HomeMy WebLinkAboutSDP 03-07; VILLAGES OF LA COSTA NEIGHBORHOODS 3.8 & 3.9; UPDATE GEOTECHNICAL INVESTIGATION VOLUME 1 OF 2; 2001-08-03UPDATE
GEOTECHNICAL INVESTIGATION
VILLAGES OF LA COSTA-
THE OAKS
CARLSBAD, CALIFORNIA
VOLUME OF 11
PREPARED FOR
REAL ESTATES
COLLATERAL MANAGEMENT COMPANY.
% MORROW DEVELOPMENT INCORPORATED
CARLSBAD, CALIFORNIA
si_-pnL,
AUGUST 3, 2001
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS 0
Project No. 06105-12-04
August 3, 2001
Real Estates Collateral Management Company
C/0 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
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 of the subject site. This
work complements previous soil and geologic investigations that have been conducted on the
property during the period of 1988 to date. The purpose of this report is to compile all relevant
previously generated data along with the results of the recent study into a single document presenting
ti our conclusions and recommendations pertaining to the geotechnical aspects of developing the site as
proposed.
Significant geotechnical issues related to the rippability of the geological units, remedial grading of
the unsuitable surficial materials and generation of capping materials have been identified in this
report and will require consideration during planning and development of the property. However, it is
our opinion that the site may be developed as proposed, provided the recommendations of this report
are followed.
If you should have any questions regarding this report, or if we may be of further service, please do
not hesitate to contact the undersigned at your convenience.
Very truly yours,
(6) Addressee
6960 Flanders Drive 0 Son Diego, California 92121-2974 • Telephone (858) 558-6900 0 Fox (858) 558.6159
TABLE OF CONTENTS
PURPOSE AND SCOPE .................................................................................................................1
SITE AND PROJECT DESCRIPTION...........................................................................................2
SOIL AND GEOLOGIC CONDITIONS ...................................... . ................................................... 3
3.1 Slratigraphy.. ........................................................................................................................... 3
3.2 Santiago Peak Volcanics (Jsp)...............................................................................................3
3.3 Escondido Creek Granodiorite (Ke) ......................................................................................4
3.4 Delmar Formation (Td) ............... . ........................................................................................... 4
3.5 Terrace Deposits (Qt).............................................................................................................5
3.6 Alluvium (Qal).......................................................................................................................5
3.7 Landslide Debris and Surficial Landslide Debris (Qis and Qlsf) ............. . ............................. 5
3.8 Colluviuni (Qc) ............................................................................. ......................................... 6
3.9 Topsoil (Unmapped) ............................................................................................................... 6
3.10 Fill Material (Qudf and Qudfo) ............................................................. . ........................ ......... 6
GROUNDWATER ..................................................................................... . ....................................... 7
GEOLOGIC STRUCTURE... .................................................................... . ...................................... 8
GEOLOGIC HAZARDS..................................................................................................................8
6.1 Faulting and Seismicity..........................................................................................................8
6.2 Liquefaction...........................................................................................................................9
CONCLUSIONS AND RECOMMENDATIONS.........................................................................10
7.1 General ......... ........................................................................................................................ 10
7.2 Geologic Hazards.................................................................................................................10
7.3 Groundwater ....................................................................... . ................ . ............................... 11
7.4 Soil and Excavation Characteristics .................................................... . ................................. 11
7.5 Slope Stability ...................................................................................................................... 11
7.6 Grading................................................................................................................................ 13
7.7 Subdrains ...................................................................... . .......................................................... 14
7.8 Bulking and Shrinkage Factors ............................................................................................ 15
7.9 Foundation Recommendations.............................................................................................15
7.10 Retaining Walls and Lateral Loads ...................................................................................... 19
7.11 Slope Maintenance ................................................................................................................ 20
7.12 Drainage...............................................................................................................................21
7.13 Plan Review.........................................................................................................................21
LIMITATIONS AND UNIFORMITY OF CONDITIONS
MAPS AND ILLUSTRATIONS
Figure 1, Vicinity Map
Figures 2-12, Geologic Maps (Map Pocket)
Figure 13, Fill Slope Stability Analysis
Figure 14, Surficial Slope Stability Analysis
Figure 15, Canyon Subdrain Detail
TABLE OF CONTENTS (Continued)
APPENDIX A
FIELD INVESTIGATION
Figures A-i —A-15, Logs of Trenches
Figures A-16 - A-29 Logs of Air-track Borings
APPENDIX B -
LABORATORY TESTING
Table B-I, Summary of Laboratory Expansion Index Test Results
APPENDIX C
SELECTED BORING AND TRENCH LOGS AND LABORATORY TESTING from
Supplemental Soil and Geologic Investigation for Rancho Santa Fe Road Alignment, Carlsbad,
California, January 8, 1990. (Project No. 04367-H02) and
Supplemental Geotechnical Investigation for Rancho Santa Fe Alignment, Carlsbad, California,
Dated December 17, 1990 (Project No. 04367-04-02)
APPENDIX D
Geotechnical Evaluation Rancho Santa Fe Road Realignment Affect On Stanley Ma/zr Reservoir
(November 10, 1989)
APPENDIX E
RECOMMENDED GRADING SPECIFICATIONS
I,
UPDATE GEOTECHNICAL INVESTIGATION
1. PURPOSE AND SCOPE
This report presents the consolidated findings of current and previous geotechnical investigations for
The Oaks of the Villages of La Costa in Carlsbad, California (see Vicinity Map, Figure 1). This
report is intended to present recommendations relative to geotechnical aspects of site development,
including remedial grading, estimated rock rippability, slope stability, subsurface drainage, estimated
bulking and shrinkage factors, and recommended grading specifications and preliminary foundation
design criteria.
It is our understanding that the construction of the new Rancho Santa Fe Road alignment will be
performed by the City of Carlsbad; therefore, specific comments regarding this improvement have
been excluded from this report. Furthermore, it should be noted that the site was previously known as
La Costa Southeast.
The scope of the investigation included a review of the following:
Preliminary Geotechnical Investigation, Villages of La Costa—The Oaks and Ridge,
Carlsbad, California, prepared by Geocon Incorporated, dated January 10, 2000 (Project
No. 06105-12-01).
Soil and Geologic Reconnaissance for Rancho Santa Fe Road Alignment, June 30, 1989
(Project No. D4367-HO1).
Supplemental Soil and Geologic Investigation for Rancho Santa Fe Road Alignment,
Carlsbad, California;January 8, 1990 (Project No. D-4367-H02).
Earthwork Quantity Analysis, Rancho Santa Fe Road Realignment, June 14, 1990 (Project
No. 04367-04-02).
Addendum to Earthwork Quantity Analysis, Rancho Santa Fe Road Realignment, March 15,
1991 (Project No. 04367-04-02).
Second Addendum to Earthwork Quantity Analysis, Rancho Santa Fe Road Realignment,
March 27, 1991 (Project No. 04367-04-02).
Supplemental Geotecthnical Investigation for Rancho Santa Fe Road Alignment,
December 17, 1990.
Addendum to Soil and Geotechnical Investigation for Rancho Santa Fe Road Alignment,
July 10, 1990k
Geologic Maps of the Northwestern Part of San Diego County, California, DMG Open File
Report 96-02.
Batholith and Associated Rockks of corona, Elsinore and San Luis Rey Quadrangles,
Southern California, Geological Society of America Memoir 29, 1948.
Project No. 06105-12-04 - I - August 3, 2001
.:. 11. On the Manner of Deposition of the-Eocene Strata in Northern San Diego County, San Diego
Association of Geologists Guidebook, 1985.
Stratigraphy and Petrography of the Santiago Peak Volcanics East of Rancho Santa Fe,
California, unpublished M.S. thesis, by M. A. Adams, San Diego State University, 1979.
Geology and Mineral Resources of San Diego County, California, DMG County Report 3,
1963.
Unpublished reports, aerial photographs and maps on file with our firm.
The scope of the most recent field investigation (January 2000) consisted of a site geologic
reconnaissance and the drilling of 13 hydraulic air-track borings and excavation of 15 exploratory
trenches. Laboratory tests were performed on selected soil samples obtained at various depths in the
exploratory excavations to evaluate pertinent physical properties. Details of the field exploration and
laboratory testing programs are presented in Appendices A and B, respectively. Selected logs of
exploratory excavations from our study for the Rancho Santa Fe Road investigation (January 8, and
December 17, 1990) are presented in Appendix C.
The recommendations presented herein are based on analyses of the data obtained from our recent
and previous exploratory excavations, laboratory tests and our experience with similar. soil and
geologic conditions. The base maps used for this study consisted of conceptual grading plans, 1 inch
equals 100 feet (1" = 100') scale, entitled Master Tentative Tract Map CT 98-04/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 investigation 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 northwestern site boundary, and by.
Encinitas Creek along the southern site boundary. Elevations range from a high approximately
990 feet Mean Sea Level (MSL) along the east-central property boundary to a low of approximately
100 feet MSL along San Marcos Creek along the northwest boundary of the site.
Vegetation typically consists of thick chaparral and grasses through a majority of the site. The lower
drainages feeding San Marcos Creek and Encinitas Creek, however, have mature to old-age native
stands of Valley Oak and Sycamore. Running water was observed in San Marcos Creek as well as
from springs in the major drainage along the extreme southwest boundary of the site.
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 with Rancho Santa Fe Road lie within the extreme northeast
corner of the site.
Other than Rancho Santa Fe Road, with the associated truck bypass, and Questhaven Road, existing
site improvements within The Oaks include the Stanley Mahr Reservoir (La Costa Dam), the Denk
Reservoir (steel water tank), a 100-foot wide San Diego Gas and Electric easement with wood pole
and lattice tower supported electric lines, a 200-foot-wide San Diego Gas and Electric easement
(empty), a 150-foot wide San Diego Gas and Electric easement with steel tower supported electric
lines, and two buried water pipes associated with the reservoirs. At least two generations of mining
activity with associated excavations and waste-fill are present on the site. The oldest, dating to as
early as the 1880's, was copper mining along faulted and hydrothermally altered volcanic rocks in the
eastern-central portion of the site (see DMG reference). A 50-foot deep water-filled mine shaft was
discovered in that area during our reconnaissance. 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 within the central and northwestern portions of the site.
A review of the 100-scale conceptual grading plans for The Oaks Subdivision, prepared by
Hunsaker & Associates, indicates that the site will be graded to create large sheet-graded pads. It is
our understanding that the Rancho Santa Fe realignment, generally between the intersections with
Melrose Drive and La Costa Avenue will be constructed by the City of Carlsbad. The.sheet-graded
pads within The Oaks project will eventually be regraded to construct residential units with
associated roads and improvements. The grading will result in maximum fill and cut of
approximately 40 and 45 feet, respectively. The cut and fill slopes planned for the project will consist
of maximum heights of 50 and 60 feet, respectively, with 2:1 (horizontal:vertical) inclination.
3. SOIL AND GEOLOGIC CONDITIONS
3.1 Stratigraphy
Five surficial soil types and four geologic units were encountered during our investigation. The
surflcial deposits include undocumented fills, landslide debris, topsoils, colluvium and alluvium.
Geologic formations include the Jurassic-aged Santiago Peak Volcanics, Cretaceous-aged Escondido
Granodiorite, the Eocene-aged Delmar Formation, and the Quaternary-aged Terrace Deposits. Each
of the soil types and geologic units encountered are described below, and their approximate mapped
I extent is depicted on Figures 2 through 12, Geologic Maps (map pocket).
3.2 Santiago Peak Volcanics (Jsp)
The Jurassic-aged Santiago Peak Volcanics, with the exception of the extreme northern
approximately one-fourth of the site, comprise the majority of the underlying bedrock. These rocks
Project No. 06105-12-04 -3- August 3, 2001
were deposited as an alternating secession of volcanic flows, tuffs and breccias and typically have an
andesite or dacite composition. Subsequently this sequence of rocks was folded, faulted and weakly
metamorphosed (see reference by Adams, 1979). Where observed in test excavations, especially in
the central portions of the site, this unit is highly fractured and faulted along northwest-to-southeast
zones. Closely spaced parallel fractures and joints form "sheeted" zones containing colorful alteration
and/or oxidation minerals such as limonite and hematite. The presence of cubic-shaped crystal-voids
(pseudomorphs) and in some areas, cubic-shaped pyrite (iron sulfide) crystals, as well as other exotic
- minerals such as epidote, chlorite, and possible traces of copper minerals, suggests hydrothermal
alteration (or, ancient hot spring activity). This feature is consistent with the historic copper mining
operations in similar rock along northwest-southeast zones east of the site (see referenced DMG
report). Even though the majority of the Santiago Peak Volcanics appears to be highly fractured and
altered, the zones typically have steeply dipping, tight clay-filled fractures. Only one area, located
along the truck-bypass road near the center of the site (near Boring HT-26) exhibited low-angle
adversely dipping fractures. In addition, some of the highly fractured and altered portions of this unit
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 light
color, but averages of composition are typically grànodiorite (Larsen, 1948). This Cretaceous-aged
batholithic rock intrudes Santiago Peak Volcanics. Outcrops and exploratory trenches expose light
brown to olive, very siliceous, blocky and very strong granitic rock, with little or no weathering.
Although rippable in highly fractured areas, this unit will excavate to substantial amounts of oversize
rock, or will require special handling or pre-blasting in hardrock areas, as discussed in the concluding
sections of this report.
3.4 Delmar Formation (Td)
The Eocene-aged Delmar Formation, consisting of stiff to very hard, light brown to olive silty to
sandy claystones and sandstones was found to occur only in the lower drainage tributary to Encinitas
Creek along the extreme southwestern edge of the site. As indicated on Figure 2, this unit crops out
only along the base of a westward facing slope of the drainage between approximate elevations 250
and 270 MSL. Subsurface observation of test Trenches T-43 and T-70 along this slope indicated the
presence of hard or dense, horizontally bedded claystones and sandstones. These beds, however, were
overlain further northward by surficial terrace deposits and landslide debris (see Trench T-15). No
adverse structures or slide debris was observed, however, within the Delmar Formation along the
natural slope at the site boundary with an adjacent existing subdivision. Local variations of bedding
inclination within the Delmar Formation is a characteristic which could affect stability in natural or
Project No. 06105-12-04 -4- August 3, 2001
excavated slopes. The claystone members of the Delmar Formation often possess low shear strength
and contains randomly oriented remolded clay seams. Proposed excavations are not anticipated to
encounter much of the Delmar Formation, but slope stabilization measures may be necessary if any
cut slopes or fill keyways expose this unit. In addition, the more clayey portions of this formation are
highly expansive and often require selective grading or specially designed structures as discussed
under the conclusions and recommendations section of this report.
3.5 Terrace Deposits (Qt)
Stream-deposited dense, dark reddish-brown sands and cobble-to-boulder conglomerates were
observed to overlie Santiago Peak Volcanics and Delmar Formation in trenches and borings at
elevations between approximately 360 and 420 feet MSL within the major south drainage along the
extreme southwestern boundary of the site (Figure 2). In general, these sediments exhibit good
bearing characteristics, however, where they rest upon highly weathered and/or altered Santiago Peak
Volcanics, or Delmar Formation claystones, they have been found (see Borings LB-3, LB-5, and
Trenches T-17, T-18) to comprise ancient landslide debris, or may become unstable if undercut in
excavations. A discussion of measures to mitigate potential slope stability problems in this unit is
presented in the concluding sections of this report.
3.6 Alluvium (Gal)
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 T44) in the extreme southwest drainages, but up to 10 feet of alluvial soils were
observed along San Marcos Creek at the extreme northern portion of the site (Figure 12). These
sediments are generally poorly consolidated and susceptible to settlement when subjected to an
increase in vertical loads as might result from the placement of fill or structures. Hence, development
Within areas containing alluvial deposits will require remedial grading as discussed in the conclusions
and recommendations portions of this report.
3.7 Landslide Debris and Surf icial Landslide Debris (Qis and Qlsf)
Two deep-seated landslides and two areas of surficial landslides were mapped within the site. The
relatively thin, or surficial, landslides were encountered in shallow exploration trenches and were
interpreted from stereoscopic aerial photographs and ground reconnaissance (see Figure 6).
Both the deep and shallow landslides are generally present near, or along, the bottom of a southwest-
'draining tributary of Encinitas Creek in the southwestern portion of the site. The landslides have
occurred within the weathered depositional contact-zone between thin remnants of the Eocene
I
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1
Delmar Formation claystones, hydrothermally altered Jurassic Santiago Peak Volcanics and
overlying Terrace Deposits. (see Trenches T-16, T-17, T-18 and Borings LB-3, LB-5).
Surficial landslide materials, averaging approximately 10 feet thick typically consisted of very clayey
gravel to boulder gravels, or gravelly clays that have failed along the Delmar Formation remnant
claystones, or within very weathered, altered, Santiago Peak Volcanics.
Portions of both the surficial and deeper landslide debris are relatively loose and possess the potential
for future movement. Within the relatively thin surficial debris, complete removal and recompaction
will be required where settlement-sensitive structures and/or fills are planned. The deeper landslides
will also necessitate remedial grading measures as discussed in the conclusions and recommendations
section of this report.
3.8 Colluvium (Oc)
Colluvial soils occur along the canyon side-slopes, low areas, the base of natural slopes, and along
the head scarps of landslides. These deposits are often indistinguishable from alluvium and thick
topsoil deposits, therefore, only the thicker, or potentially thicker areas have been mapped separately
on the Geologic Maps. The maximum observed thickness of these materials is on the order Of 8 feet
as exposed in Trench T-6 (Figure 2). In general, these deposits consist of poorly consolidated sandy
clays to clayey sands and are potentially compressible. Development within areas underlain by
colluviuni will require remedial grading as recommended in the concluding sections of this report.
3.9 Topsoil (Unmapped)
H: Topsoils of irregular thicknesses ranging from ito 2 feet blanket the majority of the site. The topsoils
are characterized by dark brown to reddish-brown gravelly silty sands to sandy clays. These soils are
both moderately to highly expansive, as well as potentially compressible. Recommendations with
respect to the treatment of topsoils have been included under the conclusions and recommendations
section of this report.
3.10 Fill Material (Qudf and Qudfo)
Several generations of engineered and undocumented fill materials are present on the site. The
largest-volume of documented fill includes the materials constituting the La Costa Dam. The La
Costa Dam was designed with an imperious clay core and a granular shell. The spillway and some
section of the access roads. were constructed from fill materials that were generated on-site (see
Woodward-Clyde report, Appendix D). Also present is an area of end-dumped oversize rock
northwest of Rancho Santa Fe Road approximately 700 feet long, 200 feet wide and on the order of
10 to 15 feet thick (symbol Qudfo on Figure 10)
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A review of the attached report prepared by-Woodward-Clyde Consultants indicates that realignment
of the Rancho Santa Fe Road could have a potential affect on the existing embankment. The primary
concern would be the effect of the blast induced vibrations associated with the adjacent excavation.
The other major concern is the impact of graded fills as currently proposed on the hydraulic
characteristics of the outlet works and emergency spillway. The consultants recommendations with
respect to these concerns are presented in detail in the attached Appendix D, as well as discussed in
the concluding section of this report.
We anticipate that clay rich fill materials with oversize rock and deleterious debris are present to
maximum depth on the order of from 20 to 30 feet in the canyons immediately downstream from the
La Costa Dam and extending westward beneath the existing Rancho Santa Fe Road (see Figure 8 and
Boring LB-7, and Trenches T-78, T-79, T-88 and T-89, Appendix Q. The old highway alignment,
including the existing truck by-pass, and other old fill debris also constitute undocumented fills which
will require remedial grading where roads, fills and settlement sensitive structures are planned.
4. GROUNDWATER
A permanent groundwater table was observed within alluvium and alluvium/terrace deposits in the
San Marcos Creek drainage and in a tributary to Encinitas Creek, respectively (Borings SB-I, LB-1,
and Trenches T-67, T-68, Appendix Q.
1 No seepage or groundwater table was detected within exploratory borings or trenches in proposed
cuts in the Santiago Peak Volcanics, especially along the flanks of the drainage, immediately
.. downstream of the above described La Costa Dam.
San Marcos Creek is a perennial stream and surface water flow was noted during the field
investigation.. Observed groundwater levels in this drainage area ranged between 3 and 5 feet below
existing ground surface.
- In the extreme southwestern portion of the site, within a tributary of Encinitas Creek, the groundwater
j S levels generally varied between 10 and 30. feet deep.. Because of ancient Iandsliding in the
southwestern lower drainages, and the wide variation of water levels, it is our opinion that perched
water conditions may be present. To reduce any adverse effects of groundwater upon proposed fills or
- structures, subdrains and/or other drainage mitigation are recommended as discussed within
concluding sections of this report.
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5. GEOLOGIC STRUCTURE
Ancient faults and fracturing within the Jurassic-age Santiago Peak Volcanics typically exhibit
northwest-to-southeast linear trends, with associated less-intense northeast-to-southwest cross
fracturing.
A moderately developed "trellis" drainage pattern is imposed on many, small tributary drainages by
the northwest-to-southeast trends. Typically, faults and joints have steep (greater than 45 degrees)
dips, but occasional low-angle dips of approximately 5 degrees have been noted.
High-angle contact-zones between the Santiago Peak Volcanics, Delmar Formation, Terrace
Deposits, or surficial deposits were encountered in the southwestern-most drainage, and may be
anticipated within ancient valleys, embankments and river channels.
Where encountered, faults and associated shear zones were not observed to offset the younger
Quaternary sediments. Therefore, the observed faults can be considered inactive faults. No evidence
of active faulting was observed at the time of our investigations.
6. GEOLOGIC HAZARDS
6.1 Faulting and Seismicity
It is our opinion, based on the site reconnaissance, evidence obtained in the exploratory excavations
and a review of published and unpublished maps and reports, that the site is not located on any
known active fault trace. The nearest known active faults are the Rose Canyon Fault and the
Newport-Inglewood (offshore) located approximately 8 and 13 miles, respectively, to the west and
Elsinore Fault Zone, which lies approximately 23 miles to the northeast.
Maximum Credible and Maximum Probable Seismic events of Magnitude 6.9 and Magnitude 5.7,
respectively, are postulated for the Rose Canyon Fault. The. estimated Maximum Credible and
Maximum Probable Peak site acceleration are 0.28 g and 0.13g, respectively. Seismic parameters for
the other regional faults capable of generating ground acceleration at the site are summarized on
Table 6.1.
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.TABLE 6.1
DETERMINISTIC SITE PARAMETERS FOR SELECTED FAULTS*
Fault
Distance
from Site
(miles)
Maximum
Credible
Maximum Probable
Earthquake
(Mag.)
Peak
Acceleration
(g)
Earthquake
(Mag.)
Site
Acceleration
(g)
Rose Canyon 8 6.9 0.28 5.7 0.13
Newport-Inglewood (offshore) 13 6.9 0.20 5.8 0.10
Elsinore-Julian 23 7.1 0.13 6.4 0.08
Elsinore-Temecula 23 6.8 0.11 6.3 0.07
Coronado Bank 23 7.4 0.16 6.3 0.07
Elsinore-Glen Ivy 38 6.8 0.06 6.3 0.04
Palos Verdes 43 7.1 0.06 6.2 0.03
San Jacinto-Anza 46 7.2 0.06 6.9 0.05
EQ Fault Computer Program, Blake, 1997.
It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of
a major earthquake along any of the above-mentioned faults, however, the seismic risk at the site is
not considered to be significantly different than that of the surrounding developments of similar
geologic setting in Oceanside area.
6.2 Liquefaction
The potential for liquefaction during a strong earthquake is limited to cohesionless soils which are in
a relatively loose, unconsolidated condition and located below the groundwater level. Due to the
dense nature of the formational units, the removal and recompaction of the surficial soils and the
absence of a permanent groundwater table, the potential for seismically included soil liquefaction
occurring at the site is considered to be very low.
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7. CONCLUSIONS AND RECOMMENDATIONS
7.1 General
7.1.1 No soil or geologic conditions were encountered during the investigation performed by
Geocon Incorporated or those of the previous studies which, in our opinion, would
preclude the development of the property as presently planned, provided the
recommendations of this study are followed.
7.1.2 The surficial soils consisting of landslide debris, alluvium, fill, topsoils and colluvium. are
not considered suitable for the support of fill or structural loads in their present condition
and will require remedial grading.
7.1.3 The presence of oversize boulders and marginally rippable to nonrippable volcanic and
granitic rocks will require special consideration during site development as recommended
hereinafter.
7.1.4 Due to the expected presence of a large volume of rock, a selective grading operation with
possible stockpiling of the soil material and marginally .rippable rock is recommended.
Details of the recommended selective grading operation are presented under 7.6 Grading.
7.1.5 Recommendations of the Consultant Report (Appendix D) for Realignment of the Rancho
Santa Fe Road should be incorporated into the design and construction phases of the
residential development as needed. In general, these recommendations are concerned with
the impact of proposed fills as well as the blast-induced vibration generated on the
structures during grading.
7.2 Geologic Hazards
7.2.1 It is our opinion, based on the site reconnaissance, evidence obtained in the exploratory
excavations and a review of published geologic maps and reports, that the site is not
located on any known active fault trace.
7.2.2 It is our opinion that the site could be subjected to moderate to severe ground shaking in
the event of a major earthquake along any of the active faults in the San Diego County
area however, the seismic risk at the site is not considered to be any greater than that of
surrounding developments in the City of Carlsbad area. • •
7.2.3 Old abandoned mines or prospect pits associated with the Encinitas copper mining district
will require special consideration during site development as recommended hereinafter.
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SI
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 certain conditions to water seepage. Inasmuch as
no springs, seeps, or groundwater occurrences were encountered within the formational soil
units, it is our opinion that the seepage potential for the geologic units is relatively low. It is
recommended, however, that periodic observations be made by the soil engineer or
engineering geologist during grading and/or construction for the presence of groundwater.
The recommendations that follow provide for the removal of colluvial, alluvial and
undocumented fill soils and the placement of a "canyon" subdrain within the bottom of the
removal areas to reduce the potential for groundwater buildup within the canyon fills.
7.4 Soil and Excavation Characteristics
7.4.1 The soil conditions encountered vary from low-expansive sands, generated from the
decomposed bedrock, to highly expansive soil of the landslide debris and some of the other
surficial soils.
7.4.2 In our opinion, the existing topsoils and alluvial/colluvial deposits can be excavated with
light to moderate effort with conventional heavy-duty grading equipment. It is estimated
that the proposed grading will encounter rippable rock to depths on the order of 10 to 15
feet below existing ground surface. Surface blasting will be required where highly resistant
volcanic rocks are exposed. It is likely, 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 "knäbs" that will require blasting.
Nonrippable "floaters" may also be encountered during excavation in otherwise rippable
areas. Oversize rocks should be placed in accordance with the Recommended Grading
Specifications presented in Appendix E. In addition, we recommend that consideration be
given to placing the boulders in the open areas for landscaping purposes, or placement
within excavations selectively mined for capping materials.
7.5 Slope Stability
751 Utilizing average drained shear strength parameters based on laboratory tests and
experience with similar soil types in nearby areas, a slope stability analysis indicates that
the proposed 2.0 to 1.0 (horizontal to vertical) fill slopes constructed of granular material
will have calculated factors of safety in excess of 1.5 under static conditions for both deep
seated and shallow sloughing failures up to the design heights of 60 feet Slope stability
calculations and surficial stability calculations are presented on Figures 13 and 14
respectively. S
Project No. 06105-12-04 - 11 - • August 3, 2001
7.5.2 All fill slopes should be constructed such that the materials, :within a zone measured
horizontally back from the face of slope for a distance equal to the height of slope, are
generally comprised of granular soils and/or soil/rock fills with minimum equivalent
strength parameters of 0' = 32 degrees and C' = 300 psf. However, the outer 15 feet of fill
slopes will be restricted to materials composed of properly compacted granular "soil" fill to
reduce the potential for surface sloughing. All fill slopes should be compacted by back-
rolling at vertical intervals 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 alternative, fill slopes should be overbuilt a
minimum of 5 feet horizontally and cut back to design finish grade.
7.5.3 Cut slopes excavated in the metavolcanic and plutonic rocks do not lend themselves to
conventional stability analyses. However, the results of our field investigation, our
'experience in the general area and the examination of the existing slopes adjacent to the
property indicate that the proposed 2.0 to 1.0 (horizontal to vertical) cut slopes should be
stable with respect to deep-seated failure and surficial sloughage up to the proposed
maximum height of 50 feet.
7.5.4 Where cuts exceed the maximum depth of the weathered portion of the metavolcanic and
plutonic rocks, heavy blasting will be required to break the fresh, very hard rock.
Overblasting of cut slopes should not be permitted. Loose rock and blasting debris should
be removed from the faces of finish graded cut slopes. No loose rock fragments greater
than 6 inches in maximum dimension should be left on the slope surface. Tops of out
slopes should be cleared of loose boulders and should be "rounded" Within the exposed
topsoil horizon.
7.5.5 In our opinion, the use of terrace drains on cut or fill slopes exceeding 30 feet in height is'
not necessary to maintain gross stability of the slopes. However, the proper installation and
maintenance of terrace drains should measurably reduce surficial slope erosion, particularly
fill slopes. If used, we recommend that terrace drains be constructed at a chainage gradient
of at least 5 percent. In addition, the, need to properly maintain the drains is important.
Drains that are not periodically cleaned of vegetation and debris could result in significant
slope distress and erosion.
7.5.6 It is recommended that all cut slopes be observed during grading by an engineering
geologist to verify that soil and geologic conditions do not differ significantly from those'
anticipated. If adverse conditions are encountered, recommendations for mitigation can be
presented at that time.
7.5.7 All slopes should be planted, drained and properly maintained to reduce erosion.
Project No. 06105-12-04 , -12- August 3, 2001
7.6 Grading
7.6.1 Development of the site as proposed will generate a relatively large volume of oversize
rock as well as shot rock. Earthwork considerations which need to be addressed within the
development schedule are summarized as follows:
Grading and blasting operations should be designed to generate a sufficient
1 quantity of granular material for-use as low expansive capping material. Where this
-
is not possible, rock crushing may be required.
4 .
. Consideration should be given to stockpiling select materials to be utilized for
capping.
Oversize rock should be placed in deeper fill areas in accordance with the
Recommended Grading Specifications presented in Appendix E.
. Appropriate remediation and/or backfihling of any. old abandoned mines or
prospect pits should be implemented during site development.
7.6.2 All grading should be performed in accordance with the attached Recommended Grading
Specifications (Appendix E). Where the recommendations of this section conflict with
Appendix E, the recommendations of this section take precedence. All earthwork should be
observed and all fills tested for proper compaction by Geocon Incorporated.
7.6.3 Prior to commencing grading, a preconstruction conference should be held at the site with
the owner or developer, grading contractor, civil engineer and geotechnical engineer in
attendance. Special soil handling 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 fills and to "cap" the pads and fill slopes with granular soils with low
expansion potential (Expansion Index of 50.or less, per UBC Table 18-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 will be generated. In our opinion,
these rocks are suitable for placement in the fill areas, provided the placement is
accomplished in accordance with the recommendations presented in Appendix E. In
addition, utilization of as many boulders as practical for landscape purposes should be
considered. Excavation of the deeper bedrock units should -produce a relatively lower
quantity of large "floater" rocks, if an efficient blasting program is implemented. The
proposed blasting program should also be planned to assist in the generation of "fines". If
possible, the grading operation should attempt to reserve sufficient "soil" fill for use in
capping the "rock" fills as discussed in Appendix E and to replaèe trench excavation
material which is considered too rocky to be used as trench backfill.
Project No. 06105-12-04 -13 - August 3, 2001
7.6.6 All potentially compressible topsoils and alluvium, colluvium, and landslide debris not
removed by planned grading should be removed to firm natural ground in areas of
proposed development and properly compacted prior to placing additional fill. Where the
thickness is less than 3 feet on sloping ground, it is anticipated that normal benching
procedures for sloping ground surfaces will remove the unsuitable topsoils. Thicknesses
greater than 3 feet or areas of numerous surface boulders will require complete removal
prior to performing normal benching procedures.
7.6.7 The site should then be brought to final subgrade elevations with structural fill compacted
in layers, in general, soils present on site are suitable for re-use as fill if free from
vegetation, debris and other deleterious material. Layers of fill should be no thicker than
will allow for adequate bounding and compaction. Inluding backfill and scarified ground
•• surfaces, should be compacted to at least 90 percent of maximum dry density at near
optimum moisture content, as determined in accordance with ASTM test procedure
- D 1557-91. Fill materials below optimum moisture content may be unacceptable and
require additional moisture conditioning prior to placing additional fill. The project soils
engineer/engineering geologist will determine actual moisture conditioning requirements
during grading and as a function of soil type.
7.6.8 Consideration should be given to undercutting and replacing with compacted "soil fill" (no
rocks greater than 12 inches in maximum dimension) any proposed cut areas located on the
hard bedrock outcrops. The depth of undercutting should be at least 3 feet below the
ultimate pad finish grade and 1 foot below the deepest utility lines, or, alternatively, to
sufficient depth such that underground utilities can be constructed without the need for
additional blasting or heavy ripping after the mass grading has been accomplished. Within
rock cut areas where only landscaping is proposed, the project landscape architect should
be consulted to determine an appropriate depth of undercut, if any. To reduce the potential
for differential settlement, it is recommended that the cut portions of the cut/fill transition
building pads be undercut at least 3 feet and replaced with properly compacted fill soils.
The undercut should extend from the back of the pad to the Street and be graded at a
gradient of at least 1 percent toward the street.
7.6.9. Consideration should be given to capping street areas with a minimum of 3 feet of
subgrade • soils consisting of granular soils possessing relatively high R-Value
characteristics. This will serve to reduce recommended pavement design sections.
7.7 Subdrains
7.7.1 Subdrains should be installed in the canyons to be filled. A cross-section of the subdrain
configuration is presented on Figure 15. The lower 20 feet of the subdrain installation
Project No. 06105-12-04 -14- August 3, 2001
should consist of nonperforated pipe with a concrete cutoff wall constructed immediately
below the junction of the perforated pipe with the nonperforated pipe. The cutoff wall
should extend at least 6 inches below the sides and bottom of the subdrain trench and 6
inches above the top of the pipe.
7.7.2 In order to maintain a drainage gradient within the canyon subdrain system, it may be
necessary to extend the nonperforated outlet pipe beyond the limits of planned grading
operations. As an alternative design, a properly compacted fill may be placed within the
lower canyon bottom until the minimum drainage gradient is achieved. Two subdrains
would then be installed along the fill/natural ground contacts. Where the natural slope
gradient exceeds 5 percent, the perforated pipe may be deleted from the subdrain system.
7.7.3 After installation of the subdrain, the project civil engineer should survey it location and
prepare "as-built" plans of the subdrain location. The project civil engineer should verify
the proper outlet for the canyon subdrains and the contractor should ensure that the drain
system outlet is free of obstructions. The recommended locations of the canyon subdrains
will be finalized during a review of the final site grading and improvement plans.
7.8 Bulking and Shrinkage factors
7.8.1 Estimates of embankment bulking and shrinkage factors are generally based on comparing
laboratory compaction tests with the density of the material in its natural state as
encountered in the chunk samples. It should be emphasized that variations in natural soil
density, as well as in compacted fill density, render shrinkage value estimates very
approximate. As an example, the compaction of fill soils can vary from 90% to
approximately 100% and, hence, a 10% variation in shrinkage is possible. Based on the
extent of work performed to date, the following shrinkage factors are recommended for
evaluating earthwork quantities.
TABLE 7.8
- SHRINKAGE/BULK FACTOR
Soil' Unit Shrink/Bulk 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
structures and are based upon the assumption that the soil conditions within 4 feet of finish
Project No. 06105-12-04 - 15 - August 3, 2001
pad subgrade consist of granular "low" expansive soil (Expansion Index less than 50). The
:1 recommendations are separated into categories dependent upon the depth and geometry of
fill underlying a particular building pad and/or lot. Final foundation design
recommendations for each building will be presented in the final compaction report after
the grading for the individual building pads has been completed. -
7.9.2 Foundations for either Category I, II, or ifi, as described in 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-third for transient loads such as wind
or seismic forces.
7.9.3 The use of isolated footings that are located beyond the perimeter of the building and
support structural elements connected to the building is not recommended for Category ifi.
Where this condition cannot be avoided, the isolated footings should be connected to the
building foundation system with grade beams.
TABLE 7.9.1
FOUNDATION RECOMMENDATIONS BY CATEGORY
Foundation Minimum
Footing Depth Continuous Footing Interior Slab
Category (inches) ' Reinforcement Reinforcement
I 12 One No. 4 bar top 6 x 6 - 10/10 welded wire mesh
and bottom at slab mid-point
II 18 Two No. 4 bars top No. 3 bars at 24 inches on
and-bottom center, both directions
III 24 Two No. 5 bars top No. 3 bars at 18 inches on
and bottom center, both directions
CATEGORY CRITERIA
Category I: Maximum fill thickness is less than 20 feet and Expansion Index is less than or
equal to50.
.
Category II: Maximum fill thickness is less than 50 feet and Expansion Index is less than or
equal to 90, or variation in fill thickness is between 10 feet and20 feet.
Category ifi: Fill thickness exceeds 50 feet, or variation in fill thickness exceeds 20 feet, or Expansion.
Index exceeds 90, but is less than 130.
Notes: .
All footings should have a minimum width of 12 inches.
Footing depth is measured from lowest adjacent subgrade (including topsoil, if planned). These
depths apply to both exterior and interior footings..
All interior living area concrete slabs should be at least 4 inches thick for Categories I and H and 5
inches thick for Category M. This applies to both building and garage slabs-on-grade.
All interior concrete slabs should be underlain by at least 4 inches (3 inches for 5-inch-thick slab)
of clean sand or crushed rock.
All slabs expected to receive moisture sensitive floor coverings or used to store moisture sensitive
materials should be underlain by a vapor barrier covered with at least 2 inches of the clean sand
recommended in No.4 above.
Project No. 06105-12-04 -16- August 3, 2001
7.9.4 For Foundation Category ifi, th structural slab design should consider using interior
stiffening beams and connecting isolated footings and/or increasing the slab thickness. In
addition, consideration should be given to connecting patio slabs, which exceed 5 feet in
width, to the building foundation to reduce the potential for future separation to occur.
7.9.5 No special subgrade preparation is deemed necessary prior to placing concrete, however,
the exposed foundation and slab subgrade soils should be sprinkled, as necessary,, to
- maintain a moist soil condition as would be expected in any such concrete placement.
However, where drying of subgrade soils has occurred, reconditioning of surficial soils will
0
be required. This recommendation applies to foundations as well as exterior concrete
flatwork.
7.9.6 Where buildings or other improvements are planned near the top of a slope steeper than 3:1
(horizontal:vertical), special foundations and/or design considerations are recommended
due to the tendency for lateral soil movement to occur.
For fill slopes less than 20 feet high, building and wall footings should be
deepened such that the bottom outside edge of the footing is at least 7 feet
horizontally from the face of the slope.
Where the height of the fill slope exceeds 20 feet, the minimum horizontal distance
should be increased to W3 (where H equals the vertical distance from the top of
the slope to the toe) but need not exceed 40 feet. For composite (fill over cut)
slopes, H equals the vertical distance from the top of the slope to the bottom of the
fill portion of the slope. An acceptable alternative to deepening the footings would
be the use of a post-tensioned slab and foundation system or increased footing and
slab reinforcement. Specific design parameters or recommendations for either of
these alternatives, can be provided once the building location and fill slope
geometry have been determined.
• For cut slopes in dense formational materials, or fill slopes inclined at 3:1 (hori-
zontal:vertical) or flatter, the bottom outside edge of building and wall footings
should be at least 7 feet horizontally from the face of the slope, regardless of slope
height.
Swimming pools located within 7 feet of the top of cut or fill slopes are not
recommended. Where such a condition cannot be avoided, it is recommended that
the portion of the swimming pool wall within 7 .feet of the siope face be designed
assuming that the adjacent soil provides no lateral support. This recommendation
applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For
swimming pools located near the top of fill slopes greater than 30 feet in height,
additional recommendations may be required and Geocon Incorporated should be•
contacted for a review of specific site conditions.
Project No. 06105-12-04 -17- August 3, 2001
-. Although other improvements that are relatively rigid or brittle, such as concrete
flatwork or masonry walls, may experience some distress if located near the top of
a slope, it is generally not economical to mitigate this potential. It may be possible,
however, to incorporate design measures that would permit some lateral soil
movement without causing extensive distress. Geocon Incorporated should be
consulted for specific recommendations.
7.9.7 As an alternative to the foundation recommendations for each category, consideration
should be given to the use of post-tensioned concrete slab and foundation systems for the
support of the proposed structures. The post-tensioned systems should be designed by a
structural engineer experienced in post-tensioned slab design and design criteria of the
Post-Tensioning Institute (UBC Section 1816). Although this procedure was developed for
expansive soils, it is understood that it can also be used to reduce the potential for
foundation distress due to differential fill settlement. The post-tensioned design should
incorporate the geotechnical parameters presented on the following table entitled Post-
Tensioned Foundation System Design Parameters for the particular Foundation Category
designated.
TABLE 7.9.2
.... POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS
Post-Tensioning Institute (PT1)
Design Parameters
Foundation _Category
I II ifi
Thomthwaite Index -20 -20 -20
Clay Type - Montmorillonite Yes Yes Yes
Clay Portion (Maximum) 30% 50% 70%
Depth to Constant Soil Suction 7.0 ft. 7.0 ft. 7.0 ft.
Soil Suction 3.6 ft. 3.6 ft. 3.6 ft.
Moisture Velocity 0.7 in./mo. 0.7 in./mo. 0.7 in./mo.
Edge Lift Moisture Variation Distance 2.6 ft. 2.6 ft. 2.6 ft.
S. Edge Lift 0.41 in. 0.781n. 115in.
Center Lift Moisture Variation Distance - 5.3 ft. 5.3 ft. 5.3 ft.
Center Lift 2.12 in. 3.21 in. 4.74 in.
7.9.8 UBC Section 1816 uses interior stiffener beams in its structural design procedures. If the
structural engineer proposes a post-tensioned foundation design method other than UBC
Section 1816, it is recommended that interior stiffener beams be used for Foundation
Categories U and M. The depth of the perimeter foundation should be at least 12 inches fôr
Foundation Category I. Where the Expansion Index for a particular building pad exceeds
50 but is less than 91, the perimeter footing depth should be at least 18 inches; and where it
exceeds 90 but is' less than 130, the perimeter footing depth should be at least 24 inches.
Project No. 06105-12-04 -18- August 3, 2001
Geocon Incorporated should be-consulted to provide additional design parameters as
required by the structural engineer.
7.9.9 The recommendations of this report are intended to reduce the potential for cracking of
slabs due to expansive soils (if present), differential settlement of deep fills or fills of
varying thicknesses. However, even with the incorporation of the recommendations
presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions
may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of
S., concrete shrinkage cracks is independent of the supporting soil characteristics. Their
occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper
concrete placement and curing, and by the placement of crack control joints at periodic
intervals, in particular, where re-entry slab corners occur.
7.10 Retaining Walls and Lateral Loads
7.10.1 Retaining walls not restrained at the top and having a level backfill surface should be
designed for an active soil pressure equivalent to the pressure exerted by a fluid density
of 30 pounds per cubic foot (pcf). Where the backfill will be inclined, at no steeper than 2.0
to 1.0, an active soil pressure of 40 pcf is recommended. These soil pressures assume that
the backfill materials within an area bounded by the wall and a '1:1 plane extending upward
from the base of the wall possess an Expansion Index of less than 50. For those lots with
finish grade soils having an Expansion Index greater than 50 and/or where backfill
materials do not conform to the above criteria, Geocon Incorporated should be consulted
for additional recommendations.
7.10.2 Unrestrained walls are those that are allowed to rotate more than 0.001H at the top of the
wall. Where walls are restrained 'from movement at the top, an additional uniform pressure
of 7H psf (where H equals the height of the retaining wall portion of the wall in feet)
should be added to the above active soil pressure.
.
7.10.3 All retaining walls should be provided with a drainage system adequate to prevent the
buildup of hydrostatic forces and should be waterproofed as . required by the project
architect. The use of drainage openings through the base of the wall (weep holes, etc.). is
not recommended where the seepage could be a nuisance or otherwise adversely impact the
property adjacent to the base of the wall. The above recommendations assume 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 drainage details 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 having a minimum depth and width of one foot may be
designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet
below the base of the wall has an Expansion Index of less than 90. The proximity of the
foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing
pressure. Therefore, Geocon Incorporated should be consulted where such a condition is
anticipated. The location of wall footings, however, should comply with the
recommendations presented in Section 7.9.6.
7.10.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid
density of 300 pcf is recommended for footings or shear keys poured neat against properly
compacted granular fill soils or undisturbed natural soils. The allowable passive pressure
assumes a horizontal surface extending at least 5 feet or three times the surface generating
the passive pressure, whichever is greater. The upper 12 inches of material not protected by
floor slabs or pavement should not be included in the design for lateral resistance. An
allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and
concrete. This friction coefficient may be combined with the allowable passive earth
pressure when determining resistance to lateral loads.
7.10.6 The recommendations presented above are generally applicable to the design of rigid
concrete or masonry retaining walls having a maximum height of 8 feet. In the event that
walls higher than 8 feet or other types of walls are planned, such as crib-type walls, Geocon
Incorporated should be consulted for additional recommendations.
7.11 Slope Maintenance
7.11.1 Slopes that are steeper than 3:1 (horizontal:vertical) may,.under conditions which are both
difficult to prevent and predict, be susceptible to near surface (surficial) slope instability.
The instability is typically limited to the outer three feet of a portion of the slope and
usually does not directly impact the improvements on the pad areas above or below the
slope. The occurrence of surficial instability is more prevalent on fill slopes and is
generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of
subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result
from root growth, soil expansion, or excavation for irrigation lines and slope planting, may
also be a significant contributing factor to surficial instability. It is, therefore, recom-
mended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be
either removed or properly recompacted, (b) irrigation systems be periodically inspected
and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and
adjacent to slopes be periodically maintained to preclude ponding or erosion. It should be
noted that although the incorporation of the above recommendations should reduce the
Project No. 06105-I2-04 -20- August 3, 2001
potential for surflcial slope instability, it will not eliminate the possibility, and, therefore, it
may be necessary to rebuild or repair a portion of the projects slopes in the future.
7.12 Drainage
7.12.1 Establishing proper drainage is imperative to reduce the potential for differential soil
movement, erosion and subsurface seepage. Positive measures should be taken to properly
finish grade the building pads alter structures and other improvements are in place, so that
drainage water from the building pads and adjacent properties is directed to streets away
from foundations and tops of slopes. Experience has shown that even with these provisions,
a shallow groundwater or subsurface condition can and may develop in areas where no
such condition existed prior to site development. This is particularly true where a
substantial increase in surface water infiltration results from an increase in landscape
irrigation.
7.13 Plan Review
7.13.1 The geotechnical engineer and engineering geologist should review the grading and
foundation plans prior to finalization to verify their compliance with the recommendations
of this report and determine the necessity for additional comments, recommendations
and/or analysis.
Project No. 06105-12-04 -21- August 3, 2001
LIMITATIONS AND UNIFORMITY OF CONDITIONS
I
The recommendations of this report pertain only to the site investigated and are based upon
the assumption that the soil conditions do not deviate from those disclosed in the
investigation. If any variations or undesirable conditions are encountered during construction,
or if the proposed construction will differ from that anticipated herein, Geocon Incorporated
should be notified so that supplemental recommendations can be given. The evaluation or
identification of the potential presence of hazardous or corrosive materials was not part of the
scope of services provided by Geocon Incorporated.
This report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the information and recommendations contained herein are
brought to the attention of the architect and engineer for the project and incorporated into the
plans, and the necessary steps are taken to see that tha contractor and subcontractors carry out
such recommendations in the field.
3. The findings of this report are valid as of the present date. However, changes in the
conditions of a property can occur with the passage of time, whether they be due to natural
processes or the works of man on this or adjacent properties. In addition, changes in
applicable or appropriate standards may occur, whether they result from legislation or the
broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly
or partially by changes outside our 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
PROJECT NO. 0610542-04
ASSUMED CONDITIONS:
Slope Height
Slope Inclination
Total Unit Weight of Soil
Angle of Internal Friction
Apparent Cohesion
No Seepage Forces
H = 60 feet
2:1 (Horizontal :Vertical)
= 130 pounds per cubic foot
32. degrees
C = 300 pounds per square foot
ANALYSIS:
10 = 7H tanè Equation (3-3), Reference 1
C
FS = Q Equation (3-2), Reference 1
yH
44 = 16 CalculatedUsing Eq. (3-3)
Ncf = 45 Determined Using Figure 10, Reference 2
FS = 1.73 Factor of Safety Calculated Using Eq. (3-2)
REFERENCES:
Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics,
Series No. 46, 1954.
Janbu, N., Discussion of J. M. Bell, Dimensionless Parameters for Homogeneous Earth Slopes,
Journal of Soil Mechanics and Foundation Design, No. SM6, November 1967.
flLL SLOPE STABILITY ANALYSIS
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
FIGURE 13
PROJECT NO. 06105-12-04
ASSUMED CONDITIONS:
Slope Height H = Infinite
Depth of Saturation Z = 3 feet • Slope Inclination 2:1 (Horizontal :Vertical)
Slope Angle i = 26.5 degrees
Unit Weight of Water 7w = 62.4 pounds per cubic foot
Total Unit Weight of Soil yt = 130 pounds per cubic foot
Angle of Internal Friction = 32 degrees
Apparent Cohesion C = 300 pounds per square foot
Slope saturated to vertical depth Z below slope face.
Seepage forces parallel to slope face
ANALYSIS:
FS = C+(y1 — y)Zcos2i tan 0
=5.7
rt zsinicosi
REFERENCES:
Haefeli, R. The Stability of Slopes Acted Upon by Parallel Seepage, Proc. Second International
Conference, SMFE, Rotterdam, 1948, 1, 57-62.
Skempton, A. W., and F. A. Delory, Stability ofNatural Slopes in London Clay, Proc. Fourth
International Conference, SMFE, London, 1957, 2, 378-81.
SURFICIAL SLOPE STABILITY ANALYSIS
VILLAGES OF LA COSTA—THE OAKS
CARLSBAD, CALIFORNIA
FIGURE 14
APPROVED FILTER FABRIC
6" DIA. PERFORATED
SUBDRAIN PIPE
1" MAX. OPEN-GRADED
A..- AGGREGATE 9 CUBIC FT./FT.
/ MINIMUM
5 MIN.
NOTES: -
1 ..... SUBDRAIN PIPE SHOULD BE 6-INCH MINIMUM DIAMETER, PERFORATED, THICK
WALLED SCHEDULE 40 PVC, SLOPED TO DRAIN AT 1 PERCENT MINIMUM AND
CONNECTED TO STORM DRAIN SYSTEM OR APPROVED OUTLET.
2 ..... WHERE DRAIN EXCEEDS 500 FEET PIPE DIAMETER SHOULD BE INCREASED
TO 8 INCHES
3.....FILTER FABRIC TO BE MIRAFI 140N OR EQUIVALENT
NO SCALE
I TYPICAL SUBDRAIN DETAIL
0 GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 858 558-6900 - FAX 858 5586159
ASIJMW DSK/E0000
VILLAGES OF LA COSTA
THE OAKS
CARLSBAD, CALIFORNIA
DATE 08-03-2001 IPROJECT NO. 06105- 12 - 04 1 FIG. 15
R14110RAFT1N61X.JII62JJMW -
APPENDIX A
FIELD INVESTIGATION
The latest phase of field investigation was performed during the period of October 6 through
October 14, 1999, and consisted of additional geologic mapping and excavation of 15 exploratory
trenches and 13 hydraulic "air track" drill holes. The approximate locations of the trenches and
borings are shown on the Geologic Maps, Figures 2 through 12.
The exploratory trenches were excavated by means of a Caterpillar 350 Trackhoe, equipped with a
30-inch-wide bucket. An Ingersoll-Rand 500 pneumatic percussion, 4-inch-diameter drill with
hydraulic pull-down was used for the air-track holes at selected locations in order to gain additional
information regarding the rippabiity characteristics of the underlying bedrock.
During the excavations of trenches, the materials encountered were visually examined, classified, and
logged. Logs of the exploratory trenches are presented on Figures A-i through A-iS. A graphical
representation of each of the air-track borings is presented on Figures A-16 through A-29. The graphs
depict the rate (in seconds per foot) at which the drill penetrated each foot of depth examined.
'•1
Project No. 06105-12-04 August 3, 2001
PROJECT NO. 06105-12-01
TRENCH TI
HI-
>-
H' DEPTH SOIL -
FEET NO.
SAMPLE 0 C3 CLASS
ELEV. (MSL.) 415 DATE COMPLETED 10/8/99 CC LL
j
zl.L
• EQUIPMENT CAT 350 30" BUCKET
.
CL
MATERIAL DESCRIPTION 0. -
- - SC-GC
- - TOPSOIL + + \ Loose, dry, dark red-brown, Gravelly, Clayey, fine
2- \_SAND -
. - + - SANTIAGO PEAK VOLCANICS
.- + Weathered, fractured, reddish-brown to olive-gray, 4 - + very strong VOLCANIC ROCK -
- + + . -Joints: N30W, 70SW (primary)
+ . N20E vertical (secondary)
6 - + + (Andesite? flow, lahar with intense, 2" spaced -
+ fractures, with thin (1/8") clay linings)
- + + • -Abundant pyrite (FeS2) in 1mm to 5mm cubes; -
8 - _____ - • possiblearsenopyrite(?)
TRENCH TERMINATED AT 8 FEET
REFUSAL
Figure A-i, Log of Trench T 1 S TORGE
D S AMPLE SYMBOLS SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED.- IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
TRENCH T2 CDI— o g,.:-% DEPTH SAMPLE SOIL
FEET CLASS ELEV. (MSL.) 470 DATE COMPLETED 10/8/99 CUSCS) CnW
CD EQUIPMENT CAT 350 30" BUCKET
Q 0 Ca
MATERIAL DESCRIPTION
- _
SC TOIL
dry, dark reddish-brown, Gravelly, Clayey - 2 - LSANZ 4 'L- - ,s SANTIAGO PEAK VOLCANICS -
Fractured, slightly weathered, reddish-brown to
"S 4 - olive, strong VOLCANIC ROCK -
i -Joints: N35E, steep-vertical -
-Lahar breccia andesite, with joints spaced 12"
6" apart, with 1/8"-l" argillized seams
TRENCH TERMINATED AT 6 FEET
REFUSAL
Figure A-2, Log of Trench T 2 TORGE
F
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
] DISTURBED OR BAG SAMPLE & ... CHUNK SAMPLE Y --- WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT-NO. 06105-12-01
>- w TRENCH T 3 CD DC I— ZW,.%
DEPTH IN.SAMPLE SOIL
CLASS ELEV. MSL.) 497 DATE COMPLETED 10/8/99
'
FEET (USCS)
CD EQUIPMENT CAT 350 30" BUCKET
0 C.)
____
MATERIAL DESCRIPTION
____
SC TOPSOIL
Loose, dry, reddish-brown, Gravely, Clayey SAND
- SANTIAGO PEAK VOLCANICS ..
- Fractured, slightly weathered, reddish-brown to -.
____ L.L... -
olive, very strong VOLCANIC ROCK
.4 - -Joints: N-S, vertical
N5OE, 8ONW
I -Lahar breccia andesite with 12" +- spaced \_joint-fractures
TRENCH TERMINATED AT 4 FEET
REFUSAL
Igure A-3, Log of Trench T 3 TORGE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE f... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
TORGE
ROJECT NO. 06105-12-01
CDI- TRENCH T4
DEPTH SAMPLE SOIL
•
CLASS ELEV. (MSL.) 500 DATE COMPLETED 10/8/99 FEET (USCS)
CD EQUIPMENT CAT 350 30" BUCKET
MATERIAL DESCRIPTION 0 -'
TOPSOIL
4 L..
£
-
2 -
-
4 -
-
6 -
Loose, dry, dark red-brown, Gravelly, Clayey
\ SAND
'SANTIAGO PEAK VOLCANICS
Fractured, slightly weathered, red-brown to dark
olive, very strong VOLCANIC ROCK
-Joints: N75E, steep-vertical
- N70W,60SW ____
-Andesite flow, with joint fractures approx. 1-6
\ apart
TRENCH TERMINATED AT 6 FEET
REFUSAL
Figure A-4, 1j of Trench T 4
PLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) I SAM
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
- DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT 'OTHER LOCATIONS AND TINES.
- W TRENCH S I-
DEPTH SAMPLE 9 SOIL c LL
NO. CLASS ELEV. (MSL.)448 DATE COMPLETED 10/8/99 4 co w .: FEET (USCS)
EQUIPME
WHO
NT CAT 350 30" BUCKET WWCO Ix
MATERIAL DESCRIPTION
COLLUVIUM -
T5-1 CL- M Stiff, damp, dark brown, Silty CLAY; with
2 / scattered angular fine volcanic gravel
4-.
SANTIAGO PEAK VOLCANICS .4 Very weathered, fractured, light red-brown, weak
6 - 4 VOLCANIC ROCK, with numerous random
, - fractures, jarosite and coatings; also clay-lined
- 1- fractures of lahar-breccia; excavates to 1 to 3"
8 - ChUnkS
1
1
10 1,JL,,
-
1'- LL.
I-'
'44 14
"S
16 - 4 t'L.
4
"S
IQ - LU
"S
-
"S
20- V r
22-
-
4 t'L
- -
TRENCH TERMINATED AT 23 FEET
Figure A-5, Log of Trench T 5 TORGE
SAMPLE SYMBOLS 0... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
...
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
TRENCHT6
L) LLI x DEPTH SAMPLE 3 SOIL 0 0
FEET ELEV. (MSL.)473 DATE COMPLETED 10/8/99
W HO HP
EQUIPMENT CAT 350 30" BUCKET
Q__••S 0 C.)
MATERIAL DESCRIPTION 0 -
• couuvm -
Soft, very moist, olive-brown, Sandy CLAY
:/.
CL
/ -
8-
- SANTIAGO PEAK VOLCANICS - • Very weathered, intenslyfractured and altered,
10 - light reddish-brown, very weak VOLCANIC -
ROCK
12 - -Upon excavation, disintegrates to Sandy CLAY;
with fragments of hydrothermally-altered andesite
-
- 4 ' t- • - CL lahar-breccia • -14- -
-
16 IT-
4P'L.
-
• - 4L- -
-18- 4t' -
- 4Nj.. -
:3 BU 4NL.
- 22 -
-
Weathered and fractured, reddish-brown to olive,
4 weak VOLCANIC ROCK; upon excavation,
- disintegrates to 24" chunks of andesite -
• , - lahar-breccia, with clay-lined joints -24- -
- -_________________
TRENCH TERMINATED AT 25 FEET
tigure A-b, Log 01 Irencli I b TORGE
SAMPLE SYMBOLS U .. SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
c I- TRNCHT7 I.'
DEPTH C SOIL . j.- w5
SAMPLE
NO CLASS ELEV. (MSL.) 345 DATE COMPLETED 10/8/99 wj FEET (USCS) I-. . WQ C
EQUIPMENT CAT 350 30" BUCKET w Min W. U
MATERIAL DESCRIPTION
0
COLLUVIUM -
Loose, dry, medium brown, very Silty, Gravelly
2 - fine SAND - SM
-
4 SANTIAGO PEAK VOLCANICS -
4 r . Very fractured, weathered, light reddish-brown,
4 strong VOLCANIC ROCK -
-Lahar-breccia andesite excavates to 14" chunks
- 4r-L. -
8 - '4 -Joints: N75W, 60S -
. 4L- -
10
-
4
-Becomes less fractured, excavates 6-12" chunks -
- ,•_,
-12- -
TRENCH TERMINATED AT 13 FEET
NEAR-REFUSAL
.L1LuV tI, JUV6 UL 1IVI1.J.L I I TORG
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL I0 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
>- w TRENCH T. 8
DEPTH
CD o 1
SOIL
Zw -. )-
IN SAMPLE
NO x z CLASS ELEV. (MSL.) 455 DATE COMPLETED 10/11/99 FEET (USCS) W HO
EQUIPMENT CAT 350 30" BUCKET z WWM 0 U
MATERIAL DESCRIPTION -0 - ____
IcA
. COLLUVIUM -
T8-1 CL Stiff, moist, reddish-brown, very Gravelly, Sandy
CLAY
- 4
/ T SANTIAGO PEAK VOLCANICS -
- 4 - L. Very fractured, weathered, reddish-brown, weak - I 4 r'j.. VOLCANIC ROCK 6 , - -Andesitic, with 1/4" clay seams along - .1 ' 1- joint-fractures spaced, 1"-6" apart . -
4 L. -Hydrothermally altered, with pseudomorphic and
8 fine pyrite - 4 -Joints: N35W, 70SW
- N40E,75SE -
-10 - -'1- -
-Becomes light gray-olive, strong, with joints 6" +
- 12 spacing -
•
14- - 4 rL.
TRENCH TERMINATED AT 15 FEET
4 L-
REFUSAL
Figure A-S, Log of Trench T S TORGE
SAMPLE SYMBOLS U... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 10 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
TRENCHT9 .
DEPTH
IN SAMPLE X
SOIL
S Imc
FEET NO. ccSs ELEV. (MSL.)490 DATE COMPLETED 10/11/99
CD EQUIPMENT CAT 350 30" BUCKET
WHO Cn
-'
HW
MATERIAL DESCRIPTION -0 - ____ ____
SC
\ Loose, dry, dark reddish-brown, Gravelly, Clayey - 2 - \ SAND -
- - - SANTIAGO PEAK VOLCANICS
- 4 -
Slightly weathered, fracture, reddish-brown to 4 r olive, strong VOLCANIC ROCK
-Joints: NSOW, 259, 1"-6" spacing -
/ r N1OW, 80E - - 'I
- - 4L. -Becomes less fractured, 12"+ spacing, olive-gray 0 -
andesite lahar breccia
TRENCH TERMINATED AT 7.5 FEET
REFUSAL
Figure A-9, Log of Trench T 9 TrWrF
0 SAMPLE SYMBOLS .. SAMPLING UNSUCCESSFUL IJ . . - STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
TRENCH Tb z .- CD DC ,— o DEPTH SAMPLE CD x
SOIL
CLASS
HI—
FEET z
CUSCS) C ELEV. (MSL.) 520 DATE COMPLETED 10/11/99 M G M Ujj cow H _JW
CD EQUIPMENT CAT 350 30" BUCKET .
Ui
w CL
MATERIAL DESCRIPTION
COLLUVIUM
SC Stiff, dark reddish-brown, Gravelly, very Clayey
- 2 SAND
- — -Veryirregular contact
SANTIAGO PEAK VOLCANICS -. - 4 4 N.. Very weathered, reddish-brown to olive, weak
- .
4N.. VOLCANIC ROCK; mixed with granitic rock -
-With clay seams along fractures spaced 1/2" to 3" - - 4 apart
-Joints: N50W, 80SW S -
N4OE,755E
- - 8 4N.. .
- r-
-
- 10 -
r -Becomes stronger, but still highly fractured -
12 -
I'-. (dikes, medium gray tonalites?) -
-
14 -
4Ng..
16 -
4 N,
V 1 -
4 N -
18 - -
I'-
•
20 -
TRENCH TERMINATED AT 20 FEET
Figure A-b, Log of Trench 1' 10 TORGE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
TRENCH T 11 >-
DEPTH SAMPLE SOIL HI
FEET ELEV. (MSL.)564 DATE-COMPLETED 10/11/99 Cfl j z
_J cc w cno EQUIPMENT CAT 350 30" BUCKET
O_ _•-• U
MATERIAL DESCRIPTION
SM 0
- - TOPSOIL
Loose, dry, dark brown, Gravelly, Silty SAND - 2 - 4Ir L SANTIAGO PEAK VOLCANICS
- - Weathered and fractured, humid, olive to
4 -
1- red-brown, moderately strong VOLCANIC ROCK
4 I 1- -Joints: N45W, 75SW -
- N60E, 8OSE -
••'- -
- -
-Becomes stronger, with joints spaced 12" +- -
-8 -
4 FL.
4r-L.
10 -
I'.. - -
It- -12-
TRENCH TERMINATED AT 12 FEET
REFUSAL r
Figure A-il, Log of Trench T 11 S TORGE
0 SAMPLE SYMBOLS - -. SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
- - ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE - ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
TRENCH.T12 CDI-
DEPTH SAMPLE SOIL C S UJ)
FEET NOIN CLASS cc\ . ELEV. (MSL.) 360 DATE COMPLETED 10/11/99 w• (USCS)
_J CD EQUIPMENT CAT 350 30" BUCKET zcn-j 0z
Em-
MATERIAL DESCRIPTION
:i-
— ALLUVIUM -
- -
-
Loose, humid, dark gray-brown, Gravelly, Silty
SAND 2 SM -With _some _clay, _burrows, _voids
4 N-
- 4 - SANTIAGO, PEAK VOLCANICS -
Fractured, slightly weathered, brown to olive, / Ir
N moderately strong VOLCANIC ROCK; andesite - 4Ir - flow with fractures2u12 apart - - 6
- 4 Joints: N-5, 70E -
/ N40W, 35SW
8.- - N N45W,50NE - 1 -Becomes much stronger, less fractured (>12)
TRENCH TERMINATED AT 9 FEET
NEAR REFUSAL
A. LJJ UI .11 S&LJI TORGE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 10 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
DI
nuu fll%LUfl ,rrI.L JJI.J ?I Ifl DUKLNU UK IIWNL.fl LUt.IIUN AMU Al III
DATE INCAT ED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
0 1—TRENCH T13 —;.
DEPTH SAMPLE . . IN X
FT NO. !
CLASS ELEV. (MSL.)398 DATE COMPLETED CUSCS). 10/11/99. HZ 0
EQUIPMENT CAT 350 30" BUCKET w w
MATERIAL DESCRIPTION
cou.uvruM .
!- .1 SM Loose, humid, dark brown, Gravelly, Silty coarse 2 - •{1. SAND
4 - +. . ESCONDIDO CREEK GRANODIORITE -
+ + Very weathered, fractured, light brown to reddish
- + brown, weak GRANITIC ROCK - ++
+ . -
- ++ .
+
++ -;
+
- + + . -Joints: N10E, 70E
10 - + N75W,40SW
++ -12- -i- - -
++
+
-14-
- - ++
16-
- - . -Becomes stronger, fractures >6" apart and slightly -
- 18 - ± weathered
++
-20-
TRENCH TERMINATED AT 20 FEET
NEAR-REFUSAL
Itigure A-li, Log 01 'IrencliT 13 TORGE
0 AMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST U .. DRIVE SAMPLE (UNDISTURBED)
Es DISTURBED OR BAG SAMPLE 10 •.. CHUNK SAMPLE .. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06105-12-01
CD I—TRENcHT14.
9 DEPTH SAMPLE SOIL
FEET ELEV. (MSL.)406 DATE COMPLETED 10/11/99
EQUIPMENT CAT 350 30" BUCKET Ix a MEW CL
MATERIAL DESCRIPTION -0•-
0 - .': I Topson.. -
SM Loose, dry, dark brown, Gravelly, Silty, coarse
ii:f __
SAND -
++
+ ESCONDIDO CREEK GRANODIOR1TE
4 - + + Very fractured, weathered, light reddish-brown, -
+ moderately -strong GRANITIC ROCK, with • + + joint-fractures spaced 2-6" apart -
- U .
++ .•. •0
-
++
S -
++
-10- • ±-•- ___ ______________________________ ___ ___ ___
TRENCH TERMINATED -AT 10 FEET
Figure A-14, Log of Trench T 14
D AMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST N.... DRIVE SAMPLE (UNDISTURBED)
Es DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE 3E •.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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
TRENCHT1S >- CDI-
DEPTH DC w5 SOIL
FEET
SAMPLE
NO CLASS ELEV. (MSL.) 457 DATE COMPLETED 10/11/99 , (USCS)
CD EQUIPMENT CAT 350 30" BUCKET a._•-' U
MATERIAL DESCRIPTION
-
• 0 ;fli- SM
- TOPSOIL
+ + - Loose, thy, dark brown,Silty, medium SAND
2 - +
- scormo CREEK GRANODIORJTE
- + Fractured, slightly weathered, light brown, very -
+ + strong GRANITIC ROCK
.4- .+
- ++
+
++
- +
- ++
+ -
- -
++
+ -Becomes less fractured (>6" spacing)•• -
++
-10 -
TRENCH TERMINATED AT 10 FEET • • REFUSAL
Figure A-15, Log of Trench T 15 TORGE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in accordance with generally accepted test methods of the American
Society for Testing and Materials (ASTM) or other suggested procedures. Selected soil samples were
tested for expansion potentials.
The results of our laboratory tests are presented as follows in Table B-I.
TABLE B-I
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
Sample
No.
Moisture Content Dry Density
pci)
Expansion
Index Classification Before Test After Test
T5-1 11.7 24.4 104.7 . 31 Low
T5-2 1.0.4 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 1 Medium
T17-2 1 7.0 1 16.1 122.9 15 1 Low
Project No. 06105-12-04 August 3, 2001
APPENDIX C
SELECTED BORING AND TRENCH LOGS
AND LABORATORY TESTING
FROM
SUPPLEMENTAL SOIL AND GEOLOGIC INVESTIGATION
FOR RANCHO SANTA FE ROAD ALIGNMENT,
CARLSBAD, CALIFORNIA,
JANUARY 8, 1990 (PROJECT NO. 04367-1-102).
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
:J January 8, 1990
FILE NO. O-4367402
BORING SB 1
DEPTH 3 SOIL
FEET
SAMPLE
ELEVATION327 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
Qs 0 (3
MATERIAL DESCRIPTION
0 .-
- ALLUVIUM
n CL Loose, damp to very moist, light brown, 2
- SB 1-1 Silty CLAY, with little sand and gravel 2
-
4 - - r'r' BONSALL TONAL1TE
Very dense, saturated, light brown,
- SB 1-2 Gravelly Silty CLAY: slightly weathered 32 6 - fractured, GRANITIC BEDROCK
- SB 1-3 1 foot/4 minute drill rate
8 -
BORING TERMINATED AT 8 FEET
(REFUSAL DUE TO BEDROCK)
r
Figure A-i Log of Test Boring SB 1, page 1 of 1 LCSE
0... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE i... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-60
ul BORING SB 2 I-
DEPTH SAMPLE SOIL H - H
NO CLASS ELEVATION329 DATE COMPLETED 9/29/89 FEET (USCS) U) 936 U1 • .J EQUIPMENT ROTARY WASH DRILLRIG
CL a
MATERIAL DESCRIPTION -0 -
- ALLUVIUM
Medium dense, moist, red brown, Clayey
- 2 SB2-1 SC SAND, with some silt 15 119.4 7.8
- SB2-2
- 20 109.1 20.1
8 Gravel encountered at 8 feet
10
- SB2-3 - 11 18.7
- GC BONSALL TONAL1TE
Very dense, orange to brown, Gravelly
12 - Clayey SAND, moderately weathered ______ • -
GRANITIC BEDROCK S
BORING TERMINATED AT 12 FEET
(REFUSAL DUE TO BEDROCK)
Figure A-2 Log of Test Boring SB 2, page 1 of 1 LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4361•402
BORING SB 3
DEPTH 0 SOIL
FEET S
CLASS ELEVATION331 DATE COMPLETED 9/29/89
EQUIPMENT ROTARY WASH DRILLRIG
[L M 0 C)
MATERIAL DESCRIPTION 0 -' ____
- ____ ___ ________________________
SC ALLUVIUM -
Medium dense, red-brown, damp to moist,
- 2 SB3-1 Clayey SAND, with some silt and gravels
- 26 125.4 10.5
- Medium to high frequency of gravels - SB3-2 encountered at 2 feet
4. -
- . BONSALL TONAL1TE -
- 6 .
,.. SM Very dense, light brown, Gravelly, Silty - SAND, moderately weathered GRANITIC
- BEDROCK
BORING TERMINATED AT 7 FEET
1-igure A—i Log 01 Test Boring SB 3, page 1 of 1 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE, ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TINES.
January 8; 1990
FILE NO. 0-4367402
BORING SB4
DEPTH S 9 soii M W SAMPLE
NO. ELEVATION326 DATE COMPLETED 9/29/89 FEET
EQUIPMENT ROTARY WASH DRILLRIG
0 a
MATERIAL DESCRIPTION 0-
- :
Loose, saturated, dark brown SAND. 2
- SB4-1 sp with Some silt 4 119.0 16.2
-
6 -
SB4-2
Medium dense to dense, saturated, dark :y - __ 20 105. 24.5
SB4-3 GP gray-brown, Gravelly SAND with some
silt
8
- 10 SB4-4 • - O/1O 129.1 12.2 BONSALL TONAL1TE -
••. Very dense, saturated, gray-brown,
- 12 Gravelly Silty SAND, moderately
- weathered GRANITIC BEDROCK
--
-14
. • Drill rate=1 foot/5 minute 50/7"
16
• BORING TERMINATED AT 16 FEET
Figure A-4 Log of Test Boring SB 4, page 1 of 1 LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL Ii ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
- DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402.
DEPTH
BORING SB 5
- 3 3 SOIL
IN SAMPLE
x ELEVATION 254 DATE COMPLETED9/29/89 FEET
ul
C EQUiPMENTROTARYWASHDRILLRIG z a. •.- 0 C)
MATERIAL DESCRIPTION -0-
: ML ALLUVIUM.
Loose, slightly moist to very moist,
- 2
- SB5-1 gray-brown, Sandy SILT, with some . 4 .839 29.9 - -
: gravel, little recovery
- 4 - . Medium gravel encountered at 4 feet -
- SB5-2 SC - - - Medium dense, very moist, i1-brown-------11 110.8 19.6 - 6 - Clayey SAND, with medium-gravel
- SB5-3
-
10 SB54
-
. 10 100.8 20.I DELMAR FORMATION
- CL Stiff, very moist, greenish brown with - - 12 - orange, Silty CLAY. very plastic, highly - weathered
- -
. Very stiff, occasional gravel at 13 feet -
- 14 -
-
- - SBS-5 -
Very ;r:;;; ;;: ;a;;;e;, —43 119.8 16.3
- 16 - Silty CLAY, with some gravel
CL
- 18 - Hard, slightly weathered at 18 feet -
- 20 SB54 . . . .. •. 50/7" 124.1 13.3
- 22
24
50/4" BORING TERMINATED AT 25 FEET
Figure A-5 Log of Test Boring SB 5, page 1 of 1 LCSE
SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE .. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS. NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
)- tu BORING SB 6
DEPTH SAMPLE
o SOIL
F'
' W x
IN
FEET
o z CLASS
CUSCS) ELEVATION 265 DATE COMPLETED9/29/89 ( - 0
EQUIPMENTROTARYWASHDRILLRIG
MATERIAL DESCRIPTION -0-
- - ALLUVIUM
Stiff, red-brown, moist to very moist,
- 2
- SB6-1 CL Sandy CLAY, trace gravel 9 109.2 20.9
-4-
-
- SB6-2 y_
- - - ...._ 3 99.8 2
-
7.3 Light brown, very moist to saturated, SB6-3 Silty CLAY
- 8 - Medium gravel encountered at 8 feet
- 10
- SB64 - 2 1177 Io.
- - DELMAR FORMATION
Very stiff, light gray-green with orange,
- 12 - very moist to saturated, Silty CLAY, with
- -
trace gravel, highly weathered
- 14 -
-
-
- 16
-
SB6-5
- - - - Tan to light green-gray, moist, Silty ----_____ - CL 50'8 125.9 12.
CLAY, with fine to medium sand,
- - moderately weathered
Large, fresh boulder encountered
- at 17 feet, no advance
BORING TERMINATED AT 17.5 FEET
1-Igure A-b Log of Test Boring SB 6, page 1 of I LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE Z... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
J January 8, 1990
FILE NO. D-4367-402
). Ui BORING LB 1
DEPTH 0 -' 3 SOIL H0)-
>.
H
IN SAMPLE
NO CLASS ELEVATION 263 DATE COMPLETED 9/28/89 _______ _______
-
FEET H 0 (USCS)
UJUlO Z o EQUIPMENT 30" BUCKET DRILL uJ _'- 0 (3
MATERIAL DESCRIPTION
-•0 - ___ ___________________________ ___ ___ __
- . TERRACE DEPOSIT
Loose, moist, dark reddish-brown, very
SC Clayey, Pebbly SAND
-4.
- LB1-1 2 123.1 10.8 -6
-
10 -
-
12 -
-
- 14
. LBI-2
- 2 112.1 19.1
3 inch thick dark brown, silty sand with 16 - carbon and ancient topsoil near horizontal
- - bed at 15 feet
Becomes saturated at 17 feet
- 18 -
- Strong seepage
- Very irregular, but sharp depositional
7 130.2 11.2 - 20
- LB 1-3 contact; channel scour
-
-22- SANTIAGO PEAK VOLCANICS
.. CL Hard, wet, light brown, mottled white, brown, - - • altered andesitic VOLCANICROCK; random - fracturing abundant;
- 24 . _• . Hydrothermal alteration of rock to a Sandy - CLAY -
-26-
- Becomes very hard at 27 feet -
- 28 _
-
- -
Figure A-i Log of Test Boring LB 1, page 1 of 2 LCSE
SAMPLE SYMBOLS SAMPLING UNSI±CESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... TER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I iT
January 8, 1990
YI c um 1.LL7Ln)
BORING LB 1 z
• DEPTH SAMPLE SOIL S
Uj
IN
FEET MO.'LASS ELEVATION263 DATE COMPLETED 9/28/89
m woo EQUIPMENT 30" BUCKET DRILL iii 5
MATERIAL DESCRIPTION 30 -
-
iogiicj_ri_.IvUNAr1D_AT_30_Fh
Figure A-8 Log of Test Boring LB page 2 of 2 .1, LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL LI ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402 - -.
)- W BORING LB 2
DEPTH SAMPLE
IL
SOIL " '-. 3 CLASS ELEVATION 274 DATE COMPLETED 9/28/89 _______ ______ FEET (USCS)
ILl Z EQUIPMENT 30" BUCKET DRILL >-
ILlIXI __- a. o
MATERIAL DESCRIPTION
0 -
- LANDSLIDE DEBRIS - Stiff, damp, reddish-brown, very Sandy-
CL-SC Gravelly CLAY S -
.4- -
-
-
- 10 - -
- 12 - -
- 14
• - Remolded clay seam 3 inch-8 inch; N1OE, - ______
CL -
1.
114.6 16.3
- LB2-1 lOSE; wet, plastic, light green-tan at ' 1.4.5 feet - 16 p -
- .
t. ------------------------------------ Soft, moist-wet, light greej, motled with - red-tan, Sandy CLAY: highly fractured with
- 18 • remolded seams -.
Remolded clay seam 1/8 inch-1/2 inch -
- thick N70E, 8S; light green-tan wet, -
20
-
plastic, slickensided at 17 feet
- 2 117.6 16.6 LB2-2 Remolded clay seam; E-W, SS; 1/8 inch-
- LB2-3 SC 1/4 inch thick, wet, slickensided
/ 22 -
(Base-Of-Slide) at 20 feet
-
- ALLUVIUM
Dense, moist, mottled tan-red, very 24 - Clayey-Gravelly SAND -
Irregular depositional contact
SANTIAGO PEAK VOLCANICS
- 26- _
Dense, wet, mottled red-brown, altered- -
- L324 weathered andesitic VOLCANIC ROCK, - 4 125.6 13.0
- 28 - highly fractured (random) - - __
- . Seepage -
- BORING TERMINATED AT 30 FEET
Figure A-9 Log of Test Boring LB 2, page 1 of 1 LCSE
0 ... SAMPLING UNSUCCESSFUL Ii ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
w I- )- lu .uKINIU ç
,,
1 - c ui j
o
DEPTH
IN SAMPLE SOIL
IIL (fl cc
FEET NO X Z CLASS ELEVATION 298 DATE COMPLETED9/29/89 W(USCS) 6 N 0
EQUIPMENT 30"BUCKET DRILL
0
____ ___
MATERIAL DESCRIPTION
-•
- . LANDSLIDE DEBRIS
Loose, damp, dark reddish-brown Clayey-
- 2 Sandy COBBLE-GRAVEL
- LB3-1 SC-GC S 3 116.3 10.8
-
. LB3-2
-6
-8
10
12 -
14- 12 inch thick sandy clay layer; irregular-
- indistinct bedding from 14-16 feet
16-
18 -
20 - - Very irregular contact with some (1/2-
-
1 inch) white wet clay at base
SANTIAGO PEAK VOLCANICS 22-
__ • Very dense, moist, white-tan-red
- mottled, very altered, weathered
-24 andesitic VOLCANIC ROCK: .sheet - fractures 1/4 inch-1 inch apart
at N45W, 60SW, with random clay seams - - -..-.
_..-. -26-
- -
-28-
- -
_•_ _____________
Figure A-10 Log of Test Boring LB 3, page 1 of 2 LCSE
0 SAMPLE SYMBOLS .. SAMPLING UNSUCCESSFUL II .. STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER. LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
lu BORING LB 3 2 DEPTH SAMPLE
NO.
. .
SOIL
ELEVATION 298 DATE COMPLETED9/29/ 89 d FEET HO
. • _30" EQUIPMENT BUCKET DRILL . w z
MATERIAL DESCRIPTION -.30 - ___
SANTIAGO PEAK VOLCANICS CON'T -
.
-32-
BORING TERMINATED AT 32 FEET
(NEAR REFUSAL)
Figure A-li Log of Test Boring LB 3, page 2 of 2 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG. SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
P•.• - -
- January 8, 1990
F ILE NO. D-4367-402
>. Ui 4 BORING LB
DEPTH SAMPLE SOIL • I-.12 U. UI IN CLASS ELEVATION— 279 DATE COMPLETED 9/29/89 FEET (USCS) U)Z a EQUIPMENT 30" BUCKET DRILL Z Iu (z '
• MATERIAL DESCRIPTION
. LANDSLIDE DEBRIS
Loose, dry, dark brown, Clayey-Sandy
M-G( -2- cobble-boulder GRAVEL: some silt
4. .
-6-
-8-
- •10
-12-
- 14 -
- 16
- LB4-1 Irregular contact, with wet 1/4 - 1/2 inch 123.9 13.5
- clay layer at base CL
18 - - - - Hard,z it, light tan mottled white-red,
Sandy CLAY - - . Discontinuous remolded seam; nearly
- 20 - horizontal, wet at 18.5 feet _____
-
• S SANTIAGO PEAK VOLCANICS Very dense, moist, light brown, mottled
with red, altered and weathered andesitic I VOLCANIC ROCK random fracturing with
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 [1 ... STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED)
10 - DISTURBED OR BAG SAMPLE .10 ... CHUNK SAMPLE .. WATER TABLE OR SEEPAGE
- NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
r'
January 8, 1990
r. FILE NO. D-4367-402
BORING LB 5
... DEPTH SAMPLE 0 a
SOIL M)- IL H (n M
•
IN
FEET NO. x z CLASS ELEVATION297 DATE COMPLETED 9/29/89
EQUIPMENT 30" BUCKET DRILL a.•... o a
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Soft, wet, light tan-green, sandy 2
- CL-CB CLAY
•
LBS-i S FETSH l,'"111.5 17.9
. 4 - Remolded clay seam, green, wet, N50W,
lONE; 1/4-1/2 inch thick at 3.5 feet
-
- .6
-
8 - _____ 8-10 inch irregular, possible
- disturbed transition from clay to
- weathered formation (base-of-slide)
at7feet
SANTIAGO PEAK VOLCANICS __j 10 LB5-2 CL. 3 123.9 13.1
Hard, moist, light-tan, mottled with green,
- 12 - Sandy CLAY and highly weathered-altered
andesitic VOLCANICROCK, abundant, random
- fractures and clay seams.
14
- 16
- 18 - Transition from highly weathered to
•
hydrotherinally altered rock
.
- (6-8 inch) at 18 feet
- 20 LB5-3 SC Ma-green - - -Very dense, moist, mottled 5 123.5 12.6
-red, hydrothermally altered and randomly
22 .' fractured (1.4-2 inch spacing) andesitic
VOLCANICROCK
24
•
.-_ _______________
BORING TERMINATED AT 25 FEET
Figure A-13 Log of Test Boring LB 5, page 1 of 1 LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE E3 ... CHUNK SAMPLE 3E ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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
M LU BORING LB 6
DEPTH SAMPLE 3 SOIL
IN
FEET NO CLASS ELEVATION282 DATE COMPLETED 10/2/89
EQUIPMENT, 30" BUCKET DRILL
MATERIAL DESCRIPTION -- 0 ____
- ___ __________________________
. LANDSLIDE DEBRIS
Dense, damp, dark reddish-brown, very
- 2 SC-CL Clayey, Gravelly fine SAND
.4.
- LB6-1 5 125.9 10.8
- 10
--------------------------------------
Soft, wet, light green-white mottled • CH Sandy CLAY slickensided fractures;
disturbed and remolded throughout at
iT - 12 - low (40 degrees) random inclinations, but
discontinuous :
- 14 .
CLAY: with pebbles-mixed
-
- LB6-2 - - - SFt vt iiCgeiifeãsliie -2 114.6 17.2
- 16
- LB6-3 CL
Sti1fmoit,dreddi5h-iiaidy- -------- --____
mottled, Silty-Sandy CLAY: .slickensided
- . fractures and clay seams are frequent but
randomly oriented and very disturbed
- 18 - brecciated character
- 20 -
- 22
- Remolded clay seams 1/8 inch to 1/2 inch
- . thick. N65W, 30NE; slickenside-striations
perpendicular to strike at 23 and 24 feet
- 24 -
-
- LB64 2 114.0 17.0
26 -
28-
Figure A-14 Log of Test Boring LB 6, page 1 of 2 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST I •.. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE .. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 199C
FILE NO. D-4367402
r DEPTH
IN SAMPLE
FEET NO.
-30-
- 32 -
i.
- -34
-36-
- 38 -
: 40
-.
LB6-5
-
S
I- C SOIL
BORING LB 6
),I 0 I_I
>-
CLASS
(UScS) ELEVATION 292 DATE COMPLETED 10/2/89
IL In
iu
I IL
_j EQUIPMENT 30" BUCKET DRILL iuI o
>-
a. Z w
-' IX
J a
MATERIAL DESCRIPTION
Silty-Sandy CLAY CON'T
Remolded clay seam; N lOW, lONE; 1/8
inch thick wet, green slickensided
at 31.5 feet
- Remolded clay seam; 1/2-2-inch thick,
GC gray, wet, slickensided and nearly
horizontal (base-of-slide) at 33.5 feet
'.I I I Dense, moist, light reddish-brown green
with gray Clayey-Sandy COBBLE-GRAVEL £ 1 Very irregular depositional contact; .II Ii old alluvium at 34.5 feet
Very dense, moist, light brown-red,
mottled, highly randomly fractured,
altered and weathered andesitic
VOLCANIC ROCK
TED AT 40 FEET
(NEAR REFUSAL)
4 1124.6 I 11.7
Figure A-15 Log of Test Boring LB 6 page 2 of 2 LCSE
[
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
W111# Li * flIi..fl nflcWfl flrrc*L 'Sf1_I ni inc JrcI.,r, CUfiSfU jfl iKCfl1_fl LIJ1_fll lUll Pill'S RI inC
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
vi
January 8, 1990
FILE NO. D-4367-402
>. Ui1 BORING LB7 I DEPTH SAMPLE
0 0
0 SOIL
J
'-
IN
FEET NO. CLASS ELEVATION 515 _______ DATE COMPLETED 10 /2/89 ______ I I
0 EQUIPMENT 30" BUCKET DRILL z J lu Ui
-.
0 z
Q. 0
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Soft, damp to dry, medium grey-green, 2
- CL mottled with brown, Sandy Clay-. some
• cobble to boulder gravel and scattered
concrete chunks
.4.
10 .
12
14 -
LB7-1 FUSH 1 h111.3 19.0 16 LB7-2
18- 1 Irregular contact with/natural alluvial -
. soils; roots, decayed vegetation, etc.
20 CL ALLUVIUM
.
Soft, wet, dark brown, Sandy CLAY
22 -
— Sharp, but irregular, depositional contact
24- into weathered formation.
-
1
SANTIAGO PEAK VOLCANICS
Dense, moist, light brown, mottled with tan
- 26 - ''. red, weathered fractured andesitic VOLCANIC ROCK
28-
• BORINGTERMINATEDAT30FEET
Figure A-16 Log of Test Boring LB 7, page 1 of 1 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I •.. DRIVE SAMPLE (UNDISTURBED)
13 flTT11RPfl OR Phl SAMPIE 19111uY eAui W .. - — ... F .. WSII IDL UK arrroqur.
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
1
January 8, 1990 S
FILE NO. 0-4367•402
TRENCH T 1 Uj
DEPTH SOIL
SAMPLEFEET
IN a 0 IL
NO. CLASS ELEVATION373 DATE COMPLETED 9/14/89
EQUIPMENT JD 555 TRACK BACKHOE
____ ___
MATERIAL DESCRIPTION
- 0
: SM TOPSOIL -
Loose, dry, dark brown, Silty coarse 2 SAND, scattered rock
• - _______________________________
BONSALL TONAL1TE .
4 • Very dense, damp, light reddish-brown
• -. randomly fractured weathered coarse
coarse crystalline intrusive GRANITIC
6 ROCK
Fault, N70W, 60NE; 1/2 inch-1 inch thick
• dark gray clay gouge
TRENCH TERMINATED AT 8 FEET
uA
Figure A-16, Log of Test Trench T 1 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION 'AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D4367-402
TRENCH T 2 )-
DEPTH
F
IN
EET
SAMPLE 3 SOIL
CLASS ELEVATION474 DATE COMPLETED 9/14/89.
' '
EQUIPMENT JD 555 TRACK BACKHOE CL 2
_ G. Q C)
MATERIAL DESCRIPTION
Sc TOPSOIL
_____
Loose, damp, dark red-brown, Clayey-Rocky 2 fine SAND -
• _
BONSALL TONALITE
4 • _ Very dense, damp-moist, medium brown,
• ____ highly sheet-fractured weathered medium
crystalline intrusive GRANITICROCK -
• Joints N50E, 80W, 2-6 inch spacing
at 4 feet
TRENCH TERMINATED AT 5 FEET •
.
Figure A-17, Log of Test Trench T 2 . . LCSE.
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE IE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D4367-402
TRENCH T 3
DEPTH 3 SOIL '
CLASS SAMPLE IL
ELEVATION451 DATE COMPLETED 9/14/89 & 10
FEET
EQUIPMENT JD. 555 TRACK BACKHOE
a.
MATERIAL DESCRIPTION
- 0 TOPSOIL
- - Loose, dry, dark brown, Silty-Gravelly -
I fine SAND -jT - - 4WD. WNW
Very dense, damp, light grayish-brown medium
BONSALL TONALLTE
L
crystalline intrusive GRANITIC ROCK (few
fractures, blocky)
TRENCH TERMINATED AT 3 FEET
(REFUSAL)
:. Figure A-18, Log of Test Trench T 3 LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D4367402
TRENCH T 4
DEPTH SAMPLE 3. SOIL
z
IN CLASS ELEVATION '446 DATE COMPLETED 9/14/89 FEET (USCS) -:3 Q UJ
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION .- o ____
- : SM ALLUVIUM
Loose, dry, dark brown, Silty-Rocky coarse
: SAND
: .
4 - .' BONSALL TONALITE
• ____ - Very dense, damp, light grayish-brown
medium crystalline intrusive GRANITIC
ROCK: random fracturing
TRENCH TERMINATED AT 5 FEET (REFUSAL)
Figure A-19, Log of Test Trench T 4 LCSE
SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE .... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 04367-402
TRENCH T 5 zIu,.
DEPTH 3 SOIL SAMPLE 0 ELEVATION DATE COMPLETED 9/14/89 ni FEET cCuI;AcSs
-' M EQUIPMENT JD 555 TRACK BACKHOE
___ U. _•s
MATERIAL DESCRIPTION
- . Sc TOPSOIL
- 2 Loose, dry, dark red-brown,. Clayey-Rocky
- 2 fine SAND . -
• _
- . IW.GW SANTIAGO PEAK VOLCANICS
4 . - Very dense, moist, light brown-orange,
highly fractured andesitic VOLCANIC - . ROCK: hydrothermal (araillic) alteration
- 6 . throughout; sheet-fracturing 1/4-1 inch
apart; N50W, 80SW; minor cross-fractures - . N45E, 8OSE
_____ _____ Fault; N40W, 40NE; 1/4-1/2 inch gouge,
- 8 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 C1 ... SAMPLING UNSUCCESSFUL U ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367•402
I
- TRENCH T 6
DEPTH SAMPLE
I-
SOIL H- )-U. H '1l: IN
FEET NO
..
CLASS ELEVATION 577 DATE COMPLETED9/14/89 z
H 0 (USCS)
EQUIPMENTJD555TRACKBACKHOE
0
•
___ _____________________________ U. •.d Q U
MATERIAL DESCRIPTION -- 0 ____
TOPSOIL
Soft, dry, dark brown, Sandy-Rocky CLAY
- 2 - __
- - SANTIAGO PEAK 'VOLCANICS
Very dense, damp, dark gray mottled with
- 4 - ''. brown, moderately fractured andesitic
VOLCANIC ROCK: fresh, unaltered, along
fractures; joints 1 inch-3 inch apart,
N30E, vertical, cross fractures are N5OW,
60NE with 2-4 inch spacing
TRENCH TERMINATED AT 5 FEET
Figure A-21, Log of Test Trench T 6 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I]... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG ,SAMPLE a... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWNHEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
p
January 8, 1990
FILE NO. 04367402 -
)- W TRENCH T 7
DEPTH SOIL SAMPLE
NO.IN CLASS ELEVATION550 DATE COMPLETED 9/14/89 FEET • EQUIPMENT JD 555 TRACK BACKHOE _- a. a a
MATERIAL DESCRIPTION
0-
- SLOPE WASH • SC Loose, damp, dark brown, Clayey-Silty 2 - fine SAND
4 -. BONSALL TONALITE
Very dense, moist, light brown, randomly
- -. fractured, slightly weathered medium
- crystalline intrusive GRANITIC ROCK .
:
-
TRENCH TERMINATED AT 9 FEET
1 Figure A-22, Log of Test Trench T 7 LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL 1]... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
January 8, 1990
FILE NO. D4367402
UI TRENCH T B ,..
ui5 DEPTH
IN SAMPLE SOIL 4 C31 I.4
•
CLASS ELEVATION DATE COMPLETED 9/14/89 FEET (USCS)
• _I EQUIPMENT JD 555 TRACK BACKHOE I&j 0 (3
MATERIAL DESCRIPTION
-0-
-
..•.... SC ALLUVIUM -
Loose, dry, dark reddish-brown, Clayey-
-2-
-
Rocky fine SAND -
- - SANTIAGO PEAK VOLCANICS
- 4 -
_ Very dense, brownish gray to dark gray, -
moderately randomly fractured andesitic
VOLCANICROCK: blocky fractures
TRENCH TERMINATED AT 5 FEET
_
(REFUSAL)
Figure A.-23, Log of Test Trench T 8 • LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
- FILE NO. D-4367-402
I
S.,
I.
- w TRENCH T 9
DEPTH
•
SAMPLE
0 I- o SOIL I-
NO • x z CLASS ELEVATION 496 DATE COMPLETED 9/15/89 FEET (USCS)7 H C -j •3 )•III U, ; 0 EQUIPMENT JD 555 TRACK BACKHOE z III
___ ____ __- ___ U. C U
MATERIAL DESCRIPTION 0 - . - ___ _________________________ ___ ___ __
- SC ALLUVIUM -
Loose, dry, dark reddish-brown, Clayey- 2 Rocky fine SAND -
.4-
_____
••4 - _________________________
-
___
SANTIAGO PEAK VOLCANICS
___ ___ __
- Very dense, light brown to dark gray,
• moderately randomly fractured andesitic
\
• VOLCANICROCK, blocky.
__j
TRENCH TERMINATED AT 5 FEET
(REFUSAL)
Figure A-24, Log of Test Trench T 9 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE E3 ... 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. D4367•402 -
TRENCH T1O
o O. DEPTH .j 3 SOIL SAMPLE
FEET NO.CLASS ELEVATION 496 DATE COMPLETED 9/15/89
M EQUIPMENT JD 555 TRACK BACKHOE
D £3
MATERIAL DESCRIPTION •
- 0 ___
- ALLUVIUM
• - - ,., SC Loose, damp, dark reddish-brown, Clayey- -
-. Rocky fine SAND 2
-
. - SANTIAGO PEAK VOLCANICS
- 4 - Very dense, damp, light brown-gray
moderately randomly fractured andesitic
-
tuff-breccia VOLCANIC ROCK; some
weathering and argilic alteration.
TRENCH TERMINATED AT 5 FEET
(NEAR REFUSAL)
Figure A-25, Log of Test Trench T 10 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 12 ... 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 b-467.1.0
TRENCH T.11 Z >. 0 • I- N DEPTH SOIL
CLASS SAMPLE U.
ELEVATION 415 DATE COMPLETED9/15/89
W1
FEET (USCS) 0.
EQUIPMENT _JD555 TRACK BACKHOE.
MATERIAL DESCRIPTION
- 0•
- T111
- ____
TOPSOIL
Loose, damp, dark reddish brown, very
- 2 . Rocky-Clayey fine SAND
- - SANTIAGO PEAK VOLCANICS
Very dense, damp, dark brown, to tan-
mottled, andesitic tuffaceous breccia
VOLCANIC ROCK: moderately randomly
fractured, blocky, 6-10 inch fracture
spacing.
TRENCH TERMINATED AT 3.5 FEET
(REFUSAL)
r
Figure A-26, Log of Test Trench T 11 LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL [I ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402 -
TRENCH T12
DEPTH
>.
SOIL lu
IN SAMPLE
NO. CLASS ELEVATION 320 DATE COMPLETED 9/15/89 FEET (USCS)
_I ui3 o EQUIPMENTJD 555 TRACK BACKHOE z
0. - 0 (3
MATERIAL DESCRIPTION
-0 -
SURFICIAL LANDSLIDE DEBRIS - -
- Soft, moist, medium to dark reddish-brown,
- 2 - very Rocky-Bouldery, Sandy CLAY -
- 4 - Very irregular contact
. -
SANTIAGO PEAK VOLCANICS
Very dense, damp, brownish dark gray,
andesitic breccia VOLCANIC ROCK: slight-
moderate fractured, blocky, .10-12 inch
fragments.
• TRENCH TERMINATED 5 FEET
Figure A-27, Log of Test Trench T 12 LCSE
Cl ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U .. DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE . -. CHUNK SAMPLE . ... WATER TABLE OR SEEPAGE
- NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-667-60
TRENCH T 1 - -
DEPTH MPLE
C5 I.-
S SOIL
- -- S 0 • )-
IN
FEET
SA
NO. x z CLASS ELEVATION327 DATE COMPLETED 9/15/89
• EQUIPMENT JD 555 TRACK BACKHOE lu _ 0. C 0
MATERIAL DESCRIPTION
- 0 ____
- ALLUVIUM
- . ,,,.. SC Loose, damp, dark reddish-brown, very -
Bouldery-Clayey SAND: 6-12 inch
- 2 angular to subrounded boulders common -
- 4 - Soft, wet, medium-light brown, Sandy-Gravelly -
CLAY
- - 6 - Medium dense, moist, light reddish-brown,
Clayey-Bouldery medium SAND
-
-8-
- . SANTIAGO PEAK VOLCANICS -
Very dense, light reddish-brown,
- 10 - weathered-altered, sheet fractured -
(1-3 inch spacing) andesitic
VOLCANIC ROCK, sheet orientation;
N30E, 75SE.
TRENCH TERMINATED AT 11 FEET
(NEAR REFUSAL)
Figure A-2, Log of Test Trench T 13 • LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
TRENCH T14
- DEPTH 3 SOIL SAMPLE U. m M CLASS ELEVATION 325 DATE COMPLETED FEET
EQTJIPMENTJD 555 TRACK BACKHOE 2
-
MATERIAL DESCRIPTION
- SURFICIAL LANDSLIDE DEBRIS - • Soft, moist, medium-dark reddish-brown 2 CL Sandy CLAY -
4
- Irregular, westward-inclined contact
6 SANTIAGO PEAK VOLCANICS
T14-1 ' Dense, moist, light reddish-brown,
mottled with green, aqua, andesitic
- 0 breccia VOLCANIC ROCK: strong sheet
.. fracturing at N45W, 60SW, with -
pseudomorphic pyrite and secondary copper • 10 -
______ minerals (crysocolla); strong hydrothermal ______ - -
alteration (argillic).
TRENCH TERMINATED AT 10 FEET
j
Figure A-29, Log of Test Trench T 14 LCSE
0 .. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE •... CHUNK SAMPLE •.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
'S..'
January 8, 1990
FILE NO. 0-4367-402
TPFNH Tic -
DEPTH 3 SOIL
••• • • Z
FE
IN
ET
SAMPLE. CLASS ELEVATION312 DATE COMPLETED 9/15/89
0)0 EQUIPMENT JD 555 TRACK BACKHOE
a.
0
MATERIAL DESCRIPTION
- -
- SURFICIAL LANDSLIDE DEBRIS - CL Soft, moist, dark reddish-brown, Sandy- 2 - Gravelly CLAY
.4- - -
Soft, wet, light tan-olive, Bouldery
- CLAY: intense random slickensided
6 - surfaces within clay matrix; up to 4 . S
feet in diameter subrounded volcanic
- boulders; within a disturbed matrix
8 - -
10 - -
- 12
- Irregular, nearly horizontal surface -
e of slide)
-14- CL
FORMATION
- -
-
LDELMAR
, moist, mottled red-olive, Sandy- le CLAYSTONE
ll clasts of volcanic rock at 15 feet
TRENCH TERMINATED AT 15 FEET
Figure A-30, Log of Test Trench T 15 LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL [I . STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
'9
j
71.
January 8, 1990
FILE NO. D4367-402
TRENCH T16
DEPTH S SOIL lu
. '
FEET
SAMPLEIN
(CULASS ELEVATION _303 DATE COMPLETED 9/15/89
EQUIPMENTJD 555 TRACK BACKHOE
0. 0
- 0 -
___
____ ____
MATERIAL DESCRIPTION
- SURFICIAL LANDSLIDE D1BRth
• - - Loose, moist, light brown, Clayey BOULDER-,GC GRAVEL. H -2 -
Soft, wet, light tan-green, Sandy CLAY
• - 4 - .L-CI with low-angle discontinuous shckensided
• surfaces - - Irregular, nearly horizontal surface -
- 6 - (base of slide)
- - SANTIAGO PEAK VOLCANICS
- 8 - _____ Very dense, reddish brown, weathered
• tuff-breccia VOLCANIC ROCK random
fractures with light olive clay fillings
TRENCH TERMINATED AT 8 FEET
(NEAR REFUSAL)
-7
Figure A-31, Log of Test Trench T 16 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367•602
TRENCH +17
DEPTH
IN MPLE
z. S SOIL
FEET
SA
NO .ELEVATION 315 DATE COMPLETED '9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
G.
MATERIAL DESCRIPTION
- 0 ____ ____
- SURFICIAL LANIJSLLDE DEBRIS
- - Stiff, damp, dark brown, very Rocky - CLAY -2- CL -
-4- -
- - — Irregular surface, generally inclined -
0 southwestward 1 - CL
- - Stiff, moist, light olive mottled red,
8. -
Sandy CLAY
Remolded clay seam; N60W, 20SW (base of -
- slide) 1/4-1/2 inch thick
- 10- - DELMAR FORMATION
Hard, moist, medium-light olive, Sandy
CLAYSTONE fractured, with random
slickensided surfaces, blocky
TRENCH TERMINATED AT 10 FEET
Figure A-32, Log of Test Trench T 17
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE E3 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367402
TRENCH T18
DEPTH 3 SOIL
NO. ox 23 'LASS ELEVATION325 DATE COMPLETED 9/18/89 FEET
EQUIPMENT JD 555 TRACK BACKHOE
IL
MATERIAL DESCRIPTION
0 - ____ - SURFiCIAL LANDSLIDE DEBRIS
- CL Soft, damp, dark brown, Sandy-Rocky
CLAY
2 - 1:
.4. . Irregular SW-inclined remolded clay seam
. at base with calcium carbonate coatings - CL
6 -. (base of slide)
• DELMAR FORMATION -
• Stiff, moist, brown, mottled olive, sandy 8 -
---
CLAYSTONE
- ___________
SANTIAGO PEAK VOLCANICS
Very dense, moist, light reddish-brown
mottled with green, altered andesitic
VOLCANICROCK hydrothermally altered
with pseudomorphs of hematite after pyrite;
possible traces of secondary copper
minerals (malachite or crysocolla);
sheeted fractures: N45W, 40SW, 1/4-1
inch apart.
-S
TRENCH TERMINATED AT 9 FEET
Figure A-33, Log of Test Trench T 18 - LCSE
0 SAMPLE SYMBOLS ....SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE CUNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE. INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T19
DEPTH 3 SOIL
FE
IN SAMPLE 0CLASS ELEVATION300 DATE COMPLETED 9/18/89 & ET
EQUIPMENT JD 555 TRACK BACKHOE
CL 0 Cl
MATERIAL DESCRIPTION 0 - ____ - LANJ.JL1DE DIBRIi
- Stiff, damp, dark brown, Sandy-Gravelly -
CLAY
CL -
.4- - ___
GRAVEL
Medium-dense, damp, dark reddish-brown,
- Clayey-Sañdy cobble GRAVEL: most gravel -
6 - is subrounded andesitic volcanic rock up - GC to 8 inch diameter
-8- -
- 10 - -
12 -
14
- T TRENCH TERMINATED AT 15 FEET
Figure A-34, Log of Test Trench T 19 LCSE
SAMPLE SYMBOLS 0 .. SAMPLING UNSUCCESSFUL 13 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
-. DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
Si
I
I
I
I
;January 8, 1990
FILE NO. 0-4367-402
TRENCH T20
DEPTH S SOIL SAMPLE IL In 19 a
CLASS ELEVATION307 DATE COMPLETED 9/18/89 FEET
EQUIPMENT JD 555 TRACK BACKHOE 112 M a CL 0
MATERIAL DESCRIPTION 0
- LANDLWE DEBKI
- - CL Stiff, damp, dark brown, Sandy-Gravelly
CLAY -2-
- - Irregular westward-inclined contact -
- 6 - SANTIAGO PEAK VOLCANICS
Very dense, moist, dark reddish-brown to
- orange, altered highly fractured andesitic
o VOLCANIC ROCK; random jointing from "u' 1/4 - 2 inches apart.
.
10
TRENCH TERMINATED AT 10 FEET
Figure A-35, Log of Test Trench T 20 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
1 DISTURBED OR BAG SAMPLE V2... CHUNK SAMPLE i... WATER TABLE OR SEEPAGE
Nult:. THE LUU UP' SUBSURFACE IUNULTIUNS SHOWN NtKtON APPLIES UNLT Al THE SPtLLILC BUKING UK TKtN(M LULAIIUN ANU Al lIlt
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367402
TRENCH T21
DEPTH SAMPLE SOIL
IN
FEET NO. x z CLASS
3 (Uscs) C3 91111 ELEVATION291 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACXHOE CL - 0 C),
MATERIAL DESCRIPTION
- SLOPE WASH - T211 Stiff, damp, dark brown, Sandy-Gravelly -2- ., CLAY -
- - CH -
----- St t lightg Sandy CTLY:
- 4 random oriented slickensided surfaces - _____ _____ ____ gypsum
(Irregular deposition contact inclined
- 6 -
•' westward) -
,'•. -.- SANTIAGO PEAK VOLCANICS -
Dense, moist-wet, light tan-reddish-. 8 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
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE =
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
January 8, 1990
FILE NO. D-4367-402 -
TRENCH T22
DEPTH SAMPLE
z w #. ). 0 0 3 SOIL z S •UjX
IL co
FEET
CI.ASS ELEVATION278 DATE COMPLETED 9/18/89
EQUIPMENT JD 555 TRACK BACKHOE
____
MATERIAL DESCRIPTION
0 -- - ___ _____________________________
- - SC LANDSLIDE DEBRIS -
Loose, damp, dark brown-gray, Silty-Clayey
- 2 - fine SAND, some gravel -
- 4 . Loose, moist, light reddish-brown, CLAY -
COBBLE - GC GRAVEL -
-6- -
8- -
-----------------------
Loose, wet, light olive-tan, Clayey
10
- oc COBBLE GRAVEL (caving) -
12 -
-
\ Irregular contact on remolded clay seams - CL
14 - ____ - SANTIAGO PEAK VOLCAMCS
Hard, moist,light 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 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE.
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
0
January 8, 1990.
Elf iI, I..L7L7_ifl 1W. W.1IJIW&
TPFRIrI-1 T9 . . I z -
HC3
>. -
DEPTH SAMPLEIN
•
SOIL
CUSS ELEVATION 300 DATE COMPLETED 9/19/89 FEET
_I
CUSCS)
a EQUIPMENT JD 555 TRACK BACKHOE Z -J Iu 0 ). Ix
MATERIAL DESCRIPTION
- LANDSLIDE DEBRIS
Soft, wet, light-medium reddish-brown
CL Sandy-Rocky CLAY
- 4 - 1/4 - 1/2 inch remolded clay seam -
with irregular northward inclination
- -
- 6 -
SANTIAGO PEAK YOLCANICS _ Dense, moist, light tan-white-red
- - -. mottled, highly randomly fractured,
weathered and altered andesitic -8 - VOLCANIC ROCK. .
- -
.•._•
-
-10-
TRENCH TERMINATED AT 10 FEET
Figure A-38, Log of Test Trench T 23 LCSE
SAMPLE SYMBOLS Cl ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST U •.. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE M'... 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-4367402
TRENCH T24
., DEPTH L SAMPLE SOIL
FE
IN
ET
CLASS ELEVATION 281 DATE COMPLETED9/19/89 LU
EQUIPMENT_JD 555TRACKBACXHOE z
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS -
Soft-stiff, moist-wet,. dark reddish-brown • 2 CL Sandy-Rocky CLAY -
4 • -
6 - -
egular westwaid-inclined 8
- -
Very
-
- Loose, wet, light tan-green mottfed, LC-SC Sandy-Rocky CLAY to very Clayey
-10- SAND
-12-
14
- • Y Highly fractured slickensided zone 12 inches
- plus thick; irregular, but inclined northward • 16 10-20 degrees, wet to saturated, slight seepage - •
SANTIAGO PEAK VOLCANICS
- 18 - Dense, moist-wet, light tan, mottled red, ______ -
j green, highly weathered or altered andesitic
VOLCANIC ROCK: intense random fracturing
TRENCH TERMINATED AT 18 FEET
Figure A-39, Log of Test Trench T 24 LCSE
SAMPLE SYMBOLS 0 .. SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U -. - DRIVE SAMPLE (UNDISTURBED)
13 ... DISTURBED OR BAG SAMPLE Z ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO n.667-60
TRENCH T 25
DEPTH .j 3 SOIL SA
NO. 3
MPLE
cSSs) ELEVATION 305 DATE COMPLETED 9/20/89 FEET
z fn EQUIPMENT JD 555 TRACK BACKHOE M IL
MATERIAL DESCRIPTION
LANDSLIDE DEBRIS
Stiff, moist, dark reddish brown, Sandy- 2 T25-1 CL Gravelly CLAY
• T25-3 -
4
6 - - Remolded clay seam, N30E, 20NW, 1/4-1/2 -
- T25-2 GC inch thick; base of slide
S
-
8. - - TERRACE DEPOSIT.
- - Dense, moist, light reddish brown mottled -
orange-tan, Clayey COBBLEBOULDER
- 10 GRAVEL; S -
clasts are angular to subrounded volcanics
S
Becomes very dense, cemented
TRENCH TERMINATED AT 10.5 FEET
Figure A-40, Log of Test Trench T 25 . LCSE
SAMPLE SYMBOLS 0... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE E3 ... CHUNK SAMPLE 3E ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC 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 -
TRENCH T26
DEPTH 3 SOIL z M W
FEET
SA
NO. CLASS
MPLE
ELEVATION335 DATE COMPLETED 9/20/89
0 -01 3
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
___ - ___ _________
- - SURFICIAL LANDSLIDE DEBRIS -
Soft, wet, dark brown to reddish-brown
- 2 - Boulder Gravelly CLAY: up to 3. foot -
diameter subrounded volcanic boulders- -
. disturbed matrix indicates debris-flow.
4
Very irregular contact against weathered
- ..- bedrock
- 8 SANTIAGO PEAK VOLCANICS
Dense, moist, olive, mottled reddish-brown, -
____ ____
highly sheet-fractured andesitic VOLCANIC
- 10 - ROCK, 1-2 inch spaced sheeted jointing at
N55W, 55SW; argillic hydrothermal alteration
and weathering.
TRENCH TERMINATED AT 10 FEET
Figure A-41., Log of Test Trench T 26 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
9
...
January 8, 1990
FILE NO. D-4367-40
iu TRENCH T27 JU O f,.I- tU X
DEPTH
FE
IN PLE SAM
NO z
ET
3 % SOIL
ELEVATION337 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
M0 U. C)
MATERIAL DESCRIPTION
SURFICIAL LANDSLIDE DEBRIS - CL Soft, damp, dark brown, Sandy-Gravelly
CLAY -
4 - Stiff, wet, IiW brown, mottled orange, -
Bouldery CLAY to Clayey BOULDER
GRAVEL: -
- 6 -
boulders up to 3 feet diameter. -
TRENCH TERMINATED AT 7 FEET
(REFUSAL-OVERSIZE BOULDERS)
Figure A-42, Log of Test Trench T 27 LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D4367402
TRENCH T28
DEPTH 3 SOIL Wx zIu.-.
FEET NO. CLASS ELEVATION. 410 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE B
. • MATERIAL DESCRIPTION
- CL SLOPEWASH -
Stiff, moist, dark brown, very Gravelly- 2 - Rocky Sandy CLAY
-
Very irregular depositional contact
4 - inclined southward i. -
- SANTIAGO. PEAK VOLCANICS
6 - .
. 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
SAMPLE SYMBOLS 0 ... SAMPLING. UNSUCCESSFUL Ii ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
January 8, 1990
FILE NO. D4367402
- w TRENCH T29
14-. l-4' DEPTH SAMPLE
a
SOIL
FEET NO CLASS
CUSCS) ELEVATION450 DATE COMPLETED 9/20/89
_I M
C3 EQUIPMENT JD 555 TRACK BACXHOE
14 3
Z J >
0 0
MATERIAL DESCRIPTION -- 0 ____ ____ - ___ _________________________
- - CL SLOPE WASH
Stiff, moist, dark brown, Gravelly
-2 - CLAY.
-4 -
• Irregular depositional contact
-
SANTIAGO PEAK VOLCANICS -6-
-- CL Dense, moist, light brown-orange,
- - . very weathered, randomly fractured, -
- 8
andesitic VOLCANIC ROCK: rock
• = decomposed and/or hydrothermally -
altered throughout to a sandy clay -
-10 -
TRENCH TERMINATED AT 10 FEET
Figure A-44, Log of Test Trench T 29 LCSE
D SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST I .. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE .. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367•402
TRENCH T30 >.
DEPTH SAMPLE 3 SOIL IL M IN
FEET NO.'LASS ELEVATION 441 DATE COMPLETED9/20/89
lu EQUIPMENTJD555 TRACK BACKHOE
MATERIAL DESCRIPTION
SLOPE WASH
Stiff, dry-damp, dark brown, very Clayey 2 SC-CL fine SAND to Sandy CLAY -
4 . Becomes moist at 4 feet -
Irregular depositional contact -
1.
SANTIAGO PEAK VOLCANIC • ..
-- Very dense, moist, light brown-orange, -
very weathered randomly fractured
andesitic VOLCANIC ROCK: 1-3 inch
Spfractures
TRENCH TERMINATED AT 7 FEET
Figure A-45, Log of Test Trench T 30 • LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
.January 8, 1990
--FILE NO. D-4367-402
TRENCH T31
DEPTH S SOIL
FEET
SA
NO.
MPLE CLASS ELEVATION475 DATE COMPLETED 9/20/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
-. - SLOPEWASH -
Stiff, damp, dark brown, very Clayey fine 2 SC-CL SAND to Sandy CLAY -.
4 - Becomes moist at 4 feet -
6 - -
Irregular depositional contact S
i le - CL SANTIAGO PEAK VOLCANICS -
Dense, moist, light brown-orange, very 8 . 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 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE E3 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
-
>. ul TRENCH T32
FILE NO. D-4367402
Ix
0 I..
DEPTH
IN SAMPLE
NO.
3 SOIL
CLASS ELEVATION422 DATE COMPLETED 9/20/89 FEET (USCS)
Z ..I o EQUIPMENT JD 555 TRACK BACKHOE Z .J )- uJ u .
•.- a
MATERIAL DESCRIPTION
- CL ALLUVIUM
- Soft, damp, dark brown, Sandy CLAY -2-
SANTIAGO PEAK VOLCANICS -..—. Very dense, damp, dark gray-mottled
with brown, moderately randomly
fractured andesitic VOLCANIC ROCK:.
fractures spaced 2-5 inches
TRENCH TERMINATED AT 5.5 FEET
Figure A-47, Log of Test Trench T 32 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 12 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
-- NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
RILE NO. D-4367-402
TRENCH T33
DEPTH SAMPLE SOIL t IN NO.DI- ELEVATION295 DATE COMPLETED 9/2/89 FEET ccs
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
- LANDSLIDE DEBRIS -
Loose to medium-dense, damp medium to dense,
2
- GC medium to dark reddish brown, Clayey-Sandy
- COBBLE to BOULDER-GRAVEL; angular to - subrounded andesitic volcanic clasts
4 -
-
-8 -
10
-
- Becomes moist at 11 feet -
: - - - 12
14
TRENCH TERMINATED AT 14 FEET
(NEAR REFUSAL ON BOULDERS)
Figure A-48, Log of Test Trench T 33 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
IN -. DISTURBED OR BAG SAMPLE M ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367402
TRENCH T34
DEPTH S SOIL SA
NO.
MPLE
CLASS ELEVATION285 DATE COMPLETED 9/2/89 FEET
IL 0 0 EQUIPMENT JD 555 TRACK BACKHOE z
: 1 u. C) __-
MATERIAL DESCRIPTION -0
• LANDSLIDE DEBRIS -
Loose, damp-moist,medium to dark reddish- 2 GC brown Clayey, Sandy, COBBLE to BOULDER-
GRAVEL ; disturbed, poorly sorted matrix - indicates a debris-flow.
4 • -
6
L.
- 10 - Very irregular surface with 1/4-1/2 inch -
- '.. wet remolded clay layer (discontinuous)
SANTIAGO PEAK VOLCANICS - 12 - ?,.
Dense, moist, mottled red-brown-green,
- - highly fractured and altered andesitic
- 14 - ____ VOLCANICROCK
-
TRENCH TERMINATED AT 14 FEET
ii
Figure A-49. Log of-Test Trench T 34 LCSE
SAMPLE SYMBOLS 0 .. . SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE Z ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
- I 7ZW - IA, rII. W. I1+f'Ug
>. TRENCH T35
DEPTH S 3 SOIL
O IN
FEET NO.CLASS ELEVATION _323 DATE COMPLETED 9/22/89
EQUIPMENT JD 555 TRACK BACKHOE
-- ____________________________ Q. 0 C.)
___ MATERIAL DESCRIPTION
SM TOPSOIL
Loose, dry, dark brown, Silty fine SAND,
- 2 - - some clay
- SURFICIAL LANDSLIDE DEBRIS
- 4 . GC Loose, damp, dark reddish-brown, very
- Clayey Sandy COBBLE-GRAVEL: clasts
angular to subrounded
-8-
- 10
CL
- 12 . - Soft, wet, banded red-green-tan, contorted
Sandy CLAY: possible flow-banding as, - - the base of a debris-flow) -
- 14 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
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. -IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TINES.
January 8, 1990
FILE NO. D-4367402
)- UI TRENCH T36
DEPTH SAMPLE SOIL
IN
FEET NO CLASS
(USCS)
ELEVATION 333 DATE COMPLETED9/22/89
EQUIPMENT _JD555TRACKBACKHOE n3 >.ci o
Ix
MATERIAL DESCRIPTION 0 ____
.[ SM TOPSOIL
Loose, dry, dark brown, Silty fine SAND. 2 someday _
________________________________ .
- SANTIAGO PEAK YOLCANICS
4 • Dense, moist, mottled red-brown, sheet- - _
S fractured altered and weathered andesitic
. VOLCANIC ROCK: highly sheet-fractures -
6 • at N55W, 60SW at 1/2-2 inch spacing; -
.argiuic-pyritic hydrothermal alteration
• " Fault, N30W, 60SW; 1/4-1/2 inch gray -
8
•.. clay gouge at 6 feet
•
TRENCH TERMINATED AT 8 FEET
Figure A-51, Log of Test Trench T 36 LCSE
O SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL LI ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
iie IIfl ,_L2L7_Zn
III *rDrKiru 'r 27
z )- -
DEPTH
IN SAMPLE 3 SOIL
CLASS ELEVATION 280 DATE COMPLETED 9/22/89 z IL
FEET
EQUIPMENT .JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
0 ____ -- — __ _________________________
- . S LANDSLIDE DEBRIS -
Soft, moist, dark brown, mottled with
- 2
- CL gray, Sandy CLAY -
-4- -
-6- S -
-8- -.
•
• Caving; Standing water table (after 2 hours) - 10.
• - CL SANTIAGO PEAK VOLCANICS
Stiff-medium-hard, wet, light orange-red -
12 — mottled, highly weathered andesitic —- VOLCANICROCK; slickensided random
fractures; rock is weathered to a sandy
L_ Clay
TRENCH TERMINATED AT 12 FEET
(CAVING, WATER)
Figure A-52, Log of Test Trench T 37 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
J NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367402
>. UI TRENCH T38
DEPTH SAMPLE
0
SOIL I—
0 ell
U, W
FEET
CLASS ELEVATION 295 DATE COMPLETED 9/22/ 89
IL Z
o
(USCS)
EQUIPMENTJD555 TRACK BACKHOE U)3 .Q. o
G. - 0 ci
MATERIAL DESCRIPTION
0
____ ___ -
CL SLOPEWASH -
Stiff, damp, dark brown, Sandy CLAY
-
-
SANTIAGO PEAK VOLCAM CS
4 - __ Dense, moist, light brown-red mottled, - highly weathered andesitic VOLCANIC
— CL ROCK, intense random fracturing with -
6 - clay seams, rock is weathered to a -
sandy clay -
- - - ______________ TRENCH TERMINATED AT 9. FEET
Figure A-53, Log of Test Trench T 38 . LCSE
SAMPLE SYMBOLS 0... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE 93 ... CHUNK SAMPLE •.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
)- UI TRENCH T39
DEPTH
IN
0 a
SAMPLE SOIL UI
FEET NO CLASS ELEVATION287 DATE COMPLETED 9/22/89 (USCS) 0 1- >. a a EQUIPMENT JD 555 TRACK BACKHOE Z
Q.M ,0 C)
0 ___
MATERIAL DESCRIPTION -• - __ _________________________
- . ALLUVIUM
Soft, moist, dark brown, Sandy, Rocky
CL CLAY
-4.
- 6 -
Becomes wet at 5.5 feet
-
Irregular depositional contact 1
SANTIAGO PEAK VOLCANICS 8 CL Soft, wet, light tan mottled with red,
_ • highly weathered VOLCANIC _ROCK,
_. weathered
_. 10 to a sandy clay, becoming harder with depth
12- -
- Becomes saturated, stiff to hard at 13 feet
-14-
TRENCH TERMINATED AT 14 FEET
Figure A-54, Log of Test Trench T 39 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TINES.
I..
'•51
January 8, 1990
FILE NO. 0-4367.402
TMU Tilfl
•- DEPTH SAMPLE 3 SOIL
CLASS
S
ELEVATION 349 DATE COMPLETED 9/22/89
1
FEET CUSCS)
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION -0• - ___ ____________________________
___ ___ ___
ALLUVIUM
Soft, damp, dark brown, very Sandy, Rocky
CL ,AY: root voids common S -
4 - Irregular depositional contact -
-
S - SANTIAGO PEAK VOLCANIC
6. - Dense, damp, light reddish-brown, weathered
moderately fractured andesitic VOLCANIC
ROCK: random jointing 1-6 inches apart
TRENCH TERMINATED AT 6 FEET
Figure A-55, Log of Test Trench T 40 LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
St
'January 8, 1990
FILE NO. D-4367-402
TRENCH T41
DEPTH 3 SOIL SAMPLE z IN cuss ELEVATION 286 DATE COMPLETED 9/22/89 FEET
EQUIPMENT JD 555 TRACK BACKHOE
:G. C C)
: MATERIAL DESCRIPTION
- TERRACE DEPOSiT -
Soft to stiff, moist, dark reddish-brown, 2 CL Sandy-Gravelly CLAY: imbricated gravel -
- (depositional) -
- 4 -
- - 6 -
- - -
-
- 10 -
12 -
- Becomes very gravelly, with boulders at -
IA
-
13 feet
16
-)
TRENCH TERMINATED AT 15.5 FEET
Figure A-56, Log of Test Trench T 41. LCSE
0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
- NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367•402
>. Ui TRENCH T42 z ,.
DEPTH SAMPLE
0 SOIL C W X
'-
FEET NO CLASS
(USCS) ELEVATION 300 DATE COMPLETED 9/25/89 ________ _______ ,l 0
a EQUIPMENT JD 555 TRACK BACKHOE
,...
UiU)O
Ui
>.a. o
(L a
MATERIAL DESCRIPTION - 0 ____ ___ - __ ______________________
CL SLOPE WASH
Soft, moist, dark brown Sandy CLAY - 2
- .
-
- 4 . - Irregular depositional contact, inclined
- .
roughly westward
-
SANTIAGO PEAK VOLCANICS. - 6 -
Dense, moist, medium-light reddish-brown,
- _ highly random fractured and altered, -
- 8 andesitic VOLCANIC ROCK
-
- TRENCH TERMINATED AT 9 FEET
Figure A-57, Log of Test Trench T 42 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE • • CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FTIF NO
TRENCH T 43,
DEPTH SOIL .4'
FEET
SAMPLEIN NO. z CLASS ELEVATION 297 DATE COMPLETED 9/25/89
EQUIPMENT JD 555 TRACK BACKHOE Z.
0. _'s 3
MATERIAL DESCRIPTION 0.
- TERRACE DEPOSIT -
Dense, moist, light brown, very Clayey 2 GC PEBBLE-COBBLE GRAVEL, some sand -
4.
- 6 • - Irregular, westward-inclined depositional contact -
DELMAR FORMATION
- 8 CL Very hard, moist, greenish-gray mottled
- . with reddish-brown very Sandy CLAYSTONE:
- • 10 massive
S S
- 12
- 14 - Very dense, moist, greenish-gray Clayey
Sc --------------------------------------
-
- _____ _____ coarse SANDSTONE
TRENCH TERMINATED AT 14 FEET.
1-igure R—U, Log of I est I rench T 43 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. • CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
TRENCH T44 Ziu.
S
Ui x DEPTH SOIL SAMPLE
CLASS ELEVATION 265 DATE COMPLETED 9/25/89 FEET
EQUIPMENTJD555TRACKBACKHOE
Q.'.. C U
MATERIAL DESCRIPTION • 0 ____ - - _____ _________________________________________________
- ALLUVIUM -
Loose, moist, dark reddish-brown, very
- 2
- SC-CL Clayey, Rocky-Bouldery SAND -
4 -
6 -
10 - Becomes wet at 10 feet -
- 12 -
-
Irregular depositional contact -
- .- SANTIAGO PEAK VOLCANICS -
14 - - _____ Dense, wet, light brown-tan, fractured, _____ weathered, andesitic VOLCANIC ROCK
• TRENCH TERMINATED AT 14 FEET
Figure A-59 Log of Test Trench T 44 LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL 13 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
.t_t,t, ,n rI.c 1W. IJ'U
TRENCH T45 z .
S DEPTH SAMPLE S SOIL
FEET
CLASS ELEVATION 328 DATE COMPLETED9/25/89
EQUIPMENTJD555TRACKBACKHOE 2 a
-• 0
____
- ____ ___
MATERIAL DESCRIPTION
- . Sc ALLUVIUM -
Loose, damp, dark reddish-brown, Bouldery-
- 2 Gravelly Clayey SAND
- - Irregular to "V'1 shaped channel-contact . -
'I.
AGO PEAK VOLCANICS
e, moist, light reddish-brown, very
T
_j
hered andesitic VOLCANIC ROCK
ed and randomly fractured
TRENCH TERMINATED AT 5 FEET
Figure A-60, Log of Test Trench T 45 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I]... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990 r
FILE NO. D-4367-402 -
)-TRENCH Ui T46
DEPTH SOIL HI- H IN SAMPLE
NO Z CLASS ELEVATION508 DATE COMPLETED 9/25/89. FEET CUSCS)
Z ..1 uiLU >a o o EQUIPMENT JD 555 TRACK BACKHOE 5
G.'' Q 0
MATERIAL DESCRIPTION
0 -
- ALLUVIUM - Loose, damp to moist, dark reddish-brown
SC 2- very Clayey, Gravelly fine SAND
.4-
6 - Becomes wet at 6.5 feet -
Irregular, but nearly horizontal,
- _____
depositional contact
8 ____
SANTIAGO PEAK VOLCANICS
Dense, moist-wet, light brown, very
1 weathered andesitic VOLCANIC ROCK,
altered and randomly fractured
TRENCH TERMINATED AT 8 FEET
Figure A-61, Log of Test Trench T 46 LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
- -. FILE NO. D-4367-402
Ix
TRENCH T47
DEPTH SOIL MPLE SA
NO.
U.
CLASS ELEVATION494 DATE COMPLETED 9/25/89 FEET
EQUIPMENT JD 555 TRACK BACXHOE
a.
MATERIAL DESCRIPTION 0
- . UNDOCUMENTED FILL
Loose, dry-damp, dark brown, sandy boulder
- 2
- GP GRAVEL: 1/2-3 foot diameter angular
- rock fill with voids, plant debris,...
-
-
8
10
TRENCH TERMINATED AT 10 FEET
(REFUSAL-OVERSIZE BOULDERS)
Figure A-62, Log of Test Trench T 47 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE P ... CHUNK SAMPLE IE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
-' FILE NO. D-4367-402
TRENCH
DEPTH SAMPLE SOIL
IN
FEET NO. CLASS ELEVATION 490 DATE COMPLETED 9/25/89 d
EQUIPMENT JD 555 TRACK BACKHOE a. _• U
____ MATERIAL DESCRIPTION 0 - ____ ____ ____ ___________________________________
- . UNDOCUKENTED FILL
Loose, dry-damp, dark brown, Sandy
- 2
- GP BOULDER GRAVEL- 1/2-3 foot diameter
- angular rock fill with voids, plant
debris,
- .
- 6 - ___ .-.-. ___ T•• - TRENCH TERMINATED. AT 6 FEET
• (REFUSAL-OVERSIZE BOULDERS)
Figure A-63, Log of Test Trench T 48 LCSE
SAMPLE SYMBOLS
SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TINES.
I
I
I
January 8, 1990
FILE NO. D-4367•402
TRENCH T49
DEPTH 3 SOIL
0 ul
FEET
SA
NO IN MPLE M 0 0 31- ELEVATION448 DATE COMPLETED 9/25/89
EQUIPMENTJD 555 TRACK BACKHOE
MATERIAL DESCRIPTION .0.0.
- .. ALLUVIUM -
Loose, dry, dark reddish-brown Clayey_
- 2
- sc Gravelly SAND
- 4 •0
S
CL Very irregular depositional contact
6
SANTIAGO PEAK VOLCANICS411
Dense, damp, light reddish-brown, highly
fractured, weathered andesitic VOLCANIC
ROCK. random oriented fractures
TRENCH TERMINATED AT 6 FEET
Figure A-64, Log of Test Trench T 49 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 13... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE E3 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T50
DEPTH 3 SOIL
FEET ELEVATION445 DATE COMPLETED 9/26/89
EQUIPMENT JD 555 TRACK BACKHOE W H O H
a.°
MATERIAL DESCRIPTION
- ALLUVIUM
Loose, dry, dark reddish-brown, Clayey- 2 - SC Rocky fine SAND -
- 4 -. -
•
Very irregular depositional contact
-. - SANTIAGO PEAK VOLCANICS - 6
.,, CL Dense, damp, light orange-tan, highly
- - fractured and altered andesitic -
8 VOLCANIC ROCK
Fault; NIOW, 70SW, 1/2 inch clay gouge. -
TRENCH TERMINATED AT 9 FEET
..1
• Figure A-65, Log of Test Trench T 50 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST I •.. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE
•
... WATER TABLE OR SEEPAGE
- NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
TRENCH T51
DEPTH SAMPLE S a 9 son.
IL W
FE
IN CLASS ELEVATION 435 DATE COMPLETE]) 9/26/89 ET
01- EQUIPMENT 3D 555 TRACK BACKHOE z _•s 0.
MATERIAL DESCRIPTION 0
- ALLUVIUM - S Loose, dry, dark brown, Rocky Clayey fine -
- SAND
-
S SANTIAGO PEAK VOLCANICS
4 - ____ Very dense, damp, brownish-gray, moderately _____ -
- random fractured andesitic VOLCANIC ROCK: excavates to large blocky boulders.
TRENCH TERMINATED AT 4 FEET
Figure A-66, Logof Test Trench T 51 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE E3 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
r
January 8,.-1990
FILE NO. 0-4367-402
TRENCH T 52 0 I-. >.
DEPTH
IN
FEET
SAMPLE
NO
SOIL
' Z I- -' ELEVATION 353 DATE COMPLETED 9/26/89 . CUSCS) U) C3
-J 0 EQUIPMENT JD 555 TRACK BACKHOE
C)
MATERIAL DESCRIPTION -- 0 - ___ __________________________
- - SC FILL
Medium dense, damp, light brown, Clayey,
- 2 - Rocky, coarse SAND -
CL ALLUVIUM -
- - .
Loose, damp, dark brown Sandy CLAY -
-6
. - __ Irregular "F" shaped canyon contact __ __ __
- 8 - BONSALL TONALLTE
- - ..•. Very dense, moist, light brown, h1gh1y
randomly fractured, tonalite granite
- 10 ROCK: moderately weathered
.
-
TRENCH TERMINATED AT 10 FEET
Figure A-67, Log of Test Trench T 52 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 13 ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE E3 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T 53
DEPTH 0 a SOIL
z
0o •
.
.
FEET
CLASS ELEVATION 358 DATE COMPLETED9USCS)/26/89
EQUIPMENT JD 555 TRACK BACKHOE 2
0
- MATERIAL DESCRIPTION
- GC FILL
. Loose, dry, dark brown, Clayey, Sandy 2 - BOULDER-GRAVEL:. 12-16 inch diameter
- . boulders with voids, organic debris
"V"-shaped canyon-contact
. 6 ..
.
NSALL TONALITE
Very dense, damp, light brown, randomly
fractured tonalite GRANITIC ROCK:
:moderately fractured, less weathered.
TRENCH TERMINATED AT 6 FEET
I
Figure A-68, Log of Test Trench T 53 LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T54 z )-
DEPTH SAMPLE SOIL
NO.IN CLASS ELEVATION508 DATE COMPLETED 9/26/89 FEET
C EQUIPMENT JD 555 TRACK BACXHOE
0.
-0- MATERIAL DESCRIPTION
• CL ALLUVIUM
Soft,damp,dark brownSandyCLAY 2 _____
SANTIAGO PEAK YOLCANICS
• Very dense, damp, brownish-gray, moderately
randomly fractured andesitic VOLCANIC
ROCK
TRENCH TERMINATED AT 3 FEET
'TI
Figure A-69, Log of Test Trench T 54 LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
TIC I2f1 fl.L'L7.Lfl
TRENCH T55
A
DEPTH SAMPLE SOIL - - - LC
Ui
IN NO CLASS ELEVATION472 DATE COMPLETED 9/26/89 ________ _______
'•: FEET (USCS)
• 3
EQUIPMENT JDSS5 TRACK BACKHOE IuuS '-!
0. _• 0 C)
MATERIAL DESCRIPTION -0-
CL ALLUVIUM - Soft, damp, dark brown, Sandy CLAY -2-
-
4 - ... SANTIAGO PEAK VOLCANICS S - Very dense, moist, light brownish-gray, -
- _. moderate random fractured andesitic -
- 6 - — ____ VOLCANICROCK
____ __
TRENCH TERMINATED AT 6 FEET
Figure A-70, Log of Test Trench T 55
LCSE
SAM 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) PLE SYMBOLS
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE J
I Iluic; Inc Lull ur uouIcrc LUIWLILIl flUWN ncicvn nrrLirza u,,1i Al Inc rcLlrll.•gvIc;uIu WK i,ciu.n iui;vn PlrIM ,'I 1.6 DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
t.1
January 8, 1990
FILE NO. D-436T402
)- lu TRENCH T56
DEPTH SOIL
IN SAMPLE
NO CLASS ELEVATION 454 DATE COMPLETED 9/26/89 _ FEET (USCS) I- UiQ EQUIPMENT JD 555 TRACK BACXHOE Z al
MATERIAL DESCRIPTION
- a -
____
_____ _____ ___________________________________________________
- CL ALLUVIUM - Soft, damp, dark brown Sandy CLAY
-
.4-
-
Irregular depositional contact
6 - SANTIAGO PEAK VOLCANICS
- _____ -- Dense, damp-moist, grayish-brown, -
weathered andesitic VOLCANIC ROCK
TRENCH TERMINATED AT 7 FEET
Figure A-il, Log of Test Trench T 56 LCSE
SAMPLE SYMBOLS 0... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
: January 8, 1990
FILE NO. D-4367•402
> TRENCH T 57
DEPTH
I- ow. .i_ 3 3 SOIL SAMPLE
NO. x Z CLASS ELEVATION 452 DATE COMPLETED 9/26/99 FEET
EQUIPMENT JD 555 TRACK BACKHOE 2
MATERIAL DESCRIPTION
-0 • -. _________________________ ___ ___ ___
. UNDOCUMENTED F1 LL Loose, damp, light reddish-brown, Clayey -
2 • BOULDER GRAVEL: oversize angular volcanic
- rock from 6-24 inch diameter with some
- clayey sand; voids, debris
.4.
-
6
10 -
12 - Very irregular contact -
- ::; SM-SC' ALLUVrUM
14 - Loose, damp, dark brown, very Rocky Silty
D to Clayey SAND
PEAK VOLCANICS LSAN~TIAGO
dense, damp, brownish-gray,
rately fractured andesitic
CANIC ROCK
TRENCH TERMINATED AT 15 FEET
Figure A-72, Log of Test Trench T 57 LCSE
SAMPLE SYMBOLS 0... SAMPLING UNSUCCESSFUL NJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-6367402
- iu TRENCH T58 I-
DEPTH SAMPLE
NO •
3 SOIL H
CLASS ELEVATION 445 DATE COMPLETED 9/27/89 FEET _________ ________ C3 (USCS)
IL EQUIPMENT JD 555 TRAMBACKHOE WMM E C. MATERIAL DESCRIPTION 0 ___
- ____
- __ UNDOCUMENTED FILL
Loose, damp, medium brown, BOULDER 2 GP GRAVEL, - • some sand, clay, voids and oversize angular
rock up to 3 feet diameter -
-
• Very irregular contact
- 6 - CL ALLUVIUM
- Soft, wet, dark brown,. Sandy CLAY
.. fT SANTIAGO PEAK VOLCANICS *
Very dense, moist, light brown-orange, 10 - highly weathered, randomly fractured ______ - -
andesitic VOLCANIC ROCK rock has
weathered to a sandy clay
TRENCH TERMINATED AT 10 FEET
Figure A-73, Log of Test Trench T 58 LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST U •.. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X •.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
- DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
)- Iii TRENCH T59
DEPTH SAMPLE
co
F SOIL HI- H
NO. z CLASS ELEVATION 434 DATE COMPLETED 9/27/89 ________ _______ FEET H CUSCS) I-.toile
Ui(flO EQUIPMENTJD 555 TRACKBACKHOE Urn E U.
MATERIAL DESCRIPTION -0
. SM-SC ALLUVIUM - Loose, dry, dark * brown, Silty-Clayey fine -2 -.
_____ SAND
I. ------------------------------------. Soft, stiff, moist, dark reddish-brown, -
4. CL Sandy CLAY, some angular rock fragments -
-
-
10 - -
- ______ Very irregular depositional contact - _____
SANTIAGO PEAK VOLCANICS
I Very dense, moist, brownish-gray, moderaely
random fractured, altered andesitic VOLCANIC I ROCK: strong pyritic alteration, trace secondary
copper stains along fractures
TRENCH TERMINATED AT 11 FEET
Figure A-74, Log of Test Trench T 59 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
.j January 8, 19.90
FILE NO. D4367•402
TRENCH T60
DEPTH 3 SOIL SAMPLE -
I-IL. U NO. x z 'LASS ELEVATION 415 DATE COMPLETED9/27/89 FEET
a . EQUIPMENTJD555 TRACK BACKHOE 6'0'U Z a a
MATERIAL DESCRIPTION 0
- . CL ALLUViUM
Stiff, moist, dark brown, Gravelly-Sandy
- 2 - CLAY - Irregular depositional contact
.
4 - SANTIAGO PEAL VOLCANIC ___ -
• Very dense, brownish-gray, moderately randomly fractured, altered andesitic
_j
VOLCANIC ROCK
• . TRENCH TERMiNATED AT 4 FEET
)
Figure A-75, Log of Test Trench T 60 . . LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
: January 8, 1990
FILE NO. D-4367-402
TRENCH T61
DEPTH MPLE S SOIL SA
NO. F
IN
EET
x z CLASS ]ELEVATION 396 DATE COMPLETED 9/27/89
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION '.9 -
- Sc UNDOCUMENTED FL
Medium dense, damp, tan, Clayey-Gravelly
- 2 - fine SAND
- 4 - Sc ALLUVIUM
• Loose, dry, dark brown, Clayey fine SAND -
- 6
sco px VOLCANICS
- - SC -CL Dense, damp, light brown, highly
fractured, altered andesitic VOLCANIC
- 8 - .. ROCK: sheeted fractures are N55E,60NW 1/2-1 inch apart
TRENCH TERMINATED AT 9 FEET
Figure A-76, Log of test Trench T 61
0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
)- Iu TRENCH T6Z
DEPTH
IN SAMPLE
NO
3
CLASS
SOIL
ELEVATION 380 DATE COMPLETED 9/27/89 FEET
1 M
(USCS)
W Q) O.
to
EQUIPMENT JD 555 TRACK BACKHOE 'Ii O r
- a.
MATERIAL DESCRIPTION
-.
SC
UNDOCUMENTED FILL
Medium dense, tan, Clayey Gravelly fine 2 SAND. toe of road fill for Rancho Santa
Fe Road
.4.
ALLUVIUM
SC-CL Loose, damp, dark brown, Clayey fine SAND -
6 to Sandy CLAY
Very irregular depositional contact 10 -
- - SC-CL SANTIAGO PEAK VOLCANICS
Dense, moist, light brown, highly
- 12 - weathered andesitic VOLCANICROCK ____
-
TRENCH TERMINATED AT 12 FEET
Figure A-77, Log of Test Trench T 62 LCSE
SAMPLE SYMBOLS 0
..
. SAMPLING UNSUCCESSFUL C - -. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T 63
DEPTH S SAMPLE 3 SOIL
NO. CLASS ELEVATION— 476 DATE COMPLETED 9/27/89 FEET
EQUIPMENT JD 555 TRACK BACXHOE w
0 0
MATERIAL DESCRIPTION -0
- CL TOPSOIL
2 Soft, moist, dark brown, Sandy-Rocky
CLAY with gypsum .. -
I SANTIAGO PEAK VOLCANICS
- 4 - Dense, moist, light brown, mottled with
orange/red/green; highly fractured, - - altered andesitic VOLCANIC ROCK; sheeted
6 , fractures 1-6 inches apart are N70W, 60SW;.
I hematite pseudomorphic pyrite, trace of
MW secondary copper minerals
TRENCH TERMINATED AT 6 FEET
(REFUSAL)
2,
Figure A-78 Log of Test Trench T 63 LCSE
SAMPLING UNSUCCESSFUL LI ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE 'SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
- TRENCH T 64 z DEPTH SAMPLE • SOIL 0
13 IN NO. CI ELEVATION454 DATE COMPLETED 9/27/89 FEET
to EQUIPMENT JD 555 TRACK BACKHOE
-
MATERIAL DESCRIPTION 0
- ALLUVIUM
Soft, moist, dark brown, Sandy-Cobbly CLAY
. S
Sc 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
9. .
Figure A-79, Log of Test Trench T 64 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE T •.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367•402
TRENCH T65
DEPTH SAMPLE 3 SOIL .'
LU
IL fa .
CLASS ELEVATION DATE COMPLETED. 9/27/89 & FEET
EQUIPMENT JD 555 TRACK BACXBOE
IL
MATERIAL DESCRIPTION -P0-
- SANTIAGO PEAK VOLCANICS
- . Very dense, reddish brown mottled with 2 .? tan, blue, high altered fractured, 2
• ____ - ____ andesitic VOLCANIC _ROCK: sheeted'
'1 ures 1/2-1 inch apart N2OW,
cal; abundant pyrite,
des, hydrothermal alteration.
L
- TRENCH TERMINATED AT 3 FEET
Figure A-80, Log of Test Trench T 65 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE •.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-402
TRENCH T66 Z JU .)-
DEPTH S SOIL SAMPLE
8/8 CLASS ELEVATION 277 DATE COMPLETED 9/29 FEET
- al EQUIPMENT 3D 555 TRACK BACKHOE
_- U. 0 0
MATERIAL DESCRIPTION
. LANDSLIDE DEBRIS - Loose to medium-dense, damp, dark reddish- 2
- SC brown, Clayey fine SAND: some angular
- - weathered volcanic pebbles-gravel
-
-4- -
- 6 - -
-8-
. -
- 10 •
-
12
• Becomes moist, with 6-10 inch boulder -
14 - gravel at 13 feet
-
-
- T66-1 Irregular transitional contact
-
- 16
- T66-2 CH
- -
_srt: wet to saturated, light tan-green, Sandy CLAY, slickensided surfaces
TRENCH TERMINATED AT 17 FEET
I
January 8, 1990
Figure A-81, Log of Test Trench. T 66 LCSE
SAMPLE SYMBOLS .. SAMPLING UNSUCCESSFUL LI ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
- DISTURBED OR BAG SAMPLE - . - CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D4367402
'U TRENCH T 67
S w5 DEPTH
SAMPLE
NO
SOIL
CLASS ELEVATION271 DATE COMPLETED 9/28/89
H
FEET
-I M
(USCS)
EQUIPMENT JD 555 TRACK BACKHOE 3 w rn )-
0.
MATERIAL DESCRIPTION
0.
TERRACE DEPOSIT
Loose to medium-dense, damp to moist, dark
SC-CL reddish-brown very Clayey fine SAND
.4. S
6
10 - -
- 12 -
- 14 -
- . S Becomes more clayey, wet at 15 feet
-16
- . Seepage, caving
- 18- -. CL SANTIAGO PEAK VOLCANICS -
Hard, wet, light grey-green mottled with red Sandy CLAY: very weathered
and fractured andesitic VOLCANICROCK
TRENCH TERMINATED AT 19 FEET
Figure A-82, Log of Test Trench T 67
• LCSE
0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS • 10 DISTURBED OR BAG SAMPLE CHUN'K SAMPLE • Y ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T68 Z >.
lu DEPTH SOIL
F
IN
EET
SAMPLE
CLASS ELEVATION258 DATE COMPLETED 9/28/89 0 C3 to
a EQUIPMENT JD 555 TRACK BACKHOE
a a
MATERIAL DESCRIPTION
. ALLUVIUM
Loose, damp, dark grayish-brown, Silty- 2
- SM-SC Clayey fine SAND, root voids, roots.
6 - - Very irregular contact
-. TERRACE DEPOSIT.
Medium dense, moist-wet, dark reddish-brown, 8 -
S very Clayey-Sandy COBBLE-BOULDER
- GRAVEL -
-10- SC-GC -
- 12 -
- 14 CL \
Seepage, caving -
• ____ - SANTIAGO PEAK VOLCANICS
Stiff-hard, wet, light green, mottled
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
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367•402
TRENCH T69
DEPTH S SOIL
IN SAMPLE c ELEVATION295 DATE COMPLETED 9/28/89 FEET Li
EQUIPMENT JD 555 TRACK BACXHOE
0.
MATERIAL DESCRIPTION
ALLUVIUM
Loose, damp, dark brown, Clayey-Sandy 2 M-G COBBLE-BOULDER GRAVEL, some silt
:.4.
6 - - Irregular, sharp depositional contact
inclined westward
- GC TERRACE DEPOSiT 8 - Medium dense to dense, moist, light reddish-
brown-orange, very Clayey. COBBLE-BOULDER
GRAVEL, some sand
' -10-
- 12
-
-
CL Becomes light tan, mottled white sandy -
- -
clay matrix at 12 feet with, more boulders
-
-14-
TRENCH TERMINATED AT 14 FEET
• (REFUSAL-OVERSIZE BOULDERS)
• Figure A-84 Log of Test Trench T 69 LCSE
SAMPLE SYMBOLS.* 0 ... SAMPLING UNSUCCESSFUL NJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-402
TRENCH T70
DEPTH SAMPLE S SOIL z - - W IL • - S
(USCS) ELEVATION276 DATE COMPLETED 9/28/89 FEET
0
EQUIPMENTJD 555 TRACK BACKHOE
IL
MATERIAL DESCRIPTION
- . Sc TOPSOIL
Loose, damp, dark brown, Clayey fine - SAND
- CL I
DELMAR FORMATION
- 4 . Hard, damp, light brown with white bands; Silty CLAYSTONE - - -
6 moist, :ori ty CLAYSTONE: fractures random, but
- • with some slickensided and/or thin
randomly oriented discontinuous .remolded
- 8 0 clay seams
10
- 12 Becomes very hard, blocky at 12 feet
14
TRENCH TERMINATED AT 14 FEET
I
Figure A-85, Log of Test Trench T 70 LCSE
0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T71
DEPTH SAMPLE
I-
SOIL I4I- w3
FEET NO CLASS
cuscs ELEVATION 270 DATE COMPLETED 9/28/89 ' Z I-
0 EQUIPMENT JD 555 TRACK BACKHOE Z W ..J ). Z
a.
- MATERIAL DESCRIPTION 0 - -- ___ ____________________________
- CGl ALLUVIUM S - Loose, dry, dark brown, Clayey-Sandy 2 - BOULDER GRAVEL*-
.4.
- Irregular, RyN shaped contact - (ancient canyon outline) .. -
GO PEAK VOLCANICS
dense, moist, light reddish-brown,
• 7randomlyfractured and weathered andesitic
CACROCK
TRENCH TERMINATED AT 6 FEET
Figure A-Ub, Log of Test Trench T 11 LCSE
SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE a... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
$ January 8, 1990
BILE NO. D-4367•402 -
TRENCH T72 )- DEPTH S 3 SOIL SAMPLE
a U) IL 3 CLASS ELEVATION 465 DATE COMPLETED 9/29/89 1-01 NO. FEET (J
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
- . ALLUVIUM
Soft, moist, dark brown, Sandy CLAY
CL
- 4
- 6 - Irregular "V" shaped depositional contact
• SANTIAGO PEAK YOLCANICS
- 8 -. CL-SC Dense, moist, light brown mottled with
- - tan/red, very weathered altered andesitic - VOLCANIC ROCK: highly randomly fractured;
becoming more dense *ith depth - - - .—.
12
TRENCH TERMINATED AT 12 FEET
Figure A-Si, Log of Test Trench T 72 LCSE
o I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D4367-602
TRENCH T73
DEPTH
FE
IN SA
NO. x
MPLE S % SOIL
ELEVATION DATE COMPLETED 9/29/89
C
• ET -'
EQUIPMENTJD 555 TRACK BACKHOE
U. 0 (3
MATERIAL DESCRIPTION
- 0
- . CL TOPSOIL
Soft, dry-damp, dark brown, Sandy-Rocky -
- 2 CLAY
Ir
SANTIAGO PEAK VOLCANICS
Very dense, damp, dark brownish-gray, • moderately randomly fractuied andesitic
VOLCANIC ROCK
TRENCH TERMINATED AT 2.5 FEET
(REFUSAL)
Figure A-88, Log of Test Trench T 73 LCSE
SAMPLE SYMBOLS 0.... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D•4367-402
TRENCH T 74
DEPTH SAMPLE SOIL
ELEVATION482 DATE COMPLETED 9/29/89
IL
FEET
EQUIPMENT JD 555 TRACK BACKHOE
a.
MATERIAL DESCRIPTION S 0
CL SLOPEWASH
Soft, moist, dark brown, Sandy CLAY 2
4 S Irregular depositional contact -
-
SANTIAGO PEAK VOLCANICS
6 - 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 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL. I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
j DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE T ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
J January 8, 1990
FILE NO. D?4367-402
TRENCH T75
DEPTH SAMPLE S SOIL
F' ELEVATION471 DATE COMPLETED 9/29/89 FEET
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
-
CL SLOPEWASH
Soft, moist, dark brown, Sandy CLAY
- 2
- 4 - Very irregular contact -
I.
SANTIAGO PEAK VOLCANICS
-
- 6 Very dense, damp, brownish-grey, moderately randomly fractured andesitic VOLCANIC
L
ROCK,
fractures spaced 2-6 inches
TRENCH ThRMINATEt) AT T FEET
(NEAR REFUSAL)
a
Figure A-90, Log of Test Trench T75 S LCSE
0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE IE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
C-'
January 8, 1990
FILE NO. 0-4367-402
TRENCH T76
DEPTH s S SOIL Z.I•_ .
NO.X0 23 CLASS ELEVATION 455 DATE COMPLETED 9/29/89 FEET
EQUIPMENT JDS5S TRACK BACKHOE
H . MATERIAL DESCRIPTION
-. . CL SLOPEWASH -
I Soft, damp, dark reddish-brown Sandy
- 2 CLAY -
-. 4 -
.
Very irregular contact
- - SANTIAGo PEAK VOLCANICS
6 • Dense, damp, light brown-grey, moderately _____ ... weathered andesitic VOLCANICROCK
TRENCH TERMINATED AT 6 FEET
-
j
Figure A-91, Log of Test Trench T 76 LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I . -. DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES
January 8, 1990
FILE NO. D-4367-402
• TRENCH T 77 z as
DEPTH SAMPLE S SOIL -
ELEVATION485 DATE COMPLETED 9/29/89 z IL FEET
1 M EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
CL SLOPEWASH - Stiff, damp, dark reddish-brown Sandy
CLAY -
Very irregular contact - —
SANTIAGO PEAK VOLCANICS - Dense, damp, light reddish-brown,
6 moderately weathered andesitic VOLCANIC
• ROCK
TRENCH TERMINATED AT 6 FEET
Figure A-92, Log of Test Trench T 77 LCSE
0 ... SAMPLING UNSUCCESSFUL Ii ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
.DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
INA
-••
January 8, 1990
FILE NO. D-4367-402 -
>. ul TRENCH T78 -ZIU >.
DEPTH
IN SAMPLE
NO.CLASS
3 SOIL t
ELEVATION510 DATE COMPLETED 10/2/89 PET
EQUIPMENT JD 555 TRACK BACKHOE
0 0
MATERIAL DESCRIPTION
• UNDOCUMENTED FILL
Soft, damp to dry, medium grey-green 2 CL mottled with brown, Sandy CLAY:
. cobbles, gravel and scattered concrete
chunks.
.4.
10
12 -
- 14 -
16 .
- 18
- 20.-
-
-
CL
ALLUVIUM ____ ____
Soft, moist, dark brown, Sandy CLAY
• TRENCH TERMINATED AT 20 FEET
Figure A-93, Log of Test Trench T 78 LCSE
.0 ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE . ... CHUNK SAMPLE T... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
, January 8, 1990
FILE NO. 0 -4367-402 -
TRENCH T79
DEPTH S SOIL :
FE
IN
ET
SA
NO. x Z CLASS
MPLE0 a ELEVATION513 DATE COMPLETED 10/2/89
0 7. EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
- - UNDOCUMENTED FILL
Soft, damp to dry, medium grey-green,
- 2 - mottled brown, Sandy CLAY: some
- oversize rock, concrete, etc
-4.
-
- 6
10
12
14 -
-16 -
- - CL ALLUVIUM
Soft, wet, dark brown, Sandy CLAY
- 18
TRENCH TERMINATED AT 18 FEET
Figure A-94, Log of Test Trench T 79 LCSE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE .. - WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO. BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TOO a I-TRENCH.
DEPTH S SOIL
IL SAMPLE
CLASS ELEVATION— 443 DATE COMPLETED 10/2/89 FEET
w w o EQUIPMENT JD 555 TRACK BACKHOE
a.
- - S MATERIAL DESCRIPTION
::. SM TOPSOIL
- - Loose, dry, dark brown, Silty coarse
I SAND
• - .—. SM BONSALL TONAL1TE -
Dense, da.mp,light brown-tan, highly 4 - weathered coarse crystalline GRANITIC S _____ ___ -
ROCK: sheeted jointing N25E, 85SE 1-2
• inches apart
TRENCH TERMINATED AT 4 FEET
fly'.
Figure A-95, Log of Test Trench T 80
. LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL NJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367•602
TRENCH T81
DEPTH MPLE S SOIL
F
IN
EET
SA
NO ELEVATION451 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACXHOE M
G. M
W
0 0 MATERIAL DESCRIPTION 0 ____ TOPSOIL.
- Loose, dry, dark brown, Silty coarse I SAND
•
BONSALL TONAL1TE '.
- • Very dense, light brown-tan, moderately
4 -.____ weathered coarse crystalline GRANITIC ROCK ___ -
blocky jointing; 2 systems: N65E, SOSE and
N30E, 70SE; spaced 2-12 inches apart
TRENCH TERMINATED AT 4 FEET
Figure A-96, Log of Test Trench T 81 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
n
January 8, 1990
FILE NO. D-636T402 -
TRENCH T82
DEPTH SOIL
FE
IN
ET
MPLE SA
NO.
IL m CLASS ELEVATION550 DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE m it _•-• (3
MATERIAL DESCRIPTION
- 0 TOPSOIL
Loose, dry, dark brown, Clayey SAND -
2 -
SANTIAGO PEAK VOLCANICS
- Dense, damp, light reddish-brown-orange, 4 . _ very fractured weathered and altered - andesitic VOLCANIC ROCK •
. Sheet fracturing at N80E, 40-50SE - -..-. at 5 feet
•
8 •
TRENCH TERMINATED AT 8 FEET
Figure A-97, Log of Test Trench T 82 LCSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
- ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
.1
"n
January 8, 1990
FILE NO. D-4367-402
W TRENCH T83
DEPTH
IN SAMPLE
I-.
SOIL
FEET NO CLASS
(USCS) ELEVATION 548 DATE COMPLETED 10/2/89 " Z
• EQUIPMENT JD5SS TRACK BACKBOE M a. E m 0 0
____ MATERIAL DESCRIPTION -0 ____
-
KAN Sc
- TOPSOIL
Loose, dry, dark reddish-brown very -2- _ Clayey fine SAND
' SANTIAGO PEAK VOLCANICS
- 4 - • _____ ___ - Very dense, damp, dark brown-grey, 1 moderately fractured andesitic VOLCANIC
ROCK: blocky 6-10 inch spaced
I
fractures at N40W, 75SW and N30E, vertical
TRENCH TERMINATED AT 4 FEET
(REFUSAL)
Figure A-98, Log Test Trench T 83
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE Z ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
. January 8, 1990
FILE NO. 04367-402
TRENCH T84
DEPTH S SOIL SAMPLE
ELEVATION 562 DATE COMPLETED 10/2/89 FEET 0 Ohl
EQUIPMENT JD 555 TRACK BACKHOE
U. __- C)
•
___ MATERIAL DESCRIPTION
- SANTIAGO PEAK VOLCANICS
Very dense, damp, dark brownish-grey, 2 - moderately randomly fractured, andesitic • VOLCANIC _ROCK: blocky joints are at - — N60W, 45NE and N70E, 85 NW spaced from 8-12 inches apart.
- TRENCH TERMINATED AT 3.5 FEET
0
I
S
.51
1
Figure A-99, Log of Test Trench T 84 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
- DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TRENCH T 85 z U1 0% Or, lu DEPTH S SOIL SAMPLE Ix IN
FEET
CLASS ELEVATION 549 DATE COMPLETED 10/2/89
EQUIPMENTJD 555 TRACK BACKHOE
Q. 0 •i 0 ____ MATERIAL DESCRIPTION
TOPSOIL
- SC Loose, dry, dark reddish-brown, Clayey- Rocky SAND
• 2-
SANTIAGO PEAK VOLCANICS
" SC Very dense, moist, light reddish-brown to. - 4 grey, moderate to highly fractured and •
• weathered andesitic VOLCANIC ROCK "!' fractures are NISE, lOSE and N80W, 80SW
6 with sheet to blocky spacing from 1/2 - 6
- .
inches
.
- 8
TRENCH TERMINATED AT 8 FEET *
Figure A-100, Log, of Test Trench T 85 . LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE •.. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367-402
TW TRENCH T 86 z Uj
DEPTH SAMPLE 3 SOIL
ELEVATION 545 DATE COMPLETED 10/2/89 & FEET
EQUIPMENT JD 555 TRACK BACKHOE __- a. o a
____ MATERIAL DESCRIPTION
- 0 - ____
- TOPSOIL
- - - Loose, dry, dark reddish-brown,,
I Clayey fine SAND -- 2 1
SANTIAGO PEAK VOLCANICS - -
Very dense, damp, dark brownish-grey,
- 4 - hly fractured andesitic VOLCANIC ____ -
K: sheet-fractures are N-S, 60E and
hiL
N85'W, 6OSW at 1/4-2 inch spacing
le.
_j TRENCH TERMINATED AT 4 FEET
(NEAR REFUSAL)
Figure A-101, Log of Test Trench T 86 LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-6367402 - -.
TRENCH TB? >.
DEPTH S SOIL MPLEIN SA
NO
IL • CLASS ELEVATION509 DATE COMPLETED 10/2/89 FEET
EQUIPMENT JD 555 TRACK BACKHOE
a. _Zo C,
MATERIAL DESCRIPTION
0_
- CL UNDOCUMENTED FILL
Soft, damp, dark brown, olive, Sandy CLAY• -
4 •
SM-SC TOPSOIL - ,- 6
- Loose, damp-dry, dark brown, Silty-Clayey SC • fine SAND
____ __
SANTIAGO PEAK VOLCANICS
Dense, damp, light reddish-brown, moderately
fractured and weathered andesitic VOLCANIC ROCK
TRENCH TERMINATED AT 7 FEET
Figure A-102, Log of Test Trench T 87 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
IW r1.LL7Lfl I I -- flue w - -
TDMU ran I I I IU Z w >
DEPTH SAMPLE
NOrN
SOIL
CLASS ELEVATION506 DATE COMPLETED 10/2/89
4II
FEET (USCS)
EQUIPMENT JD 555 TRACK BACKHOE Z S
IL
MATERIAL DESCRIPTION
-0 - - ___ ____________________________
UNDOCUM.NTED FILL
Soft, damp, dark brown-olive, Sandy - CLAY .2- CL
.4-
-
6- -
CL ALLUVIUM
Soft, damp-moist, dark reddish-brown -
____ SandyAY CL 8
• • ' SANTIAGO PEAK VOLCANICS - SC S Dense, moist, light brown, mottled with 10- - red, green, highly altered, weathered -
-_ randomly fractured, andesitic VOLCANIC
_ ROCK
.
___
TRENCH TERMINATED AT 11 FEET
Figure A-103, Log of Test Trench T 88 LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 13 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D-4367402
• TRENCH T 89
• DEPTH SAMPLE
FE
IN
ET
SOIL
CLASS ELEVATION514
-
DATE COMPLETED 10/2/89
EQUIPMENT JD 555 TRACK BACKHOE
M IL
MATERIAL DESCRIPTION
- . UNDOCUMENTED FILL
Soft, damp, dark gray-olive-mottled with
-
2 - CL brown, Sandy CLAY -
4.
-
- 6 -
-
- 8
- - • TOPSOIL - • — Loose, damp, dark brown, Silty-Clayey
-
- 10
- fine SAND
SANTIAGO PEAK VOLCANICS
dense, moist, medium brown-grey, tly-moderately weathered andesitic
L - CANIC_ROCK
• TRENCH TERMINATED AT 11 FEET
.2
Figure A-104, Log of Test Trench T 89. LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) I
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. D4367-402
TRENCH T90
DEPTH SOIL -: IL MPLE
ELEVATION491 DATE COMPLETED 10/2/89 FEET
SA
NO
EQUIPMENT. JD 555 TRACK BACKHOE
S MATERIAL DESCRIPTION .0 .
- - SLOPEWASH
0 - Soft, moist, dark brown, Sandy ::-2- CL CLAY -
- 4. -
- Very irregular contact - .
-
6 - SC - SANTIAGO PEAK VOLCANICS
Dense, moist, light brown, moderately
weathered and randomly fractured andesitic
VOLCANIC ROCK
• TRENCH TERMINATED AT 7 FEET
I
1
Figure A-105, Log of Test Trench T 90 • LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
1 ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE .. WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
File No. D-4367-H02
January 8, 1990
TABLE IA (continued)
Air-Track Rippability Interpretation
Air-Track
Boring No. Depth (feet) Interpretation
HT-30 0-50 Rippable
HT-31 0-55 Rippable to Marginal
HT-32 0-5 Rippable
• 5-40 Marginal to Nonrippable
HT-33 0-3 Rippable
3-60 Marginal to Nonrippable
60-70 Nonrippable
HT-34 0-15 Rippable
. 15-45 Marginal to Nonrippable
HT-35 .0-30 Rippablé
30-36 Marginal
HT-36 0-25 Rippable to Marginal
25-65 Marginal to Nonrippable
HT-37 0-5 Rippable
5-10 -Rippable to Marginal
HT-38 0-10 • Rippable
10-60 Rippable to Marginal
HT-39 0-10 Rippable
10-20 Marginal
HT-40 0-30 Rippable
HT-41 0-10 Rippable
•• • 10-25 Marginal to Nonrippable
HT-42 0-30 • Rippable
HT-43 0-40 Rippable • 40-50 Rippable to Marginal
HT-44 0-15 Rippable
15-20. Marginal
File No. D-4367-H02
January 8, 1990
• TABLEIB
Seismic Traverses
Velocity (ft/sec) Depth (ft) Approx.
Max Depth V V V D D Length of Explored • _i. _L .I Traverse S () + /-
2790 8980 - 14 - 100 30
1640 6720 - 6 - 100 30
1570 6810 - 9 - 100 30
2150 4740 - . - 4 - 100 30
2420 4760. - 4 - 100 30
1560 5390 - 8 - 100 30
1550 6120 - 4 - 100 30
1150 5250 - 5 - 100 30
1500. 5820 ---- 8 - 100 30
1990 8560 - 4 - 100 30
1640 6920 --- S - 100 . 30
2240 8270 --- 4 - 100 30
1230 5240 - 3 - 100 .• 30
.1570 5470 / --- 5 - 100 30
1770 7330 ' --- 3 - 100 30
1640 7090 -- .4 - 100. 30
1102 5330 - 4 - . 100 30-
1090 6650 . -- 4 - 100 30
1120 5850 -- 5 - 100 30
1150 5830 - . 5 - 100 30
1340 6280 ---- . 5 - 100 30
2200 6160 --- . 2. -- 100 30.
1920 . 4570 - 4 - • 100. . 30
1280 5840 -- • 5 . - 100 30
2930 8170 -- 7 - . 100 30
1800 7620 --- 3: - 100 30
2000 6380 - 5 . - 100 • 30
1.190 5140 12120 .4 • 29 100 30
1360 8640 ---- 5 - 100 30.
1150 9900 ---- • 8 - 100 30
Seismic
Traverse
No.
5-1'
5-2
5-3
5-4
5-6
5-7
5-8
5-9
5-10
5-11
5-12
5-13
5-14
5-15
5-16
5-17
5-18
5-19
5-20
5-21
5-22
5-23
5-24
5-25
5-26 -
5-27 -
5-28
5-29
5-30
File No. D-4367-H02
January 8, 1990
• TABLE lB (continued)
Seismic Traverses
Velocity (ft/sec) Depth (ft) Seismic
Traverse Y V V D D Length of No. 1 3 .j j. Traverse
5-31 1240 10020 - 4 - 100 5-32 1230 4490 -- 7 - 100
5-33 2400 4810 - 15 - 100
5-34 1720 6770 - 4 - 100
5-35 1340 -- 4 • - 100
5-36 1620 6640 -- 6 -- 100
Approx.
Max Depth
Eplored
(ft) +1-
30
30
30
30
30
30
V1 = Velocity in feet per second of first layer
of materials
V2 = Second layer velocity
V3 = Third layer velocity
D1 =. Depth in feet to base of first layer
D2 = Depth to base of second layer.
NOTE:
For mass grading, materials with velocities of less than 4500 fps are generally rippable with
a D9 Caterpillar Tractor equipped with a single shank hydraulic ripper. Velocities of 4500
to 5500 fps indicate marginal ripping and blasting. Velocities greater than 5500 fps generally
require pre-blasting. For trenchin , materials with velocities less than 3800 fps are generally
rippable dependin ol th e o acturing and the presence or absence of boulders.
Velocities be n 3800 4300 fp • generally indicate marginal ripping, and velocities greater than 3 fps er te nonrippable conditions. The above velocities are
based on a Kohking 05.
The reported velocities represent average velocities over the length of each traverse, and
should not generally be used for subsurface interpretation greater than 100 feet from a
traverse. • •
:..! File No. D-4367-H02
:3ai11arY 8, 1990
TABLEI
Summary of Laboratory Compaction Test Results
ASTM D1557-78
Maximum Dry Optimum • Sample Density Moisture No. Description pcf % Dry Wt.
LB2-3. Orange-Brown-Olive mottled 119.6 13.7 very Clayey SAND (Alluvium)
12-2 Brown, Clayey GRAVEL 123.6 11.4. • (Landslide Debris)
127-2 Olive-gray, Sandy CLAY 119.0 .12.7 (Undocumented Fill)
T11-1 Reddish-Brown Clayey SAND 125.2 • 11.3 (Topsoil)
•
T21-1 Dark Brown Sandy Clay • 116.4 16.1 (Slopewash)
T25-2 Brown, Clayey GRAVEL 125.4
• 11.6 (Terrace Deposit)
• SB4-5 Dark Brown Silty SAND • 122.8 11.0 • (Alluvium)
• S
•
13
File No. D-4367-H02
January 8, 1990
Sample
No.
TABLE It
Summary of Laboratory Expansion Index
Moisture Content
Before After Dry Test Test • Density
% • pcf
Test Results
Expansi
Index
LB2-2 16.6 18.9 117.9 18
LB2-3 11.6 28.9 102.9 • 57
LB3-2 9.9 • 22.9 109.2 22
LB6-3 11.9 29.9 102.7 94
LB7-2 12.1 26.8 102.2 • 77
T11-1 9.9 20.4 110.8 29
721-1 11.4 31.8 104.6 132
File No. D-4367-H02
January 8, 1990
TABLE III
Summary of Direct Shear Testing Results
Moisture Unit Angle of Shear • Dry Density Content Cohesion Resistance Sample No. pcf psf Degrees
L32-1 115.7 16.2 880 20
*J2..3 108.2 13.1 250 24
LB5-1 1113 17.9 570 24
LB6-2 114.6 17.2 530 34
*LB72 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 maximum laboratory density at near optimum moisture content.
File No. D-4367-H02
January 8, 1990
TABLE IV
Summary of Residual Shear Testing Results
Moisture Unit Angle of Shear Dry Density Content Cohesion Resistance Sample No. pcf psf Degrees
SB-4 100.8 26.1 440 5
Summary of Los Angeles Abrasion Test Results
California 211
%Wear %Wear
After 100 After 500 Sample No. Revolutions Revolutions
LAR-1 19.0 53.2
LAR-2 5.2 18.4
File No. D-4367-H02
January 8, 19.90
SAMPLE NO. SBG2
0
z I
0
I-
2
(l 0
(I) z
.0 ()
I- z LU .0
LU 0. 5
6
7
II__IIIIIII"-''1IIIIIIII__IIuIHH
11-IlIllIl 111111111__IliHhl
ii'1Hii 1111111__1111111
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II__liii!!! ---IIIIIIII__Iuluhl
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lIiIIIIII--"IIIiiHII__1111111
II 1111111- 1 111111111 -IllUlhl
II 1111111 111111111 1111111
-: 0.1 0.5 1.0 1 6.0 10.0
APPLIED PRESSURE (ksf)
50.0 100.0
INITIAL DRY DENSITY 99.8 (pcf)
INITIAL WATER CONTENT 27.3 CS)
INITIAL SATURATION 96.0 (5)
SAMPLE SATURATED AT 0.5 (ksf)
CONSOLIDATIONCURVE
RANCHO SANTA FE REALIGNMENT
CARLSBAD, CALIFORNIA 1 0
0
Figure B-i
fl File No. D-4367-H02
January 8, 1990
fl SAMPLE NO. S 5-2
V 0
p
0
-I
0
U) z. 0 C,
I- z w
C,
w a-
lllflhlli 11111111__1111111
IllIuluhl :iIIIIIhI__1111111
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IlIlIlIlIL 11II1h111 -IIIIflH
0.1 0.5 1.0 • 5.0 10.0
APPLIED PRESSURE (ksf)
50.0 100.0
INITIAL DRY DENSITY 110.8 (PCI)
INITIAL WATER CONTENT 19,6 (s)
[INITIAL SATURATION 94.6 (5)
SAMPLE SATURATED AT 0.5 (ksf)
CONSOLIDATION CURVE
RANCHO SANTA FE ROAD REALIGNNEIT
CARLSBADi CALIFORNIA 0
Figure B-2
File No. D-4367-H02
January 8, 1990
SAMPLE NO. SB2 -I
0
—J . 0 C#) z so C.,
I- z Ui 0
I... Ui 0
N1111111IN1111111IM11111111
NE111111IN1111111IM11111111
II__IIIHIIiUhIIIII__1111111
II__1111111 IIHIHII__1111111
.11__1Hi!!I 111111111__1111111
II__IIIIUi IIIIIHUiIUiHhI
II__1111111__1iIIIIIIIIi-iIIIIII
II-_IIIIUIiiIIIIHhI__1111111
Ir-ulIlIll UIIIIIII__1111111
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II-iIIIIIIiIiIHhI__11111111
II__IIIHIIT 111111111 1111111
0.1 0.5 1.0 5.0 10.0
APPLIED PRESSURE (ksf)
INITIAL DRY DENSITY 106.9 CpcO
INITIAL WATER CONTENT 8.7 (%)
50.0 100.0
INITIAL SATURATION 45.6 (s)
L SAMPLE SATURATED AT 1
0.5 CkeO
CONSOLIDATION CURVE
RANCHO SANTA FE ROAD REALIGNMENT
0 CARLSBAD, CALIFORNIA
Figure B-3
File No. D-4367-H02
January 8, 1990
SAMPLE NO. LB 2-2
-4
-3
-2
0.
I-
-I
-j. 0 Cl) z 0 0
I- z w 0
w CL 2
11__1111111_-IuIIIHhI__1111111
II__1111111- uIIIIflhi-IIIIHII
II_IHIIiiiIIIIIIl__1111111
11__11111!!. i!IIIIflhI__1111111
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II__1111111 •IIuIIIII1__1111111
1I1HIIH 11111111__1111111
II__1111111 111111111__1111111
11-1111111 -iIIIIIIII__IIIHH
II IIIHH iIIIHIIL 1111111
0.1 0.5 to 5.0 10.0 50.0 100.0
APPLIED PRESSURE (ksf)
INITIAL DRY DENSITY 117.9 (pcI)
INITIAL WATER CONTENT 16.6 Cs)
INITIAL SATURATION 92.6 (5)
SAMPLE SATURATED AT 0.5 (kat)
CONSOLIDATION CURVE
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
a
Figure B-4
FILE NO. 04367-04-02
- w TRENCH T-1A OZ W DEPTH SAMPLE SOIL.
z:IN
, L. •
•.
NO. X z 'LASS ELEVATION 470 DATE COMPLETED 11/8/90 FEET
EQUIPMENT .CAT_245W/36"BUCKET
a.
MATERIAL DESCRIPTION
0 SM
- Loose, dry, yellow-brown,-Silty SAND CL
- 2 Medium stiff, blocky/fractured, damp, •
- :•: strong brown, Sandy CLAY
SANTIAGO PEAK VOLCANICS
Moderately weathered and altered, highly
fractured, strong, greenish gray,
metamorphosed VOLCANIC ROCK (laharic
breccia)
-Fractures N40E/84SE
-Excavates as blocky, angular boulders
of strong volcanic rock to. 2 feet -Some seams of highly weathered, clayey
• gravel (altered volcanics) to 6 inches thick
-Becomes moderately lb slightly fractured,
very strong at 2.75 feet
TRENCH TERMINATED AT 3.5 FEET
REFUSAL
Figure 4, Log of Trench T-1A
. LcSE
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
-• NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE- REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
)- Ui -
DEPTH
a'
SAMPLE S SOIL
IN NO Z
FEET 3 (USCS)
a
4
6
8
10
TRENCH T-2A - __
C L
0,.
ELEVATION 515 _515 DATE COMPLETED 11/8/90 1
UJ° EQUIPMENT CAT 245 W/36" BUCKET . W E M L
MATERIAL DESCRIPTION
r
TOPSOIL
Loose to medium dense, dry to slightly damp,
yellowish brown, Silty SAND. with angular
gravel to 2 inches
S
Stiff, damp, olive, Sandy CLAY
SANTIAGO PEAK VOLCANICS
Highly weathered and altered, highly
fractured, moderately weak to moderately
strong, yellow to brown, metamorphosed
VOLCANICROCK, many thick, red brown
clay films on fracture faces, clay
infilling fractures to 1/2 inch +
-Fractured: NI2W/43SW; N20E/85+SE (spaced•
approx. 2 feet)
-Excavates as bouldery sand with boulders
to 11/2 feet+ . - -Hard 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, little or
no fines
TRENCH TERMINATED AT 10.5 FEET
REFUSAL
Figure. •.2, Log of Trench T-2A LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL LI... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE E3 ... CHUNK SAMPLE 3E .- WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
TRENCH T-3A
DEPTH MPLE
C
S
I-
SOIL ZL
ow. i..
.
x i'
FEET
SA
NO. X Z CLASS ELEVATION 510 DATE COMPLETED 11/8/90
EQUIPMENT CAT245W/36"BUCKET
a.
MATERIAL DESCRIPTION 0
CL TOPSOIL
- Medium stiff, damp, strong brown, Gravelly, 2 I Sandy CLAY -
SANTIAGO PEAK VOLCANICS - - 4 Highly weathered and altered, highly -
fractured, weak, brownish yellow, clay - infilled metamorphosed VOLCANIC ROCK -
6 - -Excavates as silty sand with gravel to - cobble size angular rock fragments
8
-
-Becomes moderately weathered, moderately
strong at 7.0 feet -
-Fractures N3W/55SW - • -Excavates as silty sand with cobble size 10 - _____ angular rock fragments - -Becomes slightly weathered, strong at 9 feet
I -Fractures N57E/77SE spaced at 1 to 2 inches
TRENCH TERMINATED AT 10 FEET
REFUSAL
30
Figure 3, Log of Trench T-3A LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL [I ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE a... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
TRENCH T-4A tu
DEPTH SAMPLE S SOIL
)-
FEET 'LASS ELEVATION490 DATE COMPLETED 11/8/90
EQUIPMENT CAT 245 W/36" BUCKET WOO
MATERIAL DESCRIPTION
____
— __
T4-1 : SM TOPSOIL -
Loose to medium dense, dry to slightly 2. - •
_____ damp, yellow brown, Silty SAND
T4-2 ---------------------------------------- CL
Stiff, moist, dark olive brown, Gravelly,
4 • — Sandy CLAY with cobble sized angular .....
• I .rock fragments, some vertical open fractures
upto1/8inchwide
• - 6 E SANTIAGO PEAK VOLCANICS
- • Highly weathered, highly fractured, weak -
- 8 ______ — _____ to moderately strong, yellow to red brown,.
- . metamorphosed VOLCANIC ROCK, corestone
boulders with weathered rinds and infilling
of sandy clay grus
-Excavates as angular to subangular rock
(cobble to boulder size) with sandy clay
-Becomes less weathered, strong at 6 feet
Fractures: N37E/78SE spaced at 2 inches to 1.2 feet
TRENCH TERMINATED AT 8 FEET
:1 REFUSAL
Figure .4, Log of Trench T-4A LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
TRENCH T-5A
DEPTH SAMPLE J 3 SOIL H0)- '
NO.'lit ELEVATION 460 DATE COMPLETED11/9/90 FEET
EQUIPMENT _CAT 245W/36"BUCKET
MATERIAL DESCRIPTION 0
- ___
- SM TOPSOIL
- . Loose, dry, yellow brown, porous, Gravelly,
Silty SAND 2 -
• SANTIAGO PEAK VOLCANICS
Moderately to highly weathered and altered,
- 4 • :: moderately fractured, moderately strong to
strong, brownish yellow to gray with red
brown coatings on fracture faces, meta-
- 6 • morphosed VOLCANIC ROCK • :: -Fractures: Approx. N20E/63NW spaced at 2 to
- • :: 6inches
-Little to some clay infilling of fractures
- 8
- -Excavates as angular rock fragments to approx.
- • 1 foot with silty sand • -Zone of higher degree of alternation and
- 10 - ::::.:f.f. clay infilling, moderately weak to moder-
ately strong rock between 8 and 9 feet • :: -Becomes moderately strong to strong
- 12 - again at 9 feet
-Fractures N45W/85NE
-Becomes highly fractured at 10 feet
14 - Material excavating as a coarse gravelly,
silty sand
-Fractures with clay infilling N18W/40NE
16 -
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
- 18 •
--------------------------------------
:;-;;•;-. - ________
Very ------------------------- highly weathered and altered, highly
fractured, weak to moderately weak, yellow
20 - metamorphosed VOLCANIC ROCK
-Excavates as silty sand with some clay,
angular gravel size rock fragments
22
X.
--------------------------------------
Moderately weathered, highly fractured,
moderately strong to strong, dark gray,
metamorphosed VOLCANIC ROCK, with clay 24 - :: infilling in some wide fractures.
- -Fractures N18-30E/approx. 60NW
-Excavates as angular rock fragments to
26 - 1 foot + with silty sand ______ -
TRENCH TERMINATED AT 26 FEET
Figure. 5, Log of . Trench T-5A LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE E3 ... CHUNK SAMPLE T ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
TRENCH T-6A
DEPTH S SOIL .
FE
IN SAMPLE
"Ass ELEVATION 470 DATE COMPLETED 11/9/90 ET
EQUIPMENT CAT 245 W/36" BUCKET
CL
MATERIAL DESCRIPTION
- - SANTIAGO PEAK VOLCANICS •
- 2 -
Moderately weathered, highly fractured,
strong, blue gray with yellow, red brown,
• and yellowish-white coatings on fracture
faces, metamorphosed VOLCANICROCK
- 4 - -Excavates as angular rock fragments to _____ -
1 foot +
-Fractures: N15-40E/30-55NW spaced 6 inches + • -Becomes predominantly gray without
fracture coatings, slightly weathered
at feet
TRENCH TERMINATED AT 4 FEET
REFUSAL
Figure . 6, Log of Trench T-6A LCSE
0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 0436'-0402
TRENCH T-.7A
DEPTH SAMPLE 3 SOIL
ss
u H #
FEET ELEVATION490 DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET
a. a a
MATERIAL DESCRIPTION
- -
SM TOPSOIL
Loose, dry, yellow brown, Gravelly, Silty
SAND -
SANTIAGO PEAK VOLCANICS -. -
- 4 . Highly weathered, highly fractured, weak -
to moderately weak, yellow to red brown, - clay infilled metamorphosed VOLCANICROCK -
6 - -Fractured N30W/35SW spaced at 6 inches + -
-Clay infilled fracture 1 foot + wide
- N40E/50SE filled with dark olive, gravelly. -
8 _____ - _____
clay with pressure faces at 4 feet
- -Rock becomes moderately strong below.
5feet
-Becomes strong at 6 feet 0
-Fractures N50W/70NE; N35W/75SW, spaced
6 inches to 1 foot +
-Trench generally excavates as angular rock
fragments to 1 foot + and silty sand
TRENCH TERMINATED AT 8 FEET
.
. REFUSAL
Figure 1, Log of Trench T-7A .. LCSE
0 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE a... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
FILE NO. 04367-04-02
TRENCH T-8A
DEPTH S SAMPLE SOIL
1 M
W
FEET NO
o ELEVATION 525 DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET
o
____ ____
MATERIAL DESCRIPTION
- - _____
- SANTIAGO PEAK VOLCANICS
Highly weathered, highly fractured, weak to 2 - moderately strong, yellow brown, clay infilled
metamorphosed VOLCANICROCK
-Fractures N20E/approx. vert.
- 4 . -Becomes strong at 3 feet
-Excavates as angular rock fragments to
2 feet + with some sand
- 6 -Highly altered and clay infilled zone
of weak, highly fractured VOLCANIC ROCK
between 4.5 and 6 feet. Zone approx.
NIOW/33NE, thins to south
TRENCH TERMINATED AT 7 FEET
REFUSAL
Figure. A, Log of Trench T-8A LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
J NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TINES.
1•
FILE NO. 04367-04-02
TRENCH T-9A tu DEPTH SAMPLE S son. S a t-
FEET
uss ELEVATION 525 DATE COMPLETED 11/9/90
EQUIPMENT CAT 245 W/36" BUCKET o o 0 z
MATERIAL DESCRIPTION
0 SM TOPSOIL Loose, dry, yellow brown, Gravelly, Silty 2 - SAM with abundant roots
SANI1AGO PEAK VOLCANICS
• ly weathered, highly fractured,
rately strong to strong, yellow
• n, clay/soil infilled metamorphosed CANIC_ROCK
omes moderately weathered, strong,
Lmb
enish gray at 2.5 feet
ctures N4.4E/72NW
avates as angular rock fragments to otwithsiltysand
TRENCH TERMINATED AT 3.5 FEET
REFUSAL
r 11
Figure 9, Log of Trench T-9A LCSE
SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY. AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TINES.
FILE NO. 04367-04-02
TRENCH T10A
DEPTH SAMPLE SOIL
IN
FEET. NO D
CLASS ELEVATION 667 DATE COMPLETED 11/9/90 '— (USCS) i...01 3
WU)O a EQUIPMENT CAT 245W/36"BUCKET o.
a.
MATERIAL DESCRIPTION
SM TOPSOIL • Loose, dry, yellow brown, Gravelly, Silty
- 2 SAND
4
SANTIAGO 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 atl 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 T10A LCSI
SAMPLE SYMBOLS 0... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) I
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
: January 8, 1.990
FILE NO. 0-4367-402
TRENCH T 91. . _ ___
DEPTH S 3 SOIL . SAMPLE
cUuSS ELEVATION332 .. DATE COMPLETED 9/22/89 .
31- FEET SCS) ow EQUIPMENT JD 555 TRACK BACXHOE
a
MATERIAL DESCRIPTION.
0 ____ • - ___ _________________________
•
Cl SLOPEWASH -
2 -
Soft, moist, dark brown, Sandy CLAY
-
-
-
. Veryirregular. contact -
. -
- 4
- SANTIAGO PEAL VOLCANICS - Dense, damp, light reddish-brown,
6 - S weathered moderately random fractured - VOLCANIC ROCK
TRENCH TERMINATED AT 6 FEET
Figure A-106, Log of Test Trench T 91
LCSE
0 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ••• CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT -IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
January 8, 1990
FILE NO. 0-4367-602
TRENCH T92
DEPTH 3 3 SOIL
NO. = z CLASS ELEVATION453 DATE COMPLETED 10/2/89 FEET
EQUIPMENT JD 555 TRACK BACKHOE
MATERIAL DESCRIPTION
- -
CL
SLOPEWASH
Ct Soft, moist, dark brown Sandy CLAY :.i.2.
Very irregular contact A
SAN11AGO PEAK. VOLCANICS - - sc Dense, moist, light brown, moderately
- 6 - weathered and randomly fractured andesitic .L' . VOLCANICROCK
TRENCH TERMINATED AT 7 FEET
Figure A-107, Log of Test Trench T 92 LCSE
SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
File No. D-4367-H02
January 8, 1990
S E CO N D S / FO 0 T
0 20 40 0 20
10'-
0 20 40
I 9 1 1 I
0 20
I I I.
40t
LEGEND
Figure A-108
60 RIPPABLE
MARGINALLY RiPPABLE
NON -R1PP48LE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
('ADTCflk' 'ATT1MT4
0
File No. D-4367-H02
January 8, 1990
SECONDS/ FOOT
20 40. 0 20 I I ••i . I I I
6
4
z
O •. 20 40
I I 0 20 40 I. 1
LEGEND
RIPPABLE
MARGINALLY RIPPABLE
NON-RIPPABLE
RANCHO SANTA FE ROAD REALIGNT
I. CARLSBAD, CALIFORNIA
Figure A-109
SECONDS / FOOT
0 20 40' 0 20' 40' I. I•• I. I I
20' 0 20' I f I -
20' lei
File No. D-4367-H02
January 8, 1990
0-
20'.
'a
La
LI.
4d-
0-
CL
'Ii
0
20-
4L
LEGEND
I-i RIPPABLE
MARGINALLY RIPPASLE
IM--___NON-RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-hO
2
0 20 40 60 0 20 40 60 I 1 I 1 I I I I 1
LEGEND
RIPPABLE -
......MARGINALLY RIPPABLE
NON-RIPPABLE
File No. D-4367-HO2
January 8, 1990
SECONDS I, FOOT 0 20 40 0 20 I I I I i •.I
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
I
Figure A-ill
File No. D-4367-H02
January 8, 1990
Figure A-112
0 20 40
I I1 I
21 3
40'
0•
z
Lei
I
0 20 40 I a I I I
14
File No. D-4367-H02
January 8, 1990
SECONDS / FOOT
.0 20. 40 0 20
LEGEND 0
RIPPABLE
S 60'— M-----MARGINALLY RIPPABLE
._........N0N—RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
I
Figure A-113
40'
1? 20 40
0-.
I'
.J File No. D-4367-H02 January 8, 1990
0 20
20t..
IiJ
II.
0 20 40 I •,
0- z
'•- 20-
IJ
-. 40-
60—
- • LEGEND
- RIPPABLE
- .-----MARGINALLY RIPPABLE
1ffl- _.._....N0N -RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
1 SECONDS / FOOT
I 0 20 40
I. I I
Figure A-114
File No. D-4367-H02
January8, 1990
SECONDS. / FOOT
0 20 0 20 I I I I
0-
I-.
Id
46—
HT-29 HT-30
0 20 .0 20 40
0- — 0—
I-.
ILl
20-
40-
32
LEGEND
EJ..._...RIPPABLE
..MARGINALLY RIPPABLE
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-115
- a.
Id
'1
2O-
40'-
LEGEND
.RIPPABLE
MARGINALLY RIPPABLE
NON - RIPPABLE
Ij 20'
40'
60'
' File No. D-4367-H02
January. 8, 1990
I
SECONDS / FOOT
0 20 40 0 20 40 °
T!"
• 20'- 2O
n..
HT-33
40'- 40'- -
IL
60'-
• r////J4. 0 20 40
- vJ7J/J
- 0
0 20
11 F
LOGS OF AIR TRACK BORINGS
RANCHO SANTA FE ROAD REALIGNMENT
CARLSBAD, CALIFORNIA
Figure A-116
File No. D-4367-HQ2
January 8, 1990
Figure A-117
File No. D-4367-H02
January 8, 1990
Figure A-118
File No. D-4367-H02
January 8, 1990 S
TABLE IA
Air-Track Rippabllitv Interpretation
Air-Track
Boring No. Depth (feet) Interpretation S
HT-1 0-30. Rippable
30-48 Nonrippable
HT-2 0-8 Rippable
8-30 Marginal
0-15 S. Rippable . • 1545 Marginal
45-60 Nonrippable S
() 0-5 Rippable
5-36 Marginal
0-8 Rippable
8-20 Marginal
20-36 Nonrippable r
HT-6 0-30 Rippable
30-36 Marginal
HT-7 . 0-11 Rippable
1145 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 . Marginal to Nonrippable
HT-11 045 Rippable
HT-12 0-5 Rippable -
5-36 Marginal
HT-13 Z 0-25 Rippable
. 25-36 Marginal to Nonrippable
HT-14 . 0-45 Rippable
• 45-55 Marginal
File No. D4367-H02
January 8, 1990
• TABLE IA (continued)
Air-Track Rippability Interpretation
Air-Track
Boring No. Depth (feet) Interpretation
HT-15 0-5 Rippable
5-50 Nonrippable
HT-16 0-15 Rippable to Marginal
15-80 Nonrippable
lIT-li 0-35 Rippable
35-40 Marginal
HT-18 0-30 Rippable • 30-45 Marginal
HT-19 0-60 Rippable
HT-20 0-50 Rippable
HT-21 0-10 -Nonrippab1e V(2jpp4
10-60 Nonrippable
HT-22 0-25 Rippable
25-35 Marginal
HT-23 0-10 • Rippable
10-50 Marginal to Nonrippable
HT-24 0-10 Rippable
10-65. Marginal to Nonrippable
HT-25 0-25 Rippable
HT-26 0-10 Rippable
• 10-60 Nonrippable
HT-27 0-10 Rippable
10-70 Marginal to Nonrippable
HT-28 0-20 Rippable
20-55 Marginal to Nonrippable
HT-29 0-50 Rippable
APPENDIX
GEO TECHNICAL 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-EC0I)
FOR
VILLAGES OF LA COSTA-THE OAKS
CARLSBAD, CALIFORNIA
PROJECT NO. 06105-12-04
1550 Hotel Circle North
San Diego, California 92108
(619) 294-9400
Fax: (619) 293-7920
Woodward-Clyde Consultants
November 10, 1989
Project No. 8951361S-EC01
Geocon Incorporated
6960 Flanders Drive
San Diego, California 92121-2974
Attention: Mr. David Leake
GEOTECHNICAL EVALUATION
RANCHO SANTA FE ROAD REALIGNMENT
AFFECT ON STANLEY MAHR RESERVOIR
1 LA COSTA, CALIFORNIA
Gentlemen:
Woodward-Clyde Consultants (WCC) is pleased to provide the following evaluation
relative to the effects of the proposed Rancho Santa Fe Road realignment upon the existing
La Costa Darn and Reservoir (Stanley Mahr Reservoir). This evaluation was performed in
accordance with our proposal dated September 13, 1989 and your authorization of
September 18, 1989.
INTRODUCTION
For our evaluation we were provided with a draft geologic map and subsurface data,
prepared by Geocon Inc. The subsurface data consisted of nine test trench logs, seven
hydraulic air-track drill rate logs, and seven shallow refraction seismograph traverses along
the proposed realignment near the dam and reservoir. Additionally, we reviewed our report
for construction of the dam entitled "Design Memorandum Geologic Study, Geotechnical
Engineering and Design Services for Reclaimed Water Storage Reservoir No. 1, La Costa,
California, San Marcos County Water District Reclamation Project," dated September 1979
and our "La Costa Storage Reservoir No. 1, As Built Drawings," dated 1980 and 1981.
We understand that the proposed project will include construction of a new Rancho Santa
Fe Road between the existing road and the Stanley Mahr Reservoir. The proposed
roadway alignment in the vicinity of the Stanley Mahr Reservoir, will be approximately 125
feet wide and will consist of cuts up to 40 to 50 feet in depth and fills up to 10 to 15 feet in
height. Additionally, roadway work is proposed along the small access road immediately
north of the reservoir. This work consists of fills up to 10 to 15 feet in height and an
elliptical shaped cut up to 20 to 25 feet in depth northwest of the reservoir.
Consulting Engineers, Geologists
and Environmental Scientists
Offices in Other Principal Cities
Geocon Incorporated Woodward-Clyde Consultants
Project No. 8951361S-EC01
November 10, 1989
Page 2
The subsurface conditions encountered in Geocon's test trenches indicate that the site is
primarily underlain by shallow soil (less than 3 feet), overlying strong, moderately to
highly fractured, volcanic rock with steeply dipping fractures generally oriented to the
northwest and northeast. Slightly deeper alluvial soils were encountered in the canyon
bottoms. Undocumented fill soils were also encountered.
DAM AND RESERVOIR DESIGN CONSIDERATIONS
Structures within the Stanley Mahr Reservoir which would be affected by the proposed
construction are; (1) the darn, (2) the spillway, (3) the intalce structure at the upstream toe
of the dam, (4) the control house, outlet works, and sump at the downstream toe of the
dam, and (5) the seepage return piping along the left abutment of the darn. Additionally,
there is a pipeline which runs from the treatment plant to the control house at the toe of the
dam. However, this was not designed by WCC and we have no information about it in our
files.
The darn is a zoned earth dam with a low permeability core, downstream chimney drain,
random fill shells, and upstream riprap. The dam axis foundation has a vertical drainage
curtain. As the reservoir is to contain secondary effluent from the nearby sewage treatment
plant, the dam has been designed to collect seepage and return it into the reservoir. The
intake structure and outlet works are designed to carry water from the reservoir beneath the
darn to the outlet works for transmission to the treatment plant. The outlet works design
flow rate is 49 cubic feet per second. The emergency spillway located along the north side
of the reservoir consists of two corrugated metal arch pipe culverts beneath the access road
and is designed to discharge 310 cubic feet per second of flow, to the north, into a
discharge channel and away from the reservoir drainage basin. Additionally, the spillway
and roadway over the spillway have been designed so that if the corrugated metal pipes
become clogged, and the culvert headwall were to impound flood waters, the entire design
flood could pass above the headwall and over a depressed section of the access roadway.
EFFECTS OF PROPOSED CONSTRUCFION
Based on our review of the available information, it is our opinion that the proposed
construction will affect the reservoir in two ways. The primary effect will be blast induced
vibrations on the structures. Additionally, the proposed fills may affect the hydraulic
characteristics of the outlet works and emergency spillway.
Filling
The plans provided to Us indicate that it is proposed to raise the grade of the access road
over the arch culvert spillway and to fill portions of the drainage basin downstream of the
dam. As discussed above, if the spillway arch culverts become blocked, it is designed to
overtop the road instead of the dam. It appears from the plans that it is proposed to raise
the grade of the road over the spillway to approximately elevation 605 feet, or:
approximately five feet above the dam crest. This could result in overtopping the dam if the
culverts become inoperative. In this regard, we recommend that no fill be placed over the
spillway to maintain the hydraulic characteristics of the design. For fills downstream of the
dam, we recommend that provisions be included in the design to adequately carry the
a/jec8
Geocon Incorporated Woodward-Clyde Consultants
Project No. 895 1361S-EC01 - November 10, 1989
Page 3
design outlet works flow away from the dam toe and not allow blockage or ponding of
water in this area.
Blasting
The seismic traverses and hydraulic air track drilling rates indicate that the rock is
marginally rippable to non-rippable. The joint orientation and spacing, however, are
favorable so shallow cuts may be performed without blasting. No blasting was required
for excavations in the same type of rock during dam construction. However, the deeper cuts, which may encounter less weathered rock, may require blasting.
It is generally recognized that although vibrations may be expressed as displacement,
velocity, and acceleration, that velocity provides the most useful evaluation of damage
potential (Wiss, 1981; Oriard, 1972; Hemphill, 1981). These investigators and others have
reported safe particle velocities from construction vibrations for residential and relatively
small commercial buildings. These recommendations have been used directly for the intake
structure, outlet works, seepage return lines, and spillway. However, the vibration
response of more massive structures, such as earth dams, has generally focused around
seismic vibrations as opposed to construction vibrations. In regards to seismic vibrations,
researchers have concluded that virtually any well-built dam on a firm foundation can
withstand moderate earthquake shaking with maximum acceleration of about 0.2g, with.
little detrimental 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 structures can withstand will also depend on the frequency of the vibration. Vibration
frequencies which are similar to the structural frequency will tend to amplify the motion.
The effect of blasting vibration on the dam embankment and dam structures may be
estimated by a developed analogy between safe blasting vibration levels for commercial
structures and safe seismic vibration levels for earth dams. This analogy is based upon
particle velocities for both types of structures. We recommend that if blasting is
performed, it be monitored with a seismograph and that the following criteria be utilized.
Frequency of Maximum
Vibration Velocity Maximum (Hertz) (in/sec) Acceleration
<50 2 0.lg
>50 4 0.2g
We further recommend that the blast vibrations be monitored at three control points, one at
the control house, one along the roadway on top of the dam, and one at the spillway, and
that the blasting operation be conducted so as not to exceed the above recommended limits
at the monitored locations.
ajec8
1
Geocon Incorporated Woodward-Clyde Consultants Project No. 8951361S-EC01 -
November 10, 1989
Page 4
It has been a pleasure to provide you with this information. Our engineer assigned to this
project is Greg Raines. If you have any questions or if we can be of further service, please give us a call.
-
Very fruly yours,
WOODWARD-CLYDE CONSULTANTS WL
(#C011994'\
EXp.i/9f)*
Howard M. McMaster CIVI R.E. 11994 4OFCØ
HMM/GLR/kah
a5ec8
APPENDIX