HomeMy WebLinkAboutCT 81-41; Pueblo Del Oro (Grove Apartments); Soils Report Update; 1979-12-06Woodward4Zlyde Consultants -
UPDATE SOIL AND GEOLOGIC INVESTIGATION PUEBLO DEL OR0 (GROVE APARTMENTS) CARLSBAD, CALIFORNIA
For
Broadmoor Homes, Inc. 3911 Sorrento Vallev Boulevard
Suite B- San Diego, California 92111
‘I- ‘t. 3467 Kurtz Street San Diego. California 92110
714-224-2911 Telex 697-841
December 6, 1979 Project No. 59331W-UDOl Revised: October 20, 1980
Woodward-Clyde Consultants
Broadmoor Homes, Inc. 3911 Sorrento Valley Boulevard Suite B San Diego, California 92111
Attention: Mr. Jim Henry
UPDATE SOIL AND GEOLOGIC INVESTIGATION PUEBLO DEL OR0 (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 de1 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. Michael R. Rahilly and Robert Dowlen respectively. If you have any questions, please give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
&:f&Y C.E.G. 1033
DS/RPW/MRR/RD/rs
Attachment
izl ;a-y$mor Homes, Inc. . Klema
Consulting Engineers, Geologists and Enwronmental Saentists
Offices in Other Principal Cities
Richard P. While R.E. 21992
Project No. 59331W-UDOl
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TABLE OF CONTENTS
Page
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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3
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7
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TABLE OF CONTENTS
(continued)
WoodwardClyde Consultants
Surface Preparation and Earthwork
Foundations
Retaining Walls
RISK AND OTHER CONSIDERATIONS
FIGURE 1 - SITE PLAN
Appendix A - FIELD INVESTIGATION
FIGURE A-l - KEY TO LOGS
FIGURES A-2 THROUGH A-22 - LOGS OF TEST BORINGS AND TEST PITS
APPENDIX B - LABORATORY TESTS
FIGURES B-l 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
Page
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UPDATE SOIL AND GEOLOGIC INVESTIGATION
PUEBLO DEL OR0
(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
de1 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 "Soil and Geologic
Investigation for the Proposed Hosp Grove Apartments, Carls-
bad, California," 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 diameter 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 that grading,
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FIELD INVESTIGATION AND LABORATORY TESTING
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-l. 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 programs 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 feetin 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 l-1/2 to 1 with 8
foot wide benches at 25 foot intervals. Our field recon-
naissance indicates the presence of weak clay seams within
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 area1 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
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 l/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 exposure 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,OOO 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 l/16 inch to l/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
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 site along which
earthquakes greater than Richter Magnitude 4.0 have been
recorded is the Elsinore Fault zone, mapped approximately 23 I
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 havecpostiiatiedthis 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
major faults crossing the site. In our opinion, the small
fault 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
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-
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.
Liquefaction Potential
The depth to the regional ground water table on the
site is estimated to be greater than 50 feet. In our opin-
ion, this depth, together with the dense nature of the natu-
ral soil on the site, generally precludes the possibility 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 inc,luded 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, in 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 PI' (deg) C' (psf) y (pcf)
Graben area 24 0 120 Neutral block 6 0 120
-GROUND SURFACE
SLIDE PLANE 1
TYPICAL SLIDE CONFIGURATION (NO SCALE)
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
masses. Much of this mat is already in place, but additional
grading will remove portions of it. The pads affected are
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 stabilised 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.
Existing Cut Slopes - Weak clay seams are present
in 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 l-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 fox
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 l-1/2 to 1 or
flatter and will have maximum heights on the order of 70
feet. We also expect that E-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 particularly 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 within 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 500,000
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 floor slabs-on-grade be a minimum of 4
inches thick and be reinforced at mid height with flat sheets
of 6x6, lO/lO welded wire fabric.
We recommend providing positive drainage around all
structures, and no ponding of water be allowed adjacent 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
l-1/2 to 1 inclined backfill surfaces be designed to with-
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
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 geotecbnical 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
earthquake-resistant structures; 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 the
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's
operations, and we cannot be responsible for the safety of
other than our own personnel on the site; therefore, the
safety of, others is the. responsibility of the> contractor.
The contractor should notify the owner if he considers any of
the recommended actions presented herein to be unsafe.
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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 from our firm on
September 8 through September 12, 1980. 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.
Location
65
DTHER TESTS
-
Boring Number Elevation
I iAMPLE IUMBER -I- SOIL DESCRIPTION
7 1
2
Very dense, damp, brown silty sand (Sl4)
WATER LEVEL At ,ime 0‘ drilling 0, 36 indicated.
SOIL CLASSIFICATION - 1
Sail Clarrificstionr are ba*d on the Unified SOi, Clarrificarion swtem an* include color. moiswre and conrirtency. Field dercriptionr have
been mcdified to ret,ec, reru,tr 0‘ laborator” ana,yw where appropriate.
- DISTURBED SAMPLE LOCATION Obtained by collecti”~ die auger C”tfi”gl in a !h6liC or Cbdl bag
- DRlVE SAMPLE LOCATION
MODIFIED CALIFORNIA SAMPLER sample With recorded blow per loot war *taine* With a Modified California *rive sampler ,r’ inside diameter. 2.5” ovtride diameterI lined With sample tuber. The sampler was drive” into the IOil at the bottom Of fhe hole Wifh a 140 pound hammer falling 24 inches.
INDICATES SAMPLE TESTED FOR OTHER PROPERTIES GS - Grain Size Dirrributio” CT - Conrolidatlon Test LC - Laboratory compaction “cs - ““confined Compvzrrion Test
Test PI - Atterberg Liner -rest ST - Loaded Swell Test cc - Confined comprerrion Test
OS - Direct Shear Test TX- Triaxial comprerrion Test
NOTE: I” this cOl”mn the results Of there tertr rMy be recorded where applicable.
BLOW COUNT number 01 b,owr needed to advance sm,der one foot or ar indicated.
DRY DENSITY Pounds per Cubic Foot
MOISTURE CONTENT Percent Of Dry Weight
NOTES ON FIELD INVESTIGATION
1. REFUSAL irtdicma th* inability 10 sxrmd .xcaMtiO”. praCticalI”.
with OqqYipmmt being used in the invertigmion.
I KEY TO LOGS
GROVE APARTMENTS I
DRAWNBY: ch O(ECKED BY: 4 pROJECTNO:5933ll~-UDOl 1 DATE: 10-3-80 FGURE NCI:A-~
WOODWARD-CLYDE CONSULTANTS
OEPT” OEPT” TEST DATA TEST DATA IN IN FEET FEET WC + WC +
I T
5 5
10 -
15 -
20 -
25
I ! n
1
I
1
1
1
Boring 1 -
Approximate El. 140'
SOIL’OESCRIPTION
Moist, gray, clayey sand
FILL
Very dense, moist, qray, 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
LOG OF TEST.BORING 1 I GROVE APARTMENTS
DRAWNBY: ch C"ECKE0 BY: pAI2 PROJECTNO: 59331N-UDOl DATE: 10-l-80 FIGURE No: A-2
WOODWARD-CLYDE CONSULTANTS
Borins 2 -
Approximate El. 145'
DEPTH I
F:NET *MC
5-
10 -
15 -
20
i
25
-
rOI -
DO -
-
-
BC -
-
SAMPLE l”MBER I SOIL~DESCRIPTION
light gray-brown, silty, sand (SM)
FILL
Hard, damp, brown, silty clay (CH)
EOCENE SEDIMENTS
-------- Grading to _ - --_ - - -
Very dense, damp, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS
I Hard, damp, dark brown, silty clay (CH)
EOCENE SEDIMENTS
'i" remoulded firm clay seam
‘For description Of rymbolr. see Figure A-l Bottom of IIole
LOG OF TEST BORING 2
GROVE APARTMENTS 1
DRAWNBY: ch CHECKED BY: PROJECTNO: 59331W-UDOl DATE: 10-l-80
WOODWARD-CLYDE CONSULTANTS
Boring 3
Approximate El. 161'
SOIL~DESCRIPTION
I
Damp, light gray-brown, clayey sand
FILL
DEPTH 1 IN FEET WC 7
15
1 4
20
i 1
25
1 4
30
35
40 I
-
I OI -
00 -
-
-
-
SC -
-
,THEI SAMPLE ‘ESTS NUMBER
S,PI
*PO, ~ercriptian of rymtm~r. see ~igure A-1 Continued on next page
3-l [
3-~2 L-
3-3 I:
3-4 [
3-5 [
3-6 [
3-7 [
3-8 C
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
LOG OF TEST BORING 3
GROVE APARTMENTS
ORAWNS”: ch CHECKED BY: PROJECT NO:5933iW-UDOl DAne lO-l-80 WOUREIK): A-4
WOODWARD-CLYDE CONSULTANTS
DEPTI
c
IN FEET
45
50.
55.
60
65
70
75
80
7 - ‘MC -
-
-
TOE -
‘cm -
-
i -
‘BC -
-
*, T DTHEA ESTS
Boring 3 (Cont'd)
iAMPLE IUMBER 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
I LOG OF TEST BORING 3 (CONT'D)
GROVE APARTMENTS
DRAWNBY: ch 1 CHECKED B": ryuzal paruFrsNn:59331W-lln01 I ors~~ln-l-80 FlG"REN0: A-5
WOOOWARO-CLYDE CONSULTANTS
Boring 4
Approximate El. 123'
3 10
25-
30
i
35
40 L
ITHE SAMPLE ‘Esrs WMBER I SOILS DESCRIPTION
,S,PI
I I
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, silty
sand (SM) with some fracture
EOCENE SEDIMENTS
-6
Hard, damp, brown, silty clay (CH);
fractured EOCENE SEDIMENTS
‘For delcriprio” Of rymbol*, see Figure A-l Continued on next paqe
LOG OF TEST BORING 4
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DRAWN BY: ch C”ECKED 0-f: PROJECT NO: 59331W-SIOl DATE: 10-l-80 PICURE NOt A-6
WOOOWARO-CLYDE CONSULTANTS
Boring 4 (Cont'd) -
41
5(
5:
6(
6f
7(
T -
‘MC -
-
j-
j-
TOP ,TTp -
‘DD -
-F
-
MPLE IUMBER
i-7 [
SOIL,DESCRIPTION
(Continued) hard, damp, brown, silty
clay; fractured EOCENE SEDIMENTS
----_ ------ - --
Grading to
Hard, damp, brow", sandy clay to clayey
sand (CL-SC) EOCENE SEDIMENTS
Very dense, damp, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS
Bottom of Hole
DRAWNBV: ch
LOG OF TEST BORJNG 4 (C~NT'D)
GROVE APARTMENTS
PROJECTNO: 59331WSIOl A-7
WOOOWARO-CLYDE CONSULTANTS
Boring 5 _
Approximate El. 141'
3AMPLE l"MSER SOIL, DESCRIPTION DEPT,
c
IN FEET
5
10
15
20
25
- 1 - ‘MC -
Bottom of Hole
41 - -
‘For description Of r”mbolr. lee Figure
LOG OF TEST BORING 6
GROVE APARTMENTS
- :rr DI -
WD -
-
-
SC -
t
i-2
8-3
t-4
‘JOY r 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 2O?r'-23%'
_--- - - Grading to - - - - - - - -
Very dense, moist, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS
30
Hard, damp, brown, silty clay (CH)
EOCENE SEDIMENTS
35
DRAWNBY: ch CHECKED sv:pn!z 4 PRO,ECTNO: 59331W-UDOl 1 DATE: 10-l-80 FIGVRE NO: A-8
WOODWARD-CLYDE CONSULTANTS
25
1
40 F
Boring 6 -
Approximate El. 152'
LmlPLE WMSER I SOIL~DESCRIPTION
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 SEDIMENTS
--_ - Grading to _ - - - _ - - -
Very dense, moist, gray, silty fine sand
(SW EOCENE SEDIMENTS
*or dwcription ot v,mbo,s. see figure A-1 Continued on next page
I LOG OF TEST BORING 6 I GROVE APARTMENTS
DRAWNSY: ch 1 C"ECKED BY: a.7 & PROJECTNO: 59331W-UDOl 1 DATE: lo-l-80 1 FlCURENOzA-9
WOODWARD-CLYDE CONSULTANTS
Boring 6 (Cok'd)
55
60
65
70
75
80
j-7 C
SOIL’DESCRIPTION
(Continued) very dense, moist, silty fine
sand (SM) EOCENE SEDIMENTS
Hard, damp, gray-green, silty clay (CH)
EOCENE SEDIMENTS
Bottom of Hole
*~a, c~escription of rymtm,r. see figure A-1
LOG OF TEST BORING 6 (CONT'D)
GROVE APARTMENTS
DRAWNSY: ch C"ECKED BY: MK PROJECTNO:~~~~~W-UDO~ 1 DATE: 10-l-80 t=,G”RE NOz A-10
WOODWARD-CLYDE CONSULTANTS
DEPTH 1 FL *MC
7
J
10 -
15 -
1
25
30 :
35
40 1
G - ‘DD -
-
- SC -
-
*< -1
-
,THEF ‘ESTS -
‘For dercription of l”rdmll, lee Figure
7-1 L:
7-2 [
7-3 [
7-4 [
l-5 r
l-6 C
'-7
Boring 7 -
Approximate El. 128'
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
Hard, damp, brown, sandy clay (CL)
EOCENE SEDIMENTS
Very.dense, damp, light gray, silty sand'
(SM) EOCENE SEDIMENTS
Hard, damp, brown, sandy clay (CL)
EOCENE SEDIMENTS
Bottom Of Hole
LOG OF TEST BORING 7
GROVE APARTMENTS I
WOOOWARO-CLYDE CONSULTANTS
DEPTH 1 IN - FEET *MC
5-
10-
15i
20-
25-
30:-
35-
40-
- T D, - ‘lx3 -
-
- SC
l < T 1
-
rr”ER ! ‘Es-m h 1
Boring 8 _
SAMPLE l”MBER
Approximate El. 126'
1
3-l
B-2
r
Damp, light gray-brown, silty sand
FILL
Damp, gray-brown to brown, sandy clay to
clayey sand FILL
Damp, qray-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
LOG OF TEST BORING 8
GROVE APARTMENTS
DRIWNBkch C"ECKED sv:fVuz PROJECTNO: 59331W-UDOl D*TE:lO-l-80 FIOVRENO: A-12
WOODWARD-CLYDE CONSULTANTS
- :T D/ - ‘DD -
-
-
,T”E6 ‘Esrs -
I
-
ZAMP IUMB -
1-l
j-2
I-3
‘-4
,- 5
-6
-7
::::a:
:r<: ;$ :::i :z:::: _I
::r< ;t;;;; ::ii
::::::: :::, .:;::::
:j:::: ,:::::: .:.:.:.
..:::: :::::: :::::::
Boring 9 -
Approximate El. 153'
SOIL~DESCRIPTION 1
Dry to damp. light grajr, 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, qray-green, silty clay
(CH) EOCENE SEDIMENTS
Very dense, damp, qray, silty sand (SM)
with interbeds of silty clay
EOCENE SEDIMENTS
Very dense, damp, light gray-brown, clayey
sand (SC) EOCENE SEDIMENTS
Bottom of Hole ‘For description Of lymboll. ree Figure A-l
I LOG OF TEST BORING 9
GROVE APARTMENTS
WOODWARO-CLYDE CONSULTANTS
IN -
s-
lo-
15--
20-
-
r DI -
DD -
-
-
-
SC
- -
SAMPLE WMBER
10-l C
lo-2[
lo-3c
10-4 C LO-5c
LO-6c
lo-7c
Lo-t?J
Test Pit 10 -
Approximate El, 157'
I
SOIL,DESCRlPTlON
Damp, light qray to qray-brown, silty to
clayey sand FILL
Moist, qray-brown, clayey sand to sandy
clay FILL
\
Bottom of Hole
*For description Of ryrnb0k. see Figure A-l
LOG OF TEST PIT 10
GROVE APARTMENTS
DRAWNBY: ch CHECKED BY: pm 4 PROJECTNO:S~~~~W-UDO~ 1 DATE: lo-l-80 F,o"RENCJZA-~~
WOODWARD-CLYDE CONSULTANTS
1
OTHER TEsrs I
SAMPLE WMBER
l-4 C
.2-1c
.2-2 c
.2-3 c
.2-4 [
.2-51
Test Pit 11
Approximate El. 156' I
SOIL DESCRIPTION
Dr+ to damp, light gray, silty sand
\ FILL
\
Dense, moist, qray-black, silty sand (SM)
with some clay RESIDUAL SOIL
Very dense, damp, qray-brown, clayey sand
(SC) EOCENE SEDIMENTS
\
Very dense, damp, liqht gray, silty sand
(SW EOCENE SEDIMENTS
Very dense, moist, gray-brown, silty to
\ clayey sand (SM-SC) EOCENE SEDIMENTS
Bottom of Hole
Test Pit 12
Approximate El. 167'
SOIL DESCRIPTION
Damp to moist, gray-brown to liqht qray,
silty to clayey sand
FILL
Hard, damp, gray-green, silty clay (CH)
EOCENE SEDIMENTS
Dense, moist, light gray, silty sand
EOCENE SEDIMENTS
Bottom of fIole
‘For delcriptio” Of r”mbolr. see Figure A-l
LOG OF TEST PITS 11 AND 12
GROVE APARTMENTS
DRAWN BY: ch 1 CHECKED SY:N\e PR0,ECTNO:59331W-UDOl DATE: 10-L-80 FIDUREIK): A-15
WOODWARD-CLYDE CONSULTANTS
10-
4 I--
10
15 1
.
1
1 I I 1
I 1
1
SAMPLE lUMBER
3-2 [
4-2 C
Test Pit 13
Approximate El. 167'
SOIL DESCRIi’TION
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
Approximate El. 168'
SOIL DESCRIPTION
\
Dry, gray, silty sand
FILL
Very dense, damp, liqht gray, silty sand
(SM) EOCENE SEDIMENTS
Bottom Of Hole
‘For dercriptio” 0‘ r”mbolr, se Figure A-l
LOG OF TEST PITS 13 AND 14
GROVE APARTMENTS
DRAWNBY: ch CHECKED W:M PROJECT NO: 59331WUDOl DATE: 10-2-80 FI(IURE 110: A-16
WOODWARD-CLYDE CONSULTANTS
1 .:.:&~h?, :.,:z .t!v,i:~ .: .y,:.., ., :,: 1~ ;. ;:,;.: ._, 4 .$~.,: <+h., z~ :,ii,, .:; ,,,, ,,.:~‘. ,.,, ,,~ :,.: .~ 1.’ :i ,:.,
‘BC -
DEPTH TEST DATA ,N - FEET *MC 4 ‘DO
4 I
1 I
5_1 5_:
10
15 1
OTHEP TESTS
Test Pit 15 -
Approximate El. 191'
iAMPLE IUMBER
6-l [
6-2 [
SOIL’DESCRIPTION
Very dense, damp, liqht gray, silty sand
(SM) EOCENE SEDIMENTS
Bottom of Hole
Test Pit 16
Approximate El. 188'
I
SOIL DESCRIPTION
Very dense, damp, qray-brown, clayey sand
to sandy clay (SC-CL)
EOCENE SEDIMENTS L
Very dense, damp, liqht qray, silty sand
(SM) EOCENE SEDIMENTS
Bottom of Hole
*For dercription of rymbolr. lee Figure A-l
LOG OF TEST PITS 15 AND 16
GROVE APARTMENTS
DRAWNBY: ch CHECKEDBY:(YIW PROJECTNO: 59311WUDOl DATE: 10-2-80 FIGURE No: ~-17
WOOOWARD-CLYDE CONSULTANTS
Test Pit 17
ADDroximate El. 187'
5- 5d I
10 10
c -I -I
15
i
DEPTH TEST DATA fN - FEET *MC * ‘DD -
-
.
I
7z -
‘DO -
-
BC -
-
i- -
‘DC -
-
T l c T ITHEF ‘ESTS
OTHEP rEEn
SOIL DESCRIPTION
\
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
Approxinate El. 189'
WLE NUWER SOIL DESCRIPTION
C
Loose to medium dense, dry, light qray,
i silty sand (SM) RECENT SLOPEWASH
Very dense, damp, light qray-brown, silty
sand (SM) EOCENE SEDIMENTS
Hard, damp, qreen-brown, silty to sandy
clay (CH) EOCENE SEDIMENTS
Bottom of Hole
*Far description Of r”mbolr. see Figure *Far description Of r”mbolr. see Figure A-l A-l
LOG OF TEST PITS 17 AND 18 LOG OF TEST PITS 17 AND 18
GROVE APARTMENTS GROVE APARTMENTS
DRAWNBY: ch DRAWNBY: ch CHECKED BY: (v\ CHECKED BY: (v\ PROJECTNO: 59331W-UDOl PROJECTNO: 59331W-UDOl DATE:lO-2-80 DATE:lO-2-80 A-18 A-18
WOOOWARO-CLYDE CONSULTANTS
DEFT
c
IN FEE1
1(
1:
I
>-
DE?TH 7 IN - FEET ‘MC
5-
10:
15-
- - - TES 7 0, iTA - / . ‘OD -
:I
-
1
‘EST DATA
-
l C -
BC -1 -
-
- -I-
>THEF ‘ESTS -
SAMPLE NUMBER SOIL DESCRIPTION
I
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'
-
L9-1 [
L9-2 [
L9-3 C
19-4
Hard, damp, brown, silty clay (CH) with
sand EOCENE SEDIMENTS
L------ Grading to - - - _ - - _
Very dense, damp, light gray-brown, silty
sand (SM) EOCENE SEDIMENTS 'L--- _- --Gradinqto- - - ---
Bard, damp, gray-brown, sandy clay to
clayey sand (CL-SC) EOCENE SEDIMENTS
Bottom of Hole
Test Pit 20
EFINEER I SOIL DESCRIPTION
Test Pit 19
-
Approximate El. 189'
1
Approximate El. 191'
20-4 [
20-5 [ -I--
Loose to medium dense, dry, light qray-brown,
silty sand (SM) RECENT SLOPEWASH
Very dense, damp, light gray, silty sand
(SM) EOCENE SEDIMENTS
Hard, damp, brown, silty clay (CH);
fractured EOCENE SEDIMENTS
Very dense, damp, gray-brown, silty sand
(SW EOCENE SEDIMENTS
Fracture plane 8'
Very dense, damp, liqht qray, silty sad
(341 EOCENE SEDIMENTS
Bottom of Hole
*Far dercription Of r”mbak. see Figure A-l
LOG OF TEST PITS 19 AND 20
GROVE APARTMENTS
DRAWN BY: ch CHECKED BY: Iv\ PROJECTNO: 59331W-UDOl DATE: 10-2-80 FlO"RE 110:
WOOOWARO-CLYDE CONSULTANTS
X,PI
I I h
F
Test Pit 21 -
Approximate El. 135'
SAMPLE IUMBER SOIL, DESCRIPTION
Loose to medium dense, dry, licjht gray-
brown, silty sand (SM)
\ RECENT SLOPEWASH
Dry, light gray-brown, clayey sand
\ FILL
Very dense, dry, dark brown,to light brown,
clayey sand (SC) RESIDUAL SOIL
L- - - - - - -Grading to- _ _ - _ __
Hard, damp, brown, sandy clay to clayey
sand (CL-SC); fractured
EOCENE SEDIMENTS
Fracture plane at 8'
Very dense, damp, light qray, silty sand
\ (SW) EOCENE SEDIMENTS
Very dense, damp, qray, silty sand and
I
brown, sandy clay (SM-CL)
EOCENE SEDIMENTS
Bottom of Hole
LOG OF TEST PIT 21
GROVE APARTMENTS
DRAWN BY: ch CHECKED BY: PROJECTNO: 59331W-IJDOl FlO"REm)A-20
WOODWARD-CLYDE CONSULTANTS
15 i
BC
DEPTH TEST OATPI IN FEET WC * 00
5-
10-
-
?
-
,THEI ‘EETS
S,PI
SOIL’DESCRIPTION
Hard, damp, brown, sandy to silty clay
(CL-CH) EOCENE SEDIMENTS
Test Pit 22 -
Approximate El. 136'
Bottom of Hole
Test ?it 23
sand (CL-SC); fractured
EOCENE SEDIMENTS
Bottom of Hole
‘For descrimlon Of rymbalr. see Figure A-l
I- I I LOG OF TEST PITS 22 AND 23 I GROVE APARTMENTS
DRAWNBY: ch CHECKED BY: @k?t PRO,ECT NO: 5933iW-UDOl DATE: 10-2-80 FlO”RE ~A-21
WOOOWARO-CLYDE CONSULTANTS
OEPTI
II IN FEE,
1c
1:
2c
H
. .
,
I-.
a-
)-
-
T -
‘MC
-
- TOP - ‘00 -
-
DTHER rmn
4-2 [
Test Pit 24 -
Approximate El. 141'
SOIL,DESCRIPTION
\
Dry, light gray, silty sand
FILL
\
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 10%'
\
Hard, damp, brown, sandy clay (CL)
EOCENE SEDIMENTS
\
Very dense, moist, gray, silty fine sand
(SM) EOCENE SEDIMENTS
Bottom of Hole
‘For dercription of rymbofr. see Figure A-l
LOG OF TEST PIT 24
GRCIVE APARTMENTS
ORAWNBY: ch PRO.,ECTNO: 59331W-LID01 OATE: 10-2-80 F,G”RE WA-22
f WOOOWARO-CLYDE CONSULTANTS
Project No. 59331W-UDOl
Woodward-Clyde Consultants -
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-l. The results of fill suitability tests are reported
on Fig. B-2.
COBBLES GRAVEL I SAND SILT and CLAY Coarse Fine Coarse Medium Fine 1
Mesh Opening - Ins Sieve Sizes Nydrometer Analysis r 1 I 1
76 32 IO 100 0
90 IO
60 P
70 30
20 60
IO Em
0 100
loo 33 10.0 5.0 1.0 0.1 0.05 0.01 0.005 0.001
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-l Clayey sand (SC) 37 20
17-l Clavev sand (SC)
*LL - Liquid Limit
*PI - Plasticity Index
GRAIN SIZE DISTRIBUTION CURVES
GROVE APARTMENTS
DRAWNBY: ch PROJECTNCJ: 59331WlJL?Ol D~TE:10-14-R0 FIGURENO: B-1
WOOOWARO-CLYDE COMSULTANTS *e-7,2
CoBBLES
GRAVEL I SAND
I Fin- SILT and CLAY I
Mesh Opening - Ins Sieve Sizes Hydrometer Analysis I I I I
76 32 $4 100 IO 162oSOW 0
90 IO
60 P
70 30
30 70
20 80
IO 90
0 IO0
ID0 50 IO.0 5.0 1.0 0.1 0.05 0.01 0.005 0.001
GRAIN SIZE IN MILLIMETERS
SAMPLE CLASSIFICATION AND SYMBOL *LL *PI
17-4 Sandy clay (CL) 39 22
21-3 Clayey sand (SC) 34 18
22-3 Sandy clay (CL) 44 25
'LL - Liquid Limit
'PI - Plasticity Index
GRAIN SIZE DISTRIBUTION CURVES
GROVE APARTMENTS
WCCGS-76
CHECKED BY: pJl PRO,ECTNO: 59331-LID01 DATE:lO-14-80 FlO"REW:B-2
WOOOWARD-CLYOE CONSULTANTS
PLASTICITY CHARACTERISTICS I I I
- (COBBLES( “,“*;1- 1 *I :“I ~ 1 SILT h CLAY’]
Liquid Limit, %
Plasticity Index. %
Classification by Unified Soil
Classification Svstem
150 I-
ZERO AIR VOIDSCURVES
GRAIN SIZE, mm
,- MECHANICAL ANALYSIS
130
120
DIRECT SHEAR TEST DATA
Dry Density. pcf
initial Water Content, %
Final Water Content, %
Apparent Cohesion, psf
Apparent Friction Angle, degrees
loo
I-
10 20 30 40 LABORATORY COMPACTION
LABORATORY COMPACTION TEST TEST METHOD: ASTM-D 1557-70 A
FILL SUITABILITY TESTS FILL SUITABILITY TESTS
GROVE APARTMENTS GROVE APARTMENTS
DRAWNBY: ch DRAWNBY: ch CHECKED BY: CHECKED BY: PROJECTNO: 59331WUDOl PROJECTNO: 59331WUDOl 1 DATE: 10-14-80 1 1 DATE: 10-14-80 1 FIQURE ND:B-3 FIQURE ND:B-3
WOODWARD.CLYOE CONSULTANTS WOODWARD-CLYDE CONSULTANTS
ORIGINAL GRADE
/
EXISTING GRADE
BORING 9
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
ACCORDANCE WITH SECTION 68-1.025 OF STATE OF
CALIFORNIA STANDARD SPECIFICATIONS OR 3/4" TO 1%"
DIAMETER CRUSHED ROCK ENCLOSED IN FILTER CLOTH.
4. TOP OF DRAIN TO BE APPROXIMATELY 10 FEET BELOW
PROPOSED FILL SURFACE.
++ $$+ ;':;:::ECTOR
LATTICE LAYOUT OF DRAINS
(NO SCALE)
Proposed Fill and Subsurface Drains
GROVE APARTMENTS 1
DRAWN BY: Ch CHECKED BV:,?&&C PROJECT NO: 59331W-UDOl 1 DATE: lo-16-80 1 APPENDIX e I
WOODWARD-CLYDE CONSULTANTS
_, : Project No. 59331W-UDOl
APPENDIX D
GUIDE SPECIFICATIONS FOR TYPICAL BUTTRESS
\ i\
:, 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 Percentage Passing Sieve
1 " 100 3/4" 90 - 100 3/E" 40 - 100 4 25 - 40 8 18 - 33 30 5- 15 50 o- 7 200 o- 3
This material generally conforms with Class II permeable material in accordance with Section 68-1.825 or combined aggregate section 90-3.04 of the Standard Specifications of the State of California, Department of Transportation.
D-l
.’ : Project NO. 59331W-UDOl
V. FILTER FABRIC
Filter fabric for use in drains shall consist of Mirafi 140s (Celanese), Typar (DuPont), or equivalent. The aggregate shall be 3/4-inch to l-1/2inch maximum size, free draining aggregate. Filter fabric shall completely surround the aggregate.
VI. LAYING
Trenches for drains shall be excavated to a minimum 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 inches 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-l/2-inch maximum size aggregate if filter fabric is used, to the elevation shown on the plans, or as directed by the engineer.
D-2
Project No. 59331W-UD01
Property Line
./Natural Jv ! SKETCH DETAIL OF MAXIMU?! SECTIONS '. Slope '\ i (No Scale) \ ‘\ 1 ‘\ i \ \.i
Fj.lter gravel chimney drain
Perforated Pipe ?inish Grade
5'
LATTICE LAYOUT OF EUTTRESS DRAINS (No Scale) .lector Pipe Drain
6" Minimum encasement
Seepage collector pipe Minimum 6" diameter Bottom of Buttress Excavation
D-3
Project No. 59331W-UDOl
\ \ 'flExisting Cutslope
\ \
\
\
\
SKETCH DETAIL OF MAXIMUM SECTION HOSWAY AND ACCESS ROAD (No Scale)
\
Finish Grade
LATTICE LAYOUT OF BUTTRESS DRAINS 24"
(No Scale) M~inimum Collector Drain Pipe
24 "
6" Minimum encasement
Seepage collector pipe Minimum 6" diameter Bottom of Buttress Excavation
i
D-4
_’ “ Project No. 59331W-UD01
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 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
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 l/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.
E-l
_ .‘C.” “. Project No. 59331W-UD01
? ., "1'
#
-e 3. Representative samples of material to be used for fill shall be tested in the laboratory'by the soil engineer in m order to determine the maximum density, optimum moisture
J7 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. D1557-70, 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.
E-2
_ .’ *;’ _’ Project No. 59331W-UDOl
2 J \% t "r (d) After the foundation for the fill has been cleared,
-L plowed, or scarified, it shall be'disced or bladed by the
"0 contractor until it is uniform and free from large clods,
4
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.
(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 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.
E-3
-5. , .,'.
Project No. 59331W-UDOl
3. L M: 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 shali 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.
- c+ m
2 h
Slope to be such
Slope ratio = N M
that sloughing -.f or sliding does, not occur Femve all See note
NOTES: See note
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.
E-4
_~,/S' * Project No. 59331W-UDOl
APPENDIX F
Woodward-Clyde Consultants
SOIL AND GEOLOGIC INVESTIGATION FOR THE PROPOSED HOSP GROVE APARTMENTS CARLSBAD, CALIFORNIA
1972
. . . 1,
,
SOIL AND GEOLOGICAL INVESTIGATIOti FOR THE PROPOSED
HOSP GROVE APARTKENTS
CARLSBAD, CALIFORNIA
for
Grove Apartrrents
Post Office Box 1155
Carlsbad, California
liOOD!,lF.RD-GIZIEfiSKI F, ASjOCIATES
Ccnsulting Soil and Foundation Enzirwers and Ceologists
(An Affiliate of Uoohard-Clyde Consultants)
. . . II
TABLE OF CONTEI'ITS
Page
LETTER OF TRANSMITTAL
SCOPE
FIELD INVESTIGATION
LABORATORY TESTS
SITE AND SOIL CONDITIONS
GEOLOGICAL STRUCTURE
GROUiiD HATER
co:IcLusIoFIs
RECOl+:ENDATIOi?S - EAETHHORK
RECOi~!I.!EIIC~.TIONS - FOUNDATIONS
LII-IITATIGlIS
FIGURE 1 - SITE PLAll
FIGURES 2 THROUGH 25 - LOGS OF TEST BORINGS
FIGURE 26 - HYDROIXTER ANALYSIS
FIGCkE 27 - TYPICAL SECTIOIIS
1
2
2
3
5
6
7
8
11
12
August 25, 1972,
Project rio. 72-105-20
Grove Apartments
Post "vffice Box 1155
Carlshad, California 92003
Attention: Mr. J. Rombotis
!n accordance :Gth your request and
1972, we have made an investigation
ditions at the sik of the proposed
our authorizated proposal dated July 19,
of the underlying geologic and soil con-
condominium development to be known as
kosp 3-ove 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
?/ill generally have adequate factors of safety against deep-seated failure
except in the area of an existing slide where special treatment will be
requirea.
The accompanying report presents the results that the subsurface exploration
ard the laboratorv tests as well as the conclusions and recommendations per-
taining to this sl,e. ‘: +
The engineer anti proSect geologist assigned to this project was Richard P.
Vhile and Ernie Artim of our firm.
(4) frove A?art.msnts
Project No. 72-105-20
. . s I - 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
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, 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 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 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 \dill 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 \qill
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-
mural heights of 57 and 75 feet, respectively, and lmaximum slope inclinations
of l-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 P. eeach Leighton, Geologist. This report is dated December 11, 1967,
and is entitled "Geologic Report for Hosp Grove Planning Study, Phase II.
Project No. 72-105-20 Page 2 . . * *
.,
A preliminary soil investigation of the entire Hosp Grove development was
prepared by Woodward-Clyde & Associates and is entitled, "Soil Investigation 8
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, 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 Imaterials 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 h ASSOCIATES co*sYLII*o 30% A"0 ,w*c..no* ~*~l*c,"s Al.2 O‘OLOTISI,
. . * a,
.
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 n"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 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 approximately 40 ft in the northwest portion to a
high of approximately 255 it 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'scsttcring of Sm.311
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
WOODWARD.GlZlENSKl b ASSOCIATES co*I"LIbr.o w.1, **D ,c.YlD.llM C"CII<~"I 1-0 ccc.Lomll,
Project No. 72-105-20 ' Page 4 . . . 1
were noted in the west facing side slope. This evidence and the presence
s 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 nonformational 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 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.
Qw Terrace (Qt)
Quaternary terrace soils exist at varjable levels on the site.
Above an east to west sloping terrace surface at elevation 220 to 180 ft,
WOODWARD- CIZIENSKI 6 ASSOCIATES co~~YLTl*e .OIL uo 10"*0.110* r*SIr.‘,.* 1-o C‘oLLOSI,II
Project No. 72-105-20 Page 5 . . . -
1
these materials consist o'f relatively horizontally bedded, dense, gravelly
silty sand. The so-called "draping" terraces which occur below the sloping
I
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 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
WOODWARD. GIZIENSKI & ASSOCIATES co*I"LrI*a IOll .*o IO""D.1ID* 1"SI"L‘"l ."D CIOLOC.III
Project No. 72-105-20 ' Page 6
. 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
14, 16 and 17 at depths ranging from 2
appears to slope towards the northwest
in Test Borings 7 through 11, 13,
1 to 46 ft. The ground water surface
being modified by the cloy seams.
l/o ground water was encountered in the borings made in the extreme southern
and lwstern parts of the site. The previous test boring in the area of
Coring 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
\VOOD:VARD . GIZIENSKI b ASSOCIATES COIWLIIW lo(L uo ,o”*o.Ico* r*cI*lr”, 110 SLotoat,.
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 the eastern most canyon along the north
slope where an existing relatively recent slide is 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 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 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 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. CIZIENSKI b ASSOCIATES co*~"LTl*c loll AC.0 ,O"hOlllml c*CI*cI"* 110 GCOL.aCI\',
Project No. 72-105-20 Page 8
4 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 vrhich
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 inciuded 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 l-l/Z 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~lf~EIIDATIOl~tS - EARTHIIORK
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. Llith slab-on-grade construction it is recommended that the
VlOODViRRD- CIZIENSKI & ASSOCIATES co*IYLrl*o 1011 A*0 ,oY*D.lio* ~*51*cc"s .*o CcoLOClllr
Project No. 72-105-20 Page 9 . . . I~
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 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 bottom with No. 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 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 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 within 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. CIZIENSKI b ASSOCIATES co*IYLTI"~ LO,L A"0 ,0"*0.110* c*co*LL"I .*o cc0,0c,*r*
^ 1
I
v . . 4,
Project No. 72-105-20 Page 10 - , '
of 5 ft into formational soils and be's 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
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 the fill should 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 of
seepage plus a minimum distance of 5 ft beyond seepage areas. A minimum
6-in. diameter perforated steel collected pipe (AASHO 11 218-207 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:
\ TYP ICAL SECTlOt{
--Excavate and rebuild as indicated
12 in
Compacted Native
lmpermeablc Co~cr
_
Class I I Permcsble
State Of California
Specifications or
Equivalent
(ClaYeY sand or lcan sandy clay
to be aPprovcd by the
‘4 in, Perfordted Transit pipe
Slope to drain outlet at
cgrb or into storm drain WOODWARD. CIZIENSKI & ASSOCIATE
,‘” . I,
Project NO. 72-105-20 Page 11
.
)
6) It is recommended that 411 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
No. 4 reinforcing bars, and that the concrete slabs-on-grade be reinforced
with 6x6 lo/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 bac!:fill 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 l-1/2 to 1 and 2 to 1 slopes be incrczscd 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
Project No. 72-105-20 , . . 0, Page 12
pounds per foot be added to the equivalent fluid weight.
LIt~ITATIONS
5 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.
WOOOWARD.GIZlENSKl b ASSOClATlS co*I"LII*.z IOIL lv.0 IoY*o1110* ‘*cmcr"l .I0 CiOLOGIIII
LEGEND:
. . . . ‘..,
‘.._ ;.,
i.,
SITE PM” Graphic Scale in Feet
cd-,.7zm ~~._..~~ _I_r_l “OSP GROVE
m 100 0 2M W---620 LIMX:~RO G,Zlt,:i~, b PSSOiIUiES CWIULIII~ Llll '::.'~:c~:I'~:,::~!:,,:" AND LLOLOLlllS
,,a "I: IOI Lpp;p, <ir,!,sce ,m.r , "R", *.~l~-lo'~:o ,.,,,, I,. ,1,,/ 8 11 ri / ,,.:.*, -1, I -.
. . *
.
- I
Raring I
Clay Seam
N70E
lwi
----- ----__--__
1 Terrace
Deposit
EOCelle
Sediments
krd, rmist, qay sandy clay (CL)
For Legend, see Fiq. G,
I LOG OF TEST BORIHG I
ttOSP GROVE
MIXXUIRD - GIZIDKXI b ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENClnEERS AND GEOLOGISTS SAN DIEGO. CALIFO2NlA
02. BY: lx APPRQX. SCA1.F: 1' = 5' PC'&,. .O. Y i:-Ic~zc
CX'D RI: bb 1 DATE: 7/18/77 F,ijl.,q "9: 7
Boriny 2
clay (CH) (disturbed)
EOCWW
Sediments
Hard, wet, dark yray silty clay (13) Hard, wet, dark yray silty clay (13)
'~~~ Very dense, moist., light gray clayey '~~~ Very dense, moist., light gray clayey
sand (SC) sand (SC)
For Legend see Fig. c LOG OF TEST BORING 2
IiOSP GROVE
LJXIDWARD - GIZIENSKI b ASSOCIATES
CONSULTING SOIL AND FOUNOATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
DR. 8": rs APP"r,I. SCALE: 1' = 5' Pq,,, Y,,: 72-IOt:
CK'O BY: &.d DATE: 7/1E/7? FIQjPE "n; 3
0
5
25
30
45
50
coring 3
'g$:$.j: Dense, mist, reddish brokih clayey
~~~~~::
$yp s.nd (sc) yr2"e, frm ,3 to ,6 feei t
TerMX
Deposit
.-- ___- ____ 1
EOCWZ
Sediments
L- 1
_. ^ r- For Leycnd, see klg. b LOG OF TEST BORING 3
IIOSP GROVE
WOOMARD - GIZIENSKI h ASSOCIATES
CONSULTING SOIL AND FOUNOATION ENCIYEERS AND GEOLOGISTS SAN DIEGO. CALIFMMIA
OR. BY: GS APPW. SCALE: I" = 5' "9~. u1~:72-ic5-20
CK'O BY: /'hd DATF: 7118177 F,P,k=E "Il. "
0
5
IO
15
20
30
35
40
Boring 4‘
Very dense, mist, light gray-brow
$i#: Very dense, damp, light gray clayey
$;;ff sand (SC)
,,:~:j, ,,, 1,~ f,yj
5 4
_
Very dense, mist, light gray-broom
silty sand (S&4-SP) with thin clay
stringers
Very dense, mist, light gray silty
sand (94)
Cmtinufil on next page
EOCWZ
Sediments
f
Fcr Legend, see Fig. 6 LOG CF TEST ECRIXG II
HOSP GROVE
WCOCMARD - GIZIEISKI b ASSOCIATES
CONSIJLTING SOIL AND FOUNOATlON ENGINEERS AN0 GEOLOGISTS SA,t OIEGO. CALIFM(NIA
I I OR. BY: GS 1 APPRqX, SCALE: I" 7 ct I pcq,l. YQ: 77-,ri?q
CK'O 81: .fw OATF: 7/18/72 F,'jr$nC Yn. 5
40.
'15
50.
55.
70.
Boring 4; Continued
Y& LF~m, mist, dark gray silty clay (CH)
:~f~~h~z Dense, moist, brwm clayey sand (SC)
.:~:~., ;_j "MY:::&
Very stiff to hard, black silty
LEGEND:
(94) = Group classification symbol in accordance with
the Unified Soil Classification System,
g= Water Level at time of drilling,
Water Level as noted at bottom of log.
LOG OF TEST BORIEIG 4, COHTIHUED
HOSP GROVE
NCWJARD - GIZIENSKI b ASSOCIATES
CONSULTING SOIL AN0 FOUNDATION EHGIHEERS AN0 GEOLCGISTS Sbw DIEGO. CALIFMNIA
DR. BY: ts APPP*x, SCILE: IV = 5' pP0.l. !q: 7:-inr-70
(CX'O BY: f&4/I DATE: 7/lR/72 ( F 1 "'!?E Y": 6
0
5
IO
15
30
35
50
Boring 5
Hard, dry, dark gray sandy clay (12)
@orous)
hy Hard, dmp, light gray sandy clay (CH)
:'& Very dense, damp, light gray clayey ~$$$::f;<; sand (SC)
~;;~~;~$,:
,& Very dense, dmp, light gray silty
EWZW
Sediments
Hard, dmp, brow silty clay (CL-CH)
For Legend, see Fig. 6 I LOG OF TEST SORING F,
HOSP GROVE
WIDJARD - GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFO;(lllA
DR. RY: a 1 APPR~I, SCALP: I" = 5' 1 WQJ. pp:72-105.20
CK'O BY: t&%,1 DATF: 7/IR/7? F(r4jpE 3": 7
25
For Legend, see Fig. 6
E
IO
15
Boring 6
;&E I&yJium dense, damp, gray silty sad
Dense, dmp, reddish brop,g si Ity b ------r------- !g::zy:$<~> ,& "ayey sand tsc)
$_;$$~$: Terrace
Deposits
.,,, ,;, ~&s:. Dense, dap, 1 ight gray si Ity sand
>>> (24) with dark gray silty clay (CH)
;:j$ 1 ayers
Very dense, dmp, coarse brom silty
EoCelle
Sediments
HOSP GROVE
LCG OF TEST BORING 6
WCODJARD - GIZIENSKI b ASSOCIATES
COHSULTlHG SOIL AND FOUNDATION ENGINEERS AND CEOLOCISTS
0
5
I5
20
30
35
41
45
50
Boring 7
Hard. dry, qray silty clay (CH) Porous - ______- --_---..--
,,,A,,{~ Dense, mist, gray-brown clayey sand
::~$::, ( SC)
,,,&y>::~
mlay (CH
mi st, I i ght gray si I ty
ICK'D BY! CIMYI OATF! 7/19/72 ( F(r+pE *IT: Q
1 I
TerbXe
Deposits
i
,
EOCWl.2
Sediments
YHard, moist, brown silty clay (CH)
&x
{:,:' Very dense, mist, light gray silty
,:;,:I,::;, sand ( S.1)
p$
f, saturated, brow silty
st, brow silty clay (CH)
T *II+ hours after drilling
For Legend, see Fig. 6 HOSP GROVE
LOG OF TEST O@RIE!G 7
MXIDWARD - GIZIENSKI 6 ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AN0 GEOLOGISTS SAN DIEM. CALIFWMIA
DR. RI: GS I APPRl)X. SCALE: ,"=y p" 1J. Yrl: 77-IOCX ,,n I
. , \
..’
0
5
IO
I5
2c
25
30
Boring 8
-----_ ---_._--__
T
Terrace
Deposits
Continued on next page
Sedi ,ne nts
For Legend, see Fig. 6 HOSP GROVE
LOG OF TEST BORING 6
LY'C&XJARD - GIZIENSKI 6 ASSOCIATES
CONSULTIN SOIL AND FOUNDATIOH ENGINEERS AND GEOLOGISTS SAN DIE!%. CALIFMNIA
n?~ PY. (>S 1 dp*:TI, Ce,,C. I', - r. I --, .'- _). ,^. --
30
35
40
45
50
Boring 8, Continuezl
EOCe"e
Sediments
Hard, mist, brow silty clay (CH)
?:,,,:!~: Very dense, mist, light gray silty :t+:,,,:!~: Very dense, mist, 1 ight gray silty
;$;;:,,Z~:~ : sa,,d ( s) ;$;;:,,Z~:~ : sa,,d ( s)
:,,p :,,p
-gVery stiff, saturated, brew silty
clay (CH)
For Legend, see Fig. 6 LOG OF TEST BORING 8, COliTINUED
HOSP GROVE
WIXjD,JARD - GIZIEJiSKI h ASSOCIATES
CONSULTING SOIL AH0 FOUNDATION ENGINEERS AND GEOLOGISTS SW DIEU). CALIFOllHlA
DR. BY: Gs APPRQI, SCALF: 1" z 5' P&J. Y,: 72-lC5-72
CX'D BY: le.4 DATE: 7119172 F,'$j?E rq: (1
O-
5
-Y
! IQ-
I
E
2
!G v) 15- -a
2
? a
2
ii ZO-
2z 4
E c1
25
30-
35s
Boring 9
Ey;~$ 'Dense, damp, reddish brow clayey MY?--' s i 1 ty sand (SC-34)
,,,::- ,~ ~:,
,,,,,, ;.:&:,,
‘; ; :-;
,~ C$,>
'
Clay Scam
rc~te~;qbrown silty clay (CH)
N7W - Very dense, saturated, I~ght gray
IWE psilty sand (91)
--------------
*I6 hours after drilling
-I---
Terrace
Deposit
EfXelle
Sediment
r'
For Legend, see Fiy. 6 I LOG OF TEST BORING 9
HOSP GROVE
WOODWARD - GIZIENSKI h ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SM DIEM. CALIFMNIA
DR. BY: GS 1 *wqx. SCl[F: I" = 5' ( "qJ. rf): 7?-10'-7r
CK'D BY: f&d1 DlTE: 7/19/72 F,R,loF *r': I2
35 -
40 -
45 _
50 -
For Legend, see Fig. 6
Boring 9. Continued
--_----_-_
anle as Before
EXXHle
Sediments
LOG OF TEST BORING 9, CONTINUED
IIOSP GROVE
MIlDWARD - GIZIU&KI h ASSUCIATES
CONSULTING SOlL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA I I
DR. 8": GS [ APPPOI. SCALE: 1" = 5' 1 Por)~. "9: 7?-lnC._70
CK'O RY: ,k' DAIE: 7/14/72 FlrjljDE Y,?. 17
0
5
IO
15
25
30
3F
Boring IO
,:z;;;F; Dense, moist, reddish brown clayey
?;~I sad (SC) .+I-----
:I.$!, Terr&X
Deposits
"$$if; "cry den se ,
:igi.;$ sand ( 34) mist, light gray silty
Very stiff, noi st, gray-brm clay
(CH)
-Water Seep
LL-.----~---~~~
Continued on next page
I Eocene
Sed imen t
For Lcgcnd, see Fig. 6 LCG OF TEST @RING 10
IKISP GROVE
WKILYJARD - GIZIENSKI h ASSOCIATES
COWJLTING SOIL AND FOUNDATION ENCIMEERS AND GEOLOGISTS Su( DIEGO. CALIFC!+?NlA
DR. BY: Gs I AFwlyll, SCA(E: I" = 5'
CK'D BY: k!! DATF: 7/I!'/Z
FQQJ. "9: 7?-l(s-7~
F,paF Y,l. ill
Boring IO, Continued
ICX'D 8Y:W I U&It: /110/7? , F I%',E Y". I c
For Legend, see Fig. f LOG OF TEST EOf?lNG IO, COliTIliUED
HOSP GRCVE
WOODWARD - GIZIENSKI h ASSOCIATES I CONSULTING SOIL AND FOUNDATION EHGINEERS AND GEOLOGISTS SAY rl,Flll
3R. BY: GS 1 "QJ. q: 72-105-20
J .,,.I _.__ _I~ 1.
0
5
IO
I5
30
35
50
For Legend, see Fig. 6
Boring 1’1
Very dense, rroist, Ii&t gfay silty
sand (91)
Eocene
Sediments
Hard, darp, bm silty clay (CH)
Very dense, mist, I i&t grzy silty
smd (WF’)
t&d, mist, brwu silty clay (ai)
Water Sea,
Very dense, saturatd, I ight gray si 1 ty
Qad (SM-F)
Yand rising
j[
LWYJARD - GIZIENSKI h ASSOCIATES
CONSULTING SOIL ANO fOUNDATlON ENGINEERS AND GEoLoG,STS SAN DIEM. CALIFORWIA
DR. BY: GS 4wPox, sc4~~: I* = 5' , PP,J. vn:72-tnr:o
~~ ,'.l,,, _.__ I , I (CK'D RI:/r-( "Wt: 711'1171 , F,T1,3E "". lr,
. . I a
., ., ‘,
.-. , G
*
25
bring 12
Hard, damp, dark cjray sandy clay
$$ very dense, dmp, 1 ight gray silty
,~?:T:z_ s.d (31)
'~',~~# Very dense, dmp, light gray silty
Y::, sand (S&i)
~,,,,_,,
Eocene
Sediments
For Legend, see Fig. 6 LOG OF TEST BORING 12
tICSP GROVE
KCCIDYARD - GIZIEGKI b ASSOCIATES
COHSULTIHG SOIL AN0 FOUHOATIOH ENGIWEERS AND GEOLCGISTS SAN DIEM. CALIFOI1WIA
DR. f!Y: GT APPPQI, SCILF: I" = 5' ( pP,J. ,. Y .77-IDC70
CK’O flY:tiw DATE: 7/1R/77 F,Q!PE "n. 17
. I .
k
. 8
*
_~
-
Boring 13,
0
5
I
s Hard, d anp. brown silty clay (Q1) anp. brown silty clay (Q1) _ _
~:j:z~; Very dense, damp,
'~~~~~ sand (SNP)
light qay silty
Eocene
Sediments
v Very dense, wet, light gray silty ',:-' smd (,$,)
~'_ Water Seep
Very dense, saturated, light gray silty
Continued on next page
For Legend, see Fig. fj LDG OF TEST SORIZG 13
HOSP GROVE
WOOCMARD - GIZIENSKI 6 ASSOCIATES
COWSULTIHG SOIL AND FOUWDATIOH EWGINEERS AXD CEOLOCISTS SW DIEGO. CALIFOMIA
DR. SY: GS 1 APPagl, SCALE: 1" = c.1 PPQJ. m: ,"-,n:-lr
CK'D BY:h+d DATF: 7/10/7? F(r,@E "0: ,e
Roring IS, Continued
Hard, saturated, gray-brw silty
clay (CH)
.xz Tararld rising
Eocene
Sediments
For Legend, see Fig. 6
I
LOG GF TEST BORItIG 13, COliTlI!UED
HOSP GROVE I WOODNARD - GIZIENSKI h ASSOCIATES
COWJLTIHG SOIL AND FOUWDATIMI EHGIIIEERS AHD GEOLDCISTS SM DIE&l. CALIFORNIA
DR. BY: GS 1 APPPOY, SCALE: 111 = 5' p9.J. Y,: 72-IO%?0
CK'D BY:&/ 1 DATF: 7/7um z,mtDF 1,. 12
. . .
I, ’
C
E
IO
I5
20
25
30
35
Clay Seam
For Legend, see Fig. 6
Boring 14
mse, damp, reddish brom clayey
3rd (SC) t
Terrace
Deposits
me-very dense, moist, light gray
Ity sand (%)
ard, mist, brow clay (CH)
ery dense, mist, brown silty clay
) clayey silt (ML)
cry dense, mist, light gray silty
and (91)
Eocene
Sediments
Continued on next page
LOG OF TEST BORING 14
WOODWARD - CIZIO4SKI k ASSOCIATES
CONSULTIHC SOIL AND FOUNOATION ENGINEERS AND GEOLOGISTS
OR. BY: GS , APPPQX, SCALE: I" = 5' I "OJ. "I). 7:-1or:o ,.,,,,~
40
60
65
Clay Swill
NIOE I ONW
For Legend, see Fig. 6
Boring 14, Continued
Same as Before Same as Before
Hard, saturated, brown Hard, saturated, brown silty clay silty clay
(CH) (CH)
ICK’D 81: <*w 1 D4TF: 7/?Ul7? 1 F!O,?E “0. 71
Very dense, saturated, Very dense, saturated, light gray light gray
silty sand (SM) silty sand (SM)
Sediments
LOG OF TEST BORING 14, CCUTINUED
HOSP GRCVE I WOOWARD - GIZIEMKI k ASSOCIATES
CONSULTING SOIL AND FOUN0AIl0N ENGINEERS AN0 GEOLOGISTS SW DILGO. CALIFMNIA
25
Boring I5
For Legend, see Fig. 6
Dense, dmp, brow clayey sand (SC) t
Terrace
Deposits
Very dense, damp, light gray silty
sand (X4)
am, danp, brow silty clay (CII)
Continued on nwt page
EOCeW
Sediments
LOG OF TEST BORING I5
HOSP GROVE
WCK%'ARD - GIZIEfISKI k ASSOCIATES
CONSULTING SOIL AH0 FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEM. CALIFC+?nl4
DR. RI: cs *PPP I. SC* E: 111 q 5' F-m .J. "0: 77-IW-70 I ~. . IWO er:Y/@fi\ OATF: 7/x179 F,W'DF "I?. y-y
, . I
,I I,
+J
z
Boring II;, Continued
35 1 pr ---- -----_
I Very dense, damp, light gray silty
z
CI
:;f.;<:;, sand ( 91) I
T $j;:g&5 EOCene
2 Sediments .z,?:?,~~
60 _
,,;;::z::~:, ,:
xl c
2 & ,,~~~~i>&
2 ,,,&$V
ii .~~~~~
65 - .c c
2 a ::$i,g
70 -
Fcr Lqcnd, see Fig. 6 LOG OF TEST BORING 15, CONTINUED
IIOSP GROVE
WCOC'JARD - GIZIEMKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEM. CALIFORNIA
DR. RI: GS I bPPc!l)~, SCALF: 111 = 5' 1 "PJ. F3: 72-10'2'
I CK'D BY:&&' DATF: 7/?U/7? FID:pc Yn. ?'
0
5
.w z 25
I
i?
2 I
G? 30 m c
z
&
z
2 35
5
% 0
40
45
50
For Legend. see
Boring 16
?:;i:~::L Medium dense, damp, brown silty ::;::~::L kdium dense, damp, brown silty f f $j$ sand (34) poro"s :+ sand (31) poro"s
-j$i$; Dense, dmp, brm clayey sand (SC) -$ijz( knse, dmp, brm clayey sand (SC) Alluvium Alluvium
~~-:,::x:~;:: ~~-:,::x:~;::
- ----_ 1 ---_- ___-
Cl -
Very dense, mist, light gray
s j 1 ty sand ( $0
Fig. 6
e, mist, light gray silty
Hard, dmp, brown silty clay (CH
,'~~:' Very dense, saturated, light gray
silty sand ($4)
- Water Seep
ECXefle
Sediments
LOG OF TEST BORING IG
IlOSP GROVE
WGODWARIJ - GIZIUdSKI h ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AN0 GEOLOGISTS
7124177
Boring 17
:i:, Medium dense, damp, bmw silty ;:;;f, sm,, (a,,) oro,,s
,,Y"' Very dense, daop, li$t gray silty
i~:;I_-m sand ($4)
Very stiff, mist, brow clay (CH)
Eocene
Sediments
(5, water Seep
,,, ~
!:i-
,,~~~‘,
,,,,,,
For Legend, set Fig. 6 LOG OF TEST CORING 17
HOSP GROVE
WCODMARD - GIZIENSKI 6 ASSOCIATES
CONSULTING SOIL AND FOUNDATION E%INEERS AND GEOLffilSTS SAN DIEM. CALIFORNIA
09. 8": GS 1 APPW. SCALI: 1' q 5' 1 fPDJ. PO: 72-IOF
CK@D my: &?(I/ DATF: 7/n/72 Flr.,,?f "0: 25
I . .
% ’ ’
-
100
90
80
70
60
50
40
30
20
IO
0
\ \ _
.I!
\
II /IiIiI/ I I
t!
I
L;
I
\
-II’
0
IO
20
30
w
72
2
50 '- 2
CT2
50 +J 5
Y 01
Lz 70
30
30
00
.Ol
Grain Size in Millimeters
.OOl
Or Range According to Lambe and Whitman (1969)
Sample % Passing 2 Y 0r Range
4-6 60 8 to I8
IO-I 50 IO to 21
13-2 '17 \I to 22
14-3 17 17 to 3
I HYDRO:4ETER ANALYSIS
HOSP GROVE
WOOWARD - GIZIEIISKI 6 ASSOCIATES
Note:
0 = Residual angle of internal
resistance,
COWSULTIHG SOIL AND FOUl0ATIOH EHGIWEERS AND GEOLCCISTS SAJI DIEGO. CALIFCA~IA
DR. 3: 103 1 APPPOX, SCALE: na
C~'~ By: t'rill 1 "*TF: 8/23/72
P?,J. rq. 72-105-20
F,C,,?F II". 25
TYPlcAL SECTION
erburden, (normal to slope face )
(no scale)
Excavate to dense natural
Outlet pipe 6 in,min.
Collector uiw 6 in, /
California specifications perforated’ (bin
or equivalent galvanized stee
natural sandstone
TYPICAL SECTION
(parallel to slope face)
(no scale)
5' min, into dense natural sandstone
f
TYPICAL SECTIONS
EAST CANYON FILL
HOSP GROVE
WCODiJARD - GIZIEMKI 6 ASSOCIATES I
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SW DIECO. CALIFORnlA
DR. BY: n APW'OX. SCALE: no -C/P F+~J. rn. 7?-1cr-71
CX'D 8": /Id I DATE: 8/:'1/72 F(W?E Y". ?7
I* /, * Project No. 59331W-UDOl -. a., ~_
WoodwardGyde Consultants -
APPENDIX G
FINAL REPORT OF ENGINEERING OBSERVATION AND COMPACTION TESTING GROVE APARTMENTS CARLSBAD, CALIFORNIA
1973
March 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 APARTMENTS
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) 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.
(3) 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
Ilosp Grove Ppartnlents, Carlsbad, California," dated August 25, 1972.
The gradin 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
major canyon and several minor draws along the eastern boundary. As the site
grading progressed compaction procedures were observed and field density
, I " Grove Apartments
Project No. 72-105-20
March 1, 1973 . . 2
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
finished grade in some of the cut and davlight 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.
WOOOWAAD. GIZIENSKI & ASSOCIATES c.a1s11111*(1 ID,, .*n ~O”~D.llOl L..CI”.C”, .lD ccoLocI,I~
. . . p Grove Apartments
Project No. 72-105-20
: March 1, 1973
Page 2
, .
. tests were made to determine the relative compaction of the fiTI 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 relative
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 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 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-
liminary investigation in a northwest canyon area. Here the alluvial material
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 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 Imaterials 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'characteristics were performed on
WOODWARD. GIZIENSKI b ASSOCIATFS
_
. . . ' Grove Apartments
Project No. 72-105-20
March 1, 1973
: .
Page 4
- 8 FOUNDATIONS
(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
l/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 that 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-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.
FOOTIHG DETAIL
$3 Dowels, 21(" D.C.
Rouah or Cemwcted b 16" minq
Grade I n
-:- -------_-- - II" min. concrete slab with 6x6 6 6 mesh
~12" 1' _. 'II . -.- ' - " -
1
c--i. ', - - '~ c '.I. '6 6 min..-crus>ed.rock.or qra,vcl.';":' I ..a':
P4 Bars, top and bottom
24"min.
-IL-- l / k- x4
(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 co*I"LII*~ %*I\ ."O IOY"U.~*OI SlCl"Tl.> .*m c,o,oLII1I
. . . ' 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
Rov 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 t one foot
of the elevations shown on "Grading Plans Hosp Grove Apartments" 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 respect to grading and represent
conditions at the date of our final inspection.
Gle 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.
WOODWARD-GJZIENSKI & ASSOCIATES
EHP/RPW,JLH,L;JL
(6) Kamar Construction Company
(1) Roy L. Klema Engineers, Inc.
Attachments
WOOOWARD.GlZlENSKl 6 ASSOCIATES Lo*~"LII*L IO,, .r.D ,oY*~.llol 1"SI.LI.l 110 cIacoc,I,%
I------ / ama
II t -’ --~~-- --1
II
AoPr..lnrl. I.<lliP” 0, Per,o,*ted Pip* ~-~nGr,in I,r,en.
‘&TJ$
c .,‘. 7.2 m.
---- ~
1ww71io c~z~tw L ~soc~allj m*,mI!*i yill ‘;$‘O,R:~I’P,:1S,,:i:‘I L”3 LlCLO‘ll~l
RESULT6 OF LOADED ShELL TESTS
Initial Final
blple Dry Water Dry Water Pressure
lumber tknsity Content Saturatior Density Content Saturation
Expansion
pcf % % pcf % 0 psf % of Initial Ikioh
SA-I 105 23 100 IOl.6 25 100 160 3.12
pgf:le ,.a 0
'Based on a specific gravity of 2.65
Diameter of Samples: "" i"ches
Height of Samples: 0.639 inches
I- RESULTS OF LOADED SWELL TESTS
IIQSP GROVE APARTMENTS
-kODkIRD - GIZIEMKI h ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
OR. BY: LOS 1 nf'mox. SCALE: HA ~-DO,,, q. 72-105-20 ,_. , "1, ,>* I (CK'O BI:llq'-' IDAiF: J,l,,J (FIGUSE HO: ‘
,. . .
.
- ,
SHEAR OISPLACEMENT. inches
Classificat4on:
Initial Conditions: I 2
ory Density. pcf 114.2 114.2
Moisture bntent. 5~ 8.4
After Soaking:
Surcharge durirg soaking ind normel load:
First run: 2C40 psf Second run: WO Fsf
I TEST DATA I
j ;;~:li+,Friti"n. degicesl z". j
I NORMAL &ES%
3 4
tons/sq. ft.
DIRECT SHEAR TEST
HOSP GRCVE APARTMENTS
WXlD,.JA'ARD - GIZIEWSKI 6. ASSOCIATES
CONSULTING SOIL AND FOUMDATION ENGiNEERS AND GEOLOGISTS SAA DICGO. CALIFORHIA
DR. BY:LDS GS APPROX. SCALE: - - - - PROJ. HO: 72-105-13
CI'O y,:. cc/ ??TE: 21x177 :,cwsc ",I. ^.
I I I I I I J
SHEAR DISPLACEMENT. inches
Initial Conditions: I 2
Dry Density. pcf 99.6 38.6
Hoisture Content. : 22.2 23.9
After Soaking:
Dry Density. pcf 98.5 98.3
Moisture Content. : 29.4 29.11
Surcharge during soaking and normal load:
First run: 2040 psf Seccnd rcn: K?80 psf
*Note: Indicates residual strength,
Peak-
I L
NORMAL S
1 3 4
TRESS, tons/sq.ft.
DIRECT SHEAR TEST
HOSP GROVE APARTMENTS
htNB.4lRD - GIZIENSKI b ASSNIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAM DIEGO. CALIFORNIA
DR. BY: LDS GS APPROX. SCALE: - - - - PROJ. NO: 72-10%20
CK~D 31: trrv IDATE: 7/?9/73 IFIGURE HO: u
, . * * COMPACTION TEST RESULTS -
'JOB NAME HOSP GROVE APARTMENTS ~~~~~~~~~~~~ 2/28j73
,OQNUMBER 72-105-20
~~TESC~VCREO Kay 22 through December 19, 1972 P*GL 1 OF 10
DITL
I,?AY 22 .
XA% 23
n’T YY LoC*IIO* NUYBER
1 SEE FIGURE ONE
2
ELEYAllOH
OF TFlT
66.0' 16.3 107.4 117.5 91.5
76.0' 17.6 106.7 117.5 90.7
70.5'
75.0'
78.0 '
86.0'
ir,AY 26 7
8
9
77.0'
84.0'
104.0 '
MAY 27 10
11
::
14
15
79.0 ’ 14.3 107.5 115.5 93.0
81.0' 12.3 106.0 115.5 91.8
84.0' 12.3 105.8 117.5 90.1 108.0' 13.6 106.5 115.5 92.3 86.0' 12.3 107.2 115.5 92.7
88.0' 13.0 108.5 115.5 94.0
- MAY 30
;7"
18
19
91.0'
94.0 I
97.0 '
100.0 '
- XAY 31 20
21
22
23
102.0'
105.0'
108.0'
110.0'
.JUII 1 24 113.0'
25
26
27
28
29
26
115.0'
70.0'
73.0'
70.0 I
118.0'
- JUil 2 7G.O' 20.5 97.7
78.0' 9.0 109.5
70.0 I 20.5 97.2
80.0 ' 20.5 98.3
80.0 t 19.6 98.5
82.0 I 10.5 109.2
82.0' 21.5 99.5
120.0' 12.3 110.2
122.0 ' 12.5 107.7
35
36
37
38
. -
WO,ITUII VIlELO Lmc.~,Tgnl “CUTIIC CDYllHI DINBIT” co*,*c,~ot‘ * OIVW,, PCC-r #%I v. 0, LAB. OX”.,
14.5 107.7 117.5 91.6
16.3 109.1 117.5 93.0
14.5 108.8 117.5 92.6
15.0 107.4 117.5 91.4
12.2
1:::
104.6 115.5 90.6
103.2 117.5 92.3
111.2 115.5 96.3
11.7
f:Y
11.5
111.7 115.5 96.5
106.0 115.5 91.5
106.6 116.5 91.5
107.0 116.5 92.0
1"o:z
8.0
8.7
105.2 114.5 91.7
106.5 114.5 93.2
105.7 114.5 92.3
107.8 116.5 92.3
6.5 108.8
9.9 113.5
19.0 92.0
19.0 96.0
18.3 97.7
12.3 103.5
114.5
114.5
106.5
106.5
lOG.5
114.5
106.5
95.2
99.3 66.3
90.0
92.0
94.7
120.5
lOG.5
lOG.5
106.5
120.5
106.5
116.5
114.5
91.7
90.7
91.3
92.3
92.5
90.7
93.5
94.7
94.0
WOODWARD. CIZIENSKI & ASSOCIATES <0*,“,,,,.‘,0,& I”,, 10.,.O.,,Ol ,*L ,.,I “I ..o C?YL”‘.S\
0A1L
- -.
JUN 5
JUN 6
- JUN 7
JUN 8
JUN 9
J!JN 1 2
JlJ;I 13
_.
JU!i 14
JUti 15
JU!i 16
. . . ~ COMPACTION TEST RESULTS
-
Joa NAME HOSP GROVE APARTMENTS DATEREPORTED Z/28/73
JOB NUMBFR 72-105-20
-
?*TEsC?'EREo May. 22 through December 19, 1972 PliGE 2 OF 10
SEE FIGURE ONE 84.0'
84.0'
86.0'
86.0'
124.0'
124.0'
88.0'
90.0’
166.0'
1:::
13.0
10.5
13.0
12.3
15.3
18.3
8.3
113.5 127.5 92.2
116.8 127.5 91.5
106.3 117.5 90.6
104.0 115.5 90.1
109.0 114.5 95.2
110.2 121.5 90.7
92.0 106.5 86.5
94.0 106.5 88.2
106.5 117.5 90.1
.48 126.0' 8.5 121.5 127.5 95.3
49 126.0' 9.9 119.5 127.5 93.7
128.0' 10.5 104.5 114.5 91.2
128.0' 9.3 110.0 127.5 90.5
88.0'
90.0'
131.0'
134.0'
136.0'
138.0'
190::
9.9
11.1
10.5
9.3
104.1 115.5 90.2
104.0 115.5 90.0
115.0 127.5 90.1
115.5 127.5 90.5
116.2 127.5 91.2
111.9 121.5 91.9
58
59
101.2 114.5 88.5
195.8 127.5 83.0
60
El:
63
64
140.0'
140.0'
75.0'
78.0'
63
64
78.0'
5.8
1x
817
5.9
114.9 122.5 90.1
115.5 127.5 90.5
109.5 120.5 90.8
102.9 129.5 79.4
129.5 129.5 83.4
78.0'
78.0'
90.0'
91.0'
94.0’
6.4 97.3 120.5 80.7
6.9 101.3 120.5 84.1
13.6 109.8 121.0 90.6
10.5 112.3 120.5 93.3
11.7 111.9 121.0 92.5
70
71
:'3
74
75
:;
78
78.0' 9.9 113.8 120.5
78.0' 10.5 107.0 117.5
l?O.O’ 14.9 103.9 120.5
82.0' 17.6 108.1 117.5
94.3
90.9
90.2
92.1
90.5
91.2
90.1
90.0
90.9
84.0' 13.6 109.1 120.5
87.0' 15.6 107.1 117.5
.89.0' 14.9 108.7 120.5
9G.O' 16.3 108.5 120.5 91.0' 14.9 109.5 120.5
WOODWARD. GIIIENSKI & ASSOCIATES ~oll"all*c >o,, ,I" IOY*Y.r~OI 18.LII,,"\ L.0 L,O,O‘~bl\
*Ol.,“RI
COUIEHT r D”, XT.
* . . . COMPACTION TEST RESULTS
Joe NAYL HOSP GROVE APARTMENTS DATEREPORTED 2/28/73
,OB NUMBER 72-105-20
-
DATES COVERED I \'aY 22 throu9h'December 19, 1973 PAGE 3 OF 10
YOIST”I)I ,ILLD ULtOI.IOI)" "ILAll"r nsr RLTrPI LOc*TIO" LLF"AT1ON COYI~HT OLYBII* DEH.,TT C.aY,*CTION WYYLILe Dr OF TLS, v. Dll VI, 1, rcr cc, a;. 0, LAB. DC"‘. DATE
__-
JUN 19 SEE FIGURE ONE
- -
79
80
93.0’
91.0'
121.01
13.6 109.9 120.5 91.2
12.3 109.1 120.5 90.5
JULY 10
JULY 11
- JULY 12
JULY 13
JULY 14
JULY 17
JULY 18
JULY 19
JULY 20
81
82
83
84
124.0'
127.0'
127.0'
8.7 110.2 120.5 91.4 8.7 110.6 120.5 91.7
9.9 122.5 127.5 96.0
10.5 112.2 120.5 93.1
85
86
87
88
130.0'
133.0'
136.0'
139.0'
9.9 113.9 20.5 94.5
9.9 112.8 20.5 93.6
9.9 112.0 20.5 92.9
10.5 112.9 20.5 93.6
69
90
91
92
141.0'
141.0'
144.0'
144.0'
8.7
1X
9:3
110.2
114.8
115.0
109.2
93
94
95
96
147.0'
147.0'
150.0'
150.0'
153.0'
153.0'
153.0'
155.0'
9.9
11.1
1:::
121.9
113.7
123.0
109.1
97
9a
99
100
8.7 114.7
7.5 119.3
7.5 117.2
7.5 116.1
101
102
103
104
158.0'
158.0'
158.0'
158.0'
11.1 120.8
9.9 118.9
9.3 116.2
9.3 116.2
105 163.0' 10.5 104.3 106 160.0' 8.1 115.3 107 83.0' 11.1 109.9 108 163.0' 9.1 110.1
109
110
111
112
113
114
115
116
16G.O'
86.0'
89.0'
169.0'
92.0'
114 95.0'
95.0'
98.0'
11.1 11.1
9.3
8.7 8.7
11.1
10.5 10.5
113.2 113.0
117.9
103.0 111.0
101.9
107.0
103.1
1 20.5
1 20.5
1 27.5
1, 20.5
1: 27.5
1 21.5
27.5
20.5
1 25.0
12-.o
128.0
128.0
128.0
27.5
27.5
27.5
115.5
128.0
117.5
120.5
125.0
117.5
129.0
117.5
117.5
117.5
117.5
117.5
91.4
95.2
90.1
90.6
95.6
93.5
96.4
90.5
91.7
93.2
91.5
90.7
94.3
93.2
91.1
92.0
90.3
90.0
93.5
91.3
90.5
96.1
91.3
91.9
94.4
36.7
91.0
92.0
WOODWARD. Cl2IENSKI 6 ASSOCIATES <OII"LI,I ,",l ImY I"i,.Y.IID" l"L,l ,,.I ..(I L,O\"‘,,I,
,. . . COMPACTION TEST RESULTS
.JOB NAME HOSP GROVE APARTMENT o*rr REPORTED 2/pJ73
.
ma NUMBER 72-105-20
- 1 DATES COVERED ElaY 22 through December 19, 1973 P*CE 4 OF 10
YOI*I"II rtlm U~OII.IOI)" "ILA,IYI TX.7 ill,TST Loc*IIo* LLEYAIIOH COYIXYI DIYSll" ol*s!n COY~ACI,OH NYYI(I" 0, OFTLST r D"lvlI. PC, .<I 'i: or LAD. OL".
JULY 20 _
CONT.
JULY 21
JULY 24
JULY 25
JULY 26
- JULY~ 27
- JULY 28
- JULY 31
AUG 1
117 SEE FIGURE ONE 101.0' 11.1 107.2 117.5 91.2
i 18 99.0' 12.3 109.0 117.5 92.7
119
120
121
122
100.0'
102.0'
99.0'
102.0'
8.7
F5'
715
116.5 129.0 90.3
116.9 129.0 90.6
109.1 117.5 92.8
116.9 129.0 90.6
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
127
128
129
130
131
128
104.0' 8.7 118.5 129.0 91.8
106.0 10.5 104.3 120.5 86.5
106.0' 11.1 116.0 120.5 96.2
106.0' 10.5 111.4 120.5 92.4
104.0' 9.3 117.2 129.0 90.8
132
133
134
135 134
109.0' 11.1 109.0 120.5 90.4
110.0' 11.1 116.3 120.5 96.5
97.0 11.7 104.0 117.5 88.5
97.0' 10.5 109.1 117.5 92.8
136
137
138
139
140
100.0'
103.0'
138
1 1
06.0'
06.0'
03.0'
11.7
8.7
:.;
11:1
112.0 117.5 95.3
117.9 129.0 91.3
106.2 126.0 84.9 117.1 129.0 90.7
108.8 117.5 92.5
141
142
143
144
145
07.0'
13.0'
63.0'
16.0'
19.0'
11.1
10.5
1X
11:1
109.1 117.5 92.8
107.8 117.5 91.7
116.0 125.0 92.5
106.1 117.5 90.2
107.9 117.5 91.8
146
147 148
149
109.0'
112.0'
112.0'
114.0'
1:'.:
11:1
8.7
112.7
116.9
112.9
114.0
119.2
115.9
114.0
115.3
125.0 90.1
129.0 90.6
125.0 90.3
125.0 91.2
150 166.0' 9.3 151 166.0' 10.5 152 167.0' 153 8.7 167.0' 9.3
132.0 90.3
125.0 92.7
125.0 91.2
125.0 92.2
WOODWARD. GIZIENSKI .5 ASSOCIATES to*L"LIIIC ,o,t 1"" ,Y".Y.I,O. IMC,II,", ..D ‘IOLOC~II.
. . . * COMPACTION TEST RESULTS
JOB NlHE HOSP GROVE APARTMENTS DCTERLPORTEO 2128173
,oe NuMsrn 72-105-20 - . I DATES COVERED May 22 through December 19, 1972 P*Gt 5 OF10
AUG 2
AUG 3
AUG 4
AUG 7
AUG 8
AUG 9
AUG 10
AUG 11
AUG 14
- AUG 15
154 SEE FIGURE ONE 115.0' 11.1 113.0 123.5 91.4
155 115.0' 14.9 105.1 110.0 95.9
156 113.0' 16.3 106.0 110.0 96.3
157 113.0' 11.7 109.2 117.5 92.9
158
159
160
161
116.0'
119.0'
117.0'
117.0'
14.9 101.5 110.0 92.2
16.3 103.0 110.0 93.6
16.3 100.8 110.0 91.6
17.9 102.0 110.0 92.7
.162
163
164
165
20.0’
20.0'
22.0'
23.0'
10.5
14.9
;:i
117.1
100.3
115.2
116.8
127.0
110.0
127.0
127.0
92.2
91.1
90.7
91.9
166
167
168
169 170
171
166
167
23.0'
26.0'
23.0'
26.0'
26.0'
83.0'
1.7
it:
2::
10.5
105.4
111.2
102.9
116.8
102.9
114.9
125.0
127.0
110.0
127.0
110.0
127.0
84.3
87.5
93.5
91.9
93.5
90.4
172 24.0'
173 27.0'
174 42.0'
8.7
1:::
118.0
117.5 99.9
128.0
128.0
110.0
92.1
91.7
90.8
175
176
177
i
42.0'
38.0'
53.0'
16.3
1;::
101.2
113.8
109.9
110.0
123.5
123.5
92.0
92.1
88.9
178
179
180
181
177
1 44.0'
53.0'
56.0'
11.1
11.7
10.5
44.0'
WOODWARD. GIZIENSKI 8 ASSOCIATES
10.5
110.1
111.6
114.0
109.4
120.5
123.5
123.5
120.5
91.3
90.3
92.3
90.7
182
183
1a4
86.0' 17.5 146.0' 11.7 146.0' 15.0
101.9
109.8
101.1
110.0
120.5
110.0
g2.6
91.1
91.9
185
186
187
146.0' 20.2 89.0' 12.3 148.0' 11 .7
100.0
112.1
112.8
110.0
123.5
123.0
90.9
90.7
91.7
188
189
190
148.0'
148.0'
128.0'
15.0
9.9
12.2
111.1
111.2
105.7
123.0
123.0
110.0
90.3
90.4
96.0
<OII”I111‘ ,“,L a”” ,“,,.“.I>“. I.L,W ,I., 1.0 L,O\OL II\
.“. . COMPACTION TEST RESULTS
.,oe NAME HOSP GROVE APARTMENT SITE DATEREPORTED 2128173
,os NVMBER 72-105-20
-
D$TESC?VE~~~ May 22 through December 19, 1972 PAGE 6 OF 10
“Ol.T”1)1 ,,ELD UmOR*IOR* 111111*r m.rr n.r rll,LSI LOCAIIO” FLEYATION COMI‘NT DIYB,,” DIN,,rn C.aY,.CIIOY *YMtL” or OFTEPT x D”,WT. PC, PC, 7. 0, LAB. Or”*.
- AUG 16
AUG 17
AUG 18
AUG 21
AUG 22
_FSJG 24
AUG 25
AUG 28
AUG 29
191
192
193
194
SEE FIGURE ONE 128.0' 14.7 105.1 110.0 95.5
130.0' 19.0 104.9 110.0 95.3
130.0' 17.5 102.0 110.0 92.7
133.0' 14.9 106.0 115.5 91.7
195 133.0' 14.9 107.3 115.5 92.9
196 135.0' 13.6 104.2 115.5 90.2
197 92.0' 13.6 106.7 115.5 92.3
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
201 125.0' 8.7 116.1 128.0 90.7
202 FG 127.0'
203 FG 128.0'
204 106.0'
205 144.0'
206 109.0'
9.9
7.5
1i.Z
715
115.9 128.0 90.5
116.9 128.0 91.3
109.1 120.5 90.5
101.9 110.0 92.6
110.0 120.5 91.2
207
208
209
210
211
212
213
214
215
111.0'
113.0'
115.0'
117.0' 59.0'
120.0'
107.0'
FG 105.0'
FG 103.0'
15.0
17.7
14.3
15.0
16.3
10.0
9.3
t::
101.6 110.0 92.3
106.6 110.0 96.9
107.1 115.5 92.7
105.0 115.5 90.9
102.1 110.0 92.8
111.0 123.0 90.2
117.8 127.0 92.7
117.7 128.0 91.9
118.1 128.0 92.2
216
217
218
219
120.0'
110.0'
147.0'
112.0'
17.5
l",?
9:3
103.0
12.3
02.7
13.7
110.0 93.6
124.5 90.2
110.0 93.3
124.5 91.3
220
221
222
223
62.0'
123.0'
172.0'
111.0'
17.6
7.5
9.3
6.4
1 03.1
1 17.1
12.3
16.1
110.0
128.0
124.5
128.0
93.7
91.4
90.2
90.7
224
225
226
FG 113.0'
150.0'
150.0' 1:::
11.1
18.9 128.0 92.8
12.0 123.0 91.0
12.9 123.0 91.7
227 153.0' 9.9
228 65.0' 18.2
17.8 124.5 94.6
03.1 110.0 93.7
WOODWARD. CIZIENSKI b ASSOCIATES cm.~“.‘.*‘ >“I. a-0 10.,.~.II”” 11L.m I,., ..D L,O,O‘,,I\
, * . * COMPACTION TEST RESULTS
.JJce NAME HOSP GROVE APARTMENT SITE •~~RE~,RTED 2128173 .
,c.s NUMEXER 72-105-20
&TES&RED May 22 through December 19, 1972 I PAGE 7 OF 10
YOI.I"I1L ,,CLD D*.L 7s.I WZTLII Loc*TIO* TLFYATION ED"IINI DINS,," ",:::,'F .:I%*::. NUYBLl 0, OF TEST * 011111. ?c, l.c, 7. or LAB. DC"..
_AUG 29
AUG 30
229 SEE FIGURE ONE FG
230 FG
231 FG
FG
AUG 31 235
236
237
238
-jEPT 1 239 159.0’ 8.7
240 FG 92.0’ 8.7
241 159.0' 7.5
SEPT 5 242 162.0' 11.7
243 162.0' 9.3
244 71.0' 13.0
SEPT 7 245 165.0' 8.7
246 167.0’ 7.5
247 122.0' 10.5
-dEPT 8 248 170.0' 9.3
249 170.0' 8.1
250 173.0' 7.5
251 173.0' 7.5
_SEPT 11 252 176.0' 7.5
253 176.0' 8.7
254 178.0' 7.5
255 178.0' 8.0
SEPT 12 256
257
258
259
2GO 259
SEPT 13 261
262
263
264
FG
FG
FG
FG
95.0’
95.0’
11.1
11.7
95.0’ 8.7
94.0’ 6.4
150.0' 9.9 150.0' 5.3
156.0' 8.7 156.0' 9.3
68.0' 19.0
68.0' 20.5
180.0' 7.5
175.0' 8.7 178.0' 9.3 181.0' 9.3 181.0' 10.5
lZ4.0' 10.5 125.0' 6.9
125.0' 8.1 115.0' 7.5
116.1 128.5
117.0 128.5
111.1 120.5
115.0 115.0
113.9 113.9
114.1 114.1
113.1 113.1
113.9 113.9
101.6 101.6
100.1 110.0
116.0 128.0
110.5 120.5
116.9 128.0
116.1 124.5
117.0 128.0
111.1 123.0
113.1 125.0
113.2 125.0
107.2 117.5
113.3 125.0
122.3 132.0
115.8 127.0
112.9 125.0
115.0 125.0
113.5 125.0
114.0 125.0
115.0 125.0
113.5 125.0
115.9 127.0
114.8 127.0 108.7 125.0
114.3 125.0
114.9 125.0
114.0 125.0
113.3 125.0
115.1 125.0
90.3
91.0
92.1
95.4
91.4 91.6
90.4
91.1
92.3
91.0
90.6
91.7
91.3
93.3
91.3
90.4
90.4
90.5
91.2
90.6
92.6
91.1 90.3
92.0 90.8
91.2
92.0
90.8
91.2 90.3
56.9
91.4
91.9
91.2
90.6
92.0
WOODWARD. GIZIENSKI b ASSOClATlS COIIYLI.I‘ >o,, 1"" lDy.o.llo" ,l‘,"C,., ..o L,OLOC,51\
, . . .
,os NAME. \ ”
JOS NUMBER
_ . 3 DATES COVERED ,
COMPACTION TEST RESULTS
HOSP GROVE APARTMENT SITE DATEREPORTED 2/2a/73
72-105-20
May 22 through December 19, 1972 baE a OF 10
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
CCT 24
-0CT 25
YOISTUII~ ,,CLD LABOI.TOI1” “ILAIIYL
TX.7 RC,LII LOCATION ELTYAIIOH co*TI*l DrHa,,, DIN.,77 cDYc*cTIow NYMDEI) OF OF TEST 5 D”“WT. PC, pc, ‘6 0, LAD. OLN..
265 SEE FIGURE OtiE 71.0' 11.1 117.3 123.0 95.3
266
267
268
269
270
271
272
273
274
275 273
276 274
277
273
279
280
281
282
283
2a4
285
286
287
2u3
2a9
290
291
292
293
294
295
296
297
23e
74.0'
77.0'
150.0'
80.01
83.0'
86.0'
83.0'
86.0'
86.0'
86.0'
86.0'
89.0'
89.0'
92.0'
92.0'
95.0’
95.0’
98.0'
98.0'
101.0'
101.0'
104.0'
104.0'
107.0'
107.0'
110.0'
110.0'
86.0'
a9.0’
113.0'
113.0'
92.0'
95.0'
12.3 111.9 123.0 90.9
11.7 113.2 123.0 92.0
11.1 117.0 125.0 93.6
9.9 114.6 123.0 93.1
11.7 112.1 123.0 91.1
12.3 114.1 123.0 92.7
11.1 113.1 123.0 91.9
6.9 101.5 120.5 84.2
5.3 99.7 120.5 82.7
12.3 111.2 120.5 92.2
12.3 110.4 120.5 91.6
13.0 109.5 120.5 90.8
13.6 110.0 120.5 91.2
12.3 112.5 120.5 93.3
13.0 112.0 120.5 92.9
112.1 123.0 91.1
111.1 120.5 92.1
10.5 111.1 123.0 90.3
11.7 112.5 123.0 91.4
12.3 116.1 121.5 95.5
12.3 116.8 121.5 96.1
11.7 114.0 121.5 93.8
12.3 114.6 121.5 94.3
10.5
9.9
11.1
11.1
11.7
11.7
11.1
10.5
11.1
17.0
111.4
110.0
121.5
121.0
121.5
121.5
121.5
123.0
121.5
121.5
121.5
110.0
91.6
90.5
109.9
111.0
110.2
90.4
01.3
90.6
117.9
109.6
111.0
109.9
99.5
95.8
90.2
91.3
90.4
?3.4
WOODWARD. GIZIENSKI & ASSOCIATES Cc."%"Ll.lC ,"I, a." 10.,10.1,0. I*‘,* L,., .\D C,",O‘~,1\
. . . - COMPACTION TEST RESULTS
pd PIAyE HOSP GROVE APARTMENT SITE
, OATE REPORTED 2,2a,73
JOQ NUMBER 72-105-20
oirrsc6v~~~o May 22, 1972 through December 19, 1972 PAGE. 9 OF 10
0A.L Ts.7 r)17<IT "OISTVIIL ,,ILD LOC*TrO* LAno~LIo~" ",.U,,"C NYYIILI) or FLLVAIIOY CO*II*T DIMSITI Om4,,77 coY,*cTIow oFlr*r 9, DITW,. rcr PC, % or LA*. OCH‘.
- OCT 26
OCT 27
OCT 30
OCT 31
- NOV 1
NOV 2
NOV 3
- NOV 6
NOV 7
- 110'~ 8
NOV 9
_ HOV 10
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
303
304
305
306
307
308
309
310
311
312
313 125.0' 12.3 99.0 110.0 90.0
314 135.0' 16.3 99.9 110.0 90.8
315 131.0' 9.3 116.0 127.0 91.3
316 134.0' a.1 117.1 127.0 92.2
317 128.0' 9.9 115.1 127.0 90.6
318 137.0' a.7 116.8 127.0 91.9
319 152.0' 10.5 108.9 120.5
320 133.0' 9.9 116.2 127.0
321 137.0' a.7 115.9 127.0
322 152.0' 16.3 102.6 110.0
323 F.G. 152.0' 10.5 114.2 125.0
90.3
91.4
91.2
93.2
91.3
92.9
92.0
90.6
30.4
90.4
94.3
97.0
90.7
91.3
324 F.G. 152.0' 11.1 116.2 125.0
325 F.G. 153.0' 11.1 115.1 125.0
326 125.0' 9.3 113.3 125.0
327 125.0' 11.1 113.0 125.0
328 F.G. 130.0 9.9 329 F.G. 18G.O' 7.5
330 F.G. 173.0' 16.3 106.7 110.0 331 F.G. 1GU.O' 4.3 116.2 125.0 332 F.G. 165.0' 7.5 116.5 127.5
110.0'
115.0'
118.0~
121.0'
116.0'
11.1
11.1
10.5
10.5
11.1
119.0' 11.1
119.0' 11.7
119.0' 11.7
122.0' 11.1
122.0' 11.7
112.1 121.5 92.2
109.8 121.5 90.3
111.2 121.5 91.5
110.1 121.5 90.6
111.6 121.5 91.8
112.9 121.5 92.9
110.9 121.5 91.2
109.8 121.5 90.3
110.0 121.5 90.5
114.0 123.0 92.6
113.1 125.0
117.9 125.0
WOODWARD. GIZIENSKI & ASSOCIATES Cw.S”LIIIL .Y,, .l” ID”.Y.IIDI IICINll”, .*o C,OL,,‘,lI,
, . , p COMPACTION TEST RESULTS
!Orn NIME HOSP GROVE APARTMENT SITE
JOB NUbABEl 72-105-20
DAT'REPORTED 2/28/73
D*TES CbYERED May 22, 1972 through December 19, 1972 P.&GC 10 or 10 .
YO,.TYIX 0*-r rxsr RK,CW LOCATION H”YWL(I 0, LLLYATION COYIIHT .:::,:, “.‘:J:,‘: .:::z:. or TL*T * 0”” WT.
lK.1 G-.5
.,. 0, Urn, DC”‘.
SEE FIGURE ONE ,a. 7 90.2 NOV 13 333
334
335
154.0'
157.0'
128.0'
8.3 116.9 128.0 91.3
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' 10.5 116.9 122.0 91.3
NOV 20 340 166.0' 11.1 115.3 28.0 90.0
341 169.0' 11.1 116.7 28.0 91.1
NOV 29 342 169.0' 11.1 112.1
343 131.0' 11.7 113.0
344 134.0' 11.1 114.0
NOV 30 345
346
347
DEC 1 348
349
350
351
352
DEC 4
DEC 13
353
354
355
356
357
DEC 14 358
359
360
361
362
DEC 1'
_ DEC 1
DEC 19 369 FG 133.0'
363
364
365
366
367
368
FG
FG
FG
FG
FG
FG
FG
FG
FG
24.5 90.0
24.5 90.7
24.5 91.5
137.0'
140.0'
124.0'
1Z
9:3
116.9
116.1
115.6
28.0 91.3
28.0 90.7 28.0 90.3
172.0'
127.0'
171.0'
153.0'
130.0'
1;:;
::"9
12.3
117.1
101.3
117.0
113.9
105.0
28.0 91.4
10.0 92.0
28.0 91.4
25.0 91.1
15.5 90.9
133.0' 10.5 115.9 25.0 92.7
157.0' 9.9 114.0 25.0 91.2
160.0' 10.5 114.9 25.0 91.9
160.0' 11.1 114.0 25.0 91.2
115.0' 9.9 115.3 25.0 92.2
163.0'
163.0'
130.0'
155.0'
145.0'
11.1
1i.i
6:9
8.7
117.8
112.0
11
13.0
17.1
116.0
25.0
116.5
125.0
12c.o
128.0
94.2
96.1
90.4
91.4
90.6
133.0'
103.0'
104.0'
100.2 110.0 91 .o
117.5 127.5 92.1
116.0 127.5 90.9
125.0'
165.0'
136.0'
19.7
9.9
9.3
1:::
10.5
10.5
115.3
111.9
117.1
llG.2
128.0 90.0
120.5 92.8
128.5 91.1
122.5 90.4
. . L * COMPACTION TEST RESULTS
.,os NAAE ' H&P GROVE APARTMENT SITE (STREET TESTS) DATEREPORTED 2/28/73
Joe NUMBEn 72-lG5-20 - . D*TE* CqVERED June 7 through December 13, 1972 P&GE s- 1 OF s-1
*Ol.1""% ,,ILO D.lC 7T.T lLTLIl LOCAIIO" LLFVATIDN COUTc*T DIN.,," ".'g:,'y ,:::::T::" N""BT" or DFIFST * D""YT. PC, l-z, .,* or us. DC"..
- JUN 7 S-l SEE FIGURE 1 135.0' 7.5 118.5
JULY 11 s-2
s-3
s-4
113.0' 9.1
116.0' 9.3
134.0' 19.7
138.0' 20.5
142.0' 11.7
145.0' 13.0
148.0' 11.7
151.0' 11.1
154.0' 10.5
154.0' 11.1
109.3
110.8
AUG 8
AUG 9 s-5
AUG 10 S-6
AUG 14 S-7
SEPT 22
NOV 7
NOV 14
DEC 4
DEC 13
S-8
s-9
s-10
s-11
s-12
s-13
s-14
s-15
157.0'
157.0'
160.0'
160.0'
9.9
9.9
10.5 2.7
100.0
102.8
109.0
110.9
108.9
114.9
113.4
114.9
116.9 128.0 91.3
116.0 128.0 90.6
115.3 125.0 92.4
117.9 125.0 94.1
127.5 92.9
120.5 91.6
120.5 91.9
110.0 90.9
110.0 93.4
120.5 90.4
120.5 92.0
120.5 90.3
125.0 91.9
125.0 90.7
125.0 91.1
WOODWARD. CIZIENSKI 6 ASSOCIATES ,,,_, ., ._ ~.~
. . . h COMPACTION TEST RESULTS -
JO8 NAkE HOSP GROVE APARTMENT SITE (STORM DRAIN) DATEREPORTED 2/X/73
Aas NUMeEa 72-105-20
DIT~sC&~~ November 13 through December 19, 1972 P*GL SD-, OF SD-1
OAIL rasr ILTL*I YOI.TYPI ,,CLD LOCITlOH N"YLIER or ELL"AI0c.H CO"I~NI DIY,,T" ":f:;,'y' "=""yc OF TEIT x c.IY*rT. ?c‘ ?cr ,,=LYs%. -___
NOV 13
NOV 21
NOV 22
NOV 27
NOV 28 SD-12 80.0'
NOV 29 SD-l: FG 72.0'
- NOV 30 SD-14 140.0'
DEC 19 SD-18
SD-l SEE FIGURE 1 70.0' 11.1 108.9
SD-2 86.0' 10.5 109.9
SD-3 FG 72.0" 10.5 110.5
SD-4 118.0'
SD-5 108.0'
SD-6 116.0'
SD-7 FG 112.0'
SD-8 92.0’
11.7
10.5
11.1
1;::
113.2
111.0
111.9
SD-9 102.0' 12.3 112.1
SD-10 FG '112.0' 11.7 113.9
SD-11 FG 98.0' 12;3 114.1
11.1
10.5
l!
11:1
12.3
111.0
111.9
115.9
116.9
108.9
198.1
SD-15
SD-16
SD-17
138.0'
FG 112.0'
FG 88.0'
FG 143.0' 11.1 116.2
112.1
109.1
120.5 90.3
120.5 91.2
120.5 91.7
121.5 92.2
120.5 90.5
121.5 93.1
121.5 91.3 123.0 90.9
123.0 91.1
123.0 92.6
123.0 92.7
123.0 90.2
123.0 90.9
123.0 92.7
123.5 90.9
'l20.5 90.3
117.5 92.0
128.5 90.6
WOODWARO. CIZIENSKI 6 ASSOCIATES Cc,..IUI',.‘ \‘,,, .",, so._* ..,. ~- ..~. ~~~~
. . I ’
. I
14(
13C
I20
I IC
loo
90
80 0
DIRECT WAR TEST DATA 1 2 3*
Dry Density. pcf 99.9 94.6 102.1
Initial Water Content. % 11.8 13.5 12.9
Final Water Content. ". 20.5 26.3 19.5
Apparent Cohesiun. psf 300 380 1GO
Apparent Friction Angle. ’ 16 9 24
&#&$ERO AIR VOIDS CURVES
\ 1000 IO0 IO 1.0 0. I 0.01 o.cKli
GRAIN SIZE I” HlLLlHETERS
& 2.70 S.G.
,2.60 S.G.
2.50 S.G.
iAH pBBLEStG;A;E: Ic ‘,, m , , SILT 6 CLAY 1 I J
PLASTICITY CHARACTERISTICS 1 2 I3
Liquid Lamit. % 38 28 -
Plasticity Index. % 24 10 IiP
Classification by Uniiied Soil
Classification Syrtes CL CL Sl.l
MEMMICAL MALYSIS
80
::
Fi, ,” 60 a
c 2 go Y
% 20
0
f f * *
I I
I I 1 1 i i
1 1
I I i i
1 1
SWELL TEST DATA 12 3
In’tial Dry Density. pcf 104.8 104.7 -
,nit,a, water Content. - 12.3 13.0 -
Load. psf 160 160 - --
SAMPLE LOCATION
1 1 1 Fill Iln I nt i,Ilmhrrc
?I I I I HOISTOUE COHTFHI. %
IO 20 30 40
U.r,+b, IL81 ILdI
FILL SUITABILITY TESTS
LABw.ATORY CG!4PbCTlGN
TEST MErHOD:~CIT:l-n ,r;rm7+ IIOSP GRO'JE APART;-IE:iTS
NKID'v~ARD - GIZIEilSlKl & XXlCIATEj
CONSULTING SOIL AND FOUNOATION ENGINEERS AN3 GEOLOGISTS SAN DIEGO. CAL.. I,.,... IFnVLII:
IDR. BY: LS IscAlF: ---- Pm, *n.77-,"<-7,
CI’” B”: GM
,. ..-I. ..I., i ,y_I I
IDATE: 2/?8/73 IPACE I of 1
KCHMICAL ANALYSIS
103 3 a 1110 110 200
DIRECT SHEAR TEST DATA ' " ' ' ' c ' I I rY\l \. I
Dry Density, pcf u4.7 IjlU.1 .-IA.~* -I~.~ r~ s I -I-.
,‘I 3 0
nc 1 109.0 80
-::
lnlrlal narer wnrenr. 1. 8.8 20.9 11.9 z 6o
Final Water Content. ?I 16.6 30.6 12.9
Apparent Cohes,on. psf zuo 0 120 220 g
Apparent Friction Angle. ’ a 28 22 20 20
0
IW I I
ZERO AIR VOIDS CURVES GRAIN SIZE IN HlLLlHETERS
COBBLES}G;A;E: Ic, y”/ , jS,LT & CLAY
PLASTICITY CHARACTERISTICS 4 5 6
Liquid Limit. % 45 50
Plasticity lnaer. V, NP 17 33
Ctassificatlon by Uniried Soil
Classification Syster;, SH CL SC
/ I;l:9sr De”sity. ,c;
Initial Water Content. ;,
- ,
Pcrccnt Swell 7.5 1 6.7
SAMPLE LOCATION
4 1 E. of N.II. Fill
LAE
TES
Easterly / 30” cut
~I'"."&[ 5 6 Cut East of North llest Fill J
5 Most North
lJ@JRATORY CfWhCTIfh’ TFST-- ..” ..-.. “.. ,--, I FILL SUITAEiILIT( TESTS
;;";;,",',,;%?$b" 1557-70T IIUSP GKOVE APRRTIIEI!TS
MXXIJARD - GIZIEiWI d ASSXIATES
CC$SULTlNG SOIL AND FOUNDATION ENCltiEERS AND GEOLOGISTS SAN DltGO. CALIFOSHIA
DR. BY: , s ISCALE: --- PR0.J. “0:/c- 1u3-c:
CK’D BY:/&? IDATE: 2/2E/73 PAGE 1 ?C 7
. .
MCiiMICAL AIIALYSIS
Iwo r
130
120
I I
II0
loo
I
90
I
80 t 0
loo 3 4 410 40 iv3
80
::
z 2 60
c
540
z Y 20
0
IO00 100 IO I.0 0. I 0.01 0.001
ZERO AIR VOIDS CURVES GRAIN SIZE IN HILLIMETERS
PLASTICITY CHARACTERISTICS 7 8 9
Liquid Limit. ii 31 40 .-
Plasticity Inoex. :. 14 21 IJP
Classification ty Uni*ied Soi,
Cldsstfication Systes SC-SI,l SC-S14 Sl,i
SWELL TEST DATA 7 8 9
Illtlal Dry oens,ty. pcf 114.8 108.7 107.6
lnitlal Water Content. f 8.3 11.7 13.3
160 lG0 1GO
Percent Swell 3.2 4.1 0.7
FILL SUITCBILITY TESTS
LAaORATORY COHPACTIO,, TEST ~ETHoO:/\ST#-II 1557-70T I IIOSP GROVE APARTlIEfiTS
W.XMARD - GIZIE;dSKI 6 ASSXIATEj
COHSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFOSNIA
DR. 81: Lrj
CX'D 8": Lv/ __--
SCALE: --- PROJ. HO??-loj-:!
OATE: 7 17017, PAGES Of ,
. . I
.
IIK
l3(
l2(
I Ii
ICC
90
80
I-
I-
1
i-
1,
I
,
/
'0
ZERO AIR VOIDS CURVES
MECIIAHICAL AMALYSIS
loo 3 4 410 110 200
80
s
z 2 60
5 40
2
2 20
0
1000 100 IO 1.0 0. I 0.01 o.wi
GRAIN SIZE IN MILLIHETERS
C03BLES~G~A;E~ ICI "m""? i /SILT b CLAY
PLASTICITY CHARACTERISTICS 10 11 12
Liquid Limit. % 38 32 36
Plasticit)r Inaex. ", 24 10 15
C~asslficatlan by Unified soil -I,,-SC -c-s;,,
Classification system SM
I :, ; I
2 / I ! I 1 / 1 n’j\ r I I 1 / I I \i\l\
t
z 0 I I I I I U\\ I I hX t
SWELL TEST DATA 10 11 12
In~l~al Ory Densety. pcf 116.7 115.3 112.2
Inltlal water Content. : 8.4 8.6 9.6
Load. psf l&C 1 1110
Percent Swell 4.0 2.2 1.8
I I SAMPLE LOCATION
PvniPrt
IPTIHJH MOISTURE
10
LA~RAToRY c&w~rn TEST
30
FILL S4ITABILIM TESTS
HOSP GRO'v'E AP/{RTf.:E::TS
WIWARD - GIZIC'JSKI a ASSJCl;iTG
CONSULTING soiL AN0 FOUND~TIOH ENGINEERS ANO GEOLOGIC SAN DIEGO. CALIFOSHI:
D2. 8": , 5 SCALE: --- IPRDJ. NO:72-105-2
CX'D 0: w (DATE: 2128173 PAGE + or /
IK
13c
12c
IIC
IW
%I
80
loo
DIRECT SHEAR TEST DATA 13 14 15
Dry Density. pcf 119.4 94.2 114.0
Initial Water Content. $ 7.6 18.7 8.1
Final Water Content. f 13.3 29.0 15.5
Apparent Cohesion. psf 560 340 200
Apparent Friction Angle. ' 37 16 20.
80
:
2 60
2
540
2
2
20
MECHA'IICAL AHALYSIS 3 a 410 w 200
\: 1
I ! ! !?\,I 11, j 1
IO03 100 10 1.0 0. I 0.01 o.Co
ZERO AIR VOIDS CURVES GRAIN SIZE IN HILLIHETERS
COBBLE@";': ic, ;"p f ]S,LT & CLA,'
PLASTICITY CHARACTERISTICS 13 14 15
1 Liquid Limit. % I 21 I&K Jjiy2-j Classification by ""ifled So,,
SWELL TEST DATA
Inil~ai Dry Density, pcf
Initial Water Contmt. i
Load. psf
Percent Swell
l3 14 15
98.9114.4
18.6 8.2
160 160
On rn I - I 0.u 3.9 I
SAMPLE LOCATION
13 1 Central i
LAeORATORY KM'PACTICf~ TEST‘-
I FILL SUITABILIM TESTS
LABORATORY COfjP? 110 TEST HETHOD: /ishi-6 1557-70T tIOSP GROVE APARTIiEI:TS
WNIIXARD - GIZIEi~SI(I 6, ASSilCIATES
CONSULTIHG SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIFGO. CALIFORNIA
DR. w: LS SCALE: --- PROJ. NO:, I-'U=-L
CK'D 8‘1: rw DATE: 7/70/,1 IPAGE E oc 7
. .
,
MEfflMlCAl ANALYSIS
loo- 3 If UIO WI 2w
DIRECT WAR TEST DATA Iqr ' '- ' 'n ' I I I r&l I I I I I IO I, lr,
Dry Density, pcf (110.9 103.4 112.2_ 80
:: I #-:I:^, w.I.~ *~ * I l"llldl ndlrr wnlenl. ;b ' '1.6 '4.3 9.6. t-2 2 60
Final Water Content. R 20.9 20.5 17.1 c
hpparent Cohesion. psf
EN7 300 360 '20 2 w
Apparent Friction Angle. ‘ a 13 w" 22 20 .
+. *-~ 0 Ill II II I I II II 1
IO00 100 IO I.0 0.1 0.01 0.091
ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
130
i20
PLASTICITY CHARACTERISTICS 16 17 18
Liquid Limit, 7,
Plasticity Index. ;’
Classification by Unified Soil
Classification Systerr, CL SM CL
SWELL TEST DATA
Initial Dry Oensaty. pcf
,nit,a, water Content. :
Percent Swell
'16 17 18
110.6 '04.3 110.8
11.8 14.0 10.4
160 '60 160
LAE0RATGRY KF+'ACTIC?l TEST
LAEORATORY CwPbC~,on
TEST HEmoo: ASTIj D1557..7QT
FlLL SUITABILITY TESTS
UOSP GROVE APARTMENTS
WXIdARD - GIZIUt%I & fiSSXIATES
CO+lSULlIHG SOIL AND FOUNDAllOY ENGIHEERS AND GEOLOGISTS
SAN DIEGO.. CALIFORNI:
DR. BY: PI c SCALE: ___ IPROJ. NO: 72-)05-
CX’D BY:,&, DATE: 2/?"/73 iv PACE 6 nf 7
.
“1000 100 IO 1.0 0. I 0.01 O.cQl
GRAIN SIZE IH UILLIHETERS
C0B8LESlG;A;E: Ic, ;;"p , /SILT & CLAY
KfcHA)(ICAL AIlALYSlS
ERO AIR VOIDS CURVES
PLASTICITY CHARACTERISTICS ,9
Liquid Limit. % 32
Plasticity Index. % 9
Classification by Unified Soil
Classification System EIL
SWELL TEST DATA
initial Dry Density; pcf
lnitlal Water Content. :
Load. psf --
Percent Swell
‘19
115.4
8.6
160
3.2
LAFORATORY KWACTIW~ TEST I FILL SUITABILITY TESTS
i
I
LASOPLTORY COHPACTION TEST FmH,,~:ASTI-l D1557-70T tIOSP GROVE APARTtWTS
KCGG..~GRD - GIZIEiiSKI 6 ASSXIATES
CONSULTING SOIL AH9 FOUNOdTlO!, ENGINEERS AND GEOLOGISTS
SAN OIEGO..CALIFOUNIA
DR. BY: NS SCALE: --- iPRO& RO:72-105-2
rlln n-. ,/Y /DATE: 2/2?/7? IPAGE 7 or 7
APPENDIX D
I. I 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 authorisation 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 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 24 inches in size and shall contain at least 40% of material smaller than l/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 matcria of a perishable, spongy, or otherwise improper nature shall be used in filling.
2. Material placed within 24 inches of rough grade shall be sclcct material that contains no rocks or hard lumps greater than 6 inches in size and that swells less than 3: when compacted as hcrcinaftcr spccificd for compacted fill and soaked under an axial pressure of 160 psf.
z, * 3. Representative samples of material to be used for fill shall be tested in the laboratory by the soil engineer in _ I I 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. D1557-70, 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 colledted, 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 plowcd or scarified to a minimum depth of G inches until the surface is free from unczven features that would tend to prevent uniform compaction by the cquip- rnent to be used.
(cl Where fills arc constructed on hillsides or slopes, the
slope of the original ground on which the fill is to be placed shall be stcppcd or kcycd by the contractor as shown on the figure on Page 4 of thcsc specifications. The steps shall extend completely through the soil mantle and into the underlying formational materials.
1 ,
-
. I
,’ ) (d) After the foundation for the fill has been cleared, plowed, or scarified, it shall be disced or bladed by the I 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.
(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 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 accorclancc with ASTM Test No. D 1556-64. Density tests shill1 be made in the compacted materials below the SUlY.-fCiCC whore the surface is disturbed. when thcsc tests indicate that the density of any layer of fill or portion thcrcof is below the spccificd density, the particular layer or portion shall be reworked until the specified density has b~cn
obtained.
‘:’ \’
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 comoletion 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.
)~ ..,.,.. : ..,,:. L, ~~, _~.).’ __,, ;.‘;.;:,~:~.~~:;,~,:,~;;~:~ ,-;~:;;:~:‘::~jii: :3&--- Strip as specified
;. ~;--',.' ,, ~, '2 .,,, _ ,~,,~,_ : _,,. .~,~.','~.'~,'.,:'~, _' ::~., ~'~~ ,~C,. i ,. : . ':'~'.. :.,, :; :~::,: ,-:,." ~~:~,~:, -:;,:. :,,~ 1, .~.. :~,.'~~.,I.:.:.. .'~5S ~~I;.,~! _;:y
- !'j ;I: ;: ~.:~~.:~;~~I*/~~i~~-: ;: :( ~_1 i- ;z ,, ,'-,: ,y.:,:'. .'~'
sliding dces
not occur Pcmve all 'topsoil
’ c ..,IIc noie ’
i’OT2l; : .:-.----
T!:.z mini.m,u.m !;i.dt:h of "2" kcq) sh::ll bc ? fi:ct w~L!c:- ti~;l 1 the compaction egui;;;::tin?:, and not Less t!l.!n 10 feet.
Th2 ou:~i~~ cdgc of I;ottc:n ':,>t.,
ICCS?
shrill bc 'b~clo:.i tc;;:;oil or
S"L-1L;Ccl mJt?rial.
Keys are recuired whcr.2 th.2 .nat-?a? ::lc:;i
---0~+2i to 1 vcrticsl,
is r, :: 2 e ? " L t .': .I n G ho-'- or ..,.;.pre c..-
Soil cnginecr. d,.s,c:ifii<i i;.: :.::.z