S •z >-
DEPTH
CD 0
OW . H01- H' W\•
SA
NO.
MPLE
! SSS) ELEV. (MSL.) 193 DATE COMPLETED 11/15/99 09 FEET C
LD EQUIPMENT TRACKHOE JD 555 24" 0 Ci
MATERIAL DESCRIPTION
1 0 1 ALLUVIUM
Soft to stiff, very moist, dark brown, Sandy
2 - .,/ CLAY, massive, porous, with root-voids, rootlets
- /
.4- 7
CL
-8- ....--
- jo - -
12 -
-Very irregular, sharp contact — :L-CH SANTIAGO FORMATION - - Stiff, very moist, olive mottled with white and
14 - - brown, Sandy CLAYSTONE
~~seams
Very weathered, with slickensided, retnolded clay
throughout
TRENCH TERMINATED AT 14 FEET
Figure A-150, Log of rirench '1 95
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL IJ .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE .. 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.
-ì LCG
PROJECT NO. 06403-12-01
TRENCH T96
DEPTH SOIL H- SAMPLE
NO. = Z CLASS ELEV. (MSL.) 200 DATE COMPLETED 11/15/99 C\ Z
FEET
EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
ALLUVIUM
Soft to stiff, very moist, dark brown, very Sandy
:-.
CLAY
.4 . /
:..> CL
10
SM • SANTIAGO FORMATION ...
' '
Dense, damp, light olive-gray, very Silty, fine
12 - -' SANDSTONE, with some clay _____ -
TRENCH TERMINATED AT 12 FEET
Figure A-151, Log of Trench T 96 LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I 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.
I
I
I
I
I
PROJECT NO. 06403-12-01
TRENCHT97 Zo
DEPTH 3 SOIL
WX
U.. I SAMPLE
NO. ELEV. (MSL.) 210 DATE COMPLETED 11/15/99
FEET H (USCS) 0 •
EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION 71
CL 1 TOPSOIL
Stiff, humid, dark brown, Sandy CLAY
SANTIAGO FORMATION 2 -
- Hard, damp, olive-gray, very Silty CLAYSTONE,
massive to horizontal beds, very fractured and
- CL weathered
- -Becomes very hard, moist, less fractured and -
- 8 - - weathered ______ -
TRENCH TERMINATED AT 8 FEET
I
I
1
I
fj
1
I.
Figure A-152, Log of Tretich T 97 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE 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.
1
PROJECT NO. 06403-12-01
TRENCH T98 O) >.
LU DEPTH
CD 0 s
IN
FEET
SAMPLE
NO. 0 x Z ELEV. (MSL.) 210 DATE COMPLETED 11/15/99 Li.
CUSCS)
• EQUIPMENT TRACKHOE JD 555 24" a.
MATERIAL DESCRIPTION ____
- ____ _____________________________________ COLLUVIUM
Soft to stiff, very moist, dark brown, Sandy CLAY 2
- :/1/ -Porous, with rootlets, root-voids and burrows
/CL 7.
6 - - -Irregular transitional contact, with fragments of
\ Santiago formation
• SM - SAN11AGO FORMATION
- 8 - ::.ç Dense, damp, light brown to olive, Silty, fine
SANDSTONE, massive, blocky, with trace clay
______
-Near-horizontal bedding
10-
TRENCH TERMINATED AT 10 FEET
Fhmre A-153. Lop of Trench T 9 LL
o SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST I •.. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I
NUIC Ift LUG 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.
ROJECT NO. 06403-12-01
I - iwi TRENCH T99 CD I— I.
DEPTH IolI II I SOIL I
IN SAMPLE I NO.I
IoII I ZI Ii
I CLASS I ELEV. (MSL.) 175 FEET IHIQI (USCS) I I I -J II ICDJ I EQUIPMENT
>.
COMPLETED 11/15/99 _DATE cn I
TRACKHOE JD 555 24"
WHO >.Q.
o_ •-',
0-
2- :. CL
4-
MATERIAL DESCRIPTION
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, fine
SANDSTONE, massive to near-horizontal beds
6 1 I Ii.1 I SM
8
TRENCH TERMINATED AT 8 FEET
Figure A-154, Log of Trench T 99
SAMPLE SYMBOLS 11 ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
1
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE 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.
1
PROJECT NO. 06403-12-01
TRENCH T100
o_:
-
w DEPTH 0 c
FEET
SAMPLE
NO. CLASS ELEV. (MSL.) 175 DATE COMPLETED 11/15/99 CC\
ci
1i..
CD EQUIPMENT TRACKHOE JD 555 24" Z3J )-P
MATERIAL DESCRIPTION 0
- COLLUVIUM
Soft to stiff, moist, dark brown, Sandy CLAY 2 - 7. -Porous, with rootlets, root-voids
-4- - - CL
-6-
-8-
SC TERRACE DEPOSiT - - - -
Medium dense, moist, reddish-brown, Clayey, fine
- 10
-
to medium SAND, with some silt, grit -
CL -
-
Very stiff to hard, very moist, olive-brown, very -
- 12
TRENCH TERMINATED AT 12 FEET
tigure A-1, Log or trench 'IlLJU LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
-. DISTURBED OR BAG SAMPLE - . - CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
NUrE: 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.
I
PROJECT NO. 02-12-01
TRENCH T1O1 zwo CD I- - •
DEPTH SAMPLE SOIL I-f
IN
NO. CLASS ELEV. (MSL.) 197 DATE COMPLETED 11/15/99 ________ _______ FEET C_) (USCS)
CD EQUIPMENT TRACKHOE JD 55524
0-
MATERIAL DESCRIPTION
-
0 CL
- TOPSOEL
Stiff, humid, dark gray-brown, Sandy CLAY
2 - SANTIAGO FORMATION
- 00 ,001 Hard, damp, light olive, very Clayey SILTSTONE
-Very weathered and fractured, with some
4 -
00 IL-MH sandstone lenses
-6-
very hard, dry, light olive, cemented, \ Silty SANDSTONE \ -Concretion layer
TRENCH TERMINATED AT 7 FEET
REFUSAL
Figure A-156, Log of Trench T101 LCG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE 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.
i
PROJECT NO. 06403-12-01
CD
TRENCH T102
DEPTH SAMPLE
C SOIL .WX
I-IL. Cfl LL CLASS ELEV. (MSL.)210 DATE COMPLETED 11/15/99 cn w.z FEET
_j
(USCS) WHO
EQUIPMENT TRACKHOE JD 555 24" to zW Q 0
MATERIAL DESCRIPTION
-0 -
- --. COLLUVIUM -
- Soft to stiff, moist, dark brown, Sandy CLAY
2 -
/
-Porous, with rootlets, root-voids
CL
-
.4-
- -Becomes very stiff, less porous
____ SM
8 - - SANTIAGO 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 0 ... SAMPLING UNSUCCESSFUL El .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... CHUNK SAMPLE WATER TABLE OR SEEPAGE
I 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 T103 >-
DEPTH SAMPLE a SOIL H ,
LL. lm = CLASS
ELEV. (MSL.) 250 DATE COMPLETED 11/16/99 cn w 0 FEET H 0 M (USCS)
CD EQUIPMENT IRACKHOE SD 555 24"
MATERIAL DESCRIPTION
- - SC TOPSOIL
- Soft, damp, dark brown, very Clayey, fine SAND
,-
-
2 '103-1 :..J.:t SM SANTIAGO FORMATION
- Dense, damp, light reddish-brown to brown, Silty, -
- :fl: fine SANDSTONE, massive, blocky
:t:
•
6 Iff
-
- 8 - ______ -
- Hard, damp to moist, olive-brown, Silty -
['103-2 CL-MI, CLAYSTONE, with abundant gypsum (calcium
- 10 - sulfate) in alternating layers -
•
12
IN
-Horizontal, laminated beds -
- -
TRENCH TERMINATED AT 13 FEET
Figure A-158, Log of Trench T103
SAMPLE SYMBOLS 0 •.. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 50 ... CHUNK SAMPLE 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.
I
-1 LCG
I
PROJECT N0 nn'-v7.ni
-
CD T104 I—TRENCH
HI— H' DEPTH SAMPLE o SOIL -
FEET NO. _ ELEV. MSL.) 320 DATE COMPLETED 11/16/99 w U..
J HW
EQUIPMENT TRACKHOE JD 555 24" CL
MATERIAL DESCRIPTION 0 -
____ ____
SM
• :J4_ - ____ . cou.uvrui
- Loose, dry, light brown, Gravelly, Silty SAN-1
2
- / - CL Stiff, moist, oivandy CLAY le, S -
-4- .f
- ::3:: SANTIAGO FORMATION
SM Very dense, damp, light brown-orange, Silty, fine
- 6 - :' :4: SANDSTONE, with some clay -
- -Horizontallaminatedbedding
TRENCH TERMINATED AT 7 FEET
Figure A-159 1nu nf Trant'h Ti (U LCI
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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 REPRESENTATIVEOF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
I
PROJECT NO. 2 -12-01
w'_: CZ2 TRENCHT1OS
o4M
IN SAMPLE
NO.
0 x CLASS ELEV. (MSL.)302 DATE COMPLETED 11/16/99 \ Z 3 FEET
I
EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
COLLUVIUM -
- i• SM Loose, humid, light reddish-brown, Silty, fine
- 2 - .]
1 SAND, with some clay and pebble-gravel -
-Porous, with root-voids, burrows - I
4 - SANTIAGO FORMATION -
- SM Very dense, damp, light tan, Silty, fine - I :::: SANDSTONE - 6
____
-Horizontally bedded
.
- TRENCH TERMINATED AT .7 FEET U
1
I
Ii
I
I
I
Ii
I
Figure A-160, Log of Trench T105 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE IQ .... 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.
I
PROJECT NO. 06403-12-01
CD
Ix T106 I—TRENCH i
DEPTH SOIL -
lm
FEET
SAMPLE
NO. ELEV. (MSL.) 310 DATE COMPLETED 11/16/99 w•
EQUIPMENT TRACKHOE JD 555 24" Z.J >-, Z 0 C.) I 0..
MATERIAL DESCRIPTION 0 - ____ fl-:-- SM
- :4_ - , COLLUVIUM
CL ' Loose, dry, jighl brown, Gravelly, Si1!y SAN-
1
2 Stiff, moist, olive, Sandy CLAY -
4 -
'106-1 ::1::E: SANTIAGO FORMATION, - SM Very dense, damp, light tan, Silty, fine
- :•f'.:: SANDSTONE -
6 -
-Upper 12" moderately cemented -
TRENCH TERMINATED AT 7 FEET
Figure A-161, Log of Trench T106 LCG
SAMPLE SYMBOLS 0 .. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
I
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDFCATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06403-12-01
TRENCH T107
DEPTH SOIL ' I SAMPLE
FEET NO.
= z CLASS ELEV. (MSL.) 301 DATE COMPLETED 11/16/99
H oC ) H Dwwo . HW
EQUIPMENT TRACKHOE JD 555 24"
MATERIAL DESCRIPTION
-0-
cou.uviui - -
- Loose, humid, medium dark brown, Clayey, fine
2 SC SAND, with some silt, scattered gravel
-
•
SANTIAGO FORMATION
Very dense, damp, light tan to gray, Silty, fine
6 - SM SANDSTONE
I TRENCH TERMINATED AT 8 FEET L
Figure A-162, Log of Trench T107 LCG
AMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED)
I
Es DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE 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.
I
PROJECT NO. 06403-12-01
- TRENCHT1O8
• 0 c H01— • DEPTH SAMPLE
NO.
0 CLASS cC\ ELEV. (MSL.) 320 DATE COMPLETED 11/16/99 ZLL.
FT J
I EQUIPMENT TRACKHOE JD 555 24" ________________________ • __ ___ __ O_.,-, 0 0
MATERIAL DESCRIPTION
- - " Sc TOPSOIL -
Loose, dry, dark brown, Clayey, Gravelly SAND,
3M-GM with some siltr108-1 - 2 -
LINDAVISTA FORMATION I -
- r108-2 Very dense, damp, reddish-brown, very Gravelly,
- - medium SANDSTONE
• - . -Irregular, nearly horizontal contact —
SANTIAGO FORMATION 1 - 6 -
- - ..L• SM Dense, damp, light tan, Silty, fine SANDSTONE
-
- 8 -
I
I
I
I:
p.
I,
I
TRENCH TERMINATED AT 9 FEET
Figure A-163Log of Trench T108 LCG
0 SAMPLE SYMBOLS .. SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
TRENCH T109 o.
SOIL
I—
CLASS ELEV. (MSL.)285 DATE COMPLETED 11/16/99 i_U):i (USCS) w cno o -
CL EQUIPMENT TRACKHOE JD 555 24" s
MATERIAL DESCRIPTION
COLLUVIUM
Loose, dry to humid, medium light brown,
Gravelly, Silty, fine SAND, with clay, porous, with
SM numerous root-voids, burrows
DEPTH SAMPLE IN
FEET NO.
0
2 -
4 .
6 -
CD 0 —J 0
H -J
8 -Irregular contact inclined northwest
SM SANTIAGO FORMATION
Dense, damp, light tan to gray, Silty, fine
SANDSTONE
TRENCH TERMINATED AT 9.5 FEET
Figure A-164, Log of Trench T109
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
I
PROJECT NO. 06403-12-01
)- TRENCH T110
DEPTH
IN SAMPLE 3 SOIL
cc ELL FEET
CLASS ELEV. (MSL.)320 DATE COMPLETED 11/16/99
EQUIPMENT TRACKHOE 31) 555 24" W cc ac
MATERIAL DESCRIPTION 1-0
F M-GM TOPSOIL
- —.Loose, thy, reddish-brown, Gravelly, Silty SAND
LINDAVISTA FORMATION r 2
Very dense, damp, reddish-brown, conglomeratic
.. MGM SANDSTONE, massive, with some clay and r . cemented lenses
- - -Irregular deposition contact nearly horizontal
'3" SANTIAGO FORMATION 6 SM Dense, damp, light tan, Silty, fine SANDSTONE I- -. -Massive to horizontally bedded
—8 -
TRENCH TERMINATED AT 8 FEET
LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I 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.
I
I
I
I.
I
I
I
I I -t I I . I Figure A-165, Log of Trench T110
PROJECT NO. 06403-12-01
TRENCH Till
DEPTH SOIL HI- H' '- .j
IN SAMPLE
NO.
UhL
CLASS 4r-\ Z ELEV. (MSL.) 315 DATE COMPLETED 11/16/99 FEET
-I
CD
EQUIPMENT TRACKHOE JD 555 24" I
MATERIAL DESCRIPTION
0 - SM
• TOPSOIL
SC \_Loose, dry, light brown,Silty,GravellySAND
2
- SANTIAGO FORMATION
- , Medium dense, damp, reddish-brown, Clayey, fine r
SANDSTONE
-
4 -
---
.
-Very weathered------------------------------------
• Very dense, damp, light tan, Silty, fine -
SM SANDSTONE
6
• -3" olive CLAYSTONE layer, horizontal
I
TRENCH TERMINATED AT 8 FEET
I
'II
Ii
I
I
I
Figure A-166, Log of Trench Till LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE IQ ... CHUNK SAMPLE 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.
i
PROJECT NO. 06403-12-01
TRENCHT112
DEPTH 3 SOIL
IN
FEET
SAMPLE
ELEV. (MSL.)319 DATE COMPLETED 11/16/99
WHO H I .I CD EQUIPMENT TRACKHOE ii) 555 24" WWC0 0:
MATERIAL DESCRIPTION
- 0 ____
- -
____ ____ ___________________________________
LINDAVISTA FORMATION
OP Dense, damp, reddish-brown, very Gravelly
- 2 - SANDSTONE, with some clay, scattered, oversize
I :•• (>12" diameter) boulders -
- - -Irregular, near-horizontal contact
-: SANTIAGO FORMATION -
-
Dense, damp, light tan-brown, Silty, fine SAND I -
. SM
- 6 E.i.i.
I8
I
I
I
I
I
I'
I
I
TRENCH TERMINATED AT 8 FEET
Figure A-167, Log of Trench T112 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ -. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
I
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.
I
I
PROJECT NO. 02 -12-01
cr
TRENCH T113 • z- ,- U DEPTH SAMPLE SOIL '
FEET No. ELEV. (MSL.) 285 DATE COMPLETED 11/16/99
WHO H
CD EQUIPMENT TRACKHOE JD 555 24"Cn
OEM I
MATERIAL DESCRIPTION 0 -
____
-
____
- SM TOPSOIL -
~j
11_i. I Loose, dry, light brown, Silty, Gravelly SAND
2 - --Porous 5? -
- SANTIAGO FORMATION
Medium dense, damp, reddish-brown, very Clayey,
sc fine SANDSTONE, massive
-
6-
• ______ -
-Becomes very dense -
TRENCH TERMINATED AT 7 FEET 1
I
III
- II
II
1
I
Figure A-168, Log of Trench T113 LCG
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ .. STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BOR-ING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
I
I
I.
I
I
I.
I
I
I
I
I
I
I
I
I
I
I
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/30/99
ELEVATION
Marginal to
Non-
Rippable Rippable Non-Rippable
I I I I I I I I
['I
5
10
15
20
a,
z25 I- 0 w a
35
40
45
I
AIR TRACK
BORING AT-1 0
GEOCON
!$OORPOA?D
10 20 30 40 50 60 70 80 uu 1UU ii0
DRILL RATE (seconds per foot)
03-2-0 LA COSTA GREZIM
FIG. A-169
I
06403-12-01
I
I
I
I
I
I
I
I
I
IT
I
I
I
I,
I
I
I
VILLAGES OF LA COSTA — THE GREENS 110'
ELEVATION
335 FEET MSL
AIR TRACK
BORING AT-2
GEOCON tOOftPoIATIo
Marginal to
Non-
Rippable Rippable Non-Rippable
I I
0
.5
10 _I
15
20
I-. = 25
a.
____ ____ ____ ____INNER
LU
30
-- ---
—..-- —.--" I
.— -
35
40:
45
50 4 •
0 10 20 3b 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
O6403-12-0. I. COSTA GREENS
I
FIG. A-170
06403-12-01 VILLAGES OF LA COSTA — THE GREENS 11/29/99
ELEVATION
AIR TRACK
BORING AT-3
Marginal to
Non-
Rippable Rippable Non-Rippable
I I
I I
I I
0•
GEOCON
1aaoR,oRAyo
[!]
5
10
15
35
40
45
50
0
• I
• I
—
—=
10 20 30 40 50 60 70 80 90 100 110 .1
DRILL RATE (seconds per foot)
03-1.2-01 LA COSTA GREENS FIG.. A-17
I
I
I
I
I
I
I.
I
I
I
I
I
I
I
I,
I
I
I
I
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
4.1 i jVjf3
I I
•
S
• I I S I I .1 S :s S II S
I- - - I I • II
LA COTA GRiENS FIG. 'A-1 72
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
250 FEET MSL
AIR TRACK
BORING AT-5
GEOCON INOOPOP.A?ID
Marginal to
Non-
Rippable Rippable Non-Rippable
4
oi
.5-
10
15
20
a)
25 -..-_-.---- i ----
---
Ui
30 ------ -
35
40
45
50
I 4 I t
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
403-2-01 LP. COSTA GREENS FIG. A-173
06403-12-01 VILLAGES OF LA COSTA — THE GREENS 11/29/99
ELEVATION
350 FEET MSL
AIR TRACK
BORING AT-6
GEOCON INOOPoaAyD Marginal to
Non- -
Rippable Rippable Non-R.ippable
I I 4 I
0 =
5-. -
10
mom
---
= 15
20 -
25
- - -
w
30
35
40
.45
50 I
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
i403-12-0 1A COSTA GREENS
- FIG. A-174
06403-12-01 VILLAGES OF LA COSTA - THE GREENS
I
11/29/99
ELEVATION I
II
I, • I, I
•
•
S
I S S S S .5 5 ;S •1 SI S
I- - - . I • SI
13-12-01 LA COSTA GREENS FIG. A-175
I
I
0640342-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
240 FEET MSL
AIR TRACK
BORING AT-8
GEOCON
INCORPORATED Marginal to
Non- Rippable Rippable Non-Rippable
4 i I
=
5
-= I 10
•
_____
15
20 J-
- -- -
= 25
a. = w
30 -- - I
35, I I
40
45
50
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-176 I
06403-12-01 VILLAGES OF LA COSTA - THE GREENS
I
11/29/99
ELEVATION
230 FEET MSL
AIR TRACK
BORING AT-9
GEOCON
INCOftPOI*?2D
Marginal to
Non-
Rippable Rippable Non-Rippable
0
_
10
20
= 25
LU
30
35 I
.
40
45:
50
0 10 20 30 40 50 . 60 70 80 90 100 110
DRILL RATE (seconds per foot)
3-12-01 LA COSTA GREENS FIG. A-177
I
06403-12-01
VILLAGES OF LA COSTA
- THE GREENS 11/29/99
ELEVATION
220 FEET MSL
AIR TRACK
BORING AT-10
GEOCON
IMUOPO*?D Marginal to
Non- Rippable Rippable Non-Rippable
01
I
5
10
---,- II
-------
15
---
20
0)
9-
25
----
LU
_________
30
35
--- a - -
40
-- -
45
I -
50
0
I
10 20 30
I
40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06403-12-01 LA COSTA GREENS
FIG. A-178 1
06403-12-01 VILLAGES OF LA COSTA - THE GREENS
$
11130/99
ELEVATION
245 FEET MSL
AIR TRACK
BORING AT-Il
40.
GEOCON 11001 P0 RATIO
Marginal to
Non-
Rippable Rippable Non-Rippable
oi
I
- - I 5.—-
10
- - I
- - .-
15
20 ---- -
I
= 25 ---- -- I—
w
-. .-.-----.--
30
35
40
45
50
0 10 20 3b 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
3-12-0 LA COSTA GREENS FIG. A—i 79
06403-12-01 VILLAGES OF LA COSTA - THE GREENS 11/29/99
ELEVATION
265 FEET MSL AIR TRACK
BORING AT-12
40
GEOCON
INOONPORA?ID Marginal to
Non- Rippable Rippable Noh-Rippable
10
15
---
I - 20 ----------------
= 25
CL w
30
35
40
45
50
0 10 20 3b 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
6403-12-01 LA COSTA GREENS
FIG. A-180
30
06403-12-01 VILLAGES OF LA COSTA - THE GREENS
AIR TRACK
BORING AT-13
11/30/99
ELEVATION
0
GEOCON
INOOIPOftATZ
10
15
35
40
45
50
0
Marginal to
Non-
Rippable Rippable Non-Rippable
I I
I I
4
J V
10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
03-12-01 LA COSTA FIG. A-18
06403-12-01 VILLAGES OF LA COSTA
- THE GREENS 11'30/99
- ELEVATION
385 FEET -MSL
AIR TRACK
BORING AT-14
GEOCON
IøOAPO*A?ID Marginal to
Non- Rippable Rippable NonRippable
0
4
5 --
10 -- -
15
20
42)
- -
I 25 --- ------- -- a
w
30
35
40
45
I I
50
I
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
6403-2-01 LA COSTA GREENS
FIG. A-182
1
06403-12-01 VILLAGES OF LA COSTA — THE GREENS 11/30/99 I ELEVATION
355 FEET MSL
AIR TRACK
BORING AT-15
GEOCON IaOPOftAYD
Marginal to
Non-
Rippable Rippable Non-Rippable
4 i
- ---
5 -------
-
10
-fl--
15
- - -- -
20 ----.----.-------E—
Q)
12
J11
= 25
w ----- o --------
__-
____
30
35:
40:
I
45
50•_______
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
3-12-01 t.A COSTA GREENS FIG. A-183
06403-12-01
VILLAGES OF LA
C
O
S
T
A
- THE GREENS 11/30/99
ELEVATION
375 FEET MSL AIR TRACK
BORING AT-16
GEOCON IXOOPOftA?ID Marginal to
Non-
Rippabk Rippable Non-Rippable
4
0=
i
_
5
10 --------- ______
15
20
i 25
w --'-
30 - _____ -------
-
35
-
40 -s
i
46
50:
I -
0
I I
10 20 30
1 I
40 50 60 70 80 90 100 110 DRILL RATE (seconds per foot)
- 06403-1.2-01 LA COSTA GREENS
FIG. A-184
I
06403-12-01 VILLAGES OF LA COSTA - THE GREENS
I
11/30/99
ELEVATION I 380 FEET MSL
AIR TRACK
BORING AT-17
GEOCON
IaojI,oIAyo
Marginal to
Non-
Rippable Rippable NonRippable
I I
I I
4
0
15
20
ID
i 25 F- 0 LU a
30
35
40
45
5
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
103-12-01 LA COSTA GREENS FIG. A—i 85 -
I
-
5k
10
------H::__
-
CD
-
50
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. Des p Maximum Dry
Density (pci)
Optimum Moisture
Content (% dry wt.)
LB 1-2 Yellowish brown, Silty, fine to coarse SAND 120.4 12.0
LB 141 Grayish green, Sandy CLAY . 113.5 16.5
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, fine SAND 114.0 14.2
T 23-2 Dark grayish brown, Sandy CLAY 122.0 11.4
T 24-2 Reddish brown, Clayey, fine SAND 123.0 11.0
T 85-1 Dark olive-brown, Sandy CLAY 121.1 12.4
T 108-1 Reddish brown, Silty, fine to medium SAND 123.9 10.0
Project No. 06403-12-01 - B-i - - -. March 24, 2000
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TABLE B-Il
SUMMARY OF DIRECT SHEAR TEST RESULTS
Sample No. Dry Density
(pci)
Moisture Content
(%)
Unit Cohesion
(psi)
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-Ill
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
Sample
No.
Moisture Content Dry
Density (pci)
Expansion
Index Before Test (%) After Test (%)
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
185-1 10.0 28.9 110.1 57
T103-2 12.1 32.4 103.0 70
Project No. 06403-12-01 - B-2- March 24, 2000
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PROJECT NO. 06403-12-01
I I
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GRADATION [CURVE
VILLAGES OF LA COSTA - THE GREENS
:s u s) ij
LCG Figure B-i
GRAVEL I SAND
[COARSE I FINE OARS MEDIUM I FINE I SILT OR CLAY
• I
:: hum_IIIIIIIii--!!IllhiIIUI_11111111 I
: ilium 11111111 IIIIi, 1011111 1111111
-: uuii 11111111 iiiiuuiIlgiiuiI 11111111
T 111111_11111111_iiiiiuumiiiiiuum_11111111
: iii 11111111 oiiiiim IiiiiIuI1 11111111
; iuuii 11111111 uiiiut 11111111 IIIiIuII--
1111111 11111111 11111111 11111111 11111111
'; iiuii_11111111_11111111_11111111_11111111
SAMPLE Depth (ft) CLASSIFICATION NAT WC LL PL P1
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
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PROJECT NO. 06403-12-01
* I
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IS1$J GRANILl (e)
VILLAGES OF LA COSTA - THE GREENS
9' l :y'I 'xCALIFORNIA
LCG Figure B-2
I GRAVEL I SAND
SILT OR CLAY [ COARSE FINE OARSEj MEDIUM I FINE
NEI IIII_11111111 iimuii_oiiiii. : mu IllIllIll_11111111 ____
-:111111_111111111 oiuuiiiiiiiuu_11111111 iiiui___ iuuus_IUhIiIiIIIII_11111111 111111_1111011_IIIIIIIIit1IIII_11111111
iimuii_oouiuiouiui_11111111 imiiu•___
liii iiuuua____ umiuu____ III1I_11111111 miii_oimiui___ miii_11111111 1111111 :1111111 1111111 1111111 iiiiiii 1111111
,
SAMPLE Depth (ft) CLASSIFICATION AT WC LL PL P1
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
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PROJECT NO. 06403-12-01
I I
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GRADATION CURVE
VILLAGES OF LA COSTA - THE GREENS
a 'xCALIFORNIA
LCG Figure B-3
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I GRAVEL SAND I SILT OR CLAY ICOARSE FINE OARS MEDIUM FINE
:: I1Hi-IIIIIUIUlIUIiIIIIIIUI_11111111 111111 1111011 11111111 11111111 11111111 : iiiii_1111011_11111111 _IIIIllIl_11111111 111111_0111111 llllhlllli0llllll maiM : iiai_iiiiuia_IIIIUIIUlhUhI_11111111 iiiii 11111111 1111011_1111111 iiii_11111111_1111111_iiiiiu•_iiiuu•____ 1111111 11111111 :1111111__1111011 iiiiii 1011111 11111111 :1111111_1111011 1111111 iiiiii 1110111 iiiiiui uiiiu 11111111
SAMPLE Depth (ft) CLASSIFICATION AT WC LL PL P1
SB10-3 15.0 (SM) Yellowish-brown, Silty SAND 23.7
PROJECT NO. 06403-12-01
SAMPLE NO. SB3-3
-4
-2
cn
10
12 0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcI) 107.0 Initial Saturation (%) loo +-
Sample Saturated at (kst) 0.5
CONSOLIDATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIAALIF
LCG Figure B-4
Initial Water Content (%) 22.6
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PROJECT NO. 06403-12-01
SAMPLE NO. SB7-4
-4 I I I
1
1
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 92.4 1 Initial Saturation (%) 18.1
Initial Water Content (%) 5.4 Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-S
z 2—
I-
a H -J 0
4-
0
I- z w 0 ce w 6— a-
8-
10-
APPLIED PRESSURE (kst)
Initial Saturation (%) loo +---1
Sample Saturated at (ksf) .5
Initial Dry Density (pcf) 113.9
Initial Water Content (%) 18.2
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LCG
PROJECT NO. 06403-12-01
SAMPLE NO. SB8-3
-4
0
CONSOLIDATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
Figure B-6
PROJECT NO. 06403-12-01
O. SB10-3
F
cn z 4-
6 __ ------- ---.
12 0.1 _____ - - - - - - 1 10 100
APPLIED PRESSURE (kst)
[initial Dry Density (pcI) 106.7 Initial Saturation
Initial Water Content (%) 23.7 Sample Saturated at (kst) 0.5
CONSOLIDATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG / Figure B-i
PROJECT NO. 06403-12-01
SAMPLE NO. SB11-2
-4
-C.
cn z 4-
10
12,
APPLIED PRESSURE (kst)
Initial Dry Density (pcf) 116.5 Initial Saturation (%) 100+
at (ksf) .5 Initial Water Content (%) 17.2 Sample Saturated
CONSOLIDATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-S
i
APPENDIX C
BORING AND TRENCH LOGS
AND CONE PENETROMETER TESTS
FROM
PRELIMINARY SOIL AND GEOLOGIC INVESTIGATION FOR LA
COSTA - NORTH WEST AREA, CARLSBAD, CALIFORNIA,
PREPARED BY GEOCON INCORPORATED, DATED NOVEMBER 11
1988 (PROJECT NO. D-4230-110I)
mro
PRELIMINARY RIPPABILITY STUDY, LA COSTA NORTHWEST,
CARLSBAD, CALIFORNIA, PREPARED BY GEOCON
INCORPORATED, DATED SEPTEMBER 25, 1996 (PROJECT NO. D-
4230-12-03).
FOR
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
PROJECT NO. 06403-12-01
File No. D-4230--HO1 1 November 11, 1988
0 z BORING
CL-11 06 2z !ELEVATION 115 DATE DRILLED 10/5/SR
EQUIPMENT E-100 30" Rotary Bucket
- MATERIAL DESCRIPTION
— ALLUVIUM
- CL Soft, wet, very dark brown, Sandy CLAY
.2.
_
Soft, wet, dark reddish-brown, Sandy
: B1-2 CLAY
.6
.
CL
.8 •
B1-3
10
2.
•
14.
. ___ water table rising (caving)
.16.
:•. ;-Sp Silty Medium dense, wet, gray, slightly,
•
. I. fine to medium SAND
10 .J.v.I-..
. B1-5 12" clean sand
.V. CL no \__________________________
- . _____ .Y/.
— ____ Soft, wet, dark reddish-brown, Sandy CLAY
.22.
1
BORING TEB21 INATED AT 21.0 FEET (REFUSAL)
uJ
Z
zt a
ZU.
CC
-PUSH 112.5 16.61
12"
ULKSLE'
PUSrT .08.8 19.6
1211 .07.1 21.1
PUSH 97.3 30.1
Figure A-i, Log of Test Boring 1
SAMPLE SYMBOLS — SAMPLING UNSUCCESSFUL' —STANDARD PENETRATION TEST — DRIVE SAMPLE (UNDISTURBED)
I
— DISTURBED OR BAG SAMPLE — CHuNg 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. ITTS NOTWARRANTED TO BE REPRESENTATIVEOF SUBSURFACE CONDITIONS AT OTHER LOCAT'ONSANOTIMES.
I.'
File No. D-4230-HO1
November 11, 1988
Z 8
cc BORING 2
ELEVATION 125 DATE DRILLED 10/5/88
0•-
EQUIPMENT E-10030" Rotary _Bucket
0
MATERIAL DESCRIPTION
— ALLUVIUM
CL Soft, moist, dark brown, Sandy CLAY
-- becomes orange-yellow-brown, wet
B2-2 :
6 becomes dark reddish—brown
8
B2-3 :
-, .
- strong seepage - water table caving
---
.12. sw
. ____ — -- Loose, saturated, light brown, coarse
CL .14. sm
• .1
Soft, saturated, dark brown, Sandy CLAY
BORING TERMINATE AT 14.0 FEET (REFUSAL)
9ur U10
UA#j ? 1 I
uActo cc
12" 110.1 16.5fl
BULK AILULA
YUSH 99.0 24.01
p
p
I
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I
Figure A-2, Log of Test Boring 2 -
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL I] ....STANDARD PENETRATION TEST I — DRIVE SAMPLE UNDISTURBED)
DISTURBED OR BAG SAMPLE CHUNK SAMPt€ — WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTI4ESPECIFICBORING ORTRE
N
C
M
L
O
C
A
T
I
O
N
A
N
D
ATTHE DATE INDICATED. IT IS NOTWARRANTEDTO BE REPRESENTATIVEOF SUBSURFACE CONDITIONS
A
T
O
T
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E
R
L
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A
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November 11, 1988
o BORING
ul ELEVATION- 155 DATE DRILLED 10/5/88
EQUIPMENT E-100_30"_Rotary_Bucket
0 — MATERIAL DESCRIPTION
ALLUVIUM : : Soft, wet, dark brown, Sandy CLAY
2
B3_1
:8:
B3-2 Loose, wet, light brown-orange, very
SC-CL Clayey fine SAND
- 10. B3-3
: Soft, wet to saturated, mottled olive- -
:''.'
CL orange, Sandy-Gravelly CLAY
14-
B3-4
-
isolated 12" rock
.16-
of
DELMAR FORMATION
Hard, moist, medium olive, very Clayey
- 18m SILTSTONE, massive
B3-
20
- B3-6
22
BORING TERMINATED AT 22.0 FEET
LU 40 zu'
I-z1. <.(I U, z: z
zw
WCO cc
OZ
-PUSH .09.8 16.5
121T
PUSH
1/3" 11.0 17.2
• BULK 3AMPLEJ
13.2 17.4
5
• 18.6 15.3
BULK A2LE
Figure A-3, Log of Test Boring 3
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL Il_STANDARD PENETRATION TEST I — DRIVE SAMPLE (UNDISTURBED)
I — 0151UR8E0 OR SAG SAMPLE .._CHUNK SAMPLE — WATER TABLE OR SEEPAGE
-
NOTE-- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHESPECIFIC BORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACECONOIT,ONSATOTHER LOCATIONSAND TIMES.
I
File No. D-4230-HO1
November 11, 1988
o BORING
I
a. UA
LU ELEVATION 120 DATE DRILLED 10/5.19
EQUIPMENT E-100 30" Rotary Bucket
0 - MATERIAL DESCRIPTION
- - - ALLUVIUM
• Stiff, moist, dark grayish-brown, Sandy
2 CL CLAY
B4-1
- -
- ?.• •: - - becomes very moist -
8 :B4_2 >
B43 strong seepage (in sand) water table (caving)
10.
- ::..:
-
S w ______________________________________________
_
Loose, saturated, light brown, coarse :..
--
: SAM
:
14
: Soft, wet, dark brown, Sandy CLAY
:16
20
18
BORING TER111NATED AT 20.0 FEET (REFUSAL)
I
'-1 zu.: 37
- (J
).• z wwd U. —
1 1111 15.7
..1p
PUSH 103.1 20. 121r
ULKSWLE'.
1
PUSH
12" 105.3 21. 1.
• I
___ -1 ___
• I
• 1
I
I
Figure A-4, Log of Test Boring 4 -- I
SAMPLE SYMBOLS 0 SAMPLING UNSUCCESSFUL I]_STANOARD PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR SAG SAMPLE CHUNK SAMPLE :Lt WATER TABLE OR SEEPAGE
-
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATThE SPECIFIC BORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOTWARRANTEOTO BE REPRESENTATIVE OF SUBSURFACE CONOITIONSATOTHER LOCATIONS AND TIMES
I
File No. D-4230-H01
November 11, 1988
z U,.- BORflIG5 W. > LU' - o
CL zuj W_Uj • ELEVATION 120 DATE DRILLED_10/5/88
a.- U, if EQUIPMENT E-100 30 Rotar7 Bucket
w-O a0 . O
0 -
MATERIAL DESCRIPTION
Au.uvIuM
:./ CL Soft, moist, dark brown, Sandy CLAY 2 USH
35-1 r:..:. 12" 02.6 10.3
.4...
8 .
•B5-2.• S 1/12"L10.8 19.0
......._becomes wet
10 -
121.__.
strong seepage; water table (caving) _1/121? .05.8 21.4
B5-3 :::.: SW Loose, saturated, light brown, coarse
- 14. SAND _____
--
16 • CL Soft, wet to saturated, medium brown,
: \ Sandy CLAY
-- :•::ysw\_____________ -
- 18 Loose, saturated, light brown, coarse - -
SAND
BORING TERMINATED AT 18.0 FEET (REFUSAL)
Figure A-5, Log of Test Boring 5
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL L].....STANOARO PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE 10 -CHUNK SAMPt..E . - WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITISNOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONSATOTHER LOCAT1ONSANO TiMES.
I
3
4
3
I
I
106.7 13.E
'1
111.0 18.1
*
110.4 18.1
File No. D-4230-E01
November 11, 988
cc UA BORING 6
Z
ELEVATION 122 DATE DRILLED 10/6 /88
'I' EQUIPMENT E-100 30" Rotary Bucket
o
MATERIAL DESCRIPTION
7777"= -_ ALLUVIUM
Loose to medium dense, humid, tan, silty
- 2
.
fine SAND with some clay
• SM
- 4 . ...... Medium dense, slightly moist, tan, Silty
fine SAND with little clay, small chunks.
6-1 : .. of alluvium in sandy matrix
.6 .
-
- 8
- 10
B6-2
.12.
14.
16 B6-3
-
.
- 18 . ---. -- strong seepage (caving)
20•
- BORING TERMINATED AT 19.0 FEET
Figure A-6, Log of Test Boring 6 1
SAMPLE SYMBOLS D_.SAMPLING UNSUCCESSFUL I.LSTANOARO PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
1 19
-
- DISTURBED OR SAG SAMPLE CHUNK SAMPLE -WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATThE SPECIFIC BORING ORTRENCM LOCATION AND
AITHE DATE INDICATED ITIS P4OTWARRANTED TO BE REPRESENTATIVE OFSUBSURFACECONO4TIONSATOThER LOCATIONSANO TIMES.
I File No.D-4230-HOI
November 11, 1988
o
UA BORING 7
11 3UA ELEVATION 300 DATE DRILLED
'A
0-
W EQUIPMENT E-10030"RotaryBucket wrno 82 28
0 - MATERIAL DESCRIPTION
SM TORREY SANDSTONE
Loose, dry, tan, Silty fine SAND
2
Dense, damp, tan, Silty, fine to mediums
4 - SANDSTONE, cemented
- B7-1 :I:.I.. 10/ 112.2 6.7 6 . I 6"
• :1.1 L_cobbles
8
becomes gray, less cemented
10.
.
12. tIi1 . depositional contact: N30E75E
1L 14. Hard, moist, gray, Clayey SILTSTONE
•
16 B7-2 10/ 108.4 16.5
11"
/
- 18- Very Very dense, slightly moist, gray, Clayey --
• :;. ../ SC fine SANDSTONE
.20.
• :.i
22• becomes light blush gray and slightly
-
• cemented
- B7-3 15/ 109.3 7.1
.
28 becomes light greenish gray
.
___________________________________________________ 30
Fizure A-7. Lo of Test Boring 7 BORING CONTINUED NT PAGE
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL EL...SrANOARO PENETRATION TEST I - DRIVE SAMPLE(UNDISTURBED)
I
DISTURBED OR BAG SAMPLE - CHUNK SAMPLE - WATER TABLE OR SEEPAGE
- NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
AITHE DATE INDICATED. ITISNOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONSANO TIMES
I
File No. D-4230-EO].
November 11, 1988
cc BORING 7 (CONTINUED)
ELEVATION DATE DRILLED_10/6 /88
U' EQUIPMENT
30 : MATERIAL DESCRIPTION
. . .. _____
Dense, moist, greenish-gray, Silty fine
SANDSTONE
•
32.
:
34..
B7-4
36-
38
•__ becomes light bluish-green gray
• :i•. IL
40. -
B7-5
- 42. - . - ••l•.I•.I.•
44. - ..
:i.••. - --strongly cemented
____ ••I.•:v.i. ___ ____________________________
_
_
_
_
_
_
46. BORING TERMINATED .T 45.0 FEET
z'_ v, zu. z
9 ,:• QZ
Figure A-8, Log of Test Boring 7
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL -STANDARD PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE K -CHUNK SAMPLE - WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AITHE SPECIFIC BORING OR T
R
E
N
C
H
L
O
C
A
T
I
O
N
A
N
D
ATTNE DATE INDICATED. IT IS NOTWARRANTEOTO BE REPRESENTATIVE OF SUBSURFACECONOITIONS ATOTHE
R
L
O
C
A
T
I
O
N
S
A
N
O
TIMES.
I
File No. D-4230-HO1
I
November 11, 1988
BORING 8 Cut UJO
ELEVATION 305 DATE DRILLED 10/7/88
EQUIPMENT E-10030"RotaryBucket
0 MATERIAL DESCRIPTION
TERRACE DEPOSIT
Very dense, moist, light reddish-brown, 2 . very gravelly Silty coarse SANDSTONE, grit
- B8-1 SA.-GM pebble size gravel. - BULK .4-MPL:
4
sharp depositional contact; N50W,15SW
B8-2 1...•.• TOLREY SANDSTONE 10/
, 116.9 7.3
38-3 Very dense, moist,. light tan, Silty fine BULK S&MPLE
•
.. SANDSTONE, massive, some orange, laminated
.8 Sli thin beds
.10
1• .I:.I:
I:
•
14
•
16 38-4
:.I.i.I.
I.:,..: 15/ 124.2 5.0
-
.
10"
.18 -
-
-
20
- :i:.:::i:. -
- -
.22
- - Very hard, moist, light tan, olive, orange, :;::i•:t:
.24 S111-SC Silty very fine SANDSTONE, some clay
38-5 15 119.6 7.8
.26 - I.. t__ bedding N45W,3NE
B8-6
---
BULK 3ANPLE
-28 .. 1— bedding N10E,8W
- less clay
30
I ,
I
I
I
1
I
I
.1
I
I
I
I
I
BORING CONTI= NEXT PAGE 1 Figure A-9, Log of Test Boring 8
1
O - SAMPUNG UNSUCCESSFUL II.._STANDARO PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
- DISTURBED OR BAG SAMPLE ...CHUNK SAMPLE - WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREONAPPLIES ONLY ATTHE SPECIFIC BORING ORTRENCH LOCATIONANO
AT THE DATE INDICATED. ITIS NOTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS ANO TIMES
I
File No. D-4230-HO].
N7111h 11 10
BORING 8 (CONTnrn)
z
ELEVATION DATE DRILLED 10/7/88
U. EQUIPMENT
30 - MATERIAL DESCRIPTION
32
:
S, depositional contact with hematite
land • band in sandstone, 1/8-1/2" wide, no
• :C:t'r. shearing N70E,11S
34
- B8-7 i Very hard, moist, light olive-green,
r Clayey SILTSTONE
36 B8-8 IJ'
I
-
nearly horizontal
38 • Very dense, moist, light tan-white, Silty
:j: I: SIR fine SANDSTONE, cross-bedded and massive
•
.4° :i•.:i.
.42
.44 . :iI:.L.
46 dark brown layer 6" thick above cemented
h . ;: layer
• i:.l-. ---._
.48 . 1• cemented sandstone layer 12" thick, calcium
•
carbonate cement
.50
52 BORING TERMINATED AT 51.0 FEET
Figure A-10, Log of Test Boring 8 I
0_ SAMPLING UNSUCCESSFUL LI_STANDARD PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
I C9
SAMPLE SYMBOLS
- DISTURBED OR BAG SAMPLE IQ -CHUNK SAMPLE - WATER TABLE OR SEEPAGE
NOTE. THE LOG CF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATThE SPECIFIC BORING OR TRENCH LOCATION AND
AITHE DATE INDICATED. ITIS NOTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONSATOTHER LOCATIONS AND liMES.
10
File No. D-4230-HO1
November 11, 1988
Z ZW BORING out iS
ELEVA11ON245 DATE DRILLED 10/6/88
EQUIPMENT E-10030"RotaryBucket 28
0 _____ MATERIAL DESCRIPTION
_____
C._____ _____ - _____
Sc TOPSOIL
Loose, damp, dark brown, Silty-Clayey
- 2 - :/: fine SAND
•
- 4
__
:.I.L1.:
__ ______________________
TORREY SANDSTONE
__ __
- Dense, moist, light brown-orange, Silty
39-1 fine SANDSTONE, some clay, fracturing
4 114.6 15.1
-6 !..: SM mostly massive
- 39-2 SULK ALE
- 8
nearly horizontal bedding
- 10 -
-
- 1 -
- 14 -
• - 16 - 39_.3 ::: 7 110.9 17.0
- 18 -
:1 I...
I:.
- 20 - -
22 - - seepage, slow, spotty
- - seepage, slow
- 24
sharp depositional bedding/contact - - 39-4 i[horizontal 8 110.5 17.6
26 - - ' DELMAR FORMATION
- 28 - .:i:.I..(... Hard, wet, medium to light olive, Clayey
SILTSTONE, massive, little fracturing _____ - - 11
I
30 __ - _____-
I Figure A-li, Log of Test Boring 9 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS 0-SAMPLING UNSUCCESSFUL [_STANDARD PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ....C)4UNK SAMPLE — WATER TABLE OR SEEPAGE
NOTE. THE LOG OFSUBSURFACE CONDITIONS SHOWN HEREON APPUESONLY ATThE SPECIFIC BORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOTWARRANTEDTO BE REPRESENTATIVE OF SUBSLJRFACECONOmONSATOThER LOCATIONS AND 11MES.
I
I
I
File No. D-4230-HO1
November 11, 1988
o Z . BORING 9 (CONTINUED)
0
LU ELEVATION DATE DRILLED 1fl4/P
g g-
EGU I PMENT
30 =
MATERIAL DESCRIPTION
_____
B9-5 Hard, moist, dark gray-olive, Silty
B9-6 CLAYSTONE to very Clayey SILTSTONE,
32 - .N CL-ML contains lignitic material
. ,J,I
34 1 I
36
BORING TERMINATED AT 35.0 FEET
1-2 < 14 zl z
p-Ifl ujO ig
Q0..
_tu 141-. OZ
8 rr 0.
10 115.0 15.1 -'
BULK {Al2LEJ
Figure A-12, Log of Test Boring 9
0_ SAMPLING UNSUCCESSFUl. III—STANDARD PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ...CHUNK SAMPLE !.....WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTI4E SPECIFIC BORING OR TRENCH LOCAT1ONANO
ATTHE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES
N. Figure A-13, Log of Test 10
I
I
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL EI......STANOARO PENETRATION TEST I DRIVE SAMPLE (UNDISTURBED)
— DISTURBED OR BAG SAMPLE 10 -CHUNK SAMPLE Z6 - WATER TABLE OR SEEPAGE
NOTE:- THE LOG OFSUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITlSNOTwARRANTED TO BE REPRESENTATIVE OFSUBSIJRFACECONOITIONSATOThER LOCATIONSANO11MES.
BORING CONTINUED NEXT PAGE
Pile No. D-4230-HOL
November 11, 1988
In
cc Uj BORING 10
ZUj
th 2 ELEVATION 150 DATE DRILLED _66 10/6 /88 LUQ
U, EQUIPMENT 1-1flfl_ In" _Priry_tt-1rt
o z -
OTS
)- cc 0
0 - MATERIAL DESCRIPTION
- UNDOCUMENTED FILL • Loose to medium, damp, medium—dark brown,
2 .../.. SM-SC mottled Silty, Clayey fine SAND vi :i:•
.4 : :1•j:
-
B10-1 .3 122.0 8.3
• 310-2 BULK SAMPLE
8 . - ..•.
• Soft, wet, dark-medium olive-brown, mottled
:10: CL Sandy CLAY
-
- - :
IrrEular, but sharp fill/formation contact
s in SE direction no debris or strong
14 -
DELMAR FORMATION 7 .27.6 8.8 16 • BI0-3 Ir:t.
:•.-.kj:. Dense, moist, light tan-olive, medium to
- M-SW coarse, Silty SANDSTONE -
- 18 -
Irregular, but sharp deposition-contacts,
nearly horizontal
20
- I Hard, moist, medium olive-green, Silty
22 /1 I CL CLAYSTONE, massive, blocky
24
B10-4 calcium carbonate cemented layer _6-8" 14 L_22.1 12.6
- 26 BLO-5 i becomes medium, light olive, more fractured . BULK LE
• ---. (/ random slickensided surfaces
.28.
-- /
I slight seepage
30 Al
File No. D-4230-HO1
November 11, 1988
BORING 10 (CONTINUED)
ELEVATION DATE DRILLED_______________
EQUIPMENT
30 - MATERIAL DESCRIPTION
:32:
BORING TERMINATED AT. 35.0 FEET
o
Figure A-14, Log of Test Boring 10
I
,SAMPLE SYMBOLS 13 SAMPLING UNSUCCESSFUl. . I].....STANOARO PENETRATION TEST I - DRIVE 3AMPU(UNOI5TUR6E0 - I
Z - DISTURBED OR-BAG SAMPLE ....CHUNK SAMPLE . WATER TABLE OR SEEPAGE
NOTE- THE LOG OFSUBSURFACE CONDITIONS SHOWN HEREONAPPUES ONLYATTHE SPECIFICBORING ORTRENCH LOCATIONAND
ATTHE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVEOF SUBSIJRFACECONDITIONSATOThER LOCATIONSANO TIMES
I
I File No. D-4230-HO1
November 11, 1988
o BORING 11
0 ELEVATION 300 DATE DRILLED_____________
EQUIPMENT E-lflO lfl" Rofry ti-ki-
Q ______ ______ _____
MATERIAL DESCRIPTION
' 0 TOPSOIL
CL Soft, moist, dark brown, Gravelly CLAY
.2. r00
fi .4-
DELMAR FORMATION • I I
Soft, moist, light olive mottled white,
.6 Silty CLAYSTONE, highly fractured,
/1 I CL-CH weathered
.8
-10
11-2
11-3
/ ---• gypsum seam in bedding N50E,22NW, potential I shear filling
-12- I/I
becomes firmer, with yellow-greenbanding
4 mottling
-14 -
bedding-plane shear N5SE,15NW, ½" remolded
slickensided orange/olive clay with
- 16 - /1 I gypsum, throughgoing
-18 311-4
-20 - r becomes harder, blocky
i I sharp depositional contact,-but with thin
[22
T
1/16" orange remolded clay seam, N50W,6°SW
L 24 .
L
_______ I . Moist to wet, light olive-tan, slightly
17 ( Silty coarse SANDSTONE
26
::'. . r— strong seepage
28 I becomes clean sand
I-
BI1-5
-• ..I::V ! r— rocks --
L30
93t - U1 -z <.c
I U3 zu
LU
cc
iu,,O 02
PUSH
.Ott 104.920.1
1/4"
PUSH
6" 96.5 26.5
-2/611
- WIK IPL
: 3 106.8 20.8
9 123.6 11.6
Figure A-15, Log ot Test Boring 11 BORING CONTINUED NEXT SAGE
SAMPLE SYMBOLS SAM-LING UNSUCCESSFUL EI.....STANOARO PENETRATION TEST I — DRIVE SAMPLE (U40ISTUR8EO)] DISTURBED OR BAG SAMPLE CHUNK SAMPLE .. - WATER TABLE OR SEEPAGE
U NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOT WARRANTED TO BE REPRESENTATIVE OFSUBSURFACECONOITIONSATOTHER LOCATIONS AND TIMEE.
File No. D-4230-E01
November 11, 1988
• z
cc
U7 BORING 11 (CONTINUED)
CL 2 ELEVATIO4 DATE DRILLED_10/10/88
2.
EQUIPMENT
30 - MATERIAL DESCRIPTION
contact not visible because of water
. 32 -
SANTIAGO PEAK VOLCANICS
- Very dense, moist,. dark brown, gray, green
- . porphyritic VOLCANIC ROCK, slight to
moderate fracturing
• BORING TEBI4INATED Al 31.5 FEET (REFUSAL)
v, ZU Z
.LAUAI2 ,•L 5z i3
Figure A-16, Log of Test Boring 11 1
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL. Il_STANOARO PENETRATION TEST I DRIVE SAMPLE UNDISTUR8ED)
DISTURBED OR BAG SAMPLE 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. iris NOTWARRANTEOTO BE REPRESENTATIVE OF SUBSURFACE CONOITIONSATOTI4ERLOCATIONSAND TIMES
I File No. D-4230--HO1
November 11, 1988
cc BORING 12
ELEVATION DATE 215 DATE DRILLED_lQ/7/RS 3-1 LA
EQUIPMENT E-10030"Rotary Bucket
0 MATERIAL DESCRIPTION
TORREY SANDSTONE
six
Dense, moist, tart, Silty fine SANDSTONE
2 . .'j.
4 r nearly horizontal depositional contact
6 B12-1 [T - DELMAR. FORMATION 3 107.0 20.3
B12-2 Hard, moist, olive-orange, mottled, 3ULK SAMPLE
. N IL-CL . Clayey SILTSTONE
10 8 L._ bedding horizontal
- 10. Dense, moist, light olive-tan, Silty .I.l.) -
- - - -_I-. fine to medium SANDSTONE, interbedded
- 12 312-3 .VI1 SM thin siltstone beds . 116.0 8.0
14.
-
- 16
.!:_I.. -
- .
- 18.
-
-
- 20. B12-4 -5/ 111.6 9.3
- - ::i:-i; :: --- cemented zone
- 22.
I CL Very hard, moist, olive mottled with
yellow-orange, Silty CLAYSTONE
.24. ,r 11
. __ II.)/_•__•_
26. cemented zones
-
- olive
_becomesbrown
BORING TERMINATED AT 25.0 FEET
Figure A-17, Log of Test Boring 12
SAMPLE SYMBOLS 13-SAMPLING UNSUCCESSFUL I]....,STANOARO PENETRATION TEST I DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE £_CHUNK SAMPLE - - WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
AT THE DATE INDICATED. IT IS NOTWARRANTEOTO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES
I
I
File No. D-4230-HOI.
TI TTflr
cc
a... 40 BORING 13
tu ELEVATION 325 DATE DRILLED 10/10/88
EQUIPMENT E-100 30" Rotary Bucket
0 — MATERIAL DESCRIPTION
TORREY SANDSTONE
- :I , SM-ML Dense, moist, light tan, Silty very fine
2 - : :." SANDSTONE, to Sandy SILTSTONE; laminated
- ..i•
to massive with orange banding
4.
- 1L_bedding N45W,7SW
6 113-1 •
• :i•:
8 . r— contact sharp, N45W,15°SW
J 10 Hard, moist, light olive-tan, Clayey
- 01~ ML SILTSTONE
.12. _4. __
Dense, moist, light tan, Silty very fine
• :L .••i SANDSTONE to Sandy SILTSTONE, laminated
14. to massive
16. 113-2 SM-MI,
- • 113-3
- 18-
20-
- 22-
- 24-
-B13-4
26.
- 28.
—greenish-gray zone
30
I
ZLU of) p.
-z <(u UI ,Z ZZ
LU ZCn ca. OZ
-
p
p
: 8 115.9 7.0
'p
1
J
11 113.7 16.0
BULK EAMIPL
p
: 1121 10.5!
1
Figure A-18, Log of Test Boring 13 1 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL LI.._.STANOARD PENETRATION TEST I — DRIVE SAMPLE (UNDISTURBED)
— DISTURBED OR BAG SAMPLE IQ—CHUNK SAMPLE — WATER TABLE OR SEEPAGE
NOT! THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND
TTHE DATE INDICATED IT IS NOTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES
BORING 13 (CONTINTJ)
0 -
ELEVATION DATE DRILLED_____________
0
C, EQUIPMENT
- MATERIAL DESCRIPTION .30.
32.
•
• --slight seepage
34 -
T:
.
36
—slight seepage
-38
• Y.1;. :;: —bedding horizontal --
.40-
-
-
-'42 -
-
:44 seepage -----strong
B13-5 sharp deposition contact, nearly horizontal
-46- / l\r - .
DELMAR FORMATION
48 -
I Hard, moist, dark olive to brown, very
- - Clayey SILTSTONE, calcium carbonate
cemented lenses
50
- B13-6 - -
- B13-7 dark brown cemented fossil zone approx.
811 thick
- - . '.:.•
54 IL-CL
_..
horizontal beds
Very hard, dark greenish-gray to gray,
- 56 Clayey to Sandy SILTSTONE; scattered coal -
- - fragments, carbonaceous
-
BORING TERMINATED AT 56.0 FEET
zuJ OQ_ -u) ZZ
tuO 1'
.z
,.°• äz
106.1 19.8
30/ L38.6 6.8 7,'
BULK AMPLE
File No. D-4230-HO1
November 11, 1988
Figure A-19, Log of Test Boring 13
- SAMPLING UNSUCCESSFUL E....STANOARO PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
- DISTURBED OR BAG SAMPLE -CHUNK . - 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 OF SUBSURFACE CONDITIONS ATOTHERLOCATIONSAND TIMES,
I
File No. D-4230-HO].
November 11, 1988
o Uh cc
- BORING 14
z us ELEVATION 245 DATE DRILLED
EQUIPMENT E-100 30"Rotary Bucket
0 - MATERIAL DESCRIPTION
DELMAR FORMATION
- Dense, moist, light tan, Silty medium to
2 ::I.-I. Sm coarse SANDSTONE, massive friable
4
-
l-..I:
: 6 314-1
•
_ .i
:.,:l:i:-:
8
• _______ -- roots
- 10.
...'....I...'..
-
12.
• Hard, moist, light-medium olive-green,
14 very Sandy CLAYSTONE, fractured with
CL - random slickensides surface
16B14-2
• B14-3 -- fractured on north side of hole, no
: 18.
continuous plane
:20:
: 22 ---
- becomes light gray and less fractured
24.
B14-4 - becomes dark gray
-- 26
.28.
- 30
6
7
8
Figure A-20, Log of Test Boring 14 BORING CONTINUED
SAMPLE SYMBOLS 0 SAMPLING UNSUCCESSFUL STANOARO PENETRATION TEST I — DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE CHUNK SAMPLE . — WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING
O
R
T
R
E
N
C
H
L
O
C
A
T
I
O
N
A
N
D
AITHE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTAT1VEOF SUBSURFACE CONDITIONSATOTHER
L
O
C
A
T
I
O
N
S
A
N
D
TIMES
I
I File No. D-4230-HO].
November 11, 1988
cc
BORING 14 (CONTINUED) .. tu Al
ZW ELEVATION DATE DRILLED______________
I
EQUIPMENT
CL
Q 10 U
30 - MATERIAL DESCRIPTION : - CL
32 becomes more sandy
•
Very hard, moist, medium olive-green, I,/
34. j4 I CL-CU Silty CLAYSTONE B14-5
I 1 13 11.9.5 13.6
36 X
- sandstone lenses with seepage
38 - All5°
undulating contact, dipping approximately
__
at slope
•
I 40
______________________
Very dense, moist, orange-tan, Silty fine
.L.LI.. to medium SANDSTONE, fining upwards L SM sequence
L 42
L44 __ becomes medium-grained, has "cannonball"
B14-6 concretion on N side of hole 21/ 128.7 9.8
46 B14-7 becomes coarse to very coarse 10"
S .NPLE
• :I:j::I . rip-up clasts
L 48. contact irregular, channeled
-
I I I
.1 Hard, moist, gray-blue, very Sandy
1••
- :l.1il!
SILTSTONE
52,,-
Ijl Very dense, slightly moist, orange tan,
I
'II Silty fine to coarse SANDSTONE
54
I SMML r— scour surface approximately N25E20NW, r B14-8 .. slight seepage - 15/ 26.7 10.6
J. 56, II .7"
- . 1/ Stiff, - - very moist, gray-blue with iron
L58 - :.• SM I staining, Sandy SILTSTONE, fractured near i - r I.. .•). i top, no through going remolded zone
601
_______ _ 114; - ML
I S A-21., Log of Test Boring 14 BORING CONTINUED NEXT PAGE
- SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL IJ.....STANDARO PENETRATION TEST I DRIVE SAMPLE (UNDISTURBED) I I - DISTURBED OR BAG SAMPLE 10- CHUNK SAMPLE - WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACECONCITIONS ATOTHER LOCATIONSAND TIMES
cc BORING 14 (CONTINua)
UA ELEVATION DATE DRILLED 10/12/88
EQUIPMENT
60 - MATERIAL DESCRIPTION
-
T14-1
Hard, moist, olive green, Silty CLAYSTONE
- 62.CL with shiny parting surfaces
-64.
- Hard, moist, gray blue, very clayey
- 66.
of
/ NI SILTSTONE with trace fine sand, fissile
68.
,
:°:
- .
BORING TEB1INATED AT 70.0 FEET
WI
,.. z
cc
15.0 16.7
131K 1AMPLE
14
File No. D-4230--HO1
November 11, 1988
FigureA-22, Log of Test Boring 14
0 _ SAMPLING UNSUCCESSFUL IJ.....STANOARD PENETRATION TEST I.... DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS
- DISTURBED OR BAG SAMPLE CHUNK SAM - WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFICBORING ORTRENCH LOCATION AND
AITHE DATE INDICATED. ITISNOTWARRANTED TO BE REPRESENTATIVE OFSUBSURFACECONDrflONSATOTHER LOCA11ONSAMO TIMES.
File No. D-4230-HO1
November 11, 1988
I
cc
z Kta
BORING 15
CL Z ELEVATION 305 DATE DRILLED_10/12/88 3C
Q
U
MS
41 EQUIPMENT 3011 Rotary Bucket 0
0. • = _____ MATERIAL DESCRIPTION
CL TOPSOIL
2' - Hard, slightly moist, brown, Sandy CLAY
. :,/.. with SILT fractures
.4. DELMAR FORMATION • A I Hard, moist, light olive, Silty CLAYSTONE -
- 6 I CL-ML to very Clayey SILTSTONE
-
B15-1 3/12" 07.9 18.3
8 '( I ____- --Bedding nearly horizontal
: I :
- I / _Bedding N601-7, 5SW -
- ;2-
14-
16- Hard, moist, light orange/olive-mottled, - MIL
B15-2 / Clayey SILTSTONE; some very fine SAND 3/12" 108.4 19.5
B15-3 BULK AMPLE
- 18 Bedding nearly horizontal
Hard, moist, olive-mottled, Silty CLAYSTONE; CL 20 yellow-white gypsum stringers; slight to
moderate
All
fracturing
22'
-
Few steep hematite-filled fractures;
---N4OE, 85SE (joints)
24'
H~l i— Cemented zone (calcium carbonate cement
At. I about 12" fossil shells) -
26' / 315-4 > Remolded CLAY seam 1/8-1/4" thick; N60E 2/0" (No s mple)
f20S
28- -B15-5 11 SM- Dense, moist, light olive-tan Silty 3 L18.2 13.8 J/I SC fine to medium SANDSTONE; some CLAY
30'
I V
Figure A-23, Log of Test Boring 15 (Boring 15 Continued next page)
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL I] .....STANOARO PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE - - CHUNK SAMPLE - WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES
I
uJ,
I
I
106.6 20.!
BULK AL:
I
I
-I
92.0 29.1
BULK NPL
I-
I
I
-5
4
File No. D-4230-HO1
November 11, 1988
, BORING 15 (Continued)
UA
Ma
ELEVATION DATE DRILLED _10/12/88
EQUIPMENT 30" Rotary Bucket
32 - MATERIAL DESCRIPTION
-
-
Hard, moist, olive-brown mottled Silty, Sandy I::/ CL-
..34 - CLAYSTONE
-
- Remolded CLAY seam 1/8-1/4" thick;
.36 - I.*. - -- 3°SW; throughgoing gypsum 111 CL
38
.
Hard, moist, medium-olive, silty CLAYSTONE;
abundant gypsum seams; random fracturing
• 'U5-6
-40.
-
15-7 Retnoded CLAY seam 1/8-3/4" thick; N10W,
I 5°SW, throughgoing, with large crystals
.42 I Z of gypsum within gouge
-' Dense, moist, light orange-tan, medium SW
.44 - ::.:-:.:- SANDSTONE
Contact nearly horizontal; sharp
I 1/ CL- kL depositional
-46- /11 CH
Hard, moist,-dark olive-brown mottled with
/ yellow, Silty CLAYSTONE; gypsum seams, random
- 48
- 315-8 r fracturing; fossiliferous and carbonaceous
- •315-9
-50 -
- I Becomes very dark olive/black and
carbonaceous, seepages of slight to moderate
52 - flow
flRemolded CLAY seams 1/4-1/2"; N20W,5°SW
- 54 - I r at contact
- SM - -
-56
-
- Very dense, dark gray, cemented, fine Silty
- 58 - :jII.: SANDSTONE; fossiliferous
- 60 - L_Cemented zone; CaCO3+
I -
BORING TERMINATED AT 59 FEET (REFUSAL)
Figure A-24, Log of Test Boring 15
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL EI_ STANDARD PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE 10 -CHUNK SAMPLE - WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATThE SPECIFIC BORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. ITIS NOT WARRANTED TO BE REPRESENTATJVEOFSUBSURFACECONDITIONSATOThER LOCATIONSAND T1MES
I File No. D-4230-HO1
November 11, 1988
r Z
cc BORING 16
-gut UJ*
- 300 ELEVATION DAT=tn E DRILLED 10/13 /88 j_z
EQUIPMENT E-100, 30" Rotary Bucket
MATERIAL DESCRIPTION - ______ _____ - _____
• -.- :-.
-
CL hard, humid, brown, Sandy CLAY, highly
2 fractured
• ,jcf > becomes very stiff and slightly moist
4 I. SM
ELMAR. FORMATION • :F.I:I.:.
II Very dense, humid, light gray-blue, very Silty
- 6 . fine SANDSTONE; iron-stained, carbonate,
•
-: ::f--L::
weathering at top
IL._ shells
8 bedding N20W1OS
• r1:1 >
:r:i':• - strongly iron-stained
10 316-1 :I:1: PUSH
-ML - hard, slightly moist, light grey-blue, " 93.4 29.5
F. . Clayey SILSTONE, iron-stained, fissile,
12 . hematite filled joint N4SE82E
• 1, I
14 "— layer of stiff, moist, orange Sandy SILTY,
friable, fossiliterous; N20W10S
- bottom contact
16 - ,— iron-stained, Sandy with fossils
/
• . - ,. - -- / stiff, moist, orange-brown, Clayey SILT,
L- - 18 fossiliterous,
,fl cemented lenses
20 B16-2 '-- iron-stained, fossiliterous, rip-up clast 10 18.0 14.0 - - :11
Sm of grey-blue SILSTONE
22 f.:I: — scour contact
• 2 :.t very dense, humid, light tan, very Silty
24 .)' I fine SANDSTONE, iron-stained in places
• :•. i-j-.-i--• ti— iron-stained
26 L_ thinly bedded, dipping approximately 1O°S
- 28 .-I:: .J -- 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 13—SAMPLING UNSUCCESSFUL E......STANDARD PENETRATION TEST I — DRIVE SAMPLE UNOISTURBEO
— DISTURBED OR BAG SAMPLE 10 —CHUNK SAMPLE WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATTONANO
ATTHE DATE INDICATED. ITIS NOTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCAflONSAND fiMEE.
File No. D-4230-HO1
11 1000
BORING 16 (Continued)
(5
2
< {fl. Cal
21 ELEVATION DATE DRILLED_____________
0. EQUIPMENT
— MATERIAL DESCRIPTION
.-
- .scoured contact, generally horizontal
.30 -
TB16-4 1 -32
CL
—ard, slight moist to moist, light blue grey
Sandy SILSTONE
34 I
- - It very stiff, moist, reddish-brown, Silty
-36
71
I CLAYSTONE
B16-5 ~Al many non-continuous remolded planes with
-38 gypsum, general orientation N5W7S
B16-6 .:I.).. -
I'— continuous medium stiff, very moist, grey
.40 remolded CLAY N30W5S —
- L_ becomes-:organic rich, gypsum and
sulfur-rich
- i very dense, very moist, grey Silty fine to
-
I medium SAIDSTONE, slight seepage
- .
L. very strong cemented
- BORING TERMINATED AT 40 FEET (REFUSAL)
Zs <.cI E
#) Z ZZ
w9ZW O• wwa Z20
r
15 117.8 15.1!
BULK ALI
1-
P
Figure A-26, Log of Test Boring 16
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL .[—STANDARD PENETRATION TEST I — DRIVE SAMPLE (UNDISTURBED) —
— DISTURBED OR BAG SAMPLE CHUNK SAMPLE WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLVATThE SPECIFIC BORING ORTRENCH LOCATION AND
AImS DATE INDICATED. IT IS NOTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOThER LOCATIONS AND TIMES
:1
'. File No. D-4230-HO].
November 11. 1988
0 BORING 17
•
• ELEVATION 260 DATE DRILLED 10/13/88
EQUIPMENT E-100,30__ Rotary Bucket
- MATERIAL DESCRIPTION
CL TOPSOIL
Soft,, dry, dark brown Sandy CLAY
2-
DELMAR FORMATION
- CL Hard, moist, light olive-brown mottled
:. Sandy-Silty CLAYSTONE; abundant gypsum
117-1 111.2 17.1 6 .
I 8 . - _____ contact bedding N1OE1ON7
sM_
Sc Dense, moist, light tan-olive Silty-Clayey
1 10 :.i coarse SANDSTONE
•
12
I., . . CL . Hard, moist, light olive Sandy CLAYSTONE;
highly fractured, multiple oriented
I
14 - ./':. slickensided surfaces
16 -
S.
I - SIC- Dense, moist, light tan-orange Silty fine
18 SM to medium SANDSTONE • 9 124.5 11.9
I
20 SM Dense, moist, light tan-orange Silty fine
to medium SANDSTONE I -
22 . I H
•
• - 24
.:.: f:.I:.:
1 26
- 28 :I..j.. _-' bedding N4014, 9°NE
Figure A-27, Log of Test Boring 17 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL Il_STANDARD PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE CHUNK SAMPLE . - WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATTNESPECIFIC BORING ORTRENCH LOCATION AND
AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPS ESE NTATIVEOFSUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
File No. D-4230-HO1
November 11, 1988
BORING 17 (CoNTINu)
CL z ELEVATION DATE DRILLED_____________
o
EQUIPMENT
30 - MATERIAL DESCRIPTION
- i::i.:i becomes moist to wet --
32 SM
I.,... N.
34 • .:t:I:l.. strong seepage
-
- irregular contact; remolded CLAY seam,
CL
36 . E-W, 8°N; throughgoing
• .:.': Hard,, moist-wet, medium to dark-olive, -
38 I Sandy CLAYSTONE
- 40 B17-4 remolded CLAY seam 1/8-1/4" thick, N45E,
12°SE
BORING TERMINATED AT 42 FEET
BULK
Figure A-28, Log of Test Boring 17 1
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL IISTANOARD PENETRATION TEST I -DRIVE SAMPLE (UNOISTURBED)
- DISTURBED OR BAG SAMPLE IQ ......CHUNK SAMPLE WATER TABLE OR SEEPAGE I
NOT!. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATThE SPECIFIC BORING OR TRENCH LOCATION
A
N
D
AT THE DATE INDICATED. IllS NOTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TIMES.
I
SAMPLE SYMBOLS
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLVATTHE SPECIFIC BORING OR TRENCH LOCATION AND
AT THE DATE INDICATED. ITIS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONSANO flMES
0_ SAMPLING UNSUCCESSFUL IJ.....,STANDARD PENETRATION TEST I - DRIVE SAMPLE IUNOI5TURBEDI
- DISTURBED OR BAG SAMPLE W- CHUNK SAMPLE -
- WATER TABLE OR SEEPAGE
File No. D-4230-HOI
November 11, 1988
• I 0 UA cc
Z
.
-
t b _ _
I
L I -
-
I .. 6 -
L r
- I
: 10
-
or n
It
i
rJ,
C94 .1. - P'tt'U 1 z OQ
ELEVATION 110 DATE DRILLED 10/10/88 4
EQUIPMENT JD555 24" Track Backhoe zw~ 8z
MATERIAL DESCRIPTION
CL COLLTJVITJM
-
Hard, slightly moist, dark gray, Silty
CLAY, with fine sand, highly fractured
SAX DEL-MAR FORMATION
Dense, humid, light olive, Silty fine
-. SANDSTONE, highly fractured, carbonate
\ in joints
S'1%1
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
TRTCH TEF-'1IXATED AT 11.0 FEET
I I I I I Ti gure A-29 Log of Test Trench 1
ztu Oup- we
<c
t9
zu Z
•• z
fl
File No. D-4230-HO1
November 11, 1988
0 TRENCH
z
CL 0 ELEVATION 275 DATE DRILLED 10/10/88
EQUIPMENT JD555 24" Track Backhoe
0 - MATERIAL DESCRIPTION
COLLUVITJM
•
. ./ CL Hard, damp, dark brown, Sandy CLAY and
2 - 7; Santiago Peak boulders
-
4
- Cr
WEATHERED SANTIAGO PEAK -
- 9 \ Very firm, moist, brown, Sandy CLAY, with
-
pieces of Santiago Peak
• SANTIAGO PEAK
Excavates to very dense, damp, orange—tan,
- a - Clayey COBBLES with some sand and boulders.
Santiago Peak jointed with some surfaces
dipping out of slope
TRENCH TERMINATED AT 7.5 FEET,
.0 - ____ ____ ____
TRENCH 3 Elev. 2451
CL COLLUVIUM
• \ Hard, humid, gray, Sandy CLAY with some
2 CL \ Santiago Peak cobbles
__ __ •
4
_____________
_
_
Very stiff, very moist, dark brown, Sandy
GC
A CLAY with some Santiago Peak cobbles
SANTIAGO PEAK
• Excavates to very dense, moist, green and
orange, Clayey COBBLES
TRENCH TERMINATED AT 5.0 FEET
Figure A-30 Log of Test Trenches 2 and 3
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL [].;—STANDARD PENETRATION TEST i_DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR SAG SAMPLE CHUNK SAMPLE —. WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTH E SPECIFIC BORING OR
TRENCH LOCATION AND
ATTHE DATE INDICATED. IT NOTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS AND TiMES
.
'I
File No. D-4230-H01
November 11, 1988
Qa TRENCH UJO
ELEVATION 210 DATE DRILLED 10/10/88
U3 EQUIPMENT JD555 24" Track Backhoe IU2 CZ
0 MATERIAL DESCRIPTION
I - DELMAR FOR'1ATION
ML Very firm, slightly moist, light gray-
2 - green, Clayey SILTSTONE, fractured
--
4 Very dense, humid, light gray-green, Silty
Ari.
SM fine SANDSTONE iwht few fine to coarse
• patches. Iron stained, with clay along
6 -
some joints
TRENCH TERMINATED AT 6.0 FEET
0 TRENCH 5 Elev. 265
_____ _____ ____
COLLUVITJM ---
CL 'y. I Very firm, slightly moist, reddish brown,
2 . :: - Sandy CLAY
very stiff and moist, with Santiago
4 Peak cobbles
7 CL WEATHERED SANTIAGO PEAK 6 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 TERMINATED AT 8.0 FEET
I Figure A-31 Log of Test Trenches 4 and 5
[
SAMPLE SYMBOLS D_SAMPLING UNSUCCESSFUL [.....sTANoARo PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE CHUNK SAMPLE - WATER TABLE OR SEEPAGE
5 NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOIWARRANTEOTO BE REPRESENTATIVEOF SUBSURFACE CONDITIONS ATOTHER LOCATIONSANO TIMES
I
File No. D-4230-H01
November 11, 1988
TRENCH 6
w
CL
0
z
10/11/88
ELEVATION 130 DATE DRILLED_____________
EQUIPMENT 3D555 24" Track Backhoe
0
MATERIAL DESCRIPTION
_____ _____ _____
GC-SC FILL
Loose, damp, orange-tan, Clayey SAND and
2 BOULDERS
Stiff, moist, olive-green, Silty CLAY 1/( - CL
4 T6-1 with small chunks of unweathered Delmar
:6:
Stiff, moist, orange-brown, Sandy CLAY with CL
8
some GRAVEL, chunks of Delmar & Eocene
materials
ML 1
L
/ Stiff, moist, light olive-green, Clayey
•
,' SILT with little SAND, GRAVEL
12
14
Stiff, moist, grey & green, Sandy CLAY .1 CL
1/ ML \
16 Stiff to very stiff, moist, light olive-
green with some grey, very Clayey SILT
with little SAND and GRAVEL
18
20 TRENCH TERMINATED AT 18 FEET
1
zw
-
WA
Ebg !k 8Z I 10 Wig Ii
Figure A-32, Log of Test Trench 6
0 SAMPLE SYMBOLS — SAMPLING UNSUCCESSFUL E.....STANOARO PENETRATION TEST I DRIVE SAMPLE (UNDISTURBED)
— DISTURBED OR BAG SAMPLE 10 —CHUNK SAMPLE — WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC B
O
R
I
N
G
O
R
T
R
E
N
C
H
L
O
C
A
T
I
O
N
A
N
D
AITHE DATE INDICATED. IllS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS A
T
O
T
H
E
R
L
O
C
A
T
I
O
N
S
A
N
D
T
I
M
E
S
I
File No. D-4230-HO1
November 11, 1988
cc TRENCH 7
UJU
wag Z 0
ELEVATION 125 DATE DRILLED_10/11/88
EQUIPMENT JD555 24" Track Backhoe 10
-o CC,. --
MATERIAL DESCRIPTION
• CL FILL : :: Very firm to hard, slightly moist, tan, very
2 - Sandy CLAY with pieces of wire, plastic bags,
• concrete
L4.
CL Medium stiff, very moist, light green, Silty r CLAY with little GRAVEL, SAND - GC
- 6.
I.-I
.
I
______________________________________________
L _____
__________________________________
Dense, slightly moist, brown, Clayey SAND 8
: \ and GRAVEL
- GC—CL
10 •
Hil
Very stiff, moist, light green with brown,
1.10
Silty CLAY and GRAVEL
[ 12
Very stiff, moist, light green, Silty CLAY,
highly fractured with SAND
14
16 - •., ---• -- Becomes blue—green and with GRAVEL
L p18- TRENCH TERMINATED AT 17 FEET
20
I-.
igure A-33, Log of Test Trench 7
0_ SAMPLING UNSUCCESSFUL Ii.....STANOAMO PENETRATION TEST I DRIVE SAMPLE (UNOISTURBEO) SAMPLE SYMBOLS -
DISTURBED OR BAG SAMPLE CHUNK SAMPLE - WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFICBORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IllS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONSAND T1MEE.
File NO. D-4230-HO1
November 11, 1988
TRENCH 8
W us
0 '•
U.ELEVATION
C,,
44
-
135 DATE DRILLED 10/11/88
EQUIPMENT JD555 24" Track Backhoe
MATERIAL DESCRIPTION
-CI FILL
Hard, damp, orange-brown, Sandy CLAY and
: 2: GRAVEL
Medium dense, moist, tan, very Clayey, fine . SC
- 4 - .-:': to medium SAND with some GRAVEL, lenses of
-
black organic material
T8-1 X.
- 6 .
• T8-2
- 8 Becomes grey-blue
--
- .
-10 . Medium dense, moist, yellow-tan, Silty, _____ =S111
CL fine to medium SAND:.with some SILT, lenses
- • of black organic material
-12 /
• Stiff, very moist, grey, Gravelly CLAY
14 /7 with lenses of black organic material
-'
-16.__
_
-
-
Becomes grey-blue
-18 - ____________________________________________________
TRENCH TERMINATED AT 16½ FEET
-
20 -
Figure A-34, Log of Test Trench 8
tu*•
U, Z%_ 3 Z
1I
'I
111.0 15.
BULK ISAMPtIF
SAMPLE SYMBOLS 0 SAMPLING UNSUCCESSFUL EL_. STANDARD PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE CHUNK SAMPLE - WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATThE SPECIFIC BORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. Ills NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONSANO 11MEE.
I
IFile NO. D-4230-HOI
November 11, 1988
LU TRENCH 9
CL
0 z
CL
U)
-
ELEVATION 135 DATE DRILLED
U) Ca EQUIPMENT 3D555 24" Track Backhoe
MATERIAL DESCRIPTION
:O.: SC FILL
Loose, humid, tan, Clayey SAND with GRAVEL
.2-
I_______________________________________________________
Very firm, moist, tan and. blue-green, Clayey
SILT with chunks of CLAY, SAND, organic
material
-6-
8
.
-10
I Ij/ CL
-
Stiff, very moist, blue-green and black,
Silty CLAY
:-: • SC
Very firm, moist, blue-green, Clayey SAND -14 with pebbles and chunks of organic material
-16 •
_____ _____ \ ____
Becomes more Sandy
-18
-
TRENCH TERMINATED AT 16½ FEET
-20-
ztu O()- WI U)
)•Q• az 20
Figure A-35, Log of Test Trench 9
0_ SAMPLING UNSUCCESSFUL [J......SrANOARO PENETRATION TEST I - DRIVE SAMPLE (UNOISTURSED)
I
SAMPLE SYMBOLS
oisiuew OR BAG SAMPLE LCHUNK SAMPLE - WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATTHE SPECIFIC BORING ORIRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONSATOTHER LOCATIONSANO TIMES
I
File No. D-4230-HO1
November 11, 1988
cc TRENCH 10
ELEVATION 175 DATE DRILLED 10/10/83
(1
EQUIPMENT JD555 24" Track Backhoe
0
- MATERIAL DESCRIPTION
.. - ALLUVIUM
Loose, moist, dark brown, Silty fine
2 . ': SM SAND, roots, voids
6 . .i::.
.,
- 8
- 10.
•
..:.:
-- becomes wet
- 2.
- .
- 14. ---. .- strong seepage
• :*.I..
CL 16. Soft, saturated, medium brown, Sandy
CLAY
-
. TRENCH TERMINATED AT 16.0 FEET
II L I
zw
Figure A-36, Log of Test Trench 10
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL' I]......STANOARO PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE 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. rr IS NOTWARRANTEOTO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES
I File No. D-4230-H01
November 11, 1988
TRENCH 11 Wip
ELEVATION 125 DATE DRILLED 10/10/88
EQUIPMENT JD55524"TrackBackhoe WWW 28
0 : MATERIAL DESCRIPTION
-
- ALLUVIUM
:
2 CL Soft, moist, dark brown, Sandy CLAY
.6 /
- 8 T11-1 Stiff, moist to wet, medium light brown, - • CL Sandy CLAY 106.2 7
10•
Dense, moist to wet, light brown-tan, Clayey • SC fine SAND
16:
-
TRENCH TERMINATED AT 16.0 FEET
0 Figure A-37, Log of Test Trench 11
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL El -STANDARD PENETRATION TEST a - DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE 10 -CHUNK SAMPLE - WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATTHE SPECIFICBORING ORTRENCH LOCATION AND
AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS AND 11 MEE.
I
I
I
I
I'
I
I
I
I
I
I
I
File No. D-4230-HO1
November 11, 1988
TRENCH 12
z us 8 'A—
ELEVATION L DATE DRILLED 10/11/88
EQUIPMENT JD555 24" Track Backhoe
0 MATERIAL DESCRIPTION
• ALLUVIUM
: 2 CL Soft, moist, dark brown, Sandy CLAY
• :. becomes wet
:10 / strong seepage
• Loose, saturated, light brown, Silty fine
14. SAND
161
TRENCH TERMINATED AT 15.0 FEET
I
zus UJ
cc M Z I WDO P ; X CC
Figure A-38, Log of Test Trench 12
SAMPLE SYMBOLS D_SAMPLING UNSUCCESSFUL [l......STANOARO PENETRATION TEST I — DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE CHUNK SAMPLE WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREONAPPLIES ONLY ATTHE SPECIFICBORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVEOF SUBSURFACE CONOITIONSATOTHER LOCAT1ONSAND TIMEE.
I
File No. D-4230-H01
November 11, 1988
0 Uj TRENCH 13 zUj MW
a. 100 DATEDRILLED 1Cl/11/RR ELEVATION- uaO
11;
O. 0 0 0
EQUIPMENT JD555 Track Backhoe UJM -
o MATERIAL DESCRIPTION
ALLUVIUM
- - CL Soft, wet, dark brown, Sandy CLAY
2
:6 : :
very strong seepage; filled to 81 in less
•
* . .' than 2 minutes __
- Loose, saturated, light brown, fine to
- SW coarse SAND, friable
- io..
TRENCH TERMINATED AT 10.0 (REFUSAL)
Figure A-39, Log of Test Trench 13
SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL I] .....STANOARO PENETRATION TEST I DRIVE SAMPLE (UNDISTURBED)
— DISTURBED OR BAG SAMPLE ..CHUP4k 5p4p) — WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATIONANO
ATTHE DATE INDICATED. ITIS NOTWARRANTEOTO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONSANO TIMES
I.
I
File No. D-4230-HOI
November 11, 1988
.. TRENCH 14
KELM ELEVATION 170 DATE DRILLED 10/11/88
EQUIPMENT .]D555 24" Track Backhoe
0 MATERIAL DESCRIPTION
A.I..I.UVITJt
Loose, damp, light brown-tan, slightly
- 2 SM-SP Silty fine SAND
.
_ 4
Medium dense, moist, light brown, Silty
SM fine SAND, roots, voids, blocky
- 6 • :::'..
8.
T14-1 :
12
- 14.
• Medium dense to dense, moist,. tan,
3M -SP slightly Silty fine SAND
16
-
TRENCH TERMINATED AT 18.0 FEET
Figure A-40, Log of Test Trench 14 :1
SAMPLE SYMBOLS -SAMPLING UNSUCCESSFUL [.....STANOARO PENETRATION TEST I - DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE CHUNK SAMPLE WATER TABLE OR SEEPAGE
NOT!. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORINOORTRENCH LOCATION AND
ATTHE DATE INDICATED IT IS NOTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACECONDITIONS ATOTHER LOCATIONSANOTiME
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PFOJCT NUMBER s8-23O—17O2 1hfarIh.TscMo!agy
PROBE: CPT-I
NWJECT LA COSTA RANCH NW
CONE PENETflMETEH TEST
INSTRUMENT NUtiDEfla F1SCKEO88 Corporation DATE 1O-0c--1qRR
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CONE*PENETBI7METER TEST PROJECT NUMBER: 89-230-1702 The forth Technology PROBE: CPT-2 INSTRUMENT NUMBER: FISCKE088 Corporation
DATE: 10-0--1988
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- CQNE PENETI1METEI1 TEST I PIOJCT NUMBER a89-230-1702 The farth1,chnoIo, PR OBE: OT-4 I INSTRUMENT NUMBER; F1SCKE088 torporat son DATE; 10-06-1988
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DATE: 10-06-1988
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PROJECT NUMBER: 89-230-1702 lhefarthlcchnalapy
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NIOJECT; LA COSTA RANCH NW CNE PENETROMETER TEST PROJECT NUMfl8g-23Q-17Q2 Th Earth TacIino1ogy
INSTRUMENT NUM6EIIF1SCKEO88 toiotat,o PROBE: CPT.-i@
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PROJECT NUMBER; 89-2301702 The forth Technology PROBE: CPT-II INSTRUMENT NUMBER: F1SCI<E088 Corporation
BATE: 10-06-1988
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PflOJECT$LA COSTA RANCH NW
PflOJECT NUM5Efla9g_3Q_1702 Iha Earth lucMolo METER TEST
INSTf1UMENT NUMUEflaF1SCI<EOBB torporation PROBE :CRT-12 ORTE 10_0 _jg8p
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_____
______
_____
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______
______
_____
______
_____
______
______
______
_____
______ ______
_____
______
_____
______
_____
CONE PENETROMETER TEST DATA
SOUNDING : CPT-2 LOCATION : CARLSBAD CA
PROJECT : LA COSTA RANCH NW INSTRUMENT : FI5CKEDSB
PROJECT No: 89-230-1782 ELECTRONICS: Ti
TEST DATE : 18-05-1988
-----------------------------------------------------------------------------
OPERATOR : ECItIS/EC/tIS
DEPTH CONE FRICTION RATIO PORE CONDUCTIVITY EXCIT
(ft) (ts+) (tsf) (7.) (psi) (ut1HOS/c) (vdc)
8.88 8.2 0.00 0.80 NA NA 10.08
1.00 28.9 8.54 1.88 NA NA 18.08
2.00 19.3 0.78 4.06 NA NA 12.80
3.80 26.2 1.77 6.75 NA NA Ia. go
4.80 27.1 1.43 5.28 NA NA 18.80
5.00 23.9 1.77 7.41 NA NA 10.88
6.08 24.8 1.74 7.00 NA NA 10.00
7.00 23.0 1.94 8.45 NA NA 10.08
8.00 19.4 1.61 8.38 NA NA 10.80
9.08 21.7 1.20 5.54 NA NA 12.00
10.00 26.7 1.54 5.77 NA NA 10.00
11.80 27.2 1.51 5.55 NA NA 10.88
12.00 26.3 1.68 6.39 NA NA 10.88
13.08 20.3 1.61 7.94 NA NA 10.00
14.20 23.5 1.41 5.99 NA NA 10.02
15.00 21.7 1.45 6.66 NA NA 10.80
16.00 22.6 1.45 6.39 NA NA 10.38
17.00 24.9 1.41 5.67 NA NA 10.00
18.00 19.4 1.11 5.71 NA NA 10.00
19.80 33.7 1.72 5.11 NA NA 10.08
20.00 24.7 1.42 5.75 NA NA 10.28
21.28 23.6 1.25 5.30 NA NA 18.00
22.00 16.3 1.12 6.86 NA NA 10.00
23.88 28.8 1.15 5.77 NA NA 10.88
24.00 25,8 1.29 5.15 NA NA 10.00
25.00 21.3 1.85 4.93 NA NA 10.00
26.08 24.1 1.19 4.93 NA NA 10.08
27.00 26.9 1.39 5.19 NA NA 18.88
28.00 39.7 2.45 6.16 NA NA 10.88
29.00 53.1 3.13 5.89 NA NA 18.80
38.80 26.4 1.16 4.39 NA NA 18.08
31.08 29.2 1.26 4.33 NA NA 10.88
32.00 40.7 1.16 2.86 NA NA 10.00
33.00 26.5 1.37 5.17 NA NA -18.00
34.88 30.6 1.64 5.36 NA NA 10.80
35.00 32.5 1.51 4.64 NA NA 10.88
36.88 12.7 0.59 4.65 NA NA 10.80
37.08 21.9 1.28 5.49 NA NA 18.80
38.00 29.3 1.48 5.05 NA NA 10.00
39.08 27.0 1.75 6.48 NA NA 10.80
48.08 27.8 1.62 5.98 NA NA 18.80
41.00 42.2 2.84 6.73 NA NA 18.88
42.88 50.8 3.62 7.25 NA NA 18.08
43.08 36.2 1.42 3.91 NA NA 10.00
44.00 36.2 1.42 3.91 NA NA 18.08
45.88 47.7 3.22 6.74 NA NA 10.80
46.88 97.8 1.62. 1.66 NA NA 18.00
47.80 37.2 1.69 4.56 NA NA 18.80
48.88 117.5 1.80 1.53 NA NA 10.00
49.00 78.5 3.82 3.85 NA NA 18.00
58.00 193.8 13.68 7.26 NA NA 13.00
I The Earth Technology Corporation
The Earth Technology Corporation
-------------------------------------------------------------------------------
CONE PENETROMETER TEST DATA
SOUNDING : CPT-3 - LOCATION : CARLSBAD CA
PROJECT : LA COSTA RANCH NW INSTRUMENT : FISCKEOBB
PROJECT No: 89-230-1702 ELECTRONICS: 11
TEST DATE : 10-05-1988
-----------------------------------------------------------------------------
OPERATOR : EC/PIS/EC/MS
DEPTH CONE FRICTION RATIO PORE CONDUCTIVITY EXCIT
(ft) (tsf) (tsf) () (psi) (uMHOS1c) (vdc)
0.00 0.0 0.00 0.00 NA NA . 10.00
1.00 31.7 0.41 1.28 NA NA 10.00
2.00 28.9 0.37 1.28 NA NA 10.00
3.00 35.8 0.81 2.26 NA NA 10.00
4.00 30.3 1.42 4.68 NA NA 10.00
5.00 28.0 0.71 2.52 NA NA 10.00
6.00 34.4 0.87 2.54 NA NA 10.00
7.00 27.5 2.26 8.22 NA NA 10.00
8.00 25.7 2.02 7.87 NA NA 10.00
9.00 21.1 1.41 6.69 NA NA 10.00
10.00 21.1 1.44 6.84 NA NA 10.00
11.00 19.7 1.31 6.62 NA NA 10.00
12.00 21.6 1.27 5.89 NA NA 10.00
13.00 26.6 2.10 7.87 NA NA 10.00
14.00 30.3 2.36 7.77 NA NA 10.00
15.00 23.4 1.57 6.72 NA NA 10.00
16.00 24.8 1.81 7.30 NA NA 10.00
17.00 25.3 2.25 8.91 NA NA 10.00
18.00 23.9 2.28 9.56 NA NA 10.00
19.00 23.0. 1.50 6.53 NA NA 10.80
20.00 22.0 1.40 6.33 NA NA 10.00
21.00 37.7 1.94 5.15 NA NA 10.08
22.00 34.0 1.49 4.40 NA NA 10.00
23.08 45.5 2.10 4.63 NA NA 10.80
24.00 23.0 1.36 3.91 NA NA 10.00
25.08 22.0 1.59 7.22 NA NA 10.80
26.00 26.6 1.69 6.36 HA NA -10.00
27.00 26.6 1.52 5.71 NA NA 10.00
28.00 49.1 2.81 5.72 NA NA 10.00
29.80 46.8 2.47 5.27 NA NA 10.00
30.80 51.9 3.04 5.87 NA NA 10.00
31.00 60.6 2.23 3.68 NA NA 10.08
32.00 64.7 3.41 5.27 NA NA 10.00
33.00 88.2 2.33 2.64 NA NA 10.00
34.00 30.8 1.82 5.90 NA NA 10.00
35.00 29.4 1.61 5.48 NA NA 10.00
36.00 53.3 2.80 5.25 NA NA 10.00
37.00 70.7 4.32 6.11 NA NA 10.00
38.00 70.7 4.53 6.48 NA NA 10.00
39.00 59.7 3.74 6.27 NA NA. 10.00
40.00 45.5 3.06 6.74 NA NA 10.80
41.00 .54.2 2.59 4.77 NA - NA 18.08
42.00 65.2 3.26 5.01 NA NA 10.00
43.00 73.5 3.93 5.41 NA NA 10.00
44.00 52.8 2.96 5.60 . NA . NA 10.00
45.00 164.4 9.80 5.96 NA NA -10.80
I
I
-----------------------------------------------------------------------------
CONE PENETROMETER TEST DATA
SOUNDING : CPT-6 LOCATION : CARLSBAD CA
PROJECT
: LA COSTA RANCH NW INSTRUMENT : FISCKEOBB
PROJECT No: 89-238-1702 ELECTRONICS: Ti
TEST DATE : 10-06-1988 OPERATOR z EC/MS/EC/MS
DEPTH CONE FRICTION RATIO PORE CONDUCTIVITY EXCIT
(ft) (ts+) (tsf) (X) (psi) (uMHOS/ca) (vdc)
NA
NA 18.02 1.00 66.1 1.80 2.72 NA NA 18.00 2.30 66.1 4.62 6.99 NA NA 10.00
3.00 102.3 6.83 6.67 NA NA 18.00
4.80
98.8 6.22 6.85 NA NA 10.00
5.08 68.3 3.88 5.68 NA NA 10.88
6.80 61.8 4.66 7.54 NA NA 10.80 7.88 63.6 3.95 6.28 NA NA 18.08
8.80
82.9 3.44 4.15 NA NA 11.0 .16 9.08 63.1 4.97 7.87 NA NA 18.88 18.00 69.5 5.14 7.39 NA NA 18.00 11.08 77.7 4.70 6.84 NA NA 10.88 12.00 62.1 4.87 7.84 NA NA 10.08
13.88
42.7 3.89 9.09 NA NA 10.00
14.00 36.3 3.14 8.65 NA NA 10.08
15.80 48.4 3.17 7.86 NA NA 10.08
16.00 28.9 2.16 7.47 NA NA 10.88
17.00 29.8 2.26 7.59 NA- NA 10.00
I.:
18.80 31.1 2.40 7.71 NA NA 10.00 19.00 27.9 2.07 7.43 NA NA 10.88 28.02 38.9 2.81 7.22 NA NA -18.00
21.00 42.5 3.18 7.49 NA NA 18.08
.22.00 44.8 1.99 4.46 NA NA 10.08
I 23.00 52.1 3.04 5.83 NA NA 18.00
24.00 31.4 2.23 7.12 NA NA 10.08
25.00 40.1 2.34 5.83 NA NA 18.00
26.80
37.3 2.17 5.82 NA NA 10.00
27.80 48.7 3.15 6.47 NA NA 18.00
28.80 21.2 1.42 6.73 NA NA 13.08
The Earth Technology Corporation
CONE PENETROMETER TEST DATA
SOUNDING t CPT-11 LOCATION CARLSBAD CA PROJECT : LA COSTA RANCH NW INSTRUMENT : FI.5CKEB8B PROJECT No: 89-230-1702 ELECTRONICS: TI. TEST DATE : 10-06-1988
-----------------------------------------------------------------------------
OPERATOR : EC/MS/EC/MS
DEPTH CONE FRICTION RATIO PORE CONDUCTIVITY EXCIT (it) (tsfl (tsf) (7.) (psi) (uMHOS/c) (vdc)
0.00 0.0 0.00 0.00 NA NA 10.00 1.00 48.7 2.71 1.46 NA NA 10.00 2.00 41.3 0.54 1.31 NA NA 10.00 3.00 30.7 2.47 1.21 NA NA 10.00 4.00 44.9 0.61 1.35 NA NA 12.00 5.02 48.6 2.61 1.25 NA NA 12.00 6.00 49.9 0.81 1.62 NA NA 10.00 7.00 62.0 2.91 1.52 NA NA -12.20 8.22 70.6 0.98 1.39 NA NA 12.20 9.00 87.1 1.56 1.79 NA NA 10.20 12.00 89.3 1.35 1.51 NA NA 12.20 11.22 82.6 1.25 1.55 NA NA 10.00 12.00 78.7 1.59 2.02 NA NA 10.00 13.00 88.8 1.62 1.82 NA NA 18.00 14.00 97.5 2.16 2.22 NA NA 10.22 15.00 96.1 2.50 2.60 NA NA 19.09 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 12.00 21.00 68.5 .1.17 1.71 NA NA 10.00 22.00 68.0 1.14 1.67 NA NA 10.00 23.00 78.1 1.14 1.46 MA NA 10.00 24.00 66.1 3.21 4.85 NA NA 10.00 25.00 118.4 3.21 2.71 NA NA 10.00 26.00 119.8 2.70 2.25 NA NA 10.00 27.02 94.1 2.46 2.61 NA NA 10.00 28.00 86.7 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 10.02 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 39.02 99.4 1.98 1.99 NA NA 10.00 40.00 75.9 2.14 2.82 NA NA 10.20 41.00 79.1 1.87 2.37 NA NA 12.00 42.00 70.4 1.60 . 2.27 NA NA 10.00 43.00 62.5 1.29 2.07 NA NA 10.00 44.00 52.6 2.51 4.97 NA NA 10.0 45.00 60.7 2.04 3.36 NA NA 10.00 46.00 124.5 2.38 1.91 NA NA 10.20 47.00 97.4 3.46 3.56 NA NA 10.00 48.00 141.4 1.83 1.30 NA NA 10.00
E The Earth Technology Corporation
-----------------------------------------------------------------------------
CONE PENETROMETER TEST DATA
SOUNDING : CPT-I2 - LOCATION : CARLSBAD Cc PROJECT : LA COSTA RANCH NW INSTRUMENT ': FISCKEOSB PROJECT Na: 89-238-1702 ELECTRONICS: Ti TEST DATE : 10-06--1989
-----------------------------------------------------------------------------
OPERATOR : EC/MS/EC/MS
DEPTH CONE FRICTION RATIO PORE CONDUCrIVITY EXCIT Ut)(tsf) (tsf) (7.) (psi) (ut1IIOS/ca) (vdc)
: 8.00 0.8 0.80 0.00 NA NA 18.00 1.00 40.4 1.12 2.77 NA NA: 10.00 2.00 40.9 0.85 2.08 NA NA 10.80 3.00 45.0 2.58 5.73 NA NA 18.00 4.00 28.5 2.48 8.70 NA NA 18.80 5.00 17.0 1.06 6.28 NA NA 18.00 6.80 17.5 : 1.86 6.83 NA : NA: 18.80
7.00
11.5 0.75 6.51 NA NA 10.08 8.88 8.3 0.41 4.95 NA NA 18.88 9.00 9.7 0.41 4.25 NA NA 18.80 18.00 14.3 :0.82 5.73 NA NA 18.80 11.09 19.8 1.30 6.54 NA NA : 18.00 12.80 13.9 1.16 8.37 NA NA 10.80 13.00 11.1 0.75 6.78 : NA NA 18.00 14.00 10.7 0.75 7.07 NA NA 18.88 15.00 17.6 0.99 5.65 NA NA 18.08 Nt 16.80 17.1 0.96 5.61 NA NA 18.88
17.00 22.2 1.37 6.17 NA NA 18.00 18.88 23.1 1.50 6.51 NA NA 10.00 19.00 13.0 0.89 6.87 NA NA 18.00
20.00
14.8 0.93 6.25 NA NA 10.08 21.00 16.7 8.76 4.55 NA NA 10.80 22.00 17.6 1.40 7.97 NA NA 10.00 23.88 12.1 0.67 5.53 NA NA 10.00 24.80 15.8 0.83 5.24 NA NA 10.00 25.00 18.1 0.83 4.58 NA NA 10.00
I: 26.00 27.7 1.75. 6.29 NA NA 10.00 27.00 26.8 1.75 6.51 NA NA 10.00 28.00 38.3 1.98 4.91. NA NA ' 10.00
29.80
34.2 1.75 5.11 NA NA 18.08 30.80 24.1 0.97 4.01 NA NA 10.08 31.08 31.5 1.38 4.37 NA NA 10.00 32.00 48.9 2.29 4.69 NA NA 10.00 33.00 26.0 1.31 5.04 NA NA 10.00 34.88 111.4 3.38 3.03 NA NA 10.00
I: 35.00 52.6 2.67 5.07 NA NA 10.00 36.00 49.4 2.16 . 4.37 NA NA -10.80 37.00 75.1 1.18 '1.56 NA NA ' 10.00
38.00
94.0 1.35 1.43 NA NA 10.00 39.00 47.6 2.16 4.54 NA NA 10.00 40.00 35.7 1.99 5.58 NA NA 10.00 41.00 105.9 8.90 0.76 NA NA 10.00 42.00 190.4 3.93 2.06 NA NA -10.00 63.7 2.60 4.09 NA NA 10.00
44.00 44.80 151.9 0.81 0.53 NA. NA 10.00 45.00 111.5 2.61 2.34 NA NA 10.00 46.00 22.4 0.40 1.78 NA NA -10.00
47.00
22.9 0.91 3.53 NA NA 10.00 48.00 53.2 0.94 1.78 NA NA 10.08 49.00 58.2 2.74 4.71 NA NA 10.00 50.00 44.0 2.74 6.24 NA' NA 10.00 51.00 59.6 1.52 2.55 NA NA 10.00 52.08 34.4 1.22 3.54 NA NA 10.00 I: 53.00 29.8 0.98 3.29 NA NA 10.08 54.08 ' 15.1 0.54 3.57 NA NA 10.08 55.00 17.0 - 0.40 2.39 NA NA 10.00
56.00
14.7 0.54 3.69 NA NA 10.00 57.00 14.2 0.78 5.48 NA NA 10.08 58.08 170.3 4.02 2.36 NA NA 10.00
I
59.00 86.8 1.43 1.64 NA NA 10.00
The Earth Technology Corporation
File No. D.4230-H01
November 11, 1988
TABLE I
Summary of Direct Shear Test Results
Angle of
Dry Moisture Unit Shear
Sample Density Content Cohesion Resistance
No. ocf psf 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
B11-2 95.9 26.5 250 29
B14-5 119.5 13.6 730 28
*B15-3 92.0 29.1 190 10
316-3 107.5 18.9 990 27
*317-1 111.2 17.1 700 16
* Residual Shear
cr
.. -:.
Figure B-4
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November 11, 1988
LABORATORY REPORT
Telephone (619) 425-1993 Established 1928
CLARKSON LABORATORY AND SUPPLY INC.
350 Trousdale Dr. Chula Vista, Ca. 92010
ANALYTICAL AND SMTING CH4ISTS
Date: 10/18/88
Purchase Order Number: 4230-HO1
Account Number: GEC
To:
*
G1 IbX.
9530 DCDY DRIVE
SAN DI, CA. 92126
Laboratory Number: S02054 Customers Phone No: 695-2880
Sample Designation:
* *
Cne. soil sample marked job name La Costa NW file S *4230-a01 sample #BI5-9.
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
PE 3.3
Water Added (ml) . Resistivity (obm-cm)
0 4110 50 1450 50 . 490 50 270 50 . - 380 50 . •280. 50 - 250 50 . . 250 50 250
Less than 5 years to perforation for a 16 to 8 gauge metal culvert.
File No. D-4230--HO1
November 11, 1988
SAMPLE NO.
-I----.
- - -
z• 0
2
1—•---
_1
o Cl,
o
Z3 ______... LU
o
LU
CL
EL
0.1
INITIAL DRY
B4-4
100.0
-----i..-..
1--I-----
IWATER_ADDED - -
__ I -----.
fr.;.
I
I -'--
1•
--r-.
I
0.5 1.0
APPLIED PRESSURE
5.0
(ksf)
10.0
__
50.0
DENSITY 105.3 (pcf)
INITIAL WATER CONTENT 21.2 (%)
- CONSOLIDATION CURVE
LA COSTA RANCH - NORTHWEST AREA
CARLSBAD, CALIFORNIA
Figure 3-2
INITIAL SATURATION 92.6 (%)
SAMPLE SATURATED AT 0.5 (ksf) -
1.0 5.0 10.0
APPLIED PRESSURE (ksf)
INITIAL DRY DENSITY 110.4 (pct)
INITIAL WATER CONTENT 18.0 (%)
T INITIAL SATURATION 87.3 (%)
SAMPLE SATURATED AT 0.5 (ksf)'
I CONSOLIDATION CURVE
the NO. i)-4LiU-hUi
,embr Ii. 1988
I SAMPLE NO. 86-3
I 0
I-
I 2
I 0
(1)
I• Z 0
I.-
cr
4
I CL
LU
I.:
ii
I.
5
0--IllIlli 11111111_111111
oilRII1II1III1 1111111 II Ilir I11111ll
II_Kiiiii_i1I1IIIII_111110
II_I1iiii!UHhI1Nh1_111110 iifluIiiiiiiiiiii 111111
NONERII1iiIII$IIl1IIflI IIIII111I1aIuII11IIIII1III10 111111111 111111111 1111111
E1111MIM111111mmiml_ iI 11111111 111111111 1111111
I
LA COSTA RICH - NORTHWEST AREA
CARLSBAD, CALIFORNIA
.gure B-3
I
File No. D-4230-HOL
November 11 1988
SAMPLE NO. 32-3
WATER ADDED
-—•-
_--
2 _}_J.
4 IIIiLII_==i::
1
CL 7
10
0.1 0.5 1.0 5.0 10.0 50.0 100.0
APPLIED PRESSURE (ksf)
- CONSOLIDATION CURVE
LA COSTA RANCH — NORTHWEST AREA
CARLSBAD, CALIFORNIA
vicrilIrga R._1
I
INITIAL DRY DENSITY 99.0 (pcf)
INITIAL WATER CONTENT 24.0 (%)
INITIAL SATURATION 85.0 (% )
SAMPLE SATURATED AT 0.5 ksf ()'
I
Project No. 04230-12-03
I September 25, 1996
Morrow Development
do Villages of La Costa
Post Office Box 9000-685
Carlsbad, California 92078-9000
Attention: Mr. Fred Arbuckle
Subject: LA COSTA NORTHWEST
CARLSBAD, CALIFORNIA
PRELIMINARY RJPPABILITY 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 corner of the
site. Ten seismic refraction traverses were conducted on September 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 'l 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
fracturingis 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,
GE CONrNCQR
I.
RCE 22527
I.
(6/del) Addressee
CEO 1778
NO. 1778Q)
CERTIFIED -
I eIGINnIN •
GEOLOGIST W3IAW •/
'NOp cM./'
TABLEL
SEISMIC TRAVERSES
Seismic
rraverse.
AverageVelacity
(ftJse)
Average Dept
(ft.) Length of
Traverse
Approximate Maximum
Depth- Explored
No _______ ______ ___ ______ _______
(ft) (ft.). --V r D1 DT
s-I 4198 10619 - 14-17 - 100 30
S-2 3173 9976 - 5- - S 100 30
S-3 3403 8868 - 2-10 - 100 30
S-4 5192 32685 - 22 - 100 30
5-5 1791 8019 - 4-8 - 100 30
S-6 1459 3639 10989 2-3 1224 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-1 2378 12892 - 4-8 - 100 30
V1 Velocity in feet per second of first layer of materials
Y2 Second layer velocities
V3 Third layer velocities
Di Depth in fact to base of first layer
1)2 = Depth to base of second layer
NOTE:
For mass grading, materials with velocities of less than 4500 fps are generally rippable with a D9 Caterpillar Tractor
equipped with a single shank 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 1
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).
[ST1
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
PROJECT NO. 06403-12-01
I.OJECTNO. 04787-12-01
a i- BORING SBM 10
)EPTH SAMPLE 3 SOIL
.FEET MO. CLASS ELEV. (MSL) 111 DATE COMPLETED 4/27/92 mom Lu (USGS)
EQUIPMENT MAYHEW 1000 ROTARY
W O O
2!
MATERIAL DESCRIPTION 0 ____ ____ TOPSOiL.
CL Firm, damp, dark brown, Sandy CLAY
- ALLUVIUM CL Firm, wet, dark brown, Sandy CLAY
- -Water table after stabilizing at 4 feet
• SBMIO . 3
8 -
.10 SBMIO- 120.4 ITT
- -2 Becomes loose, saturated, light brown, fine
CL-SC Clayey SAND and Sandy CLAY
12
14
- SBMIO : -Becomes very light brown with lenses of 10
- 16 -3 slightly clayey sand at 15 feet
18 -
20 SBM10 -
ae 11 112.8 19.0
sc SAND with little, fine gravel
22-
24
- SBM1O
_____-
ne
e1i'e dense, saturated, light Bovi - - - -e& 7 - ____ 17
- 26 - SP SC medium to coarse, slightly clayey SAND to
- .. . - . Clayey SAND
- 28 -
FigureA-15Log of Boring SBM 10, page 1 of 2 ROR
U.. SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL Ii ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
LIM ... DISTURBED OR SAG SAMPLE M ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
I TE: 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
C3 I BORING SBM 10
DEPTH SAMPLE .
SOIL l*.
NO.z CLASS ELEV. (MSL) 111 DATE COMPLETED 4/27/92 FEET
EQUIPMENT MAYHEW 1000 ROTARY IL M
- MATERIAL DESCRIPTION
- 30 MIO 18 1117 Very stiff, saturated, green, Sandy CLAY - CL
32 - -Becomes gravelly at 32 feet
34..
_ -
I- 36 -7
_
Very dense, saturated, yellowish brown, I F
SBMlO--
-
---------------78
Clayey SAND and gravel
- GC -
38
Becomes very dense, green, Sandy CLAY 40 SBMIO GC with gravel and cobbles 50/3" I- --8 -
- 42 - -
44 SBMIO
46 - -
BORING TERMINATED AT 46.5 FEET
REFUSAL
cigure A-16 Log of Boring SBM 10, page 2 of 2 CROR
SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL [1 ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
IOTE: 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
LU BORING SBM 11 Uj
DEPTH SAMPLE -1 3 SOIL L
FEET MO.z CLASS ELEV. (MSL) 110 DATE COMPLETED 4/23/92
0 w o o
z EQUIPMENT MAYHEW 1000 ROTARY
0
MATERIAL DESCRIPTION
S --
CL Firm, damp, yellowish brown, Sandy CLAY
L 2 with desiccation cracks
I ALLUVIUM
b 4 CL Stiff, moist, yellowish brown mottled,
Sandy CLAY
SBM11 15 111.1 19.0 6 -1
10
zu • -2 Becomes alternating stiff, yellowish brown SC-CL Sandy CLAY and medium dense, brown,
12 - Clayey SAND
14 -
SBMII
____Becomes loose to di -
105.1 21.4
- 16
- : SP-SC yellowish brown mottled, fine to medium,
- Clayey SAND alternating with slightly
SBM11
---
----
----
-
--------
-
clayey SAND, with little grave!
- I
---12
20 SBMII 32
- . .4
22
24
SBMI 1 'iie it if t1jh ie&,SIi&yILY 104.0 24.0
-26 CL
-lb
-28
Figure A-17 Log of Boring SBM 11, page 1 of 2 CROR
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
I _______
- •.. DISTURBED OR SAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
TE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT. THE
OAT! INDICATED. IT Is NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 04787-12-01
lu BORING SBM 11
DEPTH SAMPLE SOIL (z U.
FEET NO. CLASS ELEV. (MSL) 110 DATE COMPLETED 4/23/92
EQUIPMENT MAYHEW 1000 ROTARY
- MATERIAL DESCRIPTION
- 30 mmil - 31 Becomes alternating of green mottled, fine to CL-SC medium Clayey SAND and very dark brown, 32 Sandy CLAY -
34 -
- SBMI I -- 103.4 25.3
36 . _7 Becomes medium dense, saturated, gray, fine
-
20
-
SP-SC to medium slightly clayey SAND with carbon • flecks and fine voids; more clayey In places -
-38
• WEATHERED DELMAR FORMATION CL Dense, wet, light green mottled, Clayey
- 40
- SBMI I SAND and grayish brown, Sandy CLAY - 37
-8 -
42
- -
44 - -
-
_SBMI -Becomes very stiff, wet, light green with
- 30 107.3 21.7 dark red staining, slightly sandy CLAY, 46
- : I CL fractured with trace of fine gravel -
48-
DELMAR FORMATION
CL Hard, moist, light green, slightly sandy -
50
- SBMI 1 CLAY with trace of fine gravel
- 46
-10 -
BORING TERMINATED AT 51.5 FEET
tgure A-lB Log of Boring SBM 11, page 2 of 2
"1 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
CROR
Li ... 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.
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PROJECT N0 047R7-1..flI
BORING BM 34 -. • DEPTH SAMPLE SOIL fA IL
FEET NO. CLASS ELEVCUSCS). (MSL) 210 DATE COMPLETED 1/15/92 M 0 la
EQUIPMENT E-100 BUCKET RIG 8
- - ____ ____
MATERIAL DESCRIPTION
- SM DELMAR FORMATION -
2 Dense, damp, light to orange-brown, Silty,
BM34 fine SANDSTONE 2 110.9 6.7
4 -I
- BM34 -1.5 x 1 foot highly cemented concretion - - 4 6 - -2 in south side boring at 5 feet - -
• ML -Sharp irregular, near horizontal contact
-
Dense, damp, light green, Clayey U SILTSTONE: thinly bedded
-Gradational contact
7 122.1 12.8
10
. BM34 - - - irg o ied1tin brown, Silty,------
- •
- . -3 fine to medium SANDSTONE; several I to 2 L_I
inch interbedded green claystone lenses 12 • with orange oxide -
5 -1 x 1.5 foot highly cemented concretion
at feet - 114 . -10 inch x 2 foot highly cemented
- concretion 10.5 feet -
-Continuous well cemented from 12 to - _
-- 13.3 feet with shells S - 16
- BM34 _I -Becomes fine to coarse at 14 feet - 5
- -4 _I CL -Irregular near horizontal contact -
- 18 .
Sandy CLAYSTONE; gypsum fracture fillings, SM orange oxide staining
20
- BM34 -Gradational contact 5 123.9 7.6
- - 1L --------
22 -
BM34 Silty, fine to coarse SANDSTONE: massive
________ ______
-Sharp, slightly irregular, near 24
- BM34 horizontal contact r = 4
- - 5 -7 - CL .
------- Very stiff, damp to moist, lTght green, S
- 26 - = Silty CLAYSTONE: moist along contact
-
-. • at 24 feet, thinly bedded with orange
- oxide along bedding SM
-. 28 - if I. -Irregular, near horizontal contact
-
- - -
Dense, damp, lfght Si1y 1ii1 lo------------ CL _____ medium SANDSTONE
Log of Boring BM 34, page 1 of 2 CROR
)TE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT 15 NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TINES.
I
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I Figure A-86
,SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR SAG SAMPLE E2 ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
PROJECT NO. 04787-12-01
)- u C
DEPTH 3 SOIL
IN SAMPLE CLASS
FEET M (USCS)
C
BORING BM34
• i-u.t u
ELEV. (MSL) 210 DATE COMPLETED 1/15/92
.
U, a \
- ., 3
Z 'Ii
• IucnO I
Z1J >
EQUIPMENT E-100 BUCKET RIG
30 ____ ____
MATERIAL DESCRIPTION
b 34 I -Sharp irregular contact N2., NW
BM34
____ CL
------
--1/8W 114 - -. 32 -9 Very stiff to hard, damp to moist, dark
green CLAYSTONE: micaceous from 28.2 to r 32 feet, thinly bedded below 32 feet
34 . S -Gradational contact
BM34 - - - I)ense, i ,lTgTif j nü1fgFf Eiii,
36 -10 •: Silty, fine to medium SANDSTONE: SM massive with abundant cross bedding,
orange oxide staining
-Becomes fine to coarse at 36 feet
-Cross beds N LOW, I5SW at 37 feet
40 BM34
-11
42 - -8 inch thick continuous highly weathered
concretionary bed at 42 feet; irregular
shape, some dark brown clay developed
44 .
from weathering within the concretion,
clay not continuous
BM34
46
I BORING TERMINATED AT 46 FEET
8
3 1115.3
Figure A-87 Log of Boring BM 34, page 2 of 2 CRORI
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... 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.
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I APPENDIX E
I. SLOPE STABILITY ANALYSES
I for
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
PROJECT NO. 06403-12-01
Project No. 06403-12-01
Village of La Costa - Greens
Cut Slope I
1.871
I S
PL
320L.
-
300 .•.. . ;:. Qcf
Ii I
' 280
0 260 —.-'U.---
24O . . .
(1) 220 T .
7;& e.IdIiij Fi,i .itiii B.
W 200 . .
0 50 100 150 200 250 300 350 400 450 500 550 600
Distance (ft)
Description Unit Weight
(pcf)
Friction Angie
(degrees)
Cohesion
(psf)
Qcf 130 25 300
Ts 130 30 300
B.P.S. 130 10 100
File Name: La Costa GreensVLC1 .slp Figure E-2
- - - - - - - UI U.N - mu mu iii.: : —. - —. •_•;
Project No. 06403-12-01
Village of La Costa - Greens
Cut Slope 2
2.278
PL
I ,,_Qcf
280
260
Ts 0
240 -'• .. .
[--ddiriq.Plirii- SJi-:r 220 — (1)
W 200 - - - — 0 50 100 150 200 250 300 350 400 450 500 550 600
Distance (ft)
Description Unit Weight
(pcf)
Friction Angie
(degrees)
Cohesion (ps
Qct 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
PL 2.167
220 1
200 . ,—Qcf
180 -. - ---L..-- I
0 160
140—
S.
CO
. 120- Bedding Phri Shir (B.P.S.)a)
61- 100
0 50 100 150 200 250 300 350 400 450 500 550 600
Distance (ft)
Description Unit Weight
(pci)
Friction Angle
(degrees)
Cohesion
(psi)
Qcf 130 25 300
Ts 130 30 300
B.P.S. 130 10 100
File Name: La Costa GreensVLC3.sIp Figure E-4
— — — - - . UIL : 1' U17. - - - -: -• -
Project No. 06403-12-01
Village of La Costa - Greens Cut Slope 4
1.797
2204.
0 160—
140
\t2
(0 au (D 120
Lu
I I
tjJiI 1100
80
0 50 100 150 200 250 300 350 400 450 500 550 600 650
Distance (ft)
Description Unit Weight
(pcf)
Friction Angi
(degrees)
Cohesion
(psi)
Ts 130 30 300
Fault 130 10 100
File Name: La Costa GreensVLC4.sIp Figure E-5
Project No. 06403-12-01
Village of La Costa - Greens
Cut Slope 5
1.731
QCf
220
180
M 140— Bedding Plane ScrS
ai 120 —
ED
iooI L_. L .1 .1.1
0 50 100 150 200 250 300 350 400 450 500 550 600
Distance (ft)
Description Unit Weight
(pcf)
Friction Angi
(degrees)
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
I •
I
APPENDIX F
RECOMMENDED GRADING SPECIFICATIONS
for
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
PROJECT NO. 06403-12-01
I
I
I
I
I
RECOMMENDED GRADING SPECIFICATIONS
I 1. GENERAL
1.1. 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 speci
fications 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.
I
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
I - Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture
condition, inadequate compaction, adverse weather, and so forth, result in a quality of work
I 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 -
1 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
I - 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. -
I GI rev. 8198
2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm
I retained to provide geotechnical services for the project.
2.5. Soil Engineer shall refer to a California 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 California 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 containing 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
I 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
1 inches.
1 3.1.3. Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet
in maximum dimension and containing little or no fines. Fines are defined as
I 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.
G1 rev. 8198
I
I
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 California 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 or 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 rnaterialsare 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
I the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil
layer no thicker than 12 inches is track-walked onto the face for landscaping purposes.
I 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 conditions 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
1 4.1. Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of
complete removal above the ground surface of trees, stumps, brush, vegetation, man-made
I 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
I . 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 shall be grubbed to the extent necessary to
provide suitable fill materials.
1
GI rev. 8/98
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 (horizontal:vertical), or
where recommended by the Consultant, the original ground should be benched in
accordance with the following illustration.
TYPICAL BENCHING DETAIL
Finish Grade Original sound
2
1 Finish Slope Surface
Remove All -
Unsuitable Material
As Recommended By
Soil Engineer Slope To Be Such That
Sloughing Or Sliding
Does Not Occur Varies
B.
1-36-6 Note 1 See Note 2
No Scale
I
I
DETAIL NOTES (I) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to
permit complete coverage with the 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 should 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 Consultant.
I GI rev. 8/98
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-rock fill 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 defined 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
I
, thoroughly mixed during spreading to obtain uniformity of material and moisture
in each layer. The entire fill shall be constructed as a unit in nearly level lifts.
Rock materials greater than 12 inches in maximum dimension shall be placed in
I
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.
I 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.
I
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 blading/mixing, or other satisfactory methods until the moisture I content is within the range specified.
GI rev. 8/98
6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly
I 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
I• dry density of the compacted fill to the maximum laboratory dry density as
determined in accordance with ASTM D1557-91. 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 design grade. This procedure is considered
preferable to track-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 fill, as defined 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 the area measured
15 feet minimum horizontally from the slope face and 5 feet below finish grade or
3 feet below the deepest utility, whichever 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 or rock
fragments up to 10 feet in maximum dimension 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.
I -
GI rev. 8/98
I
6.2.3. For individual placement, sufficient space shall be provided between rocks to allow
I for passge of compaction equipment.
I 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
I - feet deep in maximum 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 in the
I windrows must be continuously observed by the Consultant or his representative.
I
63. Rock fills, as defined in Section 3.1.3., shall be placed by the Contractor in accordance with
the following recommendations:
Ui 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
I subdrainage outlet facilities. The rock fills shall be provided with subdrains during
construction so that a hydrostatic pressure buildup does not develop. The
I
subdrains shall be permanently connected to controlled drainage facilities to
control post-construction infiltration of water.
1 -
6.3.2. Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock
trucks traversing previously placed lifts and dumping at the edge of the currently
I .
placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the
rock. The rock fill shall be watered heavily during placement. Watering shall
consist bf water trucks traversing in front of the current rock lift face and spraying
I water continuously during rock placement. Compaction equipment with
compactive energy comparable to or greater than that of a 20-ton steel vibratory
I roller or other compaction equipment providing suitable energy to achieve the
I GI rev. 8198
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 Dl196-64, 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 minimum 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 during
grading. In general, at least one test should be performed for each approximately
5,000 to 10,000 cubic yards of rock 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
properly 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 fines 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 the rock fill is
being excavated. Materials typical of the rock fill should be submitted to the
Consultant in a timely manner., to allow design of the graded filter prior to the
commencement of rock fill placement.
I
' GI rev. 8/98
6.3.7. All rock fill placement shall be continuously observed during placement by
represetitatives of the Consultant.
7. OBSERVATION AND TESTING
7.1. The Consultant shall be the Owners representative to observe and perform tests during
clearing, grubbing, 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
indicate 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
The Consultant shall observe the placement of subdrains, to verify that the drainage devices
have been placed and constructed 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 Dónsity 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 D1196-64 (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.
GI rev. 8/98
I
9. CERTIFICATIONS AND FINAL REPORTS
9.1. Upon completion' of the work, Contractor shall furnish Owner a certification by the Civil
Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of
I elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot
horizontally of the positions shown on the grading plans. After installation of a section of
I subdrain, the project Civil Engineer should survey its location and prepare an as-built plan
of the subdrain location. The project Civil Engineer should verify the proper outlet for the
subdrains and the Contractor should ensure that the drain system is free of obstructions.
9.2. The Owner is responsible for furnishing a final as-graded soil and geologic report
satisfactory to the appropriate governing or accepting agencies. The as-graded report
should be prepared and signed by a California licensed Civil Engineer experienced in
geotechnical engineering and by a California Certified Engineering Geologist, indicating
that the geotechnical aspects of the grading were performed in substantial conformance
with the Specifications or approved changes to the Specifications.
GI rev. 8/98
- -- ---- ----- 1 - ---- -- ___- I I - - - -
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T
I S ~0~ APIPROX. LOCATION
-17 Tn I
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OTER BORING S13-1 I _(~ ........ APPROX. LOCATION,OF ShALL-DIAM
T-113
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APPROX. "LOCATION,.OF, tXPLORAORY TRENCH . ... ..
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AT-1 7 (12)
t4 OF
AR - TRACK BORING, (APPROX. DEPTH T.O, I
NON
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T73
....APPROX. LOCATION OF PREVIOUS LARGE DIAMETER BORING
5611
1
GEOCON REPORT, JOB NO 0-4230-Hot NOVEMBER 11 1988
If
CPT '12® APPROX LOCATION OF PREVIOUS CONE-PENETROMETER SOUNDING
B-5
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GEOCON REPORT JOB NO 0-4230-HOI NOVEMBER '11 1988 .6 * 6 1-72 15 18 — - "- '--'-'1>' - - / " / AT 0
APIROX LOCATION OF PREVIOUS EXPLORATORY TRENCH
15* ftft
I
S:
GEOCON REPORT JOB NO 0-4230-HOt NOVEMBER 11 1988
I U1'-T-7 'h—' Qa
.11 _0 ........ APPROX. LOCATION OF. PREVfOUS'SEtSMIC RIPPABILITY TRAVER
996 -12-03, SEPTEMBER 25, 1 GEOCON REPORTJOB NO~ 04230
I
SBM 10 ® APPROX. LOCATION OF SMALL DIAMETER BORINGS FROM RANCHO —
APPROX. LOCATION OF LARGER DIAMETER BORINGS FROM RANCHO
-_-----.___- - -
* •'•• .*'.:':' ..'"::4s:."I '.QØ . 6 *•"'_,
APPROX LOCATION OF FAULT
I \. ) '/7 4' " , N'\11 '557
A'
(Dotted Where Buried Queried Where Unce
A
rtain)
—I APPROX.,LOCATION OF GEOLOCIC CROSS SECTION
*, ..SPRING ,' *
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2/ - *c 1
17115
99
7171
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_________________________ ______________ _________ • -.-.-.- -..••.•--.-- ____________ __________________ ______________________________ __________________ __________________________________________________________________________ _______________________________ :.
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