HomeMy WebLinkAboutCT 82-12; CANNON RD; GEOTECHNICAL REPORT UPDATE; 1989-02-07ro-----
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OWSNCONSULTANTS
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GEOTECHNICAL INVESTIGATION
CARLSBAD HIGHLANDS SUBDIVISION
CARLSBAD, CALIFORNIA
OW:NCONSULTANTS
ENGINEERS. GEOLOGISTS AND
ENVIRONMENTAL SCIENTISTS
10065 OLD GROVE ROAD
SAN DIEGO. CA 92131
TELE: (619) 695-3150
FAX: (619) 695-3153
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::~February 7, 1989 .. __
--Proje~t No.. 510.6.3 ' . ~." .. > " ... :~ :~.:~~'
The Buie Corporation . ---,
--16935 West,Bernardo ',Drive, Suite 200
'_San-Diego, California 92127'
~ttention: ,_,
Subjec·t:.
Mr. Ed Barlow
GEOTECHNICAL REPORT UPDATE
CARLSBAD HIGHLANDS
CARLSBAD, CALIFORNIA
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Reference: -'. -"Geotechnical Investigation, --Carlsbad
Highlands Subdivision, Carlsbad,
California," Project No.-510.6.2, dat~d
March 18, 1988, by ,Owen Geotechnical.
Dear Mr. Barlow:
In accordance with the request by Hunsaker and Associates,
we have prepared this letter to update our reference report.
The purpose of our update is to assess existing .site
conditions relative to proposed development to see if the
recommendations and conclusions of our reference -report are
still current and appropriate. We compieted a site visit on
February 3, 1989 of the: subject site to access site
conditions. Based upon our site visit and review of grading
plans., the site conditions and plans appear to be the same
as stated in our reference report. The conclusions and
recommendations stated in our reference report are still
appropriate and applicable to the subject site.
OFFICES IN SAN·DIEGO. LAGUNA HILLS
AND CONCORD CALIFORNIA
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OWiNCONSULTANTS
The Buie Corporation
February 7, 1989
Project No. 510.6.3
Page 2,
This opportunity to
have any questioI;ls, -.
Very truly yours, ,
OWEN CONSULTANTS
'11n~ c9;:;;!! L. MIC~ ,
Project Engineer
RCE 42'590
Expiration 3-31-92
~~
ERNEST R. ARTIM
Vice pres~dent
CEG 1084
Expiration 6-30-90
MLK/JLM/ERA:ms
be of service is
please call. .'.
Copies: (6) Addressee
(6) Hunsaker and Associates
6122 Nancy Ridge Dr~ve, Suite 101
San Diego, California 92.121
Attention: Mr. Dave Hammer
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GEOTECHNICAL INVESTIGATION
CARLSBAD' HIGHLANDS SUBDIVISION
CARLSBAD, CALIFORNIA
Prepared For
The Buie Corporation
16536 Bernardo Center Drive, suite 200
San Diego, California 92128
March 18, 1988
Project No. 510.6.2
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OW=NCONSULTANTS
ENGINEERS, GEOLOGISTS AND
ENVIRONMENTAL SCIENTISTS
10065 OLD GROVE ROAD
SAN DIEGO, CA 92131
TELE: (619) 695-3150
FAX: (619) 695·3153
March 18, 1988
project No. 510.6.2
The Buie Corporation
16536 Bernardo Center Drive, suite 200
San Diego, California 92128
Attention:
Subject:
Mr. Ed Barlow
GEOTECHNICAL INVESTIGATION
CARLSBAD HIGHLANDS SUBDIVISION
CARLSBAD, CALIFORNIA
bear Hr. Barlow:
In accordance with your request, we have completed a geo-
technical evaluation of the subject site. The accompanying
report presents the results of our findings, conclusions,
and recommend~tions regarding the proposed development.
This opportunity to be of service is appreciated.
have any questions, please call.
Very truly yours,
GEOTECHNICAL
ERA/MRO:ssb/bsz
Copies: (6) Addressee
(6) Hunsaker and Associates
6122 Nancy Ridge Drive, Suite
San Diego, California 92121
OFFICESINSAND1EGO,LAGiJ~~§,ntion: Mr. Dave Hammer
AND CONCORD, CALIFORNIA
101
If you
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OW.!NCONSULTANTS
ENGINEERS. GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS
10065 OLD GROVE ROAD SAN DIEGO, CA92131 TELE: (619) 695-3150 FAX: (619) 695-3153
March 18, 1988
Project No. SlD.6.2
GEOTECHNICAL .INVESTIGATION
CARLSBAD HIGHLANDS SUBDIVISION
CARLSBAD, CALIFORNIA
1.0 INTRODUCTION
In response to your request, we hav·e completed a
geotechnical investigation at the site of the proposed
residential development located in the City o.f Carls-
bad, California (see Site Location Map, Figure 1).
The. purpose of our investigation was to evaluate the
existing geotechnical conditions at the subject site
and to provide recommendations and geotechnical para-
meters for site development, earthwork, and foundation
and slab design for construction of the proposed
project. We were also to evaluate the potential for
on-site geotechnical hazards. This report presents
the results of our findings, as well as our conclu-
sions and recommendations. A tentative map titled
"Carlsbad Highlands" (Scale 1"=100'), prepared by
Hunsaker and Associates, San Diego Inc., dated Novem-
ber 20, 1987 was utilized for our study as well as the
40-scale graqing plans prepared for "Carlsbad High-
lands, C.T. 82-12, Phase I," prepared by Hunsaker and
Associates.
2.0 SCOPE OF STUDY
The scope of our field investigation included t~e
following tasks:
* Review of readily available published and
unpublished reports and maps J;elati ve to
the property, including "Report of Prelirn-
in~ry Geotechnical Investigation, Carlsbad
Tract Number 82~12, Cannon Road, Carlsbad,
California," by Southern California Soil
and Test ing, Inc., dated June 25, 1986.
Data from that study has been utilized as
OFFICES IN SAN DIEGO. LA@JNtIi'liair.t 0 f 0 uri n v est i gat ion; AND CONCORD. CALIFORNIA
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OWiNCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 2
3.0
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Geologic reconnaissance and mapping;
Performance of 12 seismic traverses at
designated locations of proposed cuts on
the sUbject site,
Excavation of four test borings to depths
of 30 feet;
Review of the logs of 12 test borings and
38 test trenches previously excavated.
Review and analysis of 19 seismic traverse
locations and logs previously done;
Review and analysis of previous laboratory
testing;
Engineering and geologic analysis;
Preparation of this report presenting our
findings, conc.lusions, and recommenda-
tions.
GENERAL SITE CONDITIONS
The subject property is an irregular pa.rcel comprising
a total area of approximately 263 acres. The property
is located east of Cannon Road, and south of Calaveras
Lake in the City of Carlsbad, California. It is our
understanding that site development will consist of
grading by cutting and filling to create a series of
relatively flat building pads for the construction of
a residential project.
3.1 Proposed Development
Proposed development wll1 consist of single-family
one-and/or two-story residential structures.
structures will be typical light load, wood-frame
buildimgp. Cut and fill slopes will primarily be
inclined at 2:1 (horizontal to vertical). Cut and
fill slopes are planned to maximum heights of
about 40 and 6G feet, respectively. Fill~over-cut
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OWiNCONSULTANTS
The Buie Corporation
MarCh 18, 1988
Project No. 510.6.2
Page 3
slopes inclined at 2:1 to a maximum height of
approximately 50 feet are also planned. Maximum
depths of cut and fill are approximately 50 feet
for each.
3.2 Site Condjtions
Topographically, the site consists of hilly
terrain with moderate to steep slopes and three
major drainage canyons. The first canyon is'
located in the southeastern corner, drains in a
southwesterly direction and contains surface water
flow throughout the year. The second major canyon
is located -in the southwestern portion of the
site. This canyori drains in a southerly direction
wi th surface water in the southern extension of
this canyon flowing throughout the year. Springs
appear to be the source of the water noted in this
canyon. The third major canyon is located in the
northern and northwestern portions of the site.
No surface water was noted in this canyon which
drains in a western and southwestern direction.
In addition, there are many smaller secondary
drainage courses on-site.
Vegetation consists of dense I. large shrubs and
trees within drainage courses, moderately dense to
dense chaparral on the southern po'rtion of the
site, and dense grasses and shrubs on the re-
maining northern and western portions. No perma-
nent structures are known to exist on-site except
for a water main that traverses the northern
portion of the site. Several manholes for the
water main occur along the alignment.
3.3 Subsurface Exploration
Sixteen test bor ings to depths of 42 feet have
been performed on-site. The ],ocations of these
borings are shown on the Site Plot Plan, Plate 1.
The logs of the test borings are included as
Appendix A.
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OW:NCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 4
In addition, 3'8 test trenches to depths o,f 11.5
feet have been performed on-site. The locations
of these test trenches are shown on Plate 1. The
logs of the test trenches are included as
Appendix B.
In addition, 31 seismic traverses to evaluate
subsurface conditions and rock rippability have
been performed at the site. The locations of the
seismic traverses are shown on Plate 1. Schematic
profiles of the traverses are included as
Appendix C.
3.4 Laboratory Testing
Laboratory testing has been performed on field
samples collected during subsurface field studJes.
The results of the l~boratory testing are included
as Appendix D.
4.0 SOIL AND GEOLOGIC CONPITIONS
The subject site is underlain by weathered intrusive
bedrock of the Cretaceous Age, Tertiary sediments, and
residual soils.
4.1 Geologic Units
4.1.1 Bedrock (Kgr)
Approximately 50 percent of the site is
underla,in by basement rocks of the
Southern California B'atholi th • The
predominant rock type -consists of
granodiorite rock typically weathered
and decomposed in the upper 2 to 30
feet. The weathered bedrock materials
consist generally of dense to very
dense, slightly moist to moist, silty,
m~~Hum to coarse sand to silty, angu-
lar, rock~fragment gravel. The bedrbck
is considered competent for structural
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OW:NCONSULTANTS
The Buie Corporation
Harch 18, 1988
Project No. 510.6.2
Page 5
support. The unweathered bedrock
typica~ly has a low potential for
expanslon. We expect that a major ity
of the site is suitable for excavation
to depths of 15 to 20 feet with a
moderate to heavy ripping effort by
conventional heavy, earth-moving
equipment in good operating condition.
Granodior ite typically weathers to
rounded boulders in a matrix of decom-
posed granite (DG, i.e., silty fine to
coarse sand). Locally, unweathered
bedrock is exposed as isolated outcrops
in the southern portion of the site.
Exposed surface boulders ranged from 3
to 8 feet in diameter. Fractures and
joints within the bedrock may be
expected to contain groundwater. Thus,
proposed cuts in bedrock may encounter
\-later seepage. Some of the material
which may be rippable with heavy
equipment, may not be excavatable with
conventional trenching equipment. This
will result in difficult founQation and
utility line trenching. Therefore,
undercutting of cut areas where these
dense granitics are encountered is
recommended. Locally, certain other
areas proposed for excavation may
require blasting, especially areas of
hard rock outcrops. The presence of
oversize natural rock outcrops and
blasting may result in the generation
of oversize rock materials that will
require special handling guring earth-
work operations.
4.1.2 Lusardi Formation (Kl)
The Lusardi Formation consists of
conglomerates and sandstones in small
expo'sures in the northern area of the
western portion of the site. The
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OWiNCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 6
conglomeratic materials consist ot
granitic and metavolcanic boulders and
cobbles in a matr ix of silty coarse-
grained sand. The sandstones consists
of clayey to silty sandstone.
This unit occurs primarily along the
proposed alignment of Bill Barnes Drive
approximately between Lots 699 and 740.
The unit contains resistant oversize
boulders that will require special
handling during earthwork operations.
The unit may be excavated with a heavy
to locally very heavy ripping effort by
conventional heavy earth-moving equip-
ment in good operating condition. '
4.1.3 Paleosol (Tp)
These ancient soils (paleosol) are
lateritic and consist of expansive
clays and clayey sandstones. A thin
residual cap of ironstone concretions
and siliceous pebbles appears to be
present on much of the paleosol. The
thickness of the paleosol appears to
range from a few feet to in excess of
fifteen feet. The unit is isolated to
a few scattered locations near the base
of hillsides.
This unit may be excavated with a
moderate ripping effort by conventional
earth-moving equipment in~ good operat-
ing condition. Excavation of the unit
may generate expansive clays that can
be utilized in deep structural fillsa
4.1.4 Santiaao Formation (Es)
The Eocene Santiago Formation covers
about 40 percent of the site including
the northern and much of the western
portions of the site. The western
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OWiNCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 7
exposures of the Santiago Formation
consist largely of interbedded, green-
ish claystones, siltstones, and sand-
stones. These sediments appear to
overlie the basement complex and the
Lusardi Format ion. The Santiago
Formation in the east portion of the
site predominantly consists of a pale,
greenish-gray sandstones with
occasional thin lenses of claystone.
Where encountered in the sandstone
portions of the Santiago Formation, the
claystone lenses dip from approximately
three degrees to five degrees in a
northeast to northwest direction.
The claystone layers and lenses en-
countered within the Santiag,o Formation
have been associated with slope stabil-
ity problems and slopes planned in
these areas may require special grading
considerations. With the exception of
the deposits at the western section of
the site {Borings 3, 5, and 6}, this
formation consists of competent,
expansive clayey sandstones. Weak
claystones were encountered in the
western portions of the site. This
material will require buttressing as
described in the slope stability
section of this report. It should also
be noted that isolated, random clay-
stone and/or siltstone lenses are
typical in the Santiago Format ion.
Therefore, additional areas requiring
buttressing may be discovered during
grading. In addition, the claystones
are typically highly expansive and
should be placed at depths such that
they do not detr imentally affect the
proposed development.
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The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 8
The unit contains potentially expansive
clay layers and also isolated concre-
tionary layers and lenses. The unit
may be excavated to proposed grade with
a heavy ripping effort by conventional
earth-moving equipment in good operat-
ing condition. The presence of concre-
tionary beds may result in the genera-
tion of oversize boulders during
excavation of this unit.
4.1.5 Ouaternary Terrace Deposits (Ot)
Isolated areas of Quaternary terrace
deposits were encountered at the site.
The terrace deposits appear to be
limited to the canyon areas of the
granitic portion of the site and were
found to be in excess of 11 feet in
depth. These deposits consist of
moist, medium dense, slightly porous,
reddish-brown, coarse to silty sands.
Due to the porosity of these soils,
some settlement may occur under applied
loads. This material should require
remedial grading as descr ibed in the
site preparation section of this
report.
4.1.6 Landslides
Shallow landslides were located in the
western portions of the site. These
slides were explored with Borings 13,
l4, and 15, and appear to have
originated from weak clay layers
contained in the Santiago Formation.
These weak clayey layers are described
in Section 4.1.4.
The slide debris was locally soft,
fractured, wet to very wet and subject
to consolidation or reactivation
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OW:NCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 9
without site remediation. This ma-
terial is identified on Plate 1. The
material should be removed to firm soil
or rock in all areas to rec.eive struc-
tures or fill. Where slopes are
proposed these materials should be
removed and replaced as structural fill
or buttressed as described in section
5.2.4.
4.1.7 Quaternary Alluyium and Residual Soils
(Oal)
Alluvium consi~ting of soft to medium
stiff and loose to medium dense de-
posi ts of clays , silts, and sands are
present in the existing drainage
courses. In general, these deposits
range in thickness from a few to over
10 feet. The alluvial deposits are
delineated on the geologic map in the
larger channels.
Residual soils were observed over the
site with thicknesses varying between 0
to 3 feet. Residual soils consist of
firm to stiff, moist, dark red.dish-
brown, medium to coarse, sandy clays to
clayey sands. The thickest residual
soils are located on the flatter slopes
at lower elevations. We expect a soil
thickness ranging from about 3 feet on
the lower slopes to less than a foot
thick at rock outcrop loc~tions.
These alluvi.al and residual soils are
predominantly porous and are not
suitable for structural support, and
should be removed and recompacted in
~ll areas to receive fill or engineered
structures.
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OW.ilNCONSULTANTS
The Buie Corporation
fl-larch 18, 1988
Project No. 510.6.2
Page 10
4.2 Surface Water and Groundwater
Surface water was noted to e~ist in the two
drainage courses located in the southern portions
of the site.. Special considerations will be
necessary to facilitate remedial grading of loose,
porous, and compressible alluvial soils. Con-
siderat ions may include, but are not limited to
diversion, dewatering, surcharging, or combin-
ations of such remediation.
Shallow groundwater is present in all of the major
alluvial drainages on-site. Groundwater can be
expected to be encountered within fractures and
joints within the granitic bedrock areas, and also
may occur as perched water \'dthin the Santiago
Formation.
Potential groundwater resource development was not
evaluated during the course of this investigation,
but it is not considered to be a viable resource
due to the dense, relatively impervious nature of
the underlying bedrock. Local seasonal surface
water and shallow, perched groundwater are likely
to occur in the alluvial soils and drainages
on-site.
4.3 Rippability Survey
The intent of the seismic refraction survey was
specifically to facilitate the project planning by
obtaining the variation in seismic velocity of the
underlying materials, and to calculate a reason-
able approximation of the depth from the surface
to the boundaries between rippable, and non-
rippable rock.
A total of 31 seismic traverses haVe been made at
selected locations at the subject site. ~he
locations of the seismic traverses are shown on
the atbiched Plate 1. Each traverse was approx-
imately 100 feet in length and was performed
utilizing a Signal Enhancement Seismograph.
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OWiNCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 11
Seismic traverses S-21 to 5-28 were utilized to
check for significant concretionary or cemented
beds within the sedimentary rock formations. The
results of the traverses are presented ih
Appendix C.
4.3.1 Rippable Condition (0 to 4,500 ft/sec)
This velocity range indicates rippable
mater ials which may vary from decom-
posed rock at lower velocities to only,
slightly decomposed, fractured rock at
the higher velocities. Although
rippable, materials may be produced by
excavation that may not be usable in
structural fills due to a lack of
fines. Exper ience has shown that
material within the range of 4,000 to
4,500 fps most often consists of
moderately to highly fractured rock
wi th little or no fines and sizeable
quantities of plus 1/4 inch material.
For velocities between 3,500 and 4,500
fps, rippability will be difficult for
backhoes and light trenching equipment.
4.3.2 Marainally Rippable Condition (4,500
to,7,000 ft/sec)
Excavations in this velocity range
would be ext remely time consuming and
would produce fractured rock with
little or no fines. The pigher veloci-
ties could require blasting. Trenching
equipment may not function economical-
ly.
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C7N.i:NCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 12
4.3.3 Non-Rippable Condition (7,DOO ft/sec
and Greater)
This velocity range may include slight-
ly to moderately fractured rock and
probably requires blasting for econom~
ical excavation removal. Material
produced would consist of a high
percentage of oversize and angular
rock.
The results of the s'eismic survey for
this investigat ion reflect r ippabili '(:y
condi t ions only for the areas of the
traverses. However, the condition's of
the various rock units appear to be
similar for the remainder of the site
and may be assumed to possess similar
characteristics. The results compare
quite favorably with the result$ of
refusal depths by drilling and backhoe
excavations as reported in the ref-
erenced report.
Our reporting is presently limited in
that refraction seismic surveys do not
allow for predicting a percentage of
expectable oversize or hardrock float-
ers. Subsurface var iation$ in the
degree of weathered rock to fractured
rock are not accurately predictable,
but have been indicated where thought
to possibly exist.
In general, based on the results of the
seismic traverses, it appears that
excavations of rock in cut areas to
depths of 15 to 20 feet can be accom-
plished with a moderate to heavy
r, ipping effort with modern excavation
equipment in good operating condition.
Excavation of rock cuts deeper than
about 15 to 20 feet may require a very
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The Buie Corporation
r-Iarch 18, 1988
Project No. 510.6.2
Page 13
heavy ripping effort by the equivalent'
of a D9L Cat with a single shank
ripper, pre-blasting or blasting.
Pre-blasting will likely result in les.s
oversize materials and more uniformity
to the rock clast size.
4.4 Geoloaic Setting
4.4.1 Faulting and Seismicity
4.4.1.1 Regional Tectonic Setting
The Carlsbad area lies vlithin
an area that is traversed by
several major faults. These
faults are associated with the
junction betvleen the North
American and Pacific plates.
The major tectonic activity
appears to be a result of the
high lateral movement asSo-
ciated with the San Andreas
fault system at the junction
between the Pacific and North
American plates.
4.4~1.2 Faulting
The principal seismic con-
siderations for development of
the subject site are surface
rupturing of fault traces and
damage caused _ by grbund
shaking or seismically-induced
9round settlement. The
potential for any or all of
these hazards depends upon the
recency of fault activity and
proximity of the fault to the
subject property. The pos-
sibility of damage due to
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CW!NCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 14
ground rupture is considered
unlikely since no active
faults are known to cross the
site and no evidence of
faulting was noted during our
investigation. Review of
available geologic literature
pertaining to the subject site
indicates that th~re are no
known signif icant·· faults
crossing the property.
The. nearest major active
faults are the Elsinore fault
and the offshore Coronado
Banks fault, located approxi-
mately 20 miles northeast and
30 miles southwest of the
site, respectively. The
closest potentially active
fault is the offshore exten-
sion of the Rose Canyon fault
located approximately 20 miles
west of the site.
4.4.1.3 Seismicity
The seismic hazard most likely
to impact the subject site is
ground shaking following a
large earthquake on one of the
major active regional faults.
The Elsinore fault is the most
likely to affect. the site with
ground shaking, should an
earthquake occur on the fault.
A maximum probable event on
the Elsinore fault could
produce a peak horizontal
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OW.iNCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 15
acceleration of about o. 2g at
the site. With ~espect to
this hazard, the site is
comparable to others in this
general area in similar
geologic settings. The
proposed buildings should be
designed in accordance with
the seismic design require-
ments of the Uniform Building
Code or Structural Engineer~
Association of California.
Two-thirds of the maximum
anticipated bedrock acceler~a
t ion may be assumed for the
repeatable horizontal ground
acceleration.
4.4.1.4 Liquefaction
Liquefaction of soils can be
caused by strong vibratory
motion in response to earth-
quakes. Both research and
histor ical data indicate that
loose, granular soils are
susceptible to liquefaction,
while the stability of most
silty clays and clays is not
as adversely affected by
vibratory motion. Liquefac-
tion is generally known to
occur only in saturated or
near-saturated soils at
generally shallow depths.
Since the site is underlain by
dense to very dense soils and
rock, the potential for
liquefaction at the site is
unlikely. Treatment of the
alluvial soil areas as des ....
cribed in Sections 5.2.2 of
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aN.=NCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 16
5.0
this report should mitigate
the potential for liquefaction
in those areas.
CONCLUSIONS AND RECOMMENDATIONS
Based on our geotechnical study at the site and our
review of available reports and literature, it is our
opinion that development of the site is feasible from
a geotechnical standpoint. There appear to be no
significant geotechnical constraints on-site that
cannot be mitigated by proper planning, design, and
utilization, of sound construction practices. The
engineering properties of the soil and bedrock mate-
rials, surface drainage, and anticipated relatively
low degree of seismic risk offer favorable conditions
for site development.
5.1 Seismicity
The maximum anticipated bedrock acceleration on
the s i t'e is estimated to be approximately O. 2g
based on a maximum probable earthquake on the
Elsinore Fault. For design pu'rposes, tw'o-thirds
of the maximum anticipated bedrock acceleration
may be assumed for the repeatable ground acceler-
ation. The effects of seismic shaking can be
mitigated by adhering to the Uniform Building Code
or state-of-the-art seismic design parameters of
the Structural Engineers Association of Califor-
nia.
5.2 Earthwork
Grading and earthwork should be performed in
accordance with the following recommendations and
the General Earthwork and Grading Guidelines
included in Appendix F.
5.2.1 ~~te Preparatjon ,-, .
Prior to grading, the site
cleared of surface and
should be
subsurface
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The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 17
obstructions including any existin.g
debris or loose end-dumped fill soils,
and stripped of any vegetation.
Removed vegetation and debris should
then be disposed of off -si te. Holes
resulting from removal of buried
obstructions which extend below fin-
ished site grades should be filled with
suitable compacted fill.
Site preparation for the extension of
Cannon Road will require the diversion
of existing surface water to a depth
such that a minimum alluvium removal
depth of 5 to 10 feet may be achieved.
The material to be removed will be in a
saturated condition and should be
spread and dr ied or thoroughly mixed
with drier soils. Special grading
equipment will most likely be necessary
in this area. In addition, special
stabilization procedures may be neces-
sary to provide a firm bottom for the
excavation.
5.2.2 Removals
The alluvium, landslide debris, and
residual soils that occur on-site are
potentially compressible in their
present states and may settle
appreciably under the surcharge of
fills or foundation loadings. These
soils are generally considered accept ...
able for re-use as compacted fill.
Where the compressible soils a.re
encountered in areas that will receive
fill or other surface improvements,
they should be removed down to com-
petent materials and recompacted. The
~v~rage anticipated depth of removal is
approximately 2 to 10 feet, but may be
as much as 15 feet.
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OW:NCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 18
At the western and southern portions of
the site, the est imated maximum depth
of compressible alluvium is in excess
of 16 feet. However, due to the
presence of a relatively shallow
groundwater table, the maximum removal
depth will probably be about 10 feet.
This condition will result in compress-
ible alluvium left in place after site
grading. Proposed f ills in this area
may be subject to time-related settle-
ment. Construction of utilities and
residential structures should no-t begin
until after primary settlement is
complete and secondary consolidation is
stabilized. A consolidation period of
about one to two months is estimated
will be necessary for consolidation to
stabilize, but should be ver ified by
settlement monitoring.
5.2.3 Fills -
The on-site soils are suitable for use
as compacted fill provided they are
free of organic materials and debr is.
All areas to receive fill and/or other
surface improvements should be scar i-
f ied to a minimum depth of 6 inches,
brought to at least 2 percent over
optimum moisture conditions and re-
compacted to at least 90 pe rcent
relati ve compact ion (based on ASTM: D
1557-78). If required, _ import soils
should be predominantly granular,
possess a low or very low expansion
potential, and be approved by the
geotechnical engineer. Lift thick-
nesses will be dependent on the size
g.IJ,p, type of equ~pment used. In gen-
eral, fill should be placed in uniform
lifts not exceeding 8 inches in uncom-
pacted thickness. Placement and
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The Buie Corporation
Narch 18, 1988
Project No. 510.6.2
Page 19
compaction of fill should be in ac-
cordance with local grading ordinances
under' the .observation and testing of
the geotechnical consultant. We
sugges.t that fill soils be placed at
moisture contents at least 2 percent
over optimum (based on ASTM: D
1557-78).
Materials placed within 3 feet of
finished grades should consist of low
or very low expansive soils and should
contain no rock fragments over 6 inches
in dimension.
We recommend that oversize materials
(materials between 6 inches and 3 feet
in maximum dimension) be placed in
accordance with the General Earthwork
and Grading Guidelines contained in
Appendix F. Rock mater ials generated
could be placed in areas of non-struc-
tural fill, utilized in landscaping
areas, removed from the site, ot placed
in accordance with guidelines provided
in Section 5.2.8.
5.2.4 Slope Stability
Cut and fill slopes are proposed to be
constructed at a 2:1 (horizontal to
vertical) and to extend to maximum
heights of 40 and 60 feet, reSpec-
ti vely. In general, mo~t of the cut
slopes will expose competent forma-
tional deposits. Relatively weak
claystones of the Santiago Formation or
landslide debris will be exposed in cut
slopes to be constructed in the western
po'l;:'tion of the site (northeast of
Boring 5). A compllterized slope
stability analysis, performed utilizihg
Bishop's Simplified Slope Stability
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OW:NCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 20
Method indicated an unacceptable Factor
of Safety for the proposed slope unless
buttressing is performed. The buttress
location and configuration are pre-
sented on Plate 1 of this report. The
buttress should be constructed with
granular material as described in this
report. If weak claystones or silt-
stones are exposed in other cut slopes
higher than 5 feet, the clays or silts
should be replaced with granular soils.
The width of replacement material
required will depend on the height of
the claystone or siltstone laye.r, blJt
should be a minimum of one equipment
width.
Our evaluation of the proposed cu.t
and/or f ill slopes indicates that the
proposed slopes should have an adequate
Factor of Safety against dee,p-seated
failure to the maximum heights planned
of approximately 40 and 60 feet,
respectively, at the proposed gradients
of 2:1 (horizontal to vertical). The
summary of the slope stability analysis
is included as Appendix E.
Minor cut and fill slopes up to 10 feet
in height may be constructed at a 1.5:1
inclination. Fill slopes constructed
at a 1.5:1 inclination should be
overfilled by at least 5 feet and cut
back to the desired contour. Sheeps-
foot rolling of 1.5:1 slopes is not re~
commended.
All cut slopes shoulq be mapped by an.
engineering geologist for indications
pf potential instability. Adequate
surface drainage provisions should be
provided to minimize erosion. Fill
slopes should be coropacted by over-
building and cutting back or (with the
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OWiNCONSULTANTS
The Buie Corporation
Ivlarch 18, 1988
Project No. 510.6.2
Page 21
exception of those slopes defined
above) by sheepsfoot rolling in 2 to 3
foot increments as the fill is placed.
5.2.5 Surficial stability and Slope Drainaae
The erosion potential of the on-site
soils is considered low to moderate.
Erosion and/or surficial failure
potential of these soils can be reduced
if the following measures are utilized
dur ing const ract ion and maintenance
design of the subject site:
*
*
*
The slopes should be
provided with appropr iate
plantings and landscaped
as soon as possible. Berms
should be provided at the
top of all slopes.
We recommend utilizing
drought-tolerant, slope-
stabilizing, native or
naturalized vegetation
requlrlng little or no
irrigation for planting on
the slope.
Lot drainage should be
directed such that surface
runoff over slope faces is
minimized.
* Soils with some clay or
silt binder should be used
on the outer 10 to 15 feet
of slope surfaces.
However, soils with a high
expansion potential should
not be utilized for the
construction of fill
slopes.
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OW!NCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 22
5.2.6 Sbrinkage and Bulking
We expect that the on-site soiis when
used as compacted structtlral fill will
shr ink or bulk at the following esti-
mated values:
Type of Soil
Fractured Bedrock 20 to 25% Bulking
Weathered Bedrock (DG) _ 7 to 20% Bulking
Sedime.ntary Deposits 5 to 7% Bulking
Residual-Soils 10 to 20% Shrinkage
The above values are rough estimates
based on available geotechnical inform-
ation and our past experience with
similar materials.
Amounts of volume change are highly
dependent on a number of factors such
as geologic structure of bedrock units,
blasting techniques, s.ize of rock
fragments, compacti ve efforts, etc.
Therefore, provisions should be made
for variations in earthwork quantities.
5.2.7 Rippability
The on-site bedrock materials are dense
to very dense but are generally ex-
pected to be rippable to depths of
about 15 to 20 feet' with _ a moderate to
very heavy ripping effort by conven-
tional heavy earthmoving equipment in
good operating condition. We expect
that grading will encounter oversize
boulders which may need t'o be blasted
if they cannot be dislodged by ripping.
Trenching of utilities and footings may
be more difficult and localized jack-
hammering may be necessary. Depending
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CW:NCONSUL:TANTS
The Buie Corporation
Harch 18, 1988
Project No. 510.6.2
Page 23
on the conditions encountered at finish
grades, it may be deSirable to over-
excavate pad areas and utility line
locations during grading and feplace
with compacted fill to facilitate later
trenching.
Effects of any proposed blasting on
nearby structures should be evaluated
by the contractor or his subcontractor
prior to commencing blasting opera-
tions. The contractor or his subcon-
tractor should be solely liable for any
blasting-related damage to adjaCent
properties. We recommend, whenever
possible, a program consisting of
damage survey and photographic documen-
tation prior to the blasting.
5.2.8 Oversize Material and Rock Disposal
Site preparation and grading of the
site will most likely produce oversize
rock mater ials which will require
handling for use in structural fill.
Rock fragments over 12 inches in
dimensions may be generated during
excavation and should be maintained if
possible below a depth of 10 feet below
finished grades. Nesting of rock
materials should not be permitted.
Soils placed within the upper 3 feet of
building pads should contain no rock
fragments over 6 inches in dimension.
If rock fills are planned, specific
areas should be designated ae rock fill
areas and the rock placed according to
our recommendations.
Based on our experience and observation
b{ similar projects, we recommend
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aN:NCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 24
utilization of some or all
following alternative rock
techniques:
of the
disposal
* Oversize material may be
hauled off-site;
*
*
*
*
Some oversize material may
be placed in the heads ,of
off-site drainages and the
toes Of the canyon fill~ to
act as energy dissipators of
heavy runoff and to minimize
erosion in these drainages;
Rocks less than approxi-
mately 3 feet in diameter
may be utilized in struc-
tural fills if placed in
accordance with the follow-
ing recommendations and the
guidelines provided in
Appendix F;
Rocks greater than approx-
imately 3 feet in diameter
may be brought together and
blasted to reduce their
dimensions. These may then
be placed in structural
fills as described above;
Rocks greater than approx-
imat,ely 3 feet in _ diameter
may be placed in a properly
controlled and constructed
rock fill. The steps for
placement of large-diameter
rocks in a rock fill may be
as follows;
1. Grading of a flat "base"
pad;
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The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 25
2. Subdrain installatio~ at
the down-gradient edge
o£ the rock, fill to
collect any excess
water.;
3. Place large-diameter
rocks in windrows or
spreads;
4. Place fill soils and
spread (we recommend
sandy soils over clayey
soils) with smaller
rocks (maximum dimension
of 18 inches) in betw:een
larger rocks;
5. Use dozer to move
smaller rocks and fill
soils in between and
surrounding larger
rocks, and to compact
and bring fill up to the
top of larger rocks
creating a flat pad;
6. Heavily water fill
during all rock and soil
placement to aid in com-
pactive effort utilizing
subdrains to carry water
to suitable outlets;
7. Repeat rock fill layers;
8. Cover rock fill with
geofabric, or transition
material zone and soil
fill in accordance with
the alternatives illus-
trated in Appendix F;
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The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 26
9. Utilization of t.he field
judgement of a tra.ined
soil technician as well
as sound construction
practice a.re essential
in rock f ill construc-
tion;
10. Upon completion of the
rock fill and soil cap,
we recommend that
settlement monume-nts be
placed as needed to
monitor the fill and the
data evaluated pr i6r to
additional site develop-
ment. For pre-planning
purposes, we recomme-nd
that construction of
utilities and structures
in this area be delayed
three to six months to
allow for any possible
ini tial settle.ment to
occur.
5.2.9 Rock Undercutting
If hard rock outcrops are exposed when
finish' pad grades are reached in cut
areas, we recommend the pad be undercut
a minimum of 3 feet. This should be
done to facilitate excavation of
foundations and utility.trenches. It
may also be desirable to undercut
street areas to the depth of the
deepest utility to eliminate the
possibility of blasting in trenches.
5.2.10 §~~page and Subsurface Drainaae
If during grading, seepage is observed,
evaluations may recommend that appro-
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The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 27
priate drainage should .be provided as
shown in Appendix F. Such special
drainage features will be evaluated and
recommendations given by Owen Geotech-
nical field representation during site
grading. In general, lot drainage
should be directed such that surface
runoff over slope faces is minimized.
5.2.11 Subdrain Installation
To avoid subsurface groundwater accurnu-
lat ion, we recommend complete removal
of alluvial soils in the bottoms of
fill areas into firm soils as approved
by our field representative, and plade-
ment of subdrains as appropr iate.
Subdrains should extend up-canyon until
overlain by not more than 10 feet of
fill. Placement of subdrains should be
in accordance with the design detail
provided in the accompanying General
Grading and Earthwork Specifications,
Appendix F. The approximate locations
of subdrains are shown on Plate 1.
Minimum backdrainage should consist of
a 6-inch perforated pipe surrounded by
at least 9 cubic feet per lineal foot
of filter rock wrapped in geofabric.
We recommend that a representative from
Owen Geotechnical be present during
grading operations to provide recom-
mendations for other possible water
seepage problems areas.
5.2.12 Transition Lots
To minimize the potential for differen-
tial settlement, the entire cut portion ot areas planned for structures on
transition lots should be over-excav-
ated to a minimum depth of 3 feet below
finished grade and replaced with
compacted fill (see detail Appendix F).'
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The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 28
5.2.13 Trench Excavations and Backfill
Excavation of trenches deeper than 3
feet below the existing grades in the
decomposed rock will be difficult for
light backhoes and may require the use,
of heavy-duty trenching equipment.
Trench excavations in deeper cut areas
may require blasting or undercutting.
To satisfy OSHA requirements and for
workmen's safety, it might be necessaTY
to shore excavations deeper than 5
feet, or the trench walls might be laid
back at inclinations of 3/4:1 (hori-
zontal to vertical) if workers are to
enter such ~xcavations.
All excavations deeper than 5 feet
should be examined carefully by our
engineering geologist to evaluate the
general stability and the possible need
for shoring.
The on-site soils may be used as trench
backfill provided they are screened of
rock sizes over 6 inches in dimension
and organic matter. Trench backfill
should be compacted in uniform lifts
(not exceeding 8 inches in compacted
thickness) by m~cbanical means to at
least 90 percent relative compaction
(ASTM: D l557~78).
Flooding or jetting of backfill should
not be permitted. Backfill placed
behind retaining walls should be
compacted to a minimum relative compac-
tion of 90 percent as determined by
ASTM: D 1557-78. The use of heavy
c;;p.mpaction equipment in close proximity to retaining structures can result in
excess wall movement. In this regard,
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The Buie,Corporation
March 18, 1988
Project No. 510.6.2
Page 29
the contractor should take appropriate
precautions during the backfill place-
ment.
5.3 Foundations and Slab Design
Foundations and slabs should be designed in
accord~nce with structural considerations and the
following recommendat ions. These recommendat ions
assume that soils exposed at finished pad grade
will have a medium to high potential for expan-
sion. These recommendations should be verified by
performing additional" expansion tests after
grading is completed. We recommend that selective
grading be performed to utilize low expansive
soils at finish grade. If this selective grading
is performed, these foundation recommendations ca"n
be revised. Special foundation considerations are
recommended for lots where the fill thickness
differential across the lot exceeds 20 feet.
These recommendations may include additional
foundation and concrete slabon-grade depth and/or
reinforcement, post-tensioned foundations or
undercutting of cut portions of the lot to reduce
the fill thickness differenti~l.
5.3.1 Foundation Design
The proposed one-and/or two-story
residential buildings may be supported
by conventional, continuous or isolated
spreaq footings founded at a minimum
depth of 24 inches beneath lowest
adjacent finished grade. At this
depth, footings founded in fill or
natural firm soils may be designed £or
an allowable (dead-plus~live load) soil
bearing value of 2,500 pounds per
square foot. This value may be in-
~+eased by one-third for loads of short
duration including wind or seismic
forces. Footings should have a minimum
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The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 30
width of 12 inches and be reinforced
top and bottom with two No. 4 rebars
(i. e., four total) and in accordance
with the structural engineer's require-
ments. Isolated spread footings should
have a minimum width of 24 inches and
be reinforced with the structural
engineer's recommendations. The
maximum total and differential settle-
ments for footings designed in ac-
cordance with the above should be
within tolerable, limits.
Footings located on or adjacent to tops
of slopes should be extended to suffi-
cient depth to provide at least 8 feet
of horizontal distance between the
bottom edge of the footing and the face
of the slope. For a 2: 1 slope and a
l8-inch deep footing, this conforms to
a minimum horizontal distance of 5 feet
from the top of the slope to the edge
of the footing.
5.3.2 Floor Slabs
Slabs should have a m~n~mum thickness
of 4 inches and be Qnderlain by a
la-mil visqueen moisture barrier
underlain by a 2-inch layer of clea'n
sand or gravel. The visqueen moisture
barrier should be overlain by a I-inch
layer of clean sand to aid in concrete
curing.
Slabs should be reinforced with minimum
reinforcing consisting of No. 3 bars
spaced 18 inches on centers in two
directions at mid-height in the slab.
Mesh reinforcing is not recommended.
Minor slab cracking is normal and
possible. We recommend that the steel
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The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 31
be supported on concrete blocks (lift-
ers or cradles) to assure proper
placement at mid-height in the slab.
Misplacement of the steel would result
in insufficient rein£orcement of the
slab. The steel should extend from the
foundations into the slabs at 18-inch
spacingsJ and be embedde~ into the
foundations for a distance of at least
12 inches. Post-tensioned slabs
are an alternate option with specifica-
tions provided and designed by a
qualified structural engineer.
We emphasize that it is the respon-
sibility of the contractor to ensure
that the slab reinforcement is placed
at mid-height of all slabs. Our
experience indicates that use of
reinforcement in slabs and foundations
will generally reduce the potential for
drying and shr ink age craccking.. How-
ever, some c~ackingshould be expected
as the concrete cures. The potential
for slab cracking may be lessened by
the addition of fiber mesh in the
concrete and careful control of
water/cement ratios. The use of 10v1
slump concrete not exceeding 4 inches
at the time of placement is recommend-
ed. The contractor should take appro-
priate curing precautions during the
pour ing of concrete in hot weather to
minimize cracking of sl~bs. We re-c-
ommend that a slipsheet (or equivalent)
be utilized if grouted tile or other
crack sensitive flooring (such as
marble tile) is to be laid directly on
the concrete slab. In addition, minor
$tucco cracking, as a result of shrink-
age of the stucco and/or drying of the
structural wooden members, can be
expected.
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OW:NCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 32
We recommend that all foundation
excavations be observed by a tepresen-
tative of Owen Geotechnical prior to
placement of steel and concrete.
5.3.3 Exterior Concrete Slabs
Assuming that moisture-sensitive
improvements are not proposed, exterior
patio and/or driveway slabs should have
a minimum thickness of 4 inches and be
underlain with a 4-inch layer of clean
sand or gravel. Slabs should be
reinforced with No. 3 rebars spaced 18
inches on centers in two directions.
Welded wire mesh (6x6-6/6) supported on
concrete chairs is an acceptable
alternate. Other exterior concrete
slabs (Le., walkways and decking)
should conform to the above
requirements. Crack control joints
should be provided at regular
intervals. Some slab cracking is
likely but reinforcing will reduce the
potential for cracking. Surface
improvements such as patio and sidewalk
slabs and swimming pools should be
maintained (where practical) at least 5
feet from the tops of slopes.
5.3.4 Moistenins of Foundation Soils
Footing excavations and slab subgrades
should be moistened prio~ to placement
of concrete. The soil moisture should
be at least 2 percent over optimum to a
depth of at least 24 inches. All
foundation excavations should be
observed and tested as necessary by a
representative of Owen Geotechnical
pr lor to placement of steel and con-
crete. Effort should be made to
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OWiNCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 33
prevent large moisture content var ia-
tions of the underlying soils by
providing posi ti ve drainage avlay from
the building foundation$.
5.3.5 Lateral Earth Pressures
Cantilever walls (yielding) retaining
low expansive, granular soils may be
designed for an active equivalent fluid
pressure of 35 pounds per cubic foot.
If on-site medium, to high expan$ive
soils are used the value should be
raised. Restrained walls (non-yielding)
for low-expansive soils should be
designed for an equivalent fluid
presSure of 50 pounds per cubic foot.
These values assume a level backfill
and free-draining conditions. if
sloping backfills are planned, we
should be consulted to provide design
lateral pressures. Drainage should be
provided as indicated in Appendix F.
Any future surcharge from adjacent
loadings should be evaluated by the
geotechnical and structural engineers.
The horizontal distance between founda-
tion elements providing passive resist-
ance should be a minimum of three times
the depth of the elements to allow full
development of these passive pressures.
All retaining structur~s Should be
provided with adequate drainage (see
Appendix F). Wall footings should be
designed in accordance with previously
stated foundation design recommenda-
tions and reinforced in accordance with
local code$ and structure considera-
tions.
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C7N':NCONSULTANTS
The Buie Corporation
r-1arch 18, 1988
Project No. 510.6.2
Page 34
5.3.6 Lateral Load Resistance
Footings or slabs founded in natural
soils or compacted fill may be designed
for a passive lateral bearing pressure
of 300 pounds per square foot per foot
at depth. A coefficient of friction
against sliding between concrete and
soil of 0.35 may be assumed. These
values may be increased by one-third
when considering loads of ~hort dura-
tion including wind or seismic loads.
5.3.7Payement Desi~n
The appropriate pavement sections
depend primarily on the subgrade Soils,
shear strength, traffic load, and
planned life. Pavement designs shouid
be confirmed by R-Value 'testing on
final subgrade materials.
Asphalt concrete (AC) and Class II rock
base should conform to, and be placed
in accordance with the latest revision
of the California Department of Trans-
portation Standard Specifications.
Prior to placing the pavement sections,
the 'subgrade soils should have a
relative compaction of at least 90
percent. We also recommend that the
base course be compacted to a minimum
of 95 percent relative compaction
(based on ASTM: D 1557-78).
5.5 Surface Drainage
Surface drainage should be controlled at all
times. Positive surface drainage should be
proviq~d to direct surface water away from
the structures toward the street or suitable
drainage facilities. ponding of water should
be avoided adjacent to the structures. Area
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C7N:NCONSULTANTS
The Buie Corporation
March 18, 1988
Project No. 510.6.2
Page 35
6.0
drains should be provided in areas of decking
and lawns. We recommend that drainage be
directed away from the top of slopes. The
need for drainage devices on the slopes is
within the scope of the design civii
engineer.
We recommend that measures be taken t·o
properly finish grade the building area, such
that drainage water from the area is directed
away from building foundations (four percent
minimum grade for a distanc~ of 5 feet)J
floor slabs, and tops of slopes. Plant ing
areas at grade should be provided with
positive drainage away from the building.
Planters adjacent to structures should have
closed bottoms and should have provisions for
drainage such as catch basins and pipe
drains. Drainage and subdrain design of such
planters should be provided by the design
civil engineer and/or architect.
The prov~s~on of adequate surface drainage
features is essential to minimize erosion of
slopes and ponding of water adjacent to
foundations. In addition to positive lot
drainage, drainage improvements often employ-
ed include roof gutters (with downspouts
discharging away from foundations into
suitable devices), subdrains around buildings
and shallow area drains. The property owners
should be encouraged to maintain good Surface
drainage.
CONSTRUCTION OBSERVATIONS AND LIMITATIONS
The recommendations provided in this report are based
on our observations. The interpolated subsurface
condition~ ppould be checked in the field during
construction by a representative of Owen Geotechnical.
We recommend that all foundation excavations, cut
slopes, and grading operations be observed and/or
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OW.iNCONSULTANTS
The Buie Corporation
t-iarch 18, 1988
Project No. 510.6.2
Page 36
tested by a representative of this firm so that
construction is performed in accordance with the
recommendations of this report. Final project draw-.
ings should also be reviewed by this office prior to
construction. We assume no responsibility or liabil--
ity for work performed by others.
The recommendations contained in this report are based
on our field study, laboratory tests, and our under~
standing of the proposed construction. If any soil
conditions are encountered at the site which are
different from those assumed in the preparation of
this report, our firm should be immediately notified
so that we may review the situation and make supple~
mentary recommendations. In addition, if the scope of
the proposed structures changes from that described in
this report, our firm should also be notified. This
report has been prepared in accordance with generally
accepted soil and foundation engineering practices
within the greater Southern California.
Professional judgements presented herein are based
partly on our evaluations of the technical information
gathered, partly on our understanding of the proposed
construction, and partly on our general experience in
the geotechnical field. Our engineering work an9
judgements rendered meet current professional stan-
dards. We do not guarantee the performance of the
project in any respect.
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 the
safety of other than our own perspnnel on the site.
Therefore, the safety of others is the responsibility
of the contractor. The contractor should notify the
owner if he considers any of the recommended actions
presented herein to be unsafe.
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SCALE (MILES) ..
NORTH o 1
I
SITE LOCA TION MAP CARLSBAD HIGHLANDS
I ()YEN/G-O~CHNICAL / PI7QJECT NO. 510.6.2 / FIGURE NO. 1
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APPENDIX A
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-l-e..
w
o
-
; BORING NUMBER 1
< -' u ELEVATION -o ~ I _____________________ ~
U) (ii r-
CI)
DESCRIPTION
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Z c::
w :;:) c:: l-
<: (/)
Q. -c-o
<: :::i:
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--" >-.? w ,.
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.0 U 0
-u
<
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-ISM /Brown SILTY SAND / Hl!mid Loose _1_ / -
1 - -l--_i-(Alluvium) -----+------- - -..:---
_ SC Brown Hoi st Loose
2 -CLAYEY SAND
-US 14
3 -
-f----f------------
-
'---1-----------1----
4 -CL Brown
5
6
7
-
US
BAG
SANDY CLAY
8 ~r--scrrown - - ---
_ CLAY~Y SAN~ With Cobble
9 -
REFUSAL ON COBBLE AT 9.5'
-
-
-
-
-
-
-
-
M SOUTHERN CALIFORNIA W SOIL &TESTING, INC,'
f~oist I-ledium
Moist
S~iff
t---
Medium
Stiff
13 97.0 24.8
-r---
-
-
-
-
-.. '-
-
-
-
-
-
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SUBSURFACE EXPLORATION LOG
LOGGED BY: .11-1
JOB NUM.6ER: 862J081 I Plate Ho, 4
OYiiNjG-Ol=:CHNICAL
r
j PI70JECT NO. 51-0.6.2 j FIGURE NO, A-1
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w ;:); til C;;
0 <: til
til <
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1 -
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2
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5
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7 -
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8 -
-
9 -
-
us
--
US
SAG
-
ell SC
SC
--
10---
-US CL
11-
-
IT
-
Brown
SANDY CLAY/CLAYEY SAND
(Alluvium)
Humid Soft
-_.-
Medium
Stiff
To
Stiff
------'---
Brown.
CLAYEY
yo
SAND
---Water
Table
Greenish Brown
SANDY CLIl.Y
~loist Loose
Wet
Satura-
ted
Satura-' Medium
ted Stiff
-1-----------ISatura--ll~ed;um
ted Stiff
Sl1 Brown
SILTY SAND
15
-
34
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7 95.9 28.3 -
-
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<¢>SOUTHERN CALIFORNIA" SUBSURFACE EXPLORA,TION LOG ,...c L OG·GED BY: JH DJ..TE LOGGED: 5-5-86
Plate No. ~ JOB NUMBER:8621081 I ~l· SOl L & T EST I N G, INC.
OWiN/G-OT=CHNICAL
r
/ PI70JECT NO. 510.6.2 / FIGURE NO. A - 2
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0 <: fJ)
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BORING NUMBER 2 r-U >-0 LU .> -;,(
r-LU U r-~ Z Z I--.; -LU LU Z ::: c: I-:z: '" ::: -
w ~ w w ~ e( « '0 ::: f-> 0
ELEVATION C: ~ z ~ - -c: f-e: I-w --Z f-I--l-e( fJ) < _ W I-'" -' c u '" UJ < U
C--0.. '" C w ---. c. -f-..J < C. 0 c.. Z Z fJ) .. >--0 Z w C-
< ~ < 0 e: ~ w w c: ~ 0 a: ~
OEseR IPTION U 0 c: 0 c-D U 0 .0' U
15 I -US S;1 Brown satura-I Loose
ted 9 -
16----lliTUAtilL __ --------f---_I -' ~I --
17-
_ CL Greenish Brown Wet To Stiff
Hoist SANDY CLAY
-
18 -
-
19 -
-
20 -
-US 21 105.0 20.4
21 -
-
22-
-
24 -
-
25 -
-US 14
25
-pORING ENDED AT 25'
-
-
-
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~SOUTHERN CALIFORNIA :.sr:; . :::T/ SOIL &TESTING,INC.
SUBSURFACE EXPLORATION LOG
I DATE LOGGFO: 5-5-36 LOGGED BY: JH
I ,D1.?t" No. 6 JOB NUMBER: 8621081
OYIiN/G-O~CHNICAL
r
/ PI70JECT NO. 510.6.2 / FIGURE NO A-3
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UJ W III = LoJ ..oJ U W => « « '0 z: => >-
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Q. "-o ... « III « _ UJ t-III -0 IJ en UJ
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1 -CH Dissicated Stiff
(Topsoil)
2 -Cl Green SILTY SAND ~loi s t Very
-(Santiago Forma han) Stiff
3 -
4
US I 39
5 -
-
6 -
-
7 -
-
8
-'
9 -
-US Red Brown, Red Greenish Hard 49
10-Brown
-
11
12"
13"
-
14"""
-US Ml& Red Brown CLAYEY SILT & Very 28
rl 8rown SILTY CLAY Stiff
15
.~ SOUTHERN CALIFORNIA SUB SUR FA C.E EXPLO RATION
:5b . LOGGED BY: JH DATE LOGGED: ::-r:; SOIL &TESTING,INC.
8621081 I JOB NUMBER: Pl ate NQ.
OYI.:NjG-Ol=:CHNICAL
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= >-l-I-w ~ Z I--U .,; w ~
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Hard 21-
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Dense -
21
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20-
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30--
3r
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-
33""
-REFUSAL AT 33.5' ON ROCK
~ SOUTHERN CALIFORNIA SUBSUR,FACE EXPLORATION
.51L:. SOIL &TESTING,INC. LOGGED BY: JH DATE LOGGED:
I JOB NUMBER: 8621081 Pl ate No. 8
OWi~G-Ol=:CHNICAL / PI70JECT NO. 510.6.2 / FIGURE NO. A-5
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LOG
5-5-86
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c <: <~
<I) <
..J DESCRIPTION u
0
S~I Red Brown SIL TY SAND
1 -(Decomposed Granitic Rock
-
2 -
-.
3 -
-
4 --------
-Light Brown
5
BAG
6
-
7 -
-
8 -
-
9 -
-
10-
-
11-
-,
12-
-
13-
-REFUSAL AT 13'
-
-
:5b; . <$> SOUTHERN CALIFORNIA
T SOIL & T t;: S TIN G ,I N C.
~ z ~ u ~ 0 !0-W Z Z :: -z c: I-W W <I) UJ ::l c: l-~ <: c: I-<I) -r:: <: <I) <: _ W I-c. -Q. tI) C w c. 0 c.. Z Z <: ::l: -< 0 r:: w u 0 a.
Humid Medium
Der:lse '---Dense
-.,
W .>
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<: '0 z
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SUBSU.RFACE EXPLORATION lOG
LOGGED BY: JH DATE LOGGED: 5-5-86
JOB NUMBER: P;::.? 1('Hl 1 I Q
OWiN/G-O~CHNICAL / Pi70JECT NO. 510.6.2 / FIGURE NO. A-6
T
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c.. I-t) >-U1 .> -
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::: I-z: c: >-:z: Vl :::: -
« -w -> 0
::: w ..J t) U1 :> LU >-Vl « « '0 z :> >---
-' --ELEVATION c: l-e: '" :: r::: >-LU -z: >-....
>---l-
e.. Co. o u. <: Vl « _ U1 >-Vl -Q u Vl LU « t)
U1 ::;: Vl ;;; 0.. -0. U) 0 W -..,. Q. -.... ..J «
« o~ 0. 0 c.. :: :: Vl <D >--0 z: w c..
0 :::; « 0 c: U1 ~
U) < « w r::: :::; 0 r::: ::;:
t) 0 r::: 0 0
..J OESC'R IPTION c.. t) 0
.t:J t)
t)
0
-CLI Green SILTY CLAY, Humid 1'1edi um -
1 -CH Dissilated ----Stiff -
-(Topsoil) ~loi s t -
-2 -
-
3 -SC Yell ow Greenish Tan ~lo is t Hedium. -
CLAYEY SAND Dense ,
-To -
4 -(Santiago Formation) Dense
--
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f-US SI~ Grading Into SILTY SAND 34 -
6 1--
BAG -
-7 --
B-------------
Moi st !Medi:-
---------' ---~
-SC Green CLAYEY SAND
9 -
-
Dense
To
Dense
--
:..
-
10"--r---------------r---i--
_ SCI Yellow Greenish Tan
.,.. SM
11-CLAYEY SILTY SAND
--.
Ie -
--
13""
----..:--+---? ? ---,..:----?
Green SILTY SAND Moi st Hard CL It;-
--
15~~~--~------------------~--~~----~~~~----~----~-----J
4b> SOUTHERN CALIFORNIA
:S~ T SOIL &TESTlNG,INC.
SUB,SURFACE EXPLORATION LOG
LOGGED BY: JH I DATE LOGGED: .5-5-86
Joe NUMBER: 862108~ I Plate No. JO
CMeN/G-Ol=:CHNICAL
r
/ Pi?OJECT NO. 51 0.6.2 / FIGURE NO. A-7
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-;;: w 0 >-:z: ., >--Co. -BORING NUMBER 5 I-U >-0 w > I--
-.: >-l-I-W Z ;;:: !: -u .; -w ~
= l-e( ::: c: ,... 2-V> c:: -w UJ V) = w ~ U w :::l < -< "0 ;;:: :::> I-
ELEVATION c:: ,... ~ -
I-...J --c: l-V> -c:: I-...: I.:.J -I-Z
e.. Co. o ... < V> e( _ W l-V) -0 u V> w
w ::l: V) Vi c.. -Co. V) 0 I.:.J --... 0--I-
0 < IJ) c.. 0 c.. ~ z IJ) '" ~ -0 :z:
C/) < e( ::l: ~ 0 c: w W ~ c:: ::l: 0 u a c: 0 0 ...J OEseR IPTION Co. U &J
() -
15
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16 SIL TY CLAY
17 --:-=:::?-cLAYEY SAND?
18
-
19 ---,.-
24 -
-
25 --==-=+=-s I L TY -J.LS-SAND 51
26 -
-
27
PB
28
-
29 T' Water ---Table
(Measured At End Of
30 -Day)
-
32 -
3sl US Green & Red Brown Very 7-0 108.5 20.5
36 D /
Herd
I I I 42 V~ SC Pale Green CLAYEY SAND Isatura-Very -
ted Dense [lORING ENDED AT 42'
~ SOUTHERN CALIFORNIA SYBSURFACE EXPLORATION
~b . LOGGED BY: JH \DATE LOGGED: ~ SOIL &T~STING~INC.
8621081 I JOB NUMB.ER: Pl c tp No. 11
ow.:N/G-O~CHNICAL / PI?OJECT NO. 510.6.2 / FIGURE NO. A-8
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LOG
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-
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-SC Greenish CLAYEY SAND Humid Meduim
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3 -(Santiago Formation) I·loi st To
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4 -
-
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-us SWSC Grading Into Pale Humid 43
6 -Yell ow; sh Green Slightly
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11
~ SOUTHERN CALI FO RN IA SUBSURFACE EXPLORATION
:.sl.b ,'S 0 I L & T ;; S TIN G, INC.
--
LOGGED BY: JH DATE LOGGED:
8621081 I. JOB NUMBER: Pl ate No.
, '
C7t\eN/G-OT=:CHNICAL
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/ FIGURE NO, A - 9 / Pi?QJECT NO. 510.6.2
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1-10; s t -
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PB
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-REFUSAL AT 28'
-
-
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-
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<¢> SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
~L. . T SOIL &TESTING,INC. LOGGED BY:
JOB NUMBER:
OYIiN!G-OFCHNICAL
r
! Pi?OJECT NO. 510.6.2
JH DATE LO GG·ED·: 5-7-85
8621081 I Pl ate No. 13
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AA SOUTHERN CALIFORNIA W SOIL &TESTING, INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH DATE LOGGED: 5-7-85
JOB NUMBER: 8521081 Plate No. 24
o.v=N/G-O~CHNICAL
T
I PROJECT NO. 510.6.2 I FIGURE NO, A-11
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w :::l "' "' "0 -:::> ... --
:! ELEVATION c: ... c: ~ :z -:::: ....
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21 -Brown SILTY SAND De-nse -
-. -(Pa 1 eosoil ) -22 ---
23 --------------,---------------...,--
-SCI Light BrOl~n With Lavender Humid Very -
24 -S/>1 Tint & Pale Green; sh To Dense
Moist -
-Brown CLAYEY SILTY SAND -
-25 -. --26 -PB
27 -c
--
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--:-
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3D -US NL CLAYEY SANDY SILT Very 50/55" 105.6 15.7 -
Hard --
-31 ---
-32 -
~ -
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--
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---BORING ENDED AT 35'
35
~ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
:5lG SOl L & T EST I N G, INC. LOGGED BY:
,
JOB NUMBER:
Ot\SN/G-OtCHNICAL
r
/ PROJECT NO. 510.6.2
JH IDATE LO G-G ED: 5-7-86
8521081 I Pl ate No. 1 -~:>
/ FIGURE NO. A-12
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7-
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8-
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1 ~AG
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=.:-
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SILTY SAND
(Santiago Fromation)
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Olive Gre!:n
--
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, f"_
.-'
~ SOUTHERN CALIFORNIA W SOIL &r;;STING,INC.
« :::
Humid ~. ed~'um Dense --'
~ioist De:lse
t-io; st Dense
To Very
--- -Dense
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c t,> o
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SUBSURFACJ: EXPLORATION LOG , '
LOGGED BY: JH DATE LOGGED: 5-14-26
JOB NUMBER: 8521081 I Plate No. 15
aN.:iN/G-O~CHNICAL
r
/ PI70JECT NO. 510.6.2 / FIGURE NO. A-13
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-.,-SILTY SAND
24-
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25--I--- --------
-Yellow BrO\'/n
26-
-
27-- ------------
-
28-
-
29-
-
3D-
-
31-
-
32-
-
':I~ .. ..I
-
-
-
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--
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US
Yellow Brown & Pale Olive
Green
REFUSAL AT 33'
M SOUTHERN CALIFORNIA
~ SOIL &T~STING, INC:
-~ z ..
u >-0 w ~ I-w I-U Z ~ -.; % e: Z w ~ z w ::> w ,... vi < < '0 e: l-e: V) z :::: I--< til < -W l-V) -Q. -Q. <Il Cl w -....
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SUBSURFACE EXPLORATION LOG
LOGGED BY: JH I DATE LOGGED: 5-14-86
JOB NUMBER: 8621081 I Plate No. 17
OYiiN!G.-OT=:CHNICAL ! PROJECT NO. 510.6.2 ! FIGURE NO. A-14
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1 (Pa 1 eosoil) -
BAG
-
I -=--_ -~ 2 :;: ~ rrihite SANDY SILT --lHumid -, Very--~ -,-, Hard
3 - -~llow Br~ & Pinkish ~ -~ -O---i -SCI Humi d Dens e
4 -SM Red Brown
_ CLAYEY SILTY SAND
-
5 -----' --:-----------------+ -----
-Pinkish To Red Brown
6 -Speckl ed White
-
7
BAG
8
-
9 -
11· us
15
Highly Weeathered
--
2:
BAG
2~
!-US 2~-
2:T BORING ENDED AT 28'
M,SQUTHERN CALIFORNI~ W SOIL &TESTIHG, IHC.
Very 72/5.5'
Dense
50/3/1
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH ' DATE LOGGED: 5-11l-:86
IJOB NUMBER: 8or _?10'811 Pl'" " 18 a ~e ,,0.
c:MeN/G-O~CHN!CAL
T
/ Pi?OJECT NO. 510.6.2 / FIGURE NO. A-15
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w ::; <Il Vi c.. -c.. <Il 0 W -..... Co '-,.... ~ <
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u '" u
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1 -SIL TY SAND To --~ledi um -(Fi 11 ) Dense -
2 --
--3 --
4 -SM Brown SILTY SAND Humid ~ledi um
Dense -
-(Topsoil ) -
I::: '" -SI'! Pale Greenish Grey Moist Dense -
6 SiLTY SAND .-
(Santiago Formation) -
7 BAG -
-
8 -
--
9 --
-US -
10--
2f
-'-
1 us Very 50/4"
Dense
15
31--
-BORING END~D AT 3D' -
--
SUBSURFACE E X P LOR A T I 0 NL 0 G
4b>SOUTHERN CALIFORNIA :sc..: -~ SOIL &TESTING, INC. LOGGED BY: JH DATE LOG-GED: 5-14-86
JOB NUMBER: 8621081 I P 1 a te No. 19
CMeN/G-OT=:CHNICAL
r
I P/70JECT NO. 510.6.2 / FIGURE NO. A-16
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.... ..J - -
ELEVATION c: .... e:: '" :z: a: .... UJ -:z: -l-
e.. e.. o ... <: '" <: _ W ... '" -C u I./) w
w ::l: I./) Vi e.. -c.. '" 0 w -..... c.. -I-
0 <: I./) c.. 0 e.. :: :: '" "' ,... -0 Z
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.:J U
U
0
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To
1 -CLAYEY SILTY -..--Medi um (Topsoi 1 ) Dense
2 -SI-I Yellow Bro .. m Hoist Dense
-SILTY SAND
3 -(Decomposed Graniti c Rock ---
Humid -
4 -
-
5 -
-
6 -
-
7 -
-
8 r-
9 BAG
Ie
-
11-----------r---
-Fractured Rock Very
Dense
12-
-
13-
-
14
-I I REFUSAL AT . 1 ~ I I I I
-I I -"'
<¢> SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION
~C . LOGGED BY: . JH IDATE LO G G ED: ::T/ SOIL &T~STING,INC.
JOB NUMBER:862108,l I
OYi.iN/G-O~CHNICAL
T
/P/7OJECT N,o. 510.6.2
Plate
/ FIGURE NO.
No. 20
A-17
.?
w Z
> 0 --... .... « u
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0
()
-,
-'
...,
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5-}4.,.86
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..J OEseR IPTION
U
a
-SC Ye 11 ow Brown & BrOlm
1 -CLAYEY SAND
-(Topsoil )
2 -
-
3
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4 -CLAYEY Very SILTY SAND
-1'. (Santiago Formation
5 '-...f-lY --___ Yellow Brow_n __ --Pale Grey Yellow Brown
6 bag
7 -------
Pale Greenisb Yellow Tan
8
-
g--f--------------
-CK SM SILTY SAND
10-
-
11-
f-UJ z a::
UJ ::> c:: f-« '" c.. -C-O « ::;:
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---
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---
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Very 50/5.5"
Dense
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-
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-
.~ SOUTHERN CALIFORNIA W SOIL &TESTING, INC.
OWiN/G-OT=:CHNICAL
T
/ PROJECT NO.
Humid
To
Hoist
5 U B SUR.F A (,E EX P LOR A TI 0 N LOG
LOGGED BY: JH DJ..TE LOGGED: 5-14-26
I JOB NU M B E R: 862!081 Plate No. '21
510.6.2 / FIGURE NO. A-18
=
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16 -SILTY SAND To Dense
t·10i s t -
-I -
17 ----1--____ -
-Pale Greenish To -
I 18 -Yellowish Tan -
--
19 --
I --
20 ------------
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24 --
US 50/5.5" --
I 25 --
--
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I
I
-.-~
28
'-SCI Pinkish To Red Brown Humid Very
SM Dense --
29 -Sp'eckl ed White -
-SILTY CLAYEY SAND -
30 --
I -(Paleosoil) -
31 --
--I 32 --
--
I 33 --
--
I
I
34 -US BORING END::L) AT 34.5' ,5"0/5" -
~ SOUTHERN CALIFORNIA $ U B $ ,U R FA C E EXPLORATION LOG
::..sC ' LOGGED BY: JU IDATE LOGGED: 5-1A-86 'T SOl L & T EST I N Ci, INC. " I JOIl NUMBER: 8621081 Pl a te No, 22
I
I OWiNjG-Ol=:CHNICAL j PROJECT NO. 510.6.2 A-19 jFIGURE NO
I T
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DRILLING COMPANY: SAN DIEGO DRILLING RIG: TRUCK-MOUNTED
BUCKET·-;"UGER DATE: 2-26-88
BORING DIAMETER: 30 INCHES DRIVE WE,IGHT eS): DROP: ELEVATION: 175,'±
W ...J Cl. :2 «
(f)
Cl « co
-
-
-
-
5-
-
-
-
-
10-
-
-
-
-
15-
-
-
-
-
20-
-
-
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W f-...J 0 >-Cl. f-Z 0 (f) « LL. z~ .... (f) (f) UJ ()
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0: ...J a:
0 co 0
f-.
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f-Z (f)UJ -f-Oz ZO
()
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sci
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f-.
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25-
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sc -I--
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TEST BOHING NO. 13
TOPSOIL: Dark gray-brown sandy clay, slightly moist to moist,
numerous roots and rootlets
Ll'.NDSLIDE DEBRIS: Light gray clayey sand/sandy clay, moist to we't,
loose to medium dense, soft to firm, locally stained pale reddish-
brown with iron oxides
@ 4.0 ft. Light gray clayey sand" very moist to wet, medium dense
to dense, contains an occasional gypsum seam
@ 6.5 ft. Dark olive-gray clay, very moist to wet, firm to stiff
@ 9.0 ft. Becomes wet to very wet, soft, brecciated, slightly
mottled, contains seams, of yellm"ish-brown, silty clayey
sand
@ 10.0 ft. Dark olive-gray claystone, moist to wet, firm to stiff,
moderated jointed and fractured
Fracture: N40°-W, 57°NE, filled \dth wet" soft clay
Joint: 563°E, 32°SW, semi-continuous surface stained
pale reddish-brown with iron oxides
Joint: N40oW, 37°W, semi-continuous
Fracture: North-south, 33°W, continuous, filled with wet
soft clay
Joint: N75°E, lBoSE, continuous, surface stained pa-J.e
reddish-brown with iron oxides, slickensides
Joints: Omni-directional
@ 13.0 ft. Joint: N10·E, 27·SE omni-directional, semi-continuous
@ 14.0 ft. Light gray clayey sand, moist to wet, medium dense to,
dense, locally stained pale reddish-bro~~ with iron oxides
@ lQ.O ft. Becomes pale yellowish-gray
@ lB.O ft. Dark olive-gray clay, wet to very wet, so~t to fi~,
brecciated
@ 20.0 ft. Becomes stiff to very stiff, slightly jointed
@ 22.0 ft. Fracture: N47·rl, 35°SW, filled with soft ciay and gypsum
@ 24.0 ft. Becomes brecciated, wet, soft to firm
@ 25.0 ft. Becomes less brecciated, less j'ointed, stiff
@ 26.0 ft. Pale yellowish-brown clayey sand, very moist to wet,
medium dense ,to dense, fine grained
@ 28.0 ft. Slight seepage
@ 29.5 ft. Dark Olive siliceous sandstone
Tota~ Depth: 29.5 ft. North quadrant of borehole downhole
logged to 25,.0 ft. No Water
'f..':
'f-
-~ __ ~f---+ __ -+ ____ -+ ____ -f~ 30 __ ...J-_~_~_-L ___ ~ __ ~ __ ~~N~0~c~a~v~i~n~q ______________________________ ~ __________ ~
TEST BORING LOG
PROJECT NO. 510.6.2 I CARLSBAD HIGHLANDS IFIGURE NO. ,A,-20
OWiN/G=:O~CHf\jICAL
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-DRILLING COMPANY: SAN DIEGO DRILLING
T:r..lJ'-.l\.-l'.L()lil~TED
RIG: BUCKET-AUGER DATE: 2~26-88
BORING DIAMETER: 30 ·INCHES DRIVE WEIGHT (S): ---DROP: ---ELEVATION: 2.3 5 I ±
~ W I-W ....I >-I-....I 0-0 I-W 0-2 0 Ci5 W :::E « LL z:::, S ..... <: (/) (/) Wu
I (/) :s: Oc. W '-' I-CJ > 0 >-0-<: -0: W ....I CD 0: CD 0 0 0
1--0
-!-
--
-
--
5--
----1--.-
-'--
-
---
10-r--
-I--
--
--
--
15--
--
-I--
-I--
-r--
20-r--
-r--
-I-
-I-
-I--
25
--
-I--
--
--
30
PROJECT·NO. 510.6.2
,...,
LU~ 0:'-' :::>1-I-Z (/)W -I-Oz :::EO
0
1--
I
(/) (/)r; «(/) ....10 O· (/) ....I .• -:::> 0'-' (/)
SC
CL
:----.,
SC
cL/
sc
TEST BORING NO. 14
SOIL DESCRIPTION
TOPSOIL: Dark brown sandy· clay, very ~oist to wet, soft
@ 2.0 f.t. Becomes dark gray-brown
UU,DSLIDE DEBRIS: Dark olive-gray clay, very moist to very wet,
soft to firm, highly hrecciated and weathered
@ 5.0 ft. Dark olive claystone, very moist, firm to stiff, less
brecciated and jointed, locally stained reddish-brown
with iron oxides
@ 6.0 ft. Light ~ellowish-gray clayey sand, moist to very moist,
medium dense to dense, fine to medium grained·
FORMATIO~AL: Light olive-gray sandy claystone, moist to very moist,
stiff, locally cemented, very stiff to hard, interbedqed with light
gray to pale reddish-brown clayey sand, moist, medium dense to dense
@ 12.0 ft. Becomes predominately pale reddish-brown, moderately
cemented
@ 20.0 ft. Becomes less cemented
@ 21.0 ft. Becomes moderately cemented, locally light purple
@ 25.0 ft. Refusal
Total Depth: 25.0 ft.
No Water
No Caving
North quadrant of borehole downhole logged to a depth of 21.0 ft.
TEST BORING LOG
CARLSBAD HIGHLANDS I FIGURE NO. ;'-21
OWiN/G:::O~CHNICAL
r,." 3.
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DRILLING COMPANY: SAN DIEGO DRILLING
BORING DIAMETER: 30 INCHES DRIVE WEIGHT (S): ---
W I-.J >-,..,
Cl.. 0 t:: UJ* (/}
:2 0 (/} o:~ (/}"
<: LL z::, <:(/} ..... :;:'1-.J ' (f) (f) Wo I-Z oC1
W ~ 00. (/}W .J~ ~ -I-> 0 >-Oz -:;:, -.J 0: :20 o~ 0: 0 (/} 0 co 0
,.., W I-.J W Cl.. W ::E 1:::; '<:
I (/}
I-0 0.. <: W 0 CO
f--O
TRUCK-MOUNTED RIG: .'RTlrl<'P'l'-ll.T1r::'P'R
DROP: ---
DATE: '2-26-88
ELEVATION: 22S'±
TEST BORING NO. 15
SOIL DESCRiPTION
Sc
~ -TOPSOIL: Brown clayey sand, slightly moist to moist, loose, abundant
roots and rootlets ~
-I-
-
-
5-
-
-I-
-~
--l-
10-f--
-I-
-~
-~
-l-
15-I--
-~
-
-I-
20-f--
-I-
-l-I
-I-
-~
25-I-
-I-
-I-
-I-
-I-
30
PROJECT NO. 510.6.2 I
sc
SC
@ 1.0 ft. Becomes brown to dark reddish-brown
Lhl.DSLIDE DEBRIS: Reddish-brown clayey sand, moist to very moist,
medium dense, moderately weathered
@ 4.0 ft. Pale yellowish-'gray to light gray clayey sand, moist,
medium dense, less weathered
FOru1ATIONAL: Moist to very moist, dense, ~ocalized zones of olive
and light yellowish-bro~~ clayey sand, dense to very dense, slightly
cemented
@ 17.0 ft. Refusal
Total Depth: 17.0 ft.
No Water
No Caving
TEST BORING LOG
CARLSBAD HIGHLANDS 1 FIGURE NO, A-22
I-
~
f-
.. ----------------------------------------------------~--~-----------------------
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1
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1
I
1
1
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.1
I
DRILLING COMPANY: SAN DIEGO DRILLING RIG: TRUCK MOUNTED BUCKET-AUGER DATE: 2-26-88
BORING DIAMETER: 30 INCHES DRIVE WEIGHT (8): DROP: ---ELEVATiON: 430'±
~ W I-W ..J >-I-..J 0.. 0 I-W 0.. ':2: 0 iii W :E ~ <{ u.. z~ <{ ..... Wo I./) I./) :r: I./) 3:: 00.
I-W '-'
0.. CJ > 0 >-
W <{ 0: ..J 0:
0 en 0 OJ 0
1--0
-I--
-I--I-----
-f--
-
5----
--
-I--I---I--.--
I---1----I--
--I--
10-I--
-I--I---1--
-I--
-I--1-----
-I--
15-I--
-'--
--
--
--
20--
-I-
-I--
-I--
25--I--
-I--
-I--
-I--
-I--
30
PROJECT NO. 510.6.2
,.....
w~ I./) I./)r")
0:1-<{I./) ~z ..J . oC! I./)W ..J~ -I-O'z -;:)
:Eo 0"""
0 I./)
SC
>----1--
CL
sc
1---f-sCT 1---",CL
"-
SC
1----1--
sCI
CL
1----'-'---
SC
.' .-. ~
TEST BORING NO. 16
SOIL DESCRIPTION
T-CPSOIL; Brown clayey sand, slightly moist, loose, ~bundant roots
and roo~lets, porous
@ 2.0 ft. Reddish-brown sandy clay, very moist, fizm
FORMATIONl.L;--Light yellowish-gray claYeY sand, moist to very moist,
dense to very dense, fine grained
@ 6.0 ft. Becomes locally stained reddish-brown with iron oxides
@ 7.0 ft. Interbedded with pinkish-brown and light olive claystone
lenses, very moist, stiff
@ 7.5 ft. Light olive-gray clayey sand, very moist, dense, medium
to coarse grained
.@ 11.0 ft. Interbedded with purple clayey sand/sandy clay, locally
cemented
@ 13.0 ft. Pinkish-gray Clayey sand, moist to very moist, dense,
medium to coarse grained
@ 15.0 f,t. Contains zones of dark reddish-brown clayey sand
@ 16.0 ft. Light olive~gray to yellowish-gray clayey sand, very
moist, dense to very dense, medium grained
@ 19.0 ft. Becomes medium to coarse grained
@ 20.0 ft. Contains zones of red to purple clayey sand
@ 22.0 ft. Pale reddish-bro~~ clayey sand
@ 23.0 ft. Refusal
Total Depth: 23.0 ft.
No Water
No Caving
North quadrant of borehole downhole logged to a depth Of 18.0 ft. on
2-26-88
TEST BORING LOG
I CARLSBAD HIGHLANDS I FIGURE NO. A-23
I OYaNjG:::OT=:CHI\JICAL
f'
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I APPENDIX B
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'1
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·1
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1
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:z:
w 0 TRENCH NUMBER 1 e.. ;: >-<: -I-= ==
u -ELEVATION :: w 0 "-..J -l-e.. II) II) e.. ~ II) , .. <: <:
0 U'l ..J u DESCRIPTION
r-UJ :z: c::
UJ :::l a: ;-'-<: U'l c.. 0 c.. <: ~
0
-SC Grey Brown Humid
1 -CLAYEY SAND --
Moist (Topsoil)
2 ~ I I SC Light Tan CLAYEY SAND Moist
(Santiago Formation) 3---------~---
-SM Grading Into Pal~ Yellow
4-To Greenish Tan
Sl L TY SAND
CK
5 BAG
' ..
6 -
-
7 -
-
8-
-CK
9
-TRENCH ENDED AT 9'
-
-
-
-
-
-
-
-
--
-
>->-r-U
:z: :z: ~
UJ UJ U'l
c:: ... z
<: cil UJ -c.. til 0
c..
<: z: c: 0 a u
Loose
--I·jedi um
Dense
11edi um
Dense To
-.pense
I 1
."---
Dense
>-I--II)
w
0
>-
0
~ -~ Z UJ -UJ 0 C:: > --:::l t-j: ... -I-Z U u II) UJ -< ..(
~ to-..J Q.. 0 z '" ~ ~ o· c:: 0 u u
--
SOUTHERN CALIFORHIA. SUBSURFACE EXPLORATION LOG
IDATE LOGGED:
SOIL & TE;:STING,INC. JH LOGGED lir:
JOB HUIoIBE'P.:8'"?lO"'1 . 0_ 0_
aN::N!G-O"ECHNICAL
r
! PROJECT NO. 510.6.2 ! FIGURE NO 8-1
5-2-86
-
-'
-
~
-
,-
-
-
-.
-:
-
-
--
-
-
-
-
-
-
---
-
-
-
-
I'
I
II
Ii
" I
I
I
I
II
,I
I
l
I
I
I
I
I
I:
:z:
'" 0 e.. ;:: >--< -... -::: u -'" -::: 0 Il.. ...J -.... e.. '" ill "'-~ '" u, -< -< 0 '" ...J
U
~ >--I-~ Z -'" -'" 0 '" c::: >--Z :J I--...
lJJ I-:z: I-0
0 u V) lJJ -< -< 0. I-...J "'-->-0 :z: '" ~ c::: ~ 0 t:: 0 0 u u
>-TR,ENCH NUMBER 2 t-U >-lJJ t-:z: c:: z :z: = '" :J '" '" V) c::: l-e: I-:z: ELEVATION -< '" 0( '" lJJ -"-Co. VI 0 0-0 "'--< ~ %: c::: 0( 0 0 u DESCRIPTION D~--~~--------------------~------~------+-----'-----'---~ _ I SM I I r
I Humi d I
Loose
I
Brown To Red Brown -l-"'~~-=~~=-~==~----+------+----~~---+----~--~ SILTY SAND (ToDsoil )
Red Brown SILTY SAND -
2-(Decomposed Granitic Rock ),
Fractures Dipping N150-200W -
3
BAG
4 CK
-
5-
-
6_
-
TRENCH NUMBER 3 7~
0, I _ I Slit Brown SILTY SAND
(Alluvium) 1----------
-
2-
-
3-CK
4-
-
5-
-
-\
SC
SM
Brown CLAYEY SAND
Red Brown To Yellow
Brown SILTY SAND
(Decomposed Grani~ic Rock)
TRENCH ENDED AT 5.5'
SOUTHERN CALIFORNIA
SOIL &. TESTING,INC.
Humid Dense
----
Very
Dense
Moist, Loose
------'
Moist Medium
To w",· ~ ... Dense 107.5 14.3
Medium
Moist \Dense To
Dense
"-- -Dense . '----Very
Dense
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH /DATE LOGGED: 5-2-86
Joe I-lUMBeR: 862108i I Pl2t.e No. 2<1
OWiN/G-O~CHNICAL r / PROJECT NO. 510.6.2 / FIGURE NO. B-2
-
-
...;
-
-
-,
...,
-
-
--
-'
-
-
-
..,.
-
-
~
-,
-
...;
..,.
I
I
I
I
I'
I
I
I' '-'
i
'I
,I ,
}I
I
I:
I
I
• I~
---= >-C-u, c
0
1
5
6
-
-
-
0
-,
;:
-
3-
-
-
-
-
-
::: >-...
w 0 TRENCH NUMBER 4 (,) ;.. >-
C--t-W t-t-~ Z
>-f-Z a:: :::: z :: -w -w 0
t-..: w ~ w w '" II) C: > -
:: (,) a:: ... ;;:: z -~ ... -... -t-a:: z w ELEVATION II) w -l-I-(,)
0 ... ..: r,tl ..: w -' --Q u II) W < ..:
c. <n D. D. '" Q .s= 0 ... -' C-<n C-O c. ~ II) r: >-;;:: w :;.; ..: :I: a:: ..: « 0 :I 0 a:: ..: 0 0
<n -' (,) 0 (,)
(,) DESCRIPTION
(,)
_. ~'\ I Brown SILTY SAND (Topsoil )_I_Hu~
CL&0Brown SANDY CLAY & SANDY I Moist
C/CL CLAY/CLAYEY SAND To Wet ti~-i -I-I~
CK
BAG
SAG
CK
SM Pale Greenish To Yellowish
Brown SILTY SAND
SM/
~lL
(Santiago Formation)
ECONOMIC REFUSAL AT 6.5'
TRENCH NUMBER 5
Red Brbwn Mottled Yellow
& Tan SILTY SAND / SANDY
SILT
(Paleosoil )'
TRENCH ENDED AT 3.5'
SOUTHERN CAL.IFORNIA'
SOIL. &: TESTINGrINC.
"10; S1:
Humid
Medium
Dense
Dense
Very
Dense
Loose
---Dense To
Very
Dense
115.0 11. 2
SUBSURFACE EXPLORATION LOG
LOGGED BY: ,1H IDATE LOGGED: ::'-?-P~
I Ph te No. 25 .J013 NUMBE'R:
862H)P'1
-
-
-
-.
-
-
-
-
-
-
-
-
,....
-
-'
--
-
-
ow.:NjG-,-OT=:CHNICAL j Pi?OJECT NO. 510.6.2 j FIGURE NO. B-3
r
I
r-
,.1:
I
I -y/
I
I ,.
t
I
I
I « -,
I-
't
I:
• I
I z-
UJ 0 TRENCH NUMBER 6 "-;: ,.. <: -,... -
==
u -UJ -EL.EVAT.lON :::: 0 lJ. -' -... "-<II <II c.. ::l: <II u. <: <: c <II -' u DESCRIPTION
0
-SN Brown SILTY SAND
1 -(Alluvium)
.,..----------
2 -SC Dark Grey & Brown
CLAYEY SAND -
Mcttled Red Brown & Grey
CLAYEY SILTY SAND
5-CK SCI
SN
~ Water
-~ 6--Table -;--
7-
-
8-
-
9
>->-~ UJ ~ u !:: z c: Z Z .... ::;) UJ W <II a: ~ z I-IC til <: til <: -....
0. 0. en 0
"-0 c. <: ::l: x: c: <: 0 0 u
Hum~ I Loose
Moist I -----i----
Wet To Loose
Saturated
Wet
---i;laturated
ML/ Blue Grey SANDY CLAYEY SILT/ Moist . Stiff -CL
10-SANDY SILTY CLAY
-" -
(Santiago Formation)
-
-
-
--
-
-
-
;,(
>-
~ x z -.... -UJ d <II c:: >--z -::;) ~ -l-
Z I-U .... -l-0 " <II .... <: < ~ 0 I-..J C.
UJ >-z :!: c:: :!: 0 c: 0 0 u u
i-----
SOUTHERN CALIFORNIA
SOIL. & TESTING,IHC.
SUBSURFACE EXPLORATION ·LOG
LOGGED BY: JH I DATE LOGG ED: 5-2-86
JOB NUMBER: 8621081 I Plate No; 26
OYCN/G-O~CHNICAL / PI70JECT NO. 510.6.2 / FIGURE NO. 8-4
r
--,.:. -
-
.-
.-'
-
-
-
-
-
-.
-
--
-
-
-
-
-
-
.-
-
~I
Ii
I j
I
I
I"'J
l .
Q"
I
I
,I'
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:1;
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1:1'
I
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• ,I'
l
z >-...
0 >--'" TKENCH NUMBER 7 ~ () >-
"" -I.U ~ ~ ... Z
-: ~ Z t:: Z z !: -I.U -I1J 0 >---< 11.1 ;;, '" w V) '" t:: > --,.. U I-Z ;;, I--I-,... ;::!. -a: ~ t:: Z -= ;;: w ELEVATION -< en w I-.... U = 0 u. Vl -< -,W Q u I1J -< -l -"-0 V) -<
~ V) 0 "-til .!: 0 ,.. -' Co
"-"-en 0-0-W :::c III ::E 1: c::: >-z ::E u, -< < 0 :::: :::c a: -< -< 0 0 0 Q -' C V) () () u () DESCRIPTION
~
0
-SMI Grey Slightly CLAYEY SILTY Hum; d Loose -SC
1 -SAND ----
-(/\lluv;um) Moist '.
~-2-
---3 -----.--
4 ..... CK Loose To 95.4 14.3 .-Med;·um
f--BAG ---Dense -
5 Moist To -Wet --
6
-Sf.! Pale Greenish Tan SILTY Moist Loose To -
7-SAND 1\ I·ledi urn .,-Dense
-(Weathered Santiago \_--'--CK Formation) ~ Medium
8-i\ ~n~e_ <-
--' Dense -
-TRENCH ENDED AT 8' -
--
--
----
--------.,... ---
~ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION 'LOG
SOIL &: TESTIHG,IHC.
LOGGED 8'1': JH IDATE LOGGED: 5-2-86
JOB "UIo(BE'R: I 8621081 Plate No. 27
OWiN/G-OT=:CHNICAL / Pi~OJECT NO. 510.6.2 / FIGURE NO. 8-5
T
I
I
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I
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I
I
I
I;
I
I' ~,
I
I
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"
I'
I
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z >-;,t
0 >->--w TRENCH NUMBER 8 ... u z
c.. ;: w ... .... ;,t z z ~ -w w
>-c: Z -0 -.... .e: w ::> w w til til c: ;----= u a: .... z z -::> ... -,.. -w u: ELEVATION ... c: '" w -... z ... u
::: 0 0( V) 0( -w 0 u '" W 0( 0( -' V) -Q. c.. '" Cl Cl. ..J ,.. c.. V) c.. 0 -b ... c..
c.. ::£ '" c.. :I: a: >-z w ::£
"' 0( 0( ::!: <: 0 c: ::E 0 c:
0( 0 0
Cl III -' U 0 U U u DESCRIPTION
,0
-CH Dark Grey Humid t-1edi urn
1 -SANDY CLAY Stiff
-(Topsoil) ---Moist
2 -
Green Brol-m Cobble SILTY ~lo'i s t Dense
3 -SM SAND, t·lax i mum 5 i ze 10" To 1 ~ " -
4 -(Lusardi Formation)
,-
5 -
CK -
6
BAG
7
-
8 -
-
9 -
-
lO-CK
-
11
-TRENCH ENDED AT 11'
-
-
-
-
-
-
~ SOUTHERN CAL.IFORNIA. SUBSURFACE EXPLORATION LOG
LOGGED Br: JH /DATE LOGGED:
SOIL &: T~STIHG,lNC. 5-?-P;:
JOB HUIo(SER: I 8621081 Plate No. 28 -
OWiNjG-Ol=:CHNICAL j Pi?OJECT NO. 510.6.2 j FIGURE NO. 8-6
r
-
..
-
-
--
-'-
-
-
-
-
~
-
-
-
-
.-
-
-
-
-
-
-
....,
-,
-
.-
-,
-
I
I,
I '~
I
I
I
I
I:'
• I
I
I "'-
I
f'
I,
,I
'I
,I
I
w
C--: >--,... --w := -' .-C-C-~ ,,' D -< <J'l
0
1 BAG
2 -CK
-
3 r-
BAG
:::
0
~ < ::: u -0 ~ <J'l <J'l
21
CH
Cli
CH
TRENCH NUMBER 9
ELEVATION
DESCRIPTION
Dark Green Grey SANDY CLAY
Disiccated
(ToDsoil )
Green SANDY SSIlTY CLAY
(Santiago Formation)
I-W ;;: e:: W :::;l e:: l--< t/)
c-
C-O
-< ~
Humid
'·loi st
t·lo; s t
>-
l-U
;;: ;;:
W UJ
e:: I-
-< en -C-'" c. :r: '" 0 u
'-ledi urn
Stiff
Medium
Stiff
>-
= <J'l ;;:
UJ o
e::
0
i-ledium
Stiff To
Stiff
>-I--w
en e:: ;t :: :::;l
LU I-0 " t/) ~ 0 >-~ 0
I
~ -
l-
Z w ,..
0 u
;,(
z w 0
:> -_ I"-
.... U « -<
-' 0-W ::E e:: 6
u
4
-
5 -
lSCI SM
Pa 1 e G-re-e-n-Cl-A-Y E-Y-S I-l-TY-SA-NC-l--M-O ;-s-t ---I--D-e-n-s e T
-+---
-SH Pale Green SILTY SAND
Grading Into CLAYEY Very
SILTY SAND
TRENCH ENDED AT 11.5'
Moist To
very tolo; st
Dense
Ill. 3 17.7
SOUTHERN CAL.IFORNiA
SOIL &: TE~T[HG1atC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH IDATE LOGGED: 5-2-p.~
JOB HUIoIBE'R: 8621081 I Plate No. 29
ClN.:iNjG-OT=:CHNICAL j Pi<OJECT NO 510.6.2 / FIGURE NO. B-7
. T
-
-
-
-
-
-
-
-
-
'-'-\
-
-
-
-
-
-
-
-
-_.
-
-
I·
I
I
II ,
I
I,
I
I
I'
,I
I-
I
f,
;1
I
I
I
I
,
::: ~
;(
0 ~ ~ --
LU Ti<ENCH NUMBER 10 I-LU I-(.) .:-~ :::
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= 0 "-< -'" 0 u UJ < ---0--0 II) < Il. '" Q. ..J
p-"-I/) II) 'Il. 0 -0 I-"-
a. "-X:, >-Z w jf ~ II) < :I: e:: u, < < 0 0 c:: ~ 0 ::: < 0 0
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U DESCRIPTION
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I I I -SC Light Brown CLAYEY SAND «.
(Topsoil ) i-loi st
1 Light Grey To Pale Greenish I·loi st Medium -S~l Dense -
Grey SILTY SAND ---' -2 (Santiago Formation) Dense -BAG
~
3 ---I-1/2" CLAY LEN§E, DIPS
110 N 50 W ----' -Dense, To
4 -CK ~ery Dense .
--
5 -Rumid Very
I CL Pale Green SANDY CLAY, -"'" To Hoi st Hard -
6 -Dips 100 N 60°14 .
CK SloJ Light Grey To Pale Greenish Hoist Dense To 112.9 8.3 -Very DensE -
7 -Grey -
SIL TY SAND --
-' 8 -
--
9 --
--
1"'.
--TRENCH ENLlED AT 10' ----------
.~--
~ -
-
~ SOUTHERN CALIFORNIA SUBSUR'FACE EXPLORATION LOG
SOIL &: TESTlriG,H'-4C. LOGGEO BY: JH /OATE LOGGED: 5-9-26
JOil NUMBER: I 8621081 Plc1:e No. 30
ow.:NjG-O~CHNICAL / PI70JECT NO 510.6.2 / FIGURE NO 8-8
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0
BAG SI·1 Light Brown Mo;st Loose -
1 SILTY SAND -
-(A 11 uvi um) ---...
1-10; s t
2-~.
--
3-----r= S11/ Dark Brown Slightly CLAYEY Moist Loose
BAG SC
4 SILTY SAND ,-
CK -
5----
I T = Mo;stToos~ -51·1 Light Grey SILTY SAND
6
-SI1 Li ght Grey SILTY SAND ~10i s t Dense -: CK
7-(Santiago Fro~aton) -
: rEnCli EiI::E:: ;\T 7 _ 5' .~ -
-TRENCH NUMBER 1 2
0
-SC Brown ~1ottled Humid Loos'e -
1-CLAYEY SAND t-----
(A 11 uv; urn) I·led; urn ----Dense -
2-Moist ----Medium --Dense To
3-CK Dense -
-
4-SM Light Greenish Grey To Pale Moist Medium -
Green Tan SILTY SAND, Upper Dense ...,. -----
I' Porous Dense 5-CK ---(Santiago Formation) -~ -j -.-
9 TR~NrlJ nJn~1I llT 0'
~ SOUTHERN CALIFORNIA SUBSURf!ACE EXPLORATION LOG
SOIL &: TeSTING,INC. LOGGED BY: JH IDATE LOGGED: 5-S-8;;
JOil !-I Ulo(BE"R: I 8621081 Plate No. 31
ON.iN/G-OT=:CHNICAL r / P/7QJECT NO. 510.6.2 !FIGURE NO 8-9
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,
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7-[\
Ti(ENCH NUMBER 13
ELEVATION
DESCRIPTION
Brown To Greenish Brown
CLAYEY SAND, Cobbles On
Surface
(Alluvium)
Grading Into SANDY CLAYI
CLAYEY SAND
Grading Into Pale Yellow
'Greenish SANDY CLAY
Grading Into Dark Brown
Mottled Yellow Brown
'\ -~ __ ~C~L~~Y~EY~S~A~N~D __ _
8-~
9 BAG
CL
SC
Grading Into Pale Green &
Yellow Green SANDY CLAY
Pale Green CLAYEY SAND
(Lusardi Formation)
>->-t-~ t-<.) !: :z: z z
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0( til 0( til '" -"-P.. CII C
P.. 0 "-o( ~ :z: a: < 0 0 <.)
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Medium
Dense
Hedium
Stiff To ___ -+...:::S tiff
Moist Medium
Stiff To
Stiff
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i~ediuT Dense
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--
TRENCH ENDED AT 10'
SOUTHERN CAL.IFORNIA
SOIL,. &: TESTIHG;INC.
-
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH
JOd NUMBE"R. 8621081 Plate No. 32
OWiN/G-O~CHNICAL / PI70JECT NO. 510.6.2 / FIGURE NO 8-1:0
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UI -< -< 0 en ..J u DESCRIPTION
0 -SC Red Brown
1 -CLAYEY SILTY SAND
-(Topsoil )
2 -CK S/"l Red 'B rown Porous
3 -SILTY SAND
-(Subsoil )
4
-51" Pale Green
S IL TY SAND 5 CK ( Lusardi Formation)
BAG
6
-
7 -
-
I 8
-TRENCH ENDED AT 8'
-
-
-
-
-
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-
-
-
-
-
~ SOUTHERN CALIFORNIA.
SOIL & TESTIHGrINC.
C7N.iN/G-Ol=:CHNICAL
r / PI70JECT NO.
-
>-"" >--... u >-w ... !: ... ... z Z c:: z z -w -w 0 w w en en c:: > ;:: :::> w z :::> I--c:: l-e:: I-z -en w -... z ... u -< en -< -w " w -< e.. Q Q ~ -< e.. '" ~ I-..J "-"-0 "-x: C>-O Z ,w ~ -< ::I: .{ e:: 0 0 e:: ::I: 0 e:: 0 U Q U U
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l.jedi um
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,-
Humid Medium
Dense -
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-
Humid Very -
Dense -
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--
'-
-
SUBSURFACE EX P LORA T ION LOG
LOGGED 6'1': JH iD,I,TE LOGGED: ,,>_q_Ph
JOd HUMBER: I 8621081 Plate No: 33
510.6.2 / FIGURE NO. 8-11
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l(}-
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TRENCH NUMBER 1 5
ELEVATION
DESCRI.PTION
Dark Grey CLAY, Some
Boulders On Surface
(Ttopsoil )
Pale Green CLAYEY SILTY
SAND Grading In~o SILTY
SAND
(Santiago Formation)
f-W z c:: "" ::J c: ;-< en
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TRENCH ENDED AT II'
SOUTHERN CALIFORNIA
SOIL &: T;:S=rlHG,IHC.
ONiN/G-O~CHNICAL / Pi?OJECT NO.
r
-
--
-
."
-
-
SUBSURFACE EXPLORATION LOG
LOGGED B'I': JH
JOd HUIo(BE'R: Pl ate No,. 34
510.6.2 /FIGURE NO. 8-12
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~, « -< 0 V) ..J u DESCRIPTION
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-CL Dark Grey
1 -SANDY CLAY
, (Toosoi 1 )
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3 -(Santiago Formation)
-rnnt"~r Dire:: ~o N ~oo j:" I CL Pale 4 -Green SANDY CLAY,
-Hiohtlv j:",..~rt'lrert ~ale Green SANDY SILT 5 -
-
SCI Pale Yellow Tan To Ye 11 ow 6 -SI>1 -Green Slightly
7 -CLAYEY SILTY SAND
-
8-
-
9
-TRENCH ENDED AT 9'
-
-
-
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-
-
-
--,
~ SOUTHERN CALIFORNIA
SOIL &: t~STING7INC.
_. -_. .-----
CMeN/G-Ol=:CHNICAL /Pi?OJECT NO, ,
r
>-...
u >->-I-W l-I-~ ::: :z: e: :z: :z: !: -w -w 0 W :;) W u..i f/) f/) e: > -a: .... :z: :z: :;) I--... .... e: f/) w = I-;: ... U « f/) -< -"" 0 u "" « -< "-0 f/) "-III .:=-.... ..J "-0 c. c.. x: c:: >-0 ;: "" ::I: « ~ e( c:: 0 0 e: ~ 0 0 U 0 U U
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---Dense -
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-
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110i s t Very I -Stiff
Moi s t Very -'Dense -
-
f------Humid
To Moist -
-
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-
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-
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. ...:
--'-
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH DATE LOGGE::>; 5-9-:5
Joe NUMBER: 8621081 Pl a te: No. 35
510.6.2 / FIGURE NO 8-13
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BAG
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8-
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-' U 0 U U u DESCRIPTION
CL Red Brown SANDY CLAY Humid ~ledi um -
(A 11 uvium) --Stiff -Moist n SC Yellow Brown Mottled, Moi s t r"edi urn _.
CLAYEY SAND To Wet Derise -
Moist Dense SC Mottled Yellow Brown & -To
SCI Greenish Brown ~.. ,
SN CLAYEY SAND TO CLAYEY SILTY -
SAND -
(Santiago Formation) -
-
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-
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...;..
TRENCH ENDED AT 9' -
-' -
.,...
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---
.,...
-
--'-
-
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
LOG-GED BY: JH IDATE LOGGED: ~ 0 ~6
SOIL & TESr.NG,INC. ,=>:. -0,
I ,
Joe NUIo(BE'R: 8521081 Plate No. '35 I
/ Pi?QJECT NO. 510.6.2 / FIGURE NO. 8-14
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-SN Brown SILTY SAND Humid Loose -
1-(Topsoil) ~
---~
2 BAG Moist ..
-
3-..
-.-
4-.
CK SM Pale Greenish & Light Grey Moist Very -5 Dense BAG SILTY SAND, CE!-lENTED -(Santiago Formation) 6~ -:
" -TRENCH NUMBER 1 9
0 ISH I Brown SILTY SAND(Topsoil) I Humid I Loose I I I
SC Brovin CLAYEY SAND Humid Medium -po. BAG ---Sti if (Subsoil) Moist '--
2 Moist Dense SN Pale Yellow Tan To Pale --
3-Greenish Tan ----Very SILTY SAND .... -Dense
4-(Santiago Formation) -
! --
5--
--..
6 . CK l I-
7 ~ BAG
~ TRENCH ENDED AT 9' -r-
q
~ SUBSURFACE EXPLORATION LOG SOUTHERN CALIFORNIA,
/DATE LOGGED: LOGGED BY: JH ~ ,.... ,...,. SOIL &: TESTIHG,INC. ..... ___ )00.,...
Joe HUj,(BER: I Plate No. 37 8621081
OWiN/G-Ol=:CHNICAL / PI<OJECT NO. 510.6.2 / FIGURE NO. B-1 5 r
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SCI Brown SANDY CLAY/CLAYEY Humid Mediu:;]
1 Dense -CL SAND (Subsoil ) S'~ ----'-----: /"It:.
2 Moist Dense/ -,
Stiff
[ --
3-
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4 -CL ,,.
LENSES Dipping 2°_50 NE --
5 -(Santiago Formation) ~
CK --
6--
-.,-
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CK SH Pale Yellow SILTY SAND Humid Dense I -
8 Sft,G ..;..
-
9 j TRENCH ENDED AT g' --
-
-
----
------------
~ SOUTHERN CALI FO R HlA SUBSURFACE EXPLORA TlO N "LOG
LOGGED BY: JH /DATE LOGGED: 5-9-26 SOIL. &: TE;STING,INC.
JOB NUIoIBE'R: I 8621081 Plate No. 38
ow.:N/G-O~CHNICAL / pr?OJECT NO. 510.6.2 / FIGURE NO. B-16
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T~ENCH NUMBER21 ... (.) >-
A-;: '" l-I-~ :::
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U DESCRIPTION U
0 ~ISt1 I I 1 I I I -Light Red Brown SILTY SAND Humid Loose -(Topsoil )
1-SC
I
Light Brown ~ Humi d t1edium
I I I -:--.., (Subsoil) '----Dense -CLAYEY SAND t10ist
2-
-Si-l Pale Greenish Grey '-loi st Dense -
3-S IL TY SAND ----
-(Santiago Formation) Humid ~
4--
--
5--
--
6 ..... -
--
7----.;:.... -
1::--
~ TRENCH ENDED AT 11.5' ...,...
TRENCH NUMBER 22 -
0 , Si,j I I I I I , Brown SILTY SAND (To:!<;nil\ Humid Loose
lr-SC Brown CLAYEY SAND Humid Medi um ------Dense 3AG (Subsoil) Moist -
CK I
2
Pale Greenish CLAYEY SA~st -SC Hedium -
(Weathered Santiago Dense To
'3-Dense -
r--.. ..... Formition) ---f Humid T~ Dense To 4-CK SN Pale Greenish Grey SILTY -
_L.. SAND (Santiago Formation) ,.joist Very ---
j '----Dense -
TP nlrlJ ~Nr.~n LiT 7' Humid 7
~ SOUTHERN CAL.IFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,fNC. LOGGED BY: JH rDATE LOC-GED: 5-15-P~
JOd HUMBE'R: I 8621081 Plate No.·39
CMeNjG-O~CHNICAL / PI70JECT NO. 510.6.2 / FIGUI7E NO. 8 - 1 7 r
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0 I $j.! I Brown SILTY SAND I Humid I I I I -Loose
(Topsoil)
1 Brown CLAYEY SC SAND Moi s t Loose To -Hedium (Subsoil) 2 -~ Dense
-
SC Mottled Yellow Brown To Moist 11edi urn 3 -\ Dense -Grey CLAY EY SAND (Wea the red
4 -
Santiago Formation)
-SM Pale Greenish Grey SILTY MOi!.!.1 Dense To
5 -SAND (Santiago Formation) Humi d To Very
Moist Dense -
5~ T:!EilCH [ii:::; ':.T .;'
TRENCH NUMBER 24
0 I , I I , ·1 I ,j.; Mrrl'·m ,TI TV <::Hin (Tnncnn \ ~iumi d Loose
1 -SC Brown CLAYEY SAND Humid Loose
-(Subsoil ) ---Moist 2 ----.
Medium -~ Dense
3 -
SC Mottled Greenish Grey & Moist f Medium ~ -Dense
4 -Yell ow Brown (Wea thered '--
Santiaoo Formation) Dense
SM Pale Greenish Grey SILTY Humid To Very 5 -Moist Dense
-S~ND (Santiago Formation)
6~ TRENCH ENDED AT 6'
.
~ SOUTHERN CALIFORNIA. SUBSURFACE EXPLORATION LOG
LOGGEO BY: JH /OATE LOGGED: SOIL & TESTIHG,2HC. : '. 5~15-R~
JOr'> NUIo(BE'R: 8621081 Plate No, 40
CMeN/G-O~CHNICAL / P/70JECT NO. 510.6.2 / FIGURE NO. 13-18
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"" ;: w ~ :: ... ;{
% t:: ::: ::: -w -w 0 >--< w ;;;) w W til U) t:: > -r-... -... -::!. u a: ... ,... ::: z ;;;) --ELEVATION c: w -= -;.. U w ... < til < til I..J '"' J: ...J 0 -"'" -0 Q " til W < < ,... "'" til VI 0 "'" '" = ,... ..J Q.
"'" VI
Co. Co. x: >-0 w ~ ~ < :I: c:
~, < 0( 0 0' c: ::Ii 0 .c:
< ·0
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0
-SM Dark Brown SILTY SAND _Homid 1 Loose -
1 -h'ith Organics (A 11 uvi um) -
-Wet -
2 -
SH/ Red Brown CLAYEY SILTY hiet To . Loose -BAG SC SAND, Porous Saturated
3 -
V Wa ter -------.--
4--Table t)a tura ted Loose To'
Medium -
-Dense -
'5--
--
6--
--
7
-SM/ Red Brown Slightly SILTY Sa tura ted Loose To -
SP Medium
8-~ SAND With Rocks Dense ~
-[CONOHI C REFUSAL CONTACT --WITH DECO~lPOSED GRANITE? --
-TRENCH NUMBER 26 -
0 I -SM Red Brown SILTY SAND Humid Loose -
-1 -(Topsoll ) ---2-
SM/ Red Brown CLAYEY SILTY SAND Moist ~MediOni -' 3-SC ~n~_._ -"-SM Grading Into SILTY SAND Dense -
(Decomoosed Gran; ti c 'Rock \ -I 1 1 I I TRENCH ENDED AT 3.5'
~ SOUTHERN CAL.IFORHIA SUBSURFACE EXPLORAT1ON LOG
LOGGED BY: JH IDATE LOGGED: ::;_1 ::;_p.::: SOIL. & TESTING,IHC.
JOd IWJ,(BE"R: I 8621081 Plato Nn. ·c..1
OYENjG-OT=:CHNICAL
r
/ PI?OJECT NO. 510.6.2 / FIGURE NO. 8-19
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:z:
IIJ 0 >->->--Ti?ENCH NUMBER 27 ~ (.)
Co. ;: W f-!: f-,( :z: c: :z: :z: -IIJ -IJ.I >--t-< W :;, W W ." ." > -:::. (.) a: f-~ Z Z -::l t----ELEVATION c: .. f-IIJ ... < ." < ." W '" ";:; I-= 0 -0 w < ..J -"-Co. 0 5 ~ .... Co. V) V) c.. 0 '" .... ..J
Co. ::!: V) ~ Co. x: >-0 :z: &oJ
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0 0 <II ..J (.) (.)
(.) DESCRIPTION
0
-SCI Dark Brown CLAYEY SILTY Saturated Very
Sf.! Dense
1 SAND
BAG (Alluvium)
2 ---Loose -
3-
-
4-
S~l Yellow Brown SILTY SAND Wet Dense To
5----Very ~loi s t -(Decomposed Granitic Rock) ---Dense
Humid To
6-~ I~oi s t
-
-Ti:E::CfI EilJEJ :T <i'
-TRENCH NUMBER 28
0
-SM Dark Brown SILTY SAND Humid Loose
1 (Alluvium)
BAG Boulder on Surface ---110i s t
2
-SN Yellow Brown SILTY SAND Moist Dense
3_ (Weathered Decomposed
-Granitic Rock)
4
-TRENCH ENDED AT 4' .
-
~ -
~ SOUTHERN CAL.IFORNIA SUBSURFAC::E EXPLORATION LOG
SOIL. & TESTJNG,IHC.
L.OGGED BY: JH jOATE LOGGED: 5-15-25
JOd IW),(BE'R: 8621081 Plate No. 42
c:JY&NjG-OT=:CHNICAL
T
/ Pi(OJECT NO. 510.6.2 / FIGURE NO. B-20
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0 > > >--w -TRENCH NUMBER 29 ... w ... () ... ~ "-I-Z ::c z z :: w /oJ 0 > -< '" :::> '" '" '" '" a: > -I-() ::c I-;;: :i :::> ... -I-:: -ELEVATION I-a: '" w :: I-;;: I-() U 0 "--< III -< -!OJ 0 0 if) w -< -< ...J 1.1) -"-"-VI 0 Q. I--' "-"-'" c.. 0 -0 Co. :z: >-:;: L:l :l' :E 1.1) -< :E « It: J -< 0 0 a: ::c 0 a: 0 I -< ...J () 0 () 1.1) ()
() DESCRIPTION
-SM Brown To Red Brown SILTY Humid Loose -0
--SAND --BAG (Topsoil) Boulers Surfact on ------------
Moist Loose To ---Medium -Dense -~ -r~o is t Dense
SM Red Brown SILTY SAND -
SAG (Decomposed Granitic Rock) ----Very
~. Dense -LARGE FLOATERS? -
-REFUSAL AT 51 ---
------
~
j -
-
--------------.. ------
~ SOUTHE:;RH CAL.fFOR HIA SUBSURFACE EXPLORATION LOG
LOGGED BY: JH /OATE LOGGED: 5-15-36 SOIl. &: TESTIHGrINC.
JOB HU>'(SE"R: 8621081 I Pl a te No. ·43
OW:iN/G-OT:::CHNIC.AL / Pf?OJECT NO. 510.6.2 / FIGURE NO 8-21
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r----:--.---.-----------;----,..------:-----r-'------="----,,-
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l-e.. e.. ::f ~, -< 0 ~o
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II) -<
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SM/
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Ti{ENCH NUMBER30
ELEVATION
DESCRIPTION
Brown SILTY SAND
(Topsoil )
Mottled Grey & Yellow
Brown Sl ight1y CLAYEY SILTY
SAND, Porous
(Terrace Deposits)
I-w :z: a: W :::l -a: l--< II)
C.
0.. 0
-< :1:
Humid
---
Hoist
Humi d To
1'10; s t
>-
I-()
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>->-... !: -
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-_ I SM I Yellow Brown SILTY SAND I I·loi st I Dense I I (Decomposed Granitic Rock) 1~:~~--~~--~----------~--~------+-------~--~~--~~--~
-
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-
-
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--
TRENCH ENDED AT 11'
SOUTHERH CAL..IFORHIA
SO I L. &: TESTINGrINC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH
JOB HUMBER: 8621081 I Plate No,' 44
OW'.iN/G-OT=:CHNICAL / Pf?OJECT NO. 510.6.2 / FIGURE NO. 8-22
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"-;: TRENCH NUMBER31 .... w .... U .... rr: % :z: !: -11./ -'" >-a: :z: -... -< 11./ ~ .... .... '" '" c: :>--::: :: a: l-I-::J I---.... ELEVATION a: :: :.,>' '-t-:z: I-= o :: ..: '" ..: UJ 0 u 11./ '" ...J .:: .... V) "" "-(II 0 2-t-...J "-V) 0 c... til 0.. c... :r:: > 0 :z: w :l: -< ~ c: wI -< ..: c( 0 0 ~ 0 a:
c '" ...J U 0 U u DESCRIFTION
0
-5,,1 Red Brown SILTY SAND Humid Loose
1 -(Topsoil )
-
2-
3-SM Red BrOl'1n SILTY . ~joi s t Medium SAND, Dense
-Very Porous (Terrace CK Depos its) 4----
-Wet
S-f----~li nor Seepage
-
6
'-i_ -----------
7 BAG Mottl ed Grey & Red Brown, Moist
CK -Porous
8-
-
9-------------
-, Brown Humid To
Moi s t IG-
CK -
1:
-TRENCH END!:D AT 11'
-
-
-~
~ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
LOGGED B'I": JH JOATE LOGGEO: 5-15-26 SOIL. &: TE~TIHG7INC.
, . ' I Joe NUr.tBE'R: 8621081 Pl a te No: 45
C1tENjG-O I-CHNICAL j PI70JECT NO. 510.6.2 / FIGURE NO 8-23
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0 >->->---w Tr<ENCH NUMBER 32 too () Z '" -W too : ;,(. t-Z c:: Z z !: w w 0 >--< <oJ W CI) II) c:: > --',.... ::J <oJ Z ::J ... -t--::: u c:: t-Z ,.. --ELEVATION t-c:: w Z .... U w "-00( VI -< CI) w U t-oo( = ~ 0 ;... c. -0 c VI <oJ '-<
CI) c.. '" ,"" ... -' C->-"-II) C-O -Po. 0 <oJ C. :f ~I ;;;; x: c:: >-Z ::E "' -< '" 0 c:: ;;;; c:: 00( 0 0 0 C til () 0 u u DESCRIPTION
0
SM/ Dark Brown CLAYEY SILTY _Humid_ Loose ~ -
1-SC SAND -
-(A 11 uvi urn) .
2-----.,.
Noist --To Wet
3-
-SN Yellow To Red Brown 110 is t Dense -
4-SIL TY SAND "
-(Decomposed Granitic Rock) -
5
-TRENCH ENDED AT 5' -
--
>, --
--
--
-j -
-
--
--
-.,-
----,----
--
-------
~ SOUTHERN CALIFORNIA. SUBSURFACE EXPLORATION LOG
lOGGED BY: JH /DATE lOGGED: =,_ 1 ::._~:; SOIL & TI;STIHG,INC.
JOt! IWIolBER: I .
8621081 Plate No. 46,
OYI.iN/G-O~CHNICAL / PI70JECT NO. 510.6.2, / FIGURE NO. 8-2~ r
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MAP NO. T-,33
o G.// s~~--S;W',IN, Dry :0 HUi.1id, Loose :0 ~\edium Dark, 1/// CL CLAY::Y S';ND Arm SILTY CLAY
.)/ 1 +'~/ (TOPSa!L)
2 /'
',Si"
L,-: '.-" ,
.'
GRAYISH-BROWN, Humid, Dense, SILTY SA~D
(SANTIAGO FOPJ,j,",TI Oil)
5~~~--L-------------------------~--
60JTO~'
TR::NCH NUIoiS::R 2 MAP NO. T-34
J,'I" : " Sloi/ °1'" , BROl-li-l, Dry "CD HUr.1i d. Loose to MeGl-Um , ," I' sc 1 ' I"
Dense, CL,;Y::Y TO S!LTY SAilO (TOPSOIL)
:{}t
Y::LLOWlSH-3ROHN, Humio, Dense, SILTY SAUD
(D.G. )
SClUTHEi=lN CAL.li=Cli=lNIA
S:::::JlL. 6: TESTING I IN:: •
• Rae RIVI!R.CAL.I! .TRE~T
.... N 01&0:::;, C .... '-',IIlCRN'''''' 51 R~RO
Bono~'
C~rlsbad Highlands
tarlsDad, ci-.. _
BY eRB IDA7E --/ 7'-~~ .!._-_~-c...J
I Pla:" ~13. 2
OIWiNjG-Ol=:CHNICAL j Pi?OJECT NO. 510.6.2 j FIGURE NO, 8-2'5
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DESCR!?T JON
'r.'HITE TO ~~DD!5H 6ROh'~i, Dry to hUr.1id,_
~\edi um Dense, CLAEY 5':.110 ,;;:D S';~~DY
CLAY
(Pf..LEDSOIL)
BOTTO!-!
MAP NO. T-35
TREUCH NU!·!S::R 4 MAP NO. T-36
GRAYISH BROWN, Humid to Moist, STIFF CLAY
(TOPSOIL)
GR.!i.Y1SN SROIm, ;·jo; 5"' , !'\2dium Dense, SAl lOY
CL,".¥ AND CLAYEY SAND
Grading to
Dense, SILTY SAUD (Santiago FOr7.lation)
SOUTHERN CALIFO;:::;NIA
S::lIL &. TESTING, INC.
_Rae ,.'",WRCAL.C _TRx.r,.
..... ,.. CI.DC, C",",L.,,cO.QNIA .. ",.,20
C~rlsbad Highlands
Carlsne::, C;' .. -
IBY I DATE eRB 12-2?-80
L
________________________________ ~I_Jo_e __ NO_· ____________ L __ ~~ __________ J 13725 Plote Nc. -'
ONiN/G-O'ECHNICAL / Pi?OJECT NO. 510.6.2 / FIGURE NO. B-2 6
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iRENCH NU!'!5ER 5 MAP NO. T-37
.---r~CL G2AY, Hois1: , S ~i ff 1 SAiiDY CLAY, y. (TOPSOIL)
c
l' . · . $i1 GRAYIS;-; S2WN, nois:, Dense, SILTY SAND · . (San1:icgo For;na!ion) r ~: · .
· :
2
3
50T70:1
TR::rlCH Nu/1S::R 6 MAP NO. T-38
CH GRAY, Moist, STIFF CLAY
(70PSOIL)
CLl ELLOH SROHN A::D GR::~N BRO'diJ, Moist,
CH VERY STiFF CLAY
(Santiago Formation)
BOTTOM
SOUTHEHN CALlFCHNIA
SOIL & TESTING .. IN:::.
.g_o RIVI!RC-:A.l.Z: &":"AIi:.cT
SAN 01.00, C:A,-'FORNIA .. Q..,QQ
Carls~ad Highiancs
Carlsbac, Ca.
CRS
13785
I'DATE 12-22-30
Pl=:e tlo. 4
C7t\SN/G-O~CHNICAL / PI70JECT NO. 510.6.2 / FIGURE NO. B-27
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APPENDIX C
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APPENDiX C
--. -.. --. .~,.. .. .--.~ -_1 .. ~
ISO no UJ
ISO 100 50
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, ... ; ", I . '~'I' . ,." I . .: .1, . , .. . I ... ,., :. !:: : .... ,!.: ':' ,.... ...1: .. ;
90 60 30 l~::U;~; \L:,,:,.1U~.;~L: :;.\\.U:ij <U\Y El\\U.;: ~;~~.);~~. ~~:;~ .... :.~~'." .... , iJiEil
.. , . .. . 'I!I .. ,.\'" .. '· .. ·1· !I':t· . "'1"':'" ... : I' ... , .. , : ': :::: ': : i : ! ; , : , ,,'i! I : : ! : ' '. Ii : : : , i , :' ';:':!,: ,:':!,! > , ; : ,~ :,
UJ ~O 20 1-_ ....... 'j": .. '-"-' -: -'-~,-· .. ,·I· ., :., .. I'" .... 'I·· .. , .. ·;-···-I .. -., .. ·.-! ........................ ·1 ... --:--::<'::.~ :~~:~~:r :;;!!~>I':'! i:)i' '6f'~'d:;::i:':' ~::~: .:i . 'II .:~~~;: .
. ,. ~.-.... !'IS "j'::: . ~:.!. ~I'::' .: I ":;:: ,.. '1 101' 7 .' .. 01 7"..----:. . . I ' . .---TI .. ": .: '!:.':'.' : I ! 30 20 10· ... .. ./." .. , .. -........... .. --... -..... : ,,, .;..... .. .. ..... ; .... ----
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).
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i= 20 -40 60 BO 100 110 140
L::=======:J30 60 90 120 150 lBO :210
SO
160
240
90
160·
270
100
JOO
300
0151 NJCE ----:>-JOB_hur1slH!!L!Jighll!nd_s_._ GCOlOGIST J.II.!.... _____ _
~ SOUTHERN CALIFORNIA
BOIL .& TESTING. ING.
.... 0 .HV.~OALC M1AitICT
.AN U,.OO. CALI' O"~NIA. • .",,0
JOB No._!lRIlHn. ___ _ n[VATION. ______ ~ ___ _
TRAV(RSE t-lO,_-"S,---'.l ___ . SURrtCiAl MAn. --.liUY...2~'!!Q __ _
TRAVrRS[ TYP[ ,ROCK TYPE .....:Q!:'~!.!i!i._c ___ _
ONiN/G-O~CHNICAL /PROJECTNo. '510.6.2 /FIGlJRENO. C-1
r---'---'---'"
-_I _
.. _Ir ..
r
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180 110 U)
130 100 30
110 ao ~O
90 60 30
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30 20
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40
60
30
60
90
40
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120
50
100
150
60
110
180
70
140
210
80
160
240
90
180
270
100
200
300
DISTANCE~
<$ SOUTHERN CALIFORNIA
SOIL 1. TESTING, INC.
.»_0 RIV.f,OAl,lt .1'H.cIlT
.AN DI-'lOO. CAL., OHNIA .""lJorO
IO£l~!!.rbbad Illilhl.!!.m!_s__ CWLOGISJ _. _J_.!!,.!,. ______ _
IOU NO.-.llfiUQfi ..... l ____ _ £I EVATION __________ _
TRAV[RS[ NO. S-2~ ___ _ SURFICIAL MAT·l. -2.il!Y....~i!.!)(I!... __ _
TRAVfRS[ TYrE ROCK TYPE Grani tic
.. ' -
.. ~ .. ... .. -~ .. ,
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90
160
270
100
200
300
OISV.N([~ Jon Carlsbad HiCJhlands G£OtOG1ST __ .o:J..!.,~II!..:..., _____ _
<$ BOUTHERN CALIFORNIA
SOIL Ix TESTING. INC.
••• 0 RIV.JlIOALIl _ITH •• Y
" .... N 0'''00, C .... LI"OHNI ......... ,1r0
Jon NO. B6210Q-L1 ___ _ ElEVATION __________ _
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ON:N/G=:O~CHNICAL
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FIGURE NO. C-13
DISTANCE (FEET)
DATE OPERATOR CRa
LOCATION Carlsbad Highlands
JOB 5.1,0.6.2 TBAVERSE S-13
1809·00'18
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DISTANCE (FEEl)
O'N.:"/G~OLCHNICAL
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DATE
LOGATION
OPERATOR ORB
Carlsbad Highlands
FIGURE NO. C-14 JOB 510.6.2 TRAV,ERSE S-14
1809-0018
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DISTANCE (FEET)
ON:'N/G~O-ECHNICAL
Y
DATE
LOCATION
OPERATOR CRE
Carlsbad Highlands
FIGURE NO. C-15 JOB 510.6.2 TRAVERSE S-15
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CNJ:N!G~O"ECHNICAL
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FiGURE NO. C-16
DISTANCE (FEET)
DATE
LOCATION Carlsbad Highlands
JOB 510.6.2
OPERATOR CRB
TRAVERSE 8-16
1809·0018
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DISTANCE (FEET)
CNJ='N/G~O~CHNICAI_ DATE OPERATOR eRE . 'r -LOCATION Carlsbad Highlands
FIGURE N0. C-17 JOB 510.6.2 TRAY~R$I; S-17
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DIST'ANCE (FEET)
CNJ:'N/G~O~CH[\IICAL DATE' OPERATOR CRE r ' --LOCATION Carlsbad Highlands
FIGURE NO. C-18 JOB SID.6. • .:? TRAVERSE S-18
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DISTANCE (FEET)
OW!N/Ic; O"ECI~INICAL DATE OPERATOR eRB -..... \.~ ..... ----r LOCATION Carlsbad Highlands
FIGURE NO. C-1.9 JOB _.510.6.2 TRAVERSE 8-19
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DISTANCE (FEET)
C1'N:N!G=:O"ECHNICAL DATE 1-29,..88 OPERATOR ~, SO' C--
y -LOCATION C;arlsbad Highlands
FIGURE NO. C-20 JOB 510.6.2 TRAVERSE S-20
1809-0018
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DISTAI~CE (FEET)
CIN=.t~/G~O'ECH[\jICAL DATE 1-29-88 OPERATOR SMCj.Rl<1F r = LOCATION Carlsbad Highlands
FIGURE NO. C-21 JOB 510.6.2 TRAVERSE s-21
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FIGURE NO. C-22
-DISTANCE (FEEl)
DATE 1-29-88
LOCATION CarlSbad Highlands
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DISTANCE (FEET)
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LOCATION Carlsbad Highlands
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DISTANCE (FEET)
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LOCAT'ON Carlsbad Highlands
FIGURE NO. C-27 JOB 510.6.2 TR~VERSE S-27
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OW':N/G:::O~CHNICAL OATE 2-1-88 OPERATOR SMC/RMF r· . LOCATION Carlsbad Highlands
FIGURE NO. C-28 JOB 510.6.2 TRAVERSE S-28
1609-0016
---. - - - - --. RCG_ ---- - _ ... -60 " " " " ""ml " ': "11111 ._:::. :fT:: 1 I J' I -~ Iii ! I
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o 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85
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DISTANCE (FEET)
rNli.N/3::::0ECI-INICAL DATE 2-.1-88 QPERATOR SHC/RMF r . LOCATION. Carlsbad Highlands
FIGURE NO. C-29 JOB 510.6.2 TRAVERSE S-29
1809-0018
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DISTANCE (FEET)
CNJ=.·~/G=:O"ECHNICAL DATE 2-1-88 OPERATOR SMC/RMF
~ -.
LOCATION Carlsbad Highlands
FlqURE NO. (;-30 JOB 510.6.2 TRAVERSE S-30
1809-0018
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OW::N/G~O-I~HNI~AL r DATE 2-1-88
LOCATION Carlsbad IIiqhlands
OPERATOR SHC/RNF
FIGURE NO. C-31 JOB 510.6.2 TRAVERSE S-31
1809·0018
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• Coor.. COO". M.dium Fino
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Gram Size (mm)
~~:·:r!F-rf~ '00
90
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PARTICLE SIZE LIMITS
j~ SAIID
SILT OR CLAY M,djum rlne
/10.4 /-10.10 1J0.40 /10.200
'El ~' GIIAVEL , oouLoErll'CO!JOLES ~
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ASTM D1557 METHOD 78 I I
SAMPLE I DESCRIPTION !M;xi:r,wm I c;:.t)mu.ril 'j Den~lt y MOI~tur"
UIC1) Cont ('J.)
I Red £rown Silty Sand I 135.0 I 7.6 ~ ~.1 ra 5 1_6' .. j
T1 @ 4.5'-5.5,1 Pale Yellow To Greenish Tan Silty Sand I 11.7.3 I 13.3 I
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T5 @ l' -2' Red Brown Mottled Yellow Tan Silty Sand 128.7 12.5
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EXPANSION IHDEX TEST RESULTS
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SAMPLE
CONDITION I Remolded I I I I
INITIAL M.e. ('J.) I 13.7 r I I I
INITIAL DENSITY (P~ 97:4 I I I 1
FINAL M.e. ('J,) 1 35.7 I I I .1
NOR MAL STRESS (Psnl }.14.7
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EXPANSION INDEX I 141 I I I 1
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~ SOUTHERN. CALIFORNIA r, r1 oh>r!. Tr?I"' 82-12
..5F-'; SOl L & TEST! N G., I He. BY: DBA 'lOAT£:' 6-15-86
I , JOB HU· ... SER: 862io81 Plcte No.50
OfIiNjG-O~CHNICAL / Pi?OJECT NO. 510.6.2 / FIGURE NO. D-4
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S;'''IPLE DESCRIPTIOH
AHGL~ OF IHTERHAL
FRICTION (0)
COHESIOH INTERCEPT
( osf)
63 @ 29.5'
B3 @ 29.5'
B5 @ 35.5
Undisturbed'"
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SDUTHEHN CALIFOl=lNIA
SOIL &. TESTING, INC.
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Carl~bad Tract 82-12 ey DBA IDA4"E 6-29-86
Joe NO,
862J08] Plate No. 5L
CJ'NiNjG-O"ECHNICAL j PI70JECT NO. . 51 O.6~2 / FIGURE NO D-5
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ANGLE OF INTERNAL COHESION INTERCEPT
B6 @
B7 @
SA.'IPLE DESCRIPTION
15.5' Undisturbed *
30' Undisturbed *
* Slow Shear ..
SOUTHEHN CALIFORNIA
SOIL lx TESTING, INC.
aQItC Rf\lIEACALJ:. .TReCT
..... N OI.OC, C .... &-I'"'ORNIA. U.Q.,RC
FRICTION (0)
30
27
!Joe NO.
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t::Ne~G-O I-CHNICAL / PI70JECT NO. S 1 0.6.2
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300
200
D12tP Nt'). 52
/ FIGURE NO. D-6
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DIRECT SHEAR SUMMARY
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ANGLE OF INTERNAL COHESION IHTERCEPT
SAl.\PLE DESCRIPTION
B4 @ 5'-6' Remolded To 90::;
Tl @ 4.5'-5.5' Remolded To 90:;
T5 @ l' -2' Remo 1 ded To 90:~
~ SOUTHERH CALIFORHIA 'W SOIL &. TESTIHG,IHC.
FRICTION (0) ( Dsf}
43 200
34 200
39 250
Carlsbad Tract 82-12
JOB IiUJ.lBfR: 862108] I _Plat'" No 53
aNiN/G-O I-CHNICAL / Pi<OJECT NO. 510.6.2 / FIGURE NO. D-7
f
AT 1-2'
• I 4.5 ... "$. [ •
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SOUTHERN CALIFORNIA
SOIL 1'.: TESTING LAS I INC.
Carlsbad iract 82-12
aliZBO RIVERCAI-£ aTRE.ET
IiAN CIEDC, CAI-II=ORNJA. gg:,liZC
BY
JOB NO.
C7t\eN/G-O~CHNiCAL /Pi?OJECTNo. 510.6.2
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ost-. IOATE 6-1S-86
86210S1 I ~ Plpte No. 54
/ FIGURE NO. D-8
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SINGLE POINT CO}(SOl,IDATION TES'T RESULT
SAI'!PLE NO. I Q 1 10 ~ ~I I To'; fa <;, T7 fa -:: <;, I
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-INITIAL MOISTURE,,: I ?4 8 I 16,2 14,3 I
-INITIAL DENSITY. PCF I 97.0 I 109.9 I 95.4 I
-: CONSOLIDATION BEFORE WATER ADDED I 5.4 I --I 3.8 J
-% CONSOLIDATION AFTER hlAiER ADDED I 5.3 I 4.3 1 4.9 1
-FINAL NOISTURE, :: 24,5 I J 6.1 I 20.1 I
-AXIAL LOAD, KSF 2.86 J 2.58 I 2.58 I
.
SAt-iPLE NO. -I I I I
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-INITIAL J.lOISTURE, : I I I I
-INITIAL DENSTTY. PCF I I _I J
-: CONSOLID~T!ON BEFORE WATER ADDED I I I I
-;; CONSOLIDATION AFTER ~iATER ADDED 1 I I I. .
-FINAL NOISTURE, % I I I I
-AXIAL LOAD, KSF I I I I
-
~ SOUTHERN CALIFORNIA l:a,rl~bac TraCe 82-12
~r:;; . SOIL &. TESTlHG.,IHC. BY: DBA IOATE: 6-19-86
I ~OB t<UUBER: 8621081 PlatE No, 55
C7taN/G-OT-:CHNICAL / PI70JECT NO. 510.6.2 / FIGURE NO. D-9
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APPEND-IX E
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Assume strength
E (0)
CUT SLOPES 30
27
1 ~ .:l
FILL SLOPES 34
34
SLOPE: STABILITY CALCULATIOHS
Janbu's Simplified Slope Stability Method
'Ac¢= WH Tand
C FS=NCf(W~ )
parameters throughout the slope
C ( DSf) I-Is ( oct) J ncl. H {ft)
300 137 2:1 50
200 122 2: 1 50
200 131 1. 5: 1 10
200 120 2:1 GO
200 120 l. 5: 1 10
Where: J5 ~ Angle of Internal Friction
C = Cohesion (psf)
\I = Unit weioht of Soil (pcf) "s -
H = Height of Slope (ft)
FS = Factor of Safety
A SOUTHERN CALIFORNIA W SOIL & TESTING.,INC.
Carlsbad Tract Be-1?
FS
1.7
1.5
l.5
1.8
2.5
otIiN/G-Ol=:CHNICAL / Pi?OJECT NO. 510.6.2 / FIGURE NO E-.1
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200-
--------
175-
o .£ .. 150-
125-0)
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EXI9TIIIO '. 4
9LOPEJ -05 , ,
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SOIL TYPE () C \ 0° I (peF) (i'sr)
1 DUTlnESS rilL I 11,0 2'0 38 --------------------------
i \ T. SAIlosrOlle 120 ~OO 3~ -------
3 T, MUOSTQUE 110 200 15
4 T. CLAYEY SAuosrOIlE-120 300 30
T .: 9 A." T I A a 0 f 0 n IA'A. T I 0 H
100=EXISTlIlO ELEVI\TIOII (FEETI
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---------~ p. ---_ .• -' .,r
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b_0L, --==1~ -0 +---(9 -["00'''"
OWi~G-Ol-CHNICAL -....., .....
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/s0 SOUTHEn~1 CAUr-·onNIA W SOIL a.. 1 E~"'NGf INC.
JB QA.l( 5-27-118
Ion UO, 0 IS '1 t 0 8 I PLATE tiO. 2A
/ PROJECT NO. 510.6.2 / FIGURE NO. E~2
... :-
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I APPENDIX F
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OW:NCONSULTANTS
APPENDIX F
GENERl'.L EARTHWORK AND GRADING GUIDELINES
I. General
These guidelines present general procedures and require~
ments for grading and earthwork including preparation of
areas to be filled, placement of fill, installation of
subdrains, and excavations. The recommendations con-
tained in the geotechnical report are a part of the
earthwork and grading specifications and should supersede
the provisions contained herein in the case of conflict.
Evaluations performed by the consultant during the course
of grading may result in new recommendations which could
supersede these specifications or the recommendations of
the geotechnical report.
II. Earthwork Observation and Testing
Prior to commencement of grading, a qualified geotech-
nical consultant should be employed for the purposed of
observing earthwork procedures and testing the fills for
conformance with the recommendations of the geotechnical
report and these specifications. The consultant is to
provide adequate testing and observation so that he may
determine that the work was accomplished as specified.
It should be the responsibility of the contractor to
assist the consultant and keep him apprised of work
schedules and changes so that the consultant may schedule
his personnel accordingly.
The contractor is to provide adequate equipment and
methods, to accomplish the work in -accordance with ap-
plicable grading codes or agency ordinances, these
specifications, and the approved grading plans. If in
the opinion of the consultant, unsatisfa~tory conditions
are resulting in a quality of work less than required in
these specifications, the consultant may reject the work
and recommend that construction be stopped until the
conditions a+e rectified.
Maximum dry density tests used to determine the degree of
compaction should be performed in accordance with the
American Society for Testing and Materials test method
ASTM: D 1557-78.
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OW.ilNCONSULTANTS
Appendix ;F (Continued)
III. Preparation of Ar~as to be Fil~ed
1.
2 .
3.
4.
5.
6.
Clearing and Grubbing: All brush, vegetation, and
debris should be removed and otherwise disposed of.
Pr06essing: The existing ground which is evaluated
to be satisfactory for support of fill should be
scarified to a minimum depth of 6 inche~. Existing
ground which is not satisfactory should be over-
excavated as specified in the following section.
Scarification should continue until the soils ar~
broken down and free of large clay lumps or clods and
until the vvorking surface is reasonable uniform and
free of uneven features which would inhibit uniform
compaction.
Overexcavation: Soft, dry, spongy, or otherwise
unsui table grOund, extending to such a depth that
surface processing cannot adequately improve the
condition, should be overexcavated down to, firm
ground, approved by the consultant.
Moisture Conditioning:
soils should be watered,
mixed, as necessary to
content near optimum.
Overexcavated and processed
dried-back, blended, and/or
attain a uniform moisture
Recompact~on: Overexcavated and prOcessed soils
which have been properly mixed and moisture-condi-
tioned should be recompacted to a minimum relative
compacticin of 90 percent.
Benching: Where fills are to be placed on ground
with slopes steeper than 5:1 (horizontal to vertical
uni ts), the ground should be benched. The lowest
bench should be a minimum 0 f 15 feet wide, be at
least 2 feet deep, expose firm material, and be
approved by the consultant. Other benches should be
excavated in firm material for a minimum width of 4
feet. Ground sloping flatter than 5:1 should be
benched or otherwise overexcavated when considered
necessary by the consultant.
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OW::NCONSULTANTS
Appendix F (Continued)
7. Approval: All areas to receive fill, including
processed areas, removal areas and toe-of-fill
benches should be approved by the consultant prior to
fill placement.
IV. Fill Material
v.
1. General: Material to be placed as fill should be
free of organic matter and other deleterious sub"""
stances, and should be aI?proved by the consultant.
Soils of poor gradation, expansion, or strength
characteristics should be placed in areas designated
by the consultant or mixed with other soils until
suitable to serve as satisfactory fill material.
2. Oversize: Oversize material defined as rock, or
other irreducible material with a maximum dimension
greater than 12 inches, should not be buried or
placed in fill, unless the location, materials, and
disposal methods are specifically approved by the
consul tant. Oversize disposal operations should be
such that nesting of oversize material does not
occur, and such that the oversize material i$ com-
pletely surrounded by compacted or densified fil-l.
Oversize material should not be placed within 10 feet
vertically of finish grade or \vi thin the range of
future utilities or underground construction, unless
specifically approved, by the consultant.
3. Import: If importing of fill material is necessary
for grading, the import material should be approved
by the geotechnical consultant.
Fill Placement and Compaction
1. Fill Lifts: Approved fill material should be placed
in areas prepared to receive fill in near-horizontal
layers not exceeding 6 inches in compacted thickness.
The consultant may approve thicker lifts if testing·
indicates the grading procedures are such that
adequate compaction is being achieved with lifts of
greater thickness. Each layer shall be spread evenly
and should be thoroughly mixed during spreading to
attain uniformity of material and moisture in each
layer.
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CW=..NCONSULTANTS
Appendix F (Continued)
2. Fill Hoisture: Fill layers at a moisture content
less than optimum should be water.ed and mixed, and
wet fill layers should be aerated by scarifi~ation or
blended with drier material. Moisture-conditioning
and mixing of fill layers should contin-ue until the
fill material is at a uniform moisture content at or
near optimum.
3. Compaction of Fill: After each layer has been evenly
spread, moisture-conditioned, and mixed, it should be
uniformly compacted to not less than 90 percent of
maximum dry density. Compaction equipment should be
adequately sized and either specifically designed for
soil <::ompaction or of proven reliability, to effi-
ciently achieve the specified degree of compaction.
4. Fill Slopes: Compacting of slopes should be accom-
plished, in addition to normal compacting procedures,
by backrolling of slopes with sheepsfoot rollers at
frequent increments of 2 to 3 feet in fill elevation
gain, or by other methods producing satisfactory
results. At the completion of grading, the relative
compaction of the slope out to the slope face shall
be at least 90 percent.
5. Compaction Testing: Field tests to check the fill
moisture and degree of compaction will be performed
by the consultant. The location and frequency of
tests should be at the consultant r s discretion. In
general, the tests should be taken at an interval not
exceeding 2 feet in vertical rise and/or 1,000 cubic
yards of embankment. .
VI. Subdrain Installation
Subdrain systems, if required, should be installed in.
approved ground to conform to the approximate alignment
and details shown on the plans or as shown herein. The
subdrain loc~tion or materials should not be changed or
modified without the approval of the consultant. The
consul tant, however, may recommend and upon approval,
direct changes in subdrain line, grade or material. All
subdrains should be surveyed for line and grade after
installation and sufficient time allowed for the surveYSt
prior to commencement of filling over the subdrains.
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OW!NCONSULTANTS
Appendix F (Continued)
VII. Excavation
Excavations and cut slopes should be examined during
grading. If rlirected by the consultant, further excava-
tion or overexcavation and refilling of cut areas should
be performed, and/or remedial grading of cut slopes
performed. Where fill-over-cut slopes are to be graded,
unless otherwise approved, the cut portion of the slope
should be made and approved by the consultant prior to
placement of materials for construction of the fill
portion of the slope.
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SLOPE SGTTRESS OR
REP LAC E rv1 EN T F ILL 0 ETA I L
OUTLET PIPES
lj" 0 Nonperforated Pipe,
I ~O' Nlax. O.c. Horizontally,
3~' Max. O.c. Vert ically
.:-=-=-~~5};;::-=-~-=-=====~=0=--:,r.
:.... __ -....:-_-_-:....:--/0 N;I~ • .:.....-_-_-_-_-_-l'_
I.. KEY WIDTH, .1 I EOUI?MEI.'T SIZE _ CENERALL Y 15 FEET
KEY I'::
DEPTH I ~ -L
i
2' MIN.
Fill blanket, bock cui, key wid1h and,
key dep1h are subject to field change,
per report /plons.
Key heel subdrain, blanket drain, or
veri ical drain may be requi red at the
discretion of the geotechnical consultont.
SUBDRAIN INST ALLATIDN -Subdroin
pipe sholl be installed with perf.orations
down or, at locat ions desi gnat ed by
the oeotechnical consultant, sholl be
DETAIL OF BUTTRESS SUBDRAIN TERMINAL nonperforated pip'e.
D(~ICW r'H'~H(D CRADE
ril iER r ABRle
C/.'IRJ..f"J J:'O~
APPROI'CD EOU'VAl.[,.-n
A ./;,< '!;\ , T r;. . . . .. ., .. '.. ···-1·· / 11 t • .• . .,.. _. • CA~ \,
I
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r---1S' P\I~, -Is,p\,~,1 70' "I~'~ I':MAy',O"ENCI'JJ::8) I P( RrClR~HD CS<AVEl OR AI>PROV"..o
.l./"D "'JIi. PIP! EOUIVJ..Lft.t'i r "OHP£RrO~~j(D~' t> "I~,
SUBDRAIN TYPE -Subdroin type sholl
be ASTM C508 Asbestos Cement Pipe
(ACP) or ASTM D2751, SDR 23.5 or ASTM
D1527, Schedule 40 Acrylonitrile Butadiene
Styrene (ABS) or ASTM D303ll SDR 23.5
or ASTM D1785, Schedule 40 Polyvinyl
Chloride Plastic (PVC) pipe or approved
esuivalen1.
SLOPE BUTTRESS OR REPLACEMENT FILL DETAIL
ONiN/G~Ol=:CHNICAL GRADING AND EARTHWORK GUIDELINES
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~-NATURAL GROUND ~lli----.. --------------------:--""1 Uf\JSUITA8LE: -----::.:::--------:... -:... -:... -:.. ---:... ---:----------:...---:.. -:..:-.:.--::--:...----_:... _:.. --~-_ -MA T E R I A L ---y---~-----:...----=----------------------~ . 'V ~-_=_-';::--_ _:..-"__::_=-::: COMPACTED Fill :----=--=-------..7---2·.~·· ~i ..::: ~ -~ ----- --'---'--~ __ ~-:_-....:__-__ _=: _--=-...!:: >;---~-----"'-c-----:... -:...-....:-....:--=---=------=--:...---_--=-_-_-....::. _:.. - . ~---~--~-------~-------~-~--:...~ ~::::----....:-...:::::----------------:...~----..,..r '/)', ------------------~~ -::::-:S:-=-=-=-:=-=-=-=-=-=-=-=~=-:=-=-Z"":--if ---~------------~--7 ~----~----'--------~--~ 1/,-,/" -~-:"'-:"'-"':---_~-':C--l .. ;;., .. ". ~-:-~-::= __ ~S~BDRA~~ T?,=.!~CH ~ S!::E AL J ::.RNA 1::.8 ;'&8
• SU3DRAIN INSTALLATION -Subdrain pipe sholl be install eel wi1 h perf oroi ions GO\'m or,
at IOCOiions designated by the ge01eohnical consulton1, sholl be nonperfc;"aied pipe.
o SU38RAIN TYP!:: -Subdroin type sholl be ASTM C508 Asbestos Cement Pipe (ACP)
or ASTWI D2751. SDR 23.5 or ASTM D1527. Sc-h!:'dule-1<0 Acrylonitrile Butadiene· Sl'lri'nc:
(ASS) or ASTiv', D303ll SDP. 23.5 or ASTiVl D1785. Schedule 40 Polyvinyl Chiorid,' !'icsijc
{PVC) pioe or approved equivaient.
CANYON SUBDRAIN DETAIL
C'7N=N/G=:O~CHNICAL GRADING AND EARTHWORK GUIDELINES.
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FILL SLOPE
LOWEST BENCH: Depth and width subject to field chan~e
based on cansuliant's inspect ion.
SU2DRAiNAGE: 38Ck drains may be required at the
discrei ion of th~ gcoiechnicol consulton~. _-j COMPACTED :-.:::;::.
-------=-::-:...l FILL -=------:.:--=---: FILL OVER CUT SLOPE -.:-:=-:-=-=-=-=-~-;...-.=:----::-:--:::-"H - - - - --.-__ - - --' -...--=-l _-_-_-=--_-_-_-z-_--:.:-_-_...,.-~--..:.:-~-_1 ----_--<:-:.... __ . .. ----~..;.;...----:..?'J ~ .'/kJ"" ----~-~--~~-~ I ----:;::::... -::::'""-----=----~----:...-3( ...
REMOVE UI\!SUIT ABLE N':'TURAL -=~~=0=~:=.i ,r--,,--\
GIi.OUND", __ ------------.~ ~ MATERIAL \ _ "'.--_-:-=--:;:=-?":-' '8rtr' I 4' /v'dN. BENCH
.-
_ ----.;:::...::==:--------rBENCH HEIGHT
_ -i. - -~_:290Nlii\l_:_== (typical) VARIES -- -\ ----..-: ;;"""-:;;-;:,,--. -::,-:... .... '
_ .... -~15t MIN.~
--__ -,.. I LOVVEST BENCH I
To be consiruc1ed prior
to fill placement
BENCHING DETAILS
OYI':N/G-O~CHNICAL GRADING AND EARTHWORK. GUIDELINES
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---NATURAL __ --
GROUND ~-
. --"....---".... ----..---,..,.. --,..,.. --..-----..-./" ..-./" --r-FIN!SHED CUT PAD QVEREXCAVATE ./" ., r ,
AND RECOMPACT ~.../~-=-:::-=-=-':::-:::-':--'-_....f .; ,' .... "'''., .. ,,,,,
(R:=PLACEMENT FILL) ---..;i-l.:-.:...--------7-~dZ .•..•..................... _. --"7''-1 -----~ ...:::... __ -~ -----::::::.-1 ""\" Pod overexcavation and r,eso:-npc:::iio:l OV ::?BURD::~I - ' ----I (MIN V--_*l . II' , "", . " . -' • _I~ ----.-,-'. . ,." " ,. sno De oenormeo 11 Oe1ermlt1eO 10 ...,~ U"ISUI-APL:: -------"----..--::1 " . , 1~1;TERIA~ u --=~~===?:-r~¥J=';;;;~-~~ be necessary by the geote:::hn.ical
I -r:-.... consultant. , _ i!..! ---_-_-:c::.....:::::"'-=-_-'-::.ENCHING i I'~, --/-___ _
.......... -~ ---;=::...::=::::.=~----..:. UI lIr.l~A-H=~=D o=DROf"K OR J _-----=-r ~-W'~!:: J .-:,r'..... '-'_ " ~ '" L n·w·~-, M,L\TERIAL APPROVED BY ~ r TH::: GEOTECHNICAL COl'~SULTANT
SUBDRAIN AND KEY WIDTH REQUIREMENTS
DETERMINED BASED ON EXPOSED SUBSURFACE:
CONDITIONS AND THICKNESS OF OVERBU?DEN
SIDE HILL CUT PAD DETAIL
~~-------------------------------------------------------------------O'N':N/G~O~CHNICAL GRADING AND EARTHWORK GUIDELINES
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NATURAL GROUND
\ J.--------------5' L -----t·:. _ - _ -MIN. I t
"
UNWEATHERED BEDROCK OR ) r-MATeRIAL APPROVED BY ----1'
/ THE GEOTECHNICAL CONSUlTAr-..!T .
NOTE:
Deeper nverexcovat ion and recomDactior. shal I be performed
if determinec to be necessary by the geolechnical consultant.
TR·ANSITION LOT DETAILS
OW=N/G~OT=:CHNICAL GRADING AND EARTHWORK GUIDELINES
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SUEDRAIN' Perforated Ploe Surrounoed With
AL TERNATE A: Filler M8terl81
I SU80RAIN 1 1/'2" Gravel Wrc;lped
tAL T="NAT: 8: In Filter Faorle
t 6" MIN. OVERLAP ~ ~~ ~\:. y / I//~~//\'" "r~7I! ---.-'l.!1 D
# .,.~ ~._v--r: D, <;; rlL I::? F"",r:UC '\-\0 e.
•• II I 0.. R -I ~ ~ \. \. "/'''~_ ..I' •. ~ (MI Ar '4C.-.:o"1~_"'" '. h'l~ .. , .---.-;...-;,
./ .?:; P OR APPROVEO -:.:t~'
::t l'~'"1 EDUIVAL.ENT '''\'6· /"I,i"\.' A~ernelC _-1"-.. 1 ~'" "'-..1 ,2·\,IAX.GRAVEL OR "'l1ernsle !:--2
APPROVED EOUIVALENT
9 f:. J/f:.
•
•
FIL l::R MA ,::RIAL
Filter matenal s:oall be
Class 2 ::Jermeaole material
per State 01 CalilOrm3
Slar.~arc SDeciflca1tom:.
or a::;;::rovec alternate.
Class 2 graolng as follows:
Si::V::: SiZ:::
i'
3/ t,.'
3/5'
NO,4
No.8
No. 30
No. 50
No, 200
100
90-100
~ 0-1·00
25-~O
i 5-33
5-15
0-7
0-3
SU?,f)RAI~'J INS, ALL.ATlor·J -Suborain
pioe sholl be instoiied with oerioraiions
Gown or. at iocations desionaled by
the geotechnicol consuitc~;, shell be
nonperioraled pioe.
SUSS-RAH'.! TY?:: -Subcirci:-. tyoe sholl
h~ AS,lv\ C5Q3 ~.Sb~SiOS Ceineni ~iDe
(AC':?) or ASI tit :J275,. SuR 22.5 O~ AST M
;)1527. Scheoduie ~O ;",:,~yionilriie GUlociiene
Styreoneo (A?S) or ~.sll/, D3()3':: S::::;'R 22.S
or AS, IV. D 1725. Scheduie 40 Poiyvinyl
Chloricie ?iasl ic (PVC) pioe or c~prove.d
ecuivaienl.
-. -----------------------~---------------------------------
SUBDRAIN DETAIL
atf':N/G-OT=:CHNICAL GRADING AND EARTHWORK GUIDELINES I .
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SUBDRAIN ALTERNATE A SUBDRAIN ALTERNATE B
.;" MIN. DIA.
NON-PERFORATED
OUTLET PIPE
FILTER MATERIAL
>:/:::.'
S" .MIN. DIA.
PERFORATED PIPE
(PERFORATIONS DOWN)
T-CONNECTOR
PROVIDE
POSITIVE SEAL
AT OUTlET
PIPE/FABRIC
FIt,. TER FABRIC I
lMiRAFI 140 OR APPROVED I
EOUIVALENT)
II I
6N
J:.
6" Mlli. OVERLAP
.-----i{ r----I -' --.-.j J--I T
SELECTED
BEDDING
BACKFILL
RECOMPACTED FILL
\
')'/!
+
~I
-;1 ,c.-J
PERFORATED PIPE r f;r-
NON-PERFORATED
OUTLET PIPE
'SUBDRAIN
_t
.;N MIN.
NON-PERFORATED PIPE:
OUTLET PIPE DETAIL
SURDRAtr'l INST ALLATIO~J -Subdroin
pipe sholl be installed with perforations
down or, at locat ions designated by
the geotechnical consultant, sholl be
nonperforated pipe.
SUBDRAlhl.TYPE -Subdrain type sholl
~ A5T h', C50B Asbestos Cemen1 Pipe
(p.r?) or ASTM D27SI~ SDR 23.5 or ASTM
D 1527. Schedule 40 Acrylonit r iie 8utodiene
Styrene (ARS) or AST M D303il SDR 23.S
or AST M D 1785, Scheciu!~ 40 Polyvinyl
Chloride Plastic (PVC) pipe or approved
equivalent, -
CAP (FOR ALTERNATE B)
I-CONNECTOR D-ET AIL
FILTER MA TERIA.L
Fitler rnateri;:Jl shal! be
.Class 2 permeable rna teria I
per State of Calttornia
Standard Specific a lions.
or approved alternate.
Class 2 grading as lollows'
SEVE SIZE
l'
3/'" 3/8"
No.4
No.8
No. 30
NO. 50
No. 200
PERCENT P~SSING
100
90-100
.11 0-, 00
25-40
18-33
5-15
0-7
0-3
SUBDRAIN ALTERNATES
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OW.aN/G=OT=:CHf\JICf-.L G~ADING AND EARTHWORK GUIDELINES
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SPECIFICATIONS FOR CLASS 2
PERMEABLE MATERIAL
(CAL TRANS SPECIFICATIONS)
Sieve Size ~ Passino '"
1" 100
3/4" 90-100
3/8" 40-100
No. 4 25-40
ti~. B 18-33
ilo. 30 5-15
No. 50 0-7
No. 200 0-3
Retaining Wall
Finished Grade Floor Slab
I I Y T
I
o 0 0 0 o o 0
o
o o f)
o 11 0
minimum " ~ ~ c f)
o 0 o • • o 0 o o o .
Class 2 Perme'able Filter
aterial. Compacted to
90 percent relative density*
• 0 p 0 0 6" Oi ameter perfora ted
1 0 pvc pipe (schedul~ 40
11 minimum---r=:...'_---l -or equivalent). Minimum
Wall Footing' ~ 1 percent gradient to / suitable outlet ~~P,~/ ~V//
i':inimL!!O 6" layer of
filter rock beneath
pipe
*Based on ASTM 01557-82
RETAINING WALL BACKFILL AND DRAIN DETAIL
I OYi=N/G=:O~CHNICAL GRADING AND EARTHWORK GUIDELINES
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AL. TERj~ h T E A
--...___vr' n,' DR D'n'
p. (I Y P.)
~:;:-.;' I.',t..>:. (TY?
.r--' '-'5' t.lt..L (TYPo)
///--/u' .=///.= /p'':= /// -= /// == ..?-;/ -== ///-/// ~,:= //,;~ /// = ///-= #/ -/// -$'=// #/=-
COMPETEtrt Mt..TE RI.t.:.l OR seDROCK ~
(.t.:.S DETER1,',INED BY THE. ENGI1,'E[RING
GEOLOGIST OR SOILS EtJGINEER)
IIDtr:S
1. ALl rill MUST SI ;'PPRDVfD EY .HL 501L!> f":;III£[!; ':'IID SKDUlD B[ COMPACTED .D ,.:i U':'Sl 5::::
RH;'TIVi. ((JMPAc.T 101; (;;'::11"1 0 1557-7D).
2.. 20lE J.. SHOULD COIISIST OF C.DMPACTEO SOIL FILL Dlay (NO ROC,: FI'AGMElITS OVER [, III(HrS IN
M:"::II1UH 01 MENS I 011).
3. iOlle:" SHDU~D H:"V[ A MINIr".UI'. IHICr.I-/~S~ Df 15 i[[T (AS SKDUI;). BU1 r:USl [XTfl/D :. rLrr
BLl 0 ..... 1 He Of fP [51 lJ1 I l 11 Y.
lj. [xcrSSIVl OVfRSI2l RDU: CAl; S[ tJIlIORO ..... [O IN :"P.I:", AS ~K01Jl; III Al'P<>::..l[S I-, DR!:.. SLLlCl1Dlo'
Df AL'IRII':"LS A DR b (AI; E~ MADL BY lHl r;';;lH:.'Ok,. [C::H,,,(loP,. or-rUI!JIIIC D'; 'Hi. 51T[ ClOI'.np.L
5. t'';'XIl1U~. SIZ[ "'lID SPAC.III:; or 'lJ1l10RO .... S SHDUlO BE I" "C[ORD"II([ \JIlK lHi. J;.EOV[ r ICUP.!:~ (;'lTH.-
N:'TL~ I-, AIiD B).
f.. VIlID"O:", SHOULD Bf Pll;([D Ih' I:r.r:'\'";""D 'Rl",[H!:~. J..PP-RDVlD r.R""UlJ:.P. ~ba (st':'D) ~H:JULD 5[
flOODlD II; lHf VIHDRD:.· .0 F III VDID~ I-,ROUl:D .. liD Sf>i[:.IH noc::.s. lID ROlY, fk:.~nlln~ OViF. 3
Hn III t'.:;,;uram DIMIII~IOh' ~HOULO El U~LO II; \JlI;DRD~·~.
t. RDU, T'1P.LlM[I;i. fLooDII;r. or ,l.,PPRDVID r.kAIIUl:'p' fIll, .. tiD Fill rt:;'([rlll{l ~HOULII EL (D>-:lI1IUDLlHT
III~P[(lLD BY ,Hi C[OlL[H"IC.Al [tiLINIH ••
STANDARD COMPACTION AND ROCK PROBLEM DETAIL
I -OWiN/G-OT=:CHNICAL GRADING AND EARTHWORK GUIDELINES
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AS-GRADED GROUND SURr-ACE~
'" ------~----------------~----~--------------, " -, ' . . . . . ..
,
, '
~ --' , -,
SOIL FILL . -,
, -... . .
, , --.... -, ,
_ . .t. . ,-, ',-'," '.' -'. ' '-'-"'" :,-:,.'. .. _' _. SOIL FILL '_ "'\
-, 12' 'compacted thickness e., ' -'~o rocks over 3" e. MIRAFI 700X .. '.-r-.~ ::',:-:, " :.7.· .. :...· .. : :-, -~_ .. ' in diameter ,-:. ~ ~./or equivalent)
ROCK FILL DETAIL ALTERNATE· 2
I o\¥':~/G=O"ECHNICAL GRADING AND EARTHWORK GUIDELINES
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SLOPE
FACE
GRANULAR SOIL
To fill voids,
densified by
fiooding
PROFILE ALO~JG Wl~JDROW
--------------' --' -
-------------- ----'---
'1,·:··::·r--\·,::,:,,-, -' ". "--,,,.:: >" . .......
'.'
...... ::: ..
- -... r--..[ ..... ·:·u·:·
. ::
:.; ....
"",\Y/'<'"
----,---------
ROCK DISPOSAL DETAIL
. '.=.'::
' .
. ...
OW=N/G=:O~CH[\J1CAL GRADING AND EARTHWORK GUIDELINES
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AS-GRADED GROUND SURFACE~
...,
• j • • .&.
\.
. SOIL FILL' -
~COMPETENT MATERIAL~
Supac 6W
Mirafi 700
( 0 r e qui val e ht)
ROCK FILL DET AILAL TERNA TE 1
C7N':N/G-OI-CHNICAL GRADING AND EARTHWORK GUIDELINES I -
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PLATE 1