HomeMy WebLinkAboutCT 81-16; Vista Santa Fe Phase II; Soils Report; 1983-06-08--
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REPORT OF GEOTECHN I CAL I NVEST I GAT ION
PHASE I I
PROPOSED VISTA SANTA FE SUBDIVISION
CARLSBAD, CALIFORNIA
PREPARED FOR:
RICK ENGINEERING
3088 Pio Pica Drive, Suite 202
Carlsbad, California 92008
PREPARED BY:
SHEPARDSON ENGINEERING ASSOCIATES, INC.
1083 North Cuyamaca Street
El Cajon, California 92020
DATE: Jpve 8. 1983
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1083 NORTH CUYAMACA STREET EL CAJON. CALIFORNIA QXJ’ZQ TELE: [ElQl44Q.Q830
June 6, 1993
Rick Engineering Company
3066 Pio Pica Drive, Suite 202
Carlsbad, California 92008
S.E.A. 110175
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ATTENT I ON : Mr. Robert C. Ladwig
SUBJECT: Report of Geotechnical investigation (Phase I I j, Proposed
Vista Santa Fe Subdivision, C.T. 81-16, Carlsbad,
California.
Gentlemen:
- In accordance with your authorisation, we have completed the subject
investigation and herewith submit our findings, conclusions, and recom-
mendations. The completion of the subject investigation is in conformance
with the recommendations presented in our Phase I report on the subject
project dated April 21, 1961.
- The geotechnical data obtained during our Phase I Investigation has
bean refined and incorporated into our current analysis and resulting
recommendations presented in the body of this report. We have included
herei n , as Appendix “A”, reproductions of the Phase I boring logs and
laboratory data, to facilitate technical review of our recommendations.
The recommendations presented herein are intended to supplement and,
where applicable, supersede the recommendations presented in our Phase
I report.
The results of our investigations, completed as of this date, indicate
that the subject site contains three significant geotechnical conditions
which will require mitigation. A brief description of these conditions
and our recommended concept for mitigation is as follows:
1) Existing Landslides
Our investigation has revealed the presence of existing landslides
within the subject site which are located within or adjacent to the
proposed Improvements. We have utilized a conservative method of
analysis of the available ,data to determine the need for, and
scope of, appropriate mitigating measures. The recommendations
eesented herein for mitigation of this condition, utilize the
accepted, and time tested, method of regrading and/or stabilising
buttress fills.
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6EOTECHNICAL CONSULTANTS: ENGINEERS - 6EDLO6ISTS
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June 8, 1983 -2- S.E.A. 110175
2) Expansive Soils
The presence of moderate to critically expansive soils within the
Del Mar Formation will require that mitigating measures be utilized
to reduce the potential for damage to the proposed structures, as
a result of the expansive characteristics of the foundation soils.
The recommendations presented herein include selective grading to
place a cap of low expansive soil on the building pads, as
required. Low expansive material is available on the site for this
purpose. We have also included recommendations for reinforced
foundations, in the event sufficient quantities of low expansive
materials are not available to provide capping material for all of
the lots.
3) - Compressible Alluvial Deposits
Our analysis of the alluvial deposits present within the north-
northwest portion of the subject site indicate that mitigating
measures will be required to improve the density of these deposits
in their saturated conditions. Recommendations have been presented
in the body of this report for the utilization of vertical drainage
systems to accelerate the cosolidation of these deposits.
Recommendations are presented In the body of this report which incorp-
orate appropriate sections of the City of Carlsbad Grading Ordinance.
In conclusion, it is our opinion that the subject site is suitable for the
intended use, providing the recommendations presented heret n are
incorporated in the design and construction of the proposed improvements
and structures.
Please do not hesitate to contact the undersigned, if you have any
questions regarding this report.
Respectfully submitted,
SHEPARDSON ENGINEERING ASSOCIATES, INC.
President.
Vice Pnasldent
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DES: jgr
cc: ( 12) Addressee
TABLE OF CONTENTS
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INTENT . . L . . . .
SCOPE . . . . . . .
FINDINGS . . . . . .
Site Description .
Site Geology . . .
Geomorphology .
Geologic Units
Torrey Sandstone
Alluvium . .
Colluvium . .
Geologic Hazards .
Landslides . .
Seismicity . .
Liquefaction .
Groundwater .
DISCUSSION . . . . . .
General Soil Conditions
Alluvial Deposits . .
Liquefaction Potential
Analyses of Existing Landslides
De1 Mar Formation
Subsurface Drainage Systems . .
CONCLUSIONS & RECOMMENDATIONS . . .
Site Preparation . . . . .
Alluvial Soils . . . .
Colluvial Areas . . . .
Preparation of Natural Ground
Transition Lots . . . . .
* Earthwork . . . . . . . .
Page No.
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. 12
. 12
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. 19
. 19
. 20
. 20
TABLE OF CONTENTS (Continued)
Page No.
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Canyon Subdrains .............. 20
Landslide Mitigating Measures .......... 20
Slope Stability ............... 23
Landslide Debris Recompaction .......... 24
Slope Protection .............. 25
Cut-Off Drains & Canyon Drains .......... 25
Earthwork Factors .............. 26
Foundation Design Criteria ........... 27
General ................ 27
Specific ............... 27
Foundation Condition A ........... 28
Foundation Condition B ........... 28
Foundation Condition C ........... 30
Alternative Design-Condition C ....... 32
Foundation Condition D ........... 32
UNIFORMITY OF CONDITIONS & LIMITATION OF LIABILITY ..... 32
FIELD EXPLORATIONS ............... 33
LABORATORY TESTING ............... 34
ATTACHMENTS
WEAKENED PLANE JOINT . . . . .
MASTER SITE PLAN . . . . . .
BORING LOGS . . . . . . . .
TRENCH LOGS . . . . . . . .
UNIFIED SOILS CLASSIFICATION CHART
LABORATORY TEST RESULTS . . . .
CROSS-SECTIONS . . . . . . .
SLOPE DR&IN DETAILS . . . . .
Plate Nos.
......... Figure "A"
.......... 1
.......... 2-63
.......... 64-81
.......... N/A
.......... 82-91
.......... 92-98
.......... 99
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TABLE OF CONTENTS (Continued)
APPENDICES
APPENDIX "A"
Boring Logs, Trench Logs 7 Laboratory Data - 1981 Report
APPENDIX "B"
Stability Analysis - Buttress Design
APPENDIX "C"
30' Scale Grading Plans - Phase A Plate Nos. 1 - 8
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REPORT OF PHASE I I GEOTECHNICAL INVESTIGATION
VISTA SANTA FE PROJECT
LA COSTA AREAS SE18 - SE21
INTENT
The intent of this investigation was to compile supplemental geotechnical
data, as recommended in the Phase I Geotechnical Investigation for this
project. Specifically, the Phase II Investigation was intended to:
1)
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3)
4)
5)
Investigate the detailed configurations and stability of landslides
within this project;
Determine the extent and physical characteristics of the alluvial
and col luvial materials and make recommendations with regard to
required mitigating measures;
Determine earthwork factors for the various materials which will be
encountered during grading;
Evaluate detailed grading plans with respect to soil conditions and;
Refine recommendations and conclusions presented in the Phase I
report.
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June 8, 1963 -2- S.E.A. 110175
SCOPE
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The scope of Phase I I of the Geotechnical Investigation for Vista Santa
Fe has consisted of the following:
1) The extension of 15 small diameter test borings in the alluvial
areas, at the locations shown on the attached Plate No. 1, as
Boring Nos. 16 through 30. Representative, undisturbed soil
samples were obtained from these borings and were returned to our
laboratory for physical testing.
2) The extension of 32 large diameter test borings at the locations
shown on the attached Plate No. 1, as Boring Nos. 31 through 62.
The conditions encountered in these borings were logged utilising
downhole inspection techniques by our engineering geologist.
Selective soil samples were obtained from these borings and were
returned to our laboratory for physical testing.
3) The extension of 39 backhoe trenches at the locations shown on the
attached Plate No. 1. Representative soil samples were obtained
from these test trenches and were returned to the laboratory for
physical testing.
4) Laboratory tests were performed on representative samples of the
soils encountered, in accordance with applicable ASTM procedures.
In addition to the standard soil tests, time-rate consolidation tests
were performed on representative samples of alluvial materials,
and residual shear tests were performed on representative soils
encountered in the zone of the existing slide planes.
5) Detailed engineering analyses were performed to determine rate and
magnitude of potential settlement of the alluvial soils and stability .
of the proposed grading, as ‘shown on 1 inch to 30 feet and 1 inch
to 50 feet, grading plans for this project, prepared by Rick
Engineering.
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June 8, 1983 -3-
FINDINGS
S.E.A. 110175
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Site Description
The boundaries and physical characteristics of the subject property have
not been significantly modified since our Phase I report. An exception to
this would be a series of crudely graded dirt access roads which were
constructed in order to provide access for our dril I ing equipment.
Site Geology
Geomorphology: The subject site is characterised by an incised,
generally westward sloping coastal plane, underlain by nearly flat
lying sedimentary sandstone and mudstone beds. The major drainage
channels in the area appear to have had a lower, older base level, as
is evidenced by approximately 30 feet of alluvium within the major
drainages. This lower, older base level is supported by similar alluvial
deposits in numerous nearby creeks, rivers and lagoons. Under existing
conditions, it appears that downward cutting of the major streams in the
area is no longer an active process.
Geologic Units: As was described in our Phase I report, the project site
is underlain by four (4) mappable geologic units. These units consist of
the: Del Mar Formation, Torrey Sandstone Formation, alluvium, and
colluvium. Landslides are also mappable within the project, but are
composed of materials from the Del Mar and Torrey Sandstone Formations.
Del Mar Formation: The Del Mar Formation is the lowest unit,
stratigraphically, exposed within the site and consists of green
and greenish-brown claystone, siltstone and, near the contact with
the overlying Torrey Sandstone, contains tan, medium to coarse
sandstone beds. The Del Mar Formation is of Middle Eocene age .
and was deposited in a generally brackish water, lagoonal environ-
ment. Based on information obtained during this investigation, it
June 8, 1983 -4- S.E.A.110175
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appears that the bedding within the Del Mar Formation generally
dips approximately 10’ toward the south. Portions of this formation
were found to contain finely laminated siltstone-claystone beds,
with occasional secondary gypsum crystals in the more porous
zones and along fractures. Some of the claystone beds within the
Del Mar Formation are extremely weak and there appears to be
what has been termed “bedding plane shears” at some locations
within these clay zones.
Near surface materials of the Del Mar Formation are typically
rather highly disturbed through weathering processes. It appears
that alternate wetting and drying cycles and downhill creep are
responsible for the major portion of this disturbance. This results
in very weak soils in the approximately first 10 feet below the
existing ground in areas underlain by the Del Mar Formation.
Generally, this formation is rather impermeable. Most of the water
we encountered within the formation was contained within the clean
sandstone deposits, or in the fractures within the mudstone.
Torrey Sandstone: The Torrey Sandstone conformably overlies the
Del Mar Formation, generally above approximate elevation 240 msl
at this site. This formation is characterised by cross bedded
sandstone of Middle Eocene age, which represents a fossile barrier
beach. It is composed of medium to coarse, buff to whitish-tan,
clean sandstone with zones of iron staining which yield an orange
color. This formation is generally free of mudstone interbeds above
the 240 msl elevation. Typically, the Torrey Sandstone provides
high strength material for the support of cut or fill slopes but
may be susceptible to raveling type surface erosion due to its low
cohesive properties. The sands within the Torrey Sandstone
Formation are typically non-expansive in nature.
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Alluvium: Generally, the alluvial materials we encountered within
this project consist of partially consol idated to unconsolidated,
brown to green-gray-brown, sandy clay. The maximum depth of
alluvium within the major drainage along the north-northwest
portion of the project is approximately 30 feet. The depth of
alluvium in the smaller drainage along the south side of the
project is considerably shallower, with a maximum depth on the
order of 15 feet.
It appears that the natural slope of the hillside must steepen
rapidly, as it extends beneath the alluvium along the northern
side of the project. Our test borings did not support a continu-
ation of the adjacent hillside slope gradient beneath the alluvial
materials.
The alluvium along the north side of the project is almost totally
saturated. We found that the depth to groundwater varied from
zero to -3 feet below the existing ground surface in this alluvial
area. No free water was encountered in the alluvium along the
south side of the project, however, this condition could change,
depending on the season of the year and varying rainfall.
Colluvium: Our investigation indicates that the major deposits of
colluvium within this project are along the south-southeast slopes.
These colluvial deposits generally range in depth from 3 to 11
feet. The lower portions of the colluvium transitions into alluvium
without a truly distinguishable interface.
The colluvium is generally characterized by brown, sandy clay
which is moderately compressible and expansive. The colluvial
areas appear to consist of extremely weathered soil zones, which
are in a state of creep, . and partial slopewash moving downslope.
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Geologic Hazards
Landslides: Our Phase I I Investigation has refined the limits and
configurations of existing landslides within this project. The Phase I I
Investigation reveals that slides within this project have a variety of
configurations, ranging from shallow, rotational slump type failures to
deep bedding plane glide failures. Generally, we found that the base of
the sliding is considerably above the elevation of the canyon bottoms.
This condition is rather unusual in that it has been our experience that
lands1 ides with recognizable topographic expression normally extend
down to or near the bottoms of adjacent canyons. The presence of the
base of failure of many of these slides at higher elevations, indicates
the presence of a weaker zone within the upper portions of the Del Mar
Formation. The presence of weaker materials within the upper portion of
the Del Mar Formation is further supported by fairly massive, recent
landslides within the natural hillside comprising the easterly slope of
the upper portion of the existing canyon along the proposed alignment of
Mission Estancia within the southeast corner of the site. It is obvious
that movement within these natural slides has occurred within the last 1
or 2 years.
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The additional borings of Phase I I have not only revised the configur-
ations of many of the original slides described in Phase I but have also
resulted in the deletion or partial deletion of some of the previously
suspected slides. This is due to the fact that the identification of slides
in the Phase I report was typically based on topographic expression and
evidence from a minimal number of test borings. At that time, if there
was a question as to the possible presence of a slide, the conservative
approach was taken so that preliminary designs for the project would
also be conservative. The additional data available from Phase I I has
allowed us to more accurately refine the presence and configurations of
existing landslides. .
June 8, 1963 -7- S.E.A. 110175
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A detailed discussion of the stability of the landslides within this
project is presented in this report under the “Conclusions 6 Recom-
mendations” section.
Seismicity: We encountered what appeared to be a normal fault within
the Del Mar Formation in our test Boring No. 55. It is not uncommon to
encounter inactive faults in this area. It is our opinion, based on
existing geologic data, that the faults in the general area and within
this project, do not pose a seismic threat and should not be a
significant factor in the development of this project. However, we
recommend that our engineering-geologist make periodic site inspections
during the grading of this project to further evaluate and delineate the
presence of faults.
It is our opinion that the nearest source for a major earthquake which
could affect this area would be the Elsinore or San Jacinto Fault Zones
which lie approximately 25 and 35 miles, respectively, to the northeast.
In our opinion, major earthquakes occurring along the Elsinore-San
Jacinto Fault Zones could produce bedrock accelerations in the project
area of approximately 0.16 g.
Liquefaction: Due to the clayey, moderately dense nature of the existing
alluvial materials within this project, it is our opinion that liquefaction
in the event of a major earthquake would not be a potential hazard.
Groundwater: Other than the saturated alluvium described above, our
test borings encountered only isolated areas of groundwater, generally,
within the more porous sandstone beds underlying this project. Although
it appears that, other than the alluvial areas, groundwater elevations
are sufficiently below the existing ground surface so that proposed
grading should not intercept free water, it is possible that seepage from
some pf the cut slopes constructed in the sandstone layers, may be
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encountered. Should seepage be encountered during the grading process,
appropriate recommendations for the installation of subdrains in the
seepage areas wil I be presented.
DISCUSSION
General Soil Conditions
Our Phase I I Investigation has confirmed that essentially the entire site
is overlain by a cover of clayey residual topsoi I which ranges in
thickness from 1 to approximately 5 feet. Although the areas underlain
by high quality sandstone have a thinner topsoil development, generally
ranging in thickness from 1 to 3 feet, this topsoil contains substantial
quantities of clay and should be considered expansive. Areas underlain
by mudstone usually contain 3 to 5 feet of relatively soft topsoil
materials. It should be anticipated that these topsoil materials will
require densification prior to the placement of fill and will probably
require removal from the top 3 feet of building pad areas.
The previously described colluvial materials are considered moderately
compressible and will require removal and recompaction during ~keying
procedures for overlying fills. These colluvial materials range in
thickness from approximately 3 to 11 feet, with the deeper portions
occurring only in the extreme lower portion of the areas designated as
colluvium on the attached Plate No. 1.
It appears that materials within the landslide areas are not highly
disturbed and therefore, we do not anticipate unusual settlement or
compression in these areas. No deep slide graben deposits, typical of
lands1 ide areas, were encountered or observed at the heads of the
ancient landslides. However, detailed inspection during site grading
should be performed to check for the presence of any undetected slide .
graben deposits.
June 8, 1983 -9- S.E.A. 110175
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As was described previously, the Del Mar Formation is weathered
severe1 y within the upper 10 feet of the existing ground surface and,
therefore, may require deeper than normal keys for fills which are to be
placed over existing hillsides. Furthermore, it appears that, at the toes
of existing landslides,’ this weathering of the Del Mar Formation may be
more extensive, requiring even deeper keys.
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An examination of the test borings located on the hillsides facing
northwest in the western portion of the project, will reveal the presence
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of considerable quantities of non-expansive sandstone within the Del Mar
Formation in this area. The sandstone beds in this area tend to be
lenticular and range in thickness from 5 to 15 feet. The elevations of
these beds would appear to make them accessible for mining as select
material, if required.
The mudstones and siltstones within the Del Mar Formation should be
considered as highly expansive. Many of these beds exhibit considerable
fracturing, with sl i kensided surfaces. Such features can detrimentally
affect the stability of cut slopes constructed in these materials.
Materials encountered within the Torrey Sandstone Formation, above
approximately elevation 240 to 245 msl, appear to consist of fine to
medium grained, silty to cohesionless, non-expansive sand, which should
possess excel lent strength characteristics. This of course, does not
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Alluvial Deposits
In accordance with the recommendations contained in our Phase I report,
we have obtained additional samples of the alluvial soils for laboratory
testing and analysis. It is apparent that considerable settlement within
the aJ luvial materials could occur beneath the proposed fills. The
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alluvial deposits located in the area of the north-northwest boundary of
the subject site are essentially totally saturated, therefore an alter-
native of removal and recompaction to mitigate potential excessive
settlement in these alluvial deposits, does not appear viable. OUf
subsurface investigations in alluvial deposits located along the southern
boundary of the subject site did not, at the time of our investigation,
encounter static groundwater, therefore, recommendations have been
presented hereinafter for remova I and recompaction of the alluvial
deposits along the southern boundary of the subject site in order to
mitigate the settlement potential of the alluvium in that area.
Our analysis of the time rate settlement characteristics of the saturated
alluvium located along the north-northwest boundary of the subject site
included performing consolidation tests on 7 samples, 5 of which were
subjected to a series of five time rate consolidation tests each. The
results of our testing and analysis indicate that the total settlement in
the saturated alluvium will be in the order of 5 to 18 inches for fill
depths ranging from 10 feet to 30 feet, respectively. Our analysis
further indicates that the approximate time required to attain 90%
consolidation under the maximum fi I I height, could be as great as 70
months. This estimate of time requires that a 1 to 2 foot drainage
blanket of permeable material underlay all proposed fills. Time rate
estimates of this type represent upper bound measurements and the
actual consolidation time may be considerably less. Additionally, we
have analyzed the reduction in the time required to achieve 90%
consolidation as a l-es” It of the installation of vertical sand drains
and/or surcharge loads.
The number of drains required varies directly with each estimate of
horizontal permeability used. The very minimum number of vertical
drains needed would be one row situated at the toe of the proposed
slope, -to provide a vertical path for horizontally moving water.
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However, the coefficient of horizontal permeability estimated for these
studies cannot be accurately determined by normal laboratory testing
procedures for these site conditions. Therefore, variations in the
coefficient of horizontal permeability utilized in our time rate consoli-
dation analysis can be expected to produce a significant error in the
estimated time required to achieve 90% consolidation. Studies have shown
that the optimum method of determining horizontal permeability is by
conducting draw down/recovery pumping tests in the alluvial deposits.
We have therefore presented recommendations hereinafter to conduct draw
,I down/recovery pumping tests in selected locations within the alluvia
deposits along the north-northwest boundary of the subject site.
The low permeabil,ity characteristics of the saturated alluvial soils wil I
also mandate that the placement of fill in this area be at a controlled
rate in order to prevent excessive increases in pore pressure and the
possible resulting instability. The rate at which fill can be placed over
the saturated alluvial deposits will be a function of the measures
implemented to improve drainage characteristics of these deposits.
Determinations of the rate at which fill can be placed on the alluvial
deposits should be completed after data is obtained from the draw
down/recovery pumping test described hereinafter and the determination
of optimum spacing of the vertical sand drains, if utilized.
The construction of a detention basin within the drainage course located
near the north-northwest boundary of the site, wil I also affect the
stability of the alluvial deposits underlying the proposed fills. The
construction sequence utilized for the detention basin excavation should
also be analyzed after the additional permeability data is obtained and
a determination of the optimum spacing of the vertical sand drains, if
utilized, has been completed.
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Liquefaction Potential: Based on the results of the Phase I I I nvesti-
gation, and utilizing the simplified method for analyzing liquefaction
potential described by Seed & Idriss, 1972, it does not appear that
there is a significant potential for liquefaction within the alluvial soils
of this project. The simplified method takes into consideration, average
shear stress during an earthquake, significant stress cycles, relative
density of the soils, grain size distribution of the soils, depth to water
table, depth of overburden and ground acceleration. Our analysis
indicates that the relatively fine grained nature of the alluvial soils,
their relative density, and the moderate anticipated ground acceleration
of . 16 9, are all factors which decrease the probability of liquefaction
in these materials.
Analyses of Existing Landslides
The analyses we have performed on the stability of the existing
landslides detected within this project were conducted utilizing the
Bishop method. Soil strength determinations were obtained from labora-
tory testing and, through back calculations assuming factors of safety
equivalent to 1.0 for the slide masses under existing conditions. In our
opinion, this method of analysis is appropriate and yet, conservative.
It has been our experience, in working with landslide areas, that a
conservative approach to stability analyses is appropriate due to the
large number of variables which can affect the actual stability of the
slide mass. Such variables include:
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1) Differences in soil strengths from location to location within the
slide materials.
2) Differences in cross-sectional configuration throughout the slide.
-. 3) A,lterations to the topography which may have occurred since the
time of original landsliding.
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4) Changes in hydrostatic pressures within the slide mass.
Based on the calculations we have performed, we are of the opinion
that, if the recommendations presented in this report are followed, all
of the landslides detected within this project should have a long-term
factor of safety against deep-seated movement in excess oft 1.5 and
should have factors of safety sufficiently in excess of 1.0, even for the
most severe short-term conditions.
We wish to point out that there are obviously more risks involved in
developing areas with existing landslides than areas without landslides.
Our investigation, interpretations, and analyses of the existing land-
slides on site, were done in accordance with the current standard of
practice and are subject to the “Uniformity of Conditions and Limitation
of Liability” section of this report.
The results of our slope stability calculations are summarized in the
attached Appendix “B”. Several of the existing landslide areas will
require mitigating measures, as described under the “Recommendations”
section of this report, in order to achieve an acceptable factor of safety.
Subsurface Drainage Systems
As was described previously, some areas of existing groundwater were
encountered in O”t- test borings, principally in the porous sandstone
materials within the site. Furthermore, the development of this area, as
a residential neighborhood, will result in a rise in the amount of water
infiltrating the ground surf ace and, thereby, could resu I t in an
increase in groundwater elevation. We have, therefore, included in our
recommendations, the installation of extensive subsurface drainage
systems in virtually all areas of the existing landslides. Furthermore,
in accordance with the City of Carlsbad Ordinance, Section 11.06.100 .
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June 8, 1983 -14- S.E.A. 110175
(3)B, we have also included recommendations for the installation of
subdrains in all canyons to be filled. Although future seepage from
sandy cut slope areas m=Y be encountered, in our opinion, it is
virtually impossible, at this time, to predict where seeps will occur.
Such seepage is normally considered a nuisance type problem and can be
successfully treated in most cases, through the installation of subsurface
drains.
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Reference is made to the installation of cut-off drains, as shown on the
attached Plate Nos. 92 through 98. The recommendation of cut-off drains
and recompaction of native soils at the heads of slides in those areas
where existing slide planes encounter proposed finish grade, are
intended to achieve the following: 1)Reduce the potential for settlement
in slide graben areas and ; 2)Reduce the potential for infiltration of
surface water into the slide mass along the slide plane.
CONCLUSIONS E* RECOMMENDATIONS
Site Preparation
Alluvial Soils: The alluvial deposits along the southern boundary of the
subject site did not contain groundwater at the time of our investi-
gation. Based on the assumption that groundwater will not be
encountered fin these deposits at the time of site grading, we recommend
that the alluvial deposits be removed to formational material, or to a
depth which encounters alluvial deposits that possess a density of not
less than 90% of maximum dry density, which ever is less, and be
recompacted in accordance with the attached Grading Specifications. In
the event the alluvial remova I encounters alluvial soils which possess
the above described density, the contractor should be required to
provide sufficient test trenches to permit testing of the alluvial deposit
densities for an additional depth of not less than 10 feet. The .
recommended 90% of maximum dry’ density should be present for the
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entire 10 feet of depth below the bottom of the excavation. The intent of
this recommendation is to reduce the potential for future settlement due
to concealment of low density soils beneath strata of alluvial deposits
which possess a density equal to or greater than 90% of maximum dry
density. The required density of the alluvial deposits may be reduced to
85% of maximum dry density outside of an imaginary line extending down
and away from the rear of any proposed building pad, at a ratio of one
unit horizontal to one unit vertical.
In the event that groundwater is encountered in the alluvial deposits in
this area, at the time of site grading, an addendum to this report will
be submitted, presenting appropriate recommendations for densification of
the alluvial deposits.
Our analyses of laboratory test results obtained from representative
samples of the alluvial deposits in the north-northwest area of the site
have resulted in the following conclusions:
1) The consolidation characteristics of these deposits will produce
settlements which are excessive in both magnitude and the time
required to achieve 90% consolidation under the loads produced by
the proposed structural fills.
2) The groundwater elevation at the time of our investigation and the
groundwater conditions which we anticipate will exist at the time of
site grading will, in practicality, prevent the mitigation of this
adverse soil condition by removal and recompaction procedures.
3) The results of our time rate consolidation tests indicate a signifi-
cant variation in the coefficient of vertical permeability. A review
of the soil conditions encountered in our test borings indicates that
substantial variation in the coefficient of horizontal permeability .
will also exist.
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4)
5)
6)
7)
The permeability characteristics of the alluvial deposits, as
indicated by our field and laboratory data, require that detailed
analyses and monitoring of the increase in pore pressure during
construction of the structural fills be performed in order to reduce
the potential for rotational type failures during construction. The
risk of failures during construction can be reduced, although not
eliminated, by a proper1 y designed instrumentatiorr program to
monitor pore pressure increases during construction.
The placement of “surcharge” fill loads will apparently have little
affect on the reduction in time required to achieve 90% consolidation
in areas where the proposed structural fill is in the order of 20 to
30 feet in height.
A major decrease in the time required to achieve 90% consolidation
can be achieved by the installation of vertical drainage systems.
As was stated previously, our estimate of time required for consoli-
dation, the need for and the design of vertical drains, and the
problems with the rate of fill placement over saturated alluvial
soils are all dependent on the permeability characteristics of the
alluvial soils. The critical permeability with respect to the above
may be the horizontal permeability of these soils. The accurate
determination of horizontal permeability was beyond the scope of
this investigation, since we did not foresee the critical need for
determinations. We therefore have had to estimate horizontal permea-
bility since, in our opinion, a realistic method of laboratory
determination of this value was not available. In consideration of
the magnitude of the effects horizontal permeability could have on
the above factors, we are of the opinion that additional field
investigations, consisting of pump draw down/recovery tests, are
warranted.
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Laboratory consolidation test resu I ts were performed on representative
samples under various loading conditions to determine the estimated
maximum settlement and time required to achieve 90% consolidation. Our
analysis of these results indicate that there may be a need to reduce
the time required for the natural consolidation of the alluvial deposits.
At this time, it appears that the most effective method of reducing the
time frame is to reduce the distance that pore water must travel through
the low permeability soils. The most commonly utilized procedure for
accomplishing this reduction in drainage distance is the installation of
a vertical drainage system in the alluvium, prior to placement of the
proposed fill soils. We have, for the purposes of preparing preliminary
cost estimates, analyzed the utilization of a drainage system consisting
of vertical sand drains. We recommend that draw down/recovery pumping
tests and additional analyses of alternative vertical drain systems be
performed prior to commencing construction.
The design procedures uti I ized in our vertical sand drain analyses
follow the recommendations originally set forth by “Barron”. These
recommendations were supported by numerous additional studies and texts
we reviewed, one of the most recent of which was written by J.E.
Bowles, 1982. We have, for the purposes of this preliminary study,
estimated two different ratios of horizontal to vertical permeability. It
is common knowledge that the horizontal permeability in alluvial deposits
similar to that encountered in the subject site, will be greater than
vertical permeability. The ratio of the permeability coefficients can best
be determined by the above referenced draw down/recovery pumping
tests. The results of our analyses, completed as of this date, utilizing
a ratio of horizontal permeability equal to 5 and 10 times the vertical
permeability, established by laboratory testing, is summarized in the
following table.
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Drain Drain 90%
Trial Diameter Spacing Consolidation
No (Ft.) (Ft.) Time (Days)
lK horizontal
K vertical (estimate)
1 1 8 60 5
2 1 10 60 10
3 2 9.3 60 5
4 2 12 60 10
5 1 11.3 120 5
6 2 13.1 120 5
7 2 17 120 10
a 1 14.1 120 10
1 Estimated horizontal to vertical permeability ratio to be
verified by field testing.
A review of the above preliminary estimates will show that the instal-
lation of vertical sand drains, combined with a blanket of permeable
sand over the existing alluvial soils, is a viable method of mitigating
the extended time required to consolidate the existing alluvial deposits.
It must be noted that these estimates are based on very conservative
assumptions of the ratio of horizontal to vertical permeability which
must be confirmed by adequate field testing. It must further be noted
that, even if the total time required to achieve 90% consolidation is not
a critical factor, the rate at which fill can be placed on the alluvial
deposits, may control the time required to complete the proposed grading.
In consideration of the costs involved in the installation of vertical
drain systems, we recommend that the additional analysis of vertical
drain -systems include a cost VS. ,time study. We are obviously aware
that a portion of the proposed grading in Phase A, which will develop
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buildable lots, supported by structural fills placed over the alluvial
deposits will incur significant cost for each day that rigid structures
cannot be placed on these lots. We are further aware that the
installation of improvements, i.e. streets, utilities, etc., proposed for
this portion of Phase A, will be delayed and result in additional
construction costs. It is therefore our opinion that additional information
should be obtained to determine the relative magnitude of these costs in
order to perform an effective cost/benefit study on the installation of
vertical drains.
Colluvial Areas: In consideration of the marginal density encountered in
the colluvial deposits which cover a portion of the site, we recommend
that the colluvial soils be removed to firm natural ground and replaced
as structural fills in accordance with the attached Grading Specifi-
cations. Firm natural ground is defined as soil which possesses an
insitu density equal to or greater than 90% of its maximum dry density.
We recommend that, for preliminary cost estimates only, an average
depth of 5 feet be utilized for estimating the removal and recompaction
requ i red in the colluvial area*. The actual depth of removal and
recompaction may be substantially greater in localized areas.
Preparation of Natural Ground: In addition to the removal and recom-
paction of alluvial and/or colluvial soils, we recommend that all natural
ground areas intended to receive structural fill, be scarified to a depth
of not less than 12 inches and compacted to not less than 90% of
maximum dry density, at approximately optimum moisture content. It
should be noted that, in areas where the proposed fills will overlie
existing topsoil, the topsoil may require removal and recompaction to
depths ranging from 2 to 3 feet below existing grade. These topsoil
materials must be removed to firm natural ground, defined as possessing
an insitu density equal to or greater than 90% of maximum dry density.
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Transition Lots: Foundations supported partially on cut and partially on
fi I I are not recommended. The tendency of cut and fill soils to compress
differently will probably result in unequal structural support and
consequential cracking . Therefore, in transition areas, we recommend
that the entire area be undercut and be replaced with soils compacted
to a minimum of 90%. The undercutting should be carried to a depth of
one foot below the base of the deepest footing.
Earthwork : All earthwork and grading contemplated for site preparation
should be accomp I ished in accordance with the attached Recommended
Grading Specifications and Special Provisions. Utility trench backfill
within 5 feet of the proposed structure and beneath asphalt pavement
should be compacted to a minimum of 90%. The maximum dry density of
each soi I type should be determined in accordance with ASTM Test
Method 1557-79, Method A or C.
Canyon Subdrains
The approximate location of anticipated canyon subdrains is shown on
the attached Plate No. 1. The canyon subdrains should be constructed in
accordance with the details shown on Plate No. 98.
- Landslide Mitigating Measures
- As was discussed in the Phase I report, two methods of providing the
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required stability for existing landslides within this project are to be
utilized. These two methods consist of: 1)Stability provided by the
proposed site grading and; 2)Stability provided by specially constructed
stabilizing buttress fills.
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In many of the existing lands1 ide areas, the proposed grading will
provide the necessary stabilizing effect for the existing landslides due .
to the placement of significant quantities of fill material at the toes of
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June 8, 1983 S.E.A. 110175
these landslides and/or the removal of driving forces by cutting
material from the heads of the slides. As was previously discussed,
there does not appear to be highly disturbed materials within the
landslide masses and it is therefore our opinion that treatment of
existing slides to result in a factor of safety in excess of 1.5 against
lateral instability is in accordance with the accepted standards of
practice and should result in acceptable stability.
The recommendations entitled “Cut-Off Drain lnstal lation” and “Landslide
Debris Recompaction” described hereinafter must be incorporated into the
grading plans to provide the required stability in landslide areas which
are to be stabilized solely by the proposed site grading.
The recommended locations, elevations, and configurations of proposed
stabilising buttresses, required to provide the calculated factor of
safety in excess of 1.5 against rejuvenated movement, are presented on
the attached Plate Nos. 1 and 92 through 98, inclusive, and Appendix
C. The concept of utilizing stability buttress fills to stabilize landslides
is a well accepted procedure. It should be noted that exact elevations
and widths of buttress fills may be refined during the grading of the
recommended buttress keys.
Depending upon the landslide configuration in relation tb the proposed
grading, we have utilized both head and toe buttresses in our stability
designs. Although the use of a head buttress provides stability for only
part of an existing landslide, it is our opinion that, where recom-
mended, the head buttresses are the most efficient method for providing
the necessary stability for the proposed grading. A review of Plate ,No.
1 will indicate the approximate location of stabilizing buttress fills for
the subject site. We have also shown the location of these buttress fills
in more detail on the 30 scale grading plans prepared for Phase A, and
included herein as Appendix C. The approximate cross-sectional config- .
uration of the stabilizing buttress fills are shown on attached Plate
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Nos. 92 through 98. Plate No. 98 presents our recommendations for
typical subsurface drainage systems to be installed in each of the
stabilizing buttress fills. The outlets of these subsurface drainage
systems must be connected to suitable surface or storm drain facilities
or drainage courses.
The recommended stabilising buttress fills must be constructed from
granular soils derived from the Torrey Sandstone Formation. our
stability analyses utilized soil shear strength characteristics represented
by 39’ angle of internal friction and zero cohesion. Such materials
should be readily available from the Torrey Sandstone Formation.
It should be noted that some of the cross-sections illustrating the
recommended buttress fills utilize temporary. cut slopes at the rear of
the buttresses which have slopes of one unit horizontal to one unit
vertical. Although such temporary buttress cuts normally possess
adequate short-term stability at this inclination, our experience has
been that localized areas of construction failures in temporary buttress
cut slopes should be expected. Furthermore, it should be pointed out
that, during the butress construction process, the overall stability of
any particular slide mass will be reduced to marginally stable
conditions. It is possible that reactivation of a portion, or all, of a
slide mass could occur during this period. We therefore recommend that
the following construction procedures be followed in order to minimize
the risk of landslide reactivation during grading:
1) No fill should be placed at the heads of slides prior to buttress
construction.
2) Proposed cut areas at the heads of slides should be made prior to
removal of material for buttress construction.
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3) Proposed fill areas which will overlie the toes, generally the lower
half, of lands1 ides, should be made before any filling is done on
the upper half.
4) Large buttresses should be constructed in sections so that not more
than a 75 foot width of slide plane is exposed at any one time.
Areas adjacent to the exposed section should be maintained a
minimum of 10 feet in elevation above the slide plane, until the
exposed section has been backfilled to a minimum of 10 feet above
the slide plane.
Slope Stability
As was previously described, the Del Mar Formation contains areas of
randomly oriented and often highly fractured zones containing slicken-
sided surfaces, in addition to a generally low angle southerly bedding
dip. Because of these characteristics, we recommend that detailed
inspections of cut slopes be performed during the grading process by
our engineering geologist. In the event that adverse dipping, IOW
strenght bedding planes or highly fractured materials are exposed in
the cut slopes, the installation of a facial buttress stability fill will be
recommended. Such facial buttress fills will be approximately 20 feet in
width and should contain the same buttress drain detail presented on
the appatched Plate No. 99.
In consideration of the shear strength characteristics of the prevailing
Del Mar Formation soils and the probability that this geographic
formation will be utilized to construct the majority of the proposed fill
slopes, we recommend that slope subdrains be installed in all fill slopes
in accordance with the details presented on attached Plate No. 99. A
review of these details will iindicate that a~ slope drain is recommended
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in all fill slopes which are 20 feet in heigh~t, or greater. The expansive
characteristics of Del Mar Formation clayey soils utilized to construct
fill slopes will result in a gradual reduction of the in-place density of
such soils with a corresponding increase in permeability. It has been
our experience, during recent years of abnormally heavy rainfall, that
surface slough type failures may occur in fill slopes constructed at an
inclination of 2 units horizontal to 1 unit vertica, or steeper, within
soils similar to the Del Mar Formation claystone and siltstone prevalent
within the subject site. The intent of the recommended slope drains is to
reduce the potential for accumulation of hydrostatic pressure in the near
surface fill soils, thereby minimizing the potential for surficial failures.
The slope stability recommendations for maximum cut and fill heights
contained in our Phase 1 report are applicable. These recommendations
are that cut and fill slopes constructed in or from, the Del Mar
Formation materials at ratios of 2:1, expressed in horizontal to vertical
units, be limited in height to 65 feet and 25 feet, respectively. Both cut
and fil I slopes constructed from Torrey Sandstone materials, at slope
ratios of 2:1, should be stable to heights in excess of 80 feet.
Our examination of the proposed grading plans reveals numerous areas
where fill slopes are in excess of 25 feet in height. In order to
construct slopes to these heights and achieve a factor of safety of 1.5
against deep-seated failure, it will be necessary to control the quality
of materials utilized to construct these slopes. We anticipate that
mudstone-claystone Del Mar materials will not be permitted in the outer
slope prism bounded by a line beginning 15 feet in from the top of
slope and extending downward at a slope ratio of 1 :l.
Lands1 ide Debris Recompaction
Althoggh as previously described, our investigation did not encounter
significantly disturbed deep zones within the slide debris materials, we
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consider it prudent engineering practice to provide recompaction of
landslide debris at the “head” and “toe” of existing landslides, where
appropriate. A review of the areas recommended for removal and
recompaction, as shown on Plate Nos. 92 through 98, will show that the
majority of these areas will be removed during the installation of
stabilizing buttress fills or the preparation of alluvial or colluvial
deposits to receive structural fills.
Slope Protect ion
Slopes constructed from the sandy materials of the Torrey Sandstone
Formation may be particularly susceptible to surface eras ion. We
therefore recommend that a landscaping plan be initiated as soon as
possible after the construction of fitI slopes within this project, which
will resu I t in the establishment of a vegatative cover on the newly
constructed slopes at the earliest possible date.
In areas where it is anticipated that running water within the major
drainage courses will contact fill slope materials, we recommend that
adequate slope protection be included in the grading plan designs to
provide erosion protection.
Cut-Off Drains & Canyon Drains
We recommend that subsurface cut-off drains be installed to intercept the
flow of surface waters which may infiltrate the recompacted zones at the
head of each landslide. The recommended location and configuration of
each subdrain system is shown on the attached Plate Nos. 92 through 98
and Appendix “C”.
We recommend that canyon subdrains be installed at the locations
indicated on the attached Plate No. 1 and be constructed in accordance .
with the details shown on Plate No. ‘98.
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Earthwork Factors
Our preliminary calculations indicate the following information may be
used for estimating the earthwork quantities for the Vista Santa Fe
project.
1)
2)
3)
4)
Assume all cut areas will have 2 feet of topsoil cover in which 1.0
cubic yard of cut wil I produce 0.86 cubic yard of compacted fill.
In the remaining cut material (below 2 feet) 1.0 cubic yard of cut
wil I produce 1.04 cubic yards of compacted fill.
Assume all areas to receive fill, other than colluvial areas, will
be recompacted during ground preparation so that they will loose
approximately 0.4 feet. In other words, assume these areas will
settle 0.4 feet when they are recompacted.
Alluvial areas (Cal on maps) should be considered to settle
according to the following table:
Location Fill Height Total Settlement
North 6 Northwest Area 30 Ft. 1.0 to 1.5 Ft.
North & Northwest Area 20 Ft. 0.7 to 1.2 Ft.
North 6+ Northwest Area 10 Ft. 0.4 to 0.8 Ft.
South Area 40 Ft. 0.7 Ft.
South Area 30 Ft. 0.6 Ft.
South Area 20 Ft. 0.5 Ft.
South Area 10 Ft. 0.3 Ft.
5) Colluvial areas (Osw on
between 0.2 and 0.3 feet, . and recompaction.
maps) shou I d
as a result of
be considered to settle
the recommended remova I
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Foundation Design Criteria
General: I” consideration of the potential for lateral movement of
foundations constructed parallel to, and within 10 feet of, the top of
any cut or fill slope within or constructed from the Del Mar Formation,
we recommend that the following foundation design criteria be considered.
1)
2)
3)
The depth of the foundation shall be sufficient to extend not less
than 12 inches below a line parallel to and 5 feet in from the
face of the slope.
All foundations within 10 feet from the top of a slope shall contain
not less than the rei nf orcemen t recommended in “Foundation
Condition El”, described below, and be designed to support a
maximum dead load of 1000 psf.
All foundations within 10 feet of the top of a slope and parallel to
the slope, should be tied into other foundations within the
structures which are at least 20 feet from the top of slope. These
cross ties should be constructed perpendicular to the top of slope,
consist of at least a 12”x12” concrete beam, reinforced with two #4
bars, and be spaced at not greater than 15 feet intervals.
The above recommendations are intended to supplement the requirements
of Carlsbad Ordinance No. 8086, Section 11.06.110 for only those
structures which are supported by Del Mar Formation soils.
Specific: Due to the large quantity of expansive soil present within the
subject site and the potential variation in the quantity of suitable
non-expansive soils for capping the proposed structure areas, we recom-
mend that provisions be made to install one of the following four
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alternative foundation recommendations. A detailed lot by lot survey will
be performed upon completion of the site grading, with a report
submitted which will present the recommended foundation condition
classification for each lot.
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Foundation Condition A: Each lot which receives this foundation classifi-
cation designation must be underlain by soils which exhibit “low
expansive potential”, i.e. expansion of less than 3%, when tested from
an air dried to saturated condition, under a surcharge of 150 psf, for a
depth of not less than 4.0 feet below proposed finish grade. In the
event the structure area, i.e. the level lot pad extending from the front
property line to a line which is not more than 15 feet from the rear of
the level pad, contains soils which do not comply with the maximum 3%
expansion, these soils shall be removed and rep I aced with “low
expansive potential” soils. These low expansive materials shall extend to
not less than 4.0 feet in depth. This condition can also be applied to
fill lots where expansive materials are maintained at least 4.0 feet
below a low expansive soil cap.
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Conventional spread footings may be used for foundation Condition A and
should be founded a minimum of 12 and 18 inches below lowest adjacent
grade, for one and two story structures, respectively, and have a
minimum width of 12 inches. Spread footings may be designed for an
allowable soil bearing pressure of 2,100 and 2,300 psf for 12 and 18
inch deep footings, respectively.
Interior slab-on-grade should be not less than 4 inches in thickness,
underlain by not less than 4 inches of clean sand or crushed rock, and
completely surrounded by a continuous footing.
Foundation Condition B: All lots which receive this foundation classifi-
cation will possess expansive soils which exhibit an expansion of not .
less than 3% nor more than 8%,’ when tested from an air dried to
June 8, 1983 S.E.A. 110175
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saturated condition, under a surcharge load of 150 psf. These soils will
be examined for a depth of not less than 4 feet below finish grade.
1) Al I footings should be founded a minimum of 18 inches below
adjacent finish grade and may be designed for an allowable soil
bearing pressure of 2,200 psf. Footings should have a minimum
width or diameter of 12 inches.
2) Both exterior and interior continuous footings should be reinforced
with one #4 bar, positioned 3 inches above the bottom of the
footings and one #4 bar positioned one inch clear below finish
floor or the cold joint between the foundation and slab pour. Pier
footings need not be reinforced.
3) Interior slabs should be a minimum of 4 inches in thickness and
underlain by a 4 inch blanket of clean sand or crushed rock.
Further, interior slabs should be reinforced with 6”x6”-10/10
welded wire mesh and completely surrounded with a continuous
footing.
4) Exterior slabs should be a minimum of 4 inches in thickness and
constructed on native soils prepared in accordance with the
recommendations presented in Item No. 6 shown below. Further,
exterior slabs should be reinforced with 6”x6’‘-lo/10 welded wire
mesh and be provided with weakened plane joints, as recommended
hereinafter.
5) Weakened plane joints for exterior slabs should be provided for
any slab greater than 5 feet in width. Any slabs between 5 and
10 feet should be provided with a longitudinal weakened plane
joint at its center line. Slabs exceeding 10 feet in width should be
provided with a weakened plane joint located 3 feet inside the
June 8, 1983 -3o- S.E.A. 110175
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6)
7)
‘3)
exterior perimeter, as indicated on the attached Figure A. Both
transverse and longitudinal weakened plane joints should be con-
structed as detailed on Figure A.
Clayey soils should not be allowed to dry before placing concrete.
They should be sprinkled, if necessary, to insure that the soils
are kept in a very moist condition or at a moisture content
exceeding 2% above optimum moisture content.
Surf ace drainage should be directed away from the proposed
foundation.
Prior to pouring concrete, the foundation excavations should be
inspected by a representative of this office, to insure that the
above recommendations have been followed.
Foundation Condition C: All lots which receive this foundation condition
classification will contain expansive soils which exhibit an expansion of
not less than 8%, nor more than 12%, when tested from an air dried to
saturated condition under a surcharge load of 150 psf. The soils will be
examined for a depth of 4 feet below finish grade.
1) Al I footings should be founded a minimum of 24 inches below
adjacent finish grade and may be designed for an allowable soil
bearing pressure of 2,000 psf. Footings should have a minimum
width or diameter of 12 inches.
2) Both exterior and interior continuous footings should be reinforced
with two #4 bars positioned 3 inches above the bottom of the
footings and two #4 bars positioned one inch clear below finish
floor or below the cold joint below the foundation and slab pour.
yier footings need not be rei “forced, although exterior piers
should extend not less than 3 feet below adjacent grade.
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3)
4)
5)
6)
7)
8)
Interior slabs should be a minimum of 4 inches in thickness and
underlain by a 6 inch blanket of crushed rock. Further, interior
slabs should be reinforced with 6”x6’l-6/6 welded wire mesh and
completely surrounded with a continuous footing.
Exterior slabs should be a minimum of 4 inches in thickness and
constructed on native soils prepared in accordance with the
recommendations presented in item No. 6 shown below. Further,
exterior slabs should be reinforced with 6”x6”-lo/10 welded wire
mesh and be provided with weakened plane joints, as recommended
hereinafter.
Weakened plane joints for exterior slabs should be provided for
any slab greater than 5 feet in width. Any slabs between 5 and
10 feet should be provided with a longitudinal weakened plane
joint at its center line. Slabs exceeding 10 feet in width should be
provided with a weakened plane joint located 3 feet inside the
exterior perimeter, as indicated on the attached Figure A. Both
transverse and longitudinal weakened plane joints should be
constructed as detailed on Figure A.
Clayey soils should not be allowed to dry before placing concrete.
They should be sprinkled, if necessary, to insure that the soils
are kept in a very moist condition or at a moisture content
exceeding 2% above optimum moisture content.
Surface drainage should be directed away from the proposed
foundation.
Prior to pouring concrete, the foundation excavations should be
inspected by a representative of this office, to insure that the
above recommendations have been followed. .
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Alternative Design - Foundation Condition C: An alternate pre-
stressed concrete foundation and slab design for soil Condition “C”
may be utilised. This design should be prepared by a Registered
Civil Engineer experienced in the design of pre-stressed concrete
structures. The preparation of the foundation soils and detailed
recommendations regarding foundation construction and pre-
stressing requirements should be prepared in cooperation with your
structural design consultant.
Exterior slabs should be prepared as described in Foundation
Condition “C” above.
Foundation Condition D: All lots which contain soils within 4 feet of
finish grade that exhibit an expansion greater than 12%, should be
regraded to remove the critically expansive soils.
Adjacent footings founded at different bearing levels should be so
located that the slope from bearing level to bearing level is flatter than
one unit horizontal to one unit vertical.
The allowable soil bearing pressures described above may be increased
by one-third for wind and/or seismic loading and should be decreased
by one-fourth for dead loads only.
UNIFORMITY OF CONDITIONS S LIMITATION OF LIABILITY
1) The conclusions and recommendations presented in this report are
based upon the assumption that the soil conditions do not deviate
appreciably from those disclosed by the subsurface investigations.
If variations are encountered during construction, we should be
notified so that we may make supplemental recommendations, if this
should be required. .
June 8, 1983 -33- S.E.A. 110175
-
.-
.-
,-
-
-
-
-
-
-
-
-
2) Evaluation and utilization of the soil materials for the support of
the proposed structures includes investigation of the subsurface
conditions, analysis, formulation of recommendations and inspection
during grading. The soil investigation is not completed until the
soil engineer has been able to examine the soil in the excavations
so that he may make the necessary modifications, as needed. We
emphasize the importance of the soil engineer continuing his
services through the inspection of grading, including construction of
fil I and foundation excavation.
3) The findings of this report are valid as of the present date.
However, changes in the condition 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 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 of our control. Therefore, this report is subject to
review and should not be relied upon after a period of three years.
FIELD EXPLORATIONS
Eighty seven subsurface explorations were made at the locations
indicated on the attached Plate No. 1 between May 25, 1982 and June 11,
1982. These explorations consisted of borings drilled by means of a
rotary bucket and rotary auger type drill rigs and trenches dug by
means of a backhoe. The explorations were conducted under the
observation of our engineering geology personnel.
The explorations were carefully logged when made. These logs are
presented on the following Plate Nos. 2 through 81. The soils are .
-
-
-
-
-
-
-
-
-
-
-
-
-
June 8, 1983 -34- S.E.A. 110175
described in accordance with the Unified Soils Classification System, as
illustrated on the attached simplified chart. In addition, a verba I
textural description, the wet color, the apparent moisture, and the
density or consistency~ are given on the logs. Soil densities for granular
soils are given as either very loose, loose, medium dense, dense, or
very dense. The consistency of silts or clays is given as either very
soft, soft, medium stiff, stiff, very stiff, or hard.
Representative core samples of the alluvial materials were obtained by
means of a split tube sampler driven into the soil by means of a 140
pound weight free falling a distance of 30 inches. The number of blows
required to drive the split tube sampler is indicated on the boring logs
as “blows per foot.” The core samples were carefully removed, sealed,
and returned to the laboratory for testing.
Disturbed and undisturbed samples of typical and representative soils
were also obtained and returned to the laboratory for testing.
LABORATORY TEST~I NG
Laboratory tests were performed in accordance with generally accepted
American Society for Testing and Materials (A.S.T.M.,) test methods or
suggested procedures. Representative samples were tested for their
compressiblity., expansive potential, maximum density and optimum
moisture content, in-place density and natural moisture content, angle of
internal friction and cohesion intercept. The results of these tests are
presented on Plate Nos. 82 through 91.
The expansive potential of clayey soils was determined in accordance
with the following test procedure.
.
-
-
-
-
-
-
-
-
-
-
-
June 8, 1983 -35- S.E.A. 110175
Allow the trimmed, remolded or undisturbed sample to air dry to a
constant moisture content, at a temperature of 100’ F. Place the
dried sample in the consolidometer and allow to compress under a
load of 150 psf. Allow moisture to contact the sample and measure
its expansion from an air dried to saturated condition.
.
- -
J
- Wk loQ.p~
0 + 3- - 0 - 3-
1
t
-'w*50- LIOQ
+ w/2
t
w/2
1
TYP. SAW CUT
FILL WITH FLEXIBLE CRACK FILLING COMPOUND
L?teqElFrn
(AS f&?COMMEffDED IA REPORT -TYP.)
VISTA SANTA FE
SHEPARDSON ENGINEERING ABsocIpLTE8. Inc.
WEAKEND PLANE JOINT DETAIL r-82 110175 I , Fl$$,,RE ,:‘A”
.._
.,-
-
_.
-
-
-
.-
-
-
-
-
-
-
& I
I . 82
i2
i
:L
F
A
,L
:L
su su
BORING NO. B I6 BORING NO. B I6
LEVATION: ‘lo+ LEVATION: ‘lo+ BORING DIA. BORING DIA.
DESCRIPTION DESCRIPTION
“cry Dark Gray, Wet tc Saturated, Soft, Clay
Water Table
1 Rrown Gtay, Medium Stiff, Sandy Clay
Lighter Brown Gray & Green, Saturated
\
\ Gray Green, Saturated, Medium Stiff, Sandy Ctay
1, Yellow Green, Saturated, Medium Stiff, Sandy Clay
\
END OF BORING
_-- Bulw COUNT -
K - 3" O.D. Sampler. Kelly bar of drill rig
1.9
8.9
2.6
drop II per-bfti. L - 3'? O.D. Sampler, 1401b. hammer, 30" drop S - Stan&q-d P&&meter SAMPLE TYPE U = Undisturbed Drive Smple C -.Chunk Sample B -,Bulk Sample
-,~
-~
-
-_
-
-
.,..
,-
-
-
-
-
-
-
-
-
1: I
I . hZ
i2
i
L
ii
H
-
L
-
L
-
. .-- -
g K = 3" O.D. Sampler, Kelly bar of drill rig I E 1' per blow.
&
3
[ 7
4
f
\
\
\
\
1
\
SI
BORIN% BORIN% B 17 NO, - NO, -
ELEVATION: 11*+ BORING DIA. BORING DIA. 6"
DESCRIPTION
lark Gray, Wet, Soft, Clay
--------m-m
:reen Gray, Wet to Saturated, Soft, Clay
illuvium 9, Water Table
green Gray, Wet to Seturated, Medium to Soft, Very Sandy
:1ay
rlluvium
:reen, Wet, Stiff, Mudstone - De1 Mar Farmetion
END OF BC;RING
1
3; ;‘ ;:
i[
i
1.5
ii. I
i
in
[~
! r
‘5
‘5
._“__. ..---, --
= Standard Penetrweter SAMPLE TYPE - _--- ___- -_-_
U - Undisturbed Drive Sam ,ple C =. Chunk Saw )le I^ B - Bulk Sampi,
VISTA SANTA FE
KIS I 5/25/a,
I D1~AT.E NO. 3
-
-~
-.
,-
-
.-
-
-
-
-
.-
-
-
.-
2-
1 ULI
t,- B&
6-
a- 1 UL!
0-
2-
41 IJLI
6-
8-
1 UD
o-
2-
4-
6 1 UD
a-
0-
-I ULI
2-
4-
~~~~~-~~~~--
ay Brown Mottled Orange & Yellow, Wet to Saturated,
dim Stiff, Clay
Greer. Gray, Wet to Saturated, Medium Stiff, Clay
Blue Gray, Saturated, Stiff, Clay
De1 Mzr Formation
END OF BORING
BLOW COUNT - -a -
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow.
2
5:
;’ 2: 9
Y
:IL
31
61
3L
‘31
;I
r
it
:*
;;
::
I
/.z
S = Standard Penetrometer SAMPLE TYPE
U = Undisturbed Drive Sample C =.Chunk Sample B = Bulk Sample ,’
m-
,-
-
-
-
-
-
-
-
.-
-
-
1
1
1
1
1
2
2
2
2
2
3
3
3
3
I -
Gray, Wet, Saturated, CLay, Alluvium
Water Table
---v--m-----
Gray 8 Brown Mottled Red, Wet to Saturated, Medium Stiff,
Gravel in Clay, Alluvium
------ ----
reen Gray, Saturated, Medium Stiff, Sandy Clay
-----w-m---
Brown Gray, Gravel in Clay
-------m---e
reen Gray, Saturated, Medial Stiff, Clay
Sandy Clay
Blue Green, Saturated, Stiff, Clay, De1 Mar Fcrmation
END OF BCiRING
BLOW COUNT - EC
K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L - 3'( O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE U = Undisturbed Drive Sample C =. Chunk Sample B - Bulk Sample
-
,-
-
-
-
-
-
-
-
..-
-
-
-
2-
4-
61 UD
8-
10 -
L2-
14-
L6="
18-
!C'
12 -
!L-
!61 UD
8-
o- 1 UD
2-
4-
6-
;I
! c ! s
f
\ -
\
\
\
\
\
\
\
\
\
\
\
t
‘\
L
SI
BORING NO, B 2o
BORING DIA,
DESCRIPTION
Brown Gray, Wet tc Saturated, Soft to Medium, Sandy Clay
Alluvium ---- - s Water Table
Grave 1
Some Gravel
Gray & Yellow Brown, Soft, Medium Stiff, Clay & Sandy Clay
Green & Yellow Brown, Sandy Clay, De1 Mar Formation
EAD OF BORING
SLOW COUNT * _I
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow.
2
i;
;’
1: >
fL
bl
9L
L = 3'! O.D. Sampler, 1401b. hammer, 30" drop SNEPMDSON ENOWEERlNG ASSOCIATES INC. S = Standard Penetrometer SAMPLE TYPE II = Undisturbed Drive Sample C =~Chunk Sample B = Bulk Sample
-
.-
,-..
.-
-
.-
-
.-
-
-
-
-
-
.-
-
.-
I;
. G 2
;T
H -.
ss
HI C
H
BORING DIA.
DESCRIPTION
Dark Blue Gray, Wet to Saturated, Soft, Clay, Alluvium
n Water Table
-ms
Dark Green Gray,
-----m-e-
Saturated, Medium Stiff, Gravel in Clay
Green Gray & Orange, Saturated, Medium Stiff, Clay
Alluvium
Gray, Saturated, Dense, Gravel in Clay Matrix
Green & Yellow, Moist to Wet, Dense, Clayey Sandstone
De1 Mar Formation
I END OF BORING
Yuv I
a
1. , t
1: >
5L
51
is
.?l
bl
YL
BLOW COUN'I! - _I
K = 3" O.D. Samoler. Kellv bar of drill rin I 1’ per'blo)r. - .D. Sagplet, 14Qlb. hammer, 30" drop dard Penetrometer WE9MDSON ENGINEERING
-
.~~.
-
-
-
,~-
-
-
-
-
-
-
-
-
-
-
.-
-
SI SI
BORING NO, B ** BORING NO, B **
BORING DIA. BORING DIA.
DESCRIPTION DESCRIPTION
Dark Brown Gray, Wet to Saturated, Soft, Clay
-- - Water Table
Gray Brown, Saturated, Medium Stiff, Clay
Alluvium
be,.:- --- ----m-m, ?>:i Or-an&e Tan, Saturated, Very Cerise, Clayey Sandstone, De1 Mar
Formation
EKD OF BORING
2
;. , ,
;’
1
IL
-r
2:
:r: :i gt ‘i r
m
BLOWCOti - K - 3" O.D. Sampler. Kelly bar of drill rig drop 1’ per-bl&. - E
L = 3'! O.D. Samoler. 1401b. hanrmer. - I 30” drOD SNEPARDSON U'JOlNEERlNG AsoaMEs. INC. 6 = Standard Pyenetr&eter SAMPLE TYPE u = Undisturbed Drive Sample C r.Chunk Sample 'B - Bulk Sample
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2-
1 UD
4-
6-
aA “D
0-
2-
4AUD
5-
3- 1 UD
I-
BORING NO,
DESCRIPTION
=I
I
‘IA IW
iz I
i L Light Brown, Wet, Medium Stiff, Sandy Clay
Alluvium
M
L.
)z”-: Tan, Wet, Medium Dense, Silty Sand
\ Light Brown to Green Gray Brown, Wet, Medium Stiff, Clay
Alluvium
i \Gray Green, Wst,Mediumto Stiff, Sandy Clay
De1 Mar Formation
_ g Water Table - -
END OF BORING
2!
1; 1.
:I I ’ I !: i
1.1
ILOW COUNT - *-. -
K - 3" O.D. Sampler, Kelly bar of drill rig drop, II per blow. L - 3'! O.D. Sampler, 1401b. hammer, 30" drop 8IIEPAWSONENOWEBWNG Asoa4lEs. INC. S = Standard Penetrometer CAMPLE TYPE VISTA SANTA FE U - Undisturbed Drive Sample g =.ghu+Samp:
-
-
,-,
-
-
-
-
-
-
-.
-
-
-
-
-
-
-
2-
4-
6AUD
a-
0-.
2-
4-
6 1 UD
8-
0-
2-
4-
6l
0-
1
I 1 . >E
3
k
M -
,L,
-.
-
L
.-
:L
.- L
BORING NO, -
ELEVATION : -
DESCRIPTION
Brown, Wet, Soft, Clay
Brown to Tan, Wet to Saturated, Medium Stiff, Sandy Clay
Water Table
\ IPink Brown, Wet to Saturated, Medium Stiff, Very Sandy
++h---------, ---.- - ---I
Light Brown Mottled Maroon & Yellcw, Probably Weathered
De1 Mar Formation
__-------------
Light Green Mottled Maroon, Wet, Stiff, Clay
De1 Mar Mudstone
\
END OF BORING
-.
.~~,
.~
,..
-
.-
-
-
-~
-
-
-
-
-
-
-~
I!
. ,” 2
L
.- -
H
-
BORING NO,
ELEVATION: 129+ -BORING DIA, 6"
DESCRIPTION
,\I Dark Gray Brown, Wet, Medium Stiff, Clay \ Dark Gray Brown, Wet, Medium Stiff, Clay
Alluvium - QSW Alluvium - QSW
p Water Table Water Table --
Y Brown, Wet, Very Stiff to Hard, Pure Mudstone
\ De1 Mar Formation
Brown, Wet, Very Stiff to Hard, Pure Mudstone
De1 Mar Formation
END OF BORING
BLOW COUNT l
-
K = 3" O.D. Saumler. Kellv bar of drill rig I E drop, 1’ per-blow. - - I L = 3” O.D. Samuler. 1401b. hamer. 30” droo SNEPANDSON ENGINEENING -lEs. INC.
S = Standard Penetr&neter SAMPLE TYPE u - Undisturbed Drive Sample C =.Chunk Sample B = Bulk Sample
-
,.-
._
-
_~-
-
-
,.
-
-
-
-
-
-
-
SU
BORING NO, B 26
14’+ BORING DIA,
DESCRIPTION
Dark Brown Gray, Wet, Medium Stiff, Clay
QSW
Dark Gray Green, Moist to Wet, Stiff to Hard, Sandy Clay
De1 Mar Formation
END OF BORING
BLOW COUNT - KEY - I K - 3" O.D. Sampler, Kelly bar of drill rig E drop, 1’ per blow. I- -
L = 3'! O.D. Sampler, 1401b. hsmmer, 30" drop SMEPMDSON ENGINEERING AswxmlE.s. INC.
S = Standard ~enetrameter SAMPLE TYPE VISTA SANTA FE U - Undisturbed Drive Sample C =.Chunk Sample KLS I 5/i7/82 B = Bulk Sample 110175 PLATE NO. 12
-
--
-
-
,-
-
-
-
-
-
-
-
-
-
-
r -
su
BORING NO, B 27
ELEVATION: 136: BORING DIA,
DESCRIPTION
Green Brown, WeZ, Medium to Stiff, Sandy Clay
QS$ Alluvium
No Water
Tan Brown, Moist, Stiff to Hard, De1 Mar - Mudstone
END OF BORING
BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drops 1’ per blow. L = 3'! O.D. Sampler, 1401b. hammer, 30" drop SNEPARLSON ENGINEERING A.ssouAlEs. INC. S - Standard Penetrometer SAMPLE TYPE u - Undisturbed Drive Sample VISTA SANTA FE
C =.Chunk Sample KLS 1 5127182 B = Bulk Sample 110175 PLATE NO. 13
-
2-
4- 4 UI
6-
a-
0- 4 IJI
2-
4-
6-
a-
o-
1
1 1 . p 12
L :L
s-
C
mm
L
FT
-
:L
-
B 28 BORING NO, -
LEVATION: 135’ BORING DIA,
DESCRIPTION
,\ Dark Gray Brown, Moist, Medium Stiff, Clay
\
Gravelly Alluvium
m--------m- Be-- Brown, Moist to Wet, Stiff, Gravelly. Clay, Alluvium
---------w-P--
Gray Green Mottled Maroon, Moist to Wet, Stiff,
Clay, Probably Weathered De1 Mar
; J”:‘Red & Yellow, Wet, Stiff, Gravel in a Clay Matrix, Bright
Leo Colors
\ Light Gray Mottled Maroon & Yellow, Moist to Wet, Hard, Clay
\ De1 Mar Formation
END OF BORING
r
I.
jI
fi
u
K
‘L
-I
r 3* . .
I:
;:
1
2.1
BLOW COUNT -
su
BORING NO. - B 29
125+ BORING DIA, “’
DESCRIPTION
6-
8-
o- JI UD
2-
lluvium- Water Table 01 !/2 w
6-
8-
0- J UD
2-
-------------
n Gray, Saturated, Loose, Clayey Sand - Probably,.Just a
Thin Len% - None on Augers
ZL
6-
8-
0 UD ---------mm- -- FL
2- ay Green Mottled Yellow, Wet, Stiff to Hard, Sandy Clay
De1 Mar Formation
6- UD 3; I I END OF BORING YPY nEI I
BLOW COUNT -
K - 3” O.D. Sampler, Kelly bar of drill rig drop, 1' per blow. L - 3" O.D. Sampler, 1401b. hammer, 30" drop SHEPARDSON ENGINEERING ASSOCIATLS. INC. S - Standard Penetrweter SAMPLE TYPE VISTA SANTA FE U - Undisturbed Drive Sample C -,Chunk Sample KLS I 5127182 B - Bulk Sample 110175 PLATE NO. 15
-
--
-
-
-
-
-
-
-
.-
-
-
-
-
I su 4 I s lil WE I . -BORING DIA. i:
-$ g 1z-i
ii3
;'
1: !2 - i DESCRIPTION ,
L Brown Gray, Wet, Soft, Clay
Alluvium 2-
4- -- Groundwater
64”’ 'L
a- -. .--- ---w----v
L Blue Gray & Yellow Brown to Light Green Gray Mottled Orange,
0- Wet, Stiff to Soft, Sandy Clay
1 UD \Y OL Alluvium 2-
Very Sandy Clay
6 1 “D IL
a-
o-
1 UD FA !J.c
2-
61 UD - \\ 2
,c v‘; Bright Orange-Yellow-Red In Green Gray,Snturated Dense Gravel
a- Y”,: in Clayey Sand-Sandy Clay
,\:, Alluvium
0- .I
2- i\”
T \IBlue Gray & Pink Brown, Wet, Stiff to Hard, Mudstone 4- H “De1 Mar Formation -
6- END OF BORING
UL BLOW COUNT -
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop SNEPARDSON ENGlNEElUNG AssmlAlEs. INC.
S = Standard Penetrometer SAMPLE TYPE VISTA SANTA FE U I Undisturbed Drive Sample C =.Chunk Sample KLS I 5f27182 B = Bulk Sample 110175 PLATE NO. 16
-~
,-.
-
.-
-
-
-
-
-
-
-
-
-
.-
-
-
-
2-
4-
6-
a-
o-
2-
4-
6-
a-
o-
2-
4-
6-
a-
o-
2-
4-
6,CK
su
I loI‘ BORING NO, B 31
DESCRIPTION I h 1 C/ .,ss:,..l Tan & Orange to Buff, Moist, Medium to Dense, Very Fine
v v. Clayey Sand - Sandy Clay to Fine Silty Sand
b $.
.j.: $.,I~
L/ !'#.:i Blue Gray to Light Green, Moist, Medium to Stiff, Sandy
M 'C { Siltstones with Concretions
; 1; :I,
4.1. .;
1. Ii*, ., I.1 t
M :I:'.!; Buff, Moist, Medium to Dense, Clean Sandstone ; .i: :f:
‘1 .I:'
;I.;. ,If
$I>. ./i
: ,;
4 ,.i:: :
VATION: lz9' -BORING DIA, 30”
M/ ,I;:If:Buff to Yellow Tan, Saturated, Dense, Sandstone, Seepage,
C d;'!Severe Seepage from This Zone M :.'y;
;:I: i. ;t.:.-
\ \
_.-_ BLOW COUNT -
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE u = Undisturbed Drive Sample C = Chunk Sample
VISTA SANTA FE
G-
2-
4-
6-
BORING NO, B 31 (Cont'd)
-BORING DIA.
DESCRIPTION
Gray to Blue Gray, Saturated, Medium to SofE, Sheared Clay -
Humid, Much Harder
Blue Gray, Moist to Wet, Dense, Clayey Sandstone
. END OF BORING
4
i; .* : . I: ,
=I
r
3”
;’
;:
~~
2
SLOW COUNT -
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L - 3" O.D. Sampler, 1401b. hammer, 30" drop S - Standard Penetrometer SAMPLE TYPE . U = Undisturbed Drive Sample C =~Chunk Sample B - Bulk
0- Green, Moist to Wet, Medium Stiff, Sandy Mc.dstone
2-
4-
6-
a-
0-
2-
4-
6-
- 1
1
1
1
1
2
2
- 2
2
2
- 3
3 -
3
3
- 1
-.-.
A
I
1%
;;
I
i
M
L
7 H
L
Ml
P
iT
L
i-
Seepage Br~low This Point
C'range Brown Layer
a-
0-
2-
---------- - --
Light Green Mottled Orange, Saturated, Medium to Stiff,
Sandy Claystone -- Clayey Sandstone
4-
6- l .I Buff to Bright Orange Mottled & Gray, Saturated, Medium tc, i.:IrDetISe, Sandstone
KEY I BLOW COUNT -
K - 3" O.D. Sampler, Kelly bar of drill rig drop- 1’ per blow. L - 3'! O.D. Sampler, 1401b. hammer, 30" drop S - Standard Penetrometer SAMPLE TYPE U - Undisturbed Drive Sample C -,Chunk Sample ~B - Bulk Sample
2-
4-
6’
a-
BORING NO, B 32 BORING NO, B 32
130 130 -BORING DIA, -BORING DIA,
DESCRIPTION DESCRIPTION
! ;:‘1 1 Buff, Moist, Medium Dense, Sandstone !'I.
L:I:
I f ;.I: i.r r: f ..I I: .I:
I Light Green, Moist to Wet, Medium Dense, Siltstone
-
12 -
14 -
.E -
.a -
io -
4
i 1 .
g I
i
7 H.
M
BLOW COUNT K - 3" O.D. Sampler, Kelly bar of drill rig drop, 1' pet blow. L * 3'! O.D. Sampler,' 1401b. hammer, 30" drop S = Standard Penetrometer
L
Sl B 32 (Cont'd) BORING NO. -
ELEVATION: -
3 DESCRIPTION . ;:i:i Water Flowing in Sheets Down Side of Hole
:f:;jlIrregular Ccntact Dips SE 10' - 15O
\ Gray to Blue Gay, Saturated, Soft, Sheared Clay - All Planes
Cip into Slope - 15' Doesn't Look Like Slide
\
!-:l!i Gray Tan, Saturated, Dense, Massive Sandstone, Some Clay ,..I!
END OF BORING
-L
c !f
:c g ::
A
U = Undisturbed Drive Sample VISTA SANTA FE
C =.Chunk Sample B - Bulk Sample
-
-
-
-
-
.-
-
-
-
-
-
-
BORING UO, ' 33
156 BORING DIA.
DESCRIPTION
ff to Orange, Mcist, Medium to Dense, Sandstone
S.E.=31
positional Contact
4" of Pulverized Mudstone - Lots cf Red & Yellow Color.
Plane Dips 18' N 70' W
Brow!-Green Gray Mottled Red 8 Yellow to Light Cray Brown,
Moist, Stiff, Very Silty Claystone
C 'S':'?; Light Greenish Gray Brow, Moist, Dense, Gritty Clayey Sand
<.:,x1 Irregular Contact - Erosional
L \Gray Green, Moist, Stiff, Mudstone
Gradational Concoidal Fractures Random \
XI\ t
WOW COUNT -
K = 3" O.D. Sampler, Kelly bar of drill rig drop, 1’ per blow. L - 3" O.D. Sampler, 1401b. hamme.r, 30" drop S = Standard Penetrometer SAMPLE TYPE U = Undisturbed Drive Sample I VISTA SANTA FE
C =.Chunk Sample B = Bulk Sample I 6/l/82
PLATE NO. 21
BORING DlA.
DESCRIPTION
.o -
3
4
4
4
4
\Blue Cray, Moist, IBlue Cray, Moist, - Very Stiff to Hard, Silty Mudstone - Very Stiff to Hard, Silty Mudstone -
\' \'
Siltstone to Very Sandy Siltstone, Very Massive Siltstone to Very Sandy Siltstone, Very Massive
.2 -
14 -
\ \
\' \'
16 - I END OF B(fRING
BLOW COUNT K * 3" O.D. Sampler, Kelly bar of drill drop 1' 1’ rig drop per blow. * 3'! O.D. Sampler, 1401b. hammer, 30" drop * Standard Penetrometer
B 33 (Cont'd)
-
g
-
-
._~
-
--
- 1
1 -
1
-
1'
- 1,
21
-
2,
- 2’
21 -
2,
- 31
3: -
31
- 3f
I -
--
-. A
SU
BORING NO. B 34
ELEVATION: 148 BORING DIA. 30”
DESCRIPTION
2-
3-U i SW
,
Buff to Oiange Green, Moist, Medium to Dense, Well Graded
Clean & Silty Sand
I-
6-
a-
0-
2-
4-
Green Gray to Gray Green, Moist, Medium to Stiff, Clay.
Iron Stains Along Fractures
6-
a-
0- Fractured But No Clear Slide Zone
2-
4-
\
\
\
\ 6-
81 CK
D-
2-
4-
j-
4
r :L
\
:LI ' :H \
\
\
\
\
\
7 ;c : I
IL
:L -
\
\
& ,. ,I. .,‘..: ‘\‘. ; . ‘2‘ .., \
P Y-l
Some Concoidel Fractures
Tan Brown, Moist, Dense, Clayey Sandstone
Flat Contact
Blue Gray, Moist, Stiff to Hard, Sandy Siltstone
Flat Contact'&
Gray & Light Brown, Moist, Stiff, Claystone
3LOW COUNT -
K * 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L * 3" O.D. Sampler, 1401b. hamer, 30" drop S * Standard Penetrometer SAMPLE TYPE I VISTA SANTA FE
U * Undisturbed Drive Sample C =. Chunk Sample B * Bulk Sample PLATE NO. 23
I I I . r $4
i >L/ :H
BORING NO, - BORING NO, - B 34 (Cont’d) B 34 (Cont’d)
ELEVATION: - BORING DIA, BORING DIA,
DESCRIPTION DESCRIPTION
O-
lue Gray, Moist, Stiff tx Herd, Mudstone to Siltstone
t 3ah’ - 5O l/B" to l/4" Wet Gouge - Plane Dips Approximately
s 5o" w, Massive
2-
,4 -
6-
3
4
4
'- 4
4
-
-
-
-
-
-
I
-
-
IL
-
END OF BORING
)LOW COUNT -
K * 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow.- L - 3" O.D. Sampler, 1401b. hammer, 30" drop S * Standard Penetrometer SAMPLE TYPE . U - Undisturbed Drive Sample C -.Chunk Sample B * Bulk Sample
VISTA SANTA FE
KLS 1 612182
110:75 PLATE NO. 24
2-
4-
6-
8-
0-
2-
4-
6-
a-
4-
6-
a-
D-
2-
4-
BORING NO, ' 35
-BORING DIA.
DESCRIPTION
,\ Brown to Light Green Brown, Moist, Soft, Clay
Laminated Bedding, Flat
Planar Contact Dips Out of Slope (NW) 7' - 8'
<{ii!' Bedding Same as Above
;$I, 2 "
;l,c. A
to 4" Clay Bed - Gouge Looking Put Not Continuous All
round Hole - Flat
Contact is Irregular and Dips 7' West,Some Punky Clay Be11
Contact But Doesn't Look Like Slide
Iron Stained Fractures
More Massive Below -.15
c
Minor Shear Zone -. Flat BBS ---m---m-- Yellow Green Gray, Moist, Stiff to Hard, Light Weight
Siltstone & Claystoce
Contact Dips X0 NE - Very #inor Seepage, No Slide
Gray, Moist, Hard, Sandy Siltstonc,, Very Massive, V~I
Minor Seepage From Golden Sandstone at Bc,ttom
3
la’ Y-
ULOW COUNT kc END OF BORING
SWFARDSDN ENDINEERIND ASSCICUTES INC.
yd Penetrometer
-
-
.-
-
-
-_
-
-.
-
-
,-
-
-
-
-
, Could Be Healed Shear Zcne, Dip 10' NW
Vertical Fractures in Sandstone
y at Contact, Undulates Flat Some,Pcssible Shearing
locky Fractures
racture Zone ripping 25' XW,Orangf Stains
Gouge,1/4" to .1/S" Soft Gouge Punky for 3" Above, More Silt
Than Clay, dip Approximntcly 18' NW
\\ Massive Below rinor seepage
[Ll Blue Gray, Moist, Humid, Siltstone
!L '\'
\\
END OF BORI
Km BLOW COUNT -
K = 3" O.D. Sampler, Kelly bar of drill rig drops 1' per blow. L = 3'! O.D. Sampler, 1401b. hammer, 30" drop SMEPMDSDN ENWNEERlNG ASSDCIATES. INC.
S = Standard Penetrometet SAMPLE TYPE VISTA SANTA FE
U = Undisturbed Drive Sample C -. Chunk Sample KLS I b/2/82 B - Bulk Sample 110175 PLATE NO. 26
-
.-.
.-
.-
-
.-.
-
-
~-
-
-
-
-
-
BORING NO. B 37
2 Ll 143
;a
BORING DIA, > t
2
z
i’
i$ DESCRIPTION 1: 1
Brown, Dry, Soft, Clay, Topsoil
\
Light Brown, Moist, Medium Stiff, Clay
\ ” .:.: ,:]..;,, Yellow Tan, Moist, Medium Dense, Silty Sand ,.;I< 1: I ,a &rregular - Generally Dips SW loo
\\ *\Gray Green, Moist, Medium Stiff, Clay
\U Fractured,with Iron Stains oo Surfaces
” of Very Punky Clay - Not Wet or Sticky, Very Minor Plz
early Flat
--k------B---
ight Brown to Green Gray, Moist to Wet, Medium to Soft
lay & Silt
ery Sheared - Gouge
l/4” Remold Gouge, Well Developed Flare Dip 4’ South
-------------
Yellow Brown to Green Light Brown, Moist to Wet, Medium I
Very fine gilty Sand to Sandy Silt & Clay
Kinor Seepage
Seepage-Slight -----P----A
Yellow Gray Brown, Moist, Stiff, Mudstone
Very E!inor Frac.turcs
WI BLOW COUNT -
K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L - 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE - Undisturbed Drive Sample
A SANTA FE
1 I 1 . 1: is ki
:H
-
.-- BLOW COUNT - . . K - 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE
BORING NO, B 37
-BORING DIA,
DESCRIPTION
\ Dark Blue Gray to Charcoal, Moist, Stiff, Mudstone
Elassive - Some Concoidal Surface
L
END OF BORING
U = Undisturbed Drive Sample C -,Chunk Sample
2-
4-
6-
8-
.c-
12-
.4-
.6-
.a-
!O-
!2-
!4-
!6-
!8-
io-
;2-
;4-
:
p BORING NO, B 38 =i 1 . VI I\ $ -BORlNG DIA,
izir z!
ELEVATION: 146
j” g DESCRIPTION ? :L Dry to Moist, Soft, Sandy Clay
------v---- Pm- Yellow Red Erown, Moist to Wet, Loose, Very Clayey Sand
Brown Gray, Moist tc, Wet, Medium to Stiff, Clay Slide Plane - Flat,Gouge Above,l/0" to l/4" Calicke &
Some Major Concoidal Fractures at-34: No Gouge of Slide
,0x- Jtvi& -e Mottled Maroon & Green Brown, Moist, Stiff to Hard, Clay
KFX BLOW COUNT - END OF BORING
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow.
2
k :. 5: -2. 9
L - 3'! O.D. Sampler, 1401b. hammer, 30" drop S - Standard Penetrometer SAMPLE TYPE U - Undisturbed Drive Sample C -.Chunk Sample
-
.-
~-
-
-.
-
-
-
-
-
-
-
-
-BORING DIA,
DESCRIPTION
ark Brown Black, Hl.mld, Medium to Stitt, Clayey Sand
uff, Humid, Medium to ECedium Loose, Poorly Graded Clean
Sand
ight Yellowish Tan, Humid, Medium Stiff, Fine Sandstone
S.E.= 36
ellowish Tan Gray, Moist, Medium to Dense, Lightly Cemented
,oorly Graded Clean Sand
1' Contact w/Sandstone Dips 15' West
'assive Sandstcne
S.E. = 41
sle Green, Moist tc Wet, Medium to Soft Clay, Very Fracture<
I' Soft Zone No Continuous Plane
luish Green, Moist, Medium to Hard Clae Contact is irregul;
.coks Depositional, Dip Generally NW 10
lore Massive
Seepage
Wpv I
i!
;, , c
;’
1: a
BLOW COUNT 1\01
K - 3" O.D. Sampler, Kelly bar of drill rin I drop 1' per blow. L = 3', 6.D. &mpler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE
-
$0 -
k2-
k4-
$6 -
M-
BORING NO, R 19 fQnt'd)
ELEVATION: BORING DIA,
DESCRIPTION
\ At 40.5' Slide Plane, Dip NW lo', Excellent Well DeveloFed
Planes, 2" to 3" Gouge - Hard Below
L FND OF BORING
-. BLOW COUNT -
K = 3" O.D. Sampler, Kelly bar of drill rig drops 1’ per blow. L = 3'? O.D. Sampler, 1401b. hanrmer, 30" drop SNEPMOBON ENGINEERING ASBOCLNES. INC.
-
,-
-~
-
-~
-
-
-
-
-
-
-
-
-
-
-
Fractun Dip WSW 5' at 7'
Occasional Mudstore Beds Dip WSW,l/Z - 2" Thick
25' WSW Overlying Near Horizontal
Very Fractured Mudstore, Black Seams - No Organic Odor
Medium to Dense, Massive Sandy Mudstone, Fractured
Seepage at 30.5' - Winor
Wore Massi.ve
BLOW COUNT K - 3" O.D. Sampler, drop 1' per blow. Kelly bar of drrll rig
= 3" O.D. Sampler, 1401b. hammer, 30" drop
4
:. , t :,
i: 1. 2
4-
6-
8-
.o -
,2-
,4 -
,6 -
I -
I@ -
‘2 -
,4 -
,6 -
3 -
O-
2-
4-
1
BORING NO, B 41
l/4” to l/2” Sheared Clay - Slide Plane - Flat Some Calich Cornflake Texture
Massive Below
---mm- -- --a
w Tan Brown to Green Gray to Brown, Moist, Medium to
, Very Massive Mudstone
,CTT/17‘(1’
KEY END OF BORING BLOW COUNT -
K - 3" 0.D: Samp+, Kelly bar of drill rig
4-
6-
8-
o-
6-
2-
4-
6-
0-
0-
2-
4-
6-
SI
BORIiiG NO, R
BORING DIA.
DESCRIPTION
rown to Green Brown, Moist, Soft, Clay
,reen to Gray to Light Brown, Moist, Medium to Hard, Very
'ractured Mudstone, No Slide
'airly Massive
ellowish Brown to Brown Green Gray Mottled Maroon, Moist,
ard to Medium Mudstone
egin Maroon Mottling
arge Blocky Fractures
ellowish Brown to Brown, Hard, Very Massive
ery Hard YW , .-I BLOW COUNT - END OF BORING
K - 3" O.D. Sampler, Kelly bar of drill rig drop, 1' per blow. I
a
i; ;’ 1: I
L - 3'! O.D. Sampler, 1401b. hammer, 30" drop SNRMPSON ENGlNWlNG ASSOClAlEB. INC. S - Standard Penetrometer SAMPLE TYPE VISTA SANTA FE U = Undisturbed Drive Sample C -.Chunk Sample B - Bulk Sample KLS
110175
1 613102
PLATE NO. 34
-
2-
4- eared Surface 1” Gouge - Some Mineralization,
oft, Sandier - Gradational
6-
8-
O-
2-
4- Hard, Very Fractured Mudstone
6-
S-
‘1!
-
-
-
-~
-
-1
1 -
1
- 1
1 -.
2
- 2
- 2
2
2
-3
3 -
3
- 3’
1 .-
-
--
. .._ .-
More Massive
o-
2-
4-
6-
8-
o-
2-
4-
6-
_-_ BLOW COUNT -
K = 3” 0.1). Sampler, Kelly bar of drill rig drops 1’ per blow. L = 3” O.D. Sampler, 1401b. hammer, 30” drop S = Standard Penetrometer SAMPLE TYPE U = Undisturbed Drive Sample C =~Chunk Sample B = Bulk Sample
38-
$0-
\2-
i4-
16 -
i8 -
io -
A I
I . ,::
$3
L
c :H
:L
-
BLOW COyT K = 3" O.D. Sampler, Kelly bar of drill rig drop~l' pe - - I
L = 3" O.D. Sa-, mpler, 1401b. hammer, 30" drop c - c-^--l---l lB^.
SU B 43 (Cont'd)
BORING DIA. 30”
DESCRIPTION
I. .I
,_
Maroon to Green Brown Mottled, Moist to Saturated, Medium to
Hard, Clay
Blue Green & Some Mottled Maroon, Moist, Hard, Very Massive,
Blocky, Clay
END OF BORING
i!
f, , t
i’
1; 3
-
-
-.
-
-
-
-,
-
-
-
.-
-
-
-.
-
-
-
-
2-
4-
6-
8-
o-
2-
4-
6-
8-
,o-
2-
4-
6-
8-
o-
2-
4-
6-
__
BORING NO. B 44
DESCRIPTION
Brown Buff to Yellow Brown, Moist, Medium Dense, Clayey
& Clay
Blue Green to Pale Green to Dark Pale Green, Humid to Moist
Medium Stiff, Clay Contact Dips Steeply North 45' Extremely
Fractured Mudstone
Light Grayish Tan to Mottled Blue Green to Buff Maroon to
Pale Green, Moist, Soft to Medium Hard, Clay.(Slip Plane Dip
-15' 1" Gouge, Very Sheared 6' Below) WNW
Fractured
More Massive & Blocky
Very Massive B Hard with Fractures
Very Sandy Mudstone - No Fractures
Dark Green to Yellow Tan, Humid, Medium Stiff, Silty Sand
8 Clay, Grades into Silty Sand
Minor Seepage
Dark Greenish Brown, Humid to Moist, Medium Stiff, Clay,
Very Massive Sandy Mudstone, Gradational with Sand Lens
Dark Green to Maroon Mottled, Moist to Wet, Medium to Hard
Clay, Mudstone, Some Minor Seepage
I\ pinor Seepage at 37’
KEY _-_ BLOW COUNT -
K = 3" O.D. Sampler, Kelly bar of drill rig drop, 1' per blow. L = 3'! O.D. Sampler, 1401b. harmner, 30" drop S = Standard Penetrometer
io -
Brownish Green to Maroon Mottled,oWet to Saturated,@34.5' .
Fracture with Some Gouge,Dip N 45 , Sheared Red Brown to
Mottled Green Red
i2 -
i4 -
Light Brown to Maroon Mottled, Moist, Medium Stiff, Clay
Seepage from 37 to 54’
i6 -
A
j
iL-
:H
:L
-
Blue Gray to Maroon Mottled, Moist, Medium to Hard, Massive
Sandy Mudstone
i8 -
jO-
i2 -
i4 -
END OF BORING
BLOW COUNT -
K - 3" O.D. Sampler, Kelly bar of drill rig drops 1’ per blow. L - 3" O.D. Sampler, 1401b. hanrmer, 30" drop 8 - Standard Penetrometer SAMPLE TYPE . U - Undisturbed Drive Sample C -.Chunk Sample B = Bulk Sample
su
BORING NO. - B 44 (Cont'd)
BORING DIA,
DESCRIPTION
2-
4-
6-
8-
0-
2-
4-
6-
8-
0-
2-
-
-
._
-1
1 -
1
1
1 -
2
2
- 2
2 -
2
- 3(
3;
31
3t
B
I
--
4- -I CK
6-
8-
I-
,-
i-
i- I I, \I KEY ILOW COUNT -
K - 3" O.D. Sampler, Kelly bar of drill drop 1' per blow. L - 3" O.D. Sampler, 1401b. hammer, 30" S - Standard Penetrometer iAMPLE TYPE U - Undisturbed Drive Sample C -.Chunk Sample B - Bulk Sample
to Moist, Medium to t, Very Sheared Mudstone, Some Possible Shearing with Thi
wn & Yellow Beds, Bedding Horizontal
Yellowish Tan Brown with Bright Yellow & Orange, Moist,
Stiff, Clay, Much Less Fractured,Bedding 13' SSE, Gypsum
Green Gray Mottled Maroon to Blue Gray with Maroon Mottling
Moist, Stiff to Hard, Clay.
rig I drop SliEPARDSONENWNEERlNG AssoclATEs. INC.
VISTA SANTA FE
110175 I r~,*, [ PtA?E NO.
-
-
-
-
-
-
-
-
-
-
-
-
-
.-
,~.
.-
10 -
r2-
,4-
16 -
BLOW COT KEY -
I
-- , K - 3" O.D. Sampler, Kelly bar of drill rig droD , t ..a- I.,,.... p.& ““F. L - 3" b.D. Sampler, 1401b. hammer, 30" drop S - Standard Penetrometer SAMPLE TYPE
BORING NO, B45 (Cont'd)
l-3
ELEVATION:
p
-BORING DlA,
DESCRIPTION
\
END OF BORING
SHEPARDSDN ENGINEERING ASSGCIATES. INC.
VISTA SANTA FE U - Undisturbed Drive Sample C -~Chunk Sample B - Bulk Sample
2-
4-
6-
8-
LO-
.2-
.4-
.6 -
.0 -
10 -
12 -
:4-
6-
a-
o-
2-
SI
BORING NO, B
DESCRIPTION
Blueish Brown, Humid, Medium to Soft to Medium Very
Fractured De1 Mar Sandy Clay
More Massive
Pale Greenish Gray to Buff Mottled, Moist, Medium Stiff Cla:
AT 5%'&
west 5
Possible Slip Plane l", Very Sheared, Dip Generally
\ More Massive with Depth
Some Minor Gypsum Deposits
\ Yellow & Brown, Moist, Medium to Dense Clay, More Gypsum,
Fractured 8 Flakey Yellow Veins in Fractures - Undulated Veil
.( : Yellow to Buff, Moist to Wet, Medium Stiff, Poorly Graded
;I; Fine to Medium Sand, Clean - Gradational Contact Dip N.
, . I
::, 'sl9.5 Basal Slide Plane,Dip 7' West,f-2" Gouge Very Fractured -.Below
Light Gray to Dark Grayish Brown to Dark Gray Brown, Wet,
Medium Stiff Clay with Some Mottled Red Color, Very Sheared
& Very Fractured, Random Diping Veins
\ Dark Bluish to Greenish Gray & Mottled Red, Moist to Wet,
Hard, Sandy Massive Mudstone. with Some Fractures
_-_ BLOW COUNT - END OF BORING
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L - 3" O.D. Sampler, 1401b. hanrmer, 30" drop S = Standard Penetrometer SAMPLE TYPE U = Undisturbed Drive Sample C =~Chunk Sample B - Bulk Sample
-
2-
4-
6-
0-
0-
2-
4-
6-
0-
0-
2-
1 CK
4-
6-
a-
o-
2-
4-
BORING NO, R
LEVATION: 166 BORING DIA.
DESCRIPTION
Very Dark Brown-Black, to Very Dark Brown-Olive to Olive Brown, Humid to Wet, Medium to Soft, Clay, Topsoil, Sandy Topsoil - Colluvium
Olive to Dark Brown Black, Wet, Soft, Clay, Sheared, Soft,
Mudstone, Very Sheared & Remolded 7' to 11.5
L/ Dark Olive; Wet, Medium Stiff, Clay, Very Soft & Sheared H 6-17', with Slikensides, Very Fractured with Slikensides, Very Fractured
\ n Mottled Dark Green & Buff
I\ \
L- Dark Green & Mottled Buff to Light Brown, Moist, Medium to
H Hard, Clay, Some Seepage at 3J', Massive & Lightly Fractured
Some Caving Above
Seepage at 20', 3-4 GHP
ted, Soft Clay, Fgactured More p Plane,Dips S 30-4 with 1'52*l Very
Light Gray to Buff to Light Gray Green, Moist, Medium Stiff,
C:ay~
y Dark Bluish Gray, Moist, Medium to Hard, Clay, with
Some Seepage
BLOW COUNT
= END OF BoR1NG
K = 3" O.D. Sampler, Kelly bar of drill rig drops 1' per blow. L = 3" O.D. Sampler, 1401b. hanrmer, 30" drop S = Standard Penetrometer SAMPLE TYPE ' u = Undisturbed Drive Sample C =. Chunk Sample B = Bulk Sample
-
.-
.-
-
-
-
.-
.-
-
-
-
-
-
-
-
-
2-
4-
6-
8-
.0-
.2-
.4-
.6-
.8 -
!O -
!2 -
!4-
!6 -
!8-
IO-
IZ-
14-
l6-
A
.
iti
Er:
H
L
-
L-
H
BORING NO, B 48
DESCRIPTION
. Dark Brown to Olive, Humid to Wet, Very Soft Clay
Dark Olive, Moist, Medium Stiff Clay, Very Fractured
Mudstone with Iron Stains
Y &en to Mottled Rust Green Gray, Moist, Soft to Hard Clay
Fractured & Slikensided, Fairly Massive
\
Mottled Maroon to Green Brown, More Massive, Still Fractured
Reddish Green to Mottled Maroon, Massive
Brown Green & Mottled Maroon, Some Continuous Fractures with
Iron Stains but not Slide Planes
Pale Green Gray & Mottled Reddish Maroon, Medium to Hard Clay
END OF BORING
-.
-
-
-
-
-
--
-
-
-
-
-.
~-.
& I I vi I !3
b
1P
-
X -
:Ll
:H
Yi7
:H
-
:L
:L/
xl
-
DESCRIPTION
Brown, Wet, Stiff, Clay
. ,. 't Buff to Orange, Wet, Mediuz Stiff, Poorly Graded Clean Sand
Non Plan r Contact Dips 7 N
Stiff, Clay, Cornflake Texture
row" Streaked Yellow, Very Wet, Soft to Medium Clay
Very Thin Lamina‘ , S me Dip as Above,Some Gypsum
Green Gray, Wet to Saturated, Soft to Medium Clay, Very
Fractured w/ Sulfur in Fractures
Gray Green to Green Brown to Brown Gray with Maroon Mottling,
Moist, Medium to Stiff, Clay,
-At 111, Fairly Well Developed Plane Dips 25' E. k" Gouge in
Places. Definite Shean, Probable Base of Slide.
At 14' Another Gouge Zone but Not Nearly Well Developed
as the One at 11'. Not Continuous.
Fractured
Massive
Some Undulating Concoidal Fractures with Yellow Stains
-a BLOW COUNT -
K = 3" O.D. Sampler, Kelly,bar of drill rig drops 1' per blow. L = 3'! O.D. Sampler, 1401b. hammer, 30" drop dard Penetrometer
.-
,~-
-
-
. . .
-
-
-_
-.
-
-
-
-
._
-
B 49 (Cont’d)
BORING DIA.
DESCRIPTION
Brown Gray Streaked Golden, Moist, Stiff to Very Hard,
\ Clay
-
END OF BOING
-s BLOW COD?iT -
K = 3" O.D. Sampler, Kelly bar of drill rig ,drop 1’ per blow. I L - 3" O.D. Sampler, 1401b. hanmer, 30" drop SNUARDSON ENGINEERING AssoaAlEs. INC. dqd Penetrometer
4-
6-
a-
LO-
12-
L4-
L6-
L8-
!O-
!2-
!4-
!6-
!a-
IO-
14-
l6-
A
. tn
3
F
L
r
,H
F
L
r
-
BLOW COYT KEY END OF BORING -
K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. fj--
L - 3" O.D. Sampler, 1401b. hammer, 30" drop SNUARDSDN EN- AssDclATEs. INC.
S - Standard Penetrometer SAMPLE TYPE VISTA SANTA FE
SI 3~ BORING NO, %
0 ELEVATION: 17’ -BORING DIA, 30"
3 DESCRIPTION
T$ e- Dark Brown Black, Humid, Medium to Loose, Clayey Sand & Clay
LA.\ :-
Dark Green Blueto Mottled Green Maroon to Green Brown, Humid
to Moist, Very Fractured Mudstone
Fractured
Slightly More Massive
At 14' Secondary Plane Dips 35' N, Punky
q?; \A Yellow Green, Moist, Medium Stiff, Clayey Sand & Clay
h;. ‘. ‘.
:.i,; Mottled Pale Brown to Red, Wet to Saturated, Moist to Humid,
At 20' Medium Hard, Massive Mudstone
Some Seepage from Fracture
Green Brown & Mottled Red, Medium to Hard, More Massive
@29' Prominent Fracture Dips E at 45', Very Sheared, Fracture
with Little Gouges
l/4" of Punky Non Platic Gouge, Hard above & below.
Parallel Fracature 1' Below.
=I
r 3” ;- ::
g
2
U = Undisturbed Drive Sample C -.Chunk Sample B - Bulk Sample
-
2-
4-
6-
8-
LO-
LZ-
L4-
16-
L8-
LO-
!2-
!4-
!67
!8-
r p a-4
su
BORING NO, B s .
g 1
ELEVATION: -
il DESCRIPTION -I I SC- r.k'J Dark Brown Black, Humid to Moist, Medium to Loose. Clavev
CL '< '1 Sand h Clay, Topsoil Colluvium, . _
Light Green to Pale Blue Green, Humid to Moist, Medium to
Very Fractured Clayey Sand & Clay
SP - :: : Pale Green to Buff to Light Reddish Gray to Mottled Purple -. * :.. Green Maroon, Fine to Medium Sand w/Clay Binder
i:' ..* ; is Massive I I . ::*
. l -
.:*
. . !
I Medium Sand - Lightly Cemented, Concretion
Blue Green & Bu
Clean Fine Silty Sand with Clay Binder, Lightly Cemented
racture, Little Gouge,
Undulated Contact Generally Dips 5's.
Very Silty in Some Parts
O.D. Sampler, Kelly bar of drill rig drop 11 per blow. L - 3'! O.D. Sampler, 1401b. hammer, 30" drop
-
.
-
-
-
-
-
-
--
-
-
-
-
-
-
su
BORING NO, B 52
LEVATION: I” BORING DIA,
DESCRIPTION
Yellow Tan, Moist, Medium Dense, Sandy Mudstone
.‘...\ ‘. ..i”
:L- Green Brown 8 Some Mottled Maroon, Moist, Medium Stiff, Clay
:%I Fractured Mudstone
Some Mudstone Beds in Sandstone Some Mudstone Beds in Sandstone
el3' Some Moderately Sheared Mudstone Underlying the Sandstone el3' Some Moderately Sheared Mudstone Underlying the Sandstone
non Real Gouge But is Sheared,Dip W loo non Real Gouge But is Sheared,Dip W loo No Slide No Slide
More Massive More Massive
E .!<..-J,, Brown Green, Moist Medium to Dense, Clayey Sandstone,
:'-r' Massive ;. .\-‘
\ L- Green & Mottled Maroon to Red & Maroon Mottled Brown Gray, H Moist to Wet, Medium to Hard, Clay, Wet Spot, Some Fractures,
Hard Massive Mudstone to 36'
END OF BORING YW I
A
;. , I
;’
1; I
.-- BLOW COUNT -
K = 3" O.D. Sampler, drop. 1’ per blow. Kelly bar of drill rig
L = 3" O.D. Sampler, 140lb. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE U - Undisl c =.
6-
a-
LO-
.2-
14-
16-
.a-
!O-
!2-
!4-
!6-
!a-
IO-
12-
i4>,
Sandy Mudstone
Less Fractured
Random Slicked Fractures
Moist to Wet, Stiff to Hard,
----v-m-- w --
Moist, Hard, Mudstone
is a Sheared Clay Seam Much Softer Than Clay-
& Below. Doesn't Look Well Enougg Dgveloped for
or Remolded Di& -3 NE. -m- - --- Very Hard, Mudstone, Massive with
Some Fracturing
KEY END OF BORING BLOW COUNT -
K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L a 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE U = Undisturbed Drive Sample C -,Chunk Sample
4-
6-
a-
.o-
2-
4-
6-
a-
o-
2-
4-
6-
a-
0-
2-
4-
6-
BORING NO, B 54
BORING DIAa
Plane Plas
l/Z" Gouge & Plastic
uish Green to Light Green to Light Tan Green, Moist, Medium
Hard, Sandy Massive Clayey Sand & Clay.
.5' Slide Plane, Good Planar Slip, Dips South 5' W ,I#"
uge - Very Distinct
Laminated Buff, Brown 8 Gray, Moist to Wet, Medium to Dense, Clayey Sand & Clay, Very Sandy & Clayey Laminted Beds
F- I:: ::: Yellow to Yellow Tan to Dark Brown & Gray, Moist to Wet,
+,,: ;.,: Medium to Dense, Poorly Graded Clean Sand
, : Yellow to Yellow Tan, Wet to Saturated, Medium Dense, Poorly :a I . I . @-aded Clean Sand KEY I BLOW COUNT -
K = 3" O.D. Sampler, Kelly bar of drill rig drop I' per blow. L = 3" O.D. Sampler, 140Lb. hammer, 30" drop SNECARDSON ENWNEERlwG AsscclAlEs. INC.
S - Standard Penetrometer SAMPLE TYPE VISTA SANTA FE IJ = Undisturbed Drive Sample C =,Chunk Sample CB B = Bulk Sample I 619182
110175 1 PLATE NO. 50
-
-
.-
.,-
-
-
-
-
-
-
-
-
-
-
-
-
I
!
8::
i;
4
i
:H
:L: :H
Sl
BORING NO, B 54 (Cont'd)
ELEVATION: -BORING DIA,
DESCRJPTION
\ at 37' Seepage - H20 Flowing Freely into Hole Gray Mottled Maroon, Saturated, Veiy Fractured Clay
\ \ I
\ Green Blue, Wet to Saturated, Medium.Stiff Clav ore Massive with Depth
I Slide Observed 37 to 50'
1
END OF BORING
\ Massive to 50'
BLOW COUNT K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE II = Undisturbed Drive Sample VISTA SANTA F
-
-.
-.
-
-
-
-
.-
-
-
-
-
-
-
.-
-
A
1: i; I
L L
r H
L
L- H
DESCRIPTION
Dark Olive Brown to Dark Olive, Humid to Wet, Medium to Soft Clay, Topsoil - Colluvium Weathered vudstone .UndulatinR Contact Generally Dips 12 S
\
\ Pale Green Gray & Mottled Buff to Pale Green, Very Fractured
Clay
Brown to Green with Some Mottled Maroon, Wet, to Green with Some Mottled Maroon, Wet,
Possible Normal Fault,Strike W, Dip & Possible Normal Fault,Strike W, Dip &
Several Major Fractures Parallel to Above Several Major Fractures Parallel to Above
Begin Very Minor Seepage Begin Very Minor Seepage
Sandier, More Massive, Still Fractured
I I I\ r KEY BLOW COUNT - END OF BORING
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE u = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample
Hard, Massive
Fractures 40' S
r 3+ . . i;
if
1
SE
SHEPARDSGN ENGINEERING A.SSWLA~. INC.
BORING NO, B
180 BORING DIA.
SURF
DESCRIPTION I s Orange & Tan, Wet, Soft to Loose, Clayey Sand .
Green & Gray, Wet, Soft, Clayey Sand & Clay, Mix:ure of Fine
Sand & Lenses of Clay
6-
aJ CK
Avery Well Developed Slide Zone at 7%'. 1" of Plastic Remoldec
Clay Dips B" Westerly
Light Gray Streaked Orange, Wet, Medium to Soft to Medium,
Clay 9 Fairly Soft For 3' Below Slide
4- Massive Mudstone
6-
a- Green Mottled Mdroon & Gold, Moist Clay, Very Few Fractures
o-
2- Light Green Brown Mottled Maroon, Moist, Stiff to Hard,
Massive Mudstone with a Few Fracture Zones
4-
6-
a-
0-
2-
4-
Varigated Maroon & Green Gray, Moist, Stiff, CLay 6-
;r >” 1 ;’ 1:
-
R&a& BLOW COUNT -
K * 3" O.D. Sampler, Kelly bar of drill rin I drop 1’ per blow. - I PARDSON ENGINEERING ASSOCIATES. INC. L = 3" b.D. Sampler, 1401b. hasnner, 30" drop S = Standard Penetrometer SAMPLE TYPE LI = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample
-
.-
-.
-
-_
-
-
-
-
-
-
-
-
.-
.-
-
BLOW COUNT K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop SIIEPARDSON ENGINEERING ASSOCIATES. INC.
S = Standayd Penetrometer SAMPLE TYPE
Sl. B 56 (Cont'd) I-
ELEVATION: -BORING DIA,
DESCRIPTION
Blue Gray, Moist, Very hard, Claystone
A
END OF BORING
IJ = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample KLS
110175
I 619182
PLATE NO. 54
!!2 i
2 -BORING DIA,
DESCRIPTION
i
a
Green Brown, Moist, Soft, Clay, Topsoil d .
\ Buff & Golden, Moist to Wet, Medium Dense, Poorly Graded Clean & Silty Sand
6-
a-
0-
l/S" Wet Sheared Clay Along Planar Contact , Dip W 8'
Light Green Gray, Moist, Medium Stiff, Clay
2-
4-
Gray, Moist to Wet, Medium to Coarse Sandstone
6-
Wet Sheared Sticky Green & Gold Clay Remolded Well Developed
Plane,Slide Plane Dips 8' WSW
Dark Gray Green Mottled Maroon & Gold, Moist, Stiff to Hard Mudstone, Massive Fractured
4-
6-
8-
3-
2-
lark Blue Gray, Moist, 7- Hard to Very Hard, Mudstone 4assive PRY _.-- I SLOW COUNT -
K s 3” O.D. Sampler, Kelly bar of drill rig drop I’ per blow. L - 3” O.D. Sampler, 1401b. hammer, 30” drop S = Standard Penetrometer EERING ASSOCIATES. INC.
-
..-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
,,-
-uu:
I . ,:
ii3
;c- _’
:L ;;
i
ic ,;
:L
;P :
sl.
BORING NO. B 58
DESCRIPTION
Dark Brown Olive to Brown, Humid to Moist, Medium Dense, * Clayey Sand & Clay
Green & Buff to Brown, Moist, Soft Clayey Sand, Very Sheared & Jumbled
Dark Gray & Buff, Moist, Medium Stiff, Clay, Fractured
Mudstone, Grades into Poorly Graded Clean Sand
. . . . . . ;: Light Tan, Moist to Wet, Medium to Loose, Poorly Graded
i: Clean Sand, Medium to Fine Massive Sandstone
row" - Yellow, Saturated, ry Sheared Below Plane. Medium to Hard, Clay More Massive with Depth.
to Hard, Clay, -
Seepage at 22 - 24'
ith Minor Seepage
KEY BLOW COUNT - END OF BORING
K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop SHEPARDSON ENGINEERING &SoC,A,ES. INC.
S = Standard Penetrometer
bed Drive Sample
-
.-
-
-
--
-
-
-
--
-
-
-
.-
-
BORING DIA,
DESCRIPTION \I (“y Dark Brown Olive to Olive Brown, Humid to Wet, Soft, Clayey $'; Sand & Clay, Topsoil
‘<
;,!i,;dWhitish Tan, Moist, Medium to Loose, Poorly Graded Clean &
:.:‘$ Clayey Sand
i:: Pinkish Tan, Moist, Medium to Dense, Poorly Graded Clean San .': . . - * .
I: i White, Moist, Medium Dense, Poorly Graded Clean Sand ,' I ::: 'I, I '; : ' 8' ." ::i . * * I I' :,a I.1 -9. " I :: I I; : Pinkish Tan, Wet to Saturated
Buff to Rust, Wet to Saturated, Very Loose, Clayey Sand & Jumbled Sandstone, Mudstone & Dark Loose Silty Sand
Gray, Wet to Saturated, Soft, Clay, Seepage
B!ue Green, Moist to Wet, Medium to Hard, Clay, Slip,Pla;;, *Very Sheared & Remolded, Laminated Zone 2'16" Thick with l-2" Gouge - W / Well Developed Dip West Generally 5-10'
Fractured Massive Claystone
\U Black Gray, Moist, Hard, Clay, With Some Gypsum Beds
s[.::< Gray to Buff, Moist, Dense, Clayey Sand
. ,t ,.,., ;.-\\ White, Moist, Medium to Dense, Poorly Graded Clean Sand ,,\‘. Mottled Color Medium Sand -Slightly Cemented, Clean -;>;:
!;: '
_--_ BLOW COUNT -
K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3'! O.D. Sampler, 1401b. hannner, 30" drop S = Standard Penetrometer
-
3
4
4
4
4
-
4
- 5
-
-
-
-
-
.-
-
A
.o -
.2 -
.4 -
,6 -
8 -
o-
=I
I
1%
;;
I
i C
-
E
:%I/
:H
-
-
SU SU
BORING NO, B 59 (Cont'd) B 59 (Cont'd)
ELEVATION: - BORING DIA. BORING DIA.
DESCRIPTION
;I Red to Tan, Moist* Dense, Clayey Sand, ; ; Bedding Dips S 10
; Seepage 25gpm in Clean Sand
; :
: I ' Standing Water at 43' After 2 Hours . .
Dark Blue Gray Brown, Saturated, Soft, CLay
\ Dark Blue Gray, Wet to Saturated, Medium to Soft, to Medium
Hard, Clay, Slip Plane - Very Plastic, Dips WNN at 5'
\
'1" Plastic GougesVery Sheared & remolded
Hard Massive
END OF BORING
BLOW COUNT _.-- -
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer
-
-
.~
-
-
-
-
-
-
.-
--
-
-
-
-
-
1
! ! - rz
Ii3 ! i iC-
:L
Yr :H.
z7 iM
- :L- :H
-
L
-
Llc
7 ‘.
L I .A.
\
\
7
: ,I ‘.1
;; A
\
\
\
\
\
\
\
\
\
\
\
1
BORING NO, B 6o
DESCRIPTION
Gxi Very Dark Brown to Dark Brown Olive, Humid, Medium to Soft, ‘,,T Clayey Sand & Clay
,', : , Brown Green Mottled Maroon & Gold, Humid to Moist, Medium,
Very Fractured Mudstone
1 :,); Yellowish Tan, Humid to Moist, Medium to Dense, Clayey Sand
(I: to Sand
,:I.
':. 31‘ Brown Green 8 Mottled Maroon to Brown Mottled Maroon to Pale Olive, Moist, Hard, Fractured Mudstone
Massive with Random Fracture
More Massive
\
\ Puulish Gray to Reddish Purple, Moist, Hard, Sandy Claystone
Very Massive, no Fractures at all.
,
BLOW CODNT ..I I -
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow.
SE
SHEPARDSDN ENGINEERING ASSGC,ATES. INC.
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
.- BLOW COUNT -.-- -
K = 3" O.D. Sampler, Kelly bar of drill rig I
B 60 (Cont'd)
BORING DIA.
DESCRIPTION
\ Dark Gray Brown, Moist, Hard to Very Hard, Claystone *
1
END OF BORING
drop 1' per-blo;. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE U = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample 110175 PLATE NO. 60
1
1
1
1
1
2
2
2
2
2
- 3
3
3
- 3
6
0
,2
,4
,6
,a
10
12
14
16
18
'0
'2
;4
'6
ui-
1 P e
g i
4 ?
lLE
:a
C
S
C
C
C
C
C
C
C
C
=I I /
’ tn’ Iv1
i2
r
r
77 :H
!i7 :H
- :H
:L
:L/ :H
-
SI
BORING NO, %
ELEVATION: 172 -BORING DIA, 30"
DESCRIPTION
Gray Brown, Humid, Medium Stiff, Clay, Topsoil
Golden Tan, Moist, Medium Dense, Sandstone
.Sheared & Gouged at Contact, Soft Clay But no Well Developed
Gray Green Streaked Orange, Wet, Medium Stiff, Fractured
Mudstone
Light Green Gray, Moist, Stiff, Massive Mudstone
Gray Green Mottled Rust to Light Green to Dark Gray Green Mottled Maroon, Moist, Hard, Massive Mudstone with Minor Fractures
Very Sandy Claystone
1 Massive Claystone
END OF BORING
KEY I BLOW COUNT -
K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. hammer. 30" drop SHEPARDSON ENGINEERING ASOCIA,‘ES. INC.
S = Standard Penetrometer SAMPLE TYPE VISTA SANTA FE U = Undisturbed Drive Sample C = Chunk Sample KLS 1 6/11/82 B = Bulk Sample 110175 i PLATE NO. h,
-
-
.~-
-
-
-
-
-
-
-
-
-
-
.
2-
4-
6-
8-
o-
2-
4-
6-
a-
O-
2-
4-
6-
6-
o-
2-
34-
36-
Sl
BORING NO, R
ELEVATION: Ia2 -BORING DIA, 30"
i” a 0 DESCRIPTION I :L/ Brown, Humid, Soft, Clay, Topsoil :H \
r\ '\ Green to Light Green Gray, Moist, Medium to Hard, Sandy :H Mudstone
At 6' Horizontal Caliche & Punky Orange Clay Band,Doesn't
\' Look Like Slide, Massive Below l-d
i ;M/ '::$$ Buff & Orange, Moist, Medium to Dense, Sandstone
Dark Gray Green, Moist, Stiff to Hard, Fractured Mudstone
Brown & Green Mottled Maroon to Brown Gray Green Mottled, Stiff, Massive Mudstone
Light Green Gray, Moist, Siltstone
haal BLOW COUNT - END OF BORIN
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S * Standard Penetrometer SAMPLE TYPE bed Drive Sample VISTA SANTA FE
E z F 32
g 33
z cl
38-
i0-
i2-
i4-
BORING NO, B 62 (Cont'd)
ELEVATION: BORING DIA.
DESCRIPTION
\
Green Brown, Moist, Stiff, Mudstone
END OF BORING
_.-- BLOW COUNT -
K - 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blov. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer
L
L
L
L
I-
L
L
L
L
L
L
L
L
I
Very Dark Brown, Humid to Moist, Medium to Loose. Clavev Sand 8 Clay
Very Dark Brow to Olive, Moist to Wet, 111.11 . Medium to Loose, Clayey Sand & Clay,
co11uvtum
Dark Olive, Moist to Wet, Medium Dense,
Silty Clayey Sand, Weathered De1 Mar,
Very Fractured.
Buff to Ltght Tan, Humid to Uoist, Medium Dense, Poorly Graded Clean Sand, De1 Mar
BOTTOM OF TRENCH
T2
Very Dark Brown Black, Humid to Moist, Medium to Loose, Clayey Sand, Weathered De1 Mar, Topsoil
Buff, Hoist, Medium Dense, Clayey Sand
BOTTOM OF TRENCH
%.Y
D = In-Place Density (pcf)
M = Natural Moisture Content (%)
n
10.1
SHEPARDSON ENGINEERING ASWCIATJSS. Inc.
VISTA SANTA FE
TRENCH LOGS
BY DATE CB 5125182 .Kmiw 110175 PLATE NO. 64
1
s
1
1
1
L
L
I
L
L
L
1
1
1.
L
T3
Verv Dark Brown, Humid, Medium to Loose,
Clayey Sand 6 Ciay, Topsoil ----mm- --
Very Dark Brown Olive to Dark Olive Brown,
Moist, Medium to Loose, Collutium
Bluish Green, Humid to Moist, Medium to
Loose. Clay, Fractured, De1 Mar
D n
.
105.1 12.4
BOTTOM OF TRENCH
T4
Very Dark Olive Brown to Dark Olive Brown,
Humid to Moist, Medium to Loose to Medium
Clayey Sand & Clay. Topsoil, Colluvium
Dark Olive, Moist, Medium,Colluvium
Buff to Olive Buff, Moist to Wet, Medium Dense,
Blue Green, Moist to Wet, Clay, Fractured
De1 Mar
BOTTOM OF TRENCH
.
L
VISTA'SANTA FE
SHEPARDSON ENGINEERING ASSGCIATES. Inc.
BY DATE CB TRENCH LOGS 5/25/02
1
XBNO. 110175 PLATE NO. 65
T5
Clayey Sand & Clay. Colluvim .
Medium Dense, Clayey Sand, Colluvium
BOTTOM OF TRENCH
Clayey Sand & Clay, Topsoil
Dark Gray Buff, Hoist, Medium to Dense
Torrey Sandstone- Massive
BOTTOM OF TRENCH
L
L
,.,,.. <: .,.’ SC
2 ..i. ., ; SC- I.\.-:. L
E 4 L
T7
Dark Olive Brown, Humld, Medium to Loose,
Clayey Sand, Topsoil
Olive Gay, Humid to Moist, Medium to Loose,
'Clayey Sand & Clay, Weathered De1 Mar
Light Brown Buff to Gray. Moist, Medium to Dense
Clay, De1 Mar
BOTTOM OF TRENCH
I VISTA SANTA FE
SHEPARDGON ENGINEERING ASSQCUWES, Inc.
BY CB DATE 5/25/02 TRENCH LOGS .ceNo 110175 PLATE NO. 66
“II)
ar Formation Ver
1
1
1
L
L
L
1~
L
L
L
L
BOTTOM OF TRENCH
T9
Dark Brown Olive to Olive Brown, Humid to
Hoist, Medium to Loose, Clayey Sand & Clay
Topsoil and Colluvium
Mar, Weathered
BOTTOM OF TRENCH
T 10
Clayey Sand, Topsoil
De1 Mar, Fractured.
BOTTOM OF TRENCH
102.7 14.7
VISTA SANTA FE I SHEPARDSGN ENGINEERING ASSGCIATES. Inc. ( - BY DATE CB JP" I~clr!C 5/25/02 I TREL,.. ..v.,y
r"" 110175 I PLATE NO. 67
1
1
1
I
1.
1
T 11 D n
Dark Olive Broyn to Olive Brown, Moist to
Wet, Medium Dense, Clayey Sand b Clay .
Colluvium, Fractured
1
I
Red to Gray, Moist, Medium to Stiff, Clay
.L BOTTOM OF TRENCH
1
1
L
1
1
1
I:
L
T 12
::;;:.y;
i
I SC ",\C Very Dark Brown-Black, Humid to Moist, Medium
A; .:.?, :. to Loose, Clayey Sand, Topsoil
\ 2 ycg sc- Light Olive Tan, Moist, Medium Dense,
Clayey Sand & Slay, Colluvium
4 “.\ 01 2 :,
Olive to Bluish Olive, Wet, Medium to Soft 6 Clay, No Fractures, Fat, Wet Clays, Colluvium \
k
98.0 18.0 8
10
." IL BOTTOM OF TRENCH
1 SHEPARJXON ENGINEERING ASSCKXATES. Inc. 1
VISTA SANTA FE
L BY DATE
TRENCH LOGS CB 5/25/82
1
JOBNO
110175 PLATE NO. 68 1
T 14
Very Dark Olive Brown to Dark Olive, Humid to Moist, Medium to Loose, Clayey Sand &
Clay, Topsoil
2 Blue Green, Humid to Moist, Medium to Dense
Clay, De1 Mar Formation, Very Fractured,
4 Weathered
BOTTOM OF TRENCH
T 15
I !. y:. :‘!lsc IVerv Dark brown. Humid to Moist. Medium to -pI;:.:ia::‘j 1 . ’ Loose Clayey Send, Topsoil
27
.
Dark Greenish Brown, Moist, Medium to
Loose, Clayey Sand & Clay, Colluvium
..\ ,. I
4
4
\ \ICI N IBlue Green. Moist. Medium to Stiff.
Clay, Very Fractured - De1 Mar
“1
T 13
. . !jM ? I.\$ sc- Red Tan, Humid to Moist, Medium to Loose, .'
: : :
Silty Clayey Sand, Topsoil
2-.r I SP
. ,i
Very Light Brown-Gray, Humid to Moist,
Medium to Dense, Poorly Graded Clean . *a * I Sand, Torrey Sandstone, Fractured, Massive
4 -:** I *
BOTTOM OF TRENCH
BOTTOM OF TRENCH
VISTA SANTA FE
TRENCH LOGS
T 16 D M \ \,'I sc Very Dark Brown Black to Dark Greenish
Rrown, Humid, Medium to Loose, Clayey \
2- \ ' \ Sand, Topsoil - Colluvium
\ ,
Very Fractured, Del Mar
BOTTOM OF TRENCH
T 17 \ \ '\ SC IVery Dark Brown, Humid, Medium to Loose, L \ \K. Clayey Sand, Topsoil
2 -‘\ ! ‘\ sc-
I ' CL Dark Brown Green, Moist, Medium to Loose,
-t', '\ Clayey Sand & Clay, Colluvium \
4 - CL Bluish Green, Moist, Medium, Clay
\
De1 Mar Weathered, Fractured
6 \\1 I
BOTTOM OF TRENCH
T 18 \ ' \ \sc Very Dark Brown, Humid, Medium to Loose,
1 '\ '. ' Clayey Sand, Tonaoil
2 -, \ \‘a,
, ‘\ ‘bc Very Dark Brown to Green, Moist, Medium to
< \ L Loose. Clayey Sand & Clay. Colluvium.
\3L Dark Olive Brown, Moist to Wet, Medium Stiff I- Clay > Few Fractures & Voids
+.;:y SC
lo- '\ Very Light Olive Tan, Moist to Wet, Medium
..? . - \,I\,. Dense, Clayey Sand
-., I
12 i,-2,,
108.0 9.7
E
SHEPARIMON ENGINEERING ASSCKZATES, Inc.
VISTA SANTA FE
TRENCH LOGS
BY DATE CB 5/25/82
JOENO. 11n17% PLATE NO. 70
-
T 19
D M
100.2 25.7
Blue Green, Moist, Medium to Dense, Clay
Fractured De1 Mar
BOTTOM OF TRENCH
T 20
d
to Moist, Loose, Silty Clayey Sand
BOTTOM OF TRENCH
VISTA SANTA FE
L
L
L
L
L
L
L
L
T 21
Dark Brown, Humid, Loose, Clayey Sand
Topsoil
Pale Tan Green, Humid to Moist, Loose,
Sjlty Clayey Sand, Alluvium
Redish Tan Brown to Pale Green Brown,
Moist, Medium to Loose, Clayey Sand & Clay
Colluvium
Pale Gray Tan, Humid to Moist, Loose,
Clay, Weathered De1 Mar
Grayish Blue, Moist, Medium to Dense, Clay
De1 Mar Formation
BOTTOM OF TRENCH
T 22
.: \:... SC Very Dark Greenish Brown, Humid to Moist,
Loose, Clayey Sand, Topsoil-Colluvium
Clay, De1 Mar, Very Fractured
BOTTOKOF TRENCH
L .
L E
SHEPAIUBON ENGINEEZUNG A88ocMTEs. Inc.
I BY Pa
VISTA SANTA FE
TRENCH LOGS
DATE YY 5/25/82
No. 110175 PLATE NO. 72
I-
T 23
Brown Green, Humid, Loose, Clayey Sand
Alluvium
Very Pale Green, Humid to Moist, Loose
Clayey Silty Sand, Alluvium
Pale Green to Brown, Moist, Medium to
Loose, Clayey Sand & Clay, Colluvium
'Bluish Gray, Moist, Medium
Clay 9 De1 Mar
BOTTON OF TRENCH
D
100.9
T 24
an Brown, Humid, Loose, Silty Clayey Sand
lluvium
ery Dark Brown Black, Humid, Medium Stiff,
lay, Colluvium, Fractured
ery Dark Olive Brown to Dark Olive, Humid
o Moist, Medium Stiff, Clay, Colluviun.
ery Dark Olive Brown to Dark Olive, Moist to 103.2
et, Medium Dense, Clayey Sand & Clay
alluvium
BOTTOM OF TRENCH
H
18.8
15.6
VISTA SANTA FE
SHEPAWN ENGINEXRING A89ocIATE8. Inc.
TRENCH LOGS
BY CB IXTE 5/25/82
JOBNO 110175 PLATE NO. 73
T 25
Very Dark Brown, Humid, Loose, Clayey Sand
Topsoil - Very Fractured
2 -;&‘:$ SC-SN Light Tan, to Light Grayish Blue, Humid to
moist, Medium to Loose, Silty Clayey Sand &
Clay
4 Brown, Humid to Moist, I+dium to Loose Clay ;;gFi Gray Humid to Moist Medium to berae Y &a&d Clean Sand. be1 Mar Formatjon
BOTTOM OF TRENCH
T 26
Fractured De1 Mar
BOTTOM OF TRENCH
T 27
Very Dark Brown to Olive Brown to Dark
Olive Tan, Humid to Uoist, Uedium to
Loose, Clayey Sand & Clay, Colluvium -
Very Fractured,Few Voids
BOTTOM OF TRENCH
VISTA SANTA FE
TRENCH LOGS
-
T 211
Dark Brown Olive, Humid to Hoist, Medium
to Loose, Clayey Sand & Clay, Colluvium,
Very Fractured, Few Voids.
.
BOTTOM OF TRENCH
T 29
Sand Older Colluvium
Moist, Medium to Loose, Clayey Sand 6 Clay
Colluvium, Very Fractured
BOTTOM OF TRENCH
VISTA SANTA FE
TRENCH LOGS
T 30
Dark to Very Dark Brown, Humid. Loose, Clayey Sand, Topsoil
D
w--w-------
Dark Brown Olive, Humid to Noist, Medium
to Loose, Clayey Sand & Clay, Colluvium
Fractured, Few Voids
Olive Brown, Moist, Medium to Loose,
Clayey Sand & Clay
Pale Tan Green, Moist, Medium to Loose,
Clayey Sand & Clay
Pale Tan Blue, Moist, Medium Stiff, Clay
Extremely Weathered De1 Mar
BOTTOM OF TRENCH
T 31
rwn to Dark Brown to Dark Olive Brown,
umid to Moist, Medium to Loose, Clayey
and & Clay, Topsoil& Colluvium Very -==*- Few V"l*- 108.7
rown, to Light Brown Green, Hoist, Medium
o Loose, Clayey Sand & Clay, Some Minor
aliche Deposits
M
11.9
Zolluvium - Very Fractured, Few Voids
SHEF’ARDSON ENGINEERING Af3WCMTE8. Inc.
VISTA SANTA FE
BY DATE
TRENCH LOGS CB 5/26/82
JOBNO. 110175 PLATE NO. 76
1 $0, ‘:.. ..I.,
-F
* I
2 : . I
: ::
T 32
Very Dark Brown, Humid, Loose, Clayey Sand
Toosoil
Dark Olive Brown, Humid to Noist, Nedium
Dense. Clayey Sand & Clay, Coiluvium, Very
Fractured.
Light Tan Green to Olive, Noist, Medium
Dense, Clayey Sand & Clay, Colluvium
Bluish Gray, Moist, Medium Stiff, Clay
Very Weathered De1 Mar
BOTTON OF TRENCH
T 33
Brown, Humid, Medium to Loose, Silty Clayey
Sand, Topsoil .---- ---- ---o-s Humid to Moist, Medium to Loose
Clayey Sand, Topsoil
Very Light Tan to Yellowish~ Yan, Humid,
Hedium to Dense, Poorly Graded Clean Sand
D M
-
Torrey Sandstone, Fractured, Dense, Sandstone
Massive
112.0 5.6
BOTTOM OF TRENCH
VISTA SANTA FE
SHEPARIBON ENGINEERING ASSOCLWES. Inc.
BY DATE CB TRENCH LOGS 5126182
mN0. 110175 PLATE NO. 77
- --
1
1
1
.I
4
~ 1,~
1
1
1
1
1
1
1’
1
1
1
1
I
T 34
Brown, Humid, Hedium to Loose. Silty
Clayey Sand, Topsoil
Red Brown, Humid to Moist, Medium Dense,
Clayey Sand, Topsoil
Dark Yellow Brown, Humid to Noist, Nedium to Dense, Clayey Sand, Formational
Transition
Light Yellow Tan, Humid to Moist, Nedium
to Dense, Poorly Graded Clean Sand
Torrey Sandstone - Fractured, Dense,
nassive
BOTTOM OF TRENCH
T 35
lrery Dark Brown Black, Humid, Loose to Medium Loose, Silty Clayey Sand, Slope Wash,
D M
112.7 5.8
?ery Dark Olive Brown to Olive, Moist, Medium
:o Loose. Clayey Sand & Clay, Very Weathered
)el Mar
31ue Green, Moist, Medium Stiff, Clay
Fractured De1 Mar, Nassive
114.0 12.3
BOTTOM OF TRENCH
I E VISTA SANTA FE
1 SHEPARDGON ENGINEXRING ASSGCIATES, Inc. I
1 TRENCH LOGS
BY DnTE CB ,5/26/82
.OB NO. 110175 PLATE NO. 78
-
1
.1
1
1
1
1
1
1
1
1
1
.I
1
1
1
T 36 D w
Very Dark Brown to Dark Olive Brown, Humid
to Moist, Nedium to Loose, Clayey Sand
Topsoil
Pale Green, Humid to Moist, Medium to Loose,
CIavev Sand, De1 Mar-Verv Fractured -tone
Green, Humid to Moist, Dense, Poorly Graded
Clean Sand, De1 Uar
Dark Blue Gray, Humid to Noist, Medium Stiff,
Clay 9 Fractured De1 Mar
102.2
BOTTOM OF TRENCH
T 37
16.0
Very Dark Brown, Humid, Medium to Loose,
Clayey Sand, Topsoil
Dark Green to Blue Green to Dark Blue Green,
Humid to Noist, Medium Stiff, Clay, Very
Fractured De1 Mar
Dark Green, Humid to Moist, Hedium to Dense,
Clayey Sand 6 Clay, De1 Mar, Massive
115.4 13.3 Dark Blue to Green, Humid to Noist, Medium to
Dense, Clay, De1 Mar. Massive I 113-l 14-B BOTTON OF TRENCH
1 E
SHEPARDSGN ENGINEERING ASSGCLWE8. Inc.
VISTA SANTA FE
TRENCH LOGS
BY CB DATE 5/26/82
JOBNO. 110175 PLATE NO. 79
- --
.,
2
i?
:.";\6
4-
T 38
Loose, Clayey Sand & Clay, Colluvium.
Dark Brown to Tan Brown, Moist to Wet,
Medium to Soft, Clay, Colluvium
BOTTOM OF TRENCH
T 39
ay, Co1luvil.r;
BOTTOM OF TRENCH
II M
109.4 13.6
SHEPARLBGN ENGINEERING ASSGCIATES, Inc. 1
VISTA SANTA FE
TRENCH LOGS CB I 5126102 NO. 110175 PLATE NO. 80
T 4C
Very Dark Brown to Brown Olive Brown, Humid
Medium to Loose,Clayey Sand &
It Tan Brown, Humid, Loose Poorly Ibraded Clean & Silty Sand, Alluvium
Clay, Colluvium - Very Fr=.-**l-nA . A”--... . .
Dark Grsyish Brown to Light Greenish Brown,
Moist to Wet, Medium to Loose, Clayey Sand
8 Clay, Colluviuv
BOTTOM OF TRENCH
.J .
.J E VISTA SANTA FE
SHEPARDSGN ENGINEERING ASSGCUWES. Inc.
1
BY DATE
TRENCH LOGS CB 5/26/82
Jc0No I
UNIFIED SOILS CLASSIFICATION CHART
SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES
1. COARSE GRAINED - More than half of material
..- is e than No. 200 sieve size.
GRAVELS - More than half of coarse fraction is larger than No. 4 sieve size but smaller
than 3”.
CLEAN GRAVELS -
- GRAVELS WITH FINES (Appreciable amount of fines)
.-
.-
SANDS - More than half of coarse fraction is s than No. 4 sieve size.
CLEAN SANDS
SANDS WITH FINES (Appreciable amount of fines)
II. FINE GRAINED - More than half of material is - smaller than No. 200 sieve size.
SILTS AND CLAYS (Liquid Limit less than 50)
-
SILTS & CLAYS (Liquid Limit greater than 501 MH
- .
- HIGHLY ORCANlC SOILS
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
CH
OH
PT
Well graded gravels, gravel-sand mixtures, little or no fines.
Poorly graded gravels, gravel sand mixtures, little or no fines.
Silty gravels, poorly graded gravel- sand-silt mixtures.
Clayey gravels, poorly graded gravel- sand, clay mixtures.
Well graded sand, gravelly sands, little
or no fines.
Poorly graded sands, gravelly sands, little or no fines.
Silty sands, poorly graded sand and silt mixtures.
Clayey sands, poorly graded sand and clay mixtures.
Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt- sand mixtures with slight plasticity.
Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays.
Organic silts and organic silty clays of low plasticity.
Inorganic silts, micaceous diatomaceous fine sandy or silty soi:,
elastic silts.
Inorganic clays of high plasticity, fat
clays.
Organic clays of medium to high plasticity.
Peat and other highly organic soils.
-
-
-
6
I LOAD kii/sq.ft. I SEA VISTA SANTA FE - SHEPARDBON ENDINEERING A88ocIms. Inc.
B lb ~39’
%I MTE NJ b/22/02
JceNR 110175 PLATE NO. 82
b
LOAD kips/sqft. isEA
SHEPAFUSON -INEERING m Inc.
B 17 @ 7'
VISTA SANTA FE
3v MBC ME ~6124182
lmt40. 110175 PLATE NO. 83
-
-
-
10
9
6
E 5
it,
z
s 3
s 0
i 2
z
s +l
0
-1
-2
-3
-4
-5
t 1 I (Ii/,, ,/,I, I 1 I ,I111 Ill,, / I I / ,I,
I I I I ,,/I ill,, I I l/l,, ,,I,, : i
I I I I I111111 I I I ! 1 i,I\ ,,,I, 1 I I I Iill I1111 1 1 ,I#\)
LOAD kips/sq. ft.
SEA
VISTA SANTA FE
SHEPARLBON EiI’K+INEERU?G A88ocImS. Inc.
By MTE CT & MBC 717182 T19 @ 1.5’ - 2.5’
JcaNa 110175 PLATE NO. 84
.-
-
-
-
6
t
, , 1 I I,,,, 1,111 I , I ,I<, I1111 I I1 1 1 1 I I1111 III11 t I 1 I III, I III1 I I,, I I ,I., I ILII I , I ,I., I1111 I ,,.I,
01 0.5 1.0 5 10 50
LOAD kim/aa.ft.
SEA VISTA SANTA FE
SHEPAFUSON ENGINEERING AssocIA!rEa Inc.
By MBC DATE
B 19 @ 23' b/25/02
Jmrm 110175 PLATE NO. 79
-
.~.~
..-
-
.~
-
.-
.-
.-
-
-
-
I - , I ,,I I
0.1 0.5 1.0 5 10 50
I LOAD kips/sq.ft.
CSEA VISTA SANTA FE
SHEPARDBON ENGINEWING W Inc.
sv MBC lMTE b/25/02
B 22 @ 26’ I
Na 110175 I PLATE NO. 86
-
0
‘i -1
iti
b 0
0’ 2 --
s 0
ij
zi 0 -3
-4
LOAD kif%+.ft.
SEA VISTA SANTA FE
- SHEPARLBON EK;INEERIIW ASSOCIATES. Inc.
SY MTE
CT & MBC l/7/82 - T23 @ 4.5' - 5.5' 311Bta. 110175 PLATE NO. 87
-
-
-
-
-
-6
I I I I I I 1 I I I I, I I / I I 1 , , I I ,I/ ’ II, I I I ,I I I /,I 1 I
LOAD kipa/sq.ft.
SEA ’ VISTA SANTA FE
SHEPARDBON EIWXNEERING ASWCIATES. Inc.
B30 43 21'
By CT & MBC
KaN0 110175
717182
I PLATE NO. 88
-
-
.-
-
.-
..,-
-
-
-
-
-
-
-
.-
.-
!K-J PANSION TEST RESULTS
INITIAL DENSITYtPCF)
SAMPLE
SAMPLE
CONDITION
INITIAL MC.(%) I
INITIAL DENSITY(PCF)
FINAL M.C. (*/.I I
NORMAL STRESS (PSD
EXPANSION (‘1.1
I SHEPARDSON ENGINEERING ASSOCIATES. Inc.
VISTA SANTA FE
PI CT
1
DATE ,7/7/82
mm ~0~110175 PLATE NO. RQ
-
-.
-~
.-~
-
-~
-
.-
-~
-~
-~
-~.
-~
_-
:
-~
-.~
MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT
A ST ML??? Met hod: _____ ff, .,,
B33 @ 13'-15'
T33 @ 7'43
SEA a VISTA SANTA FE
SHEPARDSON EX’IGINEEXING ASSCMJATES, Inc.
DY CT DATE J/7/82
JOB ~0. 110175 PLATE NO. 90
DIRECT SHEAR TEST RESULTS
&Em ’ VISTA SANTA FE
SHEPARDSON ENGINEERING ASSOCIATES, Inc.
N CT DATE l/7/02
1~~ JOB No. 110175 I PLATE NO. 91