HomeMy WebLinkAboutCT 02-05; LA COSTA OAKS SOUTH NIEGHBORHOOD 3.15; UPDATE GEOTECHNICAL INVESTIGATION; 2002-09-11UPDATE
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
rr i)2-' 05
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
ProjectNo. 06105-12-04
August 3, 2001
Real Estates Collateral Management Company
7o Morrow Development Incorporated
1903 Wright Place, Suite 180
Carlsbad, Califomia 92008
Attention: Mr. Tim O'Grady
Subject:
Gentlemen:
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
UPDATE GEOTECHNICAL INVESTIGATION
In accordance with your authorization (Contract Number 345) and our proposal LG-01238 dated
May 4, 2001, we have updated our supplemental geotechnical investigation ofthe 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 developmg the site as
proposed.
Significant geotechnical issues related to the rippability oflhe geological units, remedial grading of
the unsuitable surficial materials and generation of cappmg materials have been identified in this
report and will require consideration during planning and development ofthe property. However, it is
our opinion that the site may be developed as proposed, provided the recommendations ofthis report
are followed.
Ifyou should have any questions regarding this report, or if we may be of further service, please do
not hesitate to contact the undersigned at yoxu" convenience.
Veiy truly yours.
RCE 22527
AS:DFL:dmc
(6) Addressee
6960 Flanders Drive 9 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 Formation (Td) 4
3.5 Terrace Deposits (Qt) 5
3.6 Alluvium (Qal) 5
3.7 Landslide Debris and Surficial Landslide Debris (Qls and Qlsf) 5
3.8 Colluvium (Qc) []]6
3.9 Topsoil (Unmapped) 6
3.10 Fill Material (Qudf and Qudfo) "ZZ.6
4. GROUNDWATER 7
5 . GEOLOGIC STRUCTURE 8
6. GEOLOGIC HAZARDS 8
6.1 Faulting and Seismicity 8
6.2 Liquefaction 9
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
TABLE OF CONTENTS (Continued)
APPENDIXA
FIELD INVESTIGATION
Figures A-l - A-15, Logs of Trenches
Figures A-16 - A-29 Logs of Air-track Borings
APPENDIXB
LABORATORY TESTING
Table B-I, Summaiy of Laboratory E^qjansion Index Test Results
APPENDIX C
SELECTED BORING AND TRENCH LOGS AND LABORATORY TESTING from
Smlementd Soil and Geologic Investigation for Rancho Santa Fe Road Alignment. Carhbad
Ca/ybm/oi January 8,1990 (ProjectNo. 04367-H02) and
ST"''^u^^f^''!!^nn'l^^ ^"^^^ Alignment. Carlsbad, CaUfomia, DatedDecember 17, 1990 (ProjectNo. 04367-04-02)
APPENDIXD
^Sel m9^°" ^'^^^'Snment Affect On Stanley Mahr Reservoir
APPENDIXB
RECOMMENDED GRADING SPECIFICATIONS
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 stabiUty, subsurface drainage, estimated
bulking and shrinkage factors, and recommended grading specifications and preliminary foundation
design criteria.
It is our understanding that the constniction of the new Rancho Santa Fe Road alignment wiU be
perfonned by the City of Carlsbad; therefore, specific comments regarding this improvement have
been excluded firam this report:. Furthermore, it should be noted that the site was previously known as
La Costa Southeast.
The scope ofthe investigation included a review ofthe following:
1.
10.
Preliminary Geotechnical Investigation, Villages of La Costa-The Oaks and Ridge,
Carlsbad, Califomia, prepared by Geocon Incorporated, dated January 10, 2000 fProiect
No. 06105-12-01).
Soil and Geologic Reconnaissance for Rancho Santa Fe Road Alignment, June 30 1989
(ProjectNo. D-4367-H01).
Supplemental Soil and Geologic Investigation for Rancho Santa Fe Road Alignment,
Carbbad, California, January 8,1990 (Project No. D-4367-H02).
Earthwork Quantity Analysis, Rancho Santa Fe Road Realignment, June 14, 1990 (Proiect
No. 04367-04-02).
Addendum to Earthwork Quantity Analysis. Rancho Santa Fe Road Realignment. March 15,
1991 (ProjectNo. 04367-04-02).
Second Addendum to Earthwork Quantity Analysis. Rancho Santa Fe Road Realignment.
March 27,1991 (Project No. 04367-04-02).
Supplemental Geotechnical Investigation for Rancho Santa Fe Road Alignment,
December 17,1990.
Addendum to Soil and Geoteclmical Investigation for Rancho Santa Fe Road Alignment,
July 10,1990.
Geologic Maps ofthe Northwestem Part of San Diego County, Califomia, DMG Open File
Report 96-02.
Batholith and Associated Rocks of Corona, Elsinore and San Luis Rey Quadrangles,
Southem Califomia, Geological Society of America Memoir 29,1948.
Project No. 06105-12-04 . i. August 3,2001
11. Onthe Manner of Deposition ofthe Eocene Strata in Northem San Diego County, San Diego
Association of Geologists Guidebook, 1985.
12. Stratigraphy and PeO-ogrcphy ofthe Santiago Peak Volcanics East of Rancho Santa Fe,
Califomia, unpubUshed M.S. thesis, by M. A. Adams, San Diego State University, 1979.
13. Geology and Mmeral Resources of San Diego County, Cdifomia, 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 (Januaiy 2000) consisted of a site geologic
reconnaissance and the driUing of 13 hydraulic air-track borings and excavation of 15 exploratory
trenches. Laboratory tests were performed on selected soil samples obtamed at various depths in the
exploratory excavations to evaluate pertinent physical properties. Details ofthe field exploration and
laboratory testing programs are presented in Appendices A andB, respectively. Selected logs of
exploratory excavations from our study for the Rancho Santa Fe Road investigation (Januajy 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 (1" = 100') scale, entitledMwter Tentative TractMap CT98-04/HDP 99-02, Villages
of La Costa, city of Carlsbad CaUfomia, prepared by Hunsaker & Associates, undated (see Figures 2
through 12, map pocket). The results of the field investigation are compUed on Figures 2 through 12.
2. SITE AND PROJECT DESCRIPTION
The Oaks is located between Mekose Drive to the north and La Costa Avenue and Avenida 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 mgged hillside terram.
The Oaks is characterized by irregular steep to moderate ridge-and-canyon terrain, with treUis
drainage along northward, westward and southward trending canyons. Drainage is ultimately
accomplished by tributaries into San Marcos Creek along the northwestem site boundary, and by
Encinitas Creek along the southem 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 boundaiy ofthe site.
Vegetation typically consists of thick chaparral and grasses through a majority ofthe site. The lower
drainages feedmg 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 weU as
from springs in the major drarnage along the extreme southwest boundary ofthe site.
ProjectNo. 06105-12-04 ~- August 3,2001
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 nortiieast
comer ofthe site.
Other than Rancho Santa Fe Road, with the associated tmck bypass, and Questhaven Road, existing
site improvements within The Oaks mclude 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 Unes, a 200-foot-wide San Diego Gas and Electric easement
(empty), a 150-foot wide San Diego Gas 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-fiU are present on the site. The oldest, dating to as
early as the 1880's, was copper minmg along faulted and hydrothermally altered volcanic rocks in the
eastern-central portion of the site (see DMG reference). A 50-foot deep water-fiUed mine shaft was
discovered in that area during our reconnaissance. Li addition, later undocumented stone quany and
waste-fiU operations were conducted through the 1950's, 60's or 70's which generated excavations
and undocumented fills within the central and northwestem portions ofthe 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 reaUgnment, generally between the mtereections with
Mekose Drive and La Costa Avenue wiU be constmcted by tiie City of Carlsbad. The sheet-graded
pads within The Oaks project wiU eventually be regraded to constmct residential units with
associated roads and improvements. The gradmg wUl result in maximum fiU and cut of
approximately 40 and 45 feet, respectively. The cut and fiU slopes planned for the project wiU consist
of maximum heights of 50 and 60 feet, respectively, witii 2:1 (horizontal:vertical) incUnation.
3. SOIL AND GEOLOGIC CONDITIONS
3.1 Stratigraphy
Five surficial soU types and four geologic units were encountered during our mvestigation. The
surficial deposits mclude undocumented fills, landslide debris, topsoils, colluvium and alluvium.
Geologic formations include the Jurassic-aged Santiago Peak Volcanics, Cretaceous-aged Escondido
Granodiorite, the Eocene-aged Dehnar Formation, and the Quatemary-aged Terrace Deposits. Each
oftiie 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, witii the exception of tiie ext-eme northem
approximately one-fourth of tiie site, comprise tiie majority ofthe underlying bedrock. These rocks
ProjectNo. 06105-12-04 .3- August3,2001
.1
were deposited as an altemating secession of volcanic flows, tuffs and breccias and typicaUy have an
andesite or dacite composition. Subsequentiy this sequence of rocks was folded, faulted and weakly
metamorphosed (see reference by Adams, 1979). Where observed m test excavations, especiaUy in
tiie central portions ofthe site, this unit is highly fractin-ed and faulted along northwest-to-southeast
zones. Closely spaced paraUel fractiires and jointe form "sheeted" zones containing colorful alteration
and/or oxidation minerals such as Umonite and hematite. The presence of cubic-shaped crystal-voids
(pseudomorphs) and in some areas, cubic-shaped pyrite (iron sulfide) crystals, as weU as other exotic
minerals such as epidote, chlorite, and possible ti-aces of copper minerals, suggeste hydrothermal
alteration (or, ancient hot spring activity). This featiire is consistent witii the historic copper mining
operations in similar rock along northwest-southeast zones east of tiie site (see referenced DMG
report). Even though tiie majority of tiie Santiago Peak Volcanics appears to be highly fractured and
altered, tiie zones typicaUy have steeply dipping, tight clay-fiUed fiacfaires. Only one area, located
along the tmck-bypass road near the center of tiie site (near Boring HT-26) exhibited low-angle
adversely dipping fi-actiires. In addition, some of tiie highly fractiired and altered portions ofthis unit
excavate to a graveUy-clayey sand and very sandy clay (near Trench T-6). Discussion of tiieses areas
as sources of suitable capping fines is presented in the concluding sections ofthis report. In general,
however, hardrock areas wUl require special handUng and pre-blasting considerations as presented in
the concluding sections of this report.
3.3 Escondido Creek Granodiorite (Ke)
hi the published Uterature this unit is described as a "leucogranodiorite" because ofthe overall Ught
color, but averages of composition are typicaUy granodiorite (Larsen, 1948). This Cretaceous-aged
batholithic rock intrades Santiago Peak Volcanics. Outcrops and exploratory trenches ejqpose Ught
brown to olive, veiy siUceous, bloclty and very sti-ong granitic rock, with little or no weathering.
Although rippable in highly fractured areas, this imit will excavate to substantial amounte of oversize
rock, or wiU reqmre 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 Dehnar Formation, consisting of stiff to very hard, Ught brown to olive silty to
sandy claystones and sandstones was found to occur only in the lower drainage tributary to Encinitas
Creek along the extireme southwestem edge of the site. As mdicated 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, horizontaUy bedded claystones and sandstones. These beds, however, were
overlain further northward by surficial terrace deposite and landslide debris (see Trench T-15). No
adverse stractures or sUde debris was observed, however, within the Dehnar Formation along the
natural slope at the site boundary with an adjacent existing subdivision. Local variations of bedding
inclination within the Dehnar Fonnation is a characteristic which could affect stability in natural or
Project No. 06105-12-04 - 4 - August 3,2001
excavated slopes. The claystone members of tiie Dehnar Formation often possess low shear stiragtii
and contains randomly oriented remolded clay seams. Proposed excavations are not anticipated to
encounter much ofthe Dehnar Formation, but slope stabiUzation measures may be necessary if any
cut slopes or fiU keyways expose tiiis unit. In addition, tiie more clayey portions of tiiis fonnation are
highly expansive and often require selective grading or specially designed stmctures as discussed
under the conclusions and recommendations section ofthis report
3.5 Terrace Deposits (Qt)
Sti-eam-deposited dense, dark reddish-brown sands and cobble-to-boulder conglomerates were
observed to overUe Santiago Peak Volcanics and Dehnar Fonnation in ti-enches and borings at
elevations between approxhnately 360 and 420 feet MSL witiim tiie major soutii drarnage along tiie
exti-eme southwestem boundaiy of tiie site (Figure 2). In general, these sedimente exhibit good
bearing characteristics, however, where tiiey rest upon highly weatiiered and/or altered Santiago Peak
Volcanics, or Dehnar Fonnation claystones, they have been found (see Borings LB-3, LB-5, and
Trenches T-17, T-18) to comprise ancient landsUde debris, or may become unstable if undercut in
excavations. A discussion of measures to mitigate potential slope stability problems m tiiis unit is
presented m the concludmg sections of this report
3.6 Alluvium (Qal)
The alluvial deposite are typically composed of loose, porous, clay-sand mixtures witii boulders that
have accumulated along canyon bottoms. The maxhnum observed thickness was approxmiately
13 feet (see Trench T-44) m the extreme southwest drainages, but up to 10 feet of alluvial soUs were
observed along San Marcos Creek at tiie exti-eme northem portion of tiie site (Figure 12). These
sedunente are generaUy poorly consolidated and susceptible to settiement when subjected to an
mcrease in vertical loads as might result from the placement of fiU or stinctures. Hence, development
within areas containing alluvial deposite wiU require remedial grading as discussed m 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 landsUdes were mapped within the site. The
relatively thin, or surficial, landslides were encountered m shallow exploration trenches and were
mterpreted 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 tributaiy of Encinitas Creek in the southwestem portion of the site. The landslides have
occurred within the weathered depositional contact-zone between thin remnants of the Eocene
ProjectNo. 06105-12-04 -5- August3,2001
Dehnar Fonnation claystones, hydrotiiennally altered Jurassic Santiago Peak Volcanics and
overlying Terrace Deposite. (see Trenches T-16, T-17, T-18 and Borings LB-3, LB-5).
Surficial landslide materials, averagmg approxmiately 10 feet tiiick typically consisted of very clayey
gravel to boulder gravels, or gravelly clays tiiat have failed along tiie Dehnar Fonnation remnant
claystones, or witiiin very weatiiered, altered, Santiago Peak Volcanics.
Portions of botii tiie surficial and deeper landsUde debris are relatively loose and possess tiie potential
for fiitiire movement Witiiin tiie relatively tiim surficial debris, complete removal and recompaction
wUl be required where settlement-sensitive stiuctiires and/or fiUs are planned. The deeper landslides
wm also necessitate remedial gradmg measures as discussed m tiie conclusions and recommendations
section of this report
3.8 Colluvium (Qc)
Colluvial soUs occur along tiie canyon side-slopes, low areas, tiie base of natiiral slopes, and along
tiie head scarps of landslides. These deposite are often mdistinguishable from alluvium and tiiick
topsoil deposite, tiierefore, only flie tiiicker, or potentially tiiicker areas have been mapped separately
^ on tiie Geologic Maps. The maxunum observed tiiickness oftiiese materials is on tiie order of 8 feet
as exposed m Trench T-6 (Figure 2). In general, tiiese deposite consist of poorly consoUdated sandy
clays to clayey sands and are potentiaUy compressible. Development witiiin areas underiam by
colluvium wiU requke remedial grading as recommended m tiie concludmg sections of tiiis report.
3.9 Topsoil (Unmapped)
TopsoUs of in-egular tiiicknesses ranging from 1 to 2 feet blanket tiie majority oftiie site. The topsoils
are characterized by dark brown to reddish-brown gravelly silty sands to sandy clays. These soils are
botii moderately to highly expansive, as weU as potentiaUy compressible. Recommendations witii
respect to tiie tireatinent of topsoils have been mcluded under tiie conclusions and recommendations
section ofthis report
3.10 Fill Material (Qudf and Qudfo)
Several generations of engineered and undocumented fiU materials are present on tiie site. The
largest-volume of documented fiU mcludes tiie materials constitiiting tiie La Costa Dam. The La
Costa Dam was designed witii an unperious clay core and a granular shell. The spUlway and some
section of tiie access roads were constiiicted from fiU niaterials tiiat 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 wide and on tiie order of
10 to 15 feet tiiick (symbol Qudfo on Figure 10).
Project No. 06105-12-04 . 6 -August 3,2001
A review oftiie attached report prepared by Woodward-Clyde Consultante mdicates tiiat reaUgnment
oftiie Rancho Santa Fe Road could have a potential affect on tiie existing embankment The primary
concem would be the effect of tiie blast mduced vibrations associated witii tiie adjacent excavation.
The otiier major concem is tiie unpact of graded fiUs as currentiy proposed on tiie hydraulic
characteristics oftiie outiet works and emergency spillway. The consultant's recommendations witii
respect to tiiese concems are presented m detaU m tiie attached Appendix D, as weU as discussed m
the concludmg section ofthis report
We anticipate tiiat clay rich fiU materials witii oversize rock and deleterious debris are present to
maximum deptii on tiie order of from 20 to 30 feet m tiie canyons unmediately downstream from tiie
La Costa Dam and extendmg westward beneatii the existing Rancho Santa Fe Road (see Figure 8 and
Bormg LB-7, and Trenches T-78, T-79, T-88 and T-89, Appendix C). The old highway aUgnment,
mcludmg tiie existing tiiick by-pass, and otiier old fiU debris also constitiite undocumented fiUs which
wiU requke remedial gradmg where roads, fills and settiement sensitive stiuctiires are planned.
4. GROUNDWATER
A pennanent groundwater table was observed witiiin alluvium and alluvium/tenace deposite m tiie
San Marcos Creek drarnage and m a tributary to Encmitas Creek, respectively (Borings SB-1, LB-1,
and Trenches T-67, T-68, Appendix C).
No seepage or groundwater table was detected witiim exploratory borings or ti-enches m proposed
cute in tiie Santiago Peak Volcanics, especially along tiie flanks of tiie drarnage immediately
downstream ofthe above described La Costa Dam.
San Marcos Creek is a perennial skeam and surface water flow was noted during the field
mvestigation. Observed groundwater levels m this drainage area ranged between 3 and 5 feet below
existmg groimd smface.
In the extireme southwestem portion of the site, witiiin a tributary of Encmitas Creek, the groundwater
levels generaUy varied between 10 aad 30 feet deep. Because of ancient landslidmg m tiie
southwestem lower dramages, and the wide variation of water levels, it is our opinion that perched
water conditions may be present To reduce any adverse eflfecte of groundwater upon proposed fUls or
stractures, subdrams and/or otiier drainage mitigation are recommended as discussed witiim
concludmg sections of this report.
Project No. 06105-12-04 .7 - August 3, 2001
5. GEOLOGIC STRUCTURE
Ancient faulte and firacturing within the Jurassic-age Santiago Peak Volcanics typicaUy exhibit
nortiiwest-to-southeast Unear ti:ends, with associated less-mtense northeast-to-southwest cross
fracturing,
A moderately developed "ti-eUis" drarnage pattem is unposed on many, smaU tiibutaiy dramages by
tiie northwest-to-soutiieast tirends. TypicaUy, faulte and jointe have steep (greater tiian 45 degrees)
dips, but occasional low-angle dips of approxknately 5 degrees have been noted.
High-angle contact-zones between tiie Santiago Peak Volcanicsj Dehnar Fonnation, Terrace
Deposite, or surficial deposite were encountered in the southwestem-most drarnage, and may be
anticipated withm ancient vaUeys, embankmente and river channels.
Where encountered, faulte and associated shear zones were not observed to offset the younger
Quatemary sedunente. Therefore, the observed feulte can be considered inactive faulte. No evidence
of active faulting was observed at the time of our mvestigations.
6. GEOLOGIC HAZARDS
6.1 Faulting and Seismicity
It is our opinion, based on the site reconnaissance, evidence obtamed in the exploratory excavations
and a review of published and unpubUshed maps and reporte, that the site is not located on any
known active fault ti-ace. The nearest known active faults are the Rose Canyon Fault and the
Newport-Inglewood (offshore) located approxknately 8 and 13 miles, respectively, to tiie west and
Elsinore Fault Zone, which lies approximately 23 miles to the northeast.
Maximum Credible and Maximum Probable Seismic evente of Magnitude 6,9 and Magnitude 5.7,
respectively, are postiilated for tiie Rose Canyon Fault The estimated Maxunum Credible and
Maxknum Probable Peak site acceleration are 0.28 g and 0.13g, respectively. Seismic parameters for
the other regional faulte capable of generating ground acceleration at the site are summarized on
Table 6.1.
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TABLE 6.1
DETERMINISTIC SITE PARAMETERS FOR SELECTED FAULTS*
Fault
Distance
from Site
(miles)
Maximum
Credible Maximum Probable
Fault
Distance
from Site
(miles) Earthquake
(Mag.)
Peak
Acceleration
(g)
Earthquake
(Mag.)
Site
Acceleration
(S)
8 6.9 0.28 5.7 0.13
Newport-Inglewood (offehore) 13 6.9 0.20 5.8 0.10
Elsinore-Julian 23 7.1 0.13 6.4 0.08
EIsinore-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 opmion tiiat tiie site could be subjected to moderate to severe ground shaking m tiie event of
a major earthquake along any of tiie above-mentioned faulte, however, tiie seismic risk at the site is
not considered to be significantiy different tiian tiiat of flie surrounding developmente of shnilar
geologic setting m Oceanside area.
6.2 Liquefaction
The potential for Uquefaction during a skong earthquake is lunited to cohesionless soUs which are m
a relatively loose, unconsolidated condition and located below tiie groundwater level. Due to tiie
dense natiire of tiie fonnational unite, tiie removal and recompaction oftiie surficial soUs and tiie
absence of a pemianent groundwater table, tiie potential for seismicaUy included soU liquefaction
occurring at the site is considered to be very low.
ProjectNo. 06105-12-04 August 3,2001
7. CONCLUSIONS AND RECOMMENDATIONS
7.1 General
7.1.1 No soU or geologic conditions were encountered during tiie mvestigation perfonned by
Geocon Incorporated or fliose of tiie previous stiidies which, m our opmion, would
preclude tiie development of tiie property as presentiy planned, provided flie
recoinmendations of this study are foUowed.
7.1.2 The surficial soils consisting of landsUde debris, alluvium, fiU, topsoUs and coUuvium are
not considered suitable for flie support of fiU or stiuctiu-al loads m fliek present condition
and wUl requke remedial grading.
7.1.3 The presence of oversize boulders and margmaUy rippable to nonrippable volcanic and
granitic rocks wiU requke special consideration during site development as recommended
heremafter.
7.1.4 Due to tiie expected presence of a large volume of rock, a selective gradmg operation witii
possible stockpiUng of tiie soil material and margmally rippable rock is recommended.
DetaUs oftiie recommended selective gradmg operation are presented under 7.6 Grading.
7.1.5 Recommendations of tiie Consultant Report (Appendix D) for ReaUgnment of tiie Rancho
Santa Fe Road should be incorporated mto tiie design and constinction phases of tiie
residential development as needed. In general, these recommendations are concemed with
the knpact of proposed fills as weU as flie blast-mduced vibration generated on the
stmctures during grading.
7.2 Geologic Hazards
7.2.1 It is our opmion, based on the site reconnaissance, evidence obtamed m the exploratory
excavations and a review of pubUshed geologic maps and reporte, that tiie site is not
located on any known active fault trace.
7.2.2 It is our opmion that tiie site could be subjected to moderate to severe ground shaking m
the event of a major earthquake along any of the active faulte m tiie San Diego County
area; however, tiie seismic risk at flie site is not considered to be any greater than that of
surrounding developmente hi the City of Carlsbad area.
7.2.3 Old abandoned mines or prospect pite associated with flie Encmitas copper muimg district
wiU requke special consideration during site development as recommended hereinafter.
Project No. 06105-12-04 .10 - August 3,2001
7.3 Groundwater
7.3.1 The geologic unite encountered on the site have permeabUity characteristics and/or fracture
systems that could be susceptible under certaki conditions to water seepage. Inasmuch as
no springs, seeps, or groundwater occurrences were encountered withm tiie formational soU
unite, it is our opmion that the seepage potential forthe geologic unite is relatively low. It is
recommended, however, fliat periodic observations be made by the soU engmeer or
engkieering geologist during gradmg and/or constmction for the presence of groimdwater.
The recommendations that follow provide for the removal of colluvial, aUuvial and
undocumented fiU soUs and the placement of a "cmyon" subdram within the bottom ofthe
removal areas to reduce the potential for groimdwater buildup within the canyon fiUs.
7.4 Soil and Excavation Characteristics
7.4.1 The soU conditions encountered vary from low-expansive sands, generated from the
decomposed bedrock, to highly expansive soU of the landslide debris and some ofthe other
surficial soils.
7.4.2 In our opinion, the existing topsoUs and aUuvial/coUuvial deposits can be excavated with
light to moderate effort with conventional heavy-duty grading equipment. It is estmiated
that the proposed gradmg wUl encounter rippable rock to depths on the order of 10 to 15
feet below existmg ground surface. Surface blasting wiU be requked where highly resistant
volcanic rocks are exposed. It is lUcely, however, 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 wiU require blasting.
Nonrippable "floaters" may also be encountered durmg excavation m otherwise rippable
areas. Oversize rocks should be placed m accordance with the Recommended Grading
Specifications presented m Appendix E. In addition, we recommend that consideration be
given to placmg the boulders in the open areas for landscapmg purposes, or placement
within excavations selectively mined for capping materials.
7.5 Slope Stability
7.5.1 Utilizing average dramed shear strength parameters based on laboratory teste and
experience with similar soil types in nearby areas, a slope stability analysis mdicates that
the proposed 2.0 to 1.0 (horizontal to vertical) fiU slopes constmcted of granular material
wUl have calculated factors of safety m excess of 1.5 under static conditions for both deep-
seated and shallow sloughmg failures up to the design heighte of 60 feet Slope stability
calculations and surficial stabUity calculations are presented on Figures 13 and 14
respectively.
Project No. 06105-12-04 - 11 - August 3,2001
7.5.2 All fiU slopes should be constincted such tiiat flie materials, wiflun a zone measured
horizontally back from flie face of slope for a distance equal to the height of slope, are
generaUy comprised of granular soils and/or soil/rock fiUs with mmimum equivalent
sti-engtii parameters of 0' = 32 degrees and C' = 300 psf However, tiie outer 15 feet of fiU
slopes wUl be restricted to materials composed of properly compacted granular "soil" fiU to
reduce tiie potential for surface sloughmg. AU fill slopes should be compacted by back-
roIUng at vertical mtervals not to exceed 4 feet and should be tiack-walked (for slopes 2:1
or flatter) at flie completion of each slope such tiiat flie fill soils are unifonnly compacted to
at least 90 percent relative compaction. As an altemative, fiU slopes should be overbuilt a
mmhnum of 5 feet horizontaUy and cut back to design fmish grade.
7.5.3 Cut slopes excavated m the metavolcanic and plutonic rocks do not lend themselves to
conventional stabUity analyses. However, the resulte of our field mvestigation, our
experience m the general area and the exammation of flie existing slopes adjacent to the
property mdicate tiiat tiie proposed 2.0 to 1.0 (horizontal to vertical) cut slopes should be
stable witii respect to deep-seated failure and surficial sloughage up to tiie proposed
maximum height of 50 feet.
7.5.4 Where cute exceed the maxknum deptii of tiie weathered portion of the metavolcanic and
plutonic rocks, heavy blasting wUl be requked to break tiie fresh, very hard rock.
Overblasting of cut slopes should not be permitted. Loose rock and blastmg debris should
be removed from the faces of finish graded cut slopes. No loose rock fi-agments greater
than 6 mches in maximum dimension should be left on the slope surface. Tops of cut
slopes should be cleared of loose boulders and should be "rounded" withm the exposed
topsoil horizon.
7.5.5 In our opmion, tiie use of terrace drams on cut or fill slopes exceedmg 30 feet in height is
not necessary to mamtam gross stabUity of the slopes. However, the proper mstallation and
maintenance of terrace drams should measurably reduce surficial slope erosion, particularly
fiU slopes. If used, we recommend that terrace drams be constmcted at a drarnage gradient
of at least 5 percent In addition, tiie need to properly maintam the drains is Unportant
Drams that are not periodically cleaned of vegetation and debris could result m 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 significantiy from tiiose
anticipated. If adverse conditions are encountered, recommendations for mitigation can be
presented at that tune.
7.5.7 All slopes should be planted, drained and properly mamtamed to reduce erosion.
Project No. 06105-12-04 -12 -August 3,2001
7.6 Grading
7.6.1 Development of the site as proposed wUl generate a relatively large volume of oversize
rock as weU 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 cappmg material. Where this
is not possible, rock crashing may be required.
• Consideration should be given to stockpiUng select materials to be utilized for
cappmg.
• Oversize rock should be placed m deeper fiU areas m accordance with the
Recommended Grading Specifications presented m Appendix E.
• Appropriate remediation and/or backfUUng of any old abandoned mines or
prospect pite should be unplemented during site development
7.6.2 All gradmg 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. AU eartiiwork should be
observed and all fills tested for proper compaction by Geocon Incorporated.
7.6.3 Prior to commencmg gradmg, a preconstinction conference should be held at the site with
the owner or developer, grading conti-actor, civU engmeer and geotechnical engineer m
attendance. Special soil handling and/or the graduig plans can be discussed at that tkne.
7.6.4 Gradmg operations on the site should be scheduled so as to place the rock and expansive
soils m the deeper fills and to "cap" the pads and fiU slopes with granular soUs witii low
expansion potential (Expansion Index of 50 or less, per UBC Table 18-I-B).
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 m size wUl be generated. In our opuiion,
these rocks are suitable for placement m the fUl areas, provided the placement is
accomplished m accordance with the recommendations presented m Appendix E. In
addition, utUization of as many boulders as practical for landscape purposes should be
considered. Excavation of the deeper bedrock unite should produce a relatively lower
quantity of large "floater" rocks, if an efficient blastmg program is implemented. The
proposed blastmg program should also be planned to assist m the generation of "fines". If
possible, the gradmg operation should attempt to reserve sufficient "soil" fill for use m
cappmg the "rock" fiUs as discussed m Appendix E and to replace kench excavation
material which is considered too rocky to be used as kench backfill.
ProjectNo. 06105-12-04 - 13- August 3,2001
7.6.6 AU potentiaUy compressible topsoUs and alluvium, colluvium, and landslide debris not
removed by planned grading should be removed to fkm natural ground m areas of
proposed development and properly compacted prior to placing additional fill. Where flie
thickness is less than 3 feet on slopmg ground, it is anticipated that normal benching
procedures for slopmg ground surfeces wUl remove tiie unsuitable topsoils. Thicknesses
greater than 3 feet or areas of numerous surface bouldere wiU requke complete removal
prior to performmg normal benching procedures.
7.6.7 The site should then be brought to fmal subgrade elevations wtth stinctiiral fill compacted
m layers, m general, soUs present on site are suitable for re-use as fiU if fiee from
vegetation, debris and other deleterious material. Layers of fiU should be no thicker than
wUl aUow for adequate bounding and compaction. Includmg backfiU and scarified ground
surfeces, should be compacted to at least 90 percent of maxknum dry density at near
optunum moisture content, as detennmed in accordance with ASTM test procedure
D 1557-91. FiU materials below optimum moisture content may be unacceptable and
requke additional moisture conditionmg prior to placing additional fiU. The project soils
engineer/engmeering geologist wiU determme actual moisture conditionmg requkemente
during gradmg and as a fimction of soU type.
7.6.8 Consideration should be given to undercutting and replacmg with compacted "soil fUl" (no
rocks greater than 12 inches m maximum dunension) any proposed cut areas located on the
hard bedrock outcrops. The depth of undercuttmg should be at least 3 feet below the
ultimate pad fmish grade and 1 foot below the deepest utility Imes, or, altematively, to
sufficient depth such that underground utiUties can be constmcted without the need for
additional blastmg or heavy rippmg after the mass gradmg has been accompUshed. Witiun
rock cut areas where only landscapmg is proposed, the project landscape architect should
be consulted to determine an appropriate depth of undercut, if any. To reduce the potential
for differential settiement, it is recommended that the cut portions ofthe cut/fill transition
buildmg pads be undercut at least 3 feet and replaced with properly compacted fUl soUs.
The undercut should extend from the back of the pad to the skeet and be graded at a
gradient of at least 1 percent toward the stireet
7.6.9 Consideration should be given to cappmg skeet areas with a minimum of 3 feet of
subgrade soils consisting of granular soils possessing relatively high R-Value
characteristics. This wiU serve to reduce recommended pavement design sections.
7.7 Subdrains
7.7.1 Subdrains should be mstalled m the canyons to be fiUed. A cross-section oftiie subdrain
configuration is presented on Figure 15. The lower 20 feet of the subdraui uistallation
Project No. 06105-12-04 - 14 - August 3,2001
should consist of nonperforated pipe with a concrete cutoff wall constructed hnmediateiy
below the junction of the perforated pipe with the nonperforated pipe. The cutoff wall
should extend at least 6 mches below the sides and bottom of the subdrain french and 6
inches above the top of the pipe.
7.7.2 In order to mamtain a drarnage gradient within the canyon subdrain system, it may be
necessary to extend the nonperforated outiet pipe beyond the Ihnite of planned gradmg
operations. As an altemative design, a properly compacted fiU may be placed within the
lower canyon bottom until the minimum drarnage gradient is achieved. Two subdrams
would then be mstaUed along the fill/natural ground contacte. Where the natural slope
gradient exceeds 5 percent, the perforated pipe may be deleted from the subdrain system.
7.7.3 After mstallation of the subdram, the project civil engmeer should survey its location and
prepare "as-built" plans of the subdram location. The project civil engmeer should verify
the proper outiet for the canyon subdrams and the contractor should ensure that the drain
system outiet is free of obstractions. The recommended locations of the canyon subdrakis
wUl be finalized during a review of the final site grading and improvement plans.
7.8 Buiking and Shrinkage Factors
7.8.1 Estimates of embankment buUdng and shrinkage factors are generally based on comparing
laboratory compaction teste with the density of the material in ite natural state as
encountered in the chunk samples. It should be emphasized that variations in natural soU
density, as weU as m compacted fiU density, render shrinkage value estimates very
approximate. As an example, the compaction of fill soUs can vary from 90% to
approxknately 100% and, hence, a 10% variation m shrinkage is possible. Based on the
extent of work performed to date, the foUowing shrinkage factors are recommended for
evaluating earthwork quantities.
TABLE 7.8
SHRINKAGE/BULK FACTOR
Soil Unit Shrink/Bulk Factor
Alluvium, Topsoils, Landslide Debris, Fill, CoUuvium 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-and/or two-story residential
stractures and are based upon the assumption that the soil conditions within 4 feet of finish
ProjectNo. 06105-12-04 15-August 3,2001
pad subgrade consist of granular "low" expansive soU (Expansion Index less than 50). The
recommendations are separated mto categories dependent upon the depth and geometry of
fUl underlymg a particular buildmg pad and/or lot Fmal foundation design
recommendations for each building wiU be presented m the final compaction report after
the grading for the mdividual building pads has been completed.
7.9.2 Foimdations for either Categoiy I, n, or HI, as described m Table 7.9.1, may be designed
for an allowable soU bearing pressure of 2,000 pounds per square foot (psf) (dead plus live
load). This bearing pressure may be increased by one-thkd for fransient loads such as wmd
or seismic forces.
7.9.3 The use of isolated footings that are located beyond the perimeter of the building and
Support stractural elemente connected to the buUding is not recommended for Categoty m.
Where this condition cannot be avoided, the isolated footings should be connected to the
buildmg foundation system with grade beams.
TABLE 7.9.1
FOUNDATION RECOiUIMENDATIONS BY CATEGORY
Foundation
Category
Minimum
Footing Depth
(inches)
Contkiuous Footing
Reinforcement
Interior Slab
Reinforcement
I 12 One No. 4 bar top
and bottom
6x6-10/10 welded wire mesh
at slab mid-point
n 18 Two No. 4 bars top
and bottom
No. 3 bars at 24 inches on
center, both directions
m 24 Two No. 5 bars top'
and bottom
No. 3 bars at 18 inches on
center, both directions
CATEGORY CRITERIA
Category I: Maximum fill thickness is less than 20 feet and Expansion Index is less than or
equal to 50.
Categoiy n: Maximmn 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 HI: Fill thickness exceeds 50 feet, or variation m 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. Footmg depth is measured kom lowest adjacent subgrade (including topsoil, if planned). These
depths apply to both exterior and interior footings..
3. All mterior living area concrete slabs should be at least 4 inches thick for Categories I and n and 5
inches thick for Category IU. This appUes to both building and garage slabs-on-grade.
4. AU mterior concrete slabs should be underlain by at least 4 inches (3 inches for 5-inch-thick slab)
of clean sand or crushed rocL
5. All slabs expected to receive moisture sensitive floor coverings or used to store moisture sensitive
materials should be underlain by a vapor banier covered wife at least 2 mches of the clean sand
recommended m No. 4 above.
ProjectNo. 06105-12-04 -16-August 3, 2001
7.9.4 For Foundation Category m, the stractural slab design should consider usmg mterior
stiffening beams and connecting isolated footmgs and/or increasing the slab thickness. In
addition, consideration should be given to connecting patio slabs, which exceed 5 feet m
width, to the buUdmg foundation to reduce the potential for future separation to occur.
7.9.5 No special subgrade preparation is deemed necessaiy prior to placing concrete, however,
the exposed foundation and slab subgrade soils should be sprinkled, as necessaiy, to
mauitam a moist soU condition as would be expected in any such concrete placement
However, where drying of subgrade soUs has occurred, reconditioning of surficial soils wiU
be requked. This recommendation applies to foundations as weU as exterior concrete
flatwork.
7.9.6 Where buUdings or other hnprovemente are planned near the top of a slope steeper than 3:1
(horizontal:verticaI), special foimdations and/or design considerations are recommended
due to the tendency for lateral soU movement to occur.
• For fUl slopes less than 20 feet high, buildmg and wall footings should be
deepened such that the bottom outeide edge of the footmg is at least 7 feet
horizontally from flie face of the slope.
• Where the height of the fiU slope exceeds 20 feet, the minhnum horizontal distance
should be kicreased to H/3 (where H equals the vertical distance from the top of
the slope to the toe) but need not exceed 40 feet For composite (fiU over cut)
slopes, H equals the vertical distance from the top of the slope to the bottom ofthe
fill portion of the slope. An acceptable altemative 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 altematives can be provided once the building location and fill slope
geometiy have been determined.
• For cut slopes m dense formational materials, or fill slopes inclined at 3:1 (hori-
zontahvertical) or flatter, the bottom outside edge ofbuilding and wall footmgs
should be at least 7 feet horizontaUy from the face of the slope, regardless of slope
height.
• Swimmmg pools located within 7 feet of the top of cut or fiU slopes are not
reconimended. Where such a condition cannot be avoided, it is recommended that
the portion of the swimmmg pool wall within 7 feet of the slope face be designed
assuming that the adjacent soU provides no lateral support This recommendation
appUes to fiU slopes up to 30 feet m height, and cut slopes regardless of height. For
swimming pools located near the top of fiU slopes greater than 30 feet in height,
additional recommendations may be requked and Geocon Incorporated should be
contacted for a review of specific site conditions.
ProjectNo. 06105-12-04 -17- August3,2001
7.9.7
• Altiiough other hnprovemente that are relatively rigid or brittie, such as concrete
flatwork or masonry walls, may experience some disti-ess if located near the top of
a slope, it is generally not economical to mitigate this potential. It may be possible,
however, to mcorporate design measures that would permit some lateral soU
movement without causmg extensive dish-ess. Geocon Incorporated should be
consulted for specific recommendations.
As an altemative to the foundation recommendations for each category, consideration
should be given to the use of post-tensioned concrete slab and foundation systems for tiie
support of the proposed shuctures. The post-tensioned systems should be designed by a
stiuctural engmeer experienced m post-tensioned-slab design and design criteria of the
Post-Tensionmg Institiite (UBC Section 1816). Altiiough tiiis procedure was developed for
expansive soils, it is understood that it can also be used to reduce flie potential for
foundation disti^ss due to differential fiU settiement The post-tensioned design should
mcorporate the geotechnical parameters presented on the foUowmg table entitied 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)
Des^n Parameters
Foundation Category Post-Tensioning Institute (PTI)
Des^n Parameters I n m
1. Thomthwaite Index -20 -20 -20
2. Clay Type - Montmorillonite Yes Yes Yes
3. Clay Portion (Maxunum) 30% 50% 70%
4. Deptii to Constant Soil Suction 7.0 ft. 7.0 ft. 7.0 ft.
5. SoU Suction 3.6 ft. 3.6 ft. 3.6 ft.
6. Moisture Velocity 0.7 m./mo. 0.7 inVmo. 0.7 'mJmo.
7. Edge Lift Moisture Variation Distance 2.6 ft. 2.6 ft. 2.6 ft.
8. Edge Lift 0.41 in. 0.78 in. 1.15 in.
9. Center Lift Moisture Variation Distance 5.3 ft. 5.3 ft. 5.3 ft,
10. Center Lift 2.12 in. 3.21 in. 4.74 in.
7,9,8 UBC Section 1816 uses mterior stiffener beams in ite stractural design procedures, Ifthe
stractural engmeer proposes a post-tensioned foundation design method other than UBC
Section 1816, tt is recoinmended that interior stiffener beams be used for Foundation
Categories n and HI, The depth of the perimeter foundation should be at least 12 mches for
Foundation Categoty 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 mches; and where tt
exceeds 90 but is less than 130, the perhneter footing depth should be at least 24 mches.
ProjectNo. 06105-12-04 -18-AugustS, 2001
Geocon Incorporated should be consulted to provide additional design parameters as
requked by the stractural engmeer.
7.9.9 The recommendations of fliis report are mtended to reduce flie potential for crackmg of
slabs due to expansive soUs (if present), differential settlement of deep fills or fills of
vaiymg tiiicknesses. However, even wifli flie uicorporation of flie recommendations
presented herem, foundations, stiicco waUs, and slabs-on-grade placed on such conditions
may stiU exhibtt some cracking due to soU movement and/or shrinkage. The occunence of
concrete shrinkage cracks is mdependent of flie supporting soU characteristics. Thek
occunence may be reduced and/or conti-oUed by luniting tiie slump oftiie concrete, proper
concrete placement and curing, and by tiie placement of crack control joints at periodic
mtervals, m particular, where re-entiy slab comers occur.
7.10 Retaining Walls and Lateral Loads
7.10.1 Retakung walls not resframed at tiie top and havmg a level backfiU surface should be
designed for an active soU pressure equivalent to tiie pressure exerted by a fluid density
of 30 pounds per cubic foot (pcf). Where tiie backfiU wiU be mclined at no steeper tiian 2.0
to 1.0, an active soU pressure of 40 pcf is recommended. These soU pressures assume tiiat
tiie backfiU materials witiim an area bounded by tiie wall and a 1:1 plane extendmg upward
from tiie base oftiie waU possess an Expansion Index of less tiian 50. For tiiose lote witii
fmish grade soils havmg an Expansion kidex greater tiian 50 and/or where backfill
materials do not conform to flie above criteria, Geocon Incorporated should be consulted
for additional recommendations.
7.10.2 Unrestimned walls are those that are allowed to rotate more than 0.00 IH at the top of tiie
wall. Where walls are resti-amed'from movement at flie top, an additional unifonn pressure
of 7H psf (where H equals flie height of tiie retammg wall portion of tiie wall m feet)
should be added to the above active soil pressure.
7.10.3 All retammg waUs should be provided with a drarnage system adequate to prevent tiie
buildup of hydrostatic forces and should be waterproofed as requked by tiie project
architect The use of drarnage openmgs tiuough tiie base oftiie wall (weep holes, etc.) is
not recommended where tiie seepage could be a nuisance or otiierwise adversely impact the
property adjacent to tiie base of tiie wall. The above recommendations assume a properly
compacted granular (Expansion Index less tiian 50) backfiU material witii no hydrostatic
forces or unposed surcharge load. If conditions different tiian fliose described are
anticipated, or if specific drarnage detaUs are desired, Geocon Incorporated should be
contacted for additional recommendations.
Project No. 06105-12-04 .19. August 3,2001
7.10.4 In general, wall foundations havmg a mmnnum depth and widtii of one foot may be
designed for an allowable soU bearing pressure of2,000 psf, provided tiie soil withm 3 feet
below tiie base of tiie wall has an Expansion kidex of less flian 90. The proximity ofthe
foundation to tiie top of a slope steeper tiian 3:1 could unpact tiie allowable soil bearmg
pressure. Therefore, Geocon Incorporated should be consulted where such a condition is
anticipated. The location of waU footings, however, should comply wifli flie
recommendations presented m Section 7,9.6.
7.10.5 For resistance to lateral loads, an aUowable passive eartii pressure equivalent to a fluid
density of300 pcf is recommended for footings or shear keys poured neat agamst properly
compacted granular ftil soUs or undistiirbed natiu-al soUs. The allowable passive pressure
assumes a horizontal surfece extendmg at least 5 feet or tiu-ee times tiie surface generating
tiie passive pressure, whichever is greater. The upper 12 mches of material not protected by
floor slabs or pavement should not be mcluded m tiie design for lateral resistance. An
allowable fiiction coefficient of 0.4 may be used for resistance to sUdmg betiveen soU and
concrete. This fiiction coefficient may be combmed wtth tiie allowable passive earth
pressure when determming resistance to lateral loads.
7.10.6 The recommendations presented above are generally applicable to tiie design of rigid
concrete or masoniy retaming walls havmg a maxunum height of 8 feet. ]n the event tiiat
walls higher tiian 8 feet or otiier types of walls are planned, such as crib-type walls, Geocon
Incorporated should be consulted for additional recommendations.
7.11 Slope Maintenance
7.11.1 Slopes tiiat are steeper than 3:1 (horizontal:vertical) may, under conditions which are botii
difficuh to prevent and predict, be susceptible to near surface (surficial) slope mstability.
The mstabiUty is typically Umited to tiie outer three feet of a portion of tiie slope and
usuaUy does not dkectiy unpact the hnprovemente on the pad areas above or below the
slope. The occunence of surficial mstability is more prevalent on fiU slopes and is
generally preceded by a period of heavy ramfall, excessive krigation, or tiie migration of
subsurface seepage. The disturbance and/or loosenmg oftiie surficial soUs, as might result
from root growth, soil expansion, or excavation for irrigation Unes and slope planting, may
also be a significant contiibutmg factor to surficial mstabUity. It is, tiierefore, recom-
mended tiiat, to tiie maximum extent practical: (a) distiu-bed/loosened surficial soils be
eitiier removed or properly recompacted, (b) krigation systems be periodically kispected
and mamtained to elunmate leaks and excessive krigation, and (c) surface drains on and
adjacent to slopes be periodically maintamed to preclude pondmg or erosion. It should be
noted tiiat altiiough the uicorporation of tiie above recommendations should reduce the
Project No. 06105-12-04 .20 -August 3,2001
potential for surficial slope mstabiUty, tt wiU not eliminate the possibility, and, therefore, tt
may be necessary to rebuUd or repak a portion of the projecfs slopes m the fiiture.
7.12 Drainage
7.12,1 Establishing proper drainage is unperative to reduce the potential for differential soU
movement, erosion and subsurfece seepage. Positive measures should be taken to properly
fmish grade the buUdmg pads after stractures and otiier hnprovemente are m place, so fliat
drarnage water from the building pads and adjacent properties is dkected to streete away
from foundations and tops of slopes, E^qierience has shown that even with these provisions,
a shaUow groundwater or subsurface condition can and may develop m areas where no
such condition existed prior to site development This is particularly trae where a
substantial increase m surface water mfiltiration resulte from an mcrease m landscape
krigation,
7.13 Plan Review
7,13.1 The geotechnical engmeer and engmeering geologist should review the gradmg and
foundation plans prior to finaUzation to verify tiiek compUance with the recommendations
of this report and detennme the necessity for additional commente, recommendations
and/or analysis.
Project No. 06105-12-04 - 21 - August 3,2001
LIMiTATiONS AND UNIFORMITY OF CONDITIONS
1. The recommendations of tius report pertam only to flie site mvestigated and are based upon
the assumption that titie soU conditions do not deviate from those disclosed m the
investigation. If any variations or undeskable conditions are encountered during constinction,
or ifthe proposed constraction wUl differ from tiiat anticipated herem, Geocon Incorporated
should be notified so that supplemental recommendations can be given. The evaluation or
identification ofthe potential presence of hazardous or conosive materials was not part ofthe
scope of services provided by Geocon Incorporated.
2. This report is issued wtth the understandmg fliat tt is the responsibUity ofthe owner, or of his
representative, to ensure that the mformation and recommendations contained herem are
brought to the attention of tiie architect and engmeer for tiie project and mcorporated mto tiie
plans, and tiie necessary steps are taken to see tiiat tiie confractor and subcontractors cany out
such recommendations m the field.
3. The finduigs of this report are vaUd as of the present date. However, changes in the
conditions of a property can occur with the passage of tune, whether fliey be due to natural
processes or tiie works of man on this or adjacent properties. In addition, changes m
appUcable or appropriate standards may occur, whetiier tiiey resutt from legislation or tiie
broadenmg of knowledge, Accorduigly, the fmdings of this report may be invalidated wholly
or partiaUy by changes outeide our conkol. Therefore, this report is subject to review and
should not be reUed upon after a period of three years.
Project No. 06105-12-04 August 3,2001
GEOCON
INCORPORATED GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 • 2974
PHONE 858 558-6900 - FAX 858 558-6159
AS/AML
VICINITY
DSK/EOOOO
VICINITY MAP
VILLAGE OFL A COSTA
THE OAKS
CARLSBAD, CALIFORNIA
DATE 08-03-2001 PROJECT NG. 06105 - 12 -04 FIG 1
PROJECTNO. 06105-12-04
ASSUMED CONDITIONS:
Slope Height
Slope Inclination
Total Unit Weight of Soil
Angle of Intemal Friction
Apparent Cohesion
No Seepage Forces
ANALYSIS:
H = 60 feet
2:1 (Horizontal iVertical)
Yt = 130 poimds per cubic foot
(|) = 32 degrees
C = 300 pounds per square foot
FS
7^
Ncf
FS
yHtaii<|) Equation (3-3), Reference 1
C
Equation (3-2), Reference 1
YH
16
45
1.73
Calculated Using Eq. (3-3)
Deteimined Using Figure 10, Refeience 2 .
Factor of Safety Calculated Using Eq. (3-2)
REFERENCES:
(1) Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard SoU Mechanics,
Series No. 46,1954,
(2) Janbu, N., Discussion of J. M. BeU, Dunensionless Parameters for Homogeneous Earth Slopes,
Joumal of SoU Mechanics and Foundation Design, No. SM6, Noveniber 1967.
FILL SLOPE STABILrrY ANALYSIS
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
- HGURE 13
PROJECTNO. 06105-12-04
ASSUMED CONDITIONS:
Slope Height
Deptii of Saturation
Slope Inclination
Slope Angle
Unit Weight of Water
Total Unit Weight of SoU
Angle of Intemal Friction
Apparent Cohesion
H kifinite
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
Slope saturated to vertical depth Z below slope feee.
Seepage forces parallel to slope feee
ANALYSIS:
¥S=C-i-irt-rJZcoshtm<^
y^Zsinicosi 5.7
REFERENCES:
(1) Haefeli, R. ITte Stability of Slopes Acted Upon by Parallel Seepage. Proc, Second International
Conference, SMFE, Rotterdam, 1948, 1,57-62.
(2) Sken5)ton, A, W., and F. A. Delory, Stability of Natural Slopes in London Qay, Proc. Fourth
International Conference, SMFE, London, 1957,2,378-81.
SURFICIAL SLOPE STABILITY ANALYSIS
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
HGURE 14
APPROVED FILTER FABRIC
6" DIA PERFORATED
SUBDRAIN PIPE
r MAX, OPEN-GRADED
AGGREGATE 9 CUBIC FT7FT.
MINIMUM
NOTES:
1 SUBDRAIN PIPE SHOULD BE 6-INCH MINIMUM DIAMETER, PERFORATED, "rHICK
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 MON OR EQUIVALENT
NO SCALE
TYPICAL SUBDRAIN DETAIL
GEOCON O
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 858 558-6900 - FAX 858 558-6159
VILLAGES OF LA COSTA
THE OAKS
CARLSBAD, CALIFORNIA
AS/JMW 1 DSK/EOOOO DATE 08-03-2001 PROJECT NO. 06105-12 - 04 FIG. 15
APPENDIX
APPENDIX A
FIELD INVESTIGATION
The latest phase of field mvestigation was performed during tiie period of October 6 tiirough
October 14, 1999, and consisted of additional geologic mappmg and excavation of 15 exploratoty
ti-enches and 13 hydrauUc "ak frack" driU holes. The approxunate locations of tiie hunches and
borings are shown on the Geologic Maps, Figures 2 through 12.
The exploratoty trenches were excavated by means of a CaterpUlar 350 Trackhoe, equipped witii a
30-mch-wide bucket An kigersoU-Rand 500 pneumatic percussion, 4-mch-diameter drill witii
hydrauUc puU-down was used for flie ak-frack holes at selected locations m order to gam additional
mfonnation regarding tiie rippabUity characteristics of flie underlymg bedrock.
During flie excavations of frenches, flie materials encountered were visually exammed, classified, and
logged. Logs of flie exploratoty frenches are presented on Figures A-l flwough A-15. A graphical
representation of each of flie ak-frack borings is presented on Figures A-16 flu-ough A-29. The graphs
depict tiie rate (m seconds per foot) at which tiie drUl peneti-ated each foot of depfli exammed.
Project No. 06105-12-04 August 3, 2001
DEPTH
IN
FEET
- 0
- 2 -
- 4 -
6 -
8
PROJECT NO. 06105-12-01
SAMPLE
NO.
OS
> Ul (S 1-o -J = o c z h Z3 H Cl -1 ta
-1- + • + + + • -t-+ + 1- + + + • +
+ + • + + +
SOIL
CLASS
CUSCS)
TRENCH T 1
ELEV. (MSL.) 415
EQUIPMENT
.DATE COMPLETED 10/8/99
CAT 350 30" BUCKET
MATERL\L DESCRIPTION
TOPSOIL
Loose, dry, dark red-brown, GraveUy, Clayey, fine SAND
jUJ'
Hi
}--
E2i to* LU
3" v« ~i
SANTIAGO PEAK VOLCANICS
Weathered, fractured, reddish-brown to oUve-gray
very strong VOLCANIC ROCK
-Jomts: N30W, 70SW (primary)
• N20E vertical (secondaiy)
(Andesite? flow, lahar witii mtense, 2" spaced
fractores, wifli flun (1/8") clay Umngs)
-Abundant pyrite (FeS2) m 1mm to Smm cubes;
possible arsenopyrite (?) '
TRENCH TERMINATED AT 8 FEET
REFUSAL
>-yy
Figure A-l, Log of Trench T 1 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL D ... STANDARD PENETRATIOM TEST
@ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
IATC"-um°/..?i!^"''/,*'^^ CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED.. IT IS MOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
0
2 H
SAMPLE
NO.
>-C9 O -I O X
SOIL
CLASS
(USCS)
TRENCH T 2
ELEV. (MSL.) 470
EQUIPMENT
DATE COMPLETED
CAT 350 30" BUCKET
10/8/99
MATERLAL DESCRIPTION
u
ujs?
>-
- 4 -
"4 ^i,
^/^ y ^^.
v^
SC
V
TOPSOIL
Loose, diy, dark reddish-brown, GraveUy. Clayev SAND J' y y
\
SANTIAGO PEAK VOLCAMCS
Fractured, slightiy weafliered, reddish-brown to
oUve, strong VOLCANIC ROCK
-Jomte: N35E, steep-vertical
-Lahar breccia andesite, wifli jomts spaced 12" -I-
6" apart, wifli l/S'-l" argUUzed seams .
TRENCH TERMINATED AT 6 FEET
REFUSAL
y
Figure A-2, Log of Trench T 2
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL c... STANDARD PENETRATION TEST B... DRIVE SAMPLE CUNDISTURBED)
^ ... DISTURBED OR BAG SAMPLE B... CHUNK SAMPLE I ... UATER TABLE OR SEEPAGE
I1r='-°,L°'' SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-(S o _l o
H
SOIL
CLASS
(USCS)
TRENCH T 3
ELEV. (MSL.) 497
EQUIPMENT
_DATE COMPLETED
CAT 350 30" BUCKET
10/8/99
ft:"
Q u
- 0 MATERLU. DESCRIPTION
- 2 -
sc
vr
id:
TOPSOIL
\ Loose, dry, reddish-brown, Gravely, Clayey SAND
SANTIAGO PEAK VOLCANICS
Fractored, sUghtiy weafliered, reddish-brown to-'
olive, veiy strong VOLCANIC ROCK
-Joints: N-S, vertical
N50E, 80NW
-Lahar breccia andesite with 12" +- spaced
jomt-fractores ^
TRENCH TERMINATED AT 4 FEET
REFUSAL
Figure A-3, Log of Trench T 3 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL C
@ ... DISTURBED OR BAG SAMPLE B .
STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE Y.... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECTNO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-ID O -I O X H-H
SOIL
CLASS
(USCS)
TRENCH T 4
ELEV. (MSL.) 500
EQUIPMENT
DATE COMPLETED 10/8/99
CAT 350 30" BUCKET
SLU-^
^1^ CO
Ul
iUi;
fi-
go SB
- 0 MATEIUAL DESCRIPTION
- 2 -
- 4 -
- 6
SC-GC
y ^
^
y ^
V T-
TOPSOIL
Loose, dry, dark red-brown, GraveUy, Clayey SAND ^
SANTIAGO PEAK VOLCANICS
Fractored, slightiy weafliered, red-brown to dark
oUve, very sttong VOLCANIC ROCK
-Joints: N75E, steep-vertical
N70W, 60SW
-Andesite flow, with joint fractores ^rox. r-6"
apart
TRENCH TERMINATED AT 6 FEET
REFUSAL
Figure A-4, Log of Trench T 4 TORGE
SAMPLESYMBOLS • SAMPLING UNSUCCESSFUL C
@ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
11^,='-°,° SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC 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
DEPTH
IN
FEET
SAMPLE
NO.
2
SOIL
CUSS
(USCS)
TRENCH T 5
ELEV. (MSL.) 448
EQUIPMENT
DATE COMPLETED 10/8/99
CAT 350 30" BUCKET
SUJ —
hS=
>-
fi-
go
UJ$|
gz
u
- 0
T5-1
4 -
- 6 -
- 8
- 10 -
- 12 -
- 14 -
16
18
20
22 H
T5-2
MATERIAL DESCRIPTION
CL-M
COULUVIUM
Stiff, damp, dark bro-wn, SUty CLAY; wifli
scattered angular fine volcanic gravel
SANTIAGO PEAK VOLCANICS
Veiy weathered, fractored, Ugjit red-brown, weak
VOLCAMC ROCK, wifli numerous random
fractures, jarosite and coatings; also cl^-lined
fractures of lahar-breccia; excavates to 1' to 3"
chunks
TRENCH TERMINATED AT 23 FEET
Figure A-5, Log of Trench T 5 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATIOH TEST • ... DRIVE SAMPLE (UNDISTURBED)
S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
12 -
14 -
16 -
18 -
20 -
- 22 -
- 24 -
hi, v^
^/^ >j ht v^ hi, v h -1 hi.
hi,
>/^ hi,
V ^
hi. V ^" ii hi,
>i hi,
N ^ ii hi,
V ^ ii hi,
ii hi,
V r ii hi,
vT" ii hi.
hi,
ii hi.
ii hi.
«4 hi.
CL
SANTIAGO PEAK VOLCANICS
Very weafliered, intensly fractured and altered,
Ught reddish-brown, very weak VOLCANIC
ROCK
-Upon excavation, dismtegrates to Sandy CLAY;
with fragments of hydrothermally-altered andesite
lahar-breccia
Weafliered and fractured, reddish-brown to olive,
weak VOLCANIC ROCK; upon excavation,
disintegrates to 2-4" chunks of andesite
lahar-breccia, with clay-lined joints
TRENCH TERMINATED AT 25 FEET
Figure A-6, Log of Trench T 6 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
@ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE I ... UATER TABLE OR SEEPAGE
11,^°° °^ SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CS a -i a X H H -J
SOIL
CLASS
(USCS)
TRENCH T 7
ELEV. (MSL.) 345
EQUIPMENT
DATE COMPLETED 10/8/99
CAT 350 30" BUCKET
H
<i:£\ (0, z^ u.
Q
uS
H^
MATERIAL DESCRIPTION
- 2 -
- 4 -
6
8
h 10
12 -
V'
•n SM
COLLUVIUM
Loose, dry, medium brown, very SUty, GraveUy
fine SAND
hi,
ii hi,
ii hi,
h
ii hi.
ii hi.
«i hi.
ii hi.
ii hi. v^ ii hi, v^ il hi.
SANTIAGO PEAK VOLCANICS
Very fractored, weafliered, U^t reddish-brown,
Sttong VOLCANIC ROCK
-Lahar-brecda andesite excavates to 1-4" chunks
-Jomts: N75W, 60S
-Becomes less fractored, excavates 6-12" chunks
TRENCH TERMINATED AT 13 FEET
NEAR-REFUSAL
Figure A-7, Log of Trench T 7 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL C
@ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST •
CHUNK SAMPLE X
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING QR 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
DEPTH
IN
FEET
TRENCH T 8
ELEV. (MSL.) 455
EQUIPMENT
DATE COMPLETED 10/11/99
CAT 350 30" BUCKET
§u-
pz
^Ur^ U^u 0,w
H-gu^ go
UJ-J
H Li
•O
U
- 0
T8-1
- 2 -
- 4 -
6
8
- 10
- 12 -
- 14 -
MATERIAL DES(3UPTI0N
CL COLLUVIUM
Stiff, moist reddish-brown, very GraveUy, Sandy
SANTIAGO PEAK VOLCANICS
Very fractured, weathered, reddish-brown, weak
VOLCANIC ROCK
-Andesitic, witii 1/4" clay seams along
jomt-fractures spaced, l"-6" apart
-HydrothermaUy altered, with pseudomorphic and
fine pyrite
-Jomts: N35W, 70SW
N40E,75SE
-Becomes Ught gray-olive, strong, with jomts 6"-J-
spacing
TRENCH TERMINATED AT 15 FEET
REFUSAL
Figure A-8, Log of Trench T 8 TORGE
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C...
@ ... DISTURBED OR BAG SAMPLE B ...
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES."
PROJECT NO. 06105-12-01
DEPTH
IN
FEET'
SAMPLE
NO.
>-CD O -J
a
X H H
SOIL
CUSS
(USCS)
TRENCH T 9
ELEV. (MSL.) 490
EQUIPMENT
_DATE COMPLETED 10/11/99
CAT 350 30" BUCKET
la •
>•
fi-lu:
Uf^s
u^5
S|
gz
u
- 0 MATERIAL DESCRIPTION
- 2 -
4 -
- 6 -
ii hi.
ii hi,
ii hi,
lv ^ ii hi,
ii hi,
lv ^ ii hi,
IV ^
ii hi.
SC TOPSOIL
Loose, dry, dark reddish-brown, GraveUy, Cl^^ey
SAND
SANTIAGO PEAK VOLCANlCS
SUghtiy weafliered, fractore, reddish-brown to
oUve, Sttong VOLCANIC ROCK
-Jomts: N50W, 25S, l"-6" spacmg
NlOW, 80E
-Becomes less fractured, 12"-1- spacing, oUve-gray
andesite lahar breccia
TRENCH TERMINATED AT 7.5 FEET
REFUSAL
Figure A-9, Log of Trench T 9 TORGE
SAMPLESYMBOLS • ... SAMPLING UNSUCCESSFUL C...
^ ... DISTURBED OR BAG SAMPLE B ...
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AHD AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CD O -J o X I-H
SOIL
cuss
(USCS)
TRENCH T 10
ELEV, (MSL,) 520
EQUIPMENT
DATE COMPLETED 10/11/99
CAT 350 30" BUCKET
SUJ—
S|H fi-
gu^
ft:' a
ujij
al
•o u
- 0 MATERIAL DESCRIPTION
- 2 -
- 4
6 -
8 -
10 -
12
14 -
16 -
18
20
^>i
V.
hi. r
hi, r <
hi. r ,
^t
il hi,
v^ , ii hi,
v^ -I hi, v^ il hi,
v^ 1 il hi,
V/ T"" •< il hi^
V^ ii hi.
v^ 1 ii hi,
v^ 1 il hi,
v^ , il hi,
v^ , il hi,
v^ 1 >i hi,
ii h/
V ^ >i hi v^ ii hi
SC COLLUVIUM
Stiff, dark reddish-brown, GraveUy, very Clayey
SAND
-Very hregular contact ^
SANTIAGO PEAK VOLCANICS
Very weathered, reddish-brown to olive, weak
VOLCANIC ROCK; mixed witii granitic rock
-With clay seams along fractures spaced 1/2" to 3"
q>art
-Jomts: NSOW, SOSW
N40E, 75SE
-Becomes stronger, but stUl highly fractored
(dikes, medium gray tonaUtes?)
TRENCH TERMINATED AT 20 FEET
Figure A-10, Log of Trench T 10 TORGE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST
DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
• ... DRIVE SAMPLE (UNDISTURBED)
3C ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CS a _i o
X I-H -I
SOIL
CLASS
(USCS)
TRENCH T 11
ELEV. (MSL.) 564
EQUIPMENT
DATE COMPLETED 10/11/99
CAT 350 30" BUCKET
jUJ'
^5
UJ
gu:
a
uc
gz
u
- 0 MATERIAL DESCRIPTION
- 4 -
6 -
8 -
10 -
12
SM
7?^ ii hi.
ii hi,
ii hi.
s/ ^ ii hi,
ii hi,
ii hi,
il hi,
>i hi, v^
il hi,
ii hi,
v^ il hi, s/h ii hi, v^ i h/
^ TOPSOIL
\ Loose, diy, daric brown, GraveUy, SUty SAND
SANTIAGO PEAK VOLCANIJX
Weathered and fractured, humid, oUve to
red-brown, moderately strong VOLCANIC ROCK
-Jomts: N45W, 75SW
N60E, 80SE
-Becomes stronger, with jomts spaced 12"-h-
TRENCH TERMINATED AT 12 FEET
REFUSAL
Figure A-11, Log of Trench T 11 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ...
@ ... DISTURBED OR BAG SAMPLE B ...
STANDARD PENETRATION TEST
CHUNK SAMPLE JL..
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>" C9 O -I O X H H
SOIL
CUSS
(USCS)
TRENCH T 12
ELEV. (MSL.) 360
EQUIPMENT
DATE COMPLETED 10/11/99
CAT 350 30" BUCKET ^»3
H-gul go
a
u5
H UJ
-o o
- 0
- 2 -
- 4 -
6 -
8 -
MATERLAL DESCRIPTION
^ hi, vT" il hi,
v^ il hi.
^ hiJ
V ^ ii hi-
v^ ii hi, v^ ii h
SM
ALLUVIUM
Loose, humid, dark gray-brown, GraveUy, SUty
SAND
-With some clay, burrows, voids •_
SANTIAGO PEAK VOLCANICS
Fractored, sUghtiy weafliered, brown to olive,
moderately sttong VOLCANIC ROCK; andesite
flow with fractures 2"-12" apart
Jomts: N-5, 70E
N40W, 35SW
N45W, 50NE
-Becomes much sttonger, less fractured (> 12")
TRENCH TERMINATED AT 9 FEET
NEAR REFUSAL
Figure A-12, Log of Trench T 12 TORGE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E
DISTURBED OR BAG SAMPLE B
STANDARD PENETRATIOM TEST
CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>•
CO o -1 a
H -I
SOIL
cuss
(USCS)
TRENCH T13
ELEV. (MSL.) 398 DATE COMPLETED . 10/11/99
EQUIPMENT CAT 350 30" BUCKET
H^H
0)
fi-
gu^
go
a
u^
OjZ
H .UJ
gs
0
2
- 4 -
- 6 -
- 8 -
,10 -
h 12 -
14 -
16 -
18 -
20
MATERIAL DESCRIPTION
iii
+ +
• +
+ 4-• + + +
• -f-+ +
• -H
+ -1-• +
+ -I-• + + +
• -t-+ + + + • -t-
+ -1-
• -f- •
+ -h
• -i- • + + - + ^ + + • -1- • + + • + • + +
SM COIXUVIUM
Loose, humid, dark brown, GraveUy, SUty coarse
SAND
ESCONDIDO CREEK GRANODIORITE
Very weafliered, fractored, U^t brown to reddish
brown, weak GRANITIC ROCK.
-Jomts: NlOE, 70E
N75W, 40SW
-Becomes sttonger, fractures >6" apart and sU^tiy
weathered
TRENCH TERMDMATED AT 20 FEET
NEAR-REFUSAL
Figure A-13, Log of Trench T 13 TORGE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST •
^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE Z
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
-HO.
CS o -J o
X
SOIL
CUSS
(USCS)
TRENCH T 14
ELEV. (MSL.) 406
EQUIPMENT
DATE COMPLETED 10/11/99
CAT 350 30" BUCKET
QU-
HgH
UI
U;
5-
fi-
gul go*
Q
u8
ft:^
Ht
•o
CJ MATERLVL DESCRIPTION
- 2 -
- 4 -
- 8 -
- 10
tfl 1 + -h • -f- •
+ -t-
+ + • + • + + • -h •
+ -I-• + • + + • + •
SM TOPSOBL
Loose, dry, daik brown, GraveUy, SUty, coarse
SAND
ESCONDIDO CREEK CatANODIORTTE
Very fractored, weathered, Ught reddish-brown,
moderatdy strong GRANITIC ROCK, with
jomt-fractures spaced 2-6" apart
TRENCH TERMINATED AT 10 FEET
Figure A-14, Log of Trench T 14 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... UATER TABLE OR SEEPAGE
MOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CS o -I o X H H
SOIL
CLASS
(USCS)
TRENCH T 15
ELEV. (MSL.) 457
EQUIPMENT
DATE COMPLETED 10/11/99
CAT 350 30" BUCKET
«g
Uri
gu^ go
a
PI-
CO Ul
•o u
MATERIAL DESCRIPTION
- 2 -
- 4 -
- 6 -
8 -
- 10
4- + • + • + + • + • + + • + •
• + •
+ 4-
• 4- •
4- 4-
• 4- •
4- 4-
• 4- •
4- 4-
SM TOPSOIL
\ Loose, dry, dark bro-wn, SUty, medium SAND
ESCONDIDO CREEK GRANODIORITE
Fractored, sUghtiy weathered, fight brown, very
sttong GRANmC ROCK
-Becomes less fractured (>6" spacing)
TRENCH TERMINATED AT 10 FEET
REFUSAL
Figure A-15, Log of Trench T 15 TORGE
• SAMPLE SYMBOLS ° "'' ^'^"''"'''^ UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E
B
.. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE I ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
.DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.'
06105-12-04 THE OAKS 10/08/99
ELEVATION 420 FEET
(D
a. LU Q
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
55.0
60.0
Marginal to
Non-
Rippable J'^PPaWe Non-Rippable
AIR TRACK
BORING AT-17
i
10 20 30 40 50 60 70 80
DRILL RATE (seconds per fbot)
GBOCON
I w e o X p o B A 91 a
90 100 110
06105-12-01 TSB OAKS MB RIOGB.xll FIGURE A-16
06105-12-04 THE OAKS 10/08/99
ELEVATION 375 FEET
AIR TRACK
BORING AT-18
Rippable I"PP"*»'e Non-Rippable
Marginal to
Non-
(U
X
I-
Q. UJ Q
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35,0
40.0
45.0
50.0
55.0
60.0
GEOCON
1 a go Kro »ATBB
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06105-12-01 TBB OAKS AND RIOGB.xls FIGURE A-17
06105-12-04 THE OAKS 10/08/99
ELEVATION 480 FEET
0)
S
X H Q. LU
Q
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
55.0
60.0
Marginal to
Non-
Rippable ^PPable Non-Rippable
AIR TRACK
BORING AT-19
GBOCON
iMsoaroaATis
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds perfoot)
06105-12-01 THB OAKS ASD RIDGE.xls FIGURE A-18
06105-12-04 THE OAKS 10/08/99
ELEVATION 420 FEET
0)
a,
X
m a
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35,0
40.0
45.0
50.0
55.0
60.0
AIR TRACK
BORING AT-20
Rippable ^^PP*'''" Non-Rippable
Marginal to
Non-
10 20 30 40 50 60 70 80
DRILL RATE (seconds perfoot)
GBOCON
lasoaraaATiB
90 100 110
06105-12-01 THB CAKS AND RIDSB.xls FIGURE A-19
06105-12-04 THE OAKS 10/08/99
ELEVATION 490 FEET
(U
a. Oi
Q
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
55.0
60.0
Marginal to
Non-
AIR TRACK
BORING AT-21
Rippable ^^PP^ble Non-Rippable
10 20 30 40 50 60 70 80
DRILL RATE (seconds per foot)
GBOCON
I» a o a r o a A T • s
90 100 110
06103-12-01 THE OAICS AMD UDGB.XlS FIGURE A-20
06105-12-04 THE OAKS 10/08/99
ELEVATION 490 FEET
0.0
0)
a
X
I-
Q. UJ O
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
55.0
60.0
Marginal to
Non-
AIR TRACK
BORING AT-22
Rippable ^PP"'''« Non-Rippable GBOCON
IXOO X V O BATIO
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06105-12-01 THB OAKS AND SIDGB.xla FIGURE A-21
06105-12-04 THE OAKS 10/08/99
ELEVATION 500 FEET
0.0
5.0
10.0 i
0}
D.
UJ
Q
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
55.0
60.0
AIR TRACK
BORING AT-23
Rippable '*'PP»'»'« Non-Rippable
Marginal to
Non-
10 20 30 40 50 60 70 80
DRILL RATE (seconds perfoot)
GEOCON
i>oaaroaATas
90 100 110
OSlOS-12-01 THB OAKS AND RIDGE.xia FIGURE A-22
06105-12-04 THE OAKS IO/IL'99
ELEVATION 345 FEET
<u
X h-Q. UJ Q
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
55.0
60.0
AIR TRACK
BORING AT-24
Rippable R»PP«'>'e Non-Rippable
Marginal to
Non-
10 20 30 40 . 50 60 70 80
DRILL RATE (seconds per foot)
GEOCON
IM o o a r o a AI • D
90 100 110
06105-12-01 THE OAKS AND RIDSE.Xia
FIGURE A-23
06105-12-04 THE OAKS 10/11/99
ELEVATION 490 FEET
Marginal to
Non-
Rippable Rippable Non-Rlppable
AIR TRACK
BORING AT-25
0.0
5.0
0)
X
I-
Q. Ul
Q
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
55.0
60.0
10 20 30 40 50 60 70 80
DRILL RATE (seconds perfoot)
GEOCON
laooaroaAiaa
90 100 110
06105-12-01 THE OAKS AMD RIOGB.Xla FIGURE A-24
06105-12-04 THE OAKS 10/11/99
ELEVATION 565 FEET
03
a.
UJ Q
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
55.0
60.0
AIR TRACK
BORING AT-26
Rippable RiPPable Non-Rippable
Marginal to
Non-
GBOCON
I M 0 O X P O H A T1 a
0 10 20 30 40 50 60 70 80 90 IOC 110
DRILL RATE (seconds per foot)
06105-12-01 THE OAKS ANO RIDGE.xls
FIGURE A-25
06105-12-04 THE OAKS 10/11/99
ELEVATION 415 FEET
(U
X
I-
0.
UJ
Q
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
55.0
60.0 •
AIR TRACK
BORING AT-27
Rippable J^PP«ble Non-Rippable
Marginal to
Non-
GEOCON
mooapoRATas
10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06105-12-01 THE OAKS AND RIDGB.xla
FIGURE A-26
06105-12-04 THE OAKS
a, . AIR TRACK Marginal to r^^^.m,^ ....... jj,n. BORING AT-28
Rippable ^^PP^ble Non-Rippable
0)
X I-£L Ul Q
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
55.0 •
60.0
10/11/99
ELEVATION 402 FEET
10 20 30 40 50 60 70 80
DRILL RATE (seconds per foot)
GBOCON
XNOOXPORATIO
90 100 110
06105-12-01 THE OAKS AND RIDGE.xls
FIGURE A-27
06105-12-04 THE OAKS 10/11/99
ELEVATION 465 FEET
0)
QL
Ul Q
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
55.0
60.0
„ . AIR TRACK Marginal to r»i-»«iM.^ .n-Non. BORING AT-29
Rippable ^PPable Non-Rippable
10 20 30 40 50 60 70 80
DRILL RATE (seconds perfoot)
GEOCON
laooaroaATas
90 100 110
06105-12-01 THB OAKS AND RDDGB.xls
FIGURE A-28
APPENDIX ^
APPENDIXB
LABORATORYTESTING
Laboratory tests were performed m accordance witii generally accepted test metiiods oftiie American
Society for Testing and Materials (ASTM) or otiier suggested procedures. Selected soU sample
tested for expansion potentials. ies were
The results of our laboratory tests are presented as follows m Table B-L
TABLE B-l
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
Sample
No.
Moisture Content Dry Density
pcf)
Expansion
Index Classification
Sample
No. Before Test
(%)
After Test
(%)
Dry Density
pcf)
Expansion
Index Classification
T5-1 11.7 24.4 104.7 31 Low
T5-2 10.4 24.8 108.6 51 Medium
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
ProjectNo. 06105-12-04 August 3,2001
APPENDIX
APPENDIXC
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 (PROJECT NO. 04367-04-02)
FOR
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
PROJECT NO. 06105-12-04
January 8, 1990
FILE MO. D-4367-402
4
=igure A-l Log of Test Boring SB 1, page 1 of 1 LCSE
SAMPLE SYMBOLS ""SUCCESSFUL
DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST • ..
0 ... CHUHIC SAMPLE I ..
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
1".TJ-°,':.5 SUBSURFACE CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
0
2
- 4 -
- 6 -
8 -
10 -
12
SAMPLE
NO.
SB2-1
SB2-2
SB2-3
SOIL
CU^S
CUSCS)
SC
GC
BORING SB 2
ELEVATION 329 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
MATERIAL DESCRIPTION
ALUJVIUM
Medium dense, moist, red brown. Clayey SAND, with some sUt
Gravel encountered at 8 feet
BONSALL TONALITE
Very dense, orange to brown, GraveUy
Clayey SAND, moderately weathered
GRANmC BEDROCK
BORING TERM1NATE£> AT 12 fEET
(REFUSAL DUE TO BEDROCK)
(0 H 3
15
20
gcj
Q
119.4
109.1
Tr53
iuJ5
2§
7.8
20.1
Figure A-2 Log of Test Boring SB 2, page 1 of 1 LCSE
SAMPLE SYMBOLS ^'^^^^^^ UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE CUNDISTURBED)
DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
°^ SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> (9 O -J O
z
H -I
SOIL
CLASS
CUSCS)
BORING SB 3
ELEVATION 331 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
Ul o z <I
go
>i
a
I2i
•o
- 6 -
SB3-1
SB3-2
SC
SM
MATERIAL DESCRIPTION
ALLUVIUM
Medium dense, red-brown, damp to moist.
Clayey SAND, with some sUt and gravels '
Medium to high frequency of gravels
encountered at 2 feet
BONSALL TONALIEE
Very dense, Ught brown, GraveUy, SUty
SAND, moderately weathered GRANITIC BEDROCK
26 125.4
BORING TERMINATED AT 7 FEET
igure A-3 Log of Test Boring SB 3, page 1 of 1
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B ... STANDARD PENEI
10.5
LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST •... DRIVE SAMPLE CUNDISTURBED)
' ^ ••• DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE g... UATER TABLE OR SEEPAGE
n"AT=°,°«n°,'!..T"~ CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. -
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
- 0
- 2
- 4
- 6 -
8 -
10 -
12 -
14 -
16
SAMPLE
NO.
SB4-1
SB4-2
SB4-3
I
SB4-4 1'^
SOIL
CLASS
CUSCS)
SP
GP
GM
BORING SB 4
ELEVATION 326 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRELLRTG
ALLUVIUM
Loose, saturated, dark brown SAND.
with some sUt
Medium dense to dense, saturated, dark gray-brown, GraveUy SAND, with some
silt
BONSALL TONALITE
Very dense, saturated, gray-brown,
GraveUy Silty SAND, moderately
weathered GRANITIC BEDROCK
Drill rate=l foot/5- minute
ttl
|x
So
ttl sj
—-
50/iG"
go
119.0
mi
50/7"
UJ><
.H
16.2
24T
BORING TERMINATED AT 16 FEET
Figure A-4 Log of Test Boring SB 4, page 1 of 1 LCSE
SAMPLE SYMBOLS "* s*"''^^'^° UNSUCCESSFUL E ... STANDARD PENETRATION TEST
S ... DISTURBED OR BAG SAMPLE 0... CHUNK SAMPLE
.. ORIVE SAMPLE CUNDISTURBED)
.. UATER TABLE OR SEEPAGE
°^ SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
ALLUVIUM .
Loose, sUghtiy moist to very moist,
gray-brown, Sandy SILT, with some
gravel, Uttle recovery
Medium gravel encountered at 4 feet
Medium de3ise,'very moisC rell-brown,"
Clayey SAND, with medium gravel
DELMAR FORMATION
Stiff, very moist, greeiush brown with orange, SUty CLAY, very plastic, highly weathered
Very stiff, occasional gravel at 13 feet
Very stiff, very moist, gray-green,
SUty CLAY, with some gravel
Hard, sUghtiy weatiiered at 18 feet
11
"nr
IT
"50/7"
50/4"
83.9
110.8
rT9T
124.1
BORING TERMINATED AT 25 FEET
Figure A-5 Log of Test Boring SB 5, page 1 of 1 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE CUNDISTURBED)
S ... DISTURBED OR BAG SAMPLE 0... CHUNK SAMPLE I... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
BORING SB 6
ELEVATION 265 _DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
S ttl
M y ^
ALLUVIUM
Stiff, red-brown, moist to very moist,
Sandy CLAY, trace gravel^
Light brown, very moist to saturated, Siltv CLAY
Medium gravel encountered at 8 feet
DELMAR FORMATION
Very stiff, Ught gray-green with orange,
very moist to saturated, Silty CLAY, witii
trace gravel, highly weathered
Tan to Ught green-gray, moist, SUty
CLAY, with fine to medium sand,
moderately weathered
Large, fresh boulder encountered
at 17 feet, no advance
BORING TERMINATED AT 17..^ fEET
"ZT
5075^
g' O
109.2
UJS h
20.9
TTTT T5X
TZ5"
igure A-6 Log of Test Boring SB 6, page 1 of 1 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST •
0 ... CHUNK SAMPLE I
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
l".rJ'°L°,'!..l^^^"'"''^'^^ CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE HO. D-4367-402
BORING LB 1
ELEVATION 263 _DATE COMPLETED 9/28/89
EQUIPMENT 30" BUCKET DRILL
ttl
n m 3
§«:
go
a
2t
n IU
'O
u MATEIUAL DESCRIPTION
TERRACE DEPOSIT
Loose, moist, dark reddish-brown, very
Qayey, Pebbly SAND
123.1 10.8
3 inch thick dark brown, sUty sand with
carbon and ancient topsoU near horizontal
bed at 15 feet
Becomes saturated at 17 feet
Strong seepage
Very irregular, but sharp depositional
contact; channel scour
SANTTAGO PEAK VOLCANICS
Hard, wet, Ught brown, mottied white, brown,
altered andesitic VOLCANIC ROCK: random
fracturing abundant;
Hydrothermal alteration of rock to a Sandy CLAY
Becomes very hard at 27 feet
112.1
igure A-7 Log of Test Boring LB 1, page 1 of 2
19.1
TTT
LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0 ,
STANOARO PENETRATION TEST I
CHUNK SAMPLE 3E1
DRIVE SANPLE CUNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG QF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o -J o
fE
H -I
SOIL
CUSS
(USCS)
BORING LB 1
ELEVATION 263 DATE COMPLETED 9/28/89
JbURlNG I'LRMINATED Ai iU t-kE'l
Ul
JT tn
M
"3
go
gd
iu5
« ?
Figure A-8 Log of Test Boring LB 1, page 2 of 2 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST • ... DRIVE SAMPLE CUNDISTURBED)
CHUNK SAMPLE X... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE HO. D-4367-402
- 0
DEPTH
IN
FEET
- 2 -
- 4 -
- 6 -
- 8 -
- 10 -
12 -
14 -
16 -
18 -
20
22
24 -
26 -
- 28 -
SAMPLE
NO.
a > m a 1-o <t -1 3
o C
z z K 3 H a -1 a a
LB2-1
LB2-4
SOIL
CUSS
CUSCS)
CL-SC
BORING LB 2
ELEVATION 274 DATE COMPLETED 9/28/89
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Stiff, damp, reddish-brown, very Sandy-
GraveUy CLAY
Remolded clay seam 3 inch-8 inch; NlOE,
lOSE; wet, plastic, Ught green-tan at
14.5 feet
Soft, moisf-wet, Tight'green,'mottled with" red-tan, Sandy CLAY: highly fractured witii
remolded seams
Remolded clay seam 1/8 inch-1/2 inch
tiiick N70E, 8S; Ught green-tan wet,
plastic, slickensided at 17 feet
Remolded clay seam; E-W, 5S; 1/8 inch-
1/4 inch thick, wet, sUckensided
(Base-Of-SUde) at 20 feet
ALLUVTUM
Dense, moist, mottied tan-red, very
Clayey-GraveUy SAND
Irregular depositional contact
SANTTAGO PEAK VOLCANICS
Dense, wet, mottled red-brown, altered-
weathered andesitic VOLCANIC ROCK;
highly fractured (random)
Seepage
BORING TERMINATED AT 30 FEET
IU
zl
So
UJ d
•igure A-9 Log of Test Boring LB 2, page 1 of 1
>-
?«:
UJ,
114.6
ujb
2S
16.3
TTTIS:
125.6 13.0
LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST I ...
0 ... CHUNK SAMPLE X ...
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o
_j o z I-H -I
SOIL
CUSS
CUSCS)
BORING LB 3
ELEVATTON 298 DATE COMPLETED 9/29/89
EQUIPMENT 30" BUCKET DRILL
ttl
(0
i
n
ttl m
go-
vs
a
ujb
h
u
0
2 H
4
h 6
8
- 10
- 12
14 -\
16
18 -
20 -
22 -
24 -
26 -
I- 28 -
LB3-1
LB3-2
MATEIUAL DESCRIPTION
SC-GC
LANDSLIDE DEBRIS
Loose, damp, dark reddish-brown Clayey-
Sandy COBBLE-GRAVEL-
_ 3
12 inch thick sandy clay layer; irregular-
indistinct bedding from 14-16 feet
Very irregular contact with some (1/2-
1 inch) white wet clay at base
SANTIAGO PEAK VOLCANICS
Very dense, moist, white-tan-red
mottied, very altered, weathered
andesitic VOLCANIC ROCK: sheet
fractures 1/4 inch-1 inch apart
at N45W, 60SW, with random clay seams
116.3 10.8
Figure A-10 Log of Test Boring LB 3, page 1 of 2 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B^
^ ... DISTURBED OR BAG SAMPLE 0 ,
STANDARD PENETRATION TEST • ... DRIVE SAMPLE CUNDISTURBED)
CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT I.S NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER.LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
- 30
-•32
SAMPLE
NO.
SOIL
CUSS
CUSCS)
BORING LB 3
ELEVATTON 298 DATE COMPLETED 9/29/89
EQUIPMENT 30" BUCKET DRILL
MATERIAL DESCRIPTION
SANTIAGO PEAK VOLCANICS CON'T
BORING TERMINATED AT 32 FEET
(NEAR REFUSAL)
ttl o z <t I-n H (0 UJ
n» Ui
— w
Figure A-11 Log of Test Boring LB 3, page 2 of 2
Su:
g'
Q
gb
Mi
LCSE
A SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL
L S ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATIOH TEST •
0 ... CHUNK SAMPLE X
ORIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG QF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING QR TRFMPH rnriTrni. »i>n »T TUC
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE 0^yB1uR^^^T^SND?TI0NS AT^'^^^^^^^^^
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o o z H H -I
SOIL
CUSS
CUSCS)
BORING LB 4
ELEVATION 279 DATE COMPLETED 9/29/89
EQUIPMENT 30" BUCKET DRILL
Pz
lU Q, IU
— w
go
mb
3
si • o u
- 0
- 2 -
- 4 -
- 6 -
- 8 -
- 10 -
- 12 -
14 -
16 -
18 -
20
LB4-1
^ig
^^g
^^g
»g
^ig
^^g
OM-GC!
CL
MATERIAL DESCRIPTION
LANDSLIDE DEBIUS
Loose, dry, dark brown, Clayey-Sandy
cobble-boulder GRAVELr ^some sUt
Irregular conract, with wet 1/4 - 1/2 inch
clay layer at base
Hard, moist, Ught tan mottied white-redr "
Sandy CLAY
Discontinuous remolded seam; nearly
horizontal, wet at 18.5 feet
_ 5
SANTIAGO PEAK VOLCANICS
Very dense, moist, light brown, mottied
with red, altered and weathered andesitic
VOLCANIC ROCK: random fracturing witii
clay seams.
BORING TERMINATED AT 20 FEET (NEAR REFUSAL)
123.9 13.5
Figure A-12 Log of Test Boring LB 4, page 1 of 1 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST I .,
DISTURBED OR BAG SAMPLE CHUNK SAMPLE
. DRIVE SAMPLE CUNDISTURBED)
. UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED, IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
'DEPTH
IN
FEET
SOIL
CUSS
CUSCS)
BORING LB 5
ELEVATION 297 DATE COMPLETED 9/29/89
EQUIPMENT 30" BUCKET DRILL
UJ
z^-1^
n 0)
M 3
Ul d g o
gd
Ujb
si
u
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
- 6 -
- 8 -
10 -
I- 12
14 -
I- '16 -
18 -
20
22 H
h 24
LB5-1
LB5-2
LB5-3
LANDSLIDE DEBRIS
Soft, wet, Ught tan-green, sandy
CLAY
Remolded clay seam, green, wet, N50W,
lONE; 1/4-1/2 inch tiiick at 3.5 feet
8-10 inch irregular, possible
disturbed transition from clay to
weathered formation (base-of-sUde)
at 7 feet
SANTTAGO PEAK VOLCANICS ~
Hard, moist, Ught-tan, mottled with green,
Sandy CLAY and highly weathered-altered
andesitic VOLCANIC ROCK: abundant, random
fractures and clay seams.
PUSH 1 111.5 17.9
123.9 13.1
SC
Transition from highly weathered to
hydrothermally altered rock
(6-8 inch) at 18 feet
Very dense,"moisl,"mottled" brown-green" " -red, hydrothennally altered and randomly fractured (1.4-2 inch spacing) andesitic
VOLCANIC ROCK
123.5-12.6
BORING TERMINATED AT 25 FEET
f
•igure A-13 Log of Test Boring LB 5, page 1 of 1 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE CUNDISTURBED)
0 ... CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE QF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
BORING LB 6
ELEVATION 282 DATE COMPLETED 10/2/89
EQUIPMENT 30" BUCKET DRILL
ttl
o,
«3 go
UJ
ttIb
o o
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Dense, damp, dark reddish-brown, very
Clayey, GraveUy fine SAND
125.9 10.8
Soft, wet, Ught green-white mottied
Sandy CLAY sUckensided fractures;
disturbed and remolded throughout at
low (<10 degrees) random incUnations, but
discontinuous
L Stiff, "moIst,~darir reSSiilT-Bfo wh'Sandy CLAY: with pebbles-mixed
Soft7 wetT Tight"green," fed-white
mottied, Silty-Sandy CLAY: sUckensided
fractures and clay seams are frequent but
randomly oriented and very disturbed
brecciated character
114.6 17.2
Remolded clay seams 1/8 inch to 1/2 inch
thick. N65W, 30NE; slickenside-striations
perpendicular to strike at 23 and 24 feet
114.0 17.0
Figure A-14 Log of Test Boring LB 6, page 1 of 2 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATIOH TEST •
S ... DISTURBED OR BAG SAMPLE 0... CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE HO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> ts o -I o z I-
H
-I
SOIL
CUSS
CUSCS)
BORING LB 6
ELEVATION 282 DATE COMPLETED 10/2/89
EQUIPMENT 30" BUCKET DRILL
z^^
go go
>
gd
>5
ttib
n ttl
• o o
- 30
32
34 -
- 36 -
- 38 -
LB6-5
- 40
I GC
SC
MATERLVL DESCRIPTION
SUtv-Sandv CLAY CON'T
Remolded clay seam; NlOW, lONE; 1/8
inch tiiick wet, green sUckensided
at 31.5 feet
Remolded clay seam; 1/2-2 inch thick,
gray, wet, sUckensided and nearly
horizontal (base-of-sUde) at 33.5 feet
ALLUVIUM ~
Dense, moist, Ught reddish-brown green
with gray Clayey-Sandy COBBLE-GRAVEL
Very hregular depositional contact;
old alluvium at 34.5 feet
SANIIA(50 PEAK VOLCANICS
Very dense, moist, Ught brown-red,
mottied, highly randomly fractured,
altered and weathered andesitic
VOLCANIC ROCK
BORING TERMINATED AT 40 FEET (NEAR REFUSAL)
124.6 11.7
Figure A-15 Log of Test Boring LB 6, page 2 of 2 LCSE
L SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
DISTURBED QR BAG SAMPLE
B... STANDARD PENETRATION TEST •
0 ... CHUNK SAMPLE X
.. ORIVE SAMPLE CUNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING QR TRENCH LOCATION AND AT THE
DATE IHDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
BORING LB 7
ELEVATION 515 DATE COMPLETED 10/2/89
EQUIPMENT 30" BUCKET DRILL
MATERIAL DESCRIPTION
UNDOCUMENTEDFILL
Soft, damp to dry, medium grey-green,
mottied with brown, Sandy Clav; some
cobble to boulder gravel and scattered
concrete chunks
Ul
zi-
tn n
gs
Irregular contact with/natural aUuvial
soils; roots, decayed vegetation, etc.
ALLUVIUM ~~
Soft, wet, dark brown, Sandy CLAY
Sharp, but irregular, depositional contact
into weathered formation.
SANTIAGO PEAK VOLCANICS
Dense, moist, Ught brown, mottied with tan
red, weathered fractured andesitic VOLCANIC ROCK
BORING TERMINATED AT 30 FEET
FCrSH i:'
>•
a-
go >i a: ^
111.3
gb
Oz
19.0
Figure A-16 Log of Test Boring LB 7, page 1 of 1 LCSE
SAMPLE SYMBOLS ^ '** ^'''-''^'^ UNSUCCESSFUL B ... STANDARD PENETRATION TEST
S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X..
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
""^^^ nir CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION ANO AT THE
DATE INDICATED. IT IS HOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o _i o z
50IL
CUSS
CUSCS)
TRENCH T 1
ELEVATION 373 _DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul "
Sg
go
gd
a
ttib
3
u
- 0 MATERIAL DESCRIPTION
2 -
4 -
6 -
8
SM TOPSOIL
Loose, dry, dark brown, SUty coarse
SAND, scattered rock
BONSALL TONALTIE
Very dense, damp, Ught reddish-brown randomly fractured weathered coarae coarse crystalline intrusive GRANITIC ROCK —————
Fault, N70W, 60NE; 1/2 mch-1 inch tiiick
dark gray clay gouge
TRENCH TERMINATED AT 8 FEET
Figure A-16, Log of Test Trench T 1 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ..
^ ... DISTURBED OR BAG SAMPLE 0 ..
STANDARD PENETRATION TEST I
CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
iDEPTH
IN
FEET
SAMPLE
NO.
> ta o -I o z I-
SOIL
CUSS
CUSCS)
TRENCH T 2
ELEVATION 474 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
5 Ul o g .
H « 1-I-<t K H UI
z ttJ
tn
s* o: *"
Q, *— w
gd
Q
I2S
2 -
4 -
»3g SC
MATEIUAL DESCRIPTION
TOPSOIL
Loose, damp, dark red-brown, Clayey-Rocky
fine SAND
BONSALL TONALTTE
Very dense, damp-moist, medium brown,
highly sheet-fractured weathered medium
crystalline intrusive GRANITIC ROCK
Jomts N50E, SOW, 2-6 inch spacing
at 4 feet
TRENCH TERMINATED AT 5 FEET
Figure A-17, Log of Test Trench T 2 LCSE
1 SAMPLE SYMBOLS ° - UNSUCCESSFUL
1 ^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
1... DRIVE SAMPLE CUNDISTURBED)
X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
'DEPTH
IN
FEET
SAMPLE
NO.
> a o -I o z I-M -1
SOIL
CUSS
CUSCS)
TRENCH T 3
ELEVATION 451 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
UJ
IN
ttl BC o
gd
•
|b
si
0
2 -j
MATERIAL DESCRIFnON
TOPSOIL
Loose, chy, dark brown, SUty-GraveUy fine SAND
BONSALL TONALITE ^~
Very dense, damp, Ught grayish-brown medium
crystalline mtrusive GRANITIC ROCK (few
fractures, blocky)
m "SM"
TRENCH TERMINATED AT 3 FEET
(REFUSAL)
Figure A-18, Log of Test Trench T 3 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATIOH TEST
CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o J o z h-H -i
SOIL
CUSS
CUSCS)
TRENCH T 4
ELEVATION '446 _DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
ttl
5'5:
ttl •— w
>
Su:
gd
>i
a
uib
' o u
- 0
- 2 -
4 -
MATEIUAL DESCRIPTION
SM ALLUVIUM
Loose, dry, dark brown, SUty-Rocky coarse SAND
BONSALL TONALTHE
Very dense, damp, Hght grayish-brown
medium crystalline intrusive GRANITIC
ROCK: random fracturing
TRENCH TERMINATED AT 5 FEET
(REFUSAL)
igure A-19, Log of Test Trench T 4 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B •
^ ... DISTURBED OR BAG SAMPLE 0,
STANDARD PENETRATION TEST I ... DRIVE SAMPLE CUNDISTURBED)
CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH.
IN
FEET
SAMPLE
NO.
> a o
o
H
SOIL
cuss
CUSCS)
TRENCH T 5
ELEVATION 515 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
og"
01 n Sg gs
>-
gd
>•£
•
mb
tn:
•o o
- 0
- 2
- 4
6
h 8
»g
MATERIAL DESCRIPTION
SC TOPSOIL
Loose, dry, dark red-brown, Clayey-Rocky
fine SAND
SANTIAGO PEAK VOLCANICS '
Very dense, moist, Ught brown-orange,
highly fractured andesitic VOLCANIC
ROCK; hydrothermal (araUUc) alteration
throughout; sheet-fracturing 1/4-1 inch
apart; N50W, 80SW; minor cross-fractures
N45E, 80SE
Fault; N40W, 40NE; 1/4-1/2 mch gouge,
normal. sUckensides; moist-wet
TRENCH TERMINATED AT 8 FEET
*T-5 is located 150-H downstream from the
southside of the La Costa Dam.
Figure A-20, Log of Test Trench T 5 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST I
0 ... CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
0
2 -I
4
SAMPLE
NO.
> a o -I o z H H -I
SOIL
CUSS
CUSCS)
TRENCH T 6
ELEVATION 577 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
TOPSOIL
Soft, dry, dark brown, Sandy-Rocky CLAY
SANTIAGO PEAK VOLCANICS
Very dense, damp, dark gray mottied with
brown, moderately fractured andesitic
VOLCANIC ROCK; fresh, unaltered, along
fractures; jomts 1 inch-3 inch apart,
N30E, vertical, cross fractures are N50W,
60NE with 2-4 inch spacing
TRENCH TERMINATED AT 5 FEET
1^ n 0)
I
to
cc o
— w
IU
Q a
a
mb
?!
«aj
"igure A-21, Log of Test Trench T 6 LCSE
1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0.
STANDARD PENETRATION TEST 1... DRIVE SAMPLE CUNDISTURBED)
CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE "
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
'DEPTH
IN
FEET
SAMPLE
NO.
8 -I o z I-
H J
SOIL
CUSS
CUSCS)
TRENCH T 7
ELEVATION 550 _DATE COMPLETED 9/14/89
EQUIPMENT JDS55 TRACK BACKHOE
z IU ""^
ttl n
s
SI;
ttl gOB
DL ^
>
gd
>i
a
gb
12m
•o o
- 0
2 -
4 -
6 -
h 8 -
MATERUL DESCRIPTION
SC SLOPEWASH
Loose, damp, dark brown, Qayey-Silty
fine SAND
BONSALL TONALITE
Very dense, moist, Ught brown, randomly
fractured, sUghtiy weathered mecUum
crystalUne intrusive GRANITIC ROCK
TRENCH TERMINATED AT 9 FEET
Figure A-22, Log of Test Trench T 7 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL . B
^ ... DISTURBED CR BAG SAMPLE 0
STANDARD PENETRATION TEST I ..
CHUNK SAMPLE X ..
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IM
FEET
SAMPLE
NO.
> a o J o z t-
H
-1
SOIL
CUSS
CUSCS)
TRENCH T 8
ELEVATION 510 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
z^^
2§
UJ ~ o
§«: gd
mb
tn
u
- 0 MATERIAL DESCRIPTION
2 -
4 -
SC ALLUVIUM
Loose, dry, dark reddish-brown, Clayey-
Rocky fine SAND
SANTIAGO PEAK VOLCANICS
Very dense, brownish gray to dark gray,
moderately randomly fractured andesitic
VOLCANIC ROCK: blocky fractures
TRENCH TERMINATED AT 5
(REFUSAL) FEET
"igure A-23, Log of Test Trench T 8 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST I ,
0 ... CHUNK SAMPLE X .
DRIVE SAMPLE CUNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LQG QF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
'DEPTH
IN
FEET
SAMPLE
NO.
> a o -I o z H H J
SOIL
CUSS
CUSCS)
TRENCH T 9
ELEVATION 496 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
z"^
IN
So
gs
>-
m
Q
O
Q
Uib
o^
- 0 MATERLAL DESCRIPTION
2 -
- 4 -
SC ALLUVIUM
Loose, dry, dark reddish-brown, Clayey-
Rocky fine SAND
SANTIAGO PEAK VOLCANICS
Very dense, Ught brown to dark gray,
moderately randomly fractured andesitic
VOLCANIC ROCK, blocky.
TRENCH TERMINATED AT 5 FEET
(REFUSAL)
r
=igure A-24, Log of Test Trench T 9 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
KO.
a >• UJ a 1-O <c -1 3
o D
z Z 1-3 H C Ot ta
SOIL
CUSS
CUSCS)
TRENCH TIO
ELEVATION 496 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
ttl
z^-
|N n«
So tn ttl st BC O •— w
>
gd
mb
iz
O
- 0
- 2 -
- 4 -
MATEIUAL DESCRIPTION
ALLUVIUH"
SC Loose, damp, dark reddish-brown, Clayey-Rocky fine SAND
SANTIAGO PEAK VOLCANICS
Very dense, damp, Ught brown-gray
moderately randomly fractured andesitic
tiiff-breccia VOLCANIC ROCK; some
weathering and argilUc alteration.
TRENCH TERMINATED AT 5 FEET
(NEAR REFUSAL)
Figure A-25, Log of Test Trench T 10 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
S ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST •
CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS HOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
0
2
SAMPLE
NO.
e > m 0 O « _l 3
o Q z z h-3 H a -1 te a
Tll-1
SOIL
cuss
CUSCS)
TRENCH T ll
ELEVATION 415 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
TOPSOIL
Loose, damp, dark reddish brown, very
Rocky-Clayey fine SAND -
Ul
z"-
s«
So
(0 M UJ m £ o *— w
SANTIAGO PEAK VOLCANICS
Very dense, damp, dark brown, to tan-
mottied, andesitic tuffaceous breccia
VOLCANIC RQCK-; moderately randomly
fractured, blocky, 6-10 inch fracture
spacing.
TRENCH TERMINATED AT 3.5 FEET
(REFUSAL) '
go
Q
gb
o^
Figure A-26, Log of Test Trench T 11 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
>-O o -I o z »-•
H
SOIL
CUSS
CUSCS)
TRENCH T12
ELEVATTON 320 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
IN
Sg
m TS S ffl — w
>
gd
a
mb h
iz
o
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
CL-GC SURFICIAL LANDSLIDE DEBRIS
Soft, moist, medium to dark reddish-brown,
very Rocky-Bouldery, Sandy CLAY
Very irregular contact
SANTTAGO PEAK VOLCANICS
Very dense, damp, brownish dark gray,
andesitic breccia VOLCANIC ROCK; sUght-
moderate fractured, blocky, 10-12 inch
fragments.
TRENCH TERMINATED 6 EEET
Figure A-27, Log of Test Trench T 12 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B..
^ ... DISTURBED OR BAG SAMPLE 0 ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CQNDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO. • >
s
J O Z I-H -i
SOIL
cuss
CUSCS)
TRENCH T13
ELEVATION 327 ,DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
1^ tn tn So tn T
m s
B o
gu:
gd >5
a
mb
tn Ul
• o o
- 0
- 2 H
- 4
6
h 8
10
»g
3$g
SC-GC
MATERIAL DESCRIPTION
ALLUVIUM
Loose, damp, dark reddish-brown, very
Bouldery-Clayey SAND: 6-12 inch
angular to subrounded boulders common.
Soft, wet, medium-Ught brown, Sandy-GraveUy CLAY
Medium dense, moist, Ught reddish-brown,
Clayey-Bouldery medium SAND
SANTIAGO PEAK VOLCANICS
Very dense, Ught reddish-brown,
weathered-altered, sheet fractured
(1-3 inch spacing) andesitic
VOLCANIC ROCK: sheet orientation;
N30E, 75SE.
TRENCH TERMDSTATED AT 11 FEET
(NEAR REFUSAL)
Figure A-28, Log of Test Trench T 13 LCSE
} SAMPLE SYMBOLS ° - ""SUCCESSFUL
1 ^ ... DISTURBED OR BAG SAMPLE
B...
0...
STANDARD PENETRATION
CHUNK SAMPLE
TEST 1.
X.
.. DRIVE
.. UATER
SAMPLE CUNDISTURBED)
TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
4 -
6 -
8 -
10
SAMPLE
NO.
T14-1
>• Q O -I O z t-
M
SOIL
CUSS
CUSCS)
CL
TRENCH T14
ELEVATION 325 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTTON
SURFICIAL LANDSLIDE DEBRIS Soft, moist, medium-dark reddish-brown
Sandy CLAY
Irregular, westward-incUned contact
SANTIAGO PEAK VOLCANICS —
Dense, moist, Ught reddish-brown,
mottied with green, aqua, andesitic
breccia VOLCANIC!: ROCTC; strong sheet
fracturmg at N45W, 60SW, witii
pseudomorphic pyrite and secondary copper
minerals (crysocoUa); strong hydrothermal
alteration (argiUic),
TRENCH TERMINATED AT 10 FEET
m
z"-
tn O
m *— w
H -
gu:
go
a
mb
2! «i i^
'•o
o
F'gm-e A-29, Log of Test Trench T 14
^1 SAMPLE SYMBOLS ^ UNSUCCESSFUL B ... STANDARD PENETRATION TEST
LCSE
. DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X..
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
""^^^ nlTc'"°,'!.n°,'; CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
FOEPTH
IN
FEET
SAMPLE
NO.
O o J o z I-
H
SOIL
GLASS
CUSCS)
TRENCH T15
ELEVATION 312 _DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
z"^
«»
Sg
go
fc-gu:
gd
gb
iz
2 -
4 -
6 -
8 -
10
12 -
14 -
MATERIA DESCRIPTION
CL
CL-GC
CL
SURFICIAL LANDSLIDE DEBRIS
Soft, moist, dark reddish-brown, Sandy-GraveUy CLAY
Soft, wet, Ught tan-oUve, 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)
DELMAR FORMATION ~ ~
Hard, moist, mottied red-oUve, Sandy-
Pebble CLAYSTONE
Small clasts of volcanic rock at 15 feet
TRENCH TERMINATED AT 15 FEET
Figure A-30, Log of Test Trench T 15 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ..
^... DISTURBED OR BAG SAMPLE 0 ..
STANOARD PENETRATION TEST I
CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
- 0
- 2 -
- 4 -
6 -
h 8
SAMPLE
HO.
> CJ o -1 o z
H
SOIL
CUSS
CUSCS)
GC
TRENCH T16
ELEVATION 303 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
MATEIUAL DESCRIPTION
'^URi-lCJAL LANDSLUDJb Dl-JBRJS
Loose^^ist, Ught brown, Qayey BOULDER -
CL-CH Soft, wet, Ught tan-green, Sandv"CLAY "'
with low-angle discontinuous sUckensided surfaces
Irregular, nearly horizontal surface
(base of sUde)
SANTTAGO PEAK VOLCANICS
Very dense, reddish brown, weathered
tuff-breccia VOLCANIC ROCK random
fractures witii Ught olive clay fUlings
TRENCH TERMINATED AT 8 FEET
(NEAR REFUSAL)
tn S tn
m m
g o
m,
Q
mb
3
cn m
Figure A-31, Log of Test Trench T 16 LCSE
SAMPLE SYMBOLS ^ ••• SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
I... DRIVE SAMPLE CUNDISTURBED)
X ... WATER TABLE OR SEEPAGE
1"»TJ"°»,5 SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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
SAMPLE
NQ.
>• a o -I o z H H
SOIL
CUSS
CUSCS)
TRENCH T17
ELEVATION 315 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
tti
««
tn'
as
>
fc-
gd
>i
a -
tni
EZ
- 0
h 2 -
4 -
- 6 -
- 8 -
- 10
CL
CL
"07
MATERIAL DESCRIPTION
SURWUAL LANUSUDii liEBRiS
Stiff, damp, dark brown, very Rocky CLAY
Irregular surface, generaUy inclined
southwestward
Stiff, moist, Ught oUve mottied red, Sandv CLAY
Remolded clay seam; N60W, 20SW (base of slide) 1/4-1/2 inch tiiick
DELMAR FORMATION
Hard, moist, medium-Ught olive, Sandy
CLAYSTONE fractured, witii random
sUckensided surfaces, blocky
TRENCH TERMINATED AT 10 FEET
igure A-32, Log of Test Trench T 17 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST 1.
0 ... CHUNK SAMPLE X.
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESEMTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE MO. D-4367-402
JEPTH
IN
FEET
SAMPLE
NO.
> O O -i o z I-
H
SOIL
CLASS
CUSCS)
TRENCH T18
ELEVATION 325 _DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul "
z^^ IN
Sg
go
> fc-
glL
go
>b
a
mb
3 Ho iz ^ o o
- 2 -I
- 4
- 6
- 8
»g
^-g
MATERL\L DESCRIPTION
SUIU-ICIAL LANDSLIDE DEBRJS
CL
"cr
Soft, damp, dark brown, Sandy-Rocky
CLAY
Irregular SW-inclined remolded clay seam
at base with calcium carbonate coatings
(base of sUde)
DELMAR FORMATION
Stiff, moist, brown, mottied oUve, sandy
CLAYSTONE
SANTIAGO PEAK VOLCANICS
Very dense, moist, Ught reddish-brown
mottied with green, altered andesitic
VOLCANIC ROCK hydrotiiiermally altered
with pseudomorphs of hematite after pyrite;
possible traces of secondary copper
minerals (malachite or crysocoUa);
sheeted fractures: N45W, 40SW, 1/4-1
inch apart.
TRENCH TERMINATED AT 9 FEET
Figure A-33, Log of Test Trench T 18 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
M... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST I.
0 ... CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION ANO AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE HO. D-4367-402
IJEPTH
IN
FEET
SAMPLE
NO.
O o -J o z
H
SOIL
CUSS
CUSCS)
TRENCH T 19
ELEVATION 300 _DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul "
IN n«
So m si a o
>
fc-
§.L
gd
>i
mb tt ^
o^
u
- 0
h 2 -j
4
6 -
8 -
h 10 -
12 -
14 -
MATERIAL DESCRIPTION
LANDSUDE DEBRIS
Stiff, damp, dark brown, Sandy-GraveUy
CLAY
CL
GC
MecUum-dense, damp, dark reddish-brown,
Clayey-Sandy cobble GRAVEL; most gravel
is subrounded andesitic volcanic rock up
to 8 inch cUameter
TRENCH TERMINATED AT 15 FEET
Figure A-34, Log of Test Trench T 19 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST • ... DRIVE SAMPLE CUNDISTURBED)
CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
s
J O Z »-
H -I
SOIL
CUSS
CUSCS)
TRENCH T20
ELEVATION " 307 _DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
tn tn
sg
m sj
>
fc-
Su:
gd
a
mb
K
z
tn Ul
- 0
h 2 -
4 -
- 6
- 8
- 10
»Sg 'A
^fig
^i5g
MATEIUAL DESCRIPTION
LANDSLIDE Di^RiS
CL Stiff, damp, dark brown, Sandy-Gravelly CLAY
Irregular westward-inclined contact
SANTIAGO PEAK VOLCANICS
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 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE X..
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO 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
UEPTH
IN
FEET
SAMPLE
NO.
> a o -J o
H -I
SOIL
CUSS
(USCS)
TRENCH T21
ELEVATION 291 _DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE So tn ^
m s
— w
m,
o
mb
m
• o o
0
2
4
6
8
MATERIAL DESCRIPTION
T21-1 CL SLOPEWASH
Stiff, damp, dark brown, Sandy-GraveUy
CLAY
"CH" Soft, wet, Ught green-tan, Sandy CLAY;
random oriented sUclcensided surfaces,
gypsum
(Irregular deposition contact inclined westward)
SANTIAGO PEAK VOLCANICS
Dense, moist-wet, Ught tan-reddish-
brown, highly fractured, altered, andesitic
VOLCANIC ROCK: randomly oriented
fractures.
TRENCH TERMINA.TED AT 9 FEET
Figure A-36, Log of Test Trench T 21 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
.. STANDARD PENETRATION TEST
.. CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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
SAMPLE
NO.
> a o -I o z
SOIL
cuss
CUSCS)
TRENCH T22
ELEVATION 278 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
S u -
m S o
in m d ttl g n
>
fc-
guj gd
tt ^
mb
tn m
• o u
0
2 -
1- 4 -
6 -
8
- 10
- 12
14
MATERIAL DESCRIPTION
m SC LANDSLIDE DEBRIS
Loose, damp, dark brown-gray, SUty-Clayey
fine SAND, some gravel -
GC
Loose, moist, Ught reddish-brown, CLAY
COBBLE
GRAVEL
GC
"CIT
Loose, wet, Ught oUve-tan, Clayey
COBBLE GRAVEL (cavmg)
Irregular contact on remolded clay seams
SANTTAGO PEAK VOLCAlSn[<:S
Hard, moist,Ught greenish-tan-gray,
Sandy CLAY. Highly fractured witii
random sUckensided clay seams of
weathered volcanic rock.
TRENCH TERMINATED AT 14 FEET
Figure A-37, Log of Test Trench T 22 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST I
CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NQ.
>• O O J o z
SOIL
CUSS
CUSCS)
TRENCH T23
ELEVATION 300 DATE COMPLETED 9/19/89
EQUIPMENT JD 555 TRACK BACKHOE
s« So tn T
m =i
>
fc-
gd
tt^
|b
iz *-o o
- 0
- 2 -
- 4 -
- 6 -
- 8
- 10
»g
MATERIAL DESCRIPTION
CL
LANDSLIDE DEBRIS
Soft, wet, Ught-medium reddish-brown
Sandy-Rocky CLAY
1/4 - 1/2 inch remolded clay seam
with irregular northward inclination
SANTTAGO PEAK VOLCANICS
Dense, moist, Ught tan-white-red
mottied, highly randomly fractured,
weathered and altered andesitic
VOLCANIC ROCK.
TRENCH TERMINATED AT 10 FEET
Figure A-38, Log of Test Trench T 23 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANOARD PENETRATION TEST •.
CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
I DEPTH
IN
FEET
SAMPLE
HO.
> a o -J o z H H
-1
SOIL
cuss
CUSCS)
TRENCH T24
ELEVATION 281 DATE COMPLETED 9/19/89
EQUIPMENT JD 555 TRACK BACKHOE
m'
\ tn
So tn
m E o
*— w
> -fc-§^
go
tt^
gb
«g
i^
O - 0
- 2 -
- 4 -
6 -
8 -
10 -
12 -
14 -
16 -
18
MATERIAL DESCRIPTION
CL
LC-SC
LANDSLIDE DEBRIS
Soft-stiff, moist-wet, dark reddish-brown
Sandy-Rocky CLAY
Very irregular westward-incUned contact
"CooseT weC Tigfit'tan-gfeen nibttleS,
Sandy-Rocky CLAY to very Clayey
SAND
Highly fractured slickensided zone 12 inches
plus thick; irregular, but incUned northward
10-20 degrees, wet to saturated, slight seepage
SANTTAGO PEAK VOLCANICS
Dense, moist-wet, light tan, mottied red,
green, highly weathered or altered andesitic
VOLCANIC ROCK: intense random fracturmg
TRENCH TERMINATED AT 18 FEET
Figure A-39, Log of Test Trench T 24 LCSE
1 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANOARD PENETRATION TEST I ..
CHUNK SAMPLE X ..
DRIVE SAMPLE CUNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS HOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T25
ELEVATION 305 _DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
m'
S«
S o m TS cc o
> fc-gu: gd
mb
h i *-o o
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Stiff, moist, dark reddish brown, Sandy-
GraveUy CLAY
Remolded clay seam, N30E, 20NW, 1/4-1/2
inch thick; base of slide '
TERRACE DEPOSIT"
Dense, moist, light reddish brown mottied
orange-tan, Qayey COBBLE BOULDER
GRAVEL:
clasts are angular to subrounded volcanics Becomes very dense, cemented
TRENCH TERMINATED AT 10.5 FEET
Figure A-40, Log of Test Trench T 25 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... CHUHK SAMPLE
ORIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LQG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NQ.
>-a o -I o z I-
SOIL
cuss
CUSCS)
TRENCH T26
ELEVATION 335 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
So-
gSg |g»
IL **• w
>
fc-
go
tt^
Q
mb
tn at
r z *-o
0
2
1-4-1
6
8 H
10
MATERIAL DESCRIPTION
SURFICIAL LANDSLIDE DEBRIS
Soft, wet, dark brown to reddish-brown
Boulder GraveUy CLAY; up to 3 foot
cUameter subrounded volcanic boulders-
cUsturbed matrix indicates debris-flow.
Very irregular contact against weathered
bedrock
SANTTAGO PEAK VOLCANICS
Dense, moist, oUve, mottied reddish-brown,
highly sheet-fractured andesitic VOLCANIC
ROCK. 1-2 inch spaced sheeted jointing at
N55W, 55SW; argUUc hydrothermal alteration
and weathering.
TRENCH TERMINATED AT 10 FEET
igure A-41, Log of Test Trench T 26 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST I ..
0 ... CHUNK SAMPLE X ..
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
iJEPTH
IH
FEET
SAMPLE
NO.
>-O o -I o z K H -1
SOIL
cuss
(USCS)
TRENCH T27
ELEVATION 337 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
u 1
IN
Sg
go
>
fc-
gd
Q
gb
si
*-o
- 0
-2-1
- 4
- 6
'A
'^<g
MATEIUAL DESCRIPTION
CL SURFICIAL LANDSLIDE DEBRIS
Soft, damp, dark brown, Sandy-GraveUy CLAY
CL-GC
Stiff, wet, UgUt brown, mottied orange,
Bouldery CLAY to Clayey BOULDER
GRAVEL:
bouldera up to 3 feet (Uameter.
TRENCH TERMINATED AT 7 FEET
(REFUSAL-OVERSIZE BOULDERS)
Figure A-42, Log of Test Trench T 27 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATIOH TEST
CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
§ -I O z J-
M
SOIL
CUSS
CUSCS)
TRENCH T 28
ELEVATION. 410 DATE COMPLETED 9/20/89
EQUIPMENT. JD 555 TRACK BACKHOE
tn
tn'
m in
>
fc-
gd
>£ tt^
Q
mb
3
«g
*-o
o
- 0
2 -
4 -
6 -
MATERIAL DESCRIPTION
CL SLOPEWASH
Stiff, moist, dark brown, very GraveUy-
Rocky Sandy CLAY
Very irregular depositional contact incUned southward
SANTIAGO PEAK VOLCANICS
Dense, moist, me(Uium redcUsh-brown very
fractured, weathered andesitic VOLCANIC
ROCK; random fractures 1-4 inch spacing
TRENCH TERMINATED AT 7 FEET
(NEAR REFUSAL)
J
Figure A-43, Log of Test Trench T 28 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST •
CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
IDEPTH
IN
FEET
SAMPLE
NO.
o o -I o z H H
SOIL
CUSS
CUSCS)
TRENCH T29
ELEVATION 450 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
tn tn
z«3 ggd
>
fc-
go
tt^
mb
o! i5 •o o
- 0 MATEIUAL DESCRIPTION
- 2 -
4 -
6 -
8 -
10
CL SLOPEWASH
Stiff, moist, dark brown. Gravelly
CLAY
Irregular depositional contact
CL SANTTAGO PEAK VOLCANICS
Dense, moist, Ught brown-orange,
very weathered, randomly fractured,
andesitic VOLCANIC ROCK; rock
decomposed and/or hydrothermaUy
altered throughout to a sandy clay
TRENCH TERMINATED AT 10 FEET
Figure A-44, Log of Test Trench T 29 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANOARD PENETRATION TEST I,
0 ... CHUNK SAMPLE X ,
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o
o
H -I
SOIL
CUSS
CUSCS)
TRENCH T30
ELEVATION 441 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul "
iH tn tn m
tn H m si K2
gd
tt^
mb
3
«g iz
^•O
o - 0 MATEIUAL DESCRIPTION
- 2 -
- 4 -
- 6 -
SC-CL
SLOPEWASH
Stiff, (Uy-damp, dark brown, very Clayey
fine SAND to Sandv CLAY
Becomes moist at 4 feet
Irregular depositional contact
SANTIAGO PEAK VOLCANICS
Very dense, moist, Ught brown-orange,
very weathered randomly fractured
andesitic VOLCANIC ROCK; 1-3 inch
spaced fractures
TRENCH TERMINATED AT 7 FEET
Figure A-45, Log of Test Trench T 30 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E .
^ ... DISTURBED OR BAG SAMPLE 0 .
.. STANDARD PENETRATION TEST DRIVE SAMPLE CUNDISTURBED)
.. CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CQNDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
FDEPTH
IN
FEET
SAMPLE
NO.
> a o J o z
H
SOIL
CUSS
(USCS)
TRENCH T31
ELEVATION 475 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE So m d
BC o >•
fc-
gu.-
gd
tt^
Q
mb
i2m
• o o
- 0 MATERIAL DESCRIPTION
- 2 -
4 -
6 -
8 -
SC-CL
SLOPEWASH
Stiff, damp, dark brown, very Clayey fine
SAND to Sandy CLAY
Becomes moist at 4 feet
Irregular depositional contact
CL SANTIAGO PEAK VOLCANICS
Dense, moist, Ught brown-orange, very
weathered, randomly fractured, andesitic
VOLCANIC ROCK; decomposed and/or
altered throughout to sandy clay
TRENCH TERMINATED AT 9 FEET
Figure A-46, Log of Test Trench T 31 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-4Q2
DEPTH
IN
FEET
SAMPLE
NO.
G9 G -1 O
z H H
SOIL
CUSS
CUSCS)
TRENCH T32
ELEVATION 422 _DATE COMPLETED 9/20/89
EQLTIPMENT JD 555 TRACK BACKHOE
Ul —
z^^ IN
tn g m s K5
>
gd
>i
tt^
Q
mb tt
OT
•o o
- 0 MATERIAL DESCRIPTTON
- 2 -
4 -
CL ALLUVIUM
Soft, damp, dark brown, Sandy CLAY
SANTIAGO PEAK VOLCANICS
Very dense, damp, dark gray-mottied
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 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE CUNDISTURBED)
0 ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AHD AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE HO. D-4367-402
IDEPTH
IN
FEET
SAMPLE
NO.
> a o _i o
f.
H
SOIL
CUSS
CUSCS)
TRENCH T33
ELEVATION 295 DATE COMPLETED 9/2/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul "
IN
Sg
go
fc-§«:
gd
tt^
mb tt^
!2S
• Q U
0
2
- 4 -
- 6 -
- 8 -
- 10 -
- 12 -
14
»g
^^g
jgfsg
^1g
MATEIUAL DESCRIPTION
GC
LANDSLIDE DEBRIS
Loose to me(Uum-dense, damp mecUum to dense,
mecUum to dark red(Ush brewn, 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 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO.BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
OEPTH
IN
FEET
SAMPLE
NO.
> a o
z
h-H -I
SOIL
CUSS
CUSCS)
TRENCH T34
ELEVATION 285 DATE COMPLETED 9/2/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
z^^
IN
Sg
go
>. fc-
^\
gd
tt^
m b tt^
2|
*-o o
- 0
2 -
4 -
h 6 -
8 -
10 -
12 -
14
'^1g
GC
I
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Loose, damp-moist,me<Uum to dark reddish-
brown Clayey, Sandy, COBBLE to BOULDER-
GRAVEL: disturbed, poorly sorted matrix
indicates a debris-flow.
Very irregular surface with 1/4-1/2 inch
wet remolded clay layer (discontinuous)
SANTIAGO PEAK VOLCANICS
Dense, moist, mottied red-brown-green,
highly fractured and altered andesitic
VOLCANIC ROCK
TRENCH TERMINATED AT 14 FEET
Figure A-49, Log of Test Trench T 34 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NQT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
>-a o -t o z I-
SOIL
cuss
CUSCS)
TRENCH T35
ELEVATTON "323 _DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
ttl
m in
«3 Sg m a. D
—* w
>
fc-
go
tt^
mb
tn at
•o o
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
- 6 -
8 -
10
12 -I
14
g^!5g
SM
GC
CL
TOPSOIL
Loose, dry, dark brown, SUty fine SAND.
some clay
SURFICIAL LANDSLIDE DEBRIS
Loose, damp, dark rediUsh-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 irregular southward-incUned contact
SANTTAGO 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 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST I ... ORIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> O o J o z H H -I
SOIL
CUSS
(USCS)
TRENCH T36
ELEVATION 333 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul "
^ H
tn
ntt" Q, —
>•
fc-
gu: go-vs
tt^
gb
«g
iz
^o u 0
2
4
6
8
MATEIUAL DESCRIPTION
SM TOPSOIL
Loose, dry, dark brown, SUty fme SAND.
some clay
SANTIAGO PEAK VOLCANICS
Dense, moist, motded red-brown, sheet-
fractured altered and weathered andesitic
VOLCANIC ROCK; highly sheet-fractures
at N55W, 60SW at 1/2-2 inch spacing;
argUUc-pyritic hydrothermal alteration
Fault, N30W. 60SW; 1/4-1/2 inch gray
clay goUge at 6 feet
TRENCH TERMINATED AT 8 FEET
"igure A-51, Log of Test Trench T 36 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST 1...
CHUNK SAMPLE X ...
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o .1 o z I-
H
SOIL
CLASS
(USCS)
TRENCH T37
ELEVATION 280 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
u'
Q,
n n
S o
— w
>
fc-
go
tt^
mb
3
«g
O^
o
MATEIUAL DESCRIPTION
- 2 -
- 4 -
- 6 -
8 -
10 -
12
CL
LANDSLIDE DEBRIS
Soft, moist, dark brown, mottied with
gray, Sandy CLAY
Cavmg; Standing water table (after 2 hours)
CL SANTIAGO PEAK VOLCANICS
Stiff-medium-hard, wet, Ught orange-red
mottied, highly weathered andesitic
VOLCANIC ROCK ; sUckensided random
fractures; rock is weathered to a sandy
clay
TRENCH TERMINATED AT 12 FEET (CAVING, WATER)
Figure A-52, Log of Test Trench T 37 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
O o -I o z I-
SOIL
CUSS
CUSCS)
TRENCH T38
ELEVATION 295 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
u
z"-
Ss
So m tt o
>-
fc-
gd
tt''
mb tt ^
OT iz
u
- 0 MATEIUAL DESCRIPTION
2 -
4 -
6 -
h 8 -
CL SLOPEWASH
Stiff, damp, dark brown, Sandy CLAY
CL
SANTIAGO PEAK VOLCANICS
Dense, moist, Ught brown-red mottied,
highly weathered andesitic VOLCANIC
ROCKT 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 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
S... DISTURBED OR BAG SAMPLE 0 .
STANDARD PENETRATION TEST • ... DRIVE SAMPLE CUNDISTURBED)
CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o -1 o z I-
H
SOIL
CUSS
(USCS)
TRENCH T39
ELEVATION 287 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul —
OT«
So
OT T m sj S o
>-
fc-
gd
gb
2i
' o o
- 0
- 2 -
- 4 -
6 -
8 -
10 -
12 -
14
»g
^1g
'A
MATEIUAL DESCRIPTTON
CL
ALLUVIUM
Soft, moist, dark brown, Sandy, Rocky
CLAY
Becomes wet at 5.5 feet
Irregular depositional contact
CL
SANTIAGO PEAK VOLCANICS
Soft, wet, Ught tan mottied with red,
highly weatiiered 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 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST I
0 ... CHUNK SAMPLE X
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o
o
fE
H -I
SOIL
cuss
(USCS)
TRENCH T40
ELEVATION 348 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
m
z^-
OT«
Sg
go
>
fc-
gd
tt^
mb tt^
26
•o o
- 0
2 -
- 4 -
MATERIAL DESCRIPTION
CL
ALLUVIUM
Soft, damp, dark brown, very Sandy, Rocky
CLAY: root voids common"
Irregular depositional contact
SANTIAGO PEAK VOLCANICS
Dense, damp, Ught reddish-brown, weathered
moderately fractured andesitic VOLCANIC
RQ£K; random jointing 1-6 inches apart
TRENCH TERMINATED AT 6 FEET
Figure A-55, Log of Test Trench T 40 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST I.
CHUNK SAMPLE X ,
ORIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
OEPTH
IN
FEET
SAMPLE
NO.
>• (S O -I o z I-
H
SOIL
CLASS
(USCS)
TRENCH T41
ELEVATION 286 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
IU —
Sg
fc-
§«:
go
tt ^
m b tt
• o o
- 0
2 -
4 -
6 -
- 8
- 10 -
- 12 -
14 -
h 16 -
^<g
^<g
MATEIUAL DESCRIPTION
CL
TERRACE DEPOSIT
Soft to stiff, moist, dark redcUsh-brown,
Sandy-GraveUy CLAY: imbricated gravel
(depositional)
CL-GC
Becomes very graveUy, with boulders at
13 feet
TRENCH TERMINATED AT 15.5 FEET
Figure A-56, Log of Test Trench T 41 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ..
^ ... DISTURBED OR BAG SAMPLE 0 ..
STANDARD PENETRATION TEST I ... DRIVE SAMPLE CUNDISTURBED)
CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWH HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS" NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> ts o -1 o z I-
H
-1
SOIL
CLASS
CUSCS)
TRENCH T42
ELEVATION 300 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
z Ul -
tn:
S'
Uli JU n; lu IL — w
fc-
««:
go
tt^
mb
3
2g
•o o
- 0 MATERIAL DESOUPTION
h 2 -
4 -
6 -
8 -
CL SLOPEWASH
Soft, moist, dark brown Sandy CLAY
Irregular depositional contact, mcUned
roughly westward
SANTIAGO PEAK VOLCANICS
Dense, moist, me(Uum-Ught reddish-brown,
highly random fractured and altered,
andesitic VOLCANIC ROCK
TRENCH TERMDSTATED AT 9 FEET
Figure A-57, Log of Test Trench T 42 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E,
^ ... DISTURBED OR BAG SAMPLE 0 ,
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CQNDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
>-a o -I o
5
SOIL
cuss
CUSCS)
TRENCH T43,
ELEVATION 287 _DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE OT
go
>-fc-
^u:
>5
tt'^
mb tt^
OTi
• O
u - 0 MATEIUAL DESCRIPTION
2 -
h 4 -
6 -
8 -
10 -
12 -
14
GC
TERRACE DEPOSIT
Dense, moist, Ught brown, very Clayey
PEBBLE-COBBLE GRAVEL, some sand
CL
Irregular, westward-incUned depositional
contact
DELMAR FORMATION
Very hard, moist, greenish-gray mottied
with reddish-brown very Sandy CLAYSTONE;
massive
"SC" Very dense, moist, greenish-gray Clayey coarse SANDSTONE
TRENCH TERMINATED AT 14 FEET
Figure A-58, Log of Test Trench T 43 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST I.
0 ... CHUNK SAMPLE X
.. DRIVE SAMPLE CUNDISTURBED)
.. UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
,DEPTH
IN
FEET
SAMPLE
NO.
>-a o J o
X
I-
SOIL
CUSS
CUSCS)
TRENCH T44
ELEVATION 265 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul —
IN tn Si
Sg
go
fc-
gd
>i
a
mb
sg
- 0
- 2 -
- 4 -
- 6 -
- 8
- 10
- 12
14
MATERIAL DESCRIPTION
SC-CL
ALLUVIUM
Loose, moist, dark reddish-brown, very
Clayey, Rocky-Bouldery SAND
Becomes wet at 10 feet
Irregular depositional contact
SANTIAGO PEAK VOLCAMCS
Dense, wet, Ught brown-tan, fractured, weathered, andesitic VOLCANIC ROCK
TRENCH TERMINATED AT 14 FEET
Figure A-59, Log of Test Trench T 44 LCSE
SAMPLE SYMBOLS •... SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST • ... DRIVE SAMPLE CUNDISTURBED)
CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
- 0
- 2
- 4 -
SAMPLE
NO.
> (9
3
H -1
SOIL
CUSS
CUSCS)
sc
SC-CL
TRENCH T45
ELEVATION 328 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
ALLUVIUM
Loose, damp, dark reddish-brown, Bouldery-GraveUy Clayey SAND
Irregular to "V" shaped channel-contact
SANTIAGO PEAK VOLCANICS
Dense, moist, Ught reddish-brOwn, very
weathered andesitic VOLCANIC ROCK:
altered and randomly fractured
TRENCH TERMD^ATED AT 5 FEET
at'
zL
SP
go
>
fc-
go-
tt^
mb
3
si
Figure A-60, Log of Test Trench T 45 LOSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
I... DRIVE SAMPLE (UNDISTURBED)
X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG QF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NQT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
- 2 -
- 4 -
- 6 -
- 8
SAMPLE
NQ.
> a o o z t-
H
-I
SOIL
cuss
CUSCS)
sc
SC-CL
TRENCH T46
ELEVATION 508 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
ALLUVIUM
Loose, damp to moist, dark reddish-brown very Clayey, GraveUy fine- SAND
Becomes wet at 6.5 feet
Irregular, but nearly horizontal,
depositional contact
SANTIAGO PEAK VOLCANICS
Dense, moist-wet, Ught brown, very
weatiiered andesitic VOLCANIC ROCK;
altered and randomly fractured '
TRENCH TERMINATED AT 8 FEET
Ul
ix
si m
>-
fc-zV go >5 tt^
m b tt ^
gg
iz
*-o
o
Figure A-61, Log of Test Trench T 46 LCSE
SAMPLE SYMBOLS '"^ ^^"'''-""^ UNSUCCESSFUL B ... STANDARD PENETRATION TEST I
X ' ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
l"lJ-°° SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
O o -I o z
M
SOIL
CUSS
CUSCS)
TRENCH T47
ELEVATION 494 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
ttl
ix
OTS
Sg m sj g D >•
fc-
gd >i tt ^
mb
• o u
MATEIUAL DESCRIPTION
2 -
4 -
- 6 -
- 8 -
- 10
GP
UNDOCUMENTED FELL
Loose, dry-damp, dark brown, sandy boulder
GRAVEL: 1/2-3 foot diameter angular
rock fiU with voids, plant debris, ...
TRENCH TERMINATED AT 10 FEET
(REFUSAL-OVERSIZE BOULDERS)
Figure A-62, Log of Test Trench T 47 LCSE
1
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANOARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC 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 HO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o -I o z
SOIL
cuss
CUSCS)
TRENCH T48
ELEVATION 480 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul —
ix
n« So tn m sj S o
—" w
>-
fc-
go
tt^
o
mb tt^
m r z *• o
- 0 MATERIAL DESCRIPTION
2 -
4 -
- 6
GP
UNDOCUMENTED FILL
Loose, dry-damp, dark brown, Sandy
BOULDER GRAVEL; l/2r,3 foot diameter
angular rock fiU with voids, plant
debris,...
mENCH TERMINATED AT 6 FEET
(REFUSAL-OVERSIZE BOULDERS)
Figure A-63, Log of Test Trench T 48 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST
^ ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE
.. DRIVE SAMPLE CUNDISTURBED)
.. UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
§ -I O z I-
H
SOIL
CUSS
CUSCS)
TRENCH T49
ELEVATION 448 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
\ tn
So OT
m Be O
— w
>-fc-gu:
gd
tt^
m b h I
* o o
- 0
- 2 -
- 4 -
- 6
MATERIAL DESCRIPTION
SC
ALLUVIUM
Loose, dry, dark red{Ush-brown Clayey-GraveUy SAND
Very irregular depositional contact
SANTIAGO PEAK VOLCANICS
Dense, damp, Ught reddish-brown, highly
fractured, weathered andesitic VOLCANIC
ROCK, random oriented fractures
TRENCH TERMINATED AT 6 FEET
Figure A-64, Log of Test Trench T 49 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST •
CHUNK SAMPLE X
DRrvE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
>• , a o -I o z I-
H
SOIL
ciuss
CUSCS)
TRENCH T50
ELEVATION 445 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
lu
^ II
OT
tn 0
m ttS-
>
fc-
gd >i tt^
mb
iz
*-o
- 0
- 2
- 4
- 6
- 8 -j
MATERIAL DESCRIPTION
SC
ALLUVIUM
Loose, dry, dark reddish-brown, Qayey-Rocky fine SAND
Very irregular depositional contact
CL SANTIAGO PEAK VOLCANICS
Dense, damp, Ught orange-tan, highly fractured and altered andesitic VOLCANIC ROCK
Fault; NlOW, 70SW, 1/2 mch clay gouge.
TRENCH TERMINATED AT 9 FEET
•igure A-65, Log of Test Trench T 50 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0.
.. STANDARD PENETRATIOH TEST
.. CHUNK SAMPLE X ..
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE MO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
0
2 H
4
tt > U a o -1 -o c z z H :i H Cl tt a
SOIL
CUSS
CUSCS)
TRENCH T51
ELEVATION 435 DAIE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
ALLUVIUM
Loose, dry, dark brown. Rocky Clayey fine SAND
SANTIAGO PEAK VOLCANICS
Very dense, damp, brownish-gray, moderately
random fractured andesitic VOLCANIC ROCK:
excavates to large blocky boulders.
TRENCH TERMINATED AT 4 FEET
og HZ
ES Ul
ttigO
>
fc-
gd
gb
?!
Si •o o
Igure A-66, Log of Test Trench T 51 LCSE
SAMPLE SYMBOLS ^ UNSUCCESSFUL B ... STANDARD PENETRATION TEST
' S... DISTURBED OR BAG SAMPLE 0... CHUNK SAMPLE
.. ORIVE SAMPLE (UNDISTURBED)
.. UATER TABLE OR SEEPAGE
nATp'"°T°«n°rr»^=l^"'l?';l ^ ^^^^^^^ *^ THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDtTIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN '
FEET
SANPLE
NO.
> a o -I o z I-
H
SOIL
CUSS
(USCS)
TRENCH T52
ELEVATION 353 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul '
2N ««
So
OT T m sj X o
— w
fc-
gu:
go
tt^ a
gb
si
o u
0
2
4
6
8
10
MATEIUAL DESCRIPTION
SC FILL
MecUum dense, damp, Ught brown. Clayey,
Rocky, coarse SAND
CL ALLUVIUM
Loose, damp, dark brown Sandy CLAY
Irregular "V" shaped canyon contact
BONSALL TONAUTE ~
Very dense, moist, Ught brown, highly
randomly fractured, tonaUte granite
ROCK: moderately weathered
TRENCH TERMINATED AT 10 FEET
Figure A-67, Log of Test Trench T 52 LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST M ..
S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X ..
. DRIVE SAMPLE (UNDISTURBED)
. UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS MOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE KO. D-4367-4Q2
DEPTH
IN
FEET
SAMPLE
NO.
> a o -i o
?
H
SOIL
CUSS
CUSCS)
TRENCH T 53
ELEVATION 358 _DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
N OT 3
«o
OT
m
>-fc-
§«:
gd > j tt ^
mb tt^
Si
•o o
- 0
- 2 -
- 4 -
- 6
MATERIAL DESCRIPTION
GC FILL
Loose, dry, dark brown. Clayey, Sandy
BOULDER-GRAVEL: 12-16 inch diameter
bouldera with voids, organic debris
"V"-shaped canyon-contact
BONSALL TONALHE
Very dense, damp, Ught brown, randomly
fractured tonaUte GRANITIC ROC:K;
moderately fractured, less weathered.
TRENCH TERMINATED AT 6 FEET
Figure A-68, Log of Test Trench T 53 LCSE
SAMPLE SYMBOLS • - SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0 .
STANDARD PENETRATION TEST • ... DRIVE SAMPLE CUNDISTURBED)
CHUHK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LQG OF SUBSURFACE CQNDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
HO.
> a o -I o z H H
SOIL
CUSS
CUSCS)
TRENCH T54
ELEVATION 508 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
OT:
OT '
m in
cc o
— w
fc-
§«:
gd
a ^
Q
mb
OT:
•O
u 0
2
MATEIUAL DESCRIPTION
- .-1
CL 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
igure A-69, Log of Test Trench T 54 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B.
^ ... DISTURBED OR BAG SAMPLE 0 ,
STANDARD PENETRATIOM TEST
CHUNK SAMPLE
.. DRIVE SAMPLE CUNDISTURBED)
.. UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE HQ. D-4367-402
DEPTH
IN
FEET
4 -I
6
SAMPLE
HO.
> ts o _l o z
SOIL
CUSS
CUSCS)
TRENCH T55
ELEVATION 472 DATE COMPLETED 9/26/89
ttl
s«
H
SANTIAGO PEAK VOLCANICS
Very dense, moist, Ught brownish-gray, moderate random fractured andesitic
VOLCANIC ROCK
TRENCH TERMINATED AT 6 FEET
>
fc-
go
gb
ss
Figure A-70, Log of Test Trench T 55 LCSE
SAMPLE SYMBOLS UNSUCCESSFUL
... DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST • .,
0 ... CHUNK SAMPLE , X ..
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
''n^^°^J,^^^^^^^^^ CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
'OEPTH
IN
FEET
SAMPLE
NO.
>-ts o J o z H H -i
SOIL
CUSS
(USCS)
TRENCH T 56
ELEVATION 454 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
z'
So
OT T
m sj
>
fc-
gtt:
gd
tt''
Q
«g
H E • a o
- 0 MATERIAL DESCRIPTION
-2-1
- 4
- 6
CL
SC
ALLUVIUM
Soft, damp, dark brown Sandy CLAY
Irregular depositional contact
SANTIAGO PEAK VOLCANICS
Dense, damp-moist, grayish-brown,
weathered andesitic VOLCANIC ROCK
TRENCH TERMB>JATED AT 7 FEET
"igure A-71, Log of Test Trench T 56
1^
LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST • ... DRIVE SAMPLE CUNDISTURBED)
CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CQNDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
0
2 -
4 -
6 -
8 -
10 -
12 -
14 -
SAMPLE
NO.
s -J O
^<g
SOIL
CUSS
CUSCS)
SM-SC
TRENCH T 57
ELEVATION 452 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACTCTTnTi:
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, damp, Ught reddish-brown. Clayey
BOULDER GRAVFT.; oversize angular volcanic
rock from 6-24 inch diameter with some
clayey sand; voids, debris
Very irregular contact
ALLUVIUM
Loose, damp, dark brown, very Rocky SUty SAND to Clayey SAND •
SANTIAGO PEAK VOLCAMCS
Very dense, damp, brownish-gray, moderately fractured andesitic
VOLCANIC ROnc
TRENCH TERMINATED AT 15 FEET
Ul "
tn in
M 3 So m:
— w
fc-
z«;
gd
o
mb tt
Sin
4
igure A-72, Log of Test Trench T 57 LCSE
SAMPLE SYMBOLS ^'^^^^^'^ UNSUCCESSFUL B
S ... DISTURBED OR BAG SAMPLE 0 ,
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
^^^rcfJl!^^^^^!^'^^ CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
.,1
DEPTH
IN
FEET
0
2
4
6
8
10
SAMPLE
MO.
>-(3 O
O
z
H
SOIL
CUSS
CUSCS)
GP
CL
CL
TRENCH T58
ELEVATION 445 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
UNDOCUMENTED FILL
Loose, damp, medium brown, BOULDER
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 VOLCAMCS
Very dense, moist, light brown-orange,
highly weathered, randomly fractured
andesitic VOLCAMC RDCTC; rock has
weathered to a sandy clay
TRENCH TERMINATED AT 10 FEET
2 S
>-
fc-
go
tt^
gb
<»g
if
0
Figure A-73, Log of Test Trench T 58 LCSE
SAMPLE SYMBOLS °- ^^^^^^'^ UNSUCCESSFUL
H... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
- 0
DEPTH
IN
FEET
SAMPLE
NO.
2 -
4 -
- 6 -
- 8 -
10 -
s >• m o o « -1 3 o C z Z t-3 M G tt (3
«g
SOIL
CUSS
CUSCS)
SM-SC
CL
TRENCH T59
ELEVATION 434 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
ALLUVIUM
Loose, dry, dark brown, SUty-Clayey fme SAND
Soft, stiff, moist, dark reddish-^brown,
Sandy CLAY. some angular rock fragments
Very irregular depositional contact
SANTIAGO PEAK VOLCAMCS
Very dense, moist, brownish-gray, moderately
random fractured, altered andesitic VOLCAMC
ROCK: Strong pyritic alteration, trace secondary
copper Stains along fractures
TRENCH TERMINATED AT 11 FEET
m
z^-
iv
S<r>
H OT m •„ ttS
fc-
gd
tt^
mb tt
n m :^ ' o o
Figure A-74, Log of Test Trench T 59 LCSE
SAMPLE SYMBOLS ^^^^^^'^ UNSUCCESSFUL B ..
^ ... DISTURBED OR BAG SAMPLE 0 ..
STANDARD PENETRATION TEST I.
CHUNK SAMPLE X
.. DRIVE SAMPLE CUNDISTURBED)
.. UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
O o J o z I-
H
-I
SOIL
CUSS
CUSCS)
TRENCH T60
ELEVATION 415 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
m OT «3 So
m tt o
— w
guj
gd
>£ tt^ a
|b
si
' o o
- 0
2 -i
4
MATEIUAL DESCRIPTION
CL ALLUVIUM
Stiff, moist, dark brown, GraveUy-Sandy
CLAY
Irregular depositional contact
SANTIAGO PEAK VOLCAMC
Very dense, brownish-gray, moderately
randomly fractured, altered andesitiic VOLCAMC ROCK
TRENCH TERMINATED AT 4 FEET
Figure A-75, Log of Test Trench T 60 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E
DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST •
CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE QF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
a o -1 o z
SOIL
CLASS
(USCS)
TRENCH T61
ELEVATION 396 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
12 1^
OT OT 3
mg
m sj ttS
gd
tt''
mb
3
«g iz *• o o
- 0
h 2 -
4 -
6 -
8 -
MATEIUAL DESCRIPTTON
SC UNDOCUMENTED FILL
Medium dense, damp, tan, Clayey-GraveUy
fine SAND
SC ALLUVIUM
Loose, dry, dark brown. Clayey fine SAND
SC-CL
SANTIAGO PEAK VOLCAMCS
Dense, damp, Ught brown, highly
fractured, altered andesitic VOLCAMC
ROCK: sheeted fractures are N55E,60NW
1/2-1 inch apart
TRENCH TERMn^IATED AT 9 FEET
Figure A-76, Log of Test Trench T 61 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST
CHUNK SAMPLE X
.. DRIVE SAMPLE (UNDISTURBED)
.. UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORINQ ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
HO.
> O
o o z »-
H
SOIL
CUSS
CUSCS)
TRENCH T62
ELEVATION 380 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
S m -
^iv
:«
OT '
Oi •H Q. IU
iL — w
> fc-
§^
gd
>b tt ^ a
m
Siu
iz
0
2
4
6
h 8
10 -I
12
MATERIAL DESCRIPTION
SC UNDOCUMENTEDFILL
Medium dense, tan. Clayey Gravelly fine
SAND, toe of road fiU foF Rancho Sanla
Fe Road
SC-CL
ALLUVIUM
Loose, damp, dark brown. Clayey fine SAND
to Sandy CLAY
Very irregular depositional contact
SC-CL SANTIAGO PEAK VOLCAMCS
Dense, moist, Ught brown, highly
weathered andesitic VOLCAMC ROCK
TRENCH TERMINATED AT 12 FEET
Figure A-77, Log of Test Trench T 62 LOSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST
S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE
I... DRIVE SAMPLE (UNDISTURBED)
X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES OHLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE HO. D-4367-402
DEPTH
IN
FEET
- 0
- 2 -
4 -
h 6
SAMPLE
NO.
K
> m o i-o <i _J 3 o a z z H 3 H O -1 K a
'<5g
SOIL
cuss
CUSCS)
TRENCH T63
ELEVATION 476 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
TOPSOIL
Soft, moist, dark brown, Sandy-Rocky
CLAY with gypsum
SANTIAGO PEAK VOLCAMCS
Dense, moist, Ught brown, mottied with
orange/red/green; highly fractured,
altered andesitic VOLCAMC ROCK- sheeted
fractures 1-6 inches apart are N70W, 60SW;
hematite pseudomorphic pyrite, trace of
secondary copper minerals
TRENCH TERMINATED AT 6 FEET
(REFUSAL)
§! m o z
UI OT
iUI;
>
fc-
gd
>b tt^
Q
mb
Is
ot
u
igure A-78, Log of Test Trench T 63 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E... STANOARD PENETRATION TEST
S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE'SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TQ BE REPRESENTATIVE OF SUBSURFACE CQNDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
OEPTH
IN
FEET
0
2 -I
SAMPLE
NO.
> O
o o z I-
^-g
SOIL
CUSS
(USCS)
TRENCH T 64
ELEVATION 454 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
CL
3£L
ALLUVIUM
Soft, moist, dark brown, Sandy-Cobbly
CLAY
SANTIAGO PEAK VOLCAMCS
Very dense, moist, brownish-gray,
moderately fractured altered, andesitic
VOLCAMC ROng, random-oriented fractures,
2-6 inches apart
TRENCH TERMINATED AT 3.5 FEET
Ul '
m «
fc-
go
mb
si
Figure A-79, Log of Test Trench T 64 LCSE
SAMPLE SYMBOLS "•" ^^^^'^^^ UNSUCCESSFUL B ... STANDARD PENETRATION TEST I... DRIVE SAMPLE CUNDISTURBED)
I ^ ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
>• 0 O J. O
z
H H J
SOIL
cuss
CUSCS)
TRENCH T65
ELEVATION 508 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
OT OT
H 3 Sc m s cc o — w
>•
fc-
go-vs
tt^
Q
mb tt^
OT m
•o o
- 0
- 2 -
MATERIAL DESCRIPTION
SANTIAGO PEAK VOLCAMCS
Very dense, reddish brown mottied with
tan, blue, high altered fractured,
andesitic VOLCAMC ROCJC- sheeted
fractures 1/2-1 inch apart N20W,
vertical; abimdant pyrite,
sulfides, hydrothermal alteration.
TRENCH TERMINATED AT 3 FEET
Figure A-80, Log of Test Trench T 65 LCSE
SAMPLE SYMBOLS .. SAMPLING UNSUCCESSFUL
.. DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST •
0 ... CHUNK SAMPLE X
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
!.".lJ-°'^ °^ SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC 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 HO. 0-4367-402
TRENCH T66
ELEVATION 277 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul ^
iv Sn So Ul sj a o
— w
fc-
gd
>£ tt''
mb
si
•o o
MATERL\L DESCRIPTION
LANDSLIDE DEBRIS
Loose to medium-dense, damp, dark reddish-
brown. Clayey fine SAND^ some angular
weathered volcanic pebbles-gravel
Becomes moist, with 6-10 uich boulder
gravel at 13 feet
Irregular transitional contact
Soft, wet to saturatedr Ught tan-greeni
Sandy CLAY. sUckensided surfaces
TRENCH TERMINATED AT 17 FEET
Figure A-81, Log of Test Trench T 66 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0
STANOARD PENETRATION TEST
CHUNK SAMPLE x...
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T67
ELEVATION 271 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
OT«
in H m sj K2
>
fc-
§u:
go
mb
OTi
•O O
MATERIAL DESCRIPTION
TERRACE DEPOSIT
Loose to mecUum-dense, damp to moist, dark
redcUsh-brown very Clayey-fine SAND
Becomes more clayey, wet at 15 feet
Seepage, caving
SANTIAGO PEAK VOLCAMCS
Hard, wet, Ught grey-green mottied
with red Sandy CLAY: very weathered
and fractured andesitic VOLCAMC ROCK
TRENCH TERMr>JATED AT 19 FEET
Figure A-82, Log of Test Trench T 67 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B.
^ ... DISTURBED OR BAG SAMPLE 0 .
STANOARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED).
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC 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
SAMPLE
NO.
> a o -I o z t-
SOIL
CUSS
CUSCS)
TRENCH T68
ELEVATION 258 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
z^^
iv
OT»
So
OT T
m sj BC O *— w
fc-
§u:
go >5 tt^
gb
Si
o! I
o o - 0
2 -
- 4
6
8 -
10 -
12 -
14 -
I
ill
MATERIAL DESCRIPTION
SM-SC
ill
S§g%
ALLUVIUM
Loose, damp, dark grayish-brown, SUty-
Clayey fine SAND, root voids, roots.
Very irregular contact
TERRACE DEPOSIT " ~
Medium dense, moist-wet, dark reddish-brown,
very Clayey-Sandy COBBLE-BOULDER
GRAVEL
SC-GC
"CE"
Seepage, caving
SANTIAGO PEAK VOLCAMCS
Stiff-hard, wet, Ught green, mottied
with red, Sandy-Rocky CLAY; sUckensided
fractures; very weathered volcanic rock
TRENCH TERMINATED AT 15 FEET
Figure A-83, Log of Test Trench T 68 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR' BAG SAMPLE
E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE CUNDISTURBED)
0 ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
0
2 -
h 4 -
6 -
8 -
10 -
12 -
14
> a o -J o
fE
H -1
GM-GC
SOIL
CUSS
CUSCS)
GC
GC-CL
TRENCH T69
ELEVATION 295 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
ttl'
OT
ALLUVIUM
Loose, damp, dark brown, Qayey-Sandy
COBBLE-BOULDER GR ^.TO , some sUt
Irregular, sharp depositional contact inclined westward
TERRACE DEPOSIT
Mediimi dense to dense, moist, Ught reddish-
brown-orange, very Clayey COBBLE-BOULDER
GRAVEL, some sand ~
Becomes Ught tan, mottied white sandy
clay matrix at 12 feet with more boulders
fc-|b
sl
TRENCH TERMINATED AT 14 FEET
(REFUSAL-OVERSIZE BOULDERS)
4
Figure A-84, Log of Test Trench T 69 LCSE
SAMPLE SYMBOLS. • SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST •
S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE QR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING QR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
0
2 -
4 -
6 -
8 -
10 -
12 -
14
SAMPLE
NO.
K > U a »-o <£ -o C z Z 1-3 w O K
a
I
I
1
SOIL
CUSS
(USCS)
TRENCH T70
ELEVATION 276 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
CL
MATERIAL DESCRIPTION
TOPSOIL
Loose, damp, dark brown. Clayey fine SAND
DELMAR FORMAIION
Hard, damp, Ught brown with white bands. SUtv CLAYSTOM-
Hard, moist, Ught green-oUve', SUty
CLAYSTONE; fractures random, but
with some sUckensided and/or thin
randomly oriented discontinuous , remolded
clay seams
Becomes very hard, blocky at 12 feet
J
TRENCH TERMINATED AT 14 FEET
Ul
a.
S3
Sg
igo
>-
fc-
go
>^ tt^
Q
mb
3
«g
•o o
Figure A-85, Log of Test Trench T 70 LCSE
L
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR SAG SAMPLE
E... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
0 CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
°^ SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CQNDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE HO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
a o -I o z
SOIL
CUSS
(USCS)
TRENCH T71
ELEVATION 270 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul "
iv
OT»
Sg
go
> fc-§«:
gd
>i
tt^
Q
m b
ss iz
o
- 0
-2-1
- 4
- 6
'A
J^^g
5^^^g
«5g
i^^g
MATERIAL DESCRIPTION
IJC-GN: ALLUVIUM
Loose, dry, dark brown, Clayey-Sandy
BOULDER GRAVEL .
Irregular, "V" shaped contact
(ancient canyon outiine)
SANTIAGO PEAK VOLCAMCS
Very dense, moist, Ught reddish-brown,
randonUy fractured and weathered andesitic
VOLCAMC ROCK
TRENCH TERMINATED AT 6 FEET
Figure A-86, Log of Test Trench T 71 LCSE
SAMPLE SYMBOLS ° ''" UNSUCCESSFUL E ..
^ ... DISTURBED OR BAG SAMPLE 0 ..
. STANOARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS HOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
- 6 -
- 8 -
10
I- 12
CL-SC
TRENCH T72
ELEVATION 465
EQUIPMENT
_DATE COMPLETED 9/29/89
JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
Irregular "V" shaped depositional contact
SANTIAGO PEAK VOLCAMCS
Dense, moist, Ught brown mottied with
tan/red, very weathered altered andesitic
VOLCAMC RHTK- highly randomly fractured;
becommg more dense \Vith depth
TRENCH TERMINATED AT 12 FEET
^1
Ul Q.
iO tt^ •o o
Figure A-87, Log of Test Trench T 72 LOSE
SAMPLE SYMBOLS ^"^^^^'^ UNSUCCESSFUL E
S ... DISTURBED OR BAG SAMPLE 0,
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
n?TJ"°Tun°,r,^=l^"?*'^^ CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEFTH
IN
FEET
SAMPLE
NO.
> a o -I o z
SOIL
cuss
CUSCS)
TRENCH T73
ELEVATION 468 DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
tn sl
Sg
go
fc-
gd
tt^
Q
m b tt
o o
- 0
- 2 -
MATERIAL DESCRIPTION
CL TOPSOIL
Soft, dry-damp, dark brown, Sandy-Rocky
CLAY
SANTIAGO PEAK VOLCAMCS
Very dense, damp, dark brownish-gray,
moderately randomly fractured andesitic
VOLCAMC ROCK
TRENCH TERMINATED AT 2.5 FEET
(REFUSAL)
Figure A-88, Log of Test Trench T 73 LCSE
SAMPLE SYMBOLS
1
• ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE CUNDISTURBED)
S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC: BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IH
FEET
- 0
SAMPLE
HO.
>-ts o _l o
?
-i
SOIL
CUSS
CUSCS)
TRENCH T74
ELEVATION 482 DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
§g"
H 2 I-
^iv
KSOT Sg
fc-
gd
>£ tt^
Q
gb
- 2 -
- 4 -
- 6 -
CL SLOPEWASH
Soft, moist, dark brown, Sandy CLAY
Irregular depositional contact
v
SANTIAGO PEAK VOLCAMCS
Dense, moist, brownish-grey, moderately
randonUy fractured andesitic VOLCAMC
ROCK; fractures spaced 6-10 mches
TRENCH TERMINATED AT 7 FEET
(NEAR REFUSAL)
Figure A-89, Log of Test Trench T 74 LCSE
SAMPLE SYMBOLS UNSUCCESSFUL E ... STANDARD PENETRATION TEST
... DISTURBED OR BAG SAMPLE 0 ... CHUHK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
- 4 -
DEPTH
IN
FEET
- 6
SAMPLE
NO.
> O o -I o
SE
H
SOIL
CUSS
CUSCS)
TRENCH T75
ELEVATION 471 .DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
SLOPEWASH
Soft, moist, dark brown, Sandy CLAY
Very irregular contact
SANTIAGO PEAK VOLCAMCS ~
Very dense, damp, brownish-grey, moderately randomly fractured andesitic VOLCAMC ROCK.
fractures spaced 2-6 inches
IKiiWCH TERMINATED AT 6 FEET
(NEAR REFUSAL)
og Pz
ES
Ui tn
fc-
gd
mb
3
«g
0!=^
4
Figure A-90, Log of Test Trench T 75 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E ..
S ... DISTURBED OR BAG SAMPLE 0 .,
STANDARD PENETRATION TEST 1... DRIVE SAMPLE CUNDISTURBED)
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 JJF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
- 2 -
- 4 -
DEPTH
IN
FEET
- 6
SAMPLE
NO.
> Q O -I O
z
H H J
SOIL
cuss
CUSCS)
CL
TRENCH T76
ELEVATION 455 DATE COMPLETED 9/29/89
EQUIPMENT JD SSS TRACK BACKHOE
SLOPEWASH
Soft, damp, dark reddish-brown Sandy CLAY
Very irregular contact
SANTIAGO PEAK VOLCAMCS
Dense, damp, Ught brown-grey, moderately weathered andesitic VOLCANIC ROCK
TRENCH TERMINATED AT 6 FEET
Ul —
i^
So OT I Ul;
>• ' fc-guj gd
gb
So Sir
Figure A-91, Log of Test Trench T 76 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST I
CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
0
2
4 H
6
TRENCH T77
ELEVATION 485 _DATE COMPLETED 9/29/89
JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
tt o
— w
tt
Q
•o u
CL SLOPEWASH
Stiff, damp, dark reddish-brown Sandy
CLAY
Very irregular contact
SANTIAGO PEAK VOLCAMCS
Dense, damp, Ught reddish-brown, moderately weathered andesitic VOLCAMC
ROCK
TRENCH TERMINATED AT 6 FEET
Figure A-92, Log of Test Trench T 77 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE 0
.. STANDARD PENETRATION TEST I
.. CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CQNDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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
TRENCH T78
ELEVATION 510 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTEDFILL
Soft, damp to dry, metUum grey-green
mottied with brown, Sandy CLAY;
cobbles, gravel and scattered concrete
chunks.
Ul
ix
OT»
Sg
ALLUVIUM
Soft, moist, dark brown, Sandy CLAY
TRENCH TERMINATED AT 20 FEET
2u:
gd
a
mb
3
So
iz
*• o
u
Figure A-93, Log of Test Trench T 78 LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E
DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST • ... DRIVE SAMPLE CUNDISTURBED)
CHUHK SAMPLE X ... UATER TABLE QR SEEPAGE
n?T=^°,un°,P.™^"^/*^^ CONDITIONS SHOWH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
0
2 -
4 -
SAMPLE
NO.
SOIL
CUSS
CUSCS)
TRENCH T79
ELEVATION 513 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
m
i^
>•
fc-
m,:
mb Is si
h 6
8
10
12
14
16
18
UNDOCUMENTEDFILL
Soft, damp to dry, medium grey-green,
mottied brown, Sandy CLAY: some
oversize rock, concrete, etc . ..
CL ALLimUM
Soft, wet, dark brown, Sandy CLAY
TRENCH TERMINATED AT 18 FEET
Figure A-94, Log of Test Trench T 79 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I
S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG QF SUBSURFACE CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE HO. D-4367-402
DEPTH
IN
FEET
0
2 -I
SAMPLE
NO.
tt
>-UJ a 1-o <£ OL § Z Z 1-3 H O -J K
a
SOIL
CUSS
CUSCS)
TRENCH TSO
ELEVATION 443 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
lUPSUiL
Loose, dry, dark brown, SUty coarse
JU
OT§
Sg
go
>
fc-
go >5 tt^ a
mb
12g
- 4
SAND
SM BONSALL TONALIIE
Dense, damp,Ught brown-tan, highly
weathered coarse crystaUine GRANITIC
ROCK: sheeted jointing N25E, 85SE 1-2
inches apart
TRENCH TERMINATED AT 4 FEET
Figure A-95, Log of Test Trench T 80 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE X ..
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE MO. D-4367-402
DEPTH
IN
FEET
0
2 -I
4
SAMPLE
NO.
tt > m 2 1-o <c _i 3 o a z z 3 H o -1 tt a
SOIL
CUSS
CUSCS)
TRENCH T81
ELEVATION 451 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
lOPSUiL—~
Loose, dry, dark brown, SUty coarse SAND J BONSALL TONAUTE ~ '
Very dense, light brown-tan, moderately
weatiiered coarse crystaUine GRANITIC ROCK
blocky jointmg; 2 systems: N65E, 50SE and
N30E, 70SE; spaced 2-12 inches apart
; m z
O tl
Cz^-
Sg
go
fc-
Su^ gd
tt"'
TRENCH TERMINATED AT 4 FEET
mb h
sg
Figure A-96, Log of Test Trench T 81 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E.
S ... DISTURBED OR BAG SAMPLE 0,
STANDARD PENETRATIOH TEST • ..
CHUNK SAMPLE X ..
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o -1 o z
SOIL
CUSS
(USCS)
TRENCH T82
ELEVATTON 550 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
m'
z|
OT«
si m — w
fc-Su:
gd
>5 tt'^ o
mb tt"'
m
•o o
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
- 6 -
- 8
iOPSOlL —
Loose, dry, dark brown, Qayey SAND
SANTIAGO PEAK VOLCAMCS
Dense, damp, Ught reddish-brown-orange,
very fractured weathered and altered
andesitic VOLCAMC ROCK Sheet fracturing at N80E, 40-50SE
at 5 feet
TRENCH TERMINATED AT 8 FEET
Figure A-97, Log of Test Trench T 82 LCSE
SAMPLE SYMBOLS '"' UNSUCCESSFUL B ... STANDARD PENETRATION TEST
S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X..
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
0
2 H
4
SAMPLE
NO.
> a o -I o z I-
H
SOIL
CUSS
(USCS)
TRENCH T83
ELEVATION 548 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATEIUAL DESCRIPTION
TOPSOIL
Loose, dry, dark reddish-brown very
Clayey fine SAND
SANTIAGO PEAK VOLCAMCS
Very dense, damp, dark brown-grey,
moderately fractured andesitic VOLCAMC
ROCK: blocky 6-10 mch spaced
fractures at N40W, 75SW and N30E, vertical
TRENCH TERMINATED AT 4 FEET
(REFUSAL)
Ul
z'
Sl
S'
gg
gd
>i
tt^ o
mb
at
Figure A-98, Log of Test Trench T 83 LCSE
SAMPLE SYMBOLS ° - UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATIOH TEST • ... ORIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES OHLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
- 0
- 2 -
OEPTH
IN
FEET
SAMPLE
NO.
> ts o
d z »-
H
SOIL
CUSS
(USCS)
TRENCH T84
ELEVATTON 562 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
SANTIAGO PEAK VOLCAMCS
Very dense, damp, dark brownish-grey,
moderately randomly fractured, andesitic
VOLCANIC ROnc; blocky joints are af
N60W, 45NE and N70E, 85 NW spaced from
8-12 mches apart
TRENCH TERMINATED AT 3.5 FEET
m
z^-
m«
OT '
m'
tn
g,
0.
mb
OT at
Figure A-99, Log of Test Trench T 84 LCSE
SAMPLE SYMBOLS UNSUCCESSFUL E ... STANDARD PENETRATION TEST
S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
X ... UATER TABLE OR SEEPAGE
I,1T='-°,1°,'!..1"°^"'^^*'^^ CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, I990
FILE HQ. D-4367-402
OEPTH
IN
FEET
SAMPLE
NO.
- 0
- 2
- 4
- 6
8
>• a o
M -I
f SOIL
Z CLASS
i (USCS)
a
SC
TRENCH T85
ELEVATION 548 DATT- COMPLETED'
EQUIPMENT
10/2/89
JT^l SC
MATEIUAL DESCRIPTION
1^^^^^ reddish-brown. Clayey-
SANTIAGO PEAK VOLCANICS"
to blocli »pa=Cf„m 1)2 .T
TRENCH TERMINATED AT 8 FEST
ttl
^ t
OT«
tn o Ul sj BC O — w r
Kb 5 «g
i|
o
i-igure A-lOO, Log of Test Tr"^;?drf"85
SAMPLE SYMBOLS ^'''•"G UNSUCCESSFUL
^ .. DISTURBED OR BAG SAMPLE
LCSE
B... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISnjRBED)
0 ... CHUNK SAMPLE g ... WATER TABLE OR SEEPAGE NQTF. THB inr ,M. ' ~" • —• . . . WAI ex TABLS OR Sl
January 8, 1990
FILE NO. D-4367-402
St)
TRENCH T86
ELEVATION 545
EQUIPMENT_
_DATE COMPLETED 10/2/89 | s
lu
a
JD 555 TRACK BAnCTTOB
MAIERIAL DESCRIPTION
Loose, dry, dark reddish-brown. Clayey fine SAND
SANTIAGO PEAK VOLCAMCS '—
Very dense, damp, dark brownish-grey,
highly fractured andesitic VOLCAMC
sheet-fractiires are N-S, 60E and
N85W, 60SW at 1/4-2 inch spacing; brittie.
TRENCH TERMINATED AT 4 FEET
(NEAR REFUSAL)
Figure A-101. Log of Test Trench T 86 LCSE
SAMPLESYMBOLS ^ ••• SAMPLING UNSUCCESSFUL E..
H ... DISTURBED OR BAG SAMPLE 0..
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE QR SEEPAGE
NOTE: J-f HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January's, 1990
FILE NO. D-4367-402
SANTIAGO PEAK VOLCAMCS
Dense, damp, Ught reddish-brown, moderately
fractoed and weatiiered andesitic VOLCAMC
ROCK
TRENCH TERMINATED AT 7 FEET
igure A-102, Log of Test Trench T 87 LCSE
SAMPLE SYMBOLS ^ *" UNSUCCESSFUL- B ... STANDARD PENETRATION TEST I... DRIVE SAMPLE CUNDISTURBED)
... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
OI^TJ"",'!, SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS HOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
OEPTH
IN
FEET
- 0
- 2
- 4 -
- 6 -
8 -
h 10 -
SAMPLE
NO.
SOIL
CLASS
CUSCS)
CL
CL
SC
TRENCH T88
ELEVATION 506 DATE COMPLETED 10/2/89 1?!;
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
^^damp, dark brown-oUve, Sandy
Ul 0. go
ALLUVIUM
Soft, damp-moist, dark reddish-brown Sandv CLAY
SANTIAGO PEAK VOLCAMCS
Dense, moist, Ught brown, mottied with
red, green, highly altered, weathered randOTily fractured, andesitic VOLCAMC ROCK
I
. TRENCH TERMINATED AT 11 FEET
>• fc-§x go
•
ttl •<
i
•o u
Figure A-103, Log of Test Trench T 88 LCSE
SAMPLE SYMBOLS s*"'''-'''^ UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E ... STANOARO PENETRATION TEST I ... DRIVE SAMPLE CUNDISTURBED)
0 ... CHUNK SAMPLE I ... UATER TABLE OR SEEPAGE
NOTE: j.OQ OP SUB^^^^^^ ^^^^^^ ^ppi^jg^ ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE MO. 0-4367-402
DEPTH
IN
FEET
- 0
- 2
- 6
- 8 -
- 10 -
SAMPLE
NO.
S
iii
SOIL
CUSS
CUSCS)
CL
TRENCH T89
ELEVATION 514
EQUIPMENT_
_DATE COMPLETED 10/2/89
JD 555 TRACK BACKHOE
MATERIAL DESQUPTTON
UNDOCUMENTEDFILL
Soft, damp, dark gray-oUve-mottied with brown. Sandv CLAY
z o
H
Ul 0.
ttl
O t.
li
tn ^ m a
w
TOPSOIL
Loose, damp, dark brown, SUty-Clayey fme SAND • ' '
SANTIAGO PEAK VOLCAMCS
Very dense, moist, medium brown-grey, shghtiy-moderately weathered andesitic VOLCAMC unCTC anuesiuc
'I'kENCJM TERMINATED AT ll FEET'
gd
tt"' a
ub
tn u
•o o
Figure A-104, Log of Test Trench T 89
• SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0
SAMPLE SYMBOLS .. STANDARD PENETRATION TEST DRIVE SAMPLE CUNDISTURBED)
CHUHK SAMPLE X ... UATER TABLE OR SEEPAGE
MTE'TNDTCAIS'TT'^SS ^"^ °«"ENCH LOCATION AND AT THE UAfS INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T90
ELEVATION 491
EQUIPMENT
_DATE COMPLETED 10/2/89 | K
I g
JD 555 TRACK BACKTTng
MATEIUAL DESCRIPTION
SLOPEWASH
Soft, moist, dark brown, Sandy
CLAX
Very irregular contact
ttl
s| s| gd
Q
ub
o^
o
SANTIAGO PEAK VOLCAMCS
Dense, moist, Ught brown, moderately
^gd^^omly fractiired andesitic
IkJbNcJH I'ERMINAlEb AT 1 FEET
Figure A-105, Log of Test Trench T 90
SAMPLESYMBOLS ^... SAMPLING UNSUCCESSFUL B..
^ DISTURBED OR BAG SAMPLE 0,
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORtur np TBPurH inr«T,«« .T ,U,.
DATE INDICATED. IT IS NOT UARRANTED TO BE «EPRESENTAT?^OF\'B"L^«T«N^?^^
STANDARD PENETRATION TEST •
CHUNK SAMPLE X
LCSE
ORIVE SAMPLE CUNDISTURBED)
UATER TABLE QR SEEPAGE
January 8, 1990
FILE NO. D-4367-402
OEPTH
IM
FEET
SAMPLE
NO.
g
2
4
6
TRENCH T 91
SOIL
<u^) ELEVATION 332 , DATE COMPLETED 9/22/89 pi!
EQUIPMENT JD SSS TRACK BACKHQE
cl
MATERIAL DESCRIPIION
SLOPEWASH
Soft, moist, dark brown, Sandy CLAY
Very irregular contact
SANTIAGO PEAK VOLCAMCS
Dense, dmp, Ught reddish-brown,
g^m^ly random fractm-ed
a « 5
Su:
Q
ttib
«g
iz
0
TRENCH TERIVIINATED AT 6 FEET 7^
Figure A-106, Log of Test Trench T 91
SAMPLE SYMBOLS s**"''-"'° UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST |
0 ... CHUNK SAMPLE X ..
ORIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
January 8, 1990
FILE NO. D-4367-402
SANTIAGO PEAK VOLCAMCS
Dense, moist, Ught brown, moderately
weathered and randomly fractured andesitic
VOLCAMC Rnrtc
TRENCH TERMINATED AT 7 FEET
Figure A-107, Log of Test Trench T 92 LCSE
SAMPLE SYMBOLS ° - UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE CUNDISTURBED)
0 ... CHUNK SAMPLE X ... UATER TABLE QR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED.-IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
File No. D-A367-H02 January 8, 1990
u
Ul
u.
z
a
Ul
a
0 L
O-n
20-
4tf-
0-1
20-
40-
60-
20
SECONDS
•40
-I L
20
J L_
40
J I
FOOT
0
L
0-1
20-
0 L
0-1
20-
40-
20
HT-2
20
J L_
HT-4
LEGEND
—RIPPABLE
XZA MARGINALLY RIPPABLE
NON - RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD,
Figure A-108
File No. D-4367-H02
January 8, 1990
O-I
20'-
U
Ul
40"-l
0
L.
z
I-
0.
Ui
a
0-1
20^
40-
SECONDS / FOOT
20 40.
-I L_—_i I
HT-5
20
I
40
J L_
0-1
20-
40'-'
0
L
0-1
20'-
4tf-l
LEGEND
0 20
I 1 L-
HT-6
20 I
HT-8
— RIPPABLE
MARGINALLY RIPPABLE
: NON-RIPPABLE
40
-I
LOGS OF AIR TRACTT RnBT>jr:<;
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-1Q9
File No. D-4367-H02 January 8, 1990
Figure A-l10
File No. D-4367-H02
January 8, 1990
Figure A-lll
File No. D-4367-H02
January 8, 1990
0
L
O-l
20-
»-
o
o
u. 40'-"
0
L
0-1
a
UJ
o 20-
40-
60-1
SECONDS / FOOT
20
HT-17
20
-1- 1
HT-19
0
L
O-n
20'-
40-
0 1
O-l
20'-
40'-
LEGEND
-JJIPPABLE
-J^ARGINALLY RIPPABLE
20
HT-18
20
J I
HT-20
LOGS OF AIR TT?Ary TtnPTMno
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-l12
File No. D-4367-H02 January 8, 1990
0 L
0-1
20'-
u
Ul
u.
40-
60'-J
20
JL_
SECONDS
40
/ FOOT
HT-21
0
L
O-I
20-
40"-J
20
-I 1_
HT-22
0
L
O-I
z'
t-
0.
u
a
20'-
40-
40 _J
HT-23
LEGEND
—RIPPABLE
MARGINALLY RIPPABLE
NON-RIPPABLE
0-1
20'-
40-
60-
LOGS OF AIR TRACTT BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
20
HT-24
40
Figure A-113
File No. D-4367-H02 January 8, 1990
Figure A-l14
File No. D-4357-H02
January 8, 1990
Figure A-115
File No. D-4357-H02 January 8, 1990
0—1
20'-
40-
Ul
Ui
60-
0
L
O.
Ul
o
O-I
20'-
40'-J
20
SECONDS / FOOT
40 0
20
HT-35
LEGEND
RIPPABLE
MARGINALLY RIPPABLE
NON - RIPPABLE
O-l
"20-
40-
0
L
0-1
20-
40-
60-
20
-I L.
HT-34
20
J L_
HT-36
40
40
-1 I
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-l 16
File No. D-4367-H02
January 8, 1990 •
ui
Ui
u.
a.
Ui
Q
0
L
0-1
20-
40-
60--1
0
L
0-1
20'-l
SECONDS / FOOT
20
HT-37
20
-I I
HT-39
LEGEND
.RIPPABLE
-MARGINALLY RIPPABLE
O-n
20-
4tf-
60'-J
0-1
20-
20
-I L.
Figure A-117
HT-38
0 20 I 1 __J
HT-40
File No. D-4367-H02
Januairy 8, 1990
0
L
O-I
20'-
Ui
Ui
u.
o-l
0.
Ul
Q 20-
40-
SECONOS / FO 0 T
20 40
-« 1 1 I
HT-41
20
HT-43
o-l
20"-
HT-42
0
L
20
O-n
Z0--1
HT-44
LEGEND
—RIPPABLE
— MARGINALLY RIPPABLE
—NON-RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD RELAIGNMENT
CARLSBAD, CALIFORNIA
Figure A-118
File No. D-4367-H02
January 8, 1990
TABLE IA
Air-Track RippabiUtv Tnterprfftatinn
Air-Track
Poring No. Pepth (feet) - Interoretatinn
0-30. Rq)pable
30-48 Nonrq)pable
0-8 Rq)pable
8-30 Marginal
0-15 Rippable
1545 Margmal
45-60 Nonr^able
0-5 Rippable
5-36 Marginal
HT-5 0-8 Rqjpable
8-20 Margmal
20-36 Nonrippable
HT-6 0-30 Rippable
30-36 Marginal
HT-7 0-11 Rippable
11-45 Nonr^)pabIe
HT-8 0-15 Rippable
15-36 Marginal to Nonrippable
HT-9 0-15 Rippable
15-36 Nonrippable
HT-10 0-15 Rippable
15-36 Marginal to Nonrippable
HT-11 0-45 Rippable
HT-12 0-5 Rippable
5-36 Marginal
HT-13 0-25 Rippable
25-36 Marginal to Nonrippable
HT-14 0-45 Rippable
45-55 Marginal
File No. D-4367-H02
January 8, 1990
TABLE IA (continued)
Air-Trafik Rippahilify JT^t^^t^ti^^
Air-Track
Peptii (feet) - Interoretatinn
Rippable
Nonrq)pable
Rq>pahle to Marginal
Nonrqjpable
Rippable
Marginal
Rippable
Marginal
Rippable
Rippable
Nonr^ipable
Nonr^pable
Rippable
Marginal
Rippable
Margmal to Nonr^pable
I^ppable
Marginal to Nomippable
Rippable
Rippable
Nonrippable'
R^pable
Marginal to Nonrippable
Rippable
. Marginal to Nonrippable
Rippable
HT-15 0-5
5-50
irr-16 0-15
15-80
HT-17 0-35
35-40
HT-18 0-30
30-45
HT-19 0-60
HT-20 0-50
HT-21 0-10
10-60
HT-22 0-25
25-35
Hr.23 0-10
10-50
HT-24 0-10
10-65
HT-25 0-25
HT-26 0-10
10-60
HT-27 0-10
10-70
HT-28 0-20
20-55
HT-29 0-50
File No. D-4367-H02
January 8, 1990
TABLE IA (continued)
Air-Track Rippahility Tntgrpretatinr^
Air-Track
Borinf Nn Dentil rfeet) Llterpretatinn
HT-30 0-50 IRippahle
irr-31 0-55 Rqjpable to Marginal
Hr-32 0-5
5-40 Rippable
Marginal to Nonrqjpable
HT-33 0-3
3-60
60-70
Rq>pable
Marginal to Nonrippable
Nonrq)pable
HT-34 0-15
15-45 R^pable
Marginal to Nonrippable
HT-35 0-30
30-36 Rippable
Marginal
HT.36 0-25
25-65 Rqipable to Marginal
Marginal to Nonrippable
Hr-37 0-5
5-10
Rqipable
Rippable to Marginal
HT-38 0-10
10-60 Rippable
Rippable to Marginal
HT-39 0-10
10-20 Rippable
Marginal
HT-40 0-30 Rippable
HT-41 0-10
10-25 Bjppable
Marginal to Nonrippable
Hr-42 0-30 Rippable
HT-43 0-40
40-50
Rippable
Rippable to Marginal
HT-44 0-15
15-20
Rippable
Marginal
File No. D-4367-HG2
January 8, 1990
Seismic
Traverse
No.
5-1
5-2
5-3
5-4
5-5
5-6
5-7
5-8
5-9
5-10
5-11
5-12
5-13
5-14
5-15
5-16
5-17
5-18
5-19
5-20
5-21
5-22
5-23 .
5-24
5-25
5-26
5-27
5-^8
5-29
, 5-30
TABLE IB
Seismic Traverses
Velocity (ft/sec) Deptii (ft)
2790
1(540
1570
2150
2420
1560
1550
1150
1500.
1990
1640
2240
1230
1570
1770
1640
1102
1090
1120
1150
1340
2200
1920
1280
2930
1800
2000
1190
1360
1150
V
2
8980
6720
6810
4740
4760
5390
6120
5250
5820
8560
6920
8270
5240
5470
7330
7090
5330
6650
5850
5830
6280
6160
4570
5840
8170
7620
6380
5140
8640
9900
V
3
12120
D
1
14
6
9
4
4
8
4
5
8
4
5
4
3
5
3
4
4
4
5
5
5
2
4
5
7
3
5
4
5
8
D
2
29
Lengtii of
Traverse
100
. 100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
Approx.
Max. Depth
Explored
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
File No. D-4367-H02
January 8,1990
Seismic
NOTE:
TABLE IB (continued)
Seismic Traverse.';
^ Veiodty (ft/sec) Deptii (ft) Approx.
. V V V • D D Lengtiiof "Xlt^
-L .2. ^ ^ ^ Traverse (ftW/-
5-31 1240 10020 — 4 ~ lOO 30
5-32 1230 4490 7
5-33 2400 4810 — 15
5-34 1720 6770 — 4
5-35 1340 6160 — 4
5-36 1620 6640 — 6
Vl = Velocity in feet per second of first layer
of materials
VJ = Second layer velocity
V3 = Third layer velocity
DJ =. Depth in feet to base of first layer
DJ = Depth to base of second layer.
100 30
100 30
100 30
100 30
100 30
For mass gradrng materials witii velocities of less tiian 4500 ^s are generally rmpable witii
? l:lnr^^^ Tractor_equq)ped witii a single shank hydrauUc ripper. Velodties of 4500
to 5500 fps mdicate margmal ripping and blasting. Velodties greater tiian 5500 fos generally
require pre-hla^g. For tirenching, materials witii velodties less flian 3800 fos are generaUy
nppatjle d^endmg upon tiie degree of fracturing and tiie presence or absence of boulders
Xlte?S.n^2nn^.^^°° and 4300 ^s generaUy indicate margmal ripping, and velodties
greater tiian 4300 ^s generaUy mdicate nonrippable conditions. The above vdodties are
based on a Kohring 505.
The reported vdodties represent average velodties over tiie lengtii of each ti^verse, and should not generaUy be used for subsurface interpretation greater tiian 100 feet from a traverse. ir sr yjiu a.
FUe No. D-4367-H02
January 8, 1990
TABLE I
Summarv of T ahnratorv Cnmpaction Test Rf^ih^
ASTMD1557-78
Sampk Maximum Dry Optimum
No n««.«w;«« Density Moisture
D^SEtlSn . ^ %DrvWt.
13.7
119.0 12.7
LB2-3 Orange-Brown-Olive mottied 119 6
very Clayey SAND (AUuvium)
LB-2 Brown, Clayey GRAVEL 123 6 114
(Landslide Debris)
LB7-2 Olive-gray, Sandy CLAY
(Undocumented FiU)
Tll-1 Reddish-Brown Clayey SAND 125.2 113
(Topsoil)
T21-1 Dark Brown Sancfy Clay 115,4 ^
(Slopewash)
T25-2 Brown, Clayey GRAVEL 125.4 n 5
(Terrace Deposit)
SB4-5 Dark Brown Sflty SAND 122.8 no
(AUuvium)
FUe No. D.4367-H02
January 8, 1990
TABLEH
Supupary of T ahoratorv Firp^no^-^^ r^^^ ^^.t
Sample
No.
Before
Test
After
Test Diy^
Density E)q)ansion
Tndfir
LB2-2 16.6 18.9 117.9 18
LB2-3 1L6 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
TIM 9.9 20.4 110.8 29
T21-1 11.4 31.8 104.6 132
File No. D-4367-H02
Januaiy 8, 1990
'TABLEm
Summarv of Direct fihf^^r- Tesrin^r p^„i»c
Sample Nn.
LB2.1
Dry Density
115.7
Moisture
Content
16.2
Unit
Cohesion
880
Angle of Shear
Resistance
Degrees
20
*LB2-3
LB5-1
108.2
illJ
13.1
17.9
250
570
24
24
LB6-2 114.6 17.2 • 530 34
*LB7-2 107.1 12.8 230 24
SB2-2 109.1 20.1 • 520 34
SB6-4 118.3 16.1 1000 29
near
Ffle No. D-4367-H02
January 8, 1990
TABLE rv
Nummary of Residual Rh... j.^^
Dry Density Moisture Unit
Content ' Cohesion Angle of Shear
Resistance
Desree-s
TABLE V
Summary of Tos An.Tf,ip. Ah^sion Tej^t R^^nlt.
California 7^1
Sample Nn.
LAR-1
LAR-2
% Wear
After 100
•Revolutionn
19.0
5.2
% Wear
After 500
Revolutinn.s
53.2
18.4
File No. D-4367-H02
January 8, 1990
O
<
Q • O
CO z o o
z
LU O CC LU 0.
SAMPLE NO. SB 6-2
0.5 1.0 5.0 10.0
APPUED PRESSURE (ksf)
50.0 100.0
INITIAL DRY DENSrTY 99.8 (pcO
INrriAL WATER CONTENT 27.3 (%)
INrriAL SATURA-nON 96.0 (%}
SAMPLE SATURATED AT ' 0.5 (ksf)
CONSOLIDATION CURVE
RANCHO SANTA FE REALIGNMENT
CARLSBAD, CALIFORNIA
Figure B-l
File No. D-4367-H02
January 8, 1990
O
<
Q .1 O
CO z o o
I-z
Ui o cc
Ui CL
SAMPLE NO. SB 5 - 2
0.5 1.0 5.0 10.0
APPLIED PRESSURE (ksf)
50.0 100.0
INITIAL DRY DENSPTY 110.8 CpcO
INrriAL WATER CONTENT 19,6 <%)
INrriAL SATURATION 94.6 (%)
SAMPLE SATURATED AT 0.5 (kaf)
CONSOLIDATION CURVE
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure B-2
File No. D-4367-H02
January 8, 1990
' z
o
< a
—1 o
CO z o o t-z
Ui
o
QC Ui Q.
SAMPLE NO. SB 2-1
mm
1
1 1 mm
I
!
\—vw TER A DOE TER A DOE
\
\
—^
50.0 100.0
APPLIED PRESSURE (ksf)
INrriAL DRY DENSrrY 106.9 (pcf)
INrriAL WATER CONTENT 8.7 (%)
INrriAL SATURATION 45.6 (%)
SAMPLE SATURATED AT 0.5 (kaO
CONSOLIDATION CURVE
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure B-3
File No. D-4367-H02
January 8, 1990
Z
o
< Q
IJ O
CO z o o
H Z Ui
o
QC UJ 0.
SAMPLE NO. LB 2-2
0.5 1.0 5.0 10.0
APPUED PRESSURE (ksf)
50.0 100.0
INrriAL DRY DENSrrY 117.9 (pcf)
INmAL WATER CONTENT 16.6 {%)
INITIAL SATURATION 92.6 (%}
SAMPLE SATURATED AT 0.5 (ksO
CONSOUDATION CURVE
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure B-4
FILE NO. 04367-04-0?
- 2
DEPTH
IN
FEET
SAMPLE
NO.
C9
SOIL
CLASS
(USCS)
TRENCH T-IA
ELEVATION 470 DATE COMPLETED 11/8/90
EQUIPMENT CAT 245 W/ 36"BUCKET
MATERL\L DESCRIPTION
Loose^ dry, yellow_brown, Silty SAND
Medium stiff, blocky/fractiu-ed, damp
strong brown. Sandy CLAY .
SANTTAGO PEAK VOLCANICS
Moderately weatiiered and altered, highly
fractured, strong, greenish gray,
gJ.e^orphosed VOLCANIC Ttnrv (laharic
-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 tiiick
-Becomes moderately to slightiy fractiired
very sfa-ong at 2.75 feet
TRENCH TERMINATED AT 3 5 FEET
REFUSAL
Figure »1. Log of Trench T-IA
SAMPLE SYMBOLS ^ ""• SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATIOM TEST
0 ... CHUNK SAMPLE
DRIVE SAMPUE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NUI WAKKANrsD TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES
FILE NO. 04367-04-07
TRENCH T-2A
ELEVATION 515 DATE COMPLETED 11/8/90
EQUIPMENT CAT 245 W/36" BUCKET
MATERLVL DESCRIPTION
TOPSOIL
Loose to medium dense, dry to slightiy damp,
yeUowish brovm, Sflty SAND, with angular ^gravel to 2 inches •
Stiff, damp, olive, Sandy CLAY
SANTIAGO PEAK VOLCANICS
Highly weathered and altered, highly
fractiired, moderately weak to moderately
x^5?r°i.'A®i^^^ ^° brown, metamorphosed
VOLCANIC ROCK m^y thick, red brown
?^y,f^ fracture faces, clay
infilling fractures to 1/2 inch +
'I^^.ft^^t)^^'^^^^'' N20E/85+SE (spaced
-Excavates as bouldery sand with boulders to 1 1/2 feet+
;Hard_d[igging_at 8 feet
Moderately weathered, moderately to highly
fractured,^strong, bluish gray brown, meta-
morphosed VOLCAN^r Tinne
-Excavates as fractured angular rock to
1 foot +. generaUy smaUer, littie or
no fmes
111
So
a *-o
0
TEIENCH TERMINATED AT 10.5 FEET
REFUSAL
Figure 2. Log of Trench T-2A
SAMPLE SYMBOLS UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
LCSE
E... STANDARD PENETRATIOH TEST
0 ... CHUNK SAMPLE
NOTE:
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
OITE'TNOTCA^S!^^^^^^^^^^ BORING ORTRENCH LOCATIOM AND AT THE ia NUI WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHO TIMES.
FILE NO. 04367-04-02
0
2 -
4 -
6 -
8 -
10
TRENCH T-3A
MATERIAL DESCRIPTION
TOPSOIL
Medium stiff, damp, strong brown. GraveUy. Sandv CLAY „ '
SANTIAGO PEAK VOLCANICS
Highly weathered and altered, highly
fractured, weak, brownish yeUow. clay
infflled metamorphosed VOLCANIC ROTK
-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 sflty sand with cobble size
angular rock fragments
-Becomes sUghtiy weathered, strong at 9 feet
-Fractiires NS7E/77SE spaced at 1 to 2 inches
TRENCH TERMINATED AT 10 FEET
REFUSAL
Figure 3, Log of Trench T-3A LCSE
SAMPLE SYMBOLS - ^'^'"^''^ UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
1... DRIVE SAMPLE CUNDISTURBED)
Z ... UATER TABLE OR SEEPAGE
1".-''°° °^ SUBSURFACE CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE IHDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
DEPTH
IN
FEET
SAMPLE
NO.
g J O
H
SOIL
CLASS
CUSCS)
TRENCH T-4A
ELEVATION 490 DATE COMPLETED 11/8/90
EQUIPMENT CAT 245 W/36" BUCKET
Z III «
nl
tn'
Ul S;
— w
|5
ai
•o u
- 0 MATEIUAL DESCRIPTION
2 -
4 -
h 6 -
T4-1
T4-2
- 8
SM
CL
TOPSOIL
Loose to medium dense, dry to slightiy
..: _4??P». ysj^ow brown, Sflty-SAND
Stiff, moist, dark oUve brown. GraveUy,
Sandy CLAY with cobble sized angular
rock fragments, some vertical open fractures
up to 1/8 inch wide
SANTIAGO PEAK VOLCANICS
Highly weatiiered. highly fractured, weak
to moderately strong, yellow to red brown,
metamorphosed VOLCANIC ROCK, corestone
boulders with weathered rinds and infiUing
of sandy clay grus
-Excavates as angxflar to subangular rock
(cobble to boiflder size) with sandy clay
-Becomes less weathered, strong at 6 feet
Fractiires: N37E/78SE spaced at 2 inches to
1.2 feet
TRENCH TERMINATED AT 8 FEET
REFUSAL
Figure 4, Log of Trench T-4A LCSE
1 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ..
0 ... DISTURBED OR BAG SAMPLE 0 ..
STANDARD PENETRATION TEST •
CHUNK SAMPLE Z
DRIVE SAMPLE CUNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORIHG OR TREHCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
DEPTH
'IN
FEET
SAMPLE
NO.
> a o Jl o z H H
SOIL
CUSS
CUSCS)
TRENCH T-5A
ELEVATION 460 DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET
111
tnH
Kin
go
ui:
'O
u
- 0 MATERLiLL DESCRIPTION
iUPSUlL
Sflty^SAND brown, porous, GraveUy,
h 2 -j
4
6
8
10
12
14
16
18
20
22
24 H
26
SM
SANTTAGO PEAK VOLCANICS
Moderately to highly weathered and altered,
moderately fractured, moderately strong to
strong, brownish yeUow to gray with red
brown coatings on fracture faces, meta-
morphosed VOLCANIC RC^K
-Fractures: Approx. N20E/63NW spaced at 2 to
6 inches
-Littie to some clay mfilling of fractures
-Excavates as angular rock fragments to approx. 1 foot with sflty 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
-Fractiu-es N45W/85NE
-Becomes highly fractured at 10 feet
Material excavating as a coarse graveUy,
sflty sand
-Fractures with clay infiUing N18W/40NE
in discontinuous zone approx. 6 inches to
1 foot wide, shallows toward the south,
clays are red brown with fragments of
_yellow, altered volcanic rock
Very highly weathered and altered, highly
fractured, weak to moderately weak. yeUow
metamorphosed VOLCANIC ROCK
-Excavates as sflty sand with some clay,
angular gravel size rock fragments
Moderately weathered, highly fractured,
moderately strong to strong, dark gray,
metamorphosed VOLCANIC ROCK, witii clay
infiUing in some wide fractures
-Fractures N18-30E/approx. 60NW
-Excavates as angular rock fragments to
1 foot + with silty sand
TRENCH TERMINATED AT 26 FEET
Figure 5, Log of Trench T-5A LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST •..
0 ... CHUNK SAMPLE Z ..
ORIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORIHG OR TREHCH LOCATIOH AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
DEPTH
IN
FEET
- 0
SAMPLE
NO.
2
4
SOIL
CUSS
CUSCS)
TRENCH T-6A
ELEVATION 470 .DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET
MATERIAL DESCRIPTION
SANTIAGO PEAK VOLCANICS
Moderately weathered, highly fracturecl.
strong, blue gray with yeUow. red brown,
and yeUowish-white coatings on fracture
faces, metamorphosed VOLCANIC Rnrv:
-Excavates as angular rock fragments to
1 foot +
-Fractiires: N15-40E/30-55NW spaced 6 inches -i-
-Becomes predominantiy gray without
fracture coatings. sUghtiy weathered at 3 feet
TRENCH TERMINATED AT 4 FEET
REFUSAL
Ul a z <c
0) H
tn
Ul
So
U-5
Pu
tn m
Figure . S6, Log of Trench T-6A
LCSE
SAMPLE SYMBOLS ^ S^P"'"^ UNSUCCESSFUL
S ... DISTURBED OR BAS SAMPLE
E... STANDARD PENETRATIOH TEST • ... DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE
n?Tc'"°run°,''..«l^''?'^^ CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION AHD AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIOHS AT OTHER LOCATIONS AND TIMES,
FILE NO. 04367-Q4-n?
DEPTH
IN
FEET
- 0
- 2 -
- 4
- 6
- 8
SAMPLE
NO.
§ -I O z I-
H
SOIL
CUSS
(USCS)
TRENCH T-7A
ELEVATION 490
EQUIPMENT
.DATE COMPLETED 11/9/90
CAT 245 W/36" BUCKET
MATERIAL DESCRIPTION
TOPSOIL
Loose, dry. yeUow brown. GraveUy, Sfltv SAND '
SANTIAGO PEAK VOLCANICS
Highly weatiiered. highly fractured, weak
to m9derately weak. yeUow to red brown,
clay infiUed metamorphosed VOLCANIC Rnry
-Fractureci N30W/35SW spaced at 6 inches +
-Clay mfflled fracture 1 foot + wide
N40E/50SE fflled witii dark oUve. graveUy
clay witii pressure faces at 4 feet
-Rock becomes moderately strong below
5 feet
-Becomes strong at 6 feet
-Fractures N50W/70NE; N35W/75SW, spaced
6 mches to 1 foot -i-
-Trench generally excavates as angular rock
fragments to 1 foot -f and sfltv sand
TRENCH TERMINATED AT 8 FEET
REFUSAL
Figure " 7, Log ofTrench T-7A
• SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
I SAMPLE SYMBOLS E... STANDARD PENETRATION TEST
0 ... CHUHK SAMPLE
I... DRIVE SAMPLE CUNDISTURBED)
Z ... UATER TABLE OR SEEPAGE
°' aJBSURFACE CONDITIONS SHOUH HEREOH APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LQC4Tinu Aun it THB DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBLRFACTJONDS^TS
FILE NO. 04367-04-02
DEPTH
IN
FEET •
- 0
SAMPLE
NO.
a o
o
H
SOIL
CUSS
(USCS)
TRENCH T-8A
ELEVATION . 525 .DATE COMPLETED
EQUIPMENT CAT 245 W/36" BUCKET
- 2
- 4
- 6
MATERIAL DESCRIPTION
SANTIAGO PEAK VOLCAMCS
Highly weatiiered, highly fractured, weak to
moderately sti-ong, yeUow brown, clay infflled
metamorphosed VOLCANTC Ttnrv ' ..
-Fractiires N20E/approx. vert. -
-Becomes strong at 3 feet
-Excavates as angular rock fragments to
2 feet + with some sand
-Highly altered and clay infUled zone
of weak, highly fractured VOLCANTf! Tinrv
between 4.5 and 6 feet. Zone aporox
N10W/33NE. tiiins to soutii
TTIENCH TERMINATED AT 7 FEET
REFUSAL
Figure 8, Log of Trench T-8A
SAMPLE SYMBOLS '"'••* s**"''-'*"' UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATIOM TEST DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE Z... UATER TABLE OR SEEPAGE
DATE^INDTCA^^D'T'IC ™ ^""-^ SPECIFIC BORING ORTRENCH LOCATIOH AHD AT THE DATE INDiaiED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LSTIONS AND TIMES.
FILE NO. 04367-04-07
DEPTH
IN
FEET
- 0
- 2
SAMPLE
NO.
SOIL
CUSS
(USCS)
TRENCH T-9A
ELEVATION 525 DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET
MATEIOAL DESC31IPTI0N
TOPSOIL
Loose, dry, yeUpw brown, GraveUy, Sflty
SAND, with abundant roots
SANTIAGO PEAK VOLCANICS
Highly weatiiered. highly fractured,
moderately strong to strong. yeUow
brown, clay/sofl infiUed metamorphosed
VOLCANIC ROCJC
-Becomes moderately weathered, strong.
greenish gray at 2.5 feet
-Fractiires N44E/72NW
-Excavates as angular rock fragments to
1 foot with silty sand
TRENCH TERMINATED AT 3.5 FEET
REFUSAL
111 —
IN
So
go a
Figure 9, Log of Trench T-9A LCSE
SAMPLE SYMBOLS ^ s^^Pt-iNG UNSUCCESSFUL
I ... DISTURBED OR BAS SAMPLE
E... STAHDARD PENETRATIOH TEST 1... DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE Z... UATER TABLE OR SEEPAGE
NOTE: l«SJ-f OF^^^^^^^ HEREON APPLIES ONLY AT THE SPECIFIC BORIHG ORTRENCH LOCATIOH AND AT THE
DATE INDICATED. IT IS HOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
FILE NO. 04367-04-02
DEPTH
IN
FEET.
SAMPLE
NO.
K
> U o H o <C 3 o Q z z K :i H o K a
SOIL
CUSS
(USCS)
TRENCH TlOA
ELEVATION 667 DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET
S Ul
m
3 O
n
^S go
a
ui2
fez H m
rZ
- 0 MATERIAL DESCRIPTION
- 2 -
- 4
SM TOPSOIL
Loose, dry, yeUow brown, GraveUy, Sflty
• SAND '
SANTIAGO PEAK VOLCANICS
Highly weatiiered, highly fractiired. moderately
weak, yeUow to red brown, metamorphosed
VOLCANIC ROCK
-Becomes moderately strong at 2 feet
-Becomes strong, gray at 3 feet
-Fractiires N50E/70NW; N50W/50NE spaced
at 1 inch
-Excavates to angular rock fragments I
inch or less to 1 foot + and sflty sand
TRENCH TERMINATED AT 4 FEET
REFUSAL
Figure 10, Log of Trench TlOA LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E... STAMDARD PENETRATIOM TEST DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE Z... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
APPENDIX
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. 895136iS-EC01)
FOR
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
PROJECT NO. 06105-12-04
1550 Hotel Circie North ... - - .
S)°lr9S" Woodward-Clyde Consultants
Fax: (619) 293-7920
November 10,1989
ProjectNo. 8951361S-EC01
Geccon Incorporated
6960 Handers Drive
San Diego, Califonua 92121-2974
Attention: Mt. David Leake
GEOTECHNICAL EVALUATION
RAJJOiO SANTA FE ROAD REAUGNMENT
AFEECT ON STANLEY MAHR RESERVOIR
LA COSTA, CALIFORMA
Gentiemen:
SSv^tot^iS^t^S ^SS^ ''J^^^^ P"'^^^ following evaluation
SepSm^^\8[f989;' ^ ^^'"^ ^^^^ ^^"^ autiiorization S
INTRODUCmON
pSiL^ b^SSL^^c S^^'^K^^ geologic map and subsurface data, SvdSa^SS^^^iw T^^ subsurface (kta consisted of nine test trench logs, seven thVSvSc^S ?^ ^ sl^allow reftaction seismograph travoJes alone
Ae pioposed realignment near tiie dam and reservoir. AdditionaUy wlrc\dewedoi^ re^^
Engmeermg and Design Services for Reclaimed Water StoragrRef^o^No 1 L^^^
S?^T .^r ^"^"y "^"^ Reclamation P^>jecC^S S^teln^r 19l^^
and om- La Costa Storage Reservoir No. 1, As Buflt Drawings," dated 1980^1981
S'Rofrh^.*^?^ P'^P?'^ P"^'^^^ ^ ^"^^1"^* construction of a new Rancho Santa Fe Road between tiie existmg road and tiie Stanley Mahr Reservoir The monoTed
£fcr^ ASl^n°°''^'f ^^"^ ^° 1° 50 feet in deptii and fills up to 10 to 15 feet in
So4 nf^hfP^°P°^«d ^o°g small acces? road immeciiately
reservoir. This work consists of fiUs u? to 10 to 15 feet in hS^d
eUipncal shaped cut up to 20 to 25 feet in deptii northw^t of the reservoir ^
Consulting Engineers, Geologists
and Environmental Scientists
Offices in Other Principal Cities
Project No. 8?51361S-EC01 Woodward-Clyde Consultants
November 10,1989
Page 2
K?1^toSf;^°lS^™ft'? ^ that d,e .i« is
DAM AIO RESERVOIR DESIGN CONSIDERATIONS
Structures within tiie Stanley Mahr Reservoir which would be affectPrf ti,- ^
ffiae IS apipetoe which nms from the treatznmt plant to the control hot^at flil^S.^^.:
^However, this was not designedby WCC aSd we have nSSS^n'ltetoo^
mmmm
EFFECTS OF PROPOSED CONSTRUCHON
dam. we _end tha?p™. be1S^cLl5S'te^°;^4*™™g=
a^ecS
Ge()con Incoiporated Woodwani-Clyde Consultants
Project No. 8951361S-EC01 w"5»u«anis
November 10,1989
Pages
wat&S2s"arl^'^ ""^^ '^'^ ^'^^S^ °^ PO'^ding of
Blasririg
^rJ??!?^'^-^^^!;"" hydrauHc air drack drilling rates indicate that tiie rock is
SSf ^ '"IP??'° non-rippable. The joint oriejitttion and spacLrLwea^^
favorable so shallow cuts may be performed witiiout blasting. No^S'e for excavations in the same type of rock during dam consmiction Ho^v J tiie
cuts, which may encomiter less weathered rock, may requirebSg. * ^
?Jj ^t^^^y recogmzed that altiiough vibrations may be expressed as disolacement
nn^S ^- '^f ?<f^^5e?* P'^^des tiie most us^ ev^uati?n of
fennSS ^^^i^' ^^"^^^ ^^P^^' 1981). Thcsc iuvestigaton SJd oAe^^e
sScomSji,^K • J'^^^^^S ^^"^ construction vibrations for resLnriSSSly
smaU commercial buildmgs. These recommendations have been used directly for &e £S
structure, outlet works, seepage retum Unes, and spillway. HOW^CT A^SbSSn
response of more massive stinicmres, such as iartii dLs/has gSty fo^sed a^uSd
seismic vibrations as opposed to constmction vibrations. Li regSdTto^^^isS?" bSs
T^T^^^^^:^^;t^' ^^"^ about^2T^S
Si^^f associated with a given acceleration can be approximated witii a
(S^*^ I^SS' 1982). The velocity and acceStiontSt tiie dam Stiructures can witiistand will also depend on tiie frequency oftiie vtoS vStSn
o^^^^^f ^ ''i^^'i^" embankment and dam strictures may be
«L «tr^°P'^- "^"^SF- ^^^^^S ^bration levels for commeLS
n^SJf and safe seismic vibration levels for eartii dams. This analogy is based uoon
r T^^^s for botii types of strucmres. We recommend tiiS if wStin^s
perfomied. it be monitored witii a seismograph and tiiat tiie foflowing criteS uS
Frequency of Maximum
Vibration Velocity Maximum
(Hertz) (in/sec) Acceleration
<50 2 O.lg
>50 4 0.2i
±!^^l S?,?^""^ ?*J blast vibrations be monitored at tiiree control points, one at
Saf ZSc^? ' along tiie roadway on top of tiie dam, and one at tiie spUlway, and
tlf^Si ?Sns"." " recommLded^iiS^^'
Geocon Incorporated
g:ojectNo. 8951361S-EC01
November 10,1989
Page 4
Woodward-Clyde Consultants
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
Howard M. McMaster" R.E. 11994
HMM/GLR/kah
a;5ec8
APPENDIX
APPENDIX E
RECOMMENDED GRADING SPECIFICATIONS
FOR
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
PROJECT NO. 06105-12-04
1.1.
1.2.
1.3.
2.1.
2.2.
2.3.
RECOMMENDED GRADING SPECIFICATIONS
1. GENERAL
•niese Recommended Grading Specifications shall be used m conjunction witii the
Geotechnical Report for the project prepared by Geocon Incorporated. The recom-
mendations contained in tiie text oftiie Geotechnical Report are a part oftiie earthwork and
grading specifications and shall supersede tiie provisions contamed hereinafter m the case
of conflict.
Prior to tiie commencement of grading, a geotechnical consultant (Consultant) shall be
employed for tiie purpose of observing earthwork procedures and testing the fills for
substantial conformance witii tiie recommendations oftiie Geotechnical Report and these
specifications. It will be necessaiy that tiie Consultant provide adequate testing and
observation services so tiiat he may determine tiiat, in his opinion, tiie work was performed
m substantial confonnance witii tiiese specifications. It shall be tiie responsibility of the
Contractor to assist tiie Consultant and keep him apprised of work schedules and changes
so tiiat personnel may be scheduled accordingly.
It shall be tiie sole responsibility of tiie Contractor to provide adequate equipment and
metiiods to accomplish the work m accordance witii applicable grading codes or agency
ordinances, these specifications and tiie approved grading plans. If, m tiie opinion ofthe
Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture
condition, inadequate compaction, adverse weatiier, and so fortii, result m a quality of work
not in conformance witii fliese specifications, tiie Consultant will be empowered to reject
tiie work and recommend to tiie Owner tiiat construction be stopped until tiie unacceptable
conditions are corrected.
2. DEFINITIONS
Owner shall refer to tiie owner ofthe property or tiie entity on whose behalf flie grading
work is being performed and who has contracted wifli flie Contiactor to have grading
perfonned.
Contractor shall refer to flie Contractor perfomiing flie site grading work.
Civil Engineer or Engineer of Work shall refer to tiie California licensed Civil Engineer
or consulting finn responsible for preparation of flie grading plans, surveying and verifying
as-graded topography.
GI rev. 8/98
2.4. Consultant shall refer to tiie soil engineering and engineermg geology consulting firm
retained to provide geotechnical services for the project.
2.5. Soil Engineer shall refer to a Califomia licensed Civil Engineer retained by flie Owner,
who is experienced in tiie practice of geotechnical engineering. The Soil Engineer shall be
responsible for having qualified representatives on-site to observe and test the Contractor's
work for confonnance with these specifications,
2.6. Engineering Geologist shall refer to a Cahfonua licensed Engineering Geologist retained
by flie Owner to provide geologic observations and recommendations during flie site
grading.
2.7. Geotechnical Report shall refer to a soil report (mcludmg all addenda) which may include
a geologic reconnaissance or geologic mvestigation fliat was prepared specifically for tiie
development of the project for which fliese Recommended Grading Specifications are
intended to apply.
3. MATERIALS
3.1. Materials for compacted fill shall consist of any soil excavated firom the cut areas or
imported to tiie site fliat, m the opinion of flie Consultant, is suitable for use m construction
of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as
defined below.
3.1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than 12
inches m maximum dunension and containing at least 40 percent by weight of
material smaller than 3/4 inch m size.
3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4
feet in maximum dimension and contaming a sufficient matrix of soil fill to allow
for proper compaction of soil fill around the rock firagments or hard lumps as
specified in Paragraph 6.2. Oversize rock is defined as material greater than 12
inches.
3.1.3. Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet
in maximum dimension and containing little or no fines. Fines are defined as
material smaller flian 3/4 inch in maximum dimension. The quantity of fines shall
be less than approximately 20 percent oftiie rock fill quantity.
GI rev. 8/98
3.2.
3.3.
Material of a perishable, spongy, or oflierwise unsuitable nature as detennined by tfie
Consultant shall not be used in fills.
Materials used for fiU, eitiier imported or on-site, shall not contain hazardous materials as
defined by flie California Code of Regulations, Titie 22, Division 4, Chapter 30, Articles 9
and 10; 40CFR; and any oflier applicable local, state or federal laws. The Consultant shall
not be responsible for tiie identification or analysis oftiie potential presence of hazardous
materials. However, if observations, odors or soil discoloration cause Consultant to
suspect flie presence of hazardous materials, flie Consultant may request from tiie Owner
tiie tenmnation of gradmg operations wifliin flie affected area. Prior to resuming gradmg
operations, tiie Owner shall provide a written report to tiie Consultant indicating tiiat tiie
suspected materials are not hazardous as defined by applicable laws and regulations.
The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of
properly compacted soil fill materials approved by the Consultant. Rock fill may extend to
tiie slope face, provided fliat flie slope is not steeper flian 2:1 (horizontal-vertical) and a soil
layer no tiiicker flian 12 inches is track-walked onto flie face for landscaping purposes.
This procedure may be utilized, provided it is acceptable to flie goveming agency. Owner
and Consultant.
3.5. Representative samples of soil materials to be used for fill shall be tested m flie laboratory
by tiie Consultant to detennine tiie maximum density, optimum moistiure content, and,
where appropriate, shear strengtii, expansion, and gradation characteristics of flie soil.
3.4.
3.6.
4.1.
During grading, soil or groundwater conditions otiier tiian tiiose identified in flie
Geotechnical Report may be encountered by flie Contractor. The Consultant shall be
notified unmediately to evaluate tiie significance of flie unanticipated condition
4. CLEARING AND PREPARING AREAS TO BE FILLED
Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of
complete removal above flie ground surface oftrees, stiimps, bmsh, vegetation, man-made
structures and similar debris. Gmbbmg shall consist of removal of stimps, roots, buried
logs and oflier unsuitable material and shall be perfonned in areas to be graded. Roots and
otiier projections exceeding 1-1/2 inches m diameter shall be removed to a depfli of 3 feet
below tiie surface of the ground. Bonow areas shall be gmbbed to flie extent necessary to
provide suitable fill materials.
GI rev. 8/98
4.2. Any asphalt pavement material removed during clearing operations should be properiy
disposed at an approved off-site faciUty. Concrete fragments which are free ,of reinforcing
steel may be placed in fills, provided tiiey are placed in accordance witii Section 6.2 or 6.3
of tiiis document
4.3.
4.4.
After clearing and gmbbing of organic matter or otiier unsuitable material, loose or porous
soils shall be removed to flie deptii recommended m flie Geotechnical Report. The depfli of
removal and compaction shall be observed and approved by a representative of flie
Consultant The exposed surface shall flien be plowed or scarified to a minimum depth of
6 inches and until tiie surface is free from uneven features tiiat would tend to prevent
uniform compaction by flie equipment to be used.
Where flie slope ratio of flie orighial ground is steeper tiian 6:1 (horizontal:vertical), or
where recommended by flie Consultant, flie original ground should be benched m
accordance with the following illustration.
TYPICAL BENCHING DETAIL
Hnlsh Grade Original Ground
Finish Slope Surface
Remove All
Unsuitable Material
As Recommended By
Soil Engineer Slope To Be Such That
Sloughing Or Sliding
Does Not Occur
See Note 1 See Notea-"
No Scale
DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet wide, or sufScientiy wide to
penmt complete coverage with the conpaction equipment used. The base oftiie
key should be graded horizontal, or inclined slightly mto the natural slope.
(2) The outside ofthe bottom key should be below the topsoU or unsuitable surficial
matenal and at least 2 feet into dense formational material. Where hard rock is
exposed m the bottom of the key, the depth and configuration ofthe key may be
modmed as approved by the ConsultanL
GI rev. 8/98
4.5. After areas to receive fill have been cleared, plowed or scarified, flie surface should be
disced or bladed by flie Contractor until it is uniform and free from large clods. The area
should tiien be moistire conditioned to achieve tiie proper moistire content, and compacted
as recommended in Section 6.0 of fliese specifications.
5.1.
5. COMPACTION EQUIPMENT
Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel
wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of
acceptable compaction equipment Equipment shall be of such a design tiiat it will be
capable of compacting ttie soil or soil-rock fill to flie specified relative compaction at tiie
specified moisture content
5.2. Compaction of rock fills shall be performed m accordance wifli Section 6.3.
4
6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL
6.1. Soil fill, as defined in Paragraph 3.1.1, shall be placed by tiie Contractor m accordance witii
the following recommendations:
6.1.1. Soil fill shall be placed by flie Contractor m layers fliat, when compacted, should
generally not exceed 8 inches. Each layer shall be spread evenly and shall be
flioroughly mixed during spreadmg to obtain uniformity of material and moistire
Ul each layer. The entire fill shall be constructed as a unit in nearly level lifts.
Rock materials greater flian 12 mches in maximum dimension shall be placed m
accordance with Section 6.2 or 6.3 ofthese specifications.
6.1.2. In general, tiie soil fill shall be compacted at a moisture content at or above flie
optimum moisture content as detennmed by ASTM D1557-91.
6.1.3. When flie moistire content of soil fill is below tiiat specified by flie Consultant,
water shall be added by flie Contractor until the moisture content is in the range
specified.
6.1.4. When flie moistire content of flie soil fill is above flie range specified by flie
Consultant or too wet to achieve proper compaction, tiie soil fill shall be aerated by
tiie Contractor by blading/mixmg, or oflier satisfactory methods until flie moistire
content is witiiin the range specified.
GI rev. 8/98
6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be flioroughly
compacted by tiie Contractor to a relative conqjaction of at least 90 percent
Relative compaction is defined as tiie ratio (expressed in percent) of tiie in-place
dry density of tiie compacted fill to die maximum laboratory dry density as
detennined ui accordance witii ASTM D1557-91. Compaction shall be continuous
over flie entire area, and compaction equipment shall make sufficient passes so tiiat
tiie specified nummum relative compaction has been achieved tibroughout flie
entire fill.
6.1.6. Soils havmg an Expansion hidex of greater ttian 50 may be used m fills if placed at
least 3 feet below finish pad grade and should be compacted at a moisture content
generally 2 to 4 percent greater ttian ttie optimum moisture content for tiie material.
6.1.7. Properly compacted soil fill shall extend to ttie design surface of fill slopes. To
achieve proper compaction, it is recommended ttiat fill slopes be pver-built by at
least 3 feet and ttien cut to ttie design grade. This procedure is considered
preferable to track-walking of slopes, as described in ttie followmg paragraph.
6.1.8. As an altemative to over-buildmg of slopes, slope faces may be back-rolled witii a
heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height
intervals. Upon completion, slopes should tiien be track-walked witii a D-8 dozer
or similar equipment, such tiiat a dozer track covers all slope surfaces at least
twice.
6.2. Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by tiie Conttactor in accordance
with the followmg recommendations:
6.2.1. Rocks larger tiian 12 mches but less ttian 4 feet m maximum dimension may be
hicorporated mto tiie compacted soil fill, but shall be lunited to flie area measured
15 feet muiunum horizontally from flie slope face and 5 feet below finish grade or
3 feet below the deepest utility, whichever is deeper.
6.2.2. Rocks or rock fragments up to 4 feet in maxunum dimension may either be
mdividually placed or placed m wuidrows. Under certain conditions, rocks or rock
fragments up to 10 feet in maximum dimension may be placed using similar
methods. The acceptability of placing rock materials greater ttian 4 feet in
maximum dimension shall be evaluated during grading as specific cases arise and
shall be approved by the Consultant prior to placement.
GI rev. 8/98
6.2.3. For individual placement, sufficient space shall be provided between rocks to allow
for passage of compaction equipment
6.2.4. For windrow .placement, tiie rocks should be placed in trenches excavated m
properly compacted soil fill. Trenches should be approximately 5 feet wide and 4
feet deep m maximum dimension. The voids around and bencatti rocks should be
filled witti approved granular soil havmg a Sand Equivalent of 30 or greater and
should be compacted by floodmg. Windrows may also be placed utilizing an
"open-face" mettiod in lieu of ttie trench procedure, however, tiiis mefliod should
first be approved by tiie Consultant
6.2.5. Windrows should generaUy be parallel to each otiier and may be placed eiflier
paraUel to or perpendicular to flie face of ttie slope depending on ttie site
geometiy. The mmimum horizontal spacing for windrows shall be 12 feet
center-to-center witti a 5-foot stagger or offset from lower courses to next
overlying course. The minimum vertical spacmg between windrow courses shall
be 2 feet from ttie top of a lower windrow to ttie bottom of ttie next higher
wuidrow.
6.2.6. All rock placement, fill placement and flooding of approved granular soil m flie
wuidrows must be continuously observed by flie Consultant or his representative.
6.3. Rock fills, as defmed in Section 3.1.3.. shaU be placed by ttie Contractor m accordance witti
the foUowuig recommendations:
6.3.1. The base of ttie rock fiU shall be placed on a slopmg surface (mmimum slope of 2
percent, maximum slope of 5 percent). The surface shaU slope toward suitable
subdrauiage outiet facilities. The rock fills shall be provided witti subdrains during
consttuction so fliat a hydrostatic pressure buildup does not develop. The
subdrams shaU be pennanently connected to conttoUed drarnage facilities to
conttol post-consttuction mfilttation of water.
6.3.2. Rock fills ShaU be placed m lifts not exceeding 3 feet Placement shaU be by rock
ttucks ttaversing previously placed lifts and dumpmg at flie edge of flie cunently
placed lift. Spreading of flie rock fill shall be by dozer to facilitate seating of flie
rock. The rock fill shall be watered heavily during placement. Watering shall
consist of water ttucks ttaversing in front of flie cunent rock lift face and spraying
water continuously during rock placement. Compaction equipment wifli
compactive energy comparable to or greater flian fliat of a 20-ton steel vibratory
roller or oflier compaction equipment providing suitable energy to achieve tiie
GI rev. 8/98
required compaction or deflection as recommended in Paragraph 6.3.3 shaU be
utilized. The number of passes to be made wiU be determined as described in
Paragraph 6.3.3. Once a rock fiU Uft has been covered witii soil fiU, no additional
rock fiU Ufts will be permitted over die soil fUl.
6.3.3. Plate bearing tests, in accordance wifli ASTM D1196-64, may be performed m
botti ttie compacted soil fiU and in ttie rock fiU to aid in detenmning ttie number of
passes oftiie compaction equipment to be perfonned. If performed, a minimum of
three plate bearing tests shaU be performed m ttie properly compacted soil fiU
(minimum relative compaction of 90 percent). Plate bearing tests shaU then be
performed on areas of roc^ fiU having two passes, four passes and six passes of flie
compaction equipment, respectively. The number of passes requfred for the rock
fill shall be determmed by comparing ttie results of ttie plate bearing tests for the
soil fiU and flie rock Sll and by evaluating the deflection variation with number of
. passes. The required number of passes of ttie compaction equipment wiU be
performed as necessary until the plate bearing deflections are equal to or less than
that determined for ttie properly compacted soil fiU. In no case wiU the required
number of passes be less tiian two.
6.3.4. A representative of tiie Consultant shaU be present during rock fill operations to
verify fliat ttie minimum number of "passes" have been obtained, that water is
bemg properly applied and ttiat specified procedures are being followed. The
actual number of plate bearing tests wiU be determined by the Consultant during
graduig. In general, at least one test should be performed for each approximately
5,000 to 10,000 cubic yards of rock M placed.
6.3.5. Test pits shaU be excavated by flie Contractor so fliat the Consultant can state that,
in his opinion, sufficient water is present and that voids between large rocks are
properly fiUed with smaller rock material. In-place density testing will not be
required in tiie rock fills.
6.3.6. To reduce die potential for "pipmg" of fmes mto the rock fdl from overlymg soil
fiU material, a 2-foot layer of graded filter material shaU be placed above the
uppermost lift of rock fill. The need to place graded filter material below tiie rock
should be determined by the Consultant prior to commencing grading. The
gradation of the graded filter material wiU be determined at tiie time the rock fill is
being excavated. Materials typical of flie rock fill should be submitted to the
Consultant in a timely manner, to allow design of the graded filter prior to the
commencement of rock fill placement
GI rev. 8/98
6.3.7. All rock fill placement shaU be continuously observed during placement by
representatives of tiie Consultant
7. OBSERVATION AND TESTING
7.1. The Consultant shaU be flie Owners representative to observe and perform tests during
clearing, gmbbing, filUng and compaction operations, hi general, no more ttian 2 feet in
vertical elevation of soil or soil-rock fill shall be placed wifliout at least one field density
test being perfonned wiflun ttiat mterval. In addition, a mmimum of one field density test
ShaU be performed for every 2,000 cubic yards of soil or soil-rock fiU placed and
compacted.
7.2. The Consultant shall perform random field density tests of ttie compacted soil or soil-rock
fill to provide a basis for expressmg an opinion as to whether the fiU material is compacted
as specified.. Density tests shaU be perfonned in ttie compacted materials below any
disturbed surface. When ttiese tests mdicate tiiat ttie density of any layer of fiU or portion
thereof is below that specified, the particular layer or areas represented by tibie test shall be
reworked until the specified density has been achieved.
7.3. During placement of rock fill, tiie Consultant shaU verify ttiat the minimum number of
passes have been obtained per ttie criteria discussed in Section 6.3.3. The Consultant shaU
request flie excavation of observation pits and may perform plate bearing tests on flie
placed rock fills. The observation pits wiU be excavated to provide a basis for expressing
an opuiion as to whettier flie rock fill is properly seated and sufficient moisture has been
appUed to tiie material. If performed, plate bearing tests wiU be perfonned randoinly on
ttie surface of tiie most-recently placed lift. Plate bearing tests wiU be performed to provide
a basis for expressing an opmion as to whetiier tiie rock fill is adequately seated. The
maximum deflection in flie rock Sil detennined in Section 6.3.3 shaU be less than ttie
maximum deflection of the properly compacted soil fill. When any of the above criteria
indicate that a layer of rock fill or any portion thereof is below fliat specified, the affected
layer or area shaU be reworked until the rock fill has been adequately seated and sufficient
moisture applied.
7.4. A settlement monitoring program designed by the Consultant may be conducted in areas of
rock fill placement. The specific design of flie monitoring program shall be as
recommended in the Conclusions and Recommendations section of the project
Geotechnical Report or in flie final report of testing and observation services performed
during grading.
GI rev. 8/98
7.5. TUe Consultant shaU observe flie placement of subdrains, to verify ttiat ttie drainage devices
have been placed and consttucted in substantial conformance wifli project specifications.
7.6.
8.1.
8.2.
Testing procedures shaU confonn to flie following Standards as appropriate:
7.6.1. Soil and SolNRock Fills:
7.6.1.1. Field Density Test,- ASTM D1556-82, Density of Soil In-Place By the
Sand-Cone Method.
7.6.1.2. Field Density Test, Nuclear Mettiod, ASTM D2922-81, Density of Soil and
Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth).
7.6.1.3. Laboratoty Compaction Test, ASTM D1557-91, Moisture-Density
Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer
and 18-Inch Drop.
7.6.1.4. Expansion hidex Test, Unifonn Buildmg Code Standard 29-2, Expansion
Index Test.
7.6.2. Rock Fills
7.6.2.1. Field Plate Bearing Test, ASTM Dl 196-64 (Reapproved 1977) Standard
Method for Nonrepresentative Static Plate Load Tests of Soils and Flexible
Pavement Components. For Use in Evaluation and Design of Airport and
Highway Pavements.
8. PROTECTION OF WORK
During consttuction, ttie Conttactor shaU properly grade aU excavated surfaces to provide
positive drarnage and prevent pondmg of water. Drarnage of surface water shaU be
controUed to avoid damage to adjoining properties or to finished work on ttie site. The
Contractor shaU take remedial measures to prevent erosion of freshly graded areas until
such time as permanent drainage and erosion conttol feattnres have been mstalled. Areas
subjected to erosion or sedimentation shall be properly prepared in accordance witti flie
Specifications prior to placmg additional fiU or sttoictires.
After completion of grading as observed and tested by the Consultant, no furttier
excavation or fiUuig shaU be conducted except in conjunction witti flie services of flie
Consultant.
GI rev. 8/98
9.1.
9.2.
9. CERTIFICATIONS AND FINAL REPORTS
Upon completion of ttie work, Conttactor shaU fumish Owner a certification by ttie Civil
Engmeer stating ttiat ttie lots and/or building pads are graded to wittim 0.1 foot vertically of
elevations shown on ttie grading plan and tiiat aU tops and toes of slopes are witiiin 0 5 foot
honzontally oftiie positions shown on tiie grading plans. After mstallation ofa section of
su^i^m, ttie project Civil Engineer should survey its location and prepare an as-buUt plan
of fte subdram location. The project Civil Engineer should verify ttie proper outtet for ttie
subdrams and ttie Conttactor should ensure ttiat ttie dram system is free of obsttuctions.
nie Owner is responsible for fumishing a final as-graded soil and geologic report
satisfactory to tiie appropriate govemmg or accepting agencies. The as-graded report
should be prepared and signed by a Califomia licensed Civil Engineer experienced m
geotechmcal engineering and by a Califomia Certified Engineering Geologist, indicating
ftat fte geotechnical aspects of fte grading were perfomied in substantial confonnance
witii fte Specifications or approved changes to fte Specifications.
GI rev. 8/98
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UPDATE
GEOTECHNICAL INVESTIGATION
VILLAGES OF LA COSTA-
THE OAKS
CARLSBAD, CALIFORNIA
VOLUME II OF II
PREPARED FOR
REAL ESTATES
COLLATERAL MANAGEMENT COMPANY
c/o MORROW DEVELOPMENT INCORPORATED
CARLSBAD, CALIFORNIA
AUGUST 3, 2001