HomeMy WebLinkAboutCT 81-46; CARLSBD AIRPORT CENTER UNIT 2; ADDITIONAL GEOTECHNICAL INVESTIGATION; 1989-08-07I
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~DDITIONAL
GEOTECHNICAL INVESTIGATION
CARLSBAD AIRPORT CENTER, UNIT 2
,CARLSBAD, CALIFORNIA
PREPARED FOR
CENTER DEVELOPMENT
1921 PALOMAR OAKS WAY, SUITE 300
CARLSBAD, CALIFORNIA 92009
PREPARED BY
SAN DIEGO GEOTECHNICAL CONSULTANTS, INC.
9240 TRADE PLACE, SUITE 100
SAN DIEGO, CALIFORNIA 92126
AUGUST 7, 1989
JOB NO. 05-4879-016-00-00
LOG NO. 9-1868
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SAN DIEGO GEOTECHNICAL CONStJl TANTS,INC.
TM SOIL ENGINEERING & ENGINEERIi\lG-GEOJ,::OGY .
August 7, 1989
Centre Development
1921 Palomar Oaks Way, Suite 300
Carlsbad, California 92009
Job No. 05-4879-016-00-00
Log No. 9-186a
Attention:
SUBJECT:
Gentlemen:
Mr. Jerry Morrissey
ADDITIONAL GEOTECHNICAL INVESTIGATION·
Carlsbad Airport Center, Unit 2,
carlsbad, California
At your request, we have completed the Additional ·Geotechnical
Investigation for the proposed Carlsbad Airport Centre,·· unit 2
commercial development in Carlsbad, California. This report
presents the results of our investigation, as well as· our
conclusions and recommendations regarding your p~oposed
development.
-
Our estimates of removal quantities are included, as well as our
conclusion that rippability on Lot 42 will be comparable to other
areas of the project.
We recommend buttressing of three cut slopes during mass grading.
If you have any questions after reviewing -our report, please do not
hesitate to contact the undersigned at your convenience. We
sincerely appreciate this opportunity to be of service.
Very truly yours,
SAN DIEGO GEOTECHNICAL CONSULTANTS, INC.
~BZ:&:~
Vice President
AFB/cf
A SUBSIDIARY OF THE IRVINE CONSULTING GROUP, INC.
9240 TRADE PLACE, SUITE 100 • SAN DIEGO, CA 92126 • (619) 536-1102 • FAX: (619) 536~1306 .
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1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
TABLE OF CONTENTS
INTRODUCTION . . . . .
1.1 Authorization ••
1.2 Scope of Services
SITE DESCRIPTION . .
FIELD EXPLORATION . . . . . . . . . . . . . . . . . . .
GEOTECHNICAL SETTING AND SUBSURFACE CONDITIONS . . . . .
4.1 Geologic Setting .•..•.•.••.
4.2 Geologic units .••••.•.••.•••.•
4.3
4.2.1 santiago Peak Volcanics
4.2.2
4.2.3
4.2.4
4.2.5
(Map Symbol Jsp) ...•.•••••••
Santiago Formation (Map Symbol Tsa)
Alluvium (Map Symbol Qal) . • • • • • • .
Topsoil . . . . . .. . . . . . . . .
Fill . . . . . .. ..... ~ . . .
Groundwater . • •
QUANTITIES OF REMEDIAL
5.1 Analysis of Field
5.2 Itemized Tally of
5.3 Limitations
EARTlIlrORlt . . . . . . . . . . . .
Data and Method of Calculation~ •
Remedial Quantities • ..• • . . . . . . . . . . . .
BUTTRESS FILLS
RIPPABILITY OF SANTIAGO PEAlt BEDROClt .
OFFSITE DAYLIGHT FILL OVER EXISTING LANDFILL .
GEOTECHNICAL EVALUATION AND RECOMMENDATIONS . . . . . .
9.1 General. . . . • . . . • . ......•.
9.2 Geotechnical Observation . . • •• . •..
9.3 Review of Grading Plans ..•••.....
10.0 LIMITATIONS OF INVESTIGATION.
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I, TABLE OF CONTENTS
(Continued)
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ATTACHMENTS
I Figures
I 1 Location Map
Appendices I' A References
B Field Exploration Program
I Plates
I 1 Geotechnical Map
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1.0
ADDITIONAL
GEOTECHNICAL INVESTIGATION
CARLSBAD AIRPORT CENTER, UNIT 2,
CARLSBAD, CALIFORNIA
INTRODUCTION
This report presents the resul ts of our Addi tional
Geotechnical Investigation of the proposed commerciClI develop-
ment in Carlsbad, California. The purpose of our work was to:
(1) Estimate quantities of alluvium, (2) Estimate quantities
of topsoil and colluvium in fill areas, (3) Analyze stability
of proposed slopes and design buttresses, as needed, (4)
Develop rock rippability recommendations. The conclusions and
recommendations in this report are based on analysis of the
data obtained from' our field exploration, laboratory tests,
and experience with similar soils and geologic conditions in
this area.
1.1 Authorization
This investigation was authorized by Mr. Jerry Morrissey
of Centre Development on June 20, 1989. Our scope of
services for this investigation generally conformed to
that outlined in our Proposal No. SDP9-5277 dated June
20, 1989.
1.2 Scope of Services
Our scope of services for this investigation incl.uded the
following:
a. Review of pertinent geotechnical literature, maps
and previous reports to outline the known site
conditions;
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Centre Development
August 7, 1989
Job No. 05-4879-016-00-00
Log No. 9-1868
Page 2
b. Subsurface investigation consisting of 17 test pits
excavated to a maximum depth of 16 feet;
c. Logging of the test pits by our field geologist to
determine depths of alluvium/colluvium;
d. Analysis of field data and estimating anticipated
removal quantities;
e.
f.
g.
h.
Evaluation of pertinent engineering ~roperties of
soil units likely to affect the development;
Analysis of slope stability and design of slope
buttresses as needed;
Review of previous seismic refraction traverses for
development of rock rippability recommendations;
Preparation of this report with accompanying maps
and cross sections presenting our findings,
conclusions, and recommendations;
2.0 SITE DESCRIPTION
unit 2 of the Carlsbad Airport Center will occupy a land
parcel of irregular shape located in Carlsbad, California.
The site includes about 70 acres of hills and associated small
drainage basins located east of the existing Carlsbad Airport
Center, unit 1. The location and topography are shown on the
attached Location Map (Figure 1). The site is bounded on the
north and east by McClellan Palomar Airport, on the SQuth by
Palomar Airport Road, and on the west by Units 1 and 3 of the
Carlsbad Airport Center.
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I", a
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297 :
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2000 4000 - ----FEET
DATE:
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ADAPTED FROM V.S.G.S. 7.5' ENCINITAS (1-975)
AND SAN LUIS REV (1975) QUADRANGLES , ,
FIGURE:
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Centre Development
August 7, 1989
Job No. 05-4879-016~OO-00
tog No. 9-1868
Page 3
Topographically, the site includes both low-and high-relief
areas. Total relief of the site is about 40 feet, with
elevations ranging from approximately 190 to 330 feet above .
mean sea level. Three main drainages originate near the north
edge of the site and drain southwest, the largest being
adjacent to Palomar Airport Road. Natural slopes along' the
eastern and western drainages reach approximately 1.5:1
(horizontal:vertical) or steeper.
Access to the site is from improved roads in the existing
Carlsbad Airport Center, unit 1. No structures or
improvements were noted on the site. Art abandoned
agricul tural reservoir presently exists near the cent-er of the
site.
3.0 FIELD EXPLORATION
The field exploration performed during the course of this
investigation consisted of excavation of 17 test pits, to a
maximum depth of 16 feet. The test pits were excavated with
a Kubota KH-170L trackhoe, geologically logged and then
backfilled. This field work was supervised by our I;>taff.
geologist. Field work began on June 20, 1989 and was
completed on June 21, 1989.
4.0 GEOTECHNICAL SETTING AND SUBSURFACE CONDITIONS
4.1 Geologic Setting
The site is underlain by Jurassic-age santiago Peak
Volcanics and Eocene-age Santiago Formation ·sedimentary
rocks. Alluvial sediments are present in the canyon
bottoms and upland areas are covered by a thin layer of
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Centre Development
August 7, 1989
Job No. 05-4879-016-00-00
Log No. 9-1868
Page 4
topsoil and colluvium. The distribution of the geologic
units is shown on the attached Geotechnical Map (Plate
1) •
4.2 Geologic units
4.2.1 santiago Peak Volcanics (Map SYrobolJsp)
The Jurassic-age Santiago Pea.k Volcanics j a
series of mildly metamorphosed volGanic rocks,
are exposed at the western part of the site.
Regionally, the Santiago Peak Volcanics vary
in composition from basalt to rhyolite. On the
site, they are predominantly andesite. The
Santiago Peak Volcanics are moderately to
highly jointed. Joint spacings are variable;
clay fillings are usually present. The
santiago Peak Volcanics are weathered to
varying depths and excavation will be
difficult. The highly weathered rock within
about five feet of the existing ground surface
can generally be excavated with conventional
heavy earthmoving equipment. Below that depth
heavy ripping and blasting should be expected.
Heavy ripping or blasting will generally
produce oversize materials. The dif'ficul ty of
handling and placing these materials in fills
will tend to increase the cost of grading the
site.
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Centre Development
August 7, 1989
4.2.2
4.2.3
Job No. 05-4879-016-00-00
Log No. 9-1868
Page 5
santiago Formation (Map Symbol Tsa)
The Eocene-age Santiago Formation underlies
about three-fourths of the site. As observed,
the unit is massive to thick-bedded silty to
clayey sandstone wi th interbedded sandy
claystone and siltstone. Santiago Formation
rocks probably can be excavated by conventional
earth moving equipment. The claystones and
some siltstones are moderately to highly
expansive.
Alluvium (Map Symbol Qal)
Alluvium is present in the d.rainagas. As
mapped for this project, the alluvium includes
variable deposits of colluvium at the base of
canyon side slopes. Most alluvium. and
colluvium consists of dry to moist, soft, silty
and sandy clay and silty and clayey sand.
Alluvium was observed to a maximum depth of
about 14 feet and was, on the average, about
six feet deep. The alluvium appeared to be
deepest near the center of the drainage
courses, with shallower depths observed along
the margins. The colluvium was observed to a
maximum depth of about five feet and averaged
about three feet deep on canyon side slopes.
The primary concern with regard to aliuvium and
colluvium is their potential for settlement in
response to loads imposed· by fills or
structures. Unacceptable settlement may occur
after construction, especially if these soils
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Centre Development
August 7, 1989
4.2.4
4.2.5
Job No. 05-4879-016-00-00
Log No. 9-1868
Page 6
become saturated at a later date. Removal and
recompaction is recommended to mitigate this
problem. Alluvium which cannot b~ removed
because of a high water table may reqUire
settlement monitoring and site specific
recommendations. Our previous report (Reference
1) addresses this situation in section 7.2.3,
site Preparation.
Topsoil
The topsoil seen on the site consisted of
loose, dry, fine-grained silty sand. fills or
structures should not be founded directly on
topsoil due to its limited strength and
potential for settlement and seepage. T.9psoil
may be used in compacted fills if vegetation
is removed. The topsoil is not shown on the
Geotechnical Map, Plate 1.
Two areas of the site contain undocumented fill
and debris. In the north-central area, the
fill consists of sandy clay used to construct
an agricultural reservoir. The embankment has
been breached and the pond empty for some time.
This material may be reused as fill material
for grading if it is properly processed ~efore
use.
North of the property line in the area of Lots
29 and 30, the fill is the result of a prior
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Centre Development
August 7, 1989
Job No. 05-4879-016-0Q-00
Log No. 9-1868
Page 7
landfill operation. This fill consists of
rocky soil which contains trash and debris and
is therefore not suitable for use as compacted
fill. It should be removed from the site and
properly disposed of.
Sizeable documented fills were placed on the
site along Camino Vida Robles during the
grading of Unit 1 in 1985 and 1986. These are
mostly canyon fills with maximum depths Of 20
to more than 50 feet. According to the as-
graded soils report (Reference 2) these were
placed as engineered, compacted fills in
accordance with the local standards of practice
for such fills. We did not investigate or test
the fill for this report, and w~ relied on
Reference 2 for all information relating to the
nature and quality of the site preparation and
grading.
4.3 Groundwater
Groundwater was found in test pits 2, 3, 4, 6, 7, 8, 10
at or near the contact between alluvium and bedrock.
These are probably localized, "perched" water tables and
do not reflect the regional water table.
Groundwater conditions may fluctuate with seasonal
rainfall conditions, and will probably ch'ange in response
to development of the site.
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Centre Development
August 7, 1989
5.0 QUANTITIES OF REMEDIAL EARTHWORK
Job NO. 05-4879-016-00-00
Log No. 9-1868
Page 8
5.1 Analysis of Field Data and Method of Calculations
Our estimates of remedial grading quanti ties in the
proposed fill areas for unit 2 were based bnthe 80 scale
grading plan supplied by Bodas Engineering. In addition
to our field work, we have used subsurfape data from our
earlier Supplemental Geotechnical Investigation
(Reference 1). Materials requiring remedial removal
consist of alluvium in canyon bottoms, colluvium. and
topsoil on slopes, and undocumented fill.
Logs of the test pits excavated during our Addi tional
Investigation are shown in Appendix B, Figures B-1
through B-17. Remedial removal depths measured in these
test pits, plus those from our earlier Supplemental
Investigation were plotted on the Geotechnical Map. The
mapped boundary between alluvial removal areas anq
colluvium and topsoil removal areas was arbitrarily
placed at the approximate contour where remedial removai
depths reach 3 feet. This contact is shown on the
Geotechnical Map. The depth of topsoil \colluvium removal
was taken to be 3 feet in all topsoil\colluvium areas.
A typical cross section illustrating the boundary between
an alluvium removal . area, and colluvium and topsoil
removal areas is shown on Figure 2. Typical canyon
benching and cleanouts, and sidehill benching are shown
as well.
Our procedure for developing the reJlledial quanti ties
utilized a digital planimeter to measure mapped areas,
-------------------
JOB NO.:
3 FEET
(ARBITRARY)
Qcol & TOPSOIL FILL
BEDROCK BENCHES
CANYON BENCHES AND
CLEANOUT AREA
TYPICAL CANYON CROSS-SECTION
DATE: FIGURE:
2
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Centre Development
August 7, 1989
Job No. 05-4879-016-00-00
Log No. 9-1868
Page 9
which were multiplied by the appropriate average removal
depths. Alluvial depths were extrapolated between test
pit data.
The canyon bottom benching quantities are based. on our
experience with similar grading projects utilizing large
earth moving equipment.
5.2 Itemized Tally of Remedial Quantities
The total estimated quantities of remedial earthwork are
presented as follows:
Table I
Removal Quantities in unit 2
Alluvium (canyons) 107,000 cubic yards
Topsoil/Colluvium
(slope and ridges in fill areas) 122,000 cubic yards
Undocumented Fill (farm ponds) 26,000 cubic yards
Landfill Benching
(north of Lots 29, 30) 5,000 cubic yards
Total 260,000 cubic yards
The quantities shown include weathered b~drock materials
expected to be removed within the mapped boundaries.
5.3 Limitations
Quantities of earth materials were derived from· our field
exploration. Assumed depths were extrapolated between
test pits and borings, and were extrapolated up canyon
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Centre Development
August 7, 1989
Job No. 05-4879-016-00-00
Log No. 9-1868
Page 10
sides to intercept cut/fill daylights. These quantities
are intended to be used for estimating purposes only.
Final removal depths should be determined in the field
by the geotechnical consultant during grading.
variations in anticipated subsurface conditions as well
as methods of field measurements will affect final
earthwork quantities.
6.0 BUTTRESS FILLS
stability against gross sliding was analyzed using the STABL5
computer program for three proposed cut slopes in Unit 2. The
locations of the cross sections are shown on the accompanying
Plate 1. Downhole logging by our geologists located remolded
and sheared clay zones in those slopes which were included in
the computer models. The calculated factors of safety fell
below 1.5. Buttress fills were added to the cross sections
and the factors of safety rechecked to verify that they
exceeded 1.5. It was assumed that the buttresse's 'Would be
constructed of selected sandy on-site soil. Figure 3 contains
a typical buttress design.
The three buttresses are summarized below:
CROSS SECTION BUTTRESS
AA 20 foot key
BB 15 foot key
CC 20 foot key
EARTH QUANTITIES (CUbic ~ards)
1,800
1,300
2,100
During construction, our geologist should map all back-cuts
to determine that the assumptions used in the analyses are
valid.
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4· DIAMETER PERFORATED
PIPE BACI<DRAIN
4· DIAMETER NON-PERFORATED
PIPE LATERAL DRAIN
SLOPE PER PLAN
1 '
H/2
PROVIDE BACKDRAIN PER BACK DRAIN
DETAIL. AN ADDITIONAL BACKDRAIN
AT MID-SLOPE WILL BE REQUIRED FOR
SLOPE IN EXCE-SS OF 40 FEET HIGH.
KEY-DIMENSION PER SOILS ENGINEER
TYPICAL BUTTRESS FILL DETAIL
DATE: FIGURE:
AU 3
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Centre Development
August 7, 1989
Job No. 05-4879-016-00-00
Log No. 9-1868
Page 11
7.0 RIPPABILITY OF SANTIAGO PEAK BEDROCK
Rippability of the santiago Peak metavolcanic rock was
addressed in our report on unit 2, Reference 1. However an
area of the rock located in unit 2, Lot 42 was not tested by
us. A prior investigation by H.V. Lawmaster & Co. had run a
seismic line in Lot 42. We have reviewed the Lawmaster data
and it appears that rippability will be similar to the main
rock area in unit 2, that is, relatively easily rippable down
to about six feet, and moderately difficult ripping below with
some blasting required due to the variable nature of the
formation.
8.0 OFFSITE DAYLIGHT FILL OVER EXISTING LANDFILL
Our field work included a test trench (T-11) in the old
landfill north of Lots 29 and 30 in unit 2. The grading plan
calls for an offsite daylight fill to be placed over the
existing slope. We recommend that a limited removal be made
into the slope with a 1:1 backcut (if possible). The fill key
subgrade should be scarified and recompacted at optimum
moisture and the new fill placed to final grad-e. The backcut
should encroach as far as possible into the landfill in order
to expose as much firm key area as possible. spoils from the
landfill excavation should be removed from the site and
properly disposed of.
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Centre Development
August 7, 1989
Job No. 05-4879-016-00-00
Log No. 9-1868
Page 12
9.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS
9.1
9.2
General
In this investigation, we have adqressed the following
s-qbjects:
(1) Quantities of soil requiring removal and
recompaction consisting of alluvium in drainages,
topsoil and colluvium on slopes ( in fill areas), and
undocumented fill.
(2) Buttressing of cut slopes containing pre-sheared.
clay layers.
(3) Rippability of santiago Peak volcanic rock.
We did not identify and geotechnical conditions during
our investigation that would prevent development of Unit
2 as it is now planned, providing that the
recommendations contained in this report and our prior
report (Reference 1) are followed.,
Geotechnical Observation
San Diego Geotechnical Consultants personnel shQuld
continuously observe the grading and ea+,tllwork operations
for this project. Such observations are e~sential to
identify field conditions that differ from those
predicted by preliminary investigations, to adjust
designs to actual field conditions, and to determine that
the grading is in general accordance wi th the
recommendation!=? of thiS? report. 'Our pel;"sonnel should
perform sufficient testing of fill during grad.ing to
support the geotechnical consultant's professional
opinion as to compliance of the fill with c;::ompaction
requirements.
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Centre Development
August 7, 1989
9.3 Review of Grading-Plans
Job No. 05-4879-016-00-00
Log No. 9-1868
Page 13
San Diego Geotechnical Consul tantsshould review the
final grading plans for the proposed development prior
to construction. This review will allow us to assess the
compatibility of those plans with the recommendations in _
this report. If the final plans differ materially from
our present understanding of the project,. further
investigation and analysis or recommendations for design.
changes may be necessary.
10.0 LIMITATIONS OF INVESTIGATION
Our investigation was performed using the degree of care and
skill ordinarily exercised, under similar circumstanqes, by
reputable soils engineers and geologists prc;lcticing in this
or similar locali ties. No other warranty, expressed or
implied, is made as to the conclusions and professional advice
included in this report.
The samples taken and used for testing and the ·ol:>servations
made are believed typical of the entire project. However,
soil and geologic conditions can vary significantly between
drillholes, test pits, or other exploration locations. As in
most projects involving earthwork, the conqitions revealed by
excavation during construction may vary from those predicted
in our preliminary findings. If such changed. conditions are
found, they should be evaluated by the project soils engineer
and geologist. It may then be necessary to adjust the project
designs or to recommend alternate designs.
This report is issued with the understanding that the owner,
or his representative, is responsible for bringing the
information and recommendations contained herein to the
attention of the architects and engineers involved in the
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Cent~e Development
August 7, 1989
Job No. 05-4879-016-00-00
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project. The owner or his representative is al$o responsible
for assuring that the information and recommendations are
incorporated into the plans, and that the necessary steps a~e
taken to see that the contractor and subcontractors carry our
the recommendations in the field.
This firm does not practice or consult in the field of safety
engineering. We do not direct the contractor's operations,
and we cannot be responsible for anyone other than our own
personnel on the j obsi te. Therefore, the safety of other
persons at the jobsite is the responsib;tiity of the
contractor. The contractor shoUld notify the owner promptly
if he considers any of the recommendations in the report to
be unsafe.
Our findings in this report are valid as the date of issu~.
However, changes in the condition of the site can occur 'with
the passage of time, due either to natural processe$ or the
works of man on this or adj acent properties. In addi tion,
changes to the applicable or appropriate laws, regulations,
and standards of practice may occur as a result of either new
legislation or the broadening of knowledge. Our t,inclings may
be invalidated wholly or in part by such changes, over which
we have no control. The validity of this rep'ort therefore
should not be relied upon aft'er a period of three years
without a comprehensive review by San Diego Geotechnical
Consultants.
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Centre Development
. Aqgust 7, 1989
***
Job No. 05-4879-01l~"'OO"",OO .
Log No. 9'-1,868
Page 15
SAN DIEGO GEOTECHNICAL CONSULT/illTS, I'NC.
Victoria Stocker
Sta.ff Geol'ogist
~(It~
Raymond M. Masson
Project Engineer
~:i~~
Registration Expires: 3-31-91
principal Engineer
VS/RRM/AFB/KWS/cf
i~uJ,~
Kenneth W. Shaw, C.E.G. 1251
Registratipn Expires: 6-30~90
Chief Geologist'
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APPENDiX A
References
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References
San Diego Geotechnical Consultants, Supplemental Geotechnical
Investigation Carlsbad Airport Centre, unit 2, and Off-
site Fill Area, Carlsbad, Califol;"nia., Job No. 05-4879-
011-00-00, July 29, 1988
H. V. Lawmaster & Company, Inc. , 1980, Preliminary
Geotechnical Investigation, Proposed Palomar Business
Park, North San Diego County, California: Unpubl.ished
Report No. 79-9394/654G to Palomar Business Park, January
15, 1980 (includes grading plan review l~tters dated June
8, 1982 and September 27, 1982).
Moore & Taber, 1987, Report of Geotechnical Services; Carlsbad
Tract No. 81-46, Airport Businees Center, unit No.1,
City of Carlsbad, Cali~ornia: Unpublished Report to
Centre Development Company, February 25, 1987.
Bonilla, M. G., 1970, Surface Faulting and Related Effects,
in wiegel, R. L. (ed.), Earthquake Engineering:.
Englewood Cliffs, New Jersey, Prentice-Hali,p. 47-14.
Seed, H. B., and Idriss, I. M., 1982, Ground Mo1:ion·s and Soil
Liquefaction During Earthquakes, Eartbquake Engineering
Research Institute, Monograph Series. .
Ploessel, M. R., and Siosson, J. E., 1974, Repeatable High
Ground Accelerations From Earthquakes, California
Geology, September.
california Division of Mines and Geology, 1975, Recommended
Guidelines for Determining the Maximum Credible and the
Maximum Probable Earthquakes: California Division of
Mines and Geology Notes, Number 43.
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APPENDIX B
Field Exploration
, .
PROJECT NAME: Carlsbad AirEort Centre TRENCH NO.: 1 ENGINEERING PROPERTIES
z ..... .....
JOB NO.: 05-4879-016-00-00 6-2.0-89 0 w Q -... DATE: ~. ... w U a. IIlw -a. u~ :I E ... ,w -EQUIPMENT: Trackhoe, 170L 24" bucket ELEVATION:, 21~ -u ~ ::la., E >-.... CD "':1 ::l t--CD !l~ ... CO VS ::$ ~ CD LOGGED BY: LOCATION: See Map ... QCD 0 Z ~ ::l Z w
DES(::RIPTION ... III ::l :I Q ()
Tops6il/Qal: Dark brown silty CLAY, dry to moist, stiff
Santiago PM (Tsa): Weathered, brown, gray, green mottled silty clay. Moist to
wet, stiff, tan, orange iron oxide staining, mottled.
SCALE: 1" = 10 I horiz & verticalTOPOGRAPHY: Can on Drainage TRENCH' ORIENTATION: N28D E
:--
-, ~ ~ -
-~ -
I I .1 it J .1 .l. L i I ~ I I .l. I I I I I I I I I '.!,.-i-~ I I I
TOPSOIL/Qal r __ ~ J-~ ,.".,...". r -
.-.,.-~-~ -
I-----,I-."".. --~
-Tsa -
~ -
-~
TRENCH LOG
_ ' .. ' .. _ r _____ ,.., ........ _1 _i __ .... _
ID I I\)
" ENGINEERING PROPERTIES PROJECT NAME: Carlsbad AirEort Centre TRENCH NO;: 2
Z .... .... 05-4879~a16-00-00 6-20-,89 ,0 w' a -II. JOB NO.: DATE: ~. -' w 0 CL -CIlw CL
EQUIPMENT: Trackhoe 170L 24'" bucket 215 oCt.! :IE A:-' w .....
ELEVATION: -0 < ::)CL A: >-IL. ctI 1-:1 ::) -ctl 'ctloc l-t: vs ctI:; , ~ ctI ctI LOGGED ,BY: , LOCATION: See MaE ctI ' -' actl 0 z ,. '< ::) Z w
DESCRIPTION -' III ::) :I a ()
--
Alluvi urn. (Qal) : Li~ht tan silty SAND, loose, damp.
Alluvium/Topsoil (Qal) : Dark brown silty CLAY, moist to wet, medium dense.
santiago PM (Tsa): Weathered, brown gray silty SAND, moist to wet, medium dense.
santiago PM (Tsa): Green gray mottled clayey SAND, wet, dense.
Water weeping into trench between 209' and 203'. Minor caving.
SCALE: 1" = 10' Horiz & ve'rtical TOPOGRAPHY: Canyon Drainaqe TRENCH ORIENTATION: N310 E
--., ---
I--;
0-
I I I I I I I I I -.I .it -.I 1,
I I , I , I I I , I I , ,
Qalj t--
t---' -1------{--~--------I ~--4 ------------! ~.--. I-~ I,gp.§QIb,. -------!""'----..; --, r ..,1-
W~THERED l ----sa " ~ ----i----r-I---,-----. -------J r-~ . Tsa ' l-.
TRENCH LOG
~-.~~ -~ --,-' ~ .. 1 .. _ .. _ .. _ .....
a;
I CAl
• PROJECT NAME: carlsbad Air}2ort Ce'ntre TREN.CH NO.: 3 ENGINEERING PROPERTIES
z w ~ ~ . JOB NO.: 05~4879-016,.,.00..,00 6-20-89 0 a -I&. DATE: ~. ' ... w u CL. -:I IDw W CL. "u~ a: ... -EQUIPMENT: Trackhoe 170:24" bucket ELEVATION: 214 '-u c :lCL. a: >. 1&.. ~ 1-2 :l .t:: -~ !lc I-:::i ~ !l ~ LOGGED BV: VS LOCATION: See MaP ... a~ z c :l Z 0 w P~S.cFUptION ... CD :l :I a u
, Alluvium (Qa1) : Tan SAND, dry to moist, loose.
Alluvium/Topsoil (Qa1): Dark brQwn s~lty, clayey SAND, moist to wet, mediUm dense.
Santiago PM (Tsa): Weathered, dark brown .and brown clayey, si1t;:y SAND, moist to
wet, medium dense.
W·ate.r weeping into bottom Of trench.
SCALE: 1" = 10 I horiz & verticalTOPOGRAPHY: Canyon Drainage TRENCH ORIENTATION: N300 E
I--
I--
l-I--
l-I--I--
I I I I I I I I ~ I I I I I ~~ I I I I I -. I I "
Oar I--I--......
I-.............. -.;;::--
I-"" .......... ..........,;. 1--____ 1------F---~---~--. 1----_ .. I----. ~--F ~-~ --'---I-I----l 1--------'
aallToPsolLJ
\ ~ It I -Tsa -
l-f--
l-f--
TRENCH LOG _ .. _./ .... -_ .. _--,-_ .......... _:-
PROJECT NAME: Carlsbad Aiq~o.rt .centre TRENCH NO.: 4 ENGINEER,NGPROPERTIES
z iii ~ ~
05-4879-016-00-00 6-20-89 0 Q -II.
JQB NO.: D~T~: ~ . .... III () CL -=~ , A. ()~ ::I III -,EQUIPMENT:Trackhoe 170; 24" bucket 24-0' C :lA. II: >-ELEVATION: -0 :) 11.. 0) '-::1 !:: -0) 0)0( t-O). ~ 0) 0)
LOGGED BY: VS LOCATION: See Map O):l .... cO) 0 Z C :l Z III
DESCRIPTION .... CD :l ::I Q 0
Topsoil: Organic oak leaf debris and dark brown SAND, fine grained, dry.
Alluvium (Qal); Tan silty SAND, fine-grained, loose, moist.
Santiago FM (Tsa); Tan, gray, .dark brown mottled silty SAND and Clayey SAND,
fine grained, wet, dense.
v.later weeping into trench at 228,' along contact, minor caving.
SCALE: 1" = 10' horiz & vertical TOPOGRAPHY: Canyon Drainage TRENCH ORIENTATION: N480E
---
-----,\OPSOIL -
-~ -
1 1 1 ... .1-..... -~ 1 I 1 I I I , I -.... 1----'I r--'-"0 -"-_ -T" I I
l-I----~
Qat' .".,..
~ I-.",,/ -r:----_ -..... -:--I ,.."
'--' '-........ ~---~ lJ---i --" -.-----...... ----;:. -~ ~ .-' Tsa I-
r I-OJ J.
TRENCH LOG -,,-.... _ .. -<-----.~~ ~~ ~ ---
m J 01
, PROJECT NAM.E: Carlsbad AirEort Centre TRENCH NO.: 5 ENGINEERING PROPERTIES
z --JOB NO.: 05-4879-016-00-00 6-20-89 0 w a -... DATE: ~. ... w ..... u CL IIIw CL
Trackhoe l70L 24" bucket u~ ::I a: ... w .....
EQ.UlPMENT: E;L~V'ATION~ 230' -u c ;:)CL a: > , .... 0) 1-::1 ;:) I--0) O)c l-i .. VS See Map 0) .• ~ .!l LOGGED BY: LOCATION: 0);:) ... 00) Z , C ;:) Z 0 w
DESCRIP1:I0N ... III ;:) ::I a ()
Topsoil: Dark brown silty CLAY, dry to damp., medium stiff to stiff.
santiago FM (Tsa): Tan, gray, orange mottled silty CLAYSTONE, moist, stiff to medium
stiff.
SCALE: 1" = 10 i horiz & vertical TOPOGRAPHY: Canyon, Edqe of Drainage TRENCH ORIENTATION: N360E
~ -
I--~ --I-",.,~ -
~ ~
I--.."".-.------
I I I I I I I I I--I I .J.._---. I I I I I I I I I 7!-'"~ I I I I I I T
--~ -
--
-----lOpSO\L-I
~---~ Tsa I--
~---....-: I--
t--
t--
t--
f--
--~-----------I....
TRENCH LOG .. ---_ .. ----_ .... ' ...... -....
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PROJECT NAME: Carlsbad Ai:t;"port Centre TRENCH NO,: . 6 ENGINE:ERING PROPERTIES
z ..... ..... 05-4879-016-00-00 6-20-89 0 w Q II. JOB NO.: DATE: ~. ... w -U Q. .... mi.u Q. u~ :I a: ... w ....
EQUIPMENT: Trackhoe 17.0: 24" bucket ELEVATION: .. . 228' -u < :)Q. a: > IL. tI) .... :1 :) !: -tI) tI)< .... tI). ~ tI) tI) LOGGED BY: VS LOCATION: See Map tI):) ... atl) 0 Z .. < :) Z w
DESCRIPTION ... m :) :I Q U
Alluvium (Qal) : Brown, tan, gray clayey SAND, moist to wet, medium d~nse.
Santiago PM (Tsa): Gray, green, orange, tan mottled clayey silty SAND, wet medium
<;Iense.
water below 9~' caving. ,
-
SCALE: 1" =10' horiz & vertical TOPOGRAPHY: TRENCH ORIENTATION: N42° E
l-I----~ r--l-
I-:-----I--
I--i-
I I l-
I I .1 I I I I I 1 I I I I I , I I I I I I I I I I I
~~ I-Qal --
I-,
"''"'-".,..----
l-I-
.",,--, ~ ......... ","" "--....,. ..--..... -
' ... ------'-./ -
Tsa' -
,
I--
I-r:--
TRENCH LOG
~---~--~-----~-.~ -.. -
m I "
PROJECT NAME: GarlsbadAi:r:po;rt Centre TRENCH NO.: 7 ENGINEERING PROPERTIES
05-4879-016-00-00 6-20-89 Z .... -. JOB NO.: 2 w C -&I. DATE: ... w (J .... G. III .... cct$ 2 CI:~ iii G.
EQUIPMENT: Trackhoe l70-L 24" bucket 227' ....
'ELEVATION:
(J. C ::)G. CI: ii:~ OJ ~2 ::) >-
-OJ !c ... t:
LOGGED BY: VS See Map ::$ :Ii: OJ OJ LOCATION: ... cOJ -Z C ::) Z 0 w
DESCRIPTION ... ID ::) ,2 C (J
Fill (Qaf): Light tan, brown clayey SANB, dry to moist, loose to medium dense.
Topsoil: Dark brown clayey SAND, moist, medium dense.
Alluvium (Qal): Tan, brown clayey SAND, moist to wet medium dense.
santiago FM (Tsa): Weathered, gray green tan.mottled clayey SAND grades to green,
ta.n orange brown mottled sandy CLAY,. moist, stif;f
SCALE: 1" = 10' horiz & vertical TOPOGRAPHY: TRENCH ORIENTATION: N410E
:--
--
----..... ~ ---
L I I 1_ , I I I I I I I I I
I I I I ~--......T I ~ II I I I
• " -...... . r"-, ~.! -~ -'"", ~--t-----£laf ---7 ~ -
I-r--,. r=-!Ops-o-... I-.... .,..,-~--------::::-, t-."'-...
-.......;. IL
I-------J ~."",. /---. . '"""--'" " ....... -. F iii"
t-~" Qal' -----
""""--I~ ----~---Tsa --..... -. -
t-. . ---'. 1----.......
TRENCH LOG _. - -- -.. ----- - - --.-- - -
OJ I (X)
PROJECT NAME: CarlsbaqAirportcentre TRENCHNO.~ 8 ENGINEE,RING PROPERTIES , ,
05-4879-019-00-00
z ill "'" ~' 6-20-89 0 Q , JOB NO.: ' , , , PATE: ~ .' ,..I W '# 0 CL. mw -CL.
EQUIPMENT: Tra~khoe 1701, 24" bucket 222' O~ ::I , a:..I ,~ -ELEVATION: -0 C ::»CL. > .... C1) 1-::1 ::» -C1) !!C l-I-
LOGGED BY: , VS See f'1ap C1). ~ C1) ~ .lOCATiON: C1)::» ..I QC1) 0 Z c '::» 'Z w
DESCRIPTI,ON ..I m ::» ::I ~ 0
Alluv~um (Qal): Dark brown, SAND, wet loose grades to dark brown sandY CLAY with
gray and orange mottled stringers, wet, stiff.
Santiago FN (Tsa): Tan, orange, gray mottled silty CLAY, wet, medium dense, water
and caving. , '
SCALE: 1" = 10' horiz & vertical TOPOGRAPHY: TRENCH ORIENTATION: N3So E
r r -
-r -
-
-i--
I I I I I I I I I I I , I I I I I I I I
I I I I '1 T 1 -, T T T I T r T T T I , I , V i-i--
~ .--I ~-i-~ -1--"'/ ~
r 100.. t------. if ~ -
""""--..... I-Qaf J-....,-/ "'"--.......... -
, ; ~ .................. ---~ .,
~---\ ----..,.",.,.--
Tsa ~ -
TRENCH LOG
-------~-------~---
OJ I CD
, ,PROJECT NAME: Carlsbad AirQQrt. C~Dtre TRENCH NO.: 9 ENGINEERING PROPERTIES._
z Q ..... ..... 05-4879-016-00-00 6-21-89 0 W· # IL , JOB NO.: DATE: ~, ... w U Q. -IDw Q. u~ :I a: ... w -EQUIPMENT: Trackhoe 170L 24" bucket ELEV A. TION: 234' -u C ;:)Q. a: >-.. IL, eo ~:I ;:) t: -eo eoc t-eo ., ~ eo eo LOGGED BY: ·VS LOCATION: See MaE eo;:) ... ceo (5 z c ;:) z w DES~RIPTION ... .ID ;:) :I Q 0
Topsoil: Dark brown clayey SAND, fine grained '. dry to moist, mE;!dium dense. -
Alluvium. (Qal) : Brown clayey SAND, fine-grained, moist, medium dense.
Santiago FM (Tsa): Tan claYeY SAND, fine-grained, moist, dense, discontinuous
orange staining.
SCALE: 1" = 10' horiz & vertical TOPOGRAPHY: TRENCH ORIENTATION: N3SoW
I--
~ -I---
~ '"' f-'--I , I I ,
I , _., -.-~ I , --------",," :rOPSOIL ~ ~--.".,..---"'"-" ~ "".---~ -........; ... ~ -."" ~/ ----------.~ --------.",.. -
I-~. ~~al ~ I ~ , /' -....-----~-r\... r ,.....
--
Tsa I-
'~ l-i
TRENCH LOG
----~------~----~~-
aJ I .... o
PROJECT NAME: Carlsbad A:i,rport Centre TRENCH NO.: . 10. ENQINEERING PROPERTIES
z ""' ~ o.5-4879-016-o.Q-o.Q 6-21-89 0 w Q -JOB NO.: DATE:. ~. ... W -U .. .. A. , I!~ A. u~ ~ w -EQUIPMENn:rackhoe 170L 24" bucket "ELEVATION:, 242' « ;:)A. ~ >--u ;:) !!:o; , tn t-~ !: tnC t-tn· lII: tn tn LOG.GED BY: VS LOCATION: See MaE tn;:) ... atn -Z -C ;:) Z 0 .W
DESCRIPTioN ... III ;:) ~ Q u. . .
Alluvium (Qal) : Light tan c;layey SAND" dry to moist, loose to medium dense
grading to dark gray sandy clay and olayey sand, wet, medium
dense.
Santiagq FM (Tsa): Light tan and orange tan silty SAND, fine-grained, wet dense
micaceous, water and minor caving.
SCALE: 1" = 10.' horiz & verticalrOPOGRAPHY: TRENCH ORIENTATION: N130W
~ r I-~ -
r-~ ~/ -r-.--I--"" r-"," -r, r-~ :-----r-.L'"/ -
I I I I I I I I I I ....... "" "
I f I .",:""'-t-.................... r Qal -........ ~ ........... ~/
./' -
...........
................... I .,,'" ~------~
"""-l.
I--r-
r -
I-Tsa -
I--
TRENCH LOG
~------------.------
m
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-A
-A
PROJECT NAME: Carl~ba.d Aiq~ort Centre TRENCH NO.: 11 ENGINEERING PRQPERTIES
z .... .... 05-4879-016-00~00 6-21-89 0 w a II.. JOB NO.: D~TE: ~w .... w -CJ -.. .Q. Ilw Q. 2 CI: .... w --=aUIPMENT: Trackhoe 170L 24" bucke~ ELEVATION: 255'. to 270' gd c :;)Q. CI: >-11.. ~ 1-2 :) ... -~ ~c l-ii vs ~. ~ ~ LOG~ED BY: LQC~T.lbN: See Map ~:;) .... a~ 0 z c :;) z w
. DESCRIPTION .... Il :;) 2 ~ CJ
Topsoil/Colluvium: Light tan silty SAND,. dry to moist, loose.
Fill (Qaf): Brown clayey SAND, damp, 1905e to medium dense, grades to dark gray
clayey sand, moist, medium desne, fill contains riprap debris and
trash.
Santiago PM (Tsa): Green gray mottled sandy CLAY, moist, stiff to very stiff,
excavation caved after 90 min.
SCALE: 1" = 10' horiz I\; vertical TOPOGRAPHY: TRENCH ORIENTATION: N170W
-"..-
.".'" ~,--
..,." ,.",." -./ -
f-"."'-//
-
f-r ~ -
-.I. I I I I I I I I I~ I I A' I I I I I I I I I I I I /,., , , ~ .....
TOPSOIL-::::(~~
,,/ /"
0-1/ -~ ~ -
.-----::=:: -
r -"Qa~ v... .",~ -
r ,.J V Tsa -
~/ -
---. . f---r--___ ~ 100,-.---' . .
TRENCH LOG
------------~------
tp
~
I\)
PROJECT NAME: Carlsbad AirEort Centre TRENCH NO.: 12 ENGINEERING PROPERTIES
z . w .... " 05~4819-b16-00-00 9-21-89 0 Q -I&. JOB NO.: DAlE: ~. ... w (;) .' . Go IDw -IL
Trackhoe !70L 24" bucket 'O~ :I a: ... w ....
EQUIPMENT: ELEVAtiON: 268' -0 c: ;:)A, a: >-1&.. C'I) 1-':1 ;:)' I--C'I) ~c: l-i LOCATION: S~e MaE :::; ~ C'I)
LOGGED BY: VS ... QC'I) 0 Z -' c: ;:) z w ... ID ;:) :I Q DESCRIPTION 0
Alluvium (Qal): Brown to dark brqwn ciayey SAND, dry to damp medium dense 40% ' .
trash and bottles. Grade to light tan, orange silty sand,
moist, medium d~hse.
Santiago FM (Tsa): Green. hrown clayey SAND, mottled discontinuous orange st'aining,
moist, dense, micaceous.
SCALE: 1" = 10' horiz & vertica:lfOPOGRAPHY: TRENCH ORIENTATION: N40E
I---
~ --l-
I-I--
-I-I--r-I ~Ii" I
I I I I I -...... ..!. ~--1 V I ___
I----
I ~"Qa' /" '
I-
" ~/ ~
..... ..J
Tsa --
I--' -
-
-
I--
TRENCH LOG -------------------
~~----~~~-~~~--'----
OJ I .....
(.,)
, PRQJECT NAt.'E: C9-rlsbad Airport C(3ntre TRENqH NO.: 13 ~NGINEERING PROP~RTIES
z .... 05-4879~Ol;~OO-OO 6 ... 21..,89 0 w 0
--'JOB NO.: DATE: ~. .... w a.. -Ilw u~ ~ a: ... w
EQUIPMENT:. Trackhoe. 170L 24" bucket EL~VATION: 30';t' -u 'C ';:)a.. a: .... ctJ , .... ~ ;:)
-ctJ !!c ..
VS ~ee.Map ctJ"" ~ ctJ LOGGED BY: LOCATION: ctJ;:) ... octJ 0 c. ;:) z,
DESCRIPTION ... Il ;:) ~ U
Alluvium (Qal): DarK brown SAND, ,J,oose, mqis.t, grades to datk green brown
silty clay, wet stiff to very stiff.
santiago FM (Tsa): Orange tan SANDSTONE, moist, very dense, iron oxide staining.
.
SCALE: 1" = 10' horiz & vertical TOPOGRAPHY: TRENCH ORIENTATION: N310 E
~ "" -
---
I--f-
I---
I I I I I I I I I I I I I I
I I I I I I I I I I I T r I I I I I I
I---
I-
i-' f-
1-____ ----~
.."". . ---. ~--lJal l J. ........
t----------I--""'-""'! ~---~ ""'---F-'
-
I-Tsa' I-
TRENCH lOG
~ u a.. -> .. ;;
Z w 0
-
-
-
--
-
-l
--
OJ I -~
PROJECT NAME: Carlsbad Air]2ort Centre TRENCH NO.: 14 ENGINEERING PROPERTIES
z ... ... 05-4879-016-00-00 6-21-89 . '0 w Q ~ I&. JOB NO.: DATE: . . ",~ . .... w U Q. .... IDw Q. u~ 2 a:,., W ....
EQUIPMENT: Trackhoe l70L 24 II bucket ELEVATION: 304' -u < ~A. a: >-1&.. 0) ~2 ~ t--0) 0)< t-eo 0). ~ 0) LOGGEQ BY: ' . VS LOCATION:, See ,Map O)~, .... cO) 0 Z 4( ~ Z W'
DESCRIPTION .... ID ~ ;:E Q U
Fill (Qa,f): Dark brown silty CLAY, dry to moist, soft to s,tiff, grades to red4ish
brown silty clay, moist, stiff.
Santiago FM (Tsa'): Orange tan weathered SANDSTONE, moist, dense.
SCALE: 1" = 10' horiz & verticalTOPOGRAPHY: TRENCH ORIENTATION: N300 E
r ,.. -
I--t-
l-I--
l-t-
I I I I I I I I ,
I I I I I I , I
I---
t--~
...... ---1 ---~ .----t-' -
.... ...9~ ~ ------......--" ---.. -
-I-'-t--
. t--
I-Tsa ' , -
I-'-. ' -
TRENCH LOG -------------------
aJ
I .....
01
PROJECT NAME: Carlsbad AirQort Centre TRENCH NO~: 15 ENGINEERING PROPERTIES
z ,..
05-4879-016-00-00 0 w Q ,..
JOB NO.: 6-21-89 .,. II. DATE: t:; -.... W 0 .CL ---
Trackhoe 170L :?4" bU9Jcet
iC -.-:I IIw III CL
293' OCO It .... ---EQUIPMENT: E!.;.;EVATION: . iLq 01( ::)CL It >-.cO "':1 ::) ;;~ ... ... co~ ;; LOGGED BY: VS LOCATION: See Map co:) ~ CCO CO .... 0 Z .. ~ :) Z w
DESCRIPTION .... II :) :I Q ()
AlluviuIll (Qal): Dark brown silty CLAY, dry to moist, stiff.
Santiago PM (Tsa): Tan orange silty CLAYSTONE, moist, stiff, gypsum stri'ngers ..
and red iron oxide staining. Ral;"e quartzite cobb;les and
angular andesitic rocks measuring from 2" to 12·';.
,
SCALE: 1" = 10' horiz & vertical TOPOGRAPHY: TRENCH ORIENTATION: N7 7° E
l-I-
-I-
-
I , I I I I I I I I I I I
I I I I I , -r ,-T I I I I ,
>--
I-
--Qal j----I ---------"--,--"-./ -~------I----
I-.:..
Tsa'
-
TRENCH LOG
-----~-------------
OJ
I ....
0)
PROJECT NAME· Carls,bad Airpor~ Centre TRE,.QH ,.0.: 16 ENGINEERING PROPIERTIES ,. .. , " , . ,-, .. , z'
: JOII NO.: ,05-4879":016-00:-00 6-22-89 0 '.., Q i £ DATE: ~. ... .., () 0.. aI.., ""!" 0.. ()~ 2 C ... .., -EQUIPMENT: Trackhde 170L 24" bucket 273' . c :»0.. C > ELEVATION: -0 :» IL. • 1-2 I--. ·c I-;0 •• ~ • LoeaED a·y:. VS LOCATION: SeE;! Map .:;, ... c. (5 z c :;, z .., ... .. ,:» 2 Q DESqRlfTIQN () .-. '
Alluvium (Qal): Brown silty matrix with anguiar andesitic rocks ranging in size
from pebbles to 2' boulders, dry, loose.
Santiago Peak FM (Jsp): Orange tan silty matrix in joints and seams around
angular andesitic rocks matrix is damp and dense.
, .
, -
SCALE:-t" = 10' horiz & vertical TOPOGRAPHY: TRENCH ORIENTATION: N630E
I-~ .1-.-------:
~ ~ I-~------~
+ ...----
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TRENCH LOG "1> • -------------------
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I .... ....,
,-ENGINEERING PROPERTIES • PROJECT NAM!;: Carlsb'ad' AirQort CeDt;r;:~ TRENCH NO.: 17 z -~ 05-4879-016~OO~OO 6-22-89 0 w ':a ! JOB NO.: DATE: ' ;:; , ... u , , A. IIIw A. 'C' ::E w u~ ~ ... ..,
EQUIPMENT: Trackhde 170L 24" bucket ELEVATION: 232' -u C :lAo ~ >-11., ~ I-::E :» ,I--~, I-
See Map ~, ~ !Zoe ~ ~ • LOGGED BY: VS LOCATION: ~:l ... ocr) '(5 Z C :l Z w DES~RIPTIO'" ... III :l, ::E 0 U
Alluvium (Qaf): Light t~rt silty matrix, dry and loose,surroundingangular
andesitic rocks ranging in si~e from pebbles to boulders
(4' on a side) and minor amounts of trash.
San.tiago PeakFM (Jsp): bark prown silty matri.x 60% angular andesitic rock.
Matrix is moist and dense.
SCALE: 1" = 10' horiz & vertical TOPOGRAPHY: TRENCH ORIENTATION: Due ea$t
-~ I--~ -... --... ..: ... ...;:;; ~ ~-f--... -----~,.--f--
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1 r 1 1 1 I 1 I 1 1 ~-~ I~ ~'-I I
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TRENCH LOG _._-----------_._,-'-_.-