HomeMy WebLinkAboutCT 02-02; LA COSTA OAKS SOUTH NEIGHBORHOOD 3.10 & 3.11; UPDATE GEOTECHNICAL INVESTIGATION; 2001-08-03T
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UPDATE
GEOTECHNICAL INVESTIGATION
VILLAGES OF LA COSTA-
THE OAKS
CARLSBAD, CALIFORNIA
VOLUME I OF II
PREPARED FOR
REAL ESTATES
COLLATERAL MANAGEMENT COMPANY
c/o MORROW DEVELOPMENT INCORPORATED
CARLSBAD, CALIFORNIA
AUGUST 3, 2001
CTOZ'OZ
GEOCON
INCORPORATED
ProjectNo. 06105-12-04
August 3, 2001
NICAL CONSULTANTS
^f/" / /,
Real Estates Collateral Management Company
Vo Morrow Development Incorporated
1903 Wright Place, Suite 180
Carlsbad, California 92008
Attention: Mr. Tim O'Grady
Subject: VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
UPDATE GEOTECHNICAL INVESTIGATION
eNGtfJFERING
Gentlemen:
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 developing the site as
proposed.
Significant geotechnical issues related to the rippability ofthe geological units, remedial grading of
the unsuitable surficial materials and generation of capping materials have been identified in this
report and will require consideration during planning and development 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 your convenience.
Very truly yours,
GE^SDN INCORP
RCE 22527
AS:DFL:dmc
(6) Addressee
'O^li Sadr
CEG 1778
AU SAOR X «vi ^ #1778 \ %\
I {ft \ GEOLOGIST
6960 Flanders Drive • Son Diego, California 92121-2974 • Telephone (858) 558-6900 • Fox (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 Dehnar 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) .'"Z'Z".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 GradiQg ; 13
7.7 Subdrains , 14
7.8 Bulking and Shrinkage Factors 15
7.9 Foundation Recommendations 15
7.10 Retauiing 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)
APPENDDC A
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, Summary of Laboratory Expansion hidex Test Results
APPENDIXC
SELECTED BORING AND TRENCH LOGS AND LABORATORY TESTING fi-om
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 (ProjectNo. 04367-04-02)
APPENDIXD
Geotechnical Evaluation Rancho Santa Fe Road Realignment Affect On Stanley Mahr Reservoir
(November 10,1989)
APPENDIX E
RECOMMENDED GRADING SPECIFICATIONS
UPDATE GEOTECHNICAL INVESTIGATION
1. PURPOSE AND SCOPE
This report presents the consolidated findings of current and previous geotechnical mvestigations for
The Oaks of the Villages of La Costa in Carlsbad, Califomia (see Vicinity Map, Figure 1). This
report is intended to present recommendations relative to geotechnical aspects of site development,
including remedial gradmg, estimated rock rippability, slope stability, subsurface drarnage, estimated
bulking and shrinkage factors, and recommended grading specifications and prelimmary foundation
design criteria.
It is our understanding that the construction of the new Rancho Santa Fe Road alignment will be
performed by the City of Carlsbad; therefore, specific comments regarding this unprovement have
been excluded fit>m this report. Furthennore, it should be noted that the site was previously known as
La Costa Southeast.
The scope ofthe mvestigation included a review of the following:
1. Preliminary Geotechnical Investigation, Villages of La Costa—The Oaks and Ridge,
Carlsbad, Califomia, prepared by Geocon Incorporated, dated January 10, 2000 (Project
No. 06105-12-01).
2. Soil and Geologic Reconnaissance for Rancho Santa Fe Road Alignment, June 30, 1989
(ProjectNo. D-4367-H01).
3. Supplemental Soil and Geologic Investigation for Rancho Santa Fe Road Alignment,
Carlsbad, California, January 8,1990 (ProjectNo. D-4367-H02).
4. Earthwork Quantity Analysis, Rancho Santa Fe Road Realignment, June 14, 1990 (Project
No. 04367-04-02).
5. Addendum to Earthwork Quantity Analysis, Rancho Santa Fe Road Realignment, March 15,
1991 (ProjectNo. 04367-04-02).
6. Second Addendum to Earthwork Quantity Analysis, Rancho Santa Fe Road Realignment,
March27, 1991 (ProjectNo. 04367-04-02).
7. Supplemental Geotechnical Investigation for Rancho Santa Fe Road Alignment,
December 17, 1990.
8. Addendum to Soil and Geotechnical Investigation for Rancho Santa Fe Road Alignment,
July 10,1990.
9. Geologic Maps of the Northwestem Part of San Diego County, Califomia, DMG Open File
Report 96-02.
10. Batholith and Associated Rocks of Corona, Elsinore and Stm Luis Rey Quadrangles,
Southem Califomia, Geological Society of America Memoir 29,1948.
Project No. 06105-12-04 - 1 - August 3,2001
11. Onthe Manner of Deposition of the Eocene Strata in Northem San Diego County, San Diego
Association of Geologists Guidebook, 1985.
12. Stratigraphy and Petrography of the Santiago Peak Volcanics East of Rancho Santa Fe,
Califomia, unpublished M.S. thesis, by M. A. Adams, San Diego State University, 1979.
13. Geology and Mineral Resources of San Diego County, Califomia, DMG County Report 3
1963.
14. Unpublished reports, aerial photographs and maps on file with our firm.
The scope of the most recent field mvestigation (Januaiy 2000) consisted of a site geologic
reconnaissance and the drilling of 13 hydraulic air-track borings and excavation of 15 exploratory
trenches. Laboratory tests were performed on selected soil samples obtained 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 and B, respectively. Selected logs of
exploratory excavations fi-om our study for the Rancho Santa Fe Road investigation (January 8, and
December 17,1990) are presented m Appendbc C.
The recommendations presented herein are based on analyses of the data obtamed from our recent
and previous exploratory excavations, laboratory tests and our experience with sunilar soil and
geologic conditions. The base maps used for this study consisted of conceptual gradmg plans, 1 mch
equals 100 feet (1" = 100') scale, entitledMos/er Tentative TractMap CT98-04/HDP 99-02, Villages
of La Costa, city of Carlsbad California, prepared by Hunsaker & Associates, undated (see Figures 2
through 12, map pocket). The results of the field mvestigation are compiled on Figures 2 through 12.
2. SITE AND PROJECT DESCRIPTION
The Oaks is located between Melrose 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 rugged hillside terrain.
The Oaks is characterized by irregular steep to moderate ridge-and-canyon terrain, with trellis
drainage along northward, westward and southward trending canyons. Drainage is ultimately
accomplished by tributaries into San Marcos Creek along the northwestem site boundary, and by
Encmitas Creek along the southem site boundary. Eievations range from a high approximately
990 feet Mean Sea Level (MSL) along the east-central property boundaiy to a low of approximately
100 feet MSL along San Marcos Creek along the northwest boundary of the site.
Vegetation typically consists of thick chaparral and grasses through a majority of the site. The lower
drainages 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 well as
from springs in the major drainage along the extreme southwest boundary of tiie site.
Project No. 06105-12-04 - 2 - 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 v^dth Rancho Santa Fe Road lie within the extreme northeast
comer of the site.
Otiier than Rancho Santa Fe Road, with the associated truck bypass, and Questhaven Road, existing
site unprovements 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 Electiic easement witii wood pole
and lattice tower supported electric Imes, a 200-foot-wide San Diego Gas and Electiic 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 mming
activity with associated excavatioiis and waste-fill are present on the site. The oldest, dating to as
early as the 1880's, was copper mming along faulted and hydrothermally altered volcanic rocks in the
eastem-centi-al portion of the site (see DMG reference). A 50-foot deep water-filled mine shaft was
discovered m that area dming our reconnaissance. In addition, later undocumented stone quarry and
waste-fill operations were conducted through the 1950's, 60's or 70's which generated excavations
and undocumented fills withm 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 understandmg that the Rancho Santa Fe realignment, generally between the intersections with
Mekose Drive and La Costa Avenue will be constmcted by tiie City of Carlsbad. The sheet-graded
pads within The Oaks project will eventually be regraded to constract residential units with
associated roads and improvements. The grading will result in maxunum fill and cut of
approximately 40 and 45 feet, respectively. The cut and fill slopes planned for the project will consist
of maximum heights of 50 and 60 feet, respectively, with 2:1 (horizontahvertical) mclination.
3. SOIL AND GEOLOGIC CONDITIONS
3.1 Stratigraphy
Five surficial soil types and four geologic units were encountered during our mvestigation. The
surficial deposits include imdocumented fills, landslide debris, topsoils, colluvium and alluvium.
Geologic formations mclude the Jurassic-aged Santiago Peak Volcanics, Cretaceous-aged Escondido
Granodiorite, the Eocene-aged Dehnar Formation, and the Quatemary-aged Terrace Deposits. Each
ofthe soil types and geologic units encountered are described below, and their approximate mapped
extent is depicted on Figures 2 through 12, Geologic Maps (map pocket).
3.2 Santiago Peak Volcanics (Jsp)
The Jurassic-aged Santiago Peak Volcanics, with the exception of the extreme northem
approximately one-fourth of tiie site, comprise tiie majority of the underlying bedrock. These rocks
ProjectNo. 06105-12-04 -3- August3,2001
were deposited as an altemating secession of volcanic flows, tuffs and breccias and typically have an
andesite or dacite composition. Subsequently this sequence of rocks was folded, faulted and weakly
metamorphosed (see reference by Adams, 1979). Where observed m test excavations, especially in
the central portions of the site, this imit is highly fiactured and faulted along northwest-to-southeast
zones. Closely spaced parallel fractures and joints form "sheeted" zones containmg colorful alteration
and/or oxidation minerals such as limonite and hematite. The presence of cubic-shaped crystal-voids
(pseudomorphs) and m some areas, cubic-shaped pyrite (fron sulfide) crystals, as well as other exotic
minerals such as epidote, chlorite, and possible fraces of copper minerals, suggests hydrothermal
alteration (or, ancient hot spring activity). This feature is consistent with the historic copper mining
operations in similar rock along northwest-southeast zones east of the site (see referenced DMG
report). Even though the majority of the Santiago Peak Volcanics appears to be highly fractured and
altered, the zones typically have steeply dippmg, tight clay-filled fractures. Only one area, located
along the track-bypass road near the center of the site (near Boring HT-26) exhibited low-angle
adversely dippmg fractures. In addition, some of the highly fi-actured and altered portions of this unit
excavate to a gravelly-clayey sand and very sandy clay (near Trench T-6). Discussion of theses areas
as sources of suitable capping fines is presented in the concluding sections of this report. In general,
however, hardrock areas will require special handling and pre-blasting considerations as presented in
the concluding sections of this report.
3.3 Escondido Creek Granodiorite (Ke)
In the published literature this unit is described as a "leucogranodiorite" because of the overall Hght
color, but averages of composition are typically granodiorite (Larsen, 1948). This Cretaceous-aged
batholithic rock intrades Santiago Peak Volcanics. Outcrops and exploratory trenches expose hght
brown to olive, very siliceous, blocky and very sfrong granitic rock, with littie or no weathering.
Although rippable in highly fractured areas, this unit will excavate to substantial amounts of oversize
rock, or will require special handling or pre-blasting in hardrock areas, as discussed in the concluding
sections of this report.
3.4 Delmar Formation (Td)
The Eocene-aged Delmar Formation, consisting of stiff to very hard, light brown to olive silty to
sandy claystones and sandstones was found to occur only in the lower drainage fributary to Encinitas
Creek along the extreme southwestem edge of the site. As indicated on Figure 2, this unit crops out
only along the base of a westward facing slope of the drainage between approximate elevations 250
and 270 MSL. Subsurface observation of test Trenches T-43 and T-70 along this slope indicated the
presence of hard or dense, horizontally bedded claystones and sandstones. These beds, however, were
overlain ftirther northward by surficial terrace deposits and landslide debris (see Trench T-15). No
adverse stractures or slide debris was observed, however, withm the Delmar Formation along tiie
natural slope at the site boundary with an adjacent existing subdivision. Local variations of bedding
inclmation withm the Delmar Formation is a characteristic which could affect stability in natural or
ProjectNo. 06105-12-04 ~- August 3,2001
excavated slopes. The claystone members of the Dehnar Formation often possess low shear strength
and contains randomly oriented remolded clay seams. Proposed excavations are not anticipated to
encounter much ofthe Dehnar Formation, but slope stabilization measures may be necessary if any
cut slopes or fill keyways expose this unit. In addition, the more clayey portions of tiiis fonnation are
highly expansive and often require selective gradmg or specially designed stractures as discussed
under the conclusions and recommendations section of this report.
3.5 Terrace Deposits (Qt)
Sfream-deposited dense, dark reddish-brown sands and cobble-to-boulder conglomerates were
observed to overlie Santiago Peak Volcanics and Dehnar Formation in frenches and borings at
elevations between approximately 360 and 420 feet MSL withm the major south drainage along the
exfreme southwestem boundary of the site (Figure 2). In general, these sediments exhibit good
bearing characteristics, however, where they rest upon highly weathered 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 landslide debris, or may become unstable if undercut in
excavations. A discussion of measures to mitigate potential slope stability problems in this unit is
presented in the concluding sections of this report.
3.6 Alluvium (Qal)
The alluvial deposits are typically composed of loose, porous, clay-sand mixtures with boulders that
have accumulated along canyon bottoms. The maximum observed thickness was approximately
13 feet (see Trench T-44) m the extreme southwest dramages, but up to 10 feet of alluvial soils were
observed along San Marcos Creek at the extreme northem portion of the site (Figure 12). These
sediments are generally poorly consolidated and susceptible to settlement when subjected to an
mcrease in vertical loads as might result from the placement of fill or stractures. Hence, development
within areas contammg alluvial deposits will requfre remedial grading as discussed in the conclusions
and recommendations portions of this report.
3.7 Landslide Debris and Surficial Landslide Debris (Qls and Qlsf)
Two deep-seated landslides and two areas of surficial landslides were mapped within the site. The
relatively thin, or surficial, landslides were encountered in shallow exploration frenches and were
interpreted from stereoscopic aerial photographs and ground reconnaissance (see Figure 6).
Both the deep and shallow landslides are generally present near, or along, the bottom of a southwest-
draining tributary of Encinitas Creek in the southwestem portion of the site. The landslides have
occuned within the weathered depositional contact-zone between thin remnants of the Eocene
ProjectNo. 06105-12-04 -5- August3,2001
Dehnar Formation claystones, hydrothermally altered Jurassic Santiago Peak Volcanics and
overlying Tenace Deposits, (see Trenches T-16, T-17, T-18 and Borings LB-3, LB-5).
Surficial landslide materials, averaging approxmiately 10 feet thick typically consisted of very clayey
gravel to boulder gravels, or gravelly clays tiiat have failed along tiie Dehnar Formation remnant
claystones, or withm very weathered, altered, Santiago Peak Volcanics.
Portions of both the surficial and deeper landslide debris are relatively loose and possess the potential
for future movement. Witiim tiie relatively thin surficial debris, complete removal and recompaction
will be requfred where settiement-sensitive stractures and/or fills are planned. The deeper landslides
will also necessitate remedial gradmg measures as discussed m the conclusions and recommendations
section of this report.
3.8 Colluvium (Qc)
Colluvial soils occur along the canyon side-slopes, low areas, the base of natural slopes, and along
the head scarps of landslides. These deposits are often indistinguishable from alluvium and thick
topsoil deposits, tiierefore, only the thicker, or potentially tiiicker areas have been mapped separately
, on the Geologic Maps. The maximum observed thickness of these materials is on the order of 8 feet
as exposed m Trench T-6 (Figure 2). In general, these deposits consist of poorly consoUdated sandy
clays to clayey sands and are potentially compressible. Development within areas underiam by
colluvium will requfre remedial grading as recommended in the concluding sections ofthis report.
3.9 Topsoil (Unmapped)
Topsoils of hregular thicknesses rangmg from 1 to 2 feet blanket the majority ofthe site. The topsoils
are characterized by dark brown to reddish-brown gravelly silty sands to sandy clays. These soils are
both moderately to highly expansive, as well as potentially compressible. Recommendations witii
respect to the freatment of topsoils have been included under the conclusions and recommendations
section of this report.
3.10 Fill Material (Qudf and Qudfo)
Several generations of engineered and undocumented fill materials are present on the site. The
largest-volume of documented fill includes the materials constitutmg the La Costa Dam. The La
Costa Dam was designed with an imperious clay core and a granular shell. The spillway and some
section of the access roads were constracted from fill materials that were generated on-site (see
Woodward-Clyde report. Appendix D). Also present is an area of end-dumped oversize rock
northwest of Rancho Santa Fe Road approximately 700 feet long, 200 feet wide and on the order of
10 to 15 feet tiiick (symbol Qudfo on Figure 10).
Project No. 06105-12-04 - 6 - August 3,2001
A review ofthe attached report prepared by Woodward-Clyde Consultants mdicates that realignment
ofthe Rancho Santa Fe Road could have a potential affect on the existing embankment. The primary
concem would be the effect of the blast mduced vibrations associated with the adjacent excavation.
The other major concern is the unpact of graded fills as currentiy proposed on the hydraulic
characteristics of the outiet works and emergency spillway. The consultant's recommendations with
respect to these concems are presented m detail in the attached Appendix D, as well as discussed in
the concluding section of this report.
We anticipate that clay rich fill materials with oversize rock and deleterious debris are present to
maximum depth on the order of from 20 to 30 feet m the canyons unmediately downsfream from the
La Costa Dam and extendmg westward beneath 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 alignment,
mcludmg the existing track by-pass, and other old fill debris also constitute undocumented fills which
will requfre remedial gradmg where roads, fills and settiement sensitive stractures are planned.
4. GROUNDWATER
A permanent groundwater table was observed within alluvium and alluvium/tenace deposits in the
San Marcos Creek drainage and m a tributaiy to Encmitas Creek, respectively (Borings SB-1, LB-1,
and Trenches T-67, T-68, Appendix C).
No seepage or groundwater table was detected within exploratory borings or frenches in proposed
cuts in the Santiago Peak Volcanics, especially along the flanks of the drarnage unmediately
downsfream of the above described La Costa Dam.
San Marcos Creek is a perennial sfream and surface water flow was noted during the field
investigation. Observed groundwater levels in this drainage area ranged between 3 and 5 feet below
existmg ground surface.
In the exfreme southwestem portion of the site, within a tributary of Encinitas Creek, the groundwater
levels generally varied between 10 and 30 feet deep. Because of ancient landsliding in the
southwestem lower drainages, and the wide variation of water levels, it is our opinion that perched
water conditions may be present. To reduce any adverse effects of groundwater upon proposed fills or
stractures, subdrams and/or other drainage mitigation are reconimended as discussed within
concluding sections of this report.
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5. GEOLOGIC STRUCTURE
Ancient faults and fracturing within the Jurassic-age Santiago Peak Volcanics typically exhibit
northwest-to-southeast linear frends, with associated less-intense northeast-to-southwest cross
fracturmg.
A moderately developed "frellis" drarnage pattem is unposed on many, small tributary drainages by
the northwest-to-southeast frends. Typically, faults and jomts have steep (greater than 45 degrees)
dips, but occasional low-angle dips of approximately 5 degrees have been noted.
High-angle contact-zones between the Santiago Peak Volcanics, Dehnar Formation, Terrace
Deposits, or surficial deposits were encountered in the southwestem-most drainage, and may be
anticipated withm ancient valleys, embankments and river channels.
Where encountered, faults and associated shear zones were not observed to offset the younger
Quaternary sediments. Therefore, the observed faults can be considered inactive faults. No evidence
of active faultmg was observed at the time of our investigations.
6. GEOLOGIC HAZARDS
6.1 Faulting and Seismicity
It is our opinion, based on the site reconnaissance, evidence obtained m the exploratory excavations
and a review of published and unpubUshed maps and reports, that the site is not located on any
known active fault frace. The nearest known active faults are the Rose Canyon Fault and the
Newport-Inglewood (offshore) located approximately 8 and 13 miles, respectively, to the west and
Elsinore Fault Zone, which lies approximately 23 miles to the northeast.
Maximum Credible and Maximum Probable Seismic events of Magnitude 6.9 and Magnitude 5.7,
respectively, are postulated for the Rose Canyon Fault. The estimated Maximum Credible and
Maximum Probable Peak site acceleration are 0.28 g and 0.13g, respectively. Seismic parameters for
the other regional faults capable of generating ground acceleration at the site are summarized on
Table 6.1.
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TABLE 6.1
DETERIVIINISTIC SITE PARAMETERS FOR SELECTED FAULTS*
Fault
Distance
from Site
(miles)
Maximum
Credible
Maximum Probable
Fault
Distance
from Site
(miles) Eartiiquake
(Mag.)
Peak
Acceleration
(g)
Eartiiquake
(Mag.)
Site
Acceleration
(g)
Rose Canyon 8 6.9 0.28 5.7 0.13
Newport-Inglewood (ofl&hore) 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 that the site could be subjected to moderate to severe ground shaking in the event of
a major eartiiquake along any of the above-mentioned faults, however, the seismic risk at the site is
not considered to be significantiy different than that of the sunounding developments of similar
geologic setting m Oceanside area.
6.2 Liquefaction
The potential for Uquefaction during a sfrong earthquake is lunited to cohesionless soils which are in
a relatively loose, unconsolidated condition and located below the groundwater level. Due to the
dense nature of the formational units, the removal and recompaction of the surficial soils and the
absence of a permanent groundwater table, the potential for seismically included soil liquefaction
occurring at the site is considered to be very low.
ProjectNo. 06105-12-04 -9-Augusts, 2001
7. CONCLUSIONS AND RECOMMENDATIONS
7.1 General
7.1.1 No soil or geologic conditions were encountered during the mvestigation perfonned by
Geocon Incorporated or those of the previous studies which, m our opinion, would
preclude the development of tiie property as presently planned, provided the
recommendations of this study are followed.
7.1.2 The surficial soils consisting of landslide debris, alluvium, fill, topsoils and colluvium are
not considered suitable for the support of fiU or stinctiiral loads m thefr present condition
and will requfre remedial grading.
7.1.3 The presence of oversize boulders and margmally rippable to nonrippable volcanic and
granitic rocks wiU requfre special consideration during site development as recommended
heremafter.
7.1.4 Due to the expected presence of a large volume of rock, a selective gradmg operation with
possible stockpilmg of the soil material and marginally rippable rock is recommended.
Details oftiie recommended selective gradmg operation are presented under 7.6 Grading.
7.1.5 Recommendations of the Consultant Report (Appendix D) for Realignment of tiie Rancho
Santa Fe Road should be mcorporated mto the design and constraction phases of the
residential development as needed. In general, these recommendations are concemed with
the unpact of proposed fills as weU as the blast-induced vibration generated on the
stractures during grading.
7.2 Geologic Hazards
7.2.1 It is our opinion, based on the site reconnaissance, evidence obtamed in the exploratory
excavations and a review of pubUshed geologic maps and reports, that the site is not
located on any known active fault trace.
7.2.2 It is our opinion that the site could be subjected to moderate to severe ground shaking m
the event of a major earthquake along any of the active faults in the San Diego County
area; however, the seismic risk at the site is not considered to be any greater than that of
sunounding developments ui the City of Carlsbad area.
7.2.3 Old abandoned mines or prospect pits associated with the Encuiitas copper minuig district
will requfre special consideration during site development as recommended hereinafter.
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7.3 Groundwater
7.3.1 The geologic units encountered on the site have permeability characteristics and/or fracture
systems that could be susceptible under certam conditions to water seepage. Inasmuch as
no springs, seeps, or groundwater occunences were encountered within the formational soil
units, it is our opmion that the seepage potential for the geologic units is relatively low. It is
reconimended, however, that periodic observations be made by the soU engmeer or
engineering geologist during grading and/or constraction for the presence of groundwater.
The recommendations that follow provide for the removal of colluvial, aUuvial and
undocumented fill soils and the placement of a "canyon" subdrain within the bottom ofthe
removal areas to reduce the potential for groundwater buildup within the canyon fills.
7.4 Soil and Excavation Characteristics
7.4.1 The soil conditions encountered vary from low-expansive sands, generated from the
decomposed bedrock, to highly expansive soil ofthe landslide debris and some of tiie other
surficial soils.
7.4.2 In our opmion, the existing topsoils and alluvial/coUuvial deposits can be excavated with
light to moderate effort with conventional heavy-duty grading equipment. It is estimated
that the proposed grading wiU encounter rippable rock to depths on the order of 10 to 15
feet below existing groimd surface. Surface blasting will be requfred where highly resistant
volcanic rocks are exposed. It is likely, however, that excavations greater than 15 feet
within the major cut areas will encounter marginal to nonrippable rock conditions with a
high percentage of "floater" boulders and bedrock "knobs" that wiU requfre blasting.
Nonrippable "floaters" may also be encountered during excavation m otherwise rippable
areas. Oversize rocks should be placed in accordance with the Recommended Grading
Specifications presented ui Appendix E. In addition, we recommend that consideration be
given to placing the boulders in the open areas for landscaping purposes, or placement
within excavations selectively mined for capping materials.
7.5 Slope Stability
7.5.1 Utilizing average drained shear sfrength parameters based on laboratory tests and
experience with similar soil types in nearby areas, a slope stability analysis indicates that
the proposed 2.0 to 1.0 (horizontal to vertical) fiU slopes constracted of granular material
will have calculated factors of safety in excess of 1.5 under static conditions for both deep-
seated and shallow sloughing failures up to the design heights of 60 feet. Slope stability
calculations and surficial stability calculations are presented on Figures 13 and 14
respectively.
ProjectNo. 06105-12-04 - 11 - August 3,2001
7.5.2 All fill slopes should be constracted such that the materials, within a zone measured
horizontally back from the face of slope for a distance equal to the height of slope, are
generally comprised of granular soUs and/or soil/rock fills with mmimum equivalent
sfrengtii parameters of 0' = 32 degrees and C = 300 psf However, tiie outer 15 feet of fill
slopes wiU be restricted to materials composed of properly compacted granular "soil" fill to
reduce the potential for surface sloughing. AU fill slopes should be compacted by back-
roUmg at vertical mtervals not to exceed 4 feet and should be track-walked (for slopes 2:1
or flatter) at the completion of each slope such that the fill soils are uniformly compacted to
at least 90 percent relative compaction. As an altemative, fiU slopes should be overbuilt a
minhnum of 5 feet horizontally and cut back to design finish grade.
7.5.3 Cut slopes excavated m the metavolcanic and plutonic rocks do not lend themselves to
conventional stability analyses. However, the results of our field mvestigation, our
experience m the general area and the exammation of the existmg slopes adjacent to the
property mdicate that the proposed 2.0 to 1.0 (horizontal to vertical) cut slopes should be
stable with respect to deep-seated failure and surficial sloughage up to the proposed
maximum height of 50 feet.
7.5.4 Where cuts exceed the maximum depth of the weathered portion ofthe metavolcanic and
plutonic rocks, heavy blastmg wiU be requfred to break the fresh, very hard rock.
Overblasting of cut slopes should not be permitted. Loose rock and blasting debris should
be removed from the faces of finish graded cut slopes. No loose rock fragments greater
than 6 hiches m maxunum dimension should be left on the slope surface. Tops of cut
slopes should be cleared of loose boulders and should be "rounded" within the exposed
topsoil horizon.
7.5.5 In our opmion, the use of tenace drains on cut or fill slopes exceedmg 30 feet ui height is
not necessary to maintain gross stability of the slopes. However, the proper mstaUation and
maintenance of tenace drains should measurably reduce surficial slope erosion, particularly
fill slopes. If used, we recommend that tenace drains be constracted at a drainage gradient
of at least 5 percent. In addition, the need to properly maintain the drains is important.
Drains that are not periodically cleaned of vegetation and debris could result in significant
slope disfress and erosion.
7.5.6 It is recommended that all cut slopes be observed during grading by an engineering
geologist to verify that soil and geologic conditions do not differ significantly from those
anticipated. If adverse conditions are encountered, recommendations for mitigation can be
presented at that thne.
7.5.7 All slopes should be planted, drained and properly mamtained to reduce erosion.
ProjectNo. 06105-12-04 - 12- August 3,2001
7.6 Grading
7.6.1 Development of the site as proposed will generate a relatively large volume of oversize
rock as well as shot rock. Earthwork considerations which need to be addressed within the
development schedule are summarized as follows:
• Grading and blastmg operations should be designed to generate a sufficient
quantity of granular material for use as low expansive capping material. Where this
is not possible, rock crashing may be requfred.
• Consideration should be given to stockpilmg select materials to be utilized for
capping.
• Oversize rock should be placed m deeper fiU areas m accordance with tiie
Recommended Grading Specifications presented m Appendix E.
• Appropriate remediation and/or backfiUmg of any old abandoned mines or
prospect pits should be implemented during site development.
7.6.2 All grading should be performed in accordance with the attached Recommended Grading
Specifications (Appendix E). Where the recommendations of this section confUct with
Appendix E, the recommendations of this section take precedence. AU earthwork should be
observed and all fills tested for proper compaction by Geocon Incorporated.
7.6.3 Prior to commencing gradmg, a preconstraction conference should be held at the site with
the owner or developer, gradmg confractor, civU engineer and geotechnical engineer m
attendance. Special soil handlmg and/or the grading plans can be discussed at that time.
7.6.4 Grading operations on the site should be scheduled so as to place the rock and expansive
soils in the deeper fiUs and to "cap" the pads and fiU slopes with granular soUs with 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 in size wiU be generated. In our opinion,
these rocks are suitable for placement m the fill areas, provided the placement is
accomplished in accordance with the recommendations presented in Appendix E. In
addition, utilization of as many boulders as practical for landscape purposes should be
considered. Excavation of the deeper bedrock units should produce a relatively lower
quantity of large "floater" rocks, if an efBcient blasting program is implemented. The
proposed blasting program should also be plaimed to assist in the generation of "fines". If
possible, the grading operation should attempt to reserve sufficient "soil" fiU for use in
capping the "rock" fills as discussed in Appendix E and to replace french excavation
material which is considered too rocky to be used as french backfill.
Project No. 06105-12-04 • 13 - August 3,2001
7.6.6 AU potentially compressible topsoils and alluvimn, colluvium, and landsUde debris not
removed by planned grading should be removed to firm natural ground in areas of
proposed development and properly compacted prior to placing additional fill. Where the
thickness is less than 3 feet on slopmg groimd, it is anticipated that normal benchmg
procedures for slopmg ground surfaces wiU remove the unsuitable topsoils. Thicknesses
greater than 3 feet or areas of numerous surface boulders wiU requfre complete removal
prior to performing nonnal benching procedures.
7.6.7 The site should then be brought to final subgrade elevations with stractural fill compacted
in layers, m general, soils present on site are suitable for re-use as fiU if free from
vegetation, debris and other deleterious material. Layers of fiU should be no thicker than
wUl allow for adequate boundmg and compaction. Includmg backfiU and scarified ground
surfaces, should be compacted to at least 90 percent of maximum dry density at near
optimum moisture content, as detennined in accordance with ASTM test procedure
D 1557-91. Fill materials below optunum moisture content may be unacceptable and
requfre additional moisture conditionmg prior to placing additional fill. The project soils
engineer/engmeering geologist will determine actual moisture conditionmg requfrements
during grading and as a function of soil type.
7.6.8 Consideration should be given to undercutting and replacmg with compacted "soil fill" (no
rocks greater than 12 inches in maximum dimension) any proposed cut areas located on the
hard bedrock outcrops. The depth of undercuttmg should be at least 3 feet below the
ultimate pad finish grade and 1 foot below the deepest utUity lines, or, altematively, to
sufficient depth such that undergroimd utilities can be constracted without the need for
additional blastmg or heavy rippuig after the mass gradmg has been accomplished. Withm
rock cut areas where only landscaping is proposed, the project landscape architect should
be consulted to determine an appropriate depth of undercut, if any. To reduce the potential
for differential settiement, it is recommended that the cut portions of the cut/fill fransition
building pads be undercut at least 3 feet and replaced with properly compacted fill soils.
The undercut should extend from the back of the pad to the sfreet and be graded at a
gradient of at least 1 percent toward the sfreet.
7.6.9 Consideration should be given to capping sfreet areas with a mmimum 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 filled. A cross-section of the subdram
configuration is presented on Figure 15. The lower 20 feet of the subdrain mstallation
Project No. 06105-12-04 - 14 - August 3,2001
should consist of nonperforated pipe with a concrete cutoff wall constracted immediately
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 maintam a drarnage gradient within the canyon subdram system, it may be
necessary to extend the nonperforated outlet pipe beyond the lunits of planned gradmg
operations. As an altemative design, a properly compacted fill may be placed within the
lower canyon bottom untU the mmimum drainage gradient is achieved. Two subdrams
would then be installed along the fill/natural ground contacts. Where the natural slope
gradient exceeds 5 percent, the perforated pipe may be deleted from the subdrain system.
7.7.3 After mstallation of the subdram, the project civil engmeer should survey its location and
prepare "as-built" plans of the subdram location. The project civil engineer should verify
the proper outiet for the canyon subdrains and the confractor should ensure tiiat the drain
system outlet is free of obstractions. The recommended locations of the canyon subdrams
wUl be finalized during a review of the final site grading and unprovement plans.
7.8 Bulking and Shrinkage Factors
7.8.1 Estimates of embankment buUcing and shrinkage factors are generally based on comparing
laboratoiy compaction tests with the density of the material m its natural state as
encountered in the chunk samples. It should be emphasized that variations in natural soU
density, as well as in compacted fill density, render shrinkage value estimates very
approximate. As an example, the compaction of fiU soUs can vary from 90% to
approximately 100% and, hence, a 10% variation in shrinkage is possible. Based on the
extent of work performed to date, the following shrinkage factors are recommended for
evaluating earthwork quantities.
TABLE 7.8
SHRINKAGE/BULK FACTOR
Soil Unit Shrink/Bullc Factor
Alluvium, Topsoils, Landslide Debris, Fill, Colluvium 5 to 10 percent shrink
Weathered Rippable Bedrock 10 to 15 percent bulk
Nonrippable Bedrock 20 to 25 percent bulk
7.9 Foundation Recommendations
7.9.1 The following foundation recommendations are for one-and/or two-story residential
stractures and are based upon the assumption that the soil conditions within 4 feet of fmish
ProjectNo. 06105-12-04 - 15- August 3,2001
pad subgrade consist of granular "low" expansive soU (Expansion Index less than 50). The
recoinmendations are separated into categories dependent upon the depth and geometry of
fiU underlymg a particular buildmg pad and/or lot. Final foundation design
recommendations for each building will be presented in the final compaction report after
the grading for the mdividual buildmg pads has been completed.
7.9.2 Foundations for either Category I, n, or HI, as described m Table 7.9.1, may be designed
for an allowable soil bearing pressure of 2,000 pounds per square foot (psf) (dead plus live
load). This bearing pressure may be increased by one-thfrd for fransient loads such as wind
or seismic forces.
7.9.3 The use of isolated footings that are located beyond the perimeter of tiie buildmg and
support stractural elements coimected to the building is not recoinmended for Categoty HI.
Where this condition cannot be avoided, the isolated footmgs should be connected to the
building foundation system with grade beams.
TABLE 7.9.1
FOUNDATION RECOMMENDATIONS BY CATEGORY
Foundation
Category
Minimuni
Footing Depth
(inches)
Continuous Footing
Reinforcement
Interior Slab
Reinforcement
I 12 One No. 4 bar top
and bottom
6 X 6 -10/10 welded wire mesh
at slab mid-point
n 18 Two No. 4 bars top
and bottom
No. 3 bars at 24 inches on
center, both directions
in 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 td 50.
Category U: Maximum fill thickness is less than 50 feet and Expansion Index is less than or equal to 90, or variation in fill thickness is between 10 feet and.20 feet
Category HI: Fill thickness exceeds 50 feet, or variation in fill thickness exceeds 20 feet, or Expansion
Index exceeds 90, but is less than 130.
Notes:
1. All footmgs should have a minimum width of 12 inches.
2. Footing depth is measured from lowest adjacent subgrade (including topsoil, if planned). These
depths apply to both exterior and interior footings..
3. All interior Uving area concrete slabs should be at least 4 inches thick for Categories I and II and 5
inches thick for Category IU.. This applies to both building and garage slabs-on-grade.
4. All interior concrete slabs should be underlain by at least 4 inches (3 inches for 5-inch-thick slab)
of clean sand or crushed rock.
5. All slabs expected to receive moisture sensitive floor coverings or used to store moisture sensitive
materials should be underlain by a vapor barrier covered witii at least 2 mches oftiie clean sand
recommended in No. 4 above.
ProjectNo. 06105-12-04 -16-August 3,2001
7.9.4 For Foundation Categoty HI, the stractural slab design should consider usmg mterior
stiffening beams and connecting isolated foothigs and/or increasing the slab thickness. In
addition, consideration should be given to connectmg patio slabs, which exceed 5 feet hi
width, to the buUduig foundation to reduce the potential for fiiture separation to occur.
7.9.5 No special subgrade preparation is deemed necessary prior to placing concrete, however,
the exposed foundation and slab subgrade soils should be sprinkled, as necessaty, to
mauitam a moist soU condition as would be expected in any such concrete placement.
However, where dtying of subgrade soUs has occurred, reconditioning of surficial soils wUl
be requfred. This recommendation applies to foundations as well as exterior concrete
flatwork.
7.9.6 Where buUdmgs or other unprovements are planned near the top of a slope steeper than 3:1
(horizontahvertical), special foundations and/or design considerations are recommended
due to the tendency for lateral soU movement to occur.
• For fiU slopes less than 20 feet high, building and wall footings should be
deepened such that the bottom outside edge of the footmg is at least 7 feet
horizontally from the face of the slope.
• Where the height of the fill slope exceeds 20 feet, the mmimum horizontal distance
should be increased to H/3 (where H equals the vertical distance from the top of
the slope to the toe) but need not exceed 40 feet. For composite (fiU over cut)
slopes, H equals the vertical distance from the top of the slope to the bottom of the
fiU 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
geometry have been determined.
• For cut slopes in dense formational materials, or fill slopes inclmed at 3:1 (hori-
zontahvertical) or flatter, the bottom outside edge of building and wall footings
should be at least 7 feet horizontally from the face of the slope, regardless of slope
height.
• Swimming pools located within 7 feet of the top of cut or fiU slopes are not
recommended. Where such a condition cannot be avoided, it is recommended that
the portion of the swimming pool wall withm 7 feet of tiie slope face be designed
assuming that the adjacent soil 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 requfred and Geocon Incorporated should be
contacted for a review of specific site conditions.
Project No. 06105-12-04 -17 - August 3,2001
• Although other unprovements that are relatively rigid or brittie, such as concrete
flatwork or masomy walls, may experience some disfress 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 soil
movement without causing extensive disfress. Geocon Incorporated should be
consulted for specific recommendations.
7.9.7 As an alternative to the foundation recommendations for each categoty, consideration
should be given to the use of post-tensioned concrete slab and foundation systems for the
support of the proposed stractures. The post-tensioned systems should be designed by a
stractural enguieer experienced m post-tensioned-slab design apd design criteria of the
Post-Tensioning Institute (UBC Section 1816). Although this procedure was developed for
expansive soils, it is understood that it can ako be used to reduce the potential for
foundation distress due to differential fiU settiement The post-tensioned design should
incorporate the geotechnical parameters presented on the following table entitled Post-
Tensioned Foundation System Design Parameters for the particular Foundation Categoty
designated.
TABLE 7.9.2
POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS
Post-Tensioning Institute (PTI)
Design Parameters
Foundation Category Post-Tensioning Institute (PTI)
Design Parameters I n m
1. Thomthwaite Index -20 -20 -20
2. Clay Type - Montmorillonite Yes Yes Yes
3. Clay Portion (Maximum) 30% 50% 70%
4. Depth to Constant Soil Suction 7.0 ft. 7.0 ft. 7.0 ft.
5. Soil Suction 3.6 ft. 3.6 ft. 3.6 ft.
6. Moisture Velocity 0.7 m./mo. 0.7 in./mo. 0.7 m./mo.
7. Edge Lift Moisture Variation Distance 2.6 ft. 2.6 ft. 2.6 ft.
8. Edge Lift 0.41 in. 0.78 in. 1.15 in.
9. Center Lift Moisture Variation Distance 5.3 ft. 5.3 ft. 5.3 ft.
10. Center Lift 2.12 in. 3.21 in. 4.74 in.
7.9.8 UBC Section 1816 uses interior stiffener beams in its stractural design procedures. Ifthe
stractural engineer proposes a post-tensioned foundation design method other than UBC
Section 1816, it is recommended that interior stiffener beams be used for Foundation
Categories 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 buildmg pad exceeds
50 but is less than 91, the perimeter footmg depth should be at least 18 mches; and where it
exceeds 90 but is less than 130, the perimeter footing depth should be at least 24 inches.
ProjectNo. 06105-12-04 18-August 3, 2001
Geocon Incorporated should be consulted to provide additional design parameters as
requfred by the stractural engmeer.
7.9.9 The recommendations of this report are mtended to reduce the potential for cracking of
slabs due to expansive soUs (if present), differential settiement of deep fills or fiUs of
varying thicknesses. However, even with the incorporation of the recommendations
presented herem, foundations, stucco waUs, and slabs-on-grade placed on such conditions
may still exhibit some crackmg due to soU movement and/or shrinkage. The occurrence of
concrete shrinkage cracks is independent of the supportmg soil characteristics. Thefr
occunence may be reduced and/or confroUed by limitmg the slump ofthe concrete, proper
concrete placement and curing, and by the placement of crack confrol jomts at periodic
intervals, in particular, where re-entiy slab comers occur.
7.10 Retaining Walls and Lateral Loads
7.10.1 Retainmg walls not resframed at the top and having a level backfiU surface should be
designed for an active soil pressure equivalent to the pressure exerted by a fluid density
of 30 pounds per cubic foot (pcf). Where the backfiU wiU be mclined at no steeper than 2.0
to 1.0, an active soU pressure of 40 pcf is recommended. These soil pressures assume that
the backfiU materials withm an area bounded by the wall and a 1:1 plane extendmg upward
from the base of the waU possess an Expansion Index of less than 50. For those lots with
finish grade soils having an Expansion Index greater than 50 and/or where backfill
materials do not conform to the above criteria, Geocon Incorporated should be consulted
for additional recommendations.
7.10.2 Unresfrained walls are those that are allowed to rotate more than O.OOIH at the top of the
wall. Where walls are restrained from movement at the top, an additional unifonn pressure
of 7H psf (where H equals the height of the retammg waU portion of the wall in feet)
should be added to the above active soil pressure.
7.10.3 All retainmg waUs should be provided with a drarnage system adequate to prevent the
buildup of hydrostatic forces and should be waterproofed as required by the project
architect The use of drainage openings through the base of the wall (weep holes, etc.) is
not recommended where the seepage could be a nuisance or otherwise adversely impact the
property adjacent to the base of the waU. The above recommendations assume a properly
compacted granular (Expansion Index less than 50) backfill material with no hydrostatic
forces or imposed surcharge load. If conditions different than those described are
anticipated, or if specific drauiage 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 mmimum deptii and width of one foot may be
designed for an aUowable soil bearing pressure of 2,000 psf, provided tiie soil withm 3 feet
below tiie base of tiie wall has an Expansion Index of less than 90. The proximity ofthe
foundation to tiie top of a slope steeper tiian 3:1 could unpact tiie allowable soil bearing
pressure. Therefore, Geocon Incorporated should be consulted where such a condition is
anticipated. The location of wall footmgs, however, should comply with tiie
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 of 300 pcf is recommended for footmgs or shear keys poured neat against properly
compacted granular fill soils or undistiu-bed natiiral soUs. The allowable passive pressure
assumes a horizontal surface extendmg at least 5 feet or tiiree tunes the 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 the design for lateral resistance. An
allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and
concrete. This fiiction coefificient may be combmed witii tiie allowable passive earth
pressure when determinmg resistance to lateral loads.
7.10.6 The recommendations presented above are generally applicable to tiie design of rigid
concrete or masomy retaming walls having a maximum height of 8 feet. In tiie event that
walls higher than 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 (horizontahvertical) may, under conditions which are botii
difficult to prevent and predict, be susceptible to near surface (surficial) slope mstabUity.
The mstability is typically limited to tiie outer tiu-ee feet of a portion of tiie slope and
usually does not dfrectiy unpact the improvements on the pad areas above or below the
slope. The occunence of surficial mstabUity is more prevalent on fill slopes and is
generally preceded by a period of heavy rainfall, excessive frrigation, or tiie migration of
subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result
from root growth, soil expansion, or excavation for frrigation Unes and slope planting, may
also be a significant contiibutmg factor to surficial instability. It is, therefore, recom-
mended that, to tiie maximum extent practical: (a) disturbed/loosened surficial soils be
eitiier removed or properly recompacted, (b) frrigation systems be periodically inspected
and maintained to elunmate leaks and excessive urigation, and (c) surface drains on and
adjacent to slopes be periodically maintained to preclude pondmg or erosion. It should be
noted that altiiough the incorporation of the above recommendations should reduce the
Project No. 06105-12-04 .20 -August 3,2001
potential for surficial slope mstability, it v*dll not eliminate the possibUity, and, therefore, it
may be necessary to rebuUd or repafr a portion of the projecfs slopes m the future.
7.12 Drainage
7.12.1 Establishuig proper drarnage is imperative to reduce the potential for differential soU
movement, erosion and subsurface seepage. Positive measures should be taken to properly
finish grade the buildhig pads after stractures and other unprovements are m place, so that
drauiage water from the buildmg pads and adjacent properties is dfrected to sfreets away
from foundations and tops of slopes. Experience has shown that even with these provisions,
a shallow groundwater or subsurface condition can and may develop in areas where no
such condition existed prior to site development. This is particularly trae where a
substantial increase in surface water infilfration results from an increase in landscape
irrigation.
7.13 Plan Review
7.13.1 The geotechnical engmeer and engineermg geologist should review the gradmg and
foundation plans prior to finalization to verify thefr compliance with the recommendations
of this report and determine the necessity for additional coniments, recommendations
and/or analysis.
Project No. 06105-12-04 - 21 - August 3,2001
UMITATIONS AND UNIFORMITY OF CONDITIONS
1. The recommendations of this report pertain only to the site mvestigated and are based upon
the assumption that the soU conditions do not deviate from tiiose disclosed in the
investigation. If any variations or undesirable conditions are encountered during constraction,
or ifthe proposed constraction wUl differ from that anticipated herein, Geocon Incorporated
should be notified so that supplemental reconunendations can be given. The evaluation or
identification of the potential presence of hazardous or conosive materials was not part ofthe
scope of services provided by Geocon Incorporated.
2. This report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the mformation and recommendations contained herem are
brought to the attention of the architect and engineer for the project and incorporated mto the
plans, and the necessary steps are taken to see that the confractor and subconfractors cany out
such recommendations m fhe field.
3. The finduigs of this report are valid as of the present date. However, changes m the
conditions of a property can occur with the passage of time, whether they be due to natural
processes or the works of man on this or adjacent properties. In addition, changes m
appUcable or appropriate standards may occur, whether they result from legislation or the
broadenmg of knowledge. Accordmgly, the findings of this report may be mvalidated wholly
or partiaUy by changes outside our control. Therefore, this report is subject to review and
should not be relied upon after a period of three years.
Project No. 06105-12-04 August 3,2001
SOURCE : 2001 THOMAS BROTHERS MAP
SAN DIEGO COUNTY, CALIFORNIA
REPRODUCED WITH PERMISSION QRA^fTED BY THOMAS BROTHERS MAPS.
THIS MAP IS COPYRIGHTED BY THOMAS BROS. MAPS. IT IS UNLAWFUL TO COPY OR REPRODUCE ALL OR ANY PART THEREOF, WHETHER FOR PERSONAL USE OR RESALE, wrrHOLrr PERMISSION
4
M NO SCALE
GBOCON ^
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 • 2974
PHONE 858 558-6900 • FAX 858 558-6159
VICINITY MAP GBOCON ^
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 • 2974
PHONE 858 558-6900 • FAX 858 558-6159
VILLAGE OFL A COSTA
THE OAKS
CARLSBAD, CALIFORNIA
AS/AML DSK/EOOOO DATE 08-03-2001 PROJECT NO. 06105-12-04 FIG. 1
VICINITY
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 (Horizontahvertical)
Yt = 130 pounds per cubic foot
<|) = 32 degrees
C = 300 pounds per square foot
-YHtan(|)
c
Equation (3-3), Reference 1
FS = Equation (3-2), Reference 1
yH
16 Calculated Using Eq. (3-3)
Ncf = 45 Determined Using Figure 10, Reference 2
FS = 1.73 Factor of Safety Calculated Using Eq. (3-2)
REFERENCES:
(1) Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics,
Series No. 46, 1954.
(2) Janbu, N., Discussion of J. M. Bell, Dunensionless Parameters for Homogeneous Earth Slopes,
Journal of Soil Mechanics and Fomidation Design, No. SM6, November 1967.
FELL SLOPE STABILITY ANALYSIS
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
FIGURE 13
PROJECTNO. 06105-12-04
ASSUMED CONDITIONS:
Slope Height
Depth of Saturation
Slope Inclination
Slope Angle
Unit Weight of Water
Total Unit Weight of Soil
Angle of Intemal Friction
Apparent Cohesion
H
Z
2:1
1
Yw
Yt
C
=^ Infinite
= 3 feet
(Horizontal :Vertical)
= 26.5 degrees
= 62.4 pounds per cubic foot
= 130 pounds per cubic foot
= 32 degrees
= 300 pounds per square foot
Slope saturated to vertical depfli Z below slope face.
Seepage forces parallel to slope face
ANALYSIS:
FS = C+ - r JZcos^/tan^
7,Zsinicosz = 5.7
REFERENCES:
(1) Haefeli, R. The Stability of Slopes Acted Upon by Parallel Seepage, Proc. Second Intemational
Conference, SMFE, Rotterdam, 1948,1,57-62.
(2) Skempton, A. W., and F. A. Delory, Stability of Natural Slopes in London Clay, Proc. Fourth
Intemational Conference, SMFE, London, 1957,2,378-81.
SURFICIAL SLOPE STABILITY ANALYSIS
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
FIGURE 14
APPROVED FILTER FABRIC
6" DIA. PERFORATED
SUBDRAIN PIPE
1" MAX. OPEN-GRADED
AGGREGATE 9 CUBIC FT/FT.
MINIMUM
NOTES:
1 SUBDRAIN PIPE SHOULD BE 6-INCH MINIMUM DIAMETER, PERFORATED. THICK
WALLED SCHEDULE 40 PVC, SLOPED TO DRAIN AT 1 PERCENT MINIMUM AND
CONNECTED TO STORM DRAIN SYSTEM OR APPROVED OUTLET
2 WHERE DRAIN EXCEEDS 500 FEET, PIPE DIAMETER SHOULD BE INCREASED
TO a INCHES
3 FILTER FABRIC TO BE MIRAFI 140N OR EQUIVALENT
NO SCALE
TYPICAL SUBDRAIN DETAIL
GEOCON ^
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 858 558-6900 - FAX 858 558-6159
VILLAGES OF LA COSTA
THE OAKS
CARLSBAD, CALIFORNIA
AS/JMW 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 perfonned during tiie period of October 6 through
October 14, 1999, and consisted of additional geologic mapping and excavation of 15 exploratoty
frenches and 13 hydrauUc "afr ti-ack" driU holes. The approxunate locations of tiie ti-enches and
borings are shown on the Geologic Maps, Figures 2 through 12.
The exploratoty frenches were excavated by means of a CaterpUlar 350 Trackhoe, equipped with a
30-mch-wide bucket. An IngersoU-Rand 500 pneumatic percussion, 4-uich-diameter drill with
hydraulic pull-down was used for the afr-frack holes at selected locations m order to gam additional
information regarding the rippabUity characteristics of the underlymg bedrock.
During the excavations of frenches, the materials encountered were visually exammed, classified, and
logged. Logs ofthe exploratoty frenches are presented on Figures A-l tiu-ough A-15. A graphical
representation of each of the afr-frack bormgs is presented on Figures A-16 tiu-ough A-29. The graphs
depict tiie rate (m seconds per foot) at which the drill penefrated each foot of deptii exammed.
Project No. 06105-12-04 August 3, 2001
PROJECT NO.
DEPTH
IN
FEET
SAMPLE
NO.
06105-12-01
> CS o _l o I t-H -J
SOIL
CLASS
(USCS)
TRENCH T 1
ELEV. (MSL.) 415
EQUIPMENT
_DATE COMPLETED
CAT 350 30" BUCKET
10/8/99
UJ
go
a
LU
- 0
- 2 -
- 4 -
6
8
+ +
• + + +
h + + -1-
• -f-+ + h +
+ +
h +
+ -I-
MATERIAL DESCRIPTION
TOPSOIL
Loose, dry, dark red-brown, Gravelly, Clayey, fme SAND
SANTIAGO PEAK VOLCANICS '•
Weathered, fracmred, reddish-brown to oUve-grav
very strong VOLCANIC ROCK
-Jomts: NSOW, 70SW (primary)
N20E vertical (secondary)
(Andesite? flow, lahar witii intense, 2" spaced
fractures, witii fliin (1/8") clay linings)
-Abundant pyrite (FeS2) m 1mm to Smm cubes;
possible arsenopyrite (?)
TRENCH TERMINATED AT 8 FEET
REFUSAL
Figure A-l, Log of Trench T 1
SAMPLE SYMBOLS '"" SAMPLING UNSUCCESSFUL E .. STANDARD PENETRATION TEST
1 URUC
U ... DRIVE SAMPLE (UNDISTURBED)
S ... DISTURBED OR BAG SAMPLE B .. CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE
n«Tir iT.,«T^.V™ . v.w«i/iijuni. anuwn ncKCUN AKI-Lltb UNLT AT THE SPECIFIC BORING OR TRENCH LOCATIDN AND iT THP
DATE INDICATED.. IT IS NOT WARRANTED TO BE REPRESENTATIVE QF SUBSURFACE CONDITIONS AT OTHER LOCAT^^^^^^^^
PROJECT NO. 06105-12-01
- 0
- 2 -
- 4 -
vr
vr
vr
V r
TRENCH T 2
ELEV. (MSL.) 470
EQUIPMENT
.DATE COMPLETED 10/8/99
CAT 350 30" BUCKET
TOPSOIL
Loose, dry, dark reddish-brown, Gravelly, Clayey
SANTIAGO PEAK VOLCANICS ~
Fractured, slightiy weafliered, reddish-brown to
olive, strong VOLCANIC ROCK
-Jomts: NSSE, steep-vertical
-Lahar breccia andesite, with jomts spaced 12" -J—
6" apart, wifli l/8"-l" argillized seams .
TRENCH TERMINATED AT 6 FEET
REFUSAL
y
Figure A-2, Log of Trench T 2
TORGE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL C.
^ ... DISTURBED OR BAG SAMPLE ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: I"/. LOG OF SUBSjj CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LoSlONS AND TIMES^^
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
> (2 O -I O I I-H
SOIL
CLASS
(USCS)
TRENCH T 3
ELEV. (MSL.) 497
EQUIPMENT
_DATE COMPLETED
CAT 350 30" BUCKET
10/8/99
UJ
CO!
co'
- 0 MATERIAL DESCRIPTION
2 -
sc
vr
, TOPSOIL
\ Loose, dry, reddish-brown, Gravely, Clayey SAND
SAOTIAGO PEAK VOLCANICS
Fractured, slightiy weatiiered, reddish-brown to-
olive, very strong VOLCANIC ROCK
-Jomts: N-S, vertical
N50E, 80NW
-Lahar breccia andesite with 12" +- spaced
joint-fractures
TRENCH TERMINATED AT 4 FEET
REFUSAL
y
Figure A-3, Log of Trench T 3 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL c... STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
S ... DISTURBED OR BAG SAMPLE CHUNK SAMPLE f ... WATER TABLE OR SEEPAGE
k.,.,. i-^NUii'UNS bMUWN MtRtON APPLIES ONLY AT THE SPECIFIC 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.
5-C9 Q _J O x I-H _l
SOIL
CLASS
(USCS)
TRENCH T 4
ELEV. (MSL.) 500
EQUIPMENT
.DATE COMPLETED 10/8/99
CAT 350 30" BUCKET
Suj*^
Ul co' iUi; ujHin
go
UJ^
UJ
•o u
MATERL\L DESCRIPTION
- 2 -
- 4 -
- 6
SC-GC
N r
V r Xl ^^
Xl
V r Xl ht.
IV r Xi t-l,
VI ^ i-t.
TOPSOIL
Loose, dry, dark red-brown, GraveUy, Clayev
SAND
SANTIAGO PEAK VOLCANICS ~~
Fractured, slightiy weafliered, red-brown to dark
olive, very strong VOLCANIC ROCK
-Joints: N75E, steep-vertical
N70W, 60SW
-Andesite flow, with jomt ftactores approx. r-6"
apait
TRENCH TERMINATED AT 6 FEET
REFUSAL
Figure A-4, Log of Trench T 4 TORGE
SAMPLE SYMBOLS ^ ••• SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
I ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE WATER TABLE OR SEEPAGE
'^^Ir^^t^L}^^^^^^"^'^ CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOWTIONS X TIMES
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>• C9 O -J O X
I-
H
SOIL
CLASS
(USCS)
TRENCH T 5
ELEV. (MSL.) 448
EQUIPMENT
DATE COMPLETED 10/8/99
CAT 350 30" BUCKET
<E£\
CO
;UJ:
'a
go
a u
MATERL\L DESCRIPTION
TS-1
- 2
- 4
6
8
10 -
12 -
14 -
16
18
20
22 H
T5-2
CL-M
vr Xi
vr Xl hi.
vr Xi hi,
v^ Xi hi.
vr Xi hi,
vr Xl hi,
vr XJ hi.
V r Xi hi. vr Xi hi, vr Xi hi.
V r Xl hi. vr Xi hi, vr Xl hi,
IV r Xl hi.
V r Xl hi.
V r Xi hi,
V r Xl ht
V r < Xl hi,
V r Xl hi,
V r Xl hi-
V r Xi hi.
COLLUVIUM
Stiff, damp, dark brown, Silty CLAY; wifli
scattered angular fine volcanic gravel
SANTIAGO PEAK VOLCANICS
Very weathered, fractured, light red-brown, weak
VOLCANIC ROCK, witii numerous random
fractures, jarosite and coatings; also clay-lined
fractures of lahar-breccia; excavates to 1" to S"
chunks
TRENCH TERMINATED AT 23 FEET
Figure A-5, Log of Trench T 5 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST
S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
• ... DRIVE SAMPLE (UNDISTURBED)
I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
H
SOIL
CLASS
(USCS)
TRENCH T 6
ELEV. (MSL.) 473
EQUIPMENT
DATE COMPLETED 10/8/99
CAT 350 30" BUCKET
H
iUl'
Ol
coi
co'
tUgCQ
go
•
UJ
- 0 MATERLU. DESCRIPTION
- 2 -
4 -
6 -
8 -
10 -
- 12 -
- 14 -
- 16
18 -
- 20 -
- 22 -
- 24 -
CL
CL
COLLUVIUM
Soft, very moist, olive-brown, Sandy CLAY
SANTIAGO PEAK VOLCANICS
Very weathered, mtensly firactored and altered,
light reddish-brown, very weak VOLCANIC
ROCK
-Upon excavation, disintegrates to Sandy CLAY;
with firagments of hydrofliermally-altered andesite
lahar-breccia
Weathered 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 c... STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED)
S ... DISTURBED OR BAG SAMPLE B... CHUNK SAMPLE X . . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CS o _l o X I-H
SOIL
CLASS
(USCS)
TRENCH T 7
ELEV. (MSL.) 345 DATE COMPLETED 10/8/99
EQUIPMENT CAT 350 30" BUCKET
iUI'
Ol H
P^^CO
Ul
go
CK Q
LLJ-j QL
u
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
- 6 -
8 -
10
12
hi.
V r Xl hi.
V r Xi hi.
tv^ Xl hi-vr Xl hi, ivr Xi hi, vr Xi hi. vr Xi hi, vr Xi hi, vr Xl hi. k/ r
SM
COLLUVIUM
Loose, dry, medimn brown, very Silty, Gravelly
fine SAND
SANTIAGO PEjyC VOLCANICS
Very fractured, weathered, light reddish-brown,
strong VOLCANIC ROCK
-Lahar-breccia andesite excavates to 1-4" chunks
-Jomts: N7SW, 60S
-Becomes less fractored, excavates 6-12" chunks
TRENCH TERMINATED AT IS FEET
NEAR-REFUSAL
Figure A-7, Log Of Trench T 7 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
TRENCH T 8
ELEV. (MSL.) 455
EQUIPMENT
DATE COMPLETED 10/11/99
CAT 350 30" BUCKET UJ co' • LU;
(1. "^s./
go
a u
MATERIAL DESCRIPTION
T8-1
2 -
4 -
- 6 -
- 8 -
10
12
I- 14 H
CL
COLLUVIUM
Stiff, moist, reddish-brown, very Gravelly, Sandy
CLAY
SANTIAGO PEAK VOLCANICS
Very fractured, weathered, reddish-brown, weak
VOLCANIC ROCK
-Andesitic, with 1/4" clay seams along
joint-fractores spaced, l"-6" ^art
-HydrothermaUy altered, with pseudomorphic and
fine pyrite
-Jomts: N35W, 70SW
N40E,75SE
-Becomes light gray-olive, strong, with jomts 6"-f
spacing
TRENCH TERMINATED AT 15 FEET
REFUSAL
Figure A-8, Log of Trench T 8 TORGE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST
^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET'
SAMPLE
NO.
>-cs o -J o X 1-H
SOIL
CLASS
(USCS)
TRENCH T 9
ELEV. (MSL.) 490
EQUIPMENT
.DATE COMPLETED 10/11/99
CAT 350 30" BUCKET
IN
coH LUs;
>-
H-
go
a
Pi-
co UJ
•o
o
- 0 MATERIAL DESCRIPTION
2 -
4 -
- 6
N/r Xl h
V r Xi h Iv r Xi h
Iv r Xl h
V r Xl h Iv r , Xi hi,
V r . Xi hi, Ivr
SC TOPSOIL
\ Loose, dry, dark reddish-brown, GraveUy, Clayey
\ SAND
SANTIAGO PEAK VOLCANlCS
Slightiy weafliered, fi-acture, reddish-brown to
olive, strong VOLCANIC ROCK
-Jomts: NSOW, 2SS, l"-6" spacuig
NlOW, SOE
-Becomes less fractured, 12"-I- spacing, olive-gray
andesite lahar breccia
TRENCH TERMINATED AT 7.5 FEET
REFUSAL
Figure A-9, Log of Trench T 9 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E. .. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAMPLE B. .. CHUNK SAMPLE ¥••• WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO. >• CB 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
Hg UJ
o
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
6 -
8 -
- 10 -
- 12 -
- 14 -
- 16 -
- 18
- 20
vr Xi h/ vr Xl hi vr Xl hi vr Xl hi vr Xl hi vr Xl hi vr Xl hi,
V r < Xl hi, vr
XJ hi, vr ^
XJ hi, vr < Xi hi, vr < Xi hi,
V r <
V r <
• ^^
V r <
XJ hi, v.r
v.r
- <
SC COLLUVIUM
Stiff, dark reddish-brown, GraveUy, very Clayey
SAND
-Very frregular contact ] -•
SANTIAGO PEAK VOLCANICS
Veiy weathered, reddish-brown to olive, weak
VOLCANIC ROCK; mixed witii granitic rock
-With clay seams along fractures spaced 1/2" to 3"
apart
-Jomts: NSOW, SOSW
N40E, 75SE
-Becomes stronger, but still highly firactiu-ed
(dikes, medium gray tonalites?)
TRENCH TERMINATED AT 20 FEET
Figure A-10, Log of Trench T 10 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST
CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
1. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
> CS O _l
o X H-H
SOIL
CLASS
(USCS)
TRENCH T 11
ELEV. (MSL.) 564
EQUIPMENT
DATE COMPLETED 10/11/99
CAT 350 30" BUCKET
n't— -CO CO
g^S
g' o
>6 iz
u
MATEIUAL DESCRIPTION
I- 4 -
6 -
8 -
10 -
12
IVT
Xi hi, lv r Xl hi,
lv r Xl hi^
Xi hi,
S/ ^ Xl hi,
IV r Xi hi.
IV r Xl hi,
lv r Xl hi.
IV r Xl hi,
iv^ Xl hi,
IV r Xl hi,
lv r Xi hi,
iv^
A h/
SM ^ TOPSOIL
\ Loose, dry, dark brown. Gravelly, Silty SAND
SANHAGO PEAK VOLCANICS
Weathered and fractured, humid, olive to
red-brown, moderately strong VOLCANIC ROCK
-Jomts: N4SW, 75SW
N60E, 80SE
-Becomes stronger, with jomts spaced 12"-I--
TRENCH TERMINATED AT 12 FEET
REFUSAL
Figure A-11, Log of Trench T 11 TORGE
• SAMPLESYMBOLS ° UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E...
B...
STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
>-CS o -J o I h-H
SOIL
CUSS
(USCS)
TRENCH T 12
ELEV. (MSL.) 360
EQUIPMENT
_DATE COMPLETED
CAT 350 30" BUCKET
10/11/99
;UJ'
ico CO
UJ Jco' LU Ct
H'^
Z^
go l-|UJ
-o u
- 0 MATERL\L DESCRIPTION
- 2 -
- 4
- 6 -
- 8 -
7\
IV r Xi hi, vr Xl hi, vr Xl hi, vr Xl hi,
V r Xi hi,
V r Xi hi, vr Xi h
SM
AIXUVIUM
Loose, humid, dark gray-brown, GraveUy, Silty
SAND
-With some clay, bunows, voids -_
SANTIAGO PEAK VOLCANICS
Fractored, sUghtiy weafliered, brown to olive,
moderately strong VOLCANIC ROCK; andesite
flow with fractures 2"-12" span
Joints: N-5, 70E
N40W, S5SW
N45W, SONE
-Becomes much stronger, less fractured (> 12")
TRENCH TERMINATED AT 9 FEET
NEAR REFUSAL
Figure A-12, Log of Trench T 12 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST 1. .. DRIVE SAMPLE (UNDISTURBED)
S ... DISTURBED OR BAG SAMPLE B... CHUNK SAMPLE X . .. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
CS o -J o X 1-H
SOIL
CLASS
(USGS)
TRENCH T 13
ELEV. (MSL.) 398
EQUIPMENT
DATE COMPLETED . 10/11/99
CAT 350 30" BUCKET
Zuj^
HS
!co« iUJ:
H'^
z^ go
a
gS
iz
MATERIAL DESCRIPTION
2 -
4 -
6 -
8 -
,10 -
- 12 -
- 14 -
16 -
18 -
- 20
+ + • + • + + • + • + + • + + + • + •
-f -I-
• -t- •
+ -t-
- 4-+ + • +
+ -f • + + + • + •
+ -I-
• -f •
+ -1-• + • + + • + -+ + • + •
+ -i-
• -i- •
SM
COLLUVIUM
Loose, humid, dark brown. Gravelly, Silty coarse
SAND
ESCONDIDO CREEK GRANODIORITE
Very weafliered, fractured, Ught brown to reddish
brown, weak GRANITIC ROCK
-Jomts: NlOE, 70E
N75W, 40SW
-Becomes stronger, fractvu-es >6" apart and sUghtiy
weathered
TRENCH TERMINATED AT 20 FEET
NEAR-REFUSAL
Figure A-13, Log of Trench T 13 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
DISTURBED OR BAG SAMPLE B
STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
-NO.
>-CS
o
H
SOIL
CUSS
(USCS)
TRENCH T 14
ELEV. (MSL.) 406
EQUIPMENT
DATE COMPLETED 10/11/99
CAT 350 30" BUCKET
H
Zm-I UJ^CQ
z^ go
g^
iz
u
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
- 6 -
- 8 -
- 10
•a.
+ + + • + + + • + + + • + + + • + + + • + + • + •
4- 4-
SM
TOPSOIL
Loose, dry, dark brown, Gravelly, Silty, coarse
SAND
ESCONDIDO CREEK GRANODIORITE
Very firactored, weafliered, ligjit reddish-brown,
moderately strong GRANITIC ROCK, with
joint-fractures spaced 2-6" apart
TRENCH TERMINATED AT 10 FEET
Figure A-14, Log of Trench T 14 TORGE
SAMPLE SYMBOLS ° - '^""'''"^ UNSUCCESSFUL E. . STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
S ... DISTURBED OR BAG SAMPLE B. . CHUNK SAMPLE WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
DEPTH
IN
FEET
SAMPLE
NO.
5-CS o -I a X H H
SOIL
CLASS
(USCS)
TRENCH T 15
ELEV. (MSL.) 457
EQUIPMENT
DATE COMPLETED 10/11/99
CAT 350 30" BUCKET
IN
(0§ HS
(oH
Ss
H-
Z^
go
a
iz
u
MATERLVL DESCRIPTION
- 2 -
- 4
6
8 -
10
+ + • + •
-I- -i-• + • + -I-• + • + + • + • + + • + • + + • + • + + • + • + +
SM TOPSOIL
\ Loose, dry, dark brown, SUty, medium SAND
ESCONDIDO CREEK GRANODIORITE
Fractured, slighfly weathered, light brown, vety
strong GRANITIC ROCK
-Becomes less fractured (>6" spacing)
TRENCH TERMINATED AT 10 FEET
REFUSAL
Figure A-15, Log of Trench T 15 TORGE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ..
@ ... DISTURBED OR BAG SAMPLE B ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
06105-12-04 THE OAKS 10/08/99
ELEVATION 420 FEET
Marginal to
Non-
Rippable I'^PPab'e Non-Rippable
AIR TRACK
BORING AT-17
0) .<!>
X H a. m
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
IMOOXPOHAVBD
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
0ei05-12-01 THE OAKS KSD RIDGE.xls
FIGURE A-16
06105-12-04 THE OAKS 10/08/99
ELEVATION 375 FEET
Marginal to
Non-
AIR TRACK
BORING AT-18
Rippable ^PPa^le Non-Rippable
(U
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
10 20 30 40 50 60 70 80
DRILL RATE (seconds per foot)
GEOCON
I1I00KP01IA.THD
90 100 110
06105-12-01 THE OAKS AND lUDGS.Xls FIGURE A-17
06105-12-04 THE OAKS 10/08/99
ELEVATION 480 FEET
to
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-19
Rippable ^^PP^ble Non-Rippable
Marginal to
Non-
GEOCON
IKOOXPOaATlD
10 20 30 40 50 60 70 80
DRILL RATE (seconds perfoot)
90 100 110
06105-12-01 THE OAKS AMD RIDGE.xls FIGURE A-18
06105-12-04 THE OAKS 10/08/99
ELEVATION 420 FEET
0)
X H-Q. 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
Marginal to
Non-
Rippable R'PPable Non-Rippable
AIR TRACK
BORiNG AT-20
10 20 30 40 50 60 70 80
DRILL RATE (seconds perfoot)
GEOCON
IMOOnPOIlATBO
90 100 110
06105-12-01 THE OAKS AND RIDGE.xls FIGURE A-19
06105-12-04 THE OAKS 10/08/99
ELEVATION 490 FEET
(D
a
X
\-
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
Marginal to
Non-
Rippable Rippable Non-Rippable
AIR TRACK
BORING AT-21
GEOCON
INOORPOXATID
10 20 30 40 50 60 70 80
DRILL RATE (seconds per foot)
90 100 110
06105-12-01 THE OAKS AND RIDGE.xls FIGURE A-20
06105-12-04 THE OAKS 10/08/99
ELEVATION 490 FEET
Marginal to
Non-
AIR TRACK
BORING AT-22
Rippable I^PPablc Non-Rippable
(D
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
10 20 30
1
40 50 60 70 80
DRILL RATE (seconds per foot)
GEOCON
IMOORPOHATID
90 100 110
06105-12-01 THE OAKS AHD RIDGE.xls FIGURE A-21
06105-12-04 THE OAKS 10/08/99
ELEVATION 500 FEET
ta
.93
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-23
Rippable R'PPable Non-Rippable
Marginal to
Non-
GEOCON
IMOOKPOKATBD
10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds perfoot)
06105-12-01 THE OAKS AND RIDGE.xls FIGURE A-22
06105-12-04 THE OAKS 10/11/99
ELEVATION 345 FEET
0)
X I-Q. 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-24
Rippable R>PPable Non-Rippable
Marginal to
Non-
GEOCON
ZMOORPORATIO
10 20 30 40 50 60 70 80
DRILL RATE (seconds perfoot)
90 100 110
06105-12-01 THS OAKS AND RIDGE.xls
FIGURE A-23
06105-12-04 THE OAKS 10/11/99
ELEVATION 490 FEET
Marginal to
Non-
Rippable I^PPabJe Non-Rippable
AIR TRACK
BORING AT-25
0)
S
X
I-
•.
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
GBOCON
IMOORrORATia
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06105-12-01 THE OAKS AND RIDGE.xls FIGURE A-24
06105-12-04 THE OAKS 10/11/99
ELEVATION 565 FEET
X I-n.
UJ
Q
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 ^^PPable Non-Rippable
Marginal to
Non-
GEOCON
IXOORPORATID
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06105-12-01 THE OAKS AND RIDGE.xls
FIGURE A-25
06105-12-04 THE OAKS 10/11/99
ELEVATION 415 FEET
AIR TRACK
BORING AT-27
Rippable ^^PPable Non-Rippable
Marginal to
Non-
0)
.(0
X 1-
Q. UJ
Cl
10.0
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 per foot)
GEOCON
IMOORPORATRD
90 100 110
06105-12-01 THE OAKS AND RIDGE.xls
FIGURE A-26
06105-12-04 THE OAKS 10/11/99
ELEVATION 402 FEET
0)
X h-a
UJ
£3
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
"^Tr*" BORING AT.28
Rippable RiPPa^'e Non-Rippable GEOCON
IROORPORATIO
0 10 20 30 40 50 60 70 80 90 100 110
DRILL RATE (seconds per foot)
06105-12-01 THE OAKS AND RIDGE.xls
FIGURE A-27
06105-12-04 THE OAKS 10/11/99
ELEVATION 465 FEET
0)
Q. m
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
"""S!'*" BORING AT-29
Rippable RiPPable Non-Rippable
10 20 30 40 50 60 70 80
DRILL RATE (seconds per foot)
GEOCON
IM a O R P O HA TBO
90 100 110
06105-12-01 THE OAKS AND RIDGE.xls FIGURE A-28
APPENDIX ^
APPENDIX B
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 soil samples were
tested for expansion potentials.
The results of our laboratoty tests are presented as follows m Table B-I.
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-^ 0
APPENDIXC
SELECTED BORING AND TRENCH LOGS
AND LABORATORYTESTING
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 NO. D-4367-402
BORING SB 1
ELEVATION 327 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
MATEIUAL DESCRIPnON
ALLUVIUM
Loose, damp to very moist, light brown
Silty CLAY, with littie sasxd and gravel'
BONSALL TGNALIIE
Very dense, saturated, light brown.
Gravelly Silty CLAY: sUghtiy weatiiered
fractiired, GRAMTIC BEDROCK
1 foot/4 minute drill rate
BORING TERMINATED AT 8 FEET
(REFUSAL DUE TO BEDROCK)
111'
(0:
*^ i m' tu
giu go
Q
lU-5
Pl-
ai 111
• o u
4
Figure A~l Log of Test Boring SB 1, page 1 of 1
LCSE
SAMPLESYMBOLS SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: LOG OF S^^^^^^^ SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOSTIONS AND TIMES.
January
FILE NO. D
8, 1990
•4367-402
DEPTH
IN
FEET
- 0
- 2 -
- 4 -
- 6 -
8 -
10 -
12
SAMPLE
NO.
SB2-1
SB2-2
SB2-3
SOIL
CLASS
(USCS)
BORING SB 2
ELEVATION 329 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRTG
SC
GC
ALLUVIUM
Medium dense, moist, red brown. Clayey
SAND, with some silt
Gravel encountered at 8 feet
BONSALL TONALITE
Very dense, orange to brown, Gravelly Clayey SAND, moderately weathered
GRANTTIC BEDROCK
BORING TERMINATED AT 12 fEET (REFUSAL DUE TO BEDROCK)
IU
l\
IU J
15
20
3075^
>
Sal
go
a.
119.4
109.1
15^
TT53-
7.8
20.1
TST
Figure A-2 Log of Test Boring SB 2. page 1 of 1 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST • ... ORIVE SAMPLE (UNDISTURBED)
0... CHUNK SAMPLE 3E ... WATER TABLE OR SEEPAGE
""^^^ 1"A^TC'"°,'!,5..1"/.^^''''^^^ 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 -
I- 6 -
SAMPLE
NO.
SB3-1
SB3-2
> a o J o z I-
SOIL
CUSS
(USCS)
SM
BORING SB 3
ELEVATION 331
EQUIPMENT
_DATE COMPLETED 9/29/89
ROTARY WASH DRILLRIG
MATERIAL DESCRIPTION
ALLUVIUM
Medium dense, red-brown, damp to moist
Clayey SAND, with some silt and gravels '
Medium to high frequency of gravels
encountered at 2 feet
BONSALL TONALITE
Very dense, light brown. Gravelly, Silty
SAND, moderately weathered GRANITIC BEDROCK
BORING TERMINATED AT 7 FEET
IN
go
26
§IL
go
a
125.4
UI "5
12 111
Or
10.5
i
Figure A-3 Log of Test Boring SB 3, page 1 of 1 LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
Q ... CHUNK SAMPLE I..
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: L0° OF SUB^^^^^^ CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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
- 0
- 2 -
- 4 -
- 6 -
8 -
- 10
12
14 -\
- 16
SAMPLE
NO.
SB4-1
SB4-2
SB4-3
> a o -I o z
H -I
I
SB4-4 1'?^
SOIL
CLASS
(USCS)
SP
m
GP
GM
BORING SB 4
ELEVATION 326 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
MATERIAL DESCRIPTION
ALLUVIUM
Loose, saturated, dark brown SAND.
with some silt
111
IU iri
Medium dense to dense, saturated, dark
gray-brown. Gravelly SAND, with some silt
BONSALL TONALTTE
Very dense, saturated, gray-brown.
Gravelly Silty SAND, moderately
weathered GRANITIC BEDROCK
Drill rate=l foot/5- minute
5U7nr
SIL
go
a ^ a
UJ is
m
119.0
mr
16.2
24T
T29T
50/7"
BORING TERMINATED AT 16 FEET
Figure A-4 Log of Test Boring SB 4, page 1 of 1 LCSE
SAMPLE SYMBOLS P... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON 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 NO. D-4367-402
BORING SB 5
ELEVATION 254 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
_MATERIAL DESCRIPTION
ALLUVIUM
Loose, slightiy moist to very moist,
gray-brown, Sandy SILT, with some
gravel, little recovery
Medium gravel encountered at 4 feet
Medium dense,~very~moistT reTl-brown,"
Clayey SAND, with medium gravel
DELMAR FORMATION
Stiff, very moist, greenish brown with
orange, Silty CLAY, very plastic, highly
weathered
Very stiff, occasional gravel at 13 feet
Very stiff, very moist, gray-green,
Silty CLAY, with some gravel
Hard, slightiy weathered at 18 feet
UJ u z
?S m
«3
go
11
"TO"
go
83.9
110.8
"50/7"
50/4"
124.1
UJ S
ot
29.9
19.6
"25T
13.3
BORING TERMINATED AT 25 FEET
Figure A-5 Log of Test Boring SB 5, page 1 of 1 LCSE
SAMPLE SYMBOLS ° "• ""SUCCESSFUL
.. DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0... CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. 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 oS LOWTlSs AND^
January 8, 1990
FILE NO. D-4367-402
# DEPTH
IN
FEET
SAMPLE
NO.
- 0
- 2 -
4 -
6 -
8
10
12 -
14 -
16 -
UJ
SB6-1 m
SB6-2
SB6-3
SB6-4
SB6-5
SOIL
CLASS
(USCS)
CL
BORING SB 6
ELEVATION 265 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
MATERL\.L DESCRIPTION
ALLUVIUM
Stiff, red-brown, moist to very moist,
Sandy CLAY, trace gravel-
Light brown, very moist to saturated, Sllty CLAY
Medium gravel encountered at 8 feet
ttl
0) Si
So
UJ d
CL
DELMAR FORMATION
Very stiff, light gray-green with orange,
very moist to saturated, Silty CLAY, with
trace gravel, highly weathered
23
Tan to light green-gray, moist, Silty
CLAY, with fine to medium sand,
moderately weathered
Large, fresh boulder encountered
at 17 feet, no advance
aUKlWG TERMINATED AT 17.5 FEfeT
Log of Test Boring SB 6, page 1 of 1
r r. D ... SAMPLING UNSUCCESSFUL H .. _ STAMniun DCUCI
307r"
>•
SIL go
•
109.2
9978
TTTJ
Ul J5
lit UJ
20.9
TUT
TIT
Figure A-6
LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
Q ... CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
Z ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AMD AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE JONDI^TIONS AT OTSER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
BORING LB 1
ELEVATION 263 DATE COMPLETED 9/28/89
TERRACE DEPOSTT
Loose, moist, dark reddish-brown, very
Clayey, Pebbly SAND
Ul
IN Su:
UJ,
3 inch thick dark brown, silty sand with
carbon and ancient topsoil near horizontal
bed at 15 feet
Becomes saturated at 17 feet
Strong seepage
Very irregular, but sharp depositional
contact; channel scour
SANITAGO PEAK VOLCANICS
Hard, wet, light brown, mottled white, brown,
altered andesitic VOLCANIC Rn(^K; random
fracturing abundant;
Hydrothermal alteration of rock to a Sandy
CLAY
Becomes very hard at 27 feet
123.1 10.8
Figure A-7 Log of Test Boring LB 1, page 1 of 2
112.1
T3UT
19.1
TO"
LCSE
SAMPLE SYMBOLS ^^"''^""^ UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... 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.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o -J o z t-
H
SOIL
CLASS .
(USCS)
BORING LB 1
ELEVATION 263 DATE COMPLETED 9/28/89
EQUIPMENT 30" BUCKET DRILL
Ul
1^ cn 0)
UJ d
—- w
go
UJ 2
^ o u
- 30 MATERIAL DESCRIPTION
BORING I'l-RMlNArED Al 30 l-LET
Figure A-8 Log of Test Boring LB 1, page 2 of 2 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
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
FILE NO.
8, 1990
D-4367-402
BORING LB 2
ELEVATION 274 .DATE COMPLETED 9/28/89
EQUIPMENT 30" BUCKET DRILL
HI
IN
CO 5 UJ TS
K5
>-
2i£
2§
•o o
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Stiff, damp, reddish-brown, very Sandy-
Gravelly CLAY
Remolded clay seam 3 mch-8 inch; NlOE,
lOSE; wet, plastic, light green-tan at
14.5 feet
Soft, moisf-wet, Tiiht"green," mottled with
red-tan, Sandy CLAY; highly fractured with
remolded seams
Remolded clay seam 1/8 inch-1/2 inch
thick N70E, 8S; Ught green-tan wet,
plastic, sUckensided at 17 feet
Remolded clay seam; E-W, 5S; 1/8 inch-
1/4 inch thick, wet, slickensided
(Base-Of-SUde) at 20 feet
ALLUVIUM '
Dense, moist, mottled tan-red, very
Clayey-Gravelly SAND
Irregular depositional contact
SANTIAGO PEAK VOLCANICS
Dense, wet, mottied red-brown, altered-
weathered andesitic VOLCANIC ROCK;
highly fractured (random)
Seepage
BORING TERMINATED AT 30 FEET
Figure A-9 Log of Test Boring LB 2, page 1 of 1
114.6
TT73"
16.3
T53"
125.6 13.0
LCSE
SAMPLE SYMBOLS ^^^^^^^'^ UNSUCCESSFUL B ..
^ ... DISTURBED OR BAG SAMPLE S ..
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 ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January
FILE NO. D
8, 1990
•4367-402
'DEPTH
IM
FEET
SAMPLE
NO.
> a o _i o z H H -I
SOIL
CLASS
(USCS)
BORING LB 3
ELEVATION 298 DATE COMPLETED 9/29/89
EQUIPMENT 30" BUCKET DRILL
Ul
|N cn^
cn °, UJ d
— w
9u:
ujb*
- 2 -
- 4 -
- 6 -
8 -
10
12 -
14 -
16 -
18 -
20 -
22 -
24 -
26 -
28 -
LB3-1
LB3-2
SC-GC
MATERL\L DESCRIPTION
LA>n3SLIDE DEBRIS
Loose, damp, dark reddish-brown Clayey-
Sandy COBBLE-GRAVEL-
_ 3 116.3 10.8
12 inch thick sandy clay layer; irregular-
indistinct beddiug 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
mottled, very altered, weathered
andesitic VOLCANIC ROCK: sheet
fractures 1/4 inch-1 inch apart
at N45W, 60SW, with random clay seams
f
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 • ..
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
- 30
-32
DEPTH
IN
FEET
SAMPLE
NO.
> a o J o z I-
SOIL
cuss
(USCS)
BORING LB 3
ELEVATTON 298 DATE COMPLETED 9/29/89
EQUIPMENT 30" BUCKET DRILL
MATERIAL DESCRIPTION
m cn H cn Ul ;
Su:
UJ
a o
Q
UJ2
o
Figure A-11 Log of Test Boring LB 3, page 2 of 2
LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST
... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: LOG OP SUBSURPA^^^ 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 SD TIMES.
January 8, 1990
FILE NO. D-4367-402
BORING LB 4
ELEVATION 279 DATE COMPLETED 9/29/89
EQUIPMENT 30" BUCKET DRILL
Ul
z>-
cn cn
go
go
UJ J5
MATERLVL DESCRIPTION
LANDSLIDE DEBRIS
Loose, dry, dark brown, Clayey-Sandy
cobble-boulder GRAVEL:"some silt
Irregular contact, with wet 1/4 - 1/2 inch
clay layer at base
Hard, moist, Ught tan mottied wiiite-red,
Sandy CLAY
Discontinuous remolded seam; nearly
horizontal, wet at 18.5 feet
_ 5 123.9 13.5
SANTIAGO PEAK VOLCANICS
Very dense, moist, Ught brown, mottied
with red, altered and weatherecl andesitic
VOLCANIC ROCK: random fracturing witii
clay seams.
BORING TERMINATED AT 20 FEET
(NEAR REFUSAL)
Figure A-12 Log of Test Boring LB 4, page 1 of 1 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
S ... DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST I
0 ... CHUNK SAMPLE Y.
.. ORIVE SAMPLE (UNDISTURBED)
.. 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. 0-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CUSS
(USCS)
BORING LB 5
ELEVATION 297 _DATE COMPLETED 9/29/89
EQUIPMENT 30" BUCKET DRILL
Ul
CO 5 Ul TS
>•
gu:
go
UJ
i
u
- 0 MATERIAL DESCRIPTION
2 -
4 -
- 6 -
- 8 -
- 10 -
- 12 -
14 -
16 -
18 -
20
22 -
h 24 -
LB5-1
LB5-2
LB5-3
CL-CH
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
PUSH l: "111.5 17.9
CL SANTIAGO PEAK VOLCANICS
Hard, moist, light-tan, mottled with green,
Sandy CLAY and highly weathered-^tereci
andesitic VOLCANIC ROCK: abundant, random
fractures and clay seams.
123.9 13.1
SC
Transition from highly weathered to
hydrothermally altered rock
(6-8 inch) at 18 feet
Very dense, moist, mottled brown-green
-red, hydrothermally altered and randomly
fractured (1.4-2 inch spacing) andesitic
VOLCANIC ROCK
123.5-12.6
BORING TERMINATED AT 25 FEET
Figure A-13 Log of Test Boring LB 5, page 1 of 1 LCSE
f SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE JL ... 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
BORING LB 6
ELEVATION 282 ,DATE COMPLETED 10/2/89
EQUIPMENT 30" BUCKET DRILL
cn
n IU Q. Ul
H "
go-
vt
a
Ul J5
o^
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Dense, damp, dark reddish-brown, very
Clayey, GraveUy fine SAND
125.9 10.8
Soft, wet, light green-white mottied
Sandy CLAY sUckensided fractures;
disturbed and remolded throughout at
low (<10 degrees) random incUnations, but
discontinuous
Stiff, nioIst,"ciarlc" reSdiili-I)fowh~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
Remolded clay seams 1/8 inch to 1/2 inch
thick. N65W, 30NE; slickenside-striations
perpendicular to strike at 23 and 24 feet
114.6 17.2
114.0 17.0
Figure A-14 Log of Test Boring LB 6, page 1 of 2 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST •
CHUNK SAMPLE I
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING 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.
> C3 O -J o z
SOIL
CUSS
(USCS)
BORING LB 6
ELEVATION 282 DATE COMPLETED 10/2/89
EQUIPMENT 30" BUCKET DRILL
UJ
IN
0)0
go
>
go-
vs
uij«
2S
• o u
- 30
32 -
34 -
- 36 -
- 38 -
LB6-5 • 40
GC
SC
MATERL^L DESCRIPTION
Siltv-Sandv CLAY CON'T Remolded clay seam; NlOW, lONE; 1/8
inch thick wet, green slickensided
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 irregular depositional contact;
old alluvium at 34.5 feet
SANTIAGO PEAK VOLCANICS
Very dense, moist, Ught brown-red,
mottied, highly randomly fractured,
altered and weathered andesitic
VOLCANIC ROCK
124.6 11.7
BORING TERMINATED AT 40 FEET (NEAR REFUSAL)
Figure A-15 Log of Test Boring LB 6, page 2 of 2 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUH 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
BORING LB 7
ELEVATION 515 DATE COMPLETED 10/2/89
EQUIPMENT 30" BUCKET DRILL
IN «^
So
gm
>
Su:
go
ujj« a.
Oz
u
MATERL\L DESCRIPTION
UNDOCUMENTED FILL
Soft, damp to dry, medium grey-green,
mottied with brown, Sandy CXzy. some
cobble to boulder gravel and scattered
concrete chunks
PQSH i:"111.3
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, light brown, mottled with tan
red, weathered fractured andesitic VOLCANIC
ROCK
BORING TERMINATED AT 30 FEET
19.0
4
Figure A-16 Log of Test Boring LB 7, page 1 of 1 LCSE
SAMPLESYMBOLS SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
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
4 DEPTH
IN
FEET
SAMPLE
NO.
> a o -I o z
H
' -J
SOIL
CUSS
(USCS)
TRENCH T 1
ELEVATION 373 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
cn! cn
0)0
go
>• |2
iz
o
- 0
2 -
4 -
6 -
8
MATERIAL DESCRIPTION
SM TOPSOIL
Loose, dry, dark brown, Silty coarse
SAND, scattered rock
BONSALL TONALFIE "
Very dense, damp, Ught reddish-brown
randomly fractured weathere(l coarse
coarse crystalUne intrusive GRANITIC
ROCK
Fault, N70W, 60NE; 1/2 mch-1 inch thick
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
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN 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
FILE NO. 0
8, 1990
•4367-402
4 EPTH
IN
FEET
SAMPLE
NO.
> a o J o z I-
SOIL
CUSS
(USCS)
TRENCH T 2
ELEVATION 474 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
5 Ul o w .
<E £ \
Ul UJ :
>
go
g5
25
iz
u
- 0
2
4 H
»g
MATEIUAL DESCRIPTION
SC TOPSOIL
Loose, damp, dark red-brown, Clayey-Rocky
fine SAND
BONSALL TONALITE
Very dense, damp-moist, medium brown,
highly sheet-fractured weathered medium
crystalline intrusive GRANITIC ROCK
Joints N50E, SOW, 2-6 mch spacing
at 4 feet
TRENCH TERMINATED AT 5 FEET
Figure A-17, Log of Test Trench T 2 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
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 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.
> C3 O -I o z H H -I
SOIL
CUSS
(USCS)
TRENCH T 3
ELEVATION 451 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
1-0) 3
So
cn Suj
go-
vs
25
iz
h 0
2
MATERIAL DESCRIPTION
lOFSOlL
Loose, dry, dark brown, Silty-Gravelly
fine SAND
BONSALL TONALFTE ^~
Very dense, damp, Ught grayish-brown medium
crystalUne intrusive GRANITIC ROCK (few
fractures, blocky)
£3 ^M
TRENCH TERMINATED AT 3 FEET
(REFUSAL)
Figure A-18, Log of Test Trench T 3 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE 3C ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
4
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> O o -J o z
SOIL
CUSS
(USCS)
TRENCH T 4
ELEVATION 446 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
0) \
CD
3
0)0 Ul d
—• w
guj
ujr;
IT ^
|5
25 iz
- 0
- 2 -
- 4 -
MATERIAL DESCRIPTION
SM ALLUVIUM
Loose, dry, dark brown, Silty-Rocky coarse SAND
BONSALL TONALITE
Very dense, damp, Ught grayish-brown
medium crystalUne intrusive GRANITIC
ROCK: random fracturing
TRENCH TERMINATED AT 5
(REFUSAL) FEET
igure A-19, Log of Test Trench T 4 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING 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 NO. D-4367-402
4 DEPTH.
IN
FEET
SAMPLE
NO.
> a o -I o z I-
H
SOIL
cuss
(USCS)
TRENCH T 5
ELEVATION 515 _DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
; UJ
I.O I
. ^ I
0): m
M 3
UJ K5 >•
a-
gu:
go
a"-
Q
Ul2
3
O
- 0
- 2
- 4
- 6
- 8
SC
MATERIAL DESCRIPTION
TOPSOIL
Loose, dry, dark red-brown, Clayey-Rocky fine SAND -
SANTTAGO PEAK VOLCANICS
Very dense, moist, Ught brown-orange,
highly fractured andesitic VOLCANIC
ROCK: hydrothermal (arailUc) alteration
throughout; sheet-fracturing 1/4-1 inch
apart; N50W, SOSW; minor cross-fractures
N45E, 80SE
Fault; N40W, 40NE; 1/4-1/2 inch gouge,
normal slickensides; moist-wet
TRENCH TERMINATED AT 8 FEET
*T-5 is located 150+ downstream from the
southside of the La Costa Dam.
Figure A-20, Log of Test Trench T 5 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST I ..
0 ... CHUNK SAMPLE 3C ..
DRIVE SAMPLE (UNDISTURBED)
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
SAMPLE
NO.
ce >-UJ
cs t-
o <E
^ 3 o •
z Z t-3 H O _J K
a
SOIL
CUSS
(USCS)
TRENCH T 6
ELEVATION 577 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
z^^
1^ 0) m 3
coP ttl a:2
>•
gcJ
Q
25
iz
- 0
2 -
4
MATERL^L 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; joints 1 inch-3 inch apart,
N30E, vertical, cross fractm-es are N50W,
60NE with 2-4 inch spacing
TRENCH TERMINATED AT 5 FEET
Figure A-21, Log of Test Trench T 6 LCSE
P SAMPLE SYMBOLS °- ""SUCCESSFUL
1 ^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
1... DRIVE SAMPLE (UNDISTURBED)
Z ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o -I
• z I-
SOIL
CLASS
(USCS)
TRENCH T 7
ELEVATION 550 _DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
z i„ <-
<£ IT H-
UJ m Z S J Ul ^ n a.
H 3
>-
Su:
go
>^
a
^2
25
o^
= •
o 0
2 -
- 4 -
- 6 -
- 8
MATERIAL DESCRIPTION
m m
SC SLOPEWASH
Loose, damp, dark brown, Clayey-Silty
fine SAND
BONSALL TONALTIE
Very dense, moist, Ught brown, randomly
fractured, slightiy weathered medium
crystalUne intrusive GRANITIC ROCK
TRENCH TERMINATED AT 9 FEET
Figure A-22, Log of Test Trench T 7 LCSE
r SAMPLE SYMBOLS ° - "^SUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
I ... DRIVE SAMPLE (UNDISTURBED)
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 HO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> C3 O J o z
K
H -I
SOIL
cuss
(USCS)
TRENCH T 8
ELEVATION 510 _DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
?N
«3
Suj
gci
a"'
Q
Ul J5 a. ^
cn;
U
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
SC ALLUVTUM
Loose, dry, dark reddish-brown, Clayey-
Rocky fine SAND
SANTLAGO PEAK VOLCANICS
Very dense, brownish gray to dark gray,
moderately randomly fractured andesitic
VOLCANIC ROCK: blocky fractures
TRENCH TERMINATED AT 5
(REFUSAL) FEET
Figure A-23, Log of Test Trench T 8
4
LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
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
SAMPLE
NO.
o J o
H -I
SOIL
CLASS
(USCS)
TRENCH T 9
ELEVATION 496 DATE COMPLETED 9/15/89
EQUIPMENT, JD 555 TRACK BACKHOE
Ul
5)" So go
gu:
go
a
ui2 cr ^
2i
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
SC ALLUVIUM
Loose, dry, dark reddish-brown, Clayey-
Rocky fine SAND
SANTTAGO PEAK VOLCANICS
Very dense, Ught brown to dark gray,
moderately randomly fracturecl andesitic
VOLCANIC ROCK, blocky.
TRENCH TERMINATED AT 5 FEET
(REFUSAL)
Figure A-24, Log of Test Trench T 9 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0.
.. 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 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 HO. D-4367-402
4
- 0
- 2 -
- 4 -
DEPTH
IN
FEET
SAMPLE
NO.
> C3 O -1 o z
H
Jl
SOIL
CUSS
(USCS)
TRENCH TIO
ELEVATION 496 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
SC
MATERL\L DESCRIPTION
ALLUVIUM
Loose, damp, dark reddish-brown, Clayev-Rocky fine SAND
SANTIAGO PEAK VOLCANICS
Very dense, damp, Ught brown-gray
moderately randomly fractured andesitic
tiiff-breccia VOLCANIC Rfyng; some
weathering and argillic alteration.
TRENCH TERMINATED AT 5 FEET
(NEAR REFUSAL)
IU
z^^
1^ 0)
ffl,.*
Ul o 2.5
igure A-25, Log of Test Trench T 10 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
- 2 -
OEPTH
IN
FEET
SAMPLE
NO.
> C5 O -I O z I-
H -J
Tll-1 l^^g
SOIL
CLASS
(USCS)
TRENCH Tll
ELEVATION 415 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
TOPSOIL
Loose, damp, dark reddish brown, very
Rocky-Clayey fine SAND -
SANTIAGO PEAK VOLCANICS
Very dense, damp, dark brown, to tan-
mottied, andesitic tuffaceous breccia
VOLCANIC ROCK; moderately randomly
fractured, blocky, 6-10 inch fracture
spacing.
TRENCH TERMINATED AT 3.5 FEET
(REFUSAL) •
Ul
u
s«
H 0)
go
UJ2 cr ^
4
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 X
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
n"«T™°,1 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
FILE NO. D
8, 1990
•4367-402
'DEPTH
IN
FEET
SAMPLE
NO.
§ -1 o z
H
SOIL
CLASS
(USCS)
TRENCH T12
ELEVATION 320 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
0) ^
Sg
Ss
Ul Q U
>-0-
a
uib*
25
iz
- 0 MATERLVL DESCRIPTION
- 2 -
4 -
CL-GC SURFICIAL LANDSLIDE DEBRIS
Soft, moist, medium to dark reddish-brown,
very Rocky-Bouldery, Sandy CLAY
Very irregular contact
SANTIAGO PEAK VOLCANICS
Very dense, damp, brownish dark gray,
andesitic breccia VOLCANIC ROCK: sUght-
moderate fractured, blocky, 10-12 inch
fragments.
TRENCH TERMINATED 5 FEET
igure A-27, Log of Test Trench T 12 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
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.
• > C3 O -I o z
H -1
SOIL
CLASS
(USCS)
TRENCH T13
ELEVATION 327 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
Ul iS
Ss
>
guj
go
m *5
h
* o
0
2 -
4 -
6 -
8 -
10 -
»jg
SC-GC
MATERL^L DESCRIPTION
ALLUVIUM
Loose, damp, dark reddish-brown, very
Bouldery-Clayey SAND: 6-12 inch
angular to subrounded boulders common.
Soft, wet, me(Uum-Ught brown, Sandy-Gravelly
CLAY
Medium dense, moist, Ught reddish-brown, Qayey-Bouldery medium SAND
SANTIAGO PEAK VOLCANICS
Very dense, light reddish-brown,
weathered-altered, sheet fractured
(1-3 inch spacing) andesitic
VOLCANIC ROCK: sheet orientation;
N30E, 75SE.
TRENCH TERMINATED AT 11 FEET
(NEAR REFUSAL)
Figure A-28, Log of Test Trench T 13 LCSE
} SAMPLE SYMBOLS ° - UNSUCCESSFUL
1 ^ ... DISTURBED OR BAG SAMPLE
E
0
.. STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE 3C ... 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 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
(USCS)
TRENCH T14
ELEVATION 325 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
S o
t- z
ES UJ 0)
m UJ S'o:
>
glL
go 25
iz
- 0 MATERIAL DESCRIPTION
h 2 -
4 -
6 -
8 -
10
T14-1
CL
SURFICIAL LANDSLIDE DEBRIS
Soft, moist, medium-dark reddish-brown Sandy CLAY
"\ Irregular, westward-inclined contact
SANTTAGO PEAK VOLCANICS
Dense, moist, Ught reddish-brown,
mottied with green, aqua, andesitic
breccia VOLCANIC ROCK: strong sheet
fracturmg at N45W, 60SW, with
pseudomorphic pyrite and secondary copper
minerals (crysocoUa); strong hydrothermal
alteration (argillic).
TRENCH TERMINATED AT 10 FEET
4
Figure A-29, Log of Test Trench T 14 LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
!... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X .., WATER TABLE OR SEEPAGE
''^^t°!^J^ 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
4 EPTH
IN
FEET
SAMPLE
HO.
a o J o z
SOIL
CUSS
(USCS)
TRENCH T15
ELEVATION 312 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
5 UJ
Ul ^ l_
1-23
!!JS"
Ul
0)
Ul ~ O 0. *^ w
>
go
IU X
O
o
2 -
4 -
6
8
10
12 -
14 -
CL
CL-GC
CL
MATERIAL DESCRIPTION
SURFICIAL LANDSLIDE DEBRIS
Soft, moist, dark reddish-brown, Sandy-
Gravelly 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, mottled red-olive, Sandy-
Pebble CLAYSTONE
Small clasts of volcanic rock at 15 feet
TRENCH TERMINATED AT 15 FEET
igure A-30, Log of Test Trench T 15 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 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.
i
January 8, 1990
FILE NO. 0-4367-402
'DEPTH
IN
FEET
SAMPLE
NO.
> a o -I o z I-
H
-J
SOIL
CUSS
(USCS)
TRENCH T16
ELEVATION 303 DATE COMPLETED 9/15/89
EQUIPMENT JD 555 TRACK BACKHOE
lU
0) n
Ul TS
— w
>
H
go
Q
ui*5
a.
oii
:z • o o
0
h 2 -
4 -
6 -
- 8
MATERIAL DESCRIPTION
SURI-IC'IAL LANDSLlUli DKBRJS
GC Loose, moist, Ught brown. Clayey BOULDER-
GRAVEL
CL-CH Soft, wet, Ught tan-green, Sandy CLAY
with low-angle discontinuous sUckensided
surfaces
Irregular, nearly horizontal surface
(base of slide)
SANTIAGO PEAK VOLCANICS
Very dense, reddish brown, weathered
tuff-breccia VOLCANIC ROCK random
fractures with Ught olive clay fillings
TRENCH TERMINATED AT 8 FEET
(NEAR REFUSAL)
Figure A-31, Log of Test Trench T 16 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
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 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
FOEPTH
IN
FEET
SAMPLE
NG.
>-C9 O -I O
z
SOIL
CUSS
(USCS)
TRENCH T17
ELEVATION 315 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
fN 0) 0)
0) 5
UJ TS
S to
>
««:
go
>5
a •
01 -5
01
0)1
- 0
- 2 -
- 4 -
- 6
- 8 H
- 10
CL
CL
"CE"
MATERL\.L DESCRIPTION
SURt-lClAL LANDSLIDE DEBRIS
Stiff, damp, dark brown, very Rocky
CLAY
Irregular surface, generally inclined
southwestward
Stiff, moist, Ught olive mottied red, Sandy CLAY
Remolded clay seam; N60W, 20SW (base of slide) 1/4-1/2 inch thick
DELMAR FORMATION
Hard, moist, medium-Ught olive, Sandy
CLAYSTONE fractured, with random
sUckensided surfaces, blocky
TRENCH TERMINATED AT 10 FEET
Figure A-32, Log of Test Trench T 17 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
X... 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
EPTH
IN
FEET
SAMPLE
NO.
> O O -J o z
SOIL
CUSS
(USCS)
TRENCH T18
ELEVATION 325 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
z ,„ o, Pz
UJ
SSs
glL
go
IU
0) H5
o^ Zo o
0
2 H
4
6 H
8
^^g
CL
MATERL\L DESCRIPTION
SURWCL^L LANDSUDE DEBRIS
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, mottled olive, sandy
CLAYSTONE
SANTIAGO PEAK VOLCANICS
Very dense, moist, Ught reddish-brown
mottied with green, altered andesitic
VOLCANIC ROCK hydrothermally 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 ° - UNSUCCESSFUL
] ^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
I ... DRIVE SAMPLE (UNDISTURBED)
X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING 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. 0-4367-402
bEPTH
IN
FEET
SAMPLE
NO. >• C3 O -I o z
H -I
SOIL
cuss
(USCS)
TRENCH T19
ELEVATION 300 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE Ul
0) '• " i * m'
a."
go
a
UJ
HUJ iz
u
0
2
4 H
6
8 -
10 -
12 -
14 -
CL
GC
MATERIAL DESCRIPTION
LANDSLIDE DEBRJS
Stiff, damp, dark brown, Sandy-GraveUy
CLAY
MecUum-dense, damp, dark reddish-brown,
Clayey-Sandy cobble GRAVEL: most gravel
is subrounded andesitic volcanic rock up
to 8 inch diameter
TRENCH TERMINATED AT 15 FEET
Figure A-34, Log of Test Trench T 19 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER 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 AHD TIMES.
January 8, 1990
FILE NO. 0-4367-402
FDEPTH
IN
FEET
SAMPLE
NO.
> a o -1 o z f-
M
SOIL
CUSS
(USCS)
TRENCH T20
ELEVATION 307 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul "
IN JT in 0) Si
Ul
Ss
>-
Su:
go
a
UJ "5
0) i
• 0
u
- 0
- 2 -
4 -
6 -
8 -
10
MATERLVL DESCRIPTION
LANDSLIDE DEBRIS
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 ° - '"""^''"^ UNSUCCESSFUL
1 ^ ... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
1 ... DRIVE SAMPLE (UNDISTURBED)
X ... UATER 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 WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
EPTH
IN
FEET
SAMPLE
NO.
> CS o -I o z I-
H
SOIL
CUSS
(USCS)
TRENCH T21
ELEVATION 291 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
^uj':
<r S \ «S«
z«3 5Sn
D, w
Su:
go
a
UJ b
0) UJ
' o o
- 0 MATEIUAL DESCRIPTION
T21-1
- 2 -
4 -
6 -
8 -
CL SLOPEWASH
Stiff, damp, dark brown, Sandy-GraveUy
CLAY
Soft, wet, Ught green-tan, Sandy CLAY;
random oriented sUckensided 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 TERMINATED AT 9 FEET
Figure A-36, Log of Test Trench T 21 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATIOM TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATIOM AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
4 EPTH
IN
FEET
SAMPLE
NO.
> a o -I a z
SOIL
CUSS
(USCS)
TRENCH T22
ELEVATION 278 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
S ttl 2o^
IN
tn y UJ d
— w
>-
^\
go
a. ^ a
UJ
2iu
iz
- 0
2 -
4 -
6 -
8 -
10 -
12 -
14
m
MATERIAL DESCRIPTION
SC LANDSLIDE DEBRIS
Loose, damp, dark brown-gray, Silty-Clayey
fine SAND, some gravel
GC
Loose, moist, Ught reddish-brown, CLAY
COBBLE
GRAVEL
GC
TX"
Loose, wet, Ught oUve-tan, Clayey
COBBLE GRAVEL (caving)
Irregular contact on remolded clay seams
SANTIAGO PEAK VOLCANICS
Hard, moist,Ught greenish-tan-gray,
Sandy CLAY. Highly fractured with
random slickensided clay seams of
weathered volcanic rock.
TRENCH TERMINATED AT 14 FEET
Figure A-37, Log of Test Trench T 22 LOSE
4 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
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
IH
FEET
SAMPLE
NO.
> C3 O J o z
H
H -I
SOIL
cuss
(USCS)
TRENCH T23
ELEVATION 300 _DATE COMPLETED 9/19/89
EQUIPMENT JD 555 TRACK BACKHOE
z 1,1 « Ul
z^^ IN
(ft H
Ul TS
>
go
Q:
Q
Ul b
0) z
UJ ; z • o o
- 0 MATERIAL DESCRIPTION
2 -
4 -
6 -
8
10
CL
I
LANDSLIDE DEBRIS
Soft, wet, Ught-medium reddish-brown
Sandy-Rocky CLAY
1/4 - 1/2 inch remolded clay seam
with irregular northward inclination
SANTIAGO 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
4 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... 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.
January 8, 1990
FILE NO. 0-4367-402
4k DEPTH
IN
FEET
SAMPLE
NO.
> a o o z
K
H J
SOIL
CUSS
(USCS)
TRENCH T24
ELEVATION 281 _DATE COMPLETED 9/19/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
ii
?N 0) 0)
M 3
Sg
gn
gu.;
go-
vt
Ul
0) i
• o u
- 0
2 -
- 4 -
6 -
8 -
10 -
12
14 -
16 -
18
MATERIAL DESCRIPTION
^#^g
»g
^15g
Jgfeg
^5g
CL
LC-SC
LANDSLIDE DEBRIS
Soft-stiff, moist-wet, dark reddish-brown
Sandy-Rocky CLAY
Very irregular westward-inclined contact
"iTooseT wet" light"tan-gfeen nibttred,
Sandy-Rocky CLAY to very Clayey
SAND
Highly fractured sUckensided zone 12 inches
plus thick; irregular, but incUned northward
10-20 degrees, wet to saturated, slight seepage
SANTTAGO PEAK VOLCAMCS
Dense, moist-wet, light tan, mottled red,
green, highly weathered or altered andesitic
VOLCANIC ROCK: mtense random fracturing
TRENCH TERMINATED AT 18 FEET
Figure A-39, Log of Test Trench T 24 LCSE
} SAMPLE SYMBOLS ° - UNSUCCESSFUL
1 ^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
1... DRIVE SAMPLE (UNDISTURBED)
X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOH 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 T25
ELEVATION 305 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
IU ^
^ II
cn 0)
0) g
Ul TS
>
Su:
go
a
Ul b
n:
Pu. 0) UJ
MATERIAL DESCRIPTION
LANDSLIDE DEBRJS
Stiff, moist, dark reddish brown, Sandy-
GraveUy CLAY
Remolded clay seam, N30E, 20NW, 1/4-1/2
inch thick; base of sUde
TERRACE DEPOSrr
Dense, moist, light reddish brown mottied
orange-tan. Clayey 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
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE X ... 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 HO. 0-4367-402
[DEPTH
IN
FEET
SAMPLE
NO.
>-(9 O _l o z H H -J
SOIL
CLASS
(USCS)
TRENCH T26
ELEVATION 335 _DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
?: N
Sg
Ss
>
Su:
go
uib a
Pi_
0)
0
2 H
4
6
8 H
10
^ig
MATERIAL DESCRIPTION
SURFICIAL LANDSLIDE DEBRIS
Soft, wet, dark brown to reddish-brown
Boulder Gravelly CLAY; up to 3 foot
diameter subrounded volcanic boulders-
disturbed matrix incUcates debris-flow.
Very irregular contact against weathered
bedrock
SANTIAGO PEAK VOLCANICS
Dense, moist, oUve, mottled reddish-brown,
highly sheet-fractured andesitic VOLCANIC
ROCK, 1-2 inch spaced sheeted jointing at
N55W, 55SW; argilUc hydrothermal alteration
and weathering.
TRENCH TERMINATED AT 10 FEET
Figure A-41, Log of Test Trench T 26 LCSE
i SAMPLE SYMBOLS °- UNSUCCESSFUL
] • S ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
1... DRIVE SAMPLE (UNDISTURBED)
X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING 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
MO.
>• C9 O -J O
z
H
SOIL
CUSS
(USCS)
TRENCH T27
ELEVATION 337 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
^|N
z«3
iS"
Q, **• w
>
go
Ul b
a
UJ
' o c
- 0
2 -
- 4 -
- 6
MATEIUAL DESCRIPTION
CL SURFICIAL LANT^LIDE DEBRIS
Soft, damp, dark brown, Sandy-GraveUy
CLAY
CL-GC
Stiff, wet, Ught brown, mottied orange, Bouldery CLAY to Qayey BOULDER GRAVEL:
boulders up to 3 feet diameter.
TRENCH TERMINATED AT 7 FEET
(REFUSAL-OVERSIZE BOULDERS)
Figure A-42, Log of Test Trench T 27 LCSE
4 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 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 a z I-
SOIL
CLASS
(USCS)
TRENCH T 28
ELEVATION . 410 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
IU '
»0|
•u |v ID
>
go
>5
Ul b
0),
r z
- 0 MATERIAL DESCRIPTION
2 -
4 -
6 -
CL SLOPEWASH
Stiff, moist, dark brown, very GraveUy-
Rocky Sandy CLAY
Very irregular depositional contact incUned southward
SANTIAGO PEAK VOLCANICS
Dense, moist, medium reddish-brown very
fractured, weathered andesitic VOLCANIC
ROCK: random fractures 1-4 inch spacing
TRENCH TERMINATED AT 7 FEET
(NEAR REFUSAL)
Figure A-43, Log of Test Trench T 28 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B .
S ... DISTURBED OR BAG SAMPLE 0 .
STANDARD PENETRATION TEST
CHUNK SAMPLE
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 WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January
FILE NO. 0
8, 1990
•4367-402
OEPTH
IN
FEET
SAMPLE
NO.
> C9 O -I o z I-
SOIL
CUSS
(USCS)
TRENCH T29
ELEVATION 450 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
0) Si
So
Ul TS
— w
>-
z"^ go
tc
s-
25
•o o
- 0
- 2 -
4 -
6 -
8 -
10
MATERIAL DESCRIPTION
CL SLOPEWASH
Stiff, moist, dark brown, GraveUy
CLAY
Irregular depositional contact
CL SANTIAGO 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
4
Figure A-44, Log of Test Trench T 29 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
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.
January 8, 1990
FILE NO. D-4367-402
I DEPTH
IN
FEET
SAMPLE
HO.
> a o -I o
?
H -I
SOIL
CUSS
(USCS)
TRENCH T30
ELEVATION 441 _DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
§uj': UJ
I-in 0) Sg
Ss
>
S.£ go-
a ^
s-
25
- 0 MATEIUAL DESCRIPTION
- 4 -
- 6 -
SC-CL
SLOPEWASH
Stiff, dry-damp, dark brown, very Clayey
fine SAND to Sandv CLAY
Becomes moist at 4 feet
IrregiUar depositional contact
SANTIAGO PEAK VOLCANICS
Very dense, moist, Ught brown-orange,
very weathered randonndy fractured andesitic VOLCANIC ROCK: 1-3 inch spaced fractures
TRENCH TERMINATED AT 7 FEET
Figure A-45, Log of Test Trench T 30 LCSE
i SAMPLE SYMBOLS ° '^"'"''"^ UNSUCCESSFUL
J ^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
1... DRIVE SAMPLE (UNDISTURBED)
X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January
FILE NO. D
8, 1990
•4367-402
4 EPTH
IN
FEET
SAMPLE
NO.
>-a o -I o z I-
H
SOIL
CUSS
(USCS)
TRENCH T31
ELEVATION 475 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
IN
0) H
IU ri
Suj
go
ir ^
s-
25
iz
u
- 0 MATEIUAL 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, light 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
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWH HEREON 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 NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> a o _i o z
SOIL
CUSS
(USCS)
TRENCH T32
ELEVATION 422 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
1^
2§ SP Ul ni S o
— w
>
Su^ go
Q
Ul b IT
0);
• o u
- 0 MATERL^L DESCRIPTION
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
4 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST 1... ORIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AHD 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
EPTH
IN
FEET
SAMPLE
HO.
CS o J o z 1-
SOIL
CUSS
(USCS)
TRENCH T33
ELEVATION 295 DATE COMPLETED 9/2/89
EQUIPMENT JD 555 TRACK BACKHOE
z 1,1
n
Ui rv IU
a u- w
Su^ go
Q
25
• o o
- 0
2 H
4
- 6 -
- 8 -
10
12
14
MATERIAL DESCRIPTION
GC
LANDSLIDE DEBRIS
Loose to medium-dense, damp medium to dense,
medium to dark reddish brown, Clayey-Sandy
COBBLE to BOULDER-GRAVEL: angular to
subrounded andesitic volcanic clasts
Becomes moist at 11 feet
TRENCH TERMINATED AT 14 FEET
(NEAR REFUSAL ON BOULDERS)
igure A-48, Log of Test Trench T 33 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ..
^ ... DISTURBED OR BAG SAMPLE 0 ..
STANDARD PENETRATION TEST •
CHUNK SAMPLE X
DRIVE SAMPLE (UNDISTURBED)
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 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.
CS o -I o z H
H -I
SOIL
CUSS
(USCS)
TRENCH T34
ELEVATION 285 _DATE COMPLETED 9/2/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
IN
Sg Ss
>.
S.:
go
|b
!z • o o
O!
- 0
- 2 -
- 4 -
- 6 -
8 -
10 -
12
14
^#5g
MATERL^L DESCRIPTION
GC
LANDSLIDE DEBRIS
Loose, damp-moist,medium 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, mottled 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 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 UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
4 DEPTH
IN
FEET
SAMPLE
NO.
CS o J o z
SOIL
cuss
(USCS)
TRENCH T35
ELEVATION 323 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
it
in §
0) P Ul d S n
— w
ti-
Su:
go
•
uib
p
25
iz
u MATERIAL DESCRIPTION
2
4 -
6 -
8 -
10 -
12 -
14
5«
SM
GC
CL
TOPSOIL
Loose, dry, dark brown, SUty fine SAND,
some clay
SURFICIAL LANDSLIDE DEBRIS
Loose, damp, dark redcUsh-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-inclined contact
SANTIAGO PEAK VOLCANICS
Dense, moist, mottled red-brown, highly fractured, altered and weathered andesitic
VOLCANIC ROCK; random 1/2-2 inch
spaced joints
TRENCH TERMINATED AT 14 FEET
Figure A-50, Log of Test Trench T 35 LCSE
4 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST I
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 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
SAMPLE
NO.
> (9 O J O
z
H
SOIL
CUSS
(USCS)
TRENCH T36
ELEVATION 333 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
1|2 1^ en cn
Sg
go
ti-
Su:
go
>-'^
a
ttl b
in z
UJ iz
u
- 0 MATERIAL DESCRIPTION
2 H
4
6 H
8
SM TOPSOIL
Loose, dry, dark brown, Silty fine SAND.
some clay
SANTIAGO PEAK VOLCANICS
Dense, moist, mottied red-brown, sheet-
fractured altered and weathered andesitic
VOLCANIC ROCK: highly sheet-fractiires
at N55W, 60SW at 1/2-2 inch spacing;
argilUc-pyritic hydrothermal alteration
FauU, N30W, 60SW; 1/4-1/2 inch gray
clay gouge at 6 feet
TRENCH TERMINATED AT 8 FEET
Figure A-51, Log of Test Trench T 36
4
LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST • ... ORIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON 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 ANO TIMES.
January 8, 1990
FILE NO. 0-4367-402
'DEPTH
IN
FEET
SAMPLE
HO. >•
CS o -I o z
SOIL
CUSS
(USCS)
TRENCH T37
ELEVATION 280 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul'
tD n
o>'
UJ ia
—- w
Su:
go
Ujb
P
25
iz
- 0 MATERIAL DESCRIPTION
- 2 H
- 4
6 H
8
10 H
12
CL
LANDSLIDE DEBRIS
Soft, moist, dark brown, mottled with
gray, Sandy CLAY
Caving; Standing water table (after 2 hours)
CL SANTIAGO PEAK VOLCANICS
Stiff-medium-hard, wet, light orange-red
mottled, highly weathered anclesitic
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
4
LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
DISTURBED OR BAG SAMPLE 0
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.
January 8, 1990
FILE NO. D-4367-402
4 DEPTH
IN
FEET
SAMPLE
NO.
>• a o J a z H H -I
SOIL
CUSS
(USCS)
TRENCH T38
ELEVATION 295 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
1^ 0) 0) w 0)
ttl ia
— w
>
Su;
UJ ,1
ujb
H 5
o^
zi MATERIAL DESCRIPTION
2 -
4 -
6
- 8
CL SLOPEWASH
Stiff, damp, dark brown, Sandy CLAY
CL
SANTIAGO PEAK VOLCANICS
Dense, moist, Ught brown-red mottied,
highly weathered andesitic VOLCANIC ROCK, intense random fracturing with
clay seams, rock is weathered to a
sandy clay
TRENCH TERMINATED AT 9 FEET
Figure A-53, Log of Test Trench T 38
4
LCSE
SAMPLE SYMBOLS ° - UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE X ..
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
4 'DEPTH
IN
FEET
SAMPLE
NO.
CS o J o z H-H
SOIL
cuss
(USCS)
TRENCH T39
ELEVATION 287 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
z^^
4- ll
tf) ^ Sg
S"
0)
ttl b
a.
0);
- 0
- 2 H
- 4
6 H
8
10 -
12 -
14
»g
^^g
'^'ig
^^g
MATERIAL DESCRIPTION
CL
ALLUVIUM
Soft, moist, dark brown, Sandy, Rocky CLAY
Becomes wet at 5.5 feet
Irregular depositional contact
CL
SANTIAGO PEAK VOLCANICS
Soft, wet, light tan mottied with red,
highly weathered VOLCANIC ROCK,
weathered
to a sandy clay, becoming harder with depth
Becomes saturated, stiff to hard at 13 feet
TRENCH TERMINATED AT 14 FEET
Figure A-54, Log of Test Trench T 39 LCSE
} SAMPLE SYMBOLS ° - UNSUCCESSFUL
1 ^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
1 ... DRIVE SAMPLE (UNDISTURBED)
X ... UATER TABLE OR SEEPAGE
NOTE: THE LOQ 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
- 4
DEPTH
IN
FEET
- 0
2 -
SAMPLE
NO.
CS
o o z I-
H
-I
SOIL
CUSS
(USCS)
CL
TRENCH T40
ELEVATTON 348 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
ALLUVIUM
Soft, damp, dark brown, very Sandy, Rocky
CLAY: root voids common'
Irregular depositional contact
§g Cz
0)
UJ
SANTIAGO PEAK VOLCANICS
Dense, damp, Ught reddish-brown, weathered
moderately fractured andesitic VOLCANIC
ROCK; random jointing 1-6 inches apart
TRENCH TERMINATED AT 6 FEET
ti-
Su:
uib
2!u
4
Figure A-55, Log of Test Trench T 40 LCSE
SAMPLE SYMBOLS ° - ^^""'-^'"^ UNSUCCESSFUL
... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
ORIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
n"/T=^°,u.°,1.l'i^^"'"'*'^^ CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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
4 DEPTH
IN
FEET
SAMPLE
NO.
V CS
• -I o z H H -I
SOIL
CLASS
(USCS)
TRENCH T41
ELEVATION 286 _DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
0) s Sg
So
>
ti-
Su:
gg
uib
IE
- 2
- 4 -
6 -
8
10 -
12 -
14 -
16 -
»g
^^g
;j*g
^ig
*g
«g
MATEIUAL DESCRIPTION
CL
TERRACE DEPOSIT
Soft to stiff, moist, dark reddish-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
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE X ... 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
'DEPTH
IN
FEET
SAMPLE
NO.
CS o -J a z H M
SOIL
CUSS
(USCS)
TRENCH T42
ELEVATION 300 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
1^ tn Si Sg
So
Su:
go
ujb
UJ
0
2 -
4 -
6 -
8 -
MATERIAL DESCRIPTION
CL SLOPEWASH
Soft, moist, dark brown Sandy CLAY
Irregular depositional contact, incUned
roughly westward
SANTIAGO PEAK VOLCANICS
Dense, moist, mecUum-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
i SAMPLE SYMBOLS °- '''''''' UNSUCCESSFUL
] S ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
• ... DRIVE SAMPLE (UNDISTURBED)
I ... 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 REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January
FILE NO. D
8, 1990
•4367-402
4 DEPTH
IH
FEET
SAMPLE
HO.
> a o -J o z 1-
H -I
SOIL
CLASS
(USCS)
TRENCH T43,
ELEVATION 287 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
5;
S Ul -
1^
S«3
2s»
IL **• w
> ti-
S.U
go
IT
UJ b
tn
iS
- 2 -
- 4 -
6
8 -
10 -
12 -
14
MATERIAL DESCRIPTION
GC
TERRACE DEPOSTT
Dense, moist, Ught brown, very Clayey
PEBBLE-COBBLE GRA VFT., some sand
CL
Irregular, westward-incUned depositional
contact
DELMAR FORMATTON '
Very hard, moist, greenish-gray mottied
with reddish-brown very Sandy CLAYSTONE:
massive '
"SC-
Very dense, moist, greerush-gray Clayey coarse SANDSTONE
TRENCH TERMINATED AT 14 FEET
Figure A-58, Log of Test Trench T 43 LCSE
1 SAMPLE SYMBOLS ""SUCCESSFUL
1 S ... DISTURBED OR BAG SAMPLE
B
0
.. STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
.. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE MO. D-4367-402
EPTH
IN
FEET
SAMPLE
HO.
o J o z
H
SOIL
CUSS
(USCS)
TRENCH T44
ELEVATION 265 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
^UJ-
UI
0) H 0)
Ul i Ul go
It **•
M "
Su;
go
>i
ujb
"ifi
iz
u
- 0
- 2
- 4 H
6
8 -
10 -
12 -
14
^g^^g
'^^ig
Jg^^ig
'A
^^g
MATERiAL DESCRIPTION
SC-CL
ALLUVIUM
Loose, moist, dark reddish-brown, very
Clayey, Rocky-Bouldery SAND
Becomes wet at 10 feet
Irregular depositional contact
SANTTAGO PEAK VOLCANICS
Dense, wet, Ught brown-tan, fractured,
weathered, andesitic VOLCANIC R0C:K
TRENCH TERMINATED AT 14 FEET
Figure A-59, Log of Test Trench T 44
4
LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE X ..
ORIVE SAMPLE (UNDISTURBED)
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 REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
'DEPTH
IN
FEET
SAMPLE
NO.
> C3 O -I O z I-
H
SOIL
cuss
(USCS)
TRENCH T45
ELEVATION 328 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
S UJ
So^:
0)
H3 UJ 1;^ q in
DL w
> ti-
S.L go
Q
UJ b
2fi
!Z • O
u
MATEIUAL DESCRIPTION
2 -
4
ALLUVIUM
Loose, damp, dark reddish-brown, Bouldery-
GraveUy Clayey SAND
Irregular to "V" shaped channel-contact
SANTIAGO PEAK VOLCANICS
Dense, moist, Ught rediUsh-brOwn, very
weathered andesitic VOLCANIC ROCK:
altered and randomly fractured
TRENCH TERMBSTATED AT 5 FEET
Figure A-60, Log of Test Trench T 45 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE
NOTE: THE LOG QF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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
IH
FEET
SAMPLE
NO.
at > UJ
a H o <C 3
o •
z Z P H o -I QR SOIL
CUSS
(USCS)
TRENCH T46
ELEVATION 508 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul i-2s
tn tn 3
"3
go
ti-s^
go
>°-
Ul b
2ffl
iz
*• o
- 0
- 2
4 -
- 6 -
- 8
?^<g
MATERIAL DESCRIPTION
SC
ALLUVTUM
Loose, damp to moist, dark reddish-brown
very Clayey, GraveUy fine- SAND
SC-CL
Becomes wet at 6.5 feet
Irregular, but nearly horizontal,
depositional contact
SANTIAGO PJiAK VOLCANICS
Dense, moist-wet, Ught brown, very
weathered andesitic VOLCANIC ROCK:
altered and randomly fractured '
TRENCH TERMINATED AT 8 FEET
4
Figure A-61, Log of Test Trench T 46 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
SUBSURFACE CONDITIONS SHOWN 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.
> CS o -I o z
SOIL
cuss
(USCS)
TRENCH T47
ELEVATION 494 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
0) tn
Sg
u< g m
Q, — w
>
Su:
go
a ^ a
uib
iz
0
2 -
4 -
6 -
h 8 -
- 10
MATERIAL DESCRIPTION
GP
UNDOCUMENTED FILL
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
4
LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST I
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 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.
CS o J o z t-
H
SOIL
cuss
(USCS)
TRENCH T48
ELEVATION 480 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE
lu
z^^ IN
25
g m
— w
>-
ti-
Su^ go
>-i
mb
25
o^
u
- 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, . . .
TRENCH TERMINATED AT 6 FEET
(REFUSAL-OVERSLZE BOULDERS)
Figure A-63, Log of Test Trench T 48 LOSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E..
^ ... DISTURBED OR BAG SAMPLE 0 ..
STANDARD PENETRATION 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 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
IDEPTH
IN
FEET
SAMPLE
NO. >• O o
• z I-
H
SOIL
CUSS
(USCS)
TRENCH T49
ELEVATION 448 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE 01 g o >•
Su:
go
o
01 b
iz
u
- 0
- 2 -
- 4 -
- 6
MATERIAL DESCRIPTTON
SC
IT-
ALLUVIUM
Loose, dry, dark reddish-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
4
Figure A-64, Log of Test Trench T 49 LCSE
SAMPLE SYMBOLS ° - "^SUCCESSFUL
DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
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 UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE NO. 0-4367-402
I OEPTH
IN
FEET
SAMPLE
NQ.
> CS o -I o z H
H -I
SOIL
CLASS
(USCS)
TRENCH TSO
ELEVATION 445 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
ry IU —• w
ti-
S.L
go
mb
0):
- 0
- 4 -
- 6 -
- 8 -
MATERIAL DESCRIPTION
SC
ALLUVTUM
Loose, dry, dark reddish-brown, Clayey-
Rocky fine SAND
Very irregular depositional contact
CL SANTTAGO PEAK VOLCANICS
Dense, damp, Ught orange-tan, highly
fractured and altered andesitic
VOLCANIC ROCK
Fault; NlOW, 70SW, 1/2 inch clay gouge.
TRENCH TERMINATED AT 9 FEET
4
Figure A-65, Log of Test Trench T 50 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B ... STANOARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
^ ... 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
IN
FEET
SAMPLE
HO.
0
2 H
4
IT
>-•
Ul
o 1-
o <C -1 = o c z z H p H o ce cs
SOIL
CUSS
(USCS)
TRENCH T51
ELEVATION 435 DATE 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 RCX:K:
excavates to large blocky boulders.
J
TRENCH TERMB>IATED AT 4 FEET
UJ
IN 2i
0) ttJ; g ku
> ti-S.£
a. ^
ujb
CE^
igure A-66, Log of Test Trench T 51
4
LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B .
S ... DISTURBED OR BAG SAMPLE 0 ,
STANDARD PENETRATION TEST
CHUNK SAMPLE
ORIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE OP S B^^^^^ SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
^DEPTH
IN '
FEET
SAMPLE
HO.
cs o J o z I-
H
-t
SOIL
CUSS
(USCS)
TRENCH T52
ELEVATION 353 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
S^ Sg UJ TS g O — w
Su:
go
Ul b
25 iz
- 0
- 2 -
4 -
6 -
8 -
10
MATERIAL DESCRIPTION
SC FELL
Medium dense, damp, Ught brown. Clayey,
Rocky, coarse SAND
CL ALLUVIUM
Loose, damp, dark brown Sandy CLAY
Irregular "V" shaped canyon contact
BONSALL TONALTIE
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
4 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL
... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
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 OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE NO. 0-4367-402
4 DEPTH
IN
FEET
SAMPLE
NO.
> CS o -I o z I-
H
J
SOIL
CUSS
(USCS)
TRENCH T 53
ELEVATION 358 _DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE Sg
Ss
>
Su:
go
a ^
|b
25
iz
0
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
- 6
GC FILL
Loose, dry, dark brown. Clayey, Sandy
BOULDER-GRAVEL: 12-16 inch diameter
boulders with voids, organic debris
"V"-shaped canyon-contact
BONSALL TONALTIE
Very dense, damp, Ught brown, randomly
fractured tonaUte GRANITIC ROCK;
moderately fractured, less weathered.
TRENCH TERMINATED AT 6 FEET
Figure A-68, Log of Test Trench T 53
4
LCSE
SAMPLE SYMBOLS G... SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST I ... ORIVE SAMPLE (UNDISTURBED)
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 ANO TIMES.
January 8, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
>-a o J o z I-
SOIL
CUSS
(USCS)
TRENCH T54
ELEVATION 508 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
0)
in '
UJ m g tn — w
>-
ce
gb
25
iz
u
0
2
MATEIUAL DESCRIPTION
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
4 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B..
^ ... DISTURBED OR BAG SAMPLE 0 ..
STANDARD PENETRATION TEST
CHUNK SAMPLE
ORIVE 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 HO. D-4367-402
DEPTH
IN
FEET
SAMPLE
HO.
> CS o J o z I-w
SOIL
CUSS
(USCS)
TRENCH T55
ELEVATION 472 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
ig-^
S|N
is«
>-t,-S.L
go
|b
25
iz
u
- 0 MATERIAL DESCRIPTION
h 2 -
4 -
6
CL ALLUVIUM
Soft, damp, dark brown, Sandy CLAY
SANTIAGO PEAK VOLCANICS
Very dense, moist, Ught brownish-gray,
moderate random fractured andesitic VOLCANIC ROCK
TRENCH TERMINATED AT 6 FEET
4
Figure A-70, Log of Test Trench T 55 LCSE
SAMPLE SYMBOLS ^^"''^'"'^ UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER 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 ANO TIMES.
January 8, 1990
FILE HO. 0-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
>-CS o -I o z I-
M
SOIL
CUSS
(USCS)
TRENCH T 56
ELEVATION 454 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
IU —
IN
So
0) T Ul g CD — w
H '
0).
Ul,
a
UJ
- 0 MATERIAL DESCRIPTION
- 2 H
- 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 TERMU>JATED AT 7 FEET
Figure A-71, Log of Test Trench T 56 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE X ... 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 3, 1990
FILE NO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> O O -1 o z I-
SOIL
CUSS
(USCS)
TRENCH T 57
ELEVATION 452 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE
pi
Ul
CL
>-
Su:
go-
vt
gb
St in 01 " I— iz
u
0
2 -
4 -
- 6
- 8
- 10
- 12 -
14 -
^i5g
^^g
»g
'A
SM-SC
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, damp, Ught reddish-brown. Clayey
BOULDER GRAVEL: 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 Silty SAND to Clayey SAND
SANTIAGO PEAK VOLCANICS
Very dense, damp, brownish-gray,
moderately fractured andesitic
VOLCANIC ROCK
TRENCH TERMINATED AT 15 FEET
4
igure A-72, Log of Test Trench T 57 LCSE
SAMPLE SYMBOLS ° - ""SUCCESSFUL
DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE X ... 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 REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IH
FEET
SAMPLE
HO.
a 01 cs H-o <t
•
o C z z h-M c -1 a a
SOIL
CUSS
(USCS)
TRENCH T58
ELEVATION 445 _DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE 0)
UJ I
>-
z-^
go-vt
mb
2i
2 -
4 -
6
8 H
10
GP
CL
CL
MATERL\L DESCRIPTION
V
UNDOCUMENTED FILL
Loose, damp, medium brown, BOULDER
GRAVEL. —
some sand, clay, voids and oversize angular
rock up to 3 feet diameter
Very hregular contact
ALLUVIUM
Soft, wet, dark brown, Sandy CLAY
SANTTAGO PEAK VOLCANICS
Very dense, moist, light brown-orange,
highly weathered, randomly fractured
andesitic VOLCANIC ROCIC- rock has
weathered to a sandy clay
TRENCH TERMINATED AT 10 FEET
4
Figure A-73, Log of Test Trench T 58 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
S ... DISTURBED OR BAG SAMPLE 0
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 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 T59
ELEVATION 434 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
lu
IN
in 01:
Ss
ALLUVIUM
Loose, dry, dark brown, SUty-Clayey fme SAND
Soft, stiff, moist, dark reddish-^brown,
S^idy CLAY, some angular rock fragments
Very irregular depositional contact
SANTTAGO PEAK VOLCANICS
Very dense, moist, brownish-gray, moderately
random fractured, altered andesitic VOLCANIC
ROCK; strong pyritic alteration, trace secondary
copper stains along fractures
TRENCH TERMINATED AT 11 FEET
>
S.L
go-
vt
mb a.
Pl in 01 iz
o
4
Figure A-74, Log of Test Trench T 59 LCSE
SAMPLE SYMBOLS ""SUCCESSFUL
DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
n",TJ-°M,r<°,'!..l"°^'^'"'*'^^ CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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
4 DEPTH
IN
FEET
SAMPLE
NO.
> CS o -J o z
SOIL
cuss
(USCS)
TRENCH T60
ELEVATION 415 .DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
lU
z^^
n m 3
crig
01 TS
S n
>-
ti-
St go-
vt
ce^
gb
25
h 0
2
4
MATERIAL DESCRIPTTON
CL ALLUVIUM
Stiff, moist, dark brown, GraveUy-Sandy
CLAY
Irregular depositional contact
SANTIAGO PEAK VOLCANIC
Very dense, brownish-gray, moderately
randomly fractured, altered andesitic
VOLCANIC ROCK
TRENCH TERMINATED AT 4 FEET
Figure A-75, Log of Test Trench T 60 LCSE
i SAMPLESYMBOLS SAMPLING UNSUCCESSFUL
1 ^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
1... DRIVE SAMPLE (UNDISTURBED)
X ... WATER TABLE OR SEEPAGE 4 NOTE: 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. 0-4367-402
I DEPTH
IN
FEET
SAMPLE
NO.
K
> m cs 1-
o « -1 3
o C z z p H o a. a
SOIL
CUSS
(USCS)
TRENCH T61
ELEVATION 396 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
m
z^-IN «« Sg
S"
>- .
ti-
^\
go vt ce ^
m b tc
PL.
0) UJ " 1— iz
o
- 0
- 2 -
4
6 -
8 -
^^g
^^g
MATEIUAL DESCRIPTION
SC UNDOCUMENTED FELL
Medium dense, damp, tan, Clayey-GraveUy fine SAND .
SC ALLUVIUM
Loose, dry, dark brown. Clayey fine SAND
SC-CL
SANTIAGO PEAK VOLCANICS
Dense, damp, Ught brown, highly
fractured, altered andesitic VOLCANIC
ROCK; sheeted fractures are N55E,60NW
1/2-1 inch apart
TRENCH TERMUSfATED AT 9 FEET
Figure A-76, Log of Test Trench T 61
4
LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
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 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
IH
FEET
SAMPLE
HO.
CS o J o z f-
H
-I
SOIL
CUSS
(USCS)
TRENCH T62
ELEVATION 380 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
i!
tn
sg
go
Suj
go-
vt
•
gb
25
iz
- 0
h 2 -
4 -
6 -
8
10
12
MATERIAL DESCRIPTION
SC UNDOCUMENTED FELL
Medium dense, tan. Clayey Gravelly fine
SAND, toe of road fiU foF Rancho Santa
Fe Road
SC-CL
SC-CL
ALLUVIUM
Loose, damp, dark brown. Clayey fine SAND to Sandy CLAY
Very irregular depositional contact
SANTIAGO PEAK VOLCANICS
Dense, moist, Ught brown, highly
weathered andesitic VOLCANIC ROCK
TRENCH TERMINATED AT 12 FEET
Figure A-77, Log of Test Trench T 62 LCSE
SAMPLE SYMBOLS ^''"''^''"^ UNSUCCESSFUL E. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAMPLE 0. . CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
mc LUU UP suBiUKi-ALt CUNUIUUNS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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
OEPTH
IN
FEET
SAMPLE
NO.
> a o -I o z I-
H
-I
SOIL
CUSS
(USCS)
TRENCH T63
ELEVATION 476 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
HO
01
si
m — w
Sv
go
mb tr ^
2fi
o t
u 0
2 H
4
6
MATERIAL DESCRIPTION
CL TOPSOIL
Soft, moist, dark brown, Sandy-Rocky
CLAY with gypsum
SANTIAGO PEAK VOLCANICS
Dense, moist, Ught brown, mottled with
orange/red/green; highly fractured,
altered andesitic VOLCANIC ROCK; sheeted
fractures 1-6 inches apart are N70W, 60SW;
hematite pseudomorphic pyrite, trace of
secondary copper minerals
TRENCH TERMINATED AT 6 FEET
(REFUSAL)
Figure A-78, Log of Test Trench T 63
4
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 SHOWN HEREON APPLIES ONLY AT THE 'SPECIFIC 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
FILE NO
8, 1990
D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
> ts o -I o z I-
H
SOIL
CUSS
(USCS)
TRENCH T 64
ELEVATION 454 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
IU —
IN
Sg
S»
Sm go
vt
a
m b
in,
• o o
- 0
- 2 -
»g
MATERIAL DESCRIPTION
CL ALLUVIUM
Soft, moist, dark brown, Sandy-Cobbly CLAY
SANTIAGO PEAK VOLCANICS
Very dense, moist, brownish-gray,
moderately fractured altered, andesitic VOLCANIC ROCK, random-oriented fractures,
2-6 inches apart.
TRENCH TERMINATED AT 3.5 FEET
Figure A-79, Log of Test Trench T 64
4
LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X ... 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. 0-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
CS o -I o z t-
H
SOIL
CUSS
(USCS)
TRENCH T65
ELEVATION 508 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
lu
IN
Sg
So
>
Sm
gg
vt oe ^
mb
2ai o^
- 0 MATEIUAL DESCRIPTION
- 2 -
SANTIAGO PEAK VOLCANICS
Very dense, reddish brown mottied with
tan, blue, high altered fractured,
andesitic VOLCANIC ROCK: sheeted
fractures 1/2-1 inch apart N20W,
vertical; abundant pyrite,
sulfides, hydrothermal alteration.
TRENCH TERMINATED AT 3 FEET
Figure A-80, Log of Test Trench T 65
4
LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE . 0
STANOARD PENETRATION TEST
CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
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 LOaTIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T66
ELEVATION 277 _DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
K N
Ho cn"-!
Ul TS
g to
go-vt
ce
m b
2fii iz
MATEIUAL DESCREPTION
LANDSLIDE DEBRIS
Loose to medium-dense, damp, dark reddish-
brown, Qayey fine SANI^" some angular
weathered volcanic pebbles-gravel
Becomes moist, with 6-10 inch boulder
gravel at 13 feet
Irregular transitional contact
Soft, wet to saturatedr Ught lan" green,
Sandy CLAY, sUckensided surfaces
TRENCH TERMINATED AT 17 FEET
Figure A-81, Log of Test Trench T 66 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST 1... ORIVE SAMPLE (UNDISTURBED)
0 ... 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 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
s
Ul z UJ a
? N
23 Sg m TS Ss
>
Su:
gg >•»• gb
2b
0) 01
• o o
MATEIUAL DESCRIPTION
TERRACE DEPOSrr
Loose to medium-dense, damp to moist, dark
reddish-brown very Clayey- fine SAND
Becomes more clayey, wet at 15 feet
Seepage, caving
SANTIAGO PEAK VOLCANICS
Hard, wet, Ught grey-green mottled
with red Sandy CLAY: very weathered
and fractured andesitic VOLCANIC ROCK
TRENCH TERMINATED AT 19 FEET
Figure A-82, Log of Test Trench T 67 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES OHLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE NO. 0-4367-402
4 'DEPTH
IN
FEET
SAMPLE
NO.
CS o -I o z
SOIL
CLASS
(USCS)
TRENCH T68
ELEVATION 258 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
lU
tn in Sg
So
>
Su:
gg
vt
m b
CE ^
O U
- 0
- 2
- 4 H
6
8 -
10 -
12 -
14 -
MATERIAL DESCRIPTION
SM-SC
ALLUVIUM
Loose, damp, dark grayish-brown, SUty-
Clayey fine SAND, root voids, roots.
ill
Very irregular contact
TERRACE DEPOSrr
Medium dense, moist-wet, dark reddish-brown,
very Clayey-Sandy COBBLE-BOULDER
GRAVEL
SC-GC
"CE" Seepage, caving
SANTIAGO PEAK VOLCANICS
Stiff-hard, wet, Ught green, mottied
with red, Sandy-Rocky CLAY: slickensided
fractures; very weathered volcanic rock
TRENCH TERMINATED AT 15 FEET
Figure A-83, Log of Test Trench T 68 LCSE
i SAMPLE SYMBOLS °- UNSUCCESSFUL
1 DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
• ... DRIVE SAMPLE (UNDISTURBED)
X ... 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 HO. D-4367-402
IOEPTH
IN
FEET
SAMPLE
NO.
CS o -I o z h-H -I
SOIL
CUSS
(USCS)
TRENCH T69
ELEVATION 295 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
og C- z
^S
QUI
I-tt. \ m 3 O -I
tr n
— w
>
Sm
go-
vt
Ml X
25
iz
- 0
- 2 -
- 4 -
6 -
8 -
10 -
12 -
14
^^g
MATERIAL DESCRIPTION
IJM-GC
ALLUVIUM
Loose, damp, dark brown, Clayey-Sandy
COBBLE-BOULDER GRA.VET.. some sUt
Irregular, sharp depositional contact
inclined westward
GC
GC-CL
TERRACE DEPOSIT
MecUum 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
TRENCH TERMINATED AT 14 FEET
(REFUSAL-OVERSIZE BOULDERS)
Figure A-84, Log of Test Trench T 69 LCSE
4 SAMPLE SYMBOLS. • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
DRIVE SAMPLE (UNDISTURBED)
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 HO. D-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
CS o -J o z I-
H
-i
SOIL
CUSS
(USCS)
TRENCH T70
ELEVATTON 276 DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
Sl cr m C 0)
m s
0) 3 O J
g o
— w
>-
Sm go-vt
ir ^
Q
m b
3
25
iz
0
2 -
4 -
6 -
8 -
10
12 -I
14 II
MATERIAL DESCRIPTION
SC
CL
TOPSOEL
Loose, damp, dark brown. Clayey fine SAND
DELMAR FORMATION
Hard, damp, Ught brown with white bands, SUty CLAYSTONE
Hi-d, moist, iight 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
TRENCH TERMINATED AT 14 FEET
4
Figure A-85, Log of Test Trench T 70 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E
DISTURBED OR BAG SAMPLE 0
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 ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE HO. D-4367-4Q2
4 'DEPTH
IN
FEET
SAMPLE
NO.
§ -J O z I-
H
SOIL
CUSS
(USCS)
TRENCH T71
ELEVATION 270 _DATE COMPLETED 9/28/89
EQUIPMENT JD 555 TRACK BACKHOE
m
z"^ IN
Sg
go
>-ti-Su:
go
vt
K
a
m b tr
25
- 0 MATERIAL DESCRIPTION
- 2 H
- 4
- 6
|JC-G^: ALLUVIUM
Loose, dry, dark brown, Clayey-Sandy
BOULDER GRAVEL ^
Irregular, "V" shaped contact
(ancient canyon outiine)
SANTIAGO PEAK VOLCANICS
Very dense, moist, Ught reddish-brown,
randomly fractured and weathered andesitic
VOLCANIC ROCK
TRENCH TERMINATED AT 6 FEET
Figure A-86, Log of Test Trench T 71 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
• DRIVE SAMPLE (UNDISTURBED)
X ... 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 REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
4
January 8, 1990
FILE NO. D-4367-402
DEPTH
IH .
FEET
SAMPLE
NO.
> a o o z I-
H
SOIL
CUSS
(USCS)
TRENCH T72
ELEVATION 465 DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
f N
Sg Ss
>-
ti-
Sm
go-
vt
IT ^
gb
?!
Hit
zZ
MATERL^L DESCRIPTION
2 -
h 4 -
6 -
8 -
10 -
12
CL
ALLUVIUM
Soft, moist, dark brown, Sandy CLAY
Irregular "V" shaped depositional contact
CL-SC
SANTIAGO PEAK VOLCANICS
Dense, moist, Ught brown mottled with
tan/red, very weathered altered andesitic
VOLCANIC ROCK- highly randomly fractured;
becoming more dense with depth
TRENCH TERMINATED AT 12 FEET
4
Figure A-87, Log of Test Trench T 72 LCSE
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL
S... DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
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
HO.
> C9 O -I O
z
SOIL
CUSS
(USCS)
TRENCH T73
ELEVATION 468 DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
O w
s«
Sg Ss
>
ti-Sm go-vt
a
01 b
tr
2!
- 0
- 2 -
^^g
MATERIAL DESCRIPTION
CL TOPSOEL
Soft, dry-damp, dark brown, Sandy-Rocky
CLAY
SANTIAGO PEAK VOLCANICS
Very dense, damp, dark brownish-gray,
moderately randomly fractured andesitic
VOLCANIC ROCK
TRENCH TERMINATED AT 2.5 FEET
(REFUSAL)
Figure A-88, Log of Test Trench T 73 LCSE
4 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
S ... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST •
0 ... CHUNK SAMPLE X
ORIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IH
FEET
SAMPLE
HO.
cs o
o z I-
SOIL
CUSS
(USCS)
TRENCH T74
ELEVATION 482 DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
o I
cn«
cn ^,
01 TS
g n
Sm
go-
vt
Q
mb
3
25
iz
CJ
- 0
- 2
MATEIUAL DESCRIPTION
4 -
6 -
CL
V
SLOPEWASH
Soft, moist, dark brown, Sandy CLAY
Irregular depositional contact
SANTLAGO PEAK VOLCANICS
Dense, moist, brownish-grey, moderately
randomly fractured andesitic VOLCANIC
ROCK: fractures spaced 6-10 inches
TRENCH TERMINATED AT 7 FEET
(NEAR REFUSAL)
Figure A-89, Log of Test Trench T 74
4
LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE 0
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 ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
Januairy 8, 1990
4
FILE NO. D-4367-402
DEPTH
IH
FEET
SAMPLE
MO.
> CS o J o z I-
H
SOIL
CUSS
(USCS)
TRENCH T75
ELEVATION 471 _DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
lu ^
IN
Sg
So
I;-
Suj
go-
vt
mb tr
tn ?
•o u
- 0
- 2
- 4
- 6
MATERIAL DESCRIPTION
CL SLOPEWASH
Soft, moist, dark brown, Sandy CLAY
Very irregular contact
SANTTAGO PEAK VOLCANICS
Very dense, damp, brownish-grey, moderately
randomly fractured andesitic VOLCANIC
ROCK.
fractures spaced 2-6 inches
TRENCH TERMINATED AT 6 FEET
(NEAR REFUSAL)
4
Figure A-90, Log of Test Trench T 75 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
S ... DISTURBED OR BAG SAMPLE
B... STANOARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
0 ... 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 WARRANTED TO BE REPRESENTATIVE .OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
- 2
- 4 -
OEPTH
IN
FEET
SAMPLE
NO.
CS o -J o z
SOIL
CUSS
(USCS)
CL
~1
TRENCH T76
ELEVATION 455 DATE COMPLETED 9/29/89
EQUEPMENT JD 555 TRACK BACKHOE
SLOPEWASH
Soft, damp, dark redcUsh-brown Sandy CLAY
Very irregular contact
SANTTAGO PEAK VOLCANICS
Dense, damp, Ught brown-grey, moderately weathered andesitic VOLCANIC ROCK
J
TRENCH TERMINATED AT 6 FEET
lu —
IN
Sg go
>
Suj
go-vt
tr
m b
tf) H5
Z|
4
Figure A-91, Log of Test Trench T 76 LCSE
SAMPLE SYMBOLS ""SUCCESSFUL
DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
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 UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
4 'DEPTH
IN
FEET
SAMPLE
HO.
>• CS o _l o z
H -I
SOIL
CUSS
(USCS)
TRENCH T77
ELEVATION 485 DATE COMPLETED 9/29/89
EQUIPMENT JD 555 TRACK BACKHOE
cn»
Sg S"
>
ti-
Sm;
go
a
mb
p
25
•o u
0
2
4 H
MATEIUAL DESCRIPTION
- 6
CL SLOPEWASH
Stiff, damp, dark reddish-brown Sandy
CLAY
Very irregular contact
SANTIAGO PEAK VOLCANICS
Dense, damp, Ught reddish-brown,
moderately weathered andesitic VOLCANIC
ROCK ~
TRENCH TERMINATED AT 6 FEET
Figure A-92, Log of Test Trench T 77 LCSE
4 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANOARD PENETRATION TEST I ..
0 ... CHUNK SAMPLE X ..
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING 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. 0-4367-402
TRENCH T78
ELEVATION 510 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul —
IN
Sg S"
>
H SN u:
m
Q
L)
|b
25
iz
MATERIAL DESCRIPTTON
UNDOCUMENTED FBLL
Soft, damp to dry, medium grey-green
mottied with brown, Sandy CLAY:
cobbles, gravel and scattered concrete
chunks.
ALLUVIUM
Soft, moist, dark brown, Sandy CLAY
TRENCH TERMINATED AT 20 FEET
Figure A-93, Log of Test Trench T 78
4
LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST • ..
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 WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE HO. D-4367-402
4 DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CUSS
(USCS)
TRENCH T79
ELEVATION 513 DATE COMPLETED 10/2/89
EQUEPMENT JD 555 TRACK BACKHOE
Ul '
cn«
in g m TS g m
>
Su:
go
a
mb ce ^
2fi
' o u
- 2
- 4 -
- 6 -
- 8 -
- 10 -
- 12 -
14
-16-1
- 18
MATERL\L DESCRIPTTON
UNDOCUMENTED FELL
Soft, damp to dry, medium grey-green,
mottied brown, Sandy CLAY: some
oversize rock, concrete, etc . . .
CL ALLUVIUM
Soft, wet, dark brown, Sandy CLAY
TRENCH TERMINATED AT 18 FEET
Figure A-94, Log of Test Trench T 79 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E... STANOARD PENETRATION TEST M... DRIVE SAMPLE (UNDISTURBED)
0 ... CHUNK SAMPLE X ... 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
SAMPLE
NO.
> a o -I o z I-
SOIL
CUSS
(USCS)
TRENCH T80
ELEVATION 443 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
: m
IN
Sg S"
>
Su:
go
>.a
a
mb tr
giu
iz
0
2 H
4
m
MATERLAL DESCREPTION
SM
TOPSOIL —
Loose, dry, dark brown, SUty coarse
SAND
BONSALL TONALTEE ^
Dense, damp,light brown-tan, highly
weathered coarse crystaUine GRANITIC
ROCK: sheeted jointing N25E, SSSE 1-2
inches apart
TRENCH TERMINATED AT 4 FEET
Figure A-95, Log of Test Trench T 80 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST I
0 ... CHUNK SAMPLE X
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING 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.
> CS o -J o z I-
SOIL
CUSS
(USCS)
TRENCH T81
ELEVATION 451 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
H N
Sg
Sn
ti-
Suj
gg
vt
IT ^
a
m b tr
25
iz
o
- 0
- 2 -
- 4
MATERIAL DESCRIPTION
lUPSOlL
Loose, dry, dark brown, Silty coarse
SAND J BONSALL TONALTIE
Very dense, light brown-tan, moderately
weathered coarse crystaUine GRANITIC ROCK
blocky jointing; 2 systems: N65E, 50SE and
N30E, 70SE; spaced 2-12 inches apart
TRENCH TERMINATED AT 4 FEET
Figure A-96, Log of Test Trench T 81 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B .
^ ... DISTURBED OR BAG SAMPLE 0 .
STANOARD 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 ANO TIMES.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
s -J O z
H
SOIL
CUSS
(USCS)
TRENCH T82
ELEVATION 550 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul ^
I-0) 0)
M 3
Sg m TS g o
Sm
go-
vt
IT ^ •
mb
0)1
•o u
0
2
MAIERIAL DESCRIPTION
- 4 -
- 6
- 8
TOPSOIL
Loose, dry, dark brown. Clayey SAND
SANTTAGO PEAK VOLCANICS
Dense, damp, Ught reddish-brown-orange, very fractured weathered and altered
andesitic VOLCANIC ROCK
Sheet fracturmg at N80E, 40-50SE
at 5 feet
TRENCH TERMINATED AT 8 FEET
igure A-97, Log of Test Trench T 82
4
LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST
CHUNK SAMPLE
.. ORIVE 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 WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES,
January 8, 1990
FILE NO. D-4367-402
4 DEPTH
IN
FEET
SAMPLE
NO.
(S o -I o z t-
H
SOIL
CUSS
(USCS)
TRENCH T83
ELEVATION 548 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul —
IN
Sg
m TS g n
•lb w
>
ti-
Sm;
go-vt
tr ^
mb tr ^ P._
in ttl
EZ
0
2 H
MATERIAL DESCRIPTION
- 4
"SC-
TOPSOIL
Loose, dry, dark reddish-brown very
Clayey fine SAND
SANTIAGO PEAK VOLCANICS
Very dense, damp, dark brown-grey,
moderately fractured andesitic VOLCANIC
ROCK: blocky 6-10 inch spaced
fractures at N40W, 75SW and N30E, vertical
TRENCH TERMINATED AT 4 FEET
(REFUSAL)
Figure A-98, Log of Test Trench T 83 LCSE
4 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST I ..
0 ... CHUNK SAMPLE X ..
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT 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.
> CS o -1 o z
SOIL
cuss
(USCS)
TRENCH T84
ELEVATION 562 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
Z 1,1 '•> IU '
o,
in
m N tn 3 «3 So
>
go
gb
25
iz
- 0 MATERIAL DESCRIPTTON
- 2 -
SANTIAGO PEAK VOLCANICS
Very dense, damp, dark brownish-grey,
moderately randomly fractured, andesitic
VOLCANIC ROCK: blocky joints are af
N60W, 45NE and N70E, 85 NW spaced from
8-12 inches apart
TRENCH TERMINATED AT 3.5 FEET
Figure A-99, Log of Test Trench T 84 LCSE
4 SAMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATIOH TEST • ... 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 NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
IDEPTH
IN
FEET
SAMPLE
NO.
>-O o -J o z I-
H
SOIL
CUSS
(USCS)
TRENCH T85
ELEVATION 548 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
m \ 0) 3
«3 m ji g m
0)
>•
Sm
gg vt tr ^
Q
mb
3
si •o
Cl
- 0
2 -
4 -
6 -
- 8
MATERIAL DESCRIPTION
SC
SC
-TOPSDIE
Loose, dry, dark redcUsh-brown, Clayey-Rocky SAND
SANTIAGO PEAK VOLCANICS
Very dense, moist, Ught reddish-brown to
grey, moderate to highly fractured and
weathered andesitic VOLCANIC ROCK
fractures are N15E, 70SE and N80W, SOSW
with sheet to blocky spacing from 1/2-6
inches
TRENCH TERMINATED AT 8 FEET
Figure A-lOO, Log of Test Trench T 85 LCSE
4 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 SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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 I-
H
-I
SOIL
CLASS
(USCS)
TRENCH T86
ELEVATION 545 DATE COMPLETED 10/2/89
EQUEPMENT JD 555 TRACK BACKHOE
|2 It
H23
'"Sg m TS g o
0)
>
fc«
UJ ,
vt
mb
si
0
2
4
MATERIAL DESCRIPTION
TOPSOIL
Loose, dry, dark red<Ush-brown,
Qayey fine SAND
SANTIAGO PEAK VOLCANICS
Very dense, damp, dark brownish-grey,
highly fractured andesitic VOLCANIC
ROCK; sheet-fractures are N-S, 60E and
N85W, 60SW at 1/4-2 inch spacing;
brittie.
TRENCH TERMINATED AT 4 FEET
(NEAR REFUSAL)
Figure A-101, Log of Test Trench T 86 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST •
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 NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
January 8, 1990
FILE NO. D-4367-402
OEPTH
IN
FEET
SAMPLE
NO.
CS o -I o z I-
H
SOIL
CUSS
(USCS)
TRENCH T87
ELEVATTON 509 _DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
lU
IN iZ in
0) Si
Sg Ss
>
ti-Sm go-vt
tr ^
Q
mb ir
iz ^ o
MATERIAL DESCRIPTION
- 2 -
- 4
- 6 H
CL UNDOCUMENTED FELL
Soft, damp, dark brown, olive, Sandy
CLAY
SM-SC
SI
TOPSOEL
Loose, damp-dry, dark brown, SUty-Clayey fme SAND
SANTTAGO PEAK VOLCANICS
Dense, damp, Ught reddish-brown, moderately fractured and weathered andesitic VOLCANIC
ROCK
TRENCH TERMINATED AT 7 FEET
Figure A-102, Log of Test Trench T 87 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
B ... STANOARD PENETRATION TEST •
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
OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
OEPTH
IH
FEET
SAMPLE
NO.
> CS o -1 o z I-
H
-I
SOIL
CUSS
(USCS)
TRENCH T88
ELEVATION 506 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
Ul
MO,
S N
0) g m TS S n
Su^
go-
vt
mb cr
P^
CO ui
•o u
0
2 H
4
6 -
8 -
10
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Soft, damp, dark brown-olive, Sandy CLAY
CL
CL ALLUVIUM
Soft, damp-moist, dark reddish-brown
Sandy CLAY
SC
I
SA>mAGO PEAK VOLCANICS
Dense, moist, Ught brown, mottled with
red, green, highly altered, weathered
randomly fractured, andesitic VOLCANIC
ROCK
TRENCH TERME>JATED AT II FEET
Figure A-103, Log of Test Trench T 88 LCSE
• SAMPLE SYMBOLS ° - '^""'^"'^ UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
1 ... DRIVE SAMPLE (UNDISTURBED)
X ... 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 REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CUSS
(USCS)
TRENCH T89
ELEVATION 514 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
cn« Sg
S"
>-
ti-
Su:
go vt tr ^
|b
25
•o o
0
2
MATEIUAL DESCRIPTION
4 -
6 -
8 -
10 -
CL
UNDOCUMENTED FELL
Soft, damp, dark gray-olive-mottied with
brown, Sandy CLAY
SM-SC TOPSOEL
Loose, damp, dark brown, SUty-Clayey fme SAND
SANTTAGO PEAK VOLCANICS
Very dense, moist, medium brown-grey, slightiy-moderately weathered andesitic VOLCANIC ROCK
TRENCH TERMINATED AT 11 FEET
4
igure A-104, Log of Test Trench T 89 LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE
.. DRIVE SAMPLE (UNDISTURBED)
.. 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
* OEPTH
IN
FEET
SAMPLE
HO.
> ts o .J o z
H
H
-I
SOIL
cuss
(USCS)
TRENCH T90
ELEVATION 491 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
UJ'
2§ m O 0) ^
01 TS
g m
ti-
Sm
go
mb
0) z u
iz
u
- 0 MATERIAL DESCREPTION
- 2 -
- 4 -
6 -
CL
SLOPEWASH
Soft, moist, dark brown, Sandy
CLAY
Very irregular contact
SC SANTIAGO PEAK VOLCANICS
Dense, moist, Ught brown, moderately
weathered and randomly fractured andesitic VOLCANIC ROCK
TRENCH TERMINATED AT 7 FEET
4
Figure A-105, Log of Test Trench T 90 LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
B... STANDARD PENETRATION TEST
0 ... CHUNK SAMPLE X..
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
OEPTH
IN
FEET
SAMPLE
NO.
CS o J o z
SOIL
CUSS
(USCS)
TRENCH T91
ELEVATION 332 _DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
m
z^-
|N
Sg m TS S n — w
> ti-Sm
go
a
mb
25
o^
o
- 0 MATERIAL DESCREPTION
f- 2 -
4 -
6
cl SLOPEWASH
Soft, moist, dark brown, Sandy CLAY
Very irregular contact
SAimAGO PEAK VOLCANICS
Dense, damp, Ught reddish-brown,
weathered moderately random fractured
VOLCANIC ROCK
TRENCH TERMINATED AT 6 FEET
4
Figure A-106, Log of Test Trench T 91 LCSE
SAMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE 0
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 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 HO. D-4367-402
DEPTH
IH
FEET
SAMPLE
NO.
> CS o J o z I-
SOIL
CUSS
(USCS)
TRENCH T92
ELEVATION 453 _DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
IU
It 0) tn 3 0)0
01 Ti
g n
>
ti-
Sm
gg
Q
|b
25
- 0
- 2
MATERLAL DESCRIPTION
4 -
6 -
CL
SC
SLOPEWASH
Soft, moist, dark brown Sandy CLAY
Very irregular contact
SANTIAGO PEAK VOLCANICS
Dense, moist, Ught brown, moderately
weathered and randomly fractured andesitic
VOLCANIC ROCK
TRENCH TERMINATED AT 7 FEET
Figure A-107, Log of Test Trench T 92 LCSE
4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION 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 ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
File No. D-4367-H02 January 8, 1990
z
0.
UJ
a
0
1_
0-1
20-
I-
lu 40'—
IU
0 L
O-I
20-
40-
60'-
20 _JL_
S E C O N OS
40
-I I
20 I 40
_!
FOOT
0
L
O-I
20-
O-i
20-
20
HT-2
20
J I I
HT-4
LEGEND
CZ]-_._ —RIPPABLE
...MARGINALLY RIPPABLE
NON-RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSSAD,
Figure A-108
File No. D-4367-H02
January 8, 1990
I-
u
u
u.
I-
a
Ui
a
0
L
O-I
20-
40-1
0 L
O-l
20-
40*-
SECONDS / FOOT
20 40
I
HT-5
20 40
_L_
o-n
20-
40'-'
O-l
20'-
40'-l
LEGEND
20
-I 1 I
HT-6
20 I
HT-8
— RIPPABLE
...MARGINALLY RIPPABLE
: NO N - RIPPABLE
40
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-109
File No. D-4367-H02
January 8, 1990
Ul
UJ
z
I-
Q.
Ul
o
0
L
O-I
20'-
40"-'
O-I
20-
40'-
20' t
HT-9
20'
_l
HT-11
SECONDS
40' _1
IZl..
LEGEN D
.-RIPPABLE
-MARGINALLY RIPPABLE
-JJON-RIPPABLE
/ FOOT
0
L
0-,
20*-
40'-'
0
O-I
20'-
40^
20'
HT- 10
20'
-1 L_
HT-12
40'
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-110
File No. D-4367-H02
January 8, 1990
Figure A-lll
File No. D-4367-H02
January 8, 1990
0-1
20'-
1-
o
o
u. 40'-"
0
L
O-I
z
y-
Q.
Ul
a 20-
40-
60-
SECONOS / FOOT
20
J 1 I
HT-17
20
J 1
HT-19
0-1
20'-
40'-
0
L_
0-1
20'-
40'-
LEGEND
-JIIPPABLE
-JWARGINALLY RIPPABLE
0 20
I • \ I
HT-18
20
J I
HT-20
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-H2
File No. D-4367-H02
January 8, 1990
0
I L
O-I
20*-
Ul
Ui
u.
40-
2 60'-l
0-T
z •
»-
0.
Ul
Q 20-
40-
SECONDS / FOOT
20 40
-I 1 1
HT-21
20 40
HT-23
LEGEND
—RIPPABLE
-MARGINALLY RIPPABLE
^ffl NON-RIPPABLE
0-1
20-
40'-'
0
L
0-1
20'-
40-
60'-
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
20
HT-22
20
J L_
HT-24
40
_l
Figure A-l13
File No. D-4367-H02 January 8, 1990
I-
ui
UJ
u.
z
0.
Ul
o
0
L
O-l
20'-
9
20'-
40'-
60-
S E C 0 N D S
20 -I
HT-25
20 _L_ 40
LEGEND
—RIPPABLE
.—MARGINALLY RIPPABLE
NON-RIPPABLE
O-I
20'-
40'-
60'-l
20 40
—I 1 I
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-l14
File No. D-4367-H02
January 8, 1990
UJ
X
I-
Ul
a
0 L
20-
40'-
0-1
20-
40'-
60'-
SECONDS / FOOT
20 -J
HT-29
O 20
I 1 1 I
HT-31
0
L
O-l
20'-
40'-
0 L
O-l
20-
40-J
20
HT-30
20 _L_ 40 _J
HT-32
LEGEND
—RIPPABLE
MARGINALLY RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNLA
Figure A-115
File No. D-4367-H02
Janxiary 3, 1990
0
L
0—1
20'-
I-
ui
Ui
u.
40-
60'-
z
I-
0. O-I
20'-
40'-'
SECONDS
20 40
-J I 1
20
_L_
HT-35
LEGEND
-JJIPPABLE
.-MARGINALLY RIPPABLE
_NON-RIPPABLE
/ FOOT
0
0-1
..20'-
40'-
0
L
0-1
20-
40'-
60'-
20
_JL_
HT-34
20
J L_
HT-36
40
40
J I
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-l16
File No. D-4367-H02
January 8, 1990
I-
UJ
Ul
u.
z
I-
a.
Ul
a
0
L
0-1
20'-
40'-
eo'-J
0
L
0-1
20'-J
O..
SECONDS / FOOT
20
HT-37
20
HT-39
LEGEND
.RIPPABLE
.MARGINALLY RIPPABLE
0
L
O-l
20'-
40-
60'-J
O-I
20'-
20 I
HT-38
0 20 I 1 1
HT-40
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-117
File No. D-4367-H02
Januairy 8, 1990
0
L
0-1
20-
ui
Ui
b.
0-1
z
I-
o.
Ui
o 20'-
40-
20
SECONDS /
40
FOOT
HT-41
o-l
20'-
20
HT-43
0-1
20'-'
LEGEND
^ 1 RIPPABLE
20
HT-42
20
HT-44
-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
TABLEIA
Air-Track Rippabilitv Interpretation
Air-Track
Boring No, Depth rfeet;> - Interpretation
HT-1 0-30 Rippable
30-48 Nonrqipable
HT-2 0-8 Rippable
8-30 Marginal
HT-3 0-15 Rippable
15-45 Marginal
45-60 Nonrippable
HT-4 0-5 Rippable
5-36 Marginal
HT-5 0-8 Rippable
8-20 Marginal
20-36 Nonrippable
r
HT-6 0-30 Rippable
30-36 Marginal
HT-7 0-11 Rippable
11-45 Nonrippable
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 Margmal 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
Ffle No. D-4367-H02
January 8, 1990
TABLE IA (continued)
Air-Track RippabiUty Interpretation
Air-Track
rine No. Deotii rfeet^
HT-15 0-5
5-50
HT-16 0-15
15-80
HT-17 0-35
35-40
HT-18 0-30
30-45
HT-19 0-60
111-20 0-50
HT-21 0-10
10-60
HT-22 0-25
25-35
HT-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
Interpretation
Rippable
Nonr^pable
Rippable to Marginal
Nonrippable
Rippable
Marginal
Rippable
Margmal
Rippable
Rippable
Nonrippable
Nonrippable
Rippable
Marginal
Rippable
Marginal to Nonrippable
Rippable
Marginal to Nonrippable
Rippable
Rippable
Nonrippable
Rippable
Marginal to Nonrippable
Rippable
Marginal to Nonrippable
Rippable
File No. D-4367-H02
January 8, 1990
TABLE IA (continued)
Air-Track RippabiUtv Interpretation
Air-Track
Borinp No. Depth rfeetl
HT-30 0-50
HT-31 0-55
HT-32 0-5
5-40
HT-33 0-3
3-60
60-70
HT-34 0-15
15-45
HT-35 0-30
30-36
HT-36 0-25
25-65
HT-37 0-5
5-10
Hr-38 0-10
10-60
HT-39 0-10
10-20
HT-40 0-30
HT-41 0-10
10-25
111-42 0-30
irr-43 0-40
40-50
HT-44 0-15
15-20
Interpretation
Rippable
Rippable to Marginal
Rippable
Marginal to Nonrq)pable
Rippable
Mar^al to Nonrippable
Nonrippable
Rippable
Marginal to Nonrippable
Rippable
Marginal
Rippable to Marginal
Marginal to Nonrippable
Rippable
Rippable to Marginal
Rippable
Rippable to Marginal
Rippable
Marginal
Rippable
Rippable
Marginal to Nonrippable
Rippable
Rippable
Rippable to Marginal
Rippable
Marginal
Fiie No. D-4367-H02
January 8, 1990
TABLE IB
Seismic Traverses
Seismic
Traverse
No.
Velocity (ft/sec)
V y V
Deptii (ft)
D D Length of
Approjc
Max. Depth
Explored
Seismic
Traverse
No. 1 2 3 1 _2_ Traverse rft^ +/-
5-1 2790 8980 — 14 ~-100 30
5-2 1640 6720 — 6 -_ 100 30
5-3 1570 6810 — 9 _ 100 30
5-4 2150 4740 4 _ 100 30
5-5 2420 4760 4 — 100 30
5-6 1560 5390 8 — 100 30
5-7 1550 6120 — 4 100 30
5-8 1150 5250 ™ 5 -— 100 30
5-9 1500 5820 8 ~ 100 30
5-10 1990 8560 4 100 30
5-11 1640 6920 5 — 100 30
5-12 2240 8270 4 — 100 30
5-13 1230 5240 3 ~ 100 30
5-14 1570 5470 — 5 --100 30
5-15 1770 7330 3 .— 100 30
5-16 1640 7090 — 4 — 100 30
5-17 1102 5330 4 -— 100 30
5-18 1090 6650 4 — 100 30
5-19 1120 5850 5 — 100 30
5-20 1150 5830 ~ 5 — 100 30
5-21 1340 6280 5 ~-100 30
5-22 2200 6160 2 100 30
5-23 . 1920 4570 4 __ 100 30
5-24 1280 5840 5 — 100 30
5-25 2930 8170 7 100 30
5-26 1800 7620 3 ™ 100 30
5-27 2000 6380 5 ~~ 100 30
5-^8 1190 5140 12120 4 29 100 30
5-29 1360 8640 5 100 30
/ 5-30 1150 9900 8 — 100 30
File No. D-4367-H02
January 8, 1990
TABLE IB (continued)
Seismic Traverses
Seisinic
Traverse
No.
Velocity (ft/sec)
V V
-L _2.
V
3
Depth (ft)
D D
-JL ^
Length of
Traverse
Approx.
Max. Depth
Explored
rft^ +/-
5-31 1240 10020 mmmm 4 — 100 30
5-32 1230 4490 7 — 100 30
5-33 2400 4810 15 — 100 30
5-34 1720 6770 . 4 -~ 100 30
5-35 1340 6160 4 — 100 30
5-36 1620 6640 6 — 100 30
V3 =
Di =
D, =
Velocity in feet per second of first layer
of materials
Second layer velocity
Third layer velocity
Depth in feet to base of first layer
Depth to base of second layer.
NOTE:
For mass grading, materials with velocities of less tiian 4500 ^s are generally rippable with
a D9 Caterpillar Tractor equipped with a single shank hydrauUc ripper. Velocities of 4500
to 5500 fps indicate margmal ripping and blasting. Velocities greater than 5500 ips generally
require pre-blasting. For trenching, materials with velocities less tiian 3800 ^s are generally
rippable depenciing upon the degree of ft-acturing and the presence or absence of boulders.
Velocities between 3800 and 4300 ips generally indicate marginal ripping, and velocities
greater than 4300 fps generally indicate nonrippable conditions. The above velocities are
based on a Kohring 505.
The reported velocities represent average velocities over tiie length of each traverse, and
should not generally be used for subsurface interpretation greater than 100 feet from a
traverse.
File No. D-4367-H02
January 8, 1990
TABLE I
Summarv of Laboratory Compactinn Test Results
Sample
No.
LB2-3
LB-2
LB7-2
Tll-1
T21-1
T25-2
SB4-5
ASTM D1557-78
Orange-Brown-Olive mottied
very Clayey SAND (Alluvium)
Brown, Ckyey GRAVEL
(LandsUde Debps)
OUve-gray, Sandy CLAY
(Undocumented Fill)
Reddish-Brown Clayey SAND
(Topsoil)
Dark Brown Sancfy Clay
(Slopewash)
Brown, Clayey GRAVEL
(Terrace Deposit)
Dark Brown Silty SAND
(Alluvium)
Maximum Dry
Density
2^
119.6
123.6
119.0
125.2
116.4
125.4
122.8
Optimum
Moisture
Dry Wt.
13.7
11.4
12.7
11.3
16.1
11.6
11.0
File No. D-4367-H02
January 8, 1990
TABLEn
Summarv of Laboratory Expansion Index Test Results
Moisture Content
Sample
No.
Before
Test
%
After
Test
%
Diy^
Doisity
PCf
E:q)ansion
Index
LB2-2 16.6 18.9 117.9 18
LB2-3 11.6 28.9 102.9 57
LB3-2 9.9 22.9 109.2 22
LB6-3 11.9 29.9 102.7 94
LB7-2 12.1 26.8 102.2 77
Tll-1 9.9 20.4 110.8 29
T21-1 11.4 31.8 104.6 132
File No. D-4367-H02
January 8, 1990
'TABLEm
Summarv of Direct Shear Testintr Re.siilt<;
Sample No.
Dry Density
pcf
Moisture
Content
%
Unit
Cohesion
DSf
Angle of Shear
Resistance
Decrees
LB2-1 115.7 16.2 880 20
*LB2-3 1082 13.1 250 24
LB5-1 lllJ 17.9 570 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
Sample remolded to approximately 90% of maxunum laboratoty density at near optimum moisture content
File No. D-4367-H02
January 8, 1990
TABLE IV
Summarv of Residual Shear Te.<iting Re.sult.«;
Sample No.
Dry Density
Moisture
Content "
%
Unit
Cohesion
psf
Angle of Shear
Resistance
Degree.s
SB-4 100.8 26.1 440
TABLE V
Summarv of Los Angeles Abrasion Test Re.sults
California 911
Sample No.
LAR-1
LAR.2
% Wear
After 100
Revolutions
19.0
5.2
% Wear
After 500
Revolutions
53.2
18.4
File No. D-4367-H02
January 8, 1990
z
O
<
a
_j o CO z O o •H Z UJ o cc
lU
a.
SAMPLE NO. SB 6-2
0.1 o.s 1.0 5.0 10.0
APPUED PRESSURE (ksf)
INITIAL DRY DENSfTY 99.8 (pel)
INITIAL WATER CONTENT 27.3 (%)
60.0 100.0
INrriAL SATURATION 96.0 (%)
SAMPLE SATURATED AT . 0.5 (kaf)
CONSOLIDATION CURVE
RANCHO SANTA FE REALIGNMENT
CARLSBAD, CALIFORNIA
Figure B-l
File No. D-4367-H02
January 8, 1990
SAMPLE NO. SB 5 - 2
z o
<
9
o
CO z o
O
H Z Ui
o
CE Ul Q.
0.5 1.0 5.0 10.0
APPLIED PRESSURE (ksf)
50.0 100.0
INPTIAL DRY DENSITY 110.8 (pcf)
INrriAL WATER CONTENT 19,6 (%)
INITIAL SATURATION 94.6 (%)
SAMPLE SATURATED AT 0.5 (ksO
CONSOLIDATION CURVE
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure B-2
File No. D-4367-H02
January 8, 1990
<
•
o
CO z o o I-z
UJ
o
QC UJ Q.
SAMPLE NO. SB 2-1
0.5 1.0 5.0 10.0
APPLIED PRESSURE (ksf)
INITIAL DRY DENSITY 106.9 (pcf)
INITIAL WATER CONTENT 8.7 (%)
50.0 100.0
INrriAL SATURATION 45.6 (%)
SAMPLE SATURATED AT 0.5 (ksf)
CONSOLIDATION CURVE
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure B-3
File No. D-4367-H02
January 8, 1990
SAMPLE NO. LB 2-2
z o p <
Q
ZJ O
CO z o o I-z
UJ o cr UJ 0.
0.5 1.0 5.0 10.0
APPLIED PRESSURE (ksf)
50.0 100.0
INPTIAL DRY DENSITY 117.9 (pcf)
INPTIAL WATER CONTENT 16.6 (%)
INPTIAL SATURATION 92.6 (%)
SAMPLE SATURATED AT 0.5 Ocaf)
CONSOLIDATION CURVE
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure B-4
FILE NO. 04367-04-02
DEPTH
IN
FEET
SAMPLE
NO.
> a o -I o
H
SOIL
CLASS
(USCS)
TRENCH T-IA
ELEVATION 470 DATE COMPLETED 11/8/90
EQUIPMENT CAT 245 W/ 36"BUCKET "3
Ss
> ti-S.£
go
>£
mb
u
- 0 MATERIAL DESCRIPTION
- 2 -
3S:
CL
• lOPSOlL
_ _ - Jl°S^.?2. y^]?^ brown, Silty SAND
Medium stiff, blocky/fractured, damp.
Strong brown, Sandy CLAlf
SANTTAGO PEAK VOLCANICS
Moderately weathered and altered, highly
fractured, strong, greenish gray,
metamorphosed VOLCANIC ROCK (laharic
breccia)
-Fractures N40E/84SE
-Excavates as blocky, angular boulders
of strong volcanic rock to 2 feet
-Some seams of highly weathered, clayey
gravel (altered volcanics) to 6 inches tiiick
-Becomes moderately to slightly fractured,
very strong at 2.75 feet
TRENCH TERMINATED AT 3.5 FEET
REFUSAL
Figure -I, Log of Trench T-IA LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E..
^ ... DISTURBED OR BAG SAMPLE 0 .,
STANDARD PENETRATIOM TEST
CHUNK SAMPLE
1... DRIVE SAMPLE (UNDISTURBED)
X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
DEPTH
IN
FEET
SAMPLE
NO.
> (3 O
O z I-
H
SOIL
CLASS
(USCS)
TRENCH T-2A
ELEVATION 515 DATE COMPLETED 11/8/90
EQUIPMENT CAT 245 W/36" BUCKET
IU
«3
go
ti-
S.L
gg >-°-
a
lub
•G U
0
2
1-4-1
6
8
10
MATERLAL DESCRIPTION
SM
HZ
TOPSOIL
Loose to medium dense, dry to slightiy damp,
yellowish brown, Silty SAND, with angular
gravel to 2 inches
Stiff, damp, olive, Sandy CLAY
SANTTAGO PEAK VOLCANICS
Highly weatiiered and altered, highly
fractured, moderately weak to moderately
strong, yellow to brown, metamorphosed
VOLCANIC ROCK, many thick, red brown
clay films on fracture faces, clay
infilling fractures to 1/2 inch -i-
-Fractiire± N12W/43SW; N20E/85-fSE (spaced
approx. 2 feet)
-Excavates as bouldery sand with boulders
to 1 1/2 feet-i-
zHard_digging_at 8 feet
Moderately weathered, moderately to highly
fractured, strong, bluish gray brown, meta-
morphosed VOLCANIC ROCK
-Excavates as fractured angular rock to
1 foot +, generally smaller, littie or
no fines
TRENCH TERMINATED AT 10.5 FEET
REFUSAL
igure '2, Log of Trench T-2A LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^... DISTURBED OR BAG SAMPLE 0 .
STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
4
FILE NO. 04367-04-02
DEPTH
IN
FEET
SAMPLE
NQ.
SOIL
CLASS
(USCS)
TRENCH T-3A
ELEVATION 510 _DATE COMPLETED 11/8/90
EQUIPMENT CAT 245 W/36" BUCKET
CO cn
si
01 s;
>
Su^ gg
>b
Q
gb
- 0
- 2
MATERIAL DESCRIPTION
- 4 -
- 6 -
8
10
CL TOPSOIL
Medium stiiff, damp, strong brown. Gravelly,
Sandv CLAY
SANTTAGO PEAK VOLCANICS
Highly weathered and altered, highly
fractured, weak, brownish yellow, clay
infilled metamorphosed VOLCANIC ROCK
-Excavates as silty sand with gravel to
cobble size angular rock fragments
-Becomes moderately weathered, moderately
strong at 7.0 feet
-Fractures N3W/55SW
-Excavates as silty sand with cobble size
angular rock fragments
-Becomes slightiy weathered, strong at 9 feet
-Fractures N57E/77SE spaced at 1 to 2 inches
TRENCH TERMINATED AT 10 FEET
REFUSAL
Igure 3, Log of Trench T-3 A LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST
0 ... 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.
4
FILE NO. 04367-04-02
DEPTH
IN
FEET
SAMPLE
NO.
> a o -I o z I-
H
SOIL
CLASS
(USCS)
TRENCH T-4A
ELEVATION 490 DATE COMPLETED 11/8/90
EQUIPMENT CAT 245 W/36" BUCKET
IN Ǥ
9)9 IU m S ffl — w
S.L
go
IT ^
lllb
o
h 0
2
4
- 6
- 8
MATEIUAL DESCRIPTION
T4-1
T4-2
SM
CL
TOPSODL
Loose to medium dense, dry to slightiy
_ 1 _da?PLy^^^°^ brown, Silty-SAND
Stiff, moist, dark olive brown. Gravelly,
Sandy CLAY with cobble sized angular
rock fragments, some vertical open fractures
up to 1/8 inch wide
SANTIACK) PEAK VOLCANICS
Highly weathered, highly fractured, weak
to moderately strong, yellow to red brown,.
metamorphosed VOLCANIC ROCK, corestone
boulders with weathered rinds and infilling
of sandy clay grus
-Excavates as angular to subangular rock
(cobble to boulder size) with sandy clay
-Becomes less weathered, strong at 6 feet
Fractures: N37E/78SE spaced at 2 inches to
1.2 feet
TRENCH TERMINATED AT 8 FEET REFUSAL
1
Figure 4, Log of Trench T-4A LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST
CHUNK SAMPLE
• ... DRIVE SAMPLE (UNDISTURBED)
X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
ILE NO. 04367-04-02
[DEPTH
•IN
FEET
SAMPLE
NO.
> O G
O
z h-
H J
SOIL
CUSS
(USCS)
TRENCH T-5A
ELEVATION 460 _DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET
cn cn n °, IU K5
>-
go-
vs
lub
*-o
o
0
2
1-4-1
6
8
10
12 -I
14
16
18
20
22
24
26
MATERIAL DESCRIPTION
TOPSOIL
Loose, dry, yellow brown, porous, Gravelly,
Silty SAND
SANTTAGO PEAK VOLCAMCS
Moderately to highly weathered and altered,
moderately fractured, moderately strong to
strong, brownish yellow to gray with red
brown coatings on fracture faces, meta-
morphosed VOLCANIC ROCK
-Fractures: Approx. N20E/63NW spaced at
6 inches
-Little to some clay infilling of fractures
-Excavates as angular rock fragments to approx.
1 foot with silty sand
-Zone of higher degree of alternation and
clay infilling, moderately weak to moder-
ately strong rock between 8 and 9 feet .
-Becomes moderately strong to strong
again at 9 feet
-Fractures N45W/85NE
-Becomes highly fractured at 10 feet
Material excavating as a coarse gravelly,
silty sand
-Fractures with clay infilling N18W/40NE
in discontinuous zone approx. 6 inches to
1 foot wide, shallows toward the south,
clays are red brown with fragments of
yellow, altered volcanic rock
Very highly weathered and altered, highly
fractured, weak to moderately weak, yellow
metamorphosed VOLCANIC ROCK
-Excavates as silty sand with some clay,
angular gravel size rock fragments
Moderately weathered, highly fractured,
moderately strong to strong, dark gray,
metamorphosed VOLCANIC ROCK, with clay
infilling in some wide fractures
-Fractures N18-30E/approx. 60NW
-Excavates as angular rock fragments to
1 foot + with silty sand
TRENCH TERMINATED AT 26 FEET
SM
2 to
/ -
Figure 5, Log of Trench T-5A LCSE
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E
^ ... DISTURBED OR BAG SAMPLE 0
STANDARD PENETRATION TEST ORIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
HLE NO. 04367-04-02
DEPTH
IN
FEET
SAMPLE
NO.
> C9 O
o z I-
H
SOIL
CUSS
(USCS)
TRENCH T-6A
ELEVATION 470 DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET
S IU ^ o g .
w 9 H
I— It
"3
Ss
ti-
S£
gg
•
lUb
§
2m
•0
o
- 0 MATERIAL DESCRIPTION
- 2 -
- 4
SANTTACJO PEAK VOLCANICS
Moderately weathered, highly fractured.
Strong, blue gray with yellow, red brown,
and yellowish-white coatings on fracture
faces, metamorphosed VOLCANIC ROCK
-Excavates as angular rock fragments to
1 foot •f
-Fractiires: N15-40E/30-55NW spaced 6 inches •»•
-Becomes predominantiy gray without
fracture coatings, slightiy weathered
at 3 feet
TRENCH TERMINATED AT 4 FEET
REFUSAL
Figure . S6, Log of Trench T-6A LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E ... STAMDARD PENETRATION TEST •
0 ... CHUNK SAJIPLE X
.. DRIVE SAMPLE (UNDISTURBED)
.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWM HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
,DEPTH
IN
FEET
SAMPLE
NO.
e > Ul a H o <E J 3 o •
z Z 1-3 H O J IT
a
SOIL
CLASS
(USCS)
TRENCH T-7A
ELEVATION 490 DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET Kg Ss
>
Sit
go
>-5b
gb
Sb
0
2
4
6
8
MATERIAL DESCRIP'nON
SM TOPSOIL
Loose, dry, yellow brown. Gravelly, Silty
SAND
SANTIACK) PEAK VOLCANICS
Highly weathered, highly fractured, weak
to moderately weak, yellow to red brown,
clay mfilled metamorphosed VOLCANIC ROCK
-Fractured N30W/35SW spaced at 6 inches +
-Clay infilled fracture 1 foot -i- wide
N40E/50SE filled witii dark olive, gravelly
clay with pressure faces at 4 feet
-Rock becomes moderately strong below
5 feet
-Becomes strong at 6 feet
-Fractures N50W/70NE; N35W/75SW, spaced
6 inches to 1 foot -i-
-Trench generally excavates as angular rock
fragments to 1 foot + and silty sand
TRENCH TERMINATED AT 8 FEET
REFUSAL
Figure ~ 7, Log of Trench T-7A LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST •
0 ... CHUNK SAMPLE X
DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
DEPTH
IN
FEET •
SAMPLE
MO.
> C9 O -I o z t-
H
-I
SOIL
CUSS
(USCS)
TRENCH T-8A
ELEVATION 525 DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET
\
cn^
«3
go
H
Su.
UJ Q O
ujb
3
*• o
0
- 0 MATERIAL DESCRIPTION
2 -
4
h 6 H
SANTIACK) PEAK VOLCANICS
Highly weathered, highly fractmred, weak to
moderately strong, yellow brown, clay mfilled
metamorphosed VOLCANIC ROCK
-Fractiures N20E/approx. vert. -
-Becomes strong at 3 feet
-Excavates as angular rock fragments to
2 feet + with some sand
-Highly altered and clay infilled zone
of weak, highly fractured VOLCANIC ROCK
between 4.5 and 6 feet. Zone approx.
N10W/33NE, tiiins to soutii
TRENCH TERMINATED AT 7 FEET
REFUSAL
Figure 8, Log of Trench T-8 A LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
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 ANO TIMES.
FILE NO. 04367-04-02
DEPTH
IN
FEET
SAMPLE
NO.
(T
> UJ
o y-o <E J 3 O c z z 1-H o J a: a
SOIL
CUSS
(USCS)
TRENCH T-9A
ELEVATION 525 DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET CO
IU = X ° —• w
Su:
gg
ujb
u
- 0 MATERIAL DESCRIPTION
2 -
SM TOPSOIL
Loose, dry, yellow brown. Gravelly, Silty
SAND, with abundant roots i
SANTIAGO PEAK VOLCANICS
Highly weathered, highly fractured,
moderately strong to strong, yellow
brown, clay/soil infilled metamorphosed
VOLCANIC ROCK
-Becomes moderately weathered, strong,
greenish gray at 2.5 feet
-Fractures N44E/72NW
-Excavates as angular rock fragments to
1 foot with silty sand
TRENCH TERMINATED AT 3.5 FEET
REFUSAL
•igure 9, Log of Trench T-9A
4
LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E ..
^... DISTURBED OR BAG SAMPLE 0 ..
STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUM HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOM AND AT THE
OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES.
FILE NO. 04367-04-02
DEPTH
IN
FEET.
SAMPLE
NO.
> a o _j o z I-H -i
SOIL
CLASS
(USCS)
TRENCH TlOA
ELEVATION 667 DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET
^01-
u y t—
K St (0 1-23
z«3
Q. w
>•
ti-
gg
a. ^
ujb
•o u
0
2 H
MATERL\L DESCRIPTION
- 4
SM TOPSOIL
Loose, dry, yellow brown. Gravelly, Silty
• SAND • „
SANTTACK) PEAK VOLCANICS
Highly weathered, highly fractured, moderately
weak, yellow to red brown, metamorphosed
VOLCANIC ROCK
-Becomes moderately strong at 2 feet
-Becomes strong, gray at 3 feet
-Fractures N50E/70NW; N50W/50NE spaced
at 1 inch +
-Excavates to angular rock fragments 1
inch or less to 1 foot + and silty sand
TRENCH TERMINATED AT 4 FEET
REFUSAL
Figure 10, Log of Trench TlOA LCSE
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E... STANDARD PENETRATION TEST
0 ... 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.
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. 8951361S-EC01)
FOR
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
PROJECT NO. 06105-12-04
~°c^;:r;i„ Woodward-Clyde (kmsuHants
(619) 294-9400
Fax: (619) 293-7920
November 10,1989
ProjectNo. 8951361S-EC01
Gecxjon Incoiporated
6960 Handers Drive
San Diego, Califomia 92121-2974
Attention: Mr. David Leake
GEOTECHNICAL EVALUATION
RANCHO SANTA FE ROAD REAUGNMENT
AFFECT ON STANLEY MAHR RESERVOIR
LA COSTA, CALIFORNIA
Gentiemen:
Woodward-Clyde Consultants (WCC) is pleased to provide tiie following evaluation
relative to tiie effects of the proposed Rancho Santa Fe Road realignment upon the existing
La Costa Dam and Reservoir (Stanley Mahr Reservoir). This evaluation was performed in
accordance witii our proposal dated September 13, 1989 and your authorization of
September 18,1989.
INTRODUCTION
For our evaluation we were provided witii a draft geologic map and subsurface data,
prepared by Geocon Inc. The subsurface data consisted of nine test trench logs, seven
hydraulic air-track drill rate logs, and seven shallow refraction seismograph traverses along
tiie proposed realignment near tiie dam and reservoir. Additionally, we reviewed our report
for (Construction of the dam entitied "Design Memorandum Geologic Study, Geotechnical
Engineering and Design Services for Reclaimed Water Storage Reservoir No. 1, La Costa,
Califomia, San Marcos County Water Distiict Reclamation Project," dated September 1979
and our "La Costa Storage Reservoir No. 1, As Built Drawings," dated 1980 and 1981.
We understand tiiat tiie proposed project will include construction of a new Rancho Santa
Fe Road between tiie existing road and tiie Stanley Mahr Reservoir. The proposed
roadway alignment in tiie vicinity of tiie Stanley Mahr Reservoir, will be approximately 125
feet wide and will consist of cuts up to 40 to 50 feet in deptii and fills up to 10 to 15 feet in
height. Additionally, roadway work is proposed along tiie small access road immediately
nortii of tiie reservok. This work consists of fills up to 10 to 15 feet in height and an
elliptical shaped cut up to 20 to 25 feet in deptii northwest of tiie reservoir.
Consulting Engineers, Geologists
and Environmental Scientists
Offices in Other Principal Cities
Geocon Incorporated Woodward-Clvde Consultants
ProjectNo. 8951361S-EC01
November 10,1989
Page 2
The subsurface conditions encountered in Geocon's test trenches indicate that tiie site is
primarily underlain by shallow soil (less tiian 3 feet), overiying strong, moderately to
highly fractiired, volcanic rock witii steeply dipping fractures generally oriented to tiie
northwest and northeast. Slightiy deeper alluvial soils were encountered in the canyon
bottoms. Undocumented fill soils were also encountered.
DAM AND RESERVOIR DESIGN CONSIDERATIONS
Sdnictiires within the Stanley Mahr Reservoir which would be affected by tiie proposed
constiniction are; (1) tiie dam, (2) tiie spillway, (3) tiie intake stiuctiore at tiie upstiream toe
of tiie dam, (4) tiie conti-ol house, outlet works, and sump at tiie downstream toe of tiie
dam, and (5) the seepage retiim piping along tiie left abutinent of the dam. AdditionaUy,
there is a pipeline which runs firom tiie tireatinent plant to the conti-ol house at the toe of tiie
dam However, tiiis was not designed by WCC and we have no information about it in our
files.
The dam is a zoned eartii dam witii a low permeability core, downstiieam chimney drain,
rand{)m fiU shells, and upstream riprap. The dam axis foundation has a vertical drainage
curtain. As the reservoir is to contaui secondary effluent firom die nearby sewage treatment
plant, the dam has been designed to collect seepage and retum it into the reservoir. The
intake stiructure and outiet works are designed to carry water firom tiie reservoir beneath the
dam to tiie outiet works for d-ansmission to tiie treatment plant The outiet works design
flow rate is 49 cubic feet per second. The emergency spillway located along the nortii side
of tiie reservoir consists of two corragated metal arch pipe culverts beneatii the access road
and is designed to discharge 310 cubic feet per second of flow, to tihe north, into a
discharge channel and away from tiie reservoir drainage basin. Additionally, tiie spillway
and roadway over tiie spillway have been designed so tiiat if tiie corrugated metal pipes
become clogged, and tiie culvert headwall were to impound flood waters, tiie entire design
flood could pass above tiie headwall and over a depressed section ofthe access roadway.
EFFECTS OF PROPOSED CONSTRUCTION
Based on our review of tiie available information, it is our opinion tiiat tiie proposed
consuruction will affect tiie reservour in two ways. The primary effect will be blast induced
vibrations on the stractures. Additionally, the proposed fills may affect the hydraulic
charactodstics of the outiet worics and emergency spillway.
Filling
The plans provided to us indicate tiiat it is proposed to raise tiie grade of the access road
over tiie arch culvert spillway and to fill portions of the drainage basin downsti-eam of tiie
dam. As discussed above, if the spillway arch culverts become blocked, it is designed to
overtop the road instead of the dam. It appears from the plans tiiat it is proposed to raise
the grade of the road over the spillway to approximately elevation 605 feet, or
approximately five feet above tiie dam crest This could result in overtopping the dam if the
culverts become inoperative. In this regard, we recommend tiiat no fill be placed over the
spUlway to maintain die hydrauUc characteristics of tiie design. For fiUs downstteam of the
dam, we recommend that provisions be included in tiie design to adequately carry the
a^ec8
Geocon Incorporated Woodward-Clyde Consultants
ProjectNo. 8951361S-EC01
November 10,1989
Page 3
design outiet works flow away from the dam toe and not allow blockage or ponding of
water in this area.
Blasting
The seismic ttaverses and hydraulic air tirack drilUng rates indicate that the rock is
marginaUy rippable to non-rippable. The joint orientation and spacing, however, are
favorable so shallow cuts may be performed without blasting. No blasting was required
for excavations in the same type of rock during dam construction. However, the deeper
cuts, which may encounter less weatiiered rock, may require blasting.
It is generaUy recognized that although vibrations may be expressed as displacement,
velocity, and acceleratiion, that velocity provides the most useful evaluation of damage
potential (Wiss, 1981; Oriard, 1972; HemphUl, 1981). These investigators and otiiers have
reported safe particle velocities from constiruction vibrations for residential and relatively
smaU commercial buUdings. These recommendations have been used (Urectiy for the intake
structure, outiet works, seepage return lines, and spillway. However, the vibration
response of more massive stiructures, such as earth dams, has generally focused around
seismic vibrations as opposed to constiruction vibrations, la regards to seismic vibrations,
researchers have concluded that virtually any well-buUt dam on a firm foundation can
witiistand'moderate earthquake shaking with maximum acceleration of about 0.2g, witii
little dettimental effect (EERC, 1979).
Ground velocities associated with a given acceleration can be approximated with a
velocity/acceleration ratio (Seed and Idriss, 1982). The velocity and acceleration that the
dam stractures can witiistand wUl also depend on the frequency of the vibration. Vibration
frequencies which are similar to the stractural frequency wiU tend to amplify the motion.
The effect of blasting vibration on the dam embankment and dam stractures may be
estimated by a developed analogy between safe blasting vibration levels for commercial
stractures and safe seismic vibration levels for earth dams. TTiis analogy is based upon
particle velocities for both types of stractiires. We recommend that if blasting is
performed, it be monitored with a seismograph and that tiie foUowing criteria be utilized.
Fre(iuencyof Maximum
Vibration Velocity Maximum
(Hertz) (in/sec) Acceleration
<50 2 O.lg
>50 4 0.2g
We further recommend that tiie blast vibrations be monitored at three control points, one at
tiie conti-ol house, one along the roadway on top of the dam, and one at the spiUway, and
tiiat tiie blasting operation be conducted so as not to exceed the above recommended limits
at the monitored locations.
a/JecS
Geocon Incorporated
ProjectNo. 8951361S-EC01
November 10, 1989
Page 4
Woodward-Clyde Consultants
It has been a pleasure to provide you with this information. Our engineer assigned to this
project is Greg Raines. Ifyou have any questions or if we can be of further service, please
give us a caU.
Very truly yours,
WOODWARD-CXYDE CONSULTANTS
Howard M. McMaster
R.E. 11994
HMM/GLR/kah
a;5ec8
APPENDIX M
APPENDIX E
RECOMMENDED GRADING SPECIFICATIONS
FOR
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
PROJECT NO. 06105-12-04
RECOMMENDED GRADING SPECIFICATIONS
1. GENERAL
1.1. These Recommended Grading Specifications shall be used in conjunction with the
Geotechnical Report for the project prepared by Geocon Incorporated. The recom-
mendations contained in tiie text oftiie Geotechnical Report are a part ofthe earthwork and
grading specifications and shall supersede the provisions contained hereinafter in tiie case
of conflict.
1.2. Prior to the commencement of gradmg, a geotechnical consultant (Consultant) shaU be
employed for tiie purpose of observing earthwork procedures and testing the fiUs for
substantial confonnance with tiie recommendations of tiie Geotechnical Report and tiiese
specifications. It will be necessaty that the Consultant provide adequate testing and
observation services so tiiat he may determine that, m his opinion, tiie work was performed
in substantial conformance with tiiese specifications. It shall be the responsibility of the
Contractor to assist the Consultant and keep him apprised of work schedules and changes
so that personnel may be scheduled accordingly.
1.3. It shall be the sole responsibility of the Contractor to provide adequate equipment and
methods to accomplish the work in accordance with applicable grading codes or agency
ordinances, these specifications and the approved grading plans. If, in the opinion of the
Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture
condition, inadequate compaction, adverse weather, and so forth, result in a quahty of work
not in confonnance with these specifications, the Consultant wiU be empowered to reject
the work and recommend to the Owner that construction be stopped until the unacceptable
conditions are conected.
2. DEFINITIONS
2.1. Owner shall refer to the owner of the property or the entity on whose behalf the grading
work is being performed and who has contracted with tiie Contractor to have grading
performed.
2.2. Contractor shall refer to the Contractor performing the site grading work.
2.3. Civil Engineer or Engineer of Work shall refer to tiie Califomia licensed Civil Engineer
or consulting firm responsible for preparation of the grading plans, surveying and verifying
as-graded topography.
GI rev. 8/98
2.4. Consultant shaU refer to the soU engineering and engineering geology consulting firm
retained to provide geotechnical services for the project.
2.5. Soil Engineer shall refer to a Califomia Hcensed Civil Engineer retained by the 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 Conttactor's
work for conformance with these specifications.
2.6. Engineering Geologist shaU refer to a CaUfomia licensed Engmeering Geologist retained
by tiie Owner to provide geologic observations and recommendations during the site
2.7. Geotechnical Report shall refer to a soil report (including aU addenda) which may include
a geologic reconnaissance or geologic investigation that was prepared specifically for the
development of the project for which these Recommended Grading Specifications are
intended to apply.
3. MATERIALS
3.1. Materials for compacted fiU shall consist of any soil excavated from the cut areas or
imported to the site that, in the opmion ofthe Consultant, is suitable for use in construction
of fills, hi general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as
defined below.
3.1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than 12
inches in maximum dimension and containing at least 40 percent by weight of
material smaller than 3/4 inch in size.
3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4
feet in maximum dimension and containing a sufficient matrix of soil fill to allow
for proper compaction of soil fill around the rock fragments or hard lumps as
specified in Paragraph 6.2. Oversize rock is defined as material greater than 12
inches.
3.1.3. Rock fills are defmed as fills containing no rocks or hard lumps larger than 3 feet
in maximum dimension and containing little or no fines. Fines are defined as
material smaller than 3/4 inch in maximum dimension. The quantity of fines shall
be less than approximately 20 percent of the rock fill quantity.
GI rev. 8/98
3.2. Material of a perishable, spongy, or otherwise unsuitable nattire as determined by the
Consultant shall not be used in fills.
3.3. Materials used for fill, eitiier imported or on-site, shall not contain hazardous materials as
defined by tiie CaUfomia 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 the identification or analysis oftiie potential presence of hazardous
materials. However, if observations, odors or soil discoloration cause Consultant to
suspect the presence of hazardous materials, the Consultant may request from tiie Owner
tiie tennination of grading operations witiiin the affected area. Prior to resuming grading
operations, tiie Owner shall provide a written report to tiie Consultant indicating that flie
suspected materials are not hazairdous as defined by applicable laws and regulations.
3.4. The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of
properly compacted soil fill materials approved by the Consultant. Rock fill may extend to
tiie slope face, provided that flie slope is not steeper than 2:1 (horizontahvertical) and a soil
layer no tiiicker flian 12 inches is frack-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 shaU be tested in flie laboratoty
by the Consultant to determine flie maximum density, optimum moisture content, and,
where appropriate, shear sfrengfli, expansion, and gradation characteristics of flie soil.
3.6. During grading, soil or groundwater conditions otiier tiian fliose identified in flie
Geotechnical Report may be encountered by the Confractor. The Consultant shall be
notified immediately to evaluate tiie significance ofthe unanticipated condition
4. CLEARING AND PREPARING AREAS TO BE FILLED
4.1. Areas to be excavated and filled shall be cleared and gmbbed. Clearing shall consist of
complete removal above the ground surface of frees, stumps, brush, vegetation, man-made
structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried
logs and other unsuitable material and shall be performed in areas to be graded. Roots and
other projections exceeding 1-1/2 inches in diameter shall be removed to a deptii of 3 feet
below tihe surface of the ground. Bonow areas shall be grubbed to tiie extent necessary to
provide suitable fill materials.
GI rev. 8/98
4.2. Any asphalt pavement material removed during clearing operations should be properly
disposed at an approved off-site facility. Concrete fragments which are fi-ee of reinforcing
steel may be placed in fills, provided they are placed m accordance with Section 6.2 or 6.3
ofthis document.
4.3. After clearing and grubbing of organic matter or other unsuitable material, loose or porous
soils shall be removed to flie depth recommended in the Geotechnical Report. The depth of
removal and compaction shall be observed and approved by a representative of the
Consultant. The exposed surface shaU tiien be plowed or scarified to a minimum depth of
6 inches and until the surface is free from uneven features that would tend to prevent
uniform compaction by the equipment to be used.
4.4. Where tfie slope ratio of tiie original ground is steeper tiian 6:1 (horizontahvertical), or
where recommended by tiie Consultant, tiie original ground should be benched m
accordance with the following illusfration.
TYPICAL BENCHING DETAIL
Finish Grade Original Ground
Finish Slope Surface
Remove All
Unsuitable (vlaterial
As Recommended By
Soil Engineer Slope To Be Such That
Sloughing Or Sliding
Does Not Occur
See Note 1 See Note 2 —^
No Scale
DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to
permit complete coverage with the compaction equipment used. The base ofthe
key should be graded horizontal, or inclined slightly into the natural slope.
(2) The outside of the bottom key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is
exposed in the bottom ofthe key, the depth and configuration ofthe key maybe
modified as approved by the Consultant.
GI rev. 8/98
4.5. After areas to receive fill have been cleared, plowed or scarified, the surface should be
disced or bladed by flie Confractor until it is uniform and free from large clods. The area
should tiien be moisture conditioned to achieve flie proper moisture content and compacted
as recommended in Section 6.0 of fliese specifications.
5. COMPACTION EQUIPMENT
5.1. Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel
wheeled roUers, vibratoty rollers, multiple-wheel pneumatic-tired roUers, or other types of
acceptable compaction equipment Equipment shall be of such a design that it will be
capable of compacting flie soil or soil-rock fill to tiie specified relative compaction at flie
specified moisture content.
5.2. Compaction of roc^ fiUs shall be performed in accordance with Section 6.3.
6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL
6.1. Soil fiU, as defined in Paragraph 3.1.1, shaU be placed by flie Confractor in accordance witii
the foUowing recommendations:
6.1.1. Soil fiH shaU be placed by the Confractor in layers that when compacted, should
generaHy not exceed 8 inches. Each layer shaH be spread evenly and shall be
flioroughly mixed during spreadmg to obtain uniformity of material and moisture
in each layer. The entire fill shall be constructed as a unit in nearly level Ufts.
Rock materials greater than 12 inches in maximum dimension shaH be placed in
accordance with Section 6.2 or 6.3 of these specifications.
6.1.2. In general, the soil fiH shall be compacted at a moisture content at or above the
optimum moisture content as determined by ASTM D1557-91.
6.1.3. When tiie moisture content of soil fill is below tiiat specified by the Consultant
water shaH be added by the Confractor imtil the moisture content is in the range
specified.
6.1.4. When tiie moisture content of tiie soil fill is above tiie range specified by the
Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by
the Confractor by blading/mixing, or otiier satisfactory methods until the moisture
content is within the range specified.
GI rev. 8/98
6.1.5. After each layer has been placed, mixed, and spread evenly, it shaH be flioroughly
compacted by the Confractor to a relative compaction of at least 90 percent
Relative compaction is defmed as the ratio (expressed in percent) of the m-place
dty density of the compacted fill to flie maximum laboratoty dry density as
determined in accordance with ASTM D1557-91. Compaction shall be continuous
over the entire area, and compaction equipment shall make sufficient passes so fliat
the specified mmimum relative compaction has been achieved fliroughout flie
entire fill.
6.1.6. Soils having an Expansion Lidex of greater flian 50 may be used in fiUs if placed at
least 3 feet below finish pad grade and should be compacted at a moisture content
generally 2 to 4 percent greater flian the optimum moisture content for the material.
6.1.7. Properly compacted soil fiH shall extend to the design surface of fiU slopes. To
achieve proper compaction, it is recommended that fill slopes be over-built by at
least 3 feet and then cut to the design grade. This procedure is considered
preferable to frack-waUdng of slopes, as described in the following paragraph.
6.1.8. As an altemative to over-building of slopes, slope faces may be back-roHed with a
heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fiH height
intervals. Upon completion, slopes should then be frack-walked with a D-8 dozer
or similar equipment such that a dozer frack covers all slope surfaces at least
twice.
6.2. Soil-rock fill, as defmed in Paragraph 3.1.2, shaU be placed by the Confractor in accordance
with the foHowing recommendations:
6.2.1. Rocks larger than 12 inches but less tiian 4 feet m maximum dimension may be
incorporated into the compacted soil fill, but shall be limited to the area measured
15 feet minimum 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 maximum dimension may either be
individually placed or placed in wmdrows. Under certain conditions, rocks or rock
fragments up to 10 feet in maximum dimension may be placed usmg similar
methods. The acceptability of placmg rock materials greater than 4 feet in
maximum dimension shall be evaluated during grading as specific cases arise and
shaH 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 wmdrow placement flie rocks should be placed in frenches excavated in
properly compacted soil fill. Trenches should be approximately 5 feet wide and 4
feet deep in maximum dimension. The voids around and beneath rocks should be
filled wifli approved granular soil havmg a Sand Equivalent of 30 or greater and
should be compacted by flooding. Wmdrows may also be placed utiUzing an
"open-face" metiiod in lieu of flie french procedure, however, tiiis mefliod should
first be approved by the Consultant.
6.2.5. Wmdrows should generally be paraHel to each otiber and may be placed eiflier
paraUel to or perpendicular to tiie face of flie slope dependuig on tiie site
geomefry. The mmimum horizontal spacuig for windrows shall be 12 feet
center-to-center with a 5-foot stagger or offset from lower courses to next
overlyuig course. The minimum vertical spacing between windrow courses shaU
be 2 feet from flie top of a lower wmdrow to tiie bottom of flie next higher
windrow.
6.2.6. All rock placement, fill placement and flooding of approved granular soil in tiie
wuidrows must be continuously observed by the Consultant or his representative.
6.3. Rock fiUs, as defined in Section 3.1.3., shaH be placed by flie Confractor in accordance with
the foUowmg recommendations:
6.3.1. The base of flie rock fill shall be placed on a sloping surface (minimum slope of 2
percent maximum slope of 5 percent). The surface shall slope toward suitable
subdramage outiet facilities. The rock fills shall be provided with subdrains during
construction so that a hydrostatic pressure buildup does not develop. The
subdrains shall be permanently connected to confrolled drarnage facilities to
confrol post-consttuction infilfration of water.
6.3.2. Rock fills shaH be placed in lifts not exceeding 3 feet. Placement shall be by rock
tirucks fraversing previously placed lifts and dumping at tiie edge of flie cunently
placed lift. Spreading of flie rock fill shall be by dozer to facflitate seating of flie
rock. The rock fill shall be watered heavily during placement. Watering shall
consist of water tmcks fraversing in front of the cunent rock lift face and spraying
water continuously during rock placement. Compaction equipment wifli
compactive energy comparable to or greater than tiiat of a 20-ton steel vibratory
roller or otiier compaction equipment providing suitable energy to achieve the
GI rev. 8/98
required compaction or deflection as recommended in Paragraph 6.3.3 shall be
utilized. The number of passes to be made will be detennined as described in
Paragraph 6.3.3. Once a rock fill Uft has been covered with soil fill, no additional
rock fill lifts will be permitted over the soil fill.
6.3.3. Plate bearing tests, in accordance witii ASTM Dl 196-64, may be performed in
both tiie compacted soil fiU and in the rock fill to aid in determining flie number of
passes ofthe compaction equipment to be performed. If performed, a minimum of
three plate bearing tests shaU be performed m the properly compacted soil fiH
(minimum relative compaction of 90 percent). Plate bearing tests shall then be
performed on areas of rock fill havmg two passes, four passes and six passes ofthe
compaction equipment, respectively. The number of passes requfred for the rock
fiU shall be determined by comparing flie results of the plate bearing tests for the
soil fiU and the rock fill and by evaluating tiie deflection variation with niunber of
passes. The required number of passes of the compaction equipment will be
perfomied as necessaty until the plate bearing deflections are equal to or less than
tiiat determined for tiie properly compacted soil fiH. In no case will the required
number of passes be less than two.
6.3.4. A representative of tiie Consultant shaU be present during rock fill operations to
verify that the minimum number of "passes" have been obtained, that water is
being properly appUed and tiiat specified procedures are being followed. The
actual number of plate bearing tests wiU be determined by the Consultant during
gradmg. In general, at least one test should be perfonned for each approximately
5,000 to 10,000 cubic yards oirock fiH placed.
6.3.5. Test pits shaH be excavated by the Confractor so that the Consultant can state that
in his opinion, sufficient water is present and that voids between large rocks are
properly filled with smaller rock material, hi-place density testing will not be
required in the rock fills.
6.3.6. To reduce tiie potential for "piping" of fmes mto the rock fill from overlying soil
fill material, a 2-foot layer of graded filter material shall be placed above the
uppermost lift of rock fill. The need to place graded filter material below the rock
should be determined by the Consultant prior to commencing grading. The
gradation of the graded filter material will be determined at the time the rock fill is
being excavated. Materials typical of the rock fill should be submitted to the
Consultant in a timely manner, to allow design of the graded filter prior to tiie
commencement of rock fill placement.
GI rev. 8/98
6.3.7. All rock fill placement shaH be continuously observed during placement by
representatives ofthe Consultant.
7. OBSERVATION AND TESTING
7.1. The Consultant shaH be flie Owners representative to observe and perform tests during
clearing, gmbbmg, filling and compaction operations, hi general, no more than 2 feet in
vertical elevation of soil or soil-rock fiU shall be placed without at least one field density
test being performed witiim tiiat interval. In addition, a minimum of one field density test
shall be performed for evety 2,000 cubic yards of soil or soil-rock fill placed and
compacted.
7.2. The Consultant shaU perform random field density tests of the compacted soil or soil-rock
fill to provide a basis for expressing an opmion as to whether tiie fill material is compacted
as specified. Density tests shaH be performed m the compacted materials below any
disturbed surface. When tiiese tests indicate that the density of any layer of fiH or portion
thereof is below that specified, tiie particular layer or areas represented by titie test shall be
reworked untfl the specified density has been achieved.
7.3. During placement of rock fill, the Consultant shaU verify that the minimum number of
passes have been obtained per tiie criteria discussed in Section 6.3.3. The Consultant shall
request the excavation of observation pits and may perform plate bearing tests on the
placed rock fills. The observation pits wiH be excavated to provide a basis for expressing
an opinion as to whether the rock fill is properly seated and sufficient moisture has been
applied to the material. If performed, plate bearing tests -wiH be performed randomly on
the surface oftiie most-recently placed lift. Plate bearing tests wiH be performed to provide
a basis for expressing an opinion as to whether tiie rock fill is adequately seated. The
maximum deflection in flie rock fill detennined ui Section 6.3.3 shall be less than the
maximum deflection of the properly compacted soil fill. When any of the above criteria
indicate that a layer of rock fill or any portion thereof is below that specified, the affected
layer or area shall be reworked untfl the rock fill has been adequately seated and sufficient
moisture appUed.
7.4. A settlement monitoring program designed by the Consultant may be conducted in areas of
rock fiU placement. The specific design of the monitoring program shall be as
recommended in the Conclusions and Recommendations section of the project
Geotechnical Report or in the final report of testing and observation services performed
during grading.
GI rev. 8/98
7.5. The Consultant shall observe the placement of subdrains, to verify that the drauiage devices
have been placed and constmcted in substantial conformance witii project specifications.
7.6. Testing procedures shaH confonn to tiie following Standards as appropriate:
7.6.1. Soil and Soil-Rock Fills:
7.6.1.1. Field Density Test, ASTM D1556-82, Density of Soil In-Place By the
Sand-Cone Method.
7.6.1.2. Field Density Test Nuclear Metiiod, 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 Index Test, Uniform Building Code Standard 29-2, Expansion
Index Test.
7.6.2. Rock Fills
7.6.2.1. Field Plate Bearing Test ASTM D1196-64 (Reapproved 1977) Standard
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
8.1. During constmction, the Confractor shall properly grade aH excavated surfaces to provide
positive drainage and prevent ponding of water. Drainage of surface water shall be
confroUed to avoid damage to adjoining properties or to finished work on the site. The
Confractor shaU take remedial measures to prevent erosion of freshly graded areas until
such time as permanent drainage and erosion confrol features have been histalled. Areas
subjected to erosion or sedimentation shall be properly prepared in accordance with the
Specifications prior to placing additional fill or stmctures.
8.2. After completion of gracUng as observed and tested by the Consultant, no further
excavation or filling shaH be conducted except in conjunction with the services of the
Consultant.
GI rev. 8/98
9. CERTIFICATIONS AND FINAL REPORTS
9.1. Upon completion of the work, Confractor shall fiimish Owner a certification by the Civil
Engineer stating that the lots and/or buHding pads are graded to within 0.1 foot vertically of
elevations shown on the grading plan and that aU tops and toes of slopes are within 0.5 foot
horizontally ofthe positions shown on the gradhig plans. After uistallation of a section of
subdrain, flie project Civil Engineer should survey its location and prepare an as-built plan
ofthe subdrain location. The project Civil Engineer should verify the proper outlet for the
subdrains and the Confractor should ensure that the dram system is free of obstractions.
9.2. The Owner is responsible for fumishmg a final as-graded soil and geologic report
satisfactoty to the appropriate governing or acceptuig agencies. The as-graded report
should be prepared and signed by a Califomia licensed Civil Engineer experienced in
geotechnical engineering and by a CaUfomia Certified Engineering Geologist, indicating
tibiat the geotechnical aspects of flie grading were performed in substantial conformance
with the Specifications or approved changes to the 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