HomeMy WebLinkAboutCT 05-16; LA COSTA OAKS NORTH 3.4 & 3.5; UPDATE GEOTECHNICAL INVESTIGATION; 2001-08-03. I
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ENGINEERIN(
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. UPDATE
GEOTECHNICAL INVESTI'GATION
. VILLAGES OF LA COSTA~
THE OAKS
CARLSBAD, CALIFORNIA
VOLUMEIOFII
PREPARED FOR
REAL ESTATES
COLLATERAL MANAGEMENT COMPANY
c/o MORROW DEVELOPMENT INCORPORATED
CARLSBAD, CALIFORNIA
rpLAi~ CHECK NO 1 1
L CTOS=rtP
AUGUST 3, 2001
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RECEIVED
ocr 102006
ENGINEERING
DEPARTMENT
UPDATE
GEOTECHNICAL INVESTIGATION
VILLAGES OF LA COSTA-
THE OAKS
CARLSBAD, CALIFORNIA
VOLUME I OF II
PREPARED FOR
REAL ESTATES
COLLATERAL MANAGEMENT COMPANY
c/o MORROW DEVELOPMENT INCORPORATED
CARLSBAD, CALIFORNIA
AUGUST 3, 2001
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GEOCON
INCORPORATED
Project No. 06105-12-04
August 3,2001
Real Estates Collateral Management Company
Cfo Mol,1'ovy Development Incorporated
1903 Wright Place, Suite 180
Carlsbad, California 92008
Attention: Mr. Tim O'Grady
Subject: VILLAGES OF LA COSTA-THE OAKS
CARLSBAD, CALIFORNIA
UPDATE GEOTECHNICAL INVESTIGATION
Gentlemen:
GEOTECHNICAL CONSULTANTS
In accordance with your authorization (Contract Number 345) and our proposal LG-01238 dated
May 4, 2001, we have updated our supplemental geotechnical investigation of the subject site. This
work complements previous soil and geologic investigations that 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 recent study into a single document presenting
our conclusions and recommendations pertaining to the geotechnical aspects of developing the site as
prC?Posed.
Significant geotechnical issues related to the rippability of the geological units, remedial grading of
the unsuitable surficial materials and generation of capping materials have been identified in this
report and will require consideration during planning and.development of the property. However, it is
our opinion that the site may be developed as proposed, provided the recommendations of this report
are followed.
If you should have any questions regarding this report, or if we may be of further service, please do
. not hesitate to contact the undersigned at your convenience ..
Very truly yours,
AS:DFL:dmc
• (6) Addressee
6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 • Fax (858) 558-6159
• TABLE OF CONTENTS
1. PURPOSE AND SCOPE ................................................................................................................. 1
2. SITE AND PROJECT DESCRIPTION ........................................................................................... 2
3. SOIL AND GEOLOGIC CONDITIONS ......................................................................................... 3
3.1 Stratigraphy ............................................................................................................................ 3
3.2 Santiago Peak Volcanics (Jsp) ........ :. ....................................................................................... 3
3.3 Escondido Creek Granodiorite (Ke) ..................................................................................... .4
3.4 Delmar Fonnation (Td) .......................................................................................................... 4
3.5 Terrace Deposits (Qt) ............................................................................................................. 5
3.6 Alluvium (Qal) ....................................................................................................................... 5
3.7 Landslide Debris and Surficial Landslide Debris (Qls and Qlst) ........................................... 5
3.8 Colluvium (Qc) ...................................................................................................................... 6
3.9 Topsoil (Unmapped) .............................................................................................................. 6
3.10 Fill Material (Qudfand Qudfo) .............................................................................................. 6
4. GROUNDWATER ........................................................................................................................... 7
5. GEOLOGIC STRUCTURE ............................................................................................................. 8
6. GEOLOGIC fIAZARDS .................................................................................................................. 8
6.1 Faulting and Seismicity .......................................................................................................... 8
• 6.2 Liquefaction ........................................................................................................................... 9
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7. CONCLUSIONS AND RECOMMENDATIONS ......................................................................... 10
7.1 General ................................................................................................................................. 10
.7.2 Geologic Hazards ................................................................................................................. 10
7.3 Groundwater ........................................................................................................................ 11
7.4 Soil and Excavation Characteristics ........ : ........ ~ .................................................................... 11
7.5 Slope Stability ...................................................................................................................... 11
7.6 Grading ................................................................................................................................ 13
7.7 Subdrains .............................................................................................................................. 14
7.8 Bulking and Shrinkage Factors ............................................................................................ 15
7.9 Foundation Recommendations ............................................................................................. 15
7.10 Retaining Walls and Lateral Loads ...................................................................................... 19
7.11 Slope Maintenance ............................................................................................................... 20
7.12 Drainage ............................................................................................................................... 21
7.13 Plan Review ......................................................................................................................... 21
LIMITATIONS AND UNIFORMITY OF CONDITIONS
MAPS AND ILLUSTRATIONS
Figure 1, Vicinity Map
Figures 2-12, Geologic Maps (Map Pocket)
Figure 13, Fill Slope Stability Analysis
Figure 14, Surficial Slope Stability Analysis
Figure 15, Canyon Subdrain Detail
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TABLE OF CONTENTS (Continued)
APPENDIX A
FIELD INVESTIGATION
Figures A-l-A-IS, Logs of Trenches
Figures A-16 -A-29 Logs of Air-track Borings
APPENDIXB
LABORATORY TESTING
Table B-1, Summary of Laboratory .Expansion Index Test Results
APPENDIXC
SELECTED BORING AND TRENCH LOGS AND LAB ORA TORY TESTING from
Supplemental Soil and Geologic Investigation for Rancho Santa Fe Road Alignment, Carlsbad,
California, January 8, 1990 (Project No. 04367-H02) and ,
Supplemental Geotechnical Investigation for Rancho Santa Fe Alignment, Carlsbad, California,
Dated December 17, 1990 (project No. 04367-04-02)
APPENDIXD
Geotechnical Evaluation Rancho Santa Fe Road Realignment Affect On Stanley Mahr Reservoir
(November 10, 1989)
APPENDIXE
RECOMMENDED GRADING SPECIFICATIONS
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UPDATE GEOTECHNICAL INVESTIGATION
1. PURPOSE AND SCOPE
This report presents the consolidated findings of current and previous geotechnical investigations for
The Oaks of the Villages of La Costa in Carlsbad, California (see Vicinity Map, Figure 1). This
report is intended to present recommendations relative to geotechnical aspects of site development,
including remedial grading, estimated rock rippability, slope stability, subsurface drainage, estimated
bulking and shrinkage factors, and recommended grading specifications and preliminary foundation
design criteria.
It is our understanding that the construction of the new Rancho Santa Fe Road alignment will be
performed by the City of Carlsbad; therefore, specific comments regarding this improvement have
been excluded from this report. Furthermore, it should be noted that the site was previously known as
-La Costa Southeast.
The scope of the investigatio.n included a review of the following:
l.
2.
3.
4.
5.
6.
Preliminary Geotechnical Investigation, Villages of La Costa-The Oaks and Ridge,
Carlsbad, California, prepared by Geocon Incorpo.rated, dated January 10, 2000 (project
No. 06105-12-01) .
Soil and Geologic Reconnaissance for Rancho Santa Fe RO(Jd Alignment, June 30, 1989
(Project No. D-4367-H01).
Supplemental Soil and Geologic Investigation for Rancho Santa Fe Road Alignment,
Carlsbad, California, January 8, 1990 (project No. D-4367-H02).
Earthwork Quantity Analysis, Rancho Santa Fe Road Realignment, June 14, 1990 (project
No.. 04367-04-02).
Addendum to Earthwork Quantity Analysis, Rancho Santa Fe Road Realignment, March 15,
1991 (project No.. 04367-04-02).
Second Addendum to Earthwork Quantity Analysis, Rancho Santa Fe Road Realignment,
March 27, 1991 (pro.ject No.. 04367-04-02).
7. Supplemental Geotechnical Investigation for RancHo Santa Fe Road Alignment,
December 17, 1990.
8. Addendum to Soil and Geotechnical Investigation for Rancho Santa Fe Road Alignment,
July 10, 1990.
9. Geologic Maps of the Northwestern Part of San Diego County, California, DMG Open File
Repo.rt 96-02 .
10. Batholith and Associated Rocks of Corona, Elsinore and San Luis Rey Quadrangles,
Southern California, Geological Society o.f America Memo.ir 29, 1948.
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11.
12.
On the Manner of Deposition of the Eocene Strata in Northern San Diego County, San Diego
Association of Geologists Guidebook, 1985 .
Stratigraphy and Petrography of the Santiago Peak Volcanics East of Rancho Santa Fe,
California, unpublished M.S. thesis, by M. A. Adams, San Diego State University, 1979.
13. Geology and Mineral Resources of San Diego County, California, DMG County Report 3,
1963.
14. Unpublished reports, aerial photographs and maps on file with our firm.
The scope of the most recent field investigation (January 2000) consisted of a site geologic
reconnaissance and the drilling of 13 hydraulic air-track borings and excavation of 15 exploratory
trenches. L~boratory 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 Appendices A and B, respectively. Selected logs of
exploratory excavations from our study for the Rancho Santa Fe Road investigation (January 8, and
December 17, 1990) are presented in Appendix C.
The recommendations presented herein are based on analyses of the data obtained from our recent
and previous exploratory excavations, laboratory tests and our experience with similar soil and
geologic conditions. The base maps used for this study consisted of conceptual grading plans, 1 inch
equals 100 feet (111 = 100') scale, entitled Master Tentative Tract Map CT 98-041HDP 99-02, Villa¥es
of La Costa, city of Carlsbad California, prepared by Hunsaker & Associates, undated (see Figures 2
through 12, map pocket). The results of the field investigation are compiled on Figures 2 through 12.
2. SITE AND PROJE.CT DESCRIPTION
The Oaks is located between Melrose Drive to the north and La Costa A ve~ue and A venida Diestro
to the south. Rancho Santa Fe Road bisects the project site and traverses north to south. The Oaks
encompasses approximately 684 acres of essentially undeveloped, mostly rugged hillside terrain.
The Oaks-is characterized by irregular steep to moderate ridge-and-canyon terrain, with trellis
drainage along northward, westward and southward trending canyons. Drainage is ultimately
accomplished by tributaries into San Marcos Creek along the nQrthwestern site boundary, and by
Encinitas Creek along the southern site boundary. Elevations range from a high approximately
990 feet Mean Sea Level (MSL) along the east-central property boundary to a low of approximately
100 feet MSL along San Marcos Creek along the northwest boundary of the site.
Vegetation typically consists of thick chaparral and grasses through a majority of the site. The lower
drainages feeding San Marcos Creek and Encinitas Creek, however, have mature to old-age native
stands of Valley Oak and Sycamore. Running water was observed in San Marcos Creek as well as
from springs in the major drainage along the extreme southwest boundary of the site.
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The existing Rancho Santa Fe Road traverses through The Oaks from north to south. A short section
of Questhaven Road and its intersection with Rancho Santa Fe Road lie within the extreme northeast
comer of the site.
Other than Rancho Santa Fe Road, with the associated truck bypass, and Questhaven Road, existing
site improvements within The Oaks include the Stanley Mahr Reservoir (La Costa Dam), the Denk
Reservoir (steel water tank), a 100-foot wide San Diego Gas and Electric ,easement with wood pole
'and lattice tower supported electric lines, a 200-foot-wide San Diego Gas and Electric easement
(empty), a ISO-foot wide San Diego G~s and,Electric easement with steel tower supported electric
lines, and two buried water pipes associated with the reservoirs. At least two generations of mining
activity with associated excavations and waste-fill are present on the site. The oldest, dating to as
early as the 1880's, was copper mining along faulted and hydrothermally altered volcanic rocks in the
eastern-central portion of the site (see DMG reference). A 50-foot deep water-filled mine shaft was
discovered in that area during our reconnaissance. ill addition, later undocumented stone quarry and
waste-fill operations were conducted through the 1950's, 60's or 70's which generated excavations
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and undocumented fills within the central and northwestern portions of the site.
A review of the 100-scale conceptual grading plans for The Oaks Subdivision, prepared by
Hunsaker & Associates, indicates that the site will be graded to create large sheet-graded pads. It is
our understanding that the Rancho Santa Fe realignment, generally between the intersections with
Melrose Drive and La Costa A venue will be constructed by the City of Carlsbad. The Sheet-graded
pads within The Oaks project will eventually be regraded to construct residential units with
associated roads and improvements. The grading will result in maximum fill and cut of
approximately 40 and 45 feet, respectively. The cut and fill slopes planned for the project will consist
of maximum heights of 50 and 60 feet, respectively, with 2: 1 (horizontal:vertical) inclination.
3. SOIL AND GEOLOGIC CONDITIONS
3.1 Stratigraphy
Five surficial soil types and four geologic units were encountered during our investigation. The
surficial deposits include undocumented fills, landslide debris, topsoils, colluvium and alluvium.
Geologic formations include the Jurassic-aged Santiago Peak Volcanics, Cretaceous-aged Escondido . '
Granodiorite, the Eocene-aged Delmar Formation, and the Quaternary-aged Terrace Deposits. Each
of the soil types and geologic units encountered are described below, and their approximate mapped
extent is depicted on Figures 2 through 12, Geologic Maps (map pocket).
3.2 Santiago Peak Volcanics (Jsp)
The Jurassic-aged Santiago Peak Volcanics, with the exception of the extreme northern
approximately one-fourth of the site, comprise the majority of the underlying bedrock. These rocks
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were deposited as an alternating secession of volcanic flows, tuffs and breccias and typically have an
andesite or dacite composition. Subsequently this sequence of rocks was folded, faulted and weakly
metamorphosed (see reference by Adams, 1979). Where observed in test excavations, especially in
the central portions of the site, this unit is highly fractured and faulted along northwest-to-southeast
zones. Closely spaced parallel fractures and joints form "sheeted" zones containing colorful alteration
andlor oxidation minerals such as limonite and hematite. The presence of cubic-shaped crystal-voids
(pseudomorphs) and in some areas, cubic-shaped pyrite (iron sulfide) crystals, as well as other exotic
minerals such as epidote, chlorite, and possible traces of copper minerals, suggests hydrothermal
alteration (or, ancient hot spring activity). This 'feature is consistent with the historic copper mining
operations in similar rock along northwest-southeast zones east of the site (see referenced DMG
report). Even though the majority of the Santiago Peak Volcanics appears to be highly fractured and
altered, the zones typically have steeply dipping, tight clay-filled fractures. Only one area, located
along the truck-bypass road near the center of the site (near Boring HT-26) exhibited low-angle
adversely dipping fractures. In addition, some of the highly fractured and altered portions of this unit
excav8:te to a gravelly-clayey sand and very sandy clay (near Trench T-6). Discussion of theses areas
as sources of suitable capping fines is presented in the concluding sections of this report. In general,
however, hardrock areas will require special handling and pre-blasting considerations as presented in
the concluding sections of this report.
3.3 Escondido Creek Granodiorite (Ke)
In the publis~ed literature this unit is described as a "leucogranodiorite" because of the overall light
color, but averages of composition are typically granodiorite (Larsen, 1948). This Cretaceous-aged
batholithic rock intrudes Santiago Peak Volcanics. Outcrops and exploratory I trenches expose light
brown to olive, very siliceous, blocky and very st~?ng granitic rock, with little or no weathering.
Although rippable in highly fractured areas, this unit will excavate to substantial amounts of oversize
rock, or will require' special handling or pre-blasting in hardrock areas, as discussed in the concluding
sections of this report.
3.4 Delmar Formation (Td)
The Eocene-aged Delmar Formation, consisting of stiff to very hard, light brown to olive silty to , '
sandy claystones and sandstones was found to occur only in the lower drainage tributary to Encinitas
Creek along the extreme southwestern edge of the site. As indicated on Figure 2, this unit crops out
only along the base of a westward facing slope of the drainage between approximate elevations 250
and 270 MSL. Subsurface observation of test Trenches T-43 and T-70 along this slope indicated the
presence of hard or dense, horizontally bedded claystones and sandstones. These beds, however, were
overlain further northward by surficial terrace deposits and landslide debris (see Trench T-15). No
adverse structures or slide debris was observed, however, within the Delmar Fortnation along the
natural slope at the site boundary with an adjacent existing subdivision. Local variations of bedding
inclination within the Delmar Formation is a characteristic which could affect stability in natural or
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excavated slopes. The claystone members of the Delmar Formation often possess low shear strength
and contains randomly oriented remolded clay seams. Proposed excavations are not anticipated to
encounter much of the Delmar Formation, but slope stabilization measures may be necessary if any
cut slopes or fill keyways expose this unit. In addition, the more clayey portions of this formation are
highly expansive and often require selective grading or specially designed structures as discussed
under the conclusions and recommendations section of this report.
3.5 Terrace Deposits (Qt)
Stream-deposited dense, dark reddish-brown sands and cobble-to-boulder conglomerates were
observed to overlie Santiago Peak Volcanics and Delmar Formation in trenches and borings at
elevations between approximately 360 and 420 feet MSL within the major south drainage along the
extreme southwestern boundary of the site (Figure 2). In general, these sediments exhibit good
bearing characteristics, however, where they rest upon highly weathered andlor altered Santiago Peak
Volcanics, or Delmar Formation claystones, they have been found (see Borings LB-3, LB-5, and
Trenches T -17, T -18) to comprise ancient landslide debris, or may become unstable if undercut in
excavations. A discussion of measures to mitigate potential slope stability problems in this unit is
presented in the concluding sections of this report.
3.6 Alluvium (Qal)
The alluvial deposits are typically composed of loose, porous, clay-sand mixtures with boulders that
have accumulated along canyon bottoms. The maximum observed thickness was approxiInately
13 feet (see Trench T -44) in the extreme southwest drainages, but up to 10 feet of alluvial soils were
observed along San Marcos Creek at the extreme northern portion of the site (Figure 12). These
sediments are generally poorly consolidated and ···susceptible to settlement when subjected to an
increase in vertical loads as might result from the placement of fill or structures. Hence, development
within areas containing alluvial deposits will require remedial grading as· discussed in the conclusions
and recommendations portions of this report.
3.7 Landslide Debris and Surficial Landslide Debris (Qls and Qlsf)
Two deep-seated landslides and two areas of surficial landslides. were mapped within the site. The
relatively thin, or surficial, landslides were encountered. in shallow exploration trenches and were
interpreted from stereoscopic aerial photographs and ground reconnaissance (see Figure 6).
Both the deep and shallow landslides are generally present near, or along, the bottom of a southwest-
draining tributary of Encinitas Creek in the southwestern portion of the site. The landslides have
occurred within the weathered depositional contact-zone between thin remnants of the Eocene
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Delmar Formation claystones, hydrothermally altered Jurassic Santiago Peak Volcanics and
overlying Terrace Deposits. (see Trenches T-16, T-17, T-18 and Borings LB-3, LB-5) .
Surficial landslide materials, averaging approximately 10 feet thick typically consisted of very clayey
gravel to boulder gravels, or gravelly clays that have failed along the Delmar Formation remnant
claystones, or within very weathered, altered, Santiago Peak Volcanics.
Portions of both the surficial and deeper landslide debris are relatively loose and possess the potential
for future movement. Within the relatively thin' surficial debris, complete removal and recompacti.on
will be required where settlement-sensitive structures and/or fills are planned. The deeper landslides
will also necessitate remedial grading measures as discussed in the conclusions and recommendations
section of this report.
3.8 Colluvium (Qc)
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
topsoil deposits, therefore, only the thicker, or potentially thicker areas have been mapped separately
on-the Geologic Maps. The maximum observed thicknes~ of these materials is on the order of 8 feet
as exposed in Trench T-6 (Figure 2). In general, these deposits consist of poorly consolidated sandy
clays to clayey sands and are potentially compressible. Development within areas underlain by
colluvium will require remedial grading as recommended in the concluding sections of this report.
3.9 Topsoil (Unmapped)
Topsoils of irregular thicknesses ranging from 1 to 2' fee(blanket the majority of the site. The topsoils
are characterized by dark brown to reddish-brown gravelly silty sands to sandy clays. These soils are
both moderately to highly expansive, as well as potentially compressible. Recommendations with
respect to the treatment of topsoils have been included under the conclusions and recommendations
section of this report.
3.10 Fill Material (Qudf and Qudfo)
Several generations of engineered and undocumented fill materials are present on the site. The
largest-volume of documented fill includes the materials constituting the La Costa Dam. The La
Costa Dam was designed with an imperious clay core and a granular shell. The spillway and some
section of the access roads were constructed from fill materials that were generated on-site (see
Woodward-Clyde report, Appendix D). Also present is an area of end-dumped oversize rock
northwest of Rancho Santa Fe Road approximately 700 feet long, 200 feet w~de and on the order of
10 to 15 feet thick (symbol Qudfo on Figure 10).
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A review of the attached report prepared by Woodward-Clyde Consultants indicates that realignment
of the Rancho Santa Fe Road could have a potential affect on the existing embankment. The primary
concern would be the effect of the blast induced vibrations associated with the adjacent excavation.
The other major concern is the impact of graded fills as currently proposed on the hydraulic
characteristics of the outlet works and emergency spillway. The consultant's recommendations with
respect to these concerns are presented in detail in the attached Appendix D, as well as discussed in
the concluding section of this report.
We anticipate that clay rich fill materials with oversize rock and deleterious debris are present to
maximum depth on the order of from 20 to 30 feet in the canyons immediately downstream from the
La Costa Dam and extending westward beneath the existing Rancho Santa Fe Road (see Figure 8 and
Boring LB-7, and Trenches T-78, T-79, T-88 and T-89, Appendix C). The old highway alignment,
including the existing truck by-pass, and other old fill debris also constitute undocumented fills which
will require remedial grading where roads, fills and settlement sensitive structures are planned.
4. GROUNDWATER
A permanent groundwater table was observed within alluvium and alluvium/terrace deposits in the
San Marcos Creek drainage and in a tributary to Encinitas Creek, respectively (Borings SB-l, LB-l,
and Trenehes T-67, T-68, Appendix C).
No seepage or groundwater table was detected within exploratory borings or trenches in proposed
cuts in the Santiago Peak Volcanics, especially along the flanks of the drainage immediately
downstream of the above described La Costa Dam.
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San Marcos Creek is a perennial stream and surface water flow was noted during the field
investigation .. Observed groundwater levels in this drainage area ranged between 3 and 5 feet below
existing ground surface.
In the extreme southwestern portion of the site, within a tributary of Encipitas Creek, the groundwater
levels generally varied between 10 and 30 feet deep. Because of ancient landsliding in the
southwestern lower drainages, and the wide variation of water levels, it is our opinion that perched
water conditions may be present. To reduce any adverse effects of groundwater upon proposed fills or
structures, sub drains and/or other drainage mitigation are recommended as discussed within
concluding sections of this report.
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5. GEOLOGIC STRUCTURE
Ancient faults and fracturing within the Jurassic-age Santiago Peak Volcanics typically exhibit
northwest-to-southeast linear trends, with associated less-intense northeast-to-southwest cross
fracturing.
A moderately developed "trellis" drainage pattern is imposed on many, small tributary drainages by
the northwest-to-southeast trends. Typically, faults and joints have steep (greater than 45 degrees)
dips, but occasional low-angle dips of approxirWltely 5 degrees have been noted.
High-angle contact-zones between the Santiago Peak Volcanics, Delmar Formation, Terrace
Deposits, or surficial deposits were encountered in the southwestern-most drainage, and may be
anticipated within ancient valleys, embankments and river channels.
Where encountered, faults and associated shear zones were not observed to offset the younger
Quaternary sediments. Therefore, the observed faults can be considered inactive faults. No' evidence
of active faulting was observed at the time of our investigations.
6. GEOLOGIC HAZARDS
6.1 Faulting and Seismicity
It is our opinion, based on the site reconnaissance, evidence obtained in the exploratory excavations
and a review of published and unpublished maps and reports, that the site is not located on any
known active fault trace. The nearest known active faults are the Rose Canyon Fault and the
Newport-Inglewood (offshore) located approximately 8-and 13 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 Canyon Fault. The estimated Maximum Credible and
Maximum Probable Peak site acceleration are 0.28 g and 0.13g, respectively. Seismic parameters for
the other regional faults capable of generating groun~ acceleration at the site are summarized on
Table 6.1 .
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TABLE 6.1
DETERMINISTIC SITE PARAMETERS FOR SELECTED FAUL TS*
Maximum Maximum Probable
Distance Credible
Fault from Site Earthquake Peak Earthquake Site
(miles) Acceleration Acceleration (Mag.) (g) (Mag.) (g)
Rose Canyon 8 6.9 0.28 5.7 0.13
Newport-Inglewood (offshore) 13 6.9 0.20 5.8 0.10
Elsinore-Julian 23 7.1 0.13 6.4 0.08
Elsinore-Temecula 23 6.8 0.11 6.3 . ·0.07
Coronado Bank 23 7.4 0.16 6.3 0.07
Elsinore-Glen Ivy 38 6.8 0.06 6.3 0.04
Palos Verdes 43 7.1 0.06 6.2 0.03
San Jacinto-Anza 46 7.2 0.06 6.9 0.05
*EQ Fault 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 setting in Oceanside area.
6.2 Liquefaction
The potential for liquefaction during a strong earthquake is limited to cohesionless soils which are in
a relatively loose, unconsolidated condition and located below the groundwater level. Due to the
dense nature of the formational units, the removal and recompaction of the surficial soils and the
absence of a permanent groundwater table, the potenti~l for seismically included soil liquefaction
occurring at the site is considered to be very low .
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7. CONCLUSIONS AND RECOMMENDATIONS
7.1 General
7.1.1 No soil or geologic conditions were encountered during the investigation performed by
Geocon Incorporated or those of the previous studies which, in our opinion, would
preclude the development of the property as presently planned, provided the
recommendations of this study are followed.
7.1.2 The surficial soils consisting of landslide debris, alluvium, fill, topsoils and colluvium are
not considered suitable for the support of fill or structural loads in their present condition
, and will require remedial grading.
7.1.3 The presence of oversize boulders and marginally rippable to nonrippable volcanic and
granitic rocks will require special consideration during site development as recommended
hereinafter.
7.1.4 Due to the expected presence of a large volume of rock, a selective grading operation with
possible stockpiling of the soil material and marginally rippable rock is recommended.
Details of the recommended selective grading operation are presented under 7.6 Grading .
7.1.5 Recommendations of the Consultant Report (Appendix D) for Realignment of the Rancho
Santa Fe Road should be incorporated into the design and construction phases of the
residential development as needed. In general, these recommendations are concerned with
the impact of proposed fills as well as the blast-induced vibration generated on the
structures during grading.
7.2 Geologic Hazards
7.2.1 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.
7.2.2 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 active faults in the San Diego County
area; however, the seismic risk at the site is not considered to be any greater than that of
surrounding developments in the City of Carlsbad area.
7.2.3 Old abandoned mines or prospect pits associated with the Encinitas copper mining district
will require special consideration during site development as recommended hereinafter.
Project No. 06105-12-04 -10-August 3,2001
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7.3 Groundwater
7.3.1 The geologic units encountered on the site have permeability characteristics andlor fracture
systems that could be susceptible under certain conditions to water seepage. Inasmuch as
no springs, seeps, or groundwater occurrences were encountered within the formational soil
units, it is our opinion that the seepage potential for the geologic units is relatively low. It is
recommended, however, that periodic observations be made by the soil engineer or
engineering geologist during grading andlor construction for the presence of groundwater.
The recommendations that follow provide for the removal of colluvial, alluvial and
undocumented fill soils and the place~ent of a "canyon" sub drain with,in the bottom of the
removal areas to reduce the potential for groundwater buildup within the canyon fills.
7.4 Soil and Excavation Characteristics
7.4.1 The soil conditions encountered vary from low-expansive sands, generated from the
decomposed bedrock, to highly expansive soil of the landslide debris and some of the other
surficial soils.
7.4.2 In our opinion, the existing topsoils and alluvial/colluvial deposits can be excavated with
light to moderate effort with conventional heavy-duty grading equipment. It is estimated
that the proposed grading will encounter rippable rock to depths on the order of 10 to 15
feet below existing ground surface. Surface blasting will be required where highly resistant
volcanic rocks are exposed. It is likely, howev~r, that excavations greater than 15 feet
within the major cut areas will encounter marginal to nonrippable rock conditions with a
high percentage of "floater" boulders and bedrock "knobs" that will require blasting.
Nonrippable "floaters" may also be encountered during excavation in otherwise rippable
areas. Oversize rocks should be placed in accordance with the Recommended Grading
Specifications presented in Appendix E. In addition, we recommend that consideration be
given to placing the boulders in the open areas for landscaping purposes, or placement
within excavations selectively mined for capping materials.
7.5 Slope Stability
7.5.1 Utilizing average drained shear strength parameters based on laboratory tests and
experience with similar soil types in nearby areas, a slope stability analysis indicates that
the proposed 2.0 to 1.0 (horizontal to vertical) fill slopes constructed of granular material
will have calculated factors of safety in excess of 1.5 under static conditions for both deep-
seated and shallow sloughing failures up to the design heights of 60 feet. Slope stability
calculations and surficial stability calculations are presented on Figures 13 and 14
respectively.
Project No. 06105-12-04 -11 -August 3,2001
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7.5.2 All fill slopes should be constructed such that the materials, :within a zone measured
horizontally back from the face of slope for a distance equal to the height of slope, are
generally comprised of granular soils and/or soil/rock fills with minimum equivalent
strength parameters of0' = 32 degrees and C' = 300 psf. However, the outer 15 feet offill
slopes will be restricted to materials composed of properly compacted granular "soil" fill to
reduce the potential for surface sloughing. All fill slopes should be compacted by back-
roIling at vertical intervals not to exceed 4 feet and should be track-walked (for slopes 2:1
or flatter) at the c~mpletion of each slope such that the fill soils are uniformly compacted to
at least 90 percent relative compaction. As an alternative, fill slopes should be overbuilt a
minimum of 5 feet horizontally and cut back to design finish grade.
7.5.3 Cut slopes excavated in the metavolcanic and plutonic rocks do not lend themselves to
conventional stability analyses. However, the results of our field investigation, our
experience in the general area and the examination of the existing slopes adjacent to the
property indicate that the proposed 2.0 to 1.0 (horizontal to vertical) cut slopes should be
stable with respect to deep-seated failure and surficial sloughage up to the proposed
maximum height of 50 feet.
7.5.4 Where cuts exceed the maximum depth of the weathered portion of the metavolcanic and
plutonic rocks, heavy blasting will be required to break the fresh, very hard rock.
Overblasting of cut slopes should not be permitted. Loose rock and blasting debris should
be removed from the faces of fmish graded cut slopes. No loose rock fragments greater
than 6 inches in maximum dimension should be left on the slope surface. Tops of cut
slopes should be cleared of loose boulders and should be "rounded" within the exposed
topsoil horizon.
7.5.5 In our opinion, the use of terrace drains on cut or fill slopes exceeding 30 feet in height is
not necessary to maintain gross stability of the slopes. However, the proper installation and
maintenance of terrace drains should measurably reduce surficial slope erosion, particularly
fill slopes. If used, we recommend that terrace drains be constructed at a drainage gradient
of at least 5 percent. In addition, the need to properly maintain the drains is important.
Drains that are not periodically cleaned of vegetation and debris could result in significant
slope distress and erosion.
7.5.6 It is recommended that all cut slopes be observed during grading by an engineering
geologist to verify that soil and geologic conditions do not differ significantly from those
anticipated. If adverse conditions are encountered, recommendations for mitigation can be
presented at that time .
7.5.7 All slopes should be planted, drained and properly maintained to reduce erosion.
Project No. 06105-12-04 -12-August 3,2001
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7.6 Grading
7.6.1 Development of the site as proposed will generate a relatively large volume of oversize
rock as well as shot rock. Earthwork considerations which need to be addressed within the
development schedule are summarized as follows:
• Grading and blasting operations should be designed to generate a sufficient
quantity of granular material for use as low expansive capping material. Where this
is not possible, rock crushing may be required.
• Consideration should' be given to stockpiling select materials to be utilized for
capping.
• Oversize rock should be placed in deeper fill areas in accordance with the
Recommended Grading Specifications presented in Appendix E.
• Appropriate remediation andlor backfilling of any old abandoned mines or
prospect pits should be implemented during site development.
7.6.2 All grading should be performed in accordance with the attached Recommended Grading
Specifications (Appendix E). Where the recommendations of this section conflict with
Appendix E, the recommendations of this section take precedence. All earthwork should be
observed and all fills tested for proper compaction by Geocon Incorporated.
7.6.3 Prior to commencing grading, a preconstructiop. conference should be held at the site with
the owner or developer, grading contractor, civil engineer and geotechnica.l engineer in
attendance. Special soil handling andlor the grading plans can be discussed at that time.
7.6.4 Grading operations on the site should be 'schetluled so as to place the rock and expansive
soils in the deeper fills and to "cap" the pads and fill slopes with granular soils with low
expansion potential (Expansion Index of 50 or less, per UBC Table 18-1-:8).
7.6.5 It is anticipated that, during the excavation of the major cut areas, a moderate quantity of
surface and "floater" rocks in excess of 4 feet in size will be generated. In our opinion,
these rocks are suitable for placement in the fill areas, provided the placement is
accomplished in accordance with the recommendations presented in Appendix E. In
addition, utilization of as many boulders as practical for landscape purposes should be
considered. Excavation of the deeper bedrock units should produce a relatively lower
quantity of large "floater" rocks, if an efficient blasting program is implemented. The
proposed blasting program should also be planned to assis.t in the generation of "fines". If
possible, the grading operation should attempt to reserve sufficient "soil" fill for use in
capping the "rock" fills as discussed in Appendix E and to replace trench excavation
material which is considered too rocky to be used as trench backfill.
Project No. 06105-12-04 -13 -August 3,2001
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7.6.6 All potentially compressible topsoils and alluvium, colluvium, and landslide debris not
removed by planned grading should be removed to firm natural ground in areas of
proposed development and properly compacted prior to placing additional fill. Where the
thickness is less than 3 feet on sloping ground, it is anticipated that normal benching
procedures for sloping ground surfaces will remove the unsuitable topsoils. Thicknesses
greater than 3 feet or areas of numerous surface boulders will require complete removal
prior to performing normal benching procedures.
7.6.7 The site should then be brougp.t to final subgrade elevations with structural fill co,mpacted
in layers, in general, soils present on site are suitable for re-use as fill if :free from
vegetation, debris and other deleterious material. Layers 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 near
optimum moisture content, as determined in accordance with ASTM test procedure
D 1557-91. Fill materials below optimum moisture content may be unacceptable and
require additional moisture conditioning prior to placing additional fill. The project soils
engineer/engineering geologist will determine actual moisture conditioning requirements
during grading and as a function of soil type.
7.6.8 Consideration should be given to undercutting and replacing with compacted "soil fill" (no
rocks greater than 12 inches in maximum dimension) any proposed cut areas located on the
hard bedrock outcrops. The depth of undercutting should be at least 3 feet below the
ultimate pad fmish grade and 1 foot below the deepest utility lines, or, alternatively, to
sufficient depth such that underground utilities can be constructed without the need for
additional blasting or heavy ripping after ~e mass grading has been accomplished. Within
rock cut areas where only landscaping is proposed, the project landscape architect should
be consulted to determine an appropriate depth of undercut, if any. To reduce the potential
for differential settlement, it is recommended that the cut portions of the cut/fill transition
building pads be undercut at least 3 feet and replaced with properly compacted fill soils.
The undercut should extend from the back of the pad. to the street and be graded at a
gradient of at least 1 percent toward the street.
7.6.9 Consideration should be given to capping street area'S with a minimum of 3 feet of
subgrade soils consisting of granular soils. possessing relatively high R-Value
characteristics. This will serve to reduce recommended pavement design sections.
7.7 Subdrains
7.7.1 Subdrains should be installed in the canyons to be filled. A cross-section of the sub drain
configuration is presented on Figure 15. The lower 20 feet of the sub drain installation
Project No. 06105-12-04 -14-August 3,2001
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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 sub drain trench and 6
inches above the top of the pipe.
7.7.2 In order to maintain a drainage gradient within the canyon sub drain system, it may be
necessary to extend the nonperforated outlet pipe beyond the limits of planned grading
operations. As an alternative design, a properly compacted fill may be placed within the
lower canyon bottom until the minimum drainage gradient is achieved. Two subdrains
would then be installed along the fill/natural ground contacts. Where the natural slope
gradient exceeds 5 percent, the perforated pipe may be deleted from the subdrain system.
7.7.3 After installation of the sub drain, the project civil engineer should survey its location and
prepare "as~bui1t" plans of the sub drain 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 sub drains
will be finalized during a review of the final site grading and illl.provement plans.
7.8 Bulking and Shrinkage Factors
7.8.1 Estimates of embankment bulking and shrinkage factors are generally based on comparing
laboratory compaction tests with the density of the material in its natural state as
encountered in the chunk samples. 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 c0m.:~action of fill soils can vary from 90% to
approximately 100% and, hence, a 10% variation in shrinkage is possible. Based on the
extent of work performed to date, the following shrinkage factors are recommended for
evaluating earthwork quantities.
TABLE 7.8
SHRINKAGE/BULK FACTOR
Soil Unit ShrinkiBulk Factor
Alluvium, Topsoils, Landslide Debris, Fill, Colluvium 5 to 10 percent shrink
. Weathered Rippable Bedrock 10 to 15 percent bulk
Nonrippable Bedrock 20 to 25 percent bulk ,
7.9 Foundation Recommendations
7.9.1 The following foundation recommendations are for one-andlor two-story residential
structures and are based upon the assumption that the soil conditions within 4 feet of finish
Project No. 06105-12-04 -15 -August 3,2001
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pad subgrade consist of granular "low" expansive soil (Expansion Index less than 50). The
recommendations are separated into categories dependent upon the depth and geometry of
fill underlying a particular building pad and/or lot. Final foundation design
recommendations for each building will be presented in the fmal compaction report after
the grading for the individual building pads has been completed.
7.9.2 Foundations for either Category I, II, or III, as described in Table 7.9.1, may be designed
for an allowable soil bearing 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.
7.9.3 The use of isolated footings that are located beyond the perimeter of the building and
support structural elements connected to the building is not recommended for Cate~ory III.
Where this condition cannot be avoided, the isolated footings should be connected to the
building foundation system with grade beams.
TABLE 7.9.1
FOUNDATION RECOMMENDATIONS BY CATEGORY
Foundation Minimum Continuous Footing Interior Slab Footing Depth Category , (inches) Reinforcement Reinforcement
I 12 One No. 4 bar top 6 x 6 -10/10 welded wire mesh
and bottom at slab mid-point
II 18 Two No.4 bars top No. 3 bars at 24 inches on
and bottom center, both directions
III 24 Two No.5 bars top No. 3 bars at 18 inches on
and bottom 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.
Notes:
1. All footings should have a minimum width of 12 inches.
2. Footing depth is measured from lowest adjacent subgrade (including topsoil, if planned). These
depths apply to both exterior and interior footings ..
3. All interior living area concrete slabs should be at least 4 inches thick for Categories I and II and 5
inches thick for Category III. This applies to both building and garage slabs-on-grade.
4. All interior concrete slabs should be underlain by at least 4 inches (3 inches for 5-inch-thick slab)
of clean sand or crushed rock.
5. All slabs expected to receive moisture sensitive floor coverings or used to store moisture sensitive
materials should be underlain by a vapor barrier covered with at least 2 inches of the clean sand'
recommended in No.4 above.
Project No. 06105-12-04 -16-August 3,2001
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7.9.4 For Foundation Category ill, the structural slab design should consider using interior
stiffening beams and connecting isolated footings andlor 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.
7.9.5 No special subgrade preparation is deemed necessary prior to placing concrete, however,
the exposed foundation and slab sub grade 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.
7.9.6 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 Hl3 (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 footmgs
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 1 feet of the -slope face ~e 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
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 .
Project No. 06105-12-04 -17-August 3, Z001
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• Although other improvements that 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 that would permit some lateral soil
movement without causing extensive distress. Geocon Incorporated should be
consulted for specific recommendations.
7.9.7 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 iiost-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 PQtential 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 7.9.2
POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS
Post-Tensioning Institute (PTI) Foundation Category
Design Parameters I ·II m
1. Thomthwaite Index -20 -20 -20
2. Clay Type -Montmorillonite Yes Yes Yes
3. Clay Portion (Maximum) 30% 50% 70%
4. Depth to Constant Soil Suction 7.0 ft. 7.0 ft. 7.0 ft.
5. Soil Suction . . 3.6 ft. 3.6 ft. 3.6 ft.
6. Moisture Velocity 0.7 in.lmo. 0.7 in.lmo. 0.7 in.lmo.
7. Edge Lift Moisture Variation Distance 2.6 ft. 2.6 ft. 2.6 ft. .'
8. Edge Lift 0.41 in. 0.78 in. 1.15 'iIi:
9. Center Lift Moisture Variation Distance 5.3 ft. 5.3 ft. 5.3 ft.
10. Center Lift 2.12 in. 3.21 in. 4.74 in.
7.9.8 UBC Section 1816 uses interior stiffener beams in its structural design procedures. If the
structural engineer proposes a post-tensioned foundation de~ign method other than UBC
Section 1816, it is recommended that interior stiffener beams be used for Foundation
Categories IT and III. The depth ofthe perimeter foundation should be at least 12 inches for
Foundation Category I. Where the Expansion Index for a particular building pad exceeds
50 but is less than 91, the perimeter footing depth should be at least 18 inches; and where it
exceeds 90 but is less than 130, the perimeter footing depth should be at least 24 inches.
Project.No.06105-12-04 -18-August 3,2001
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7.9.9
Geocon Incorporated should be consulted to provide additional design parameters as
required by the structural engineer .
The recommendations of this report are intended to reduce the potential for cracking of
slabs due to expansive soils (if present), differential settlement of deep fills or fills of
varying thicknesses. However, even with the incorporation of the recommendations
presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions
may still exhibit some cracking due to soil movement andlor shrinkage. The occurrence of
concrete shrinkage cracks is. independent of the supporting soil characteristics. Their
occurrence may be reduced andlor 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.
7.10 Retaining Walls and Lateral Loads
7.10.1 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
of30 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 as~ume 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 andlor where backfill
materials do not conform to the above criteria, Geocon Incorporated should be consulted
for additional recommendations.
7.1 0.2 Unrestrained walls are those that are allowed to rotate more than 0.00 IH at the top of the
wall. Where walls are restrained "from movement at the top, an additional uniform pressure
of 7H psf (where H equals the height of the retaining wall portion of the wall in feet)
should be added to the above active soil pressure.
7.10.3 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 it properly
compacted granular (Expansion Index less than 50) backfill material with no hydrostatic
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 .
Project No. 06105-12-04 -19-August 3, 2001
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7.10.4 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 bearing
pressure. Therefore, Geocon Incorporated should be consulted where such a condition is
anticipated. The location of wall footings, however, should comply with the
recommendations presented in Section 7.9.6.
7.10.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid
density of 30.0 pcf is recommended for footings or shear keys poured neat against properly
compacted granular fill soils or undisturbed natural, soils. The allowable passive pressure
assumes a horizontal surface extending at least 5 feet or three times the surface generating
the passive pressure, whichever is greater. The upper 12 inches of material not protected by
floor slabs or pavement should not be included in the design for lateral resistance. An
allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and ,
concrete. This friction coefficient may be combined with the allowable passive earth
pressure when determining resistance to lateral loads.
7.10.6
7.11
7.11.1
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.
Slope Maintenance
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.
The instability is typically limited to the outer three feet of a portion of the slope and
usually does not directly impact the improvements on the pad areas above or below. the
slope. The occurrence of surficial instability is more prevalent on fill slopes and is
generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of
subsurface seepage. The disturbance and/or loosening of the surficial soils, as mig~t result
from root growth, soil expansion, or excavation for irrigation lines and slope planting, may
also be a significant contributing factor to surficial instability. It is, therefore" recom-
mended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be
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
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
Project No. 06105-12-04 -20-August 3,2001
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7.12
7.12.1
7.13
7.13.1
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 .
Drainage
Establishing proper drainage is imperative to reduce the potential for differential soil
movement, erosion and subsurface seepage. Positive measures should be taken to properly
fInish grade the building pads after structures and other improvements are in place, so that
drainage water from the building pads and adjacent properties is directed to streets away
from foundations and tops of slopes. Experience has shown that even with these provisions,
a shallow groundwater or subsurface condition can and may develop in areas where no
such condition existed prior to site development. This is particularly true where a
substantial increase in surface water infiltration results from an increase in landscape
irrigation.
Plan Review
The geotechnical engineer and engineering geologist should review the grading and
foundation plans prior to finalization to verify their compliance with the recommendations
of this report and determine the necessity for additional comments, recommendations
and/or analysis .
Project No. 06105-12-04 -21-August 3,2001
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1.
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.
2. This report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the information and recommendations contained herein are
brought to the attention of the architect and engineer for the project and incorporated into the
plans, and the necessary steps are taken to see that the contractor and subcontractors carrY out
such recommendations in the field.
3. The fmdings 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 ofthre.e years.
Project No. 06105-12-04 August 3,2001
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2 VIA CALDRON 3 VIA ESTRADA 4 VIA SAItTIAGO 5 CTE TRABUCO •
6 AVO TOPANGA 7 AVO OtHEDA 8 CAMINO VALENCIA
30
SOURCE: 2001 THOMAS BROTHERS MAP
SAN DIEGO COUNTY, CALIFORNIA
REPRODUCED WITH PERMISSION GRANTED BY THOMAS BROTHERS MAPS.
THIS MAP IS COPYRIGHTED BY THOMAS BROS. MAPS. IT IS UNLAWFUL TO COPY
OR REPRODUCE ALL OR ANY PART THEREOF, WHETHER FOR PERSONAL USE OR
RESALE, WITHOUT PERMISSION
GEOCON 0 INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE· SAN DIEGO, CALIFORNIA 92121-2974
PHONE 858 558-6900 . FAX 858 558-6159
AS/AML I I DSKI EOOOO
VICINITY
NO SCALE
VICINITY MAP
VILLAGE OFL A COST A
THE OAKS
CARLSBAD, CALIFORNIA
DATE ·08-03-200.1 I ;PROJECT NO. 06105 -12 -04 I FIG. 1
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PROJECT NO 06105-12-04
ASSUMED CONDITIONS:
Slope Height
Slope Inclination
H = 60 feet
2:1 (Horizontal :Vertical)
Yt = 130 pounds per cubic foot
<!> = 32 degrees
Total Unit Weight of Soil
Angle of Internal Friction
Apparent Cohesion C = 300 pounds per square foot
No Seepage Forces
ANALYSIS:
AC$ = y:Htanm Equation (3-3), Reference 1
C
FS = Nc~ Equation (3-2), Reference 1
yH
A.c$ = 16 Calculated Using Eq. (3-3)
Ncf = 45 Determined Using Figure 10, Reference 2
FS = 1.73 Factor of Safety Calculated Using Eq. (3-2)
REFERENCES:
(1) Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics,
Series No. 46, 1954.
(2) Janbu, N., Discussion of J. M. Bell, Dimensionless Parameters for Homogeneous Earth Slopes,
Journal of Soil Mechanics and Foundation Design, No. SM6, November 1967.
FILL SLOPE STABILITY ANALYSIS
VILLAGES OF LA COSTA-THE OAKS
CARLSBAD, CALIFORNIA
FIGURE 13
.----------------------------------_.-
•
•
•
PRomCTNO 06105-12-04
ASSUMED CONDITIONS:
Slope Height
Depth of Saturation
Slope Inclination
Slope Angle
Unit Weight of Water
Total Unit Weight of Soil
Angle of Internal Friction
Apparent Cohesion
H = Infinite
Z = 3· feet
2: 1 (Horizontal: Vertical)
i = 26.5 degrees
Yw = 62.4 pounds per cubic foot
Yt = 130 pounds per cubic foot
~ = 32 degrees
C = 300 pounds per square foot
S~ope saturated to vertical depth Z below slope face.
Seepage forces parallel to slope face .
ANALYSIS:
FS = C + Crt -r w)Z cos2itan¢
= 5.7 r t Z sini cosi
REFERENCES:
"(1) Haefeli, R. The Stability a/Slopes Acted Upon by Parallel Seepage, Proc. Second International
Conference, SMFE, Rotterdam, 1948, 1,57-62.
(2) Skempton, A. W., and F. A. Delory, Stability a/Natural Slopes in London Clay, Proc. Fourth
International Conference, SMFE, London, 1957,2,378-81.
SURFICIAL SLOPE STABILITY ANALYSIS
VILLAGES OF LA COSTA-THE OAKS
CARLSBAD, CALIFORNIA
FIGURE 14
•
•
•
APPROVED FILTER FABRIC
6" DIA. PERFORATED
SUBDRAIN PIPE
1" MAX. OPEN-GRADED
AGGREGATE 9 CUBIC FT.lFT.
MINIMUM
2' MIN.
/E---------5' MIN.--------lIl
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
TYPICAL SUBDRAIN DETAIL
//1.
NO $CALE
GEOeON o VILLAGES OF LA COSTA
THE OAKS
CARLSBAD, CALIFORNIA
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE -SAN DIEGO, CALIFORNIA 92121; 2974
PHONE 858 558-6900 -FAX 858 558-6159
A$JJMW DSKI EOOOO
XlR14/1DRAFTINGIXJ11621JMW
DATE 08 -03 -2001 PROJECT NO. 06105-12 -04 FIG. 15
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•
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APPENDIX A
FIELD INVESTIGATION
The latest phase of field investigation was performed during the period of October 6 through
October 14, 1999, and consisted of additional geologic mapping and excavation .of 15 exploratory
trenches and 13 hydraulic "air track" drill holes. The approximate locations of the trenches and
borings are shown on the Geologic Maps, Figures 2 through 12.
The exploratory trenches were excavated by means of a Caterpillar 350 Trackhoe, eqv.ipped with a
30-inch-wide bucket. An Ingersoll-Rand 500 pneumatic percussion, 4-inch-diameter drill with
hydraulic pull-down was used for the air-track holes at selected locations in order to gain additional
information regarding the rippability characteristics of the underlying bedrock.
During the excavations of trenches, the materials encountered were visually examined, classified, and
logged. Logs of the exploratory trenches are presented on Figures A-I through A-IS. A graphical
representation of each of the air-track borings is presented on Figures A-16 through A-29. The graphs
depict the rate (in seconds per foot) at which the drill penetrated each foot of depth examined .
Project No. 06105-12-04 August 3,2001
•
•
PROJECT NO. 06105-12-01
~ TRENCH T 1 >-W Zw'" >-t!) I-r.
D <t DU • 1-", W~ DEPTH ..J :::t SOIL HZI-H • 0::""
IN SAMPLE D 0 CLASS I-<tu. CIlu. ~I-NO. Z Z ELEV. (MSL.) 415 DATE COMPLETED 10/8/99 <tl-' Z •
FEET I-::::> (USCS) O::CIl en Wu CIl Z -H D I-H:::t o. HLIJ ..J ~ EQUIPMENT CAT 350 30" BUCKET WenD >-0-01-
t!) zw..J ~~ ~0::e3 0::'-'
0 0
MATERIAL DESCRIPTION
0 (ft;{.;; SC-GC
f--TOPSOIL + + Loose, dry, dark red-brown, Gravelly, Clayey, fine
I--2 -+ SAND --t-+ + SANTIAGO PEAK VOLCANICS I---+ I-
+ + Weathered, fractured, reddish-brown to olive-gray, -4 -+ very strong VOLCANIC ROCK -
-+ + -Joints: N30W, 70SW (primary) -+-N20E vertical (secondary)
-6 -+ + (Andesite? flow, lahar with intense, 2" spaced -+ fractures, :with thin (1/8") clay linings) -+ + -Abundant pyrite (FeS2) in 1mm to 5mm cubes; l-
f-8 + possible arsenopyrite (?)
TRENCH TERMINATED AT 8 FEET
REFUSAL
--. -
Figure A-l,-Log of Trench T 1 TORGE
SAMPLE SYMBOLS o ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
~ •.• DISTURBED OR BAG SAMPLE iJ ... 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 06105-12-01
Q:: TRENCH T 2 >-W Zw"" >-" t!) I-0 <I: °u • 1-"" W~ DEPTH -I 3 SOIL HZI-H. 0:\.1
IN SAMPLE 0 0 CLASS I-<I:LL. (f)LL. ;::)1-::r: Z ELEV. (MSL.) 470 DATE COMPLETED 10/8/99 <1:1-' z. NO. I-;::) o:(f)(f) Wu r.-Z FEET H 0 (USCS) I-H 3 o • (f)UJ HI--I 0:: EQUIPMENT CAT 350 30" BUCKET
w(f)o )-0-Oz t!) zUJ-I 0::'"' I:o ~o::e 0 (J
MATERIAL DESCRIPTION
I-0 ty~1 SC TOPSOIL I--
: ... y:. 'I\, i Loose, dry, dark reddish-brown, Gravelly, Clayey
I-2 -y:. 'IN. SAND t-
-y:. i'1' I-SANTIAGO PEAK VOLCANICS I-
Fractured, slightly weathered, reddish-brown to .
4 -y:. i'1' I-olive, strong VOLCANIC ROCK l-
I--y:. i'1' I--Joints: N35E, steep-vertical I-...: -Lahar breccia andesite, with joints spaced 12" +-
6" apart, with 1/8"-1" argillized seams
TRENCH TERMINATED AT 6 FEET
REFUSAL
. . ~
Figure A-2, Log of Trench T 2 TORGE
SAMPLE SYMBOLS [] .. , SAMPLING UNSUCCESSFUL
~ .. , DISTURBED OR BAG SAMPLE
[] ..• STANDARD PENETRATION TEST •.•• DRIVE SAMPLE (UNDISTURBED)
iJ ... 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 06105-12-01
0:: TRENCH T 3 >-lJ..I ZlJ..I"" >-1"\ t!) l-Ou • 1-"" lJ..I~ 0 <I: DEPTH ..I :3: SOIL HZI-H. ' 0:: '"' SAMPLE 0 ° CLASS 1-<I:lJ.. U)lJ.. ;:)1-IN :I: Z ELEV. (MSL.) 497 DATE COMPLETED 10/8199 <1:1-' z. I-Z NO. I-;:) O:::U)U) lJ..I U U)IJJ FEET H 0 (USCS) I-H:3: O. HI-..I 0:: lJ..IU)O >-0.. Oz EQUIPMENT CAT 350 30" BUCKET zlJ..I..I t!) ~o:::e 0:: ...... :1::0
0 u
MATERIAL DESCRIPTION -0 ~' SC );{;1 TOPSOn. --~ "\' ~ Loose, dry, reddish-brown, Gravely, Clayey SAND -2 -~ "\' ~ SANTIAGO PE.(\!( VOLCANICS f-
-~ "\' ~ Fractured', slightly weathered, reddish-brown to I-olive, very strong VOLCANIC ROCK
r-'4 "" -Joints: N-S, vertical '
N50E,80NW
-Lahar breccia andesite with 12" +-spaced
joint-fractures
TRENCH TERMINATED AT 4 FEET
REFUSAL
, , -
.
Figure A-3, 'Log of Trench T 3 TORGE
SAMPLE SYMBOLS o ... 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 SPEC.IFIC 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 06105-12-01
0:: TRENCH T 4 >-lJJ ZlJJ"" >-""' (.!) l-Ou • 1-"" lJJ~ 0 <I: DEPTH ...J 3 SOIL ~Zt;: H. 0::'" SAMPLE 0 Cl <t:<I:" (/)1:1.. ;:)1-IN CLASS Z •
NO. z Z ELEV. (MSL.) 500 DATE COMPLETED 10/8/99 0::1-(/) lJJ u I-Z
FEET I-;:) (USCS) 1-(/)3 Cl • (/)IJJ H 0 lJJHO HI-
...J 0:: EQUIPMENT CAT 350 30" BUCKET z(/)...J >-0... Oz
(.!) lJJlJJ cc 0::"" :1::0 0...0::"" Cl CJ
MATERIAL DESCRIPTION
I-0 Ai" 1;{;~ SC-GC TOPSOIL I--V I'" .< ~ 'i'1-'Loose, dry, dark red-brown, Gravelly, Clayey -2 -v I'" < SAND -.
~ 'i'1-SANTIAGO PEAK VOLCANICS --v I'" < -~ .... 1-Fractured, slightly weathered, red-brown to dark v, I'" < -4 -~ 'i'1-olive, very strong VOLCANIC ROCK -
v I'" < -~ .... 1--Joints: N75E, steep-vertical -
'{\I'"r-. I-6 N70W,60SW
-Andesite flow, with joint fractures approx. 1 "-6"
apart
TRENCH TERMINATED AT 6 FEET
REFUSAL
.. -
I
Figure A-4, Log of Trench T 4 TORGE
•
SAMPLE SYMBOLS [] ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
L-__________ ~_._ •. _DI_S_TU_R_B_ED_OR __ B_AG __ SA_M_P_LE ____ ~_ .• _._C_H_UN_K_S_A_M_PL_E ______ ~.~~._ •• _W_A_T_ER~TA_B_L_E~O_R_S_E_EP_A_GE __ ~
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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 06105-12-01
• 0::: TRENCH T 5 >-IJ.J ZIJ.J""' >-"" t!) I-0 c: °u . !-"" IJ.J~ DEPTH ....I ~ SOIL H Z !-H. 0:::"'"
IN SAMPLE 0 0 CLASS !-c:lJ... OOIJ... :::lI-ND. ::r: z ELEV. (MSL.) 448 DATE COMPLETED 10/8/99 <1:1-' z. I-z I-:::l 0:::00 00 LLlU FEET (USCS) !-H~ o • OOUJ H 0 HI-....I 0::: CAT 350 30" BUCKET LLlooo >-0-Oz EQUIPMENT zlJ.J....I t!) LLlo:::lXl 0:::"'" :1:::0
0.. .'-' 0 u
MATERIAL DESCRIPTION -0 XI COLLUVIUM -- -~~ . TS-1 CL-M Stiff, damp, dark brown, 'Silty CLAY; with :
-2 -Vi// scattered angular, fine' volcanic gravel r--~~ -~~ r-
I-4 -~\~I-
I--'1,'1 < SANTIAGO PEAK. VOLCANICS '--
:..\ 'f-l-Very weathered, fractured, light red-brown, weak
I-6 -v'l < VOLCANIC ROCK, with numerous random -' :..\ ~I-
I--Y'I < fractures, jarosite and coatings; also clay-lined -:..\ ~I-fractures of lahar-breccia; excavates to I" to 3"
I-8 -Y \' < chunks -:..\ ~I-
Y \' <
I--:..\ ~I--v,\' <
I-10 -'I 'f-I--TS-2 v\'<
:..\ "l-I--v'l < -
:..\ "l-
I-, 12 -~ '1'f-1-I-
--~\I-:-
-14 -~\I-:-
-'{t'f-I--• -16 -~\I--~\I--~\I--
-18 -r.,t-4 \"'" t--
~ \"'''t-
' , -I--I-
I-20 -v\"'<
:..\ "t-r-
v\"'<
I--:..\ "t-:-
I-22 -~ \"'''t-.. :.... ~ \"'''t-
l-I
TRENCH TERMINATED AT 23 FEET
Figure A-5, Log of Trench T 5 TORGE
[] ... SAMPLING UNSUCCESSFUL IJ '" STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
•
SAMPLE SYMBOLS ~ __________________ ~ __ ._ .. __ DI_S_TU_R_B_ED __ OR __ BA_G __ SA_M_PL_E ___ ~ __ ._._._C_HU_N_K_S_A_MP_L_E __________ ~~~ .. _~_W_A_TE_R __ TA_B_L_E_O_R_S_EE_P_A_GE ____ ~
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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 06105-12-01
0::: TRENCH T 6 >-I.J.I ZI.J.l""' >-" (.!) l-Ou • 1-,,", I.J.I~ 0 <r: DEPTH ..J ::;r: SOIL /:!Zt: H. 0:::""
IN SAMPLE 0 C CLASS <r:<r:, (l')l.I.. :::;)1-NO. ::r: z ELEV. (MSL.) 473 DATE COMPLETED 10/8/99 0:::1-(1') z. I-Z FEET I-:::;) (USCS) I-(I')::;r: I.J.IU (l')1JJ . H 0 I.J.IH O C • HI-..J 0::: EQUIPMENT CAT 350 30" BUCKET z(l')..J >-0.. .oz (.!) I.J.Il.J.Ial 0:::"" ~o 0..0:::"" C U
•
MATERIAL DESCRIPTION
I-0 % i--COLLUVIUM -
SQft, very moist, olive-brown, Sandy CLAY
r-2 --"-~ ,.
---
-4 --CL --~ -
I-6 -l-
I--r-
I-8 ---~ ~ '1'1--SANTIAGO PEAK VOLCANICS I--\I t' < '-
'I 1'1--Very weathered, intensly·fractured and altered,
I-10 -\I t' < light reddish-brown, very weak VOLCANIC -'I 1'1--ROCK \I,t' < I--'I 1'1---
•
12 \I t' < r--'I 1't.--Upon excavation, disintegrates to Sandy CLA Y; -
;--~\I--with fragments of hydrothermally-altered andesite r-~\I--CL lahar-breccia
e-14 -~ t'1't.-
l-
e--~ i'1'1--r-
-16 -~\I--I-
't' --~ 1'1--'-
-18 -~ i'1't.--
~\I-.. ----
I-20 -~\I--~\I-
I--\I,i' < --------------------------------------
'I 1'1-Weathered and fractured, reddish-brown to olive, I-22 -"i' < I-
'I 1't.-weak VOLCANIC ROCK; upon excavation, .
I--~\I-disintegrates to 2-4" chunks of andesite l-
I-24 -"i' < lahar-breccia, with clay-lined joints r-'I 1'1-
i-",i'" <
TRENCH TERMINATED A,( 25 FEET
FJgure A-6, Log of Trench T 6 TORGE
o ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
•
SAMPLE SYMBOLS ~ ___________________ ~ __ .. _._D_I_S_TU_R_B_ED __ O_R_B_A_G_S_AM_P_L_E ___ ~ __ ._._._C_HU_N_K_S_A_M_PL_E ___________ ~~=_._._._W_A_TE_R __ TA_B_L_E_O_R_S_E_E_PA_G_E __ ~
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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 06105-12-01
0:: TRENCH T 7 >-w Zw" >-;"\ (.!) ~ °u . ~" w X 0 (J: DEPTH ...I :3: SOIL HZ~ H. 0::"'"
SAMPLE 0 Cl CLASS
.... (J:IJ.. . ~IJ.. =>1-IN NO. ::c Z ELEV. (MSL.) 345 DATE COMPLETED 10/8/99 <I:~'\. LLI· ~z
~ => Q::(J)(J) cc.: (J)lIJ FEET H 0 (USCS) .... H:3: HI-...I 0:: LLI(J)O >-0.. Oz EQUIPME~T CAT 350 301t BUCKET ZLLI...I (.!) ~o::e 0::'"' :l!:o
C u
•
MATERIAL DESCRIPTION
0 :9· '1'"1" -fll COLLUVIUM -
Loose, dry, medium brown, very Silty, Gravelly
2 -.. tp fmeSAND -"rt · SM ..
-:.~l -
4 -"J: "I
~ II'["" SANTIAGO PEAK VOLCANICS -~ 'I\, [.... Very fractured, weathered, light reddish-brown,
-
6 -~ 'I\, [.... strong VOLCANIC ROCK i-
~ \'I' [....
-Lahar-breccia andesite excavates to 1-4" chunks f--
8 -~ \'I' [.... -Joints: N75W, 60S i-
N. \' <
i--~ I' [.... -
v\'<
I-10 -~ I' [.... -v\'< -Becomes less fractured, excavates 6-12" chunks ~ \'[....
I--v\'< -
~ I'[....
i-12 -v.\' < -~ I'[....
~I 'i' -• TRENCH TERMINATED AT 13 FEET
NEAR-REFUSAL
.. -
I
Figure A-7, Log of Trench T. 7 TORGE
o .. '. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
•
SAMPLE SYMBOLS .~ __________________ ~ __ ._ •. _D_I_S_TU_R_BE_D __ OR __ BA_G __ SA_M_PL_E ___ ~ __ ._._._C_HU_N_K_S_A_MP_L_E __________ ·~~~ •• _._W_A_TE_R __ TA_B_LE __ OR __ S_EE_P_AG_E __ ~
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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 06105-12-01
Q:: TRENCH T 8 >-IJJ ZIJJ'" >-.... (!) I-0 <I: °u . 1-", IJJ~
DEPTH ...l :3: SOIL HZI-H. Q::'"
IN SAMPLE 0 ° CLASS 1-<l:1J... (J)IJ... ::ll-
NO. Z z ELEV. (MSL.) 455 DATE COMPLETED 10/11/99 <1:1-' z. I-z I-::l Q::CJ)CJ) IJJU FEET H 0 (USCS) I-H3 O. CJ)w HI-...l Q:: CAT 350 30" BUCKET
lLICJ)o >-c.. Oz (!) EQUIPMENT zlJJ...l Q::"" :E:o !fQ::E9 c u
•
MATERIAL DESCRIPTION
0 I~ I--COLLUVIUM -l-
TS-I CL Stiff, moist, reddish-brown, very Gravelly, Sandy
2 -~ CLAY I-,.
-I-
4 -~'\ .. Z SANTIAGO PEAK. VOLCANICS l-
v I' < -:..l .... 1-Very fractured,. weathered, reddish-brown; weak r v ..... < VOLCANIC ROCK
f-6 -:..l .... 1--Andesitic, with 1/4 II clay seams along l-V I' <
-:..l .... 1-joint-fractures spaced, 1 "_6" apart
"..... < -Hydrothermally altered, with pseudomorphic and I-
:..l .... 1-
S . -"..... <
fine pyrite -
:..l .... 1--Joints: N35W, 70SW -~ ......... 1-N40E,75SE -
f-lO -~""'''''I--
•
v ..... <
I--'-.\ .... 1--Becomes light gray-olive, strong, with joints 6"+ 1-.
"..... ' I-12 -:..l '1-1-spacing I-~\I-f--Iv. I' < I-
'-.\ '1-1-
I-14 -v I' < r
:..l '1-1-
f-
'1-v
TRENCH TERMINATED AT 15 FEET
REFUSAL
.. -
Figure A-8, Log of Trench T 8 TORGE
D· ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
•
SAMPLE SYMBOLS ~ __________________ ~ __ ._._._D_IS_TU_R_B_ED __ O_R_B_AG __ SA_M_P_LE ____ ~_._._._C_H_UN_K_S_A_M_PL_E __________ ~~~._ •• _W_A_T_ER __ T_AB_L_E_O_R_S_E_EP_A_GE ____ ~
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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. 0610S-12-01
~ TRENCH T 9 >-Ul Zw" >-"'" • (..!) l-Ou • 1-" Ul~ 0 <J: DEPTH ....I :3: SOIL HZI-H. ~v
SAMPLE 0 c CLASS I-<J:I..L. OOI..L. :::ll-IN ::J: z ELEV. (MSL.) 490 DATE COMPLETED 10/11/99 <J:I-' Z. 1-2: NO. I-:::l 0:::00 00 UlU OOIJJ FEET H ° (USCS) t:iH~ C. HI-....I ~ EQUIPMENT CAT 350 30" BUCKET zOO....I >-0.. 02: (..!) UlUlaJ 0:::"" ~o
0..0:::"" C (J
MATERIAL DESCRIPTION
0 fJ;:;; SC
I--TOPSOIL .~ I'"\'t--Loose, dry, darlc reddish-brown, Gravelly, Clayey
f-2 -~ I'"\'t--SAND l-
f--~\t--SANTIAGO PEAK VOLCANICS '-
Slightly weathered, fracture, reddish-brown to
I-4 -~I'"\'t--olive, strong VOLCANIC ROCK -
-~I'"\,t---Joints: NSOW, 25S, 1 "-6" spacing .~
~ I'"\, t--NlOW,80E
:-6 -I-
-~~\'t---Becomes less fractured, 12" + spacing, olive-gray I-"'~ andesite lahar breccia
TRENCH TERMINATED AT 7.S FEET
REFUSAL
•
Figure A-9, Log of Trench T 9 TORGE
•
SAMPLE SYMBOLS [J ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST" ••• DRIVE SAMPLE (UNDISTURBED)
~ ___________ ~_._ .. _DI_S_TU_R_BE_D_OR __ BA_G_SA_M_PL_E __ ~ __ ._._._C_HU_N_K_S_A_MP_L_E _____ ~~~ .. _._W_A_TE_R~~_B_L_E_O_R_S_EE_P_A_GE ___ ~
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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 06105-12-01
0::: TRENCH T 10 >-lJJ ZlJJ"'" >-"" (!) l-Ou . 1-"", IJ.I~ 0 <J: DEPTH ...I 3 SOIL HZI-H • 0:::'"
IN SAMPLE 0 0 CLASS I-<J:u. (l)u. :::JI-NO. Z Z ELEV. (MSL.) 520 DATE COMPLETED 10/11/99 <J:I-' Z • I-z I-:::J 0:::(1)(1) 'lJJU FEET (USCS) I-H 3 O. (l)LU H 0 HI-...I 0::: lJJ(I)O >-0... Oz EQUIPMENT CAT 350 3011 BUCKET zlJJ...I (!) ~o:::e 0:::'"' :E:o
0 ·0 '
•
MATERIAL DESCRIPTION -0 'rJ~% --// COLLUVIUM '-
~:({ SC Stiff, dark reddish-brown, Gravelly, very Clayey
f-2 -~:t1 SAND ,-
f---Very irregular contact
~ It-. I.-SANTIAGO PEAK VOLCANICS f-4 -~~\'I.--Very weathered,·reddish-brown to olive, weak
f--~~\'I.-VOLCANIC ROCK; mixed with granitic rock l-
i-6 -~ ~\'t2 -With clay seams along fractures spaced 1/2" to 3" I-
\I '\' < apart
'--:.\ \' I.--Joints: N50W, 80SW I-
\I I' < N40E,75SE -8 ,-:.\ \' I.--I-\I '\' <
e--;.j \' l.-I-\I '\' <
10 -'I \' I.--"I' < -
;.j \' l.-
e--~\I.--Becomes stronger, but still highly fractured -
:-12 -,,'\' < (di~es, medium gray tonalites?) -;.j \' I.-
--~ I'\'t2 -• \I '\' < -14 -:...\ 'i'1.--~ I.-\, I.----~ I.-\'I.-
I-
-16 -~ 1.-1'-l.-I-
f--~ I.-\, l-I-
t-18 -~ I'\'I-I-
~ I'\'I-. , .
f---.' l-
t-20 '!.\I.-\,
TRENCH TERMINATED AT 20 FEET
Figure A-10, Log of Trench T 10 TORGE
D ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
•
SAMPLE SYMBOLS ~ __________________ ~ __ ._ •• __ DI_S_TU_R_BE_D __ OR __ BA_G __ SA_M_PL_E ___ ~ __ ._._._C_HU_N_K_S_A_MP_L_E __________ ~~~ •• _._W_A_TE_R __ TA_B_LE __ O_R_S_EE_P_AG_E __ ~
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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 06105-12-01
>-0:: TRENCH T 11 UJ ZUJ"'" :>-" (!) l-Ou • 1-,.." UJ~ 0 <r: DEPTH -.J :3: SOIL HZI-H. 0::"" SAMPLE 0 Cl CLASS 1-<r:LI.. Cl)LI.. ;:)1-IN NO. Z Z ELEV. (MSL.) 564 DATE COMPLETED 10/11/99 <r:1-' Z. I-z I-;:) O::CI)CI) UJ u Cl)1JJ FEET H 0 (USCS) I-H:3: C. HI--.J 0:: WCl)O :>-0.. Oz (!) EQUIPMENT CAT 350 30" BUCKET zUJ-.J 0::'"' l:o ~o::e c u
•
MATERIAL DESCRIPTION
0 ~9.}l SM -TOPSOIL ~ I'\, I--Loose, dry, dark brown, Gravelly, Silty SAND
2 -v I' < SANTIAGO PEAK VOLCANICS -
:..\ \' I--
t--v I' < Weathered and fractured, humid, olive to I-:..\ \' I--red-brown, moderately strong VOLCANIC ROCK
f-4 -~\I---Joints: N45W, 75SW l-
v '\" < f--:..\ \' I--N60E,80SE ;-
f-6 -~ I'\, I---~\I--, --~ t-\' I---Becomes stronger, withjoints spaced 12" +--8 -~\I---
-~ t-\' I---
-10 -v t-< 'I \' I---
"t-< --'I \' I--I-
12 '{It-\'-, <
TRENCH TERMINATED AT 12 FEET
REFUSAL •
" " -
.
Figure A-11, Log of Trench T 11 TORGE
•
SAMPLE SYMBOLS o ... 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 i ,
I ,
PROJECT NO 06105-12-01
0:: TRENCH. TI2 >-W ZW ..... >-"... CD l-Ou • 1-...... w~ '0 (I: DEPTH ..J ::3: SOIL HZI-H. 0::'" SAMPLE 0 0 CLASS 1-(l:lJ.. (J)lJ.. ~I-IN ::I: Z ELEV. (MSL.) 360 DATE COMPLETED 10/11/99 (1:1-" Z. NO. I-:::l O::(J)(J) Wu .(J)2: FEET H 0 (USCS) I-H::3: 0. HLIJ ..J 0:: W(J)O >-0.. 01-
CD EQUIPMENT CAT 350 3011 BUCKET zw..J 0:: ....... 1:2: wo::a:l 0 a.. ....... 0 (.)
•
MATERIAL DESCRIPTION
I-0 :1. '1""1-
f--III ALLUVIUM -
.-.r.? Loose, humid, dark gray-brown, Gravelly, Silty
'-2 -8M SAND -
'q .~.j -With some clay';' burrows, voids -...; ~\ ... t.. -4 -''\' SANTIAGO PEAK. VOLCANICS r-~ t"-t.. Fractured, slightly weathered, brown to olive, -~\t.. moderately strong VOLCANIC ROCK; andesite I-
6 ";"" ~'\'t"-t.. flow with fractures 2" -12 II apart r-
-~\t.. Joints: N-5, 70E -
~\t.. N40W, 35SW
f-8 -N45W,50NE -
I-~'i't"-t.. -Becomes much stronger, less fractured (> 12")
• TRENCH TERMINATED AT 9 FEET
NEAR REFUSAL
•
-. -
Figure A-12, Log of Trench T 12 TORGE
o ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION T£ST .... DRIVE SAMPLE (UNDISTURBED)
•
SAMPLE SYMBOLS ~ __________________ ~ __ ._ .. __ DI_S_TU_R_BE_D __ OR __ BA_G __ SA_M_PL_E ___ ~ __ ._._._C_HU_N_K_S_A_MP_L_E __________ ~~~ .. _._W_A_TE_R_._TA_B_L_E_O_R_S_EE_P_A_GE ____ ~
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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 06105-12-01
0:: TRENCH T 13 >-IJ.I ZIJ.l'" >--"'" t!l l-Ou . 1-", IJ.I~ 0 (J: DEPTH ...I ::3: SOIL Hzl-H. 0::"" SAMPLE 0 Cl CLASS I-(J:LI.. C1)LI.. ;:)1-IN NO. ::c z ELEV. (MSL.) 398 DATE COMPLETED, 10/11/99, (J:I-' fij. I-z FEET I-;:) (USCS) 0::C1)C1) Cl~' Cl)1JJ H 0 I-H::3: HI-...I 0:: EQUIPMENT CAT 35030" BUCKET
IJ.I(1)o >-0.. Oz t!l zlJ.l...l o::V ';:0 \:l:o::S Cl 0
•
MATERIAL DESCRIPTION
I-0 ~9. '1:1-
I--°fh COLLUVIUM -SM Loose, humid, dark brown, Gravelly, Silty coarse
I-2 -.-tp SAND , ' l-
I---q -t -j
+ + -4 -+ ESCONDIDO CREEK GRANODIORITE -+ + Very weathered, fractured, light brown to reddish , -+ brown, weak GRANITIC ROCK -
6 -+ + t-+ l-
I--+ + I-+
I-8 -+ + I-
+ I--+ + -Joints: NI0E, 70E I-,
I-10 -'+ N75W,40SW I-+ +
I--+ I-
+ +
I-12 -+ l-
I--+ + -+ • I-14 -+ + -+ I--+ + -
-16 -+ -+ +
--+ -Becomes stronger, fractures> 6" apart and slightly I-
+ + -18 -+ weathered I-
+ + .. ----+
I-20 ..j... ..j...
TRENCH TERMINATED AT 20 FEET
NEAR-REFUSAL
,
Figure A-13, Log of Trench T 13 TORGE
• L..
_SAM __ P_L_E_S_Y_M_B_O_LS ___ D_._ .. _SA_M_PL_I_N_G _U_NS_U_CC_E_S_SF_U_L __ IJ_._. _. _S_TA_N_DA_R_D_P_E_NE_T_RA_T_'I_ON_TE_S_T--=.~ .• _._D_R_IV_E_SA_M_PL_E_CU_N_D I_S_TU_R_BE_D_'--I ~ ••• DISTURBED OR BAG SAMPLE iJ ... 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 06105-12-01
n:: TRENCH T 14 >-IJJ ZIJJI"'\ >-""' (!) I-0 a: °u . 1-1"'\ IJJ~ DEPTH -I ::::t SOIL HZI-H. n::v
IN SAMPLE 0 0 CLASS 1-a:LL. CJ)LL. :::ll-
~ NO. Z Z ELEV. (MSL.) 406 DATE COMPLETED 10/11/99 &I-~ Z. I-Z FEET I-:::l (USCS) 'I-CJ)::::t IJJU CJ)lJJ H 0 IJJHO o • HI--I n:: EQUIPMENT CAT 350 30" BUCKET zCf)-I' >-a.. Oz (!) IJJlJJal n::"" :E:o a..n::"" 0 u
•
MATERIAL DESCRIPTION
I-0 :f'l
I--"(I TOPSOIL c-
SM Loose, dry, dark brown, Gravelly, Silty, coarse
I-2 -.. tp SAND I-
,,'
I--+ + + ESCONDIDO CREEK GRANODIORITE I-
I-4 -+ + Very fractured, weathered, light reddish-brown, I--
+ moderately'strong GRANITIC ROCK, with
r--+ + joint-fractures spaced 2-6" apart I--
r-6 -+ r-+ +
c--+ c-
+ +
c-8 -+ c-
r--+ + r-+ ..
... 10 -I--I-
TRENCH TERMINATED AT 10 FEET
•
"
, , -
.
Figure A-14, Log of Trench T 14 TORGE
o ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••. DRIVE SAMPLE (UNDISTURBED)
•
SAMPLE SYMBOLS ~ __________________ ~ __ ._ •• __ D_IS_TU_R_B_ED __ OR __ BA_G __ SA_M_P_LE ___ ~ __ ._._._C_HU_N_K_S_A_MP_L_E __________ ~~~ •• _._W_A_TE_R __ TA_B_LE __ O_R_S_EE_P_AG_E __ ~
NOTE: THE LOG OF SUBSURFACE CONDIT10NS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
r------------------------------------------------------
PROJECT NO. 06105-12-01
>-Q:: TRENCH TIS LIJ ZLIJ'" >-" (.!) l-• 0 <J: °u • 1-", UJ~
DEPTH ...J :::r: SOIL HZI-H. Q::v
SAMPLE 0 0 CLASS I-<J:LL CJ)LL :::::ll-IN NO. z z ELEV. (MSL.) 457 DATE COMPLETED 10/11/99 <J: I-" Z. 1-2
FEET I-:::::l (USCS) O::CJ)CJ) UJu CJ)UJ H 0 I-H::3: 0. HI-...J Q:: UlCJ)O >-0.. O 2 EQUIPMENT CAT 350 30" BUCKET zUJ..l (.!) ~Q::e Q::'-" :£:0
0 U·
MATERIAL DESCRIPTION -0 :-1.::·l SM TOPSOIL --+ + Loose, dry, dark brown, Silty, medium SAND
-2 -+ ESCONDIDO CREEK GRANODIORITE -
+ + -+ Fractured, slightly weathered, light brown, very -
+ + strong GRANITIC ROCK
I-4 -+ -
I--+.+ -.+
r-6 -+ + I-
+ I--+ + l-
I-8 -+ I-+ + -Becomes less fractured (>6" spacing) -+ .....
+ + 10
TRENCH TERMINATED AT 10 FEET
REFUSAL
•
Figure A-IS, Log of Trench TIS TORGE
•
SAMPLE SYMBOLS o ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
~ ••• DISTURBED OR BAG SAMPLE iJ ... CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE .L----_______ --=-__ -----J
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
. DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
•
•
•
06105-12-04
0.0 !BI .::m
5.0
10.0
15.0
20.0
25.0
e-m ~ ........ 30.0 ::r: l-e.. W Cl
35.0
. 40.0
i-
45.0 -
50.0 i-
-
55.0 i--
:-
60.0 i-
0
Marginal to
Non-
THE OAKS
AIR TRACK
BORING AT -17
Rippable Rippable Non-Rippable
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
06l05-l2-0l THE OAKS AND RIDGE.xls
80
_ 10/08/99
ELEVATION 420 FEET
o
GEDeON IHOOJl.PORoA'1'J:D
90 100 110
FIGURE A-16
•
•
•
06105-12-04
0.0 ~
5.0,
10.0
15.0
20.0
25.0
:0-Q)
J!2 -30.0 :c I-a.. w Cl
35.0
40.0 I-
45.0 '"
:-
-
50.0
r
.:" . .r.:-i-
55.0 -
'60.0
0
Marginal to
Non-
THE OAKS
AIR TRACK
BORING AT -18
Rippable Rippable Non-Rippable
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
06~05-~2-01 THE OAKS AND RIDGE.xls
80
10/08/99
ELEVATION 375 FEET
o
GEDeON XlfOOBPORATsn
90 100 110
FIGURE A-17
•
•
•
06105-12-04
0.0
.. 5.0
10.0
15.0
20.0 <
25.0
0-(]) ~ ........ 30.0 :c l-e.. W Cl
35.0 -
I-
40.0 f-
f-
45.0 f-
f-
I-
50.0 f-
f-
55.0 f-
l-
I-
I-
60.0 I-.
0
Marginal to
Non-
THE OAKS
AIR TRACK·
BORING AT-19
Rippable Rippable Non-Rippable
10 20 30 70
DRILL RATE (seconds per foot)
40 50 60
06105-12-0l THE OAKS AND RIDGE.xls
80
10/08/99
ELEVATION 480 FEET
GEDeON
INDOftPORA'l'J::D
90 100 110
FIGURE A-18
•
•
•
06105-12-04
Marginal to
Non-
THE OAKS
AIR TRACK
BORING AT -20
. Rippable Rippable Non-Rippable
0.0
5.0
10.0
15.0
20.0
25.0
0 Q)
.fE .....-30.0 :c I-a.. UJ Cl
35.0 , ,
40.0
45.0
50.0
:-
55.0 :-
:-
60.0 l-
0 10 20 30 40' 50 60 70
DRILL RATE (seconds per foot)
06105-12-01 THE OAKS AND RIDGE.xis
80
10/08/99
ELEVATION 420 FEET
o
GEOeON
INOORPORAT'IlD
90 100 110
FIGURE A-19
•
•
•
06105-12-04
:;:;-
Q)
.e:! ---:::c I-0.. W
Cl
. 0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
. 40.0
45.0
50.0
55.0
r
60.0 r
o
Marginal to
Non-
THE OAKS
AIR TRACK
BORING AT -21
Rippable Rippable Non-Rippable
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
06105-12-01 THE OAKS AND RIDGE.xls
80
10/08/99
ELEVATION 490 FEET
GEDeON
INCORPORA'l'JlD
90 100 110
FIGURE A-20
•
•
•
06105-12-04
:0-Q)
~ ........
:c f-0.. W a
0.0 !f.iSliI
5.0
10.0
15.0
20.0
25.0
30.0 -
35.0
40.0 l-
i-
45.0
50.0 ,.
i-
i-
55.0
'" ,.
:..
60.0 -
0
Marginal to
Non-
THE OAKS
AIR TRACK
BORING AT -22
RippabJe Rippable Non-Rippable
-
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
06105-12-01 THE OAKS AND RIDGE.xls
80
10/08/99
ELEVATION 490 FEET
o
GEDeON IKCORPOJtA'1'II:O
90 100 110
FIGURE A-21
.... ---------------------------~~;-, ---------~.-----~~--~
\ •
•
•
06105-12-04
. 0.0 ~
5.0
10.0
15.0
20.0
25.0
:0-(!)
.IE -30.0 :c f-., c.. w 0
35.0
40.0 ..
45.0
50.0
-
55.0 -
-
60.0 ~
0
Marginal to
Non-
THE OAKS
AIR TRACK
BORING AT-23
Rippable Rippable Non-Rippable
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
·06J.OS-J.2-0J. THE OAKS AND RIDGE.xls
80
10/08/99
ELEVATION 500 FEET
o
GEDeON
INCOBPORA!1'JlD
90 100 110
FIGURE A-22
•
•
•
06105-12-04
:0-Q) ~ .........
::J: t-o.. W 0
0.0 B
B
~ 5.0
10.0
15.0
20:0
25.0
30.0
35.0
i-
40.0 i-
i-
i-
45.0 -
l-
I-
50.0
-
55.0 ---
60.0 -
0
Marginal to
Non-
THE OAKS
AIR TRACK
BORING AT -24
Rippable Rippable Non-Rippable
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
06~05-~2-0~ THE OAKS AND RIDGE.xls
80
10/11/99
ELEVATION 345 FEET
o
GEDeON
INCORPORATED
90 100 110
FIGURE A-23
•
•
•
06105-12-04
0.0 [gmI
5.0
10.0
15.0
20.0
25.0
0 Q)
.E:! -30.0 ::c l-e.. w Cl
35.0 -
40.0 ---
45.0 -
50.0 -
-
55.0 --
-
60.0 -
0
Marginal to
Non-
THE OAKS
AIR TRACK
BORING AT -25
Rippable Rippable Non-RippabJe
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
06~05-~2-01 THE OAKS AND RIDGE.xls
80
10/11199
ELEVATION 490 FEET
o
GEDeON
IlfDORPORA'l'JaD
90 100 110
FIGURE A-24
e
e·
e
06105-12-04
0.0 ~
5.0
10.0
15.0
20.0
25.0
.-.. -Q) JQ
'-" 30.0 :c l-e.. LU Cl
35.0
40.0 I-
45.0 l-
I-
50.0 l-
I-
55.0 l-
I-
I-
60.0 l-
0
Marginal to
Non-
THE OAKS
AIR TRACK
BORING AT -26
Rippable Rippable Non-RippabJe
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
06105-12-01 THE OAKS AND RIDGE.xls
80
10/11/99
ELEVATION 565 FEET
o
GEDeON INOORPORA'l'Bll
90 100 110
FIGURE A-25 .
•
•
•
06105-12-04
Marginal to
Non-
THE OAKS
AIR TRACK
BORING AT -27
Rippable Rippable Non-Rippable
0.0
5.0
10.0
15.0
20.0
25.0
Z" W,""_Mw. ~ "
Q)
.f!:! '-' 30.0 ::c -.
l-.
0-W 0 /,-,:-./. , "" , ,
35.0 :-
I-
40.0
I-
45.0
l-
I-
I-
50.0 l-
I-
55.0
I-
60.0 l-
a 10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
06~05-~2-n THE OAKS AND RIDGE.xls
80
10/11199
ELEVATION 415 FEET
o
GEDeON
IN D 0 R 1',0 RATED
90 100 110
FIGURE A-26
•
•
•
06105-12-04
0.0 :.a :::
5.0
10.0
15.0
20.0
25.0
:;:;-
Q)
~ '-" 30.0 :::r: I--f-0.. f-U1
0
35.0 f-
40.0 l-
I-
45.0 -
-
50.0 ,.
..
55.0 -
--
60.0
0
Marginal to
Non-
THE OAKS
AIR-TRACK
BORING AT -28
Rippable RippabJe Non-Rippable
.. ~
10 20 30 40 50 60 70
DRILL RATE (seconds per foot)
06105-12-01 THE OAKS AND RIDGE.xls
80
10/11199
ELEVATION 402 FEET
o
GEDeON INDOt\PORA'l'ZJ)
90 100 110
FIGURE A-27
•
•
06105-12-04
Marginal to
Non-
THE OAKS
AIR TRACK
BORING AT -29
Rippable Rippab\e. Non-Rippable
0.0 !1lI !&m
5.0
10.0
15.0
40.0
45.0
i-
. 50.0
i-
i-
55.0
I-
60.0
0 10
06105-12-01 THE OAKS AND RIDGE.xls
20 30 40 50 60 70
DRILL RATE (seconds per foot)
80
10/11/99
ELEVATION 465 FEET
o
GEDeON
INOOBPORA'l'J:D
90 100 110
. FIGURE A-28
;,' :
' ..... " . "','
",' ~
~, : .. ~.
'. :.
, ~, '
j '.'
.. '.
:.' ,4',
"',: '
',' •• , <
.. . '
":.
"
"
'."
',.r .••
~ . '
" ','
'"
,,\; ..
,.1,
. : .. '
. ", ... -
-' ,,:-
'.
,-<"
, .
.,'., .' '.'
~! •
.. ,:
.'
'l .•
" .'
:;' .
., ..... ' ' .
"'... ' .
., ' '. / '.'
.-'. . -~ "
~,
" . . ,i
. ~ . ,:--
'; .
'-',
.' .~ "
•••• <
1.: '.
;'.'
. . . ~
"
,'.' ,. ',' ,:.' "
.~. '
, . ~ , -,', , .. -:-.
.'
:!,' ~ .' , ....
~: '.
:" -..
';
•
•
•
APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in accordance with generally accepted test methods of the American
Society for Testing and Materials (ASTM) or other suggested procedures. Selected soil samples were
tested for expansion potentials.
The results of our laboratory tests are presented as follows in Table B-I.
TABLE B-1
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
Sample Moisture Content Dry Density Expansion Before Test After Test Classification No. (%) (%) pct) Index
T5-1 11.7 2404 104.7 31 Low
T5-2 lOA 24.8 108.6 51 Mediuni
T8-1 10.3 30.3 107.3 59 Medium
T17-1 9.6 25.3 111.2 61 Medium
T17-2 7.0 16.1 122.9 15 Low
Project No. 06105-12-04 August 3,2001
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"APPENDIX C
SELECTED BORING AND TRENCH LOGS
AND LABORATORY TESTING .
FROM
SUPPLEMENTAL SOIL AND GEOLOGIC INVESTIGATION
FOR RANCHO SANTA FE ROAD ALIGNMENT,
CARLSBAD, CALIFORNIA,
JANUARY 8, 1990 (PROJECT NO. 04367 -H02).
AND
SUPPLEMENTAL GEOTECHNICAL INVESTIGATION FOR RANCHO
SANTA FE ALIGNMENT, CARLSBAD, CALIFORNIA, DATED
DECEMBER 17, 1990 (PRO~~CT NO. 04367-04-02)
FOR
VILLAGES OF LA COSTA-THE OAKS'
CARLSBAD, CALIFORNIA
PROJECT NO. 06105-12-04
January 8, 1990
FILE NO. D·4367-402
DEPTH SAMPLE IN NO. FEET
>-C!J 0 ..J 0 l: I-H ..J
-0
I I --.
-2 ~ SBl-t' r -
-4 -~ ~ I--SBl-2 ~ ~ I-6 -
I-_ SBl-3
I-8
:r ~
~
~
BORING SB 1
SOIL
CLASS ELEVATION 327 DA TE COMPLETED 9/29/89 (USCS)
EQUIPMENT ROTARY WASH DRILLRIG
MATERIAL DESCRIPTION
CL ALLUVIUM
Loose, damp to very moist, light brown,
Silty C~A Y, with little sand and gravel
GC BONSALL TONALITE
Very dense, saturated, light brown,
Gravelly Silty CLAY; slightly weathered
fractured, GRANITIC BEDROCK
1 foot/4 minute drill rate
BORING TERMINATED AT 8 FEET
(REFUSAL DUE TO BEDROCK)
.. -
.
Figure A-l Log of Test Boring SB 1, page 1 of 1
zw ..... >-,... °0· 5,: w~ 1-1%1-a: " 1-([11. %11. ::Il-<1:1-' t!:(/)(/) W • I-Z I-H 3 cC: (/)w
w(/)o >-0-HI-zw..J 0% wa:1D a:V :E:o a.. v C 0
I-
... 2
r-
-
-32
,..
-
LCSE
SAMPLE SYMBOLS 0 -_. SAMPLING UNSUCCESSFUL IJ .. _ STANDARD PENETRATION TEST .. _ •• DRIVE SAMPLE (UNDIST~RBED)
\ ~ • •• DISTURBED OR BAG SAMPLE ~ ••• CHUNK SAMPLE .•• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367-402
BORING 5B 2 Zw'" )0 ...
DEPTH °0· :=; ... w~ MZI-0:: ..... SAMPLE 1-<1:11.. (/) .
IN ELEVATION 329 DATE COMPLETED 9/29/89 <tl-' zll.. :::ll-NO. a:(/)(/) w • I-Z FEET (USCS) I-M 3 C~ U)W
W(/)O 1-41-
EQUIPMENT ROTARY WASH DRILLRIG zw..J )on. Oz
&a:S 0:: ..... :Co
C 0
MATERIAL DESCRIPTION
0
'ALLUVIUM
2
Medium dense, moist, red brown, Clayey
SB2-1 SC SAND, ,with some silt 15 119.4 7.8
4
SB2-2 20 109.1 20.1
6
8 Gravel encountered at 8 feet
10 SB2-3
GC BONSALL TONALITE
Very dense, orange to brown, Gravelly
12 Clayey SAND, moderately weathered
GRANITIC BEDROCK
(REFUSAL DUE TO BEDROCK)
Figure A-2 Log of Test Boring S8 2, page 1 of 1 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE 'CUNDISTURBED)
E3 .. _ 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.
January 8, 1990
FILE NO. 0-4367-402
>-Cl
DEPTH 0
SAMPLE oJ
IN 0 J: NO. I-FEET 1-1 oJ
I-0
I--
!-2 -SB3-1
t--SB3~2
I-4 -~ ~
t--I'!'":~.;,
6 ~< .. I--~< .. ~ I-
~
i;
~
I~
BORING 5B 3
SOIL
CLASS ELEVATION 331 DATE CO:MPLETED 9/29/89 (USCS)
EQUIPMENT ROTARY WASH DRILLRIG
MATERIAL DESCRIPTION
SC ALLUVIUM
Medium dense, red-brown, damp to moist,
Clayey SAND,-with some silt and gravels
Medium to high frequency of gravels
encountered at 2 feet
BONSALL TONALITE
SM Very dense, light brown, Gravelly, Silty
SAND, moderately weathered GRANITIC
\ BEDROCK /
BORING TERMINATED AT 7 FEET
.. -
"
Figure A-3 log of Test Boring 5B 3, page 1 of 1
Zw'" )0 '" °0· 1-..... w~ .... zl-1-1 • 0: .... I-<tu.. cnu.. ;:)1-<1:1-' z • Il:cn(J) wo I-Z 1-1-1 3 Q • cn w 1-11-Ul(J)O )on. Oz zw oJ ~o:~ 0: ..... 40
Q 0
t-
I-26 125.4 10.5
t-
I-
I-
I-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
. ~ : •• DISTURBED OR BAG SAMPLE E2 '" CHUNK SAMPLE • •• WATER TABLE OR SEEPAGE
NOTE: THE LQG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8~ 1990
FILE NO. 0·4367·402
>-~ C!J
DEPTH 0
SAMPL~ .J
IN 0
NO. l: FEET I-~ H .J
-0
--<>~I~
: 2 ~ SB4':1 If;:;:;~:~:-
f:)/· f-4 -
SOIL
CLASS
(USCS)
SP
BORING SB. 4
ELEVA TION 326 DA TE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
MATERIAL DESCRIPTION
ALLUVIUM
Loose, saturated, dark brown SAND,
with some silt.
.' .' -SB4-2 ""~:"!'"'=':'~";"';+:--+---+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---
'-6 -SB4-3 ;;~~.:::::~~. Medium dense to dense, saturated, dark
,'7".. GP gray-brown, Gravelly SAND, with some
:.. -,.....:.:..~: silt ~:-:-:-:~:
:.. 8 -f~:~:
-:~. -
I-
-4 -
-
20
l-
I-
l-
I-
>-1:;",
Ul •
%11. UJ • oC:
>-0-0::'"
·0
119.0
105.8
16.2
24.5
PU/1O" 12".1 12.2
. :~:~: -10 -SB4-4 .. 1r:e!'!'"::-:-;-: .. -H--+----t-----------------------t:M"r,...,......rrt-,.,...,.,r.-+-~...__I
'" BONSALL TONALITE :-
-
- -C~·.. Very dense, saturated, gray-brown,
-12 -.. GM Gravelly Silty SAND, moderately t· .. weathered GRANITIC BEDROCK --~.:. -
Drill rate=! foot/5' minute 150/7" -
of·
~:: ..
~:;
14 -
I-16
BORING TERMINATED AT 16 FEET
Figure A-4 Log of Test Boring S8 4. page 1 of 1 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
E2l '" 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.
January 8, 1990
FILE NO. 0·4367·402
DEPTH SAMPLE .IN NO. FEET
0
2 SBS-l
4
SBS-2
6
SBS-3
8
10 SBS-4
12
14
}o
C!l 0 ..J 0 J: I-M ..J
SOIL
CLASS
(uses)
.ML
sc
BORING 5B 5
ELEVATION 254 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
MATERIAL DESCRIPTION
ALLUVIUM
Loose, slightly moist to very moist,
gray-brown, Sandy SILT, with some
gravel, little recovery
Medium gravel encountered at 4 feet
\ . t • - - --Medhiffi dense, -very moist: red: browii,-- - - - - - -t
Clayey SAND, with medium gravel
DELMAR FORMATION
CL Stiff, very moist, greenish brown with
. orange, Silty CLAY, very plastic, highly
weathered
Very stiff, occasional gravel at 13 feet
Zw'" }o .... °0· 1-", w~ I-4 Z I-M • 0:'"' 1-([11. 1/')11. :)1-<%:1-' Z . 0::(1)(1) WCJ I-z I-M 3 Q • I/')w
W(I)O }on. MI-
zw..J Oz
&0:!9 0:'"' 40
Q CJ
4 ,83.9 29.9
11 110.8 19.6
SBS-S 1.t+~7*-I----I-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --t--'"T"r-t.,.,,,,,~-r;,.....,,-l
16
CL
18
Very stiff, very moist, gray-green,
Silty CLAY, with some gravel
Hard, slightly we~~hered 'at 18 feet
20 SBS-6 /7" 124.1 13.3
22
24
BORING
Figure A-5 Log of Test Boring 5B 5, page 1 of 1 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
81 ... CHUNK SAMPLE ~ ••• \.lATER TABLE OR SEEPAGE =
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO\.IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS, NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER'LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367·402
DEPTH
IN
FEET
0
2
.4
SAMPLE
NO.
SB6":'1 CL
BORING 5B 6
ELEVATION 265 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
'MA TERIAL DESCRIPTION
ALLUVIUM
Stiff, red-brown, moist to very moist,
Sandy CLAY; 'trace gravel
zw .... >-....
0 0 • 1:; .... w X I-fzl-0::'"' 1-(t1L U'J •
(tl-' ZIL ::II-
D:U'JU'J W • I-z 1-1-f3 c~ (/)w HI-wCl)o >-0.. Oz Zw...l ~D:e 0::'"' I:o
C (.)
9 109.2 20.9
SB6-2 ~~~=+---+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --I--...,.. __ f--;,;~;-!"""",-;;;,....-I
6 SB6-3
8
10 SB6-4
12
14
Light brown, very moist to saturated,
Silty CLAY
Medium gravel encountered at 8 feet
DELMAR FORMATION
Very stiff, light gray-green with orange,
very moist to saturated, Silty CLAY, with
trace gravel, highly weathered
SB6-5 1ooJ.f7%-:7M--+---+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -j--,..,'1<"7lm-i-,-,....,..-,""-!-,-,.....",....-I
16
Figure A-6
CL Tan to light green-gray, moist, Silty
CLAY, with fine to medium sand,
moderately weathered
Large, fresh boulder encountered
at 17 feet, no adv~nce
log of Test Boring 58 6, page 1 of 1 LCSE
SAMPLE SYMBOLS D. .. SAMPLI NG UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
F2 .'. 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 ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
BORING LB 1 >-Zw"" >-.... C!J
DEPTH 0 SOIL
0 0 • l:; .... w~ .J HZI-0::'"' SAMPLE 0 "'~11. UI • IN :I: CLASS ELEVATION 263 DATE COMPLETED 9/28/89 <1:1-' ZI1. ;:)1-. NO. w • I-Z FEET I-(USCS) O:::UIUI C~ Ul W' 1-1 ... 1-4:3 1-11-.J EQUIPMENT 30" BUCKET DRILL wooo >-D. Oz zw.J ~o:::~ 0:::"" l>:o
C 0
MA TERIAL DESCRIPTION
·0
TERRACE DEPOSIT
2 Loose, moist, dark reddish-brown, very
SC Clayey, .Pebbly SAND
4
LBl-l 2 123.1 10.8
6
8
10
12
14 LBl-2 2 112.1 19.1
16 3 inch thick dark brown, silty sand with
carbon and ancient topsoil near horizontal
bed at 15 feet
Becomes'saturated at 17 feet
18
Strong seepage
20 LBI-3 Very irregular, but sharp depositional
contact; channel scour
22 CL Hard, wet, light brown, mottled white, brown,
altered andesitic VOLCANIC ROCK; random
24 fracturing abundant;
Hydrothermal alteration of rock to a Sandy
CLAY
26
Becomes very hard at 27 feet
28
Figure A-7 log of Test Boring LB 1, page 1 of 2 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRlVE SAMPLE (UNDISTURBED)
r:;a •.• CHUNK SAMPLE ! '" IlATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LO~ATION AND AT THE
DATE INDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367·402
)0
(!J
0 DEPTH SAMPLE .J 0 IN NO. l:
FEET t-H .J
'-30
Figure A-a
if BORING LB 1
, l SOIL
CLASS ELEVATION 263 DATE COMPLETED
~ (USCS)
EQUIPMENT 30" BUCKET DRILL
MATERIAL DESCRIPTION
\ "RURlNG 11-1< M I "IATbD AT 30 FEET
,.
. , -
,
Log of Test Boring LB . 1, page 2 of 2
zw .... )0 ,..
°0' l:;", W:-l H Z !-0:'" f-~II.. (I) •
9/28/89 <It-' zll. ;:)1-
0::(1)(1) W • 1-%
f-H::3 C~ (l)W
W(I)O )on. HI-zw.J 0% '!fa::~ 0:"'" 1:0
C 0
I
LeSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
f2l .•• 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 TIM~S.
January 8, 1990
FILE NO. 0'4367-402
DEPTH
IN
FEET
o
2
4
6
8
10
12
14
SAMPLE
NO.
SOIL
CLASS
(USCS)
BORING LB 2
ELEVATION 274 DATE COMPLETED 9/28/89 -----
EQUIPMENT 30" BUCKET DRILL
MA TERIAL DESCRIPTION
LANDSLIDE DEBRIS
Stiff, damp, reddish-brown, very Sandy-
Gravelly CLAY
Remolded clay seam 3 inch-8 inch; NIOE,
lOSE; wet, plastic, light green-tan at rr---+-----r---1
LB2-1 CL
16
18
20 LB2-2 ~~H--il
LB2-3~~ SC
22
24
26
LB2-4
28
14.5 feet
I
t
1 t ____________________________________ 1
Soft, moist-wet, light green, mottled with
red-tan, Sandy CLAY; highly fractured with
remolded seams
Remolded clay seam r/8 inch:...1/2 inch
thick N70E, 8S; light green-tan wet,
plastic, slickensided at 17 feet
Remolded clay seam; E-W, 5S; 1/8 inch-
1/4 inch thick, wet, slickensided
(Base-Or-Slide) at 20 feet
Dense, moist, mottled tan-red, very
Clayey-Gravelly SAND
Irregular depositional contact
Dense, wet, mottled red-brown, altered-
weathered andesitic VOLCANIC ROCK;
highly fractured (random)
Se
Figure A-9 Log of Test Boring LB
1 114.6 16.3
4 125.6 13.0
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
l8!! ••. DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
83 ... CHUNK SAMPLE ~ ••• \.lATER 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.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
0
2
4
6
8
10
12
14
16
18
20
22
24
26
28
SAMPLE
NO.
LB3-1
LB3-2
Figure A-l0
SOIL
ELEVATION 298 DATE COMPLETED
EQUIPMENT 30" BUCKET DRILL
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Loose, damp, dark reddish-brown C1ayey-
Sandy COBBLE-GRAVEL
12 inch thick sandy clay layer; irregu1ar-
indistinct bedding from 14-16 feet
Very irregular contact with some (1/2-
1 inch) white wet clay at base
SANTIAGO PEAK
Very dense, moist, white-tan-red
mottled, very altered, weathered
andesitic VOLCANIC ROCK; sheet
fractures 1/4 inch-1 inch apart
at N45W, 60SW, with random clay seams
Log of Test Boring LB 3, page 1 of 2
Zw"" )0 ..... 0 0 • 1:; .... w~ HZI-0: ...... 1-<r1L (f) •
9/29/89 <1:1-' zlL ;:)1-O::(f)(f) W • I-z I-H 3 c~ (/)w
w(f)o )00-HI-
zw..J 0% lfo::e 0:: ..... I:o C 0
3 116.3 10.8
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ..• DISTURBED OR BAG SAMPLE
IJ .. _ STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
E2l ••• 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 I,S NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER. LOCATIONS AND TIMES.
January 8~ 1990
FILE NO. D-4367~402
>-c:J 0 DEPTH SAMPLE .J
IN .0 ::t: NO. FEET I-1-1 .J
I-30 ~
I--:~
I-32
~ ~ ~~
·i
BORING LB 3
SOIL
CLASS ELEVATION 298 DATE COMPLETED (USCS)
EQUIPMENT 30" BUCKET DRILL
MATERIAL DESCRIPTION
SANTIAGO PEAK. VOLCANICS CON'T
-..
BORING TERMINATED AT 32 FEET
(NEAR REFUSAL)
.. -
.
Figure A-ii log of Test Boring lB 3, page 2 of 2
zw .... >-'" 0 0 • l:i .... WX I-Izl-I/) • 0:'W 1-<t1L ZIL :JI-9/29/89 <II-' 0:1/)1/) W • I-:z o~ I/)w 1-1-1 3 1-11-WI/) 0 >-0.. O:z zw.J ~o:~ 0: .... :Co
0 0
1-.
,
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••. DISTURBED OR BAG SAMPLE
ID ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
Ea '" 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.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
0
2
4
6
8
10
12
14
NO.
BORING LB 4
ELEVATION 279 DATE COMPLETED
EQUIPMENT 30" BUCKET DRILL
MA TERIAL DESCRIPTION
LANDSLIDE DEBRIS .
Loose, dry, d~~k brown, Clayey-Sandy
cobble-boulder GRAVEL; some silt
ZIll .... )0 ,.., °0· 1:; .... III X I-Izl-.a: ..... I-~u. It) •
9/29/89 <r:1-" zu. :ll-
et:1t)1t) III • I-z 1-1-j3 c~ It)w I-jl-UJlt)o )oil. Oz ZIll.J ~a:~ a:"" 1:0 c 0
16 Irregular contact, with wet 1/4 -1/2 inch
clay layer at base
5 123.9 13.5 LB4-1
I
18 • ----Hard,-mois( light.tin-mottled white--red~ .;. -----I
~~+--!-----+-. Sandy CLAY -ri---+----/---I
20
Figure A-12
Discontinuous remolded:seam; nearly
horizontal, wet at 18.5 feet
SANTIAGO PEAK
Very dense, moist, light brown, mottled
with red, altered and weathered andesitic
VOLCANIC ROCK; random fracturing with
clay seams. .
(NEAR REFUSA;L)
log of Test Boring lB 4. page 1 of 1 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
12] • •• 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~
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
BORING LB 5 >-zllJ .... >-,.. C!J o tl • l:i .... IIJ~ DEPTH 0
SAMPLE J 1-4 Z I-(fJ • a:'"'
IN 0 I-<ru. zu. ::ll-NO. J: ELEVATION 297 DA TE COMPLETED 9/29/89 ~I-;;:' IIJ • I-Z FEET l-I-(fJ:3 C~ (fJW 1-4 1IJ1-4 0 1-41-J EQUIPMENT 30" BUCKET DRILL z(fJJ >-a.. Oz WIlJIIl a:'-" I:o a..a:...., c 0
MATERIAL DESCRIPTION 0
LANDSLIDE DEBRIS
2
Soft, wet, light. tan-green, sandy
CLAY
LB5-1 "111.5 17.9
4 Remolded clay seam, green, wet, N50W,
lONE; 1/4-1/2 inch thick at 3.5 feet
6
'8 8-10 inch irregular, possible
disturbed transition from clay to
weathered formation (base-of-slide)
at 7 feet
10 LB5-2 CL . 3 123.9 13.1
Hard, moist, light-tan, mottled with green,
12 Sandy CLAY and highly weathered-altered.
andesitic VOLCANIC ROCK; abundant, random
fractures and clay seams.
14
'16
18 Transition from highly" weathered to
hydrothermally altered rock
(6-8 inch) at 18 feet i ,
20 LB5-3 SC ~------------------------------------, 5 123.5 12.6 Very dense, moist, mottled brown-green
-red, hydrothermally altered and randomly
22 fractured (1.4-2 inch spacing) andesitic
VOLCANIC ROCK
24
BORING TERMINATED AT 25 FEET
Figure A-13 Log of Test Boring LB 5, page 1 of 1 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
E3 .•• CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
o
2
4
6
8
SAMPLE
NO.
LB6-1-......~
SOIL
CLASS
(USCS)
SC-CL
BORING LB 6
ELEVATION 282 DATE COMPLETED 10/2/89
EQUIPMENT ______ ~3~O"-=B~U~C=K=E~T~D~R=U=L~ ____ __
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Dense, damp, dark reddish-brown, very
Clayey, Gravelly fine SAND
5 125.9 10.8
~~~~--~--------------------------------------r---~-----+----~ 10
12
14
LB6-2
16 LB6-3
18
20
22
24
LB6-4
26
28
Figure A-14
CH
CL
Soft, wet, light green-white mottled
Sandy CLAY slickensided fractures;
disturbed and remolded throughout at
low «10 degrees) random inclinations, but
discontinuous I I
~~+-r----~'ll-- --Stiff, mOlst,-dark redd1Sh-brown-Saiicty-- - - - - --./-I----t----'--t----I
1 CLAY; with pebbles-mixed J
\ I
-- - --SOft: wet~ light -green; rea':white - - - - - - - - - - --,
CL mottled, Silty-Sandy CLAY: ,slickensided
fractures and clay seams ,are frequent but
randomly oriented and very disturbed
brecciated character '
Remolded clay seams 1/8 inch to 1/2 inch
thick. N65W, 30NE; sIickenside-striations
perpendicular to strike at 23' and 24 feet
Log of Test Boring LB 6, page 1 of 2
2 114.6 17.2
2 114.0 17.0
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ... DISTURBED OR BAG SAMPLE 88 ..• CHUNK SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
.•• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367-402
~ " 0 DEPTH ...I SAMPLE 0 IN NO. ::c
FEET I-H ...I
I-30 ~I I--
-32 -h --
_. 34· -LB6-5 ~~
~ ~ I--W~
I-36 -~:i= I--:..;:
I-38 -~~ I--~ I-40
~
SOIL ~~ CLASS
~ (USCS)
GC
SC
BORING LB 6
ELEVATION 282 DATE COMPLETED 10/2/89
EQUIPMENT . 30" BUCKET DRILL
MATERIAL DESCRIPTION
Silty-Sandy CLAY CON'T -Remolded clay seam; NI0W, lONE; 1/8
inch thick wet, green slickensided I-
at 31.5 feet
Remolded clay seam; 1/2-2 inch thick, I-
gray, wet, slickensided and nearly I: horizontal (base-of-slide) at 33.5 feet
ALLtJvIUM. . Dense, mOlst, light reddish-brown green I-
with gray Clayey-Sandy COBBLE-GRAVEL l-
Very irregular depositional contact; I-old alluvium at 34.5 feet
I-SANTIAGO PE~ VOT ·CA.NICS
Very dense, moist, light brown-red,
mottled, highly randomly fractured,
altered and weathered andesitic
VOLCANIC ROCK
BORING TERMINATED AT 40 FEET
(NEAR REFUSAL)
.. -
Figure A-15 Log of Test Boring LB 6, pa.ge 2 of 2
Zw'" ~ ,..
0 0 , ~,.. W~ HZI-.0:'"' 1-(tU-(/) . ::ll-<1:1-' ZU-w • I-Z ll:(I)(/) cC: lOW I-H 3
WUlO ~!l. ~I-
Zw...l Oz
0:'"' 1:0 ~o:~ C 0
4 124.6. 11.7
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
E2I ••• CHUNK SAMPLE ~ ••• \.lATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT ~HE
DATE INDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0'4367-402
DEPTH
IN
FEET
0
2
4
6
8
10
12
14
SAMPLE
NO.
SOIL
CLASS
(USCS)
CL
BORING LB 7
ELEVATION 515 DA TE COMPLETED
EQUIPMENT 30" BUCKET DRILL
-MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Soft, damp to dry, medium grey-green,
mottled. with brown, Sandy Clay: some
cobble to boulder gravel and scattered
concrete chunks
ZUJ'" >-'" 0 0 • 1:;", UJX I-4 z l-0:: 'oJ I-([u. I/) •
10/2/89 <rl-' zu. ::ll-0::1/)1/) UJ • I-z tu H 5 c~ I/)UJ 1-41-z (1')-1' >-D. Oz wUJm .0:: 'oJ 1:0 n..1l: ..... 0 0
LB7..;1 111.3 19.0
16 LB7-2
18
20
22
24
26
28
Figure A-16
Irregular contact with/natural alluvial
soils; roots, decayed vegetation, etc.
Soft, wet, dark brown, Sandy CLAY
Sharp, but irregular, depositional contact
into weathered formation. .
Dense, moist, light brown, mottled with tan
red, weathered fractured andesitic VOLCANIC
ROCK
B TERMINATED AT 30 FEET
Log of Test Boring LB 7 r page 1 of 1 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL
~ ••. DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST .... DRIVE SAMPLE (UNDISTURBED)
88 ... CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
r------------------~-~----------
January 8, 1990
FILE NO. 0·4367·402
>-CI
DEPTH 0 .J SAMPLE 0 IN NO. J:
FEET I-H
~ TRENCH T 1
SOIL
! CLASS ELEVATION 373 (Uses) DATE COMPLETED 9/14/89
.J ~ EQUIPMENT JD 555 tRACK .BACKHOE
MATERIAL DESCRIPTION
I-0
',".' SM TOPSOIL I--.' . o,':." Loose, dry, dark brown, Silty coarse
I-2 -=~ \ SAND, scattered rock / I--~-;: BONSALL TONALITE ,.. 4 --~ Very dense, damp, light reddish-brown
~~ randomly fractured weathered coarse :--coarse crystalline intrusive GRANITIC
-6 -ROCK t:; Fault, N70W, 60NE; 1/2 inch-1 inch thick --~ dark gray clay gouge
.-8
TRENCH TERMINATED AT 8 FEET
.
. . -
'.
Figure A-16, Log of Test Trench T 1
ZIIJ'" >-"" °0 • ~,.. IIJ~ HZI-0:::'"' I-<tu. (/) .
<1:1-' zu. ::::II-IIJ • I-Z tt:(O(O c~ (Ow I-H 3 w(Oc >-0. HI-
zlIJ.J Oz &o:::~ 0::: .... 1:0 C 0
t:-
--
-
-
-
l-
,
LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
r:2J ••• 'CHUNK SAMPLE :!: ... IJATER TABLE OR SEEPAGE =
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOIJN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367·402
.D';'T >-C3 0 ..J SAMPLE 0 :I: NO. FEET I-104 ..J
-0 ~ ~ -
2 ~ ---.:.: .. --~~ 4 -=~
f (;;;;
SOIL ~ CLASS
~ (USCS)
SC
TRENCH T 2
ELEVATION 474 DA TE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
TOPSOIL
Loo$e, damp, dark red-brown, Clayey-Rocky
fine SAND ,.
'\
BONSALL TONALITE
Very dense, damp-moist, medium brown,
highly sheet-fractured weathered medium
crystalline intrusive GRANITIC ROCK
Joints N50E, 80W, 2-6 inch spacing
at 4 feet
TRENCH TERMINATED AT 5 FEET
-
, . ~
Figure A-17, Log of Test Trench T 2
z w ..... >-..... 0 0 • ~ ..... w~ HZI-It'" I-<l:u. Ul •
<1:1-' zu. ::ll-
ItUlUl W • I-Z or: Ul W 1-104 3 WUlO >-n. HI-
zw..J Oz
Ifa:~ It"" 1:0
0 0
r-
-
-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
88 ... 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.
January 8, 1990
FILE NO. 0-4367-402
>-C!J 0 DEPTH .J SAMPLE IN 0 ::z: NO. l-FEET .... .J
I-a :t>+ :--..... -~
-2 --=~ -~ -
~
SOIL ! CLASS
~ (USCS)
:SM
TRENCH T 3
ELEVATION 451 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERrAL DESCRIPTION
TU1':SUlL
Loose, ·dry, dark brown, Silty-Gravelly
fine SAND ..
BONSALL TONALITE
Very dense, damp, light grayish-brown medium
crystalline intrusive GRANITIC ROCK (few
fractures, blocky)
TRENCH TFRMlNATED AT 3 FEET
(REFUSAL)
-
.. -
,
Figure A-1S. Log of Test Trench T 3
Zw"" >-'" 0 0 • ~,... w~ .... Zl-0:'" I-<tu. en • zu. ::::ll-<1:1-' E!: en (I) w • I-Z 1-.... 3 C~ en W HI-l1J en o >-n. Oz zw.J ~o:~ 0:'" ~o
C 0
r c-
J
I
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
[:2J ••• CHUNK SAMPLE ! ... \.lATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO\.lN HEREON APPLIES .ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT \.IARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367'402
>-C!1
DEPTH 0
SAMPLE .J
IN 0
NO. :I: .... FEET J-4 .J
I-a ~ ~ -
,. 2 -
I--~l
t-4 -r:-;.
.... -..;;;;;
~
SOIL
CLASS
~ (USCS)
SM
TRENCH T 4
ELEVATION 446 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
ALLUVIUM
Loose, dry, d~rk brown, Silty-Rocky coarse
SAND·
BONSALL TONALITE
Very dense, damp, light grayish-brown
\ medium crystalline intrusive GRANITIC / ROCK; random fracturing
TRENCH TERMINATED AT 5 FEET
(REFUSAL)
.. -
~
Figure A-19, Log of Test Trench T 4
Zw'" >-,..
0 0 .• 1:;", W:': J-4Z .... I/) • a::'J .... <tu. zu. ::ll-<t .... ' w • .... z £tI/)l/) 1-J-43 C~ I/)W 1-11-wl/)o >-0-Oz zw.J ~o:~ 0: ..... 1:0
C (.')
:-
....
l-
....
,
LeSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
f2.l • •• 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.
:
January 8, 1990
FILE NO. 0·4367·402
>-C!I
DEPTH 0
SAMPLE .J
IN 0
NO. ::t
FEET I-H .J
-0 ~~ --~ ~ -2 -~~ --
-4 -~~
I--~-
f-6 -~ I--:--;:
8 I-
5 ,...
~
TRENCH T 5
SOIL
CLASS ELEVATION 515 DATE COMPLETED 9/14/89 (Uses)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SC TOPSOIL
Loose, dry, dark red-brown, Clayey-Rocky
fine SAND ".
SANTIAGO PEAK. VOLCANICS
Very dense, moist, light brown-orange,
highly fractured andesitic VOLCANIC
ROCK: hydrothermal (araillic) alteration
throughout; sheet-fracturing 1/4-1 inch
apart; N50W, 80SW; minor cross-fractures
N45E, SOSE
Fault; N40W, 40NE; 1/4-1/2 inch gouge,
normal slickensides; moist-wet
TRENCH TBRMINATED AT 8 FEET
*T-5 is located 150+ downstream from the
southside of the La Costa Dam.
,
.. -
Figure A-20, Log of Test Trench T 5
zw .... >-,..,
0 0 • ~,.. W~ ~Zli: 10 • 0: 'oJ
<t.~" zu. :::ll-0::1-01 W • I-Z 1-01 :3 Q~ (/)w WHO HI-ZIO..J >-n. Oz WWIQ 0:"" l:o Q.O: ...., Q 0
-
/ f-
f-
l-
I-
I-
I
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ . .. DISTURBED OR BAG SAMPLE
10 ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
f2J ••• CHUNK SAMPLE ~ ••• YATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO~N.HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367'402
>-CJ 0 DEPTH SAMPLE .J
IN 0
NO. l:
FEET I-H .J
-0 ~ --~ -2 -~ t--
f-4 -~~ I-
m
l~ SOIL
CLASS ~ (USCS)
CL
TRENCH T 6
ELEVATION 577 DA TE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
\
TOPSOIL
Soft, dry, dar~ brown, Sandy-Rocky CLAY I
SANTIAGO PEAK. VOLCA Nl:CS
Very dense, damp, dark gray mottled with
brown, moderately fractured andesitic
VOLCANIC ROCK: fresh, unaltered, along
fractures; joints 1 inch-3 inch apart,
N30E, vertical, cross fractures are N50W,
60NE with 2-4 inch spacing
TRENCH TERMINATED AT 5 FEET
.. -
,
Figure A-21, Log of Test Trench T 6
zw~ >-,...
0 0 < ~~ wX HZI-(I) • .0:: ..... I-~II.. %11.. :ll-. ~ I-~ W • 1-% 1-(1)3 C~ (l)W IUHO HI-z(l).J ,..0. 0% wW Ill 0:: .... I:o 11.0: .... C 0
I-
l-
I-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
ID ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
88 .. , CHUNK SAMPLE ••• YATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOI./N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT 'THE
DATE INDICATED. IT IS NOT I./ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
>-C!J
DEPTH 0 .J SAMPLE 0 IN J:: NO. I-FEET t-I .J
I-0 ~ ~I .f--~ I-2 -~ I--~
r" ~ ...
f-4 -I-~
f--t~
i-6 -~~ f--
i-8 -~
f-r--:~
~ c
!~
~
TRENCH T 7
SOIL
CLASS ELEVATION 550 DA TE COMPLETED 9/14/89 (Uses)
EQUIPMENT . JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SC SLOPEWASH
Loose, damp, dark brown, Clayey-Silty fine SAND '.' ,
BONSALL TONALITE
Very dense, moist, light brown, randomly
fractured, slightly weathered medium
cr~stalline intrusive GRANmC ROCK
TRENCH TERMINATED AT 9 FEET
, , -
.
-
Figure A-22, Log of Test Trench T 7
zw ..... >-""' 0 0 • ~""' 11I~ t-IZI-a::'>J i¢1L (I) •
:::ll-1-' ZIL
f=(/)~ 111 • I-Z c~ (/)111 ~t-Io HI-~(I).J >-n. Oz WID a::'>J 40 a::'>J c 0
'f-
--
l-
l-
l-
l-
l-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
E2l ••• 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.
January 8, 1990
FILE NO. 0-4367'402
>-C!J
DEPTH 0 oJ SAMPLE IN 0 l: NO. I-FEET 101 oJ
I-0 ~ t--l;~ I-2 -
i-. -~
r--~
t-4 -I-~
i-~~
~
~ .~
TRENCH T 8
SOIL
CLASS ELEVATION 510 DATE COMPLETED 9/14/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SC ALLUVIUM
Loose, dry, dark reddish-brown, Clayey-
Rocky fine SAND
SANTIAGO PEAK. VOl.( 'A N(CS
Very dense, brownish gray to dark gray,
moderately randomly fractured andesitic
VOLCANIC ROCK; blocky fractures /
TRENCH T"PRMT1\JATED A1;' 5 FEET
(REFUSAL)
.. -
Figure A-23, Log of Test Trench T 8
zw ..... >-,..
0 0 • ~ ..... WX I-4Z~ 0:'" ~([Il. (/) .
Zll. :::ll-([I-' r:t:(/)(/) W • I-Z ~1-4:3 cC: (/)UJ
loll-w(/)o >-0.. Oz zw oJ ~o:~ r:t:"" 40 c C)
t-
i-
t-
:
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
ID ... STANDARD PENETRATION TEST" '" DRIVE SAMPLE (UNDISTURBED)
~ ••• CHUNK SAMPLE ! ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH lOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367·402
~ c:J
DEPTH 0 .J SAMPLE IN 0 ::r: NO. I-FEET ...
.J
-0 ~ --~~ -2 '-OJ; ~
--.~ ~
-4 -.].~
~ r-
~
I
TRENCH T 9
SOIL
CLASS ELEVATION 496 DATE COMPLETED 9/15/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SC ALLUVIUM
Loose, dry, da.r.k reddish-brown, Clayey-
Rocky fine SAND
SANTIAGO PEAK. VOLCANICS
Very dense, light brown to dark gray,
moderately randomly fractured andesitic
VOLCANIC ROCK, blocky.
TRENCH TERMINATED AT 5 FEET
(REFUSAL)
.. -
Figure A-24, log of Test Trench T 9
zw ..... ~ ,..
0 0 • 1:;,... W~ "'Zl-0:'J I-<l:u. (f) • zu. :::ll-<I: I-,-O:(f)(f) W • I-Z 1-... 3 c': (f)W
l:ll-w(f)o ~a. zw..J 45 ~o:~ 0:"'"
C CJ
-
-
-
LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... 'STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
t21 ••• CHUNK SAMPLE ! ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
•
January 8, 1990
FILE NO. 0-4367'402
>-c:J 0 DEPTH SAMPLE .J
IN 0
NO. J: I-FEET 1-1 .J
~ 0 ~ ,... -
-2 -~ --* -4 ---,.: -
~
SOIL
CLASS
~ (USCS)
SC
TRENCH T 10
ELEVATION 496 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
ALLUVIUM
Loose, damp, dark reddish-brown, Clayey-
Rocky fine SAND
SANTIAGO PEAK. VOY.r A. NICS
Very dense, damp, light brown~gray
moderately randomly fractured andesitic
\ tuff-breccia VOLCANIC ROCK; some . I weathering and argillic alteration.
TRENCH TERMINATED AT 5 FEET
(NEAR REFUSAL)
... -
.
Figure A-25, Log of Test Trench T 10
zw .... >-" . 0 0 • 1-.... W~ HZI-1-1 • 0::'" I-<l:u. (()u. ::JI-<1:1-' . ffi • I-z ct::(()(()
1-1-1 3 O~ (()W 1-11-w(()o >-0.. Oz zw.J 0::'" l:o &a:~ 0 0
-
I-
I-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
ID ... STANDARD PENETRATION TEST .. '" DRIVE SAMPLE (UNDISTURBED)
E3 .•• 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.
January 8, 1990
FILE NO. D-4367-402
>-~
DEPTH 0 ..J SAMPLE IN 0
NO. :I:
FEET .... 1-1 ..J
f-0 ~m ~~ f--Tll-l
2 f--r-1:11
t--re:".:
~
SOIL
CLASS
~ (USCS)
TRENCH T·ll
ELEVATION 415 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
TOPSOIL
Loose, damp, dark reddish brown, very
\ Rocky-Clayey fine SAND
SANTIAGO PEAK. VOLCANICS
. Very dense, damp, dark brown, to tan-
mottled, andesitic tuffaceous breccia
VOLCANIC ROCK; moderately randomly
fractured, blocky, 6-10 inch fracture
spacing.
TRENCH TERMINATED AT 3.5 FEET
(REFUSAL) .
. . -
Figure A-26. Log of Test Trench T 11
Zw ..... >-.... 0 0 • 1=;-W~ I-I Z .... 0::'.J .... «11. III • ZI1. ::JI-« .... ' w . .... Z 0::(1)(1)
0': IIIW .... 1-1 3 1-11-w(I)o >-a. Oz zw..J ~o::~ 0:: 'oJ 40 0 0
t-
/ t-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
83 ... CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOYN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
~ (!.J
0 DEPTH .J SAMPLE 0 IN NO. Z I-FEET H .J
0 l-f t--rt t-2 -~ i t--~
I-4 -~ ~ t-
~
j
~
TRENCH T 12
SOIL
CLASS ELEVATION 320 DATE COMPLETED 9/15/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
k:L-GC SURFICIAL LANDSLIDE DEBRIS
Soft, moist, medium to dark reddish-brown,
very Rocky-Bouldery, Sandy CLAY
\ Very irregular contact . I
~SANnAGOPEAK VOLCANICS
Very dense, damp, brownish dark gray,
andesitic breccia VOLCANIC ROCK; slight-
moderate fractured, blocky, 10-12 inch
fragments.
TRENCH TFRM[NATED:5 FEET
.. -
Figure A-27, Log of Test Trench T 12
zw .... ~ ....
0 0 " ~ .... w X HZI-a::"W I-<tu. til •
<tl-' zu. ::::ll-a::(/)(/) w • 1-% I-H 3 cC: tIIW
W(/)O ~a. HI-
zw.J Oz
~a::S 0::'" I:o
C 0
I-
l-
l-
LCSE·
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ..• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVg SAMPLE (UNDISTURBED)
f:2J ••• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
DEPTH SAMPLE IN NO. FEET
-0
--
-2 -
--
-4 -
>-C!J 0 -l 0 :t I-J-t -l
~ ~~ ~ I--
6 I I--
I--
I-8 -
'--;
10 -~ :-
~
-
~
SOIL ~ CLASS
~ (USCS)
Sc.·GC
TRENCH T 13
ELEVATION 327 DA TE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
ALLUVIUM
Loose, damp, dark reddish-brown, very
Bouldery-Clayey SAND; 6-12 inch
angular to subtounded boulders common
--------------------------------------
Soft, wet, medium-light brown, Sandy-Gravelly
CLAY --------------------------------~-----
Medium dense, moist, light r~dg.ish-brown,
Clayey-Bouldery medium SAfND
SANTIAGO PEAK. VOLCANICS
Very dense, light reddish-brown,
weathered-altered, sheet fractured
(1-3 inch spacing) andesitic
\ VOLCANIC ROCK; sheet orientation;
I N30E,75SE. -
TRENCH TERMINATED AT 11 FEET
(NEAR REFUSAL) .
. . -
Figure A-28, Log of Test Trench T 13
Zw'" >-... .0 0 • 1:;", W~ I-IZI-a:'" 1-«11. en •
«I-' zl1. ::JI-W • 1-% 0::(1)(1) C~ (l)W 1-J-t::3 W(I)O >-n. J-tl-
zw.J 0%
~a:~ a: ..... l:o c 0
-
-
I-
l-
l-
I-
I-
leSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••. DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •• __ DRIVE SAMPLE (UNDISTURBED)
E3 •• _ CHUNK SAMPLE ••• \.lATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOYN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT I.JARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367·402
DEPTH
IN
FEET
,0
2
4
6
8
10
SAMPLE
NO.
T14-1
TRENCH T 14
ELEVA TION--..,;3:::..:;2=5 __ DA TE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SURFICIAL LANDSLIDE DEBRIS
Soft, moist, medium-dark reddish-brown
CL Sandy CLAY' ,
Irregular, westward-inclined contact
PEAK
Dense, moist, light reddish-brown,
mottled with green, aqua, andesitic
breccia VOLCANIC ROCK: strong sheet
fracturing at N45W, 60SW, with
pseudomorphic pyrite and secondary copper
minerals (crysocolla); strong hydrothermal
alteration (argillic).
TRENCH TERMINATED AT 10 FEET
Figure A-29, Log of Test Trench T 14
Zw'" >-"" 0 0 • ~"" W X HZI-0::'" 1-(t1L. III •
<1:1-' ZIL ;:)1-
D:1Il1tI W • I-Z 1-1-1 3 Q~ ItIW 1-11-WIIlO a.' Oz ffiWffi &'" 4 0 a. 0::", 0 0
LCSE
SAMPLE S~MBOLS D ... 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 SHO\.lN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR T'RENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT' WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT'OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
o
2
SAMPLE
NO.
SOIL
CL
TRENCH T 15
ELEVATION 312 DA TE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
SURFICIAL LANDSLIDE DEBRIS
Soft, moist, dark reddish-brown, Sandy-
Gravelly. CLA Y
zw .... >-0 0 • ::; .... "'zl-1-<t1L. II) •
<tl-' zlL.
D:II)II) W •
1-... 3 c~
. ~ II):J >-n.
o W wm n:'W a.n: ..... c
4 "",~::+--!----I-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --f----i-------i-----l
6
8
10
12
14
Soft, wet, light tan-olive, Bouldery
CLAY; intense random slickensided
surfaces within clay matrix; up to 4
feet in diameter subrounded volcanic
boulders; within a disturbed matrix
Irregular, nearly horizontal surface
(base of slide)
TERMINATED AT 15 FEET
Figure A-3D, Log of Test Trench T 15 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ •.. DISTURBED OR BAG SAMPLE
IJ .,. STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
E3 ••• 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.
January 8, 1990
FILE NO. 0-4367-402
>-C!J 0 DEPTH ..J
IN SAMPLE 0 J: NO. FEET I-1-1 .J
'-0 ~ --~ ~. ~
f-2 -~ ~ I--11 I-4 -
I---~:
I-6 -~:
i--~~
I--8 I-=!:-
,
~
f SOIL
CLASS i (USCS)
GC
~L·CF
TRENCH T 16
ELEVATION 303 DATE COMPLETED 9/15/89
EQUIPMENT JD 5·55 TRACK BACKHOE
MA TERIAL DESCRIPTION
:SUKI:'.1l A LANJS, JE JEHK I~
Loose, moist, light brown, Clayey BOULDER-
GRAVEL
'.'
- - - --So£"( wet: Tight tan--green, -Sandy -CLAY - - - - - - - -
with low-angle discontinuous slickensided
surfaces
Irregular, nearly horizontal surface
J (base of slide)
SANTIAGO PEAK. VOLCANICS
Very dense, reddish brown, weathered
\ tuff-breccia VOLCANIC ROCK random
J fractures with light olive clay fillings
TRENCH TERMINATED AT 8 FEET
(NEAR REFUSAL) .
.. -
.
Figure A-31, log of Test Trench T 16
Zw" )0 ,..
0 0 • 1-' WX I-IZI-1-1'"' 11:'" I-<l:u. OOiL :::II-<1:1-"'-z . I1::UlUl Wo I-Z Ul W 1-1-1 3 C • ""'I-wooo )oil. oz zw..J ~11::~ 11::'" 1:0
C 0
-
I-
I-
l-
l-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
83 ... CHUNK SAMPLE ~ •• _ WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TD BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367-402
DEPTH
IN
FEET
o
2
4
6
8
10
SAMPLE
NO.
CL
CL
(
TRENCH T 17
ELEVATION 315 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
Stiff, damp, dark brown, very Rocky
CLAY
Irregular surface, generally inclined
southwestward '
\ ' J
-- - --Stiff, -moist, -light olIve mo-ttled -red, - - -- - -----,
Sandy CLAY
Remolded clay seam; N60W, 20SW (base of
slide) 1/4-1/2 inch thick
Hard, moi$t, medium-light olive, Sandy
CLA YSTONE fractured, with random
slickensided surfaces. blocky
TRENCH TERMINATED AT 10 FEET
Figure A-32, Log of Test Trench T 17
SW": )-,..
... 0r-1-".. w~
l-ZI1. H • 0:'"
<t<t, (1)11. ::::JI-Z • o:l-(I) Wo I-z l-(/)3 C • (/)111 WHO HI-
z(/)...! )-0.. Oz wWm 0:'"' 1:0 a.. 0:..., c 0'
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESS'FUL
~ ••. DISTURBED OR BAG SAMPLE
ID ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
8a ... 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.
January 8, 1990
FILE NO. D-4367-402
"PT'
,..
(!J
0
SAMPLE .J
IN 0
NO. J: FEET I-1-1 .J
-0
-
2 -
fi -SOIL
CLASS
~ (USCS)
CL
TRENCH T 18
ELEVATION 325 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
:SUKl'-, :IAI LAN_ ~s )1-: Ut-.KI< 1:-;
Soft, damp, dark brown, Sandy-Rocky
CLAY
II Irregular SW-inclined remolded clay seam
r -
I-4 -
r -
-
-
~ CL at base with calcium carbonate coatings f
C:~ (base of slide) (-
~~ ~-D~E~L~~~~F~O~~~~T1~O~N~------------------~
I-6 -
r -
- 8 '-_-;. \ Stiff, moist, brown, mottled olive, sandy
CLAYSTONE
,..
t; ...
(/) . zl1. UJ • c~ ,..0-
0:::'"
C
~~ \ ~-----H~--~+-+-----~~ __ ~~~~~:;~~~~~~~~ ______________ J~-----+-----+----~ SANTIAGO PEAK VOl.( 'A N1CS
Very dense, moist, light reddish-brown
mottled with green, altered andesitic
VOLCANIC ROCK hydrothermally altered
with pseudomorphs of hematite after pyrite;
possible traces of secondary copper
minerals (malachite or crysocolla);
sheeted fractures: N45W, 40SW, 1/4-1
inch apart.
TREN\..,,ti TER M1NA TED AT 9 FEET
Figure A-33, log of Test Trench T 18 LCSE
SAMPLE SYMBOLS D ... ,SAMPLING UNSUCCESSFUL
~ • _. DISTURBED OR BAG SAMPLE
IJ '" STANDARD PENETRATION TEST II ... DRIVE'SAMPLE (UNDISTURBED)
88 '" 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.
January 8, 1990
FILE NO. 0-4367-402
.~ >-C!I 0 DEPTH SAMPLE ...I
IN 0 l: NO. I-FEET ~ 1-1
...I
-0 r I--
f-2 -~~ f--
f-4 -
I--~~.
f-6 -
f--~
f-8 -~
I--~
I--10 -
f--~I I-12 -
I---~
14 -~
I--~
TRENCH T 19
SOIL
CLASS ELEVATION 300 DATE COMPLETED 9/18/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
.A N )S .11 Jt<. Jt<.KK IS
Stiff, damp, dark brown, Sandy-Gravelly
CLAY
CL ,.
--------------------------------------
Medium-dense, damp, dark reddish-brown,
Clayey-Sandy cobble GRA VEL; most gravel
GC is subrounded andesitic volcanic rock up
to 8 inch diameter
TRENCH TERMINATED AT 15 FEET
.. -
-
Figure A-34, log of Test Trench T 19
zw"" >-,...
0 0 • 1:;,... UJ~ HZI-I/) • 0::"" I-<rlt. zit. :::ll-<1:1-" It: 1/)1/) UJ • I-z IU H 5 Q~ (/lUJ
1-11-zl/)...1 >-n. Oz lUWID 0::"" 1:0 a..D::.., Q 0
-
-
l-
l-
l-
l-
I--
l-
'-
:0-
-
-
-
LCSE
SAMPLE SYMBOLS D ---SAMPLING UNSUCCESSFUL ID __ . STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
~ ___ DISTURBED OR BAG SAMPLE E3 ••• 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.
January 8, 1990
FILE NO. D·4367·402
)0
C!I
DEPTH 0 .J SAMPLE IN 0
NO. J:
FEET I-H
.J
r-0 ~ -' -~ -2 -
- -I -4 -
t--~~
t-6 -~~ t--
8 ~~ t--
f--~~ r-IO
~
)
~
TRENCH T 20
SOIL
CLASS ELEV A nON . 307 DATE COMPLETED 9/18/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
LANJJSI .1 UE ~EHK IS
CL Stiff, damp, dark brown, Sandy-Gravelly
CLAY .'
\ Irregular westward-inclined contact
SANTIAGO PEAK. VOT.c~A NT~
Very dense, moist, dark reddish-brown to
orange, altered highly fractured andesitic
VOLCANIC ROCK; random jointing from
1/4 - 2 inches apart.
TRENCH TERMINATED AT 10 FEET
, , -
Figure A-35, Log of Test Trench T 20
zw ..... )0 ,..
0 0 • 1:; ..... W X eZt: 0: 'V II) • ~G:, Zll. :;)1-1-(1) w • I-Z i~il C~ (/)W HI-II).J )on. Oz wm 0:'" l:o 0:", C 0
-
-'
-
-
/ t-
i-
I-
l-
f-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ •.. DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
E23 ••• 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.
January 8, 1990
FILE NO. D-4367-402
.Ei.TH >-CI 0
SAMPLE ...I 0
NO. J: I-FEET I-t ...I
.
f-0 ~ l-.-T2i -1 10
2 ~ ~~ .1--~
I--~ r-4 -
----:;:
,... 6 -::-;:
,... -..... ~
~ 8 -:-;:
-...-;; -
~
SOIL
CLASS ~ (USCS)
CL
eH
TRENCH T 21
ELEVATION 291 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SLOPEWASH
Stiff, damp, dark brown, Sandy-Gravelly
CLAY ..
-----sOf( we( light -greeii':-tan, -Sandy -CLAY: --------
random oriented slickensided surfaces,
gypsum
(Irregular deposition contact inclined
westward)
SANTIAGO PEAK VOLCANICS
Dense, moist-wet, light tan-reddish-
brown, highly fractured, altered, andesitic
VOLCANIC ROCK; randomly oriented \ fractures. I
TRENCH TERMINATED AT 9 FEET
.. -
,
Figure A-36, Log of Test Trench T 21
zw .... )0 ....
0 0 • l:i .... w~ I-tZI-(/) . a:v
I-<[IL. ZIL. :;:)1-([I-' W • I-z Q:(J)(J) I-H 3 O~ (/)W HI-w(J)o )on. Oz Zw...l Q: .... :&:0 ~a:~ 0 0
I-
I-
'-
-
-
-
-
,
LCSE
SYMBOLS D ... SAMPLIHG UNSUCCESSFUL
188 ••. DISTURB ED OR BAG SAMP LE
IJ ._. STANDARD PENETRATION TEST .... _ DRIVE SAMPLE (UNDISTURBED)
8a ... CHUNK SAMPLE ~ ••• ~ATER TABLE OR SEEPAGE =
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH AND AT THE
DATE IHDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
Janua,ry 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
o
2
SAMPLE
NO. (USCS)
SC
TRENCH T 22
ELEVATION 278 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Loose, damp, dark brown-gray, Silty-Clayey
fine SAND, some gravel
)0 1:;",
(J) •
ZIL UJ • Q~
)on. 0::0.;
Q
Iiiiiii':~~t--~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --1-----1----1----1 Loose, moist, light reddish-brown, CLAY 4
COBBLE
GC GRAVEL
6
8
~~g-i----+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --I-----t---+---i
10 GC
12
14
Loose, wet, light olive-tan, Clayey
COBBLE GRAVEL (caving)
Irregular contact on remolded clay seams
Hard, moist,light greenish-tan-gray,
Sandy CLAY. Highly fractured with
random slickensided clay seams of
weathered volcanic rock.
Figure A-37, Log of Test Trench T 22 LeSE
SAMPLE SYMBOLS D _. -SAMPLING UNSUCCESSFUL
~ _ • _ DISTURBED OR BAG SAMPLE
ID ... STANDARD PENETRATION TEST II .... DRIVE SAMPLE (UNDISTURBED)
E8 ... 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.
Janu.ary 8, 1990
FILE NO. 0·4367·402
DEPTH
IN
FEET
f-0
- -
- 2 -
:... -
r 4 -
- -
- 6 -
--
- 8 -
f--
I-10
SAMPLE
NO.
I
SOIL
CLASS
(USCS)
CL
TRENCH T 23
ELEVA TION_3_0_0 __ DATE COMPLETED 9/19/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Soft, wet, light-medium reddish-brown
Sandy-Rocky 'CLAY
-
I-
1/4 -1/2 inch remolded clay seam
\ with irregular northward inclination /_
~~~~~~~~~~~~~~~ ______________ --J
SA1ITIAGO ~E~ YOLCA NrCS Dense, moist, light tan-white-red
mottled; highly randomly fractured,
weathered and altered andesitic
VOLCANIC ROCK.
TRENCH TERMINATED AT 10 FEET
-
-
-
-
Figure A-38, Log of Test Trench T 23
)0
1:;,..
(/) .
zl1. W • Q~
)00. 0: .....
Q
LeSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL
~ ••. DISTURBED OR BAG SAMPLE
ID ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
Ea ... 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. . .
January 8, 1990
FILE NO. 0·4367-402
IN
FEET
SAMPLE .
NO.
o
2
4
6
SOIL
CL
TRENCH T 24
ELEVATION 281 DATE COMPLETED 9/19/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
LANDSLIDE DEBRIS
Soft-stiff, moi~t-wet, dark reddish-brown
"Sandy-Rocky CLAY
8 Very irregular westward-inclined contact r I-----I---'---!------I
\ I
10
12
14
16
18
t ____________________________________ ,
Loose, wet, light tan-green mottled,
Sandy-Rocky CLAY to very Clayey
SAND
Highly fractured slickensided zone 12 inches
plus thick; irregular, but inclined northward
10-2Q degrees, wet to saturated, slight seepage
SANTIAGO PEAK
Dense, moist-wet,.light tan, mottled red,
green, highly weathered or altered andesitic
VOLCANIC ROCK; intense random fracturing
Figure A:"39, Log of Test Trench T 24 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
t2 ... 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.
January 8, 1990
FILE NO. 0·4367-402
DEPTH
IN
FEET
I-0
-
SAMPLE
NO.
~~
I-2 -T2S-1 ~:x~i5l~~
-T2S-3
I-4 -
. SOIL
CLASS
(USCS)
CL
TRENCH T 25
ELEV A TION----:3~O=5 __ DA TE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Stiff, moist, dark reddish brown, Sandy-
Gravelly CLA Y I-
-
-
)-
~ .... tJ) • zu.. w' o~
)-0-
0::'"' o
,... -
,.. 6 -~~~ r+-='--~~~ __ \ Remolded clay seam, N30E, 20NW, 1/4-1/2 -;
'--T2S-2 ~ GC inch thick; base of slide . -
,.. 8 -
-10 -
,.... -~ Dense, moist, light reddish brown mottled _ ~ orange-tan, Clayey COBBLE BOULDER
:i/I~ '---=TE=RRA=-=-:-::CE==-=D=E=PQ-=S=rr=-----------J -
. GRAVEL; I-
\
clasts are angular to subrounded volcanics jrl----t----t----l
Becomes very dense, cemented
'-----~--------:----' TRENCH TERMINATED AT 10.5 FEET
Figure A-40, Log of Test Trench T 25 LeSE
SAMPLE SYMBOLS 0 .... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
10 ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
8a .. , 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.
(
January 8, 1990
FILE NO. 0·4367·402
>-C!J
DEPTH 0
SAMPLE ..J
IN 0
NO. ::c
FEET .... 1-1 ..J
-0
--
2 I --
--
-4 -
I--~I ~ 6 -r-::...,::
I--;-;:
:-8 -r--.... c--f-'"~
c-10 "--
~
~
TRENCH T 26
SOIL
CLASS ELEVATION 335 DA TE COMPLETED 9/20/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRlPTION
SURFICIAL LANDSLIDE DEBRIS
Soft, wet, dar~ brown to reddish-brown
Boulder' Gravelly CLAY; up to 3 foot
diameter subrounded volcanic boulders-
disturbed matrix indicates debris-flow.
Very irregular contact against weathered
bedrock
SANTIAGO PEAK. VOLrANi~
Dense, moist, olive, mottled reddish-brown,
highly sheet-fractured andesitic VOLCANIC
ROCK, 1-2 inch spaced sheeted jointing at 1 N55W, 55SW; argillic hydrothermal alteration
\
and weathering.
TRENCH TERMINATED AT 10 FEET
' .. -
Figure A-41, log of Test Trench T 26
zw ..... >-..... SO~ ~ ..... WX
f-oZu. (/) . e::'""
<I: <I: , zu. :::II-0:1-(/) W • I-Z .... (/):3 C~ (/)W WI-IO 1-11-z(/)..J ,..0. Oz WWIIJ e:::-' I:o [I.e:: ..... c 0
-
-
I-
~
t-
f-
!
f-
I-
I
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
~ .•• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8. 1990
FILE NO. 0-4367-402
.mH >-C!J 0
SAMPLE ....
IN 0
NO. l:
FEET "I-1-1 ....
I-0
r ~ ,.. -~
i;;; -2 -~ ~ ~ ,... -i':: ~
I-4 -I I--
I-6 -
f-
~
i
"~
TRENCH T 27
SOIL
CLASS ELEVATION 337 DATE COMPLETED 9/20/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
CL SURFICIAL LANDSLIDE DEBRIS
Soft, damp, dark brown, Sandy-Gravelly
CLAY ..
--------------------------------------Stiff, wet, light brown, mottled orange,
Bouldery CLA Y to Clayey BOULDER
IcL-GC GRAVEL;
boulders up to 3 feet diameter.
TRENCH TERMINAtED AT 7 FEET
(REFUSAL-OVERSIZE BOULDERS)
" " ~
Figure A-42. Log of Test Trench T 27
zw ..... >-,..,
0 0 • 1:; .... w~ t;!ZIi: (/) . [t'"
<t<t, ZIL ::::ll-a:1-(/) w • I-Z 1-(/)3 cC: (/)W
WI-lO 1-11-z(/) .... >-0. Oz W W m a: "OJ I:o o.a:..., c 0
-
-
-
-
l-
l-
LCSE
SYMBOLS D ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
8a ... CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE = ~ ... DISTURBED OR BAG SAMPLE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AN~ AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
>-~
DEPTH 0 J SAMPLE IN 0
NO. l:
FEET l-H
J
I-0 ~'~ --~, ~ -2 -~~ '--
-4 -=-=-I--~
f-6 -r-~
I-~-
ffi F
~
~
TRENCH T 28
SOIL
CLASS ELEVATION. 410 DA TE COMPLETED 9/20/89 (Uses)
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
CL SLOPEWASH
Stiff, moist, dark brown, very Gravelly-:
Rocky Sandy CLA Y
\
Very irregular depositional contact
inclined southward
SANTIAGO PEAK. V(U,rANT~
Dense, moist, medium reddish-brown very
fractured, weathered andesitic VOLCANIC
\ ROCK; random fractures 1-4 inch spacing
TRENCH TERMINATED AT 7 FEET
(NEAR REFUSAL)
, , -
.
Figure A-43, Log of Test Trench T 28
zw ..... >-,...
°0' l:i'"' W~ I-4 Z l-a:'J ~([!t I/) •
ZI1. ;:)1-a::l-I/) W • I-Z .... 1/)::3 c~ I/)w WHO '"'I-zl/)J >-0.. Oz wWm a:'"" I:o a. a: " c 0
I-
-'
-
/ -
l-
I-
/
LeSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
F2J •• , CHUNK SAMPLE ~ ••• \.lATER 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 YARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
,....------------------------------------------
January 8. 1990
FILE NO. 0-4367-402
DEPTH SAMPLE IN NO. FEET
o
2
4
6
8
10
>-C!I 0 ..J 0 J: I-1-1
..J
CL
TRENCH T 29
ELEVATION 450 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SLOPEWASH
Stiff, moist, dark brown, Gravelly CLAY, ,,'
Irregular depositional contact
Dense, moist, light brown-orange,
very weathered, randomly fractured,
andesitic VOLCANIC ROCK; rock
decomposed and/or hydrothermally
altered throughout to a sandy clay
TRENCH TERMINATED AT 10 FEET
Figure A-44, Log of Test Trench T 29 LCSE
SAMPLE SYMBOLS D ... SAM'PUNG UNSUCCESSFUL
~ . .. 0 I STURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
~ ••• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
o
2
4
6
SAMPLE
NO.
SOIL
SC-CL
TRENCH T 30
ELEVATION 441 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SLOPEWASH
Stiff, dry-damp, dark brown, very Clayey
fine SAND to'Sandy CLAY
Becomes moist at 4 feet
Irregular depositional contact
Very dense, moist, light brown-orange,
very weathered randomly fractured .
andesitic VOLCANIC ROCK: 1-3 inch
spaced fractures
Figure A-4S, Log of Test Trench T 30
>-
t:i'" If) • zu. w • c~ >-[1.
0:::'"' c
LCSE
SAMPLE SYMBOLS D ... SAMPLING -UNSUCCESSFUL
~ •.• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
E3 ••• CHUNK SAMPLE ~ ••• \.lATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO\.lN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367'402
SAMPLE IN NO. FEET
o
2
4
6
8
)0 (!J
0 .J 0 l: l-I-! .J
SOIL
CLASS
(USCS)
CL
TRENCH T 31 zw'"' 0 0 •
I-Izl-I-([u.. ELEVATION_...:.47..;,.;5~ __ DATE COMPLETED 9/20/89 ~ Iii ~
1-1-1 3 . 11I Ul 0 EQUIPMENT ____ J;;...;.D--..;;;5..;;;.5.;:...5...:.T.;.;.;R=A.;...CK=...::B:...;;A..;;.;C;:;.;K;:;:;H=O..::;E~__ z 11I .J ~o:e
MATERIAL DESCRIPTION
SLOPEWASH
Stiff, damp, dark brown, very Clayey fine
SAND to SandY CLAY
Becomes moist at 4 feet
Irregular depositional contact
SANTIAGO PEAK. VOLCANICS . _
Dense, moist, light brown-orange, .very
weathered, randomly fractured, andesitic
VOLCANIC ROCK; decomposed and/or
altered throughout to sandy clay
FEET
Figure A-46, Log of Test Trench T 31
)0
~'"' Ul • zu.. w • c~
)on.
0:'" o
LeSE
SAMPLE SYMBOLS D ... SAMp·LING UNSUCCESSFUL (] ••• STAND.ARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
. ~ ••• DISTURBED OR BAG SAMPLE ~ ••• CHUNK SAMPLE ~ ••• \.lATER 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 rIMES.
January 8, 1990
FILE NO. 0·4367·402
>-CJ
DEPTH 0 .J SAMPLE 0 IN J: NO. FEET l-1-1 .J
t-O
I--
I-2 -
I--
I-4 --~
~ -~.:
~
l i
TRENCH T 32
SOIL
CLASS ELEVATION 422 DA TE COMPLETED 9/20/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
CL ALLUVIUM
Soft, damp, d,~k brown, Sandy CLAY
SANTIAGO PEAK VOLCANICS
Very dense, damp, dark gray-mottled
with brown, moderately randomly
fractured andesitic VOLCANIC ROCK;
fractures spaced 2-5 inches
TRENCH TERMINATED AT 5.5 FEET
.. ~
Figure A-47, Log of Test Trench T 32
Zw"" )0 ,...
0 0 • !:i,.. W~ I-IZI-a:'" I-([u. (/) .
<.1:1-' zu. :::ll-W • I-Z II:(/)(/) Q~ (/)w 1-1-1 3 W(/)O )oD. 1-11-
zw.J Oz
Ifa:~ a:'" 40
Q 0
-
-
-
I-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNO ISTURBED)
f2J • •• 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 ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367·402
EPTH SAMPLE SOIL
IN CLASS NO. FEET (USCS)
'0
2 GC
4
6
8
10
12
14
TRENCH T 33
ELEVATION 295 DATE COMPLETED 9/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Loose to medium-dense, damp medium to dense,
medium' to dark reddish brown, Clayey-Sandy
COBBLE to BOULDER-GRAVEL; angular to
subrounded andesitic volcanic clasts
Becomes moist at 11 feet
TRENCH TERMINATED AT 14· FEET
(NEAR REFUSAL ON BOULDERS)
Figure A-48, Log of Test Trench T 33
Z\1l" ~ ..... 0 0 , 1:;,., \11 X
I:!Zli: (/) . 0::""
<:t <:t., zu... ::JI-0::1-(/) \11 • I-Z 1-(/)3 C~ (/)\11 \111-10 1-11-z(/).J ~a. Oz \11\1110 0:: .... 40 a. 0::", c 0
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SA.MPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
F2l ••• CHUNK SAMPLE ~ '" \.lATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO\.lN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT \.IARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
I-0
I--
I-2 :..
I--
I-4 -
I--
f-6 -
f--
f-8 -
I--
I-10 -
I--
I-12 -
-
14
SAMPLE
NO.
SOIL
CLASS
(USCS)
GC
TRENCH T 34
ELEVATION 285 DATE COMPLETED 9/2/89
EQU1PMENT ____ ~J~D~5~5~5~TR~A~C=K~B~A~C=K=H~O~E __ ~_
MATERIAL DESCRIPTION
LANDSLIDE DEBRlS
Loose, damp-moist,medium to dark reddish-
brown Clayey, Sandy, COBBLE to BOULDER-
GRA VEL; disturbed, poorly sorted matrix
indicates a debris,..flow.
I-
I-
I-
I-
I-
I-
I-
I-
I-
Very irregular surface with 1/4-1/2 inch
wet remolded clay layer (discontinuous) /1-L-~S~~~~~G~O~P~E~A~K~V~O~L~C~~~=CS=-----------~ I-
Dense, moist, mottled red-brown-green,
highly fractured and altered andesitic I-
VOLCANIC ROCK
\L-____ ~====~==~~~~~~~==~--~J TRENCH TFRMlNATED AT 14 FEET
Figure A-49, Log of Test Trench T 34
>-.
l:i" (I) • zu.. w • o~
>-11. a:: 'oJ o
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ..• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
83 ... CHUNK SAMPLE ~ ... WATER TABLE OR SEEPAGE
. DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. IOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
January 8, 1990
FILE NO. 0-4367-402
>-a1
DEPTH 0
SAMPLE ..J
IN 0 Z NO. FEET I-1-1 ..J
I-0 ......
I--... .....
2 ::' .
I--r I--
I-4 -~ i--
I-6 -~ I--
I-8 -~ I--
I-10 -
I--~ I-12 -
I--
14 r-.:;'
5
SOIL
CLASS
i~ (USCS)
SM
GC
CL
,
TRENCH T 35
ELEVATION 323 DATE COMPLETE_D 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
TOPSOlL
Loose, dry, da.x:k brown, Silty fine SAND,
some clay /
SURFICIAL LANDSLIDE DEBRIS .
Loose, damp, dark reddish-brown, very
Clayey Sandy COBBLE-GRAVEL; clasts
angular to subrounded
--------------------------------------
Soft, wet, banded red-green-tan, contorted
Sandy CLAY; possible flow-banding as,
the base of a debris-flow)
Very irr~gular southward-inclined contact
\ I
SANTIAGO PEAK. VOLCANICS
Dense, moist, mottled red-brown, highly
fractured, altered and weathered andesitic
VOLCANIC ROCK: random 1/2-2 inch
spaced joints
TRENCH TERMINATED AT 14 FEET
.
Figure A-50, Log of Test Trench T 35
Zw"" >-,..
0 0 • 1-,... w X '"'Zl-1-1 • a:'J I-<rll. 0011. ::JI-<rl-' z • tt:ooOO wo I-Z (/)w 1-1-1 3 o • '"'I-Woo 0 >-n. Oz zw..J ~a:~ a:"" 40
0 (.)
i-
l-
I-
l-
l-
l-
l-
l-
l-
i-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
. ~ ••• DISTURBED OR BAG SAMPLE 8a .• , CHUNK SAMPLE ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND'AT THE
DATE INDICATED. -IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
..
January 8, 1990
FILE NO. 0·4367·402
>-C!I
DEPTH 0
SAMPLE ...I
IN 0
NO. X FEET I-H ...I
I-0 00
00 0
000
I--000
00 0 000
000
2 ,.... -$ ,.... --~ -4 ----;~ I--
I-6 -~~ r--
I-8 r-:..,:!!II"
~
~
TRENCH T 36
SOIL
CLASS ELEVATION 333 DATE COMPLETED 9/22/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
SM TOPSOlL
Loose, dry, d~rk brown, Silty fine'SAND,
\ some clay
SANTIAGO PEAK. VOLCANICS
Dense, moist, mottled red-brown, sheet-
fractured altered and weathered andesitic
VOLCANIC ROCK: highly sheet-fractures
at NS5W, 60SW at 1/2-2 inch spacing;
argillic-pyritic hydrothermal alteration
Fault, N30W, 60SW; 1/4-1/2 inch gray
clay gouge at 6 feet
TRENCH TERMINATED AT 8 FEET
" .. ~
Figure A-51, Log of Test Trench T 36
Zw'" >-....
0 0 • 1:; .... w~ HZI-II) • 0:'" ~ <t ~" ZI1. ::ll-0:1-(1) w • I-Z 1-(1)3 Q~ (1)111 WHO HI-zll)...1 >-n. Oz wWm 0:" I:o n.0:" Q u
I-
I ,..
,....
1-'
I-
l-
-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... ~RIVE SAMPLE (UNDISTURBED)
r:2 ••. 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.
January 8, 1990
FILE NO. 0-4367-402
IN
FEET
o
2
4
6
8
10
12
SAMPLE
NO.
SOIL
CLASS
(Uses)
CL
CL
TRENCH T 37
ELEVATION 280 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Soft, moist, dark brown, mottled with
gray, Sandy CLAY
Caving; Standing water table (after 2 hours)
SANTIAGO PEAK VOLCANICS
Stiff-medium-hard, wet, light orange-red
mottled, highly weathered andesitic
VOLCANIC ROCK; s1ic~ensided random
fractures; rock is weathered to a sandy
clay
(CAVING, WATER)
Figure A-52, Log of Test Trench T 37
Zw'" ~ ;...
0 0 " l:;", W~ HZ'" I/) " a:'"' "'<1:11.. ZII.. ;:) ... <1: ... ' a: 1/)1/) W • "'z
"'104 3 ce: I/)w
WI/)O ~a.. 104 ...
zw J Oz
wa:m a:'"' :t:o
a.. '"' c 0
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
[2J ••• 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.
January 8~ 1990
FILE NO. 0-4367-402
>-(!J
DEPTH 0
SAMPLE .J
IN 0
NO. J: I-FEET 1-1 .J
I-a I I--
I-2 -
I--;-;: :-4 -
- -:-;:
-6 -;~ --;~ I-8 -
e I-~ I-
~
r~
TRENCH T 38
SOIL
CLASS ELEVATION 295 DATE COMPLETED 9/22/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
CL SLOPEWASH
Stiff, damp, d~rk brown, Sandy CLAY
SANTIAGO PEAK VOT.CANT~
Dense, moist, light brown-red mottled,
highly weathered andesitic VOLCANIC
CL ROCK, intense random fracturing with
clay seams, rock is weathered to a
sandy clay
TRENCH TERMINATED AT 9. FEET
.. ~
Figure A-53, Log of Test Trench T 38
Zw" >-,..
0 0 • 1:; .... w~ I-Izl-I/) • 0:"" I-<IIL ZIL ::JI-<II-' w • I-z It 1/)1/)
1-1-1 3 o~ (/)w
1-11-~(/)9 >-n. Oz w w.O] It"" 1:0 n.1t ..... 0 0
I-
l-
I-
I-
I-
l-
l-
LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ '" STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
, t2§l • •• DISTURBED OR BAG SAMPLE r:2l ••• CHUNK SAMPLE ~ ••• YATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOYN HEREON APPLIES ONLY AT THE SPECIFIC ·BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
IN'
FEET
o
2
4
6
8
10
12
14
SAMPLE
NO.
SOIL
CLASS
CL
CL
TRENCH T 39
ELEVATION 287 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
ALLUVTIJM
Soft, moist, da,x:k brown, Sandy, Rocky
CLAY'
Becomes wet at 5.5 feet
Irregular depositional contact
SANTIAGO PEAK VOLCANICS
Soft, wet, light tan mottled with red,
highly weathered VOLCANIC ROCK,
weathered
to a sandy clay, becoming harder with depth
Becomes saturated, stiff to hard at 13 feet
TRENCH TERMINATED AT 14 FEET
Figure A-54, Log of Test Trench T 39
>-ti---II) • zu. w • cC:
>-0.. a::'<J c
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ _._ DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
f2l ••• CHUNK SAMPLE , ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
)-
Cl 0 DEPTH SAMPLE .J
IN 0
NO. :I: FEET I-... .J
f-0 ,~ :--
2 --I --
-4 -~ - -
-6 ~
~
i~
~
TRENCH T 40
SOIL
CLASS ELEVATION (USCS) 348 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
ALLUVIUM
Soft, damp, d~rk brown. very S~ndy. Rocky
CL CLA Y; 'root voids common
Irregular depositional contact /
SA.NUAGO PEAK. VOLCANICS
Dense. damp. light reddish-brown. weathered
moderately fractured andesitic VOLCANIC I ROCK; random jointing 1-6 inches apart
TRENCH TERMINATED AT 6 FEET
, , -
.
Figure A-55, Log of Test Trench T 40
Zw" )-" o t.:) • l:i" w X "'Zl-(J) • 0::'" I-([u. zu. ::ll-([I-' I-Z .0:: (J) (J) w' C~ (/)w 1-... 3 1-11-w(J)o )-Il. Oz zw.J ~o::S 0::"" l:o
0 C,)
-
t-
f-
'-
LCSE
SAMPLE SYMBOLS D. .. SAMPLI NG UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ '" STANDARD PENETRATION TEST .... DRIVE SAMPLE (UNDISTURBED)
E2l ••• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
r--------------------------------------------
January 8, 1990
FILE NO. 0-4367-402
)-
Cl
DEPTH 0 ..J SAMPLE IN 0 J: NO. I-FEET 1-4 ..J
f-e ~ I--
i-2 -
,.... -
:-4 -~
f--I~ r 6 -f
r -I r 8 -
f--
t-10 -
r -
t-12 -
I--
14 -
'~
~-: '
I--l !-16 -
~ TRENCH T 41
i SOIL
CLASS ELEVATION 286 DATE COMPLETED 9/22/89 ~ (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
TERRACE DEPOSIT
'Soft to stiff, moist, dark reddish-brown,
CL Sandy-Gravelly CLAY; imbricated gravel
( depositional)
Becomes very gravelly, with boulders at
13 feet CL·Gr
TRENCH TERMINATED AT 15.5 FEET
, .
~
.,
Figure A-56, Log of Test Trench T 41
Zw"" )-" 0 0 • l:;,.. w X I-4 Z I-0:'" 1-<1:11.. UJ • Zll.. :::ll-<1:1-' a::(J)(J) w • I-Z 1-1-4 3 C~ (/)w 1-41-w(J)o )-n. Oz z w..J wa::1D 0:"" 40 ,11. ..., C (.)
I-
I-
i-
-
r
r
f-
r
r
f-
l-
l-
I-
'-
t-
-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .. , DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
Ea ••• 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.
January 8, 1990
FILE NO. D-4367'402
DEPTH
IN
FEET
o
2
4
6
8
SAMPLE
NO.
CL
TRENCH T 42
ELEVATION 300 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SLOPEWASH
Soft, moist, dark brown Sandy CLAY
Irregular depositional contact, inclined
roughly westward
VOLCANICS
Dense, moist, medium-light reddish-brown,
highly random fractured and altered,
andesitic VOLCANIC ROCK
TRENCH TERMINATED AT 9 FEET
Figure A-57, Log of Test Trench T 42
>-l:; ....
(/) . zu. UJ • c~
>-a.
0::" o
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
[l .,. STANDARD PENETRATION TEST •• , •• DRIVE SAMPLE (UNDISTURBED)
Ea .. , 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.
January 8, 1990
FILE NO. D·4367·402
IN
FEET
2
4
6
8
10
12
SAMPLE
NO.
SOIL
GC
CL
TRENCH T 43,
ELEVATION 287 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
TERRACE DEPOSIT
Dense, moist, light brown, very Clayey
PEBBLE-COEBLE GRA VEL, some sand
Irregular, westward-inclined depositional
contact
DELMAR
Very hard, moist, greenish-gray mottled
with reddish-brown very Sandy CLAYSTONE;
massive
~~;j--+---'......,......--+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --1-----1----+---1
14 Very dense, moist, greenish-gray Clayey
coarse SANDSTONE
Figure A-58, log of Test Trench T 43 LCSE
SAMPLE SYMBOLS D. .. SAMPLI NG UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
IJ ... STANDARO PENETRATiON TEST II ... DRIVE SAMPLE (UNDISTURBED)
E8 , .• 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 AN"o TIMES.
January 8, 1990
FILE NO. 0-4367-402
.DEPTI >-C!J 0
SAMPLE -I
IN 0 J: NO. I-FEET 104
-I
:-0 ~ ~ i--~
2 ~ ~ '--~ ; --~
~ ~ ,.. 4 -~ ~
--~ r..; ~ -6 ..: ~
--
-8 -
--
-10 -~m --
t-12 -
-~
14 ~-"""",
~ TRENCH T 44
SOIL
CLASS ELEVATION 265 DA TE COMPLETED 9/.25/89 ~ (Uses)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
ALLUVIUM
Loose, moist, c;l~k reddish-brown, very
SC-CL Clayey, Rocky-Bou1dery SAND
,
Becomes wet at 10 feet
Irregular depositional contact
SANTIAGO PEAK. VOLCANICS
Dense, wet, light brown-tan, fractured,
weathered, andesitic VOLCANIC ROCK I
TRENCH TERMTNATED AT 14 FEET
-. -
Figure A-59. Log of Test Trench T 44
Zw'" >-'"' 0 0 • 1-"" w~ HZI-104 • a:'" I-<[LL. (/)LL. ~I-<[I-' Z • a:(/)(/) wo I-Z 1-104 3 c • (/)w HI-w(/)o >-0.. Oz Zw-l ~a:~ a: .... I:o c 0
I-
I-
I-
I-
-
-
-
-
-
I-
l-
I-
I-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••. DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST II ... 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 WA~RANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0'4367-402
DEPTH SAMPLE IN NO. FEET
I-0
I--
I-2 -
I... -
-
>-C!I 0 .J 0 J: l-H .J
I I-4 4 -
~ SOIL
CLASS i (USCS)
SC
I:SC-CL
TRENCH T 45
ELEVATION 328 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
ALLUVIUM
Loose, damp, qark reddish-brown, 13ouldery-
Gravelly Clayey SAND
\ Irregular to "V" shaped channel-contact /
SANTTA("rl) PEAK. V()T( ',&. m~
Dense, moist, light reddish-brown, very
weathered andesitic VOLCANIC ROCK;
altered and randomly fractured
TRENCH TERMINATED AT 5 FEET
,
' .. -
,
.
Figure A-60, Log of Test Trench T 45
zw .... >-....
l:i" W~ 0 0 • HZI-0:"" I-([Il.. II) • Zll.. ::::ll-([I-' 0: (/)11) W • I-Z I-H 3 C~ II)W HI-w(/)o )-0.. Oz Zw.J ~o:~ 0:'"" I:o
C (,)
I-
l-
l-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ••.• DRIVE SAMPLE (UNDISTU~BED)
E2l •.• CHUNK SAMPLE ! ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOYN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367'402
)0
C!J 0 DEPTH SAMPLE ..I
IN 0
NO. J:
FEET l-1-1
..I
f-0 ~ I--
2 ~~
f--~ ~
f--~ ~
I-4 -~ ~
f--~i ,... 6 -
--~~ 8 ,..
I~
I;
. ~
TRENCH T 46
SOIL
CLASS ELEVATION 508 DATE COMPLETED 9/25/89. (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
ALLUVIUM
Loose, damp to moist, dark reddish-brown
SC very Clayey, Gravelly fine SAND
Becomes wet at 6.5 feet
i:SC ""'-J>-J
Irregular, but nearly horizontal,
depositional contact
I
SANTIAGO PEAK. VOl ( I A. NT~
Dense, moist-wet, light brown, very
weathered andesitic VOLCANIC ROCK;
altered and randomly fractured
TRENCH TERMINATED AT 8 FEET
.,
..
~
.
Figure A-61, log of Test Trench T 46
zw ..... )0 '" 0 0 • /:j ..... W~ I-IZI-If) • a:'" I-<l:u. zu. ::II-<1:1-' w • I-Z 0: If) If) C~ (/)W I-H 3 HI-w(/)o )oil. Oz Zw..l ~a:~ 0:'"' 40
C 0
I-
l-
f-
l-
f-
,..
LeSE
SAMPLE SYMBOLS O ... SAMPLING UNSUCCESSFUL
~ • •• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST .... DRIVE SAMPLE (UNDISTURBED) .
f:2J ••• CHUNK SAMPLE ~ ••• YATER TABLE OR SEEPAGE =
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOYN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
)-
c:J
DEPTH 0 .J SAMPLE 0 IN NO. l: FEET I-H .J
I-0 r;~~ I--+::~ I-2 -~~~ I-. -
I-4 -f3~ ~' .. ~
'--t11 '-6 -
I--~~
-8 -+~ ~~ --~~ -10
~ TRENCH T 47
SOIL
I; CLASS ELEVATION 494 DATE COMPLETED 9/25/89
~ (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
UNDOCU1v.IENTED FILL
Loose, dry-damp, dark brown, sandy boulder'
GP GRA VEL; 1/2'-3 foot diameter angular
rock fill with voids, plant debris, ...
TRENCH TERMINATED AT 10 FEET
(REFUSAL-OVERSIZE BOULDERS)
, . -
.
Figure A-62, log of Test Trench T 47
Zw"" )-,..
0 0 , • 1:;"" WX H Z 1-0:" ~<t~ III • Zll.. :::ll-a::t-Ill w • I-Z 1-1Il3 C~ IIlW WHO HI-ZIll.J )-11. Oz wWm 0: .... l:o 11.0: .... C 0
l-
l-
l-
I-
I-
l-
I-
I-
I-
LCSE
. SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
~ ••• DISTURBED OR BAG SAMPLE f2J ••• 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.
January 8, 1990
FILE NO. 0·4367·402
~ C!J
EPTH 0 ..J SAMPLE 0 IN l: NO. FEET I-H ..J
I-0 ;~ I--
2 I--1~ I--~~ I-4 -~~ I--~~ I-6
~
! ~
TRENCH T 48
SOIL
CLASS ELEVATION 480 DATE COMPLETED 9/25/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, dry-damp. dark brown, Sandy
GP BOULDER GRA VEL; 1/2-3 foot diameter
angular rock fill with voids, plant
debris, ...
TRENCH TERMINATED AT 6 FEET
(REFUSAL-OVERSIZE BOULDERS)
, , -
Figure A-63, Log of Test Trench T 48
'z w" ~ " 0 0 • l:;" w~ HZI-0: .... 1-<I00 (f) •
<II-' zOo ::JI-w . I-Z D:(f)(f) c': (f)w I-H 3 w(f)o ~a. HI-
zw..J Oz
~o:~ o:y 40
C 0
I-
I-
l-
l-
fo-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
ID ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
I2l •.. 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. '
January 8, 1990
FILE NO. 0·4367·402
FEET
-0
--
-2 -
--
- 4 -
SAMPLE
NO.
SOIL
CLASS
(Uses)
SC
TRENCH T 49
ELEVA TION_4...:...4=8 __ DA TE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
ALLUVIUM
Loose, dry, dark reddish-brown Clayey-
Gravelly SAND -
-
I--L"-=-CL Very irregular depositional contact
I-6 4-____ ~~=-~~----~L--~~~~~~~~==~~==~~--------~~I~--~----~--_4 SANrlAGO PEAK. VOT.rANT~
Dense, damp, light reddish-brown, highly
. fractured, weathered andesitic VOLCANIC
ROCK, random oriented fractures
TRENCH TERMINATED AT6 FEET
Figure A-64, Log of Test Trench T 49 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST" •.• DRIVE SAMPLE (UNDISTURBED)
E2':l ••• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367'402
)0
Cl
DEPTH 0
SAMPLE ...I
IN 0
NO. J: FEET I-H ...I
-0 II --
-2 -
r--J I-4 -
r--* r 6 -;~ :.. -
I-8 -~~ ... ~
I-
~
f~ ~
TRENCH T 50
SOIL
CLASS ELEVATION 445 DATE COMPLETED 9/26/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
ALLUVIUM
Loose, dry, dark reddish-brown, Clayey-
SC Rocky fine SAND
Very irregular depositional contact
SANTIAGO PEAK. VOLCANICS CL Dense, damp, light orange-tan, highly
fractured and altered andesitic
VOLCANIC ROCK
Fault; NI0W, 70SW, 1/2 inch clay gouge .
TRENCH TERMINATED AT 9 FEET
.. -
~
.
Figure A-65, Log of Test Trench T 50
5w~ )0 ,..
I:i'"' l1J~ H'CJ I-I-Zu. 00 • 0:'"
<I([, zu. ;:)1-
0:1-00 .l1J c5 I-Z 1-00 3 1J)l1J WHO o • HI-z13...1 )on. Oz
~ a: e·· 0: ..... :t:o
0 (.)
r-
r-
-
-
r-
I-
r-
LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
~ ••• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
r-------------------------------------------------------------------------------------
January 8, 1990
FILE NO. 0-4367-402
>-.
C!J
DEPTH 0
SAMPLE J
IN 0
NO. :r: I-FEET !of J
I-a ~ I---
I-2 -~ I---t:~ i-4
n
SOIL
CLASS
i ~ (Uses)
sc
TRENCH T 51
ELEVATION 435 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
ALLUVIUM
Loose, dry, dark brown, Rocky Clayey fine I . SAND ..
SANTIAGO PEAK. VOLCANICS
\ Very dense, d~mp, brownish-gray, moderately
random fractured andesitic VOLCANIC ROCK:
excavates to large blocky boulders. J
TRENCH TERMINATED AT 4 FEET
.. -
Figure A-66, Log of Test Trench T 51
Zw .... 0 0 • H Z !-
1-(1;11. ~I-"' D::enen 1-1-1 3 w(/)o zw J &a:~
'-
I--
I--
)0 ....
1:; .... wX
en • a:'W'
ZI1. ~.I-W • en Z Cl~ !-IW
)00.. 01-
I:z ..a:'W' 0 Cl 0
LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ . _. STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
F2 ••. CH~NK 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.
January 8, 1990
FILE NO. D-4367'402
>-c:I
0 DEPTH SAMPLE .J 0 IN ' NO. J:
FEET I-H .J
f-0 ~
I--~ ~ f-2 -~
f--
I-4 -
f--
:-6 -
I--........
-~ I-8 -=:~ I--
lO
r--_
f-
5
~
,TRENCH T 52
SOIL
CLASS ELEVATION 353 DATE COMPLETED 9/26/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SC FILL ..
Medium dense, damp, light brown, Clayey,
Rocky, coarse' SAND
CL ALLUVIUM
Loose, damp, dark brown Sandy CLAY
Irregular "V" shaped canyon contact
BONSALL TONALITE
Very dense, moist, light brown, highly'
randomly fractured, tonalite granite
ROCK; moderately weathered
TRENCH TF.RMINATED AT 10 FEET
.. -
.
Figure A-67, Log of Test Trench T 52
zUJ ..... >-.....
0 0 • I-. UJ~ t-IZI-H ..... 0:'" 1-<t1L I/) •
<tl-' ZIL ;:)1-
0:1/)1/) UJ • I-z I-H 3 c~ I/)UJ
UJI/)o >-a. HI-
zUJ.J Oz
UJo:lD 0:'" 40 a. ..., c 0
f-
l-
f-
I-
l-
f-
f-
"
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
10 ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE CUNDISTURBED)
~ ••• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367'402
>-C!J
DEPTH 0 .J SAMPLE 0 IN J: NO. FEET I-1-4 .J
t-O I I-:...
t-2 -
I--~
I-4 -~
I--~~
I-6 r-~
~
i
I~
TRENCH-T 53
SOIL
CLASS ELEVATION 358 DATE COMPLETED 9/26/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
GC FILL
Loose, dry, dark brown, Clayey, Sandy
BOULDER-GRAVEL; 12-16 inch diameter
boulders with voids, organic debris
"V" -shaped canyon -contact
BONSALL TONALITE
Very dense, damp, light brown, randomly
fractured tonalite GRANITIC ROCK;-
moderately fractured, less weathered.
TRENCH TJ:'RMlNATID ATo-FEET
--. -
Figure A-68, log of Test Trench T 53
zus .... >-.... °0 . l:i .... wX t-4 Z I-a:>J 1-<e11. til • ::ll-<el-' ZIL w • I-Z 0::(1)(1) C~ tIlW 1-1-4 3 1-41-us (I) 0 )on. Oz zus.J ~o::~ o::'<J ~o
C 0
I-
l-
I-
l-
I-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .• , DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
r:2 . .. CHUNK SAMPLE ~ ••• \.lATER 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 \olARR~NTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367·402
>-CI 0 DEPTH ..J SAMPLE IN 0 J: NO. I-FEET H ..J
0 fI -
2 I--::~ I-
~
~ SOIL
CLASS ~ (USCS)
CL
TRENCH T 54
ELEVATION 508 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
ALLUVIUM
Soft, damp, dark brown Sandy CLAY
SANTIAGO PEAK. VOLCANICS
Very dense, damp, brownish-gray, moderately
randomly fractured andesitic VOLCANIC
ROCK
TRENCH TERMINATED AT 3 FEET
~
.. -
Figure A-69, Log of Test Trench T 54
zlL/ .... >-.... 0 0 • ~ .... lL/~ ~Zl-0::'" I-<rLl. III • ZLI. ::II-<1:1-' trllllll lL/ • I-Z 1-~3 O~ IIlW HI-wlIlo >-Q. Oz zlL/..J ~o::~ 0:: .... l:o
0 0
-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
FLl ••• 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
January 8, 1990
FILE NO. 0-4367-402
>-C! 0 DEPTH ..J SAMPLE 0 IN NO. J:
FEET I-1-4 ..J
t-O
I I--
I-2 -
t--
I-4 -~
I--:~
I-6
I~
. ~~
~
TRENCH T 55
SOIL
CLASS ELEVATION 4.72 DATE COMPLETED 9/26/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
ALLUVTIJM CL Soft, damp, dark brown, Sandy CLA Y
SANTIAGO PEAK VOLCANICS
Very dense, moist, light brownish-gray,
moderate random fractured andesitic
VOLCANIC ROCK
\
TRENCH TERMINATED AT 6 FEET
.. -
Figure A-70, log of Test Trench T 55
zw .... >-.... 0 0 • ::; .... W~ HZI-a:'W 1-<1:11. fI) •
;:)1-Zll. <1:1-" w • 1-% Il::(/)(/) o~ (/)w 1-1-4 3
W(/)O >-n. HI-zw..J 0% lfo:e 0:"'; 1:0
0 0
-I-
l-
l-
t-
I-
I
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL.
~ .•• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
. f2j ••• CHUNK SAMPLE ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOIlN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT IlARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367'402
>-(!J
0 DEPTH ~ SAMPLE 0 IN ND. l: FEET l-1-1 ~
-0
--
-2 -
--~ -4 -~ ~ %: ---:~ I-6 --: I-
)
~
~
i
TRENCH T 56
SOIL
CLASS ELEVATION 454 DATE COMPLETED 9/26/89 (uses)
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
CL ALLUVIUM : Soft, damp, dark brown Sandy CLAY
00
Irregular depositional contact / SC
SANTIAGO PEAK. VOLCANICS
Dense, damp-moist, grayish-brown, I weathered andesitic VOLCANIC ROCK
TRENCH TFRM[NATED AT 7 FEET
o. -
Figure A-71, Log of Test Trench T 56
zw .... >-.... o (J • 1:; .... WX HZI-0:: ..... ~o<t ~ (/) . zu.. ::lI-0::1-(/) w • I-Z 1-(/)3 cC: (/')w wl-lo HI-z(/)~ >-a. Oz wWm 0:: .... 1:0 a. 0:: ..... c (J
-
r
I-
r
-
LeSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
83 ... CHUNK SAMPLE • _. \.lATER 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 nMES.
January 8, 1990
FILE NO. 0-4367-402
>-C!J
DEPTH 0 -l SAMPLE 0 -IN :t
TI
FEET NO.
S. ~
c-O ~ --
-2 -~~ ~
i--~~ ... 4 -, i--
f-6 -
i--~
f-8 -~ ~ - -~ -10 -~ "f--
f-12 -
f--
14 -
f-~
TRENCH T 57
SOIL
CLASS ELEVATION 452 DA TE COMPLETED 9/26/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, damp, light reddish-brown, Clayey
BOULDER GRAVEL; oversize angular volcanic
rock from 6-24 inch diameter with some
clayey sand; voids, debris
--
Very irregular contact
ISM-Sr. /
ALLUVIUM
Loose, damp, dark brown, very Rocky Silty
SAND to Clayey SAND
SANTIAGO PEAK. VOLCANICS
Very dense, damp, brownish-gray,
moderately fractured andesitic
VOLCANIC ROCK
TRENCH TERMINATED AT 15 FEET
Figure A-72, Log of Test Trench T 57
:Z:w'" >-'" 0 0 • l::;", w~ HZI-0:'" I-<tu. III •
([I-..... zu. ::lI-
ll::1Il1ll W • 1-%
1-~3 Q~ IIlW
Will 0 ~I-
:Z:w..J >-0.. 0%
&o:~ 0:'" I:o
Q u
i-
-
-
f-
f-
f-
f-
f-
,.-
-
-
-
f-
LCSE
SAMPLE SYMBOLS D ... ~AMPLING UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
(] ••• STANDARD PENETRATION TEST • __ • DRIVE SAMPLE (UNDISTURBED)
88 ... 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.
•
January 8, 1990
FILE NO. D'4367-402
)0
C!J 0 DEPTH SAMPLE ..I
IN 0 :x: NO. I-FEET H ..I
~ 0 r--~
-r-~
~~
I-2 -f-~
I--~~
r-~ I-4 -t:-=-r--I ... 6 -
I--
I-8 -~~
~ -I-~
I-10 ~~
! !5
SOIL ~ CLASS
~ (USCS)
GP
CL
CL
TRENCH T 58
ELEVATION 445 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE -
MA TERIAL DESCRIPTION
UNDOCUMENTED Fll..L
Loose, damp, medium brown, -~OULDER
GRAVEL, .--
some sand, clay, voids and oversize angular
rock up to 3 feet diameter
\ Very irregular contact /
ALLUVIUM
Soft, wet, dark brown, Sandy CLAY
SANTIAGO PEAK. VOLCANICS
Very dense, moist, light brown-orange,
highly weathered, randomly fractured
andesitic VOLCANIC ROCK; rock has
\
weathered to a sandy clay I
TRENCH TERMINATED AT lO FEET
-. -
.
--
Figure A-73, Log of Te~t Trench T 58
zw ..... )0 '" 0 0 • 1-..... W~ HZI-H • 0::" I-<l:u. (/)u. ::J ... <1:1-' z • o:(/)(/) Wo I-Z
1-1-1 3 c • (/)111 1-1 ... w(/)o )on. Oz Zw..I ~o::~ 0:'"' ~o c (J
t-
l-
t-
t-
l-
'-
-
LeSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
!8S • •• 0 I STURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST" ••• DRIVE SAMPLE (UNDISTURBED)
E2] ••• CHUNK SAMPLE ~ •• _ YATER 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.
r------------------------------------------------------------------------------------------
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
o
SAMPLE
NO.
>-C!I o .J o :I: I-1-1 .J
SC
TRENCH T 59
ELEVA nON 434 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
ALLUVIUM
Loose, dry, dark brown, Silty-Clayey fine
>-~ ... III • zu. w • o~
>-0. 0: ..... o
2 SAND .. rr-----r-----+---~
4 CL
6
8
10
~ ____________________________________ f
Soft, stiff, moist, dark reddish-brown,
Sandy CLAY; some angular rock fragments
Very irregular depositional contact
SANTIAGO PEAK VOLCANICS
Very dense, moist, brownish-gray, moderately
random fractured, altered andesitic VOLCANIC
ROCK: strong pyritic alteration, trace secondary
copper stains along fractures
Figure A-74, Log of Test Trench T 59 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD . PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
~ ••• CHUNK SAMPLE ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367·402
)0 C!J
DEPTH 0 ..J SAMPLE IN 0
NO. Z I-FEET ...
..J
-0
--
I-2 -
I--~~ :... 4
~ ~ SOIL ~ CLASS
i~ (USCS)
CL
TRENCH T 60
ELEVATION 415 .DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
ALLUVIUM
. Stiff, moist, dark brown, Gravelly-Sandy
CLAY , ,
Irregular depositional contact
\ / SANTIAC'...o PEAK. YOLCA NTC
Very dense, brownish-gray. moderately
randomly fractured, altered andesitic
VOLCANIC ROCK I
TRENCH TERMINATED AT 4 FEET
..
~
Figure A-7S, Log of Test Trench T 60
zUl .... )0 . ,...
0 0 • 1:;" Ul:-: "'Zl-0:>'; I-~u. (/) .
%u. ::ll-~I-' Ul • 1-% D::(/)(/) 1-... 3 C~ (/)W HI-Ul(/)O )00. 0% zw..J ~o:~ 0: ..... :t:o
C 0
l-
fo-
.:-..~
LCSE
SAMPLE SYMB~LS D ... SAMPLING UNSUCCESSFUL
.~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •.•• DRIVE SAMPLE (UNDISTURBED)
r2.I ••• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
.)-
C!J 0 DEPTH SAMPLE ...J
IN 0 J: NO. I-FEET J-4 ...J
-0 ~~ --~ ~;ij -2 -~ ~~ ~~ --
-4 -II --
I-6 -r-~
I--~ I-8 -:~ l-
,
~
~
~
TRENCH T 61 .
SOIL
CLASS . ELEVATION 396 DATE COMPLETED 9/27/89 (Uses)
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
SC UNDOCUMENTED FILL
Medium dense, damp, tan. Clayey-Gravelly
fine SAND ' .
SC ALLUVIUM
Loose, dry, dark brown, Clayey fine SAND
SANTIAGO PEAK VOLCANICS
SC-CL Dense, damp, light brown, highly
fractured, altered andesitic VOLCANIC
ROCK; sheeted fractures are N55E,60NW
\
1/2-1 inch apart
I
TRENCH TF.R MTNA TED AT 9 FEET
.. -
.
Figure A-76. Log of Test Trench T 61
:Z:w'" )-,..
o CJ • ~'" W~ J-4:z:1-II) • 0:'"' 1-(t1L. :z:1L. ~1-(tl-' 0:(1)(1) W • I-:z:
1-J-43 c~ (l)w J-41-wII)o )-11. O:z: :Z:w...J ~o:~ 0:'" 1:0
C Co)
-
I-
I-
-
-
-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION T'EST .•••• DRIVE SAMPLE (UNDISTURBED)
E2I ••• CHUNK SAMPLE ~ ••• \lATER 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.
Janup,ry 8, 1990
FILE NO. 0'4367-402
>-(!J
DEPTH 0
SAMPLE ..J 0 IN 1:
FEET NO. I-1-4
..J
I-0 ~'
I--~
2 ~ I I--
I--~
I-4 -
i--
r-6 -
--
i-8 -
r--
~~ r-IO -
r--~~, r-12
~
!
~
TRENCH T 62
SOIL
CLASS ELEVATION 380 DATE COMPLETED 9/27/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SC UNDOCUMENTED FILL
Medium dense, tan, Clayey Gravelly fine
SAND, toe of. road fill for Rancho Santa
Fe Road
ALLUYruM
~C-(T Loose, damp, dark brown, Clayey fine SAND
to Sandy CLA Y
Very irregular depositional contact I
ISC-CL SANTIAGO PEAK VOLCANICS
Dense, moist, light brown, ,highly
weathered andesitic VOLCANIC ROCK /
TRENCH TERMINATED AT 12 FEET
.. -
Figure A-77, Log'of Test Trench T 62
zw ..... >-'" o tl • ~,... W~ 1-4 Z I-0::'" 1-«11. (/) .
«I-...... ZI1. ~I-
.0:: (/) (/) W'O I-Z 1-1-1 3 c • (/)W
1-41-w(/)o >-n. Oz zw..J ~o::~ 0::'" 1:0
C Cl
I-
l-
l-
l-
i-
-,
-
-
-
-
LeSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
~ ... DISTURBED OR BAG SAMPLE 8a ... CHUNK SAMPLE ~ ••• \.lATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO\.IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE IND'I CATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE COND ITIONS AT OTHER LOCATIONS AND TIMES.
,
•
• J
January 8, 1990
NO. 0-4367-402
>-!~ '. C!l TRENCH T 63
DEPTH 0 ; SOIL ..J IN SAMPLE 0 i~ CLASS NO. :::t: FEET .... ~ (USCS) H ..J
ELEVATION 476 DATE COMPLETED 9/27/89
EQllPMENT . JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION .... 0 I !--CL TOPSOlL r-
2 Soft, moist, dark brown, Sandy-Rocky
!--r-:~ \ CLA Y with gypsum I I--SANTIAGO PEAK VOLCANICS l-
i-4 -~: Dense, moist, light brown, mottled with !-~~ orange/red/green; highly fractured, r--altered andesitic VOLCANIC ROCK; sheeted l-
I-6 f-~ fractures 1-6 inches apart are N70W, 60SW;.
1 hematite pseudomorphic pyrite, trace of f
secondary copper minerals
\ I
TRENCH TERMINATED AT 6 FEET
(REFUSAL)
Figure A-78, Log of Test Trench T 63
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTUF
E2 ... CHUNK SAMPLE ~ ... WATER TABLE OR SEEPAGI
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOYN HEREON APPLIES ONLY AT THE ~PECIFIC 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
January 8, 1990
FILE NO. 0-4367'402
>-C!I
DEPTH 0 ..J SAMPLE 0 IN :I: NO. I-FEET 101 ..J
I-0 ~ f--~
'-2 -~
--:::
f <
~
~
TRENCH T 64
SOIL
CLASS ELEVATION 454 DATE COMPLETED 9/27/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
CL ALLUVWM
Soft, moist, d?rk brown, Sandy-Cobbly
CLAY'
SC SANTIAGO PEAK. VOLCANICS
Very dense, moist, brownish-gray~
moderately fractured altered, andesitic
VOLCANIC ROCK, ran<;lom-oriented fractures,
2-6 inches apart.
TRENCH TERMINATED AT 3.5 FEET
.. -
.
Figure A-79, Log of Test Trench T 64
Zw"" >-.... 0 0 • t:; .... w~ HZI-o:'J I-¢u. oo • ::JI-¢I-' zu. O:ooOO W • I-z
1-101 3 oC: OOW HI-wooo >-Q. Oz zw..J ~o:e o:'J :1::0
0 0
I-
-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL .
~ ••• DISTURBED OR BAG SAMPLE
ID •.. STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
8a •.. CHUNK SAMPLE ~ ••• \.JATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO\.JN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT \.JARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D·4367·402
>-C!J
DEPTH 0
SAMPLE ..J
IN 0
NO. J: I-FEET 1-1 ..J
f-0 ~ f--
2 ~ I--
f-.m:_
n
~ ~
TRENCH T 65
SOIL
CLASS ELEVATION 508 DATE COMPLETED . 9/27/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SANTIAGO PEAK VOLCANICS
Very dense, reddish brown mottled with
tan, blue, high' altered fractured,
andesitic VOLCANIC ROCK: sheeted
fractures 1/2-1 inch apart N20W,
vertical; abundant pyrite,
sulfides, hydrothermal alteration.
TRENCH TERMINATED AT 3 FEET
.. -
..
Figure A-SO, log of Test Trench T 65
Zw"'" >-'"' 0(.) • ~'"' UI~ I-IZI-Ul • [t'W I-<tu. zu. :::J . <tl-' 1-1-a:UlUl w • 00% 1-1-1 3 O~ ... UI wUlo >-a. 01-zw..J :1'.:% ~a:~ [t ..... 0 0 (.)
r
f-
LCSE
SYMBOL~ D ... SAMPLING UNSUCCESSFUL .
~ .•• DISTURBED OR BAG SAMPLE
10 ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
r:2J ••• CHUNK SAMPLE ~ ••• YATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT IlARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
•
January 8, 1990
FILE NO. 0'4367-402
TRENCH T66 Zw"" >-....
DEPTH 0 0 • t:;,... w~ HZ .... 0:'" SAMPLE .... <t 1L U) •
IN ELEVATION 277 DATE COMPLETED 9/28/89 <t .... " ZIL :) .... NO. a:U)U) w • .... Z FEET .... H 3 C~ :!lw
EQUIPMENT JD 555 TRACK BACKHOE wU)o >-0-·01-zw.J I:z ~a:~ a:'" 0 c 0
MA TERIAL DESCRIPTION
0
LANDSLIDE DEBRlS
2
Loose to medium-dense, damp, dark reddish-
SC brown,· Clayey fine SAND; some angular
weathered volcanic pebbles-gravel
4
6
8
10
12
Becomes moist, with 6-10 inch boulder
14 gravel at 13 feet
Irregular transitional contact T66-1 \
16 CH
_____________________________________ t
T66-2 Soft, wet to saturated, light tan-green,
Sandy CLAY, slickensided surfaces
TRENCH TERMINA
Figure A-81, Log of Test Trench T 66 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
10 ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
8a .• _ 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.
January 8, 1990
FILE NO. D·4367·402
DEPTH
IN
FE~T
o
2
4
6
8
10
12
14
16
18
SAMPLE
NO.
TRENCH T 67
ELEVATION 271 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
TERRACE DEPOSIT
Loose to medium-dense, damp to moist, dark
reddish-brown very Clayey fine SAND
Becomes more clayey, wet at 15 feet
Seepage, caving
SANTIAGO PEAK VOLCANICS
Hard, wet, light grey-green mottled
with red Sandy CLA Y; very weathered
and fractured andesitic VOLCANIC ROCK
TERMINATED AT 19 FEET
Figure A-82, Log of Test Trench T 67
)0 ~ .... IS) • zl1. W • c~ )on. 0: .... c
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
IJ '.' STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
~ ••• CHUNK SAMPLE ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367·402
DEPTH
IN
FEET
-0
I--
I-2 -
i--
I-4 -
i--
- 6 -
- -
-8 -
- -
SAMPLE
NO.
~ ~I ~ ~ ,
SOIL
CLASS
(USCS)
-10 -
z~~, ~~~ ~~~, iSC-GC ~,,~ --
-12 -~~~
- -
TRENCH T 68
ELEV A TION-----.;2=5~8 __ DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
\
MA TERIAL DESCRIPTION
ALLUVIUM
Loose, damp, dark grayish-brown, Silty-
Clayey fine SAND, root voids, roots.
Very irregular contact
TERRACE DEPOSIT
Medium dense, moist-wet, dark reddish-brown,
very Clayey-Sandy COBBLE-BOULDER
GRAVEL
j
I-
-
-
-
-
r-
r-
r-
)-
~" II) • ZU-W • c~
)-0-
0:'"
C
14 -
i-
~ .... Seepage, caving i-~= CL \L-~~~~~~~~~~==~ ____________ ~/rt-----~--~--~
S~Ar..o PEAK YOL(ANICS
Stiff-hard, wet, light green, mottled
with red, Sandy-Rocky CLAY: slickensided
fractures; very weathered volcanic rock
TRENCH TER~NATED AT 15 FEET
Figure A-83, Log of Test Trench T 68 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
, ~ ••• DISTURBED OR' BAG SAMPLE ~ ••• CHUNK SAMPLE' '" ~ATER 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 ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367·402
>-" 0 DEPTH SAMPLE .J
IN 0 :z: NO. i-FEET I-f .J
I-0 ~ I--~
2 i I--
I--" I-4 -~d I--
I-6 -I I--
i-8 -
-~ ~ ~
I-10 -~
I--~~
I-12 -§l~ Ii I--
14
~
~
~
TRENCH T 69
SOIL
CLASS ELEVATION (uses) 295 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
-
ALLUVTIJM
Loose, damp, dark brown, Clayey-Sandy D: [-GC COBBLE-BOULDER GRAVEL, some silt
Irregular, sharp depositional contact
inclined westward J GC TERRACE DEPOSIT
Medium dense to dense, moist, light reddish-
brown-orange, very Clayey COBBLE-BOULDER
GRA VEL, some sand
pC-CI Becomes light tan, mottled white sandy
clay matrix at 12 feet with more boulders
,-
TRENCH TERMINATED AT 14 FEET
(REFUSAL-OVERSIZE BOULDERS)
--. -
Figure A-84, Log of Test Trench T 69
zlIJ ..... >-,..
0 0 0 1--1IJ~ HZI-1:01 ..... c:'" 1-(t1L (/) .
ZIL :;:)1-([I-' D::(/)(/) IIJ 0 I-Z 1-1-f3 Q~ (/)1IJ
w(/)o >-0. I-fl-
zlIJ.J Oz ~c:~ c:"OJ 40
Q 0
I-
l-
l-
.....
l-
I-
I-
I-
l-
l-
l-
I-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
~ ••• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0·4367'402
>-C!J
DEPTH 0 .J SAMPLE 0 IN :I: ND. FEET I-1-1 .J
f-0 ~ r--
2 I I r--
--
-4 -
~ I~ --
-6 -~
--
f-8 -~ r--
f-lO -
r--
r-12 -
f--~ 14 ~
~
SOIL !~ CLASS ~ (Uses)
SC
CL
TRENCH T 70
ELEVATION 276 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK~BACKHOE
MATERIAL DESCRIPTION
TOPSOIL f-Loose, damp, dark brown, Clayey fine
/ SAND. ' . ~
DELMAR FORMATION -
Hard, damp, light brown with white bands, -, Silty CLAYSTONE r
\ If-~-___________________________________ t
Hard, moist, light green-olive, Silty
CLA YSTONE; fractures random, but f-
with some slickensided and/or thin r-
randomly oriented discontinuous remolded
clay seams r-
f-
'-
f-
Becomes very hard. blocky at 12 feet -
-
TRENCH TERMINATED AT 14 FEET
.. -
Figure A-8S, Log of Test Trench T 70
Zw"" .>-" 0 0 • ~" W~
I-4 Z '" 0:'" 1-<l:1l. (I) •
~ ... ' zll. :::lI-W • I-Z 1l:(I)(/) c': (l)w 1-1-1 3 w(/)o >-0.. 1-11-
zw.J Oz lfo:~ 0:'"' l:o
C 0
,
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
E2I ••• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FItE NO. 0·4367·402
>-C!J
DEPTH 0 .J SAMPLE 0 IN NO. J: FEET !-1-1
.J
I-a ~ I--
I-2 -
c--
-4 ---"j ---~ -6 --
~ i
TRENCH T 71
SOIL
CLASS ELEVATION 270 DA TE COMPLETED 9/28/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
~C-G:rv ALLUVIUM
Loose, dry, dark brown, Clayey-Sandy .
BOULDER GRAVEL·
Irregular, "V" shaped contact
(ancient canyon outline)
SANTIAGO PEAK: VOT .rA NT~
Very dense, moist, light reddish-brown,
randomly fractured and weathered andesitic
VOLCANIC ROCK
TRENCH TFRMTNATED AT 6 FEET
.. -
Figure A-86, Log of Test Trench T 71
zw .... >-,.. o C,') • I:i---WX H Z !-0:" ~<r~ (I) •
;:)1-zu.. 0::"'(1) W • !-z !-(I)3 .O~ (l)W WI-lO 1-11-z(l).J >-n. Oz wWm 0:'" l:o n.0:", 0 ()
-
-
-
l-e
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ •.• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
8a ... 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.
January 8, 1990
FILE NO. 0-4367'402
DEPTH
IN '
FEET
o
2
4
6
8
, 10
12
SAMPLE
NO.
SOIL
CLASS
(USCS)
CL
-SC
TRENCH T 72
ELEVATION 465 DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
ALLUVIUM
Soft, moist, dark brown, Sandy CLA Y
Irregular "v" shaped depositional contact
SANTIAGO PEAK. VOLCANICS
Dense, moist, 'light brown mottled with
tan/red, very weathered altered andesitic
VOLCANIC ROCK: highly randomly fractured;
'becoming more dense with depth
TRENCH TERMINATED AT 12 FEET
Figure A-87, Log of Test Trench T 72
Zw'" >-....
°0' I:!'" w~ I-tZI-0:'"' I-<J:u. Ul •
<%:1-' zu. ;:)1-
D::Ul (/) W • 1-%
1-1-1 3 C~ Ul W W(/)O )on. 1-11-zw oJ oz ~o::e 0:"" L:o
C 0
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
Ii£! ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION ~EST ..... 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.
r----------------------------------------------------
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
I-0
I--
I-2 -
SAMPLE
NO.
SOIL
CLASS
(USCS)
CL
TRENCH T 73
ELEVATION,_4.:..:6:.::;8 __ DA TE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
TOPSOll.
Soft, dry-damp, dark brown, Sandy-Rocky
CLAY. ..
SANTIAGO PEAK. VOLCANICS
Very dense, damp, dark brownish-gray,
moderately randomly fractured andesitic
VOLCANIC ROCK
TRENCH TFRMTNA TED AT 2.5 FEET
(REFUSAL)
Figure A-SS, Log of Test Trench T 73 . LeSE
SAMPLE SYMBOLS 0 _ .. SAMPLING UNSUCCESSFUL IJ _ .. STANDARD PENETRATION TEST' •••• DRIVE SAMPLE (UNDISTURBED)
, Ii§! ••• DISTURBED OR BAG SAMPLE 83 ... 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 CONPITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402 .
>-CI 0 DEPTH ..J SAMPLE IN 0
NO. J:
FEET I-H ..J
-0
-
t-2 -
f--
t-4 -~ f--
I-6 -~
I-~-
~
~~ SOIL
CLASS [ (USCS)
CL
TRENCH T 74
ELEVATION 482 DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
SLOPEWASH
Soft, moist, dark brown, Sandy CLA Y ..
\ Irregular depositional contact / SANTIAGO PEAK. VOL(:ANTCS
Dense, moist, brownish-grey, moderately
randomly fractured andesitic VOLCANIC
ROCK; fractures spaced 6-10 inches /
TRENCH TERMINATED AT 7 FEET
(NEAR REFUSAL)
..
~
Figure A-89, Log of Test Trench T 74
zw .... >-'" 0 0 • ~ .... wX HZI-0::'" l-<rlL (/) . ZlL ::ll-<r .... ' w • .... Z o::(/)(/) C~ (l)W .... H 3 W(I)O >-0.. HI-zw..J Oz
~o::~ 0::""' :Co
C 0
I-
l-
-
-
-
..
LeSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL.
~ •.• DISTURBED OR BAG SAMPLE
IJ _ .. STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
~ ••• CHUNK SAMPLE ;J ... \,lATER 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.
January 8, 1990
FILE NO. 0-4367·402
DEPTH
IN
FEET
o
2
4
6
SAMPLE
NO.
SOIL
CLASS
(USCS)
CL
TRENCH T 75
ELEVATION 471 DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SLOPEWASH
Soft, moist, dark brown, Sandy CLAY
Very dense, damp, brownish-grey, moderately
randomly fractured andesitic VOLCANIC
ROCK,
fractures spaced 2-6 inches
(NEAR REFUSAL)
Figure A-gO, log of Test Trench T 75
zw ..... )0 .... 0 0 • 1:; ..... wX I-4 Z I-0::" I-<Iu. (/) .
(tl-' zu. =>1-
a:(/)(/) w • I-z I-H 3 cC: (/)w
w(/)o )oil. HI-zw.J Oz &o:~ 0::'" 40
C 0
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
E2l • •• CHUNK SAMPLE ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR T~ENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT wARRANTED TO BE REPRESENTATIVE DF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D·4367·402
>-C!J 0 DEPTH .J SAMPLE 0 IN J: NO. FEET l-1-1 .J
I-0
I--
I-2 -
I--
I--4 -r--;' i--t::: I-6
i~
!~
i
TRENCH T 76
SOIL
CLASS ELEVATION 455 DATE COMPLETED 9/29/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
CL SLOPEWASH
Soft, damp, dark reddish-brown Sandy
CLAY ..
Very irregular contact /
SANTIAGO PEAK. V('\T(' A 'hlICS
Dense, damp, light brown-grey, moderately
weathered andesitic VOLCANIC ROCK I
TRENCH TERMINATED AT 6 FEET
" . -
Figure A-91, Log of Test Trench T 76
zw .... >-'"" 0(.') • ~'"" w X I-4 Z I-0:: 'oJ I-([u. oo •
([I-' zu. ::II-W • I-Z o::oo(/) c~ (/)w 1-1-4 3 1-41-wooo >-0-Oz zw.J Ifo::~ 0:: ..... ~o
C (.')
I-
I--
l-
l-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
E8 ••• 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.
..
January 8, 1990
FILE NO. 0·4367·402
>-.g
DEPTH oJ SAMPLE 0 IN NO. l:
FEET I-...
oJ
I-0
I I--
-2 -
'--
-4 --~
~ --
-6 f-~
~
~
~
TRENCH T 77
SOIL
CLASS ELEVATION (Uses) 485 DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION·
CL SLOPEWASH
Stiff, damp, dark reddish-brown Sandy
CLAY ..
\
Very irregular contact
/
SANTTAC...o PEAK. VOLC.A NIr.s
Dense, damp, light reddish-brown.
moderately weathered andesitic VOLCANIC
ROCK I
TRENCH TERMINATED AT 6 FEET
-
Figure A-92, Log of Test Trench T 77
zw ..... )0 ,...
0 0 • ~ ..... w X HZI-0:\J I-<tll. ffI •
<tl-' zll. ::>1-w • I-Z a:(/)ffI c': (/)w 1-... 3 w(/)o )ott. HI-
zw oJ Oz
Ifa:e 0: ..... I:o
C (.)
-
-
I-
I-
I-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
~ ••• DISTURBED OR BAG SAMPLE E3 .•• 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.
January 8, 1990
FILE NO. 0-4367,402
DEPTH
IN
FEET
o
2
4
6
8
10
12
14
16
18
20
SAMPLE
NO.
SOIL
CLASS
(USCS)
CL
TRENCH T 78
ELEVATION 510 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Soft, damp to dry, medium grey-green
mottled with Drown, Sandy CLAY;
cobbles, gravel and scattered concrete
chunks.
ALLUVIUM
Soft, moist, dark brown, Sandy CLAY
Figure A-93, log of Test Trench T 78
)-
t:i---III • zll. W • c~
)-D.
0:'"
C
LCSE
SAMPLE SYMBOLS .0 ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •• ~. DRIVE SAMPLE (UNDISTURBED)
8a ." CHUNK SAMPLE ~ ••• IJATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
. DATE INDICATED. IT IS NOT IJARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8. 1990
FILE NO. 0-4367'402
DEPTH
IN
FEET
o
2
4
6
8
10
12
14
16
18
SAMPLE
NO.
SOIL
CLASS
(USCS)
CL
TRENCH T 79
ELEVATION 513 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Soft, damp to dry, medium grey-green,
mottled· brown, Sandy CLA Y: some
oversize rock, concrete, etc . . .
ALLUVIUM
Soft, wet, dark brown, Sandy CLAY
TRENCH TERMINATED AT 18 FEET
Figure A-94, log of Test Trench T 79
)0
J:;,..
III • zlL. W • c~
)oil. It"';
C
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ • •• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
83 ... 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.
•
•
\ .
January 8, 1990
NO. 0-4367,402
>-~ TRENCH T 80 CI %U1 .... >-
DEPTH 0 SOIL 0 0 , I:i'" SAMPLE .J HZI-
0 ~ I-<:eu. tn •
IN NO. l: CLASS ELEVATION 443 DATE COMPLETED 10/2/89 <:el-' zu. .~ W • FEET I-(USCS) D::(/)(/) c~ H I-H 3 ~ .J EQUIPMENT JD 555 TRACK BACKHOE 11.1(/)0 >-0. %w.J 1I.Ia:1tl 0:'" A. . .., C
MA TERIAL DESCRIPTION
I-0 n :j: :SM lu.esOlL
I--Loose, .dry, dark brown, Silty coarse .~ SAND I I-2 -~ SM ' . I-
BONSALL TONALITE --::: Dense, damp,light brown-tan, highly l-
I-4 weathered coarse crystalline GRANITIC
I ROCK: sheeted jointing N25E, 85SE 1-2
\
inches apart
TRENc1iTE~TED AT4 FEET
. . -
, .
Figure A-95, Log of Test Trench T 80
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL
!8:l ••• DISTURBED OR BAG SAMPLE
IJ .... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTl
8a ... CHUNK SAMPLE y ... WATER TABLE OR SEEPAI =.
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
.... w~ 0: ....
'i= f-.(/):2: E~ . :t:o
(.)
J
J
J
J
J
j
j
j
j
j
j
I
j
January 8, 1990
FILE NO. 0·4367·402
,..
CJ
DEPTH 0 ..J SAMPLE 0 IN NO. :r: FEET I-~ ..J
~ 0 rl" :1: --r--; -2 ~ -
- -:~ t-4
~ ,..
SOIL
CLASS
i (USCS)
:SM
TRENCH T 81
ELEVATION 451 DA TE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
TUP:SUlL
Loose, dry, dark brown, Silty coarse
SAND I . '
BONSALL TONALITE
Very dense, light brown-tan, moderately
\ weathered coa,rse crystalline GRANITIC ROCK
blocky jointing; 2 systems: N65E, 50SE and
N30E, 70SE; spaced 2-12 inches apart
I
TRENCH TERMINATED AT 4 FEET
" , -
.
Figure A-96, Log of Test Trench T 81
zw .... ,.. ..... o Cl • t:; .... W:-: ~ZI-0::'" 1-(t1L. I/) •
(tl-' zlL. ::JI-
0::1/)1/) W • I-Z 1-~3 c~ ~lI.I wl/)o ,..0-01-zw..J ~z &o::~ 0:'" 0 C C,)
I-
l-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ •.• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST II ... DRIVE SAMPLE (UNDISTURBED)
E;3 ••• CHUNK SAMPLE ~ ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOYN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE I,NDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
>-c:J 0 DEPTH oJ SAMPLE 0 IN :I: NO. I-FEET 104
oJ
f-0 ~ f--
2 -I--.:!!*"
f---~ -~ I-4 --~
:--:-;:
'-6 -:~ --
.... 8 -~
~
SOIL ~ CLASS
i (USCS)
TRENCH T 82
ELEVATION 550 DA TE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
lU~UJL
Loose, dry, dark brown, Clayey SAND
,-
SANTIAGO PEAK. VOLCANICS
Dense, damp, light reddish-brown-orange,
very fractured weathered and altered
andesitic VOLCANIC ROCK
Sheet fracturing at N80E, 40-50SE
at 5 feet
TRENCH TERMINATED AT 8 FEET
~
'" -
'.
Figure A-97, Log of Test Trench T 82
Zw"" >-... °0· ~"" w~ HZI-It"" 1-([11. (/) . ::>1-([I-' ZI1.
r::t:(/)(/) W • I-Z 1-104 3 C~ (/)W HI-w(/)o >-n. oz zw.J ~It~ It'"' :t:o
C (;)
!-
-
-
-
f-
r-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••. DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
f:2:l ••• CHUNK SAMPLE •• , \lATER 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 \/ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367·402
>-CI 0 DEPTH .J SAMPLE IN 0 NO. :I:
FEET I-Iof .J
I-0 ~ t--r="~
I-2 -;:;:
I--t:.::-I-4
I~ t;: ; SOIL !~ CLASS
~ (Uses)
~c
TRENCH T 83
ELEVATION 548 DA TE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
TOPSOIL
Loose, dry, dark reddish-brown very ! Clayey fine SAND
SANTIAGO PEAK. VOLCANICS
Very dense, damp, dark brown-grey,
moderately fractured andesitic VOLCANIC
ROCK: blocky 6-10 inch spaced
fractures at N40W, 75SW and N30E, vertical
TRENCH TERMINATED AT 4 FEET
(REFUSAL)
..
. . -
Figure A-98, Log of Test Trench T 83
zw ...... >-,...
0 0 • ~'" WX HZI-0: .... I-<ru. Ul • zu. ;:)1-<1:1-' w • I-Z D::UlUl c~ Ul W 1-1of3 Iofl-wUlo >-0-Oz Zw..l ~D::~ 0:"" l:o
C 0
..
l-
i-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (U~DISTURBED)
f2l ••• 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.
January 8, 1990
FILE NO. D-4367-402
,..
C!J
DEPTH 0
SAMPLE .J
IN 0
NO. l: FEET I-H .J
I-0 r-~
I--;:i= 2 I--~~ I---,.",.
~ •
!
~
TRENCH T 84
SOIL
CLASS ELEVATION 562 DATE COMPLETED 10/2/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SANTIAGO PEAK VOLCANICS
Very dense, damp, dark brownish-grey,
moderately randomly fractured, andesitic
VOLCANIC ROCK; blocky joints are at
N60W, 45NE and N70E, 85 NW spaced from
8 -12 inches apart. I
TRENCH TERMTNATED AT 3.5 FEET
.. -
.
Figure A-99, Log of Test Trench T 84
Zw'" ,.. .....
~ ..... w~ 0 0 • I-IZI-Ul • 0::'" I-<Iu. zu. ;:)1-<II-' w • 1-% O::UlUl c~ Ul W 1-1-1 3 HI-wUlo ,..n. 0% zw.J 0::'" :E:o ~o::~ C 0
'-
l-
I-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
~ ... DISTURBED OR BAG SAMPLE F2.l • •• CHUNK SAMPLE ~ ••• IJATER 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.
January 8, 1990
FILE NO. 0-4367-402
>-C!l
DEPTH 0
SAMPLE .J 0 IN NO. J: FEET I-.... ..J
I-0 ~ ~ I--
rs::'" I-2 -~-=--t-~~ I-4 -~~ I--
,.. 6 -r-:.::--t:.: - -t:~ -8
~
~ I~
TRENCH T 85
SOIL
CLASS ELEVATION (USCS) 548 DATE COMPLETED 10/2/89
EQUIP:MENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
TU~1L SC Loose, dry, dark reddish-brown, Clayey-
Rocky SAND ,-
SANTIAGO PEAK. VOLCANICS
SC Very dense, moist, light reddish-brown to
grey. moderate to highly fractured and
weathered andesitic VOLCANIC ROCK
fractures are NI5E, 70SE and N80W. 80SW
with sheet to blocky spacing from 1/2 - 6
inches
TRENCH TERMINATED AT 8 FEET
---
Figure A-lOO, Log of Test Trench T 85
zw ..... >-..... 0 0 • l:; ..... w X .... Zl-a:'<J f-<l:1L (/) .
<1:1-' ZIL ;:)1-UJ • I-Z tt:(/)(/) O~ (/)UJ f-.... 3 W(/)O >-0-1-11-zw..J Oz
~o:~ 0:'" 40 a 0
l-
I I-
l-
t-
-
-
-
LeSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
.~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ••• _ DRIVE SAMPLE (UNDISTURBED)
E3 .•. CHUNK SAMPLE ••• ~ATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January '8, 1990
FILE NO. 0-4367-402
)0
(!J
DEPTH 0
SAMPLE .J 0 IN NO. J:
FEET I-....
.J
0 I-~ I--r-~
I-2 -~~
I--~.: I-4
~
! Ij
TRENCH T 86
SOIL
CLASS ELEVATION 545 DA TE COMPLETED 10/2/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
:SC TOPSOIL
Loose, dry, dark reddish-brown,
Clayey fine SAND
SANTIAGO PEAK. VOLCANICS
Very dense, damp, dark brownish-grey,
highly fractured andesitic VOLCANIC
ROCK; sheet-fractures are N-S, 60E and
N85W, 60SW at 1/4-2 inch spacing;
brittle.
TRENCH TERMINATED AT 4 FEET
(NEAR REFUSAL) ,
..
~
Figure A-10l, Log of Test Trench T 86
ZILI'" )0 '" 0 0 • ~'" wX HZI-0:'" .... <tu. I/) •
<t .... " zu. ::JI-
Q:I/)(/) W • l-Z
1-.... 3 CO (/)w
11.11/)0 ,. ""1-
zlLI.J )oil. Oz a:'"' l:o ~a:~ c CJ
I I-
l-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ .•• DISTURBED OR BAG SAMPLE
ID ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
83 ... 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.
..
January '8, 1990
FILE' NO. 0-4367-402
>-CJ
DEPTH 0 .J SAMPLE 0 IN NO. :I: I-FEET 1-1 .J
i-a
,.... -
t-2 -
I--
t-4 -~ i--~ ~~ 6 i--~
t-!E'l"
~
I~
TRENCH T 87
SOIL
CLASS ELEVATION (USCS) 509 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
CL UNDOCUMENTED FILL
Soft, damp, dark brown, olive, Sandy CLAY' ,.
I~M,.~r TOPSOIL
Loose, damp-dry, dark brown, Silty-Clayey S( fine SAND
SANTIAGO PEAK VOLCANICS
Dense, damp, light reddish-brown, moderately
fractured and weathered andesitic VOLCANIC
ROCK
TRENCH TERMINATED AT 7 FEET
.
. . -
Figure A-l02. Log of Test Trench T 87
Zw'" >-'" 0 0 • I:i'" w~ ~Zl-It'" 1-([11. (I) •
<1:1-' zl1. ;:)1-
0::(1)(1) W • I-Z
1-1-1 3 oC: OOw
WooO >-n. 1-11-zw.J Oz a:'" l:o ~It~ 0 0
i-
i-
'-
t-,
t-
LeSE
SAMPLE SYMBOLS 0 ---SAMPLING UNSUCCESSFUL·
~ . __ DISTURBED OR BAG SAMPLE
IJ ._. STANDARD PENETRATION TEST .. ___ DRIVE SAMPLE (UNDISTURBED)
f:2l ••• 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.
Ja!).uary 8, 1990
FILE NO. 0·4367·402
DEPTH
IN
FEET
o
.2
4
6
8
10
SAMPLE
NO.
TRENCH T 88
ELEVATION 506 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
Soft, damp, dark brown-olive, Sandy
CLAY
ALLUVIUM
dark reddish-brown
SANTIAGO PEAK VOLCANICS·
Dense, moist, light brown, mottled with
red, green, highly altered, weathered
randomly fractured, andesitic VOLCANIC
ROCK
TRENCH TERMINATED AT 11 FEET
Figure A-l03, Log of Test Trench T 88
)-l:j ....
It) • :z:1I. W • o~
)-n. a:"" o
LeSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)
83 ... CHUNK SAMPLE ~ ••• YATER 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.
January 8, 1990
FILE NO. 0-4367-402
>-(!J
DEPTH 0 .J SAMPLE IN 0
NO. I: FEET l-H .J
I-a
I--
I-2 -
- -
:-4 -
--
-6 ,-
- -
-8 -~ ~ ~ - -
r-1,0 ---;.
I-""""".-;;
~ ~
i
TRENCH T 89
SOIL
CLASS ELEVATION 514 DATE COMPLETED 10/2/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
UNDOCUMENTED FILL
Soft, damp, d~k gray-alive-mottled with
CL brown, Sandy CLAY
ISM·S~ TOPSOn..
Loose, damp, dark brown, Silty-Clayey
fine SAND /
, SANITAGO PEAK VOLCANICS
Very dense, moist, medium brown-grey,
slightly-moderately weathered andesitic
VOLCANIC ROCK
TRJ::.l""';.ti T F ~ M lNA TED AT 11 FEET
, .
~
.
Figure A-l04, Log of Test Trench T 89
zw ..... >-~ 0 0 • t:; ..... w~ HZI-It'" I-<IIL 00 • ZIL ::ll-<1:1-' w • I-Z It 00 00 c~ OOw I-H:3 HI-wooo >-El. oz zw.J ~11:~ 11:'"' I:o
C CJ
-
-
I-
I-
'-
-
-
-
l-
LeSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL
t8il • •• DISTURBED OR BAG SAMPLE
10 ... STANDARD PENETRATION TEST ..... DRIVE SAMPLE (UNDISTURBED)'
r:::a ... CHUNK SAMPLE ~ ••• \lATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE,
'DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
...-----------------------------------~~~~--------
:
January 8. 1990
FILE NO. 0·4367·402
)-
C!J 0 DEPTH SAMPLE ...I
IN 0 NO. X
FEET I-H ...I
-0
--
-2 -
I--
t-4 -
I--~:;: t-6 -Z I-
~
~ SOIL ;~ CLASS
~ (USCS)
CL
SC
TRENCH T 90
ELEVATION 491 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MA TERIAL DESCRIPTION
SLOPEWASH
Soft, moist, dark brown, Sandy
CLAY , .
\ Very irregular contact I
SANTIAGO PEAK. VOLCANICS
Dense, moist, light brown, moderately
\
weathered and randomly fractured andesitic
/ VOLCANIC ROCK
TRENCH TERMTNATED AT 7 FEET
--. -
..
Figure A-lOS, log of Test Trench T 90
Zw'" 0 0 • HZI-I-<Iu. <II-' 0::(1)(1) I-H 3 w(I)o Zw...I lfo::~
I-
l-
l-
'-
-
-
)-.... ~'" W~ (I) • 0:: 'oJ
zu. :::ll-W • I-Z O~ (l)W 1-11-)-D. Oz -a:: 'oJ 40
0 0
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
t8il ••• 0 I STURBED -OR BAG SAMPLE
IJ ... STA~DARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
Ea ... 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.
•
January 8, 1990
FILE NO. 0·4367·402
>-C!J
DEPTH 0 .J SAMPLE IN 0 I NO. l-FEET 1-1 .J
-0
I --
-2 -
- -
4 --~ =~ r -
I-6 ~...-
f t SOIL ~ CLASS
i~ (USCS)
cl
TRENCH T 91 .
ELEVATION 332 '. DA TE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SLOPEWASH
Soft, moist, dark brown, Sandy CLAY
'.'
Very Irregular contact
SANTIAGO PEAK. VOLCANICS
Dense, damp, light reddish-brown,
weathered moderately random fractured
\ VOLCANIC ROCK
TRENCH TERMTNATED AT 6 FEET
.~ .. -
Figure A-106, log of Test Trench T 91
zUJ ..... >-" 0 0 • ~ ..... UJ~ HZI-0::" 1-([11.. (/) .
Zll.. :::ll-<II-' I%(/)(/) UJ • I-:z:
1-1-1 3 Q~ (/)UJ 1-11-111(/)0 >-n. O:z: zUJ.J o::~ :t:o ~o::S Q CJ
-
-
-
-
r-
I
LeSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ .. , STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
r::a . •• C'HUNK 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.
January 8, 1990
FILE NO. 0-4367-402
>-C!I
DEPTH 0
SAMPLE .J 0 IN NO. l: FEET ... ~ .J
r-0 ~ I--~ %
I-2 -~
--
-4 --~ -~ I--........ ~
I-6 --"'.:!I'I----: I-
~
~
TRENCH T92
SOIL
CLASS ELEVATION 453 DATE COMPLETED 10/2/89 (USCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SLOPEWASH CL Soft, moist, dark brown Sandy CLAY
" .
Very irregular contact
/ SANTIAGO PEAK VOl.r' A 1'IUCS .
SC Dense, moist, light brown, moderately
weathered and randomly fractured andesitic
VOLCANIC ROCK
TRENCH TERMINATED AT 7 FEET
.. ~
Figure A-107, log of Test Trench T 92
5 w ",: >-....
HO ... :=;,.. IlJX
I-ZIL. IJ) • 0:'"
.<1: ~ "-ZIL. ::II-
O:;IJ)IJ) IlJ • I-Z I-H 3 C~ IJ)W
WlJ)o >-0. ~I-
zw.J oz wo:;m 0:'" :Co
D.. ..., C 0
r-
'-
-
-
l-
r-
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••. DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
f2l .•. 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.
•
•
••
File ~o. D-4367-H02 January 8, 1990
o
20'
I-
IIJ 40'
I&J
LL.
z
.0
::I:
I-
a..
I&J 20'
c
40'
so'
Figure A-IDS
o
J
0
I
20
J
HT-I
20 I
SECONDS
40
I
40 I
/ F 0 0 T
o
. 20'
0
40'
o I
0 I
LEGEND
0 ___ ---RIPPABLE
20 I
20
I
EZ2.l ______ MARGINALLY RIPPABLE
WWtL ____ :..NON -RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFO~JL"..
•
•
•
File No. D-4367-H02
January 8, 1990
o
20'
...
1&.1
1&.1
II..
40'
z
J: 0
...
a..
1&.1
0
20'
40'
Figure A-109
'0
I
0 I
20 I
20 !
SECONDS / FOOT
40.
I
40
!
o
20'
40'
0
o I
0 I
HT-7
40'
LEGEND
D.. _____ RIPPABLE
f22l ______ MARGINALLY RIPPABLE
1§@:'tL _____ NON-RIPPABLE
LOGS OF AIR T~~CK'BORI GS
~~CHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
20 !
HT-6
20 I
HT-8
40
J
•
•
••
File No. D-4367-H02
January 8 • 1990
0 I
0
20'
I-....
....
IL
40'
:z
0 I
0 :I:
I-
a..
....
c
20'
40'
Figure A-110
s E C 0 N o s / F 0 0 T
20' 40' 0 I I I
0
HT-9
20'
40'
20' 0 I I
0
HT-II 20'
. 40'
LEGEND
Cl _____ RIPPABLE
E'2'2L ____ MARGINALLY RIPPABLE
mWit _____ NON -RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
20' 40' I I
HT-IO
20'
I
•
•
.'
File No. D-4367-H02
January 8, 1990
o
o I 20 I
SECONDS
40 I
I F 0 0 T
o
I
o
20 "
20' 20' HT-14
I-
LLI 40'
LLI
LL
z
0
J:
l-
e...
LLI 20'
0
40'
60'
40'
60'
0 20 40 60 0
I I I I I
0
20'
40'
60'
LEGEND
0 ______ RIPPABL E
FZ.1 ______ MAR GINALLY RIPPABLE
WiNttL _____ NON-RIPPA8LE
80'
LOGS OF AIR TRACK BORINGS
RANCHO Sil~TA FE ROAD REALIGNMENT
CARLSBAD, C .. \LIFORiHA
Figure A-Ill
20 I
40 60
I I
HT-16
•
•
•
File No. D-4367-H02
January 8, 1990
o
20'
l-
e
e
u.. 40'
z
0
::I:
I-
Q.
L&J
C 20'
40'
60'
Figure A-llZ
o I
0 I
SECONDS / FOOT
20
I
HT-/7
20
I
o
20'
40'
0
20'
40'
LEGEND
D _____ ..RIPPABLE
o
I
0 I
E22 _____ ..MARGINALLY RIPPABLE
LOGS ·OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGliMENT
CARLSBAD, CALIFORNIA
20 !
20
J
•
••
•
File No. D-4367-H02
January 8, 1990
0
1
0
20'
z 60'
0 I
0
:X:.
l-
e..
IIJ
Cl 20'
40'
Figure A-1l3
SECONDS / F 0 0 T
20 40 0 I I 1
0
HT-21
20'
40'
20 40 0
I I I
0
20'
40'
LEGEND
D ______ RIPPABLE
EZa ______ MARGINALLY RI PPABLE
60'
j?::'NEt _____ NON-RIPPA8LE
LOGS OF AIR TRACK BORINGS
RANCHO SP.u~TA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
20
I
HT-22
20 40 I I
•
•
•
File No. D-4367-H02 January 8, 1990
I-
'" '" LI.
z
:r:
I-
a.
w
0
Figure A-1l4
SECON OS / F 0 0 T
o
I 20
I o 20 40 ~1 ____ ~ ____ ~f ____ ~ __ ~I·
o
HT-25
20'
0 20 f I
0
20'
40'
60'
LEGEND
D------RIPPABLE
E2L:J~ _____ ~.MRGINALLY RIPPABLE
I*M;;j ~ION RIPPABLE ..... ~ ..... ';'O;'O ••• ____ -..J'III -
o
20'
40 I 40'
9
0
20'
40'
60'
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIG:m1ENT
CARLSBAD, CALIFORNIA
20 40 I I
•
•
•
File No. D-4367-H02
January 8, 1990
I-
ILl
ILl
LL.
z
:J:
I-
a..
ILl
c
Figure A-l1S
o
20'
40'
0
20'
40'
60'
o I
0 1
SECONDS. / FOOT
20
I
20 I
0
20'
40'
o I
0 t
LEGEND
c=J ______ RIPPABLE
20
I
20 I
~ _____ ~ARGINALL Y RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNB.
40 I
r---------------------------~~-----
••
•
•
File No. D-4367-H02
January 8, 1990
I-
i&.I
i&.I
I.&..
z
:r::
I-
a.
i&.I
0
o
20'
40'
60'
a
20'
40'
a I
a I
20 I
20 I
HT-35
LEGEND
SECONDS
40 I
/ F 0 0 T
o I
a
20'
40'
0 I
0
20'
40'
D _____ -RIPPAB LE 60'
Figure A-116
E:'2a ______ MARGINALLY RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
20
I
HT-34
20
I
40 !
40 I
e.
e
e
File No. D-4367-H02
January 8, 1990 .
z
:J:
l-
e..
LLJ
0
o
20'
40'
60'
0
20'
o I
0 I
SECONDS
20
I
20 I
LEGEND
/ FOOT
o
~O'
40'
60'
0
20'
o
I
0
I
c==L _____ RIPPABLE
Figure A-Il7
. 0 ______ MARGINALLY RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CAtIFb~~IA
20 I
20 I
•
•
•
File No. ,D-4367-H02
January 8, 1990
1-'
IJJ
IJJ
IL.
z
:c
I-
a.
IJJ
0
Figure A-llB
0 I
0
20'
0
I
0
20'
40'
S E C 0 N' o s / F,O 0 T
20 40
J !
0
.HT-41
20'
20 I
0
20'
LEGEN 0
r=J--____ RIPPABLE
EZZ1 ____ ~_ MARGINALLY
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD RELAIGNMENT
CARLSBAD, CALIFORNIA
0
I
0 I
RIPPABLE
20 I
20 I
• File No. D-4367-H02
January 8, 1990
•
•
•
File No. D-4367-H02
January 8, 1990
TABLE IA (continued)
Air-Track Rippability Interpretation
. Air-Track
Boring No. Depth (feet) Interpretation
HT-30 0-50 Rippable
HT-31 0-55 Rippable to Marginal
HT-32 0-5 Rippable
5-40 Marginal to Nonrippable
HT-33 0-3 Rippable
3-60 Marginal to Nonrippable
60-70 Nonrippable
HT-34 0-15 Rippable
15-45 Marginal to Nonrippable
HT-35 0-30 Rippable
30-36 Marginal
HT-36 0-25 Rippable to Marginal
25-65 Marginal to Nonrippable
HT-37 0-5 . Rippable
5-10' . -Rippable to Marginal
HT-38 0-10 Rippable
10-60 Rippable to Marginal
IIT-39 0-10 Rippable
10-20 Marginal
HT-40 0-30 Rippable
HT-41 0-10 -Rippable
10-25 Marginal to Nonrippable
IIT-42 0-30 Rippable
HT-43 0-40 Rippable
40-50 Rippable to Marginal
HT-44 0-15 Rippable
15-20 Margin8:i
•
•
•
File No. D-4367-H02
January 8, 1990
Velocity (ft/sec)
Seismic
Traverse V V
No. _1 -l..
5-1 v 2790 8980
5-2 1640 6720
5-3 1570 6810
5-4 2150 4740 g 2420 4760
5-6 1560 5390
5-7 1550 6120
5-8 1150 5250
5-9 1500 5820
5-10 1990 8560
5-11 1640 6920
5-12 2240 8270
5-13 1230 5240
5-14 1570 5470 /
5-15 . 1770 7330
5-16 1640 7090
5-17 1102 5330
5-18 1090 6650
5-19 1120 5850
5-20 1150 5830
5-21 1340 6280
5-22 2200 6160
5-23 1920 4570
5-24 1280 5840
5-25 2930 8170
5-26 1800 7620
5-27 -" 2000 6380
5 .. '28 1190 5140 ... 5-29 1360 8640
I-~-30 1150 9900
"""'-. ".
TABLE IB
Seismic Traverses
.. Depth (ft) Approx.
Max. Depth
V D D Length of Expl<:mid
2-...:..L -l.. Traverse (ft) + 1-
14 100 30
6 100· 30
9 100 30
4 100 . 30
4 100 30
8 100 30
4 100 30
----5 100 30
8 100 30
4 100 30
5 100 30
4 100 30
3 100 30
5 100 30
3 100 30 ..
4 100 30
4 100 30
~
4 100 30
5 100 30
5 100 30
5 100 30
2. 100 30
4 100 30
5 100 30
7 100 30
3. 100 30
5 100 30
12120 "4 29 100 30
5 100 30
8 100 30
•
•
•
File No. D-4367-H02 .
January 8, 1990
TABLE IB (continued)
Seismic Traverses
Velocity (ft/sec)
Seismic
" Depth (ft)
Traverse V V V D D
No. _1 J.. .l _1_ -2..
5-31 1240 10020 4
5-32 1230 4490 7
5-33 2400 4810 15
5-34 1720 6770 4
5-35 1340 ~, 4 •
5-36 1620 6640 6
VI = Velocity in feet per second of first layer
of materials
V2 = Second layer velocity
V3 = Third layer velocity
Dl =. Depth in feet to base of first layer
D2 = Depth to base of second layer. •
NOTE:
Approx.
Max. Depth
Length of EXplored
Traverse (ft) + /-
100 30
100 30
100 30
100 30
100 30
100 30
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 margin~ ~ipping and blasting .. Velocities greater than 5500 fps geD;eraliy
require pre-blasting. For irenchm ,materials with velocities less than 3800 fps ~~ generally
rippable dependin on th . e a acturing and the presence or absence of boulders.
Velocities beny. n 3800 4300 fp generally indicate marginal ripping, and velocities
greater than 43 fps ner .. ate nonrippable conditions. The' above velocities are
based on a Kohring 05.
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 .
•
•
•
File No. D-4367-H02
.January 8, 1990
TABLE I
Summary of Laboratory C?mpaction Test Results
ASTM D1557-78
Maximum Dry
Sample Density
No. Description pcf
LB2-3 Orange-Brown -Olive mottled 119.6
very Clayey SAND (Alluvium)
LB-2 Brown, Clayey GRAVEL 123.6
(Landslide Debris)
LB7-2 Olive-gray, Sandy CIA Y 119.0
(Undocumented Fill)
Tll-1 Reddish-Brown Clayey SAND 125.2
(Topsoil)
T21-1 Dark Brown Sandy Clay 116.4
(Slopewash)
T25-2 Brown, Clayey GRAVEL 125.4
(Terrace Deposit)
SB4-5 Dark Brown Silty 'SAND .. -122.8
(Alluvium)
Optimum
Moisture
% DlJ' Wt.
13.7
11.4
12.7
11.3
16.1
11.6
11.0
•
•
•
File No. D-4367~H02
January 8, 1990
TABLE IT
Summary of Laboratory Expansion Index Test Results
Moisture Content
Before Mer Dry
Sample Test Test Density Expansion
No. % % pcf Index
LB2-2 16.6 18.9 117.9 18
LB2-3 11.6 28.9 102.9 57
LB3-2 9.9 22.9 109.2 22
'LB6-3 11.9 29.9 102.7 94
LB7-2 12.1 26.8 102.2 77
T11-1 9.9 20.4 110.8 '29
T21-1 11.4 31.8 104.6 132
~-------------------------------------------------------------------------------------------~
•
•
•
File No. D-4367-H02
January 8, 1990
Sample No.
LB2-1
*LB2-3
LB5-1
LB6-2
*LB7-2
SB2-2
SB6-4
-TABLE III
Summary of Direct Shear Testing Results
Moisture Unit
Dry Density' Content Cohesion
pef % psf
115.7 16.2 880
108.2 13.1 250
111.5 17.9 570
114.6 17.2 530
107.1 12.8 230
109.1 20.1 . 520
118.3 16.1 1000
Angle of Shear
Resistance
Degrees
20
24
24
34
24
34
,29
* Sample remolded to approximately 90% of maximum laboratory density at near
optimum moisture content. '
•
••
•
File No. D-4367-H02
January 8, 1990
TABLEN
Summary of Residual Shear Testing Results
Sample No.
SB-4
Dry Density
pcf
100.8
Moisture
Content
%
26.1
TABLE V
Unit
Cohesion
psf
440
Summary of Los Angeles Abrasion Test Results
California 211
% Wear % Wear
After 100 After 500·
Sample No. Revolutions Revolutions
LAR-1 19.0 53.2
LAR-2 5.2 18.4
Angle of Shear'
Resistance
Degrees
5
•
•
•
File No. D-4367-H02
January 8, 1990
SAMPLE NO. 58 6 -2
I
0 ---~ "
r---r-.
~ z I
0 ;::: < Cl 2
:J 0 en z 3 0 . ~ f'... () r---
I-I'l"-z
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() a: w c.. 5
6
7
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INITIAL DRY DENSITY
INITIAL WATER CONTENT
I
!
T
!
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!
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I 1\ !
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I
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~ I ~ I .. 'N I
I I .. I
!
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I
1.0 5.0 10.0
APPLIED PRESSURE (ksf)
99.8 (pet) INITIAL SATURATION
27.3 ('lEs) SAMPLE SATURATED AT
CONSOLIDA TION CURVE
,.,
o . o
Fi.gure B-1
RAl'l'CHO SANTA FE REALIGID1ENT
CARLSBAD, CALIFORNIA
-.
II
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96.0 ('lEs)
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,
•
•
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File No. D-4367-H02
January 8, 1990
SAMPLE NO. 585-2
I I ,
i I
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i I, I
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I
0.1 0.5 1.0 5.0 10.0 ..
APPLIED PRESSURE (ksf)
INITIAL DRY DENSITY 110.8 . (pet) INITIAL SATURATION
INITIAL WATER CONTENT 19,6 (%) SAMPLE SATURATED AT
:
CONSOLIOA TION CURVE
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure B-2
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50.0 100.0
94.6 (%)
0.5 (kst)
•
•
•
File No. D-4367-H02
January 8, 1990
TABLE IA (continued)
Air-Track Rippability Intemretation
Air-Track ..
Boring No. . Depth (feet) Intemretation
Hr-15 0-5 Rippable
5-50 Nonrippable
Hr-16 0-15 Rippable to Marginal
15-80 Nonrippable
Hr-17 0-35 Rippable
35-40 Marginal
HT-18 0-30 Rippable
30-45 Marginal
HT-19 0-60 Rippable
Hr-20 0-50 Rippable
HT-21 0-10 -NenFipFaete v"t2\ p~ay~
10-60 Nonrippable
Hr-22 0-25 Rippable
25-35 .. Marginal
Hr-23 0-10 Rippable
10-50 Marginal to Nonrippable
HT-24 0-10 Rippable .
10-65 Marginal to Nonrippable
HT-25 0-25 Rippable
HT-26 0-10 Rippable
10-60 Nonrippable'
HT-27 0-10 Rippable
10-70 Marginal to Nonrippable
HT-28 0-20 Rippable
20-55 Marginal to Nonrippable
HT-29 0-50 Rippable
•
•
• 0<) o , c
File No. D-4367-H02
January 8, 1990
SAMPLE NO. 582-\
I
0 r---r-. r-......
I
....,..
2
3 'Z I". 0 "" i= < c 4
:J 0 C/J 'z 5
~ 0 (.)
I-Z 6 W
(.) a: w a. 7
8
9 t-1-1-
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INITIAL DRY DENSITY
INITIAL WATER CONTENT
1'\
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1
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f\ I ,
~ I
1\ I
~ -I r--1--1-'[\
~ I 1
I
1
1.0 5.0 10.0
APPLIED PRESSURE (ksf)
106.9 (pet) INITIAL SATURATION
8.7 (%) SAMPLE SATURATED AT
CONSOLIDATION CURVE
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure B-3
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50.0 100.0
45.6 (%)
0.5 (ksf)
.----------------------------------------------
•
•
•
File No. D-4367-H02
January 8, 1990
SAMPLE NO. LS 2-2
·1
-4
-3
Z -2
0 i ..... r-. t= « 0 -I
::i
0 f/) z 0 0 --r-..... ~ r-0 r--....
l-z I W
0 a: w a. 2
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INITIAL DRY DENSITY
r--
r-."",
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WATER ADDED ......... r--... \ I < r-..~ I
I
I
!
T
I
I
I I
~ T
!
I I
1.0 5.0 10.0
APPLIED PRESSURE (ksf)
117.9 (pet) INITIAL SATURATION
INITIAL WATER CONTENT 16.6 ('l(,) SAMPLE SATURATED AT
CONSOLIDA TION CURVE
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA ..,
2
I
Q
Figure B-4
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50.0 100.0
92.6 ('l(,)
0.5 (kst)
FILE NO 04367 -04-02
,~ TRENCH T-1A )0 ZUl" )0 ,.. C!J 0 0 0 • /:;" UJ~ DEPTH .J SOIL HZI-0::" SAMPLE 0 ~~ I-<IU-(j') • :::ll-IN ::t: CLASS ELEVATION 470 DATE COMPLETED 11/8/90 <II-' ZU-NO. I-O:(j')(j') UI • I-Z FEET H ~ (USCS) I-H 3 C~ (/)W
.J EQUIPMENT CAT 245 W / 36"BUCKET UI(j')O )0[1. ~I-zUJ.J 'I: ;3 ~o:S 0: .....
C 0
MATERIAL DESCRIPTION
I-0 ': :rI: 1 :SM ·lUnJUlL
~ \ Loose, dry, yellow brown, Silty SAND I
-
I--CL I---------,-----------------------------,
I-2 -~~i~~~ \ Medium stiff, blocky/fractured, damp, I: I-,-strong brown; 'Sandy CLAY
SANTIAGO PEAK VOLCANICS
Moderately weathered and altered, highly
fractured, strong, greenish gray,
metamorphosed VOLCANIC ROCK (laharic
breccia)
-Fractures N40E/84SE
-Excavates as blocky, angular boulders
of strong volcanic rock to 2 feet
-Some seams of highly weathered, clayey
gravel (altered volcanics) to 6 inches thick
'-Becomes moderately to slightly fractured,
very strong at 2.75 feet
TRENCH TERMINATED AT 3.5 FEET
REFUSAL
.. , -
,
..
Figure ' .. 1, Log of Trench T -lA LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
[:2! • _. CHUNK SAMPLE ~ ••• I.'ATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOI.'N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT I.'ARRANTED TO BE REPRESENTATIVE Or SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
~ TRENCH T-2A 0' ,..
C!J Zw" ,.. '"
DEPTH 0 SOIL
0 0 • 1-", w~
SAMPLE .J HZI-H • 0::"
IN 0 ! CLASS 1-(t1L. (J)IL. ::lI-
ND. Z ELEVATION 515 DATE COMPLETED 11/8/90, <I:I-' Z •
FEET I-O::en(J) UJ o I-z
H Ii (USCS) I-H 3 Q • enW HI-.J EQUIPMENT CA T 245 W /36" BUCKET UJeno ,..n. Oz zw.J ~a:e 0:'" l:o
Q (J
MATERIAL DESCRIPTION
I-0
I--SM TOPSOIL I-
2 -:; Loose to medium dense, dry to slightly damp,
I-~/#/A C1 . yellowish brown, Silty SAND, with angular I
--\ gravel to 2 inches :/ I-I--------------------------~----------
-4 -Stlff, damp, olive, Sandy CLAY -
I--SANTIAGO PEAK VOLCANICS -
I-6 -Highly weathered and altered, highly
fractured, moderately weak to moderately I-
I--strong, yellow to brown, metamorphosed I-
8
VOLCANIC ROCK, many thick, red brown
I--clay films on fracture faces, clay i I
-I infilling fractures to 1/2 inch + I
'-II-I -Fractured: N12W /43SW; N20E/85+SE (spaced I
-10 -I approx. 2 feet) II-I
I -Excavates as bouldery sand with boulders I
II to 1 1/2 feet+ ,I \~ ____ :Ii~r~ j!gJ5~n~ _a! § _f~e.! _____ ~ ___________
Moderately weathered, moderately to highly
fractured,' strong, bluish gray brown, meta-
morphosed VOLCANIC ROCK
-Excavates as fractured angular rock to
1 foot +, generally smaller, little or
no fines
TRENCH TERMINATED AT 10.5 FEET
REFUSAL
'" ~
Figure, :,:2, Log of Trench T -2A LeSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •• :. DRIVE SAMPLE (UNDISTURBED)
8a ... 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.
FILE NO. 04367-04-02
EPTH
IN
FEET
o
2
4
6
8
10
SAMPLE
NO.
TRENCH T-3A
ELEVATION 510 DATE COMPLETED 11/8/90
EQUIPMENT CAT 245 W /36" BUCKET
MATERIAL DESCRIPTION
TOPSOIL Medium stiff, damp, strong brown, Gravelly,
SANTIAGO PEAK. VOLCANICS
Highly weathered and altered, highly
fractured, weak, brownish yellow, clay
infilled metamorphosed VOLCANIC ROCK
-Excavates as silty sand with gravel to
cobble size angular rock fragments
-Becomes moderately weathered, moderately
strong at 7.0 feet
-Fractures N3W /55SW
-Excavates as silty sand with cobble size
angular rock fragments,
-Becomes slightly weathered, strong at 9 feet
-Fractures N57E/77SE at 1 to 2 inches
TRENCH TERMINATED AT 10 FEET
REFUSAL
Figure ",,3, Log of Trench T -3A LCSE
SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
!I§! ... DISTURBED OR BAG SAMPLE Ea ... CHUNK SAMPLE ~ ••• \lATER 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.
FILE NO 04367-04-02
~ TRENCH T-4A >-%111"" )-,..
C!J 0 o u • 1:;"" 111~
DEPTH ..J SOIL HZI-0:'"
SAMPLE 0 ! I-<l:u. (J) •
IN J: CLASS ELEVATION 490 DATE COMPLETED 11/8/90 <1:1-' zu. :::)1-
NO. I-O:(J)(J) W • I-Z
FEET H i~ (USCS) I-H 3 cC: (J)W HI-
..J EQUIPMENT CAT 245 W/36" BUCKET
w(J)o )-0. Oz %w..J ~o:e 0:'"' ::Co c 0
MA TERIAL DESCRIPTION
I-0 be ::
I--T4-l ~ SM TOPSOn. ,...
~ Loose to medium dense, dry to slightly
I-2' -IS ___ ~ _d..a~PL ~el19':Y :bE~~n.1 §!!tJ }!--~~ ____________ -
T4-2 ~I '--CL Stiff, moist, dark olive brown, Gravelly, -
-A -Sandy CLAY with cobble sized angular
I--
!l !~II. \ rock fragments, some vertical open fractures I up to 1/8 inch wide l-
I-6 -::: SANTIAGO PEAK. VOLCANICS t-'::;
f--::: Highly weathered, highly fractured, weak l-
t-8
to 'moderately strong, yellow to red brown,.
'. metamorphosed VOLCANIC ROCK, corestone
boulders with weathered rinds and infilling
of sandy clay grus
-Excavates as angular to subangular rock
(cobble to boulder size) with sandy clay
-Becomes less weathered, strong at 6 feet
Fractures: N37E/78SE spaced at 2 inches to
l.2 feet
TRENCH TERMINATED AT 8 FEET
REFUSAL
. , ~
-
Figure ~4, Log of Trench T -4A LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST II •.. DRIVE SAMPLE (UNDISTURBED)
8a ... 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.
FEET
o
2
4
6
8
10
12
14
16
SAMPLE
NO.
TRENCH T-SA
ELEVATION 460 DATE COMPLETED 11/9/90
~QUIPMENT 'CAT 245 W /36" BUCKET
MA TERIAL DESCRIPTION
yellow brown, porous, Gravelly,
SANTIAGO PEAK VOLCANICS
Moderately to highly weathered and altered,
moderately fractured, moderately strong to
strong, brownish yellow to gray with red
brown coatings on fracture faces, meta-
morphosed VOLCANIC ROCK
-Fractures: Approx. N20E/63NW spaced at 2 to
6 inches
-Little to some clay infilling of fractures
-Excavates as angular rock fragments to approx.
1 foot with silty sand
-Zone of higher degree of alternation and
clay infilling, moderately weak to moder-
ately strong rock between 8 and 9 feet
-Becomes moderately strong to strong
again at 9 feet
-Fractures N45W /85NE
-Becomes highly fractured at 10 feet
Material excavating as a coarse gravelly,
silty sand
-Fractures with clay infilling N18W/40NE
in discontinuous zone approx. 6 inches to
1 foot wide, shallows toward the south,
\ clays are red brown with fragments of I
18
! yellow, altered volcanic rock I ~~~~---+.------------------------------______ I
Very highly weatnered~and altered, highly
fractured, weak to moderately weak, yellow
I~~~-----+----~
20
22
24
26
I
metamorphosed VOLCANIC ROCK !
~ -Excavates as silty sand with some clay, I
I angular gravel size rock fragments I _____________________________________ t
Moderately weathered, highly fractured,
moderately strong to strong, dark gray,
metamorphosed VOLCANIC ROCK, with clay
infilling in some wide fractures·
-Fractures N18-30E/approx. 60NW
-Excavates as angular rock fra~ments to
1 foot + with sand .
TRENCH TERMINATED AT 26 FEET
Figure. 5, Log of Trench T -5A LeSE
SAMPLE SYMBOLS D ... SAMPLING ·UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
~ ••• 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.
FILE NO. 04367-04-02
~ TRENCH T-6A )-%UJ" )-" C!J
DEPTH 9 SOIL
0 0 • 1:;---UJ~
SAMPLE I-IZI-(f) • Il:i"
IN ·0 Ii CLASS 1-<l:1L. ZIL. ::Il-l: ELEVATION 470 DA TE COMPLETED 11/9/90 <1:1-' NO. I-It(f).(f) UJ • I-Z FEET ~ (USCS) 1-1-1 3 Q~ (f)W 1-1 1-11-...I EQUIPMENT CAT 245 W /36" BUCKET w(f)o )-n. Oz zUJ...I ltV I:o ~a:e Q 0
MATERIAL DESCRIPTION
I-0
I--SANTIAGO PEAK VOLCANICS I-
2 Moderately weathered, highly fractured,
I--strong, blue gray with yellow, red brown, l-
I--and yellowish-white coatings on fracture "-faces, metamorphosed VOLCANIC ROCK
I-4 -Excavates as angular rock fragments to
1 foot +
-Fractures: NI5-40E/30-55NW spaced 6 inches +
-Becomes predominantly gray without
fracture coatings, slightly weathered
at 3 feet
TRENCH TERMINATED AT 4 FEET
REFUSAL
.. -
.
Figure . (;.6, Log of Trench T -6A LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
~ ••• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO 04367-04-02
Ii TRENCH T-7A )0 Zw'" )0 " C!J 0 0 0 • ~'" IIJX
DEPTH SAMPLE .J SOIL HZI-00 • 0:'"
IN 0 CLASS I-<l:u. zu. :::JI-:r:: i ELEVATION 490 DATE COMPLETED 11/9/90 <1:1-' NO. I-[tOO(/) W • I-Z
FEET H (USCS) I-H:3 CO OOIIJ . HI-
.J EQUIPMENT CAT '245 W /36" BUCKET wooo )on. Oz zw.J ~o:S 0:'" I:o
C 0
MATERIAL DESCRIPTION
I-0 :;::1$ SM TOPSOIL I--~1~~~11 Loose, dry, yellow brown, G'ravelly, Silty /t-I-2 -, SAND
I--SANTIAGO PEAK. VOLCANICS t-
I-4 -Highly weathered, highly fractured, weak l-
t--Illlll::::
to moderately weak, yellow to x:ed brown, I-clay infilled metamorphosed VOLCANIC ROCK
I-6 --Fractured N30W /35SW spaced at 6 inches + I--Clay infilled fracture 1 foot + wide
I--~:::~~~: :::
N40E/50SE filled with dark olive, gravelly l-
I-8
clay with pressure faces at 4 feet
-Rock becomes moderately strong below
5 feet
-Becomes strong at 6 feet
-Fractures N50W /70NE; N35W /75SW, spaced
6 inches to 1 foot +
-Trench generally excavates as angular rock
fragments to 1 foot + and silty sand
TRENCH TERMINATED AT 8 FEET
REFUSAL
, . -
.
.
-Figure . q, Log of Trench T -7 A LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
E3 ••• CHUNK SAMPLE ~ ••• \JATER TABLE OR SEEPAGE = , i&l .•• DISTURBED OR BAG SAMPLE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT \JARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO 04367-04-02
DEPTH
IN
FEET
-0
- -
2 -
--
- 4 -
--
- 6 -
-
SAMPLE
NO.
SOIL
CLASS
(USCS)
TRENCH T-SA
ELEVATION_5_2..;;,.5 __ DATE COMPLETEP 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET
MATERIAL DESCRIPTION
SANTIAGO PEAK VOLCANICS
Highly weathered, highly fractured, weak to
moderately strong, yellow brown, clay infilled
metamorphosed VOLCANIC ROCK
-Fractures N20E/approx. vert. .
-Becomes strong at 3 feet
-Excavates as angular rock fragments to
2 feet + with some sand
-Highly altered and clay infilled zone
of weak, highly fractured VOLCANIC ROCK
\
between 4.5 and 6 feet. Zone approx.
NIOW /33NE, thins to south I L.-_~---------.!
TRENCH TERMINATED AT 7 FEET
REFUSAL
Figure .. "S, log of Trench T -SA
-
-
-
-
-
-
)0
1-.... 1-1 • (/)u. Z • Wo c •
)oil. n::'J c
LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST .... DRIVE SAMPLE (UNDISTURBED)
r::a ••• CHUNK SAMPLE ••• \.lATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOYN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT \.IARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
fi TRENCH T-9A )0 ::z:w .... )0 ,..
C!J -
DEPTH 0 ~. SOIL
0 0 • 1:; .... w X
..J H::z:1-0:"
SAMPLE ~ CLASS I-<l:u. If) •
IN 0 ::z:u. ::::ll-
NO. :J: ~ (USCS)
ELEVATION 525 DATE COMPLETED 11/9/90 <1:1-" w' I-Z
FEET I-O:lf)tn C~ If)W
101 1-101:3 HI-
..J EQUIPMENT CAT 245 W/36" BUCKET wlf)o )oD. Oz ::Z:w..J ~o:~ 0:'"' :E:o
C 0
MATERIAL DESCRIPTION -0 :;::1$ SM TOPSOIL --
:II!I \ 2
Loose, dry, yellow brown, Gravelly, Silty / i--. SAND, with· ~pundant roots -
f--SANTIAGO PEAK. VOLCANICS r·
Highly weathered, highly fractured,
moderately strong to strong, yellow
brown, clay/soil infilled metamorphosed
VOLCANIC ROCK
-Becomes moderately weathered, strong,
greenish gray at 2.5 feet
-Fractures N44E/72NW
-Excavates as angular tock fragments to
1 foot with silty sand
TRENCH TERMINATED AT 3.5 FEET
REFUSAL
.. -
.
Figure -19, log of Trench T -9A LeSE
SYMBOLS D ... SAMPLING UNSUCCESSFUL
~ ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED)
12:1 ••• CHUNK SAMPLE y: ..• ~ATER TABLE OR SEEPAGE =
NOTE: THE LOG OF SUBSURFACE CONDITIONS SH~N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT ~ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
r-----------------------------------------------
FILE NO 04367-04-02
~ TRENCH Tl0A >-(!I ~ Zw"" >-"
0 SOIL
0(,) • 1-,.. W-~
DEPTH .J ~ HZI-H • a: "
IN SAMPLE 0 ~~ CLASS I-([IL. (/)IL. ::11-
J: ELEVATION 667 DATE COMPLETED 11/9/90 ([I-' Z •
NO. o:(/)(/) We,) I-Z
FEET. I-.~ (USCS) (/)W
H I-H 3 C _" .• ,0 W(/)O HI-
.J EQUIPMENT CAT 245 W /36" BUCKET zw.J >-0.. Oz
~a:~ 0:'" I:o
C (,)
MATERIAL DESCRIPTION
I-0 :;::I:~ SM TOPSOIL f--\ Loose, dry, yellow brown, Gravelly, Silty I~ f-2 -. SAND .. .
-i--SANTIAGO PEAK VOLCANICS
i-4 Highly weathered, highly fractured, moderately
weak, yellow to red brown .. metamorphosed
VOLCANIC ROCK .
-Becomes moderately strong at 2 feet
-Becomes strong, gray at 3 feet
-Fractures N50E/70NW; N50W /50NE spaced
at 1 inch +
-Excavates to angular rock fragments 1
-~. inch or less to 1 foot + and silty sand
TRENCH TERMINATED AT 4 FEET
REFUSAL
.. -
,
<
Figure ~10, Log of Trench Tl0A LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
f83 ••• DISTURBED OR BAG SAMPLE
IJ ... STANDARD PENETRATION TEST •••• DRI.vE SAMPLE (UNDISTURBED)
I?:l ••• 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 TIM~S.
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APPENDIX D
GEOTECHNICAL EVALUATION
RANCHO SANTA FE ROAD REALIGNMENT
AFFECT ON STANLEY MAHR RESERVOIR
LA COSTA, CALIFORNIA
PREPARED BY WOODWARD CLYDE CONsuLTANTS
DATED NOVEMBER 10,1989
(PROJECT NO. 8951361 S-EC01)
FOR
VILLAGES OF LA COSTA-THE OAKS
CARLSBAD, CALIFORNIA
PROJECT NO. 06105-12-04
•
•
•
1550 Hotel Circle North
San Diego, California 92108
(619) 294-9400
Fax: (619) 293-7920
November 10, 1989
Project No. 8951361S-ECOI
Geocon Incorporated
6960 Flanders Drive
San Diego, California 92121-2974
Attention: Mr. David Leake
GEOTECHNICAL EVALUATION
Woodward·Clyde Consultants
RANCHO SANTA FE ROAD REALIGNMENT
AFFECT ON STANLEY MAHR RESERVOIR
LA COStA, CALIFORNIA
Gentlemen:
Woodward-Clyde Consultants (WCC) is pleased to provide the following evaluation
relative to the effects of the proposed Rancho Santa Fe Road realignment upon the existing
La Costa Dam and Reservoir (Stanley Mahr Reservoir). This evaluation was performed in
accordance with our proposal dated September 13, 1989 and your authorization of
September 18, 1989.
INTRODUCTION
For our evaluation we were provided with a draft geologic map and subsurface data,
prepared by Geocon' Inc. The subsurface data consisted of nine test trench logs, §even
, hydraulic air-track drill rate logs, and seven shallow refraction seismograph traverses along
the proposed realignment near the dam and reservoir. Additionally, we reviewed our report
for construction of the dam entitled "Design Memorandum Geologic Study, Geotechnical
Engineering and Design Services for Reclaimed Water Storage Reservoir No.1, La Costa,
California, San Marcos County Water District Reclamation Project," dated September 1979
and our "La Costa Storage Reservoir No.1, As Built Drawings," dated 1980 and 1981.
We understand that the proposed project will include construction of a new Rancho Santa
Fe Road between the 'existing road and the Stanley Mahr Reservoir. The proposed
roadway alignment in ~he vicinity of the Stanley Mahr Reservoir, will be approximately 125
feet wide and will consist of cuts up to 40 to 50 feet in depth and fills up to 10 to 15 feet in
height. Additionally, roadway work is proposed along the small access road immediately
north of the reservoir. This work consists of fills up to 10 to 15 feet in height and an
elliptical shaped cut up to 20 to 25 feet in depth northwest of the reservoir.
Consulting Engineers, Geologists
and Environrnental Scientists
Offices in Other Principal Cities
r-----------------------------------------------~--~-----
•
•
•
Geocon Incorporated
Project No. 8951361S-ECOl
November 10, 1989
Page 2
Woodward· Clyde Consultants
The subsurface conditions encountered in Geocon's test trenches indicate that the site is
primarily underlain by shallow soil (less than. 3 feet), overlying strong, moderately to
highly fractured, volcanic rock with steeply dipping fractures generally oriented to the
northwest and northeast. Slightly deeper alluvial soils were encountered in the canyon
bottoms. l.Jndocumented fill soils were also encountered.
DAM AND RESERVOIR DESIGN'CONSIDERA TIONS
Structures within the Stanley Mahr Reservoir which would be affected by the proposed
construction are; (1) the dam, (2) the spillway. (3) the intake structure at the upstream toe
of the dam, (4) the control house, outlet works. and sump at the downstream toe of the
dam, and (5) the seepage return piping along the left abutment of the dam. Additionally,
·there is a pipeline which runs from the treatment plant to the control house at the toe of the
dam. However, this was not designed by wec and we have no information about it in our
~~ .
The dam is a zoned e8fl:h dam with a low permeability core, downstream ch;mney drain,
. random fill shells, and upstream riprap. The dam axis foundation has a vertical drainage
curtain. As the reservoir is to contain secondary effluent from the nearby sewage treatment
plant, the dam has been designed to collect seepage and return it into the reservoir. The
intake structure and outlet works are designed to carry water from the reservoir beneath the
dam to the outlet works for transmission to the treatment plant. The outlet works design
flow rate is 49 cubic feet per second. The emergency spillway located along the north side
of the reservoir consists of two corrugated metal arch pipe culverts beneath the access road
and is designed to discharge 310 cubic feet per second of flow, to the north, into a
discharge channel and away from the reservoir drainage basin. Additionally, the spillway
and roadway over the spillway have been designed so that if the corrugated metal pipes
become clogged, and the culvert headwall were to impound flood waters, the entire design
flood could pass above the headwall and over ~ .depressed section of the access roadway.
EFFECTS OF PROPOSED CONSTRUCTION
Based on our review of the available information, it is our opinion that the proposed
construction will affect the reservoir in two ways. The primary effect will be blast induced
vibrations on the structures. Additionally, the proposed fills may affect the hydraulic
characteristics of the outlet works and emergency spillway.
Filling
The plans provided to us indicate that it is proposed to rai-se the grade of the access road
over the arch culvert spillway and to fill portions of the drainage basin downstream of the
dam. As discussed above, if the spillway arch culverts become blocked, it-is designed to
overtop the road instead of the dam. It appears from the plans that it is proposed to raise
the grade of the road over the spillway to approximately elevation 605 feet, or
approximately five feet above the dam crest. This could result in overtopping the dain if the
culverts become inoperative. In this regard, we recommend' that no fill be placed over the
spillway to maintain the hydraulic characteristics of the design. For fills downstream of the
dam, we recommend that provisions be included in the design to adequately carry the
a/jec8
•
•
•
Geocon Incorporated
Project No. 8951361S-EC01
November 10, 1989
Page 3
Woodward· Clyde Consultants
design outlet works flow away from the dam toe and not allow blockage or ponding of
water in this area.
Blasting
The seismic traverses and hydraulic air track drilling rates i:ndicate that the rock is
marginally rippable to non-rippable. The joint orientation and spacing, however, are
favorable so shallow cuts may be performed without blasting. No blasting was required
for excavations in the same type of rock during dam construction. However, the deeper
cuts, which may encounter less weathered rock, may require blasting.
It is generally recognized that although vibrations may be expressed as displacement,
velocity, and acceleration, that velocity provides the most useful evaluation of damage
potential (Wiss, 1981; Oriard, 1972; Hemphill, 1981). These investigators and others have
reported safe particle velocities from construction vibrations for residential and relatively
small commercial buildings. These recommendations have been used directly for the intake
structure, outlet works, seepage return lines, and spillway. However, the vibration
response of more massive structures, such as earth dams, has generally focused around
seismic vibrations as opposed to construction vibrations. In regards to seismic vibrations,
researchers have concluded that virtually any well-built dam on a firm foundation ,can
withstand'moderate earthquake shaking with maximum acceleration of a~out 0.2g, with,
little detrimental effect (EERC, 1979).
, Ground velocities associated with a given acceleration can be approximated with a
v~locity/acceleration ratio (Seed and Idriss, 1982). The velocity and acceleration that the
dam structures can withstand will also depend on the frequency of the vibration. Vibration
frequencies which are similar to the structural frequency will tend to ampUfy the motion.
The effect of blasting vibration on the dam embankment and dam structures may be
estimated by a developed analogy between safe blasting vibration levels for commercial
structures and safe seismic vibration levels for earth dams. This analogy is based upon
particle velocities for both types of structures: We recommend that if blasting is
performed, it be monitored with a seismograph and that the following criteria be utilized.
Frequency of Maximum
Vibration Velocity Maximum
(Hertz) (in/sec) Acceleration
<50 2 O.lg ,
>50 4 O.2g
We further recommend that the blast vibrations be monitored at three control points. one at
the control house, one along the roadway on top of the dam, and one at the spillway, and
that the blasting operation be conducted so as not to exceed the above recommended limits
at the monitored locations.
a/jec8
•
•
•
Geocon Incorporated
Project No. 8951361S-ECOl
November 10, 1989
Page 4
Woodward·Clyde Consultants
It has been a pleasure to provide you with this information. Our engineer 'assigried to this
project is Greg Raines. If you have any questions or if we can be of further service, please
give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS,
d-PfiL'u
Howard M. McMaster
R.E. 11994
HMM/GLR/kah
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PREPARED BY:
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PlANNINC 10179 Huennekens Street
ENQNEERING San Diego, Ca 92121
SURVEYING PH(858)55B·4500· FX(B58)558-1414
MASTER TENTATIVE TRACT MAP
VILLAGES OF LA COSTA
City Of Carlsbad, California
SHEET
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8 SHEET 7 OF 11
MASTER TENTATIVE TRACT MAP
VILLAGES OF LA COSTA
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VILLAGES OF LA COSTA
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PREPARED BY:
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PlANNING 10179 Huennekens Street
ENGINEERING San Diego, Ca 91121
SURVEYING PH(8S8)5584S00, fX(858)558,1414
CT 98-04/H DP 99-02
FOR CONTINUATION SEE SHEET 11
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City Of Carlsbad, California
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SHEET
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13
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PREPARED BY:
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PLANNING 10179 Huennekens Street
ENGINEERING San D"80, C. 92121
SURVEYING PH(858)558-4500-FX(858)558-1414
MASTER TENTATIVE TRACT MAP
VILLAGES OF LA COSTA
City Of Carlsbad, California
SHEET
14
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21
R,\0071 \&Pln \0071 t014.clwg[ 12751Ma.y-31-2001.07,11