HomeMy WebLinkAboutCT 81-41; The Grove Apts Rec Area; Soils Report; 1981-07-23Woodward.Clyde Consultants
SOIL AND GEOLOGIC INVESTIGATION THE GROVE APARTMENTS RECREATIONAL AREA CARLSBAD, CALIFORNIA
for
Hunt Enterprises 17411 Crenshaw Boulevard Torrance, California 90504
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,200 ELM AVENUE CARLSBAO. CALIFORNIA 92008
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Th? Pkamiq DqxmMmtoftkCityofCarlsbadintemIstopmparea CaxIit.icnalNegat.iveDeclaraticnfcu-tb following project:
Pr0jectDeeaipticn:~mximately9,8H) abicyardsof fill which willcreatearK)'fillslopeadjacenttot~G~~~eApartments. This fillsitewillbeti-~~off-sitedispcsal for anotlx?rpmjectthatis
presently -Fig-.
Pk+ctaddresss/Location: WestofttiGmve Agwinmw off Hasp way.
Anticipated significant impacts: Possible on-site and off-side fxasicm, hmmrertb a2Mktions ofqxoval shouldmitigate any
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Weneed t.oknaJyourideas abaxttk effect this projectmighkhave
cmthsenvirornnent andymr suggxstion% forwaystheproject couldbe revised to reduce or avoid any significant environmental d-e. Yau ideas will kelp us decide what issues to analyse in the envirm- rental reviewofthisproject.
YouraxmentsoPtheenvir onmsntal inpact ofthepmpc5edprcjectmay k?esutmittgdin~tin3tothePlannirg Department, 1X0 Elm Avenue, Carlsb&, CA 92008, nc later
BwEnt July 16, 1981
CASE NO: m-815
AppLICAt?l!: T. L. Sheldon Carp.
F?UBLJSH !XCE: July 18, 1981
JA!.lESC.HAGANAN
NLI3 5/81
ENGINEERING DEPT. LIBRARY
City of Carlsbad 2075 Las Palmas Drive
Cartsbad, CA 92009-4859
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Iv. ~DBTERMINATION. (TO BE CW'LETED BY 'IDE PLANNING DI2?AJ7-IMBh~)
On the basis of this initial'evaluation:
I find the proposed project COULD h'OT have a signikrnt effect on the environment, and a NEGATIVE DECLARATIOirl w-ill be prepared. .
I find that although the proposed project could have a si@ficant effect on the environment, there will not be a significant effect in this case because the mitigation
measures described on an attached ~sheet have been added to the project. will be prepared. A conditional nqative declaration will -. .
J find the proposed project Wy'have a significant effect on the environment, and an ENVIROtiIENTAL IMPACT RIZORT is required.
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. 'V. MITIGATING'MBASJRES (I; APPLICABLE) *-..
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1) Prior to issuance of a grading permit the existing~ illegal. fill placed over vegetation must be removed., .
2) .A perman&t.hesilting basin with a debris rack must be
installed 10' - 15' south of the existing headwall to'. satisfaction of ~the City'Engineer.. . .
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MITIGiTING MEASWS [Continued)
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API’LIlX?l~ ~COXURREKE ‘li?TH MITIGATIXG IX&ES
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THIS IS TO CERTIFI THAT I I+lVE REVIEWED THE ABOVE KIT1 SURES ANTI COXCUR VITH ‘IHE ADDITION OF ‘IIIESE EfEfUJRES,
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Application for Grading Permit PE NO. __
CITY OF CARLSBAD
ENGINEERING DEPARTMENT
1200 Elm Avenue
438.5541
Building Permit Plan Check No.
Validation by Finance Department
2320 Hasp Way
Legal Description Map No. Portion of L&A, Parcel Map 1681
Subdivision Name THE GROVE APARTMENTS
OWlW Phone T.L. Sheldon Corvoration 294-9490
Owner’s Address
2254 Moore St., Ste. 202, S.D., CA 92110
Plans by Civil Engineer R.C.E.
Christensen & Assoc., Bill K. Bramble 8102
Address Phone 233 “A” St., Ste. 1200, S.D. 232-7891
Soil Engineer R.C.E. Phone Wccdward-Clyde 224-2911
Grading Contractor Fred Howe Phone
729-0808
Address 2271 Cameo Road, Carlsbad
Party responsible for overall supervision Mr. Terry Sheldon
Proposed use of grade site Passive recreation & landscaping
Number of cubic yards
FOR APPLICANT TO FILL IN
I hereby acknowledge that I have read the application and state that
the information I have provided is correct and agree to comply with
all City ordinances and State laws
and the provisions and conditions
this application.
Signature of Permittee
Owner or authorized agent
iNVlRONMENTAL CLEARANCE
Date
EIA Log No.
BY
Grading permit fee $ Plan check fee $
Permit Issued
by Date
Surety Company Bond No.
, Copies: White-Office; Green-Building:
Surety Address
Date Filed Rec’d by
Cash deposit Rec’d by Date filed
5
The following documents are required and shall become a part
of the grading permit when they are approved.
~ Grading plans __ Specifications
__ Soil report - Geologic Report
__ Drainage structures __ Other
~ Compaction report
SPECIAL CONDITIONS WHICH ARE MADE
A PARTOF THIS PERMIT
1. Authorized hours of operation:
7~00 AM to Sunset, Monday Friday.
2. Haul routes are to be approved by City Engineer.
3. Adequate provisions shall be made for erosion and siltation
control.
4. All slopes shall be planted per City Code.
5. All fills to be compacted to at least 90% of optimum
densitv unless noted otherwise.
Under City Code Sec. 11.06 170 this grading is:
0 REGULAR GRADING. City inspector will make inspections
listed below.
0 CONTROLLED GRADING Private grading engineer shall observe work, coordinate tests, make reports.
INSPECTION DATE 1 INSP. SIGNATURE
litial -site prep.
tough. prior to drains
‘inal -slopes planted
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:ompaction reports rec’d.
‘rivate engr. cert. rec’d.
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Permit Expiration Date Yellow-Inspector; Pink-Permittee; Goldenrod-Finance
THIS FORM WHEN PROPERLY VALIDATED IS A PERMIT TO DO THE WORK DESCRIBED
THIS PERMIT IS VALID FOR A SIX (6) MONTH PERIOD
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-1200 E1.m Avciw2 - . . . -- .a.* . . ~Carlshad, California 32008 - . . . .- . . TO: d.s$&a#. Li/l cf&e.mw~U~~ __- . Date 7-e?+f-’ .
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ATTN : . - . . SUBJECT: . . .
We are sending you H Herewith aseparate
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UTentative Map q Street Plans Title 'S!leet :r Plans
Storm Drain
Prints Cover TranspE aOrigin; aCopies
q Improvement'R3nd @Survey Plat GTopcgr"phic Nap ~Specifxatlons
of Lrencies of 11s of of
q Adjustment Plat Grant Deed. :ImprovemBnt Agreeir .mParce.l. Nap ient
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These tire:
As requested .
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your use.
lease return
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CHARLES W. CHRISTENSEN&ASSOCIATES
CIVILENGINEERS
SUITE 12W
23.3 ~A STREET
SAN DIEGO. CALIFORNIA YZIOI
%I-7891
TRANSMITTAL ADVICE
TO: City of Carlsbad 1200 Elm Avenue Carlsbad, California 92008
ATTN: Mr. Richard Allen
PROJECT: The Grove Apartments Northwesterly Fill Site
Transmitted herewith are the following:
DATE: July 23, 1981
VIA: Delivery
JOB= A-6940
Originals Prints Description
1 Application for Grading Permit
1 Negative Declaration
2 Grading Plans sheets 1 & 2
2 Landscape & Irrigation Plans, sheets 1, 2 & 3
1 Soil Report
Message:
In accordance with your request, we have added a title sheet to the grading plan with the Soil Engineers' signatcres. We have also made the proposed work much heavier in order to distinguish between the proposed work and the existing work which is shown (faded out) to clarify the spatial relationship between the exist- ing and proposed work.
From:
_ /& d M
Bill K. Bramble for CHARLES W. CHRISTENSEN & ASSOCIATES
BKB/wPw
Woodward-Clyde Consultants
SOIL AND GEOLOGIC INVESTIGATION THE GROVE APARTMENTS RECREATIONAL AREA CARLSBAD, CALIFORNIA
Hunt Enterprises 17411 Crenshaw Boulevard Torrance, California 90504
3467 Kurtz Street San Diego, Cal~lorn~a 92110
714-224~2911
Woodward=Clyde Consultants
July 23, 1981 Project No. 51192U-AS01
Hunt Enterprises 17411 Crenshaw Boulevard Torrance, California 90504
Attention: Mr. Aubrey A. Buice
SOIL AND GEOLOGIC INVESTIGATION THE GROVE APARTMENTS RECREATIONAL AREA CARLSBAD, CALIFORNIA
Gentlemen:
We are pleased to provide the accompanying report, which presents the results of our soil and geologic study for the subject recreational area. This study was prepared in accordance with our proposal dated June 1, 1981 and your authorisation of June 12, 1981.
The report presents our conclusions and recommendations per- taining to the project, as well as the results of our field explorations and laboratory tests.
If you have any questions, please give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
Ernest R. Artim C.E.G. 1084
ERA/RPW/JB/eej
Attachment
Richard P. While R.E. 21992
(4) Hunt Enterprises (4) Charles W. Christensen &Associates (4) T. L. Sheldon Corporation
Consulting Engineers. Gedoglsts
and Envtronmenlal Scientists
OffIces I” Other PrInCipai Cl&s
Project No. 51192U-AS01
TABLE OF CONTENTS
PURPOSE OF INVESTIGATION
WoodwardGlyde Consultants
BACKGROUND INFORMATION AND PROJECT DESCRIPTION
FIELD AND LABORATORY INVESTIGATION
SITE, SOIL AND GEOLOGIC CONDITIONS
Geologic Setting
Surface Conditions
Subsurface Conditions
Compacted Fill (Qcf)
Surficial Soils (unmapped)
Santiago Formation (Ts)
Structure and Faulting
Landslides
Ground Water
DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS
Potential Geologic Hazards 6
Faulting and Ground Breakage 6
Liquefaction Potential 7
Landslides 7
Ground Water 7
Slope Stability 8
Grading 9
Foundations 10
Page
1
2
3
3
6
RISK ANTJ OTHER CONSIDERATIONS
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Project No. 51192U-AS01 Woodward-Clyde Consultants
TABLE OF CONTENTS (cont'd)
Page
FIGURES
1 Site Plan and Geologic Map
2 Geologic Cross-Sections A-A' and B-B'
3 Geologic Cross-Sections C-C'
APPENDIX A August 25, 1972 Report
APPENDIX B March 1, 1973 Report
APPENDIX C Field Investigation
FIGURES
C-l Key to Logs
C-2 through C-4 Logs of Test Borings 1 and 2
APPENDIX D Laboratory Investigation
APPENDIX E SLOPE STABILITY
APPENDIX F GRADING SPECIFICATIONS
A-l
B-l
C-l
D-l
E-l
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Project No. 51192U-AS01
SOIL AND GEOLOGIC INVESTIGATION
THE GROVE APARTMENTS
RECREATION AREA
CARLSBAD, CALIFORNIA
This report presents the results of our soil and geo-
logical investigation for the site of the proposed recreation
area addition to The Grove Apartment complex. The site lies
in the extreme northwest corner of the approximately lo-acre
apartment complex located at the northwest intersection of
Hosp Way and El Camino Real in the City of Carlsbad,
California.
PURPOSE OF INVESTIGATION
The purpose of our investigation is to assist Hunt Enter-
prises and their consultants in evaluating the soil conditions
and in project design. Our report includes conclusions and
recommendations regarding:
0 The geologic setting of the site
0 Potential geologic hazards
0 General subsurface soil conditions
0 General extent of existing fill soils
0 Conditions of areas to receive fill
0 Presence and effect of expansive soils
0 Depth to water (if within the depths of our sub- surface investigation)
0 Stability of proposed fill slopes
0 Grading and earthwork specifications
Project No. 51192U-AS01
0 Types and depths of foundations
0 Allowable soil bearing pressures.
BACKGROUND INFORMATION AND PROJECT DESCRIPTION
For our study we have discussed the proposed project with
Mr. Aubrey A. Buice of Hunt Enterprises, and Mr. Bill Bramble
of Charles W. Christensen & Associates, and we have been
provided with an undated "Grading Plan, Carlsbad Tract 79-27"
(Sheet 24), prepared by Charles W. Christensen & Associates
(Scale 1" = 20') showing the proposed grading.
For our study, we have reviewed the following geotech-
nical and geologic reports and maps:
0 "Soil and Geologic Investigation for the Proposed Hosp Grove Apartments, Carlsbad, California," pre- pared by Woodward-Gizienski 6 Associates, dated August 25, 1972 (Appendix A)
0 "Final Report of Engineering Observation and Compac- tion Testing, Grove Apartments, Carlsbad, Califor- nia," prepared by Woodward-Gizienski & Associates, dated March 1, 1973 (Appendix B)
0 "Update Soil and Geologic Investigation, Pueblo De1 Oro (Grove Apartments), Carlsbad, California," prepared by Woodward-Gizienski & Associates, revised October 20, 1980
0 "Faulting in the Oceanside, Carlsbad, and Vista Areas, Northern San Diego County, California," by Dennis Hannan, in Studies on the Geology z Camp Pendleton, and Western San Dzgoxunty, California, San Diego Association of Geologists (1975)
0 "Geologic Map of a Portion of the San Luis Rey Quadrangle, San Diego County, California," by Kenneth L. Wilson, MS thesis, University of Cali- fornia, Riverside (1972)
0 "Faults and Special Studies Zones - Quad 7, Ocean- side," by Mapping Section, San Diego County Department of Transportation (March 3, 1976)
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Project No. 51192U-AS01 W00dward~Clyde Consultants
We understand that the proposed project will entirely
involve the placement of imported fill materials to construct
a level pad for recreational uses. We further understand that
the fill slopes will have maximum inclinations of 2 to 1
(horizontal to vertical) and a maximum height of approximately
45 feet. At the present time, the structures or facilities
planned for the site have not been specified.
FIELD AND LABORATORY INVESTIGATION
Our field investigation was conducted on June 21 and 22,
1981 and included making a visual reconnaissance of the
existing surface conditions, grading dozer access roads, the
drilling and down-hole logging of two bucket auger borings,
and obtaining representative soil samples. The borings were
drilled to depths of approximately 35-l/2 feet and 45 feet at
the approximate locations indicated on Fig. 1. A Key to Logs
is presented in Appendix C as Fig. C-l. Simplified boring
logs are presented on Figs. C-2 and C-3. The descriptions on
the logs are based on sample inspection and laboratory test
results. The field investigation and laboratory testing
programs are discussed in Appendixes C and D.
SITE, SOIL AND GEOLOGIC CONDITIONS
Geologic Settinq
The site is in an area characterised by the erosional
remnants of northwesterly inclined Tertiary age sedimentary
deposits, which form the rolling coastal foothills of the
Carlsbad area.
Surface Conditions
The site of the proposed recreational area is located on
a northwesterly sloping ravine located between existing cut
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Project No. 51192U-AS01
and fill slopes of the subject and adjacent projects (Fig. 1).
Present elevations range from a low of approximately 44 feet
(MSL Datum) at the toe of a proposed fill slope to a high of
approximately 115 feet at the southernmost proposed daylight
line. As indicated on Fig. 1, a storm drain headwall is
present in the ravine bottom at the northwest boundary, and an
approximately 5-foot high retaining wall is present along the
northern boundary.
Vegetation in the area of proposed grading consists of
grasses and iceplant on the lower slope, and dense shrubs and
trees on the upper adjacent to apartment structures.
No utilities are known to be in the area of proposed
grading. A review of the Woodward-Gizienski report of
March 1, 1973, indicates that a subdrain system was installed
in the ravine during initial site grading; the approximate
drain location is shown on Fig. 1. The subdrain discharges
into the storm drain headwall at the northwest boundary. The
drain was estimated to be flowing at a rate of less than
1 gallon per minute at the time of our field work.
Household debris and trash are locally scattered on the
proposed project area.
Subsurface Conditions
The area of proposed development is underlain by com-
pacted fill soils, surficial soils, and the Eocene age
Santiago Formation. These units are described below; their
area1 extent, with the exception of the surficial soils are
approximately shown on Fig. 1. The geologic map symbol for
each unit is given after the formal name for the unit.
Compacted Fill (Qcf). Compacted fill soils are present
in the southeast portion of the recreational area; field
density test results are found in Appendix B. A review of our
files indicates that these soils were the result of the com-
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Project No. 51192U-AS01 Woodwarddycie Consultants
plete removal and recompaction of an ancient landslide on the
west facing slope of the ravine.
Surficial Soils (unmapped). Surficial topsoils and
slopewash soils are present on the natural hillside. These
soils are composed primarily of sandy clay, and were found to
range from approximately 2 feet in thickness along the dozer
access road to 8 feet in thickness in Boring 1. No topsoil
was present in Boring 2 at the compacted fill/Santiago Forma-
tion contact.
Recent accumulations of silty sand are present in the
drainage bottom near the headwall (loose soils on Fig. 1).
These deposits appear to be from surface runoff and are esti-
mated to be less than 5 feetin thickness.
Santiago Formation (Ts). Well-indurated sandstones and
interbedded sandy to clayey siltstone of the Santiago Forma-
tion underlie the entire site.
Structure and Faultinq
Bedding within the Santiago Fomation was found to be
generally massive, with some very poorly defined bedding. Our
experience on the adjacent parcel and in the general area,
however, indicates that the Santiago Formation in gross aspect
is inclined approximately 10 degrees toward the northwest (see
Figs. 2 and 3). A review of our files indicates that the
former landslide mass failed on a northwesterly-dipping clay
bed.
During our field investigation, no faults or indications
of faults were observed. Our literature search indicated that
no faults have been mapped on the site.
Landslides
Our previous studies indicated the presence of both
shallow and deep-seated landslides in the general project
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Project No. 51192U-AS01 Woodward-Clyde Consultants
area. As indicated previously, a landslide within the limits
of the subject project was completely removed and recompacted
during the 1972 grading. No other landslides are known to be
present within the area of proposed development.
An easterly dipping remolded clay seam was observed in
Test Boring 2 at a depth of approximately 40 feet, which is
approximately 20 feet below the ravine bottom. We interpret
that this feature was formed during the regional tilting of
the area towards the northwest and is not the result of
ancient landsliding.
Ground Water
Ground-water seepage was observed in Borings 1 and 2 at
elevations between 30 feet and 40 feet (MSL Datum). Water was
observed flowing from the aforementioned subdrain system
during our field investigation. In addition, an isolated zone
of saturated surface soils was noted on the existing fill
slope to the southwest (Fig. 1).
DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS
The discussions, conclusions, and recommendations pre-
sented in this report are based on the results of our field
and laboratory studies, analyses and professional judgment.
Potential Geologic Hazards
Faulting and Ground Breakage. Our reconnaissance, liter-
ature review, and subsurface explorations did not reveal the
presence of any faulting within the project area.
The nearest known active fault along which earthquakes of
magnitude 4 or greater have occurred is in the Elsinore Fault
zone, mapped some 21 miles northeast of the site.
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Project No. 51192U-AS01 Woodward-Ctyde Consultants
The closest significant faulting is the northern exten-
sion of the Rose Canyon Fault zone, which is mapped offshore
approximately 9 miles southwest of the site. No magnitude 4
or larger earthquakes have been recorded on the Rose Canyon
Fault zone.
Liquefaction Potential
The depth to the regional ground-water table on the site
is estimated to be greater than 30 feet. In our opinion, this
depth, together with the dense nature of the formational soil
on the site, generally precludes the possibility of liquefac-
tion. The loose surficial soils have a potential for lique-
faction in a saturated state. In our opinion, this potential
can be substantially reduced by over-excavation and recompac-
tion as recommended under "Grading."
Landslides
No landslides were found to underlie the area of proposed
grading.
Ground Water
Perched ground-water zones are present in the formational
soils where permeable sand lenses are interbedded with less
permeable sediments. It is our opinion, however, that this
condition is controlled by the existing subdrain system.
Special care will be required during grading not to damage the
existing subdrain.
We recommend that the zone of saturated soils on the
existing fill slope be further evaluated during grading. The
possible need of additional subdrains can be evaluated at that
time.
We recommend that positive measures be taken to properly
finish grade the pad once improvements are in place so that
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Project No. 51192U-AS01 WoodwardGyde Consuttants
drainage waters are directed off the pad and away from
possible 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.
Slope Stability
Slope stability analyses of the proposed fill area were
performed by both computer methods, using the Morgenstern-
Price wedge failure approach, and the Janbu method of
analysis.
The Morgenstern-Price method was performed to analyze the
effect of placing the proposed fill on both existing fill and
the surface of adversely oriented, northwest-dipping, strata
that contain weak clay seams. The records of analyses are
not included in this report, but are available for review if
requested. The assumed "weak" clay seam shear strengths used
in the analysis are based on our recent experience with land-
slides and weak clay seams in similar materials and adjacent
sites. In utilizing the Janbu method for the proposed fill
slope we utilized parameters developed from the results of
laboratory tests performed on representative samples from the
adjacent parcel, which we understand is the borrow area under
consideration, and professional judgment. The following are
the shear strengths for the various materials:
Location 1 (degl c' (psf) r (pcfk
Santiago Formation claystone 25 300 125 Santiago Formation sandstone 400 125 Compacted fill 300 125
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Project No. 51192U-AS01 Woodward4lyde Consultants
The results of both analyses indicate that the proposed
slopes have calculated factors of safety for deep-seated
failure in excess of 1.5 for stable conditions to the heights
proposed. The results of the Janbu method are presented in
Appendix D.
Stability analyses require using parameters selected from
a range of possible values; thus, there is a finite possibil-
ity that slopes having calculated factors of safety as
indicated above could become unstable. In our opinion, the
probability of the slopes becoming unstable is low, and it is
our professional judgment that the slopes can be constructed
as indicated above.
Fill slopes, particularly those steeper than 2 to 1, are
susceptible to shallow slope sloughing in periods of rainfall,
heavy irrigation, and/or upslope surface runoff. Periodic
slope maintenance may be required, including rebuilding the
outer 18 to 36 inches of the slope. Sloughing of fill slopes
can be reduced by over-building at least 3 feet and cutting
back to the desired slope. To a lesser extent, sloughing can
be reduced by backrolling slopes at frequent intervals. As a
minimum, we recommend that fill slopes be backrolled at maxi-
mum 4-foot fill height intervals. Additionally, we recommend
that all fill slopes be trackwalked so that a dozer track
covers all surfaces at least twice.
We recommend that all slopes be properly landscaped
drained, and maintained to help control erosion.
Gradinq
We recommend that all earthwork be done in accordance
with the attached Specifications for Controlled Fill (Appen-
dix E). Woodward-Clyde Consultants should observe the grading
and test compacted fills.
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Project No. 51192U-AS01
We recommend that a pre-construction conference be held
at the site with the developer, civil engineer, contractor,
and geotechnical engineer in attendance. Special soil
handling and the grading plans can be discussed at that time.
We recommend that all imported fill soils be approved by
this firm at the borrow site. We recommend that all trash,
debris, and waste materials be removed from the site before
grading. We recommend that all porous topsoils, slopewash and
other loose soils be excavated or scarified as required,
watered, and then recompacted prior to placing any additional
fill. We recommend that the soil engineer evaluate the actual
depth and extent of excavation and compaction in the field at
the time of grading.
We recommend that the upper 2 feet of materials in the
pad area be composed of finish grade, granular soils. Finish
grade soils are defined as granular soils that have a poten-
tial swell of less than 6 percent when recompacted to
90 percent of maximum laboratory density at optimum moisture
content, placed under an axial load of 160 psf, and soaked in
water.
We recommend slightly to moderately expansive soils, that
is, soils swelling between 3 and 6 percent, be compacted at
moisture contents of 3 to 5 percent over optimum water content
when they are used within 2 feet of finish grade.
Foundations
Foundations founded at minimum depths of 12 inches in
properly compacted finish grade soils be designed for an
allowable soil-bearing pressure of 2,000 psf total dead-plus-
live load. This pressure may be increased by one-third for
loads that include wind or seismic forces.
We recommend that foundations founded in slightly expan-
sive material (3 to 6 percent swell) be reinforced top and
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Project No. 51192U-AS01
bottom with a least one No. 4 steel bar, and that the concrete
slabs-on-grade be a minimum 4 inches (as opposed to nominal)
thick and be underlain by 4 inches of coarse, clean sand and
reinforced by 6 x 6, lO/lO welded wire mesh. A plastic mem-
brane should also be provided under slabs.
We recommend that structures not able to tolerate differ-
ential 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.
RISK AND OTHER CONSIDERATIONS ~
We have observed only a small portion of the pertinent
soil and ground-water conditions. The recommendations made
herein are based on the assumption that these conditions do
not deviate appreciably from those found during our field
investigation. If the plans for site development are changed,
or if variations or undesirable geotechnical conditions are
encountered during construction, the geotechnical consultant
should be consulted for further recommendations.
We recommend that the geotechnical consultant review the
foundation and grading plans to verify that the intent of the
recommendations presented herein has been properly interpreted
and incorporated into the contract documents. We further
recommend that the geotechnical consultant observe the site
grading, subgrade preparation nder
1
concrete slabs and paved
areas, and foundation excavatio s.
It should also be underst od that California, including
San Diego County, is an area of high seismic risk. It is
generally considered economically unfeasible to build totally
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Project No. 51192U-AS01 WoodwardGlyde Consultants
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 construction, and
partly on our general experience in the geotechnical field.
Our engineering work and judgments rendered meet current
professional standards. We do not guarantee the performance
of the project in any respect.
This firm does not practice or consult in the field of
safety engineering. We do not direct the contractor's opera-
tions, 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 contrac-
tor should notify the owner if he considers any of the
recommended actions presented herein to be unsafe.
12
APPENDIX A
AUGUST 25, 1972 REPORT
SOIL AND GEOLOGICAL INVESTIGATIOiJ FOR THE PROPOSED
HOSP GROVE APARTMENTS
CARLSBAD, CALIFORb:IA
for
Grove Apartrrents Post Office Box 1155 Carlsbad, California
WOODb!ARD-GIZIEkiSKI & ASSOCIATES Consulting Soil and Foundation Engineers and Geologists
(An Affiliate of Woodward-Clyde Consultants)
TABLE OF CONTENTS
Page
LETTER OF TRANSFIITTAL
SCOPE
FIELD INVESTIGATION
LABORATORY TESTS
SITE AND SOIL CONDITIONS
GEOLOGICAL STRUCTURE
GROUND HATER
COiICLUSIOEIS
RECOfM:ENDATIONS - EAETHIIORK
RECOE!MEIIDA,TIONS - FOUb!DATIOt!S
LIIXTATIOIiS
FIGURE 1 - SITE PLAN
FIGURES 2 THROUGH 25 - LOGS OF TEST BORINGS
FIGURE 26 - HYDROMETER ANALYSIS
FIGURE 27 - TYPICAL SECTIONS
1
2
2
3
5
6
7
8
11
12
August 25, 1972 Project No. 72-105-20
Grove Apartments ?ost Office Box 1155
Carlsbad, California 92009
Attention: Mr. J. Rombotis
In accordance with your request and our authorizated proposal dated July 19, 1972, we have made an investigation of the underlying geologic and soil con- ditions at the site of the proposed condominium development to be kno!rn as Eosp grove Apartments in Carlsbad, California.
Our subsurface investigation revealed that weak clay seams are present within the formational soils at the site and that there is evidence of recent sliding
Subsequent analysis, however, has shown that the proposed cut and fill slopes !/ill generally have adequate factors of safety against deep-seated failure
exce[jt in the area of an existing slide where special treatment will be :-equl red.
The accompanying report presents the results that the subsurface exploration
and the laboratory tests as well as the conclusions and recommendations per-
taining to this site.
The engineer and project geologis t assigned to this project was Richard P.
Xhile and Ernie Artim of our firm.
(4) 3rove Apartments
Project No. 72-105-20
SCOPE
This report describes an investigation of the underlying geo-
logical and soil conditions at the site of a proposed subdivision to be
known as 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 geological conditions including the presence, depth and extent
of existing landslides and weak soil layers; to study the effect of these
conditions on the stability of proposed cut and fill slopes; and to present
recommendations regarding 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 will be
limited to relatively light to moderate weight one and two-story, wood-
frame and stucco structures with either raised, wooden floors or slab-on-
grade floors. The available grading plan indicates that grading will
essentially consist of reducing the site into a series of cut and fill
pads stepping down east and north from the highest elevation and will
include the filling of several canyons. Cut and fill slopes having maxi-
mum heights of 57 and 75 feet, respectively, and maximum slope inclinations
of 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 F. Beach Leighton, Geologist. This report is dated December 11, 1967,
and is entitled "Geologic Report for Hosp Grove Planning Study, Phase 11.
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
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 materials including laboratory compaction tests, grain
size analyses, plasticity characteristics, direct shear tests and swell
tests. The strength and compressibility of the undisturbed soils, exclu-
WOOOWARO.GlZiENSKl & ASSOCIATES cD)I*tnII*o SW, I"D IOYIDA,,ml r*m*rnr A"D OEOLOCQTI
Project No. 72-105-20 Page 3
sive of the clay seams, was evaluated by previous tests and by geologic
characteristics.
Specific laboratory tests were performed for this investigation
on remolded clay seams encountered in the borings. These tests included
complete hydrometer analysis (grain size distribution on the minus #200
sieve material) on representative samples and a slow repeated direct
shear test. The purpose of these latter tests was to better evaluate the
long term strength of the clay seams. The slow direct shear test is still
in progress and the results will be issued in an addendum report. The
results of the hydrometer tests are presented on Fig. 26.
SITE AND SOIL CONDITIONS
The site is located in the western half of Section 32, Township
11 South, Range 4 West, San Bernardino Base Meridian on the lower and
middle north facing slopes of Buena Vista Creek Valley where it enters
Buena Vista Lagoon. In gross aspect the topography is typified by northerly
striking ridges and valleys sloping to the lagoon in a north-northwest
direction. The bottom of the valleys have been severly eroded into vertical
sided 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 ft in the southeastern portion (USGS Datum). The
area studied was being graded at the time of our inspection and cuts and
fills in the order of 10 and 20 ft had been placed. Originally the native
vegetation consisted of short grass and weeds with a scattering of small
trees and brush in the natural drainage channels. In the eastern most
canyon along the north slope water loving plants were apparent and wet areas
WOODWARD- GIZIENSKI A ASSOCIATES coM"LIIIIO so,!. A"D FDY"D1TIo* t*Ol"~c"* ALO cEoLows~*
Project No. 72-105-20 ' Page 4
were noted in the west facing side slope. This evidence and the presence
of scarps and hummocky topography suggests a recent existing landslide on
this slope. Previous investigators have also recognized this landslide.
Some miscellaneous rusted farm equipment and other
at the southeast corner of the site.
vehicles were present
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 glower slopes and on protected slopes the
soil profile consists generally of 1 to 3 ft of sandy silt topsoil under-
lain by 0 to 10 ft of potentially expansive silty and sandy clay. In
some places deep erosion has stripped these materials and the underlying
formational soils are exposed. The alluvial soils consist primarily of
loose to medium dense silty sands with some clayey sand interbeds. These
soils are usually porous to depths of at least 7 to 10 ft and are located
in the bottoms of the subcanyons and low drainage areas.
Quaternary Terrace (Qt)
Quaternary terrace soils exist at variable levels on the site.
Above an east to west sloping terrace surface at elevation 220 to 180 ft,
WOODWARD .CIZIENSKI 6 ASSOCIATES MsYLII*~ sot, AtID ,oY*m~Im r*aI*rrN A*0 c‘mocllm
Project No. 72-105-20 Page 5
these materials consist of relatively horizontally bedded, dense, gravelly
silty sand. The so-called "draping" terraces which occur below the sloping
elevation of 220 to 180 ft consist of moderately to poorly consolidated
gravelly silty to clayey sands and exist at various unrelated elevations.
These latter terraces are highly irregular in occurrence and were not
mapped in detail.
Eocene Sediments (La Jolla Group) (Et)
An undifferentiated member of the La Jolla Group of Eocene Age
underlies the entire site to significant depths. This member consists
primarily of dense medium to coarse poorly indurated uncemented sandstone
with interbedded siltstones and claystones occuring in irregular layers and
lenses. Some of the claystones have been remolded into firm to stiff clay
seams.
GEOLOGICAL STRUCTURE
In general, the Eocene sediments are the only materials on 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 6 ASSOCIATES SMMIINa w L”D mu”DL,W 1”0,“111, A”0 S~OL=JCI.TI
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 in Test Borings 7 through 11, 13,
14, 16 and 17 at depths ranging from 21 to 46 ft. The ground water surface
appears to slope towards the northwest being modified by the clay seams.
No ground water was encountered in the borings made in the extreme southern
and western parts of the site. The previous test boring in the area of
Boring 11, indicated a water table at a depth of 64 ft. The water level in
several of the borings was allowed to stand during an overnight period and
WOODWARD.GlZiENSKl 6 ASSOCIATES cwl*YLII*O 101, UD ,D""D*TIO" mcI*Im, A"0 DrOLoal*,*
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. Recomnendations
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 6 ASSOCIATES UHltYL.I*C ML UD ,oY*D.IIDI( m51*m1* mm ccoLo~IsT*
Project No. 72-105-20 Page 8
3) In general the soils to be used in fills range from nonex-
pansive to low to moderately expansive in nature with the exception of the
overburdened clays and silty clay lenses within the Eocene sediments which
are considered highly expansive in nature.
4) The proposed fill slopes having maximum slope inclinations
between benches of 2 to 1 and maximum overall heights in the order of 75 ft
will, in our opinion, have adequate factors of safety against deep-seated
failure, if constructed in accordance with specifications and the recommen-
dations contained herein. Special preparation will be required for the
fill placed in the eastern most canyon area along the north slope. Detailed
analyses were made of both fill and cut slopes. The analyses included the
use of a computer program on file which enables the analysis of many 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-1/2 to 1 will
also have adequate factors of safety against deep-seated failure, if con-
structed in accordance with plans and specifications. It should be anti-
cipated, however, that water seeps may be encountered at the toe of the
deeper cut slopes; recommendations for handling this situation and other
water seeps which may occur in the deeper cut areas are presented in the
following paragraphs.
RECOMMENDATIONS - EARTHWORK
1) Highly expansive clay soils may be encountered in areas of
shallow cut or where clay seams are encountered at depths within the deeper
cut areas. With slab-on-grade construction it is recommended that the
WOODWARD-GIZIENSKI 6 ASSOCIATES cow",,I*c so,, AND ,mJwDA,,o* E*tl*EEIs A"0 cmLcas=
Project No. 72-105-20 Page 9
clays be removed to a minimum depth of 2 ft below all level graded pad
areas and disposed of in deeper fills. The clay should be replaced with
nonexpansive or low to moderately expansive soil available at the site.
It is recommended that this type of treatment be extended to proposed roads and
other traffic areas. In this case the depth of removal and replacement
should be 12 inches. If raised floor construction is used and the clay is
not removed in the building areas, it is 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 6 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.GlZlENSKl 6 ASSOCIATES coM*"LrINc ID,l A"0 rn"WDl,,OW mcI*ErRs ANO ~~OLOC~~~~
Project No. 72-105-20 Page 10
of 5 ft into formational soils and be a minimum width of 20 ft. All fill
placed from the toe up the'sides should be benched a minimum depth of 2 ft
into formational soils. In addition to the special key all surface residual
soils and the existing slide at the east side of the canyon should be removed
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 (A&HO M 218-207 ASTM A 444-
446-m) should be properli 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:
\ TYPICAL SECTION
i 1 12 in. min 'j ',: “b :.i I :; \ I ,.i.
Class II L--~ . Class II Permeable
state , State of Californi
Specif Specifications or Er..: ..*' Equivalent
NO Scale
Excavate and rebuild as indicated
Compacted Native
lmpmeable Cover
(clayey sand or lean sandy clay
Y in, Perforated Transit Pipe
Slope to drein outlet at
Curb or into storm drain WOODWARD .GIZIENSKI A ASSOCIATE . . __. .I^ ..^,^.-,:
Project NO. 72-105-20 Page 11
6) It is recommended that all cut slopes be inspected during
grading by Woodward-Gizienski & Associates. Additional recommendations
for unusual or unanticipated geological conditions can be presented in the
interim report, if this should be required.
RECOMMENDATIONS - FOUNDATIONS
1) It is our opinion that conventional spread or continuous
footings founded in properly noncompacted nonexpansive or low to moderately
expansive soil should provide a suitable foundation for the proposed struc-
tures.
2) It is recommended that an allowable soil bearing pressure of
2,000 pounds per square foot (total load) be used in the design of footings
founded a minimum depth of 12 in. in properly compacted nonexpansive or
low to moderately expansive fill or nonexpansive or low to moderately expan-
sive undisturbed natural ground. Footings should have a minimum width of
12 in. It is recommended that footings be reinforced top and bottom with
No. 4 reinforcing bars, and that the concrete slabs-on-grade be reinforced
with 6x6 lO/lO wire mesh and underlain by a minimum of 4 in. of sand, crushed
rock or gravel.
3) It is recommended that all building foundations be kept a
minimum distance of 5 ft back from the top of a slope.
4) For retaining walls not restrained from movement at the top
and having a level backfill surface, it is recommended that they be
designed for equivalent fluid weight of 35 pounds per cubic foot. In the
case of sloping backfill it is recommended that the equivalent fluid pres-
sure for l-1/2 to 1 and 2 to 1 slopes be increased to 60 pounds per cubic
foot and 45 pounds per cubic foot respectively. In the case of basement
type retaining walls, it is recommended that a uniform pressure of hundred
“,l-lnn,,,“nn n, VIC I .-..a-.----
Project No. 72-105-20 Page 12
pounds per foot be added to the equivalent fluid weight.
LIMITATIONS
The conclusions and recommendations made in this report are
based on the assumption that the soil and geological conditions do not
deviate appreciably from those disclosed by the test borings. If vari-
ations are encountered during construction, we should be notified so that
we may make supplemental recommendations, if this should be required.
Evaluation and utilization of soil materials and rock formations
for support of structures includes investigation of the subsurface conditions,
analysis, formulation of recommendations, and inspection during grading. The
soil investigation is not completed until the soil engineer has been able to
examine the soil and rock in excavations or cut slopes so that he can make
the necessary modifications, if needed. We emphasize the importance of the
soil engineer continuing his services through the inspection of grading,
including construction of fills, and foundation excavations.
WOOOWARO .GIZIENSKI K ASSOCIATES co*s"LTINc so11 AND ,o"*o.T,oN e4DINEL"I 1ND cIoLocIsTs
..~~ . . .._.. .. . ..“. ;; i..
Graphic sc*,e in w3t SITE PLA”
WOSP WWE - - - ..-.--. t - 3 am ID2 0 m UD 600 wmd,m G,Z,ENSK, & IISSOCI~ITES ‘o*wu,*c so,,
, I , I , /
Boring 5
3 Hard, dry, dark gray sandy clay (al)
&mYJs)
Hard, damp, light gray sandy clay (CH)
ard, dmp, brow silty clay (CL-CH)
EOWllC
sediments
For Legend, see Fig. 6 LOG OF TEST BORING 5
HOSP GROVE
WOODWARD - GIZIENSKI 6 ASSOCIATES
CONSULTING SOIL AtlO FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. BY: OS I APPKDX. SCALE: 1" = 5' I PROJ. ~0:72405~20
CK'D BY: f.%Jl DATE: ?/l0/?2 IFWNO: 7
C
IC
I5
20
25
30
311
40
I-
,_
I_
2
Clay Seam
N70E
15Nw
For Legend, see Fig. 6
Boring I
Mediun dense, damp, gray silty sand
(EN) Porous --..-_ _---- _____
Dense, damp, light reddish-brow
clayey sand (SC) t
TerWZ?
Deposit
Dense, damp, reddish brwh silty
sand (94)
Very stiff, wet, light gray silty clay
r----i ----- -__
mist, light gray sandy clay
moist, gray s&y clay (CL)
EOCfZW
Sediments
LOG OF TEST BORING I
HOSP GROVE
WOODWARD - GIZIENSKI 6 ASSOCIATES
CONSULTING SOIL All0 FOUNDATIC4l ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFIXNIA
,OR. BY: Gs 1 APPROX. SCALE: 1' = 5' 1 PROJ. NO: 72-'os2(
CK'D BY: @! 1 DATE: 7/18/72 -~hOURE NO: '2
Boring 2
Dense, mist, reddish brm clayey
sand (SC) I----
-_-_
Tl?rWX
Deposit
0,
5
Y
% IO Y
I
z
"
s 15 -0
z
&
3 0
5 20
5 0
2
40
115
50
f
!
1 Clay Seam ~
%,":
Clay Seam
N70E
Cla:bn!eam
Clay Seam
For Legend see Fig. 6
Dmse, moist, light gray clayey silty
sand (SCS.4)
--..-_-_
Very stiff, soist, light gray silty
clay (CH) (disturbed)
Hard, wet, light gray silty clay (CH) I
EOWM
Sediments
Very dense, denp, light gray silty
sand (SP-SW) with thin clay stringers
I >
i
Hard, wet, dark gray silty clay (CH)
Very dense, moist, light gray clayey
sand (SC)
1
I LOG OF TEST BORING 2
HOSP GROVE
WJOCMARD - GIZIENSKI h ASSOCIATES _ . ..- __.~ -. CONSULTING SOIL MD FOIJNDATIDK ENGINEERS MD BEOLIJGISTS SAN DIEM, CALIFORNIA
DR. By: GS 1 APPROX. SCALE: 1" = 5' I pROJ. NO: 72-105:
CK'D GY:~ I DATE: 7ilG/72 IFI@&& 3
0
5
IO
25
30
45
50
Clay Seam
Clay Seam
For Legend, see Fig. 6
Poring 3
kdium dense, dry, light gray silty
sand (34) Porous
kwe, n~ist, reddish brorkl clayey
iand (SC) gravel from 13 to 16 feet T
Terrace
Deposit
----_
lard, moist, light gray silty clay
IN
- - _ _ _. _ _ _ _ _
i
EOCeW
Sediments
I’““““:“‘““““”
CONSULTING SOIL MD FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. BY: &s I APPROX. SCALE: 1" = 5' I PROJ. ND:72-10~20
CK'D BY: Rcll/l DATE: 7/18/72 I- NO: 9
(
I
IC
I!
2c
30
35
40
For Legend, see Fig. 6
Boring U
Hard, dry, dark gray sandy clay (CH)
Porous - - - . _ - - - - - - - - _ _ _ _
I
Hard, dmp, light gray sandy clay
(CH)
Very dense, mist, light gray-brown
sandy clay to clayey sand (CL-SC)
i
Very dense, damp, light gray clayey
sand (SC)
Very dense, mist, light gray-brow
silty sand (S&t-SP) with thin clay
stringers
Very dense, mist, light gray silty
sand(%)
1 -- ----
Continued on next page
EOC&V4
Sediments
LOG CF TEST BORING I+
HOSP GROVE I WOODWARD - GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATIW EffilNEERS AND GEOLOGISTS SAN DIEGO, CALIFMINIA
DR. BY: GS I APPROX. SCALE: I” = c,? I PROJ. NO: 72-IO&2Q
40
45
50
55
70
Boring 4, Continued
---------~
Eocene
Sediments
LEGEND:
(34) = Group classification symbol in accordance with
the Unified Soil Classification System.
$= Water Level at time of drilling.
Water Level as noted at bottom of log.
LOG OF TEST BORING 4, CONTINUED
HOSP GROVE
WOODWARD - GIZIEMKI & ASSOCIATES
CONSULTING SOIL AN0 FOUNOATIOK ENGINEERS AND GEOLOGISTS SAJI DIEGO, CALIFORWIA
IO
15
20
2!
3(
3!
5a
For Legend, see Fig. 6 LCG OF TEST BORING 6
Boring 6
Medium dense, danp, gray silty sand
(94) Porous
-_--_
Dense, danp, reddish brown silty to I----
__-__
clayey sand (SC)
Terr&X
Deposits
J ___---_ _--_ _ _____
Dense, daxp, light gray silty sand
(,S$tth dark gray silty clay (CH)
1
EOCeW
Sediments
Very dense, danp, dark gray marse
silty sand (SP-SW)
Very dense, danp, light gray silty
sand (34)
Very dense, danp, coarse brow silty
sand (34SP) cross-bedded
HOSP GROVE
WOODWARD - GIZIENSKI 6 ASSOCIATES
COWSULTIWG SOIL MD FWWDATION ENGINEERS AND GEOLOGISTS
k-
SAN DIEGD. CALIFWI(IA
I .-- _... --..- -- 8~
0
5
35
4r
45
50
Boring 7
~~----;~~~~----
E0Wle Sediments
Hard, mist, brow silty clay (CH)
mist, light gray silty
T *I4 hours after drilling
For Legend, see Fig. 6 HOSP GROVE
LOG OF TEST BORING 7
WOODWARD - GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATIOW ENGINEERS AND GEOLOGISTS SAN DIE@% CALIFWWIA
,OR. BY: GS 1 APPROX. SCALE: I" = 5' 1 ~RDJ. ND: 72-lob-20
CK'D BY:,!!?@1 DATE: 7/19/72 I FIWRE wn: 9
Boring 6
0
5
IO
15
20
25
Clay Seam
NZCVI 23HE
For Legend, see Fig. 6
;;a;,dv, grey, sandy clay (CH)
- ----_ __- _______
kme, danp, reddish brow clayey
jand (SC) T
Terrace
Deposits
----- .----- --_
‘cry dense, mist, 1 ight gray silty
and (91)
I
EOWIW
Sediments
ard. mist, brown siltv clav IMI
‘cry dense, mist, 1 ight gray silty
,aid (34)
----___----___
Continued on next page
HOSP GROVE
LOG OF TEST BORING 3
WOODWARD - GIZIENSKI b ASSOCIATES
CONSULTING SOIL AND FOUNDATICNI ENGINEERS AND GEOLOGISTS SAN DIEM. CALIFORNIA
Boring 8, Continuej
--e-e--____
me as Before Eocene
IHard, dmp, brown silty clay (CH) Sediments
Very dense, mist, light gray silty
Hard, mist, brow silty clay (G-I)
i
'~: Very dense, moist, light gray silty
1;:; sand (34)
i:,,
;:,~I- Water Seep
- -
For Legend, see Fig. 6 LOG OF TEST BORING 8, CONTINUED
HOSP GROVE
WOODWARD - GIZIENSKI 6 ASSOCIATES
CONSULTING SOIL AJIO FWNDATIW ENGINEERS AND GEOLOGISTS SAN DIEG3, CALIFORNIA
DR. BY: 0s I APPROX. SCALE: I" = 5' I p~0.l. No: 72-105-72
CK'D BY: k%h! DATE: 7119172 1 FI&RE ~0. I I
Boring 9
O-
5-
z 2! IO-
I
E 2
s I!%
7 s &I
3 0
z ZO-
2
E
25-
30-
35-
Clay Seam
N7DW
WE
Clay Seam
N7W
IQNE
For Legend, see Fig. 6
ense, damp, reddish brow clayey
ilty sand (X-94)
7--
TerrFXe
Deposit
____-.
ery dense, moist, light gray silty
and (91)
I
,
EOCEW
Sediment
srd, danp, brown silty clay (CH)
Water Seep
Very dense, saturated, I ~ght gray
iPiity sand lsM' ,c---__----__
'16 hwrs after drilling
LOG OF TEST BORING 9
HOSP GROVE
WOODWARD - GIZIENSKI & ASSOCIATES
C~NSIJLTINS SOIL AND FOUNDATION ENS~NEERS AND BEDLM;ISTS SAN DIEGD, CALIFWNIA
DR. BY: Bs 1 APPROX. SCALE: I" = 5' 1 Pff0.l. NO:72-105-20
35 -
40 -
115 _
50 -
Boring 9. Continued
--------
ame as Before
Sediments
For Legend, see Fig. 6 I LOG OF TEST BORING 9, CONTINUED
HOSP GROVE
WOODWARD - GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATIWI ENGINEERS AND GEOLOGISTS SAN DIEM, CALIFORNIA
DR. BY: GS 1 APPRDX. SCALE: 1" = 5' 1 PROJ. ND: 72-IO&2Q _I.. a-- I
5
IO
15
20
25
30
35
Clay Seam
Clay Seam
NllOE I1WW
Clay Seam
N2Y IBNW
Clay Seam
N30E ZCNW
Boring IO Boring IO
Dense, mist, reddish brom clayey Dense, mist, reddish brom clayey
sand (SC) sand (SC) t t
Terrace
Deposits
Very dens-, mist, light gray silty
sand (SM)
$Very stiff, mist, gray-brown clay
1 (CH) c
:-Water Seep \ \ \
3
: \
I
, !
,
, \ \ \ \ \ \
,
L-----------
Continued on next page
Eocene
Sediment
For Legend, see Fig. 6 LOG OF TEST BORING IO
HOSP GROVE
MXJBJARD - GIZIENSKI 6 ASSOCIATES
CONSULTING SOIL AJID FOUNDATlMl ENGINEERS AND GEOLOGISTS SW DIEGO, CALIFORNIA
DR. BY: 0s I APPROX. SCALE: 1" = 5' 1 PROJ. NO:72-105-20
CK'D BY:@1 DATE: 7119172 IF-: II)
% 2 35 I
2
"
cz
-z 40
z
&
z
2 45
5
e 0
50
Boring IO, Continued
---v-m----
For Legend, see Fig. 6 LOG OF TEST BORING IO, CONTINUED
HOSP GROVE
WOODWARD - GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATIOW ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFMINIA
pR. BY: GS I APPROX. SCALE: 1" = 5' 1 PROJ. ND: 72-lD5-2t
CK'D BY:kwj DATE: 7119172 IF&&&I: I5
0
5
IO
I5
30
35
50
5
: 4
i
For Legend, see Fig. 6
Boring II
Very dense, mist, li*t gray silty
Ga+ 04
Hard, mist, bm silty clay (C-l)
-Water 3eq~
Very dense, saturated, light gray silty
$
3a-d (SM-W
, and rising
Eocene
sediments
LOG OF TEST BORING II
HOSP GROVE
WOOMARD - GIZIENSKI h ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIE@, CALIFORNIA
DR. BY: GS I APPRDX. SCALE: 1" = 5' 1 pR0~. ND: 72-IOWl
CK'D %I: &WI DATE: 7/tg/72 1 FlylBE ~0: '6
Boring I2
0
5
0
5 25
E! a
For Legend, see Fig. 6
Hard, danp, dark gray sandy clay
(CL) Porous
Very ?en:e, danp, light gray silty _
Hard, danp, brow silty clay (CH)
Very dense, dmp, light gray
Eocene
Sediments
LOG OF TEST BORING 12
HOSP GROVE
WOODWARD - GIZIENSKI k ASSOCIATES
CONSULTING SOIL AND FOUNDATlffl ENGINEERS AND GEOLOGISTS SAN DIE@, CALIFORNIA
DR. BY: OS I APPROX. SCALE: 1" = 5' I PNOJ. ~0:72-loQO
Boring I3
Hard, wet, brow silty clay (CH)
Continued on next page
EOCeW
Sediments
For Legend, see Fig. 6 LOG OF TEST BORING I3
HOSP GROVE
WOODWARD - GIZIENSKI 6 ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFMINIA
DR. BY: GS I APPRDX. SCALE: I" = 5' I PROJ. ND: 7%10%Q
CK'D BY:#W DATE: 7/1Gl72 1 FJ&& NO: IR
Boring 13, Continued
Sane as Before
Hard, saturated, gray-brcm si Ity
lzz ~ fand rising
Eocene
Sedinents
For Legend, see fig. 6 LOG OF TEST BORING 13, CONTINUED
HOSP GROVE
WOODWARD - GIZIENSKI & ASSXIATES
WWSlJLTlWG SOIL AND FOUNDAlIGN ENGINEERS AND GEOLOGISTS SAN DIEM, CALIFORNIA
DR. BT: GS 1 APPROX. SCALE: 1" = 5' 1 FitOJ. NO: 7%105-20
CK'D GY:&~I DATE: 7/7Uh9 IFQg& 13
L
I_
C
c
IO
15
20
2:
3c
35
i-
I-
,-
Clay Seam
For Legend, see Fig. 6
Boring I4
:.:.;ci'T
Terrace
Deposits
Dense-very dense, moist, light gray
~'silty sand (SM)
iard, mist, brow clay (CH)
Very dense, mist, brown silty clay
to clayey silt (ML)
Very dense, mist, light gray silty
sand (34)
-A----_--
Continued on next page
EOCen-2
Sediments
LOG OF TEST BORING I4
HOSP GROVE I WOOWRD - GIZIENSKI 6 ASSOCIATES
Boring 14, Continued
3(
4(
60
65
70
I
1 !
j-
)-
,-
I-
,--------_---_
Saw as Before
Hard, saturated, brcm silty clay
(a)
Very dense, saturated, light gray silty sand (SM)
I
EOCWW
Sediments
I I I I ,
1
For Legend, see Fig. 6 LOG OF TEST BORING I'+, CONTINUED
HOSP GRCVE
WOODWARD - GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAJt DIEGO, CALIFORNIA
DR. BY: GS 1 APPROX. SCALE: 1' = 5' 1 PROJ. I@: 72-105-21
Boring 15
For Legend, see Fig. 6
Dense, dq, brow clayey sand (SC) 7
Terrace
Deposits
---_-
VW dense, danp, light gray silty
sand (S4)
Hard, dmp, bt-wm silty clay (CH)
~-----_--
Continued on next page
EOCe !“e
Sediments
LOG OF TEST BORING 15
HOSP GROVE .
CONSULTING SOIL MD FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEU). CALIFDRWIA
DR. BY: GS 1 APPROX. SCALE: 1' = 5' 1 PROJ. ND: 72-1054
CK'D SY:k+i DATE: 7124172 I Fl&g no: 22
!
1
1
For Legend, see Fig. 6
Bc #ring II;, Continued
_--__- -----
lery dense, damp, light gray silty
md (SM) I
Eocene
Sedimt ‘IltS
LOG OF TEST BORING 15, COtiTlNUED
HOSP GROVE
WOODi-JARD - GIZIENSKI h ASSOCIATES
CONSULTING SOIL AND FOUNOATIOW ENGINEERS AND GEOLOGISTS SAN OIEU), CALIFORNIA
OR. BY: GS 1 APPRoX. SCALE: I" = 5' 1 PROJ. "0: 72-1052
CK'O SY:w DATE: 7/Z&/72 t FIGURE NO: 23
0
5
25
30
35
40
45
50
Clay Seam
For Legend, see Fig. 6
Boring 16
Madium dense, damp, brown silty t
sand (91) porous
Dense, danp, brew clayey sand (SC) Alluvium
Very dense, mist, light gray
silty sand (9-i)
I Very dense, moist, light gray silty
sand(M) r Hard, danp, brown silty clay (CH)
.
Eocene
Sediments
LOG OF TEST BORING 16
HOSP GROVE I WOODWARD - GIZIENSKI & ASSOCIATES
~~IISULTING SOIL A140 FOUNOATlC# ENGINEERS AND GEOLOGISTS SAN OIEGO, CALIFURNIA
OR. BY: 6s 1 APPROX. SCALE: 1" = 5' I PROJ. NO: 72-105-20
0
45
50
1 5
1 4
I
Boring 17
kkdium dense, danp, brow silty
sand (SM) porous ---__ Very dense, danp, li$t gray silty
sand (S4)
1
ECGW
Sediments
Very stiff, mist, brcnm clay (CH)
Very dense, moist, light gray silty
sand (S4)
.Water Seep
For Legend, see Fig. 6
70
60
F .- : 50
2
+
z
YO
k a 30
20
IO
0
I
t
30
40
x
50 .: 2
L%
60 2
?
70 2
60
0. I .Ol
Grain Size in Millimeters
br Range According to Lambe and Whitman (1969)
Sample $ Passing 2 F Qr Range
4-6 60 6 to I6
IO-I 50 IO to 21
13-2 47 I I to 22
14-3 I7 17to 3
Note: I HYDROMETER ANALYSIS
b = Residual angle of internal
resistance,
t
HOSP GROVE
WOODWARD - GIZIENSKI 6 ASSOCIATES
II 0 S
A..^_.~~.>~ TYPICAL SECTION
'I (normal to slope face )
0 I (no scale)
dense natural
Filter Glanke
Collector pipe 6 in. ..“I I”, California specifications perforated.(tiin A
or equivalent galvanized stee 1
natural sandstone
TYPICAL SECTION
(parallel to slope face)
(no scale)
into dense natural sandstone
TYPICAL SECTIONS
EAST CAtlYON FILL
HOSP GROVE
WOODWARD - GIZIENSKI b ASSOCIATES
CONSULTING SOIL AND FOUNOATIMI ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. BY: GS I APPROX. SCALE: no scale 1 PROJ. NO: 72-105.20,
APPENDIX B
MARCH 1, 1973 REPORT
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)
(2)
(3)
(4)
(5)
(6)
Engineering observation of the grading operation.
Observation of the removal of highly expansive soil from the top of
2 feet of rough lot grade and replacing it with nonexpansive soil in
the areas shown on the attached Fig. 1.
Observation of the removal of an existing "old slide," installation of
filter material and drain system as directed by our office, and replacing
with on-site fill material to proper grades with compacted fill.
Observation of the removal of loose surface soils from the bottom of
canyons.
Taking field density tests in the fill placed and compacted.
Performing laboratory tests on representative samples of the material
used for fill.
Site preparation, compaction, and testing were done between May 17, 1972, and
December 19, 1972, in accordance with the "Specifications for Controlled Fill"
in our report entitled "Soil and Geological Investigation for the Proposed
Hosp Grove Apartments, Carlsbad, California," dated August 25, 1972.
The grading of the site essentially consisted of making cuts and fills of
moderate degree to reduce the site into large building pads and parking areas.
Most of the deep cuts were in the southeast portion of the site and the deeper fills were placed in two canyons along the northern boundary, one
major canyon and several minor draws along the eastern boundary. As the site
grading progressed compaction procedures were observed and field density
Grove Apartments
Project No. 72-105-20
March 1, 1973
Page 3
representative samples of the material used for fill. At the time of issuance
of our preliminary soil investigation report, a slow direct shear test was
underway on a sample from a clay seam encountered in the test borings in the
area of the existing slide. The results of the test essentially verify
assumed shear strength parameters used in our stability analysis. The results
of laboratory tests are given on the attached forms. Laboratory tests and a visual inspection of the site by the project engineer and field technician
on February 20, 1972, indicate that expansive materials are present at
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.
TYPE OF PAD I
Cy 1 Fyi / Cut;""I !Zl;;;;
- - X No Need
X No Need
- - X No Need
- - X No Need
WOODWARD -GlZlENSKI 6 6SSOCIRTES EO*IYLIING SC.11 .*o m"*o.~,o* E1Q1111111 1P.D OTOLOCIITI
Grove Apartments
Project No. 72-105-20
March 1, 1973
Page 2
tests were made to determine the relative compaction of the fill in place.
Field observation and field density test results indicate that the fill has
been compacted to 90% or more of maximum laboratory density. The approximate
locations of field density tests and the limits of compacted fill are shown
on the attached Fig. 1. The results of field density tests and of 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 materials were placed
. in the excavation and compacted. Upon request of Grove Apartments, Inc.,
undercutting was terminated on August 21, 1972, in accordance with a letter
dated August 22, 1972. Hence, strips of expansive topsoil and patches of
claystone remain in some areas on several of the pads.
Laboratory tests to determine moisture density relationships, maximum dry
density, optimum moisture content, grain size distribution, plasticity
characteristics and strength and swell characteristics were performed on
WOODWARD.GlZlENSKl 6 ASSOCIATES
Grove Apartments
Project No. 72-105-20
March 1, 1973
Page 4
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 6xG 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.
FOOTING DETAIL
t3 Dowels, 29” O.C.
Rouah or CamPacted fa- 16"
t
29"min.
I
tll Bars, top and bottom
(3) Structures that-will not tolerate differential settlements, such
as foundations, swimming pools, concrete deck walls, etc. should not be
located within 5 feet of the top of a slope. Footings located closer than
5 feet from the top of a slope should be extended in depth until the outer
bottom edge of the footing is 5 feet horizontally from the outside face of
the slope.
WOODWARD. GIZIENW 6 ASSOCIATES co*IYLn*c *011 .*D Io”*D.IIo* E*CI*lt”s A”0 ~IOLocIS,I
Grove Apartments
Project No. 72-105-20
March 1. 1973
Page 5
The elevations of compaction tests, shown as finished grade (FG) tests, in
Unit A, correspond to the elevations shown on the grading plans for "Carlsbad
Tract No. 72-12A Apartments-Unit A," dated October 6, 1972, prepared by Roy 1. Klema Engineers, Inc., Escondido, California. For the remainder of
the site, it is our understanding that as built plans are being prepared.
Finish grade test elevations in other areas are essentially within + one foot
of the elevations shown on "Grading Plans Hosp Grove Apartments" 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
spetified 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.
We will accept no responsibility for any subsequent changes made to the site
by others or by uncontrolled action of water or by failure of others to
properly repair damages caused by uncontrolled action of water.
LkGis J. Lee$R.F. 14129
EHP/RPW/JLH/"LJL
(6 Kamar Construction Company
(1 j Roy L. Klema Engineers, Inc.
Attachments
WOODWARD. GIZIENSKI 6 ASSOCIATES co**"LTIYc SOII LND ro"*ol,m* ~"Cl"~E"S .*o CrOLOCilTs
r
LLGEWO:
I”dlC.1~. .wroniYt. Iec.tla 0,
l Field Panlit, Tat.
: ! ,,,” .._.__ _,,._.._._ ..I... _.
L,d ,,‘,,d n,,.
,“~,~..~..vvr”..“... 11.1.. s.
,re, undercut .“d ‘aphcrd .Ith .m~,~,rd non..Pmrire fill.
\ p$‘p/: -,A-------yq---_/ r /
.” .& .._.,, ‘5 /- -7-L f%&,,,,,
t’ ------ .-.-. -- --- I /\
1~ -Ind Dr.in s,.tc.. .wro.iut. lor.tlon O? Perf.r.lrd Pipe
i
,a----- -_ -=-. _ _ ~--- m SC.,@ 8. = ,008 S”” 01160. “%, w:~I ts I IPPP I. iCh,I :I IJ -..____ -- “.Dw: ’ ““l,. 3 1111 , ,,,“., ““,
t
..““. “..“.L ^._“..~ ,...,”
L.mm”n”” GIZIENSK, & ExKlllTES
*I”LII*G Ioll MD ‘o”“““‘m~~nr;~~:“’ ,*I) 6101061s71
. i IW , Plod *1)‘2-1cs8
..,. ~. ..^ I
T
iample
lumber
SA- I
Eif:" 0
RESIJUG OF LOADED SWELL TESTS
Initial
Dry
ensity
pcf
IO5
E
c Water
ontenl
JL
23
iaturatic
l-
f , D Dry ensit
pcf lOl.6 I YCC
l-
!
Final
Water
Inted
A
25
duratior
L!L
100
T
P
7 I
i
ressur Expansion
I
psf 5 of Initial Heigh
160 3.12
-I-
.
I I
'Based on a specific gravity of 2.65
Diameter of Samples: "" inches
HeiGht of Samples: 0.634 inches
RESULTS OF LOADED SWELL TESTS
HOSP GROVE APARTMENTS
WOODLURD - GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEU), CALIFORNIA
DR. BY: LD3 IAPROX. SCALE: NA
CK'D Gv:#W (DATE: 311173
IPROJ. ND: 72-105-20
IFIGURE ND: '
SHEAR DISPLACEMENT. inches
Initial Conditions:
p&Q
After Soaking:
Drp Density. pcf 116.4 116.3
Hoisture Content. : l6 2 17.1
Surcharge durirg soaking ind normil load:
First run: 20x) psf Second run: 4OeO psf
I TEST DATA 1
Angle of Friction. degrees ~9.
Cohesion. osf I WI
I I ItORuAL ZTRESS, 3 u , tons/sq.ft. TV DIRECT SHEAR TEST
HOSP GRCVE APARMENTS
W30BJARD - GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. GY:LDS GS IAPPRoX. SCALE: - - - - IPRDJ. NO: 72-10520 IA.., I-.-- I~
SHEAR DISPLACEMENT. inches
initial bnditions: I 2
After Soaking:
Dry Density. wf 98.5 93.9 _
Cbisture Content. - 29.11 29.4
Surcharge during soaking md normal load:
First run: 201K) psf Seccnc' rcn: 4380 psf
'Note: Indicates residual strength.
Peak-
I 2 3 4
NORMAL STRESS, tons/rq.ft.
DIRECT SHEAR TEST
HOSP GROVE APARTMENTS
WOOLYJARD - GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA
DR. BY: LDS GSIAPPROX. SCALE: - - - - IPRDJ. NO: 72-10520
CK'D BY: W IDATE: 2/2G/73 IFIGURE NO: q 4
-~ COMPACTION TEST RESULTS
JO. NAME HOSP GROVE APARTMENTS D*xREPORTED 2128173
JOBNUHSER 72-105-20
DATESCOVERED May 22 through December 19, 1972 P%(it 1 Of 10
?AY 22
:;"AY 23
:
XAY 26
MAY 27
- MAY 30
- MAY 31
.JUN 1
- JUN 2
;;
18
19
3’:
32
33
:i
36
3":
26
SEE FIGURE ONE 66.0' 16.3 107.4
76.0' 17.6 106.7
70.5'
75.0'
78.0'
86.0'
14.5 107.7
16.3 109.1
14.5 108.8
15.0 107.4
77.0'
84.0'
104.0 '
79.0 ’
81.0'
84.0 '
108.0'
86.0'
88.0'
91 .o '
94.0 '
97.0 '
1OO.G
102.0'
105.0'
108.0'
110.0'
113.0'
115.0'
70.0'
73.0'
70.0'
118.0'
76.0'
78.0 '
78.0'
80.0'
80.0'
82.0'
82.0'
120.0 ’
122.0'
12.2
1:::
104.6
108.2
111.2
14.3 107.5
12.3 106.0
12.3 105.8
13.6 106.5
12.3 107.2
13.0 108.5
11.7
E
11:5
111.7
106.0
106.6
107.0
1:.:
810
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
1;:"o
19.0
18.3
12.3
108.8
113.5
92.0
96.0
97.7
i08.5
20.5
290.05
20:5
19.6
10.5
21.5
12.3
12.5
97.7
109.5
97.2
98.3
98.5
109.2
99.5
110.2
107.7
WOODWRRD
117.5
117.5
11
ii
11
:.:
715
7.5
5.5
7.5
11
11'
115.5
1 06.5
1 14.5
06.5
20.5
06.5
115.5
115.5
117.5
115.5
115.5
115.5
115.5
115.5
116.5
116.5
114.5
114.5
106.5
106.5
lOG.5
106.5
120.5
106.5
116.5
114.5
91.5
90.7
91.6
93.0
92.6
91.4
90.6
92.3
96.3
93.0 91.8
90.1
92.3
92.7
94.0
96.5
91.5
91.5
92.0
95.2
99.3
86.3
90.0
92.0
94.7
91.7 90.7
91.3
92.3
92.5
90.7
93.5
94.7
94.0
GIZIENSKI a RSSOCIRTES .~__~..~..~ ~~~~~..~. ..--_ ^.^.,I..
COMPACTION TEST RESULTS
JOrn NAHL HOSP GROVE APARTMENTS DITEREPORTE~ 2128173
JOB N"Ht!ER 72-105-20
D*TESCoVLRED May. 22 through December 19, 1972 PAGE 2 or 10
IO,.,““. ,,,LD u~01*101” “lUTl”I n*r w11*1 LOCA~IO” LLCYATIDN CO”I.HI DIN.ll” Dml*l,l COYP*CTIO* *“*mE” 0, or TIII l O”.W,. cc, K, % 0, LAB. Ow4S. ~.. __
DA.*
- -~
JUK 5
JUN 6
- JUN 7
JUN 8
JUN 9
J.UN 12
JUN 13
JUN 14
JUN 15
JUN 16
SEE FIGURE ONE 84.0'
84.0'
86.0'
86.0'
124.0'
124.0'
88.0'
90.0'
166.0'
126.0'
126.0'
128.0'
128.0'
52
::
55
z;
88.0'
90.0'
131.0'
134.0'
136.0'
138.0'
58 140.0'
59 140.0'
140.0'
140.0'
75.0'
78.0'
78.0'
78.0'
78.0'
90.0'
91.0'
94.0'
78.0'
78.0'
80.0'
82.0'
74
:z
77
78
84.0'
87.0'
89.0'
96.0' 91.0'
l?Y
113.5
13:o
116.8
106.3
10.5 104.0
13.0 109.0
12.3 110.2
15.3 92.0
18.3 94.0
8.3 106.5
Z
121.5
119.5
10.5 104.5
9.3 110.0
1;::
104.1
104.0
9.9 115.0
11.1 115.5
10.5 116.2
9.3 111.9
1:::
,101.2
195.8
5.8 114.9
1i.z
115.5
817
109.5
102.9
5.9 129.5
E.9"
97.3
13:6
101.3
109.8
10.5 112.3
11.7 111.9
1::: 113.8
107.0
14.9 103.9
17.6 108.1
13.6 109.1 15.6 107.1
14.9 108.7
146:93 108.5 109.5
127.5 92.2
127.5 91.5
117.5 90.6
115.5 90.1
114.5 95.2
121.5 90.7
106.5 86.5
106.5 88.2
117.5 90.1
127.5 95.3
127.5 93.7
114.5 91.2
127.5 90.5
115.5 90.2
115.5 90.0
127.5 90.1
127.5 90.5
127.5 91.2
121.5 91.9
114.5 88.5
127.5 83.0
122.5 90.1
127.5 90.5
120.5 90.8
129.5 79.4
129.5 83.4
120.5 80.7
120.5 84.1
121.0 90.6
120.5 93.3
121.0 92.5
120.5 94.3
117.5 90.9
120.5 90.2
117.5 92.1
120.5 90.5
117.5 91.2
120.5 90.1
120.5 90.0
120.5 90.9
WOODWRRD. GIZIENSKI & RSSOCIRTES cn*~,,* 1,"? .*., ._" .-,,I" ..,^ I .Ir.".‘D< .*"rrnlnrl<..
COMPACTION TEST RESULTS
JOB NAME HOSP GROVE APARTMENTS OATE~EPORTED 2128173
JOB NUMBER 72-105-20
DATES COVERED May 22 throu9h'December 19, 1973 PACC 3 Of 10
OAII
-.-
JUN 19
JULY 10
JULY 11
JULY 12
JULY 13
JULY 14
JULY 17
JULY 18
JULY 19
JULY 20
“Ol*T”“* ,,ZLD 5x.r 11111*1 LOCAIID* ILLYA,DOH COWS”, OIW.,,” “:~~~,y:” “cA”vc CO”,.C,ION *““mEI or O.lr.lT . D”, WT. cc, KI 5, 0, LAB. lJr11..
81
82
a3
a4
i6"
87
88
89
90
;:
;i
;z
97
;;
100
101
102
103
104
105 163.0'
106 160.0'
107 83.0'
108 163.0'
109
110
111
112
113
166.0'
86.0'
89.0'
169.0'
92.0'
114
115
116
114
95.0' 11.1 101.9 117.5 86.7
95.0' 10.5 107.0 117.5 91.0
98.0' 10.5 108.1 117.5 92.0
SEE FIGURE ONE
1 41.0'
41.0'
44.0'
1' 44.0'
1 30.0' 1 33.0'
36.0'
39.0'
93.0’ 13.6 109.9 120.5 91.2 91.0' 12.3 109.1 120.5 90.5
21.0'
24.0'
27.0'
27.0'
i. :
9:9
10.5
110.2 120.5 91.4 110.6 120.5 91.7 122.5 127.5 96.0 112.2 120.5 93.1
E
9:9
10.5
113.9 120.5 94.5
112.8 120.5 93.6
112.0 120.5 92.9
112.9 120.5 93.6
8.7
1i.g
9:3
110.2 120.5 91.4
114.8 120.5 95.2
115.0 127.5 90.1
109.2 120.5 90.6
147.0'
147.0'
150.0'
150.0'
153.0'
153.0'
153.0'
155.0'
158.0'
158.0'
158.0'
158.0'
9.9
11.1
1:::
8.7
7.5
::;
11.1
9.9
;:i
10.5
17.:
9:1
11.1
11.1
:*:
817
121.9 127.5 95.6
113.7 121.5 93.5
123.0 127.5 96.4
109.1 120.5 90.5
114.7 125.0 91.7
119.3 12-.o 93.2
117.2 128.0 91.5
116.1 128.0 90.7
120.8 128.0 94.3
118.9 127.5 93.2
116.2 127.5 91.1
116.2 127.5 92.0
104.3 115.5 90.3
115.3 128.0 90.0
109.9 117.5 93.5
110.1 120.5 91.3
113.2 125.0 90.5
113.0 117.5 96.1
117.9 129.0 91.3
108.0 117.5 91.9
111.0 117.5 94.4
WOODWARD.GlZlENSKl & ASSOCIATES co*I"LII*c ,011 I*" ‘O""",I,OL ,"C,NI1115 110 C‘OLOCIII~
JOB NAME HOSP GROVE APARTMENT ~ATEREPORTED 2/23,73
,os NUMBER 72-105-20
DATE4 COYERED May 22 through December 19, 1973 PAor 4 OF 10
YO1.I""‘ .IILD U.Ol*IO*" "IUIIYI
0I.l n., "Z1E1. LOCIlteN *Y*.r" 0, TLLYAIIOY SO"lS". .'/v "w;" COY,.C,,ON or ICST c DIY 11, '. 0, LAB. or*,.
JULY 20
CONT. 117
118 SEE FIGURE ONE 11.1 107.2 117.5 91.2
12.3 109.0 117.5 92.7
JULY 21 119
120
121
122
a.7
;.:
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
JULY 24 123
124
125
126
101.0'
99.0'
100.0'
102.0'
99.0'
102.0'
100.0'
103.0'
102.0'
103.0'
11.1 117.1 127.5 91 .a
11.7 106.1 117.5 90.2
10.5 115.1 127.5 90.2
9.3 117.7 129.0 91.2
JULY 25 127
128
129
130
131
128
106.0'
104.0'
1K
11:1
10.5
9.3
118.5 129.0 91.8
104.3 120.5 86.5
116.0 120.5 96.2
111.4 120.5 92.4
117.2 129.0 90.8
JULY 26 132
133
134
135 134
109.0'
110.0'
97.0
97.0'
11.1 109.0 120.5 90.4
11.1 116.3 120.5 96.5
11.7 104.0 117.5 88.5
10.5 109.1 117.5 92.8
JULY 27 136
137
138
139
140
138
100.0' 103.0'
106.0'
106.0'
103.0'
11.7
8.7
2;
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
JULY 28 141
142
143
144
145
107.0'
113.0'
163.0'
116.0'
i19.0°
11.1
10.5
1X
11:1
109.1 117.5 92.8
107.8 117.5 91.7
116.0 125.0 92.8
106.1 117.5 90.2
107.9 117.5 91.8
JULY 31 146 109.0'
147 112.0'
148 112.0'
149 114.0'
17.;
11:1
8.7
112.7 125.0 90.1
116.9 129.0 90.6
112.9 125.0 90.3
114.0 125.0 91.2
AUG 1 150 166.0'
151 166.0'
152 167.0'
153 167.0'
1X
817
9.3
119.2 132.0 90.3
115.9 125.0 92.7
114.0 125.0 91.2
115.3 125.0 92.2
COMPACTION TEST RESULTS
WOODWARD .GlZIENSKl & ASSOCIATES co*I"LII*L LO,, .",, c",.*nr,,"* ,.c,*,‘05 1110 GroLDCli!r
COMPACTION TEST RESULTS
JO. NAME HOSP GROVE APARTMENTS 0.x RWORTED W-8/73
Jon NUMBER 72-105-20
DATES COVERED May 22 through December 19, 1972 PAGE 5 or10
DA,‘ lx., “nY*l LOCIIION ELT”*IIO*
NYM.C” 0, OF ,,?*I
AUG 2
AUG 3
AUG 4
AUG 7
AUG a
AUG 9
AUG 10
AUG 11
AUG 14
AUG 15
154
155
156
157
158
159
160
161
,162
163
164
165
166
167
168
E
171
172
173
174
175
176
177
178
179
180
181
182
183
184
185
186
187
188
189
190
SEE FIGURE ONE
116.0'
119.0'
117.0'
117.0'
120.0'
120.0'
122.0'
123.0'
166
167
123.0' 126.0'
123.0'
Es
83101
124.0'
127.0'
142.0'
142.0'
138.0'
53.0'
86.0' 17.5 101.9 110.0 146.0' 11.7 109.8 120.5 146.0' 15.0 101.1 110.0
146.0'
89.0'
148.0'
100.0
112.1 112.8
148.0'
148.0'
128.0'
11.1 113.0
14.9 105.1
16.3 106.0
11.7 109.2
14.9 101.5
16.3 103.0
16.3 100.8
17.9 102.0
10.5
14.9
::3"
17.1
00.3
15.2
16.8
11.7
1;:;
169::
10.5
05.4 11.2
02.9
16.8 02.9
14.9
8.7
1;::
118.0 128.0 92.1
117.5 128.0 91.7
99.9 110.0 90.8
16.3
1::;
101.2 110.0 92.0
113.8 123.5 92.1
109.9 123.5 88.9
11.1 110.1
11.7 111.6
10.5 114.0
10.5 109.4
20.2
12.3
11.7
15.0
129:;
111.1 123.0 90.3
111.2 123.0 90.4 105.7 110.0 96.0
123.5 91.4
110.0 95.9 110.0 96.3 117.5 92.9
92.2
93.6
91.6
92.7
127.0
110.0
127.0
127.0
125.0
127.0
110.0
127.0 110.0
127.0
120.5
123.5
123.5
120.5
110.0 90.9
123.5 90.7
123.0 91.7
92.2
91.1
90.7
91.9
84.3
87.5
93.5
91.9
93.5
90.4
91.3
90.3
92.3
90.7
92.6
91.1
91.9
WOODWARD. GIZIENSKI & RSSOClRlES -^ . . . _ .^.. ~~~~~
COMPACTION TEST RESULTS
JO. NAME HOSP GROVE APARTMENT SITE DATE REPORTED 2/ 28173
JOB NUHw.R 72-105-20
DATEBCOVERED May 22 through December 19, 1972 PAGE 6 OF 10
“Ol.IY”I .,ILD OATI vu.7 “111S1 LocAnoN ELIY*IIoH Se*TnU, DZY,,,” “:;:;,‘ry “cU”vc coY,*cIIoY P4YI.E” 0, OITCST l DIY w,. PC, cc, 7, 0. LA.. DIN..
AUG 16 191
192
193
194
SEE FIGURE ONE 128.0'
130.0'
'130.0'
133.0'
AUG 17 195
196
197
133.0'
135.0'
92.0'
AUG 18 198 136.0'
199 139.0'
200 142.0'
201 125.0'
AUG 21 202
203
204
205
206
FE
127.0'
128.0'
106.0'
144.0'
109.0'
AUG 22 207
208
209
210
211
212
213
214
215
AUG 24 216
217
218
219
111.0'
113.0'
115.0'
117.0' 59.0'
120.0'
107.0'
FZ
105.0'
103.0'
120.0'
110.0'
147.0'
112.0'
AUG 25 220
221
222 223
62.0'
123.0'
172.0'
111.0'
AUG 28 224
225
226
FG 113.0'
150.0'
150.0'
AUG 29 227 153.0'
228 65.0'
14.7 105.1 110.0 95.5 19.0 104.9 110.0 95.3
17.5 102.0 110.0 92.7 14.9 106.0 115.5 91.7
14.9 107.3 115.5 92.9 13.6 104.2 115.5 90.2
13.6 106.7 115.5 92.3
13.6 106.0 115.5 91.7 17.6 104.4 110.0 94.9
17.6 103.0 110.0 93.6
8.7 116.1 128.0 90.7
E
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
15.0
17.7
14.3
15.0 16.3
10.0
ii*:
9:3
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
17.5
198.:
9:3
103.0 110.0 93.6
112.3 124.5 90.2
102.7 110.0 93.3
113.7 124.5 91.3
17.6
t,"
6:4
103.1 110.0 93.7
117.1 12a.o 91.4
112.3 124.5 90.2
116.1 128.0 90.7
lo".:
11:1
1;:;
118.9 128.0 92.8
112.0 123.0 91.0
112.9 123.0 91.7
117.8 124.5 94.6
103.1 110.0 93.7
WDDDWARD. GIZIENSKI & ASSOCIATES cOlbYLII*L ,011 ,ND rO""D.,tO* IIGva‘,"I AhI) C,OLOWlll
COMPACTION TEST RESULTS
JO. NAME HOSP GROVE APARTMENT SITE
Jo8 NUMBER 72-105-20
DATESCOVERED May 22 through December 19, 1972
oATERCPORTED 2i28!73
PAGE 7 OF 10
D*tl n*r "S7l.T "O,*.Y"n ,,KLD Loc*rIo* W"Y.L" 0, ELLYAIDOY SO",,Y, DCN,,," ".gy$y "*uT'vz 0, IT*7 1,0""1*,, PC, coY,*cIIoY KI T. 0. L&a. Din..
AUG 29
AUG 30
AUG 31
-SEPT 1
SEPT 5
SEPT 7
-:EPT 8
SEPT 11
SEPT 12
SEPT 13
229
230
95.0’
95.0’
231
232
233
234
95.0’
94.0’
150.0'
150.0'
235 156.0'
236 156.0'
237 68.0'
238 68.0'
239
240
241
159.0'
FG 92.0'
159.0'
242
243
244
162.0'
162.0'
71.0'
245
246
247
165.0'
167.0'
122.0'
248 170.0'
249 170.0'
250 173.0'
251 173.0'
252
253
254
255
176.0'
176.0'
178.0'
178.0'
256
257
258
259
260 259
FG 180.0'
175.0'
178.0'
181.0'
181.0'
261
262
263
264
184.0'
FG 125.0'
;:
125.0'
115.0'
11.1 116.1 128.5 90.3 11.7 117.0 128.5 91.0
El
9:9
5.3
111.1 120.5 92.1 115.0 115.0 95.4 113.9 113.9 91.4 114.1 114.1 91.6
z
19:o
20.5
113.1 113.1 90.4
113.9 113.9 91.1
101.6 101.6 92.3
100.1 110.0 91.0
8"::
7.5
116.0 128.0 90.6
110.5 120.5 91.7
116.9 128.0 91.3
11.7
1::;
116.1 124.5 93.3
117.0 128.0 91.3
111.1 123.0 90.4
8.7
1;::
113.1 125.0 90.4
113.2 125.0 90.5
107.2 117.5 91.2
E
715
7.5
113.3 125.0 90.6
122.3 132.0 92.6
115.8 127.0 91.1
112.9 125.0 90.3
115.0 125.0 92.0
113.5 125.0 90.8
114.0 125.0 91.2
115.0 125.0 92.0
ii*:
9:3
1:::
113.5 125.0 90.8
115.9 127.0 91.2
114.8 127.0 90.3
108.7 125.0 86.9
114.3 125.0 91.4
10.5
6.9
;::
114.9 125.0 91.9
114.0 125.0 91.2
113.3 125.0 90.6
115.1 125.0 92.0
WOODWARD.GIZIENSKI 6 ASSOCIATES Lo*sYLII*L ,011 .N" Io"10.110* ,*LI*r<"l .LD CLOLOC~II~
COMPACTION TEST RESULTS
JO. NIME HOSP GROVE APARTMENT SITE ~~~~~~~~~~~~ 2128173
,om N”M~ER 72-105-20
D*TESCOVERED May 22 through December 19, 1972 PAGE 8 OF 10
"O8.I"". ,,ZLD DA,C .F"mr" "ITIS, LOCAIION ELIY*110* SO"l~W1 Dm4*,,* 2::::::::. 0. u.f::,Ty" OI1IST c 0"" 1,. PC, cs, *n 0. LAB. Dm4..
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
OCT 24
OCT 25
-,
265 SEE FIGURE OIJE 71.0' 11.1 117.3 123.0 95.3
266 74.0' 12.3 111.9 123.0 90.9
267 77.0' 11.7 113.2 123.0 92.0
268 150.0' 11.1 117.0 125.0 93.6
269 80.0' 9.9 114.6 123.0 93.1
270 83.0' 11.7 112.1 123.0 91.1
271 86.0' 12.3 114.1 123.0 92.7
272 83.0' 11.1 113.1 123.0 91.9
273 86.0' 6.9 101.5 120.5 84.2
274 86.0' 5.3 99.7 120.5 82.7
275 273 86.0' 12.3 111.2 120.5 92.2
276 274 86.0' 12.3 110.4 120.5 91.6
277 89.0' 13.0 109.5 120.5 90.8
278 l 89.0’ 13.6 110.0 120.5 91.2
279 92.0’ 12.3 112.5 120.5 93.3
280 92.0’ 13.0 112.0 120.5 92.9
281
282
95.0’
95.0’ 1;:;
112.1 123.0 91.1
111.1 120.5 92.1
283 98.0’ 10.5 111.1 123.0 90.3
284 98.0’ 11.7 112.5 123.0 91.4
285 101.0' 12.3 116.1 121.5 95.5
286 101.0' 12.3 116.8 121.5 96.1
287 104.0' 11.7 114.0 121.5 93.8
288 104.0' 12.3 114.6 121.5 94.3
289 107.0'
290 107.0'
10.5
9.9
11.1
11.1
11.7
11.7
11.1
10.5
11.1
17.0
111.4 121.5 91.6
110.0 121.0 90.5
291
292
293
110.0'
110.0'
86.0'
109.9 121.5 90.4
111.0 121.5 91.3
110.2 121.5 90.6
294 89.0'
295 113.0'
296 113.0'
297 92.0'
298 95.0'
117.9 123.0 95.8
109.6 121.5 90.2
111.0 121.5 91.3
109.9 121.5 90.4
99.5 110.0 90.4
WOODWARD. GIZIENSKI b ASSOCIATES co*s”LI~*c boll I*” 1011*0,110* INC,W~,“, .hD G,~OLO‘IS~~
COMPACTION TEST RESULTS
.b. NAHL HOSP GROVE APARTMENT SITE DATE REPORTED 2,2a,73
JOB Nuumr~ 72-105-20
DATESCOVERED May 22, 1972 through December 19, 1972 PAGE 9 or 10
.IILD U.DI1~0”” .,u,ly, DEYSIT” Dm4,ln ?C, ~, co”*.cTIo* * 0, LA.. nc**.
OCT 26
OCT 27
OCT 30
OCT 31
NOV 1
NOV 2
NOV 3
- NOV 6
NOV 7
- NOV 8
NOV 9
NOV 10
301
302
303 110.0'
304 115.0'
305 118.0'
306 121.0'
307 116.0'
308
309
310
311
312
313
314
315
316
317
318
319
320
321
322
323
324
325
328 F.G. 130.0 9.9 113.1 125.0
329 F.G. 186.0' 7.5 117.9 125.0
330
331
332
E
F:G:
173.0' 16.3 106.7 110.0
168.0' 4.3 116.2 128.0
165.0' 7.5 116.5 127.5
SEE FIGURE ONE
F.G.
E:
116.0'
116.0'
100.0'
105.0'
119.0'
119.0'
119.0'
122.0'
122.0'
10.5
9.9
11.7
11.7
11.1
11.1
10.5
10.5
11.1
11.1
11.7
11.7
11.1
11.7
125.0' 12.3
135.0' 16.3
131.0' 9.3
134.0' 8.1
128.0' 9.9
137.0' 8.7
152.0'
133.0'
137.0'
152.0' 16.3 102.6 110.0 93.2
152.0' 10.5 114.2 125.0 91.3
152.0' 11.1 116.2 125.0 92.9
153.0' 11.1 115.1 125.0 92.0
10.5 108.9 120.5 90.3
9.9 116.2 127.0 91.4
8.7 115.9 127.0 91.2
125.0'
125.0' 1;::
113.3 125.0 90.6
113.0 125.0 90.4
111.4 121.5 91.6 110.0 121.5 90.5
111.1 121.5 91.4
110.2 121.5 90.6
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
99.0 110.0 90.0
99.9 110.0 90.8
116.0 127.0 91.3
117.1 127.0 92.2
115.1 127.0 90.6
116.8 127.0 91.9
90.4
94.3
97.0
90.7
91.3
WOODWARD. GIZIENSKI 6 ASSOCIATES co*s”LII*c ,DlL “.a0 ,0”*011~0* L”LI”IC”S .*o GlblbCI71b
COMPACTION TEST RESULTS
JO. NAME HOSP GROVE APARTMENT SITE DATEREPORTED 2128173
J0m NUMBER 72-105-20
DATE~~OYCRED May 22, 1972 through December 19, 1972 PAGC 10 or 10
*ATI nmr "r.Trs1 LOCATION rLr"lltON :"d::.; &y& y;;;:y 'aL*r'Y* CO",.CTIOP4 N"t4.L" 0, 0. lr.lT (L O".WV. PC, KI ** 0. LA.. DW..
NOV 13
NOV 14
NOV 20
NOV 29
NOV 30
OEC 1
OEC 4
OEC 13
OEC 14
OEC 15
OEC 18 ~.
OEC 19
333
334
335
336
337
338
339
340
341
342
343
344
345
346
347
348
349
350
351
352
FG
FG
FG
353
354
355
356
357 FG
358
359
360 FG
361 FG
362 FG
363
364
365
366
367
368
369
SEE FIGURE ONE
FG
::
FG
FG
FG
154.0' a.7
157.0'
128.0" 1:::
128.0' 9.9
128.0' 11.1
160.0'
163.0' 1:::
166.0' 11.1
169.0' 11.1
169.0' 11.1
131.0' 11.7
134.0' 11.1
137.0'
140.0' 1i.Z
124.0' 9:3
172.0'
127.0' 1::;
171.0'
153.0' ii:'9
130.0' 12.3
133.0' 10.5
157.0' 9.9
160.0' 10.5
160.0' 11.1
115.0' 9.9
163.0' 11.1
163.0'
130.0' 1:*:
155.0' 6:9
145.0' 8.7
133.0' 19.7
103.0' 9.9
104.0' 9.3
125.0'
165.0' 1::;
136.0' 10.5
133.0' 10.5
105.1 116.5 90.2
116.9 128.0 91.3
115.9 12E.O 90.5
117.9 123.0 92.0
116.1 128.0 90.7
118.7 128.0 92.7 116.9 122.0 91.3
115.3 128.0 90.0
116.7 122.0 91.1
112.1 124.5 90.0
113.0 124.5 90.7
114.0 124.5 91.5
116.9 128.0 91.3
116.1 128.0 90.7
115.6 128.0 90.3
117.1 128.0 91.4
101.3 110.0 92.0
117.0 128.0 91.4
113.9 125.0 91.1
105.0 115.5 90.9
115.9 125.0 92.7
114.0 125.0 91.2
114.9 125.0 91.9
114.0 125.0 91.2
115.3 125.0 92.2
117.8 125.0 94.2
112.0 116.5 96.1
113.0 125.0 90.4
117.1 126.0 91.4
116.0 128.0 90.6
100.2 110.0 91.0
117.5 127.5 92.1
116.0 127.5 90.9
115.3 128.0 90.0
111.9 120.5 92.8
117.1 128.5 91.1
116.2 128.5 ,90.4
WOODWARD. GIZIENSKI & ASSOCIATES
COMPACTION TEST RESULTS
Jol, NAME HOsP GROVE APARTMENT SITE (STREET TESTS)
JOll NUMBER 72-lG5-20
DArEREPoRTED 2/28/ '3
DATES COYERED June 7 through December 13, 1972 PACE s-1 or s-1
D*ll nsr ..y LOCA*IO* LLcY*IION :".':GY: NU".C" OF 7‘57 l 0”” II.
,ICLD 0s*.,w ,;~~mtTn. “ILA1I”I te”,.c,kO* Cc, PC, $. 0. LA.. 0‘“s.
_ JUN 7 s-1
JULY 11 s-2
s-3
AUG 8 s-4
AUG 9 s-5
AUG 10 S-6
AUG 14 s-7
SEPT 22 S-8
NOV 7 s-9
NOV 14 s-10
s-11
DEC 4 s-12
s-13
DEC 13 s-14 160.0' 10.5 115.3 125.0 92.4
s-15 160.0' 6.7 117.9 125.0 94.1
SEE FIGURE 1 135.0'
113.0'
116.0'
134.0'
138.0'
142.0'
145.0'
148.0'
151.0'
7.5
9.1
9.3
19.7
20.5
11.7
13.0
11.7
11.1
154.0' 10.5
154.0' 11.1
157.0'
157.0'
9.9
9.9
118.5 127.5 92.9
109.3 120.5 91.6
110.8 120.5 91.9
100.0 110.0 90.9
102.8 110.0 93.4
109.0 120.5 90.4
110.9 120.5 92.0
108.9 120.5 90.3
114.9 125.0 91.9
113.4 125.0 90.7
114.9 125.0 91.1
116.9 128.0 91.3
116.0 128.0 90.6
WOODWRAD .GlZlENSKl b ASSOCIATES
COMPACTION TEST RESULTS
Jo. NIHL HOSP GROVE APARTMENT SITE (STORM DRAIN) DAT~REPORT~D 2/28/73
Joa NUMBER 72-105-20
D*TESCWERED November 13 through December 19, 1972 PAGL SD-1 OF SD-1
"0II.U"~ ,llLD l.A.0".10". "111,111 OATI n.r "111S1 LOCIlION ILLY.AIION 50*1.*1 D*Y*II, n,p(,,n "U".E" 0, 01,167 +a 0". 'X1. PC, co"P*cIIoY PC. 3, OIL*.. DI"S. -.-
NOV 13
NOV 21
- NOV 22
NOV 27
NOV 28
NOV 29
- NOV 30
SD-l
SD-2
SD-3
SEE FIGURE 1 70.0'
86.0'
FG 78.0"
11.1
10.5
10.5
108.9
109.9
110.5
SD-4
SD-5
118.0'
108.0'
11.7
10.5
112.1
109.1
SD-6
SD-7
SD-8
116.0'
FG 112.0'
92.0'
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
SD-12 80.0' 11.1
10.5
111.0
SD-13 111.9
SD-14
SD-15
SD-16
SD-17
FG 72.0'
140.0'
138.0'
FG 112.0'
FG 88.0'
8.7 115.9
11.1 116.9
11.1 108.9
12.3 108.1
DEC 19 SD-18 FG 143.0' 11.1 116.2
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
128.5 90.9
120.5 90.3
117.5 92.0
128.5 90.6
WOODWARD .GIZIENSKI 9. ~l(snPldTF<
KaiANIcAl ANALYSIS
Iv0
130
120
110
loo
90
80
loo
DIRECT SHEAR TEST DATA 1 2 3.
Dry Density. pcf 99.9 94.6 102.1
Initial Water Content. 4 11.8 13.5 12.9
Final Water Content. ?. 20.5 26.3 19.5
Apparent Cohesion. psf 300 380 180
Apparent Friction Angle. ' ,6 9 24
80
::
z 60 2
zw "
E 20
0
ZERO AIR VOIDS CURVES
1003 100 IO 1.0 0. I 0.01 O.Wl
GRAIN SIZE IN HILLIHETERS
Cot6LEs}G,RA;E; IL, $:"r , {SILT (i CLAY
I PLASTICITY CHARACTERISTICS Ill2131 41
ClaSSlfiCdtlon b, Una+ied &,I
I SWELL TEST DATA 11 12131
SAMPLE LOCATION
II Fill ,Jn I nf
IO
LABORATORY &ACTION TEST
30
FILL SUITABILITY TESTS
LABORATORY C&lPACllON
TEST Wm+OD:~STII-n 1557a HOSP GROVE APARTMENTS
WOODWARD - GIZIEI~SKI b ASSOCIATES
CUISULTING SOIL AND F~UNOATION ENGINEERS AND GEOLOGISTS SAN OIEGO. CALIFORNIA
DR. BY: LS ISCALE: ---- IPROJ. wo:72-105-
CK'D BY: &/ IDATE: z/28/73 JPAGE 1 of 7
KCWICAL ANALYSIS
Iuc
130
120
110
loo
90
80
80
z
ZJ 60 2
c
5'0
% 20
0
ZERO AIR VOIDS CURVES
1000 100 IO 1.0 0.1 0.01 0.001
GRAIN SIZE IN MILLIMElERS
COBBLEStG;AvE: Ic "m""p , (S,L, & CLAY
PLASTICITY CHARACTERISTICS 4 5 6
Liquid Lomii. % 45 50
Plasticity Inoer. z NP 17 33
ClaSSlflCdtlon by Unified Soil
Classification Systw;. SH CL SC
I SWELL TEST DATA 1415161
)ENSITY. pcf
CONTENT. %
Il'tldl Dry Dens,ty. pcf 95.4 107.4
lnltlal Water cmtent. : 22.0 13.0
Load. psf 160 160
Percent SW11 7.5 6.7
LABORATORY UMACTION TEST
FILL SUITABILITY TESTS
~~~~~,~~~~~!Bn1557-70T HOSP GROVE APARTFIENTS
WfXDWARD - GIZIEKKI & ASSXIATES
CONSULTING SOIL AN0 FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
DR. BY: LS ISCALE: --- IPRDJ. NO:/L-tuS-X
CK’D EV:& IDATE: 2128173 IPAGE 2 of 7
I tEcwlcAl ANALYSIS
80
::
z '0 60
I-
I
SW z
r 20
0
loal 100 IO I.0 0.1 0.01 0.001
ZERO AIR VOIDS CURVES GRAIN SIZE IN WILLIMETERS
COBBLES~GfA;E: Ic, ;:"p , {SILT b CLAY
PLASTICITY CHARACTERISTICS 7 8 9
Liquid Limit. 91 31 40. .-
PlastIcIty Inoel. y: 14 21 Np
Classlficdt~on ty Unified So,1
Clarslficatisn Syster;. SC-SII SC-St1 S[i
SWELL TEST DATA 7 a 9
Ivt,al Dry Dens4ty. pcf 114.8 108.7 107.6
lnit,al water Cmttni. : 8.3 11.7 13.3
160 160 160
Percent Swell
At - N. E. Corner of Site
a@RATr)RY f&@A1?TlfV4 TFST _..-.. “.. .--. I FILL SUITABILITY TESTS
LABORATORY COMPACTION TEST ,,mOo:ASTM-D 1557-70T HOSP GROVE APARTMEIITS
WOODWARD - GIZIOJSKI h ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
OR. BY: LS ISCALE: --- IPROJ. ~0~2-105-20
CK'D BY:& IDATE: 719Q,72 IPA&: Of 7
MXMNICAL MALYSIS
IW 3 1 410 I)0 iw I DIRECT SHEAR TEST DATA 10 11 12
Dry Density. pcf 116.6 114.6 112.5 u8' I Initial Water Content. X 8.8 a.4 9.5 6.
Final Water Content. : 14.3 15.3 15.7
z
Apparent Cohesion. psf 820 300 540 $40 ::
Apparent Friction Angle. ’ 18 28 19 : 20
I,/ I
III II II I I II II,
K .I
0 ’
h
I003 100 IO 1.0 0. I 0.01 o.coi
ZERO AIR VOIDS CURVES GRAIN SIZE IN WILLIHETERS
PLASTlClN CHARACTERISTICS 10 11 12
Ltquid Lomit. R 3 37 36
Plast8city Inoex. x 248 10 15
Classificdtlon by Uni‘ied SolI
Classification Syster PI-SC jC-Si,i SR
-LABORATORY CCiiACTlCM TEST
FILL SUITABILITY TESTS
$$;;;,~!@~~-?fi 1557-70T HOSP GROVE APARTMENTS
WOODWARD - GIZIENSI(I & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
DR. BY: LS ISCALE: --- IPROJ. NO:72-105-i
CK'D BY: # IDATE: 2/28/73 IPAGE 4 of 7
ERO AIR VOIDS CURVES
80
::
g 60 2
EM3
E
&rn
-1000 100 IO I.0 0. I 0.01 0.001
GRAIN SIZE IN HILLIMETERS
COBBLES~G;A/E: ICI :‘I f ],,I, & CLAY
PLASTICITY CHARACTERISTICS 13 14 15
Liauld Lomit. 3: 31 55 29
Plasticity ,n.aer. $ -4 32 14
Classificatvon by hfied So~1
Classification Syrtm sbl CH CL
WELL TEST DATA
InNttal Dry Density; pcf
Initial Water Cootent. :
Load. psf
Percent Swell
l3 14 15
98.9114.4
18.6 8.2
160 160
8.0 5.4
IIIIIIIIIIIIIIII
MOISTURE CONTENT,
LABORATORY CM'ACTION TEST
~~;;;,~&i!l't! 1557-70T
FILL SUITABILITY TESTS
HOSP GROVE APARTMENTS
WOODWARD - GIZIEKXI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
OR. BY: LS ISCALE: --- IPROJ. 110:/L- 1m
CK'D BY: L& IDATE: 2/28/7-j [PAGE 5 Of 7
. ; I I I
0 ' III II II I I II III
IDo0 100 IO 1.0 0. I 0.01 O.WI
ERO AIR VOIDS CURVES GRAIN SIZE IN HILLIMETERS
PLASTICITY CHARACTERISTICS 16 17 18
Liquid Limit. %
Plasticity Index. b 75 Np 15
Classificatton ty uni+ied soil
Classification Syrten: CL SM CL
1
SWELL TEST DATA '16 17 18
Iwtfal Dry Dens,ty. pcf 110.6 104.3 110.8
lnltlal Water Conttoi. : 11.8 14.0 10.4
160 160 160
Percent Swell 8.5 0.3 2.3
IO
LABORATORY C&ACTIOH TEST
FILL ZJJITABILIM TESTS
LABORATORY CBMPACTIDN I
TEST MFlliOD: ASTM D1557-7QT HOSP GROVE APARTMENTS
WOODWARD - GIZIEWKI & ASSOCIATE5
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGD..CALIFORNIA
DR. BY: Al S ISCALE: ___ IPROJ. ~0: 72-105-i
CK'D EY:# IDATE: 2/23/73 IPAGE 6 of 7
tEawllcAL ANALYSIS
loo 3 4 u10 UO 200
80
z
2 2 60
c Euo
x Y 20
120
IO
BO
ERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
ctassificatlm by Unified Soil
Classification Systerr ML
‘; P
5
i.lLL- G c
SWELL TEST DATA '19
lnttt.31 Dry Denstty; PCf 115.4
lnitlal Water Content. : 8.6
Load. psf 160
Percent Swell 3.7
I SAMPLE LOCATION
19 IPAD FINISH ELV. 1060
LABORATORY CU@ACTIM( TEST
FILL SUITABILITY TESTS
UBORATORY .UIIPACTIDR TEST HNOD:ASTM Dl557-70T HOSP GROVE APARTMENTS
hiUDD+JARD - GIZIDWI b ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGQ..cAL~FoRNIA
DR. BY: ALS ISCALE: --- IPROJ. 110:72-105-2
CK'D BY: # JOATE: 2/28/77 /PAGE 7 of ,
Hunt Enterprises July 23, 1981 Project No. 51192U-AS01 Page 19
APPENDIX C
WoodwarcEtyde Consultants
FIELD INVESTIGATION
Two 30-inch diameter exploratory bucket-auger borings
were advanced at the approximate locations shown on Fig. 1.
The field work was performed by personnel from our firm on
June 22, 1981.
Samples of the subsurface materials were obtained from
the excavations, sealed to preserve the natural moisture
content of the sample, and returned to the laboratoy for
examination and testing.
The location of each excavation and the elevations of the
ground surface at each location were estimated from the afore-
mentioned grading plan.
-
L ‘EC -
65
Boring Number Elevation
1
2
SOIL DESCRIPTION
-1 I Very dense, damp, brown silty sand (SM)
A, tima 0‘ drilling or .s indicated.
SOIL CLASSIFICATION /
Soil Clauifiutionr am bad on the Unified Soil Classification System and indude cdor, nwinwe and consistency. FiakJ dacriptionr have bm” modified to reflect rer”l*r 0‘ laborala-” a”aI”HI vrhcrc apprcQr*tc.
OISTURBED SAMPLE LOCATION Obtained by cdlecfing the auger cuttiws in a plastic or cloth bag.
DRIVE SAMPLE LOCATION MODIFIED CALIFORNIA SAMPLER
Sample with recorded blom per foot was *tained with a Modified
Cdifornia drive sampler ,2” inride dimeter, 2.5” o’uuide diamterl
lined bvifh YInPI* tubn. VI* vmplar war d&m into die IOil at the
bttom 0‘ the hole wm a 140 &mound hmlmer falling 30 indrer.
INDICATES SAMPLE TESTED FOR OTHER PROPERTIES GS- Grain size Dirrributlon CT - Consolidation Test
LC - Laborator” Com~actm” “CS - ““confined Comprcrrion Test
Test SDS -Slow Direct Shear Test
PI - Alterberg Limits Test DS - Direct Shear Test ST - Loaded swell Tat TX - Triaxial Gxnprassion TN cc - Confined compression ‘R’- R-Value Test NOTE: In this column the results of fh”e tests my ke recorded where a&ic&k.
BLOW COUNT Number 01 bloln needed to advance sm,pler one foot or as indicated.
DRY DENSITY Pound. per cubic Fool
MOISTURE CONTENT Percen, 0‘ my Wright
NOTESON FIELD INVESTIGATION
1. REFus*L indiotn dm inability to cxtmd .ron,ion. paRidly, with 4uiprmnt being umd in tin mvsrtignion.
I KEY TO LOGS
THE GROVE APARTMENTS - RECREATIONAL AREA I
DRAWN w: sh 1 C”ECKEDEV:a~l ,RDJEClIK): 51192U-AS01 1 DATE: 7-20-81 FNWRE 110: C-l
WOOOWARO-CLYDE CONSULTANTS
5-
10 7
15 -
20 -
25 :
30 -
35 -
40 -
-
DTHEI rEsrs -
R 8 I h
Boring 1
Approximate El. 65'
1 iAMPLE UMBER I SOIL DESCRIPTION
Damp, dark brown sandy clay (CL)
FILL
Stiff, moist, dark brown sandy clay (CL)
SLOPEWASH
I Becomes wet
Hard, moist, gray brown fine sandy clay to
clayey sand (CL-SC)
SANTIAGO FORMATION
r Contact attitude - N56'E 6'S
Very dense, damp, pale brown very silty fine
sand (SM) SANTIACJ FORMATION
GRADES TO
Very dense, moist to wet, light gray silty
coarse sand (SM); massive, Ixcomes hard
drilling SANTIAGO FORMATION
z
seepage
, Significant seepage
Bottom of Hole
*For description of symbols, DO Fipun, C-l
I
LOG OF TEST BORING 1
THE GROVE APARTMENTS - RECREAT;ONAL AREA
DIIAWNBV: sh PRDJECTNO: 51192U-AS01
WOOOWARO-CLYDE CONSULTANTS
5-
10 -
15 7
20 -
25 -
30 -
35 y
40 -
- x D,
GE -
-
-
E -
-
>TklEf ‘En%
Boring 2
Approximate El. 74'
DURLE IU*I)ER SOIL DESCRIPTION
Moist, gray brow" sandy clay wth zones of I
light gray and light brown silty sand
FILL
1 Hard, moist, brown silty clay (CH); no topsoil
at contact with fill
SANTIAGO FORMATION
GRADES TO
Very dense, damp, dark gray brown clayey fine
sand (SC) SANTIAGO FORMATION
'-At 21'. 4" brecciated weak claystone layer
(wet, stiff) 3/4 around hole; attitude -
NSO'W 16'S
-GRADESTO
Very dense, moist to wet, light brown to gray
brown silty sand (SM)
SANTIAGO FORMATION
water seepage from zone of coarse
*For *scription of ~y*olr. * Flpm C-l Continued on Next Paqe
LOG OF TEST BORING 2
THE GROVE APARTMENTS - RECREATIONAL AREA
DRAWNBV: sh 1 CWECKEDEY:~ PRWECTNO: 51192U-AS01 1 DATE: 7-20-81 1 FIOUREWO: c-3
WOODWARD-CLYDE CONSULTANTS
Boring 2 (Continued)
DEPTH 1
-
IT DI -
.DD -
-
Bc
-
ITHEI ‘EmE
-
6AMPLE WMEEA
-”
-’ c
SOIL DESCRIPTION
J Continued very dense, moist to wet, light to
\
brown to gray brown silty sand (SM)
SANTIAGO FORMATION
At 40', 1" wet seam of soft brown remolded clay
attitude NO'E 15'E
Bottom of Hole
*For dmcri~tion of ,yrntmk, ee Fiwrc c-1
LOG OF TEST BORING 2 (Continued)
THE GROVE APARTMENTS - RECREATIONAL AREA
DIIAWNBY: sh CHECKEDEY:~~ PRDJECTNO: 51192WASOl DATE: 7-?O-81 FIGURE NO: C-4
WOODWARD-CLYDE CONSULTANTS
Project No. 51192U-AS01
APPENDIX D
LABORATORY TESTS
The materials observed in our test explorations were
visually classified and evaluated with respect to strength,
swelling, and compressibility characteristics. The classifi-
cations were substantiated by performing grain size analyses
and evaluating plasticity characteristics of representative
samples of the soils. The results of these test will be
forwarded when completed.
D-l
Project No. 51192U-AS01
APPENDIX E
Slope Stability Fill Slope
Assumptions:
(1) Maximum height of slopes (2) Maximum slope inclination (3) Unit weight of soil (4) Apparent angle of internal friction (5) Apparent cohesion (6) No seepage forces
H = 30 feet 2 to 1 T = 125 pcf I$ = 3o" c = 300 pcf
References:
(1) Janbu, N., "Stability Analysis of Slopes with Dimensionless Parameters," Harvard Soil Mechanics Series No. 46, 1954.
(2) Janbu, N., "Dimensionless Parameters for Homogeneous Earth Slopes," JSMFD, NO. SM6, November, 1967.
Analyses
Safety Factor, F.S. = Ncf+ Where Ncf is the stability
number for slopes with
both c and $.
A cf = TH tan $ C = 7.22
From Fig. 10 of Reference (2) Ncf = 25
F.S. = 2.0
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Project No. 51192U-AS01
APPENDIX F
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 compac- ted fills. It shall be the contractor's responsibility to place, spread, water! and compact the fill in strict accord- ance 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 specifications will be permitted only upon written authorisation from the soil engineer. ject; A soil investigation has been made for this pro- 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 unsat- isfactory 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 mater-
ial imported or excavated from the cut areas that, in the opinion of the soil engineer, is suitable for use in con- structing 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. (Mater- ials greater than 6 inches in size shall be placed by the contractor so that they are surrounded by compacted fines; no nesting of rocks shall be permitted.) No material of a perishable, spongy, or otherwise improper nature shall be used in filling.
2. Material placed within 24 inches of rough grade shall be select material that contains no rocks or hard lumps greater than 6 inches in size and that swells less than 6% when compacted as hereinafter specified for compacted fill and soaked under an axial pressure of 160 psf.
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. . Project No. 51192U-AS01
3. Representative samples of material to be used for fill shall be tested in the laboratory by the soil engineer in order to determine the maximum density, optimum moisture content, and classification of the soil. In addition, the soil engineer shall determine the approximate bearing value of a recompacted, saturated sample by direct shear tests or other tests applicable to the particular soil.
4. During grading operations, soil types other than those analyzed in the report of the soil investigation may be encountered by the contractor. The soil engineer shall be consulted to determine the suitability of these soils.
IV.
1.
(a)
(b)
2.
(a)
(b)
Cc)
COMPACTED FILLS
General
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 deter- mined in accordance with ASTM Test No. D1557-70, or other density test methods that will obtain equivalent results.
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.
Clearing and Preparing Areas to be Filled
All trees, brush, grass, and other objectionable mater- ial 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 appear- ance free from unsightly debris.
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 equipment to be used.
Where fills are constructed on hillsides or slopes, the slope of the original ground on which the fill is to be placed shall be stepped or keyed by the contractor as shown on the figure on Page 4 of these specifications. The steps shall extend completely through the soil mantle and into the underlying formational materials.
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Project No. 51192U-AS01
(d)
3.
(a)
(b)
(c)
(d)
(e)
V.
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 constructed
After the foundation for the fill has been cleared, plowed, or scarified, it shall be disced or bladed by the contractor until it is uniform and free from large clods, brought to the proper moisture content, and compacted as specified for fill.
Placing, Spreading, and Compaction of Fill Material
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 thorough- ly mixed during the spreading to obtain uniformity of material in each layer.
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.
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.
After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the contrac- tor to the specified density. Compaction shall be accomplished by sheepsfoot rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compacting equipment. Equipment shall be of such design that it will be able to compact the fill to the specified density. Compaction shall be continu- ous over the entire area, and the equipment shall make sufficient trips to insure that the desired density has been obtained throughout the entire fill.
The surface of fill slopes shall be compacted and there shall be no excess loose soil on the slopes.
INSPECTION
in accordance with the specifications.
2. The soil engineer shall make field density tests in accordance with ASTM Test No. D1556-64. Density tests shall be made in the compacted materials below the surface where the surface is disturbed. When these tests indicate that the density of any layer of fill or portion thereof is below the .specified density, the particular layer or portion shall be reworked until the specified density has been obtained.
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’ , Project No. 51192U-AS01
VI. PROTECTION OF WORK _~
1. Durinq construction the contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. He shall control surface water to avoid damage to adjoining properties or to finished work on the site. The contractor shall take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed.
2. After completion of grading and when the soil engineer has finished his observation of the work, no further excava- tion or filling shall be done except under the observation of the soil engineer.
*
E ; 3 ,-
Strip as specified
Original ground
Slope ratio = N
see note
NOTES:
The minimum width of "B" 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.
F-4