HomeMy WebLinkAboutCT 79-27; GROVE APARTMENTS; UPDATE SOIL AND GEOLOGIC INVESTIGATION; 1979-12-06•
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-UPDATE SOIL AND GEOLOGIC INVESTIGATION
PUEBLO DEL ORO
(GROVE APARTMENTS)
CARLSBAD, CALIFORNIA
For
Broadmoor Homes, Inc.
3911 Sorrento Valley Boulevard
Suite B
San Diego, California 92111
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" . 3467 Kurtz Street
San Diego. California 92110
714·224·2911
Woodward·Clyde Consultants
Telex 697·841
December 6, 1979
Project No. 5933lW-UDOl
Revised: October 20, 1980,
Broadmoor Homes, Inc.
3911 Sorrento Valley Boulevard
Suite B
San Diego, California 92111
Attention: Mr. Jim Henry
UPDATE SOIL AND
GEOLOGIC INVESTIGATION
PUEBLO DEL ORO
(GROVE APARTMENTS)
CARLSBAD, CALIFORNIA
Gentlemen:
We are pleased to provide the accompanying report, which
presents the results of our update soil and geologic study
at the site of the proposed Pueblo del Oro subdivision
(previously known as Grove Apartments) •
The report presents our conclusions and recommendations
pertaining to the project, as well as the results of our
field explorations and laboratory tests.
Our engineer and geologist assigned to this project are
Messrs. rHchael R. Rahilly and Robert Dowlen respectively.
If you have any questions, please give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
~..Jk~.
Daryl Streiff ~
C.E.G. 1033
DS/RPW/MRR/RD/rs
Attachment
(6) Broadmoor Homes, Inc.
(2) Roy L. Klema
Consul ling Engineers. Geologists
and Environmental SCientists
Offices In Other Principal CIties
Richard P. While
R.E. 21992
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TABLE OF CONTENTS
PURPOSE AND SCOPE OF INVESTIGATION
REVIEW OF PREVIOUS SOIL AND GEOLOGIC STUDIES
PROJECT DESCRIPTION
FIELD INVESTIGATION AND LABORATORY TESTING
SUMMARY OF SITE, SOIL AND GEOLOGIC CONDITIONS
Landslides
Faulting
Seismicity
Ground Water
DISCUSSION, CONCLUSIONS, AND RECOMMENDATIONS
Faulting
Ground Water
Liquefaction Potential
Landslides
Slope Stability
Landslide Areas
Existing Cut Slopes
Fill Slopes
General
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TABLE OF CONTENTS
(continued)
Surface Preparation and Earthwork
Foundations
Retaining Walls
'RISK AND OTHER CONSIDERATIONS
FIGURE 1 SITE PLAN
Appendix A -FIELD INVESTIGATION
FIGURE A-1 -KEY TO LOGS
FIGURES A-2 THROUGH A-22 -LOGS OF TEST BORINGS AND
TEST PITS
APPENDIX B -LABORATORY TESTS
FIGURES B-1 AND B-2 -GRAIN SIZE DISTRIBUTION CURVES
FIGURE B-3 -FILL SUITABILITY TESTS
APPENDIX C -PROPOSED FILL AND SUBSURFACE DRAINS
APPENDIX D -GUIDE SPECIFICATIONS FOR TYPICAL BUTTRESS
APPENDIX E -SPECIFICATIONS FOR CONTROLLED FILL
APPENDIX F -1972 REPORT
APPENDIX G -1973 REPORT
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A-1
B-1
C-1
D-1
E-1
F-1
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UPDATE SOIL AND GEOLOGIC INVESTIGATION
PUEBLO DEL ORO
(GROVE APARTMENTS)
CARLSBAD, CALIFORNIA
PURPOSE AND SCOPE OF INVESTIGATION
This report presents the results of our soil and
geological investigation at the site of the proposed Pueblo
del Oro subdivision.
The site is south of Marron Way and west' of El
Camino Real, in the city of Carlsbad, California.
The purpose of our update investigation is to
assist Broadmoor Homes, Inc., and their consultants in evalu-
ating the property and in project design. This report pre-
sents our conclusions and/or recommendations regarding exist-
ing surface and subsurface soil and geologic conditions,
grading-and foundation design; specifically, buttressing of
existing landslide areas, disposition and/or treatment of
compressible and expansive soils, excavation characteristics
of the on-site material, suitable types and depths of founda-
tions, and allowable soil bearing pressures for foundations
and retaining walls. We have also included conclusions
regarding the presence of faulting and materials susceptible
to liquefaction.
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REVIEW OF PREVIOUS SOIL AND GEOLOGIC STUDIES
A soil investigation of the general area, including
the site, was made by Woodward-Gizienski & Associates in
1972. The report of that study entitled IISoil and Geologic
Investigation for the Proposed Hosp Grove Apartments, Carls-
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bad, California, II is dated August 25, 1972 (Appendix F).
That report indicates the site is underlain by the Eocene age
La Jolla Group which includes the landslide-prone Delmar
Formation. In some areas, the La Jolla Group is overlain by
a draping terrace deposit of generally granular Pleistocene.
age materials. Large di"ameter test borings performed for
that investigation indicated several landslide zones or
bedding plane faults on the site. The report recommended
removing one active landslide and installing a subsurface
drainage system.
The entire site was graded into a series of large,
flat pads in 1972. site preparation, compaction, and testing
were done between May 17 and December 19, 1972 under the
observation of representatives of Woodward-Gizienski & Assoc-
iates. The results of that work are summarized in their
report entitled "Final Report of Engineering Observation and
Compaction Testing, Grove Apartments, Carlsbad, California,"
dated March 1, 1973 (Appendix G). During th'at grading,
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highly expansive soil was undercut 2 feet in the level por-
tion of some of the pads and replaced with properly com-
pacted, nonexpansive soils.
PROJECT DESCRIPTION
The site is divided into two main areas. The
southern portion of the site is south of Hosp Way and west of
EI Camino Real. The northern portion of the site is north-
west of the southern portion and lies between Marron Road and
Hosp Way.
The undated plans entitled "Grading Plan, Carlsbad
Tract 79-27, II prepared by Roy L. Klema, Engineers Inc.,
indicate that the site will be regraded to form building pads
for the construction of one-to three-story, multi-family
apartment or condominium type structures. The building pad
locations will be significantly different from those graded
in 1972. The present plans also indicate that maximum cuts
and fills will be on the order of 20 feet and 30 feet, re-
specti vely and that cut and fill slopes wili have maximum
heights on the order of 20 feet and 70 feet, respectively and
maximum slope inclinations of 1-1/2 to 1 (horizontal to
vertical) .
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FIELD INVESTIGATION AND LABORATORY TESTI~G
To supplement the field work done for the 1972. soil
investigation, ten large diameter test borings and 15 test
pits were made at the approximate locations shown on Fig. 1.
Samples were recovered from the excavations and transported
to our laboratory for inspection and testing. A Key to Logs
is presented in Appendix A as Fig. A-I. Simplified boring
and test pit logs are presented on Figs. A-2 through A-22.
The descriptions on the logs are based on sample inspection
and laboratory test results. The results of the laboratory
tests are shown in Appendix B. The field investigation and
laboratory testing pr?grams are discussed in Appendixes A
and B.
SUMMARY OF SITE, SOIL AND GEOLOGIC CONDITIONS
The subject site was graded in 1972. This grading
has produced several large cut-fill pads and associated
roadways in both parts of the site. These pads and roadways
have been subjected to considerable erosion and contain
numerous erosion gullies up to 10 feet in depth.
Large cut slopes are present along the southern
boundaries of both parts of the site. These cut slopes are
up to 60 feet in height and are inclined at 1-1/2 to 1 with 8 .
foot wide benches at 25 foot intervals. Our field recon-
naissance indicates the presence of weak clay seams wi thin
these existing cut slopes.
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Landslides
The presence and location of existing ancient
landslides on the site was noted in the 1972 soil investi-
gation report. A review of that report indicates that slide
planes were found in the large diameter test borings at
depths up to 45 feet below original ground surface.
Test borings made for the current investigation in
the northwest part of the site were made to more fully evalu-
ate the areal extent and depths of the slide planes in this
area. These additional large diameter borings indicate that
the landslides in this area are apparently a series of small-
er landslides rather than one or two larger landslides as
previously suspected. Figure 1 indicates the approximate
locations of existing landslides, weak clay seams exposed in
cut slopes, and faults noted during the 1972 field investi-
gation and our recent field investigation.
Faulting - A small fault has been identified in the
high cut slope at the extreme southern end of the site. The
faul t offsets the La Jolla Group sediments about 30 feet
vertically. The fault strikes generally north-south to
slightly northeast, and has a nearly vertical dip. The width
of the fault varies from approximately 1/2 inch to 3 inches.
Material in the fault is stiff to very stiff, brown to gray,
silty clay.
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Aerial photographs and topographic maps of the
general site area prior to the 1972 grading show no linea-
tions, vegetation, or topographic features that would indi-
cate faulting. In addition, the fault exppsure in the south-
ern cut slopes does not shown any offset or displacement of
the residual topsoil contact. Dating of the residual topsoil
layer in the Carlsbad-Oceanside area suggests that such
materials are on the order of several thousand years old.
No apparent vertical offset was observed in expo-
sures of the capping Pleistocene terrace deposit south of the
site. The Pleistocene terrace is tentatively correlated to
the early Pleistocene age Lindavista Formation (approximately
50,000 to 3,000,000 years old).
Two to possibly four small breaks or fractures were
noted subparallel and east of the fault. These features show
relatively little or no vertical offset (0 to 4 feet), have a
general north-south strike, and a near vertical dip. The
seams are 1/16 inch to 1/2 inch wide, and are composed of
light gray to white calcareous silt. These features appear
to be a~justment ,planes formed after deposition and during
consolidation of the sediments. Therefore in our opinion,
these phenomenon are depositional features and probably not
tectonic faults.
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The closest fault zone to the si te along which
earthquakes greater than Richter Magnitude 4.0 have been
recorded .is the Elsinore Fault zone, mapped approximately 23 ./
miles east-northeast of the site. The major faulting closest
to the site is in an offshore inferred zone of deformation,
located about 8 to 10 miles west of the site. Some geolo-
gists have~pos~tila~ed this zone as the northern extension of
the Rose Canyon Fault zone.
Seismicity
The Carlsbad-Oceanside area is considered to be
tectonically stable because of its low historical seismicity;
however, ground shaking is possible from earthquakes gener-
ated on distant faults, such as the Elsinore Fault zone.
Additionally, many geologists believe future earthquakes
could occur along the local Rose Canyon Fault. It has been
estimated that a Richter Magnitude 6.0 earthquake could have
an average recurrence interval of 100 to 200 years.
Ground Water
During the 1972 investigation, perched ground water
was observed in the La Jolla Group sediments at depths rang-
ing from 21 to 46 feet. During our recent site inspection,
water seeps and exotic hydrophytes were observed in and at
the base of a cut slope at the extreme southwest corner of
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the site. We also observed several areas of poor drainage on
unfinished pads. These areas appear to collect and hold ....
water as seasonal ponds.
DISCUSSION, CONCLUSIONS, AND RECOMMENDATIONS
Our current studies of the site indicate that, with
the exception of massive erosion, site conditions have not
changed significantly since the end of the grading in 1972.
Existing ancient landslides and weak clay seams in cut slopes
will require consideration when developing new plans for the
site.
Faulting
Our investigation 'identified no significant or
maj'or faults crossing the site. In our opinion, the small
faul t on the east side of the site is a minor and ancient
structural feature. It is our further opinion that, the
probability of ground surface rupture (faulting) at the site~
is very low.
Ground Water
In our opinion, conditions in the proposed develop-
ment indicate probable future ground water seepage. Seep v
areas will probably occur where permeable sand lenses are
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interbedded with less permeable sediments. In our opinion,
no shallow permanent ground water table exists on the site.
We anticipate that the present water seepage in the
extreme southwest end of the site will be collected in sub-v
drains installed during recommended slope buttressing (see
Slope stability).
We recommend that positive measures be taken to
properly finish· grade each lot after the residential struc-
tures and other improvements are in place so that drainage
waters from the lots and adjacent properties are directed off
the lots and away from house foundations, floor slabs, and
slope tops. Even with these provisions, experience has shown
that a shallow ground water or surface water condition can
and may develop in areas where no such ground water condition
existed prior to site development; this is particularly true
in years of heavy rainfall, and in residential subdivisions
where a sUbstantial increase in surface water infiltration
results from landscape irrigation.
Liguefaction Potential
The depth to the regional ground water table on the
site is estimated to be greater than 50 feet. In our op1n-
10n, this depth, together with the dense nature of the natu-
ral soil on the site, generally precludes the possipility of
liquefaction.
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Landslides
Two landslide areas are present in the northwestern ,.
part of the site. These landslides were noted during the
1972 investigation and were further evaluated during the
current field investigation. Additional borings placed
within the landslide areas indicated that the larger western
landslide area is apparently a series of shallow landslides
rather than one or two more extensive landslide masses as
expected as a result of the 1972 investigation. The upper
portions of the eastern landslide mass were removed during.
grading in 1972.
Slope Stability
Landslide Areas -Slope stability analyses of the
larger landslide area were performed by computer· methods,
using the Morgenstern-Price wedge failure approach. The
records of analyses are not included in this report, but are
available for review if requested. Based on our inspection
of the existing slope conditions and our analyses of land-
slide conditions on the site, it is our opinion that the
existing landslides, 1n a gross sense, have a moderate proba-
bility of failure, according to current state-of-the-art
analyses and under current site conditions. Based on our
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recent experience with landslides and weak clay seams in
similar materials, slide plane shear strengths used in our
current analysis are as follows:
Location
Graben area
Neutral block
GRABEN
AREA
~' (deg)
24
6
c' (psf)
o
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___ --GROUND SURFACE
SLIDE PLANE
TYPICAL SLIDE CONFIGURATION (NO SCALE)
y (pcf)
120
120
The 1972 report included slope stability analyses
performed by . computer methods. Factors of safety given in
that report were obtained using soil strength parameters
higher than those ,presently considered representative of
landslide plane strengths.
In our opinion, the large fill proposed north of
the existing large western landslide area and proposed sub-
surface drains will effectively buttress this area. Our
analyses indicate that this fill area will result in a calcu-
lated factor of safety against deep-seated failure in excess
of 1.5 under static conditions.
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We recommend that subsurface drains be installed on
the original ground surface prior to placing the fill mater--
ial. A typical cross-section of the proposed fill and the
subsurface drains is shown as Appendix c.
We recommend that a minimum 5-foot thick compacted
mat be constructed in the graben areas of the landslide
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masses. Much of this mat is already in place, but additional
grading will remove portions of it. The pads affected are r
the proposed cut pads south of Hosp Way in the northwestern
part of the site.
In our "opinion, grading done in the area of the
smaller landslide effectively stabilized the mass. The upper
portions of the slide material were removed and fill was
placed in the-canyon below' the slide i' this fill serves as a
buttress.
Existing cut Slopes -Weak clay seams are t>resent
ln the existing cut slopes along the southern boundaries of
both the northwestern and southeastern parts of the site. We
recommend that drained buttress fills be placed in these
slopes. The approximate location of the buttresses are shown
on Fig. 1. A typical buttress scheme is shown on Appendix D •.
Retaining walls may be required at the toe of the ~
buttress at the corner of Hosp Way and an unnamed access road
between the northwest and southeast portions of the site in
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order to construct the 1-1/2 to 1 inclined slopes planned for
this area. It is our understanding that this corner will be
cut down and oversteepened locally to provide access for
equipment during grading then rebuilt later.
We estimate that the volume of material involved in
buttress construction in these areas with present pad grades
will range from 40,000 to 50,000 cubic yards.
Fill Slopes -We expect that fill slopes, including
buttress fill slopes, will be inclined at 1-1/2 to 1 or
flatter and will have maximum heights on the order of 70
feet. We also expect that a-foot wide slope benches will be
placed at 25-foot fill height intervals in accordance with
local standards. Based on our analyses, the expected fill
slopes will have indicated factors of safety of at least 1.5
under static conditions if constructed in accordance with
specifications and the recommendations contained herein.
General -Stability analyses require the use of
parameters selected from a range of possible values; thus,
there is a finite possibility that slopes having calculated
factors of safety as indicated above could become unstable.
In our opinion, the probability of deep-seated failure is low
and it is our professional judgment the slopes can be con-
structed as indicated above.
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We recommend that all slopes be drained, planted,~'
and maintained to help control erosion and surface sloughing.
Special care should be taken by the grading contractor to
properly compact fill to each slope face. We recommend that
fill slope faces be backrolled at maximum 4-foot fill height
intervals during construction and the 2 to 1 inclined fill
slopes be trackwalked upon completion of the fill slope.
In our experience, fill slopes constructed at
inclinations steeper than 2 to 1 are partic'ularly susceptible
to shallow slope sloughing during periods of rainfall, heavy
irrigation or upslope surface runoff. Periodic maintenance
may be required, including the rebuilding' of the outer 18' to
36 inches of the slope may be required. Sloughing of fill
slopes can be reduced by overbuilding by at least 3 feet and
cutting back to the desired slope inclination.
Surface Preparation and Earthwork
We recommend that all earthwork be done in accord-
ance with the attached Specifications for, Controlled Fill
(Appendix E). The grading should be observed and compacted
fills tested by our firm.
We recommend that a preconstruction conference be
held at the site. Special soil handling can be discussed at
that time.
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Test borings and pits made during the current
investigation indicate that expansive soil may be wi thin 2 ....
feet of pad grade in several of the proposed cut areas. We
recommend that these expansive soils be excavated a minimum
of 2 feet below pad grade in building pads and 1 foot in
pavement areas and replaced with properly compacted nonexpan-
sive soil available on the site. The building pads expected
to have expansive soil within 2 feet of pad grade are shown
on Fig. 1. We recommend that the actual areas requiring
excavation and replacement be evaluated in the field at the
time of grading. We estimate that approximately 500 ,,00.0 .....
cubic yards of expansive soils will require excavation and
replacement.
We recommend that the upper 2 feet of fill in
building areas and the upper 1 foot in pavement· areas be
composed of nonexpansive soil available at the site. The
expansive clay soils can be placed in the deeper fill areas"
and properly compacted.
We recommend that all cut slopes and buttress cuts
be inspected by an engineering geologist from our firm during
grading to evaluate actual geologic conditions, and to pro-
vide design modifications if needed.
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Foundations
We recommend that footings for two-to three-story,
residential structures founded in natural or properly compac-
ted, nonexpansive soil be designed for an allowable soil
bearing pressure of 2,000 psf (total dead plus live loads).
In our opinion, this pressure can be increased by no more
than one-third for loads that include wind or seismic forces.
We recommend that all footings be founded a minimum of 12-
inches below lowest adjacent grade, have a minimum width of
12 inches, and at least one No. 4 rebar top and bottom. We-
further recommend that flqor slabs-on-grade be a minimum of 4
inches thick and be reinforced at mid height with flat sheets
of 6x6, 10/10 welded wire fabric.
We recommend providing positive drainage around all
structures, and no ponding of water be allowed adj acent to
footings.
We recommend that structures not able to tolerate
differential settlements (such as foundations, concrete
decks, walls, etc.) not be located within 8 feet of a slope
top. We recommend that footings located within 8 feet from a
slope top be extended in depth until the outer bottom edge of
the footing is at least 8 feet horizontally from the outside
slope face.
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Retaining Walls
We recommend that cantilevered retaining walls with
1-1/2 to 1 inclined backfill surfaces be designed to wi th-
stand the pressure exerted by an equivalent fluid weight of
70 pcf. This value assumes that on-site granular soils will
be utilized for backfill and that there will be no surcharge
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load, such as adjacent footings or vehicle traffic acting on
the wall.
In order to provide resistance for design lateral
loads we recommend using the pressure exerted by an equiv-
alent fluid weight of 400 pcf. This value is for footings or
shear keys poured neat against properly compacted granular
fill soils or granular undisturbed soil.
If friction alone is to be used to resist lateral
loads, we recommend that a coefficient of friction· between
soil and concrete of 0.45 be used for design in lateral
resistance. If it is desired to combine frictional and
passive resistance in design, we recommend that the friction
coefficient be reduced to 0.35.
RISK AND OTHER CONSIDERATIONS
We have only observed a small portion of the pert-
inent soil and ground water conditions. The recommendations
made herein are based on the assumption that soil conditions
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do not deviate appreciably from those found during our field
investigation. If the plans for site development are
changed, .or if variations or undesirable geotechnical condi-
tions are encountered during construction, the geotechnical
consultant should be consulted for further recommendations.
We recommend that the geotechnical consultant
review the foundation and grading plans to verify that the
intent of the recommendations presented herein has been
properly interpreted and incorporated into the contract
documents. We further recommend that the geotechnical con-
sultant observe the site grading, subgrade preparation under
concrete slabs and paved areas, and foundation excavations.
It should also be understood that California,
including San Diego, is an area of high seismic risk. It is
generally considered economically unfeasible to build totally
earth,quake-resistant structures i therefore, it is possible
that a large or nearby earthquake could cause damage at the
site.
Professional judgments presented herein are based
partly on our evaluations of the technical information
gathered, partly on our understanding of 'the proposed con-
struction, and partly on our general experience in the geo-
technical field. Our engineering work and judgments rendered
meet current professional standards. We do not guarantee they
performance of the project in any respect.
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This firm does not practice or consult in the field
of safety engineering. We do not direct the contractor IS
operations I and we cannot be responsible for the safety of
other than our own personnel on the site; therefore I 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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Cut Off
Trench Drain
Buttl~ess Fill
1 ~. 1 Siope-......., 2·
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Property
Line
Topsoil
Formational Soil
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Class II Filter
State Specification
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Native Soil
. 2-LJI TOPSOIL . . . .." ... . . .. . ····L
/-, .:."
12" L ~-.r .l-1-.LJ 1/
6" Perforated PiPe~ T
(ADS Corrugated
plastic) slope to drain
TRENCH DETAIL
No Scale
CUT OFF TRENCH DRAIN SPECIFICATIONS
PUEBLO DE ORO
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DRAWN BY: mrk I CHECKED BY: >. PROJECT NO: 59331\V-FCOl I DATE: 5-27-82 FIGUR~NO: 1
WOOOWARO-Cl YDE CONSULTANTS
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APPENDIX A
FIELD INVESTIGATION
Ten exploratory borings and 15 test pits were
advanced at the approximate locations shown on Fig. 1. The
field work was performed by personnel
September 8 through September 12, 1980.
from our firm on
The test borings
were advanced with a 30-inch bucket auger and the test pits
were made with a 24-inch wide tractor mounted backhoe.
Samples of the subsurface materials were obtained
from the excavations, sealed to preserve the natural moisture
content of the sample, and returned to the laboratory for
examination and testing.
The locations of each excavation and the elevations
of the ground surface at each location were estimated from
the grading plans.
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Location Boring Number Elevation
DEPTH L..-._T..,E_ST_D_ATT'A_~.OTHER SAMPLE IN r FEET -MC -00 -ac TESTS NUMBER SOIL DESCRIPTION
-12 110 65 Very dense, damp, brown silty sand (SM)
.
-
~~
WATER LEVEL J
At time of drilling or as indicated.
SOIL CLASSIFICATION
Soil Classifications are based on the Unified Soil Classification System
and include color, moisture and consistency. Field descriptions have
been modified to reflect results of laboratory analyses where
appropriate.
-DISTURBED SAMPLE LOCATION
Obtained by collecting the auger cuttings in a plastic or cloth bag.
L..-. __ DRIVE SAMPLE LOCATION
MODIFIED CALIFORNIA SAMPLER
Sample with recorded blows per foot was obtained with a Modified
California drive sampler (2" inside diameter, 2.5" outside diameter)
lined with sample tubes. The sampler was driven into the soil at the
bottom of the hole with a 140 pound hammer falling 30 inches.
L..-. _____ INDICATES SAMPLE TESTED FOR OTHER PROPERTIES
GS -Grain Size Distribution CT -Consolidation Test
LC -Laboratory Compaction UCS -Unconfined Compression Test'
Test
PI - A tterberg Limits Test OS - 0 irect Shear Test
ST -Loaded Swell Test TX-Triaxial Compression Test
CC -Confined Compression
Test
NOTE: In this column the results of these tests may be recorded
where applicable.
'----------BLOW COUNT
Number of blows needed to advance sampler one foot or as Indicated.
L..-. __________ DRY DENSITY
Pounds per Cubic Foot
"-------------MOISTURE CONTENT Percent of Dry Weight
NOTES ON FIELD INVESTIGATION
1. REFUSAL indicates the inability to extend excavation. practically.
with equipment being used in the Investigation.
KEY TO LOGS
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY: MfZf4 PROJECT NO: 59331N-UDOl I DATE: 10-3-80 I FIGURE NO:A-l
WOODWARD·CLYDE CONSULTANTS
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DEPTH
IN r---'---~--~
FEET
5
10
15
20
25
30
35
40
SAMPLE
NUMBER
1-1
1-2
1-3
1-4
1-5
Boring 1
SOIL DESCRIPTION
Moist, gray, clayey sand
FILL
Very dense, moist, gray, silty sand (SM)
EOCENE SEDIMENTS
Hard, moist, gray-brown, silty clay (CH)
'EOCENE SEDIMENTS
~" remoulded clay seam
_ _ _ _ _ _ Grading to _ _ _ _ _ _ __
Very dense, moist, gray-brown, silty
sand (SM) EOCENE SEDIMENTS
Bottom of Hole
• For description of symbols, see Figure A-1
DRAWN BY: ch
LOG OF TEST BORING 1
GROVE APARTMENTS
CHECKED BY: /V\IZ PROJECT NO: 5933Hv-UDOl DATE: 10-1-80 FIGURE NO: A-2
WOODWARD·CL YDE CONSULTANTS
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DEPTH IN t---.----..----f
FEET
5
10
15
20
25
30
35
41
SAMPLE
NUMBER
2-1
2-2
2-3
2-4
2-5
2-6
Boring 2
Approximate El. 145'
SOIL DESCRIPTION
Damp, light gray-brown, silty sand (SM)
F·ILL
Hard, damp, brown, silty clay (CH)
EOCENE SEDIMENTS
_ _ _ _ _ _ _ _ Grading to ______ _
Very dense, damp, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS
Hard, damp, dark brown, silty clay (CH)
EOCENE SEDIMENTS
~" remoulded firra clay seam
• For description of symbols, see Figure [\-1 Bottom of Hole
LOG OF TEST BORING 2
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WOOOWARO·CL YOE CONSULTANTS
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DEPTH IN i---r----r---i
FEET
5
10
15
20
25
30
35
40
SAMPLE
NUMBER
3-1
3-2
3-3
GS,PI 3-4
3-5
3-6
3-7
3-8
Boring 3
Approximate El. 161'
SOIL DESCRIPTION
Damp, light gray-brown, clayey sand
FILL
Moist, dark gray to dark brown, sandy to
silty clay FILL
Damp, 'dark brown to brown, silty sand
FILL
Irregular contact
Very stiff, moist, dark gray, Silty clay
(CH) with fractures EOCENE SEDIMENTS
Very dense, damp, silty to clayey sand
(SM-SC) with interbeds of silty clay
EOCENE SEDIMENTS
'For description of symbols, see Figure A-I Continued on next page
LOG OF TEST BORING 3
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WOODWARD·CL YDE CONSULTANTS
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DEPTH .OTHER SAMPLE F~~T t---r----r-"""""i TESTS NUMBER
3-9
4 3-10
5
5
3-11
3-12
65~--~----~--~--~--~--
70
75
8
"For description of symbols, see Figure A-I
Boring 3 (Cont'd)
SOIL DESCRIPTION
(Continued) very dense, damp, silty to
clayey sand (SM-SC) with interbeds of
silty clay EOCENE SEDIMENTS
Very dense, damp, gray-brown, clayey sand
(SC) EOCENE SEDIMENTS
Bottom of Hole
LOG OF TEST BORING 3 (CONT'D)
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY: JWZi4-PROJECT No:5933IW-UDOl I DATE: 10-1-80 I FIGURE NO: A-5
WOODWARD·CL VDe CONSULTANTS
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DEPTH .OTHER IN ~--~--~--~ FEET TESTS
GS,PI 4-1
4-2
1
4-3
1
4-4
25
4-5
30
35 4-6
40 .... ---'-------
*For description of symbols, see Figure A-I
Boring 4
Approximate El. 123'
SOIL DESCRIPTION
Very dense, moist, light gray-brown,
clayey sand (SC) EOCENE SEDIMENTS
Hard, moist, brown, sandy clay to clayey
sand (CL-SC) EOCENE SEDIMENTS
- - --Grading to - -
Very dense, damp, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS
Hard, damp, brown, sandy to silty clay
(CL-CH) ; feactured EOCENE SEDIMENTS
Very dense, damp, light gray-brown, sHty
sand (SM) with some fracture
EOCENE SEDIMENTS
Hard, damp, brown, silty clay (CH) ;
fractured EOCENE SEDIMENTS
Continued on next paoe
LOG OF TEST BORING 4
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY: tJUU2I. PROJECT NO: 5933HI-SIOI I DATE: 10-1-80 I FIGURE NO: A-6
WOODWARD·CL YDE CONSULTANTS
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• 6
• 7
• 7
• 'For descrrption of symbols, see Figure A-l
• DRAWN BY: ch CHECKED BY:jV\
SAMPLE
NUMBER
4-8
Boring 4 (Cont'd)
SOIL DESCRIPTION
(Continued) hard, damp, brown, silty
clay; fractured EOCENE SEDIMENTS
Grading to
Hard,
sand
brown, sandy clay to clayey
EOCENE SEDIMENTS
Very dense, damp, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS
Bottom of Hole
LOG OF TEST BORING 4 (CONT'O)
GROVE APARTMENTS
PROJECT NO: 5933Hv-SIOl DATE: 10-1-80 FIGURE NO: A-7
WOODWARD·CLYDE CONSULTANTS
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DEPTH
IN ~--~--~--~
FEET
2
3
3
4
• For description of symbols, see Figure
SAMPLE
NUMBER
5-1
5-2
5-3
5-4
5-5
Boring 5
Approximate El. '141'
SOIL DESCRIPTION
Dry, light gray-brown, silty to clayey
sand FILL
Hard, damp, brown, silty to sandy clay (CH)
EOCENE SEDIMENTS
Fractured
- - - - --Grading to - - - - - - - -
Very dense, damp, light gray-brown, silty
sand .(SM) EOCENE SEDIMENTS
Hard, damp, brown, silty clay (CL-CH) with
sand EOCENE SEDIMENTS
Fracture plane from 20~'-23~'
- - - - -Grading to - - - - - - -
Very dense, moist, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS
Hard, damp, brown, silty clay (CH)
EOCENE SEDIMENTS
Bottom of Hole
LOG OF TEST BORING 6
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY:lV\tzlZl PROJECT NO: 5933UI-UDOl I DATE: 10-1-80 I FIGURE NO: A-8
WOODWARD·CLYDE CONSULTANTS
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DEPTH IN ~--~---T--~
FEET
5
10
15
20
25
30
35
40
SAMPLE
NUMBER
6-1
6-2
6-3
6-4
6-5
6-6
Boring 6
Approximate El. 152'
SOl L OeSeRI PTION
Damp, light gray-brown, silty to clayey
sand FILL
Dense, moist, gray to gray-brown, silty
to clayey sand (SM-SC)
TERRACE DEPOSITS
Irregular contact
Very dense, moist, gray, silty to clayey
sand (SM-SC) EOCENE DEPOSITS
Hard, damp, gray-green, saridy to silty
clay (CH) EOCENE SEDIHENTS
---_ Grading to ------
Very dense, moist, gray, silty fine sand
(SM) EOCENE SEDIMENTS
'For description of symbols, see Figure A-I Continued on next page
LOG OF TEST BORING 6
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY: IVI~ PROJECT NO: 59331W-UDOl I DATE: 10-1-80 I FIGURE NO:A-9
WOOOWARO·CL YOE CONSULTANTS
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r-__ ,-__ ~ __ ~·OTHER
TESTS
45 6-7
Boring 6 (Cont'd)
SOIL DESCRIPTION
(Continued) very dense, moist, silty fine
sand (SM) EOCENE SEDIMENTS
Hard, damp. gray-green, silty clay (CH)
EOCENE SEDIMENTS .
50~--~----~--+-----~----~~---------------------------------------------Bottom of Hole
55
60
·65
70
75
80
'For description of symbols, see Figure A-l
LOG OF TEST BORING 6 (CONT'D)
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY: M~f2J PROJECT NO: 59331 W-UDOl I DATE: 10-1-80 I FIGURE NO: A-lO
WOOOWARO·CL YOE CONSULTANTS
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SAMPLE
NUMBER
7-1
5 7-2
10 7-3
7-4
15
20
7-5
25
7-6
30
7-7
35
40
Boring 7
Approximate El.
SOIL DESCRIPTION
Damp, light gray, silty clay
FILL
Damp, light gray-brown, clayey sand
FILL
Moist, gray-brown, sandy clay
FILL
Moist, dark brown, sandy clay
FILL
Bard, damp, brown, sandy clay (CL)
EOCENE SEDIMENTS
128'
yery dense, damp, , light gray, silty sand'
(SM) EOCENE SEDIMENTS
Hard, damp, brown, sandy clay (CL)
EOCENE SEDIMENTS
Bottom of Hole
"For description of symbols, see Figure A-I
LOG OF TEST BORING 7
GROVE APARTMENTS
DRAWN By:ch I CHECKED BY: MIZ4 PROJECT NO:59331W-UDOl I DATE: 10-1-80 I FIGURE NO:A-ll
WOODWARO·CLYDE CONSULTANTS
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f-_-r-_-.,._---l*OTHER SAMPLE TESTS NUMBER
8-1
5
8-2
10
8-3
15
GS,P 8-4
20
25
8-5
30
35
40
Boring 8
Approximate El. 126'
SOil DESCRIPTION
Damp, 1 gray-brown, silty sand
FILL
Damp, gray-brown to brown, sandy clay to
clayey sand FILL
Damp, gray-brown, sandy clay
FILL
Very dense, damp, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS
Hard, damp, gray-brown, sandy clay (CL)
EOCENE SEDIMENTS
Bottom of Hole
• For description of symbols, see Figure A-I
LOG OF TEST BORING 8
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY:(V\R!ZJ PROJECT NO: 59331\.l7-UDOl I DATE: 10-1-80 I FIGURE NO: A-12
-WOODWARD·CLYDE CONSULTANTS
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DEPTH
IN ~--~--~--~
FEET
5
10
15
20
25
30
35
41
• For description of symbols, see Figure
SAMPLE
NUMBER
9-1
9-2
9-3
9-4
9-5
9-6
9-7
A-I
Boring 9
Approximate El. 153'
SOIL DESCRIPTION
Dry to damp, light gray, silty to clayey
sand FILL
Damp, gray-brown, clayey sand
FILL
Medium dense, damp, brown, silty fine
sand (SM) TOPSOIL
Very dense, damp, red-brown and gray,
clayey sand (SC) TERRACE DEPOSITS
Very stiff, moist, gray-green, silty clay
(CH) EOCENE SEDIMENTS
Very dense, damp, gray, silty sand (SM)
with interbeds of silty clay
EOCENE SEDIMENTS
Very dense, damp, light gray-brown, clayey
sand (SC) EOCENE SEDIMENTS
Bottom of Hole
LOG OF TEST BORING 9
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY:N\fZ~ PROJECT NO: 59331W-UDOl I DATE: 10-1-80 I FIGURE NO:A-13
WOOOWARD·CLYDE CONSULTANTS
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DEPTH TEST DATA -OTHER
IN TESTS FEET -MC -DD -BC
5-
-
10 -
is
20 _
-
-
-
-
-
• For description of symbols. see Figure
Test pit 10
SAMPLE SOIL DESCRIPTION NUMBER
Damp, light gray to
clayey sand
10-1[
10-2[
~
10-3 r:::.::;
10-4~ 10-5
10-6~
10-7
10-8r
Moist, gray-brown,
clay
1\
Bottom of Hole
A-I
LOG OF TEST PIT 10
GROVE APARTMENTS
Approximate El u 15.7 I
gray-brown, silty to
FILL
..
.
clayey sand to sandy
FILL
DRAWN BY: ch I CHECKED BY: MelZ.1 PROJECT NO: 5933Hv-UDOl 1 DATE: 10-1-80 I FIGURE NO: A-14
WOODWARD-CLYDE CONSULTANTS
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10
1
DEPTH
IN
FEET
S_
10-
1S-
~ __ ~ __ ~ __ ~-OTHER SAMPLE
TESTS NUMBER
TEITDATA ·OTHER
-Me -DD -ac TEITS
.1
11-1
11-2
11-3
11-4
SAMPLE
NUMBER
12-1 ~ 1= 12-2 1=
12-3 1=
12-4 "'-
12-5 r
12-6 c:
12-7 L ~
:;:;:::::::::::: ,\
\
Test pit 11
te El. 156'
SOIL DESCRIPTION
Dry to damp, light gray, silty sand
FILL
Dense, moist, gray-black, silty sand (SM)
with some clay RESIDUAL SOIL
Very dense, damp, gray-brown, clayey sand
(SC) EOCENE SEDIMENTS
Very dense, damp, light gray, silty sand
(SM) EOCENE SEDIMENTS
Very dense, moist, gray-brown, silty to
clayey sand (SM-SC) EOCENE SEDIMENTS
Bottom of Hole
Test pit 12
ApproxiMate E1. 167'
SOIL DESCRIPTION
Damp to moist, gray-brown to light gray,
silty to clayey sand
FILL
Hard, damp, gray-green, silty clay (CH)
EOCENE SEDIMENTS
Dense, moist, light gray, silty sand
(SM) EOCENE SEDIMENTS
Bottom of Hole
-
• For deSCription of symbols, see Figure A-1
DRAWN BY: ch
LOG OF TEST PITS 11 AND 12
GROVE APARTMENTS
CHECKED BY:lV\~ PROJECT NO:S933Hl-UDOl FIGURE NO: A-1S
WOOOWARD·CLYDE CONSULTANTS
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1
5
10
15
SAMPLE
NUMBER
SAMPLE
NUMBER
14-1
14-2
14-3
Test pit 13
Approximate E1. 167'
SOIL DESCRIPTION
Loose to medium dense, dry, light brown,
silty sand (SM) RECENT SLOPEWASH
Very dense, damp, light gray,' silty sand
(SM) EOCENE SEDIMENTS
Bottom of Hole
Test pit 14
te E1. 168'
SOIL DESCRIP"TION
Dry, gray, silty sand
FILL
Very dense, damp, 1iqht gray, silty sand
(SM) EOCENE SEDIMENTS
Bottom of Hole'
• For description of symbols, see Figure A-I
LOG OF TEST PITS 13 AND 14
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY:M~PROJECT NO: 59331tv-UD01 I DATE: 10-2-80 I FIGURE NO: A-16
WOOOWARD·CL VDE CONSULTANTS
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1
DEPTH
IN t--"""---r-~
FEET
5
10
15
"For description of symbols, see Figure
SAMPLE
NUMBER
A-I
Test pit 15
Approximate El. 191'
SOIL DESCRIPTION
Very dense, damp, light gray, silty sand
(SM) EOCENE SEDIMENTS
Bottom of Hole
Test pit 16
Approxi~ate El. 188'
SOIL DESCRIPTION
Very dense, damp, gray-brown, clayey sand
to sandy clay (SC-CL)
EOCENE SEDIMENTS
Very dense, damp, liqht gray, silty sand
(SM) EOCENE SEDIMENTS
Bottom of Hole
LOG OF TEST PITS 15 AND 16
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY:/VlelZ-1 PROJECT NO: 593111-1-UD01 1 DATE: 10-2-80 I FIGURE NO: A-17
WOOOWARD·CLYDE CONSULTANTS
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1
DEPTH
IN ~--~--~--~
fEET
15
'For description of symbols, see Figure
SAMPLE
NUMBER
A-l
Test pit 17
Approximate El. 187'
SOIL DESCRI'PTION
Loose, damp, gray-brown, silty sand (SM)
RECENT SLOPEWASH
Very dense, moist, red-brown to gray-brown,
silty sand (SM) TERRACE DEPOSITS
Hard, damp, green-brown, silty to sandy
clay (CL-CH); fractures
EOCENE SEDIMENTS
Very dense, damp, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS
Bottom of Hole
Test Pit 18
ApproxiTIate El. 189'
SOIL DESCRIPTION
Loose to medium dense, dry, light gray,
silty sand (SM) RECENT SLOPEWASH
Very dense, damp, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS
Hard, damp, green-brown, silty to sandy
clay (CH) EOCENE SEDIMENTS
Bottom of Hole
LOG OF TEST PITS 17 AND 18
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY: 1'1\12£1 PROJECT NO: 59331W-UD01 I DATE: 10-2-80 I FIGURE NO: A-18
WOOOWARO·CL YOe CONSULTANTS
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·OTHER SAMPLE I---r----r---i TESTS NUMBER
"For descript,on of symbols, see Figure
19-1
19-2
19-3
19-4
A-l
Test pit 19
roximate El. 189'
SOIL DESCRIPTION
Loose to medium dense, dry, gray-brown,
silty sand (SM) RECENT SLOPEWASH
Very dense, damp, light gray, silty sand
(SM) EOCENE SEDIMENTS
Fracture plane at 5'
Hard, damp, brown, silty clay (CRY with
sand EOCENE SEDIMENTS
, _______ Grading to _ _ _ _ _ _
Very dense, damp, light gray-brown, silty
\ sand (SM) EOCENE SEDIMENTS
--- - - --Grading to - - -
Hard, damp, gray-brown, sandy clay to
clayey sand (CL-SC) EOCENE SEDIMENTS
Bottom of Hole
Test pit 20
A~proximate El. 191)
SOIL DESCRIPTION
Loose to medium dense, dry, light gray-brown,
silty sand (SM) RECENT SLOPEWASH
Very dense, damp, light gray, silty sand
(SM) EOCENE SEDIMENTS
Hard, damp, brmvn, silty clay (CH) ;
fractured EOCENE SEDHIENTS
Very dense, damp, qray-brown, silty sand
(SM) EOCENE SEDH1ENTS
Fracture plane 8'
Very dense, damp, light qray, silty sand
(SN) EOCENE SEDINENTS
Bottom of Hole
LOG OF TEST PITS 19 AND 20
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY: M~ PROJECT NO: 59331W-lJDOl I DATE: 10-2-80 I FIGURE NO: A-19
WOOOWARO·CL YOE CONSULTANTS
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DEPTH
IN ~--'----T--~
FEET
GS,PI
1
"For description of symbols, see Figure A-I
Test pit 21
Approximate El. 135'
SOIL DESCRIPTION
Loose to medium dense, dry, lignt qray-
brown, silty sand (SM)
RECENT SLOPEWASH
Dry, light gray-brown, clayey sand
FILL
I Very dense, dry, dark brown.to light brown,
I clayey sand (SC) RESIDUAL SOIL L _ _ _ _ _ _ -Grading to _ ---_ _ -_
Hard, damp, brown, sandy clay to clayey
sand (CL-SC); fractured
EOCENE SEDIMENTS
Fracture plane at S'
Very dense, damp, light gray, silty sand
(SH) EOCENE SEDIMENTS
Very dense, damp, gray, silty sand and
brown, sandy clay (SM-CL)
Bottom of Hole
LOG OF TEST PIT 21
GROVE APARTMENTS
EOCENE SEDIMEN~S
DRAWN BY: ch I CHECKED BY:~_PROJECT NO: 59331W-UDOl I DATE: 10-2-80 I FIGURE NO:A-20
WOODWARD·CL YDe CONSULTANTS
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DEPTH TEST DATA
IN FEET -MC -DD -BC
5
10
15
-OTHER SAMPLE
TESTS NUMBER
22-1
22-2
GS,PI 22-3
DEPTH TEIT DATA -OTHER SAMPLE IN ~--~--~--~ fEET -Me -DD -ac TEITS N ...... EIt
23-1 I
23-2 [
5-
10-
-
"For description of symbols, see Figure A-l
Test pit 22
Approximate El. 136'
SOIL DESCRIPTION
Hard, damp, brown, sandy to silty clay
(CL-CH) EOCENE SEDIMENTS
Bottom of Hole
Test pit 23
:n.noroximate 1<'1 138'
SOIL DESCRIPTION
Very dense, dry, light gray, silty sand
~~I\~ ___ (_S_M_)_i __ f_r_a_c_tu_r_e_d ________ E_O_C_E_N_E __ S_E_D_I_M_E_N_T_S __ _
~r'
;.: ;~
~:.~
Hard, damp, brown, sandy clay to clayey
sand (CL-SC); fractured
EOCENE SEDIMENTS
Very dense; damp, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS
Bottom of Hole
LOG OF TEST PITS 22 AND 23
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY: t"&1 PROJECT NO: 5933iw-UDOl I DATE: 10-2-80 I FIGURE NO:A-2l·
WOODWARD·CL 'fOE CONSULTANTS
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~ __ ~ __ ~ __ ~·OTHER SAMPLE
TESTS NUMBER
24-1
24-2
24-3
1
24-4
24-5
• For description of symbols, see Figure A-I
Test pit 24
SOIL DESCRIPTION
Dry, light gray, silty sand
FILL
l!
Hard, dry, dark gray.to brown, sandy clay
(CL-CH) RESIDUAL SOIL
Very dense, damp, gray-brown, silty sand
(SM); fractured EOCENE SEDIMENTS
Fracture at lO!:!'
Hard, damp, brown, sandy clay (CL)
EOCENE SEDIMENTS
Very dense, moist, gray, silty fine sand
(SM) EOCENE SEDIMENTS
Bottom of Hole
LOG OF TEST PIT 24
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY:lV\erz.t, PROJECT NO: 59331H-UDOl I DATE: 10-2-80 1 FIGURE NO:A-22
WOOOWARD·CL YDE CONSULTANTS
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APPENDIX B
LABORATORY TESTS
The materials observed in the excavations were
visually classified and evaluated with respect to strength,
swelling, and compressibility characteristics; dry density;
and moisture content. The classifications were substantiated
by performing grain size analyses and evaluating plasticity
suitability tests, including compaction tests and grain size
analyses, were performed on samples of the probable fill
soils.
The grain size distribution curves are shown on
Fig. B-1. The results of fill suitability tests are reported
on Fig. B-2.
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WCC.GS-76
100
90
80
70
t;:}60
CI)
CI) ....: a..
~50 w
(,,)
Or:: W .. IlO
ao
20
10
0
COBBLES GRAVEL SAND SILT and CLAY Coarse I Fine Coarsel Medi um I Fine ,
Mesh Opening -Ins Sieve Sizes Hydrometer Analysis
76 3 2 I! t 10 162030110 60 80 140200
~~ ~ " " _'I. ,
" 13-1 \ . .10-4
l'\
'.\\
\\1 .
1\
\
17h.l 1\
1\ \
\
\ 12':'4 \ ,
1\\ , • \\ ~ \ "-
I"-
\.\ \. "\:\
"' ::... ~ "'II "-,~
~ ~ -""'-L ....... t'-.
--t-. 1---~
~ .......
. f--~ .......
.. /--. ~
f'...~ t-. ~ .......
"" .
l-t---~ ,
l-t--"----.
I-1--.... - -1-. . .
100 50 10.0 5.0 10 0 0.1 0.05 0.01 0.005
GRAIN SIZE IN MILLIMETERS
SAMPLE CLASSIFICATION AND SYMBOL *LL *PI
10-4 Clayey sand (SC) 33 14 -
12-4 Clayey sand (SC) 36 20
13-1 Clayey sand (SC) 37 20
17-1 Clayey sand (SC) --
-
*LL -Li qu i d Li mit
.........
o
10
20
30
1lOt;:} z:
;: w 50 Or::
I-z: w (,,)
Or:: 6O~
70
80
90
I 00
0.001
*PI -Plasticity Index
GRAIN SIZE DISTRIBUTION CURVES
GROVE APARTMENTS
DRAWN BY: ch CHECKED BY: PROJECT NO: 593 3 Hv-UD01 DATE: 10-14-80 FIGURE NO: 8-1
WOOOWARO·CL YOE CONSULTANTS
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100
90
80
70
ffi60 en en < Q.
~50 w u
0:
W
Q.40
30
20
10
0
GRAVEL SAND COBBLES Coarse I Coarsel I Fi ne Medium Fi ne
Mesh Opening -Ins Sieve Sizes
76 3 2 10 16203O1lO 6080 11lO2OO -......... "-" " \ "' :'I ~\
17-4 \
_'\.\
-'t \
1\
\ \ \
1\ \ \
\ '\.
21-3
\I ,
:\.
\.
....
\
\
--f----
SILT and CLAY .
Hydrom~ter Analysis
22-3
\.
\.
\.
'\.
" ....
........
\ r---.,..
\ to....
\. ........
\. ......
o
10
20
30
IIOffi z:
< I-W so 0:
I-z: W
(.)
0: 60~
70
\.\. ...... 80 -------
-f------~ --f-----1------I--
I
100 50
SAMPLE
17-4
21-3
22-3
---
10.0 5.0 1.0 0.1 0.05
GRAIN SIZE IN MILLIMETERS
CLASSIFICATION AND SYMBOL
Sandy clay (CL) -
Clayey sand (SC)
Sandy clay (CL)
/
GRAIN SIZE DISTRIBUTION CURVES
GROVE APARTMENTS
.....
,\. .....
"-
90 ..... ......
~ .......::::---... ---:-...
0.01 0.005
*LL *PI
39 22
34 18
44 25
*LL -Li qu i d Li mit
~I 00
0.001
*PI -Plasticity Index
DRAWNBy:ch I CHECKED BY:N\fZll..) PROJECT NO: 59331-UD01 I DATE: 10-14-80 I FIGURE NO: B-2
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13 0
120
110
100
90
PLASTICITY CHARACTERISTICS r~:'=+-r~~f-l S I L T & CLAY
Liquid Limit, %
Plasticity Index, % 100
Classification by Unified Soil .. Classification System
, 1\ ex:
~ 2
\ \ 1\ ZERO AIR VOIDS CURVES o
\ i\ ' \ 2.80SG
\ 1\ 2.70 SG
1\ \ f\ 2.60 SG
\ ~ \ \ 2.50SG
\ ~ ,
\ \ [\
\ ~ , \
\ 1\
\ \ 1\
\ 1\ \
\\/\ y ...... "-\\ \
/J \,\ [\'
\ ~\ 1\ -\ \ r\\
Co) \\ \ 0. I 1-' \ !\ :I:
(!) \\ 'W
3: \ I-
Z
:)
>-a:
0
I
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Maximum Dry 17-1
Density, pef 124.0
Optimum Moisture 9.5 Content, %
[\
i\\
\ i\
1\ i\\
\. \ \ i\
\ 1\ ,,\
r\ \ 1\ , \ 1\'
!\ 1\' ~\
1\.\ ,\ f\.
\ \~ 1\'
1,\ 1\
!\.
I
o I I I
1 000 100 10 1.0 0.1 0.01 0.001
DIRECT SH
Dry Density,
Initial Water
GRAIN SIZE, mm
MECHANICAL ANALYSIS
EAR TEST DATA
pef
Content, % ~------+----4----~--~
Final Water Content, %
Apparent CO hesion, psf
Apparent Fri etion Angle, degrees
SWELL TES T DATA
Initial Dry 0 ensity, pcf
Initial Water Content, %
Final Dry De nsity, pet
Final Water Content, %
I-.Load, psf
Swell, percen t
r\.\
\ t\.
,\ .'\ r\.
'\ ~ ~I\.
'\ l\ ~ 1,\ i'\.: ~
I MOISTURE CONTENT, % I'\: 1\.1
20 30 40 LABORATORY COMPACTION
TEST METHOD: ASTM-D 1557-70 A 10
LABORATORY COMPACTION TEST
FILL SUITABILITY TESTS
GROVE APARTMENTS
DRAWN BY: ch I CHECKED BY: I PROJECT NO: 5933Hv-UD01 T DATE: 10-14-80 I FIGURE NO:S-3
WOOOWARD·CLYDE CONSULTANTS
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/ORIGINAL GRADE
\" _ j ?,BORING 3 \ ____ ~ (72-105-20) ('
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BORING 1
(72-105-20)
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~ PROPOSED FII.L
-~--~ ~~--=-------.sLIDE PLANES
-'-..~l
NOTES:
1. PROPOSED FILL TO BE CONSTRUCTED OF PROPERLY COMPACTED
ON-SITE MATERIAL.
2. COLLECTOR PIPE TO BE 6-INCH DIAMETER THICK WALLED
PERFORATED PVC OR ABS PIPE SLOPED TO DRAIN TO
CONVENIENT OUTLET.
3. FILTER MATERIAL FOR CHIMNEY AND AROUND COLLECTOR
PIPE TO BE CLASS II PERMEABLE MATERIAL IN
~ ---PROPOSED
}---20' MAX.--j D-~ 24"x24" l-lINTMllM
4.
ACCORDANCE WITH SECTION 68-1.025 OF STATE OF
CALI,FORNIA STANDARD SPECIFICATIONS OR 3/4" TO 1~u
DIAMETER CRUSHED ROCK ENCLOSED IN FILTER CLOTH.
TOP OF DRAIN TO BE APPROXIMATELY 10 FEET BELOW
~ ~ 6" COI,T,EC'I'OR \---J L _ _ _~ PIPE ---
PROPOSED FILL SURFACE. ---------
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LATTICE LAYOUT OF DRAINS
(NO SCALE)
Proposed Pill and Subsurface Drains
GROVE APARTMENTS
DRAWN BY: ch CHECKED BY:~ PRDJECT NO: 59331\'1-UD01 ,DATE:] 0-1 b-m~ l\PPENlnx C-
woonWARO-Cl VDE CONSUl. TANTS
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APPENDIX D
GUIDE SPECIFICATIONS FOR TYPICAL BUTTRESS
I . DESCRIPTION
Buttresses consisting of compacted, granular fill shall be
installed as shown on the plans in accordance with these
specifications, unless otherwise specified by the engineer.
Typical cross sections are shown on the sketch.
II. CONSTRUCTION
The buttresses shall be composed of compacted, granular
material as described in the report recommendations.
Chimney drains consisting of perforated pipe and either
. filter material or clean gravel enclosed in filter fabric
shall be installed as shown on the sketch.
III~ PERFORATED PIPE
Collector pipe shall be 6-inch diameter, perforated, thick
walled ABS or PVC pipe sloped to drain to outlet pipe.
Outlet pipe from buttress shall be nonperforated and should
slope at 1 percent minimum to drain to a convenient outlet.
IV. FILTER MATERIAL
Filter material for use in backfilling chimneys and around
and over drain pipe shall consist of clean, coarse sand and
gravel or crushed stone conforming to the following grading
requirements. . .
Sieve Size
1"
3/4"
3/8"
4
8
30
50
200
Percentage Passing Sieve
100
90 -100
40 -100
25 -40
18 -33
5 -15
0-7
0-3
This material generally conforms with Class II permeable
material in accordance with Section 68-1.025 or combined
aggregate section 90-3.04 of the Standard Specifications of
the State of California, Department of Transportation.
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V. FILTER FABRIC
Filter fabric for use in drains shall consist of Mirafi l40S
(Celanese), Typar (DuPont), or equivalent. The aggregate
shall be 3/4-inch to 1-1/2inch maximum size, free draining
aggregate. Filter fabric shall completely surround the
aggregate.
VI. LAYING
Trenches for drains shall ~be excavated to a m~n~mum width
equal to the outside diameter of the pipe plus 1 foot and to
the depth shown on the plans or as directed by the engineer.
The bottom of the trench shall then be covered full width by
4 inches of filter material or filter fabric and 4 ~nches of
aggregate, and the drain pipe shall be laid with the perfora-
'tions at the bottom and sections shall be joined with couplers.
The pipe shall be laid on a minimum slope of 0.2 percent.
After the pipe has been placed, the trench shall be back-
filled with filter material or 1-1/2-inch maximum size
aggregate if filter fabric is used, to the elevation shown on
the plans, or as directed by the engineer.
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Property Line",
,~Natural \J
'''', Slope i
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SKETCH DETF<_IL OF MAXHmr1 SECTIONS
(No Scale)
1
2
~ 1
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Collector Drain
Perforated Pipe
Pinish Grade
5 I
--1 __ -'-__ Filter gravel
chimney drain shown on plans ---f
LATTICE LAYOUT OF
BU'T'TRESS DRAINS
(No Scale)
24"
Minimum
24"
.Minimum
20' t-MaximUI~ I
6" Minimum encasement
Seepage collector pipe
Minimum 6" diameter
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Collector-Drain
. Pipe
Bottom of Buttress
Excavation
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Haximum
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24"
Minimum
Cuts lope
SKETCH DETAIL OF HAXIHUM SECTION
HOSP~'VAY AND ACCESS ROAD
(No Scale)
1
Collector Drai
Perforated Pipe Finish Grade
5 ' Filter gravel
chimney drain ~ As shown on plan~s __ ~_~1
-LATTICE LAYOUT OF
BUTTRESS DRAINS
(No Scale)
24"
24"
Minimum
20' r-MaximuZ;1
",_o:,.~ Minimum
~ 6" Minimum encasement \Z:. 0 • ••
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~QOII
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Minimum 6" diameter
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Collector Drain
Pipe
Bottom of Buttress
Excavation
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APPENDIX E
SPECIFICATIONS FOR CONTROLLED FILL
I. GENERAL
These specifications cover preparation of existing surfaces
to receive fills, the type of soil suitable for use in
fills, the control of compaction, and the methods of testing
compacted fills. It shall be the contractor's responsibility
to place, spread, water, and compact the fill in strict
accordance with these specifications. A soil engineer shall
be the owner's representative to inspect the construction of
fills. Excavation and the placing of fill shall be under
the direct inspection of the soil engineer, and he shall
give written notice of conformance with the specifications
upon completion of grading. Deviations from these specifica-
tions will be permitted only upon written authorization from
the soil engineer. A soil investigation has been made for
this project; any recommendations made in the report of the
soil investigation or subsequent reports shall become an
·addendum to these specifications.
II. SCOPE
The placement of controlled fill by the contractor shall
include all clearing and grubbing, removal of existing
unsatisfactory material, preparation of the areas to be
filled, spreading and compaction of fill in the areas to pe
filled, and all other work necessary to complete the grading
of the filled areas.
III. MATERIALS
1. Materials for compacted fill shall consist of any
material imported or excavated from the cut areas that, in
the opinion of the soil engineer, is suitable for use in
constructing fills. The material shall contain no rocks or
hard lumps greater than 6 inches in size and shall contain
at least 40% of material smaller than 1/4 inch in size. No
material of a perishable, spongy, or otherwise improper
nature shall be used in filling.
2. Material placed within 24 inches of rough grade shall
be select material that contains no rocks or hard lumps
greater than 6 inches in size and that swells less than 3%
when compacted as hereinafter specified for compacted fill
and soaked under an axial pressure of 160 psf.
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3. Representative samples of material to be used for fill
shall be tested in the laboratory by the soil engineer in
order to determine the maximum density, optimum moisture
content, and classification of the soil. In addition, the
soil engineer shall determine the approximate bearing value
of a recompacted, saturated sample by direct shear tests or
other tests applicable to the particular soil.
4. During grading operations, soil types other than those
analyzed in the report of the soil investigation may be
encountered by the contractor. The soil engineer shall be
consulted to determine the suitability of these soils.
IV. COMPACTED FILLS
1. General
(a) Unless otherwise specified, fill material shall be
compacted by the contractor while at a moisture content near
. the optimum moisture content and to a density that is not
less than 90% of the maximum dry density determined in
accordance with ASTM Test No. DI557-70, or other density
test methods that will obtain equivalent results.
(b) Potentially expansive soils may be used in fills below
a depth of 24 inches and shall be compacted at a moisture
content greater than the optimum moisture content for the
material.
2. Clearing and Preparing Areas to be Filled
(a) All trees, brush, grass, and other objectionable material
shall be collected, piled, and burned or otherwise disposed
of by the contractor so as to leave the areas that have been
cleared with a neat and finished appearance free from un-
sightly debris.
(b) All vegetable matter and objectionable material shall
be removed by the contractor from the surface upon which the
fill is to be placed, and any loose or porous soils shall be
removed or compacted to the depth shown on the plans. The
surface shall then be plowed or scarified to a minimum depth
of 6 inches until the surface is free from uneven features
that would tend to prevent uniform compaction by the equip-
ment to be used.
(c) Where fills are constructed on hillsides or slopes, the
slope of the original ground on which the fill is to be
placed shall be stepped or keyed by the contractor as shown
on the figure on Page 4 of these specifications. The steps
shall extend completely through the soil mantle and into the
underlying formational materials.
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Project No. 5933lW-UDOl
(d) After the foundation for the fill has been cleared,
plowed, or scarified, it shall be disced or bladed by the
contractor until it is uniform and free from large clods,
brought to· the proper moisture. content, and compacted' as
specified for fill.
3. Placing, Spreading, and Compaction of Fill Material
(a) The fill material shall be placed by the contractor in
layers that, when compacted, shall not exceed 6 inches.
Each layer shall be spread evenly and shall be thoroughly
mixed during the spreading to obtain uniformity of material
in each layer.' I:.
(b) When the moisture coritent of the fill material is below
that specified by the soil engineer, water shall be added by
the contractor until the moisture content is as specified.
(c) When the moisture content of the fill material is above
that specified by the soil engineer, the fill material shall
be aerated by the contractor by blading, mixing, or other
satisfactory methods until the moisture content is as specified.
(d) After each layer has been placed, mixed, and spread
evenly, it shall be thoroughly compacted by the contractor .
to the specified density. Compaction shall be accomplished
by sheepsfoot rollers, vibratory rollers, multiple-wheel
pneumatic-tired rollers, or other types of acceptable com-
pacting equ~pment. Equipment shall be of such design that
it will be able to compact the fill to the specified density.
Compaction shall be continuous over the entire area, and the
equipment shall make sufficient trips to insure that the
desired density has been obtained throughout the entire
fill.
(e) The surface of fill slopes shall be compacted and there
shall be no excess loose soil on the slopes.
v. INSPECTION
1. Observation and compaction tests shall be made by .the
soil engineer during the filling and compacting operations
so that he can state his opinion that the fill was con-
structed in accordance with the specifications.
2. The soii engineer shall make field density tests in
accordance with ASTM Test No. D 1556-64. Density tests
shall be made in the compacted materials below the surface
where the surface is disturbed. When these tests indicate
that the density of any layer of fill or portion thereof is
below the specified density, the particular layer or portion
shall be reworked until the specified density has been
obtained.
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VI. PROTECTION OF WORK
1. During construction the contractor shall properly grade
all excavated surfaces to provide posit~ve drainage and
prevent ponding of water. He shall control surface water to
avoid damage to adjoining properties or to finished work on
the site. The contractor shall take remedial measures to
prevent erosion of freshly graded areas and until such time
as permanent drainage and erosion control features have been
installed.
2. After completion of grading and when the soil engineer
has finished his observation of the work" no further excava-
tion or filling shall be done except under the observation
of the soil engineer.
Sprip as specified
Original ground
Slope ratio = N
M
Fill
Remove all topsoil
See note
NOTES:
The minimum width "B" of key shall be 2 feet wider than
the compaction equipment, and not less than 10 feet.
The outside edge of bottom key shall be below topsoil or
loose surface material.
Keys are required where the natural slope is steeper than
6 horizontal to 1 vertical, or where specified by the
soil engineer.
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Woodward· Clyde Consultants
APPENDIX F
SOIL AND GEOLOGIC INVESTIGATION
FOR THE PROPOSED
HOSP GROVE APARTMENTS
CARLSBAD, CALIFORNIA
1972
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SOIL AND GEOLOGICAL INVESTIGATION FOR THE PROPOSED
HOSP GROVE APARTMENTS
CARLSBAD, CALIFORNIA
for
Grove Apa rtrr.ents
Post Office Box 1155
Carlsbad, California
by
!'iOOD:-!t.RD-G I ZI EriSK I F1 tIS SOC I ATES
Ccnsulting Soil and Foundati6n Engineers and Geologists
(:,n llffiliate of \Jood~'/ard-Clyde Consultants)
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Page
LETTER OF TRANSMITTAL • SCOPE
FIELD INVESTIGATION 2
LABORATORY TESTS 2 • SITE AND SOIL CONDITIONS 3
GEOLOGICAL STRUCTURE 5
GROUrW HJ\TER 6 • COilCLUS I OtIS 7
RECO~~ENDATIONS -EARTHWORK 8
RECor·1tlErIDJ.'.TIONS -FOUNO/\TIOfIS 11 • LH!ITATIOfIS 12
FIGURE 1 -SITE PLAN
FIGURES 2 THROUGH 25 -LOGS OF TEST BO~INGS
• FIGURE 26 -HYDROI';ETER J\NALYS IS
FIGlJRE 27 -TYPICAL SECTIONS
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Grove Apartments
Augus t 25, 1972
Project No. 72-105-20
Post Office Box 1155
Carlsbad, California 92008
Attention: Mr. J. Rombotis
In accordance with your request and our authorizated proposal dated July 19,
1972, we have made an investigation of the underlying geologic and soil con-
ditions at the site of the proposed condominium development to be known as
Hosp Grove Apartments in Carlsbad, California.
Our subsurface investigation revealed that weak clay s·eams are present within
. the formational soils at the site and that there is evidence of recent sliding
Subsequent analysis, however, has shown that the proposed cut and fill slopes
\·1111 generally have adequate factors of safety against deep-seated failure
except in the area of an eXisting slide where special treatment will be
required.
The accompanying report presents the results that the subsurface exploration
ar.d the laboratory tests as \'Jell as the conclusions and recommendations per-
:aining to this site.
The engineer and project geologist assigned to this project was Richard P.
Hhile and Ernie Artim of our firm .
LO:.Jis J. L
R?Hj:"'JLj 1 In
(4) 3rove Apartm2nts
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SCOPE
This report describes an investigation of the underlying geo-
logical and soil conditions at the site of a proposed subdivision to be
known as Hosp Grove Apartments which will be located south of proposed
~1ar:-ron Road and the May Company Shopping Center adjacent to and west of
E1 Camino Real along"the north limits of Carlsbad, California.
o 0
The purpose of this inves~igation is to determine the underJying
soil and geological conditions including the presence, depth and extent
of existing landslides and weak soil layers; to study the effect of these
conditions on the stability of proposed cut and fill slopes; and to present
recommendations regarding gradi~g, including the construction of proposed
cut and fill slopes, and special treatment of potentially unstable areas.
Recommendations regarding the treatment of potentially expansive soils;
the most suitable type and depth of foundation and allowable soil bearing
pressures for use in design; and any construction problems that can be
anticipated, are also presented.
It is our understanding that the proposed construction will be
limited to relatively light to moderate weight one and two-story, wood-
frame and stucco structures with either raised, wooden floors or sl~b-on-
grade floors. The available grading plan indicates that grading will
essentially consist of reducing the site into a series of cut and fill
pads stepping down east and north from the highest elevation and will
include the filling of several canyons. Cut and fill slopes having maxi-
mum heights of 57 and 75 feet, respectively, and maximum slope inclinations
of 1-1/2 to 1 for cut slopes and 2 to 1 for fill slopes, are proposed.
A previous geological investigation has been made of the site
by F. Beach Leoighton, Geologist. This report is dated December 11, 1967,
and is entitled "Geologic Report for Hosp Grove Planning Study, Phase II.
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A preliminary soil investigation of the entire Hosp Grove development was
prepared by Woodward-Clyde & Associates and is entitled, "Soil Investigation
for the Proposed Hosp Grove Development, Carlsbad, California," dated April
13, 1968.
FIELD INVESTIGATION
A geological reconnaissance of the site was made by the project
engineering geologist of our firm on May 22, 1972. Subsequent'to this
17 test borings were made with a large diameter (30 in.) bucket auger
drill rig at the approximate locations shown on the Site Plan, Fig. 1.
The drilling was done during the period of May 30, 1972 to June 22, 1972,
under the supervision of the project engineering geologist. Natural stream
cut exposures and man-made cut banks were also examined during this period.
Field logs of the borings were prepared by the geologist on the basis of
a visual inspection of the borings, the samples secured, arid of the exca-
vated material. The Logs of Test Borings shown on Figs. 2 through 25 are
based on an inspection of the samples and on the field logs.
The test borings were located in the field with the aid of an
undated plan entitled "Grading Plan -,Hosp Grove Apartments" prepared by
Roy L. Klema Engineers, Inc.
LABORATORY TESTS
The soils encountered in the test borings were visually classi-
fied and evaluated \·,ith respect to strength, swelling and compressibility
characteristics, dry density and moisture content. Since grading of the
site is undcr\'/ay, reference is also made to fill suitabi 1 ity tes ts per-
formed on the fill materials including laboratory compaction tests, grain
size analyses, plasticity characteristics, direct shear tests and s\·/ell
tests. The strength and compressibility of the undisturbed soils, exclu-
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COHSULTIN~ 50'~ ""0 rOUH04TIOH [HCIHUU "'''0 C[OLOC'5TS
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Project No. 72-105-20 Page 3
sive of the clay seams, was evaluated by previous tests and by geologic
characteristics.
Specific laboratory tests were performed for this investigation
on remolded clay seams encountered in the borings. These tests included
complete hydrometer analysis (grain size distribution on the minus #200
sieve material) on representative samples and a slow repeated direct
shear test. The purpose of these latter tests was to better evaluate the
long term strength of the clay seams. The slow direct shear test is still
in progress and the results will be issued in an addendum report. The
results of the hydrometer tests are presented on Fig. 26.
SITE AND SOIL CONDITIONS
The site is located in the western half of Section 32, Township
11 South, Range 4 West, San Bernardino Base Meridian on the lower and
middle north facing slopes of Buena Vista Creek Valley where it enters
Buena Vista Lagoon. In gross aspect the topography is typified by northerly
striki.ng ridges and valleys sloping to the lagoon in a north-northwest
direction. The bottom of the valleys,have been severly eroded into vertical
sided gulleys, some as much as 15 feet deep, and piping in some areas has
created small caverns and holes. The'ground surface elevations within the
site range from a low of approx'imately 40 ft in the northwest portion to a
high of approximately 255 ft in the southeastern portion (USGS Datum). The
area studied was being graded at the time of our inspection and cuts and
fills in the order of 10 and 20 ft had been placed. Originally the native
vegetation consisted of short grass and weeds with a"scattering of small
trees and brush in the nat~ral drainage chann~ls. In the eastern most
canyon along the north slope water loving plants were apparent and wet areas
WOODWARD· GIZIENSKI & ASSOCIATES
co"suu."Q 10.1. "ND IDUN04T.OH (NCI'N""S Ar.O G(OLOG'STS
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Project No. 72-105-20 Page 4
were noted in the west facing side slope .. This evidence and the presence
of scarps and hummocky topography suggests a recent existing landslide on
this slope. Previous investigators have also recognized this landslide.
Some miscellaneous rusted farm equipment and other vehicles were present
at the southeast corner of the site .
Near Surface Soil Conditions
The valley side slopes at the subject site are covered by a
surface soil mantle composed of materials which are nonformationa1 in
character, consisting of (1) residual soil (topsoil and clay); and (2)
alluvium in the bottoms of the canyons.
The portion of the soil mantle, which has formed in place and
generally has not been transported, is considered residual in nature.
These materials at the subject site consist essentially of topsoil and
underlying clay collectively varying in thickness from 1 to perhaps 10 ft.
On the middle and upper slopes this residual mantle is generally 2 ft
to 10 ft in thickness and is composed primarily of clayey to silty sands
with scattered gravels. On the lower slopes and on protected slopes the
soil profile consists generally of 1 ~o 3 ft of sandy silt topsoil under-
lain by 0 to 10 ft of potentially expansive silty and sandy clay. In
some places deep erosion has stripped these materials and the underlying
formational soils are exposed. The alluvial soils consist primarily of
loose to mediulil dense silty sands with SOrile clayey sand interbeds. These
soils are usually porous to depths of at least 7 to 10 ft and are located
in the bottoms of the subcanyons and low drainage areas.
Quaternary Terrace (Qt)
Quaternary terrace soils exist at variable levels on the site.
ftbove an east to west sloping terrace surfac~ at elevation 220 to 180 ft,
WOODWARD· GIZIENSKI & ASSOCIATES
CO"'ULTI"II SOIL "'"0 'OU"OATIOH ("C;'H"U "NO ",c)('OGISTI
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Project No. 72-105-20 Page 5
these materials consist of relatively horizontally bedded, dense, gravelly
.silty sand. The so-called "drapingll terraces which occur below the sloping
elevation of 220 to 180 ft consist of moderately to poorly consolidated
gravelly silty to clayey sands and exist at various unrelated elevations.
These latter terraces are highly irregular in occurrence and were not
mapped in detail .
. ·Eocene Sediments (La Jolla Group) (Et) ~
An undifferentiated member of the La Jolla Group of Eocene Age·
underlies the entire site to significant depths. This member consists
primarily of dense medium to coarse poorly indurated uncemented sandstone
with interbedded siltstones and claystones occuring in irregular layers and
lenses. Some of the claystones have been remolded into firm to stiff clay
seams.
GEOLOGICAL STRUCTURE
In general, the Eocene sediments are the only materials on s~te,
which exhibit geological features, such as bedding, joints and fractures,
faults, and shear zones. Our studies on the site and surrounding areas,
reveal bedding attitudes of the sandstones and claystones within the Eocene
unit, ranging from a strike and dip of north 60° east and 4° to the north
to approximately north 5° east and 20° to the west. In over all aspect the
predominately regional structural attitude woyld be approximately north 30°
east with a 10° dip to the northwest. Du~ to the relatively poor induration
of the unit, joints and fractures are relatively few and spaced far apart
and where observed did not appear to be generally adverse to the overall
stability of slopes.
Our investigation revealed the existence of weak clay seams or
layers within the Eocene sediments. Our studies of the clay seams appear
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WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTlNQ SOIL AND rOUHD4TIQH (HGIHUII, "NO CO[OLOGISrs
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to indicate that in some cases the seams constitute'bedding plane faults
or shear zones, while in other cases they may constitute the base of
relatively large ancient landslides. (The bedding plane faults are not
faults in the classic sense in that movement occurs parallel to the
bedding rather than across the bedding and no wide gouge zones in most
cases are present. None of these latter faults were encountered nor are
they suspected to exist across the site.) The clay seams range from a
few inches to as much as 18 inches in thickness and occurred at all levels
within the borings. The consistency of the clay ranged from firm to very
stiff and slickensided surfaces were found in all the clay seams. A study
of the clay seam material, the attitude of the seams and the location of
the seams in cross section, indicates a degree of continuity from boring
to boring of some of the seams and although classic topographic evidence
is not generally present, it is our opinion that some of the seams form
the base of large ancient landslides. In general the movement along the
bedding plane faults is due to tectonic forces 9 while the movement in land-
slides is due to gravity forces. As suspected at the subject site, land-
slides very often occur along the weakened zones constituting bedding plane
faults.
GROUND WATER
Ground water was encountered in Test Borings 7 through 11, 13,
14, 16 and 17 at depths ranging from 21 to 46 ft. The ground water surface
appears to slope towards the northwest being modified by the clay seams.
tlo ground \'/ater \'/as en.countered ; n the bor; ngs made in the extreme southern
and western parts of the site. The previous test boring in the area of
Boring 11, indicated a water table at a depth of 64 ft. The water level in
several of the borings was allowed to stand during an overnight period and
'0
WOODWARD· GIZIENSKI & ASSOCIATES
CO"SULT'''Q SOIL ""0 'OU"04T10" [H~'HftAS 4"0 Co[04.00IlTS
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Project No. 72-105-20 Page 7
then measured again, as is indicated on the particular Logs of Test Borings.
CONCLUSIONS
1) The results of our investigation revealed the presence of rela-
tively soft clay seams at depths within the formational soils. It is our
opinion that these seams represent both bedding plane faults and adjacent
landslide surfaces. Analyses, however, indicates that the stability of
proposed cut'and fill slopes ;s not greatly adversely affected by the pre-
sence of those seams', except in the eastern'most canyon along the north
slope where an existing relatively recent slide ;s present. Special prepar-
ation of key areas and installation of drains will be required prior to
. ' placing fill in this canyon. No other major adverse sailor geological con-
ditions are indicated on the site that would 'preclude fUrther development
of plans for the subdivision. Current grading operations on the site indi-
cate that low to moderately expansive soils may result at finished grade in
fill areas and nominal special foundations may be required. Recommendations
for the special treatment in the canyon fill area and for the foundations
are presented in the paragraphs under earthwork.
2) The subsurface soils and formations on the site can be grouped
into the following units:
a. Minor amounts of existing uncompacted fill, trash and
rubble.
b. Overburden soils composed of residual sandy clay soil
mantle and clay and gravel alluvial soils containing
some sandy zones.
c. Terrace deposits composed of reddish brm·m silty sand
with some gravel and thin clay lenses. .
d. Eocene sediments constitute the predominate soil on the
site and are composed of silty to clayey sqndstones,
poorly indurated in nature containing layers _of silty
clGY some of which have been remolded due to bedding
plane faulting and possible landsliding.
WOODWARD· GIZIENSKI & ASSOCIATES
CO"SULT."G lOlL A"O 'OUNOATION (NG"'([III ~NO G[OLOGISTS
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3) In general the soils to be used in fills range from nonex-
pansive to low to moderately expansive in nature with the exception of the
overburdened clays and silty clay lenses within the Eocene sediments \'/hich
are considered highly expansive in nature.
4) The proposed fill slopes having maximum slope inclinations
between benches of 2 to 1 and maximum overall heights in the order of 75 ft
will, in our opinion, have adequate factors of safety against deep-seated
failure, if constructed in accordance with specifications and the recommen-
dations contained herein. Special preparation will be required for the
fill placed in the eastern most canyon area along the north slope. Detailed
analyses were made of both fill and cut slopes. The analyses included the
use of a computer program on file which enables the analysis of many sli~e
wedges with different soil parameters and ground water conditions. Our cal-
culations are not attached but are available for review at our office upon
request.
5) The proposed cut slopes having maximum heights in the order
of 60 ft and inclinations between benches in the order of /-1(2 to 1 will ~
also have adequate factors of safety against deep-seated failure, if con-
structed in accordance with plans and specifications. It should be anti-
cipated, however, that water seeps may be encountered at the toe of the
deeper cut slopes; recommendations for handling this situation and other
water seeps which may occur in the deeper cut areas are presented in the
following paragraphs.
RECOi'1i~ENDATIorIS -EARTHHORK
1) Highly expansive clay soils may be encountered in areas of
shallow cut or where clay seams are encountered at depths within the deeper
cut areas. With slab-on-grade construction it is recommended that the
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTINO SOil AND fOUNDATION rNGINtUS AND OtOLOGISTS
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Project No. 72-105-20 Page 9
clays be removed to a minimum depth of 2 ft below all level graded pad
areas and disposed of in deeper fills. The clay should b~ replaced with
nonexpansive or low to moderately expansive soil available at the site.
It is recommended that this type of treatment be extended to proposed roads and
other traffic areas. In this case the depth of removal ~nd replacement
should be 12 inches. If raised floor construction is used and the clay is
not removed in the building areas, it is recommended that the footings
extend through the clay or to maximum depth of 2.ft. In this case, the
footings should be reinforced top and bo~tom with rlo. 4 reinforcing bars.
2) It is recommended that all existing fills, loose dry or porous
alluvial soils, and desiccated residual clay soils be excavated, or benched
into, as required, and recompacted before new fill is placed or building~
constructed. The maximum depth of these soils is anticipated to be in the
order of 5 ft, however, the actual depth of removal should be determined in
the field by Hoodward-Gizienski & Associates upon visual examination 'of the
exposed soils. Special keys perhaps to depths of 10 ft or more will be
required in the eastern canyon areas. All trash dumps, rubble and car bodies,
etc. should be removed from the site.
3) It is recommended that the upper 2 ft of fill in the building
areas be composed of nonexpansive or low to moderately expansive soils avail-
able at the site. The highly expansive clay materials may be placed in the
deeper fill areas.
4a) It is recommended that special key preparations be employed
prior to placing fill in the eastern canyon area along the north slope.
This area encompasses a "V" shaped fill I>lithin the confines of the canyon
and is indicated on the site plan and geological map Fig. 1. It is recom-
mended that the toe of the deepest part of the fill extend a minimum depth
WOODWARD· GI1IENSKI & ASSOCIATES
CO"SULTI"G SOIL A"O rou .. OATIO .. [ .. GI .. EUS A"O GEOlOGISn
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of 5 ft into formational soils and be a minimum width of 20 ft. All fill
placed from the toe up the 'sides should be benched a minimum depth of 2 ft
into formational soils. In addition to the special key all surface residual
~oils and the existing slide at the east side of the canyon should be removed
within the confines of the fill to natural undisturbed formational soils and
a proper drain placed prior to constructing the fill. The actual depth and
width of the special key and stripping should be determined in the field by
Woodward-Gizienski & Associates at the time of grading.
4b) The drain to be placed below ~he fill should consist of a
filter blanket with perforated collected pipe which will outlet at the toe
of the fill in the natural drai~age. The blanket should cover all areas of
seepage plus a minimum distance of 5 ft beyond seepage areas. A minimum
6-in. diameter perforated steel collected pipe (AASHO M 218-207 ASTM A 444-
446-AM) should be properly bedded in the fill area and placed along the
lowest portion of the drainage. A typical sketch illustrating these recom-
mendations is shown on Fig'. 27 .
5) Drains should be placed at the toe of cut slopes, wherever
seepage is' evident. The sketch below illustrates the recommended procedures
for placing drains in this case:
Class I I Permeable --~ State of California
Specifications or
Equivalent
TYPICAL SECTION
No Scale
Excavate and rebuild as indicated
I ~Compacted Native
Impermeable Cover
(clayey sand or lean sandy clay
to be approved by the
Soil Engineer)
4 ino Perforated Transit Pipe
Slope to drain outlet at
curb or. into storm drain WOODWARD· GIZIENSKI & ASSOCIATE
COf'rfSULTING 50'L AND rOUhDATION' [NCINlUlS ANO G[OlOCI~
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Project No. 72-105-20 Page 11
6) It is recommended that all cut slopes be inspected during
grading by Woodward-Gizienski & Associates. Additional recommendations
for unusual or unanticipated geological conditions can be presented in the
interim report, if this should be required.
RECOMMENDATIONS -FOUNDATIONS
1) It is our opinion that conventional spread or continuous
footings founded in properly noncompacted nonexpansive or low to moderately
expansive soil should provide a suitable foundation for the proposed struc-
tures.
2) It is recommended that an allowable soil bearing pressure of
2,000 pounds per square foot (total load) be used in the design of footings
founded a minimum depth of 12 in. in properly compacted nonexpansive or
low to moderately expansive fill or nonexpansive or low to moderately expan-
sive undisturbed natural ground. Footings should have a minimum width of
12 in. It is recommended that footings be reinforced top and bottom with
'0 No.4 reinforcing bars, and that the concrete slabs-on-grade be reinforced
with 6x6 10/10 wire mesh and underlain by a minimu~ of 4 in. of sand, crushed
ro ck or gravel.
3) It is recommended that all building foundations be kept a
minimum distance of 5 ft back from the top of a slope.
4) For retaining walls not restrained from movement at the top
and having a level backfill surface, it is recommended that they be
designed for equivalent fluid weight of 35 pounds per cubic foot. In the
case of sloping backfill it is recoml11endoed that the equivalent fluid pres-
sure for 1-1/2 to 1 and 2 to 1 slopes be increased to.60 pounds per cubic
foot and 45 pounds per cubic foot respectively. In the case of basement
type reta i ni ng wa 11 s, it is recommended that a uni form pressure of hundred
. WOODWARD· CLYDE & ASSOCIATES
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Project No. 72-105-20 P,age 12
pounds per foot be added to the equivalent fluid weight.
LIMITATIONS
The conclusions and recommendations made in this report are
based on the assumption that the soil and geological conditions do not
• deviate appreciably from those disclosed by the test borings. -If vari-
ations are encountered during construction, we should be notified so that
we may make supplemental recommendations, if this should be required.
Evaluation and utilization of soil materials and rock formations
for support of structures includes investigation of the subsurface conditions,
analysis, formulation of recommendations, and inspection during grading. The
soil investigation is not completed until the soil engineer has been able to
examine the soil and rock in excavations or cut slopes so that he can make
the necessary modifications, if needed. We emphasize the importance of the
soil engineer continuing his services through the inspection of grading,
including construction of fills, and foundation excavations.
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL ""0 fOUND"no~ [NGI~[[RS ANO G(OlOCISTS
• • • • •
I'.~ '~' ... > "~. "J ),.7 r .l.?,/r
• : ___ '---t' __ .' &.,-_
o 0 ~
Qt 0 .,)
/ 0/
".
LEGEND:
. ~r.
,:;. I ....... ':' ,.,,:_.,'
.'
1r Indicates approximate location of
tel l bor i ng~
Indicates approKimate dip and strike
>' of bedd i ng.
r --., : : Indicates major proposed fill and slopes.
L. .... J
~ .... ?
C i Indicates relative1, recent tand,lide .rel. c.~.J ,,-, "!Ii Indicates possible ancient landstide areal_ L~J
r,i"'w Indicates QlJaternary terrace deposits
t"'u.,°J (lower terraces not .hown) r-,
, I Indicates Eocene sediments. L_.J
Graphic Scale in Feet
,..... • ....,-___ . ~ --::; 1
200 100 0 200 ~oo 600
• • •
I •• :. .....
! j
1
t ~ ... , ...... . ) I Q-'''--.,
•
C ._ .. _ ....... / .. ~_.~-.... \. ( \.
[ --... .L". • .;;-...... ••.. . .... '., • ...-0 ..... 0 ". " , ~ ;-0 ••• Q! ••• '~ .... . ...... ; _............... ~ •• ~.J'>! '.
. ' '. '. ... ~ ................. ,............... ..,.......... l.. II •
• •
.,.
N
••
•
•
•
•
•
•
•
...,
ClJ ClJ u..
I
ClJ ()
«S ..... L. •
:::J en
"0 c:
:::J o L.
(!'
~ o
ClJ CO
.c: +' 0-
ClJ o
o
5
10
15
20
25
30
3!f
40.2
Clay Searn
N70E
15NW
For Legend, see Fig. 6
Bor i ng I
:-.:.::.:
: :;-<.
;;::l;:;;'
~:;~:{':
::::?;'::~~;~
';:"!~~. ~.:~:
.
Medium dense, damp, gray silty sand
(SM) Porous
Dense, damp, light reddish-brown
cl ayey sand (SC)
Dense, damp, reddish brcwh silty
sand (SN)
Very stiff, wet, light gray silty clay
(CH)
:Hard, moist, light gray sandy clay
(el)
Hc..rd, wet gray silty clay (CIi)
moist, gray sandy clay (CL)
----T ---------
Terrace
Deposit
Eocene
Sediments
i
II II
I I i __ --------------------------------)1
LOG OF TEST BORING I
HaSP GROVE
WOODWARD -GIZI8~SKI & ASSOCIATES
CONSULTIHG SOIL AHD FOUNDATIOH ENGINEERS AHD GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. BY: GS APP~ '( • 72-105-20
CK'D BY: (~ DATE: 2
e.
• 0
• 5
+-' • Q) /0 Q)
I.L.
I
Q)
0 ~
\f-
L.. ::;, I • en /S
"'0 c: ::;,
0 L..
C!'
~ 0 • Q) 20 m
..c:: +-' 0.. cu C . ; !!O
• l!5
• 50
For Legend see Fi g. 6
•
.'
Bori ng 2
';::'"
;-.....
..... :-.. ::
$'""""', ...... :. . " .... . ~.
:~:' .. : ..... ~ .. : :: .....
-------1--------Dense, moist, reddish brown clayey
sand (SC)
Te rrace
Deposit
--------------
Dense, moist, I ight gray clayey silty
sand (SC-s.1)
Very stiff, moist, light gray silty
clay (CH) (di sturbed)
Hard, wet, 1 ight gray silty clay (CH)
Very dense, danp, 1 ight gray si lty
sand (SP-SW) with thin clay stringers
Hard, wet, dark gray silty clay (CH)
Very dense, moist, light'gray clayey
sand (SC)
LOG OF TEST BORING 2
liOSP GROVE
Eocene
Sediments
WOODWARD -GIZI8~SKI & ASSOCIATES
COHSULTIHG SOIL AHD FOUHDATION EHGINEERS AHD GEOLOGISTS SAN DIEGO, CALIFORHIA
DR. BY: GS
CK'D BY: I'fM DATE:
'.
. .'
• . o -•
• I 5-
.....
Q)
Q) LL
I
Q)
0 «S • 10 -....
I.-
::J en
"0 c:
::J 0
l.-• e::
~ 0 .....
Q)
!Xl
.c: ..... c.. Q) c • 30 _
Cla'l Seam
5
• lJ.5 -
Cl ay Seam
• 50 -
•
For Legend, see Fig. 6
•
•
P.ori ng 3
~ ~
~ ~ ~ ~ ~ W
~
Terrace
Oepos i t
Hard, moi st,
(CH)
1 ight gray silty clay -----r--------
Eocene
Sediments
LOG OF TEST BORING 3
HaSP GROVE
WOOD~ARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGIHEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
'.
DR. BY: GS APPPOX. SCAlE: I" = 5' PPOJ NQ·72-I05-20
CK'D BY: {/ttcl DATE: 7/18/72
I
I I
••
•
• 5-
.' , 10-
+' cu cu U.
I
cu • 0 , CO
'+-L..
::I en
"C c:
::I
0 L.. <.!)
~ • 20-
0 -cu a::
~ +'
0-cu • 0 30-
• 35-
• 4-0-
Fer Legend, see Fig. 6
•
•
80 ring 4-
~ ~.ard, dry, dark gray sandy cl ay (CIl)
~i\.Porous
~ Hard, damp, light gray sandy cl ay ~ (erl)
" ',':
Very dense, moist, I ight gray-brown
sandy clay to clayey sand (CL-SC)
Very dense, damp, 1 ight gray clayey
sand (SC)
i":".' ' :L:},~', Very dense, moi st, light gray-brown :;~~ silty sand (SM-SP) with thin clay
!":',"-." str i ngers
;:; '\:.: .. ,:-:.:.'
~\:::-?
: ..... .
.. : ..... .
~.:: .... ~ :,':..
f,,:',';'; Very dense, rro i st, 1 i ght gray silty
'.':':" sand (SM)
L--. ..L-_______________ _
Continued on next page
Eocene
Sediments
I
I I i
I I
~ ; II
Ji i i f II --------" --~j
LOG CF TEST BeRING L~ ~I
HOSP GROVE 11
~-----------------------------~' , WOODWARD -GIZI8~SKI & ASSOCIATES
COHSULTIHG SOIL AHD FOUNDATION EHGINEERS AHD GEOLOGISTS • SAN DIEGO. CALIFORNIA
DR. BY: GS APPROX. SCAlE: I" = C:f F'POJ. "0' 72-1(1:-70
CK'D BY: ,LW DATE: 7/18/72
• • • • •
• •
..... Q)
Q)
IJ...
I • Q)
0 <U '+-I-
::J
(I)
"0 c: ::J • 0 I-CI
~ 0 .-
Q)
CQ
..c: ..... • 0-
Q)
0
•
•
•
•
•
•
qO-
1~5 _ Cl ay Seam
50 -
H70W
16H
Boring q, Continued
..,..-~r---------------:;·;':·:~.i' Same as Before
~.\-,K:~
~. Very dense, "" i st, Ii gh t broWll
I\gravelly coarse sand (sp-SW)
,~i\~ard, rroi st, dark gray si lty c1 ay
, .... · .. 1 ~ CH) ~ v"-e-r-=-y-d-e-ns-e-,-mo-i-s-t,-l-i g-h-t-b-~-o-wn-S-i l-t-y-
/:i: l'Foarse sand (SP-S~)
~;h:::\;'·\Finr., moist, dark gray silty clay (aJ)
,{;'>L Dense, moist, bro\',fJ clayey sand (SC)
~::.-.;-:. ~:~[~~
~ Very sti ff to hard, ~ clay (CH) J ~~f ~
black si Jty
Eocene
Sediments
LEGEND:
(SM) = Group classification symbol in accordance with
the Unified Soil Classification Systemo
~ = Water Level at time of drillingo
~* = Water Level as noted at bottom of logo
LOG OF TEST BORING ij, COHTINUED
H OSP GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUHDATION ENGINEERS AND GEOLOGISTS
SAN 0.1 EGO. CALI FORH I A
DR. BY: GS I APPROX,,-SCALE: I" = 5'
CK'D BY: fl,r. .... ! DATE: 7/18/72
• ••
•
•
•
•
•
•
•
•
•
~
Q)
Q) u..
o
5
10
15
30
35
For Legend, see Fig. 6
Boring 5
Hard, dry, dark gray sandy clay (CH)
~orous)
~"iI-----------------------------Hard, da~p, light gray s~1dy clay (CH)
damp, brm.." silty clay (CL-CH)
LOG OF TEST BORING 5
HaSP GROVE
Eocene
Sediments
..
WOODWARD -G1218~SKI & ASSOCIATES
'.
CONSULTING SOIL AND FOUHDATION ENGINEERS AND GEOLOGISTS I
SAN DIEGO. CALIFORNIA J'
DR. BY: GS .72-1~s..20
CK'D BY: R;.!W DATE:
· ,\
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•
•
•
•
•
•
....
C!)
C!) u.
-C!) co
.s::; ....
C-
O)
C
10 -
15 -
20 -
25 -
30 -
35 _
50 j
For Legend, see Fig. 6
Boring 6
t~edjum dense, damp, gray silty sand
(Swf) Porous
Dense, danp, reddi sh broV!T1 si.lty to
clayey sand (SC)
Dense, damp, light gray silty sand
(S~) with dark gray silty clay (CH)
layers
Very dense, da"p, dark gray coarse
si J ty sand (Sp-SW)
;:;~);:t: ~:~ (~)e, damp, light gray si J ty
:;:?h
.. ~.~
-----1---------
Terrace
Depos j ts
Eocene
Sediments
~ ;
f j t.
; ! , :
'. Very dense, danp, coarse bra.,.", si 1 ty \!
sand (g.1-SP) cross-bedded . n
7,_"·-:-.L-7 _--,-_____ --"---II
HOSP GRO VE
L CG 0 F TEST 80 R I N G 6
wooa~ARD -GIZI8~SKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAH DIEGO, CALIFORNIA
DR. BY: GS T APPROX. SCAtt: I" = 15' 'PQI)J. N?j 7?-10C',..?Q·
~ I j
('yIn IlV. ~'''/{ul n.I.T~' 7/i8/72 I ~'I('J::l!: ~,... •• • i:
•• • . \
"
,
Bori ng 7 • ,
0-~ Hard. dry, gray si 1 ty cJ ay T 0-1) Porous .
'. t:t,,:. ------1----------
.i:P::I.:
Dense, moi st, gray-brown clayey sand
( SC)
•
~ ~~~'.:~:::' Terrace :. ':".:.:~::
5-:(:::\';: Oepos i ts ~<:-~~: . . ;:!i~'i;.'
•
•
7 7~;',~;,!
+-' :' ::':~'.::. Q) <
Q) ::C'-;' u.. 15 -.. ,.
~ . -----------------
I Very stiff, rroist, 1 ight gray si Ity
Q) clay (CH)
0 I~}f~·;. tU Very dense, moi st, 1 i ght gray cl ayey 'I-L. .:.:.: .... <;. si It (ML) ::J i~;:.':::.'.~ en
"0 20 -
•
•
c ;;~~ ~~ dense, moist, 1 ight gray si 1ty ::J 0 ( a~) L. Eocene c:l ,
~ Sediments
0 .... )::::',:: Q) co 30 _
.c ~ Hard, moist, braWl si 1 ty clay (CH) +-'
0-~ Q) c ~:.';'''::.:' Very dense, moi st, 1 ight gray si 1 ty
I Jt~~ sand ( 3.1) .
35 -7 -
4r-
'i~::':';:'" ,
. ,-, :.;:'::'
, ~:.::::.\~:. f-Water Seep
:~.::~.::::
•
•
Clay Seam ":,' ~.
~ 4-5 -E-W ~ Very stiff, saturated, broWl si 1ty
liN ~~Y (Oi) 1\ 'I:
Hard, rroist, bro~ si lty clay ( Oi) ! ~ I ,
\7 I
50 -~
"'" * I'~ hours after dri 11 ing
• For Legend, Fig. 6 HaSP GROVE see
LOG OF TEST [30 RING 7
WOO [)l,.JAR 0 -GIZI8~SKI & ASSOCIATES
COHSULTlHG SOIL AND FOUNDATION EHGINEERS AND GEOLOGISTS SAN DIEGO. CALI FORN JA
DR. BY: GS APPROX SCAlE: I" = 5' PRI)J lin· 72-105-20
• CK'D BY: tau DATE: 7/19/72 FIr,U~E....~n· 9
e 11 • " \
•
•
•
•
•
•
•
•
•
0-
5-
10-
15-
20-
25-
30-
Clay Seam
H20N 20NE
For Legend, see Fig. 6
Boring 8
~ Hard, dry, gray, sandy clay (CH)
~ Porous ------r---------
':'~'-_/~~.
~': ~ :.
;: ... ~~:'
".:.-
Terrace
Deposits
Eocene
Sediments
~'-'----------------
Continued on next page
HaSP GROVE
LOG OF TEST BORING 8
l.JOODl~ARD - G I Z 18~SK I & ASSOC I ATES
CONSULTING SOIL AND FOUNDATION ENGINEERS ~NO GEOLOGISTS SAN DIEGO. CAtIFORNI~
.,
DR, BY: GS I APPRm', SC~\..~: I" =~, f PQQ:),,-112.4..2?:.:2.9.2;::2.2.~t
~ ~ ##
e .. , t
. .
. • .
•
•
•
•
•
•
•
•
•
...
Ol
Q)
LL.
I
Ol
()
«I -.-
'-:::I CI)
-0
C
:::I 0 '-0
3: 0 -Ol Ql
.s:::. ...
C-
Ol C
30-
35-
!J.5-
Boring 8, Continuej·
:;('~T Sam~--;:f~-------
~ Hard, danp, broWl s; lty cl ay (aJ)
:::i\:f: Very dense, roo; st, 1 i ght gray 5; lty
? ':':i': sand ($i) ::: J',:
~ Hard, rooi st, ~
broWl sil ty c1 ay (CH)
·;r2.::. Very dense, mo i st, 1 i ght gray silty
.:,'::.)J sand (SvI)
> .... ~ t·,:·'
.::';::::-;.;. -Water Seep . i~~[': ~turated
_Cl __ ay,---,-Se ___ a_m_-!=~;!:;;~~ ~ Very sti ff, satu rated, brC\lll si lty
Eocene
Sed iments
N I 5W ~ cl ay (CH) I 50-I2NE ~'\ ___ -L... __ _
~i
H II
J i I ,
,..
____________________________________ ~i
! For Legend, see Fig. 6 LOG OF TEST BORI NG 8, CONTI NU~D I HaSP GROVE ! ~---W-OO-D-WA-R-D----GI-Z-18-~~SK~I~&--A-SS~O-C-IA~T~ES----~~!
CONSULTING SOIL AHD FOUHDATION EHGINEERS AHD GEOLOGISTS I SAX DIEGO. CALIF~HIA ~------~--~~~~~~~------------~i DR. BY: GS APPROX. SCALF: I" = 5' PROJ, 1/1).72-105-72 I
CK'D BY: !1i()J DATE: 7/19/72 FII3UP~ Ifl)~ II_II
•• •
•
•
•
•
•
•
•
•
•
•
.s:::
-+J
C.
(!) o
0-
5-
10-
15-
20-
25-
30-
35-
80ri ng 9
.\~:;'.::::\:
:}! r,":::' ..: .. :r·:'~··
,~:.:..': .
. ~.,.:.:.;.
,'.~ .. ::"
~:,,;~.~'~\"
·;t,:.:·:·
::Y:-::.:':.: ··~~~t\
Terrace
Deposit
:~'~}=-(" ~~------------------------------------------\)'.:'.: .. Very dense, moi st, 1i ght gray si 1 ty
C.:....I a...:..y~Se:...::a.:::.m_-t;=:i·:·'·:.::j·::' sand (s.1)
N70W 7-~ 5N E :·1 .. \.~.
Clay Seam
H70w0/
I lINE
{~}.:
:':'::.:.: . ~:;:::' : ; ::::::::,-.
: ',;;: .:
' ... ,'.,
~:. ~.:.j~~ .... : ..... . . ': .. :.:~ ::::.:F·::.
:~"~:::::"
\l0.;if
.>::-::;;=-.:' :
'-'·n·"~.
~Hard, damp, brown silty clay (CH)
~~ Water Seep
Very dense, saturated, {I gtlt gray
. ~*Si Ity sand (s-.1)
L--_L-____________ _
*16 hours after drilling
Eocene
Sediment
It
0.
For Legend, see Fig. 6 LOG OF TEST BORING 9
HOSP GROVE
WOODWARD -GIZI8~SKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATIOH ENGINEERS AHD GEOLOGISTS
. SAH DIEGO. CALIFORNIA
OR. BY: GS APPROX SCALE: I" = C;" P90J 1/1)·72-10'.-20
CK'D BY: t(J(,() DATE: 7/19/72 FIC.uPf: .111'1' 12
• • • • 1
•
•
•
•
•
•
•
•
•
•
35
4-0
4-5
50
For Legend, see Fi g. 6
Boring 9. Continued
----------.-
Same as Before
Eocene
Sediments
LOG OF TEST BORING 9, CONTINUED
liOSP GROVE
WOODWARD -GIZI8~SKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGIHEERS AHD GEOLOGISTS SAN DIEGO. CALIFORNIA
DR, BY: GS
CK I D BY: !:tt<,v
'.
e·
•
•
•
•
•
•
•
•
•
•
....
Q)
Q.) u...
Q) o «I ....
L.
:::I
CI)
..-Q) cc
..r:. ....
Co Q) o
o
5
10
15
20
25
30
35
Clay Seam
Clay Seam
"IlOE ll!iNW
Clay Seam
H25E
18NW
CIa
For Legend, see Fig. 6
Bori ng 10
~\'.i;' Dense, moi st, reddi sh brown c lay~y
':m::\ sand (SC)
,=::',:, ..
fIt::::
t
Ter race
Oepos its
~~~! "":;:~J~:-.i;~ i-V-e-ry-d-en-s-e-, -mo-i s-t-,-l j-g-h-t -g-r-a y-s-n-t-y-------------------
';::'{~. sand (SJ-i)
' ........ . ;~~:.~:;;~
'!';!"':::
}~f;~':i
~.~~~~
~~~
Very stiff, moist, gray-bro~n clay
(CH)
Water Seep
Continued on next page
Eocene
Sediment
!I ~ ____________________________________ ~.ii
LOG OF TEST BORING 10
HOSP GROVE
WOODWARD -GIZI8~SKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
DR. BY: GS In = 5'
CK'D BY: P.AAJ DATE:
I
• 50 -
•
•
•
•
. . For Legend, see Fig. 6
•
•
So ri ng 10, Con ti nued
..,.,..--r-----------------------
·:<:i·· Very dense, mo i st, J i ght yray silty
;:·:;.i). sand (~N) : ... ~::-.. ' .... ~. ',::'':
.t'::;',r:
," .
','::
.~r·:.:::··.
~"'::".:' .•.. o}.: .•
. ::~.~::;\::~
;/":'!'
.f:?;,:: Sf-
~:~~:~.':'.
'~';:.::<:: .... : ... :
LOG OF TEST BORING 10, COtHIHUED
HO SP GROVE
WOODWARD -GIZI8~SKI & ASSOCIATES
CONSULTIHG SOIL AND FOUNDATION ENGINEERS AHD GEOLOGISTS
SAN DIEGO. CAll FORN 1 A . ._
DR. BY: GS APPROX SCAlE: I" = 5' PQOJ !l0' 72-105-20
CK'D BY:~ DATE: 7/1~/n FI(,1JRE NO' I Ii
•• • •
•
•
•
•
•
•
•
•
•
•
0-
5-
..... 10 _ Q)
Q)
LL..
I
Q)
U ~ .... t...
:;, en 15 -
"0 c:
:::l
0 t...
(!:'
3: 7. 0 .... Q) 30 -co
-c .....
Co
Q)
0
35 ....,
7
5J
Fo r Legend '. see Fi g. 6
Sori ng II
~ Hard, darp, brtW"l silty clay (ru) ~
~ Hard, rroist, bl"CWl silty clay (01) ~~ Water Seep ,
LOG OF TEST BORING II
HaSP GROVE
Eocene
Sediments
WOODWARD -GIZI8JSKI & ASSOCIATES
CONSULTIHG SOIL AND FOUHDATIOH ENGINEERS AND GEOLOGists SAH DIEGO. CAlIF~NIA ,
"
DR. BY: GS APPROX SCALE: I" = 5' pj)OJ. WI' 72-105-20
CK'D BY: 1J:/f.)J DArF.: 7/Iq/7? F'~,U~E IIIl-16
•• •
,.
:
.
Boring 12 • 0-~ Hard, damp, dark gray sandy cl ay
~ (el) Porous
-----------------
•
'::~:::: ::-r Very dense, damp, 1 ight s il ty '.::~:?: gray
5-.. \;~~;: sand (94) '.~:'}': . ..... ,-::.:.
7 ~~f~~ ..... -.:.-!,.:. '. (1) :~}~:·:;z· " (1)
LL. 20 -,'0,: •
I ~~;~;~:.
•
•
(1) ~}f~r 0 cu . ....
I-
::J ~ Hard, damp, brown si 1 ty clay (CH) en Eocene
-c 25 -Sediments c:
::J ~ 0 I-
C!:l I ~ (
0 -(1)
to ~ ..c: ItO -..... ~ c..
(1)
0
'.::.::~'~:; Very dense, danp, 1 i ght gray s il ty ',' ';".; .. ", ::~ .';: .. -sand (~) ':: "~: .. .
-It5 -;i:;~~;~ .
.. : ....
. ~': ~~(~ ...
.~:: .. ~~ :'
"
,-,:',-.:: ....
:,::-", : ..... '.-
• ,: " I, I
50 -,' ..
,I
'.1
:
,. ~ ,
I" • 2 ~
: j; t: : k: !
For Legend, see Fig. 6 LOG OF TEST BORING 12 i
I I
•
•
U OSP GROVE .j .
WOODWARD -GIZIENSKI & ASSOCIATES I
CONSULTING SOil AND FOUNDATION ENGINEERS AND GEOLOGISTS I SAN DIEGO, CALI FORN I A
APPROX. SCAt E: P90J NI)' 72-1 05-20 !
DR. ay: GS I" = 5' :
WW 7/19/72 F,r"fR~ i CK'D BY: . DATE: lin· 17 :J
e . . .
•
•
•
•
•
•
•
•
.-w m
.s::;
+' 0-W Q
0-
5-
25 -
[f0 -
50 -
55 -
For legend, see Fig. 6
Bari ng 13
~ Hard, danp. bro.-Kl silty clay (an
::,;;F~ Very dense, damp, light gray si J ty
!;~~;:~.. sand (SM-SP)
:~:l::
: .. ~." ~~g?
:.r~:'~".~'
~ Hard, damp, ~ I ~
broWl silty clay (CH)
.'>L::.,: Very dense, \','et, light gray silty
i: .. '··::·' .. sand (SH) ..... : ... :
':'::,J' ....
' .. " ~: .
..... : .. :.:
~Hard, wet, broWl sil ty clay (CH) ~
. Ivery dense, saturated, 1 i ght gray si J ty
sand (~H) . _. ----------
Continued on next page
Eocene
Sediments
lOG OF TEST BOR/IiG /3
1I0SP GROVE
WOODWARD -GIZI8iSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAH DIEGO. CALIFORNIA
OR. BY: GS APPRQ'( SCALE: I" = r:;' ~OJ, !l1)~ 7:'-10::'-20
CK'D BY: il.K,,» DATF.: 7/1f'/72 Flr,{JPE ~I}~ 1st
• c
I ..
••
e)
, •
•
•
•
•
•
•
+' (!)
(!) LL. 55
I
(!)
()
ctS 't-'-::J
CI')
"'C c: 60
::J 0 1-
C!:J
3: 0 .--
(!)
a:I
..t:: 65
+'
C.
C!J Q
70
For legend, see Fig. ~
Boring 13, Continued
---------------
Same as Befo re
Hard, saturated, gray-bra-,n silty
c1 ay (CH)
~and rising
Eocene
Sed i ments
lOG OF TEST BORftlG 13, COIITI1WED
HOSP GRO VE
WOODWARD -GIZI84SKI & ASSOCIATEs
CONSULTING SOIL AND FOUNDATIOH ENGINEERS AHD GEOLOGISTS
SAN DIEGO. CALIFORNIA
'.
DR. BY: GS APPR X II • 72-10'i-20
CK'D BY: ClloJ DATE: 13
e.
".
~ I.
Bor i ng 1lJ.
0-
I
';'::": Dense, damp, reddi sh brown c1 ayey
f :;'~:;'i:; sand (SC) •
.;":: .. ~ :
:~. ~::;'~:.' Te r race
'; .. ~:'"., -',
5_ .... ::.: ... Deposits
.;":.:"
::::-:::':::,;-, ..
+' · .?:~ '.:: ....
(/) -::::.
(/) '~:~'~:;~.: u..
I ·::::.r.~
(/) 10-.. ':.:'::
() ~\.:.:~::;:
ctI ••
'to-~. :~~".':.~~:. ----------------I-Dense-very dense, moist, 1 ight ::;, gray
'" · ~: .... :
;: '-.~ ... : . si I ty sand (S4)
"t:J :;;:;b; c
::l
0 ":'~':".':" : ....... :: I-15-::\~;~:::::: (!)
:;: ~ ;: 'i .' 0 :~;:~.:f··;:: Qj .~] .: .. ~~-:: co ~}::.t· Eocene I -Sediments +' Co Clay Seam :.:':'.,-(/) 20-· . . .
Q ~ Hard, roo i st, broWl c1 ay (CH)
~
•
I Very dense, moi st, brown sil ty cl ay
, to clayey si It (~fL) .
25--
" iI
•
.:~ .. : Very dense, IlD i st, light gray si lty :.-. ::"
30-sand ( S-i)
II
.....
~" -',:
:-".,-f ' .'
•
~ :
'" ~ i ~ : 35-, ~----------~;
Continued next '-" on page ~ . q •
-=+ for Legend, Fig. 6
. I see LOG OF TEST BO RI NG /lJ. .,
HOSP GROVE ~i WOODWARD -G/ZI8~SKI & ASSOCIATES ~,
CONSULTING SOIL AHD FOUHDATIOH ENGINEERS AND GEOLOGISTS l:1 SAM DIEGO. CALI FORH I A ;.!
•
DR. BY: CiS APPROX. SCAlE: I" = '" PPOJ. 110· 72-105-20 ~I
6l~ CK'D BY: DATE: 7/21+/72 F II:.U~E wn· 20 "1!
i •
••
•
•
•
•
•
•
+' Q.)
W L.I..
30-
lJ.O-
lJ.5-
50-
55 -
60 -
Cl ay Sean
HIOE
IONW
For Legend, see Fi g. 6
Boring /lJ., Continued
,."..,...,...._--------------:'(~.:.:. Same as Befo re :~ .. : .... :
' ...
. . ;:~.:~:~.:.:
~ Hard, saturated, brown silty clay ~ (CH)
~
~;!::r-Very dense, saturated, 1 ight gray t;.;:' s i I ty sand (SM)
'. ':.:~:'. ':
',::":",';",
< -.:.:::
:;':': '::':i
Eocene
Sed iments
LOG OF TEST BORING 1lJ., CWTIHUED
HOSP GR eVE
WOODWARD -GIZI8~SKI & ASSOCIATES
CONSUL TI NG SO I L AHD FOUHDA TlOIf ENG I HEERS ANO GEOLOG I STS
SAN DIE~. CALIF~HIA
'.
DR, BY: GS APPR(lX SCAlE: I" = 5' f'OOJ ,,~, 72-105-20
CK'D BY: lAP DATE; 7!2'4fn FfrJ)OE 1!!2' 21
•••
0-
• 5-
-+oJ 10_ • Q)
Q)
LL..
I
Q)
0 «I 'to-
L. :;, • CI:l 15-
"'0 c: :;,
0 L.
C!:'
l:
0 --• 20-Q) III
.s:::. -+oJ e-el 0
• 25 -
• 30-
•
For. Legend, see Fi g. 6
•
•
Bor i ng 15
:ti}' Dense, danp, brm'41 c!.ayey sand (SC) :i::
C ... ~·::·
t
Terrace
Deposits .. :":',
~ ."
~:.:~:.: .. ;:::.~:
... :.:~::(.:~;~
. ~~ '~~":'. ::(~":;'.
Very dense, damp, light gray silty
sand (S~)
Eocene
Sediments
~ Hard, danp, bro~A1 silty clay (C~l)
I ~
Continued on next page
LOG OF TEST BORING 15
HOSP GROVE
WOODWARD -GIZI8~SKI & ASSOCIATES
CONSULTING SOIL AND FOUHDATION ENGINEERS AND GEOLOGISTS SAH DIEGO. CALIFORNIA
"
DR. AY: GS APPPO~. SCALE: I" = 5' ~0J Nt), 72-IO'i-20
C)('D BY: JlttfJJ oATF.: 7/2~/7? I=Ir.!l0..E. 111'\· ?7
., .
•
•
•
•
.'
•
•
•
•
•
-Q)
CXl
.J: +' 0-Q)
C
60 -
70 _
For Legend, see Fig. 6
Eocene
Sediments
.: •• ::> ••• :
~.,.:~.\.
'.
~ i __ ------------=.J/ '.j
LOG OF TEST BORIIIG 15, COIITINUED i'j.
HOSP GROVE d ~----~~~--------------~~~~----~~I WOODWARD - G I Z 18~SK I & ASSOC I ATES P,·
CONSULTING SOIL AHD FOUNDATION EHGINEERS AND GEOLOGISTS LII
SAN DIEGO, CALIFORNIA i
OR, BY: GS APPRQX SCAlE: I" = 5' ponJ NO' 72-1 o~201i
CK'D BY: M~ DATE: 717.~/7? FJC./JPC= lin· n -~J
•• • :
~
Bari ng /6. • 0_ ::/~\~ Medi urn dense, damp, brown si 1 ty t
.. :~.;.:.:{:. sand ( S/~) porous
;'~i~~ A II uvi urn ,
Dense, danp, brO'r'll clayey sand (SC)
~~'~;'l{" • 5_ ~~:};~.':~ ---------------. -~;;'"
.'};):::. Very dense, fiX) i st, light gray ~~~ sil ty sand (~)
7
" ~'.
• -f.J :::~.~':\:
<!J 25 -:i;;~} (l) LL.
•
I k~ Q)
0 <U '+-'-"~:P") Eocene :::1 CI') 30 -~:.:., ...... Very dense, /OC) i st, I ;ght s'; I ty Sediments
"t:l ~:'::;Y' gray c: sand (S4) :::1 Clay Seam 0
•
•
'-~ Hard,
CD damp, brown sil ty clay ( CH)
~ 0 ~ -~ Q) 35 -co
.J::. +' ~ 0.. <!J Q ~ ..
"
~O -I ..
,
•
.. ,,', dense, saturated, 1 ight 1::)\:\ Very gray
silty sand ( 5\1)
~5 _ /:-,:::;
..........
-;'.:. I-Water Seep
: ~" ~'. :
" ,:'.' ~ r ;"" .. '
S? I
" • 50 -
• For Legend, see Fig. E lOG OF TEST BO RIIIG 16
HOSP GROVE
WOODWARD -GIZI8~SKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CAU FORN I A
DR, BY: GS APPROX. SCALE: I" = 5' ppJlJ. NO' n-Ios-?o
• CK'D BY:HW DATE: 7/2q/n Fltll~E.. lj/\. ?U
•••
•
•
•
•
•
•
•
•
•
.r:. +' c..
.0,) o
0-
30 -
4-0 -
4-5-
CI ay Seam
H60E 2!iNW
For Legend, see Fig. 6
Sori ng 17
::<'.:.::,~ Medi urn dense, derop, broW'l si lty
.. :; :.:,.:'. sand ( SM) po rou 5 (....:.:;..~=.::-.>..;:;.;..;.'-.J...---'-.;;....;..._______ _ ___ _ _ _ ____________ _
>C'" . Very dense, danp, 1 ig,t gray si·l ty
.;~~,\.; sand (SM)
.. ' :.'.
,:t ::;~:~ ..
~I\. Very stiff, moi st, broVll clay (Oi)
:::~~/ .. ; Very dense, rnoi st, 1 i ght gray si I ty
\'.:;". sand (S·i)
~:~<.:':'
~t;'~
't"';~' ':',
";"';':::'
-:' .. ~:',,:-".:
'~~/.~:.:/:: ..
! ...... ~:.~:.
~': ',: ,:':"
:;. ~:. ':::;'.~ .. ::, ~.
,:,::,~.r·. -Water Seep
..
" ::,
Eocene
Sediments
LOG OF TEST BORING 17
-.
·1 I
HOSP GROVE .
WOODWARD - G I Z I 8~SK I & ASSOC I ATES I
CONSULTING SOIL AHD FOUHDATION ENGIHEERS AHD GEOLOGISTS ~ SAH DIEGO. CALIFORHIA .
OR. BY: GS APPRO'!; SCALE: I" = 5' PPOJ ~O· 72-105-20
CK'D BY: t!/¥(.u DATF: 7/24/72 FIr.IJRE lin· 25
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cd
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+' c:
(I)
U
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0...
Note:
o
O~~~~~~--~----~~~~~--~~----~IOO
0.1 ' .01 .001
Grain Size in Mill imeters
¢r Range According to Lambe and Whitman (1969)
Sample "/. Passing ~ ~r Range
4-6
10-1
13-2
14-3
60
50
47
17
8 ,to 18
10 to 21
II to 22
17 to 3
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./ II .1 II ; 1
~ l ~ : ~ ______________________________________ ~H
r" . 11
¢ = Residual angle of internal
res i s tance~
HYDROl·1ETER ANAL YS I S II
HOSP GROVE L
~--------------------------~--=!'f WOODWARD - G I Z 18~SK I & ASSOC I ATES r.J
COHSULTIHG SOIL AHD FOUHDATIOH EHGIHEERS AHD GEOLOGISTS ;1 SAH 0 I EGO, CALI FORH I A ~
DR, BY: Wi APPRQX SCALE: na pqOJ. W)· 72-105-20 1/ ~~~:=:=======================~C=~=ID==By=:=e=H=·(=J~D=AT=F.~:~8=/=23=/=72====~~~F~1~w~RE~wn~.==~26~~U
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\" Fi Iter
Class II permeab~
material State of Cal ifornia specifications
or equivalent
Visible Water
Seep
Fi I ter~2~'~-/ min" thickness
TYP I CAL SECTION
(normal to slope face
(no scale)
Collector pipe 6 in" perforated (Min) galvanized steel
®
dense natural -7:'-=-T7T'~~
Out let pipe 6 i n" ~ i n" non perforated
Outlet to
Nat u ra~l,---... Drainage
-.I20'min,,~ ~ ~ key 5' minimum into~
natural sandstone
TYPICAL SECTION
(parallel to slope face)
(no scale) I 0'
° f
~mino into
natural sandstone
prior
into dense natural sandstone
TYP I CAL SECTIONS
EAST CAIlYON FILL
HOSP GROVE
WCOD~~ARD - G I Z I 8~SK I & ASSDC I ATES
COHSULTIHG SOIL AND FOUNDATIOH EHGIHEERS AHD GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. BY: (:)
CK'O BY: '0
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project No. 59331W-UDOl
Woodward· Clyde Consultants
APPENDIX G
FINAL REPORT OF
ENGINEERING OBSERVATION AND
COMPACTION TESTING
GROVE APARTMENTS
CARLSBAD, CALIFORNIA
1973
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Ma rch 1, 1 9 7 3
Project No. 72-105-20
Grove Apartments
Post Office Box 1155
Carlsbad, California 92008
Attention: Mr. Jerry Rombotis
FINAL REPORT OF ENGINEERING
OBSERVATION AND COMPACTION TESTING
GROVE APARTr~ENTS
CARLSBAD, CALIFORNIA
In accordance with your request, and our. letter of agreement dated April 28,
1972, we have provided soil engineering services in conjunction with the
grading of the subject site. These services included:
(1) Engineering observation of the grading operation.
(2)
(3)
Observation of the removal 'of highly expansive soil from the top of
2 feet of rough lot grade and replacing it with nonexpansive soil in
the areas shown on the attached Fig. 1.
Observation of the removal of an existing "old slide," installation of
filter material and drain system'as directed by our office, and replacing
with on-site fill material to proper grades with compacted fill.
(4) Observation of the removal of loo~e surface soils from the bottom of
canyons.
(5) Taking field density tests in the fill placed and compacted.
(6) Performing laboratory tests on representative samples of the material
used for fi 11.
Site preparation, compaction, and testing were done between May 17, 1972, and
December 19,1972, in accol~dance with the "Specifications for Controlled Fill"
in our report entitled "Soil and Geological Investigation for the Proposed
Hosp Grove ,lI,partments, Carlsbad, California," dated August 25, 1972.
The grading of the site essentially consisted of making cuts and fills of ,
moderate degree to reduce the site into large building pads and parking areas.
Most of the deep cuts were in the southeast portion of the site and the
deeper fills vlere placed in t\'IO canyons along the northern boundary, one
major canyon and several minor dra\'Js along the eastern boundary. As the site
gradi ng progres sed compaction procedures I'lere observed and fi e 1 d dens i ty
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Grove Apartments
Project No. 72-105-20
March 1, 1973
Page 3
representative samples of the material used for fill. At the time of issuance
of our preliminary soil investigation report, a slow direct shear test was
underway on a sample from a clay seam encountered in the test borings in the
area of the existing slide. The results of the test essentially verify
assumed shear strength parameters used in our stability analysis. The results
of laboratory tests are given on the attached forms. Laboratory tests and
a visual inspection of the site by the project engineer and field technician
on February 20, 1972, indicate that expansive materials are present at
fini shed grade in some of the cut and day1 i ght areas; however, the upper
2 feet of all fill areas consist of a minimum 2 feet of nonexpansive
soil. The following table presents the results of our inspection and indicates
our estimate of the pads that will need special footings.
TYPE OF PAD
PAD FINISH CLAYSTONE SPECIAL
GRADE Cut Fi 11 Cut-Fill DAYLIGHT PATCHES FOOTING
ELEVATION UNDERCUT RE~1AINING REQUIRED
1 87 to 95 --x No Yes Yes
2 95 - -
x Yes No No
3 103 to 105 --x Part. only No Yes
4 115 --x Yes No No
5 113 --x No Need No No
6 117 x --No Need No No
. 7 121 --x No Need Yes Yes
" 8 122 --x No Need No 'No
9 125 --x Yes No No
10 125-128 - -x Yes No No
11 130 --x No Need No No
112 133 x --No Need No No
13 136 --x No Yes Yes
114 145 --x Yes No No
15 153 --x No f~eed No No
16 155 --x No No Yes
17 161 --x No f~eed No No
18 165 --x r~o Need No No
19 180 -x -No Need No No
120 186-190 --x No Need fJo No
21 165-168 --x No Need No No
WOODWARD, GIZIENSKI & ASSOCIATES
COfrCSULTlHG sou. AND rOUNDATION ING'PffUIS AHO G(OLoc;JSTS
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Grove Apartments
Project No. 72-105-20
March 1, 1973
Page 2
tests were made to determine the relative compaction of the fill in place.
Field observation and field density test results indicate that the fill has
been compacted to 90% or more of maximum laboratory density. The approximate
locations of field density tests and the limits of compacted fill are sho'tln
on the attached Fig. 1. The results of field density tests and of relative
compaction expressed as a per~ent of maximum laboratory density are given
on the attached forms.
During the grading of the extreme northeast canyon area along the northern
boundary, an existing slide was removed to dense undisturbed formational
material before placing the canyon fill. An existing water seepage behind
the slide was contained in a drain system, which was first established at the
toe then extended up to the pad area as the fill progressed in height. The
system, consisted of an approximate 3 feet wide trench into which was placed
6 inches of filter materials (1 in. max. combined aggregate State of California
Specifications) then a 6 inch perforated corregated metal drain pipe and.
finally an additional 2 feet of filter material above the pipe. Near the
top of the canyon the filter material was spread out to cover seepage areas
and off shoots of the trench and drain system extended above into the pad area
and along a low slope where additional seepage was apparent. The drain line
as installed is sho\'Jn on the attached Fig. 1. The drain system emptied into
a natural drainage into which was later placed a 24 inch nonperforated pipe
which extended to an existing storm drain inlet at the edge of the shopping
center along the northern boundary. Periodic inspections of the drain have
been made since installation .. The water issuing is clear and seeping at
about the same volume as during construction of the system.
Weak clay seams were recognized in the formational materials during one pre-
1 imi nary i nvesti gat; on ina northwest canyon area. Here the a 11 uvi a 1 materi'a 1
and overburden soils were removed in the key area to dense undisturbed for-
mational soil which was inspected by a geologist before placing new fill
material. The overburden soils were a~so removed and undisturbed formational
50ils benched into on either side of the canyon as the fill progressed in
height. Along the e.astern boundary where fill \oJas placed in a major canyon
and several minor draw areas, the alluvial material was excavated and recom-
pacted and benches were made into the sides of the dravJs into hard clayey
relatively competent overburden soils as the fill progressed. The lack of
suspected slides along the eastern boundary and the generally favorable
geologic conditions in this area did not dictate the complete removal of over~
burden soils to undisturbed formational materials.
During grading, portions of several of the pads were undercut to remove
potentially expansive soils and essentially nonexpansive materials were placed
in the excavation and compacted. Upon request of Grove Apartments, Inc.,
undercutting was terminated on August 21, 1972, in accordance with a letter
dated August 22, 1972. Hence, strips of expansive topsoil and patches of
claystone remain in some areas on several of the pads.
Laboratory tests to determine moisture density relationships, maximum dry
density, optimum moisture content, grain size distribution, plasticity
characteristics and strength and s\'/ell characteristics \'/ere performed on
WOODWARD. GIZIENSKI & ASSOCIATES
CON~UlT'NC SOIl ANO rOuNc,"'IOH CfrttCINrrllt\ "~D C(OlO~I~T'S
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Grove Apartments
Project No. 72-105-20
March 1, 1973
FOUNDATIONS
Page 4
(1) Foundations for one to three-story woodframe and stucco structures
founded in properly compacted fill or natural undisturbed soil may be designed
for an allowable soil bearing pressure of 2,000 psf (total load) at a depth
of 12 inches below lowest adjacent rough grade. This value may be increased
1/3 for loads that include wind or seismic forces. Footings should have a
minimum width of 12 inches.
(2) It is recommended that all footing excavations be inspected by our
firm immediately upon completion of excavation. If potentially expansive
soil is evident, one of the f&110wing footing designs will be recommended.
(a) For footings founded on properly compacted low to moderately
expansive soil, it is recommended that a 12 inch deep footing be reinforced
top and bottom with No.4 reinforcing bars and that the concrete slab-an-grade
be reinforced with 10 gauge 6x6 welded" wire mesh placed on chairs at the
midpoint in the slab and that the slabs be underlain by a minimum of 4 inches
of clean concrete sand, crushed rock or gravel.
(b) In areas where moderately to highly expansive claystone soils
or topsoils are encountered, it is recommended that the footing be extended
a minimum depth of 24 inches, be reinforced top and bottom with No.4 rein-
forcing bars and that the concrete slab-on-grade be reinforced with 6 gauge
6x6 welded wire mesh placed on chairs at the midpoint of the slab and that
the slab be underlain be a minimum 6 inches of clean concrete sand, crushed
rock or gravel. Dowels shOUld also be provided in the footing and bent down
into the slab. The following sketch incorporates our recommendations in
this regard.
Rough or Compacted
Grade
2Q"min o
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FOOTIHG DETAIL
#3 Dowels, 2q" O.C.
q" min" concrete slab with 6x6 66 mesh
#q Bars, top and bottom
(3) Structures that 'tli 11 not tolerate differenti al settlements, such
as foundations, swimming pools, concrete deck walls, etc. should not be
located within 5 feet of the top of a slope. Footings located closer than
5 feet from the top of a slope should be extended in depth until the outer
bottom edge of the footing is 5 feet horizontally from the outside face of
the slope.
WOODWARD· GIZIENSKr & ASSOCIATES
CONSUL Tt"'G sou. AHO 'OUNO ... l,ON (Ir'GtNf€ltS AND GtOlOGISTS
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Grove Apartments
Project No. 72-105-20
March 1, 1973
Page 5
The elevations of compaction tests, shown as finished grade (FG) tests, in
Unit A, correspond to the elevations shown on the grading plans for "Carlsbad
Tract No. 72-l2A Apartments-Unit A," dated October 6, 1972, prepared by
Roy L. Klema Engineers, Inc., Escondido, California. For the remainder of
the site, it is our understanding that as built plans are being prepared.
Finish grade test elevations in other areas are essentially within + one foot
of the elevations shown on "Grading Plans Hosp Grove Apartments ll dated May 26,
1972, and prepared by Roy L. Klema Engineers, Inc. Elevations and locations
shown in this report are based on field surveys established by others.
This report covers the fill placed under our observation during the dates
specified herein. Additional fill placed after these dates, as well a's the
backfill in utility trenches located within 5 feet of a building and greater
than 12 inches deep, or any trench 5 feet or more from a building and in
excess of 5 feet in depth, should be compacted under the observation of this
office and tested to assure compliance with the earthwork specifications for
the project. This office should be contacted at least 24 hours prior. to
backfilling operations. Utility service trenches within 5 feet of a building
that are perpendicular to the building footings and are less than 12 inches
wide and less than 3 feet deep are not subject to this recommendation.
The inspections and tests of compaction made during the period of our services
on the subject site were in accordance with the local acceptable standards
for this period. The conclusions or opinions drawn from the tests and site
inspections apply only to our work with respect to grading and represent
conditions at the date of our final inspection.
We will accept no responsibility for any subsequent changes made to the site
by others or by uncontrolled action of water or by failure of others to
properly repair damages caused by uncontrolled action of water.
L is J. Le1:YR.~
EHP /RPH/JLH/LJL
(6) Kamar Construction Company
(1) Roy L. Klema Engineers, Inc.
Attachments
.,
WOODWARD· GIZIENSKI & ASSOCIATES
CONSUl liNG SOIL AND FOUNOA"ON U'GIN££JtS .,,0 C;;(OLOGIS'.
• • • • • • •
Proper ty li ne ~f~--'ew of this ~ .. ' .. ", "'''!'' :~ .t b,tto •• -----/area see In se ,
-----• / MO' f'~
..-----. ~'r <."7, :r:l~ •. ' / '" . .... ',,-l" II .J
/ .~~~_\ <V-;,;.: '::f~;l' {!...-:t~., ,.: ( (~:~tA:~··!~~~~r:·) ::$~:~~~.~ ';~:1::t \ --". 'I "I:v.. ;" "'"E. Ur n .. . ... <t .. , ''!r',~".. / .. ,. . ", ~ ~ •• . I ~l"" L ",'"'''!.. . ,,""-. \ _ . • \"
/.i '\,........ <.. ">( .(."';., . /; ~ .. ~, I ; ,. • :~ .. /..' 'I ..... :." •• ~ ) ~, .• { \. ~~i'.i,i: ,I ~ •• ~ :. ....
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lEGEHD:
Indlcat .. appro.illate location of
• Fi.ld Den,i t7 T.,t •
r" Indicate. appro.lllate 1I.lto of L....i h,ted fill.
rrllJ: Indicat., appro.l .. ate 11.1 h of
filtj .ru undercut and rep lilced wi th CQmpilcted nonexpan$ivo fl II.
. '.: ""~" ... ','. ~,~ \ -i~ r " .. ~ ,r. _.... "
I ""',~ .''; J.".l'.j " iI'" ~ d'.:"'1
• • ".~ ~ t' ., L. .~ ~. '0' J" " .. ' . .,' "-"',7A .,,, ..•.• ~ . _. ~."'o ,,_ .
.• .. . "". d I.' __ ,
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·" (":.~: :. ~,f, I c..... ...;:'''' J' ~~ ."~' •... zz "_ " /''':::-r:~ '\ ' ........... ' • .' "-'-'---0 ." /C ..• _,~
I /., .J" W!-:::,., ffl{"" .,,' . ':-.~'l: ~ .. '~'
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I ":..c' '" ],'1""~ 1J~'1z ... ~. C:\~~' -"V .. .< ,,,. ._. ::l: ~.."", '<., 1 ':"',. "'1" . £.r.. '-.... ...... • ." . ;;;:~'J.,.,.. (":.) ~f./~>o ''''-,d ~'r'~1 /'/'.I'::':·l'· '» """'7 .2t . . ..r •... , "'. ':' ~. "r j' ""''';;''1 'fJ d?
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........ ~ • 'if f1 _. J,,,, 111 • ,
j' .'/. f.'ll' ttl., ... )~j;S-~,., ,.. " /'
J .,.t. J . • Itt -r---' _
/ •.• )t'~. • r4 •
) I"
';'77 J n " ". -~?-----~;---~~~~====~::::::::::::::::~~~==::::= C
~----IHSERT
$cale ,. 100'
.. ----.. -~-----.I
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RESUlf () OF LOADED SWELL TESTS
Initial Final
Sample Dry Water Dry Water Pressure Expans ion
~aturatior &ituration Number Density Content Density Content
pef % !J pef % % psf % of Initial fleiqht
SA-I 105 23 100 10 I. 6 25 100 160 3. 12
Pad Ele 190ftg
g
*Based on a specific gravity of 2.65
1.9t! inches Diameter of Samples: -,--__
Height of Samples: O.63t! inches
RESULTS OF LOADED SWELL TESTS
HOSP GROVE APAR1NENTS
WJOD~JARD - G I Z I ENSK I & ASSOC I ATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
OR. BY: LDS APffiOX SCALE' NA PP.OJ, HI)· 72-105-20
CK'D By:{(1V DATE: 3/1/73 FIGURE HO' 2
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C.I assi fication:
• . Height. inches .807 .... .... Diameter. inches I .911-.;. .., -..,
c 0 .... .
• en I 2 CI) Initial Conditions: LLJ a:: ~ CI) Dry Density. pcf /I q..2 I 111-.2 a:: oCI: LLJ Moisture Content. % 8.q. 8.q. :z: CI)
After Soaking:
• Dry Dens i ty. pef 116.lJ. 116.3
Moisture Content. ,..
16 2 ;: 17 I
Surcharge durir.g soaking and normal load:
Fi rst run: 2040 psf Second n:n: l~080 psf,
TEST DATA • Angle of Friction. degrees mo ,
Cohesion. psf IlOO
SHEAR DISPLACEMEHT. inches
-" • -
"
2 ..; ....
.;.
'" -'" •
•
c: V 0 ~ ....
V> tf'
V> I ~ LLJ a:: / ~ CI)
a:: / « ~-L ~
C. _Il00 -p'sf T I 2 3 II-
HORMAL STRESS. tons/sQ. ft.
DIRECT SHEAR TEST • HOSP GR eVE APARnJ.EHTS
WOOD~ARD -GIZIENSKI & ASSOCIATES
CONSUL TI HG so I L AHD FOUHDA TI OH EHG I HEERS AHD GEOLOG ISTS SAN DIEGO, CALIFORNIA
• DR, BY:LDS GS APPROX. SCALE: ----PROJ. HO: 72-105-20
C!<'D BY:4~1 DUE: 2/':.3/73 -I GURE HO.: 3 -~ --
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• SAMPLE DATA
Sample Ho: 10-1
Classification:
• ...: He i ght. inches .807
.... Diameter. inches 1.9~ 0-'" -'" c 0 ....
eI) • Initial Conditions: I 2 eI) ~ LU 0: I-eI) Dry Dens i ty. pcf 99.6 98.6 0: oc( lo4oisture Content. % u.J 22.2 23.9 :c eI)
After Soalcing:
• Dry Density. pef 9S.5 98.9
Moisture Content. -: 29.~ 29.~ (
--
Surcharge during soaking and normal load:
First run: 20qo psf Second r~n: ~CSO psf
TEST DATA
Angle of Fri ction. degrees ISO I~
Cohesion. psf ~70 4-20"
SHEAR DISPLACEMENT, inches
*Hote: Indicates residual strengtho
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(I) --~ ---~-~
(I) I u.J --~ ex r:::: I-~ (I) ~ '-Residual ,
0: ~fT
<'_:70 t II C'_420 II ~ -pst '-psf il II I 2 3 4-"' 'I NORt-IAL STRESS, tons/sq, ft. l' DIRECT SHEAR TEST
HaSP GROVE AP ARTM ENTS
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAM DIEGO, CALIFORNIA • DR. BY: lOS GS APPROX. SCALE: ----PROJ. NO: 72-105-20
CK'DBY:~~V DATE: 2/78!73 FIGURE I/O: lj.
•• 0 , COMPACTION TEST RESULTS
oJ08 f'lAt.1E HOSP GROVE APARTMENTS OATe: REPORTEO 2/28/73
J08 NUMBER 72-105-20 . , May 22 through December 19, 1972 • CATES CC;>VERED
PAG!: 1 OF 10
MOI.TURK P'IELO uaORATORY '''n .... TlvE
TII.T RETEST LOCATION ELEVATION CONTENT DENSITY . OEN.ITT CO"'~ACTION
DATI: OF TEST ~ DRT WT. I'(;P' 1'<:' -I. 0" LAS. DE.Na.
NU,.a£1'I 01'
NAY 22 1 SEE FIGURE ONE 66.0 I 16.3 107.4 117.5 91.5
• 2 76.0 I 17.6 106.7 117.5 90.7
j'1AY 23 3 70.5 I 14.5 107.7 117.5 91.6
4 75.0 I 16.3 109.1 117.5 93.0
5 78.0 I 14.5 108.8 117.5 92.6
6 86.0 I 15.0 107.4 117.5 91.4
• r~AY 26 77.0 I 12.2 7 104.6 115.5 90.6
8 84.0 I 8.3 108.2 117.5 92.3
9 104.0 I 16.2 111.2 115.5 96.3
r4AY 27 ·10 79.0 I 14.3 107.S 115.S 93.0
• 11 81.0 I . 12.3 106.0 115.5 91.8
12 84.0 I 12.3 105.8 117. S 90.1
13 108.0 I 13.6 106.5 115.5 . 92.3
14 86.0 I 12.3 107.2 115.5 92.7
15 88.0 I 13.0 108.5 115.5 94.0
• t4AY 30 16 91.0 I 11. 7 111.7 115.5 96.5
17 94.0 I 8.0 106.0 115.5 91.5
18 97.0 1 4.1 106.6 "'6.5 91. 5
19 1 00. 0 I 11. 5 107.0 116.5 92.0
. .' 1'1AY 31 20 102.0 I 8.5 10S.2 114. S 91. 7-
21 105.0 I 10.S 106.S 114.5 93.2
22 108.0 I 8.0 105.7 114.5 92.3
23 110.0 I 8.7 107.8 116.5 92.3
,JU:·j 1 24 113.0 I 6.5 108.8 114.5 95.2
• 25 115.0 1 9.9 113.5 114.5 99.3
26 70.0 1 19.0 92.0 106.5 86.3
27 73.0 I· 19.0 96.0 106.5 90.0
28 26 70.0 I 18.3 97.7 10G.5 92.0
29 118.0 I 12.3 'i08.5 114.5 94.7
• JUil 2 30 76.0 I 20.5 97.7 106.5 91. 7
31 78.0 I 9.0 109.5 120.5 90.7
32 78.0 I 20.5 97.2 106.5 91.3
33 80.0 I 20.5 98.3 106.5 92.3
3.4 80.0 I 19.6 98.5 106.5 92:5
35 82.0 I 10.5. 109.2 120.5 90.7 .' 36 82.0 I 21. 5 99.5 106.5 93.5
37 120.0 1 12.3 11 O. 2 116.5 94.7
38 122.0 I 12.5 107.7 114.5 94.0
WOODWARD· GIZIENSKI & ASSOCIATES • CO~5.Ul"NG ,-OIL AI'9U 'OU~O""IO'" (ftrtC;.",.t't\ ."'0 CfOLOCIS'\
• • . . • COMPACTION TEST RESULTS
JOII.NAI>I~ HOSP GROVE APARTMENTS DATE REPORTEO 2/28173
JOB NUMBER 72-105-20
• CATES COVERED Hay' 22 through December 19, 1972 PAGE 2 OF 10 , ,
MO,.TURI: ".ELD LAIIORATOIIY RELAT.VE
DATE nllT RETEST LOCATION ELEVATION COHTItNT OItNS.TY OI:N •• TY CO"'''ACT'ON
HU ... ER 0,. OF TEST "" OftYWT. reI' 1'<:1' 'I, 01' LAB. DENa .. -.-. '-
JUN 5 39 SEE FIGURE ONE 84.0' 9.0 113.5 127.5 92.2
• 40 84.0' 11. 1 116.8 127.5 91.5
41 86.0' 13.0 106.3 117.5 90.6
42 86.0' 10.5 104.0 115.5 90.1
43 124.0' 13.0 109.0 114.5 95.2
44 124.0' 12.3 110.2 121.5 90.7
45 88.0' 15.3 92.0 106.5 86.5
• 46 90.0' 18.3 94.0 106.5 88.2
47 166.0' 8.3 106.5 117.5 90.1
JUN 6 48 . 126.0' 8.5 121.5 127.5 95.3
49 126.0 1 9.9 119.5 127.5 93.7
• JUi~ 7 50 128.0' 10.5 104.5 114.5 91.2
51 128. O' 9.3 110.0 127.5 90.5
JUN 8 52 45 88.0' 9.2 104.1 115.5 90.2
, 53 46 90.0' 10.5 104.0 115.5 90.0
54 131. 0 I 9.9 115.0 127.5 90.1
• 55 134.0 1 11. 1 115.5 127.5 90.5
56 136.0' 10.5 116.2 127.5 91. 2
57 138.0 1 9.3 111. 9 121. 5 91.9
JUN 9 58 140.0 1 9.3 101. 2 114.5 88.5
59 140.0 1 11. 1 105.8 127.5 83.0
• J.UN 12 60 58 140.0 1 5.8 114.9 122.5 90.1
61 59 140.0' 9.9 115.5 127.5 90.5
62 75.0 1 13.6 109.5 120.5 90.8
63 78.0' 8.7 102.9 129.5 79.4
64 78.0 1 5.9 129.5 129.5 83.4
• JUN 13 65 63 78.0 1 6.4 97.3 120.5 80.7
66 64 78.0 1 6.9 101.3 120 .. 5 84.1
67 90.0 1 13.6 109.8 121.0 90.6
68 91.0 I 10.5 112.3 120.5 93.3
69 94.0' 11.7 111 .9 121 .0 92.5
• JUN 14 70 65 78.0' 9.9 113.8 120.5 94.3
71 66 78.0' 10.5 107.0 117.5 90.9
JUil 15 72 80.0' 14.9 103.9 120.5 90.2
73 82.0' 17.6 108.1 117.5 92.1
• JU!~ 16 74 84.0' 13.6 109. 1 120.5 90.5
75 87.'0' 15.6 107.1 117.5 91.2
76 89.0' 14.9 108.7 120.5 90.1
77 96.0' 16.3 108.5 120.5 90.0
78 91. O' 14.9 109.5 120.5 90.9
• WOODWARD· GIZIENSKI & ASSOCIATES
COPcSULt,PoIG, \OIL A"O fOUfifOa'IO" ''''C,N,''''' "''''0 GfOt.OG'\'"
• . . . COMPACTION TEST RESULTS
JOB NANE HOSP GROVE APARTNENTS DATE REPORTED 2/28/73
,
JOB NUMBER 72-105-20 . I • OATES COVERED May 22 through'December 19, 1973 PAG& 3 OF 10 ,
MO'STUR~ P"ELD LAIIORATOIIY III!:LAT'VC
!:lATE nST IICTCST LOCATION CLEVAT'ON CONTeNT !:IEN.'TY !:IEN.'TY COM~ACT'ON
NUMB':II or Of'TEST '!Io !:IftYWT. P'(;f' P'(;' -I. 0' LAS. DENa. --
JUN 19 79 SEE FIGURE ONE 93.0' 13.6 109.9 120;5 91.2
• 80 91.0 ' 12.3 109.1 120.5 90.5
JULY 10 81 121 .0' 8.7 110.2 120.5 91.4
82 124.0' 8.7 110.6 120.5 91.7
83 127.0' 9.9 122.5 127.5 96.0·
84 127.0' 10.5 112.2 120'.5 93.1
• JULY 11 85 130.0 ' 9.9 113.9 120.5 94.5
86 133.0' 9.9 112.8 120.5 93.6
. 87 136.0' 9.9 112.0 120.5 92.9
88 139.0' 10.5 112.9 120.5 93.6
• JULY 12 89 141.0' 8.7 110.2 120.5 91.4
90 141.0 ' 9.9 114.8 120.5 95.2
91 144.0' 10.5 115.0 127.5 90.1
92 144.0' 9.3 109.2 120.5 90.6
JULY 13 93 147.0' 9.9 121 .9 127.5 95.6
• 94 147.0' 11.1 113.7 121 .5 93.5
95 150.0' 7.5 123.0 127.s-96.4
96 150.0' 11. 1 109.1 120.5 90.5
JULY 14 97 153.0' 8.7 114.7 125.0 91.7
98 153.0' 7.5 119.3 12-.0 93.2
• 99 153.0' 7.5 117.2 . 128.0 91'.5
100 155.0' 7.5 116.1 128.0 90."7
JULY 17 101 158.0' 11. 1 120.8 128.0 94.3
102 158.0' 9.9 118.9 127.5 93.2
103 158.0' 9.3 116.2 127.5 91 .·1
• 104 158.0' 9.3 116.2 127.5 92.0
JULY 18 105 163.0' 10.5 104.3 115.5 90'.3
106 160.0' 8.1 115.3 128.0 90.0
107 83.0' 11. 1 109.9 117.5 93.5
108 163.0' 9.1 11 0.1 120.5 91.3
• JULY 19 109 166.0' 11. 1 113.2 125.0 90.5
110 86.0' 11.1 113.0 117.5 96.1
111 89.0' 9.3 117.9 129.0 91.3
112 169.0' 8.7 108.0 117.5 91.9
113 92.0' 8.7 111.0 117.5 94.4
• JULY 20 114 95.0 1 11. 1 101.9 117.5 86.7
115 114 95.0' 10.5 107.0 117.5 91.0
116 98.0' 10.5 108.1 117.5 92.0
WOODWARD· GIZIENSKI & ASSOCIATES • CO .... §.Ut..T&NCt !tou ••• HU lou,",UA"ON ' ... C ..... lllt\ """0 'rOL.OCtI\l"
•• . . . COMPACTION TEST RESULTS
';011 NAME HOSP GROVE APARTMENT CAT!'; R~PORTC:D 2/28/73 .
JOB NUMBER 72-105-20
• . I
CATES COVERED May 22 through December 19, 1973 PACt 4 OF 10
I
MO,STUIt& ".ELO LABORATORY PrCLATIVE
DATE naT RETEST LOCAT.ON ELEVATION CONUNT DENSITY DIEN.ITY CONI-ACTION
HU .... l:i:ft 0 .. OF TEST '!It DIlY WT. ~" ~p 'I. 0" LAD. DEN ••
JULY 20
lit CONT. 117 SEE FIGURE ONE . 101.0 1 11.1 107.2 117.5 91.2
118 99.0 1 12.3 109.0 117.5 . 92.7
JULY 21 119 100.0' 8.7 116.5 129.0 90.3
120 102.0' 8.7 116.9 129.0 90.6
121 99.0' 7.5 109.1 117.5 92.8 • 122 102.0' 7.5 116.9 129.0 90.6
JULY 24 123 100.0' 11.1 117.1 127.5 91.8
'124 103.0' 11.7 106.1 117.5 90.2
125 102.0' 10.5 115.1 127.5 90.2
'126 103.0' 9.3 117.7 129.0 91.2 • JULY 25 127 104.0' 8.7 118.5 129.0 91.8
128 106.0 10.5 104.3 120.5 86.5
129 128 106.0' 11.1 116.0 120.5 96.2
130 106.0' 10.5 111.4 120.5 92.4
131 104.0' 9.3 117.2 129.0 90.8
• JULY 26 132 109. 0' 11.1 109.0 120.5 90.4
133 110.0' 11 .1 116.3 120.5 96.5
134 97.0 11. 7 104.0 117.5 88.5
135 134 97.0' 10.5 109.1 117.5 92.8
• JULY 27 136 100.0' 11.7 112.0 117.5 95.3
137 103.0' 8.7 117.9 129.0 ·91.3
138 106.0' 6.4 106.2 126.0 84.9
139 138 106.0' 8.7 117.1 129.0 90.7
·140 103.0' 11. 1 108.8 117.5 92.5
• JULY 28 141 107.0' 11. 1 109.1 117.5 92.8
142 113.0' 10.5 107.8 117.5 91. 7
143 163.0' 8.7 116.0' 125.0 92.8
144 116.0' 10.5 106.1 117.5 90.2
145 119.0' 11. 1 107.9 117.5 91.8
• JULY 31 146 109.0' 6.4 112.7 125.0 90.1
147 112.0 • 11.1 116.9 129.0 90.6
148 112.0 I 11. 1 112.9 125.0 90.3
149 114.0' 8.7 114.0 125.0 91.2
AUG 1 150 166.0' 9.3 119.2 132.0 90.3
• 151 166.0' 10.5 115.9 125.0 92.7
152 167.0' 8.7 114.0 125.0 91.2
153 167.0' 9.3 115.3 125.0 92.2
WOODWARD· GIZIENSKI & ASSOCIATES •
• . . . . COMPACTION TEST RESULTS
..lOB NAME HOSP GROVE APARTr~ENTS DAn: REPORTEO 2/28/73 ,
JOB NUMBER 72-105-20
• OATES COVEREO May 22 through December 19, 1972 PAGt 5 OF10 I
MOlaTUllC .. ,ELD I.AII0RA TORY REI.ATIYE DATE naT RETEST LOCATION ELEYATION CONTCNT DENSITY DENalTY CDMI'ACT'ON NUMII&:R Of' OF TEST 'lit DRY WT. /"Cf' P'CP -I. 0' LAB. OI:N ••
AUG 2 154 SEE FIGURE ONE 115.0 I 11. 1 113.0 123.5 91.4 • 155 115.0' 14.9 105.1 11 0.0 95.9 156 113.0 ' 16.3 106.0 110.0 96.3 157 113.0' 11.7 109.2 117.5 92.9
AUG 3 158 116.0' 14.9 101.5 110.0 92.2 159 " '119.0' 16.3 103.0 110.0 93.6 ' • 160 117.0' 16.3 100.8 110.0 ' 91.6 161 117.0' 17.9 102.0 11 0.0 92.7
AUG 4 .162 120.0' 10.5 117. 1 127.0 92.2 163 120.0' 14.9 100.3 , 110.0 91.1 ,164 122.0' 9.3 115.2 . 127.0 90.7 • 165 123.0' 9.3 116.8 127.0 91.9
AUG 7 166 123.0' 11.7 105.4 125.0 84.3 167 126.0' 9.9 111.2 127.0 87.5 168 166 123.0' 17.5 102.9 110.0 93.5 169 167 126.0' 9.3 116.8 127.0 91. 9 • 170 126.0' 16.3 102.9 110.0 93.5 171 83.0' 10.5 114.9 127.0 90.4
AUG 8 172 124.0' 8.7 118.0 128.0 92.'1 173 127.0' 7.5 117.5 ' 128.0 91.7 174 142.0' 16.3 99.9 110.0 90.8 • AUG 9 175 142.0' 16.3 101.2 110.0 92.0 176 138.0' 9.3 113.8 123.5 92.1 177 53.0' 10.5 109.9 123.5 88.9
AUG 10 178 144.0' 11.1 11 0.1 120.5 91.3 • 179 177 53.0' 11 .7 111 .6 123.5 90.3 180 56.0' 10.5 114.0 123.5 92.3 181 144.0' 10.5 109.4 120.5 90.7
AUG 11 182 86.0' 17.5 101. 9 110.0 92.6 183 146.0' 11. 7 109.8 120.5 91. 1 • 184 146.0' 15.0 101. 1 110.0 91. 9
AUG 14 185 146.0' 20.2 100.0 110.0 90.9 186 89.0' 12.3 112. 1 123.5 90.7 '187 148.0' 11. 7 112.8 123.0 91. 7
• AUG 15 188 148.0' 15.0 111. 1 123.0 90.3 189 148.0' 9.9 111. 2 123.0 90.4 190 128.0' 12.2 105.7 110.0 96.0
• WOO DWAR 0 • G IZ lENS K', & ASS 0 C I A TES
•• ~ . . COMPACTION TEST RESULTS
~Olt NAIIIE HaSP GROVE APARTMENT SITE DATE REPORTEO 2/28/73 .
JOB NUMBER 72-105-20
• I
OATESCOVEREO May 22 through December 19, 1972 PAGE: 6 OF 10
• I
WOISTURI: ,.IELO UBORATORY RELATIVE
DATE nST RETEST LOCATION ELEVATION CONTeNT DENSITY DIENa.TY CO"'''ACT'ON
NU"B .. R 01' 01' TEST '!Io DRT WT. 1'<;1' 1'<;1' % 01' LAB. DENS.
• AUG 16 191 SEE FIGURE ONE 12B.01 14.7 105.1 110.0 95.5
192 130.0' 19.0 104.9 110.0 95.3
193 . 130.0 1 17.5 102.0 110.0 92.7
194 133.0' 14.9 106.0 115.5 91.7
AUG 17 195 133.0 1 14.9 107.3 115.5 92.9
• 196 135.0' 13.6 104.2 115. S 90.2
197 92.0' 13.6 106.7 115.5 92.3
AUG 1B 198 136.0' 13.6 106.0 115.5 91.7
199 139.0' 17.6 104.4 110.0 94.9
200 142.0' 17.6 103.0 110.0 93.6
e 201 125.0' B.7 116.1 128.0 90.7
AUG 21 202 FG 127. A· 9.9 115.9 128.0 90.S
203 FG 12B.O' 7.5 116.9 12B.0 91.3
204 106.0' 7.5 109.1 120.5 90.5
205 144.0' 18.3 101.9 110.0 92.6
• 206 109.0' 7.5 110.0 120.5 91.2
AUG 22 207 111.0' 15.0 101.6 110.0 92.3
20B 113.0' 17.7 106.6 110.0 96.9
209 115.0' . 14.3 107.1 115.5 92.7
210 117.0 1 15.0 105.0 l1S. S 90.9
211 59.0' 16.3 102.1 110.0 9a.B • 212 120.0' 10.0 111.0 123.0 90;2
213 107.0' 9.3 117.8 127.0 92.7
214 FG 105.0' B.7 117.7 128.0 91.9
21S FG 103.0' 9.3 11B.1 128.0 92.2
AUG 24 216 120.0' 17.S 103.0 110.0 93.6
e. 217 110. O' 9.9 112.3 124.5 90.2
21B 147.0' lB.3 102.7 110.0 93.3
219 112.0' 9.3 113.7 124.5 91.3
AUG 2S 220 62.0' 17.6 103. l' 110.0 93.7
221 123.0' 7.5 117. 1 128.0 91.4 • 222 172.0 1 9.3 112.3 124.5 90.2
223 111.0' 6.4 116.1 12B.0 90.7
AUG 28 224 FG 113.0 1 B. 1 118.9. 128.0 92.8
'225 150. O' 10.5 112.0 123.0 91. 0
226 150.0 1 11. 1 112.9 123.0 91.7 • AUG 29 227 153.0 1 9.9 117. B 124.5 94.6
22B 65.0 1 1B.2 103. 1 110. a 93.7
• WOODWARD· GIZIENSKI & ASSOCIATES'
COhsV\.r,h" ~Ol'" "HO lOU"lOA110H ("'C.IN'I.~ AND GeOlOGIST'
•• 0 . 0 COMPACTION TEST RESULTS
..JOB NAME HOSP GROVE APARTMENT SITE OATE REPORTED 2/28/73
JOB NUMBER 72-105-20
• O~TES C~VERED May 22 through December 19, , . 1972 PAGE: 7 OF 10
IoCOU'TUlut ~'ELD LABORATORY RELATIVE
DATE niT RETEST LOCAT.ON ELEVAT'ON CONTENT DENSITY . DENIITY COIoCI'ACT'ON
HUIoCS':" D~ OF TEST "110 DIIYWT, I'C~ ~,. 'i. 0" LAB. DE.N ••
AUG 29 229 SEE FI GURE ONE FG 95.0' 11. 1 116.1 128.5 90.3 • 230 FG 95.0' 11.7 117.0 128.5 91.0
AUG 30 231 FG 95.0' 8.7 111. 1 120.5 92. 1
232 FG 94.0' 6.4 115.0 115.0 95:4
233 150.0' 9.9 113.9 113.9 91.4
234 150.0' 5.3 114.1 114.1 91.6 • AUG 31 235 156.0' 8.7 113.1 113. 1 90.4
236 156.0' 9.3 113.9 113.9 91.1
237 68.0' 19.0 101.6 101. 6 92.3
238 68.0' 20.5 100. 1 110.0 91.0
.SEPT 1 239 159.0' 8.7 116.0 128.0 90.6
240 FG 92.0' 8.7 110.5 120.5 91.7
241 159.0' 7.5 116.9 128.0 91.3
SEPT 5 242 162.0' 11.7 116. 1 124.5 93.3
243 162.0' 9.3 117.0 128.0 91.3 • 244 71.0' 13.0 111.1' 123.0 90.4
SEP.T 7 245 165.0' 8.7 113.1 125.0 90.4
246 167.0' 7.5 113.2 125.0 90.5
247 122.0' 10.5 107.2 '117.5 91.2
.
.SEPT 8 248 170.0' 9.3 113.3 125.0 90.6
249 170.0' 8.7 122.3 132.0 92.6
250 '·173.0' 7.5 115.8 127.0 91.1
251 173.0' 7.5 112.9 125.0 90.3
SEPT 11 252 176.0' 7.5 115.0 .125.0 92.0 • 253 176.0' 8.1 113.5 125.0 90.8
254 178.0' 7.5 114.0 125.0 91.2
255 178.0' 8.0 115.0 125.0 92.0
SEPT ;2 256 FG 180.0' 7.5 113.5 125.0 90.8
257 175.0' 8.7 115.9 127.0 91. 2
• 258 178.0' 9.3 114.8 127.0 90.3
. 259 181. O· 9.3 108.7 125.0 86.9
260 259 181. o· 10.5 114.3 125.0 91.4
SEPT 13 261 184.0' 10.5 114.9 125.0 91.9
262 FG 125.0' 6.9 114.0 125.0 91. 2
• 263 FG 125.0' 8. 1 113.3 125.0 90.6
264 FG 115.0' 7.5 115. 1 125.0 92.0
• WOODWARD· GIZtENSKI & ASSOCIATES
e . , . · COMPACTION TEST RESULTS
.JOB NAME HOSP GROVE APARTMENT SITE . .
JOB NUMBER 72-105-20
• O',.TESC~VERED May 22 through December 19, 1972 . ,
•
DATE
SEPT 20
SEPT 21
SEPT 22
• SEPT 25
SEPT 26
SEPT 27
• OCT 2
OCT 3
• OCT 4
• OCT 6
OCT 12
•
OCT 13
OCT 26 •
eCT 24
eOCT 25
•
TRaT RETEST
NU,.8l:It 0'
265
266
267
268
269
270
271
272
273
274
275 273
276 274
277
278
279
280
281
282
283
284
285
286
287
288
289
290
291
292
293
294
295
296
297
298
LOCATION
SEE FIGURE ONE
DATE REPORTED 2/28/73
PAGE 8 OF 10
MOI.TURK .. IELD LABORATORY RELATIVE
ELEVATION CONTENT DENSITY DENalTY COM,.ACTIOH
OF TEST '!Io DRY WT. 1'(;1' I'CI' 'i, 01' LAD. DENa.
71.0 1
74.0'
77 .0'
150.0'
80.0'
83.0'
86.0'
86.0'
86.0'
86.0'
86.0'
89.0'
89.0'
92.0'
92.0 1
95.0'
95.0'
98.0'
98.0 1
101.0'
101.0 1
104.0'
104.0'
107.0 I
107.0 I
110. O'
110.0 I
86.0'
89.0 1
113.0 I
1l3.0 I
92.0 1
95.0'
11. 1
12.3
11.7
11. 1
9.9
11.7
12.3
11. 1
6.9
5.3
12.3
12.3
13.0
13.6
12.3
13.0
9.9
12.3
10.5
11.7
12.3
12.3
11.7
12.3
10.5
9.9
11. 1
11. 1
11 .7
11.7
11. 1
10.5
11 .1
17.0
117.3
111. 9
113.2
117.0
114.6
112. 1
114.1
113. 1
101.5
99.7
111.2
110.4
109.5
110.0
112.5
112.0
112.1'
111. 1
111. 1
112.5
116. 1
116.8
114.0
114.6
111.4
110.0
109.9
111.0
110.2
117.9
109.6
111.0
109.9
99.5
123.0
123.0
123.0
125.0
123.0
123.0
123.0
123.0
120.5
120.5
120.5
120.5
120.5
120.5
120.5
120.5
123.0
120.5
123.0
123.0
121. 5
121. 5
95.3
90.9
92.0
93.6 .
93.1
91.1
92.7
91.9
84.2
82.7
92.2
91.6
90.8
91. 2
93.3
92.9
91:]
92. 1
90.3
91. 4
95.5
96. 1
121.5 93.8
121.5 94.3
121.5 91.6
121.0 90.5
121.5 90.4
121.5 91.3
121.5 90.6
123.0 95.8
121 .5 90.2
121.5 91.3
121 .5 90.4
110.0 90.4
WOODWARD· GIZIENSKI & ASSOCIATES
CONSU,,'I"''' .,OIL ''''U ,ou ... o."o" ''''G''''l'''' A""O cr""OCt'\'''t
.0 0 . COMPACTION TEST RESULTS .
JOB NAME HOSP GROVE APARTMENT SITE OATE REPORTEO 2/28/73 . .
JOB NUMBER 72-105-20
• OATES COVEREO May 22, 1972 through December 19, 1972 PAGE: 9 OF 10
WO.STURE ".ELD LABORATOIIY ReLAT'VE
DAll: niT RETEST LOCAT.ON ELEVATION CONTeNT DENS.TY DeNI'TV CO .... ACT.OH
HUNBER O~ Of" TEST "JI, DIIY'ttT. rep' rc~ ./. 0' LA_. DEN ••
• OCT 26 299 SEE FIGURE ONE 116.0' 10.5 111.4 121. 5 91.6
300 116.0' 9.9 110.0 121. 5 90.5
301 100.0' 11.7 111. 1 121. 5 9l. 4
302 105.0' 11.7 110.2 121.5 90.6
OCT 27 303 110.0' 11. 1 112. 1 121.5 92.2
• 304 115.0' 11. 1 109.8 121. 5 90.3
305 118.0' 10.5 111. 2 121.5 91.5
306 121.0' 10.5 11 O. 1 121. 5 90.6
307 116.0' 11. 1 111. 6 121.5 91.8
OCT 30 ·308 119.0' 11. 1 112.9 121. 5 92.9
• 309 119.0' 11.7 110.9 121.5 91. 2
310 119.0' 11.7 109.8 121.5 90.3
OCT 31 311 122.0' 11. 1 110.0 121.5 90.5
312 122.0' 11.7 114.0 123.0 92.6
• NOV 1 313 125.0' 12.3 99.0 110.0 90.0
314 135.0' 16.3 99.9 110.Q 90.8
315 131.0' 9.3 116.0 127.0 91.3
NOV 2 316 134.0' . 8. 1 117.1 127.0 92.2
317 128.0' 9.9 115. 1 127.0 90.6
• 318 137.0' 8.7 116.8 127.0 91.9.
NOV 3 319 , 152.0' 10.5 108 .. 9 120.5 90.3
320 133.0' 9.9 116.2 127.0 91. 4
321 137.0' 8.7 115.9 127.0 91.2
• NOV 6 322 152.0' 16.3 102.6 110.0 93.2
323 F.G. 152.0' 10.5 114.2 125.0 91.3
NOV 7 324 F.G. 152.0' 11. 1 116.2 125.0 92.9
325 F.G. 153.0 ' 11. 1 115. 1 125.0 92.0
• NOV 8 ~26 125.0' 9.3 113.3 125.0 90.6
327 125.0' 11. 1 113.0 125.0 90.4
NOV 9 328 F.G. 130.0 9.9 113. 1 125.0 90.4
329 F.G. 186.0' 7.5 117.9 125.0 94·.3
• NOV 10 330 F.G. 173.0' 16.3 106.7 110.0 97.0
331 F.G. 168.0' 4.3 116.2 128.0 90.7
332 F.G. 165.0' 7.5 116.5 127.5 91.3
• WOODWARD· GIZIENSKI & ASSOCIATES
•• "
COMPACTION TEST RESULTS • ,
JOB NA~E HOSP GROVE APARTMENT SITE CAT~ REPORTEO 2/28/73
•
JOB NUMBER 72-105-20 . May 22, 1972 through December 19, 1972 10 0,. 10 • CATES COVERED PAGE:
MOlaTUIU: ""L.D LA.ORATORT RCLAT'YE
DATE naT RCTEST L.OCAT,ON EL.EYATION CONTENT DI:Ne'TT OENS'Tv CO ... "ACT'ON
HU .... .:1t or 01' TEST '!Io DATWT. P'C" I'C' -I. 0' LAB. D~H ...
NOV 13 333 SEE FIGURE ONE 154.0' 8.7 105. 1 116.5 90.2
334 157.0' 8.3 116.9 128.0 91. 3 • 335 128.0" 10.5 115.9 12B.0 90.5
NOV 14 336 128.0' 9.9 117.9 128.0 92.0
337 128.0' 11.1 116.1 128.0 90.7
338 160.0' 8.7 .118.7 12B.O 92.7
339 163.0' 10.5 116.9 12B.0 .91.3 • NOV 20 340 166.0' 11.1 115.3 128.0 90.0
341 169.0' 11. 1 116.7 128.0 91.1
NOV 29 342 169.0' 11. 1 112. 1 124.5 90.0
343 131 .0' 11.7 113.0 124.5 90.7 • 344 134.0' 11. 1 114.0 124.5 91.5
NOV 30 345 137.0' 9.3 116.9 128.0 91.3
346 140.0' 10.5 116.1 128.0 90.7
347 124.0'. 9.3 115.6 128.0 90.3
• DEC 1 348 FG 172.0' 9.9 117. 1 128.0 91.4
349 127.0' 19. 1 101. 3 110.0 92.0
350 FG 171. 0' 9.9 117.0 128.0 91.4
351 FG 153.0' 9.9 113.9 125.0 91.1
352 130.0' 12.3 105.0 115.5 90.9
'. • DEC 4 353 133.0' 10.5 115.9 125.0 92.7
354 157.0' 9.9 114.0 125.0 91.2
DEC 13 355 160.0' 10.5 114.9 125.0 91.9
356 160.0' 11. 1 114.0 125.0 91'.2
357 FG 115.0 ' 9.9 115.3 125.0 92.2 • DEC 14 358 163.0' 11 . 1 117.8 125.0 94.2
359 163.0' 7.5 112.0 116.5 96.1
360 FG 130.0' 13.6 113.0 125.0 90.4
361 FG 155.0' 6.9 117. 1 128.0 91.4
362 FG 145.0' 8:7 116.0 128.0 90.6 • DEC 15 363 FG 133.0' 19.7 100.2 110.0 91. 0
364 FG 103.0' 9.9 117.5 127.5 92. 1
365 FG 104.0' 9.3 116.0 127.5 90,.9
DEC 1B 366 FG 125.0' B.7 115.3 128.0 90.0
• 367 165.0' 13.6 111. 9 120.5 92.8
368 FG 136.0' 10.5 117. 1 12B.5 91.1
DEC 19 369 FG 133.0' 10.5 116.2 128.5 ,90.4
WOODWARD· GIZIENSKI & ASSOCIATES . • (ON~UL'I"'G \.011. ""'u fOu""U.I.O'" ,,,,,GIN".' ""0 G1OLOCf\l\
• . I . ~ COMPACTION TEST RESULTS
"08 NAr!I£ HOSP GROVE APARTMENT SITE (STREET TESTS) CATE REPORTEO 2/28/73 .
JOB NUMBER 72-105-20
• CATES COVERED June 7 through December 13, 1972 PACE S-l OF' S-l .
MOI.TUIUt I'II:LD LA.ORATORY RI:LATIVI: DATC TeaT RETI:ST LOCATION I:LI:VATION COHTI:NT DENSITY DEN.'TY CO"~ACTION Hu ... eR 0,. 0,. TEST "" OilY WT. r<:;t' I'CP ~. 0' L.A •• D~H ••
• JUN 7 5-1 SEE FIGURE 1 135.0 ' 7.5 118.5 127.5 92.9
JUL Y 11 5-2 113.0' 9.1 109.3 120.5 91.6
5-3 116.0' 9.3 110.8 120.5 91.9
AUG 8 5-4 134.0 ' 19.7 100.0 . 110.0 90.9
• AUG 9 5-5 138.0' 20.5 102.8 110.0 93.4
AUG 10 5-6 142.0' 11. 7 109.0 120.5 90.4
I
AUG 14 5-7 145.0' 13.0 110.9 120.5 92.0
• SEPT 22 S-8 148.0 ' 11.7 108.9 120.5 90.3
NOV 7 5-9 151.0 ' 11. 1 114.9 125.0 91.9
NOV 14 5-10 154.0 ' 10.5 113.4 125.0 90.7
• S-l1 154.0 ' 11. 1 114.9 . 125.0 9l.1
DEC 4 5-12 157.0 ' 9.9 116.9 128.0 91.3 5-13 157.0 ' 9.9 116.0 128.0 90.6
DEC 13 5-14 160.0 ' 10.5 115.3 125.0 92A 5-15 160.0 ' 8.7 117.9 125.0 . 94.1-•
"
•
•
•
• WOODWARD· GIZIENSKI & ASSOCIATES
•• . . " COMPACTION TEST RESULTS
.loa NAME HOSP GROVE APARTMENT SITE (STORr~ DRAIN) cATE REPORTED 2/28/73
JOB NUMBER 72-105-20
I • CATES COVERED November 13 through December 19, 1972 PAGE. SO-l OF SD-1 I
wo,aTU/llt "'ELD LABORATORY RCLAT,vE OA11: naT RETEST LOC:AT'ON ELEVATION C:ONUNT DCN.'T)' DEN.'TY C:O .. ,.AC:T,ON HU"'B~" 0' OF" TEST '110 OIlYWT. re, I'i:P % OrLAB. DI:H ••
NOV 13 50-1 SEE FIGURE 70.0 ' 11. 1 108.9 120.5 90.3 • SO-2 86.0' 10.5 109.9 120.5 91.2
5D-3 FG 78.0" 10.5 110.5 120.5 91. 7
NOV 21 50-4 118.0 ' 11.7 112.1 121. 5 92.2
50-5 108.0' 10.5 109.1 120.5 90.5
• NOV 22 50-6 116.0' 11. 1 113.2 121. 5 93.1
50-7 FG 112.0' 9.3 111.0 121. 5 91.3
50-8 92.0' 12.3 111. 9 123.0 90.9
NOV 27 50-9 102.0' 12.3 112. 1 123.0 91.1
SO-10 FG '112.0' 11.7 113.9 123.0 92.6
• 50-11 FG 98.0' 12:3 114. 1 123.0 92.7
NOV 28 50-12 80.0' 11. 1 111.0 123.0 90.2
NOV 29 5D-12 FG 72.0' 10.5 111. 9 123.0 90.9
• NOV 30 50-14 140.0' 8.7 115.9 123.0 92.7
5D-15 138.0' 11. 1 116.9 128.5 90.9
SO-16 FG 112.0' 11. 1 108.9 120.5 90.3
5D-17 FG 88.0' 12.3 108. 1 117.5 92.0
OEC 19 50-18 FG 143.0' 11.1 116.2 128.5 90 .. 6 •
,
•
•
•
• WOODWARD· GIZIENSKI & ASSOCIATES
· . . .. .. -MECHANICAl ANALYSIS
• a IJ 10 IJO 200 .
100 3
DIRECT SHEAR TEST DATA 1 2 3 "" 1 80 "'~ Dry Density. pef 99.9 94.6 102. 1 C> \\ z: • Initial Water Content. % 11.8 13.5 12.9 en
... -C~\ ~,., ~ 60
0... w \' , "-
Final Water Content. 1-20.5 26.3 19.5 l-\. ',K."-... ffilJO Apparent Cohesion. psf 300 380 180 <..> , .......... r-... ..... .... 0:. UJ -0... Apparent Friction Angle. ~. 16 9 24 20
• I I I I I I , ,.',-. f--.
0
/110 1000 100 10 1.0 0.1 0.01 0.001 \ ~ GRAIN SIZE IH MILLIMETERS
\-~ZERO AIR VOIDS CURVES
!COBBLES!GRAVEL I SAND Is I L T & CLAY t ~"'" \ r c I f c I m I
• \ \
130
\ V2.70 S.G.
PLASTICITY CHARACTERISTICS 1 2 \[\/2.60 S.G. 3 r\ V 2•50 S.G. Liquid LImit. % 38 28 -Iv
•
'\ \ l\ Plasticity Index. r. 24 10 I~P
i \ \ Classification by Unified Soil
120 \ '\ \ Classification System CL CL sr·1 , \ \
I, /1\\ \ f\ -Iv ,.<)\ '\ u Q.
•
•
...: i'J, />" / '\ 1\ r\ SWELL TEST DATA 1 2 3 % '\ ~\ \ <.::> .J;~ ./ 110 "'" '-, l\ 104.8 104.7 ~ I~ r\ /ni t ial Dry Dens; ty. pcf -I--/' ;"" ,2 \ ~ \ Initial Water Content. ~ 12.3 13.0 :z: -:::>
>-I\~ ,\ f\ Load. psf 160 160 c.: -Q \1\ 1\ Percen t Swe II 7.6 14.2 -\ \ 1\ -
100 l\ 1\ i\ .
i\ \ SA~iP LE LOCAT ION \\ \ 1\ ~~ 1 Fi 11 No lot I~urnbers • 90 MAX II~UI-I DRY 1 2, 3 i\ 2 Drm" I DENSITY. pcf 117.5 115.5 114.5 ~~I\ 3 E. of rl.loJ. Fi 11 ,
OPTIMUM MOISTURE j CONTENT. 'f, 12.0 13.5 12.5 i\."~ f ,,' 1'\.1... f • MOISTURE CONTENT. ~ I'\. 'K '\ 80 0 10 20 30 lj.()
LABORATORY COMPACTION TEST
• I FILL SUITABILITY TESTS
LABORATORY COMPACTIOII HOSP GROVE APART;·IErnS
TEST J.4ETHOD:aSr;l-O FiL;Z"ZOT
WOOOi,~ARD - G I Z I EiJSK I & ASSOC I ATES
CONSULTING SOIL AND FOUNDATION EHGINEERS AHD GEOLOGISTS SAN DIEGO. CALIFORNIA
DR. BY: LS SCALE: ----PROJ. HO: 72-105-2C
CK' 0 BY:--;zzl DATE: 2/28/73 PAGE 1 of / •
e . · . ..
t.fECHAN I CAL ANAL YS I S
• 100 3 a ~ 10 110 200
•
"' t-,0. -DIRECT SHEAR TEST DATA 4 5 6 i\ 04.7 96. 1 109.0 80 \ Dry Density, pcf <!) \, \.,.. - 5 . ~ Initial Water Content. % 8.8 20.9 11.9 U)
/' \ " , ~ 60 K\ 0.. Ik -Final Water Content. r. 16.6 30.6 18.9 I-.~ f-4 ffillO Apparent Cohesion. pst 0 ~ 20 ~20 (.,) \K\~ "" LU
Apparent Friction Angle. e 28 22 20 Q,. 20 '~I---
r--... • -I I 1 il f f 'f -"-0 -
IIW 1000 100 10 1.0 0.1 0.01 0.001 \ f\ ~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
\-ICOBBLES!GRAVEL I SAND ISILT & CLAY I ~ \ t c I f c I m !
• \ 1\ '
130
\ ~2.70 5.G.
PLASTICITY CHARACTERISTICS 4 5 6 \~2.60 5.G.
\ f\...--V" 2. 50 5. G. Liquid Limit, 'f. -45 50 , \ 1\ Plasticity Index. % NP 17 33
• 1\ Classification by Unified Soil sn CL SC "'\ i,\ " 120
!\., \
Classification System
I III
, .... I--! \ 1\" -I u I~ 0' i" 1\ \ ,\ Q. ,
• ..: II Ii \ I~· f\ SWELL TEST DATA 4 5 6 :z: f--t-t f\ ~ l\\ <.::I -I/O UJ 95.4 107.4 ~ I \ 1\ 1\ Initial Dry DenSity, pcf -I--% ::> , , c:: f\ \ Initial Water Cont~nt, ~ -22.0 13.0 · ,
~ '\ 1\ >-, Load. pst 160 160 0:: -Q ty [\ f\ \
7.5 6.7 \ \ i\ Percent Swell -/ 100
/ \ \ \ ,
'\. \ SA~iPLE LOCAT ION \\. 1\
.~ ~b. 4 E. of N'\/' Fi 11 " • 90 MAXIMUM DRY 4 5 6 \ 5 nos t North Eas terly 30° Cut
•
DENSITY. pcf 116. !: 106.5 120.5 ~~ 6 Cut Eas t of North lies t Fi 11
I ~ OPTIHUM MOISTURE 8.5 21. 5 12.5 \J~
CONTENT. 'f, '\.t\.r--.. f : t i\." ~ I
MOISTURE CONTrNT. % ~ "I I 80 0 10 20 30 40
LABORATORY COMPACTION TEST -I
FilL SUITABILITY TESTS
• I LABORATORY C~PA~.r~~ 11:57 -70T HOSP GROVE APARTNENTS
TEST J.4ETHOD: S T I :)
l~OOD'.-JARD - G I Z I Ei~SI( I & ASSOC I A TES
COHSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
OR. BY: 1 S SCALE: ---PROJ. HO:' L-I U::>-'U
CK'D BY: tL,A/ DATE: 2/28173 PlGE ? ,,+: 7 •
-,
.. t.fECHAH I CAL AHAl YS I S .
•
•
3 4 IJ 10 40 200 -100 '"-,, " DIRECT SHEAR TEST DATA 7 8 9 '\ .
H1L..8. 80 Dry Density. pcf 114.8 109.6 co 'h z: • Initial Water Content. r. 8.8 10.9 12.3 u; \ ~--I--g ~ 60
Q.. 1\\ \ Final Water Content. 1-15. 1 17.2 18.8 t-~~ ffi40 Apparent Cohesion. pst 580 180 440 ' <..> 17 -~"r Q 0:. L&J ~ ..... ". 22 .:.. Apparent Frictiun Angle. 20 24 20 . ..-;:::: r-== ~
a I I L J I I I I
•
140 1000 100 10 . 1.0 0.1 0.01 0.001 I \ 1\ ~ZERO AIR VOIDS CUR~ES GRAIN SIZE IN MILLIMETERS
\-ICOBBLESI GRAVEL I SAND Is IL T ~ CLAY I V\ \ 1 c I f c I m I
\ 1\ V2.70 S.G.
130 \ PLASTICITY CHARACTERISTICS 7 8 \ y2.60 S.G. g
~ 2.50 S.G. Liquid Limit, 1. 31 40 .-I\...-• 'J / \ \\ '\ Plasticity Inaex. % 14 21 NP , I \\
If I'>'; ~\ f\
Classificdtlon by Unified Soil SC-Sr·l ~C-SI1 Stlt 120 Classification System V I~ V ~~~ \
•
I .'" .-\S ~\ 1\ -./ ,rio.
u 1/ 8 ~\ ~ 0-
.... ~ , \f\ SWELL TEST DATA 7 8 9 s .II 9 ,,\ \ 110 u..;
\ 1\ r\ 114.8 108.7 107.6 3: Initial Dry DenSity, pcf ....
•
-1\ .. 8.3 11.7 13.3 % Initial Water Content. j' ::>
>-\ '\ 1\ 160 160 160 . cr:: Load. psf Q f\r\ 3.2 4.1 0.7 \ 1\ Percen t Swe II
·100 ,
\ f\ t\ . 1\ \ SAMPLE LOCATION I \\ 1\ • \ r\~ 7 N. E. 30 Cut Area
90 MAXIMUM DRY 7 8 9 t\ 8 Cut E. of N. iL Fill
DENSITY. pcf 127.5 121. : 1120,5 ~~ 9 Cut At N. E. Corner of Site
~ OPTIMUt~ MOISTURE 8.5 11. : 12.0 t\.~~
COl/TENT. t ~r'\.1\.. \ • t\-~~
80 0
MOISTURE CONTrNT. ~ r--...~I
10 20 30 .j{)
LABORATORY ca·PACTIOO TEST
FILL SUITABILITY TESTS • LABORATORY COMPACTION
TEST /,jETHOD: (,STi·!-D 1557-70T IIOSP GROVE APARTf-!EflTS
WOODWARD -GIZI8~SKI & ASSOC I ATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAH DIEGO. CALIFORNIA
DR. BY: LS SCALE: ---PROJ. Ho:72-105-20 • CK'D BY: L.//I DATE: ? /?P.l7'"J PAGE) of 7
-.
· ... ,)0
MECHANICAL ANALYSIS
• 100 3 a IJ 10 IJO 200
DIRECT SHEAR TEST DATA 10 11 12 ~\
• Dry Density. pcf 116.6 114.6 112.5 80 ~.
• CI '\ :z:
• Initial Water Content. % 8.8 8.4 9.5 c:;; '\ ~ 60
14.3 15.3 15.7 Q,. lLl -""~ ...-. 1-11 Final Water Content. 1-I-~\ [5 40 Apparent Cohesion. pst 820 300 540 c..:> \ ""
•
!.oJ I~ c 18 28 19 Q. Apparent Friction Angle. 20
11? -~':t-
0 i I I I , I , , ~-
IIJO 1000 100 10 1.0 0.1 0.01 0.001
~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
\ ~ ICOBBLESI GRAVEL I SAND /SILT &: CLAY I ~ \ clfclmjf • 1\ ' \ \ V2.70 S.G.
130 PLASTICITY CHARACTERISTICS k\\y2.60 S.G. 10 11 12 , I , 1\\ V"'2.50 S.G. Liquid Limit • .,. 38 32 36 IY
• / \.\ ~\ 1\ Plasticity Inoex. % 24 10 15
~ II' l\\ \ Classification by Unified Soil I 1/ \\' \ f\ pr·l-SC bC-Sr·.1 Sr·1
120 i---'I
\ \' \
Classification System
,
-.' '\ ~\ r\
u ~ r-12 r\\' \ Co • ...: "\ 1\ r\ SWELL TEST DATA 10 11 12 :z: ~ , \ 110 u.;
1116 •7 115.3 112.2 ~ \ \!\ Ini t la! Dry Dens; ty, pcf I-
•
-1\ \ ~ % Initial Water Cont~nt . 8.4 8.6 9.6 ::> .
>-\ \ 1\ 0:: Load. psf 1)0 1 1 nO' 0 l\ 1\\ Percen t Swe I J \ -\ ,\ 4 0 2 2 1.8
100 \ f\ 1\ ,
1\ SAMPLE LOCATION \\ I~
• 1\ r\~ 10 Center Canyon of Project
90 MAX II~UIol DRY 10 11 12 1\ 11 Central
DENSITY. pet l?g.O 128.0 125.0 ~k 12 Central
OPTIIolUIol MOISTURE 8.5 7.0 9.5 ~
CONTENT. 1, ~'\." • 1 i'.. ~\-.
80 0
1ol0ISTURE CONTENT. ~ ~~)
10 20 30 4Q
LABORATORY C(WACTIOO TEST
FILL SUITABILITY TESTS
• LA80RATORY COMPACTION
TEST METHOD: ASTj,r-D 1557-70T HOSP GROVE APARTr·1EmS
WOOD~JARD - G I Z I EJ'~Sl< I. & ASSOC I ATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
DR. BY: LS SCALE: ---PROJ. HO:72-105-2( • CK'D BY: d# DATE: 2/28173 PAGE 4 of 7
· ." ~ MECHANICAL ANALYSIS
• 100 3 a II 10 IJO 200 .
DIRECT SHEAR TEST DATA 13 14. 11) ["\ .\~;.;,; .........
i\ \ ·'!r 119.4 80 .,
Dry Density, pet 94.2 114.0 (lJ \. " z: • Initial Water Content. % 7.6 18.7 8. 1 u; \ . ~ 60
0.. \" , n-' ~, Final Water Content. 1-'3 3 29.0 15.5 I-1\ .~ I--\ ffilJO Apparent Cohesion. psf 560 340 200 (.) 1'2-~. To \ C<. 1..1.1 " '"'-. \ Il.. Apparent Friction Angle. e-n 16 20 20 '"'"--t--.....: ....... • 0 I I I I I I I I I
1'+0 1000 100 10 1.0 0.1 0.01 0.001 ~ GRAIN SIZE IN MILLIMETERS
\-?,ZERO AIR VOIDS CURVES
!COBBLESIGRAVEL I SA~~ ISILT & CLAY I ~ \ clf clm f
• \ 1\' .
130 1 ,/~ \ ~2. 70 S. G.
PLASTICITY CHARACTERISTICS ~ \[\/2.60 S. G. 13 14 1li , I
~ ~\ 2.50 S. G. Liquid Limi t, % 31 55 29 . 'l\...-
•
.I l~ f\ Plasticity Inaex. r. -4 32 14 / .' 1\ \ Classification by Unified Soil /..., I-\ \ ~ Classification System SI,1 CH CL 120 I :) 1\' \
\ \ ~ -f\. \ \ u
Co
• ,..: \ 1\ ~ SWELL TEST DATA 13 14 15 z <!> \ \ 110 ;::,:j
3: X ~r\ Initial Dry Density, pet -98.9 h14.4 ....
•
~.\ -r\ Initial Water Cont~nt. r. -18.6 8.2 :z: , ::::>
>-114 -~ \ \ r\ Load. psf -160 h60 0: Q f\ ~\ -
\ \ 1\ Percen t Swe II -Be I) '4-
100 \ f\ . 1\
",\ ,
\ SAMPLE LOCATION \\ 1"-13 Central \ r\\. • MAX I t~Uf.4 DRY 13 14 lS t\ 14 Mainstreet off El Caminio Real 90 DENSITY. pcf 111/ 0 110.0 127 0 ~~~ lS Cut Above Canyon S .1~. of Unit OPTIMUM MOISTURE 18. S 8.S ,
CONTENT. 'f, 7.0 \.t'\.t'.
•
1\.' t'."\. I
f MOISTURE CONTENT. ~ ~ "'1 II 80 0 10 20 30 ljQ
LABORATORY oa),pACTION TEST -FILL SUITABILITY TESTS
LA80RATORY 9fAf1-'~d 1557-70T TEST "'£THOD: S II HOSP GROVE APARHiElnS • WOODWARD - G I Z I Ei~SI( I & ASSOC I A TES
COHSULTING SOIL AHD FOUHDATIOH ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
DR. BY: LS SCALE: ---PROJ. HO:IL-/U;)-LC
CK'O BY: ~ DATE: ? I?P 171 PAGE " f'.& 7 •
· ... MECHMICAL ANALYSIS
• 100 3 4 IJ '10 40 200 .
DIRECT SHEAR TEST DATA 16 17 18 ~""\J -I
80 ,,., Dry Density. pcf 110.9 103.4 112.2 ~ v ,\ z • • Initial Water Content. % 11.6 14.3 9.6 ;;;; .~\ ~ 60
• Q.. r~~ 0.-16 Final Water Content. % 20.9 20.5 17. 1 ~ 117-~\ i.'--.. mIlO Apparent Cohesion. psf 300 360 120 u \ '-....... r--.. a:. UJ 1', ....... " 0 83"''''' A.. " Apparent Friction Angle. 13 22 20 '--;..:....., .. -• -. L i L . i ~I I I . 0
1110 1000 100 10 1.0 0.1 0.01 0.001 \ ~ ~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
\-ICOBBLESI GRAVEL I SA~~ ISILT & CLAY'. V' \ cit elm f
• \ ,
130 \ \ V2.70 S.G.
PLASTICITY CHARACTERISTICS \~2.60 S.G. 16 17 18 i\ f\...-.......... 2.50 S.G. Liquid Limit, 1-'35 NP :~7
•
'k\ 1\ Plasticity Index. r. 125 Nn 1'i
11 A 1/ M.~ \
./ / \ ~\ f\
Classification by Unified Soil
120 , Classification System CL SM CL
Ie: -f-# \~ \
\ '\1\ -/1\,\ \ u
Q.
• 1 '\ 1\·1\ ~ SWELL TEST DATA '16 17 18 :::: <.:l K\ \ \ 110 u.: ~ '\ 1\ r\ I n It i a I Dry Den sit y , pcf 110.6 104.3 11 O. 8 ~
% 1\ -" Initial Water Cont~nt. ~ 11.8 14.0 10.4 :::>
•
>-\ \ r\ Load. psf 160 160 160 ~ Q 1\ !\ Percen t Swe I I . 8.5 0.3 2.3 . \\ 1\ 100 \ r\ \
\ ,
\. SAMPLE LOCATION \\ 1\
~ \ f\" 16 SLIDE AREA • 90 HAX IMU'" DRY 16 17 18 1\ 17 WEST OF PAD FINISH ELEV. 1170
DENSITY. pet ?30 115 h 124 c; ~R:--~ 18 PAD 1170 OPTIMUM MOISTURE 11. 5 10.5 14.u COHTENT. 'f, f\.~~ /
!\. ~'b, • MOISTURE CONTENT. % '~I 80 0 10 20 30 40
i LAOORATORY C(M>ACTIC*I TEST . FILL SUITABILITY TESTS t
•
; LABORATORY COMPACTIOH f TEST I1ETHOD: AST['l D1557-70T HOSP GROVE APARTMENTS i
f WOOD'.-JARD -GIZIEi'~SKI & ASSOC I ATES
f COHSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS
J
SA~ DIEGO •. CALIFORNIA
DR. BY: AI, SCALE: ---PROJ. HO: 72-105-2
CK'O BY:~ DATE: 2120173 PAGE 6 of 7 •
-, · ... )0 MEQiAHICAL ANALYSIS
• 3 a ~ '10 .
100 40 200 •
•
DIRECT SHEAR TEST DATA 19 ).
\ , 80 Dry Density. pcf 115.9 CI \ ~ .. Initial Water Content. % ." 8.2 ~ 60 • Q. 1\ Final Water Content. J; 14.9 I-\ ~40 Apparent Cohesion. psf 380 (.,) \ 0<. I.U '---Apparent Friction Angle. c ~
22 20 ~ • 0 I I , 1 JI , I
1110 1000 . 100 10 1.0 0.1 0.01 0.001 \ 1\ ~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
\.-ICOBBLESIGRAVEL I ~AH[ ISILT & CLAY I ~ \ elf elm f
• \ 1\ ~2.70 S.G.· \ 130 PLASTICITY CHARACTERISTICS ~\ LV2.60 S.G. 19
/ \ V 2.50 S.G. Liquid Limit. 1-32 [\..,
• I ~I\\ 1\ Plasticity Inoex. r. 9 !/ 1\\ \ Classification by Unified Soil
120 \ !\ r\ Classification System r.1L 1\ \ \
... \ 1\ f\
u
I\. ' \ Q.
• ,..: \ 1\ I\. SWELL TEST DATA ::t:
1\ \ \ 19 Cl
110 UJ ~ \ \ f\ Initial Dry Density, pcf 115.4 I-
•
-1\ \ ~ % Initial Water Cont~nt. 8.6 ~ ,.
>-\ \ f\ Load. psf 0:: 160 Q 1\1\ .
. 3 2 . , \ 1\ Percen t Swe II .
100 \ r\ !\ "
\. \ SAMPLE LOCATION \\ \
• I \ I\~ 19 PAD FINISH ELV. 1060
90 /-lAX I t~IJ'" DRY 19 \
DENSITY. pcf "R t; ~~
OPTIMUM MOISTURE ,,~
CONTENT. 1, 8.5 '\. r\. r--. ,
• I r\.'\ ,'\. I
f 80 0
MOtSTURE CONTENT. ~ , ",)
10 20. 30 40 I LABORATORY C(WACTIOH TEST .
•
~ FILL SUITABILITY TESTS r i LABO~ATORY COMPACTION I TEST METHOD: ASTf'l D 1 557 -70T HOSP GROVE APARH1ENTS I • h'OODt.JARD -GI ZI Ei~SK I & ASSOCIATES
COHSULTING SOIL AN~ FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO •. CALlFQRNIA
DR. BY: ALS I SCALE: ---PROJ. HO:72-105-20 I
• I CK'D BY: d/'-' I DATE: 2/2~/Z'~ [PAGE .7 ot 7 ~
• • 't
).
• ,
•
•
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•
•
•
•
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•
APPENDIX D
SPECIFICATIONS FOR CONTROLLED FILL
I. GENERAL
These specifications cover preparation of existing surfaces
to receive fills, the type of soil suitable, for use in
fills, the control of compaction, and the methods of testing
compacted fills. It shall be the contractor's responsibility
to place, spread, water, and compact the fill in strict
accordance with these specifications. A soil engineer shall
be the owner's representative to inspect the construction of
fills. Excavation and the placing of fill shall be under
the direct inspection of the soil engineer, and he shall
give written notice of conformance with the specifications
upon completion of grading. Deviations from these specifica-'
tions will be permitted only upon written authorization from
the soil engineer. A soil investigation has been made for
this project; any recommendations made in the report of the
soil investigation or subsequent reports shall become an
addendum to these specificatio~s.
II. SCOPE
The placement of controlled fill by the contractor shall
include all clearing and grubbing, removal of existing
unsatisfactory material, preparation of the areas to be
filled, spreading and compaction of fill in the areas to be
filled, and all other work necessary to complete the grading
of the filled areas.
III. MATERIALS
1. Materials for compacted fill shall consist of any
materiai imported or excavated from the cut areas that, in
the opinion of the soil engineer, is suitable for use in
constructing fills. The material shall contain no rocks or .
hard lumps greater than 24 inches in size and shall contain
at least 40% of material smaller than 1/4 inch in size.
(Materials greater than 6 inches in size shall be placed by
the contractor so that they are surrounded by compacted
fines; no nesting of rocks shall be permitted.) No material
of a perishable, spongy, or otherwise improper nature shall
be used in filling.
2. Material placed within 24 inches of rough grade shall
be select material that contains no rocks or hard lumps
greater than 6 inches in size and that swells less than 3%
when compacted as hereinafter specified for compacted fill
and soaked under an axial pressure of 160 psf.
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3. Representative samples of material. to be used for fill
shall be tested in the laboratory by the soil engineer in
order to determine the maximum density, optimum moisture
content, and classification of the soil. In addition, the
soil engineer shall determine the approximate bearing value
of a recompacted, saturated sample by direct shear tests or
other te~ts applicable to' the particular soil.
4. During grading ope~ations, soil types other than those
analyzed in the report of the soil investigation may be
encountered by the contractor. The soil engineer shall be
consulted to determine the suitability of these soils.
IV. COr-lPACTED FILLS
1. General
(a) Unless otherwise specified, fill material shall be
compacted by the contractor while at a moisture content near
the optimum moisture content and to a density that is not
less than 90% of the maximum dry density determined in
accordance with ASTM Test No. 01557-70, or other density
test methods that will obtain equivalent results.
(b) Potentially expansive soils may be used in fills below
a depth of 24 inches and shall be compacted at a moisture
content greater than the optimum moisture content for the
material.
2. Clearing and Preparing Areas to be Filled
(a) All trees, brush, grass, and other objectionable material
shall be collected, piled, and burned or otherwise disposed
of by the contractor so as to leave the areas that have been
cleared with a neat and finished appearance free from un-
sightly debris.
(b) All vegetable matter and objectionable material shall
be removed by the contractor from the surface upon which the
fill is to be placed, and any loose or porous soils shall be
removed or compacted to the depth shown on the plans. The
surface shall then be plowed or scarified to a minimum depth
of 6 inches until the surface is free from uneven features
that would tend to prevent uniform compaction by the equip-
ment to be used .
(c) Where fills are constructed on hillsides or slopes, the
slope of the original ground on which the fill is to be
. placed shall be stepped or keyed by the contractor as shown
on the figure on Page 4 of these specifications. The steps
shall extend completely through the soil mantle and into the
underlying formational materials .
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(d) After the foundation for the fill has been cleared,
plowed, or scarified, it shall be disced or bladed by the
contractor until it is uniform and free from large clods,
brought to the proper moist~re content, and compacted as
specified for fill.
3. Placing, Spreading,' and Compaction of Fill Material
(a) The fill material shall be placed by the contractor in
layers that, when compacted, shall not exceed 6 inches.
Each layer shall be spread evenly and shall be thoroughly
mixed during the spreading to obtain uniformity of material
in each layer. '
(b) When the moisture content of the fill material {s below
that specified by the soil engineer, water shall be added by
the contractor until the moisture content is as specified.
(c) When the moisture content of the fill material is above
that specified by the soil engineer, the fill material shall
be aerated by the contractor by blading, mixing, or other
satisfactory methods until the moisture content is as specified.
(d) After each layer has been placed, mixed, and spread
evenly, it shall be thoroughly compacted by the contractor
to the specified density. Compaction shall be accomplished
by sheepsfoot rollers, vibratory rollers, multiple-wheel
pneumatic-tired rollers, or other types of acceptable com-
pacting equipment. Equipment shall be of such design that
it will be able to compact the fill to the specified density.
Compaction shall be continuous over the entire area, and the
equipment shall make sufficient trips to insure that the
desired density has been obtained throughout the entire
fill.
"
(e) The surface of fill slopes shall be compacted and there
shall be no excess loose soil on the slopes.
v. INSPECTION
1. Observation and compaction tests shall be made by the
soil engineer during the filling and compacting operations
so that he can state his opinion that the fill was con-
structed in accordance with the specifications.
2. The soil engineer shall make field density tests in
accordance with ASTM Test No. D 1556-64. Density tests
shall be made in the compacted materials below the surface
where the surface is disturbed. When these tests indicate
that the density of any layer of fill or portion thereof is
below the specified density, the particular layer or portion
shall be reworked until the specified density has been
obtained.
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3467 Kurtz Street
San Diego, California 92110
(619) 224·2~11
November 22, 1982
Project Numbers 'S9331W-FC01
and S9331W-UDOl
52106Y
Mr. James Carter
Broadmoor Homes, Inc.
WOOdWard.CIYdJo~;ji~
3911 Sorrento Valley Boulevard
Suite B
San Diego, California 92126
'"
Dear Mr. Carter,
As you requested, we are transmitting to you one copy of each
of the reports captioned below prepared by our firm:
UPDATE SOIL AND GEOLOGIC INVESTIGATION
PUEBLO DEL ORO
(GROVE APARTMENTS)
CARLSBAD, CALIFORNIA
Dated: December 6, 1979
Revised: October 20, 1980
HOSP GROVE APARTMENTS
SAN DIEGO, CALIFORNIA
Dated: December 12, 1980
GRADING PLAN REVIEW AND
ADDITIONAL SLOPE STABILITY ANALYSIS
PUEBLO DEL ORO
(GROVE APARTMENTS)
CARLSBAD, CALIFORNIA
Dated: July 28, 1981
FINAL REPORT OF ENGINEERING AND
GEOLOGIC OBSERVATION OF GRADING
AND TESTING OF COMPACTED FILL
PUEBLO DE ORO, LOTS 1 THROUGH 12
(PADS 1 THROUGH 76)
CARLSBAD TRACT 79-27
CARLSBAD, CALIFORNIA
Dated: September 18, 1981
Consulting Engineers GeOlogists
and EnVIronmental SCientists
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Broadmoor Homes, Inc.
November 22, 1982
Project Numbers 59331W-FCOl
and 59331W-UDOl
Page 2
TEST RESULTS
PUEBLO DE ORO
CARLSBAD, CALIFORNIA
Dated:· October 12, 1981
TEST RESULTS
PUEBLO DE ORO
C~LSBAD, CALIFORNIA
Dated: October 20, 198~
COMPACTION TEST RESULTS
STREET SUBGRADE, BASE,
AND WALL BACKFILL
PUEBLO DE ORO
CARLSBAD, CALIFORNIA
Dated: April 2, 1982
SLOPE SLOUGHING
PUEBLO DE ORO
(CARLSBAD TRACT 79-27)
CARLSBAD, CALIFORNIA
Dated: May 25, 1982
Woodward·Clyde Consultants
If you have any questions, please give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
Richard P While
Vice President
RPW/wt
Enclosures
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(:±)
3467 Kurtz Street
San Diego, California 92110
(619) 224·2911
Woodward·Clyde Consultants
November 24, 1982
Project No. 59331W-FC01
52106Y
Ms. Tina Courtney
CRC
1335 Hotel Circle South
Suite 201
San Diego, California 92108
Dear Ms. Courtney,
As you requested, we are transmitting to you one copy of the
report captioned below prepared by our firm:
FINAL REPORT OF ENGINEERING AND
GEOLOGIC OBSERVATION OF GRADING
AND TESTING OF COMPACTED FILL
PUEBLO DE ORO, LOTS 1 THROUGH 12
(PADS 1 THROUGH 76)
CARLSBAD TRACT 79-27
CARLSBAD, CALIFORNIA
Dated: September 18, 1981
If you have any questions, please give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
Richard P. While
Vice President
RPW/wt
Enclosure
Consulting Engineers Geologists
and Environmental SClenltSIS
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3467 Kurtz Street
San Diego, California 92110
714·224·2911
Woodward·Clyde Consultants
Telex 697·841
September 18, 1981
Project No. 59331W-FCOl
Broadmoor Homes, Inc •.
3911 Sorrento Valley Boulevard
San Diego, California 92126
Attention: Mr. James Carter
FINAL REPORT OF ENGINEERING AND
GEOLOGIC OBSERVATION OF GRADING
AND TESTING OF COMPACTED FILL
PUEBLO DE ORO, LOTS 1. THROUGH 12
(PADS 1 THROUGH 76)
CARLSBAD TRACT 79-27
CARLSBAD, CALIFORNIA
Gentlemen:
In accordance with your request and our proposal dated
November 10, 1980, we have provided engineering services in
conjunction with the regrading of the subject site.
SCOPE OF WORK
Our services included:
o
o
o
o
o
o
Providing engineering and geologic observation of
the grading operation
Performing field density tests in the placed and
compacted fill
Performing laboratory tests on representative
samples of the material used for fill
Providing engineering observation of the instal-
lation of subdrains
Providing geologic inspection of buttress cuts and
cut slopes
Providing professional op~n~ons regarding the con-
tractor's general adherence to plans and specifica-
tions.
Consulting Engineers, Geologists
and EnVifonmental SCientists
Offices in Other PrinCipal Cities
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Broadmoor Homes, Inc.
September 18, 1981
Project No. 5933lW-FCOl
Page 2
SUMMARY OF GENERAL EARTHWORK AND TESTING
Woodward·Clyde Consultants
Current site preparation, compaction, and testing were done
between January 23 and June 25, 1981. In our opinion, based
on our observation and testing, the work performed during
that period was in general conformance with the Specifications
for Controlled Fill attached to our report entitled "Update
Soil and Geologic Investigation Pueblo Del Oro (Grove Apart-
ments), Carlsbad, California," dated revised October 20,
1980. Previous grading of the subject site was completed
between May 17 and December 19, 1972. That grading consisted
of mass grading the site into a series of large approximately
flat pads. That work is summarized in the report by Woodward-
Gizienski & Associates entitled "Final Report of Engineering
Observation and Compaction Testing, Grove Apartments,
'Carlsbad, California," dated March 1, 1973.
During the current grading period, fill was placed, compacted,
and tested, either as designed fill or undercut at finish
grade, on Lot 1 (Pads I, 2, and 76), Lot 2 (Pads 8, 9, 10,
and 13 through 17), Lot 5 (Pads 22, 25, and 28), Lot 6 (Pads
33, 34, 39, and 40), Lot 8 (Pads 45 through 51), Lot 9 (Pads
52 through 60, 71,72, and 74), Lot 10 (Pads 61 through 71),.
and Lot 12. Lot 1 (Pad 1), Lot 5 (Pads 22 and 25), and Lot
6 (Pads 33, 34, and 40) are cut-fill pads. Lot 1 (Pads 3
through 7), Lot 2 (Pads II, 12, and 13), Lot 3 (Pad 73),
Lot 4 (Pads 18 through 21), Lot 5 (Pads 23, 24, 26, 27, 29,
and 30) and Lot 6 (Pads 31, 32, 35 through 38, and 41 through
44) and Lot 11 (Pad 75) are cut.
The grading operation generally consisted of removing vegeta~
tion, excavating loose surficial soils, scarifying, wetting
and compacting areas to receive fill, making cuts and fills
to design grade and constructing buttress fills in perimeter
cuts. Subdrains were installed in buttress slope fills and
in design fills on and adjacent to Lots 6, 7, 8, 9, 10, and /
12.
During the regrading operation, compaction procedures were
observed, and field density tests were made to help evaluate
the relative compaction of the placed fill. Field observa-
tions and results of field density tests indicate that the
fill has been generally compacted to .90 percent or more of
maximum laboratory dry density as determined in accordance
with ASTM Test Method No. 01557-70. For reference, the
approximate locations of field density tests and the limits
of compacted fill have been recorded on a copy of the grading
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Broadmoor Homes, Inc.
September 18, 1981
Project No. 5933lW-FCOl
Page 3
Woodward·Clyde Consultants
plan. The results of field density tests, expressed as a
percent of laboratory dry density (relative compaction), are
given on the attached forms.
Laboratory tests were made on representative samples of the
materials used for fill. The tests were performed to
evaluate moisture density relationships, maximum dry density,
optimum moisture content, grain size distribution, plasticity
and swell characteristics. The results of laboratory tests
are attached.
SUMMARY OF FINISH GRADE SOIL CONDITIONS
During the regrading operation, certain pads were specially
treated to provide a specified depth of select soil at rough
grade.
Fill Pads and Fill Portion of Cut-Fill Pads
Inspection and laboratory tests indicate that nonexpansive
fill was placed within 2 feet of rough grade on all fill,
cut-fill or undercut fill pads noted herein.
Cut Pads and Cut Portion of Cut-Fill Pads
On Lot 1 (Pads 1, 2, and 76), Lot 2 (Pads 8, -9, 10, and 13
through 17), Lot 5 (Pads 22, 25, and 28), Lot 6 (Pads 33,
39, and 40, Lot 8 (Pads 48 through 51), Lot 9 (Pads 57, 58,
59, and 72), and Lot 10 (Pads 65 through 69) expansive soil
was excavated and replaced with nonexpansive fill to a depth
of 2 feet below rough pad grade over the entire level pad.
Cut Pads Not Undercut
Cut Lot 1 (Pads 3 through 7), Lot 2 (Pads 11, and 12), Lot 3
(Pad 73), Lot 4 (Pads 18 through 21), Lot 5 (Pads 23, 24,
26, 27, 29 and 30), Lot 6 (Pads 31, 32, 35 through 38, and
41 through 44) were inspected at the completion of regrading.
The inspection indicated that no expansive soil is evident
at rough grade surface.
Geologic Conditions
The geologic conditions encountered during site grading were
essentially as concluded in our report of October 20, 1980.
Geologic observations of the recommended buttress keys were
performed prior to the installation of subdrains and compacted
fill.
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Broadmoor Homes, Inc.
September 18, 1981
Project No. 59331W-FC01
Page 4
Woodward· Clyde Consultants
Minor ground water seepage was observed in a cut slope below c
Lot 11 (Pad 75) and is being monitored by our firm. Recom-
mendations for seepage control, if needed, will be given at
a later date.
No additional areas of adverse geologic conditions were
observed that required additional engineering analysis and
recommendations. An as-graded soils and geologic map is
being prepared and will be~issued under separate cover.
RECOMMENDATIONS
The recommendations presented herein are not intended for
structures or appurtenances located beyond the limits of the
undercut.
Foundations for Structures C'n Nonexpansive Soils
We recommend that foundations for single-story or two-story
residential structures placed on nonexpansive, undisturbed
soil or on nonexpansive, properly compacted fill be designed
for a bearing pressure not exceeding 2,000 psf (dead plus
live loads). We recommend that footings be founded at least
12 inches below finished grade and have a minimum width of
12 inches. In our opinion, this bearing pressure can be
increased by no more than one-third for loads that include
wind or seismic forces.
Slopes
Fill slopes at the site have inclinations ranging from
approximately 1:1-1/2 to 2:1 (horizontal to vertical).
Slope heights are approximately 8 to 75 feet. Fill slopes
with inclinations of 1-1/2 to 1 were treated by overbuilding
and cutting back to design slope. Fill slopes inclined at 2
to 1 were treated by periodically backrolling with a sheeps-
foot compactor, and track compacting with a dozer upon
completion.
We recommend that structures that will not tolerate differ-
ential settlements (such as foundations, swimming pools,
concrete decks, walls, etc.) not be located within 8 feet of
the top of a slope. We recommend that footings that are
located within 8 feet of the top of a slope be extended in
depth until the outer bottom edge of the footing i~ 8 feet
horizontally from the outside face of the slope.
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Broadmoor Homes, Inc.
September 18, 1981
Project No. 5933lW-FCOl
Page 5
Additional Fill and Uti1ity Trenches
Woodward·Clyde Consultants
This report discusses the fill placement observed by personnel
from our firm during the periods specified. We recommend
that any additional fill placed, as well as backfill placed
in utility trenches located within 5 feet of a building and
deeper than 12 inches, or backfill placed in any trench
located 5 feet or more from a building and deeper than
5 feet be compacted under our observation and tested to
verify compliance with the earthwork specifications for the
project. We should be contacted at least 24 hours prior to
backfilling operations. At the time of this report some of
the utility trench backfill is completed. Test results are
attached.
'Drainage
We recommend that positive measures be taken to properly
finish grade each pad after structures and other improve-
ments are in place, so that drainage waters from the pad and
adjacent properties are directed off the pad and away from
foundations, floor slabs, and slope tops. Even when these
measures are taken, a shallow ground water or surface water
condition can and may develop in areas where no such water
condition existed prior to site development; this is particu-
larly true where a substantial increase in surface water
infiltration results from landscape irrigation.
LIMITATIONS
The elevations of compaction tests shown as finished grade
(FG) tests on the attached forms correspond to the-elevations
shown on the "Grading Plan Carlsbad Tract 79-27," dated
September 25, 1980, prepared by Roy L. Klema Engineers, Inc.
Elevations and locations used in this repor.t were based on
field surveys done by others.
The soil conditions described in this report are based on
observations and periodic testing. This office should be
notified of any indications that soil conditions are not as
described herein. We will inspect foundation excavations
for each pad if we are requested to do so.
For this report, rough pad grade is defined as that grade
set in the field by the grade checker from reference stakes
established by the surveyor, and represents rough grade at
the time we were inspecting the grading operation. Likewise,
the indicated depths of undercutting of expansive soil
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Broadmoor Homes, Inc.
September 18, 1981
project No. 5933lW-FCOl
Page 6
Woodward-Clyde Consultants
and/or depths of placement of nonexpansive soil were based
on the measurements made by and grades set by the contractor's
grade checker.
The conclusions and opinions drawn from the test results and
site inspections apply only to our work with respect to
regrading, and represent conditions at the date of our final
inspection. We will accept no responsibility for any subse-
quent changes made to this site by others, or by uncontrolled
action of water, or by failure of others to properly repair
damages by uncontrolled action of water.
If you have any questions, please give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
Richard P. While
R.E. 21992
RPW/DS/DT/rs
Attachments
(4)
btd!!~
C.E.G. 1033
--.'-----~-----------
• COMPACTION rEST RESULTS
Jo. NANI PUEBLO DEL ORO OATE REI'O"TID 9/16/81
Joa NUN.It" 59331W-FC01 (STREET TESTS) • DATE. COYE"ED MAY 6, 1981 THROUGH JUNE 19, 1981 PAGE 5-1 0.. S-l
IIOI.TUII& "11tU) l,AaOllA TOllY II&&.ATIV&
DAT& ,..T IIItTIt8T LOCATION £LItVATION CONT&NT OIlN.ITY _alTY COIIMCTION
NU .... .:II 01' Ol"TIt.T .. DAYWT. 1'(;1' I'C' ~ 0,. 1.A8. DIN ..
• MAY 6 S-l AVENIDA MAGNIFICA, OPP.
PAD 65 152' 12.3 114.3 123.5 92
S-2 AVENIDA MAGNIFICA, OPP.
PAD 68 142' 12.3 115.0 123.5 93
MAY 14 S-3 AVENIDA MAGNIFICA, OPP. • PAD 72 137' 11. 7 119.8 126.0 95
S-4 AVENIDA MAGNIFICA, OPP.
PAD 66 143' 13.6 117.3 126.0 93'
JUN 8 5-5 CALLE CABALLERO, STA.
3+00 148' 13.0 119.4 126.0 94 • 5-6 CALLE CABALLERO, STA.
1+30 122' 12.3 119.2 126.0 94
JUN 9 S-7 CALLE ARROYO,STA.0+50 128' 13.6 116.3 126.0 92
S-8 " " STA. 0+80 132' 13.0 120.0 126.0 95 I
• JUN 10 S-9 VIA FRANCISCA,STA.I0+00 190' 12.3 119.3 126.0 94
5-10 CIRCULO SANTIAGO, OPP.
PAD 14 135' 11. 7 118.2 126.0 93
S-l1 CIRCULO SANTIAc;;o, OPP.
PAD 17 137' 13.0 116.1 126.0 92
• JUN 16 S-12 CIRCULO SANTIAGO, OPP.
PAD 10 128' 12.3 119.1 126.0 94
S-13 CALLE ARROYO,5TA. 1+50 138' 11. 7 117.2 126.0 93
JUN 17 S-14 CIRCULO SANTIAGO, N. OF
STA. 1+90 100' 12.3 . 115.3 122.0 94 • 5-15 CIRCULO SANTIAGO, N. OF
STA. 2+00 104' 13.6 112.9 122.0 92.
JUN 18 S-16 CIRCULO SANTIAGO, N. OF
STA. 3+00 108' 12.3 115.3 126.0 91
S-17 CIRCULO SANTIAGO, N. OF • STA. 1+50 112' 13.6 117.0 126.0 92
S-18 CIRCULO SANTIAGO, STA.
1+25 116' 13.0 119.5 126.0 94
JUN 19 S-19 CIRCULO SANTIAGO, STA.
2+00 120' 11.1 119.6 126.0 94 • S-20 CIRCULO SANTIAGO, STA.
1+50 124' 12.3 117.0 126.0 92
S-21 ELM AVENUE, STA. 95+00 258' 13.0 113.6 123.5 91
S-22 " " STA. 97+40 246' 12.3 115.3 126.0 91
S-23 ELM AVENUE, STA. 97+20' 248' 13.0 117.0 126.0 92
5-24 " " STA. 97+00 256' 11. 7 122.4 126.0 97 • Woodward-Clyde Consultants " wt 7/27/81 CONSUl. TI"'Q eNGINaa .. a, G.Of., •••• T.
AND &HYIItOH".HTAL leICHT.STa
'. COMPACTION TEST RESULTS
Jo .. NAME PUEBLO DEL ORO
Jo. NUM.ER 59331W-FC01 (BUTTRESS FILL)
• DATE. COVERED FEBRUARY 6, 1981 THROUGH MAY 12, 1981 '
• FEB 6
FEB 12
• FEB 13
FEB 17
• FEB 20
• MAR 26
• MAR 30
MAR 31 •
APR 1
•
APR 2
• APR 7
• 5/18/81
B-1
B-2
B-3
B-4
B-5
B-6
B-7
B-8
B~9
B-10
B-ll
B-12
B-13
B-14
B-15
B-16
B-17
B-18
B-19 B-18
B-20
B-21
B-22
B-23
B-24
B-25
B-26
B-27
B-28
B-29
B-30
B-31
B-32
B-33
B-34
LOCATION
OPP. LOT 8, WEST SIDE
OPP. LOT 8, EAST SIDE
OPP. LOT 8, CENTER
OPP. LOT 8, EAST SIDE
OPP. LOT 8, EAST SIDE
OPP. LOT 8, CENTER
OPP. LOT 8, EAST SIDE
OPP. LOT 8, WEST SIDE
OPP. LOT 8, CENTER
OPP. LOT 8, WEST SIDE
OPP. LOT 8, EAST SIDE
OPP. LOT 8, CENTER
OPP. LOT 8, CENTER
OPP. LOT 8, EAST SIDE
LOT 12, SOUTH END
" " " "
LOT 6, S.W. CORNER
LOT 12, SOUTH END
LOT 12, SOUTH END
LOT 6, S.W. CORNER
11 II .... "
LOT 6, SOUTH SIDE
LOT 6, S.W. CORNER
LOT 12, SOUTH END
LOT 6, SOUTH SIDE
LOT 6, S.W. CORNER
LOT 6, S.E. CORNER
n II ff.. n
n If .. II ..
LOT 6, SOUTH SIDE
LOT 6, S.E. CORNER
LOT 6, S.W. CORNER
LOT 6, SOUTH SIDE
LOT 6, S.W. CORNER
ELItVATION
OI"TItST
158'
142'
152'
146'
ISO'
156'
154'
160'
164'
168'
168'
172'
180'
176'
187'
191'
196'
200'
200'
196'
200'
196'
204'
204'
200'
208'
196'
200'
204'
210'
212'
214'
218'
222'
MO'STUIIE
CONTENT
~ DRY WT.
13.0
11.1
10.5
11.0
10.0
12.3
11. 7
12-.3
11. 7
12.3
13.6
13.6
11. 7
12.3
11. 7
11. 7
12.3
12.3
13.0
11. 7
12.3
11. 7
13.0
12.3
12.3
13.6
13.0
13.6
12.3
13.1
12.3
11. 7
13.0
12.3
DATE REPORTED 9/16/81
PAGE B-1 01' B-2
I"IItLO
OItNSITY
PC I"
116.7
ll4.0
115.9
121.8
123.0
118.2
117.4
117.2
119.8
ll1.1
llO.9
112.6
ll6.8
117.8
116.8
ll8.7
119.5
llO.6
117.2
114.6
117.8
115.8
115.5
119.6
ll7.8
119.2
122.9
120.5
119.8
124.2
ll6.6
116.2
118.1
123.1
LAaOIlATORY RELATIVE
_alTY COM'ACT'ON
K. 'lit 0" L.Aa. olENa.
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.0
126.0
119.5
114.5
119.5
126.5
126.5
126.5
126.5 .
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
1265.
126.5
126.5
126.5
126.5
126.0
126.0
126.0
126.0
92
90
91
96
97
93
92-
92
95'
92
92
94
93
93
92
93
94
87
92
90
93
91
91
94
93
94
97
95
94
98
92
9.2
93
97
Woodward·CIydeConsuItanta tI
C:OHauL.TIHG eNGINEIU". GaOL.M'IT.
ANO .NYUION .... HTAL aC'CHT.aTa
• COMPACTION TEST RESUL. TS
PUEBLO DEL ORO
59331W-FC01 (BUTTRESS FILL)
• DATE. COYER ED FEBRUARY 6, 1981 THROUGH MAY 12, 1981
DATIl
• APR 8
APR 9
•
APR 10
APR 13 •
APR 14
APR 15 •
~R 16
• APR 17
APR 27 •
APR 28
• APR 29
MAY' 4 •
r-1AY 12
• wt 5/18/81
,..T RETE.T
NUN.EIt 01'
B-35
B-36 B-35
B-37
B-38
B-39
B-40
B-41
B-42
B-43
B-44
B-45
B-46
B-47
B-48
B-49
B-50
B-51
B-52
B-53
B-S4
B-55 B-52
B-56
B-57
B-58
B-59
B-60
B-61
8-62
8-63
8-64
8-65
8-66
B-67
8-68
8-69
LOCAT'ON
LOT 6, S.E. CORNER
.. .. II II ..
LOT 6, S.W. CORNER
LOT 6, S.E. CORNER
LOT 6, SOUTH SIDE~
LOT 6, S.E. CORNER
LOT 6, S.E. CORNER
It II 11.. ..
LOT 6, SOUTH SIDE
LOT 6, S.E. CORNER
LOT 6, S.E. CORNER
II " n" If
LOT 6, S.W. CORNER
" " "" II
LOT 12, SOUTH END
LOT 6, SOUTH SIDE
If .. " "
LOT 6, SOUTH SIDE
II .. " "
LOT 12, SOUTH END
LOT 6, SOUTH SIDE
LOT 12 NORTH END
II "
Lot 7
LOT 12
LOT 7
LOT 12
LOT 7
LOT 12
It ..
LOT 7
LOT 12
II II
LOT 7
LOT 12
II II
ELEVAT'ON
OJ'TIE.T
218'
218'
226'
230'
222'
216'
220'
224'
228'
232'
236'
240'
218'
222'
208'
226'
230'
234'
238'
210'
234'
132'
136'
140'
144'
148'
lS2'
156'
160'
164'
168'
172'
178'
182'
186'
MOI.TUR&
CONT&NT
'110 DltYWT.
11. 7
13.6
11. 7
11. 7
11. 7
12.3
11. 7
12.3
12.3
13.6
11. 7
12.3
12.3
13.6
13.0
13.0
13.6
13.0
13.0
11. 7
13.6
12.3
12.6
12.3
14.3
13.6
13.0
12.3
13.0
12.3
13.0
13.6
12.3
11. 7
13 .1
DATE REI'ORTED 9/16/81
PAGE B-2 OF B-2
I'IELD
DEN.,TY
PCI'
111.7
117.6
115.9
117.7
115.9
114.6
114.5
118.5
118.6
117.3
115.9
114.6
110.3
117.7
111.4
111.0
112.7
108.3
111.6
115.9
113.7
115.0
111.4
l1S.1
109.S
110.S
113.4
113.0
118.2
105.2
113.3
112.3
117.0
119.8
118.9
LA.OIIATOltY It&LAT'Y&
IMINIIITY CDMPACT'ON
fJCII '" 01" LAIt. DIIN ••
126.5 88
126.5 92
126.5 91
126.5
126.5
123.5
126.5
126.0
126.0
126.5
122.0
122.0
119.5
122.0
122.0
122.0
·122.0
122.0
122.0
122.0
122.0
119.5
119.S
126.5
114.5
114.5
122.0
122.0
126.0
114.5
122.0
122.0
122.0
126.0
126.0
93
91
92
90
94
94
92
95
93
92
96
91
90·
92
88
91
95
93
96
93
90
95
96
92
92
93
91
92
92
95
95
94
Woodward·C" Consultants "
CON lUI-TING KHGIH •• 1t5. geOLOGIa".
AND &HV"IOHM.HTA&.. IC1CHT'.TS
• COMPACTION TEST RESUL.TS
Jo. NAMa PUEBLO DE ORO DATE REPORTED 9/16/81
Jo. NUM •• " 59331W-FCOI (STORM DRAIN TRENCH BACKFILL)
• DATES COVIU'ED JULy 15, 1981 THROUGH AUGUST 17, 1981 PAGE: SD-I 0 .. SD-3
STlRFACE .. OlaTUIlIl .. IIlLD !.AItOllA TOllY IIIlI.ATIYIl DAT. ftST ItItT •• T LOCATION CONTINT DIN.ITY DIlN.ITY CO .... ACTION
NU ... 1t1t Of' '!It lillY WT. re .. PC, 'J(, 0 .. !.Alt. D .....
• JUL 15 SO:" 1 PAD 52 WEST SIDE -4 1 13.6 115.9 126.0 91
SD-2 PAD 52 -EAST SIDE -2' 12.3 114.7 126.0 91
SD-3 PAD 52 -CENTER SURFACE 11.1 115.3 126.0 91
JUL 16 SD-4 OPPOSITE PAD 55
STA. 3+40 -4' 13.0 114.2 126.5 90 • SD-5 OPPOSITE PAD 59
STA. 4+30 -4' 11. 7 117.0 126.5 92
SD-6 OPPOSITE PAD 49
STA. 5+70 -4' 13.0 117.6 126.5 92
JuL 17· SD .. 7 OPPOSITE PAD 57 • STA. 3+30 -2' 11. 7 117.2 126.5 93
SD-8 OPPOSITE PAD 49
STA. 5+30 -2' 12.3 123.5 126.0 98
JUL 20 SD-9 OPPOSITE PAD 55 SURFACE 12.3 123.1 126.0 97
SD-I0 OPPOSITE PAD 49 SURFACE 13.0 116.5 126.0 92 • SD-11 CALLE CABALLERO
STA. 0+50 -2' 11. 7 117.0 126.0 92
SD-12 CALLE CABALLERO
STA. 1+50 SURFACE 13.0 114.8 126.0 91. SD-13 PAD 76 -2' 13.0 114.3 123.5 92
SD-14 PAD 76 SURFACE 12.3 115.4 123.5 93 • JUL 23 SD-15 PAD 74 -EAST END -3' 13.0 112.4 123.5 91
SD-16 PAD 74 -WEST END -1' 11. 7 115.2 123.5 93
SD-17 PAD 74 -CENTER SURFACE 12.3 114.0 126.5 90
JUL 24 SD-18 PAD 64 CENTER -2' 11. 7 114.7 123.5 -92
SD-19 PAD 63 -WEST END -3' 13.0 113.3 123.5 91 • SD-20 PAD 61 -CENTER -2' 12.3 113.1 123.5 91
SD-21 PAD 62 -CENTER SURFACE 13.0 112.4 123.5 91
SD-22 PAD 64 -CENTER SURFACE 13.0 117.0 126.5 92
JUL 27 SD-23 BETWEEN PADS 63-64
CENTER -2' 13.0 108.8 123.5 88 • SD-24 BETWEEN PADS 62-63
CENTER -2 ' 12.3 114.6 123.5 92 SD-25 SD-23 BETWEEN PADS 63-64
CENTER -2' 13.0 122.2 123.5 98 SD-26 BE'IWEEN PADS 61-62
CENTER -2 ' 12.3 117.0 123.5 94 • SD-27 BETWEEN PADS 63-64
CENTER SURFACE 14.3 116.2 126.0 92 SD-28 BE'IWEEN PADS 61-62
CENTER SURFACE 11. 7 116.0 126.0 92
• Woodward-Clyde Consultants "
CONa"'l..TIHQ .NG.H ••••• GIlOUN".".
AND .NVU_OHM.NT.,-SC'CNT •• ".
• COMPACTION TEST RESULTS
Jo .. NAMa PUEBLO DE ORO
Joa NUM.t:R 59331W-FC01 (STORM DRAIN TRENCH BACKFILL)
• DATE. COVERED JULY ~5, 1981 THROUGH AUGUST 17,~ 1981
• JUL 27 SD-29
•
•
•
JUL 29
SD-30
SO-31
SD-32
SO-33
SD-34
JUL 30 SO-36
SO-37
SO-38
SO-39
JUL 31 SO-40
SD-41
SO-42
• AUG 4 SO-43
SD-44
SO-45
AUG 10
•
AUG 11
•
SO-46
SO-47
SO-48
SO-49
SO-50
SO-51
SO-52
SO-53
SO-54
III:TI:ST
0 ..
AUG 12 SO-55 SO-53
SO-56
• SO-57
SO-58
SO-59
SO-60
• wt 9/:14/81
LOCATION
BETWEEN PADS 52-53
CENTER
SURFACE
-2'
OPPOSITE PAD 52 CENTER SURFACE
OPPOSITE PAD 52 SURFACE
NORTHERLY END OF
CALLE CABALLERO
NORTHERLY END OF
CALLE CABALLERO
NORTHERLY END OF
CALLE CABALLERO
OPPOSITE PAD 18
OPPOSITE PAD 18
OPPOSITE PAD 73
OPPOSITE PAD 18
NORTHERLY END
VIA CLEMROTE OPPOSITE
TRANSFORMER
EAST SIDE OF PAD 64
EAST SIDE OF PAD 64
EAST SIDE OF PAD 64
BETWEEN PADS 63 & 64
BETWEEN PADS 63"& 64
PAD 63
PAD 76
PAD 1
PAD 2
BETWEEN PADS 1 & 2
PAD 1, EAST SIDE
PAD 2
PAD 8
PAD 9
PAD 10
PAD 9
PAD 10, SOUTH SIDE
BETWEEN PADS 8 & 9
PAD 8, NORTH SIDE
PAD 33
PAD 32
SURFACE
SURFACE
SURFACE
-2'
SURFACE
-2'
-2'
SURFACE
SURFACE
-2'
SURFACE
SURFACE
SURFACE
-2'
-2'
-2'
-2'
SURFACE
SURFACE
SURFACE
-2'
-2'
-2'
-2'
SURFACE
SURFACE
SURFACE
-2'
-2'
MO'STUIIII
CONTIINT
.. D.YWT.
13.6
13.0
13.0
10.0
10.7
10.3
10.7
11.3
10.7
11.0
11.2
10.0
10.2
11. 2
10.4
11.8
11.3
12.3
13.0
11.1
12.3
11.1
10.5
11. 7
12.3
11. 7
13.6
11. 7
12.3
13.0
11.1
12.3
DATE R£fOORTED 9/16/81
PAGESO-2 OPSD-3
.. II:La
DI:NaIT,.
PC"
111.6
115.3
115.3
113.9
117.6
115.5
116.0
124.1
114.0
120.6
119.5
115.2
116.7
116.0
113.8
118.7
113.8
115.8
116.9
117.5
117.7
115.9
120.8
117.2
108.6
116.0
116.1
124.4
116.4
118.7
115.3
110.7
LAaa.ATO.,. IIaLATIVa
_ITY COMPACTION
PC, 'lIo 0" LAa. DUll.
119.5
126.5
126.5
126.5
122.0
122.0
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.0
126.0
126.0
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
93
91
91
90
96
94
91
98
90
95
94
91
92
92
90
93
90
91
92
93
93
91
95
92
85
91
91
98
92
93
91
87
CON.ULTIMO CHGIH •• "a, G.~.G'.T.
AHD &N'IU'OH ... NTAL aC'.NT.STa
• COMPACTION TEST RESULTS
JOti NAMa PUEBLO DE ORO
Jo. NUM.I:!I 59331W-FC01 (STORM DRAIN TRENCH • DATa. COVaftED JULY 15, 1981 THROUGH AUGUST 17,
DATa ftaT IISTUT LOCATION
HUNa.II 0"
AUG 13 SO-61 50-60 PAD 32 • 50-,62 PAD 32, EAST SIDE
SO-63 BETWEEN PADS 32 & 33
50-64 PAD 32, EAST SIDE
AUG 14 50-65 PAD 24, EAST SIDE
50-66 BETWEEN PADS 23 & 24 • 50-67 PAD 23, WEST SIDE
AUG 17 50-68 PAD 24
SO-69 PAD 23
50-70 BETWEEN PADS 23 & 24
•
•
•
•
•
•
• wt 9/14/81
BACKFILL)
1981
SURFACE
-2'
SURF.
SURF.
SURF.
-2'
-2'
-2'
SURF.
SURF.
SURF.
CATI: RI:~OftTI:O 9/16/81
PAGE 50-3 01' 50-3
.. OI.TUlla .. IILD uaOIlATOltT CONTENT ClSH.ITT ClaH.ITT
.. OIlTWT. rep' rep
11. 7 115.7 126.5
12.3 117.3 126.5
13.0 117.5 126.5
11. 7 116.7 126.5
13.0 115.7 126.5
.12.3 114.7 126.5
11. 7 115.4 126.5
11. 7 117.2 126.5
13.6 123.1 126.5
13.0 117.4 126.5
co .. aUL.TINO eNGIH.I" •• g.OL. •••• T.
"ptD INVIIIOH ... HTAl.,aClaNTlaTa
ltaUTI"a
CO .... ACTION ~ o .. u.. ClIN ••
91
92
92
92
91
90
91
92
97
93
• COMPACTION TEST RESULTS
PUEBLO DE ORO CATE REflORTED 9/16/81
59331W-FC01 (WATER TRENCH BACKFILL)
• DATE. COVERED JULY 8, 1981 THROUGH AUGUST 17, 1981 PAGE W-1 O~ W-2
•
•
•
•
•
•
•
•
•
JUL 8
JUL 17
JUL 20
naT
NU .... tI,
W-1
W-2
W-3
W-4
W-5
W-6
W-7
W-8
W-9
W-IO
W:"ll
W-12
W-13
JUL 21 W-14
W-15
W-16
JUL 22 W-17
W-18
W-19
W-20
W-21
W-22
W-23
JUL 23 W-24
W-25
W-26
W-27
W-28
RItTltaT 0,.
W-IO
LOCATION
ELNI AVE. STA. 92+00
ELNI AVE. STA. 94+00
ELNI AVE. STA. 96+75
ELNI AVE. STA. 93+00
ELNI AVE. STA. 96+00
CALLE ARROYO STA. 6+00
CALLE ARROYO STA. 3+50
CALLE ARROYO STA. 1+00
CALLE ARROYO STA. 1+50
CALLE ARROYO STA. 5+00
VIA CHEMENTE STA. 0+70
VIA CHEMENTE STA. 1+50
CALLE ARROYO STA. 5+00
VIA LOS SANTOS
STA. 1+00
VIA LOS SANTOS
STA. 3+00
VIA LOS SANTOS
STA. 2+00
CIRCULO SANTIAGO
STA. 1+50
CIRCULO SANTIAGO
STA. 3+50
CIRCULO SANTIAGO
LATERAL 2+67
CIRCULO SANTIAGO
STA. 6+00
CIRCULO SANTIAGO
STA. 4+25
CIRCULO SANTIAGO
LATERAL 1 +4 3
CIRCULO SANTIAGO
STA. 2+00
CIRCULO SANTIAGO
STA. 1+95
CIRCULO SANTIAGO
LATERAL 4+52
CIRCULO SANTIAGO
LATERAL 6+21
CIRCULO SANTIAGO
STA. 3+00
CIRCULO SANTIAGO
STA. 1+75
SURFACE 1I01aTUR. .... La
DItHalTY
~IIATO.Y R ...... Tly •
-21
-21
-21
SURFACE
SURFACE
-11
-11
-11
SURFACE
SURFACE
-11
SURFACE
-11
-11
SURFACE
-11
-11
-11
-11
SURFACE
SURFACE
SURFACE
-11
-11
SURFACE
SURFACE
-11
CONT.NT 'II> OIlY WT.
13.6
13.0
11. 7
11.1
11. 7
12.3
13.0
11.1
11. 7
12.3
13.6
12.3
11. 7
13.6
13.0
12.3
11. 7
11.1
14.3
13.0
12.3
13.0
13.0
12.3
12.3
11. 7
fie"
111.8
117.6
117.4
115.1
116.4
118.9
117.4
119.6
113.6
107.0
118.2
119.9
117.2
123.1
120.0
116.9
118.6
112.5
117.3
117.3
117.8
117.8
111.1
116.3
116.1
121. 7
DaCalTT COMPACTION
PC" .. 0,. LAII. DDe.
123.5
123.5
123.5
123.5
123.5
126.0
126.0
126.0
126.5
126.5
126.5
126.0
126.5
126.5
126.0
126.0
126.0
123.5
123.5
126.0
126.0
123.5
123.5
126.0
126.0
126.0
90
95
95
93
92
94
93
94
90
85·
93
95
92
97
95
91
94
91
95
93
93
95
90
92
92
96
13.0 123.3 126.0 97
Woodward.CIyde Consultants fit
COHauL.TtHO CHGfH.a"a, Gco&..oo.aT.
AND aNvu,oHM.NT"&... IC,CHTlaT.
• COMPACTION TEST RESULTS
Jo. NAMIl PUEBID DE ORO
Jo. NUM.ItR 59331W-FCOI (WATER TRENCH BACKFILL)
• DATE. COVERED JULY 8, 1981 THROUGH AUGUST 17, 1981
STTRFACE DATa 'naT ItIlTII8T LOCATION
NUM.lllt 0 ..
JUL 24 W-29 CALLE CABALLERO • STA. 2+00 -I'
W-30 CALLE CABALLERO
STA. 4+50 -I'
W-31 CALLE CABALLERO
STA. 2+50 SURFACE
W-32 ~ CALLE CABALLERO • STA. 5+25 SURFACE
AUG 28 W-33 AVENIDA MAGNIFICA,
OPPOSITE PAD 55 -I'
W-34 AVENIDA MAGNIFICA,
OPPOSITE PAD 56 SURFACE • W-35 AVENIDA MAGNIFICA,
OPPOSITE PAD 72 -I'
W-36 AVENIDA MAGNIFICA,
OPPOSITE PAD 68 -I'
W-37 AVENIDA MAGNIFICA,
OPPOSITE PAD 65 SURFACE • W-38 AVENIDA MAGNIFICA,
OPPOSITE PAD 70 SURFACE
AUG 12· W-39 HOSP WAY STA. 11+00 -I'
W-40 HaSP WAY STA. 13+45 -I'
• AUG 13 W-41 HaSP WAY STA. 16+50 -I'
W-42 HOSP WAY STA. 19+00 -I'
W-43 W-40 HOSP WAY STA. 13+45 -I'
AUG 17 W-44 HOSP WAY STA. 19+50 SURFACE
W-45 Hasp WAY STA. 16+50 SURFACE • W-46 HaSP WAY STA. 12+00 SURFACE
•
•
•
DATE REPORTED 9/16/81
PAGE W-2 0.. W-2
MOI.TUlla .. I aLI) 1.A.0000TOIlY
C:ONTaNT gaN.ITY DIIN.ITY
.. DIlY WT. Pc:, ~.
12.3 114.7 126.5
13.0 116.8 126.5
13.6 117.0 126.5
11. 7 117.5 126.5
12.3 116.3 126.5
13.0 122.2 126.0
12.3 117.0 126.0
11. 7 116.0 12b.U
13.0 116.9 126.0
12.3 118.5 126.0
11. 7 113.9 123.5
13.0 108.6 123.5
13.6 117.0 123.5
12.3 117.0 126.0
13.0 119.5 123.5
12.3 115.3 126.0
13.0 116.1 126.0
12.3 1i9.2 126.0
CONaUI.TINO .NOINu.a. O.O"'OIiT.
AND aNVU'OHM.NT .. ", .C •• NT,.".
ltal.ATlya
c:O .... Ac:TION
.. 0' 1.A8. gllN ..
90
92
92
92
92
96
92
92
92
94
92
87
94
92
96
91
92
94
• COMPACTION TEST RESULTS
JOII NAMI PUEBLO DEL ORO
Jo. NUM.I:R 59331W-FC01 (MASS GRADING)
• DATE. COVERED JANUARY 27, 1981 THROUGH JUNE 22, 1981
OATIt
.JAN 27
FEB 4
-FEB 5
-
FEB 6 •
FEB 13
FEB 17 •
FEB 18
•
FEB 19 •
FEB 23
-
• wt 5/18/81
""1' NUNa,;1I
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
IIItTIt.T
01'
23
LOCATION
LOT 8, PARKING E. SIDE
" It II II II
.. II II II II
N.E. CANYON, LOT 9
If .. " " II
N.E. CANYON, LOT 9
It It " .. "
II fI " n ..
" " II .. "
LOT 8, PARKING W. SIDE
II It II "
" .. " II
LOT 8, CENTER
"" ..
N.E. CANYON, LOT 9
" .. " II II
.. II " " ..
N.E. CANYON, LOT 9
N.E. CANYON, LOT 9 .. .. " .. ..
" .1 " .. "
" " " II ..
LOT 9, N.E. CORNER
.. " ".. II
LOT 9, N.E. CORNER
II II .. II 11
.. It .. II II
LOT 9, EAST SIDE
LOT 9, N.E. CORNER
LOT 9, EAST SIDE
II n " "
"
"
LOT 9, EAST PARKING LOT,
142'
144'
148'
60'
64'
68'
72'
76'
80'
158'
160'
162'
152'
154'
84'
88'
92'
96'
100'
104'
108'
112'
116'
116'
120'
124'
126'
126'
128'
128'
130'
EAST SIDE 130'
LOT 9, EAST PARKING LOT,
EAST SIDE 132'
LOT 9, EAST PARKING LOT,
WEST SIDE 134'
LOT 9, EAST PARKING LOT,
WEST SIDE 136'
MOlaTUIIK
CONTItNT
.. OilY WT.
12.3
13.0
l3.6
13.0
11. 7
11.7
12.3
13.0
13.6
13.6
11. 7
12.3
13.0
11. 7
11.1
12.3
10.5
10.0
13.6
14.3
13.6
11.1
13.6
13.0
13.6
12.3
13.0
12.3
13.6
13.6
13.6
9.1
12.3
11. 7
12.3
DATE REI"ORTED 9/16/81
PAGE 1
I'IItL.O
DItNalTY
I'C'
109.0
109.4
109.5
113.4
108.5
111.0
117.8
114.2
112.2
115.1
114.4
117.1
117.3
117.8
115.6
120.6
117.2
113.0
111.7
112.6
112.6
115.3
103.5
109.3
115.9
114.7
116.6
118.3
111.6
109.9
115.4
112.1
120.2
114.3
114.4
IoAIIOIIATOIIY ,.K'-ATII/It
aHalTY COMPACTION pe, 'Ii> 0 .. &,All. DUila •
119.5
119.5
119.5
123.5
119.5
119.5
126.0
119.5
119.5
126.0
126.0
126.0
126.0
126.0
126.5
126.5
126.5
119.5
119.5
123.5
119.5
123.5
119.5
119.5
126.0
126.0
126.0
126.0
119.5
119.5
126.0
123.5
126.0
126.0
126.5
91
91
91
92
90
92
93
95
93
91
90
92
93
93
91
95
92
94
93
91
94
93
86
91
91
91
92
93
93
91
91
90
95
90
90
CON.ULTIHO .NG.N ...... GaOL-oa •• T •
.... , .. VIIIOHM.NTAL .C •• NT ......
•
•
•
•
•
•
•
•
•
•
•
COMPACTION TEST RESULTS
Jo .. NANE PUEBLO DEL ORO
Jo. NUN.EIt 59331W-FC01 (MASS GRADING)
DATIS COVEItED JANUARY 27, 1981 THROUGH JUNE 22, 1981
DAYIl TIlSY lIaTEST LOCATION ELEVATION
Nu .. aalt 01' O"TEST
FEB 24 36 LOT 9, EAST PARKING 'LOT,
EAST SIDE 136'
37 LOT 9, EAST PARKING LOT,
EAST SIDE 138'
38 LOT 8, WEST PARKING LOT,
NORTH SIDE 156'
39 LOT 8, WEST PARKING LOT,
NORTH SIDE 160'
40 LOT 8, CENTER 142'
41 " " ' .. 144'
APR 1 42 LOT 10, N.E. CORNER 40'
43 " It It It " 44'
APR 2 44 LOT la, N.E. CORNER 48'
45 " It .. .. " 52'
APR 6 46 LOT 10, N.E. CORNER 56'
47 II It " " " 60'
APR 7 48 LOT 6, S.E. CORNER 136'
49 II " " " It 140'
50 LOT la, N.E. CORNER 64'
51 LOT 9, N.W. CORNER 68'
52 LOT la, N.E. CORNER 72'
APR 8 53 LOT la, N.E. CORNER 76'
54 53 II II II .. It 76'
55 LOT 10, N.E. CORNER 80'
56 LOT 10, NORTH SIDE 82'
57 LOT 10, N.E. CORNER 86'
APR 10 58 LOT 9, N.W. CORNER 90'
59 LOT la, N.E. CORNER 94'
60 LOT 6, N.E. CORNER 144'
APR 13 61 LOT 6, N.E. CORNER 148'
62 LOT la, NORTH SIDE 96'
63 LOT 11, S.E. CORNER 152'
APR 14 64 LOT 9, N.W. CORNER 102'
65 LOT 10, NORTH SIDE 104'
66 LOT 6, N.E. CORNER 156'
67 LOT 6, N.E. CORNER 160'
68 65 LOT 10, NORTH SIDE 104'
wt 5/18/81
OATE REPORTED 9/16/81
PAGE 2 0 .. 5
.. OISTUIIIl "laLD &.AaOltATOIlY RIlLA""1l CONTIlNT DENSITY DualTT CO ..... CTION
'lit DIt' WY. re" rep 'lit 0" LAe. Dua.
13.0 120.4 126.5 95
13.6 122.0 126.5 96
11.1 120.8 126.0 95
12.3 115.1 126.5 91
11. 7 118.3 126.5 93
13.0 111.0 123.5 90
11. 7 111.7 122.0 91
12.3 114.0 122.0 93
13.0 119.3 122.0 97
13.6 117.6 122.0 96
11. 7 105.9 126.0 91
13.0 114.6 126.0 90
12.3 115.5 122.0 94
13.0 111.2 122.0 91
11.1 114.7 126.0 91
12.3 116.7 126.0 92
11. 7 122.6 126.0 97
12.3 105.9 119.5 88
13.0 117.4 119.5 98
11.1 111.7 119.5 93
11.1 120.3 126.0 95
13.0 117.6 126.0 93
13.0 116.1 126.0 92
13.6 117.5 126.5 92
11. 7 114.2 122.0 93
11.1 115.8 126.5 91
13.6 117.6 126.5 92
10.5 111.9 122'• a 91
11. 7 116.5 126.5 92
12.3 108.5 126.5 85
11. 7 112.0 122.0 91
12.3 116.1 122.0 95
12.3 122.3 126.5 96
Woodward-ClydeConsuitants "
CONSUL TING .NG.N ...... GIOL-OAI.T.
AND INV.,'ONMIHTAL IC,CHTI.".
• COMPACTION TEST RESULTS
PUEBLO DEL ORO
JO. NUW8ER 59331W-FC01 (MASS GRADING)
• DAn. COVERED JANUARY 27, 1981 THROUGH JUNE 22, 1981
• APR 15
APR 16
• APR 20
APR 21
•
APR 22
• APR 23
APR 24·
•
APR 27
APR 30 •
MAY 1
• MAY 5
MAY 6 •
TII.T
NUM.EII
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
:-1AY 7 103
104
• wt 5/18/81
IIETC.T
01'
LOCATION
LOT 9, N.W. CORNER
LOT 10, N.W. CORNER
LOT 9, N.W. CORNER
LOT 10, N.E. CORNER
LOT 10, N.W. CORNER
LOT 9, BLDG. PAD .54 FG
LOT 10, BLDG. PAD 61
LOT 9, BLDG. PAD 74
LOT 10, BLDG. PAD 63
LOT 9, BLDG. PAD 52
LOT 10, BLDG. PAD 62
LOT 10, BLDG. PAD 61
LOT 10, BLDG. PAD 64
LOT 9, BLDG. PAD 52
LOT 10, BLDG. PAD 62
LOT 10, BLDG. PAD E1·
LOT 10, BLDG. PAD 63
LOT 10, PARKING PAD 71
" "
" "
"
"
"
"
72
65
LOT 10, PARKING PAD 65
"" " "70
LOT 5 PAD 22
If .. II It
11 II It II
LOT 5 PAD 27
LOT 5 PAD 26
LOT 8 PAD 45
LOT 8 PAD 47
LOT 8 PAD 50
LOT 8 PAD 48
LOT 2 PAD 17
LOT 2 PAD 10
LOT 1 PAD 7
LOT 9 PAD 53
LOT 9 PAD 52
FG
FG
ELCVATION
Ol'TC.T
106'
108'
112'
116'
118'
132.0'
120'
124'
126'
128'
128'
130'
130'
128'
132'
134'
133'
134'
138'
138'
142'
140'
162'
164'
170'
172'
174'
162'
154'
148'
142'
130 '
132'
104'
130.5'
130.5'
MOI.TUlia
CONTIlNT
.. DIll' WT.
13.0
12.3
13.6
13.0
13.6
12.3
12.3
14.3
13.0
12.3
12.3
14.3
13.6
14.9
15.3
14.3
14.9
12.3
13.0
13.6
13.6
13.0
12.3
13.6
13.0
13.0
11. 7
13.6
12.3
12.3
11.7
13.0
11. 7
12.3
DATe: REPORTED 9/16/81
PAGE 3
I'ICLI)
oeN.ITT
II'C"
112.8
119.5
113.0
112.3
113.7
117.1
118.2
111.6
ll5.8
115.6
115.2
104.5
104.7
110.3
113.4
110.0
109.6
116.2
116.0
118.9
114.9
112.0
117.2
121.9
121.3
118.7
115.2
114.0
113.2
118.4
116.5
112.6
112.3
111.5
0,. 5
LA.OIIA1'OIIT lIaLAT,va
oaN.ITY .cOM'ACTION
PC, 'lit 0' 1.A8. 0 ......
119.5
126.5
122.0
122.0
122.0
126.0
122.0
122.0
122.0
122.0
122.0
ll4.5
114.5
114.5
114.5
114.5
114.5
126.0
126.5
126.0
122.0
114.5
126.0
126.0
126.0
126.0
126.0
123.5
123.5
126.0
'126.0
122.0
122.0
122.0
94
94
91
91
92
92
96
91
94
94
94
91
91
96
99
96
95
92
91
94
94
97
93
96
96
94
91
92
91
93
92
92
92
91
13.6 119.0 126.5 94
14.3 117.5 126.5 92
Woodward·CIyde Consultants "
co,.,..u~ TING aNGIH ...... GaOLOGI.TS
AHO CHYU'OHMCHTAL ICICNTIITI
• COMPACTION TEST RESULTS
PUEBLO DEL ORO
Jo. NUM.EII 59331-FC01 (MASS GRADING)
• DATE. COVERED JANUARY 27, 1981 THROUGH JUNE 22, 1981
MAY 11
MAY 14
•
MAY 15
•
MAY 18 •
MAY 19
•
MAY 20
•
MAY 21
•
ftaT
NUMal1t
105
106
107
108
109
110
III
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
wt 5/27/81
.. ITEaT
01'
108
LOCATION
LOT 9, PAD 74
LOT 9, PAD 64
LOT 10, PAD 63
LOT 10, PAD 62
LOT 10, PAD 61
LOT 10, PAD 62
LOT 10, PAD 65
LOT 10, PAD 66
LOT 10, PAD 67
LOT 10, PAD 68
LOT 10, PAD 69
LOT 10, PAD 70
LOT 9, PAD 71
LOT 9, PAD 72
LOT 9, PAD 59
LOT 9, PAD 60
LOT 11, PAD 75
LOT 6, PAD 34
LOT 11, PAD 75
LOT 6, PAD 34
LOT 6, PAD 34
LOT 6, PAD 44
LOT 6, PAD 44
LOT 9, PAD 58
LOT 9, PAD 57
LOT 9, PAD 56
LOT 9, PAD 55
ELEVATION
O!'TEaT
FG 134.5'
FG 134.5'
FG 135.3'
FG 136.0
FG 137.5'
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
136.0'
146.2'
145.5'
14'4.9'
143.6'
142.9'
142.3'
141.6'
141.0'
141.0'
141.0'
164'
168'
175'
176'
180'
186'
190 1
141.4 '
140.9'
139.2'
138.4'
LOT 10, PARKING OPP.L-69 138'
LOT 10, PARKING OPP.L-66 143'
LOT 8, PAD 48 144'
LOT 8, PAD 49
LOT 8, PAD 45
LOT 8, PAD 46
LOT 8, PAD 47
LOT 8, PAD 48
LOT 8, PAD 49
LOT 8, PAD 50
LOT 8, PAD 51
FG
FG
FG
FG
FG
FG
FG
152'
163.1'
163.8'
155.0'
145.0'
153.9'
152.2'
150.8'
MOlnu ...
CONTENT
.. DltYWT.
13.0
12.3
13.6
13.6
13.6
13.0
13.6
13.0
12.3
11. 7
12.3
13.0
12.3
13.6
12.3
13.6
12.3
13.6
13.0
11. 7
12.3
13.6
11. 7
13.0
12.3
11. 7
13.6
13.6
13.0
13.6
12.3
13.0
12.3
13.6
12.3
13.0
12.3
11. 7
cATE RE .. ORTli:D 9/16/81
PAGE 4
!'IIUI
ClINalTY
PCI'
117.2
119.0
117.5
112.4
118.9
117.1
118.8
115.6
116.4
116.1
120.1
114.0
118.1
116.4
115.0
-113.2
115.2
115.7
120.2
121.3
118.4
115.5
113.0
118.7
115.7
114.2
118.8
120.0
120.5
117.8
118.9
119.5
117.9
118.5
118.4
117.1
114.8
115.9
0 .. 5
&.AaOllATOItY ItUoAT'YE
_alTY COMPACTION PC. 1ft O. ua. _ ..
126.0
12~.0
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.-0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
123.5
123.5
126.0
126.0
126.0
126.0
126.0
93
94
92
88
93
92
93
91
92
91
95
90
93
92
91
90
91
91
95
96
93
91
90
94
91
90
94
95
95
93
94
96
95
94
93
93
91
91
CONSUI.TINClIlNClINUU, Clllo .. _,na
AHD KHVlltONMaNTAL aClaHT.aTa
• COMPACTION TEST RESULTS
JOII NAMa PUEBLO DEL ORO
JO. NUM.IE" 59331W-FCOl (MASS GRADING)
• DA TIES COYERED JANUARY 27, 1981 THROUGH JUNE 22, 1981
• MAY 22
• MAY 26
• MAY 27
• MAY 28
MAY 29 •
JUN 1
• JUN 4
JUN 18
• JUN 19
JUN 22 •
•
ftaT NUM.KIt
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
wt 7/27/81
.. KTCIT
01'
158
LOCATION
LOT 8, PARKING OPPOSITE
PAD 46
LOT 8, PARKING OPPOSITE
PAD 49
LOT 8, PARKING OPPOSITE
PAD 51 ~
LOT 6, PAD 39
LOT 6, PAD 40
FG
FG
LOT 6, PARKING OPPOSITE
PAD 44 FG
LOT 6, PAD 33 FG
LOT 5, PAD 28 FG
LOT 5, PARKING OPPOSITE
PAD 28 FG
LOT 5, PARKING OPPOSITE
PAD 26 FG
LOT 5, PAD 25
LOT 5, PAD 22
LOT 2, PAD 13
LOT 2, PAD 14
LOT 2, PAD 15
LOT 2, PAD 16
LOT 2, PAD 17
LOT 2, PAD 9
LOT 2, PAD 10
LOT 2, PAD 8
LOT 2, PAD 16
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
LOT 1, PAD 76 FG
LOT 1, PAD 1 FG
LOT 1, PAD 2, E. SIDE
LOT 1, PAD W, E. SIDE
LOT 1, PAD 2, E. SIDE
LOT 1, PAD 2
LOT 6, PAD 34
FG
FG
ELCVATION
0 .. TCIT
162'
152'
148'
192.0'
191.4'
191.5'
182.3'
174.8'
172.4'
173.4'
175.5'
166.0'
136.1'
136.7'
137.4'
138.0'
138.7'
128.0 1
129.0'
127.0'
138.0'
103.0'
103.0'
92'
96'
100'
103.0'
182.3'
.. OlaTUIIC
C:ONT.NT
~ IMIY WT.
13.6
11.7
12.3
13.0
11.1
13.6
13.0
11. 7
13.6
13.6
13.0
13.6
12.3
13.0
11. 7
13.6
11.7
13.0
13.6
13.0
12.3
13.0
13.0
11.1
12~3
13.0
13.6
13.6
DATE RIEJIORTIED 9/16/81
PAGE 5
.. ICLD OaNalTY PC"
118.9
114.6
117.8
119.3
119.0
123.6
117.3
118.7
121.6
114.0
113.3
112.3
113.0
117.3
118.7
108.3
119.3
120.0
118.9
121. 7
120.6
113.8
119.5
115.3
115.3
113.6
116.9
117.0
0,. 5
""'.OIUTOIIY It&I.ATIY •
IMIN.I" C:OMPACTIOM ~ '1100 ....... _ ..
126.0
126.0
121.0
126.0
126.0
126.0
126.0
126.0
126.0
123.5
123.5
123.5
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
119.5
122.0
122.0
126.0
126.0
94
90
93
94
94
98
93
94
96
92
91
90
90·
93
93
85
95
·95
94
96
95
90
94
96
94
93
92
92
COHaUL.TIHO &NG.H ...... oaOL.OO'.Ta
AND .Nva"OHM.NT"&.. SCICNTlaTa
• COMPACTION TEST RESULTS
PUEBLO DEL ORO
59331W-FCOI (SEWER BACKFILL)
• DATE. COYlEftlE1) JUNE 24, 1981 THROUGH JULY 15, 1981
DAT&
• JUN 24
,.aT
NUNalt1i
SW-1
SW-2
LOCATION SURFACE
AVENIDA MAGNIFICA,STA.4+40
-6'
AVENIDA MAGNIFICA,STA.2+75
-6'
SW-3 SW-1 AVENIDA MAGNIFICA,STA.4+40
•
JUN 25
•
• JUN 26
• JUN 29
•
•
JUN 30
•
JUL 1
•
SW-4
SW-5
SW-6
SW-7
SW-S
SW-9
SW-10
SW-11
SW-12
SW-13
SW-14
SW-15
SW-16
SW-17
SW-18
SW-19
SW-20
SW-21
SW-22
SW-23
SW-24
SW-25
wt 7/27/81
-6'
SW-2 AVENIDA MAGNIFICA,STA.2+75
-6'
AVENIDA MAGNIFICA,STA.0+50
-6'
AVENIDA MAGNIFICA, LATERAL,
STA. 3+61 -4'
AVENIDA MAGNIFICA, LATERAL,
STA. 2+51 -2'
AVENIDA MAGNIFICA, LATERAL,
STA. 1+31 -4'
AVENIDA MAGNIFICA,
STA. 0+S7
AVENIDA MAGNIFICA,
STA. 1+90
LATERAL,
-21'
LATERAL,
AVENIDA MAGNIFICA,
STA. 4+00
-4'
LATERAL,
-4'
AVENIDA MAGNIFICA,STA.3+50
-2'
AVENIDA MAGNIFICA,STA.1+50
-2'
SW-12 AVENIDA MAGNIFICA,STA.3+S0 -2'
AVENIDA MAGNIFICA,STA.1+00
SURF .
AVENIDA MAGNIFICA,STA.3+00
SURF.
AVENDIA MAGNIFCIA, LATERAL,
STA. 1+31 SURF.
AVENIDA MAGNIFICA,STA.3+61
HOSP. WAY, STA. 11+00
HOSP. WAY, STA. 13+50
HOSP. WAY, STA. 14+00
HOSP~ WAY, STA. 12+00
SW-21 HOSP. WAY, STA. 14+00
HOSP. WAY, STA. 11+50
HOSP. WAY, STA. 13+00
SURF.
-6'
-6'
-4'
-4'
-4'
-2'
-2'
MOIITUR&
CONT&NT
... DII1'WT.
9.1
10.1
13.6
12.3
10.5
13.0
13.6
13.0
13.6
12.3
13.0
13.6
11. 7
13.0
11. 7
11.1
11.7
13.6
12.3
13.0
14.3
13.6
11.1
13.6
12.3
DATIE RlEl'OftTlEI) 9/16/S1
PAGE SW-1 OF SW-3
PlaLD
o&NaiTY
f'CP
91.8
100.1
112.9
115.3
10S.3
113.0
117.0
113.3
116.1
l1S.5
116.9
105.9
114.7
114.0
114.9
115.3
114.6
117.0
116.1
118.2
1l0.6
114.4
110.9
114.1
117.3
loA_TOllY R&&.ATIV&
OIINalTY COMPACTIOIII
f'CP .. OP u.. DIUC ..
119.5
119.5
119.5
119.5
119.5
122.0
122.0
122.0
122.0
122.0
122.0
123.5
123.5
123.5
126.5
126.5
126.0
126.0
123.5
123.5
123.5
123.5
123.5
123.5
126.0
76
83
94
96
90
92
95
92
95
97
95
85
92
92
91
91
90
92
94
95
S9
92
91
92
93
C:ONIU .. TINO aNO'H&III •• O&o .. oo'aTa
AND IHV ... OH .. aHTAL .CIIINT.aT.
• COMPACTION TEST RESULTS
Jo .. NAMK PUEBLO DEL ORO CATE RE~RTED 9/16/81
Jo. NUM8ER 59331W-FCOI (SEWER BACKFILL)
• DATE. COVERED JUNE 24, 1981 THROUGH JULY 15, 1981 PAGE SW-2 OF SW-3
.0leTU ... P"ELD "".ORATO'" IUl&.ATI".
DAT. n.T 'UI;TE.T LOCAT'ON SURFACE COMT.MT O.M.ITY GaMalTY CO .... ACTION
HU ... It" 01' ,OIlY WT. PCP' PC. '110 OF u.a. D&H ..
• JUL 1 SW-26 HOSP. WAY, LATERAL, STA.
13+12 -21' 13.0 120.6 126.0 95
SW-27 HOSP. WAY, STA. 12+00 SURF. 11. 7 120.5 126.0 95
SW-28 HOSP. WAY, STA. 14+20 SURF. 11.1 119.7 126.0 95
SW-29 CALLE ARROYO, STA. 1+00 -6' 11. 7 115.2 123.5 93
SW-30 CALLE ARROYO, STA. 3+50 -6' 13.0 112.0 123.5 90
• SW-31 CALLE ARROYO, STA. 2+00 -4' 11.1 116.0 123.5 93
JUL 2 SW-32 CALLE ARROYO, STA. 4+50 -4' 13.6 119.7 126.0 95
SW-33 CALLE ARROYO, STA. 2+50 -2' 11.7 117.4 126.0 93
SW-34 VIA LOS SANTOS, STA. 1+00 -6' 12.3 119.6 126.0 94
SW-35 VIA LOS SANTOS, STA. 3+50 -6' 13.6 118.4 126.0 94
• SW-36 VIA LOS SANTOS, STA. 4+00 -4' 14.3 119.3 126.0 94
SW-37 VIA LOS SANTOS, STA. 1+50 -4' 13.0 119.5 126.0 94
SW-38 VIA CLEMENTE, STA. 1+25 -6' 12.3 122.6 126.0 97
SW-39 VIA CLEMENTE, LATERAL,
STA. 2+35 -4' 13.0 118.8 126.0 94
• JUL 3 SW-40 CALLE ARROYO, LATERAL,
STA. 1+63 -2' 13.0 113.0 123.5 91
SW-41 VIA CLEMENTE, STA. 0+30 -2' 11.1 119.6 126.0 94
SW-42 VIA CLEMENTE, STA. 2+00 -2' 11. 7 117.7 126.0 93
SW-43 VIA CLEMENTE, LATERAL,
STA. 2+35 SURF. 12.3 115.3 126.0 91
• JUL 6 SW-44 VIA CLEMENTE, STA. 1+00 SURF. 13.6 116.6 126.0 92
SW-45 CALLE ARROYO, STA. 1+50 SURF. 12.3 116.1 126.0 92
SW-46 CALLE ARROYO, STA. 4+00 SURF. 13.0 121.1 126.0 96
SW-47 VIA LOS SANTOS, STA. 2+00 SURF. 13.0 117.5 126.0 93
SW-48 VIA LOS SANTOS, STA. 4+50 SURF. 11. 7 117.4 126.0 93
• JUL 7 SW-49 CIRCULO SANTIAGO, STA.3+00 -6' 13.6 121.0 126.5 95
·SW-50 CIRCULO SANTIAGO, STA.4+75 -6' 12.3 122.8 126.5 97
SW-51 CIRCULO SANTIAGO, STA.6+60 -6' 13.0 118.7 126.0 94
JUL 8 SW-52 CIRCULO SANTIAGO, STA.3+50 -4' 11. 7 113.4 126.0 90 • SW-53 CIRCULO SANTIAGO, LATERAL,
STA. 2+99 -4' 12.3 122.6 126.0 97
SW-54 CIRCULO SANTIAGO, LATERAL,
STA. 4+74 -4' 13.0 114.9 126.0 91
SW-55 CIRCULO SANTIAGO,STA.5+75 -4' 13.6 119.0 126.0 94
SW-56 CIRCULO SANTIAGO, LATERAL,
• STA. 6+75 -4' 12.3 117.3 126.0 93
JUL 9 SW-S7 CIRCULO SANTIAGO, STA. 4+00 -2' 11. 7 117.9 126.5 93
SW-58 CIRCULO SANTIAGO,STA.6+00 -2' 13.6 122.2 126.5 96
• wt 7/27/81 WoodwardeClyde~ " CONaUL TINQ .HGIH ...... a.OL.OOI.T.
AND aNVlftON •• NTAL. Ie. aNTI a,.
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COMPACTION TEST RESULTS
Jo. NAMIt PUEBLO DEL ORO
Jo. NUM.ER 59331W-FC01 (SEWER BACKFILL)
DATE. COVERED JUNE 24, 1981 THROUGH JULY 15, 1981
DATil .... T IIIlTIl.T LOCATION SURFACE NU .... 1l1I 0'
JUL 9 SW-59 CIRCULO SANTIAGO, LATERAL,
STA. 4+32 -2 1
SW-60 CIRCULO SANTIAGO, LATERAL,
STA. 3+20 -2 1
SW-61 CIRCULO SANTIAGO, LATERAL,
STA. 5+92 -2'
SW-62 SW-59 CIRCULO SANTIAGO, LATERAL,
STA. 4+32 -2'
JUL 10 SW-63 CALLE CABALLERO, STA.5+30 -6'
SW-64 CALLE CABALLERO, LATERAL,
STA. 5+67 -4'
SW-65 CALLE CABALLERO, LATERAL,
STA. 4+99 -2'
SW-66 CALLE CABALLERO, STA.5+50 SURF.
JUL 13 SW-67 LOT 9, PAD 54, N. E. CORNER -6'
SW-68 LOT 9, PAD 54, N.W. CORNER -4'
SW-69 AVENIDA MAGNIFICA, 20' E.
OF M.O.#16 -6'
JUL 14 SW-70 AVENIDA MAGNIFICA, SO'E.
OF M.O.#6 -4'
SW-71 AVENIDA MAGNIFICA, LATERAL,
STA. 2+28 -2'
SW-72 AVENIDA MAGNIFICA, LATERAL,
STA. 3+10 -2'
SW-73 LOT 9, PAD 54, CENTER -2'
JUL 15 SW-74 LOT 9, PAD 54, CENTER SURF.
SW-75 AVENIDA MAGNIFICA, 40' E.
OF M.O.#16 SURF.
wt 7/27/81
DATE REJI'ORTED 9/16/81
PAGE SW-3 OP SW-3
MOI.TUlla FIELD ~.OIIA TO"Y CONTaNT DIlN.ITY _.In
.. lillY WT. pe, pe,
12.3 ll2.3 126.5
12.3 123.5 126.5
13.0 ll7.5 126.5
13.6 116.4 126.5
13.6 116.1 126.5
12.3 118.5 126.5
12.3 115.8 126.5
13.6 117.0 126.5
11. 7 118.6 126.5
13.6 120.1 126.5
11.1 ll8.7 126.5
12.3 118.0 126.5
13.0 116.8 136.5
13.0 115.3 126.5
13.6 11S.6 126.5
12.3 ll8.9 126.0
13.0 117.0 126.0
,CONaUi..TIHQ .NG.H ...... aaOL ••• aT,
AND .NVU'OHMaNTAL aC'.NT,aTa
.~TIVa
COMPACTION
.. 0 .. LAa. DaN ..
87
97
92
92
91
93
91
92
93
94
93
93
92
91
91
94
92
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150
14 0
130
120
110
100
90
PLASTICITY CHARACTERISTICS 1
Liquid Limit, % 27
Plasticity Index, % 6
Classification by Unified Soil ~M-SC Classification System
, \ 1\
~ \ 1\ ZERO AIR VOIDS CURVES
\ 1\ \" 2.80 SG
\ \ 2,70 SG
\ 1\ 2.60 SG
\ \ \ 2.50 SG
\ 1\ ' , \ r\
1\ 1\ \
\ 1\
1\ \ [\
\ [\ \
3 !I .\ \ t\
/ [7 r\\ \' \
1 '1/ \.\ ~\ ,....., ~~ \ \ -if \\ ~\ u \'~ \ \ \ 0.2
t-" / \\ 1\ \\ :z: ~ T ~\ \ \ w I
==
1 \ \ ~\ ...
Z \ \ i\ ::> \ \ 1\\ >-a: ! ~""' ~ i\ 0 I
2
33
15
SC
3 1~88LESI GRAVEL I SAND f I SILT & CLAY I
•. clf.clml. •
28
10
SC
100
~ 80
~60 Q. ...
f5 40 u a:
~ 2 o
o
r'\
3
1
I
...... r-...
[\ \
\\ \ 2
~ \
I
.\
\ \. '"'" '\.\. " " ,
I L
1 000 100 10 1.0 0.1 0.01 0.001
GRAIN SIZE, mm
MECHANICAL ANALYSIS
DIRECT SHE AR TEST DATA 1 2 3
Dry Density, pet
Initial Water Content, %
Final Water C ontent, %
Apparent Co hesion, psf
Apparent Fri ctlon Angle, degrees
SWELL TES T DATA 1 2 3
Initial Dry De nsity, pcf 10 114
Initial Water Content, % 12 10
Final Dry De nsity, pef 100 113
Final Water Content, % 23 14
\ \ 1\' I-.Load, pst
1\ 1\' ~\
160 160
Swell, percent 6.9 0.3
r-,.,' .\ \.
\ .~ :\. ' \. i\. ~\
" 1\,\ l\. SAMPLE LOCATION
Maximum Dry 1 2 3 ~'\ ." \.
Density, pet 123.5 119.5 126.0 '\ .'\ " Optimum Moisture '\ , ~
Content, % 10.0 11.5 9.5 I" , ~
1 CUT SLOPE,S.W. COR. SITE
2 .S.w IRNRR
3 l,3UTTRESS CUT, S.W. COR.
I MOISTURE CONTENT, % " ~1
10 20 30
LABORATORY COMPACTION TEST
40 LABORATORY COMPACTION
TEST METHOD: ASTM D 1557 70 A
FILL SUITABILITY TESTS
PUEBLO DEL ORO
DRAWN BY: ch I CHECKED BY~ PROJECT NO: 59331W-FCOI I DATE: 5/14/81 r FIGURE NO: 1
wt 5/13/81 WOOOWARD·CLYDE CONSULTANTS
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• 150
• 140
• 130
• 120
• 110
• 100
• 90
•
PLASTICITY CHARACTERISTICS 4 5 6 f . SILT & CLAY
~~ " \ '. 1---6
\ \ 1\
liquid Limit, % 34 35 46
Plasticity Index, % 17 18 27
Classification by Unified Soil SC CL CL Classification System
100
5 ..l \ ,
\
4 1\ \
\.. 'jc ,
~ ~ ~
.......... "':
t t I I o
000 100 10 1.0 0.1 0.01 0.001
GRAIN SIZE, mm
MECHANICAL ANAL YSIS
, \ 1\ a:
~ 2 ~ \ ~ ZERO AIR VOIDS CURVES
\ i\ " 2.80 SG
\ \ 2.70 SG 1
\ 1\ 2.60SG 'h
\ ~ \ 2.50 SG
o
\~ , \ r\
\ ~ \
\ 1\' DIRECT SHE
\ 1\ \ Dry Density, \ ~ \ Initial Water II , \ ~ 4
\ ~\ \ Final Water C
Apparent Co / /~ "\ ~,
I \' \ ~ Apparent Fri
AR TEST DATA 4
pct
5 6
ontent, %
Content, %
hesion, pst
ction Angle, degrees
-I \ ~ ~,
u f---o~/ I \.oJ \ ~ Co 5 I-.\ ~ ~\ :r (!) V \' '\ \ SWELL TES w T DATA 4 5 6
~ 6 \ '\ \\ Initial Dry De I-
Z / " \ t\ Initial Water :::> \ \ 1\' > Final Dry Den
11 111 102
10
111
nsity, pef
sity, pef
Content, %
a: r\.~ ~, [\ 0 ; Final Water Content, % 17 21 29
\\ 1\' Load, pst
1\ If\.' '"\
I-160 160 160
Swell, percent 2.7 4.8 9.2
1\' ,\ If\.
\ ,\. f\' !, If\. ,,\
1\.' \ l\. SAMPLE LOCATION
Maximum Dry 4 5 6 "~~ l" ~
Density, pet 126.5 122.0 114.5 '\ ,,\ ~"" 4 HOSP. WAY BUTTRESS
Optimum Moisture '\ l\: r\'
Content, % 10.0 12.5 15.0 '" ~ ~
.; NnRTH ~TDE. LOT 10
6 LOT 11
I MOISTURE CONTENT, % ~ ,.,
10 20 30 40 LABORATORY COMPACTION
LABORATORY COMPACTION TEST
FILL SUITABILITY TESTS
PUEBLO DEL ORO
TEST METHOD: A5TM P 1557 70 A
• DRAWN BY: ch I CHECKED BY:l~\iI PROJECT NO: 59331W-FCOI r DATE: 5/14/81 I FIGUR. NO: 2
wt 5/14/81 WOODWARD·CLYDE CONSULTANT$
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3467 Kurtz Street
San Diego, California 92110
714-224-2911
May 25, 1982
Project No. 59331W-FC01
Broadmoor Homes, Inc.
3911 Sorrento Valley Boulevard
suite B
San Diego, California 92111
Woodward·Clyde Consultants
Attention: Mr. Ronald Van Daele
SLOPE SLOUGHING
PUEBLO DE ORO
(CARLSBAD TRACT 79-27)
CARLSBAD, CALIFORNIA
Gentlemen:
In accordance with your request, we have made observations
regarding the recent slope sloughing at the Pueblo de Oro
subdivision (Carlsbad Tract 79-27). The problem areas involve
portions of the north facing and east fac~ng slopes adjacent to
the site boundaries that extend from the southwest corner of
Hosp Way and the newly constructed Calle Arroyo in the City of
Carlsbad, California. The purpose of our work is to document
the slope conditions, express an opinion as to the cause of the
distress, and present recommendations toward possible mitiga-
tion of the problems.
The site was visited on March 19, 1982 by the undersigned in
the company of Mr. Ron Van Daele of Broadmoor Homes, Inc. and
Mr. Max Harrison of Interstate west. An additional visit was
made on March 31, 1982 by a staff geologist from our firm in
order to map the sloughing areas and examine the affected'
soils.
In addition, we have reviewed our files on the subject sub-
division including our update soils report revised October 20,
1980 and our fill control report dated Septemb~r 8, 1981.
Our observations and discussions with Mr. Ron Van Dae1e indi-
cate that shallow-seated failures have occurred on the face of
the 1~: 1 (horizontal to vertical) slopes in the study area
during -recent months i four recent events occurred after the
heavy rains of March 17, 1982. These recent sloughs, which
-were deeper and involve more displaced material than previous
events, are addressed specifically in our investigation.
Consu!tlng Enqlneers, Geologists
and EnVIronmental SCientists
Offices Ir. Other PrinCipal Cities
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Broadmoor Homes, Inc.
May 27, 1982
Project No. 5933lW-FCOl
Page 2
Woodward· Clyde Consultants
Two of the sloughs occurred south of Hosp Way at the top of a
north facing buttressed slope above the east parking area for
Lot 8. They are centered approximately 40 feet and 50 feet
east of the western edge of the parking pad. The sloughs are
from 5 to 8 feet across and range from 1 to 2 feet in depth.
The upper 2 to 4 feet of the slope in this area consists of a
variable thickness of native topsoil which is faced with a thin
layer of fill at the top of the buttress. A drainage basin
lies beyond the property limits to the south of the slope.
The drainage pattern in this watershed allows ponding of water
during the wet season in the relatively flat areas adjacent to
the slope top. The. natural topsoils in this area appear to be
more permeable than the underlying formational materials; we
suspect that water ponded in the basin south of the slope and
percolated into the topsoil layer, piping beneath the brow
di tch and into the buttress fill near the topsoil/formational
soil contact.
The seepage into the fill appears confined to the upper 2 to
6 feet of the buttress and is not controlled by the buttress
drain system, which by design, is at least 10 feet below the
slope surface. The resultant saturation of the soil in this
zone reduces the strength of the materials and sloughing
occurs. This particular watershed-topsoil-buttress fill rela-
tionship exists along an approximately 100-foot section of the
slope to the west of the described slough area. Future slough-
ing is likely within this area during periods of saturation.
An additional area of recent sloughing is located near the base
of the aforementioned north facing slope. It is near the west
end of the retaining wall extending from the southeast corner
of the parking area of Lot 8. The slough is approximately
4 feet across and has affected soils to a depth o·f approxi-
mately 12 inches.
Recent sloughing has also occurred on the east facing cut slope
along Calle Arroyo between the upper and the mid-slope drainage
ditches, at a point approximately 160 feet south of the inter-
section with Hosp Way. This slough was approximately 12 feet
in width and up to approximately 4 feet in depth. Water pond-
ing conditions were observed above the slope in the area, and
some undermining of the slope top drainage ditch was noted.
Based on an examination of grading plan topography, noticeable
shallow channels existed on the previously cut slope (north and
east facing) in the areas of these sloughs. Based on our field
observations, we suspect that during fine slope trimming of the
slopes, loose bladed soil may have fill~d the channels. The
loose soil later sloughed after saturation.
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Broadmoor Homes, Inc.
May 27, 1982 Woodward· Clyde CC)nsultants
Project No. 5933lW-FCOl
Page 3
Another area of surficial slope distress was observed south of
the slough described in the previous paragraph. starting at a
point opposite Via Los Santos and angling up to the top of the
slope, a scarp up to 1 foot high has developed where we believe
the edge of a buttress fill lies. We suspect that the upper
'zone of the buttress fill has sloughed away from the natural
slope face, thereby creating the observed scarp" in this area.
Aside from the distress zones described above, several less
recent sloughs less than 1 foot deep were observed in the same
slopes. In addition, a 20-foot long surficial soil crack was
noted originating slightly below the bench in the middle of the
east facing cut slope along Calle Arroyo. The fissure extends
south from a point approximately 180 feet south of the inter-
section of Calle Arroyo with Hosp Way.
Based on our observations and our experience, it is our opinion
that all the observed sloughs are characteristic of shallow
slope sloughing which can occur on a l~:l slope during periods
of saturation. The sloughing appears to be confined to the
outer 6 inches to 4 feet of the slope face. Our field investi-
gation revealed no evidence of deep-seated failure .
. As we discussed in our update report of October 20, 1980,
slopes constructed at inclinations steeper than 2:1 are partic-
ularly susceptible to shallow sloughing, especiallY during
periods of heavy rainfall and/or when excessive irrigation has
resulted in saturation of the near surface soils. We indicated
also that periodic rebuilding of the outer 1 to 3 feet of the
slope might be required.
Two measures that could be employed to" mitigate future slough-
age in certain areas are:
o
o
The ponding area above Calle Arroyo may be graded to
provide positive drainage away from the slope and to
the north, paralleling the slope top. This area is
actually offsite and permission for grading may
present a problem.
In the sloughage zone above Hosp Way where offsi te
ponding of water has influenced the soil saturation,
a cut-off trench drain may be placed across the top
of the slope. The trench, which is illustrated on
the attached Figure 1, should extend down below the
topsoil horizon into the less permeable formational
soils and should be filled with Class I I permeable
material. A perforated pi2e placed in the bottom of
the trench will collect water that should drain into
the existing storm drain system. The trench" should
be inspected to evaluate depth of embedment.
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Broadmoor Homes, Inc.
May 27, 1982
Project No. 59331W-FC01
Page 4
Woodward· Clyde Consultants
If you have any questions concerning this report, please give
us a call.
Very truly yours~
WOODWARD-CLYDE CONSULTANTS
~~
Richard P. While
R.E. 21992
RPWjJBjeej
Attachment
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3467 Kurtz Street
San Diego. California 92110
714-224-2911
April 2, 1982
Project No. 5933lW-FCOl
Broadmoor Homes, Inc.
Woodward·Clyde Consultants
3911 Sorrento Valley Boulevard
Suite' B
San Diego, California 92111
Attention: Mr. Ron Van Daele
COMPACTION TEST RESULTS
STREET SUBGRADE, BASE,
AND WALL BACKFILL
PUEBLO DE ORO
CARL~BAD, CALIFORNIA
Gentlemen:
Attached are the results of field density tests performed at
the subejct site at your request and under your direction.
These tests were performed on the dates and at the locations
indicated; they were performed in accordance with ASTM
Method No. 01556-64. Also attached are the results of
laboratory compaction tests performed in accordance with
ASTM Test Method No. 01557-78 on samples of the materials
used for fill and backfill.
To our knowledge., these tests represent the relative compac-
tion and water contents at the locations tested. Our opinions
as to the relative compaction, water content, or suitability
of the fill in areas not tested will be expressed only where
we have observed the placement of such fill, and we are
satisfied that construction procedures followed in untested
areas are represented by the areas tested.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
Richard P. While
R.E. 21992
RPW/EHP/rs
Attachments
(4) Broadmoor Homes, Inc.
(1) City of Carlsbad
Consulting Engineers. Geologists
and EnVIronmental SCientists
Offices In Other Principal Cities
• COMPACTION TEST RESULTS
JOII NAME PUEBLO DEL ORO OATe: REPORTED 4/2/82
Joa NUMBER 59331W-FCOI (SUBGRADE AND BASE)
• OATES COVERED OCTOBER 29, 1981 THROUGH NOVEMBER 25, 1981 PAGE S-l 0,.. S-3
MOI.TUlla I'laLD IoA.OIIATOIIY "aloATlva OATil: T1IST III1:TII:ST LOCATION ELEVATION C:ONTll:NT DII:NSITY oaN.ITY CO .... ACTION NU ... EII 0,. 01' TEST ,OilY WT. PC,. pcp % Ol'u.. OEH ••
SUB GRADE • OCT 29 S-l HOSP. WAY, STA.18+50 SG 12.3 122.4 126.0 97
S-2 " " " 15+00 SG 13.0 117.3 126.0 93
S-3 " " " 13+00 SG 12.3 123.9 126.0 98
S-4 S-2 " " " 15+00 SG 13.0 122.1 126.0 96
• NOV 2 S-5 AVENIDA MAGNIFICA,
OPP. PAD 65 SG 10.5 117.2 123.5 95
S-6 AVENIDA MAGNIFICA,
OPP. PAD 70, PKG. AREA SG 11.1 119.1 123.5 96
S-7 AVENIDA MAGNIFICA,
• OPP. PAD 57 SG 10.7 120.4 123.0 97
NOV 3 S-8 AVENIDA MAGNIFICA,
OPP. PAD 58 SG 10.7 123.5 123.0 96
S-9 AVENIDA MAGNIFICA,
OPP. PAD 55 SG 12.3 126.0 123.0 98
• TOP OF
BASE
NOV 4 S-10 HOSP. WAY, STA.19+00 T.O.B. 10.7 125.1 131.0 95
S-11 " " " 16+00 T.O.B. 12.3 128.1 131.0 97
S-12 " " " 14+50 T.O.B. 13.4 127.1 131.0 97. • NOV 5 S-13 AVENIDA MAGNIFICA,
OPP. PAD 64 T.O.B. 12.4 125.5 131.0 95
S-14 AVENIDA MAGNIFICA,
OPP. PAD 69 T.O.B. 1l.1 129.1' 131.0 98 • S-15 AVENIDA MAGNIFICA,
OPP. PAD 58 T.O.B. 10.7 129.5 131.0 98
S-16 PRIVATE STREET, OPP.
PAD 46 T.O.B. 13 .0 126.5 131.0 96
SUB GRADE • NOV 18 S-17 CALLE ARROYO, STA. 1+00 SG 11.5 130.2 126.0 100+
S-18 " " " 3+00 SG 10.5 124.0 126.5 98
S-19 " " " 6+00 SG 11.1 120.6 126.0 95
S-20 VIA FRANCISCA, OPP.
PAD 36 SG 12.3 116.3 126.0 92 • S-21 VIA FRANCISCA, OPP.
PAD 40 SG 1l. 7 121.6 126.0 96
S-22 VIA FRANCISCA, OPP.
PAD 43 SG 9.9 121.0 126.0 96
• wt 12/1/81 Woodward· Clyde ConsuHants "
CONSUt.,TING ENGINE.It., GEOL.OGISTS
AND ENV,ft:ONMaHTAL. SCIENTISTS
.,' COMPACTION TEST RESULTS
Jail NAME PUEBLO DEL ORO
JOB NUMBER 59331W-FC01 (SUBGRADE AND BASE)
• DATES COVERED OCTOBER 29, 1981 THROUGH NOVEMBER 25, 1981
DATI:
• NOV 18
•
NOV 19 •
•
NOV 20 •
•
NOV 23
•
..
S-22
S-23
5-24
S-25
S-26
S-27
S-i8
S-29
5-30
S-31
S-32
5-33
S-34
S-35
S-36
S-37
S-38
S-39
S-40
S-41
S-42
• wt 12/1/81
RETEST
Or'
S-21
S-30
S-36
LOCATION
VIA FRANCISCA, OPP.
PAD 43
VIA FRANCISCA, OPP.
PAD 36
\', PRIVATE STREET, OPP.
PAD 50
CALLE ARROYO, STA. 5+50
II II II
II II II
CALLE CABALLERO,
STA. 1+00
CALLE CABALLERO,
STA. 3+00
CALLE CABALLERO,
STA. 6+2D
CALLE CABALLERO,
STA. 6+20
VIA LOS SANTOS,
OPP. PAD 25
VIA LOS SANTOS,
OPP. PAD 27
VIA LOS SANTOS,
OPP. PAD 30
2+80
0+75
VIA CLEMENTE, OPP. PAD 20
CIRCULO SANTIAGO,
OPP. PAD 11
CIRCULO SANTIAGO,
OPP. PAD 11
CIRCULO SANTIAGO,
OPP. PAD 3
CIRCULO SANTIAGO,
OPP. PAD 6
CIRCULO SANTIAGO,
OPP. PAD 8
CIRCULO SANTIAGO,
OPP. PAD 16
CIRCULO SANTIAGO,
OPP. PAD 12
ELEVATION
Or'TEST
SUB GRADE
SG
SG
SG
TOP OF
BASE
T.O.B.
T.O.B.
T.O.B.
SUB GRADE -----SG
SG
SG
SG
SG
SG
SG
SG
SG
SG
SG
SG
SG
SG
SG
MOISTUlla
CONTENT
.. DaTWT.
9.9
12.8
11.1
13.0
11.8
10.5
12.4
13.0
12.8
12.3
21.5
12.4
11.8
12.3
11.1
12.3
11.8
10.4
11. 7
11.1
12.4
DATE REPORTED 4/2/82
PAGE S-2 0". S-3
121.0
122.4
120.2
129.9
127.3
125.2
124.4
122.1
115.5
124.0
113.1
121.3
122.8
122.4
117.9
122.9
124.0
122.9
117.6
122.8
121.4
...... OIlATOIIT Ra ..... TIVI:
DENslTT COMPACTION
PC" '4 Or' ....... DIENS •
126.0
126.0
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.0
126.0
126.0
126.0
126.5
126.5
126.0
126.0
126.0
126.5
126.5
96
97
95
99
97
95
98
96
91
98
89.
96
97
97
93
97
98
97
93
97
96
Woodward·CIyde Consultants "
C:ONSUI.TING ENGINEE .... GEOLOGISTS
~ND &NV.,.ON"'KNTAI. SCIENTISTS
• COMPACTION TEST RESULTS
JO&l NAME PUEBLO DEL ORO
JOB NUMBER 59331W-FC01 (SUBGRADE AND BASE)
• CATES COVERED OCTOBER 29, 1981 THROUGH NOVEMBER
DATil ftaT "II:TIlST LOCATION
NUM.EII 01'
• NOV 23 S-43 CIRCULO SANTIAGO,
OPP. PAD 8
NOV 24 S-44 S-40 CIRCULO SANTIAGO,
OPP. PAD 8 • S-45 S-32 VIA LOS SANTOS, OPP.
PAD 25
S-46 VIA FRANCISCA, OPP.
PAD 37
S-47 VIA FRANCISCA, OPP.
PAD 41 • S-48 VIA FRANCISCA, OPP.
PAD 44
NOV 25 S-49 CIRCULO SANTIAGO, OPP.
PAD 11
S-50 CIRCULO SANTIAGO, OPP. • PAD 14
S-51 CIRCULO SANTIAGO, OPP.
PAD 17
S-52 CIRCULO SANTIAGO, OPP.
PAD 7
S-53 CIRCULO SANTIAGO, OPP. • PAD 3
S-54 VIA CLEMENTE, OPP.
PAD 19
S-55 VIA LOS SANTOS, OPP.
PAD 28
S-56 S-46 VIA FRANCISCA, OPP. • PAD 37
•
• wt 12/2/81
25, 1981
ELEVATION
Ol'TEST
SUBGRADE
SG
SG
SG
TOP OF
BASE
" "
" "
TOP OF
BASE
" "
" "
" "
" "
" "
" "
" "
DATE REPORTED 4/2/82
PAGE S-3 0 .. S-3
Mo,aTUlla "'IELD &.A.ORATOR ... "1E&.AT'VIt
CONTIENT DIENaIT" DaNalTY COMPACTION ~ DaTWT. PC, PCI' % 01' &.Aa. DltHa.
11.9 120.6 126.5 95
13.0 121.6 126.0 96
12.0 124.2 126.0 98
19.7 114.0 131.0 87
12.7 131. 3 131.0 100+
11.7 129.2 131.0 98
12.3 132.1 131.0 100+
11.7 131.4 131.0 100+
12~3 127.0 131.0 96
12.4 128.2 131.0 97
11.5 128.1 131.0 97'
13.0 126.8 131.0 96
12.0 127.8 131.0 97
12.4 127.1 131.0 97
Woodward·CIyde Consultants "
CONSUL.TINa ENGIHIEE"., CEOl,.OCISTS
AND ENVIJIIIONNIENTAL SCIENTISTS
• COMPACTION TEST RESULTS
JOol NAME PUEBLO DEL ORO
JOB NUMBER 59331W-FCOI (WALL BACKFILL)
• OATES COVEREC OCTOBER 21, 1981
DATE ,..aT RETEST LOCATION
NUMIEII 01'
OCT 21 WE-I W. SIDE OF CALLE • OPP. STA. 1+50
WE-2 W. SIDE OF CALLE
OPP. STA. 1+85
•
•
•
•
•
•
•
• wt 12/2/81
ELEVATION
OrrTI;ST
ARROYO,
147.9'
ARROYO,
147.9'
DATE REPORTEC 4/2/82
PAGEWB-l OJl'WB-l
MOI8TUII& I"IELD LA.OIIATOIIY IIELATIY&
CONT&NT OENIITY O&NIITY COMPACTION
'!It DIlYWT. fOCI' fOCI' % 01' LAS. 01EH ••
4.2 111.9 122.0 91
7.1 113.1 122.0 92
Woodward.CIyde Consultants "
CONSUL,.TINe ENCINEERS. GEOl.OGISTS
AND &NVlftONMaNTAL. SCIENTISTS
e· COMPACTION TEST RESULTS
•
e
Jail NAME PUEBLO DEL ORO
JOB NUMBER 59331W-FC01 (UTILITY TRENCH BACKFILL)
CATES COVERED SEPTEMBER 22, 1981 THROUGH OCTOBER 1, 1981
DATI:
SEP 22
SEP 23
,...T
NU,.aEIt
U-1
U-2
U-3
U-4
U-5
ItETI:ST
O/'
U-1
LOCATION
HOSP. WAY, OPP. PAD 45
" " " "47
HOSP. WAY, OPP. PAD 45
" "
" "
" "
" "
48
46
SURFACE
-I'
-I'
-I'
SURF.
SURF.
• SEP 24 U-6
U-7
U-8
U-9
U-10
HOSP. WAY, OPP. PAD 68 -1'
•
SEP 25
e
• SEP 28
•
• SEP 29
•
•
U-11
U-12
U-13
U-14
U-15
U-16
U-17
U-18
U-19
U-20
U-21
U-22
U-23
U-24
U-25
U-26
U-27
U-28
U-11
U-21
" "
" "
" "
"
"
"
"
"
"
72
59
67
AVENIDA MAGNIFICA, OPP.
PAD 61
AVENIDA MAGNIFICA, OPP.
PAD 63
AVENIDA MAGNIFICA, OPP.
PAD 63
AVENIDA MAGNIFICA, OPP.
PAD 52
AVENIDA MAGNIFICA, OPP.
PAD 70
CALLE ARROYO,OPP. PAD 18
" " "
" " "
"
"
31
22
VIA FRANCISCA,OPP. PAD 32
" "
" "
"
"
"
"
34
33
VIA LOS SANTOS, OPP. PAD
22
VIA LOS SANTOS, OPP. PAD
24
VIA LOS SANTOS, OPP. PAD
23
VIA LOS SANTOS, OPP. PAD
24
VIA CLEMENTE, OPP. PAD 18
" " "" 18
" " " " 18
CALLE CABALLERO, OPP PAD
8
-I'
SURF.
SURF.
-1'
-I'
-I'
SURF.
SURF.
-I'
-1'
SURF.
-I'
-I'
SURF.
-I'
-I'
SURF.
SURF.
-I'
SURF.
SURF.
-I'
MOI8TUIt&
C:OHTI:HT
.. DltYWT.
10.0
11. 7
13.0
12.3
13.6
12.3
11. 7
10.5
12.3
13.6
14.3
12.3
13.0
13.6
12.3
11. 7
12.3
11. 7
10.5
12.3
11.1
12.3
12.3
13.0
10.5
11.1
10.5
11. 7
OATE REPORTED 4/2/82
PAGE U-l 0,. U-2
"'I:LO DIlNalTY
rc;I'
111.0
115.0
114.1
116.6
116.1
119.3
118.5
114.8
114.8
117.2
106.3
115.8
114.9
116.4
119.1
118.3
114.3
116.6
115.8
115.3
115.8
111.9
115.9
116.~
ll7.2
113.7
ll5.1
113.6
LA.OItATOItY ItI:LATIYIl
DI:NalTY COMPACTION
PCI' .,. 0 .. LAa. DltHa.
126.0
126.0
126.0
126.5
126.5
126.0
126.0
126.0
126.5
126.5
126.5~
126.5
126.0.
126.0
126.0
126.0
126.5
126.5
126.5
126.0
126.0
126.0
126.0
126.0
126.5
126.5
126.0
126.0
88
91
90
92
91
94
94
91
90
92
84
91
91
92
94
93
90
92
91
91
91
88
92
92
92
90
91
90
Woodward·CIyde Consultants (j
CONSUL. TINa &HGIH&~" •• GEOL.OGISTS
AND I:NVllitONMI.NTAL. SCIENTISTS
• COMPACTION TEST RESULTS
JO&l NAME PUEBLO DEL ORO
JOB NUMBER 59331W-FC01 (UTILITY TRENCH BACKFILL)
• CATES COVERED SEPTEMBER 22, 1981 THROUGH OCTOBER 1, 1981
DATE ,..aT RETEST LOCATION SURFACE HUNaEII 0'
SEP 30 U-29 CIRCULO SANTIAGO, OPP. • PAD 1 -1'
U-30 CIRCULO SANTIAGO, OPP.
PAD 10 -1'
U-31 CIRCULO SANTIAGO, OPP.
PAD 8 -1'
U-32 CIRCULO SANTIAGO, OPP. • PAD 76 SURF.
U-33 CIRCULO SANTIAGO, OPP.
PAD 9 SURF.
OCT 1 U-34 EL CAMINO REAL, OPP.
PAD 76 -1' • U-35 EL CAMINO REAL, OPP.
PAD 2 -1'
U-36 EL CAMINO REAL, OPP.
PAD 1 SURF.
•
•
•
•
•
• wt 10/6/81
DATE REPORTED 4/2/82
PAGE U-2 0 .. U-2
1I0'aTUlI& l"ELa I.A.OIIATOIIY III:I.AT'YE
CONT&NT OENalTY O&N.'TV COMPACTION
~ D"Y WT. PCI' PCP '10 Ol'~. DENa.
10.5 113.7 126.0 90
12.3 113.2 126.0 90
l3.0 115.0 126.0 91
10.5 117.7 126.5 93
8.1 115.2 126.5 91
10.5 114.2 126.0 90
11.1 116.7 126.0 92
11. 7 114.9 126.0 91
Woodward· Clyde ConsuHants {t
CONSUL.TING ENGINIlERS, GKOL.OC,sTS
AND I:NVI .. ONMI£HTAL. SCIENTISTS
•
•
•
•
•
•
•
•
•
•
•
150
140
130
120
110
100
90
PLASTICITY CHARACTERISTICS 8
Liquid limit. % -
Plasticity Index. % -
Classification by Unified Soil
Classification System -
\ !\
\ \ !\ ZERO AIR VOIDS CURVES
\ " \ 2.80 SG
\ \~ 2.70 SG , \ \ 2.60 SG 1>
-9-~ \ \ 2.50 SG
i-\ \ \
I \ \ \
II \ \ '\
10 .~ ~. " ~ \ 1\ r--8-1 ........
/' \ \ \
I \
1\ ~\ 1
\ \ ' r\ \ \ -\ .'i ~\
!.J 1\' \ l\-e. I 1-' \ \ \\ J: (!) r\\ \ [\.. w 3 \ \ r\\ I-
z \ ' \ i\ ::> \ 1\ ~\ >-:
cr;. I \ \ !\ 0 , ;
\
9
-
-
-
10 t-="'f'-=:=+---r-::~--j S I L T & CL.4 Y
--
-
100
~ 80
~ ~60
I-~ 40 t.) a: ~ 2 o
o 1 , , I ,
1 000 100 10 1.0 0.1 0.01 0.001
GRAIN SIZE, mm
MECHANICAL ANALYSIS
DIRECT SHE AR TEST DATA 8 9 10
Dry Density, pet
Initial Water Content, %
Final Water C onten!, %
Apparent Co hesion, pst
Apparent Fri ction Angle, degrees
SWELL TES T DATA 8 9 10
Initial Dry De nsity, pet .:.
Initial Water Content, %
Final Dry De nsity, pet
Final Water Content, %
\ 1\' Load. pst
i\ f\\ ,\ t-"
Swell, percen t ----------~~--------~--~ ~\ \ i\
\ .\. 1\\
I 1 I\, i\ ~
"\. \ LI\ SAMPLE LOCATION
Maximum Dry 8 9 10 ,,'\ ~ ~
Density. pet 129.5 144.0 131.0 '\ .'\ ~~ 8 IMPORT (BASE MATERIAL)
9 IMPORT FROM SOUTH COAST
Optimum Moisture
, ~ ~
10.5 .'\ ~ 10 IMPORT FROM SOUTH COAST Content, % 9.0 6.5
MOISTURE CONTENT, %
10 20 30
LABORATORY COMPACTION TEST
~ :" ~I
40 LABORATORY COMPACTION
TEST METHOD: ASTM D 1557 70 A
FILL SUITABILITY TESTS
WOODRIDGE PHASE II, MONROE STREET EXTENSION
DRAWN BY: mrk I CHECKED By:-qJDI PROJECT NO: 592073-FC03 I DATE: 4/2/82 1 FIGURE NO:
wt 4/1/82 WOOOWARO·CL YOe CONSULTANTS
••
•
•
•
•
•
•
•
•
•
•
150
140
130
120
. 110
100
90
PLASTICITY CHARACTERISTICS 1
Liquid Limit, % 27
Plasticity Index, % 6
Classification by Unified Soil SM-SC Classification System
, "-\ \ 1\ ZERO AIR VOIDS CURVES
\ \ ' \ 2.80 SG
\ 1\ 2.70 SG
1\ \ \ 1\ 2.60 SG
\ \ ' \ 2.50 SG
\ ~ , \ ~
\ \ \
\ 1\
\ \ 1\
\ 1\ \
3 [r .\ \1\
/ V \\ \\ \
1 '/ \.\ r\' V -~\ \ 1\
.... 1 \\ \\ \\ u \\ \ \ 1\ 0.2 i r.: II \\ 1\ ~\ J:
(!) \ :\,.\ \ ~ w / :: I \ I~ ~ I-
Z \\ \ \ :::> \ \ ~\ >-a:: \ \ [\ 0 : i
\ \ \'
2
33
15
SC
3 t SILT & CLAY
28
10
SC
100
~ 80
~ ~60
I-
a:i 40 u a: ~ 2 o
o
"
3
1
I I
'I\.
1\ \
\\ 2
\' \ ,
,\
.. ~ ~ I,\,
\.\ '" .~ ~
I I I I
1 000 100 10 1.0 0.1 0.01 0.001
GRAIN SIZE, mm
MECHANICAL ANALYSIS
DIRECT SH EAR TEST DATA 1 2 3
Dry Density, pcf
Initial Water Content, %
Final Water C ontent, %
Apparent Co hesion, psf
Apparent Fri ction Angle, degrees
SWELL TES T DATA 1 2 3
Initial Dry De nsity, pet 107 114
Initial Water Content, % 12 10
Final Dry De nsity, pef 100 113
Final Water Content, % 23 14
Load, psf 160 160
\ \.' ~\ --
Swell, percen
,\ L\ \.
6.9 0.3 t ------------~--~~--.-~~
\ ,\ \.'
1,\ \. ,\
l\.. ~\ l\. SAMPLE LOCATION
Maximum Dry 1 2 3 ,"\ l"'~
Density, pet 123.5 119.5 126.0 "\ .'\. '\\ .• 1 CUT SLOPE S.W. COR. SITE
2 S. W, 1.t<l'l..t:;K
Optimum Moisture '\ :'\. ~
11.5 " l\: ~ 3 I3UTTRESS CUT, S.W. COR. Content, %
1
10.0 9.5
MOISTURE CONTENT, % i'\ ~.,
10 20 30 40 LABORATORY COMPACTION
TEST METHOD: ASTM D 1557 70 A LABORATORY COMPACTION TEST
FILL SUITABILITY TESTS
PUEBLO DEL ORO
DRAWN BY: ch I CHECKED BY~ PROJECT NO: 59331W-FC01 I DATE: 5/14/81 1 FIGURE NO: 1
wt 5/13/81 WOODWARD·CLYDE CONSULTANTS
'. '. I.
•
•
•
•
•
•
•
•
•
•
•
150
14 0
130
120
110
100
90
PLASTICITY CHARACTERISTICS 4 5
Liquid Limit, % 34 35
Plasticity Index, % 17 18
Classification by Unified Soil SC CL Classification System
, \
\ \ \ ZERO AIR VOIDS CURVES
\ 1\ \ 2.80 SG
\ \ '\ 2.70 SG
\ \ 1\ 2.60SG
\ \ 2.50 SG
\ 1\ , \ ~
\ 1\ \
\ 1\
1\ \ 1\
\. ~ \
4 1/ " \
I / \ ~ , \
7 1/\ \. \\
II / i\~ \1\ -. I '\ \ \\ u r--'-/i W \ i\ Co 5 .... .~ \ \\ J:
(!) / \' \ \. w ~ 6 \ \ ~\ ....
Z / \' ~ i\ ::J \ \ 1\\ >-a: I f\ \ r\ Cl :
\ \ ~'
\ ~' ~ ,\ .\ i\
\ '\ 1\'
1,\ i\. ,,\ , i\. \
Maximum Dry 4 5 6 ~\
Density, pet 126.5 122.0 114.5 " Optimum Moisture
Content, % 10.0 12.5 15.0
I I MOISTURE CONTENT, %
10 20 30
LABORATORY COMPACTION TEST
6 !-=~=+-'-::::':':';:"""-i SILT & CLAY
_46
27
CL
100
~ 80
~ ~60 ....
~
\
\
5
4
" " '. -. 6
\
\
\
t_\ \\ a:i 40 C,) a: '\.. \ .......
~ 2 ~ -. ~
~~ o
o I I
1 000 100 10 1.0 0.1 0.01 0.001
GRAIN SIZE, mm
MECHANICAL ANALYSIS
DIRECT SH EAR TEST DATA 4 5 6
Dry Density, pet
Initial Water Content, %
Final Water Content, %
Apparent Co hesion, pst
Apparent Fri ction Angle, degrees
SWELL TES T DATA 4 5 6
Initial Dry De nsity, pct 114 111 102
Initial Water Content, % 10
Final Dry De nsity. pet III
Final Water Content, % 17 21
Load, pst 160 160 160
Swell, percen t 2.7 4.8 9.2
l\. SAMPLE LOC ATION
,,\ r\.
.~ "'~ '\ '\. 1\."
" " ~
P. WAY BUTTRESS
"'T'H C::TDE LOT 10
11 6
4 HOS
~ ~1
40 LABORATO RY COMPACTION
TEST METH 00: AS:rM 0 1552 2Q ~
FILL SUITABILITY TESTS
PUEBLO DEL ORO
DRAWN BV: ch CHECKED BV:~t.\(. PROJECT NO: 59331W-FC01 DATE: 5/14 /81 I FIGURE NO: 2
wt 5/14/81 WOODWA RD·CLYDE CONSULTANTS
•
•
•
•
•
•
•
•
•
•
•
3467 Kurtz Street
San Diego, California 92110
714-224-2911
October 20, 1981
project No. 59331W-FC01
Broadmoor Homes, Inc.
3911 Sorrento Valley Boulevard
Suite B
San Diego, California 92121
Attention: Mr. Ron Van Dae1e
TEST RESULTS
PUEBLO DE ORO
CARLSBAD, CALIFORNIA
Gentlemen:
Woodward·Clyde Consultants
Attached are results of R-value tests performed by Testing
Engineers -San Diego on samples taken from the subject
project.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
Richard P. While
R. E. 21992
RPW/rs
Attachments
(3) Broadmoor Homes, Inc.
(1) City of Carlsbad
Consulting Engineers Geologists
and Environmental SCientists
Offices In Other Principal Cities
•
•
i 1/ Testing Engineers-San Diego
';'!" 4· . ..P. 3467KurtzSt., P.O. Box80985,SanDiego, Ca. 92138 (714)225-9641 ." .. ,,-7j~"1 1903 West Vista Way, Unit B, Vista, California 92083 (714) 758-3730
FORM 6
LABORATORY NUMBER SD36-4000 REPORT OF SOIL TESTS DATE Oc tober 21, 1981
JOB DATA: File fF507~ Job 1I59331HFCOl SAMPLE DATA: Submitted to the
laboratory on October 14, 1981,
PROJECT: Pueblo De Oro, Carlsbad • CLIENT: Woodward-Clyde Consultants
3467 Kurtz Street
San Diego, California
R-VALUE DATA
A
A B c:; -.,-
COMPACTOR PRESS -P'S.I. ----<" 130 85 :55
MOIST 0 COMPAC~ION • '" 17.1 18.5 19.8
• DENSITY' IIICu. FT. 109.0 106.7 104.3
R,VALUE • STABILOMETER 17 12 9 -
EXUD. PRESSURE· P'S./. 460 330 '210
• STAB. THICK -FEET 1.19 1.26 1.31
EXPAN. PRESS. THICK-FEET 0.37 0.27 0.13
T. I. (ASSUMED) • .. --• 11 z 1&1 By STAB. 0 300 P.S.I. EXUD. "
U 3 ~~ By EXPANSION PRESSURE ali " --
AT EQUILIBRIUM . 11 •
SAND EQUIVALENT =
• REPORTED To: (1) Woodward-Clyde Consultants
•
• JCB:cd
0
identified as S/'& 116, Calle
Arroyo, opposite pad 18.
BEARING VALUE (CALIFORNIA HIGHWAY METHOD)
COMPACT!1;Q AND SOAKED FOUR DAYS
PENETRATION STANDARD " OF INCHES P.S.I. P.S.1. STANDARD
0.1 1000
0.2 1!!00
0.3 tSloo
0.4 2300
O.!! 2600
MOISTURE AFTER SOAKING _ •••••••••••••••••••
EXPANSION ••.••••••••••••••••••••••••••••
..
COMPACTION TEST:
METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE •••••••••••••••••••••••••
OPTIMUM DRY DENSITY, LBS./CU. FT •••••••••••• , ••
PLASTIC CHARACTERISTICS:
LIQUID LIMIT -
PLASTIC L.IMIT .
PLASTICITY INDEX .
TESTING ENGINEERS' SAN DIEGO
REVIEWED BY
C. Burns~ R.E. fF28752
" "
'"
•
•
Testing Engineers-San Diego
3467KurtzSt., P.O. aox80985, San Diego, Ca. 92138 (714)225-9641
1903 West Vista Way, Unit a, Vista, California 92083 (714) 758-3730
FORM 8
LABORATORY NUMBER SD36-4001 REPORT OF SOIL TESTS DATE October 21, 1981
JOB DATA: File Job 1159331WFC01 SAMPL.E DATA: Submitted to the 11507, laboratory on October 14, 19S1
PROJECT: Pueblo De Oro', Carlsbad
• CLIENT: Wood~-1ard-Clyde Consultants
3467 Kurtz Street
San Diego, California
R-VALUE DATA
• A B C
COMPACTOR PRESS -P.S.I. 350 270 115
MOIST ~ COMPACTION -% 10.4 11.7 13.0
• DENSITY -./Cu. FT. 123.2 119.8 117.2
R-VALUE -STABILOMETER 40 21 14
EXUD. PRESSURE -P'S.I. 700 510 220
• STAB. THICK -FEET 0.86 1.13 1.23
EXPAN. PRESS. THICK-FEET 1.50 0.83 0.40
T. I. (ASSUMED) = 4.5 · ...
By STAB. CP 300 P.S.I. EXUD. 2 15 Z :l CI ...I ~~ By EXPANSION PRESSURE = 27 o . a:
AT EQUILIBRIUM a 15 •
SAND EQUIVALENT =
• REPORTED To: (1) Woodward-Clyde Consultants
•
• JCB:cd
"
0
identified as SIN If] , Via
Clemente, opposite pad 21.
BEARING VALUE (CALIFORNIA HIGHWAY METHOD)
COMPACTED AND SOAKED FOUR DAYS
PENETRATION STANDARD
INCHES P.S.I. P.S.I.
0.1 1000
0.2 I!SOO
0.3 1900
0.4 2300
O.!! 2600
MOISTURE AFTER SOAKING. ' .•••• __ • _ • _________
EXPANSION ••• __ • __ ••. _ . _ •• _ •• __ •• _ • _ • __ ••
COMPACTION TEST:
METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE. _ • __ .• __ •• __ • __ •••••••• _
OPTIMUM DRY DENSITY. LBS./CU. FT. _ •• _ •• _____ • _ •
,
PLASTIC CHARACTERISTICS:
LIQUID LIMIT -
PLASTIC LIMIT -
PLASTICITY INDEX -
TESTING ENGINEERS -SAN DIEGO
REVIEWED BY
%OF
STANDARD
,.
%
%
FORM 6 JF
•
, -Testing Engineers-San Diego (I , i !~{ 52> .:i :
3467KurtzSt., P.O. Box 80985, San Diego, Ca. 92138 (714)225-9641 .,
; •• ~. ~4' •• >!' ~~~
J 1903 West Vista Way, Unit B, Vista, California 92083 (714) 758-3730 ~ • LABORA70RY NUMBER SD36-4002 REPORT OF SOIL TESTS DATE October 21~ 1981
JOB DATA' File 1I507~ Job f!5933lWFCOl SAM?LE DATA: Submitted to the
laboratory on October 14~, 1981~
PROJECT: Pueblo De Oro~ Carlsbad identified as SiN 118, Via Los • Santos, opposite pad 29.
CL.IENT: \ioodward-C1yde Consultants
3467 Kurtz Street
San Diego~ California
R-VAL.UE DATA BEARING VALUE (CALIFORNIA HIGHWAY METHOD) • COMPACTED AND SOAKSD FOUR DAYS
A B C D
COMPACTOR PRESS -P.S.I. 200 120 80 PENETRATION STANO'ARD %0 ..
INCHES P.S.I. P.S.I. STANDARD
0.1 tOOO
MOIST @ COMPAC~ION -" 13.1 14.5 15.8 0,2 1!l00
-DENSITY -.. /Cu. FT.
0.3 IgOO
119.7 115.8 112.8 0.4 2300
O.!! 2eoo
R:VALUE -STABILOMETER 22 16 10 MOISTURE AFTER SOAKING •••••••••••••••••••• %
EXUD. PRESSURE -P.S.I. 490 270 210 EXPANSION ••.•••.••.••••••••••••••••• _ ••• %
• STAB. THICK -FEET 1.12 1.20 1.29
COMPACTION TEST:
EXPAN. PRESS. THICK·FEET 0.23 0.20 0.13 METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE ••••••••••••••••••••••••• %
T. I. (ASSUMED) " --OPTIMUM DRY DENSITY. LBS.lCU. FT. •••••• _ ••• ' •••• • .
z w By STAB. ~ 300 P.S.I. ExuD. " 18
CI :3 PLASTIC CHARACTERISTICS: ~~ By EX?ANSION PRESSURE = --Cl • LIQUID LIMIT a: -I
I
AT EOUILIBRIUM . 18 PLASTIC LIMIT -• PLASTICITY INDEX -I
SAND EQUIV ... LENT =
• REPOR,ED To: (1) Woodward-Clyde Consultants
•
TESTING ENGINEERS -SAN DIEGO
REVIEWED BY
• JCB:cd ~a_~ nt:Burns, R.E. 28752
•
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Testing Engineers-San Diego
3467Kurtz St., P.O. Box 80985, San Diego, Ca. 92138 (714)225-9641
1903 West Vista Way, Unit B, Vista, California 92083 (714) 758-3730
LABORATORY NUMBER SD36-4003 REPORT OF SOIL TESTS DATE October 21, 1981
JOB DATA' File 11507, Job fl59331WFCOI SAM?:..::: DATA: Submitted to the
laboratory on October 14, 1981
PROJECT: Pueblo De Oro, Carlsbad and identified as SiN /19
via Francisca opposite pad 37.
CLIENT: Woodward-Clyde Consultants
3467 Kurtz Street
San Diego, California
R-VALUE DATA BEARING VALU::: (CALIFORNIA HIGHWAY METHOD)
COMPACTED AND SOAKED FOUR CAYS
A B C D
COMPACTOR PRESS -P.S.I. PENETRATION STANDARD " OF 260 180' 100 INCHES P.S.J. fI.S.1. STANDARD
MOIST II COMPACTION'" 11.8 12.7 13.5
• DENSITY' ,.ICu. FT. 122.2 118.7 117.9
R-VALUE • STABILOMETER 26 18 14
EXUD. PRESSURE' P.S.I. 590 310 220
• STAB. THICK -FEET 1.06 1.18 1.23
Ex PAN. PRESS. THICK' FEET 0.87 0.70 0.57
T. I. (ASSUMED) ,. 4.5
• 18 z IaI By STAB. @ 300 P.S.1. EXUD. ,.
CJ :l -m~ By EXPANSION PRESSURE ,. 33 Cl • a::
AT EOUILIBRIUM ,. 18 •
SAND EQUIVALENT =
•. REPORTED To: (1) ~-lood\vard-Clyde Consultants
•
• JCB:lh
0.1 1000
0.2 ISOO
0.3 1900
0:4 2300
O.S 2600
MOISTURE AFTER SOAKING ••••••••••••••••••••
EXPANSION •••••••••••.•••••••.•.•••••••••
COMPACTION TEST:
METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE .••••.•••••••••••••••••••
OPTIMUM CRY DENSITY. LBS./CU. FT •••••••••.•••••
PLASTIC CHARACTERISTICS:
L.loUID L.IMIT -
PLASTIC L.IMIT -
PLASTICITY INDEX -
TESTING ENGINEERS, SAN DIEGO
REVIEWED BY
rC/.L~4'
John C. Burns, R.E. 1128752
%
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•
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" Testing Engineers-San Diego
,_II"~ 1 • .:J.! 3467 Kurtz St., P. O. Box 80985, San Diego, Ca. 92138 (714) 225-9641
1903 West Vista Way, Unit B, Vista, California 92083 (714) 758-3730 • LABORATORY NUMBER SD36-4004 REPORT OF SOIL TESTS DATE October 21, 1981
JOB DATA: File 11507, Job 115933Ul FC01
PROJECT: Pueblo De Oro,'Carlsbad •
--
CLIENT: ~.,roodward-Clyde Consultants
3~67 Kurtz Street
San Diego? California 92110
R-VALUE DATA
A B C
COMPACTOR PRESS -P.S.J. 255 145 85
MOIST 0 COMPACTION' % 12.5 13.8 15.1
eDENSITY -,/Cu. Fr. 120.8 117.4 114.0
R-VALUE -STABILOMETER 22 15 12
EXUD. PRESSURE -P.S.I • 800 370 280
• STAB. THICK -FE£T 1.12 1.21 1.26
EXi"AN. PRESS. THICK·FEET 0.50 0.30 0.13
T. I. (ASSUMED) =
• 13
o
z w By STAB. @I 300 P.S.I. EXUD. =
~ 3'~ ________________________________________________ ~1
0.~ Ci . By EXPANSION PRE:SSURE =
Cl:
AT EQUILIBRIUM = 13
e
SAND EQUIVALENT =
e REPORTED To: (1) Woodward-Clyde Consultants
•
• JCB:fh
SAMPLE DATA: Soil sample submitt(
to the laboratory on October 14
1981 and identified as SiN RV#l(
via Francisca opposite pad 43 •
BEARING VALUE (CALIFORNIA HIGHWAY METHOD)
COMPACTED AND SOAKED FOUR DAYS
PENETRATION STANDARD %OF
INCHES P.S.J. P.S.I. STANDARD
0.1 1000
0.2 1500
0.3 1900
0.4 2300
0.5 2600
MOISTURE AFTER SOAKING. • • • . • • • • . • • • • • • • • • • %
EXPANSION .••••••••••••••••••••••••••••••
COMPACTION TEST:
METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE. • • • • • • • • • . • • • • . • . • • • • • • • ,.
OPTIMUM DRY DENSITY. LBS.lCU. FT .•••.••.••••••.
PLASTIC CHARACTERISTICS:
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
TESTING ENGINEERS -SAN DIEGO
REVIEWED BY
~C~ ohn C. Burns, R.E. #28752
FORM 6 J
•
•
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Testing Engineers-San Diego
3467 Kurtz St., P. O. Box 80985, San Diego, Ca. 92138 (714) 225-9641
1903 West Vista Way, Unit a, Vista, California 92083 (714) 758-3730
LABORATORY NUMBER SD36-400S REPORT OF SOIL TESTS DME October 21, 1981
JOB DATA: File IIS07, Job IIS933Ul FCOI SAMPLE DATA: Soil sample submitt(
PROJECT: Pueblo De Oro, Carlsbad • CLIENT: t-loodward-Clyde Consultants
3467 Kurtz Street
San Diego, California 92110
R-VALUE DATA • A B C
COMPACTOR PRESS -P.S.I. 165 110 80
MOIST ~ COMPACT'ON -% 20.3 21.6 23.0
• DENSITY -./Cu. FT. 106.9 104.1 101.3
R-VALUE -STABILOMETER 21 13 11
EXUD. PRESSURE -P'S.I. 580 470 260
• STAB. THICK -FEET 1.13 1.25 1.28
EXPAN. PRESS. THICK·FEET 1.07 0.83 0.67
T. I. (ASSUMEO) .. 4.S • Z III By STAB. @ 300 P'S.I. EXUD. = 11
CJ 3 ~~ By EXPANSION PRESSURE = 23 o . a:
AT EQUILIBRIUM .. 11 •
SAND EQUIVALENT =
• REPORTED To: (1) Hoodward-C1yde Consultants
•
• JCB:fh
D
to the laboratory on October 14
1981 and identified as SiN tEl:
Calle Caballero opposite pad 11
BEARING VALUE (CALIFORNIA HIGHWAY METHOO)
COMPACTE:D ANO SOAKED FOUR DAYS
PENETRATION STANDARD " OF INCHES P.S.I. P.S.!. STANDARC
0.1 1000
0.2 1500
0.3 1900
0.4 2300
0.5 2800
MOISTURE AFTER SOAKING ..•••••••••••••• _ •••
EXPANSION ..••••••••••••• __ • _ •• _ •••• _ ••••
COMPACTION TEST:
METHOC -CALIFORNIA BEARING
OPTIMUM MOISTURE .••••••••••••••••••••••••
OPTIMUM DRY DENSITY. LBS.lCU. FT •••••••••••••••
PLASTIC CHARACTERISTICS:
LIQUIO LIMIT -
PLASTIC LIMIT -
PLASTICITY INDEX -
TESTING ENGINEERS -SAN DIEGO
REVIEWED BY
Burns, R.E. #287S2
%
%
%
-
• Testing Engineers-San Diego
i. ;.
. ~. '\ . ';,:
•. ' .. ' .,/il
./ 3467 Kurtz St., P. O. Box 80985, San Diego, Ca. 92138 (714) 225-9641
1903 West Vista Way, Unit B, Vista, California 92083 (714) 758-3730 • BORATORY U -N MBER SD36 4006 REPORT OF SOIL TESTS DATE October 21 1981
JOB DATA: File 11507, Job #5933lH FC01 SAM?LE DATA: Soil sample submitte
to the laboratory 10/14/81 and
PROJECT: Pueblo De Oro, Carlsbad identified as SIN 1112, Calle
• Caballero opposite pad 75.
CLIENT: Woodward-Clyde Consultants
3467 Kurtz Street
San Diego, California 92110
R-VALUE DATA ~ BEARING VALUE (CALIFORNIA H,GHWAY METHOD) -COMPACTED AND SOAKED FOUR DAYS -A B C 0
COMPACTOR PRESS -P'S.I. 350 350 230 PENETRATION STANDARD %OF
INCHES P.S.I. P.S.I. STANDARD
0.1 1000
MOIST ~ COMPACTION -% 10.2 11.0 12.3 0.2 1500
• DENSITY -ill/CU. FT.
0.3 1900 123.1 122.9 120.2 0.4 2300
I 0.5 2600 R-VALUE -STABILOMETER 75 56 20 MOISTURE AFTER SOAKING ..•• _ • _____ • __ • ____ • % I
EXUD. PRESSURE -P'S.I. 600 380 290 EXPANSION. _ ••••••••.••• _ •.•••••••.• _ •••• %
• STAB. THICK -FEET 0.36 0.63 1.15
COMPACtION TEST:
EXPAN. PRESS. THICK-FEET 1. 70 0.83 0.60 METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE •••..••••••.•• _ •• _ ••• _ ••• %
T. I. (ASSUMED) .. 4.5 OPTIMUM DRY DENSITY. LBS.lCU. FT .•••••••.•• _ ••.
• . .
Z !II By STAB. ~ :3 00 P.S.1. EXUD. " 28
~ 3 PLASTIC CHARACTERISTICS: ~~ By EXPANSION PRESSURE = 48 00: LIQUID LIMIT -
AT EQUILIBRIUM 28 PLASTIC LIMIT -z
• PLASTICITY IND;;;X -
SAND EQUIVALENT =
• REPORTED To: (1) \.Joodward-Clyde Consultants
• TESTING ENGINEERS -SAN DIEGO
REVIEWED BY
~~ c.A ~ """-
-;;: John C • Burns~ R.E. 1128752
JCB:fh •
FORM ei Jj
•
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Testing Engineers-San Diego
3467 Kurtz St., P.O. Box 80985, San Diego, Ca. 92138 (714)225-9641
1903 West Vista Way, Unit a, Vista, California 92083 (714) 758-3730
LABORATORY NUMBER SD36-4007 REPORT OF SOIL TESTS D~E October 21, 1981
JOB DATA: File fl507, Job 1159331HFCOl SAMPL.E DATA: Submitted to the
laboratory on October 14, 1981
PROJECT: Pueblo De Oro, Carlsbad and identified as SiN /113,
Circulo Santiago opposite
CLIENT: l-loodward-Clyde Consultants pad 8.
3467 Kurtz Street
San Diego, California
R-VAL.UE DATA BEARING VAL.UE (CAL.IFORNIA HIGHWAY METHOO)
COMPACTED AND SOAKED FOUR DAYS
A B C 0
COMPACTOR PRESS -P.S.I. 85 60 PENETRATION STANDARD %OF
INCHES P.S.I. P.S.I. STANDARD
MOIST ~ COMPAC~ION -% 17.9 19.7 0.1 1000
0.2 I!SOO
-DENSITY -IICu. FT. 109.0 104.9 0.3 1900
0.4 2300
R-VALUE -STABILOMETER 10 6 O.!S 2600
MOISTURE AFTER SOAKING .•••••••••.••••••••• %
EXUD. PRESSURE -P.S.I. 460 300 EXPANSION .•••••••.••••••••••••••.••••••• % -STAB. THICK -FEET 1.29 1.35
EXPAN. PRESS. THICK·FEET 0.47 0 COMPACTION TEST:
METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE •••••••••••••.••••••••••• %
T. I. (ASSUMED) = --OPTIMUM DRY DENSITY. LBS.lCU. FT ••••••••••••••• -.
6 z III By STAB. ~ 300 P.S.I. ExuD. = ~ 3 PLASTIC CHARACTERISTICS: ~~ By EXPANSION PRESSURE = --a . a:: LIQUID LIMIT -
AT EQUILIBRIUM 6 PLASTIC LIMIT -" -PLASTICITY INDEX -
SAND EQUIVAL.ENT =
• REPORTED To: (1) Wood'vard-Clyde Consultants
,
•
TESTING ENGINEERS -SAN DIEGO
REVIEWED BY
~c; C ~
JCB:lh Burns, R.E. 28752 •
•
•
.. { r· .I~' 'i
LABOR .... ,ORY NUMBER
Testing Engineers-San Diego
3467 Kurtz St., PO. Box 80985, San Diego, Ca, 92138 (714) 225-9641
1903 West Vista Way, Unit B, Vista, California 92083 (714) 758-3730
FOP,", 6
SD36-4008 REPORT OF SOIL TESTS DATE October 21, 1981
JOB DATA File #507, Job 115933HTCF01 SAMPLE DATA: Submitted to the
laboratory on October 14,. 1981.
PROJECT: Pueblo De Oro, Carlsbad • CLIENT: t-loodward-Clyde Consultants
3467 Kurtz Street
San Diego, California
R-VALUE DATA
~ -A B C
COMPACTOR PRESS -RS.I. 220 125. 85
MOIST ~ COMPACTION -" 15.0 16.3 17.6
• DENSITY • ~/Cu. FT. 115.7 112.2 109.3
R-VALUE -STABILOMETER 21 16 10
EXUD, PRESSURE -RS.I. 760 450 230
• STAB. THICK -FEET 1.13 1.20 1.29
EXPAN. PRESS. THICK' FEET 1.10 0.60 0.37
T. I. (ASSUMED) .. 4.5
• Z IIJ By S7AB. ~ 300 RS.I. EXUD. = 12
II 3 ~~ By EXPANSION PRESSURE = 22 o . a:
AT EQUILIBRIUM = 12
•
SAND EQUIVALENT =
• REPO?7EO To: (1) ~.Jood~vard-Clyde Consultants
•
• JCB:lh
0
and identified as SiN 1114
Circulo Santiago opposite pad
7.
BEARING VALUE (CALIFORNIA HIGHWAY METHOD)
COI:!PACTED AND SOAKED FOUR DAYS
PENETRATION STANDARD " OF INCHES P.S.I. P.S.I. STANDARD
0.1 1000
0.2 1!S00
0.3 1900
0.4 2300
O.!S 2600
MOISTURE AFTER SOAKING .••••••• , ••••••••••.
E~PANSION .. -. , •••••.•••••••••••••••••••••
COMPACTION TEST:
METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE •••••••••••••••••••••••••
OPTIMUM DRY DENSITY. LBS.lCU. FT •••••••••••••••
PLASTIC CHARACTERISTICS:
LIQUID LIMIT -
PLASTIC LIMIT -
PLASTICITY INDEX -
TESTING ENGINEERS -SAN DIEGO
REVIEWED BY
. John C. Burns, R.E. #28752
" %
'"
FORM e JI
•
•
•
•
., t. • \
,: " 1:.
: . ""},' , .
~ ',' .' .... I'I:~ I
Testing Engineers-San Diego
3467KurtzSt., p.o. 8ox80985, San Diego, Ca. 92138 (714)225-9641
1903 West Vista Way, Unit 8, Vista, California 92083 (714) 758-3730
LABORATORY NUMBER SD36-4009 REPORT OF SOIL TESTS DATE October 21, 1981
JOB DATA: File #507, Job fF5933lHFCOI SAMPLE DATA: Submitted to the
laboratory on October 14, 1981
PROJECT: Pueblo De Oro, Carlsbad and identified as SiN 1115
Circulo Santiago opposite pad
CLIENT: Woodward-Clyde Consultants 15.
3467 Kurtz Street
San Diego, California
R-VALUE DATA BEARING VALUE (CALIFORNIA HIGHWAY METHOO)
COMPACTEO ANO SOAKE!2 FOUR DAYS
A B C 0
COMPACTOR PRESS -P.S.1. PENETRATION STANOARO " OF 140 110 65 INCHES P.S.I. P.S.I. STANOARO
MOIST liP COMPACTION -" 14.6 16.0 17.3
• DE:NSITY -IIICu. FT. 116.3 113.7 110.2
R-VALUE • STABILOMETER 16 l3 7
Exuo. PRESSURE' P'S.I. 390 220 120
• STAB. THICK' FEET 1. 20 1.25 1. 33
Ex PAN. PRESS. THICK-FEET 0.80 0.70 0.40
T. I. (ASSUMED) = --• I:J By STAB. @ 300 P.S.I. Exuo. = 15 Z :l CI oJ ~~ By EXPANSION PRESSURE = --CO!
AT EQUILIBRIUM : 15 •
SAND EOUIVALENT =
• REPORT~D To: (1) \vood~.,ard-Clyde Consultants
•
• JCB:lh
0.1 1000
0.2 1500
0.3 1900
0.4 2300
0.5 2600
MOISTURE AFTER SOAKING .••.••••.••••••••• _ •
EXPANSION .••..•.•• , •••••••••••••••••••••
COMPACTION TEST:
METHOO -CALIFORNIA BEARING
OPTIMUM MOISTURE ..•••••••••••••.••••••••.
OPTIMUM DRY DENSITY. LBS.lCU. FT ••••••••••• _ •••
PLASTIC CHARACTERISTICS:
LIQUID LIMIT ·
PLASTIC LIMIT ·
PLASTICITY INDEX ·
TESTING ENGINEERS -SAN DIEGO
REVIEWED BY
" "
"
e·
•
•
•
•
•
•
•
•
•
3467 Kurtz Street
San Diego. California 92110
714-224-2911
October 12, 1981
Project No. 59331W-FC01
Broadmoor Homes, Inc.
3911 Sorrento Valley Boulevard
Suite B
San Diego, California 92111
Attention: Mr. Ron Van Daele
TEST RESULTS
PUEBLO DE ORO
CARLSBAD, CALIFORNIA
Gentlemen:
Woodward·Clyde Consultants
Attached are results of R-value tests performed by Testing
Engineers San Diego on samples taken from the subject. project.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
Richard P. While
R.E. 21992
RPE/EHP / ee j
Attachments
(2) Broadmoor Homes, Inc.
(2) City of Carlsbad
Consulting Engineers. Geologists
and EnVIronmental SCientists
Offices In Other Principal Cities
FORM fS j?
•
•
Testing Engineers-San Diego
3467KurtzSt., p.o. Box 80985, San Diego, Ca. 92138 (714)225-9641
1903 West Vista Way, "Unit 8, Vista, California 92083 (714) 758-3730
LABORATORY NUMBER SD36-380S REPORT OF SOIL TESTS DATE October 8, 1981
JOB DATA: File 1!507, Job 1!59331HFC01 SAMPLE DATA: Submitted to the
laboratory on October 2, 1981
PROJECT: Pueblo De Oro and identified as SiN RV 111, • Hospway station 19+00.
CLIENT: Woodward-Clyde Consultants
3467 Kurtz Street
San Diego, California
'" R-VALUE DATA BEARING VALUE (CALIFORNIA HIGHWAY METHOD) • COMPACTED AND SOAKED FOUR DAYS
A B C D
COMPACTOR PRESS -P.S.I. 350 225 150 PENETRATION STANDARD " OF INCHES P.S.I. P.S.I. STANDARD
MOIST @ COMPACT!ON • " 11.1 12.0 12.9 0.1 1000
0.2 1500
-DENSITY' IIICu. FT. 125.5 122.3 120.1 0.3 1900
0.4 2300
R-VALUE -STABILOMETER 35 20 13 0.5 2600
MOISTURE AFTER SOAKING •••••••••••••••••••• "
EXUD. PRESSURE -P.S.I. 440 380 260 EXPANSION •••.•••••.•.•.••••••••••••••••• "
--STAB. THICK -FEET 0.93 1.15 1.25
COMPACTION TEST:
EXPAN. PRESS. THICK' FEET 0.20 0 0 METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE •...•....••.• -•••••••••••• " T. I. (ASSUMED) '" OPTIMUM DRY DENSITY. LBS.lCU. FT. ••••••••.••••• • Z III By STAB. @ 300 P.S.!. EXUD. = 14
" :3 PLASTIC CHARACTERISTICS: ~~ By EXPANSION PRESSURE = o . -O! LIQUID LIMIT -
AT EQUILIBRIUM = PLASTIC LIMIT -• 14
PLASTICITY INDEX .
SAND EQUIVALENT =
• REPORTED To: (1) Woodward-Clyde Consultants
•
• THC:fh
fORM 6 JP
• :;
•
Testing Engineers-San Diego
3467KurtzSt., P.O. Box 80985, San Diego, Ca. 92138 (714)225.:.9641
1903 West Vista Way, Unit B, Vista, California 92083 (714) 758-3730
LABORATORY NUMBER SD36-3809 REPORT OF SOIL TESTS DATE October 8, 1981 -
JOB DATA: File #507, Job 1159331WFC01 SAMPLE DATA; Submitted to the
laboratory on October 2, 1981
PROJECT: Pueblo De Oro and identified as SiN RV ilZ , • Hospway station 13+50.
CLIENT: Woodward-Clyde Consultants
3467 Kurtz Street
San Diego, California
R-VALUE DATA BEARING VALUE (CALIFORNIA HIGHWAY METHOD) • COMPACTED AND SOAKED FOUR DAYS
A B C 0
COMPACTOR PRESS -P.S.I. 175 70 115 PENETRATION STANDARD " OF INCHES P.S.I. P.S.I. STANDARD
0.1 1000 MOIST ~ COMPACTION -% 15.4 18.1 16.7 0.2 1500
• DENSITY -"/Cu. FT.
0.3 1900 115.3 109.9 112.9 0.4 2300
R-VALUE -STABILOMETER 17 10 16 0.5 21500
MOISTURE AFTER SOAKING ••••••.••••••••••••. "
EXUD. PRESSURE -P.S.I. 780 220 390 EXPANSION .•••••••••••••••••••••••••••••• " • STAB. THICK -FEET 1.19 1.29 1.20
COMPACTION TEST:
EXPAN. PRESS. THICK-FEET 0.63 0.23 0.60 METHOD -CALIFORNIA 8e:ARING
OPTIMUM MOISTURE ••••••••••••••••••••••••• " T. I. (ASSUMED) ,. OPTIMUM DRY DENSITY. LBS./CU. FT. •••••••••••••• • .
Z III By STAB. ~ 300 P.S.I. ExuD. = 13
Cl :3 PLASTIC CHARACTERISTICS: ~~ By EXPANSION PRESSURE = -On: L.IQUID LIMIT -
AT EOUILIBRIUM ,. PLASTIC LIMIT -13 • PLASTICITY INDEX -
-
SAND EQUIYALENT =
• Re:PORTe:D To: (1) Hoodward-C1yde Consultants
•
TESTING ENGINEERS -SA IEGO
REVIEWED BY
• THC:fh
-
•
" -j 1f
" J' t· . '.i. _>.,1,'; . .!;J; ~
Testing Engineers-San Diego
3467 Kurtz St., P. O. Box 80985, San Diego, Ca. 92138 (714) 225-9641
1903 West Vista Way, Unit 8, Vista, California 92083 (714) 758-3730
LABORATORY NUMBER SD36-3810 REPORT OF SOIL TESTS D~E October 8, 1981
JOB DATA: File 11507, Job 1159331WFC01 SAMPLE DATA: Submitted to the
laboratory on October 2, 1981
PROJECT: Pueblo De Oro and identified as SiN RV 113, • Avenida Magnifica opp. Pad 64.
CLIENT: lvoodward-C1yde Consultants
3467 Kurtz Street
San Diego, California
R-VALUE DATA BEARING VALUE (CALIFORNIA HIGHWAY METHOO) • COMPACTED AND SOAKED FOUR DAYS
A 8 C D
. COMPACTOR PRESS -p.S.J. 160 95 55 PENETRATION STANDARD "OF
INCHES P.S.I. P.S.!' STANDARD
0.1 1000
MOIST @ COMPACTION' % 15.6 17.3 19.1 0.2 1500
-DENSITY' "/Cu. FT.
0.3 1900 114.7 111.0 107.0 0.4 2300
0.5 2600
R-VALUE -STABILOMETER 17 11 6
MOISTURE AFTER SOAKING •..••••••••••••••••• %
EXUD. PRESSURE -p.s.!. 640 380 250 EXPANSION .•••••••••••.•••••••••.•••••••• %
• STAB. THICK' FEET 1.19 1.28 1.35
COMPACTION TEST:
EXPAN. PRESS. THICK' FEET 0.47 0.23 0 METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE ••••.•••.•••••.•••••••••• %
T. I. (ASSUMED) " OPTIMUM DRY DENSITY. LBS.lCU. FT •••••.••••••••• . -8 z III By STAB. @ 300 P.S.!. EXUD. z
l!) :3 PLASTIC CHARACTERISTICS: ~~ By EXPANSION PRESSURE = -00: LIQUID LIMIT .
-PLASTIC LIMIT AT EQUILIBRIUM "
.
8 -PLASTICITY INDEX -
SAND EQUIVALENT =
• REPORTED To: (1) Woodward-Clyde Consultants
-TESTING ENGINE~N DIEGO
REVIEWED BY
/
G7I/~~ • T.7. chapma/, R.E. 1112882
THC:fh
FORM 6 J?
•
.... Testing Engineers-San Diego
I·
.1.1 ~; " 3467 Kurtz St., P. O. Box 80985, San Diego, Ca. f!.2138 (714) 225-9641
.... !.-::'Lij 1903 West Vista Way, Unit B, Vista, California 92083 (714) 758-3730
'l" "
• LABORATORY NUMBER SD36-3811 REPORT OF SOIL TESTS D~E October 8, 1981
JOB DATA: File #S07, Job #S9331HFC01 SAM?LE DATA: Submitted to the
laboratory on October 2, 1981
PROJECT: Pueblo De Oro and identified as SiN RV #4, • Avenida Magnif~ca opp. Pad 69.
CLIENT: Woodward-Clyde Consultants
3467 Kurtz Street
San Diego, California
R-VALUE DATA BEARING VALUE (CALIFORNIA HIGHWAY METHOD) • COMPACTED AND SOAKED FOUR DAYS
A 8 C D
COMPACTOR PRESS -P.S.I. 22S 160 100 PENETRATION STANDARD "OF
INCHES P.S.I. P.S.1. STANDARD
13.4 14.3 0.\ 1000 MOIST 0 COMPACTION -% lS.2 0.2 1500
-DENSITY -#/CU. FT. 119.2 116.2 114.6 0.3 1900
0.4 2300
R-VALUE -STABILOMETER 21 15 12 0.5 2600
MOISTURE AFTER SOAKING .•••••..•••••••••••• %
EXUD. PRESSURE -p.S.1. 610 sao 290 EXPANSION .••••••••••••••• _ •.••.•••.••••• " -STAB. THICK -FEET 1.13 1.21 1.26
COMPACTION TEST:
EXPAN. PRESS. THICK' FEET O.SO 0.33 0.30 METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE ..••..••••••.••••..•••••• %
T. I. (ASSUMED) = OPTIMUM DRY DENSITY. LBS.lCU. FT .•.•••.•••••••• • By STAB. 0 300 P.S.1. EXUD. = z III 12
o :3 PLASTIC CHARACTERISTICS: ~~ By EXPANSION PRESSURE
,
Cl • = -n:: LIQUID LIMIT -,
AT EOUILIBRIUM = PLASTIC LIMIT .
12
PLASTICITY INDEX . -
SAND EQUIVALENT =
,
-REPORTED To: (1) Wood~"ard-Clyde Consultants
-TESTING ENGINEER~CIEGC
REVIEWED BY
. /' ,
6/1!r.U
THC:fh T. H. Chapman/R.E. 1112882-•
FOF-"-i 6 JF
•
; . Testing Engineers-San Diego
• . '{ i. r ./. jf
"
.=c-f. ' .. ~~~:~:t 3467KurtzSt., P.O. Box 80985, San Diego, Ca. 92138 (714)225-9641
1903 West Vista Way, Unit B, Vista, California 92083 (714) 758-3730 • LABORATORY NUMBER SD36-3812 REPORT OF SOIL TESTS DATE October 8 1981 ,
JOB DATA: File 11507, Job 1159331WFCOI SAMPLE DATA: Submitted to the
laboratory on October 2, 1981
PROJECT: Pueblo De Oro and identified as SiN RV 115, • Avenida Magnifica Opp. Pad 56.
CLIENT: '·loodward-C1yde Consultants
3467 Kurtz Street
San Diego.~ California
R'VALUE DATA BEARING VALUE (CALIFORNIA HIGHWAY METHOO) • COMPACTED AND SOAKED FOUR DAYS -I A B C 0
COMPACTOR PRESS' P.S.I. 350 280 145 125 PENETRATION STANDARD " OF INCHES P.S.I. P.S.I. STANDARD
MOIST 0 COMPACTION' "
0.1 1000
11.6 12.5 13.3 14.2 0.2 ISOO
-DENSITY' "ICu. FT.
0.3 1900 124.5 121.3 118.5 116.2 0.4 2300
R,VAlUE • STABILOMETER 35 23 15 12 0.5 2600
MOISTURE AFTER SOAKING .••••••••••••••••••• "
EXUD. PRESSURE' P.S.I. 650 460 270 250 EXPANSION .•• : ••••••.•••••••.•••••••••••• "
• STAB. THICK' FEET 0.93 1.10 1.21 1.26
COMPACTION TEST:
EXPAN. PRESS. THICK·FEET 1.47 0.97 0.87 0.67 METHOD -CALIFORNIA BEARING
OPTIMUM MOISTURE ..••.•••••••••••••••••••• " T. I. (ASSUMED) ~ 4.5 OPTIMUM DRY DENSITY. LBS.lCU. FT. •••••••••••••. • By STAB. ~ 300 P.S.I. ExuD. z W = 16
" 3 PLASTIC CHARACTERISTICS: ~~ By EXPANSION PRESSURE = 25 a . 0::: LIQUID LIMIT ·
AT EQUILIBRIUM = 16 PLASTIC LIMIT · • PLASTICITY INDEX ·
SAND EQUIVALENT =
• REPORTED To: (1) Hoodward-C1yde Consultants
•
-THC:fh
T. H. Chapman,fR.E. 1112882
" • <I' I ~. •
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3467 Kurtz Street
San Diego. Call forma 92110
714-224-2911
Woodward·Clyde Consultants
Telex 697-841
September 18, 1981
Project No. 5933lW-FCOl
Broadmoor Homes, Inc.
3911 Sorrento Valley Boulevard
San Diego, California 92126
Attention: Mr. James Carter
FINAL REPORT OF ENGINEERING AND
GEOLOGIC OBSERVATION OF GRADING
AND TESTING OF COMPACTED FILL
PUEBLO DE ORO, LOTS 1. THROUGH 12
(PADS 1 THROUGH 76)
. CARLSBAD TRACT 79-27
CARLSBAD, CALIFORNIA
Gentlemen:
In accordance with your request and our proposal dated
November 10, 1980, we have provided engineering services in
conjunction with the regrading of the subject site.
SCOPE OF WORK
Our services included:
o
o
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o
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o
Providing engineering and geologic observation of
the grading operation
Performing field density tests in the placed and'
compacted fill
Performing laboratory tests on representative
samples of the material used for fill
Providing engineering observation of the instal-
lation of subdrains
Providing geologic inspection of buttress cuts and
cut slopes
Providing professional op1n1ons regarding the con-
tractor's general adherence to plans and specifica-
tions.
Consulting Engineers. Geologists
and Environmental SCientists
Offices in Other Principal Cities
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Broadmoor Homes, Inc.
September 18, 1981
Project No. 59331W-FCOI
Page 2
SUMMARY OF GENERAL EARTHWORK AND TESTING
Woodward· Clyde Consultants
Current site preparation, compaction, and testing were done
between January 23 and June 25, 1981. In our opinion, based
on our observation and testing, the work performed during
that period was in general conformance with the Specifications
for Controlled Fill attached to our report entitled "Update
Soil and Geologic Investigation Pueblo Del Oro (Grove Apart-
ments), Carlsbad, California," dated revised October 20,
1980. Previous grading of the subject site was completed
between May 17 and December 19, 1972. That grading consisted
of mass grading the site into a series of large approximately
flat pads. That work is summarized in the report by Woodward-
Gizienski & Associates entitled "Final Report of Engineering
Observation and Compaction Testing, Grove Apartments,
·Carlsbad, California," dated March 1, 1973.
During the current grading period, fill was placed, compacted,
and tested, either as designed fill or undercut at finish
grade, on Lot 1 (Pads 1, 2, and 76), Lot 2 (Pads 8, 9, 10,
and 13 through 17), Lot 5 (Pads 22, 25, and 28), Lot 6 (Pads
33, 34, 39, and 40), Lot 8 (Pads 45 through 51), Lot 9 (Pads
52 through 60, 71,72, and 74), Lot 10 (Pads 61 through 71),
and Lot 12. Lot 1 (Pad 1), Lot 5 (Pads 22 and 25), and Lot.
6 (Pads 33, 34, and 40) are cut-fill pads. Lot 1 (Pads 3
through 7), Lot 2 (Pads II, 12, and 13), Lot 3 (Pad 73),
Lot 4 (Pads 18 through 21), Lot 5 (Pads 23, 24, 26,27, 29,
and 30) and Lot 6 (Pads 31, 32, 35 through 38, and 41 through
44) and Lot 11 (Pad 75) are cut.
The grading operation generally consisted of removing vegeta-
tion, excavating loose surficial soils, scarifying, wetting
and compacting areas to receive fill, making cuts and fills
to design grade and constructing buttress fills in perimeter
cuts. Subdrains were installed in buttress slope fills and
in design fills on and adjacent to Lots'6, 7, 8, 9, 10, and
12.
During the regrading operation, compaction procedures were
observed, and field density tests were made to help evaluate
the relative compaction of the placed fill. Field observa-
tions and results of field density tests indicate that the
fill has been generally compacted to 90 percent or more of
maximum laboratory dry density as determined in accordance
with ASTM Test Method No. D1557-70. For reference, the
approximate locations of field density tests and the limits
of compacted fill have been recorded on a copy of the grading
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Broadmoor Homes, Inc.
, September 18, 1981
Project No. 5933lW-FCOl
Page 3
Woodward· Clyde Consultants
plan. The results of field density tests, expressed as a
percent of laboratory dry density (relative compaction), are
given on the attached forms.
Laboratory tests were made on representative samples of the
materials used for fill. The tests were performed to
evaluate moisture density relationships, maximum dry density,
optimum moisture content, grain size distribution, plasticity
and swell characteristics. The results of laboratory tests '" are attached.
SUMMARY OF FINISH GRADE SOIL CONDITIONS
During the regrading operation, certain pads were specially
treated to provide a specified depth of select soil at rough
-grade.
Fill Pads and Fill Portion of Cut-Fill Pads
Inspection and laboratory tests indicate that nonexpansive
fill was placed within 2 feet of rough grade on all fill,
cut-fill or undercut fill pads noted herein.
Cut Pads and Cut Portion of Cut-Fill Pads
On Lot 1 (Pads 1, 2, and 76), Lot 2 (Pads 8,9,10, and 13
through 17), Lot 5 (Pads 22, 25, and 28), Lot 6 {Pads 33,
39, and 40, Lot 8 (Pads 48 through 51), Lot 9 (Pads 57, 58,
59, and 72), and Lot 10 (Pads 65 through 69) expansive soil
was excavated and replaced with,nonexpansive fill to a depth
of 2 feet below rough pad grade over the entire level pad.
Cut Pads Not Undercut
Cut Lot 1 (Pads 3 through 7), Lot 2 (Pads 11, and 12), Lot 3
(Pad 73), Lot 4 (Pads 18 through-21), Lot 5 (Pads 23, 24,
26, 27, 29 and 30), Lot 6 (Pads 31, 32, 35 through 38, and
41 through 44) were inspected at the completion of regrading.
The inspection indicated that no expansive soil is evident
at rough grade surface.
Geologic Conditions
The geol~gic conditions encountered during site grading were
essentially as concluded in our report of October 20, 1980.
Geologic observations of the recommended buttress keys were
performed prior to the installation of subdrains and compacted
fill.
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Broadmoor Homes, Inc.
September 18, 1981
project No. 59331W-FCOl
Page 4
Woodward-Clyde Consultants
Minor ground water seepage was observed in a cut slope below
Lot 11 {Pad 75} and is being monitored by our firm. Recom-
mendations for seepage control, if needed, will be given at
a later date.
No additional areas of adverse geologic conditions were
observed that required additional erigineering analysis and
recommendations. An as-graded soils and geologic map is
being prepared and will be issued under separate cover.
RECOMMENDATIONS
The recommendations presented herein are not intended for
structures or appurtenances located beyond the limits of the
undercut.
Foundations for S·tructures on Nonexpansive Soils
We recommend that foundations for single-story or two-story
residential structures placed on nonexpansive, undisturbed
soil or on nonexpansive, properly compacted fill be designed
for a bearing pressure not exceeding 2,000 psf (dead plus
live loads). We recommend that footings be founded at least
12 inches below fini.shed grade and have a minimum width of
12 inches. In our opinion, this bearing pressure can be
increased by no more than one-third for loads. that include
wind or seismic forces.
Slopes
Fill slopes at the site have inclinations ranging from
approximately 1:1-1/2 to 2:1 (horizontal to vertical).
Slope heights are approximately 8 to 75 feet. Fill slopes
with inclinations of 1-1/2 to 1 were treated by overbuilding
and cutting back to design slope. Fill slopes inclined at 2
to 1 were treated by periodically backrolling with a sheeps-
foot compactor, and track compacting with a dozer upon
completion.
We recommend that structures that will not tolerate differ-
ential settlements (such as foundations, swimming pools,
concrete decks, walls, etc.) not be located .within 8 feet of
the top of a slope. We recommend that footings that are
located within 8 feet of the top of a slope be extended in
-depth until the outer bottom edge of the footing is 8 feet
horizontally from the outside face of the slope.
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Broadmoor Homes, Inc.
September 18, 1981
Project No. 59331W-FCOl
Page 5
Additional Fill and Ubility 'Trenches
Woodward· Clyde Consultants
This report discusses the fill placement observed by personnel
from our firm during the periods specified. We recommend
that any additional fill placed, as well as backfill placed
in utility trenches located within 5 feet of a building and
deeper than 12 inches, or backfill placed in any trench
located 5 feet or more from a building and deeper than
5 feet be compacted under our observation and tested to
verify compliance with the earthwork specifications for the
project. We should be contacted at least 24 hours prior to
backfilling operations. At the time of this report some of
the utility trench backfill is completed. Test results are
attached .
. Drainage
We recommend that positive measures be taken to properly
finish grade each pad after structures and other improve-
ments are in place, so that drainage waters from the pad and
, adjacent properties are directed off the pad and away from
foundations, floor slabs, and slope tops. Even when these
measures are taken, a shallow ground water or surface water
condition can and may develop in areas where no such water
condition existed prior to site development; this is particu-
larly true where a substantial increase in surface water
infiltration results from landscape irrigation.
LIMITATIONS
The elevations of compaction tests shown as finished grade
(FG) tests on the attached forms correspond to the elevations
shown on the "Grading Plan Carlsbad Tract 79-27," dated
September 25, 1980, prepared by Roy 'L. Klema Engineers, Inc.
Elevations and locations used in this report were based on
field surveys done by others.
The soil conditions described in this report are based on
observations and periodic testing. This office should be
notified of any indications that soil conditions are not as
described herein. We will inspect foundation excavations
for each pad if we are requested to do so.
For this report, rough pad grade is defined as that grade
set in the field by the grade checker from reference stakes
established by the surveyor, and represents rough grade at
the time we were inspecting the grading operation. Likewise,
the indicated depths of undercutting of expansive soil
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Broadmoor Homes, Inc.
September 18, 1981
project No. 5933lW-FCOl
Page 6
Woodward·Clyde Consultants
and/or depths of placement of nonexpansive soil were based
on the measurements made by and grades set by the contractor's
gra~e checker.
The conclusions and opinions drawn from the test results and
site inspections apply only to our work with respect to
regrading, and represent conditions at the date of our final
inspection. We will accept no responsibility for 'any subse-
quent changes made to this site by others, or by uncontrolled
action of water, or by failure of others to properly repair
damages by uncontrolled action of water.
If you have any questions, please give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
~~.
Richard P. While
R.E. 21992
RPW/DS/DT/rs
Attachments
(4 )
G::r!!~
C.E.G. 1033
• COMPACTION TEST RESULTS
JOII NAME PUEBLO DEL ORO DATE REPORTED 9/16/81
JOB NUMBER 59331W-FC01 (STREET TESTS)
• OATES COVERED MAY 6, 1981 THROUGH JUNE 19, 1981 PAGE S-1 01" S-1
MOISTUR& "IELO LA.ORATORY R&LATIV&
DATI: 'MIST RETEST LOCATION ELEVATION CONT&NT DENSITY OIl:N.ITY COMPACTION
NUMSER 0,. OF TEST '!It DRVWT. PCI' PC .. '4 0 .. LAII. DUf ••
, MAY 6 S-l AVENIDA MAGNIFICA, OPP. • PAD 65 152' 12.3 114.3 123.5 92
S-2 AVENIDA MAGNIFICA, OPP.
PAD 68 142' 12.3 115.0 123.5 93
MAY 14 S-3 AVENIDA MAGNIFICA, OPP.
• PAD 72 137' 11. 7 119.8 126.0 95
S-4 AVENIDA MAGNIFICA, OPP.
PAD 66 143' 13.6 117.3 126.0 93
JUN 8 S-5 CALLE CABALLERO, STA.
3+00 148' 13.0 119.4 126.0 94
• S-6 CALLE CABALLERO, STA.
1+30 122' 12.3 ll9.2 126.0 94
JUN 9 S-7 CALLE ARROYO,STA.0+50 128' 13.6 116.3 126.0 92
S-8 11 11 STA. 0+80 132' 13.0 120.0 126.0 95
• JUN 10 S-9 VIA FRANCISCA,STA.I0+00 190' 12.3 119.3 126.0 94
S-10 CIRCULO SANTIAGO, OPP.
PAD 14 135' 11. 7 118.2 126. O' 93
S-l1 CIRCULO SANTIAGO, OPP.
PAD 17 137' 13.0 116.1 126.0 92
• JUN 16 S-12 CIRCULO SANTIAGO, OPP.
PAD 10 128' 12.3 119.1 126.0 94
S-13 CALLE ARROYO,STA. 1+50 138' 11. 7 117.2 126.0 93
JUN 17 S-14 CIRCULO SANTIAGO, N. OF
STA. 1+90 100' 12.3 115.3 122.0 94 • S-15 CIRCULO SANTIAGO, N. OF
STA. 2+00 104' 13.6 112.9 122.0 92
JUN 18 S-16 CIRCULO SANTIAGO, N. OF
STA. 3+00 108' 12.3 ll5.3 126.0 91
S-17 CIRCULO SANTIAGO, N. OF • STA. 1+50 112' 13.6 117.0 126.0 92
S-18 CIRCULO SANTIAGO, STA.
1+25 116' 13.0 119.5 126.0 94
JUN 19 S-19 CIRCULO SANTIAGO, STA.
2+00 120' 11.1 119.6 126.0 94 • 8-20 CIRCULO SANTIAGO, STA.
1+50 124' 12.3 ll7.0 126.0 92
S-21 ELM AVENUE, STA. 95+00 258' 13.0 113.6 123.5 91
S-22 11 II STA. 97+40 246' 12.3 115.3 126.0 91
S-23 ELM AVENUE, STA. 97+20 248' 13.0 117.0 126.0 92
S-24 II II STA. 97+00 256' 11. 7 122.4 126.0 97
• Woodward·CIyde Consultants " wt 7/27/81 CONSUL. Tllte ENGINEERS, GaOLOClaT.
ANG ENVI"OHMI:NTAI. SCIENTIST.
• COMPACTION TEST RESULTS
JO .. NAME PUEBLO DEL ORO
JOB NUMBER 59331W-FCOI (BUTTRESS FILL)
• DATESCOVERED FEBRUARY 6, 1981 THROUGH MAY 12, 1981
DATE
FEB 6 •
FEB 12
FEB 1,3 • FEB 17
• FEB 20
• MAR 26
• MAR 30
MAR 31
•
APR 1
•
APR 2
• APR 7
• 5/18/81
,..ST
NUMBER
B-1
B-2
B-3
B-4
B-5
B-6
B-7
B-8
B-9
B-I0
B-ll
B-12
B-13
B-14
B-15
B-16
B-17
B-18
B-19
B-20
B-21
B-22
B-23
B-24
B-25
B-26
B-27
B-28
B-29
B-30
B-31
B-32
B-33
B-34
RETEST 0,.
B-18
LOCATION
OPP. LOT 8, WEST SIDE
OPP. LOT 8, EAST SIDE
OPP. LOT 8, CENTER
OPP. LOT 8, EAST SIDE
OPP. LOT 8, EAST SIDE
OPP. LOT 8, CENTER
OPP. LOT 8, EAST SIDE
OPP. LOT 8, WEST SIDE
OPP. LOT 8, CENTER
OPP. LOT 8, WEST SIDE
OPP. LOT 8, EAST SIDE
OPP. LOT 8, CENTER
OPP. LOT 8, CENTER
OPP. LOT 8, EAST SIDE
LOT 12, SOUTH END
" " " "
LOT 6, S.W. CORNER
LOT 12, SOUTH END
LOT 12, SOUTH END
LOT 6, S.W. CORNER
II II n 11 II
LOT 6, SOUTH SIDE
LOT 6, S.W. CORNER
LOT 12, SOUTH END
LOT 6, SOUTH SIDE
LOT 6, S.W. CORNER
LOT 6, S.E. CORNER
II II ".. It
II If If If 11
LOT 6, SOUTH SIDE
LOT 6, S.E. CORNER
LOT 6, S.W. CORNER
LOT 6, SOUTH SIDE
LOT 6, S.W. CORNER
ELEVATION
OP'TEST
158'
142'
152'
146'
150'
156'
154'
160'
164'
168'
168'
172'
180'
176'
187'
191'
196'
200'
200'
196'
200'
196'
204'
204'
200'
208'
196'
200'
204'
210'
212'
214'
218'
222'
MOISTURa
CONTaNT
, DIIY WT.
13.0
11.1
10.5
11.0
10.0
12.3
11. 7
12.3
11. 7
12.3
13.6
13.6
11. 7
12.3
11. 7
11. 7
12.3
12.3
13.0
11. 7
12.3
11. 7
13.0
12.3
12.3
13.6
13.0
13.6
12.3
13.1
12.3
11. 7
13.0-
12.3
DATE REPORTED 9/16/81
PAGE B-1 0,.. B-2
'IELD DENSITT PC"
116.7
114.0
115.9
121.8
123.0
118.2
117.4
117.2
119.8
111.1
110.9
112.6
116.8
117.8
116.8
118.7
119.5
110.6
117.2
114.6
117.8
115.8
115.5
119.6
117.8
119.2
122.9
120.5
119.8
124.2
116.6
116.2
118.1
123.1
LABORATORY RaLATIYIE
DENBITY COM,.ACTION
PC" ,,,. 0" LAB. DEN ••
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.0
126.0
119.5
114.5
119.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
1265.
126.5
126.5
126.5
126.5
126.0
126.0
126.0
126.0
92
90
91
96
97
93
92
92
95
92
92
94
93
93
92
93
94 -
87
92·
90
93
91
91
94
93
94
97
95
94
98
92
92
93
97
Woodward.Clyde Consultants "
CONSUL TlNG ENGiNEERS. GEOLOGISTS
ANa ENVIRON,..EHTAl. SCIE;NTISTS
• COMPACTION TEST RESULTS
JOII NAME PUEBLO DEL ORO
JOB NUMBER 59331W-FCOI (BUTTRESS FILL)
• DATES COVERED FEBRUARY 6, 1981 THROUGH MAY 12, 1981
DATil
APR 8 •
APR 9
• APR 10
APR 13
• APR 14
APR 15
•
APR 16
APR 17 •
APR 27
•
APR 28
• APR 29
i'11\Y 4
•
:>lAY 12
• wt 5/18/81
B-35
B-36
B-37
B-38
B-39
B-40
B-41
B-42
B-43
B-44
B-45
B-46
B-47
B-48
B-49
B-50
B-51
B-52
B-53
B-54
B-55
B-56
B-57
B-58
B-59
8-60
8-61
8-62
8-63
8-64
8-65
8-66
8-67
8-68
8-69
RETEST 0,.
B-35
B-52
LOCATION
LOT 6, S.E. CORNER
.. II "" "
LOT 6, S.W. CORNER
LOT 6, S.E. CORNER
LOT 6, SOUTH SIDE
LOT 6, S.E. CORNER
LOT 6, S.E. CORNER
" " "n II
LOT 6, SOUTH SIDE
LOT 6, S.E. CORNER
LOT 6, S.E. CORNER
II .. "n n
LOT 6, S.W. CORNER
" 11 11 n "
LOT 12, SOUTH END
LOT 6, SOUTH SIDE
" II " "
LOT 6, SOUTH SIDE
If II " "
LOT 12, SOUTH END
LOT 6, SOUTH SIDE
LOT 12 NORTH END
" "
Lot 7
LOT 12
LOT 7
LOT 12
LOT 7
LOT 12
II 11
LOT 7
LOT 12
II If
LOT 7
LOT 12
" "
ELEVATION
Ofl'TEST
218'
218'
226'
230'
222'
216'
220'
224'
228'
232'
236'
240'
218'
222'
208'
226'
230'
234'
238'
210'
234'
132'
136'
140'
144'
148 1
152'
156'
160'
164'
168'
172'
178'
182'
186'
MO'aTURIl
CONTIlNT
... DIIY WT.
11. 7
13.6
11. 7
11. 7
11. 7
12.3
11. 7
12.3
12.3
13.6
11. 7
12.3
12.3
13.6
13.0
13.0
13.6
13.0
13.0
11. 7
13.6
12.3
12.6
12.3
14.3
13.6
13.0
12.3
13.0
12.3
13.0
13.6
12.3
11. 7
13 .1
DATE REPORTED 9/16/81
PAGE B-2 ·o~ B-2
111. 7
117.6
115.9
117.7
115.9
114.6
114.5
118.5
118.6
117.3
115.9
114.6
110.3
117.7
111.4
111.0
112.7
108.3
111.6
115.9
113.7
115.0
111.4
115.1
109.5
1l0.5
113.4
113.0
118.2
105.2
113.3
112.3
117.0
119.8
118.9
~aORATORY "1l~T'VIl
DIlN.'TY COMPACTION
pel' % 01' ~a. DENa.
126.5
126.5
126.5
126.5
126.5
123.5
126.5
126.0
126.0
126.5
122.0
122.0
119.5
122.0
122.0
122.0
122.0
122.0
122.0
122.0
122.0
119.5
119.5
126.5
114.5
114.5
122.0
122.0
126.0
114.5
122.0
122.0
122.0
126.0
126.0
88
92
91
93
91
92
90
94
94
92
95
93
92
96
91
90
92
88·
91
95
93
96
93
90
95
96
92
92
93
91
92
92.
95
95
94
. IDt. Woodward· Clyde ConsuHants ~
CONSUL.TlNG ENGINEEtftS. GEOLOGISTS
AND !lENV.tftONMENTAL SCIENTISTS
• COMPACTION TEST RESULTS
JOai NAME PUEBLO DE ORO DATE REPORTED 9/16/81
JOB NUMBER 59331W-FC01 (STORM DRAIN TRENCH BACKFILL)
• DATES COVERED JULY IS, 1981 THROUGH AUGUST 17, 1981 PAGE 80-1 0 1" SD-3
STTRFACE MOI.TUIIIl '1IlLC LA.OIIATOIIY RIlLATIYIl
OATil TII.T _ lIaTEST LOCATION CONTIlNT CIlH.ITY CIIH.ITT COMPACTION Hu .... all C!" 'II. OilY WT. PC" PC" -I. 01" LAa. DEHS.
• JUL 15 SD-1 PAD 52 -WEST SIDE , -4' 13.6 115.9 126.0 91
80-2 PAD 52 -EAST SIDE -2' 12.3 114.7 126.0 9],
SD-3 PAD 52 -CENTER SURFACE 11.1 115.3 126.0 91
JUL 16 80-4 OPPOSITE PAD 55
8TA. 3+40 -4' 13.0 114.2 126.5 90 • 80-5 OPPOSITE PAD 59
STA. 4+30 -4' 11. 7 117.0 126.5 92
SD-6 OPPOSI,;[,E PAD 49
STA. 5+70 -4' 13.0 117.6 126.5 92
JUL 17" SD-7 OPPOSITE PAD 57 • STA. 3+30 -2' 11. 7 117.2 126.5 93
80-8 OPPOSITE PAD 49
STA. 5+30 -2' 12.3 123.5 126.0 98
JUL 20 80-9 OPPOSITE PAD 55 SURFACE 12.3 123.1 126.0 97
SD-I0 OPPOSITE PAD 49 SURFACE 13.0 "116.5 126.0 92 • 80-11 CALLE CABALLERO
STA. 0+50 -2' 11. 7 117.0 126.0 92
80-12 CALLE CABALLERO
STA. 1+50 SURFACE 13.0 114.8 126.0 91
80-13 PAD 76 -2 ' 13.0 114.3 123.5 92
SD~14 PAD 76 SURFACE 12.3 115.4 123.5 93 • JUL 23-80-15 PAD 74 -EAST END -3' 13.0 112.4 123.5 91
80-16 PAD 74 -WEST END -1' 11. 7 115.2 123.5 93
80-17 PAD 74 -CENTER SURFACE 12.3 114.0 126.5 90
JUL 24 SD-18 PAD 64 -CENTER -2 ' 11. 7 114.7 123.5 92
80-19 PAD 63 -WEST END -3' 13.0 1l3.3 123.5 91 • SD-20 PAD 61 -CENTER -2' 12.3 113.1 123.5 91
8D-2l PAD 62 -CENTER SURFACE l3.0 112.4 123.5 91
80-22 PAD 64 -CENTER SURFACE 13.0 117.0 126.5 92
JUL 27 SD-23 BETWEEN PADS 63-64
CENTER -2' 13.0 108.8 123.5 88 • SD-24 BETWEEN PADS 62-63
CENTER "-2 ' 12.3 114.6 123.5 92 SD-25 SD-23 BETWEEN PADS 63-64
CENTER -2' 13.0 122.2 123.5 98
SD-26 BE'IWEEN PADS 61-62
CENTER -2 ' 12.3 117.0 123.5 94 • SD-27 BETWEEN PADS 63-64
CENTER SURFACE 14.3 116.2 126.0 92 SD-28 BETWEEN PADS 61-62
CENTER SURFACE 11. 7 116.0 126.0 92
• Woodward· Clyde Consultants "
CONSUL.. TINe ENGINEIE"S, GEOL.OGISTS
"NO ENVI"ONMENTAL SCIENTISTS
• COMPACTION TEST RESUL.TS
JOII NAME PUEBLO OE ORO
JOB NUMBER 59331W-FC01 (STORM ORAIN TRENCH BACKFILL)
• DATES COVERED JULY 15, 1981 THROUGH AUGUST 17, 1981
DATIl: ,..ST
NUMSER
• JUL 27 SO-29
•
•
•
JUL 29
SO-30
SO-31
SO-32
SO-33
SO-34
SO-35
JUL 30 SO-36
SO-37
SO-38
SO-39
JUL 31. SO-40
SD-41
SO-42
• ~UG 4 SO-43
SO-44
SO-45
AUG 10 SO-46
SO-47
• SO-48
AUG 11 SO-49
SO-50
SO-51
SO-52
• SO-53
SO-54
"'TEST
01'
AUG 12 SO-55 SO-53
SO-56
SO-57
• SO-58
SO-59
SO-60
LOCATION
BETWEEN PAOS 52-53
SURFACE
1I0lSTUlt&
CONT.NT
.. DIIYWT.
CENTER -2' 13.6
13.0
13.0
OPPOSITE PAO 52 CENTER SURFACE
OPPOSITE PAO 52 SURFACE
NORTHERLY ENO OF
CALLE CABALLERO
NORTHERLY ENO OF
CALLE CABALLERO
NORTHERLY ENO OF
CALLE CABALLERO
OPPOSITE PAO 18
OPPOSITE PAO 18
OPPOSITE PAO 73
OPPOSITE PAO 18
NORTHERLY ENO
VIA CLEMROTE OPPOSITE
SURFACE 10.0
SURFACE 10.7
SURFACE 10.3
-2' 10.7
SURFACE
-2'
-2'
11.3
10.7
11.0
TRANSFORMER SURFACE 11.2
EAST SlOE OF PAD 64
EAST SlOE OF PAO 64
EAST SlOE OF PAO 64
BETWEEN PADS 63 & 64
BETWEEN PADS 63 & 64
PAD 63
PAD 76
PAD 1
PAD 2
BETWEEN PADS 1 & 2
PAO 1, EAST SIDE
PAD 2
PAO 8
PAO 9
PAO 10
PAO 9
PAO 10, SOUTH SIDE
BETWEEN PADS 8 & 9
PAO 8, NORTH SlOE
PAD 33
PAD 32
SURFACE
-2'
SURFACE
SURFACE
SURFACE
-2'
-2'
-2'
-2'
SURFACE
SURFACE
SURFACE
-2'
-2'
-2'
10.0
10.2
11.2
10.4
11.8
11.3
12.3
13.0
11.1
12.3
11.1
10.5
11. 7
12.3
11. 7
-2' 13.6
SURFACE 11.7
SURFACE 12.3
SURFACE 13.0
-2' 11.1
-2' 12.3
DATE REPORTED 9/16/81
PAGESO-2 o~SO-3
""LD D'NSITY PC,
111.6
115.3
115.3
ll3.9
117.6
ll5.5
116.0
124.1
114.0
120.6
ll9.5
115.2
116.7
116.0
113.8
118.7
113.8
ll5.8
ll6.9
117.5
ll7.7
115.9
120.8
117.2
108.6
116.0
116.1
124.4
ll6.4
118.7
115.3
110.7
LA.ORATORY . RELATiVe
DENSITY CO .... ACT'ON
PC" <;I, 0" LAS. Da:NS •
119.5
126.5
126.5
126.5
122.0
122.0
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.0
126.0
126.0
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
93
91
91
90
96
94
91
98
90
95
94
91
92
92
90
93
90
91
92
93
93
91
95
92
85
91
91
98
92
93
91
87
• wt 9/14/81
Woodward·CIyde ConsuHants "
eONSUL. TINC ENCINE.: .... GI:OL.OCISTI
AHD &NYU'ONMaNTAL. SCieNTISTS
• COMPACTION TEST RESULTS
JOII NAME PUEBLO DE ORO
JOB NUMBER 59331W-FC01 (STORM DRAIN TRENCH
• OATES COVERED JULY 15, 1981 THROUGH AUGUST 17,
DATa nST RETEST LOCATION
NuwaEII 01'
AUG 13 SD-61 SD-60 PAD 32 • SO-62 PAD 32, EAST SIDE
SD-63 BETWEEN PADS 32 & 33
SO-64 PAD 32, EAST SIDE
AUG 14 SO-65 PAO 24, EAST SIOE
SO-66 BETWEEN PADS 23 & 24 • SO-67 PAD 23, WEST SIDE
AUG 17 SO-68 PAD 24
SO-69 PAD 23
SO-70 BETWEEN PAOS 23 & 24
•
•
•
•
•
•
• wt 9/14/81
BACKFILL)
1981
SURFACE
-2'
SURF.
SURF.
SURF.
-2'
-2'
-2'
SURF.
SURF.
SURF.
DATE REPORTED 9/16/81
PAGE SD-3 01" SD-3
MOleTUlla "laLD LA.OIIATOIIY IIELATIVa
CONTENT DaNSITY DaNalTV CO .... ACTION
, DIlY WT. PC .. PCP % 0 .. LAS. DltHa.
11. 7 115.7 126.5 91
12.3 117.3 126.5 92
13.0 117.5 126.5 92
11. 7 116.7 126.5 92
13.0 115.7 126.5 91
12.3 114.7 126.5 90
11. 7 115.4 126.5 91
11. 7 117.2 126.5 92
13.6 123.1 126.5 97
13.0 117.4 126.5 93
Woodward·CIyde Consultants "
CONSUL.TING IENGINKIE"S, GEOLOCISTS
AND &NYIItONMKNTAL SCICN!IST.
••
•
•
•
•
•
•
•
•
•
•
3467 Kurtz Street Woodward·Clyde Consultants San Diego. California 92110
714-224-2911
Telex 697-841
December 12, 1980
Project No. 593311'1-UDOI
Mr'. James Carter
Broadmoor Homes, Inc.
3911 Sorrento Valley Road
Suite B
San Diego, California 92111
HOSP GROVE APARTMENTS
SAN DIEGO, CALIFORNIA
Dear Hr. Carter:
'As a part of our continuing geologic consultation on the
subject project, we discussed the project with Mr. William
Harley of the Los Angeles HUD office on November 24, 1980.
This discussion followed Mr. Harley's inspection of the site
and his review of the engineering and geologic reports that
we sent him. Mr. Harley outlined the following items of
concern that he feels may restrict the participation of HUD
in this project.
l.
2.
3.
4.
On-Site Fault -The fault is one of Mr. Harley's minor
concerns; however, based on our reports and his site
visit, he is of the opinion that set-backs should' be
established on cut pads. Such set-backs could allow
for structures within "5 feet" of the fault.
Landslides -Mr. Harley has concerns regarding the
landslides and development on top of such slides. He
indicated that HUD would need a positive statement
regarding slope stability. (We believe that we can
provide such a statement that would satisfy Mr. Harley
and HUD.)
Regrading -Severe erosion has taken place because the
materials at the site are highly erodible. Mr. Harley
said, "excellent and thorough erosion mitigation
measures" would be required and that such mitigation
measures might require continuous maintenance.
Cut/fill Situation -Because the site is in an existing
cut/fill situation, Mr. Harley said that approval is
needed at the "regional level." Mr. Harley's verbal
communications with the regional staff indicate the
site possibly has a low probability of approval, even
with our clarification.
COnsulting Engineers. Geologists
and EnVironmental SCientists
Offices in Other Principal Cities
•
•
•
•
•
•
•
•
•
•
•
Mr. James Carter
December 12, 1980
project No. 5933lW-UDOl
Page 2
Woodward-Clyde Consultants
In summary, Mr. Harley thinks the fault on site is only a
minor problem; however, due to the other items the proba-
bility of obtaining HOD funding for this site is low.
If you have any questions or if we can be of further
assistance, please give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
. Richard P. While
R.E. 21992
RPW/DE/rs
(3)
•
•
•
•
•
•
•
•
..
•
•
COMPACTION TEST RESULTS
JOII NAME PUEBLO DE ORO
JOB NUMBER 59331W-FCOI (WATER TRENCH BACKFILL)
DATES COVERED JULY 8, 1981 THROUGH AUGUST 17, 1981
DATil
JUL 8
JUL 17
JUL 20
JUL 21
JUL 22
W-l
W-2
W-3
W-4
W-5
W-6
W-7
W-8
W-9
W-10
W-ll
W-12
W-13
W-14
W-15
W-16
W-17
W-18
W-19
W-20
W-21
-W-22
W-23
JUL 23 -W-24
W-25
W-26
W-27
W-28
RETEST 0"
W-I0
L.OCATION
ELNI AVE. STA. 92+00
ELNI AVE. STA. 94+00
ELNI AVE. STA. 96+75
ELNI AVE. STA. 93+00
ELNI AVE. STA. 96+00
SURFACE
-2'
-2'
-2'
SURFACE
SURFACE
CALLE ARROYO STA. 6+00 -1'
CALLE ARROYO STA. 3+50 -1'
CALLE ARROYO STA. 1+00 -1'
CALLE ARROYO STA. 1+50
CALLE ARROYO STA. 5+00
VIA CHEMENTE STA. 0+70
VIA CHEMENTE STA. 1+50
CALLE ARROYO STA. 5+00
VIA LOS SANTOS
STA. 1+00
VIA LOS SANTOS
STA. 3+00
VIA LOS SANTOS
STA. 2+00
CIRCULO SANTIAGO
STA. 1+50
CIRCULO SANTIAGO
STA. 3+50
CIRCULO SANTIAGO
LATERAL 2+67
CIRCULO SANTIAGO
STA. 6+00
CIRCULO SANTIAGO
STA. 4+25
CIRCULO SANTIAGO
LATERAL 1+43
CIRCULO SANTIAGO
STA. 2+00
CIRCULO SANTIAGO
STA. 1+95
CIRCULO SANTIAGO
LATERAL 4+52
CIRCULO SANTIAGO
LATERAL 6+21
CIRCULO SANTIAGO
STA. 3+00
CIRCULO SANTIAGO
STA. 1+75
SURFACE
SURFACE
-1'
SURFACE
-1'
-1'
SURFACE
-1'
-1'
-1 '
-1'
SURFACE
SURFACE
SURFACE
-1'
-1 '
SURFACE
SURFACE
-1'
MOlaTUlla
CONTIINT
.. DIIT WT.
13.6
13.0
11. 7
11.1
11. 7
12.3
13.0
11.1
11. 7
12.3
13.6
12.3
11. 7
13.6
13.0
12.3
11. 7
11.1
14.3
13.0
12.3
13.0
13.0
12.3
12.3
11. 7
DATE REPORTED ~/16/81
PAGE W-1 0 .. W-2
Jl'11IL.D
DIINalTT pel'
111.8
117.6
117.4
115.1
116.4
118.9
117.4
119.6
113.6
107.0
118.2
119.9
117.2
123.1
120.0
116.9
118.6
112.5
117.3
117.3
117.8
117.8
111.1
116.3
116.1
121.7
W\aOIlATOllT IICw\Tlva
DIINalTT CO"~ACTION
PC' 'It 0' ....... Dba.
123.5
123.5
123.5
123.5
123.5
126.0
126.0
126.0
126.5
126.5
126.5
126.0
126.5
126.5
126.0
126.0
126.0
123.5
123.5
126.0
126-.0
123.5
123.5
126.0
126.0
126.0
90
95
95
93
92
94
93
94
90
85
93
95
92
97
95
91
94
91
95
93
93
95
90
92
92
96
13.0 123.3 126.0 97
Woodward·CIyde Consultants "
CONSULTING ENGINIIUIS, Ga01.0CIST.
AND &NVI"ONMKNTAL. .CIIENTIITS
.'
•
•
•
•
•
•
•
•
•
•
COMPACTION TEST RESULTS
JOai NAME PUEBLO DE ORO
Joa NUMaER 59331W-FCOI (WATER TRENCH BACKFILL)
DATES COVERED JULY 8, 1981 THROUGH AUGUST 17, 1981
STTRFACE OATC nST RETEST LOCATION
NUN.ER 0 ..
JUL 24 W-29 CALLE CABALLERO
STA. 2+00 -11
W-30 CALLE CABALLERO
STA. 4+50 -I'
W-31 CALLE CABALLERO
STA. 2+50 SURFACE
W-32 CALLE CABALLERO
STA. 5+25 SURFACE
A:tJG 28 W-33 AVENIDA MAGNIFICA,
OPPOSITE PAD 55 -11
W-34 AVENIDA MAGNIFICA,
OPPOSITE PAD 56 SURFACE
W-35 AVENIDA MAGNIFICA,
OPPOSITE PAD 72 -I'
W-36 AVENIDA MAGNIFICA,
OPPOSITE PAD 68 -I'
W-37 AVENIDA MAGNIFICA,
OPPOSITE PAD 65 SURFACE
W-38 AVENIDA MAGNIFICA,
OPPOSITE PAD 70 SURFACE
AUG 12 W-39 HOSP WAY STA. 11+00 -11
W-40 HOSP WAY STA. 13+45 -I'
AUG 13 W-41 HOSP WAY STA. 16+50 -I'
W-42 HOSP WAY STA. 19+00 -I'
W-43 W-40 HOSP vlAY STA. 13+45 -I'
AUG 17 W-44 HOSP WAY STA. 19+50 SURFACE
W-45 HOSP WAY STA. 16+50 SURFACE
W-46 'HOSP WAY STA. 12+00 SURFACE
DATE REPORTED 9/16/81
PAGE W-2 0.. W-2
MOISTUIIC "ICLI) LA.OIIATOIIY IIII:LATIYC C:ONTCNT DENSITY OCNSITY c:O .... ACTION ... OilY WT. PC" PC" ';' 0 .. LA •• OUIS •
12.3 114.7 126.5 90
13.0 116.-8 126.5 92
13.6 117.0 126.5 92
11. 7 117.5 126.5 92
12.3 116.3 126.5 92
13.0 122.2 126.0 96
12.3 117.0 126.0 92
11. 7 116.0 12b.U 92
13.0 116.9 126.0 92
12.3 118.5 126.0 94
11. 7 113.9 123.5 92
13.0 108.6 123.5 -87
13.6 117.0 123.5 94
12.3 117.0 126.0 92
13.0 119.5 123.5 96
12.3 115.3 126.0 91
13.0 116.1 126.0 92
12.3 119.2 126.0 94
Woodward .• Clyde ConsuHants Cit
CONSUL. TING ENGIN&II"., GEOL.OGtSTS
AND IENV'ftONMIENTAL. SCIENTISTS
• COMPACTION TEST RESULTS
Jail NAME PUEBLO DEL ORO
JOB NUMBER 59331W-FC01 (MASS GRADING)
• DATES COVERED JANUARY 27, 1981 THROUGH JUNE 22, 1981
OATE
JAN 27 •
FEB 4
• FEB 5
•
FEB 6
•
FEB 13
FEB 17
•
FEB 18
•
FEB 19
•
FEB 23
•
• wt 5/18/81
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
RETEST
0'
23
LOCATION
LOT 8, PARKING E. SIDE .. " " " "
" " " " "
N.E. CANYON, LOT 9
11 " " .. "
N.E. CANYON, LOT 9
" " " " II
II " " " II
" If " II n
LOT 8, PARKING W. SIDE .. " " " If" II "
LOT 8, CENTER
II II 11
N.E. CANYON, LOT 9
It II " " "
II If " " II
N.E. CANYON, LOT 9
N.E. CANYON, LOT 9
" II " tt II
II " " " "
" " " " "
LOT 9, N.E. CORNER
.. II "" II
LOT 9, N.E. CORNER
" " .. II "
II 11 "It II
LOT 9, EAST SIDE
LOT 9, N.E. CORNER
LOT 9, EAST SIDE
II If " "
"
"
LOT 9, EAST PARKING LOT,
ELEVATION 0' TEST
1421
144'
148'
60'
64'
68'
72'
76'
80'
158'
160'
162'
152'
154'
84'
88'
92'
96'
100'
104'
108'
112'
116'
116'
120'
124'
126'
126'
128'
128'
130'
EAST SIDE 130'
LOT 9, EAST PARKING LOT,
EAST SIDE 132'
LOT 9, EAST PARKING LOT,
WEST SIDE 134'
LOT 9, EAST PARKING LOT,
WEST SIDE 136'
MO'.TUlla
CONTENT
, O"IlT WT.
12.3
13.0
13.6
13.0
11. 7
11. 7
12.3
13.0
13.6
13.6
11. 7
12.3
13.0
11. 7
11.1
12.3
10.5
10.0
13.6
14.3
13.6
11.1
13.6
13.0
13.6
12.3
13.0
12.3
13 .6
13.6
13.6
9.1
12.3
11. 7
12.3
DATE REPORTED 9/16/81
PAGE: 1
"IELD
DEN.ITY pe,
109.0
109.4
109.5
113.4
108.5
111.0
117.8
114.2
112.2
115.1
114.4
117.1
117.3
117.8
115.6
120.6
117.2
113.0
111.7
112.6
112.6
115.3
103.5
109.3
115.9
114.7
116.6
118.3
111.6
109.9
115.4
112.1
120.2
114.3
114.4
01" 5
LA.OIIATOIlY IlIlLATIVE
aaN.ITT COMPACTION pe, '.-0" LA •• OlIN ••
119.5
119.5
119.5
123.5
119.5
119.5
126.0
119.5
119.5
126.0
126.0
126.0
126.0
126.0
126.5
126.5
126.5
119.5
119.5
123.5
119.5
123.5
119.5
119.5
126.0
126.0
126.0
126.0
119.5
119.5
126.0
123.5
126.0
126.0
126.5
91
91
91
92
90
92
93
95
93
91
90
92
93
93
91
95
92
94
93
91·
94
93
86
91
91
91
92
93
93
91
91
9.0
95
90
90
Woodward· Clyde Consultants "
CONSUL TING EHCINEEftS. GEOLOGISTS
A.ND EHYlftONII4ENTAL SCljENTISTS
• COMPACTION TEST RESULTS
JO&l NAME PUEBLO DEL ORO
J08 NUMBER 59331W-FC01 (MASS GRADING)
• CATES COVERED JANUARY 27, 1981 THROUGH JUNE 22, 1981
DATil
FEB 24 •
•
APR 1
• APR 2
APR 6
• APR 7
• APR 8
• APR 10
APR 13 •
APR 14
•
• wt 5/18/81
36
37
38
39
40
41
42
. 43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
RIlTIlST 0"
53
65
LOCATION
LOT 9, EAST PARKING LOT,
ELEVATION
OI'TEST
EAST SIDE 136'
LOT 9, EAST PARKING LOT,
EAST SIDE 138'
LOT 8, WEST PARKING LOT,
NORTH SIDE .,
LOT 8, WEST PARKING LOT,
NORTH SIDE
LOT 8, CENTER
It 11 It
LOT 10, N.E. CORNER
" " "" "
LOT 10, N.E. CORNER
" " II n "
LOT 10, N.E. CORNER
" " "rr "
LOT 6, S.E. CORNER
II " n.. II
LOT 10, N.E. CORNER
LOT 9, N.W. CORNER
LOT 10, N.E. CORNER
LOT 10, N.E. CORNER
" If " .. II
LOT 10, N.E. CORNER
LOT 10, NORTH SIDE
LOT 10, N.E. CORNER
LOT 9, N.W. CORNER
LOT 10, N.E. CORNER
LOT 6, N.E. CORNER
LOT 6, N.E. CORNER
LOT 10, NORTH SIDE
LOT 11, S.E. CORNER
LOT 9, N.W. CORNER
LOT 10, NORTH SIDE
LOT 6, N.E. CORNER
LOT 6, N.E. CORNER
LOT 10, NORTH SIDE
156'
160'
142'
144'
40'
44'
48'
52'
56'
60'
136'
140'
64'
68'
72'
76'
76'
80'
82'
86 1
90'
94'
144'
148'
96'
152'
102 1
104'
156'
160'
104 1
MOlnuR&
CONTIlNT
'110 DIIYWT.
13.0
13.6
11.1
12.3
11. 7
13.0
11. 7
12.3
13.0
13.6
11. 7
13.0
12.3
13.0
11.1
12.3
11. 7
12.3
13.0
11.1
11.1
13.0
13.0
13.6
11. 7
11.1
13.6
10.5
11. 7
12.3
11. 7
12.3
12.3
DATE REPORTED 9/16/81
PAGE 2
120.4
122.0
120.8
115.1
118.3
111.0
111.7
114.0
119.3
117.6
105.9
114.6
115.5
111.2
114.7
116.7
122.6
105.9
117.4
111. 7
120.3
117.6
116.1
117.5
114.2
115.8
117.6
111.9
116.5
108.5
112.0
116.1
122.3
0.. 5
LoAaOIlATORY IIIlLoATIYIE
DIENalTY COMPACTION
PCI' '10 01' LoA •• DIEH ••
126.5
126.5
126.0
126.5
126.5
123.5
122.0
122.0
122.0
122.0
126.0
126.0
122.0
122.0
126.0
126.0
126.0
119.5
119.5
119.5
126.0
126.0
126.0
126.5
122.0
126.5
126.5
122.0
126.5
126.5
122.0
122.0
126.5
95
96
95
91
93
90
91
93
97
96
91
90
94
91
91
92
9~
88
98
93
95
93
92
92
93
91
92
91
92
85
91
95
96
Woodward· Clyde Consultants Cit
CONSUL. TlNG ENGIN~E." •• CEO~OCISTS
AND .NVIRONMENTAL SCIENTISTS
• COMPACTION TEST RESULTS
JOII NAME PUEBLO DEL ORO
JOB NUMBER 59331W-FC01 (MASS GRADING)
• CATES COVERED JANUARY 27, 1981 THROUGH JUNE 22, 1981
DATE
APR 15 •
APR 16
• APR 20
APR 21
•
APR 22
• APR 23
APR 24
• APR 27
APR 30
•
MAY 1
• ~1AY 5
MAY 6
•
naT
NUMBEII
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
:·IAY 7 103
104
• wt 5/18/81
RETEST
01'
LOCATION
LOT 9, N.W. CORNER
LOT 10, N.W. CORNER
LOT 9, N.W. CORNER
LOT 10, N.E. CORNER
LOT 10, N.W. CORNER
LOT 9, BLDG. PAD 54 FG
LOT 10, BLDG. PAD 61
LOT 9, BLDG. PAD 74
LOT 10, BLDG. PAD 63
LOT 9, BLDG. PAD 52
LOT 10, BLDG. PAD 62
LOT 10, BLDG. PAD 61
LOT 10, BLDG. PAD 64
LOT 9, BLDG. PAD 52
LOT 10, BLDG. PAD 62
LOT 10, BLDG. PAD E1
LOT 10, BLDG. PAD 63
LOT 10, PARKING PAD 71
" "
" "
"
"
"
"
72
65
LOT 10, PARKING PAD 65
" " "
LOT 5 PAD 22
" If It II
II If II If
LOT 5 PAD 27
LOT 5 PAD 26
LOT 8 PAD 45
LOT 8 PAD 47
LOT 8 PAD 50
LOT 8 PAD 48
LOT 2 PAD 17
LOT 2 PAD 10
LOT 1 PAD 7
" 70
ELEVATION
01' TEST
106'
108'
112'
116'
118'
132.0'
120'
124'
126'
128'
128'
130'
130'
128'
132'
134'
133'
134'
138'
138'
142'
140'
162'
164'
170'
172'
174'
162'
154'
148'
142'
130'
132'
104'
LOT 9 PAD 53
LOT 9 PAD 52
FG 130.5 i
FG 130.5'
MOIBTUlla
CONTENT , gIlYWT.
13.0
12.3
13.6
13.0
13.6
12.3
12.3
14.3
13.0
12.3
12.3
14.3
13.6
14.9
15.3
14.3
14.9
12.3
13.0
13.6
13 .6
13.0
12.3
13.6
13.0
13.0
11. 7
13 .6
12.3
12.3
11. 7
13.0
11. 7
12.3
13.6
DATE REPORTED 9/16/81
PAGE 3
.. IIELD
DENSITY
PC"
112.8
119.5
113.0
112.3
113.7
117.1
118.2
111.6
ll5.8
115.6
115.2
104.5
104.7
110.3
ll3.4
llO.O
109.6
116.2
116.0
118.9
114.9
112.0
117.2
121.9
121.3
118.7
115.2
114.0
113.2
118.4
116.5
112.6
112.3
111.5
119.0
'01" 5
LABOIIATOItY IIELATIVIE
OENBITT COMPACTION
PCI' ',. O~ LAB, O~.,
119.5
126.5
122.0
122.0
122.0
126.0
122.0
122.0
122.0
122.0
122.0
114.5
114.5
114.5
114.5
114.5
114.5
126.0
126.5
126.0
122.0
114.5
126.{)
126.0
126.0
126.0
126.0
123.5
123.5
126.0
126.0
122.0
122 .. 0
122.0
126.5
94
94
91
91
92
92
96
91
94
94
94
91
91
96
99
96
95
92
91
94'
94
97
93
96
96
94
91
92
91
93
92
92
92
91
94
14.3 117.5 126.5 92
Woodward· Clyde Consultants "
CONSUl-TING ENGINEERS. GEOL.OGISTS
AND ENVIRONMENTAL SCIENTISTS
• COMPACTION TEST RESULTS
Jail NAME PUEBLO DEL ORO
59331-FC01 (MASS GRADING)
• DATE. COVERED JANUARY 27, 1981 THROUGH JUNE 22, 1981
OATIE
MAY 7 •
MAY 11
• MAY 12
MAY 13 •
MAY 14
•
MAY 15
•
MAY 18
•
MAY 19
•
. MAY 20
• ~Y 21
ftST
NUMSEII
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
. 131
l32
133
134
135
136
137
138
139
140
141
142
• wt 5/27/81
IIIETIEST
01'
108
LOCATION
LOT 9, PAD 74
LOT 9, PAD 64
LOT 10, PAD 63
LOT 10, PAD 62
LOT 10, PAD 61
LOT 10, PAD 62
LOT 10, PAD 65
LOT 10, PAD 66
LOT 10, PAD 67
LOT 10, PAD 68
LOT 10, PAD 69
LOT 10, PAD 70
LOT 9, PAD 71
LOT 9, PAD 72
LOT 9, PAD 59
LOT 9, PAD 60
LOT 11, PAD 75
LOT 6, PAD 34
LOT 11, PAD 75
LOT 6, PAD 34
LOT 6, PAD 34
LOT 6, PAD 44
LOT 6, PAD 44
LOT 9, PAD 58
LOT 9, PAD 57
LOT 9, PAD 56
LOT 9, PAD 55
LOT 10, PARKING
LOT 10, PARKING
LOT 8, PAD 48
LOT 8, PAD 49
LOT 8, PAD 45
LOT 8, PAD 46
LOT 8, PAD 47
LOT 8, PAD 48
LOT 8, PAD 49
LOT 8, PAD 50
LOT 8, PAD 51
FG
FG
FG
FG
FG
FG
FG
FG
FG
ELEVATION
Ol'TEST
134.5'
134.5'
135.3'
136.0
137.5'
136.0'
146.2'
145.5'
144.9'
FG 143.6'
FG 142.9'
FG 142.3'
FG 141.6'
FG 141.0'
FG 141.0'
FG 141.0'
FG
FG
FG
FG
164'
168'
175'
176'
180'
186'
190'
141.4 '
140.9'
139.2'
138.4'
OPP.L-69 138'
OPP.L-66 143'
144'
152'
FG 163.1'
FG 163.8'
FG 155.0'
FG 145.0'
FG 153.9'
FG 152.2'
FG 150.8'
IIOISTUII&
CONTl:NT
.. OilY WT.
13.0
12.3
13.6
13.6
13.6
13.0
13.6
13.0
12.3
11. 7
12.3
13.0
12.3
13.6
12.3
13.6
12.3
13.6
13.0
11. 7
12.3
13.6
11. 7
13.0
12.3
11. 7
13.6
13.6
13.0
l3.6
12.3
l3.0
12.3
l3.6
12.3
l3.0
12.3
11. 7
DATE RE .. ORTEC 9/16/81
PAGE 4
plELD
OIENalTY poeI'
117.2
119.0
117.5
112.4
118.9
117.1
118.8
115.6
116.4
116.1
120.1
114.0
118.1
116.4
115.0
113.2
115.2
115.7
120.2
121.3
118.4
115.5
113.0
118.7
115.7
114.2
118.8
120.0
120.5
117.8
118.9
119.5
117.9
118.5
118.4
117.1
114.8
115.9
0,. 5
&.A.OIIATOIIY lIa&.AT,va
ClaNalTY COM,.ACT'ON
pcp % 01' I.A&. Clue ••
126.0
126.0
126.5
126.5
126.5·
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
123.5
123.5
126.0
126.0
126.0
126.0
126.0
93
94
92
88
93
92
93
91
92
91
95
90
93
92
91
90
91
91
95
96·
93
91
90
94
91
90
94
95
95
93
94
96
95
94
93
93
91
91
Woodward-Clyde Consultants "
CONSUL. TING ENGINE&."., GEOLOGISTS
AND ENVlftONMKHTAL SCIENTISTS
• COMPACTION TEST RESULTS
JOII NAME PUEBLO DEL ORO
Joe NUMBER 59331W-FCOI (MASS GRADING)
• DATES COVERED JANUARY 27, 1981 THROUGH JUNE 22, 1981
OATil:
• MAY 22
• MAY 26
MAY 27 •
• MAY 28
MAY 29
•
JUN 1
• JUN 4
JUN 18
• JUN 19
JUN 22
ftST
NUMSER
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
wt 7/27/81
RETEST
Or'
158
LOCATION
LOT 8, PARKING OPPOSITE
PAD 46
LOT 8, PARKING OPPOSITE
PAD 49
LOT 8, PARKING OPPOSITE
PAD 51
LOT 6, PAD 39 FG
LOT 6, PAD 40 FG
LOT 6, PARKING OPPOSITE
PAD 44 FG
LOT 6, PAD 33 FG
LOT 5, PAD 28 FG
LOT 5, PARKING OPPOSITE
PAD 28 FG
LOT 5, PARKING OPPOSITE
PAD 26 FG
LOT 5, PAD 25
LOT 5, PAD 22
LOT 2, PAD 13
LOT 2, PAD 14
LOT 2, PAD 15
LOT 2, PAD 16
LOT 2, PAD 17
LOT 2, PAD 9
LOT 2, PAD 10
LOT 2, PAD 8
LOT 2, PAD 16
LOT 1, PAD 76
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
LOT 1, PAD 1 FG
LOT 1, PAD 2, E. SIDE
LOT 1, PAD W, E. SIDE
LOT 1, PAD 2, E. SIDE
LOT 1, PAD 2 FG
LOT 6, PAD 34 FG
ELEVATION
Or'TEST
162'
152'
148'
192.0'
191.4'
191.5'
182.3'
174.8'
172.4'
173.4'
175.5'
166.0'
136.1'
136.7'
137.4'
138.0'
138.7'
128.0'
129.0'
127.0'
138.0'
103.0'
103.0'
92'
96'
100'
103.0'
182.3'
MOUITUII&
CONTENT
,ORTWT.
13.6
11. 7
12.3
13.0
11.1
13.6
13.0
11. 7
13.6
13.6
13.0
13.6
12.3
13.0
11. 7
13.6
11. 7
13.0
13.6
13.0
12.3
13.0
13.0
11.1
12.3
13.0
13.6,
13.6
DATE REJI'ORTEC 9/16/81
PAGE 5
.. IELD
DENSITY
PC ..
118.9
114.6
117.8
119.3
119.0
123.6
117.3
118.7
121.6
114.0
113.3
112.3
113.0
117.3
118.7
108.3
119.3
120.0
118.9
121. 7
120.6
113.8
119.5
115.3
115.3
113.6
116.9
117.0
0... 5
LA.ORATORY IIELATIV&
e&N •• TT CO ..... ACTION
pcp '4 0 .. LAS. DEN ••
126.0
126.0
121.0
126.0
126.0
126.0
126.0
126.0
126.0
123.5
123.5
123.5
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
119.5
122.0
122.0
126.0
126.0
94
90
93
94
94
98
93
94
96
92
91
90
90
93
93
85
95
95
94
96
95
90
94
96
94
93
92
92
Woodward·CIyde ConsuHants "
.'
•
•
•
•
•
•
•
COMPACTION TEST RESULTS
JOII NAMa PUEBLO DEL ORO
59331W-FC01 (SEWER BACKFILL)
DATES COVERED JUNE 24, 19S1 THROUGH JULY 15, 19S1
DATE
JUN 24
"'ST NUM.IEIt
SW-1
SW-2
ItETEST
Of'
LOCATION SURFACE
AVENIDA MAGNIFICA,STA.4+40
-6'
AVENIDA MAGNIFICA,STA.2+75
-6'
SW-3 SW-1 AVENIDA MAGNIFICA,STA.4+40
SW-4
JUN 25 SW-5
$W-6
SW-7
SW-S
JUN 26 SW-9
JUN 29
JON 30
SW-10
SW-11
SW-12
SW-13
SW-14
SW-15
SW-16
SW-17
SW-18
SW-19
SW-20'
SW-21
SW-22
-6'
SW-2 AVENIDA MAGNIFICA,STA.2+75
-6'
AVENIDA MAGNIFICA,STA.0+50
-6'
AVENIDA MAGNIFICA, LATERAL,
STA. 3+61 -4'
AVENIDA MAGNIFICA, LATERAL,
STA. 2+51 -2'
AVENIDA MAGNIFICA, LATERAL,
STA. 1+31 -4'
AVENIDA MAGNIFICA, LATERAL,
STA. 0+S7 -21'
AVENIDA MAGNIFICA, LATERAL,
STA. 1+90 -4'
AVENIDA MAGNIFICA, LATERAL,
STA. 4+00 -4'
AVENIDA MAGNIFICA,STA.3+50
-2'
AVENIDA MAGNIFICA,STA.1+50
-2'
SW-12 AVENIDA MAGNIFICA,STA.3+50 -2'
AVENIDA MAGNIFICA,STA.1+00
SURF.
AVENIDA MAGNIFICA,STA.3+00
SURF.
AVENDIA MAGNIFCIA, LATERAL,
STA. 1+31 SURF.
AVENIDA MAGNIFICA,STA.3+61
SURF.
-6'
-6'
-4'
-4'
SW-23 SW-21
HOSP. WAY, STA. 11+00
HOSP. WAY, STA. 13+50
HOSP. WAY, STA. 14+00
HOSP. WAY, STA. 12+00
HOSP. WAY, STA. 14+00 -4'
JUL 1 SW-24
SW-25
wt 7/27/81
HOSP. WAY, STA. 11+50
HOSP. WAY, STA. 13+00
-2'
-2'
MDISTUIt.
CONTKNT
.... DIlY WT.
9.1
10.1
13.6
12.3
10.5
13.0
13.6
13.0
13.6
12.3
l3.0
13.6
11. 7
13.0
11. 7
11.1
11. 7
13.6
12.3
l3.0
14.3
13.6
11.1
13.6
12.3
DATE REPORTED 9/16/S1
PAGE SW-1 O~ SW-3
"'EL.I) DENSITY
PC ..
91.8
100.1
112.9
115.3
10S.3
113.0
117.0
113.3
116.1
llS.5
116.9
105.9
114.7
114.0
114.9
115.3
114.6
117.0
116.1
118.2
110.6
114.4
110.9
114.1
117.3
IoA.OIlATOltY ItEIoAT'YE
OEN.,TY COMPACTION
PC.. % 0 .. 1.A8. D&H ••
119.5
119.5
119.5
119.5
119.5
122.0
122.0
122.0
122.0
122.0
122.0
123.5
123.5
123.5
126.5
126.5
126.0
126.0
123.5
123.5
123.5
123.5
123.5
123.5
126.0
76
S3
94
96
90
92
95
92
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85
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Woodward·CIyde Consultants fI
CONSUL-TINC ENGIHaC"., GCOL.OGISTS
AND ~NVIRONM.NTA'" SCII;NTISTS
• COMPACTION TEST RESULTS
JOII NAME PUEBLO DEL ORO DATE REPORTED 9/16/81
JOB NUMBER 59331W-FC01 (SEWER BACKFILL)
• OATES COVERED JUNE 24, 1981 THROUGH JULY 15, 1981 PAGE SW-2 O~ SW-3
/IIOlnull. 1'111:1.0 ......O .. ATOIIY 1t ...... TIV.
DATI: Tan .. ETII:ST LOCATION SURFACE CONTII:NT DII:NSITY DII:NSITY COMPACTION
NUM.EII O/' ~ DIlYWT. PCI' PCI' 'lIo 01' J.Aa. OUt ••
• . JUL 1 SW-26 HOSP. WAY, LATERAL, STA .
13+12 -21' 13.0 120.6 126.0 95
SW-27 HOSP. WAY, STA. 12+00 SURF. 11. 7 120.5 126.0 95
SW-28 HOSP. WAY, STA. 14+20 SURF. 11.1 119.7 126.0 95
SW-29 CALLE ARROYO, STA. 1+00 -6' 11. 7 115.2 123.5 93
SW-30 CALLE ARROYO, STA.~ 3+50 -6' 13.0 . 112.0 123.5 90
• SW-31 CALLE ARROYO, STA. 2+00 -4' 11.1 116.0 123.5 93
JUL 2 SW-32 CALLE ARROYO, STA. 4+50 -4' 13.6 119.7 126.0 95
SW-33 CALLE ARROYO, STA. 2+50 -2' 11. 7 117.4 126.0 93
SW-34 VIA LOS SANTOS, STA. 1+00 -6' 12.3 119.6 126.0 94
~W-35 VIA LOS SANTOS, STA. 3+50 -6' 13.6 118.4 126.0 94
SW-36 VIA LOS SANTOS, STA. 4+00 -4' 14.3 119.3 126.0 94 • SW-37 VIA LOS SANTOS, STA. 1+50 -4' 13.0 119.5 126.0 94
SW-38 VIA CLEMENTE, STA. 1+25 -6' 12.3 122.6 126.0 97
SW-39 VIA CLEMENTE, LATERAL,
STA. 2+35 -4' 13.0 118.8 126.0 94
• JUL 3 SW-40 CALLE ARROYO, LATERAL,
STA. 1+63 -2' 13.0 113.0 123.5 91
SW-41 VIA CLEMENTE, STA. 0+30 -2' 11.1 119.6 126.0 94
SW-42 VIA CLEMENTE, STA. 2+00 -2' 11. 7 117.7 126.0 93·
SW-43 VIA CLEMENTE, LATERAL,
STA. 2+35 SURF. 12.3 115.3 126.0 91
• JUL 6 SW-44 VIA CLEMENTE, STA. 1+00 SURF. 13.6 116.6 126.0 92
SW-45 CALLE ARROYO, STA. 1+50 SURF. 12.3 116.1 126.0 92
SW-46 CALLE ARROYO, STA. 4+00 SURF. 13.0 121.1 126.0 96
SW-47 VIA LOS SANTOS, STA. 2+00 SURF. 13.0 117.5 126.0 93
SW-48 VIA LOS SANTOS, STA. 4+50 SURF. 11. 7 117.4 126.0 93
• JUL 7 SW-49 CIRCULO SANTIAGO, STA.3+00 -6' 13.6 121.0 126.5 95
SW-50 CIRCULO SANTIAGO, STA.4+75 -6' 12.3 122.8 126.5 97
SW-51 CIRCULO SANTIAGO, STA.6+60 -6' 13.0 118.7 126.0 94
JUL 8 SW-52 CIRCULO SANTIAGO, STA.3+50 -4' 11. 7 "113.4 126.0 90
• SW-53 CIRCULO SANTIAGO, LATERAL,
STA. 2+99 -4' 12.3 122.6 126.0 97
SW-54 CIRCULO SANTIAGO, LATERAL,
STA. 4+74 -4' 13.0 114.9 126.0 91
SW-55 CIRCULO SANTIAGO,STA.5+75 -4' 13.6 119.0 126.0 94
SW-56 CIRCULO SANTIAGO, LATERAL, • STA. 6+75 -4' 12.3 117.3 126.0 93
JUL 9 SW-57 CIRCULO SANTIAGO,STA.4+00 -2' 11. 7 117.9 126.5 93 --SW-58 CIRCULO SANTIAGO,STA.6+00 -2' 13.6 122.2 126.5 96
• wt 7/27/81 Woodward-Clyde Consultants "
CONSUL TINe ENCINIIE"., GEOLOCISTS
AND !l:NVI"ON .... NTAL. SCIENTIITS
• COMPACTION TEST RESULTS
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JOII NAMIt PUEBLO DEL ORO
JOB NUMBER 59331W-FCOI (SEWER BACKFILL)
DATES COVERED JUNE 24, 1981 THROUGH JULY IS, 1981
DATE
JUL 9
JUL 10
JUL 13
JUL 14
JUL 15
TIIST
NUM.ER
SW-59
SW-60
SW-61
RETEST
0"
LOCATION SURFACE
CIRCULO SANTIAGO, LATERAL,
STA. 4+32 -2'
CIRCULO SANTIAGO, LATERAL,
STA. 3+20 -2'
CIRCULO SANTIAGO, LATERAL,
STA. 5+92 -2'
SW-62 SW-59 CIRCULO SANTIAGO, LATERAL,
SW-63
SW-64
SW-65
SW-66
SW-67
SW-68
SW-69
SW-70
SW-71
SW-72
SW-73
SW-74
SW-75
STA. 4+32 -2'
CALLE CABALLERO, STA.5+30
CALLE CABALLERO, LATERAL,
STA. 5+67
CALLE CABALLERO, LATERAL,
STA. 4+99
CALLE CABALLERO, STA.5+50
-6'
-4'
-2'
SURF.
LOT 9, PAD 54, N.E. CORNER -6'
LOT 9, PAD 54, N.W. CORNER -4'
AVENIDA MAGNIFICA, 20' E.
OF M.O.#16 -6'
AVENIDA MAGNIFICA, 50'E.
OF M.O.#6
AVENIDA MAGNIFICA, LATERAL,
-4'
STA. 2+28 -2'
AVENIDA MAGNIFICA, LATERAL,
STA. 3+10 -2'
LOT 9, PAD 54, CENTER -2'
LOT 9, PAD 54, CENTER
AVENIDA MAGNIFICA, 40' E.
OF M.O.#16
SURF.
SURF.
• wt 7/27/81
IIOISTURE
CONTENT , DRYWT.
12.3
12.3
13.0
13.6
13.6
12.3
12.3
13.6
11. 7
13.6
11.1
12.3
13.0
13.0
13.6
12.3
13 .. 0
DATE REJIORTED 9/16/81
PAGE SW-3 O~ SW-3
.. IIELD
DENSITY
PCI'
112.3
123.5
117.5
116.4
116.1
118.5
115.8
117.0
118.6
120.1
118.7
118.0
116.8
115.3
115.6
118.9
117.0
LoA.OIIATORY RIELoATIVIE
DIENSITl' COMPACTION
PC.. '10 0 .. LAa. DIEN ••
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
126.5
136.5
126.5
126.5
126.0
126.0
87
97
92
92
91
93
91
92
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Woodward.CIyde Consultants "
CONSUL.TINC ENGINCE ... , CEOt..OGIITS
AND £NVI"ONM&NTAL. SCIENTISTS
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150
14 0
13 0
120
110
100
90
PLASTICITY CHARACTERISTICS 1
Liquid Limit, % 27
Plasticity Index, % 6
Classification by Unified Soil ~M-SC Classification System
, \ \
\ \ \ ZERO AIR VOIDS CURVES
\ \ \ 2.80 SG
\ \ 2.70 SG
\ \ 1\ 2.60 SG
\ \1 \ 2.50 SG
\ 1\ ' , \ 1\
!\ 1\ \
\ 1\ '
\ \ r\
\ 1\ \
3 II \~ .
/ V \\ 1\' \
1 !// ...,.. \:\ \'
1'-" r"\'\ \ 1\ -1/ \\ ~ \\
(.) \'\ \ \ !\ 0. 2 -,1 ..... II ~\ \ \\ ::t
(.!) \' '\ \ w /
~ I \ \ ,\ ....
z \ \ '\ t\ ::> \ \ 1\\ >-a: I r\' 1\..\ ~ Cl ,
2
33
15
SC
3 r:!:j.!.!::'=+-r-l~~-I SILT & 'CLAY
28
10
SC
100
~80
~ «60 ~ .... ~ 40 u a:
~ 2 o
o
1'\
3
1
I , I
f\.
r\ \
\\ \ 2
\1 \ ,
',\
\ \ ~
,\ ' .. . '-... " I I I
1000 100 10 1.0 0.1 0.01 0.001
GRAIN SIZE, mm
MECHANICAL ANALYSIS
DIRECTSH EAR TEST DATA 1 2 3
Dry Density, pct
Initial Water Content, %
Final Water Content, %
Apparent Co hesion, psf
Apparent Fri ction Angle, degrees
SWELL TES T DATA 1 2 3
Initial Dry D ensity, pct 107 114
Initial Water Content, % ;.. 12 10
Final Dry De nsity, pet 100 113
Final Water Content, % 23 14
\ \ 1\' f-.Load, psf
1\ l\ :\
160 160
Swell, percen t 6.9 0.3
i\.\ .\ 1\
\ '\ 1\.'
" I\. ~\
, \.. r\\ l\. SAMPLE LOCA TION
Maximum Dry 1 2 3 ,\ :'\. ~
Density, pef 123.5 119.5 126.0 '\ .'\ ~~
Optimum Moisture "\ ~ ~
Content, % 10.0 11.5 9.5 ~ r\.' "
OPE S.W. COR. SITE
I'RNl<!R
SS CUT, S.W. COR.
I I MOISTURE CONTENT, % 1,,\ ,.,
10 20 30
LABORATORY COMPACTION TEST
40 LABORATORY COMPACTION
: ASTM D 1557 70 A TEST METHOD
FILL SUITABILITY TESTS
PUEBLO DEL ORO
DRAWN BY: ch CHECKED BY' PROJECT NO: 59331W-FCOl I FIGURE NO: 1
wt 5/13/81 WOODWARD ·CLYDE CONSULTANTS
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150
14 0
130
120
110
100
90
PLASTICITY CHARACTERISTICS 4
Liquid Limit, % 34
Plasticity Index, % 17
Classification by Unified Soil SC Classification System
, \ 1\
1\ \ 1\ ZERO AIR VOIDS CURVES
\ 1\ '\ 2.80 SG , \ 1\ 2.70 SG , \ 1\ 2.60 SG
\ \ \ 2.50 SG
\ \ , \ r\
\ \ \
\ \ \
1\ \ \
\. ~ \
4 / ~ \
1\ ~\ \
/ /\ \ \'
/ r\' \ \ -I \ \ \\ t.l -~/I ~ \ \ a. 5' .... " . \1\ \\ J:
(.!) / r\' \ \ w 3 6 \ \ \\ ....
z II r\' \ f\ :::> \ \ 1\ >-a; 1\' ,\ 1\ 0
'\ \ 1\'
1\ 1\' ,,\
1\' .\
\ ,\
I'"
Maximum Dry 4 5 6
Density, pet 126.5 122.0 114.5
Optimum Moisture
Content, % 10.0 12.5 15.0
1 MOISTURE CONTENT, %
10 20
5
35
18
CL
6 r~~--'--:~~-i SILT & . CLAY
46
27 ~ ~ 100
CL ~ 80 \ I" "'.' f---6
~ ~60 ....
a5 40
() a;
~ 2 o
o
\
5
4
I I
\
_\ \
\
" 1\ \ "-" ~ ~ l'..
l'--..~
I
1000 100 10 1.0 0.1 0.01 0.001
GRAIN SIZE, mm
MECHANICAL ANALYSIS
DIRECT SH EAR TEST DATA 4 . 5 6
Dry Density, pet
Initial Water Content, %
Final Water Content, %
Apparent Co hesion, pst
Apparent Fri etion Angle, degrees
SWELL TES T DATA 4 5 6
Initial Dry D ensity, pet 114 111 102
Initial Water Content, % 10 13
Final Dry De nsity, pet 111 106 94
Final Water Content, % 17 21 29
r-Load, pst 160 160 160
Swell, percen t 2.7 4.8 9.2
1\
1\'
i\: "'\
r\. ",\ l\ SAMPLE LOCATION
1\.\ l" t\.
'\ ~ r\\ ..
"" l\ f\: ." ~ ~
4 HOSP. WAY BUTTRESS
r:; NORTH ~TDE LOT 10
6 LOT 11
I" K1
30 40 LABORATORY COMPACTION
LABORATORY COMPACTION TEST TEST METHOD: ASTM D 1557 70 A
FILL SUITABILITY TESTS
PUEBLO DEL ORO
DRAWN BV: ch I CHECKED Bv:\'e\f.1 PROJECT NO: 59331W-FC01 I DATE: 5/14/81 I FIGURE NO: 2
wt 5/14/81 WOODWARD·CL YDE CONSULTANTS
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3467 Kurtz Street
San Diego, California 92110
714·224·2911
Telex 697·841
July 28, 1981
Project No. 5933lW-FCOl
Broadmoor Homes, Inc.
Woodward·Clyde Consultants
3911 Sorrento Valley Boulevard
Suite B
San Diego, California 92111
Attention: Mr. Ron Van Daele
GRADING PLAN REVIEW AND
ADDITIONAL SLOPE STABILITY ANALYSIS
PUEBLO DEL ORO
(GROVE APARTMENTS)
CARLSBAD, CALIFORNIA)
Gentlemen:
In accordance with your request and the recommendations of
our report entitled "Update Soil and Geologic Investigation,
Pueblo Del Oro (Grove Apartments), Carlsbad, California,"
dated December 6, 1979, revised October 20, 1980, we have
reviewed the grading plans for the subject site in prepa-
ration for signing the plans.
The plans entitled "Carlsbad Tract 79-27," prepared by
Roy L. Klema, Engineers, Inc., and dated September 25, 1980,
indicate approximately 2:1 and 1.7:1 inclined cut slopes
with maximum heights of approximately 30 feet and 54 feet,
respectively, and a 2.3:1 fill slope with a maximum height
of approximately 91 feet. All other fill slopes are 2:1
with a maximum height of approximately 75 feet.
In our opinion, the plans provided are in general conformance
with the conclusions and recommendations of our soil investi-
gation with the following exceptions:
o
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A 30 foot high 2:1 cut slope located in the south-
easterly portion of the site
An existing 54 foot high 1.7:1 cut slope located
in the central portion of the site
A 91 foot high 2.3:1 fill slope located in the
northwesterly portion of the site.
Consuiling Engineers, Geologists
and Environmental Scientists
Offices in Other Principal Cities
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Broadmoor Homes, Inc.
July 28, 1981
Project No. 5933IW-FCOI
Page 2
Woodward·Clyde Consultants
Consequently, we have performed additional slope stability
analyses, utilizing the Janbu method of analysis and soil
parameters developed from consideration of previous labo-
ratory tests performed on selected samples, and our pro-
fessional judgment. Calculations are attached for refer-
ence. These analyses indicate that the aforementioned
slopes have calculated factors of safety against deep-seated.
slope instability in excess of 1.5 for static conditions.
Due to natural variations of soil strength parameters,
however, there is a finite probability that the slopes could
become unstable. In our opinion, the probability of the
slopes becoming unstable is low.
If you have any questions, please give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
Richard P. While
R.E. 21992
RPW/SAW/rs
Attachments
(4)
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Project No. 4933lW-FCOl
SLOPE STABILITY ANALYSIS
CUT SLOPE
Assumptions:
(1) Maximum height of slopes
(2) Maximum slope inclination
(3) Unit weight of soil
H ' = 30'
2:1
y =t20 pcf
(4) Apparent angle of internal friction
(5) Apparent cohesion
<P
c
= 30°
= 300 psf
(6) No seepage forces.
References:
(1) Janbu,. N., "Stability Analysis of Slopes with
Dimensionless Parameters," Harvard Soil Mechanics
Series No. 46, 1954.
(2) Janbu, N., "Dimensionless Parameters for Homogeneous
Earth Slopes," JSMFD, No. SM6, November 1967.
Anulyses:
Sufety Factor, F.S. =
). cf = '( II tun <b = 6.9 c
From Fig. 10 of Reference
F.S. = 2.1
c
yH
(2) N cf' =
Where Ncf is the stability
number for slopes with
both c and .p.
25
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Project No. 59331W-FCOl
SLOPE STABILITY ANALYSIS
CUT SLOPE
Assumptions:
(1) Maximum height of slopes
(2) Naximum slope inclination
(3) Unit weight of soil
H . = 54'
1.67:1
(4) Apparent angle of internal friction
(5) Apparent cohesion
y
<P
c
= 120 pcf = 30° = 300 psf (6) No seepage forces.
References:
(1) Janbu,. N., "Stability Analysis of Slopes with
Dimensionless Parameters," Harvard Soil Mechanics
Series No. 46, 1954.
(2) Janbu, N., "Dimensionless Parameters for Homogeneous
Earth Slopes," JSMFD, No. SM6, November 1967.
Analyses:
Safety Factor, F.S. =
)·cf = yIf tan :2 = 12.5 c
From Fig. 10 of Reference ( 2)
F.S. = 1.53
c
yH
N cf· = 33
Where Ncf is the stability
number for slopes with
both c and .p.
. tJ •
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Project No. 59331W-FCOI
ATTACHMENT
SLOPE STABILITY ANALYSIS
FILL SLOPE
Assumptions:
(1) Maximum height of slopes
(2) Naximum slope inclination
(3) Unit weight of soil
(4) Apparent angle of internal friction
(5) Apparent cohesion
(6) No seepage forces.
References:
H . = 91'
2.27:1
y = 120
~ = 30°
c = 300
(1) Janbu,. N., "Stability Analysis of Slopes with
Dimensionless Parameters," Harvard Soil Mechanics Series No. 46, 1954.
pcf
psf
(2) Janbu, N., "Dimensionless Par~meters for Homogeneous
Earth Slopes," JSMFD, No. SM6, November 1967.
Analyses:
Safety Factor, F.S. =
l'cf = '(II tan ~ = 21. 0 c
From Fig. 10 of Reference
F.S. = 1.8
c
yH
(2) N cf" =
Where Ncf is the stability
number for slopes with
both c and .p.
66
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,J, ~ •• ' ,., -_l' ,~. 1,
, .. -'~-.. " f-
~ -'j
--~ '--'
, "
-"
;:; «"' :::~ ·0-,
, ~ •• '" '"-..1-
" '
I
~ -"{ .. ' ~",",
-4,.~. , -
,',.
'~ .,
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UPDATE SOIL AND
GEOLOGIC INVESTIGATION
GROVE APARTr.1ENTS
CARLSBAD, CALIFORNIA
for
Broadmoor Homes, Inc.
3911 Sorrento Valley Road
Suite B
San Diego, California 92111
3467 Kurtz Street
San Diego, California 92110
714-224-2911
. C"f1'1 --~1
Woodward·Clyde Consultants
Telex 697-841
November 4, 1980
project No. 59331W-UD01
50106Y
City of Carlsbad
Engineering Department
1200 Elm Avenue
Carlsbad, California 92008
Gentlemen:
RECEIVED
NOV 0 6198.0 .
. tlTY OF CARLSBAD
Engineering Department
As you requested, we are transmitting to you one copy of the .
report captioned below, which was prepared by our firm.
UPDATE SOIL AND GEOLOGIC INVESTIGATION
PUEBLO DEL ORO
(GROVE APARTMENTS)
CARLSBAD, CALIFORNIA
Dated: December 6, 1979
Revised: October 20, 1980
If you have any questions, please give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
Richard P. Whi1e-
Vice President
RPW/MRR/1km
Enclosure
Consulting Engineers, Geologists
and Environmental Scientists
Offices in Other Principal Cities
ROY L KLEMA, ENGINEERS, INC.
Telephone: 745·3222
TO: etif6/l /)e;pr
. C'Jr~ ,-r:wus4~
ATTN: C" 't.//J t:r
GENTLEMEN:
We are sending you a.ttached C2r
.' '-:::.:;,~~CJ . Origin~ls
"'!-:..,~. . ~,t';.:.\;.\,......:::J Caples
;', ." .. ~ . ':CJ . Check Prints
.c:J Prints
,'f I I Es timn tea ~l Report
, THESE ARE TRANSl>IITTED AS CRECKED BELOH:
I i For Approval Cl Approved ~r your Use t=J Approved
~l ~?-~ -~ ~,~£~""",,J'U .... ~ -
l~i{O rlA/lllllie
MIJI"~IPAl IMPROV(M(IIIS
SURV(TIfIC
431 HALE AVENUE
ESCONDIDO, CALIFORNIA 92025
DATE: JOB NO .. :
nE:
D Under Separate Cover Yia ___ ;...;...
c==J Improvement Plans
o Grading Plan
D Plot. Plan
t==l Map Sheets
r==J Title Sheets
~ /ZeV/ S£J:;:J-'
[-] begal Description
As Submitted I :I Return
Ao Noted Corrected: Pl-1ntll
CJ As Requested' . \ c==J Roturned for Corrections I j He turned Aftor Loa.n
CJ For Review &: Commont t=J Copies for Approval 'r6 Ua.
.L..J Signatures c==J Copies for Distribution d
COMMENTS:
NOTE:
If encloBur.ea are not as noted,
kindly notify U$ at once.
SIGIIED: q~
, I , //
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, 3467 Kurtz Street
San Diego, California 92110
714-224-2911
Telex 697-841
December 6, 1979
Project No. 59331W-UD01
Broadmoor Homes, Inc.
Woodward·Clyde Consultants
3911 Sorrento Valley Boulevard
Suite B
San Diego, California 92111
Attention: r.1r. William Snow
UPDATE SOIL AND
GEOLOGIC INVESTIGATION
GROVE APARTMENTS
CARLSBAD, CALIFORNIA
Gentlemen:
In ,accordance with your request, we have made an update
soil and geologic study at the site of the proposed Grove
Apartments subdivision, located south of Harron Way and west
of EI Camino Real, in the City of Carlsbad, California.
The purpose of this update study is to provide prelimi-
nary conclusions regarding existing surface and subsurface
soil and geologic conditions, and to present recommendations
for grading and foundation design; specifically, buttressing
of existing landslide areas, disposition and/or treatment of
potentially compressible and expansive soils, excavation
characteristics of the on-site material, suitable types and
depths of foundations, and allowable soil bearing pressures
for foundations and retaining walls. 'He have also included
conclusions regarding the presence of faulting and materials
susceptible to liquefaction. We understand that we will
have an opportunity to provide more detailed recommendations
once tentative current grading plans have been developed.
Consulting Engineers, Geologists
and Environmental Scientists
Offices in Other Principal Cities
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Broadmoor Homes, Inc.
December 6, 1979
Project No. 59331W-UD01
Page 2
Woodward· Clyde Consultants
REVIEW OF PREVIOUS SOIL AND GEOLOGIC STUDIES
A soil investigation of the general area, including the
site, was made by Woodward-Gizienski & Associates in 1972.
The report of that study entitled "Soil and Geologic Investi-
gation for the Proposed Hosp Grove Apartments, Carlsbad,
California," is dated August 25, 1972 (Appendix A). That
report indicates the site is underlain by the Eocene age La
Jolla Group which includes the landslide-prone Delmar Forma-
tion. In some areas, the La Jolla Group is overlain by a
draping terrace deposit of generally granular Pleistocene
age materials. Large diameter test borings performed for
that investigation indicated several landslide zones or
bedding plane faults on the site. The report recommends
removing one active landslide and installing a subsurface
drainage system.
The entire site was graded into a series of large, flat
pads in 1972. Site preparation, compaction, and testing
were done between May 17 and December 19, 1972 under the
observation of representatives of Woodward-Gizienski &
Associates. The results of that work are summarized in
their report entitled "Final Report of Engineering Observa-
tion and Compaction Testing, Grove Apartments, Carlsbad,
California," dated Harch 1, 1973 (Appendix B). During that
grading, highly expansive soil was undercut 2 feet in the
level portion of some of the pads and replaced with properly
compacted, nonexpansive soils.
PROJECT DESCRIPTION
The entire site has been divided into three phases.
Phase A is the northeastern portion of the site, north of
Hosp Hay, and is not included in this report. Apartments
were constructed during Phase A. Phase B is the southern
portion of the site, south of Hosp Way. Phase C is west of
eo
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December 6, 1979
Project No. 59331W-UDOl
Page 3
Woodward.Clyde Consultants
Phase A, between ~1arron Road and Hosp Way. The Site Plan
(Figs. i-A through i-C) indicates the approximate locations
of the three phases. The Site Plan was prepared from copies
of the grading plan used during the 1972 grading.
No regrading plans have been prepared to date. We
understand, however, that additional grading may take place
in the building pad areas. The main road alignment through
the site will not change except for vertical grade. Build-
ing pads for the construction of one-and/or two-story, wood
frame and stucco, apartment or condominium-type structures
are proposed. Cut and fill slopes having inclinations of
1-1/2 to 1 and 2 to 1 are expected.
FIELD RECONNAISSANCE
A site reconnaissance was made by a project geologist
from our firm on November 26, 1979 to evaluate current
surface geologic conditions. The reconnaissance included
inspecting existing cut slopes.
SUMMARY OF SITE, SOIL, AND GEOLOGIC CONDITIONS
The Site Plan (Figs. I-A through I-C) indicates the
approximate locations of existing landslides, ''leak clay
seams and faults noted during the 1972 field investiga.tion
and our recent site reconnaissance.
Landslides
The presence and location of existing ancient land-
slides on the site was noted in the 1972 soil investigation
report. A review of the soil investigation report indicates
that slide planes were found in the large diameter test
borings at depths up to 45 feet· below original ground sur-
face.
In the northwestern part of the site (Phase C), grading
has produced several large cut-fill pads. Heak clay seams
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are present in the existing 1-1/2 to 1 inclined cut slopes
at the southern site boundary of this phase.
Existing graded pads and roadways in both phases have
been subjected to considerable erosion and contain· numerous
.deep (up to approximately 10 feet) erosional gullies.
Faulting
A small fault has been identified in the high cut slope
at the extreme south end of the site. The fault offsets the
La Jolla Group sediments about 30 feet vertically. The
fault strikes generally north-south to slightly northeast,
and has a nearly vertical dip. The width of the fault
varies from approximately 1/2 inch to 3 inches. Material in
the fault is stiff to very stiff, brown to gray, silty clay.
Aerial photographs and topographic maps of the general
site area prior to the 1972 grading show no lineations,
vegetation, or topographic features that indicate faulting.
In addition, the fault exposure in the southern cut slope
does not show any offset or displacement of the residual
topsoil contact. Dating of the residual topsoil layer in
the Carlsbad-Oceanside area suggests that such materials are
on the order of several thousand years old.
No apparent vertical offset was observed in exposures
of the capping Pleistocene terrace deposit south of the
site. The Pleistocene terrace is tentatively correlated to
the early Pleistocene age Lindavista Formation (approximately
50,000 to 3,000,000 years old).
Two to possibly four small breaks or fractures were
noted subparallel to the fault. These features show rela-
tively little or no vertical offset (0 to 4 feet)~ have a
general north-south strike, and a near vertical dip. The
seams are 1/16-inch to 1/2-inch wide, and are composed of·
light gray to white calcareous silt. These features appear
to be adjustment planes formed after deposition and during
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consolidation of the sediments. Therefore, these phenomenon
are depositional features and probably not tectonic faults.
The closest fault zone to the site along which earth-
quakes greater than Richter Magnitude 4.0 have been recorded
is the Elsinore Fault Zone. The Elsinore Fault Zone is
located approximately 23 miles east-northeast of the site.
The major faulting closest to the site is in the offshore
inferred zone of deformation, located about 8 to 10 miles
west of the site. Some geologists have postulated these
features as the northern extension of the Rose Canyon Fault
Zone.
Seismicity
The Carlsbad-Oceanside area is considered to be tecton-
ically stable because of its low historical seismicity;
however, ground shaking is possible from earthquakes gener-
ated on distant faults, such as the Elsinore Fault Zone.
Additionally, many geologists believe future earthquakes
could occur along the local Rose Canyon Fault. It has been
estimated that a Richter Magnitude 6.0 earthquake could have
an average recurrence interval of 100 to 200 years.
Ground Water
During the 1972 investigation, perched ground water was
observed in the La Jolla Group sediments at depths ranging
from 21 to 46 feet. During our recent site inspection,
water seeps and exotic hydrophytes were observed in and at
the base of a cut slope at the extreme southwest corner of
the site. vve also observed several areas of poor drainage
on unfinished pads. These areas appear to collect and hold
water as seasonal ponds.
DISCUSSION, CONCLUSIONS, AND RECOMMENDATIONS
Our current studies of the site indicate that, with the
exception of massive erosion, site conditions have not
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changed significantly since the end of the grading in 1972.
Existing ancient landslides and \'leak clay seams in cut
slopes will require consideration when developing new plans
for the site.
Faulting
Our investigation identified no significant or major
faults crossing the site. In our opinion, the small fault
on the east side of the site is a minor and ancient struc-
tural feature.
In our opinion, the probability of ground surface
rupture (faulting) at the site is very low.
Ground Hater
In our opinion, conditions in the prop0ged development
indicate probable future ground water seepage. Seep ,areas
will probably occur where permeable sand lenses are inter-
bedded with less permeable sediments. In our opinion, no
shallow permanent ground water table exists on the site.
The present water seepage in the extreme southwest end
of the site should be corrected during recommended slope
buttressing (see Slope Stability).
We recommend that positive measures be taken to properly
finish grade each lot after the 'residential structures and
other improvements are in place so that drainage waters from
the lots and adjacent properties are directed off the lots
and away from house foundations, floor slabs, and sI'ope
tops. Even with these provisions, e~perience has shown that
a shallow' ground vvater or surface water condition can and
may develop in areas where no such ground \vater condition
existed prior to site development; this is particularly true
in years of heavy rainfall, and in residential subdivisions
where a substantial increase in surface water infiltration
results from landscape irrigation.
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Liquefaction Potential
Woodward· Clyde Consultants
The depth to the regional ground water table on the
sit~ is estimated to be greater than 50 feet. ·In our
opinion, this depth, together with the dense nature of the
natural soil on the site, generally precludes the possibil-
ity of liquefaction.
Landslides
Landslides were noted during the 1972 investigation.
Their treatQent is discussed under Slope Stability -Land-
slide Areas.
Slope Stability
Landslide Areas -Slope stability analyses of
landslide areas were performed by co~puter m~thods. The
records of analyses are not included, but are available 'for
review if requested. Based on our inspection of the exist-
ing slope conditions and our analyses of landslide conditions
on the site, it is our opinion that the existing landslides,
in a gross sense, have a moderate probability of failure,
according to current state-of-the-a~t analyses. Based on
our recent experience with landslides and weak clay seans in
similar materials, slide plane shear strengths used in our
current analysis are as follows~
Location
Graben area
Neutral block
GRABEN
AREA
24
6
c' (psf)
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SURFACE -----
SLIDE PLANE -----
Y (pcf)
120
120
TYPICAL SLIDE CONFIGURATION (NO SCALE)
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The 1972 report included slope stability analyses
performed by computer methods. Factors of safety given in
that report were obtained using soil strength parameters
higher than those presently considered representativ~ of
landslide plane strengths.
tie recommend that buttresses and subsurface drains be
constructed at the approximate locations shm'ln on Fig. 1-B.
The results of our computer analyses indicate that the
buttress configurations shown will have calculated factors
of safety of at least 1.5 under static conditions. Two
generalized buttress schemes are shown on the cross sections
(Figs. 2 and 3). We estimate that the volume of material in
each buttress scheme will range from 80,000 to 90,000 cubic
yards.
We recommend that a minimum 5-foot thick compacted mat
be constructed in the graben areas of the landslide masses.
Much of this mat is already in place, but additional grading
may remove it.
In our opinion, grading done in the area of the small
landslide in the eastern part of Phase C effectively stabil-
ized the mass. The upper portions of the slide material
were removed and fill was placed in the canyon below the
slide; this fill serves as a buttress.
He recommend buttressing the weak clay seams in the
existing cut slopes on the southern boundaries of Phases B
and C. Approximate locations of buttresses are shm'ln on
the figures. A typical buttress design is shown as
Appendix C.
We estimate that the volume of material involved in
buttress construction in these areas with present pad grades
will range from 40,000 to 50,000 cubic yards.
Fill Slopes -~~ expect that fill slopes, including
buttress fill slopes, will be inclined at 2 to 1 and will
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have maximum heights on the order of 70 feet. We also
expect that 8-foot wide slope benches will be placed at
25-foot fill height intervals in-accordance with local
standards. Based on our analyses, th~ expected fill .slopes
will have indicated factors of safety of at least 1.5 under
static conditions if constructed in accordance with specifi-
cations and the recommendations contained herein.
Stability analyses require the use of parameters selee-ted
from a range of possible values; thus, there is a finite
possibility that slopes having calculated factors of safety
as indicated above could become unstable. In our opinion,
the probability of the slopes becoming unstable is low, and
it is our professional judgment that slopes ~an be constructed
as indicated above.
iVe recommend that all slopes be drained, planted, and
maintained to help control erosion and surface sloughing.
Special care should be taken by the grading contractor to
properly compact fill to each slope face. We recommend that
fill' slope faces be backrolled at maximum 4-foot fill height
intervals during construction and trackwalked upon completion
of the fill slope.
Surface Preparation and Earthwork
We recommend that all earthwork be done in accordance
with the attached Specifications for Controlled Fill (Appen-
dix D). The grading should be observed and compacted
fills tested by our firm.
We recommend that a preconstruction conference be held
at the site. Special soil handling can be discussed at that
time.
We recommend that any expansive soils exposed during
grading, or within 2 feet of pad grade, be excavated to 2
feet below pad grade and be replaced with properly compacted,
nonexpansive soil.
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We recommend that the upper 2 feet of fill in building
areas be composed of nonexpansive soils available at the
site. Then properly compacted, expansive clay soils can be
placed in the deeper fill areas.
We recommend preparing an earthpackage investigation
for the site. In that report, buttress and sUbdrain details
and estimates of quantities of soil requiring special hand-
ling, such as clay undercut, materials to be used in buttres-
ses, and material for use at finish grade, will be presented.
The investigation should be done when grading plans are
available.
We recommend that all cut slopes and buttress cuts be
inspected by an engineering geologist from our firm during
grading to evaluate actual geologic conditions, and to
provide design modifications if needed.
Foundations
We recommend that footings for two-story, residential
'structures founded in natural or properly compacted,
nonexpansive soil be designed for an allowable soil bearing
pressure of 2,000 psf (total dead plus live loads). In our
opinion, this pressure can be increased by no more than
one-third for loads that include wind or seismic forGes. We
recommend that all footings be founded a minimum of 12
inches below lowest adjacent grade, and have a minimum width
of 12 inches.
We recommend providing positive drainage around all
structures, and no ponding of water be allowed ~djacent to
footings.
We recommend that structures not able to tolerate
differential settlements (such as foundations, concrete
decks, walls, etc.) not be located within 8 feet of a slope
top. We recommend that footings located within 8 feet from
a slope top be extended in depth until the outer bottom edge
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of the footing is at least 8 feet horizontally from the
outside slope face.
GENERAL
The conclusions and recommendations made in this report
are based on the assumption that the soil conditions do not
deviate appreciably from those fo.und in the borings and
excavations made for previous studies; they are made for
specific site development. If changes are expected or if
any variations or undesirable conditions are encountered
during construction, the geotechnical consultant should be
consulted for further recommendations.
We recommend that the geotechnical consultant review
the foundation and grading plans to verify that t~e intent
of the recommendations presented herein has been properly
interpreted and incorporated into the contract documents.
The geotechnical consultant should also observe the site
grading and subgrade preparation under concrete slabs and
paved areas and the foundation excavation to verify that the
soil and rock conditions used as a basis for design are
appropriate.
This firm does not practice or consult in the field of
safety engineering. We do not direct the contractor's
operation, and cannot be responsible for safety of other
than our own personnel on the site; therefore, the safety of
others is the responsibility of the contractor. The con-
tractor should notify the owner if he considers any of the
recommended actions presented in this report to be unsafe.
Professional judgments presented in this report are
based partly on our evaluations of the technical information
gathered, partly on our understanding of the proposed con-
struction, and partly on our general experience in the
geotechnical field. Our engineering work and judgments
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rendered meet or exceed the standard of care of our profes-
sion at this time. 'lve do not guarantee the performance of
the project in any respect.
If you have any questions, please give us a call.
Very truly yours,
vl00DHARD-CLYDE CONSULTANTS
Richard P. While
R.E. 21992
RPv.7 /RS /t-1RR/ERA/vm
Attachments
(4) Broadmoor Homes, Inc.
(3) Roy Klema Engineers
Robert Smillie
C.E.G. 207
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APPENDIX A
• AUGUST 25, 1972 REPORT
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SOIL AND GEOLOGICAL INVESTIGATION FOR THE PROPOSED
HOSP GROVE APARTMENTS
CARLSBAD, CALIFORNIA
for
Grove Apartrr:ents
Post Office Box 1155
Carlsbad,.Ca1ifornia
by
t~OODVJ,L\.RD-GIZIENSKI & ASSOCIATES
Consulting Soil and Foundation Engineers and Geologists
(An Affil; ate of vJoodwa rd-Clyde Consultants)
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• TABLE OF CONTENTS
Page
LETTER OF TRANSfvlITTAL • SCOPE 1
FIELD INVESTIGATION 2
LABORATORY TESTS 2 • SITE AND SOIL CONDITIONS 3
GEOLOGICAL STRUCTURE 5
GROUrW HATER 6 • COilCLUSIONS 7
RECor'i~lENDJl.TIONS -EARTHWORK 8
RECOMMENDATIONS -FOUNDATIONS 11 • L H1IT ATI ONS 12
FIGURE 1 -SITE PLAN
FIGURES 2 THROUGH 25 -LOGS OF TEST BORINGS
• FIGURE 26 -HYDROMETER ANALYSIS
FIGURE 27 -TYPICAL SECTIONS
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Grove Apartments
August· 25, 1972
Project No. 72-105-20
Post Office Box 1155
Carlsbad, California 92008
Attention: Mr. J. Rombotis
In accordance with your request and our authorizated proposal dated July 19,
1972, we have made an investigation of the underlying geologic and soil con-
ditions at the site of the proposed condominium development· to be known as
Hosp Grove Apartments in Carlsbad, California.
Our subsurface investigation revealed that weak clay seams are present within
the formational soils at the site and that there is evidence of recent sliding
Subsequent analysis, however, has shown that the proposed cut and fill slopes
\·lill generally have adequate factors of safety against-deep-seated failure
~xcept in the area of an existing slide where special treatment will be
required.
The accompanying report presents th~ results that the subsurface exploration
and the laboratory tests as well as the conclusions and recommendations per-
~aining to this site.
The engineer and project geologist assigned to this project was. Richard P.
11hile and Ernie Artim of our firm.
RP\·l/LJL/lm
(4) Srove Apartments
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Project No. 72-105-20
SCOPE
This report describes an investigation of the underlying geo-
logical and soil conditions at the site of a proposed subdivision to be
known as Hasp Grove Apartments which will be located south of proposed
Marron Road and the May Company Shopping Center adjacent to and west of
El Camino Real along the north limits of Carlsbad, California.
The purpose of this investigation is to determine the underlying
soil and geol.ogical conditions including the presence, d.epth and extent
of existing landslides and weak soil layers; to study the effect of these
conditions on the stability of proposed cut and fill slopes; and to present
recommendations regarding grading, including the construction of proposed
cut and fill slopes, and special treatment of potentially unstable areas.
Recommendations regarding the treatment of potentially expansive soils;
the most sui tab 1 e type and .depth of foundati on and all owab 1 e soil beari ng
pressures for use in design; and any construction problems that can be
anticipated, are also presented.
It is our understanding that the proposed construction will be
limited to relatively light to moderate weight one and two-story, wood-
frame and stucco structures with either raised, wooden floors or slab-on-
grade floors. The available grading plan indicates that grading will
essentially consist of reducing the site into a'series of cut and fill
pads stepping down east and north from the highest elevation and will
include the filling of several canyons. Cut and fill slopes having maxi-
mum heights of 57 and 75 feet, respectively, and maximum slope inclinations
of 1-1/2 to 1 for cut slopes and 2 to 1 for fill slopes, are proposed.
A previous geological investigation has been made of the site
by F. Beach Leighton, Geologist. This report is dated December 11, 1967,
and is entitled "Geologic Report for Hosp Grove Planning Study, Phase II.
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Project No. 72-105-20 " Page 2"
A preliminary soil investigation of the entire Hasp Grove development was
prepared by Woodward-Clyde & Associ ates and is entitl ed, IISoil Investi gati on
for the Proposed Hosp Grove Development, Carlsbad, California,1I dated April
13, 1968.
FIELD INVESTIGATION
A geological reconnaissance of "the site was made by the project
engineering geologist of our firm on May 22, 1972. Subsequent"to this
17 test borings were made with a large diameter (30 in.) bucket auger
drill rig at the approximate locations shown on the Site Plan, Fig. 1.
The drilling was done during the period of May 30, 1972 to June 22, 1972,
under the supervision of the project engineering geologist. Natural stream
cut exposures and man-made cut bariks were also exami~ed during this period.
Field logs of the borings were prepared by the geologist on the basis of
a visual inspection of the borings, the samples secured, and of the exca-
vated material. The Logs of Test Borings shown on Figs. 2 through 25 are
based on an inspection of the samples and on the field logs.
The test borings were located in the field with the aid of an
undated plan entitled "Grading Plan -. Hosp Grove Apartments" prepared by
Roy L. Klema Engineers, Inc.
LABORATORY TESTS
The soils encountered in the test borings were visually classi-
fied and evaluated with respect to strength, swelling and compressibility
characteristics, dry density and moisture content. Since grading of the
site is underway, reference is also made to fill suitability tests per-
formed on the fill materials including laboratory compaction tests, grain
size analyses, plasticity characteristics, direct shear tests and swell
tests. The strength and compressibility of the undisturbed soils, exclu-
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND fOUNDATION ENGIN££RS AND GEOLOGISTS
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Project No. 72-105-20 Page 3
sive of the clay seams, was evaluated by previous tests and by geologic
characteristics.
Specific laboratory tests were performed for this investigation
on remolded clay seams encountered in the borings. These tests included
complete hydrometer analysis (grain size distribution on the minus #200
sieve material) on representative samples and a slow repeated direct
shear test. The purpose of these latter tests was to better evaluate the
long term strength of the clay seams. The slow direct shear test is still
in progress and the results will be issued in an addendum report. The
results of the hydrometer tests are presented on Fig. 26 ..
SITE AND SOIL CONDITIONS
The site is located in the western half of Section 32, Township
11 South, Range 4 West, San Bernardino Base Meridian on the lower and
middle north facing slopes of Buena Vista Creek Valley where it enters
Buena Vista Lagoon. In gross aspect the topography is typified by northerly
striking ridges and valleys sloping to the lagoon in a north-northwest
direction. The bottom of the valleys have been severly eroded into vertical
sided gull eys, some as much as 15 feet deep, and pi pi.ng in some areas has
created small caverns and holes. The ground surface elevations within the
site range from a low of approximately 40 ft in the northwest portion to a
high of approximately 255 ft in the southeastern portion (USGS Datum). The
area studied was being graded at the time of our inspection and cuts and
fills in the order of 10 and 20 ft had been placed. Originally the native
vegetation consisted of short grasi and weeds with a scattering of small
trees and brush in the natural drainage channels. In the eastern most
canyon along the north slope water loving plants were apparent and wet areas
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were noted in the west facing side slope. This evidenc~ and the 'presence
of scarps and hummocky topography suggests a recent existing landslide on
this slope. Previous investigators have also recognized this landslide.
Some miscellaneous rusted farm equipment and other vehicles were,pre~ent
at the southeast corner of the site.
Near Surface Soil Conditions
The valley side slopes at the subject site are covered by a
surface soil mantle composed of materials which are nonformatisnal in
character, consisting of (1) residual soil (topsoil and clay); and (2)
alluvium in the bottoms of the canyons.
The portion of the soil mantle, which has formed in place and
generally has not been transported, is considered residual in nature.
These materials at the subject site consist essentially of topsoil and
underlying clay collectively 'varying in thickness from T to perhaps 10 ft.
On the middle and upper slopes this residual mantle is generally 2 ft
to 10 ft in thickness and is composed primarily of clayey to silty sands
with scattered gravels. On the lower slopes and on protected slopes the
soil profile consists generally of 1 to 3 ft of sandy silt topsoil under-
lain by 0 to 10 ft of potentially expansive silty and sandy clay. In
some places deep erosion has stripped these materials and the underlying
formational soils are exposed. The alluvial soils consist primarily of
loose to medium dense silty sands with some clayey sand interbeds. These
soils are usually porous to depths of at least 7 to 10 ft and are located
in the bottoms of the subcanyons and low drainage areas.
QuaternarY"Terrace (Qt)
Quaternary terrace soils exist at variable levels on the site .
Above an east to west sloping terrace surfac~ at elevation 220 to 180 ft,
WOODWARD· GIZIENSKI & ASSOCIATES
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Project No. 72-105-20 Page 5
these materials consist of relatively horizontally bedded, dense, gravelly
silty sand. The so-called "drapingll terraces which occur below the sloping
elevation of 220 to 180 ft consist of moderately fo poorly consolidated
gravelly silty to clayey sands and exist at various unrelated elevations.
These latter terraces are highly irregular in occurrence and were not
mapped in detail .
. Eocene "Sediments (La Jolla Group) (Et)
An undifferentiated member of the La Jolla Group of Eocene Age
underlies the entire site to significant depths. This member consists
primarily of dense medium to coarse poorly indurated un cemented sandstone
with interbedded siltstones and claystones occuring in irregular layers and
lenses. Some of the claystones have been remolded into firm to stiff clay
seams.
GEOLOGICAL STRUCTURE
In general, the Eocene sediments are the only materials on site,
which exhibit geological features, such as bedding, joints and fractures,
faults, and shear zones. Our studies on the site and surrounding areas,
reveal bedding attitudes of the sandstones and claystones within the Eocene
unit, ranging from a strike and dip of north 60° east and 4° to the north
to approximately north 5° east and 20° to the west. In over all aspect the
predominately regional structural attitude would be approximately north 30°
east with a 10° dip to the northwest. Due to the relatively poor induration
of the unit, joints and fractures are relatively few and spaced far apart
and where observed did not appear to be generally adverse to the overall
stability of slopes.
Our investigation revealed the existence of weak clay seams or
layers within the Eocene sediments. Our studies of the clay seams appear
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to indicate that in some cases the seams constitute bedding plane faults
or shear zones, while in other cases they may constitute the base of
relatively large ancient landslides. (The bedding plane faults are not
faults in the classic sense in that movement occurs parallel to the .:
bedding rather than across the bedding and no wide gouge zones in most
cases are present. None of these latter faults were encountered nor are
they suspected to exist across the site.) The clay seams range from a·
few inches to as much as 18 inches in thickness and occurred at all levels
within the borings. The consistency of the clay ranged from firm to very
stiff and slickensided surfaces were found in all the clay seams. A study
of the clay seam material, the attitude of the seams and the location of
the seams in cross section, indicates a degree. of continuity from boring
to boring of some of the seams and although classic topographic evidence
is not generally present, it is our opinion that some of the seams form
the base of large ancient landslides. In general the movement along the
bedding plane faults is due to tectonic forces~ while the movement in land-
slides is due to gravity forces. As suspected at the subject site, land-
slides very often occur along the weakened zones constituting bedding plane
faults.
GROUND WATER
Ground water was encountered in Test Borings 7 through 11, 13,
14, 16 and 17 at depths ranging from 21 to 46 ft. The ground water surface
appears to slope towards the northwest being modified by the clay seams.
No ground water was encountered in the borings made in the extreme southern
and western parts of the site. Th~ previous test boring in the area of
Boring 11, indicated a water table at a depth of 64 ft. The water level in
several of the borings was allowed to stand during an overnight period and
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION [NGIN[[JIS AND GEOLOGISTS
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Project No. 72-105-20 Page 7
then measured again, as is indicated on the particular Logs .of Test Borings.
CONCLUSIONS
1) The results of our investigation revealed the presence of rela-
tively soft clay seams at depths within the formational soils. It is our
opinion that these seams represent both bedding plane faults and adjacent
landslide surfaces. Analyses, however, indicates that the stability of
proposed cut·and fill slopes is not greatly adversely affected by the pre-
sence of those seams·, except in ~he eastern· most canyon alo.ng the north
slope where an existing relatively recent slide is present. Special prepar-
atio~ of key areas and installation of drains will be required prior to
placing fill in this canyon. No other major adverse soil or geological con-
ditions are indicated on the site that would ·preclude further development
of plans for the subdivision. Current grading operations on the site indi-
cate that low to moderately expansive soils ·may result at finished grade in
fill areas and nominal special foundations may be r~quired. Recommendations
for the special treatment in the canyon fill ·area and for the foundations
are presented in the paragraphs under earthwork.
2) The subsurface soils and formations on the site can be grouped
into the following units:
a. Minor amounts of existing uncompacted fill, trash and
rubble.
b. Overburden soils composed of residual· sandy clay soil
mantle and clay and gravel alluvial soils containing
some sandy lones.
c. Terrace deposits composed of reddish brown silty sand
with some gravel and thin clay lenses .
. d. Eocene sediments constitute the predominate soil on the
site and are composed of silty to clayey sandstones,
poorly indurated in nature containing layers of silty
clay some of which have been remolded due to bedding
plane faulting and possible landsliding.
WOODWARD· GIZIENSKI & ASSO'dIATES
CONSULTING SOIL AND· FOUNDATION ENGINE[JIS AND GEOLOGISTS 1
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Project No. 72-105-20 Page 8
3) In general the soils to be used in fills range from nonex-
pansive to low to moderately expansive in nature with the exception of the.
overburdened clays and silty clay lenses within the Eocene sediments which
are considered highly expansive in nature.
4) The proposed fill slopes having maximum. slope inclinations
between benches of 2· to 1 and maximum overall heights in the order of 75 ft
will, in our opinion, have adequate factors of safety against deep-seated
failure, if constructed in accordance with specificati~ns and the recommen-
dations contained herein. Special preparation will be required for the
fill placed in the eastern most canyon area along the north slope. Detailed
analyses were made of both fill and cut slopes. The analyses included the
use of a computer program on file which enables the analysis of many slide
wedges with different soil parameters and ground water conditions. Our cal-
culations are not attached but are available for review at our office upon
request.
5) The proposed cut slopes having maximum heights in the order
of 60 ft and inclinations between benches in the order of 1-1/2 to 1 will
also have adequate factors of safety against deep-seated failure, if con-
structed in accordance with plans and specifications. It should be anti-
cipated, however, that water seeps may be encountered at the toe of the
deeper cut slopes; recommendations for handling this situation and other
water seeps which may occur in the deeper cut areas are presented in the
following paragraphs.
RECOMMENDATIONS -EARTHWORK
1) Highly expansive clay soils may be encountered in areas of
shallow cut or where clay seams are encountered at depths within the deeper.
cut areas. With slab-on-grade construction it is recommended that the
WOODWARD· GIZIENSKI & ASSOCIATES
CONSUlTING SOil AND FOUNDATION ENG:INEERS AND GEOlOGISTS
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Project No. 72-105-20 Page 9
clays be removed to a minimum depth of 2 ft below all level graded pad
areas and disposed of in deeper fills. The clay should be replaced with
nonexpansive or low to moderately expansive soil available at the site.
It is recommended that this type of treatment be extended to proposed roads and
other traffic areas. In this case the depth of removal and replacement
should be 12 inches. If raised floor construction is used and the clay is
not removed in the building areas, it is recommend~d that the footings,
extend through the clay or to maximum depth of 2 ft. In this case, the
footings should be reinforced top and bottom with rio. 4 reinforcing bars.
2) It is recommended that all existing fills, loose dry or porous
alluvial soil s, and desiccated residual clay soils be excavated, or benched
into, as required, and recompacted before new fill is placed or buildings
constructed. The maximum depth of these soils is anticipated to be in the
order of 5 ft, however, the actual depth of removal should be determined in
the field by Woodward-Gizienski & Associates upon visual examination of the
exposed soils. Special keys perhaps to depths of 10 ft or more will be
required in the eastern canyon areas. All trash dumps, rubble and car bodies,
etc. should be removed from the site.
3) It is recommended that the upper 2 ft of fi 11 in the bui 1 ding
areas be composed of nonexpansive or low to moderately expansive soils avail-
able at the site. The highly expansive clay materials may be placed in the
deeper fill areas.
4a} It is recommended that specia'l key preparations be employed
prior to placing fill in the eastern canyon area along the north slope.
Thi s area encompasses a IIV II shaped' fi 11 withi n the confi nes of the canyon
and is indicated on the site plan and geological map Fig. 1. It is recom-
mended that the toe of the deepest part of the fill extend a minimum depth
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND, GEOLOGISTS
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Project No. 72-105-20 Page 10
of 5 ft into formational soils and be a minimum width of 20 ft. All fill
placed from the toe up the 'sides should be benched a minimum depth of 2 ft
into formational soils. In addition to the special key all surface residual
soils and the existing slide at the east side of the canyon should be removed
withi n' the confi nes of the fi 11 to natural undi s turbed formati ana 1 . soi 1 sand'
a proper drain placed prior to constructing the fill. The actual depth and
width of the special key and stripping should be determined in the field by
Woodward-Gizienski & Associates at the time of grading. .
4b) The drain to be placed below the fill sh~u1d consist of a
filter blanket with perforated collected pipe which will outlet at the toe
of the fill in the natural drainage. The blanket should cover all areas 6f
$eepage plus a minimum distance of 5 ft beyond seepage areas. Aminimum
6-io. diameter perforated steel collected pipe (AASHO M 218-207 ASTM A 444-
446-AM) should be properly bedded in the fill area and placed along the
·lowest portion of the drainage. A typical sketch illustrating these recom-
mendations is shown on Fig~ 27.
5) Drains should be placed at the toe of cut slopes, wherever
seepage is' evident. The sketch below illustrates the recommended procedures
for placing drains in this case:
Class I I Permeable -----state of California
Specifications or
Equ ivalent
TYPICAL SECTION
No Seal e
..----Excavate and rebuild as indicated
Impenneable Cover
(clayey sand or lean sandy clay
to be approved by the
Soi I Engineer)
~ ino Perforated Transit Pipe
Slope to drain outlet at
curb or into storm drain WOODWARD· GIZIENSKI & ASSOCIATE
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGIS'
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Project No. 72-105-20 Page 11
6) It is recommended that all cut slopes be inspected during
grading by Woodward-Gizienski & Associates. Additional recommendations
for unusual or unanticipated geological conditions can be presented in the
interim report, if this should be requir~d.
RECor'lMENDATIONS -FOUNDATIONS
1) It is our opinion that conventional spread or continuous·
footings founded in properly noncompacted nonexpansive or low to moderately
expansive soil should provide a suitable foundation for the proposed struc-
tures.
2) It is recommended that an allowable soil bearing pressure of
2,000 pounds per square foot (total load) be used in the design of footings
founded a minimum depth of 12 in. in properly compacted nonexpansive or
low to moderately expansive fill or nonexpansive or low to moderately expan-
sive undisturbed natural ground. Footings should have a minimum width of
12 in. It is recommended that footings be reinforced top and bottom with
No.4 reinforcing bars, and that the concrete slabs-on~grade be reinforced
with 6x6 10/10 wire mesh and underlain by a minimum of 4 in. of sand, crushed
rock or gravel.
3) It is recommended that all building foundations be kept a
minimum distance of 5 ft back from the top of a slope.
4) For retaining walls not restrained from movement at the top
and having a level backfill surface, it is recommended that they be
designed for equivalent fluid weight of 35 pounds per cubic foot. In the
case of sloping backfill it is recommended that the equivalent fluid pres-
sure for 1-1/2 to 1 and 2 to 1 slopes be increased to 60 pounds per cubic
foot and 45 pounds per cubic foot respectively. In the case of basement
type retaining walls, it is recommended that a uniform pressure of hundred
WOODWARD· CLYDE· & ASSOCIATES
{1nn.1I'tlll;ntt ~n" n .... ,1 k'n"Olrlnf:"," 7:' ...... : .................... ...r ,... ..... l,._:~~-.
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Project No. 72-105-20 P,age 12
pounds per foot be added to the equivalent fluid weight. '
LH1ITATIONS
The conclusions and recommendations macte in this report are
based on the assumption that the soil and geological conditions do not
,
deviate appreciably from those disclosed by the test borings. If vari-
ations ,are encountered during construction, we should be notified so that
we may make supplemental recommendations, if this should be required. '
Evaluation and utilization of soil materials and rock formations
for support of structures includes investigation of the subsurface conditions,
analysis, formulation of recommendations, and inspection duri~g grading. The
soil investigation is not completed until the soil engineer has been able to
examine the soil and rock in excavations dr cut slopes so that he Can make
the necessary modifications, if needed. We emphasize the importance of the
soil engineer continuing his services through the inspection of grading,
including construction of fills, and foundation excavations.
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND fOUNDATION ENGINEERS AND GEOLOGISTS
• • • '. •
... ' .. . "
o 0 ~
Qt 0 '" ./ 0/
~ .. " '!' .. ///(7:~)~~;;~~/ t~: / ". "
'.
I'~
LEGEND:
+-Indicates approximate location of
tes t bod ng..-
Indicates approximate dip and strike
>' of bedd i ngo
r-·'l • I .. L.~_ ...
I'''T~ t i ti ... \l v-' LU:
rO'Ol I,;, 0 I Lo. J
r--,
I I L._~
Indicates major proposed fill and alopes.
Indicates relatively recent landslide area.
Indicates possible ancient landsl ide areas.
Indicates Quaternary terrace deposits
{lower terraces not shown 1
Ind i cates Eocene sed imen ts.
Graphic Scale in Feet
rsr~ i
200 10,0 0 200 ~oo 600
•
2jtC~ ••••
'I
(
I
1
• •
l,/ _c~-~~~~/---·-,--.. :_:~~:
.[:. /O-...~-;--::-", \ .... ,.,\
.. ~.,... .---~~~,~ J\ ~ ;;-0
0 Vo Q; 0 0 o.~ \. ........ ; --'::=. --""'/-"--,----"~.. -·it.
•
......... \ //. .•..... _.,
~ .. , !
i ..
\ ,;.
• •
N
...,
•
•
•
•
•
•
•
•
•
•
•
.....
Cl> Cl> u...
-Cl> co
..c: .....
Co
Cl> C
o
5
10
15
20
25
30
Cl ay Seam
N70E
.15NW
For legend, see Fig. 6
Bori ng 1
,
Medium dense, damp, gray silty sand
(8M) Porous
Dense, damp, light reddish-brown
cl ayey sand (SC)
Very stiff, wet, light gray silty clay
(CH)
Hard, moist, light gray sandy clay
(CL)
Hard, wet gray silty clay (CH)
gray sandy clay (Cl)
LOG OF TEST BORING
HaSP GROVE
Terrace
Deposit
Eocene
Sed i men ts
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND· GEOLOGISTS SAN DIEGO CALIFORNIA
• 72-105-20
I CK'D BY: , 2
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.s:::. ~
C-
O) o
o
10
15
20
40
45
50
Bori ng 2
:}\~~ Dense, moist, reddish brown clayey -------1--------
;::-;;::';;' sand (Sc)
t;:'::::; Te rrace
~~~=-C=::J Oepos i t
~~~~:-----:--:-:-:-:-:----=----::-:---------------Dense, moist, 1 ight gray clayey silty
.:'::.-:.'
sand (SG-s-i)
Very stiff, moist, light gray silty
clay (CH), (di sturbed)
Hard, wet, 1 i ght gray si lty c1 ay (CH)
Hard, wet, dark gray silty clay (CH)
Eocene
Sediments
For Legend see Fi g. 6 LOG OF TEST BORING 2'
HOSP GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO CALIFORNIA
·72-I05-Z
3
••
• o
• 5
+' Q)
Q)
LI..
• Q)
0 10 ro
'+-~ ;:,
(I)
'"t:l 7 c: ;:,
0 • ~ 25 (!]
:;::
0
Q) co
.c: +' Co • Q) 30 0
5
• 4-5
Clay Seam
• 50
•
For Legend, see Fig. 6
•
•
Flori ng 3
Medium dense, dry,~l ight gray silty
sand (s-i) Po rous
'j Dense, lID i st, redd i sh brol>ll c1 oyey ------T---------
;,," sand (SC) gravel from 13 to 16 feet
f'
Hard, mo i st,
(CH)
Terrace
Oepos i t
/ , -----r--------light gray silty clay
Eocene
Sediments
LOG OF TEST BORING 3
HOSP GROVr:
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO CALIFORNIA
CK'D BY:
•
•
• 5-
• 10-
+' <lJ <lJ u...
• <lJ 15_ 0
<U
'+-I-
::l en
"0 c
::l a l-• C.!J 20-
~ a -<lJ a::
.s::. +' c.. <lJ • C 30-
• 35-
• LtO-
For Legend, see Fi g. 6
•
•
80 ring Lt
~ Hard, dry, dark gray sandy clay (CH)
~ \Porous ~ Hard, damp, 1 ight gray sandy clay
~ (CH)
~::·:t~ :}:. Very dense, moi st, 1 ight gray-broW1 >1 sandy clay to clayey sand (CL-SC)
t
.<;<; Very dense, damp, 1 ight gray clayey :;:r~'*· sand (SC )
~~ ~~ : '~'-:.): ; .. ;.; ..... :
.::-:.: .....
.i'/,:\:' Very dense, moi st, light gray,;"broW1 ~:~{:!:;::; si lty sand (::M-SP) with thin clay
:;:;::;.,: ... /, stringers
~~·:;·~t:\
. Cont i nued on next page
LOG CF TEST BOR 1 t~G lj.
HaSP GROVE
Eocene
Sediments
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
DR. BY: GS· APPROX SCAlE: I" = 1':' PROJ HO' 72-105-20
CK'D BY: ~ DATE' 7/18/72 FIGURE NO-5
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3: o
.c +'
Co <I> o
L~5 _ Cl ay Seam
50 -
55 -
H70W
16H
Boring ~, Continued
...,...,"'.---------------------;:~K\: Same as Before ;:;·:·~.(~·i
·~I~~~~e1~S~~~~S!~~if~-~~wn
~!\~ard, moist, dark gray silty clay
~llt..-.CH-!..)--------
';:;1';' Very dense, mo i st, 1 i ght brown silty ):!:}~ \'t:oarse sand (SP-S4) ~::f,j \Fi nn, moist, dark gray si lty clay (CH)
'i·{; Dense, moist, bro\lm clayey sand (SC) ~:~<ir': '11tV~ q~~~;
~ Very stiff to hard, black si1ty ~ clay (CH) I ~
Eocen'e
Sediments
LEGEND:
(SM) = Group classification symbol in accordance with
the Unified Soil Classification Systemo
~ = Water Level at time of drillingo
~* = Water Level as noted at bottom of logo
LOG OF TEST BORI NG It, CONTI NUED
H asp GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
DR. BY: GS APPROX SCALE: I" = 5' PROJ, NO· 72-105-20
CK' 0 BY: t!,:/tAJ DATE: 7/18/72 FIGURE HO~ 6
.'
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......
Q)
Q) u.
Q) o ctI '+-I-
:::l en
.s= ......
Co
Q) o
o
5
10
15
30
35
50 J7
For Legend, see Fi g. 6
Boring 5
Hard, dry, dark gray sandy clay (CH)
(porous)
~'<l-----------------------------
Hard, damp, 1 ight gray sandy clay (CH)
damp, light gray clayey
brown si 1 ty -cl ay (CL-CH)
LOG OF TEST BORING 5
HOSP GROVE
Eocene
Sediments
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CK'D BY: 7
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Boring 6
Medium dense, damp, gray silty sand
(SM) Porous
Dense, damp, reddish brown silty to
clayey sand (SC) .
Very dense, damp, dark gray coarse
si lty sand (SP-SW)
Very dense, damp, light gray silty
sand (SM)
HaSP GROVE
-----1---------
Terrace
Deposits
Eocene
Sed iments
L 00 OF TEST BORI NG 6
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CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS . SAM DIEGO, CALI FORK I A
DR. BY: as I APPROX. SCALE: lit = 5' I PROJ. 1'(0· 72-105-20
tic"!) RY' ~A !)AT~' 7/19/72 Il=lr .. III~S:: lin· 8 . -. ~
•
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•
•
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•
•
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.....
Q)
Q) u..
I
,Q)
()
Cd .....
L.
::J
C/)
"0 c: ::J o L.
C!:l
~ o
..c: ..... a.
Q)
Cl
o
5
15
20
30
45
50
Clay Seam
E-W IIH
For Legend, see Fig. 6
Sari ng 7
:;,;}<:::
.;. i·!:~.::~
~t~
c1 a CH) Porous .------'t----------gray-brow~ clayey sand I
Terrace
O'epos i ts
fott-d---------------, -----------------Very stiff, moist, 1 ight gray silty
;:";:'~'.' c 1 a CH) «.~::-....
i1;"%/ Very dense, moi st, 1 i ght gray c1 ayey
':'.}::t si 1t (ML)
r~:'!·t:
Hard, moist, brown silty clay (CH)
light gray silty
Very stiff, saturated, brown silty
c1a . (CH)
* 1lJ. hours after dri 11 ing
HOSP GROVE
Eocene
Sed iments
LOG OF TEST BOR ING 7
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN 0 I EGO CALI FORM I A .
DR. BY: PR • 72-105-20 I
CK'D BY: F 9
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.....
<I.)
Il:l
..c
+' 0-
o
5
10
15
~ 20
25
30
Clay Seam
N20N 20NE
For Legend, see Fig. 6
Boring 8
Hard, dry, gray, sandy clay (CH)
Porous
reddish brown clayey ------r---------
Terrace
Depos i ts
~----------------------------------------,Very dense, flX)ist, I ight gray si1ty
"sand (~)
flX)i st brown si 1 t c1 a:
1 ight gray silty
Continued on next page
HOSP GROVE
, Eocene
Sediments
LOG OF TEST BORING 8
WOODWARD -GIZIENSKI '&' ASSOCIATES
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DR. BY: • 72-105-20
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+' a> <l)
LI..
I
a> u
C1:I '+-....
~
CI)
"l:J
C ~ a ....
(!:'
~ 0 -a> aJ
..t:: +' C. a> 0
3D-
35-
~O-
~5-
Boring 8, Continuej,
.,...........---------------------i~},~~:\,
>./.[::?-Same as Befo re
~ Hard, danp, broM"l s i 1 ty cl ay (CH)
~.:;. .. ;::"
flf:I·. Very dense, 100 i st, 1 i ght gray si 1 ty
:.;.~:.;;~ sand (~)
~ Hard, lOOist, broM"l silty clay (CH) ~
>(~;:. Very dense, mo i st, 1 i ght gray silty
/~:' ., .. ' sand (etA) .;:~. '~"'.:. '-'lVI
~':.:':" .-~:~~~'
. ~~~~::=
..:..:Cl:..::a!-y --=-S.::..:ea:.:::m_~~~~~ -¥= Very st iff, satu rated, broW'! silty
NI5W ~. clay (CH)
50-I2NE ~~
Eocene
Sed iments
For Legend, see Fig. 6 LOG OF TEST BORI NG 8, CONTI NUED
HaSP GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
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DR. BY: GS APPROX. SCALE: In = 5' PROJHO' 72-105-72
CK'D BY: fjII()J DATE' 7/19/72 FIGURE NO' II
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•
•
•
•
•
.....
ClJ
ClJ u..
I
ClJ 0 «' '+-
"-~ (/)
'"0 c
~ 0
"-c:!:J
:::
0
ClJ a:l
~ ..... c..
ClJ 0
0-
5-
10-
15-
20-
25-
30-
35-
Clay Seam
N70W
It5NE
Clay Seam
N70r'l
lItHE
For Legend, see Fi g. 6
80ri ng 9
~Hard, danp, brown silty clay (CH)
~f-Water Seep
,.--, Very 'dense, saturated, 1 I ght gray
,;"'< SZ*si lty sand (SM)
" ~ -::;-
~:..'-~--------------
*16 hours after drilling
Terr'ace
Deposit
Eocene
Sediment
LOG OF TEST BORING 9
HOSP GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONsuLTING SOIL AND FOUNDATION ENGINEERS-AND GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. BY: GS APPROX SCALE: I" = 5" PROJ, NO~ 72-105-20
CK'D BY: tiM DATE· 7/19/72 FIGURE NO~ 12
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35
4-0
4-5
so
For Legend, see Fig. 6
Boring 9. Continued
Same as Befo re
Eocene
Sed i ments
LOG OF TEST BORING 9, CONTINUED
HOSP GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SO I LAND FOUNDATION ENGI NEERS AND GEOLOG I STS SAN DIEGO CALIFORNIA '
CK'D BY: F
•
• o
• 5
+-' • OJ OJ u.. 10
OJ u CIS '+-I-
:::I • en
"0 15 c: :::I
0 I-
c:!J Clay Seam
~
0
• OJ co
.t::. 20
+-'
0-
OJ 0
Clay Seam
N'tOE • 25 rt.5HW
Clay Seam
N25E
18NW
Cla • 30
• 35
For Legend, see Fig. 6 •
•
Sori ng 10
t 'i..';: :f.f,i· Dense, moi st, reddi sh brown clayey
r:F:~:, sand (SC)
:.~;{;.:;
!fr\
Terrace
Deposits
:r::i:~':.; ·f-·f :·t:;::·~: ~±!-~-------------------------------
1 ight gray silty
Eocene
Sed i ment
Very sti ff, moist, gray-brown clay
(CH)
-Water Seep
------------
Cont i nued on next page
LOG OF TEST BORING 10
HOSP GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO CALIFORNIA
I" = 5' • 72-1 -
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"0 c: :;, o L.
C!'
~ o
Q)
CO
35 -
40 _
45 _
50 -
For Legend, see Fig. 6
Bo ri ng 10, Con ti nued
r:"7:::"'..-'-----------' :'Ui~:):,.; Very dense, mo i st, 1 i ~ht gray s i 1 ty
,;'.;.:'). sand UN)
~)~ ~.~::
.: :':i/'
:;\;:t
;i':'"
:i;\'},~:'"
~X~(,\
~~)~
::l:~~~t:~~:,
.~~~,:;\
'~~:;:~(f
;~::~:~'~.::'
LOG OF TEST 80 RI NG 10, CONTI HUED
HOSP GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA .
DR, BY: GS APPROX SCALE: I" = 5' _PlIDJ NO-.72-105-20
CK'D BY:#tU DATE' 7/19/72 FIGURE NO-15
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0-
5-
+oJ 10 _ Q)
Q) u...
Q)
(.)
<U '+-I...
~ CI) 15 -
"'0 c: ~
0 I...
(!:'
:;: 7 0
~
Q) 30 -co
..c: +oJ
Co
Q)
0
35 ....
7 sJ
For Legend, see Fig. 6
Bori ng II
~ Hartl, darp, brov.n s i1 ty c1 ay (a;) ~
~ Hard, rroist, brov.n si 1 ty clay (01) ~c-Water Seep .
LOG OF TEST BORI NG II
HOSP GROVE
Eocene
Sediments
WOODWARD - G I Z I ENSK I & ASSOCI ATES
CONSULTING SOIL AHD FOUNDATION ENGINEERS AND GEOLoGISTS SAN 0 I EGO. CAUFORH I A
OR. BY: GS APPROX SCAlE: I" = 5'. PROJ. NO' 72-105-20
CK'D BY: IJI<» DATE: 7/1~/7? FIGURE NO' 16
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• 5
• 20
•• 25
5
• 4-0
• 4-5
• 50
•
For legend, see Fig. 6
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Boring 12
Hard, da~p, dark gray sandy clay
(Cl) Porous
~*-------------------------------
:r-
'y
~;~~l
Very dense, damp, light gray silty
sand (34)
Hard, damp, brown silty clay (CH)
LOG OF TEST BORING 12
HaSp GRO VE
Eocene
Sediments
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO CALIFORNIA
DR. BY: AP R X ·72-105-20
CK'D BY: 17
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• o
• 5
• 20
• 25
-(!) • m
4-0
• 4-5
• 50 -
• 55
For Legend, see Fig. 6
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Bori ng 13
brOtKl silt cla ~~~~~~~~~~~~~~------------------
'( ".: Very dense, damp, 1 i ght gray si 1 ty
. sand (SM-SP)
Hard, damp, brown silty clay (CH)
Very dense, wet, light gray silty
sand (sr.~)
._ Water Seep
wet, brown silty cl ay (CH)
Very dense, saturated, 1 ight gray silty
~.~s_and{~) ______________ _
Continued on next page
Eocene'
Sediments
LOG OF TEST BORING 13
HOSP GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO CALIFORNIA
DR. BY: GS A PR X
CK'D BY: f;!fJu) DATE' F
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+' (!) • (!)
L.L. 55
(!)
u
<1:1 '+-L.
:J CI) • 60 "0 c:
:J
0 L.
<!:I
3:
0
(!) • !Xl
65 .I:;
+' c..
(!)
0
• 70
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For Legend, see Fig. 6
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Bo ri ng 13, Cont i nued
---------------Same as Befo re
Hard, saturated, gray-brawn-silty
clay (CH) Eocene
Sediments
'5Z d .. "'f an r I sing
LOG OF TEST BORING 13, CONTINUED
HOSP GRO VE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AHD GEOLOGISTS SAN DIEGO CALIFORNIA
• 72-105-20
CK'D BY: 19
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• 5
+' Q)
Q)
W-
• Q) 10 () ro ~
I-
::J en
"0 c:
::J • 0 I-15 <!:l
:::
0
(jj co -+' a. • Q) 20-0
• 25
• 30
• 35
For Legend, se·e Fig. 6
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Bor i ng 14-
.;.': .. ; .. Dense, damp, reddi sh broW'l c1 ayey
;::';r;:·· sand (SC) f
Terrace
Deposits
~")~~:'~::'---------------------------------------------
:.:';:.;::: Dense-very dense, moi st, light gray
>F~:: si 1 ty sand (3~)
Hard, moist, brown clay (CH)
Very dense, moist, brown silty clay
to clayey silt (ML)
Continued on next page
LOG OF TEST BORING 14-
HOSP GROVE
Eocene
Sediments
WOODWARD -GIZIENSKI & ASSOCIATES
·72-105-20
CK'D BY: 20
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..c: ...... c..
Q.) o
30-
If 0-
1f5 -
50 -
55 -
60 -
65 -
70 -
Clay Sean
HIOE 10NW
For Legend, see Fi g. 6
Boring I If, Continued
r.'"::!'':''r----------------
,!:,}< Same as ~fo re
li Eocene
. Sed iments
~
Hard, saturated, brown silty clay
(CH)
)!~ ~~r{/:~~' (;:iurated, 1 ight gray
~j;/!~;~
i.t~:::~
::.f..:\'J
~iiI~
}:~~i.:·:f
'~~'~~:(~:'.~ ~ ·:·~~~:"t
11~ SZ ~d rising ;.;~;::} ~
T~~:·~~ I~~ I.(:}}
LOG OF TEST BORING 11f, COOTINUED
HOSP GR eVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS 4ND GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. BY: GS APPROX. SCAtE: I" = 5' PROJ NO· 72-105-20
CK'D BY: 1M DATE: 7/2'4/72 FIGURE NO· 21
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• 0-
• 5-
• +' Q) 10_ Q) u..
Q)
0 «l '+-• ~
~ en 15-
'"0 c:
:::1
0 ~ c;J
3: • 0
Q) 20-a:l
..s::: +'
Q..
(I)
0
• 25-
• 30-
•
For Legend, see Fi g. 6 •
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Bor i ng 15
~~1 Dense, danp, brm'll cl ayey sand (SC)
!; .•.•••.
t
Terrace
Deposits
.:.···.if:::j·
1'"1 i";";-,:,~:"""-l::: -V-e-r-y -d-en-s-e-, -d-am-p-,-j i-g-ht-g-ra-y-s i-l-ty-- - - - -
!~ s~d (S4)
I .~:.\.,:.-:
Eocene
Sed i ments
damp, brown silty clay (CH) ~ Hard,
I]
f:·.:"··· -":' ...• ~' ... :.::::
O:mtinued on next page
LOG OF TEST BORING 15
HOSP GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA -
DR. BY: GS APPROX SCAl E: I" = 5' _ ?ROJ MO' 72-105-20
CK'D BY:1!/If.A; DATE: 7/211/72 FIGURE HO~ 22
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-+-' <l>
<l> u...
35 l -
I
<l>
0
«l 7 "4-L
:;,
CI.)
-0 60 -c: :;,
0 L
CJ
3:
0 -<l> a:! 65 _
.s:: -+-' a..
<l>
0
70 -
For Legend, see Fig. 6
Eocene
Sediments
LOG OF TEST BORING 15, CONTINUED
HOSP GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN D I EGO. CALI FORM IA .
DR. BY: GS APPROX. SCALE: I" = 5' PROJ NO· 72-105-20
CK'D BY:~ DATE: 7/2U,/72 FIGUREKO· 23
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5-
7
+' <!) 25 -<!) u..
<!)
() ro '+-"-::J en 30 -
"'0
-
Bori ng 16
I'Y\ Medi urn dense, damp, brown si 1 ty
:(~;~,; sand (SI~) po rou s
htl~ Dense, danp, brann clayey sand (SC)
':i~ji;;
.:;.',::.'
t
All uv i um
Eocene
Sediments
c:
::J
0
'::~}C Very den se, roo i st, 1 i ght gray silty
Clay Seam f~':;'x: sand (~)
"-t!)
~ 0
~ 35 -<!) co
..c:: +'
Co
<!)
0
4-0 -
4-5 -,
50 -
For Legend, see Fig. 6
~ Hard, d""P , br""" s i1 ty clay (CH)
I ~ I
::):;i:: Very dense, saturated, 1 ight gray
,~·t~'i silty sand (~)
!~~~ Water Seep
~f S?
:';',!'r·",:· •
LOG OF TEST BORING 16
HOSP GROVE
WOODWARD -G1Z1ENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIJORNIA .
DR. BY: GS APPROX. 'SCALE: .1" = 5' PROJ Ho· 72-105-20
CK'D BY:1fIuJ DATE' 7/2~/72 FIGURE NO' 2~
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+'
0)
0)
LL.
..c +' c.. .0) o
0-
30-
4-0-
4-5-
Clay Seam
N60E 25HW
For Legend, see Fig. 6
Bori ng 17
'::';~~~;~ :~ U(S~r~~~o~:mP' bro~ si lty f:-:.:"" .. ,..j-~.::-1"':":"';''-'-_~________ _ __ _ _ _ ____________ _
",:'::,::(:' Very dense, danp, lig,t gray silty
:'::'1,::r sand (SM) .... : ..
Eocene
Sediments
~I\ Very stiff, rroist" bro~ clay (Oi)
,j,:,:~';i Very dense, moi st, 1 i ght gray si lty
::"':",:', sand (SM)
:/l·:E~~~:.:
LO G 0 F TEST BO R 1 N G 17
HOSP GROVE
WOODWARD -GIZIENSKI & ASSOCrATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
DR. BY: GS APPROX' SCALE: I" ';"5' PROJ. NO-72-1050-20
CK'D BY: ~ DATE: 7/21'ti72 FIGURE NO-25
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~ 100 0
~v-10 1-1
90 10 ..... "" ....... .... I-t-t-~ ~ 80 .. ,
20 '\, .~
1\
" ~~ ~ . ~ 70 30 \, " r--... 1"-, i'.... k 1-4--6 .. \
i\ " .\.. 60 '-A, ., ~ 110
1lJ-3 K' "0
01 a>
c .~, c .-50 \ 50 .....
en \ 2J 1\' '\ ro
en 13-+' ro .\ a>
a.. \ \\ e:;:
+' 110 \.\ 60 +'
C \~ c
a> 1\ a>
0 ~.\ 0
L-[\. L-
a> ~ \ OJ
a.. 30 a..
1', , 70
I"
20 ~ 80 " '" 90 10 '\
0 100
0.1 .01 .001
Grain Size in Mi 11 imeters
~r Range According to Lambe and Wh i tman (1969)
Sample
1l-6
10-1
13-2
11l-3
Note:
~ = Residual angle of internal
res i stance"
% Passing ~
60
50
117
17
~r Range
8 ·to 18
10 to 21
II to 22
17 to 3
HYDROMETER ANAL YS IS
HOSP GROVE
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AHD FOUNDATION ENGINEERS AND GEOLOGISTS SAH DIEGO, CALIFORNIA
DR. BY: LIB APPROX SCALE: na PROJL.NQ· 72-105-20 ..
CK'D BY: e,aw DATE' 8/23/72 FIGURE MO' 26
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seep 2'
\ Fi Iter
Class II permeab~ material State of Cal ifornia specifications
or equivaJent
Visible Water Seep
Fi 1 ter~2~'_oJ mino thickness
TYPICAL SECTION
(normal to slope face)
(no scale)
Collector pipe 6 ina
perforated (Min) galvanized steel
TYPICAL SECTION
(parallel to slope face)
(no scale)
®
Excavate to dense natu raJ
Sandstone
Out let pipe 6 i no m i no non perforated
OutJet to
Natu ra·J D ra i na=.!g'-e~-'
.120'mino~ --__ --, key 5' minimum into natural sandstone
Final Surface prior to refi I I inso
into dense natural sandstone
TYPICAL SECTIONS
EAST CANYON FILL
HOSP GROVE
®
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO CALIFORNIA
DR. BY: S PR
CK'D BY: F
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APPENDIX B
• MARCH I, 1973 REPORT
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Ma rch 1, 1973
Project No. 72-105-20
Grove Apartments
Post Office Box 1155
Carlsbad, California 92008
Attention: Mr. Jerry Rombotis
FINAL REPORT OF ENGINEERING
OBSERVATION AND COMPACTION TESTING
GROVE APARTr~ENTS
CARLSBAD, CALIFORNIA
In accordance with your request, and our letter of agreement dated April 28,
1972, we have provided soil engineering services in conjunction with the
gruding of the subject site. These services included:
(1) Engineering observation of the grading operation.
(2)
(3)
Observation of the removal of highly expansive soil from the top of
,2 feet of rough lot grade and replacing it with nonexpansive soil in
the areas shown on the attached Fig. 1.
Observation of the removal of an existing "old slide," installation of
filter material and drain system'as directed by our office, and replacing
with on-site fill material to proper grades with compacted fill.
(4) Observation of the removal of loose surface soils from the bottom of
canyons.
(5) Taking field density tests in the fill placed and compacted.
(6) Performing laboratory tests on representative samples of the material
used for fill.
Site preparation, compaction, and testing were done between May 17, 1972, and
December 19, 1972, in accordance with the "Specifications for Controlled Fill"
in our report entitled "Soil and Geological Investigation for the Proposed
Hosp Grove Apartments, Carlsbad, California," dated August 25, 1972.
The grading of the site essentially consisted of making cuts and fills of
moderate degree to reduce the site into large building pads and parking areas.
Most of the deep cuts were in the southeast portion of the site and the
deeper fills were placed in two canyons along the northern boundary, one
maj or canyon and several mi nor draws along the eas tern boundary. As the site
grading progressed compaction procedures were observed and field density
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Grove Apartments
Project No. 72-105-20
March 1, 1973
Page 3
representative samples of the material used for fill. At the time of issuance
of our preliminary soil investigation report, a slow direct shear test was
underway on a sample from 'a clay seam encountered in the test borings in the
area of the existing slide. The results of the test essentially verify
assumed shear strength parameters used in our stability analysis. The, results
of laboratory tests are given on the attached forms. Laboratory tests and
a visual inspection of the site by the project engineer and field technician
on February 20, 1972, indicate that expansive materials are present at
fi ni shed grade in some of the cut and dayl i ght areas; however, the upper
2 feet of all fill areas consist of a minimum 2 feet of nonexpansive
soil. The following table presents the results of our inspection and indicates
our estimate of the pads that will need special footings.
TYPE OF PAD
PAD FINISH CLAYSTONE SPECIAL GRADE Cut Fi 11 Cut-Fill DAYLIGHT . PATCHES FOOTING
ELEVATION UNDERCUT REMAINING REQUIRED
1 87 to 95 --x No Yes Yes
2 95 --x Yes No No
3 103 to 105 --x Part. on Iy No Yes
14 115 --x Yes No No
15 113 --x No Need No No
6 117 x --No Need No No
7 121 --x No Need Yes Yes
8 122 --x No Need No No
9 125 --x Yes No No
10 125-128 --x Yes No No
11 130 ' --x No Need No No
112 133 x --No Need No No
13 136 --x No Yes Yes
14 145 --x Yes No No
15 153 --x No Need No No
16 155 - -x No No Yes
17 161 --x No Need No No
118 165 --x No Need No No
19 180 -x -No Need No No
~O 186-190 --x No Need No No
21 165-168 --x No Need No No
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEE"S AND GEOLOGISTS
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Grove Apartments
Project No. 72-105-20
March 1, 1973
Page 2
tests were made to determine the relative compaction of the fill in place.
Field observation and field density test results indicate that the fill has
been compacted to 90% or more of maximum laboratory density. The approximate
locations of field density tests and the limits of compacted fill are shown
on the attached Fig. 1. The results of field density tests and of relativ~
compaction expressed as a percent of maximum laboratory density are given
on the attached forms.
During the grading of the extreme northeast canyon area along the northern
boundary, an existing slide was removed to dense undisturbed formational
material before placing the canyon fill. An existing water seepage behind
the slide was contained in a drain system, which was first established at the
toe then extended up to the pad area as the fill progressed in height. The '
system, consisted of an approximate 3 feet wide trench into which was placed
6 inches of filter mate~ials (1 in. max. combined aggregate State of California
Specifications) then a 6 inch perforated corregated metal drain pipe and
finally an additional 2 feet of filter material above the pipe. Near the
top of the canyon the filter material was spread out to cover seepage areas
and off shoots of the trench and drain' system extended above into the pad area
and along a low slope where additional ,seepage was apparent. The drain line
as installed is shown on the attached Fig. 1. The drain system emptied into
a natural drainage into which was later placed a 24 inch nonperforated pipe
which extended to an existing storm drain inlet at the edge of the shopping
center along the northern boundary. Periodic inspections of the drain have
been made since installation. The water issuing is clear and seeping at
about the same volume as during construction of the system.
Weak clay seams were recognized in the formational materials during one pre-
1 imi nary investi gati on ina northwest canyon area. Here the a 11 uvi a 1 materi'a 1
and overburden soils were removed in the key area to dense undisturbed for-
mational soil which was inspected by a geologist before placing new fill
material. The overburden soils were also removed and undisturbed formational
soils benched into on either side of the canyon as the fill progressed in
height. Along the eastern boundary where fill was placed in a major canyon
and several minor draw areas, the alluvial material was excavated and recom-
pacted and benches were made into the sides of the draws into hard clayey
relatively competent overburden soils as the fill progressed.' The lack of
suspected slides along the eastern,boundary and the g'enerally favorable
geologic conditions in this area did not dictate the complete removal of over-
burden soils to undisturbed formational materials.
During grading, portions of several of the pads were undercut to remove
potentially expansive soils and essentially nonexpansive materials were placed
in the excavation and compacted. Upon request of Grove Apartments, Inc.,
undercutting was terminated on August 21, 1972, in accordance with a letter
dated August 22, 1972. Hence, strips of expansive topsoil and patches of
claystone remain in some areas on several of the pads .
Laboratory tests to determine moisture density relationships, maximum dry
density, optimum moisture content, grain size distribution, plasticity
characteristics and strength and swell charac4eristics were performed on
WOODWARD· GiZlENSKI & ASSOCIATES
CONSULTING SOIL AND FOI .. JNOATION ENGINEERS ANO GEOLOGISTS
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Grove Apartments
Project No. 72-105-20
March 1, 1973
FOUNDATIONS
Page 4
(1) Foundations for one to three-story wood frame and stucco structures
founded in properly compacted fill or natural undisturbed soil may be designed
for an allowable soil bearing pressure of 2,000 psf (total load) at a depth
of 12 inches below lowest adjacent rough grade. This value may be increased
1/3 for loads that include wind or seismic forces. Footings should have a
minimum width of 12 inches.
(2) It is recommended that all footing excavations be inspected by our
firm immediately upon completion of excavation. If potentially expansive
soil is evident, one of the following footing designs will be recommended~
(a) For footings founded on properly compacted low to moderately
expansive soil, it is recommended that a 12 inch deep footing be reinforced
top and bottom with No. 4 reinforcing bars and th~t the concrete slab-on-grade
be reinforced with 10 gauge 6x6 welded, wire mesh placed on chairs at the
midpoint in the slab and that the slabs be underlain by a minimum of 4 inches
of clean concrete sand, crushed rock or gravel. ,"
(b) In areas where moderately to highly expansive claystone soils
or topsoils are encountered, it is recommended that the footing be extended
a minimum depth of 24 inches, be reinforced top and bottom with No.4 rein-
forcing bars and that the concrete slab-an-grade be reinforced with 6 gauge
6x6 welded wire mesh placed on chairs at the midpoint of the slab and that
the"slab be underlain be a minimum 6 inches of clean concrete sand, crushed
rock or gravel. Dowels should also be provided in the footing and bent down
into the slab. The following s,ketch incorporates our recommendations in
thi s regard.
Rough or Compacted
Grade
2Q"mino
L 12""' r min71
FOOTING DETAIL
~3 Dowels, Zq" O.C.
q" mino concrete slab with 6x6 6 6 mesh
Hq Bars, top and bottom
(3) Structures that will not tolerate differential settlements, such
as foundations, swimming pools, concrete deck walls, etc. should not be
located within 5 feet of the top of a slope. Footings located closer than
5 feet from the top of a slope should be extended in depth until the outer
bottom edge of the footing is 5 feet horizontally from the outside face of
the slope.
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL ANO FOUNDATION [NGIN[[IIS AND G[OLOGISTS
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Grove Apartments
Project No. 72-105-20
March 1, 1973
Page 5
The elevations of compaction tests, shown as finished grade (FG) tests, in
Unit A, correspond to the elevations shown on the grading plans for "Carlsbad
Tract No. 72-12A Apartments-Unit A," dated October 6, 1972, prepared by
Roy L. Klema Engineers, Inc., Escondido, California. For the remainder of
the site, it is our understanding that as built plans are being prepared.
Finish grade test elevations in other areas are essentially within + one. foot
of th~ e·levations shown on "Grading Plans Hosp Grove Apartmentsll dated May 26,
1972, and prepared by Roy L. Klema Engineers, Inc. Elevations and locations
shown in this report are based on field surveys established by others.
This report covers the fill placed under our observation during the dates
specified herein. Additional fill placed after these dates, as well as the
backfill in utility trenches located within 5 feet of a building and greater
than 12 inches deep, or any trench 5 feet or more from a building and.in
excess of 5 feet in depth, should be compacted under the observation of this
office and tested to assure compliance with the earthwork specifications for
the project. This office should be contacted at least 24 hours prior. to
backfilling operations. Utility service trenches within 5 feet of a building
that are perpendicular to the building footings and are less than 12 inches
wide and less than 3 feet deep are not subject to this recommendation.
The inspections and tests of. compaction made during the period of our services
on the subject site were in accordance with the local acceptable standards
for this period. The conclusions or opinions drawn from the tests and site
inspections apply only to our work with res'pect to grading and represent
conditions at the date of our final inspection.
We will accept no responsibility for any subsequent changes made to the site
by others or by uncontrolled action of water or by failure of others to
properly repair damages caused by uncontrolled action 'of water.
Henry, P oject super~
w~~C/
WOODWARD· GIZIENSKI . & ASSOCIATES
CONSULTING SOIL AND FOUNDATION £NGIH[US AHD GEOLOGISTS
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Property li ne
• • •
LEGEHD:
Indicates approximate location 01
• Field Oensi ty Test.
r'l Indicates approximate Ilmlla of L . ...i Tested Fi II.
'" \
A'~~ . "~;." \,
'\ / '3:~~~;:',:0 _____ _
fJ7f}, I nd i cates approx I mate liml to of !lIb area undercut and rep laced wi th
compacted nonexpans i ve fi t 10
. I~ t! 'i ~ ~,~ -14' l '. -H-1:':1" J9S -1M .' sJ,,.o •• ~ V
JF'· .. 1I\Z;~.~1 .• ,~I. r-.~/"f . :_:":,
'. "1 "'.~. j ~ "I \ ) ..• :.:,.,:;~.".* ~ ~
J' ._. • .;~ -/~-.---of Perforate
~---. Selle I" = 100'
I I .J
I -----~--~'r--:-:----....o----~ I FI ELD DFN!l1 TV Tr~'
.72-105-20 --I
•
•
•
•
•
•
•
•
•
•
•
•
RESUlf S OF LOADED SWELL TESTS
Initial Final
Sample Dry Water Dry Water Pressure Expans ion
Number Density Content rsaturation Dens i ty Content Saturation
pef % .. 10. pef % % psf % of Initial Height
SA-I 105 23 100 10 I. 6 25 100 160 3. 12
Pad Ele
190ft" "
*Based on a specific gravity of 2.65
Diameter of Samples: 1.9~ inches
Height of Samples: 0.63~ inches
RESULTS OF LOADED SWELL TESTS
HOSP GROVE APARTMENTS
WOODWARD -GltI8~SKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA .
DR. BY: LOS APFROX SCALE· NA PROJ, NO~ 72-105-20
CK'D BY: A1ttJ DATE: 3/1/73 FIGURE NO~ 2
; .
•
• SAMPLE DATA
Sample No: 7
Classification:
• Height. inches .807
...; .... Di ameter. inches J .911-0-I/) -I/) c 0 ...-
• ~ . I 2 CI) Initial Conditions: w
0:: I-CI)' Dry Density, pcf 1111-.2 I 111-.2
0:: -< LIJ Moisture Content. % 8.11-8.11-:x: CI)
After Soaking:
• Dry Dens i ty. pef 116.11-116.3
Moisture Content. ,.,
16.2. 11 17 I
Surcharge durir.g soaking and normal load:
First run: 2040 psf Second non: lf080 psf
• TEST DATA
Angle of Friction. degrees 29°.
Cohesion. psf lj()()
SHEAR DISPLACEMENT. inches
•
2 ...; ....
0-• I/) -I/) c V .
0 ~ ...-q,'
•
CI) ./' CI) I w 0:: V I-CI) V 0:: -< ~~ ~
C' -lj()() -p'sf
T I 2 3 lj.
NORMAL STRESS, tons/sq, ft.
• DIRECT SHEAR TEST
HOSP GReVE AP ARTh1ErnS
hOO[l.JARD -G I Z I ENSK I & ASSOCIATES
CONSULTING SOIL A~~Fg~~~~;lg~L~~~~ffRS ~~D GEOLOGISTS
• DR. BY:LDS GS APPROX. SCALE: ----PROJ. NO: 72-105-20
CK'D BY;-~ DATE: 2/28/73 FIGURE NO: 3
•
I
SAMPLE DATA • Sample 14o: 10-1
Classification:
He i ght. inches .807
..; .... Di ameter. inches 1.9lJ. ~ •
'" -'" c 0 ....
(I) Initial Conditions: I 2 (I) UJ 0:: fo-(I) Dry Density. pcf 99.6 98.6 • 0:: -< Moisture Content. % UJ 22.2 23.9 :t: (I)
After Soaking:
Dry Dens i ty. pef 98.5 98.9
Moisture Content. ." 29.!J. 29. !J. 1< •
Surcharge during soaking and normal load:
Fi rst run: 20lJ.O psf Second run: !J.C-aO psf
TEST DATA
• Angle of Friction. degrees 18° 1Lt*
Cohesion. psf !J.70 !J.20*
SHEAR DISPLACEMENT. inches
*Note: I nd i cates residual strengtho
•
2
..; Peak-11--~4' ....
~ ----'" ..... -~' '" V-----I.--I !J.0 = c V--I' 0 ~ ....
V--l----(I)
-------(I) I UJ I-"" ~ co: r::: fo-l----(I) ~ '-Residual
0:: ~fT Cl=~q r C' _lJ.20 r-psf
•
•
I 2 3 !J.
NORMAL STRESS, tons/sq.ft.
DIRECT SHEAR TEST
• HOSP GRO V E AP ARTM ENTS
WOODWARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. BY: LDS GS APPROX. SCALE: ----PROJ. NO:' 72-105-20 • CK'D BY: ~ DATE: 2/28 73 FIGURE NO: lJ.
• COMPACTION TEST ,RESULTS
JOB NAME HaSP GROVE APARTMENTS DATE REPORTED 2/28/73
JOB NUMBER 72-105-20 • May 22 through December 19, 1972 PAGE; 1 OF 10 DATES COVERED
MOlaTURE P'IELO ..... SORATORY ItELATIVE
DATE naT RETEST LOCATION ELEVATION CONTENT DENSITY OEN.iTY COMPACTION
NUMBER OF OF TEST '110 OltYWT. PCP' PCf -I. 0,. LAB. DENS.
r~AY 22 1 SEE FIGURE ONE 66. a I ' 16.3 107.4 117.5 91. 5 • 2 76.0 I 17.6 106.7 117.5 90.7
iA.AY 23 3 70.5 I 14.5 107.7 117.5 91.6 4 75.0 I 16.3 109.1 117.5 93.0 5 78.0 I 14.5 108.8 117.5 92.6 • 6 86.0 I 15.0 107.4 117.5 91.4
~~AY 26 7 77.0 I 12.2 104.6 115.5 90.6 8 84.0 I ,8.3 108.2 117.5 92.3 9 104.0 I 16.2 111.2 115.5 96.3
t~AY 27 10 79.0 I 14.3 107.5 115.5 93.0 • 11 81.0 I 12.3 106.0 l1S.5 9,1.8
12 84.0 I 12.3 105.8 117.5 90.1 13 108.0 I 13.6 106.5 11S.5 92.3 14 86. ci I 12.3 107.2 115, S 92.7 15 88.0 I 13.0 108.5 115.5 94.0 • r~AY 30 16 91. a I 11.7 111. 7 115.5 96.5 17 94.0 I 8.0 106'.0 115.5 91.5 18 97.0 I 4.1 106.6 116.5 91. 5 19 100.0 I 11. 5 107.0 116.5 92.0
• !'1AY 31 20 102.0 I 8.5 105.2 114.5 91.7 21 105.0 I 10.5 106.5 114.5 93.2 22 108.0 I 8.0 10S.7 114. S 92.3 23 1'10.0 I 8.7 107.8 116. S 92.3
,JUN 1 24 113.0 I 6.5 108.8 114.5 95.2 • 25 l1S.0 I 9.9 113.,5 114.5 99.3 26 70.0 I 19.0 92.0 106.5 86.3
27 73.0 I 19.0 96.0 106.5 90.0
28 26 70.0 I 18.3 97.7 106.5 92.0
29 118.0 I 12.3 108.5 114.S 94.7
• JUN 2 30 76.0 I 20.5 97.7 106.S 91. 7
31 78.0 I 9.0 109.S 120.5 90.7
32 78.0 I 20.S 97.2 106: 5 91.3
33 80.0 I 20.5 98.3 106.5 92.3
34 80.0 I 19.6 98.5 106.5 92.5
35 82.0 I 10.5 109.2 120.5 90.7 • 36 82.0 I 21. 5 99.5 106.5 93.5
37 120. a I 12.3 110.2 116.5 94.7
38 122.0 I 12.5 107.7 114.5 94.0
• WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL ANO rOuNOAlION ENGINEERS AkD GEOLOGiSts
• COMPACTION TEST RESULTS
JOB NAME HaSP GROVE APARTMENTS DATE REPORTED 2/28/73
JOB NUMBER 72-105-20 • DATES COVERED t~ay' 22 through December 19, 1972 PAGE 2 OF 10
MOlaTURIt I'IE1.0 LABORATORY ftELAT'VE
DATE naT RETEST LOCAT'ON ELEVATION CONTItNT DENSITY DItNalTY COMI'ACT'ON
NUMBER Of' OF TEST '!Io DIIYWT, PCI' PC~ % 01' LAB. DENS.
---... -
JUN 5 39 SEE FIGURE ONE 84.0' , 9.0 113.5 127.5 92.2 • 40 84.0' 11.1 116.8 127.5 91.5
41 86.0' 13.0 106.3 117.5, 90.6
42 86.0' 10.5 104.0 115.5 90.1
43 124.0' 13.0 109.0 1,14.5 95.2
44 124. 0' 12.3 110.2 121. 5 90.7
45 88.0' 15.3 92.0 ,106.5 86.5 • 46 90.0' 18.3 94.0 106.5 88.2
47 166.0' 8.3 106.5 117.5 90.1
JUN 6 48 126.0' 8.5 121.5 127.5 95,.3
49 126.0' 9.9 119.5 127.5 93.7
• JUN 7 50 128.0' 10.5 104.5 114.5 91.2
51 128.0' 9.3 110.0 127.5 90.5
JUN 8 52 45 88.0' 9.2 104.1 1"5.5 90.2
53 46 90.0' 10.5 104.Q 115.5 90.0
54 131.0' 9.9 115.0 127.5 90 .1 • 55 134.0' 11. 1 115.5 127.5 90.5
56 136.0' 10.5 116.2 127.5 91.2
57 138.0' 9.3 111.9 121. 5 91.9
JUN 9 58 140.0' 9.3 101. 2 114 .. 5 88.5
59 140.0' 11 . 1 105.8 127.5 83.0 • J,UN 12 60 58 140.0' 5.8 114.9 122.5 90.1
61 59 140.0' 9.9 115.5 127.5 90.5
62 '75.0' 13.6 109.5 120.5 90.8
63 78.0' 8.7 102.9 129.5 79.4
64 78.0' 5.9 129.5 129.5 83.4 • JUN 13 65 63 78.0' 6.4 97.3 120.5 80.7
66 64 78.0' ,6.9 101.3 120.5 84.1
67 90.0' 13.6 109.8 121.0 90.6
68 91.0 ' 10.5 112.3 120.5 93.3
69 94.0' 11.7 111 .9 121.0 92.5
• JUN 14 70 65 78.0' 9.9 113.8 120.5 94.3
71 66 78.0' 10.5 107.0 117.5 90.9
JUN 15 72 80.0' 14.9 103.9 120.5 90.2
73 82.0' 17.6 108.1 117.5 92.1
• JUN 16 74 84.0" 13.6 109.1 120.5 90.5
75 87.0' 15.6 107.1 117.5 91. 2'
76 89.0' 14.9 108.7 ·120.5 90.1
77 96.0' 16.3 108.5 120.5 90.0
78 91.0' 14.9 109.5 120.5 90.9
• WOODWARD· GIZIENSKI & ASSOCIATES
CONSULtiNG SOIL AND fOUNDATION ENGINEERS AND GEOlOCISts
• COMPACTION TEST RESULTS
JOB NAME HOSP GROVE APARTMENTS DATE REPORTED 2/28/7'3
JOB NUMBER 72-105-20 • DATES COVERED May 22 through'December 19, 1973 PAGE 3 OF 10
MOI_TURE P'IELO LASORATORY fU!:LATI vr.:
DATE TIIaT Re:TEST LOCATION ELEVATION CONTIENT DIENSITY DIENSITY COMPACTION
NUMBER OF OF TEST '4 OilY WT, pcP' I'C~ 'I. 0,. LAB. DENS. ----
JUN 19 79 SEE FI GURE ONE 93.0 1 13.6 109.9 120.5 91.2 • 80 91.0 ' 12.3 109.1 . 120.5 90.5
JULY 10 81 121 .0' 8.7 1l0.2 120.5 91.4
82 124.0 1 8.7 11 0.6 120.5 91. 7
83 127.0' 9.9 122.5 127.5 96.0
84 127.0 1 10. ~ 112.2 120.5 93.1 • JULY 11 85 130.0 I 9.9 113.9 120.5 94.5
86 133.0' 9.9 112.8 120.5 93.6
. 87 136.0 1 9.9 112.0 120.5 92.9
88 139.0' 10.5 112.9 120.5 93.6
• JULY 12 89 141.0' 8.7 110.2 120.5 91.4
90 141.0' 9.9 114.8 120.5 95.2
91 144.0' 10.5 115.0 127.5 90.1
92 144.0' 9.3 109.2 120.5 90.6
JULY 13 93 147.0' 9.9 121.9 127.5 95.6 • 94 147.0' 11.1 113.7 121 .5 93.5
95 150.0' 7.5 123.0 127.5 96.4
96 150.0' 11. 1 109.1 120.5 90.5
JULY 14 97 153.0' 8.7 114.7 125.0 91.7
98 153.0' 7.5 119.3 12-.0 93.2 • 99 153.0' 7.5 117.2 128.0 9l.5
100 155.0' 7.5 116.1 128.0 90.7
JULY 17 101 158.0' 11. 1 120.8 128.0 94.3
102 158.0' 9.9 118.9 127.5 93.2
10.3 158.0' 9.3 116.2 127.5 91.1 • 104 158.0' 9.3 116.2 127.5 92.0
JULY 18 105 163.0' 10.5 104.3 115.5 90.3
106 160.0' 8.1 115.3 128.0 90.0
107 83.0' 11 .1 109.9 117.5 93.5
108 163.0' 9.1 11 0.1 120.5 91.3 • JULY 19 109 166.0' 11.1 113.2 125.0 90.5
110 86.0' 11.1 113.0 117.5 96.1
111 89.0' 9.3 117.9 129.0 91.3
112 169.0' 8.7 108.0 117.5 91 .9 .
113 92.0' 8.7 111 .0 117.5 94.4
• JULY 20 114 95.0' 11.1 101.9 117.5 .86.7
115 114 95.0' 10.5 107.0 117.5 . 91 .0
116 98.0' 10.5 108.1 117.5 92.0
• WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOil. AND fOUNDAtiON ENGINEERS ANO GCOLOGISTS
.-.. ,-.. -"",.-..... , . .,...,....
• COMPACTION TEST RESULTS
JOB NAME HOSP GROVE APARTMENT DATE REPORTED 2/28/73
JOB NUMBER 72-105-20 • May 22 through December 19, PAGE: 4 OF 10 DATES COVERED 1973
MOISTURE ,.IELD LASORATORY 'U!:L.ATIVE
DATE TltaT RETEST LOCATION ELEVATION CONTENT DENS'TY DENa'TY COMPACT'ON
NUMBER 0'-OF TEST % OilY WT. PCI' PCP 'I. OF ~B; DENS.
• JULY 20
CONT. 117 SEE FIGURE ONE 101 .0' 11.1 107.2 117.5 91.2
118 99.0' 12.3 109.0 117.5 92.7
JUL Y 21 119 100.0' 8.7 116.5 129.0 9"0.3 120 102.0' 8.7 116.9 1'29.0 90.6 • 121 99.0' 7.5 109.1 117.5 n.8 122 102.0' 7.5 116.9 129.0 90.6
JULY 24 . 123 100.0' 11.1 117.1 127.5 91.8 . ·124 103.0' 11.7 106.1 117.5 90.2 125 102.0' 10.5 115.1 127.5' 90.2 • 126 103.0· 9.3 117.7 129.0 91.2
JULY 25 127 104.0· 8.7 118.5 129.0 91.8
128 106.0 10.5 104.3 120.5 86.5
129 128 106.0· 11.1 116.0 120.5 96.2
130 106.0' 10.5 111.4 120.5 92.4 • 131 104.0' 9.3 117.2 129.0 90.8
JULY 26 132 109.0· 11 .1 109.0 120.5 90.4
133 110.0' 11.1 116.3 120.5 96.5 134 97.0 11. 7 104.0 117.5 88.5 135 134 97.0· 10.5 109.1 117.5 92.8 • JULY 27 136 100.0' 11.7 112.0 117.5 95.3
137 103.0· 8.7 117.9 129.0 91.3
138 106.0· 6.4 106.2 126.0 84.9
139 138 106.0' 8.7 117.1 129.0 90.7
140 103.0 1 11.1 108.8 117.5 92.5
• ,JULY 28 141 107.0' 11 .1 109.1 117.5 92.8 .
142 113.0 • 10.5 107.8 117.5 91 .7.
143 163.0· 8.7 116.0 125.0 92.8
144 116.0 ' 10.5 106.1 117.5 90.2
145 119.0· 11.1 107.9 117.5 91.8
• JULY 31 146 109.0.' 6.4 112.7 125.0 90.1
147 112.0 1 11.1 116.9 129.0 90.6
148 112.0' 11.1 112.9 125.0 90.3
149 114.0 ' 8.7 114.0 125.0 91.2
AUG 1 150 166.0' 9.3 119.2 132.0 90.3 • 151 166.0· 10.5 115.9 125.8 92.7
152 167.0 ' 8.7 114.0 125.0 91.2
153 167.0· 9.3 115.3 125.0 92.2
• WOODWARD· GllIEN'SKI & ASSOCIATES
CONSULTING ~Olt. AND FOuNOATlON ENGINEERS AP-fO G£OlOGIS1S
• . COMPACTION TEST RESULTS
JOB NAME HOSP GROVE APARTMENTS DATE REPORTED 2/28/73
JOB NUMBER 72-.105-20 • May 22 through December 19, 1972 5 OF10 DATES COVERED PAGE
MOISTURE I'IELD LABORATORY ItI!:LATIVE
DATE naT RETEST LOCATION ELEVATION CONTENT DENSITY DENSITY COMPACTION
NUMBeR 01' OF TEST % DIIYWT. pe,. pe, '1. Opr LAs. D.EHS.
• AUG 2 154 SEE FIGURE ONE 115.0 I 11. 1 113.0 123.5 91.4
155 115.0 I 14.9 105.1 110.0 95.9
156 113.0 ' 16.3 106.0 11 0.0 96.3
157 113.0' 11 .7 109.2 117.5 92.9
AUG 3 158 116.0 ' 14.9 101 .. 5 110.0 92.2
• 159 119.0' 16.3 103.0 110.0 93.6
160 117.0 I 16.3 100.8 110.0 91.6
161 117.0 ' 17.9 102.0 no.o 92.7
AUG 4 .162 120.0' 10.5 117.1 . 127.0 92.2
163 120.0' 14.9 100.3 . 11 Q.O 91.1
• 164 122.0' 9.3 115.2 . 127.0 90.7
165 123.0' 9·.3 116.8 127.0 91.9
AUG 7 166 123.0' 11. 7 105.4 125.0 84.3
167 126.0 I 9.9 111.2 127.0 87.5
168 166 123.0' 17.5 102.9 110.0 93.5
• 169 167 126.0' 9.3 116.8 127.0 91.9
170 126.0' 16.3 102.9 11 0.0 93.5
171 83.0' 10.5 114.9 127.0 90.4
AUG 8 172 124.0' 8.7 118.0 128.0 92.1
173 127.0' 7.5 117.5 128.0 91.7
174 • 142.0' 16.3 99.9 11 0.0 90.8
AUG 9 175 142.0' 16.3 101 .2 11 0.0 92.0
176 138.0' 9.3 113.8 123.5 92.1
177 53.0' 10.5 109.9 123.5 88.9
AUG 10 178 144.0' 11.1 11 0.1 120.5 91.3 • 179 177 53.0' 11.7 111 .6 123.5 90.3
180 56.0' 10.5 114.0 123.5 92.3
181 144.0' 10.5 109.4 120.5 90.7
AUG 11 182 86.0' 17.5 101. 9 110.0 92.6 183 146.0' 11.7 109.8 120.5 91.1 • 184 146.0' 15.0 101 . 1 110.0 91. 9
AUG 14 185 146.0~ 20.2 100.0 110.0 90.9 186 89.0' 12.3 112. 1 123.5 90.7 187 148.0 1 11.7 112.8 123.0 91. 7
• AUG 15 188 148.0 1 15.0 111.1 123.0 90.3 189 148.0' 9.9 111.2 123.0 90.4 190 128.0' 12.2 105.7 11 O. 0 96.0
• WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING ~OIL ANO rOUN04110N [NGIN[[RS AND GrOLOCIS1S
• . COMPACTION TEST RESULTS
JOB NAME HOSP GROVE APARTMENT SITE DATE REPORTED 2/28/73
JOB NUMBER 72-105-20 • DATES COVERED May 22 through December 19, 1972 PAGE 6 OF 10
MOISTURE "IELD LABORATORY RELATIVE
DATE T1UT RETEST LOCATION ELEVATION CONTENT DENSITY DEN.ITY COMI'ACTION
NUMa~" OF OFTEST '110 DIIYWT. r>el' r>eP -I. 0" LAB. DENS.
.AUG 16 191 SEE FIGURE ONE 128.0 1 14.7 105.1 110.0 95.5
192 130.0 1 19.0 104.9 110.0 95.3
193 . 130.0 1 17.5 102.0 110.0 92.7
194 133.0 1 1,4.9 106.0 115.5 91. 7
AUG 17 195 133.0 1 14.9 107.3 115.5 92.9 • 196 135.01 13.6 104.2 115.5 90.2
197 92.0 1 13.6 106.7 115.5 92.3
AUG 18 198 136.01 13.6 106.0 115.5 91.7
199 139.0 1 17.6 104.4 110.0 94.9
200 142.01 17.6 103.0 110.0 93.6 • 201 125.0 1 8.7 116.1 128.0 90.7
AUG 21 202 FG 127.0 1 9.9 115.9 128.0 90.5
203 FG 128.0 1 7.5 116.9 128.0 91-.3
204 106.0 1 7.5 109.1 120.5 90.5
205 144.0 1 18.3 101. 9 110.0 92.6
• 206 109.0 1 7.5 110.0 120.5 91. 2
AUG 22 207 111.0 I 15.0 101. 6 110.0 92.3
208 113.0 ' 17.7 106.6 11 0.0 96.9
209 115.0' 14.3 107.1 115.5 92.7
210 117.0' 15.0 105.0 115.5 90.9
• 211 59.0' 16.3 102.1 110.0 92.8
212 120.0' 10.0 111.0 123.0 90.2
213 107.0' 9.3 117.8 127.0 92.7
214 FG ·105.0' 8.7 117.7 128.0 91.9
215 FG 103.0' 9.3 118. 1 128.0 92.2
.AUG 24 216 120.0 1 17.5 103.0 110.0 93.6
217 110.0' 9.9 112.3 124.5 90.2
218 147.0 1 18.3 102.7 110.0 93.3
219 112.0' 9.3 113.7 124.5. 91.3
AUG 25 220 62.0' 17.6 103. 1. 110.0 93.7
• 221 123.0' 7.5 117. 1 128.0 91.4
222 172.0 1 9.3 112.3 124.5 90.2
223 111.0' 6.4 116.1 128.0 90.7
AUG 28 224 FG 113.0' 8. 1 118.9 128.0 92.8
225 150.0' 10.5 112.0 123.0 91.0
• 226 150:0' 11.1 112.9 123.0 91.7
AUG 29 227 153.0' 9.9 117.8 124.5 94.6
228 65.0 1 18.2 103. 1 HO.O 93.7
• WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING ~OIL ANO rO\Jlflt,DATlOH [NGINEERS AND GEOLOGISTS
• COMPACTION TEST RESULTS
JOB NAME HOSP GROVE APARTMENT SITE DATE REPORTED 2/28/73
JOB NUMBER 72-105-20 • DATES COVERED May 22 through December 19, 1972 PAGE 7 OF 10
MOISTURE I'IELD LABORATORY RELATIVE
DATE naT RETEST LOCATION EL.EVATION CONTENT DENSITY DEN.ITY COMI'ACTION
NUMBER OF OF TEST '" DIlYWT. PCI' 1'<:' % OF LAB. DEN ••
-.UG 29 229 SEE FIGURE ONE FG 95.0 1 11. 1 116. 1 128.5 90.3
230 FG 95.0 1 11.7 117.0 128.5 91.0
AUG 30 231 FG 95.0 1 8.7 111. 1 120.5 92.1
232 FG 94.0 1 6.4 115.0 115.0 95.4
233 150.0 1 9.9 113.9 113.9 91.4
• 234 150.0 1 5.3 114. 1 114.1 91.6
AUG 31 235 156.0 1 8.7 113.1 113.1 90.4
236 156.0 1 9.3 113.9 113.9 91.1
237 68.0 1 19.0 101. 6 101. 6 92.3
238 68.0 1 20.5 100.1 110.0 91.0
• SEPT 1 239 159.0 1 8.7 116.0 128.0 90.6
240 FG 92.01 8.7 110.5 120.5 91.7
241 159.0 1 7.5 116.9 128.0 91.3
SEPT 5 242 162.0' 11.7 116.1 124.5 93.3
• 243 162.0' 9.3 117.0 128.0 91.3
244 71.0' 13.0 111.1' 123.0 90.4
SEPT 7 245 165.0' 8.7 113.1 125.0 90.4
246 167.0' 7.5 113.2 125.0 90.5
247 122.0' 10.5 107.2 117.5 91.2
• SEPT 8 248 170.0' 9.3 113.3 125.0 90.6
249 170.0' 8.7 122.3 132.0 92.6
250 -173.0' 7.5 115.8 127.0 91.1
251 173.0' 7.5 112.9 125.0 9"0.3
.EPT 11 252 176.0' 7.5 115.0 125.0 92.0
253 176.0' 8.7 113.5 125.0 90.8
254 178.0' 7.5 114.0 125.0 91.2
255 178.0' 8.0 115.0 125.0 92.0
SEPT 12 256 FG 180.0' 7.5 113.5 125.0 90.8
• 257 175.0' 8.7 115.9 127.0 91. 2
258 178.0' 9.3 114.8 127.0 90.3
259 181.0' 9.3 108.7 125.0 86.9
260 259 181.0' 10.5 114.3 -125.0 91.4
SEPT 13 261 184.0' 10.5 114.9 125.0 91.9
• 262 FG 125.0' 6.9 114.0 125.0 91. 2
263 FG 125.0' 8 .. 1 113.3 125.0 90.6
264 FG 115. A' 7.5 115. 1 125.0 92.0
• WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL ANO rOUNOA.1I0N [NGIN([RS AND GEOLOGiSts
• . COMPACTION TEST RESULTS
JOB NAME HOSP GROVE APARTMENT SITE DATI; REPORTED 2/28/73
JOB NUMBER 72-105-20 • DATES COVERED May 22 through December 19, 1972 PAGE 8 OF 10
MOISTURE ' .. ,ItLD LAIIORATORY ft!:LATIVIt
DATE nST RItTItST LOCATION ELEVATION CONTENT DENSITY DENSITY COMPACTION
NUMBER 01' OF TEST 'lIo DftYWT. I'C" I'CI' % 0" LAB. D.ItNS.
• SEPT 20 265 SEE FIGURE ONE 71. 0' ' 11. 1 117.3 123.0 95.3
SEPT 21 266 74.0 ' 12.3 111. 9 123.0 90.9
267 77 .0' 11.7 113.2 123.0 92.0
SEPT 22 268 150.0' 11 .1 117.0 125.0 93.6
• SEPT 25 269 80.0' 9.9 114.6 123.0 93.1
SEPT 26 270 83.0' 11.7 112. 1 123.0 91.1
SEPT 27 271 86.0' 12.3 114.1 123.0 92.7
• OCT 2 272 83.0' 11. 1 113.1 123.0 91.9
OCT 3 273 86.0' 6.9 101.5 120.5 84.2
274 86.0' 5.3 99.7 120.5 82.7
275 273 86.0' 12.3 111.2 120.5 92.2 • 276 27.4 86.0' 12.3 110.4 120.5 91.6
OCT 4 277 89.0' 13.0 109.5 120.5 90.8
278 89.0' 13.6 110.0 120.5 91. 2
279 92.0' 12.3 112.5 120.5 93.3
280 92.0' 13.0 112.0 120.5 92.9
• OCT 6 281 95.0' 9.9 112.1 123.0 91.1
282 95.0' , 12.3 111. 1 120.5 92.1
OCT 12 283 98.0' 10.5 111. 1 123.0 90.3
284 98.0' 11.7 112.5 123.0 91. 4
• 285 101.0' 12.3 116.1 121. 5 95.5
286 101.0 ' '12.3 116.8 121.5 96. 1
OCT 13 287 104.0' 11.7 114.0 121. 5 9J.8
288 104.0' 12.3 114.6 121.5 94.3
.OCT 26 289 107.0 ' 10.5 111.4 121.5 91.6
290 107.0 I 9.9 110.0 121.0 90.5
OCT 24 291 110.0' 11 .1 109.9 121.5 90.4
292 110.0 I 11 .1 111.0 121 .5 91.3
293 86.0 ' 11 .7 110.2 121.5 90.6
• OCT 25 294 89.0 ' 11. 7 117.9 123.0 95.8
295 113.0 I 11. 1 109.6 121 .5 90.2
296 113.0' 10.5 111.0 121.5 91.3
297 92.0' 11 .1 109.9 121.5 90.4
298 95.0' 17.0 99,.5 110.0 90.4 '. WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND rOUNOATION ENGINEERS AND GrO\.OGIS1~
• h COMPACTION TEST RESULTS
JOB NAME HOSP GROVE APARTMENT SITE DATE REPORTEO 2/28173
JOB NUMBER 72-105-20
• DATES C:;OVEREO . May 22, 1972 through December 19, 1972 PAGE: 9 OF 10
MO'STURI!: f"ELD LABORATORY IOELAT.VE
DATE naT RETEST LOCATION ELEVAT.ON CONTItNT DENS.TY DItNa.TY COMI'ACT'ON
NUMBER OF OF TEST '" DRY WT. f'CF 1'(;1'. 'I. Of' LAB. DENa.
• OCT 26 299 SEE FIGURE ONE 116.0' 10.5 111.4 121. 5 91. 6
300 116.0 • 9.9 110.0 121. 5 90.5
301 100.0' 11.7 111. 1 121.5 91.4
302 105.0' 11.7 110.2 .121. 5 90.6
• OCT 27 303 110.0 • 11 .1 112.1 121.5 92.2
304 115.0' 11. 1 109.8 121. 5 90.3
305 118.0" 10.5 111.2 121.5 91.5
306 121.0' 10.5 110.1 121.5 90.6
307 116.0' 11. 1 111.6 121.5 91.8
• OCT 30 308 119.0 • 11. 1 112.9 121 .5 92.9
309 119.0' 11.7 110.9 121. 5 91. 2
310 119.0' 11. 7 109.8 121.5 90.3
OCT 31 311 122.0' 11. 1 110.0 121.5 90.5
312 122.0' 11.7 114.0 123.0 92.6
• NOV 1 313 125.0' 12.3' 99.0 110.0 90.9
314 135.0' 16.3 99;9 110.0 90.8
315 131. O' 9.3 116.0 127.0 91. 3
NOV 2 316 134.0' 8.1 117.1 127.0 92.2
• 317 128.0' 9.9 115.1 127.0 . 90.6
318 137.0' 8.7 116.8 127.0 91.9
NOV 3 319 152.0' 10.5 108.9 120.5 90.3
320 133.0' 9.9 116-.'2 127.0 91. 4
321 137.0' 8.7 115.9 127.0 91. 2
• NOV 6 322 152.0' 16.3 102.6 110.0 93.2
323 F.G. 152.0' 10.5 114.2 125.0 91. 3
NOV 7 324 F.G. 152.0' 11.1 116.2 125.0 92.9
325 F.G. 153.0' 11. 1 115. 1 125.0 92.0
• NOV 8 ~26 125.0' 9.3 113.3 125.0 90.6
327 125.0' 11. 1 113.0 125.0 90.4
NOV 9 328 F.G. 130.0 9.9 113. 1 125.0 90.4
329 F.G. 186.0 • 7.5 117.9 125.0 94.3
• NOV 10 330 F.G. 173.0' 16.3 106.7 110.0 97.0
331 F.G. 168.0' 4.3 11'6.2 128.0 90.7
332 F.G. 165.0' 7.5 116.5 127.5 91.3
• WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTINC !loOIL AND fOUNDAtiON tPfGtHE£RS Ato.O G(OlOGI'51S
• COMPACTION TEST RESULTS
JOB NAME HOSP GROVE APARTMENT SITE DATE REPORTED 2/28/73
JOB NUMBER 72-105-20
• DATES COVERED t1ay 22, 1972 through December 19, 1972 PAGE 10 OF 10
Mo,aTURJt Y'ELD LABORATORY "ELAT,VE DAt'i! naT RETEST LOCAT'ON ELEVAT'ON CONTENT DENS'TY DEN.'TY COWI'ACTION NUMBER OF OF" TEST 'lit DRY WT. !'err !'el' 'I. 01' LAB. DJ:H ••
NOV 13 333 SEE FIGURE ONE 154.0' 8.7 105. 1 116.5 90.2 • 334 157.0' 8.3 116.9 128.0 91. 3
335 128.0\' . 10.5 115.9 128.0 -90.5
NOV 14 336 128.0' 9.9 117.9 128.0 92.0 337 128.0' 11. 1 116. 1 128.0 90.7 338 160.0' 8.7 118.7 128.0 92.7 • 339 163.0' 10.5 116.9 128.0-91. 3
NOV 20 340 166.0' 11 .1 115.3 128.0 90.0 341 169.0 ' 11.1 116.7 128.0 91.1
NOV 29 342 169.0' 11. 1 112.1-124.5 90.0 • 343 131.0' n.7-113.0 124.5. 90.7 344 134.0' 11. 1 114.0 124.5 91. 5
NOV 30 345 137.0' 9.3 116.9 128.0 91.3
346 140.0' 10.5 115. 1 128.0 90.7 347 124.0'-9.3 115.6 -128.0 90.3
• DEC 1 348 FG 172.0' 9.9 117. 1 128.0 91.4 349 127.0' 19. 1 101. 3 110.0 92.0 350 FG 171.0' 9.9 117.0 128.0 91.4 351 FG 153.0' 9.9 113; 9 125.0 91. 1 352 130.0' 12.3 105.0 115.5 90.9
• DEC 4 353 133.0' 10.5 115.9 125.0 92.7 354 157.0' 9.9 114.0 125.0 91.2
DEC 13 355 160.0' 10.5 114.9 125.0 91.9 356 160.0' 11. 1 114.0 125.0 91.2 • 357 FG 115.0' 9.9 115.3 125.0 92.2
DEC 14 358 163.0' 11 . 1 117.8 125.0 94.2 359 163.0' 7.5 112.0 116.5 96.1 360 FG 130.0' 13.6 113.0 125.0 90.4
361 FG 155.0' 6.9 117.1 128.0 91.4 • 362 FG 145.0' 8:7 116.0 128.0 90.6
DEC 15 363 -FG 133.0' 19.7 100.2 110.0 91. 0 364 FG 103.0' 9.9 117.5 127.5 92. 1 365 FG 104.0' 9.3 116.0 127.5 90.9
• DEC 18 366 FG 125.0' 8.7 115.3 128.0 90.0
367 165.0' 13.6 111.9 -120.5 92.8
368 FG 136.0' 10.5 117. 1 128.5 91.1
DEC 19 369 FG 133.0' 10.5 116.2 128.5 ·90.4
• WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING ~OIL ANIJ rOUNOAlION [NGIN££RS ANO G£OLocrS1S
• COMPACTION TEST RESULTS
JOB NAME HOSP GROVE APARTMENT SITE {STREET TESTS) DATE REPORTED 2/28/73
JOB NUMBER 72-1 05-20 • DATES COVERED June 7 through December 13, 1972 PAGE S-l OF S-l
IoCOI.TUlllt "IELD LABORATORY IIItLATIVE
DATE ,...T RETEST LOCATION ELEVATION CONTENT DltN91TY DItNan", COMI"ACTION
NUMBER OF OF TEST '" D,U WT. I'CI' I'CP fl. 01' LAB. _D£H ••
• JUN 7 S-l SEE FIGURE 1 135.0 1 7.5 118.5 127.5 92.9
JUL Y 11 S-2 113.0 1 9.1 109.3 120.5 91. 6
S-3 116.0 1 9.3 110.8 120.5 91. 9
AUG 8 S-4 134.0 1 19.7 100.0 110.0 90.9 • AUG 9 S-5 138.0 1 20.5 102.8 110.0 93.4
AUG 10 S-6 142.0 1 11. 7 109.0 120.5 90.4
I
AUG 14 S-7 145.0' 13.0 110.9 120.5 92.0 • SEPT 22 S-8 148.0' 11.7 108.9 120.5 90.3
NOV "7 S-9 151.01 11. 1 114.9 125.0 91.9
NOV 14 S-10 154.0 I. 10.5 113.4 125.0 90.7 • S-l1 154.01 11. 1 114.9 125.0 91.1
DEC 4 $-12 157.01 9.9 116.9 128.0 91.3'
S-13 157.0 1 9.9 116.0 128.0 90.6
DEC 13 5-14 160.0' 10.5 115.3 125.0 92.4 • S-15 160.0 1 8.7 117.9 125.0 94.1
•
•
•
• WOODWARD· ,Gill ENSKI & ASSOCIATES
CONSUL liNG ~Otl.. ANO FOUNDATION [tfGINt:£RS AkO G£OI.O~IS1S
• COMPACTION TEST RESULTS
JOB NAME HOSP GROVE APARTMENT SITE (STORr~ ORAl N) DATE REPORTED 2/28173
JOB NUMBER 72-105-20 • DATES COVERED November 13 through Oecember 19, 1972 PAGE. SO-1 OF SO-l
MOlaTURK "IELD &.AaORATORY RE&.ATIVE
DATE TEST RETEST LOCATION ELEVATION CONTENT DENSITY DENSITY CONI'ACTION
NUMBI::R OF OF TEST '!'o OilY WT. /'C,. I'C~ % 0" &.AD. DENa.
NOV 13 SO-1 SEE FIGURE 1 70.0 1 " 11.1 108.9 120.5 90.3 • SO-2 86.0 1 10.5 109.9 120.5 91.2
SO-3 FG 78.0'1 10.5 110.5 120.5 91. 7
NOV 21 SO-4 118.0 1 11.7 112. 1 121. 5 92.2
SO-5 108.0 1 10.5 109.1 120.5 90.5
• NOV 22 SO-6 116.0' 11 ."1 113.2 121.5 93.1
SO-7 FG" 112.0 1 9.3 111.0 121. 5 91.3
SO-8 92.0 1 12.3 111.9 123.0 90.9
NOV 27 SO-9 102.0' 12.3 112. 1 123.0 91.1
SO-10 FG . 112.0 1 11.7 113.9" 123.0 92.6 • SO-11 FG 98.0' 12:3 114. 1 123.0 92.7
NOV 28 SO-12 80.0' 11. 1 111.0 123.0 90.2
NOV 29 SO-13 FG 72.0' "10.5 111. 9 123.0 90.9
• NOV 30 SO-14 140.0' 8.7 115.9 123.0 92.7
SO-15 138.0' 11. 1 116.9 128.5 90.9
SO-16 FG 112.0' 11. 1 108.9 120.5 90.3
SO-17 FG 88.0 1 12.3 108. 1 117.5 92.0
DEC 19 SO-18 FG 143.0 1 11. 1 116.2 128.5 90.6 •
•
•
•
• WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING. SOIL AND rOUNOA.1I0114 [ .... CIN[[RS AND erOLOGISTS
• , MECHAH I CAl· ANAl YS I S
100 3 4 4 10 IW 200
DIRECT SHEAR TEST DATA 4 5 6 "" " r\ 04.7 96.1 h09.0 80 \ Dry Density, pcf <!l '. ~ '-5 :z:
Initial Water Content. % 8.8 20.9 11.9 en / \" ~ 60
"-Ih -~\ Final Water Content. % 16.6 30.6 18.9 I-.:-t 1-4 ff:i1W Apparent Cohesion. psf 0 n 20 ~20 <.> K,,-""-lI.J .; r--"-Apparent Friction Angle. c 28 22 20 20 r-....
I I I I I I I I ....... 1-
0 ,--
•
•
140 1000 100 10 1.0 O. I 0.01 0.001 \ ~ ~ZERO AIR VOIDS CURVES GRAfN SIZE IN MILLIMETERS
\ \-ICOBBLESl GRAVEL l SAND ISILT &. CLAY I \/I \ f e I f c I m I
\ 1\ V2.70 S.G.
130 \ PLASTICITY CHARACTERISTICS 4 5 6 \ [\/2.60 S.G.
\ 2.50 S.G. LiqUId Limit, % -45 50 '\..,--.
•
'\ \ 1\ Plasticity Index. % NP ·17 33
\ \ Classification by Unified Soil "\ r\ [\ St·1 CL SC 120 Classification System-
1\' \ I III
" .... r--! \ I\;~ ... I u [) .. '
'" f\ \ l\\ a.
•
..: II Ii \ I'\'f\ SWELL TEST DATA 4 5 6 :::r: r--t-f \~\ <!l
110 u::i 3: I \ \ l'\ Indial Dry Density, pef -95.4 107.4
I--1\ ) 22.0 13.0 ::z:: , I I: Initial Water Cont~nt. II. -=>
>-" [S ~ Load. psf 160 160 0::: -C> ~/ r\f\ 7.5 6.7 ''\ r\ Percent Swell -/ 100 \ ~ t\ /
•
•
t\ SA~iPLE LOCAT ION \\ \.
\ i\'h 4 E. of N. ~J. Fi 11
MAXIMUM DRY 4 5 6 [\ 5 ~·1os t North Eas terly 30° Cut 90 DENSI TY. pcf 116. : 106.5 120.5 ~~ 6 Cut Eas t of North Wes t Fi 11
~ OPTIMUM MOISTURE 8.5 21. 5 12.5 ~r'\ ~
~ CONTENT. % r\.!\.t\.
•
!\. ~~
MOISTURE CONTENT % r--.. '" 80 0 10 20 30 \j{)
•
LABORATORY COMPACTION TEST
FILL SUITABILITY TESTS
• LABORATORY C(~t+l,T~~H 1557 -70T TEST METHOD: S HaSP GROVE APARTMENTS
WOODWARD - G I Z I 8~SI( I & ASSOC I ATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNJA
DR. BY: lS SCALE: ---PROJ. "0;77-1 Uo-iU
• CK'D BY:~ DATE: 2/28/73 PAGE 2 nf 7
• -
MECHANICAL ANALYSIS
•
100 3 4 ~ 10 ~ 200
...... " DIRECT SHEAR TEST DATA 7 8 9 r\\
'\ 1\ lQ-L..8. 80 Dry Density, pet 114.8 109.6 <!:I ~.I\ z:
Initial Water Content. % 8.8 10.9 12.3 (;; \--1-9 ~ 60 1\\ \ 0.. Final Water Content. % 15. 1 17.2 lKB I-~ ffi~ Apparent Cohesion. psf 580 180 440 <..> f7 -~ t-Q IX. W ~'-Apparent Friction Angle. {", 20 24 22 0... 20 '.;;:::::: ~ ""-"-. •
0 I I I I I I I I I
I~ 1000 100 10 1.0 0.1 0'.01 0.001, \ 1\ ~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
, \ ~ ICOBBLESIGRAVEL I SAND I S I L T& CLAY I ~ \ clfclmlf • \ "\
130 \ ~2.70 S.G.
PLASTICITY CHARACTERISTICS 7 8 9 \ ~2.60 S.G.
Y\ /\.>.-/2.50 S. G. Liquid Limit, % 31 40 .-
7 / :\ 1\ Plasticity Index. % 14 21 NP , V ~ \ Classification by Unif-ied Soil ~c-sr~ W ~ ~ i\ SC-S~'l SM 120 Classification System
I~ / ~~ \
•
i." / ~ t\\i\ '+-,,-
(J 1/ 8 ~\\ \ 0-• ...: ~ , \~ SWELL TEST DATA 7 8 9 :x:
1\' \ <!:I I 9 ;:u 110 ~ '\ I\r\ In i t i a I Dry Den s i ty , pef 114.8 108.7 107.6 I--r\ \ Initial Water Content. % 8.3 11.7 13.3 :z: :::>
>-\ \ [\ Load. psf 160 160 160 0:: Q f\f\ Percent Swell 3.2 4.1 0.7 \ \ 1\ 100 \ f\ r\
•
r\ SAMPLE LOCATION \\ 1\
!\ r\'t-, 7 N. E. 30 Cut Area •
90 MAXIMUM DRY 7 8 9 1\ 8 Cut E. of N. vJ. Fi 11
DENSITY. pcf 127.5 121. 5 120.5 ~~~ 9 Cut At N. E. Corner of Site
~ OPTIMUM MOISTURE 8.5 11.5 I
CONTENT. % 12.0 i\.1\.t\. ~ 1 f\..' t\.~ •
MOISTURE CONTENT, % t--.TI 80 0 10 20 30 lj{)
LABORATORY COMPACTION TEST
FILL SUITABILITY TESTS
LABORATORY cOMPACTION HaSP GROVE APARTf.1ENTS TEST METHOD: ASTf··1-D 1557-70T •
WOODWARD -GIZI8~SKI & ASSOC I ATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AHD GEOLOGISTS -SAN DIEGO. CALIFORNIA
OR. BY: LS SCALE: ---PROJ. Ho:72-105-20
CK'D BY:~ DATE: ? 1?P.171 PAGE3 of 7 •
•
MECHANICAL ANALYSIS
100 3 4 ~ 10 ~ 200
DIRECT SHEAR TEST DATA 10 11 12 i\\
• Dry Density, pcf 116.6 114.6 112.5 80 \
C!:> \ z:
Initial Water Content. % 8.8 8.4 9.5 en ' ,\ ~ 60
14.3 15.3 15.7 0.. n -~'.-!-ll Final Water Content. % r-''\\ E5~ Apparent Cohesion. psf 820 300 540 u " 0:. UJ '~ Apparent Friction Angle. c 18 28 19 0-20 1? -~': -•
0 I I I I I I I I ~-Ooo.-
I~ 1000 100 10 1.0 0.1 0.01 0.001 \ ~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
\ \-ICOBBLESI GRAVEL I SAND Is I L T & CLAY I V'I \ CiT c I m I f
\ •
\ \ ~2.70 S.G.
130
h y2.60 S.G. PLASTICITY CHARACTERISTICS 10 11 12
1 / \ \\ ....----2.50 S.G. Liquid Limit, "/0 38 32 36 ~
/ '" ,\ l~ Plasticity Index. % 24 10 15
/ II' ,~< \ ~ Classification by Unified Soil / '\ \ r\ )~1-SC ;:,C-St·l St·1 120 Classification System
,"' 1---4 \ \' \
•
II.
I / '\ ~\ \ -u J.+. I-12 ' .\ \ 0-\\
.-: ~ \r\ SWELL TEST DATA 10 11 12 ::t: C!:> \ \ -110 UJ 16.7 115.3 112.2 3: \ \ \ Initial Dry Density. pcf r-
•
-\ z !\ Initial Water Content. ~ 8.4 8.6 9.6 ~
>-\ \ \ 0:: Load. psf nO 1 160 C\ \ \\ Percent Swell \ \ \ 4 0 2 2 1.8
100 \ r\ 1\
•
\ SAMPLE LOCATION \\. \. • \. \~ 10 Center Canyon of Project
90 MAXIMUM DRY 10 11 12 !\ 11 Central
DENSITY. pcf l?g.O 128.0 125 0 ~~~12 Central
OPTIMUM MOISTURE 7.0 9.5 COHTENT. % 8.5 '\.r\.~ • I r\. ~~
80 0
MOISTURE CONTENT, 1-,~)
10 20 30 q()
LABORATORY COMPACTION TEST
FILL SUITABILITY TESTS • LABORATORY COMPACTIOH
TEST Io!ETHOD: ASTM-D 1557 -70T HaSP GROVE APARTMENTS
WOODWARD - G I Z I 8~SI( I & ASSOC I ATES
COHSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. BY: LS SCALE: ---PROJ. NO:72-105-2C • CK'D BY: ~ DATE: 2/28/73 PAGE 4 of 7
• MECHAN J CAl AHAL YS J S
3 ! q 10 Ij() 200 100 '" DIRECT SHEAR TEST DATA 13 14 15 \ -\\ 119.4 94.2 114.0 80 "
Dry Density, pcf ~ \' "-:z:
Initial Water Content. % 7 6 18.7 8. 1 en \ ' ~ 60
~ \ ,r p; Final Water Content. % 133 29.0 15.5 .... i\ ',\"" I-1\ ffilj() Apparent Cohesion. psf 560 340 200 u I ~-,-~, I::> '\ "" w ~ '.-. \ c 20 ~ 20 Apparent Friction Angle. n 16 ----f-;.....~"
0 I I I I I I I I
."
•
IIW 1000 100 10 1.0 0.1 0.01 0.001 \ ~ GRAIN SIZE IN MILLIMETERS
\ ~ ~ZERO AIR VOIDS CURVES
ICOBBLESI GRAVEL I SAH[ Is I L T & CLAY I ~ \ f c I f c I m
\ \
130 1 II' \ V2.70 S.G.
PLASTICITY CHARACTERISTICS , / ~\ ~2.60 S.G. 13 14 1!1
~ ! n~ ~v2.50 S.G. Liquid Limit, % 31 55 29
•
.I [\\ [\ Plasticity Index. % -4 32 14 / f\ \ Classification by Unified Soil
120 /~ I-'\ '\ \ Classification System S~1 CH CL I:) \, \
•
\ \ ~ ....
1\\ \ u
0.
r: \ i\ 1\ SWELL TEST"DATA 13 14 15 ::r::
\ \ <!)
110 ;;:j
3: X ~r\ Initial Dry Density, pcf -98.9 14.4 ....
•
-~ ~ Initial Water Content,. % -18.6 8.2 :z: '" ::>
>-4 -~ \ ~ f\ Load. psf -160 60 c:r: Q r\ ~\
Percent Swell " 8.0 5.4 " \ 1\ -
100 \ r\ 1\
•
r\ SAMPLE LOCATION \\. I\.
13 Central \. \~
90 MAXIMUM DRY 13 14 15 . 1\ 14 Mainstreet off E1 Caminio Real
DENSITY. pcf ;13? .0 110.0 127 0 ~~t\. 15 Cut Above Canyon S.W. of Unit OPTIMUM MOISTURE
CONTENT. % " 7.0 18.5 t-8.5 i\.t\.t\.
•
I t"\.' t\.~
MOISTURE CONTENT, % ~~I 80 0 10 20 30 40 •
LABORATORY COMPACTION TEST
FILL SUITABILITY TESTS
• LABORATORY ~tfMI~~ 1557-70T TEST IoIETHOD: HOSP GROVE APARTMENTS
WOODWARD -GIZIENSKI & ASSOC I ATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. BY: LS SCALE: ---PROJ~ HO: 72-1 OO-Ll
CK'D BY: dh' • DATE: ? I? P, /7'), PAGE t:; "",+ 7
• MECHANICAL ANALYSIS
100 3 4 ~ '10 110 200
DIRECT SHEAR TEST DATA 16 ' 17 18 ~
-" 80 ,,, Dry Density, pcf 110.9 103.4 112.2 CI v ,\ :z::
Initial Water Content, % 11.6 14.3 9.6 ~ 60 '~\
<t ~,':.: ~16 Q.. Final Water Content. % 20.9 20.5 17. 1 f-in-~, ~ ffillO Apparent Cohesion. psf 300 360 120 u \ "-...... r-..... 0::.
•
w 1', "-'" Apparent Friction Angle. " f 22 Q.. 20 ...... 13 .83""" '--.~" ." ... "'~ I I 1 ~ 11 .1 1 0 •
140 1000 100 10 1.0 0.1 0.01 0.001 \ ~ ~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
\ \, ICOBBLESI GRAVEL I SAH[ /SILT & CLAY I ~ \ t c I f c I m
\ . ,
f\ V2.70 S.G.·
130 \ PLASTICITY CHARACTERISTICS \ [\/2.60 S.G. 16 17 18
\ 2.50 S.G. Liquid Limit. % l35 NP i :l7 I'v-
•
\,,\ 1\ Plasticity Index. % l25 Nn 1~ 1/ M .~ \ IlA ClassificatIon by Unified Soil / I \ 1\\ [\ 120 Classification System. CL SM CL
Ih -f-:;> V f\ \~ \
•
.... \ 1\ ~
u /' f\, \ \ c.
1
.~ \' 1\ f\ I-SWELL TEST DATA '16 17 18 :t: CI K\ \ liD W 3: \ \ ('\. Initial Dry Density, pcf 110.6 104.3 110.8 I-
•
-f\ \ 11.8 14.0 10.4 % Initial Water Content. % :::>
>-\ ~ t-Load. psf 160 160 160 0:::
Q 1\1\ Percent Swell 8.5 0.3 2.3 \ \ 1\ 100 1\ r\ 1\
•
1\ \ SAMPLE LOCATION \\ \
\ '\'l\ 16 SLIDE AREA I
90 '~AX I MUM DRY 16 17 18 1\ 17 WEST OF PAD FINISH ELEV. 1170 •
DENSI TV. pcf 23 0 115 ~ 124 5 ~~ 18 PAD 1170 OPTIMUM MOISTURE 11. 5 10.5 14. u \J~
CONTENT. % \'1'\.,
I'\. ,,,,,-
MOISTURE CONTENT, % "\..l"\.J : 80 0 10 20 30 LIO
•
LABORATORY COMPACTION TEST
J
FILL SUITABILITY TESTS
LABORATORY COMPACTION t TEST METHOD: ASTM D1557-70T HOSP GROVE APARTMENTS ~
f
WOODWARD -GIZIENSKI & ASSOC I ATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS
,I
SAN DIEGO •. CALIFORNIA' .
DR. BY: ALS SCALE: ---PROJ. NO: 72-105-2
CK'D BY:~ DATE: 2128j?3 PAGE 6 of 7
•
•
• --
MEOiAHICAL ANALYSIS
100 -3 a II--ro 40 200
DIRECT SHEAR TEST DATA 19 ~.
l 80 Dry Densi ty. pcf 115.9 ~ \ z:
Initial Water Content. % 8.2 (I') ~ 60 \ "-Final Water Content. % 14.9 ..... \ [f:ill{) Apparent Cohesion. psf 380 u \. 0:.
•
w '--h Apparent Friction Angle. c 22 "-20 ~ • 0 J I 1 I I I I I I
Ill{) 1000 100 10 1.0 0.1 0.01 0.001 \ ~ ~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
\ \, ICOBBLESI GRAVEL I~AH~ ISILT & CLAY I VI \ clf clm f
\ r\ \ \ V2.70 S.G.-
130 PLASTICITY CHARACTERISTICS \~2.60 S.G. 19
I \ \ 2.50 S.G. Liquid Limit. % 32 [\.---
•
I '1\\ 1\ Plasticity Index. % 9 II \ 1\' Classification by Unified Soi~
120 \ \ r\ Classification System -~,lL \ \
•
.... \ 1\ 1\
u 1\ \ \ Co
~ \ 1\ f\ SWELL TEST DATA :t:
\ \ 19 <!)
110 -lLJ 3: \ \[\ Initial Dry Density, pcf 115.4 I-
•
-r\ z: Initial Water Content. ~ 8.6 ::>
>-\ \ r\ Load. psf 0:: 160 Q Ii l'" Percent Swe 11 3.2 , \ 1\ 100 \ f\ r\
•
[\ SAMPLE LOCATION \\ \
\ \.'1\ 19 PAD FINISH ELV. 1060
90 MAXIMUM DRY 19 i\ •
DENSITY. pcf , ~R' 5 ~~
OPTIMUM MOISTURE 8.5 \.~~
CONTENT. % \. r\.1\.
~ 1'\." ~~ I 80 0
MOISTURE CONTENT, 1-~~)
10 20 30 40
LABORATORY C(M> ACT I OI~ TEST
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FILL SUITABILITY TESTS I LABORATORY COMPACTION
TEST METHOD: ASTM D1557-70T HOSP GROVE APARTMENTS •
WOODWARD -GIZIENSKI & ASSOC I-ATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO •. CALIFORNIA
DR. BY: ALS SCALE: ---PROJ. "0.:72-105-20 • CK' 0 BY: d"A' DATE: 2/28/7?' pAGE 7 of 7
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APPENDIX C
SKETCH DETAIL OF MAXIMUM SECTION
(No Scale)
CHIMNEY DRAIN DETAIL /
(No Scale)
FJ.:Ii.h
. Cr.1:!e L--20'.--.1
H
I 10'
~Iu£== rl ~LJl'!a"£='"".;;-tL ' .
, • .: 24" Mini=~~ · : I ........... Co·::nec:~o~ Dr"i~
.J' I / ! • • I ~ .
I j' Finish
Grade
. .
NOTES:
. (1) Safe construction slopes to be determined by the con-
tractor.
(2) 6-inch diameter perforated thick walled PVC, asbestos
concrete, or ABS pipe. Outlet from buttress should be
nonperforated and should slope to drain at convenient
outlet. Outlet end shall be. protected against. damage
and readily accessible for observation and maintenance.
(3) Class II permeable California State Specification,
Section 68-1.025, or combined aggregate State Specifi-
cation, Section 90-3.04, i-inch maximum, 6-inch minimum
encasement of drain pipe.
(4) Compacted granular material.
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APPENDIX D
SPECIFICATIONS FOR CONTROLLED FILL ,
I. GENERAL
These specifications cover preparation of existing surfaces
to receive fills, the type of soil suitable fo~ use in
fills, the control of compaction, and the methods of testing
compacted fills. It shall be the contractor's responsibility
to place, spread, water, and compact the fill in strict
accordance with these specifications. A soil engineer shall
be the owner's representative to inspect the construction of
fills. Excavation and the placing of fill shall be under
the direct inspection of the soil engineer, and he shall
give written notice of conformance with the specifications
upon completion of grading. Deviations from these specifica-
tions will be permitted only upon written authorization from
the soil engineer. A soil investigation has been made for
this project; any recommendations made in the report of the
soil investigation or subsequent reports shall become an
addendum to these specifications.
II. SCOPE
The placement of controlled fill by -the contractor shall
include all clearing and grubbing, removal of existing
unsatisfactory material, preparation of the areas to be
filled, spreading and compaction of fill in the areas to be
filled, and all other work necessary to complete the grading
of the filled area~.
III. MATERIALS
1. Materials for compacted fill shall consist of any
material imported or excavated from the cut areas that, in
the opinion of the soil enginee~, is suitable for use in
constructing fills. The material shall contain no rocks or
hard lumps greater than 24 inches in size and shall contain
at least 40% of material smaller than 1/4 inch in size.
(Materials greater than 6 inches in size shall be placed by
the contractor so that they are surrounded by compacted
fines; no nesting of rocks shall be permitted.) No material
of a perishable, spongy, or otherwise improper nature shall
be used in filling.
2. Material placed within 24 inches of rough grade shall
be select material that contains no rocks or hard lumps
greater than 6 inches in size and that swells less than 3%
when compacted as hereinafter specified for compacted fill
and soaked under an axial-pressure of 160 psf.
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3. Representative samples of material to be used for fill
shall be tested in the laboratory by the soil engineer in
order to determine the maximum density, ,optimum moisture
content, and classification of the soil. In addition, the
soil engineer shall determine the approximate bearing value
of a recompacted, saturated sampLe by direct shear tests or
other tests applicable to the particular soil.
4. During grading operations, soil types other than those
analyzed in the report of the soil investigation may be
encountered by the contractor. The soil engineer shall be
consulted to determine the suitability of these soils.
IV. COMPACTED FILLS
1. General
(a) Unless otherwise specified, fill material shall be
compacted by the contractor while at a moisture content. near,
the optimum moisture content and to a density that is not
less than 90% of the maximum dry density determined in
accordance with ASTM Test No. DI557-70, or other density
test methods that will obtain equivalent results.
(b) Potentially expansive soils may be used in fills below
a depth of 24 inches and shall be compacted at a moisture
content greater than the optimum moisture content for the
material.
2. Clearing and Preparing Areas to be Filled
(a) All trees, brush, grass, and other objectionable material
shall be collected, piled, and burned or otherwise disposed
of by the contractor so as to leave the areas that have been
cleared with a neat and finished appearance free from un-
sightly debris.
(b) All vegetable matter and objectionable material shall
be removed by the contractor from the surface upon which the
fill is to be placed, and any loose or porous soils shall be
removed or compacted to the depth shown on the plans. The
surface shall then be plowed or scarified to a minimum depth
of 6 inches until the surface is free from uneven features
that would tend to prevent uniform compaction by the equip-'
ment'to be used.
(c) Where fills 'are constructed on hillsides or slopes, the
slope of the original ground on which the fill is to be
placed shall be stepped or keyed by the contractor as shown
on the figure on Page 4 of these specifications. The steps
shall extend completely through the soil mantle and into the
underlying formational materials •
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(d) After the foundation for the fill has been cleared,
plowed, or scarified, it shall be disced or bladed by the
contractor until it is uniform and free from large clods,
brought to the proper moisture content, and compacted as
specified for fill.
3. Placing, Spreading, 'and Compact'ion 'of Fill Material
(a) The fill material shall be placed by the contractor in
layers that, when compacted, shall not exceed 6 inches.
Each layer shall be spread evenly and shall be thoroughly
mixed during the spreading to obtain uniformity of material
in each layer.
(b) When the moisture content of the fill material is below
that specified by the soil engineer, water shall be added by
the contractor until the moisture content is as specified.
(c) When the moisture content of the fill material is above
that specified by the soil engineer, the fill material shall
be aerated by the contractor by blading, mixing, or other
satisfactory methods until the moisture con~ent is as specified.
(d) After each layer has been placed, mixed, and spread
evenly, it shall be thoroughly compacted by the contractor
to the specified density. Compaction shall be accomplished
by sheepsfoot rollers, vibratory rollers, multiple-wheel
pneumatic-tired rollers, or other types of acceptable com-
pacting equipment. Equipment shall be of such "design that
it will be able to compact the fill to the specified density.
Compaction shall be continuous over the entire area, and the
equipment shall make sufficient trips to insure that the
desired density has been obtained throughout the entire
fill.
(e) The surface of fill slopes shall be compacted and there
shall be no excess loose soil on the slopes.
v. INSPECTION
1. Observation and compaction tests shall be made by the
soil engineer during the filling and compacting operations
so that he can state his opinion that the fill was con-
structed in accordance with the specifications.
2. The soil engineer shall make field density tests in
accordance with ASTM Test No. D 1556-64. Density tests
shall be made in the compacted materials below the surface
where the surface is disturbed. When these tests indicate
that the density of any layer of fill or portion thereof is
below the specified density, the particular layer or portion
shall be reworked until the specified density has been
obtained.
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VI. PROTECTION OF WORK
1. During construction the contractor shall properly grade
all excavated surfaces to provide positive drainage and
prevent ponding of water. He shall control surface water to
avoid damage to adjoining properties or to finished work on
the site. The contractor shall take remedial measures to
prevent erosion of freshly graded areas and until such time
as permanent drainage and erosion control features have been
installed.
2. After completion of grading and when the soil engineer
has finished his observation of the work, no further excava-
tion or filling shall be done except under the observation
of the soil engineer.
Strip as specified
Original ground
"Slope ratio = N
M
Remove all topsoil J ... :.... ' ...... :::~. . ~
/-<var:es' I ~ ... ~
.See note"i
t-JOTES:
The minimum width of liB" key shall be 2 feet wider than
the compaction equipment, and not less than 10 feet.
The outside edge of bottom key shall be below topsoil or
loose surface material.
Keys are required where the natural slope is steeper than
6 horizontal to 1 vertical, or where specified by the
soil engineer.
See.note
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ITE Pl."''' FIGURE N(, III S AnT'llo',TS 9
9 331\';-lDOl QATE' DE CONSU . PROJECT No.5 WOOOWARD.Cl Y
-~;cc;"",,,,,~![,,,~G'~R~OV~E~AiP~~j~~'~~::;;;1;2;_;6;i_::7:;;;!!;;;;iTi~i~ii'S
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• r---------------------------------------------------------------------------
•
•
• A
Boring 3 • 180
140
•
100
• 60
• 20
SLIDE
•
SLIDE PLANE}
•
Existing Grade
FILL HOSP WAY
2 l min.
t-Lt
Boring 1
Drain '--dr---~--~--
COMPACTED FILL
SEE NOTE 2
Proposed Buttress Fill
~
2
:7
Notes:
TYPICAL DRAIN
CONFIGURATION
(NO SCALE)
10 six inch diameter, perforated thick walled PVC, asbestos concrete
or ABS pipe designed to withstand load of backfillo OUtlet should
be nonperforated and sloped to draino OUtlet should be protected
from damage and should be readily accessibleo
B
180
140
100
60
20
GRAPHIC SCALE (FEET)
LLJ 0, 20 40
ALTERNATE BUTTRESS DESIGN I'
GROVE APARTMENTS 20 Class 2 permeable material in accordance with state of California
nS~dard Specifications" (1978) Section 1.025 or combined aggregate
•• ____ ~--~---------------------------------------------------------S-ec--t-1~on---9-0--3--.0_4 __ l_-_in __ C_h~m_ax __ im_um __ ' __ ._6_-_i_n_c_h __ m_i_n_imum ____ e_n_c_a_s_em __ e_n_t __ o_f~P_ipe~_. __ ~~D~R~A~W=N~B~Y::~S~h~~====][!!~~~~~~~~~f~I~G~UR~E~NO~:~2::::l DATE: 12-5-79 PROJECT NO: 59331W-UD01
WOOOWARO-CLYOE CONSULTANTS
•
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A B •
180 3 EXISTING GRADE
Boring 1 • FILL HOSP WAY-SLOT
PLEtSTOCENE TERRACE
.140 ~------------------------140
£-W?_7° DEL MAR FORMATION E-t M M - -~~LIriE -PLID~ lit • -
100 PLANE 100 -N z 0
H
E-t ~ M
60 60 H • M
20 20
•
• GRAPHIC SCALE (FEET)
ILl o 20 40
• ALTERNATE BUTTRESS DESIGN II
GROVE APARTMENTS
DAAWNBY: sh FIGURE NO: 3
• DATE: 12-5-79 PROJECT NO: 59331W-UD01
WOODWARD-CLYDE CONSULTANTS