HomeMy WebLinkAboutCT 73-29; PONDEROSA HOMES INC; SOIL AND GEOLOGIC INVESTIGATION; 1981-05-05•
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3467 Kurtz Street
San Diego. California 92110
714-224-2911
Telex 697-841
May 5, 1981
P~oject No. 51142W-UD01
Ponderosa Homes, Inc.
1130-0 Sorrento Valley Road
San Diego, California 92121
Attention: Mr. Ken Cook
Woodward·Clyde Consultants
UPDATE SOIL AND GEOLOGIC INVESTIGATION
CARRILLO ESTATES, UNIT 2
CARLSBAD, CALIFORNIA
Gentlemen:
We are pleased to present the results of our update soil and
geological investigation for the subject site. This study was
performed in -accordance with our agreement dated May 1, 1981.
This report presents our conclusions and.recommendationsper-
taining to the project as well as the results o.f our field
investigation.
If you should have any questions concerning this report,
please give us a call.
Very truly yours,
WOODWARD-CLYDE CONSULTANTS
~J,D~
Robert J. Dowlen
C.E.G. 1011
RJD/RPW/RJD/mm
Attachments
(4) Ponderosa Homes, Inc.
(4) Rick Engineering Company
Consulting Engineers. Geologists
and Environmental Scientists
Offices in Other Principal Cities
Richard P. While
R.E. 21992
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Project No. 51142W-UDOI Woodward· Clyde Consultants
TABLE OF CONTENTS
PURPOSE OF INVESTIGATION
BACKGROUND INFORMATION AND PROJECT DESCRIPTION
FIELD AND LABORATORY INVESTIGATION
SITE, SOIL AND GEOLOGIC CONDITIONS
Geologic Setting
site Conditions
Subsurface Conditions
Structure and Faulting
Landslides
Ground Water
(Jsp)
DISCUSSIONS, CONCLUSIONS, AND RECOMMENDATIONS
Potential Geologic Hazards
Faulting and Ground Breakage
Liquefaction
Landslides
Ground Water
General Soil and Excavation Characteristics
Slope stability
Grading
Foundations
RISK AND OTHER CONSIDERATIONS
FIGURE 1 -SITE PLAN AND GEOLOGIC MAP
APPENDIX A -FIELD INVESTIGATION
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Project No. 51142W-UDOI Woodward· Clyde Consultants
TABLE OF CONTENTS (Continued)
TABLE A-I -SUMMARY OF ENGINEERING
SEISMOGRAPH TRAVERSES
FIGURE A-I -KEY TO LOGS
FIGURES A-2 THROUGH A-4 -LOGS OF TEST BORINGS
APPENDIX B -SOIL INVESTIGATION FOR THE :PROPOSED
CARILLO ESTATES, CARLSBAD, CALIFORNIA
SEPTEMBER 6, ~973, PROJECT NO. 73-203
APPENDIX C -SLOPE STABILITY ANALYSIS C-l
APPENDIX D -SPECIFICATIONS FOR CONTROLLED FILL 0-1
APPENDIX E -OVERSIZE ROCK PLACEMENT AREAS E-l
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Proj-ect No. 51142W-UDOI Woodward· Clyde Consultants
UPDATE SOIL AND GEOLOGIC INVESTIGATION
CARRILLO ESTATES, UNIT 2
CARLSBAD, CALIFORNIA
This report presents the results of our update soil and
geological investigation for the proposed Carrillo Estates
unit 2 residential subdivision. The site encompasses a pre-
viously graded site extending westerly from the intersection
of Flamenco street and La Golondi-ina street in the City of
Carlsbad, California (Fig. 1). The property is bordered on
the south and east by the previously developed Carrillo
Estates, Unit· 1 subdivision.
PURPOSE OF· lNVESTIGATION
The purpose of our investigation is to assist Ponderosa
Homes, Inc. , and their consultants in further development of
the site. Our report includes conclusions and recommendations
regarding:
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Existing (current) surface soil conditions,
Potential geologic hazards,
General extent. of existing fill soils,
Conditions of areas to receive fill,
Characteristics of proposed filL material,
Presence and effect of expansive so.ils ,.
stability of proposed cut and fill slopes,
Grading and earthwork specifications,
Allowable soil bearing pressures, and
Types and depth of foundations.
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Project No. 51142W-UD01 Woodward· Clyde Consultants
The investigation also consisted of evaluating the rip-
pab,ility characteristics of the rock material in probable cut
areas.
BACKGROUND INFORMATION AND PROJECT DESCRIPTION
For our study we have discussed the proposed project with
Mr. Ken Cook of Ponderosa Homes, Inc., and Mr. Mick Ratican of
Rick Engineering Company and we have been provided 'with
undated preliminary grading plans entitled IICarlsbad Tract
No. 73-29 (Carrillo Estates) Uni t No.2," prepared by Rick
Engineering Company (scale 1" = 30 t ).
In addi ~ion, we have reviewed the following reports and
photographs:
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"Soil Investigatio:q. for the Proposed Carrillo
Estates, Carlsbad, California," prepared by
Woodward-Gizenski & Associates, dated September 6,
1973 .
Stereographic aerial photographs, AXN Series, flown
by Cartwright Aerial Surveys for USDA, 1964,.
We understand that the proposed project will include
grading the site into approximately III lots with connecting
roadways. In addition, a northwesterly extension of EI Fuerte
Street is proposed in the canyon along the northern boundary
(Fig. I). We understand that the proposed construction will
be limited to one-and two-story, wood frame and stucco resi-
dential structures, supported on continuous footings' and
having concrete slab-on-grade floors.
The grading plans indicate that wi thin the subdivision
proper, proposed cut ,and composite cut/fill slopes will have
maximum inclinations of 1-1/2 to 1 (horizontal to vertical)
and have heights of up to 15 feet. Also, cut and fill slopes
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Preject NO'. 51142W-UD01 Woodward· Clyde Consultants
with maximum ,inclinC!.tiens ef 2 to' 1 and maximum heights ef
appreximately 40 and 120 feet respectively, are prepesed. Cut
slepes prepesed aleng theEl Fuerte Street alignment will have
maximum inclinations of 2 to' 1 to' heights ef up to' 65 feet.
FIELD AND LABORATORY INVESTIGATION
Our field investigatien was conducted between Mary 3 and
April 16, 1981 and included making a,visuai recennaissance ef
existing surface cenditiens, drilling twO' bucket auger berings
and ebtaining representative seil samples. TwO' shallew
,refractien seismic traverses were alsO', made in .a suspected
reck cut. The berings were drilled to' depths ef 70 feet and
38 feet, and the seismic traverses were 100 feet in length The
lecatiens of the test expleratiens and seismic traverses are
shewn en Fig. 1.
A Key to' Legs is presented in Appendix A as ;Fig. A-I.
Simplified legs of the test borings are presented in Appen-
dix A as Figs. A-2 through A-4. The descriptions en the legs
are based on field legs and on sample inspectien. The results
and interpretatien ef the seismic traverses are presented on
Table A-I. Laberatery test data, including fill suitability
test results, are given in the aforementiened repert which· is
attached'as Appendix B.
SITE, SOIL AND GEOLOGIC CONDITIONS
Geele~ic Setting
The site is in an area characterized by eresienal rem-
nants of Tertiary age sedimentary depesits lying on an older,
irregular surface ef Jurassic age metavelcanic reck .
Site Cenditiens
The site is located on a generally nerthwesterly tr~nding
ridge, whese upper surface was significantly lowered by pre-
vious 9rading eperatiens in the seuthern and central parts.
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Project No. 51142W-UDOI Woodward· Clyde Consultants
This grading has produced a generally flattened area, with cut
slopes ranging in inclination from 1-1/2 to 1 to 5 to 1 with
heights of up to approximately 26 feet. The area has subse-
quently been used extensively as a dumping area for oversize
rock, construction debris and end-dumped fill soils.
Vegetation ranges from a sparse growth of weeds in the
disturbed section to dense chaparral on the natural hillsides.
A concrete storm drain is present along the La Golondrina
street easement from unit 1. This drain turn,s northward
between Lots 144 and 145 and empties into the canyon.
Subsurface Conditions
The site is underlain by both compacted and undocumented
fill soils, surficial topsoils, Quaternary age all?vium, the
Eocene age Delmar Formation and the Jurassic age santiago Peak
Volcanics. These units are described below; their areal
extent, with the exception of the undocumented fill soils and
the surficial· topsoils, are approximately shown on Fig. 1.
The geologic map symbol for each un:!.. t is given after the
formal name for the unit.
Undocumented Fill (unmapped) -Undocumented fill s·oils,
consisting of variable soil types, cover much of the eastern
half of the site. These soils are mixed with variable amounts
of oversize rock, concrete, and asphalt. Most of the fill
remains piled in 2-to 4-foot high mounds although it has been
leveled in areas along the alignment of La Golondrina· Street.
Compacted Fill (Qaf) -Fill soils were placed and com-
pacted on the site in conjunction with the grading of Carrillo
Estates, unit 1 in March through July of 1977. Placement of
these soils was observed by personnel from our firm and com-
paction tests were taken. The data pertaining to this fill
are on file and will be included with the final report of
grading and compaction testing for the site ..
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Project No. 51142W-UDOl Woodward· Clyde Consuitants
Topsoils (unmapped) - A topsoil layer, composed of po-rous
sil ty sand to silty clay, is present on the natural hillside
on the site. We estimate these soils to range from 1 to
3 feet in thickness.
All~vium (Qal) -Alluvial deposits are confined to the
natural drainage channels in the "open space" areas of 'the
site, and along the proposed extension of El Fuerte street.
The alluvial materials consist generally of silty to clayey
sands with' varying amounts of gravels .
these deposits are on the order of
thickness.
It is estimated that
10 feet in maximum
Delmar Formation (Td) .:. The area of the lots to 1:;>e devel-
oped is entirely underlain by dense silty to clayey sands of
the Delmar Formation. Zones of very cemented sand layers are
randomly present within the formation that may be encountered
during grading. These cemented layers were observed to be up
to approximately 3 feet in thickness.
A review of the previous and present test boring data
indicate that the claystone portion o~ the Delmar Formation,
which underlies the landslide-prone hillsides along the
northern boundary, are located below approxim-ately 310 feet in
elevation.
santiago Peak Volcanics (Jsp) -Very dense, highly frac-
tured, irregularly weathered metavolcanic rock of the santiago
Peak Volcanics is present in the northeastern portion of the
site along the El Fuerte street easement.
structure and Faulting
In general, the Tertiary age sediments in the study area
are essentially horizontally stratified or dip very-slightly
to the south and west (usually less than 4 degrees).
During our site reconnaissance, no faults or indications
of faults were observed. No faults are mapped on the site.
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Project No. 51142W-UDOI Woodward"Clyde Consultants
Landslides
Our previous study indicated the presence of several
ancient landslides on the flanks of the canyon along the
northern property line. Subsurface exploration indicates that
these landslides are both shallow and deep-seated in nature.
No indication of landsliding was found to be present
within the supdivision boundary of the lots to be developed.
Ground Water
No ground water seeps, springs, or abnormally wet areas
were observed during our visual reconnaissance or in the test
excavations. Surface waters, from storm drains of the adj a ..
cent subdivision, flow intermi tt~ntly in the c'anyon along the • El Fuerte Street easement.
DISCUSSIONS, CONCLUSIONS, AND RECOMMENDATIONS
The discussions,
sented in this report
and laboratory studies,
conclusions, and recommendations pre-
are based on the results of our field
analyses, and professional judgment.
Potential Geologic Hazards
Faul ting and Ground Breakage -Our reconnaissance, Ii t-
erature review, and subsurface explorations did not reveal the
presence of any faulting on the site.
The nearest known active fault along which earthquakes of
magnitude 4 or greater have occurred is in the Elsinore Fault
zone, mapped some 22 miles northeast of the site.
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 magn:i.tude 4
or larger earthquakes have been recorded on the Rose Canyon
Fault zone.
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Liquefaction -The formational soils on the site a+e
dense to very dense, and there is no apparent permanent ground
water tC!,ble wi thin expected grading limits. In our opinion,
the formational soils do not have a potenti,al for liquefac-
tion. The loose alluvial soils have a potential for liquefac-,
tion in a saturated state. In our opinion, tllis pp.tential, can
be 'substantially reduced by over~excavation and recompaction
as recommended under "Grading."
Landslides -Ancient landslides are present along the
flanks of the canyon to the north of the site. significant
portions of these lanqslide masses extend onto the northern
areas of the ,site, but appear to remain topographically below
and removed from any proposed lot areas on the subdivision.
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However, we recommend that keys made for the proposed side-
hill fill slopes be inspected by an engineering geologist from
our firm p~ior to placing fill in these areas to verify actual
subsurface conditions. I f landslide materials are founq to
extend withih the areas of proposed development, it will be
necessary to remove them down to competent formational' soils
prior to construction of fill slopes.
Grading plans indicate that the El Fuerte street exten-
sion will traverse portions of the landslide masses along the
bottom of the canyon to the north of the site. Proposed
grading in this area will generally involve filling. 0,£ the
canyon, which in our opinion, will tend, to increase the fac~
tors of safety in the toe area of the landslide masses. No
evidence of recent slope failure were observed in the land-
slide masses.
Ground Water
We do not expect that a shallow permanent ground water
table is present wi thin the proposed grading' limits. Our
field investigation did not reveal any g+ound water seeps,
springs, or abnormally wet areas.
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We recommend that positive measures be taken. to properly
finish grade each lot after the residential structures and
other improvements are in place, so that drainage waters from
the .lots and adjacent properties are directed off the lots and
away from house found,ations, floor slabs, and slopes. Even
with these provisions,. experience has shown that. a shallow
ground water or surface water condition can and may develop in
areas where ho such water condition existed
development; this is particularly true in years
fall and in residential subdivisions where
increase in surface water infiltration results
irrigation.
Geheral Soil and Excavation Characteristics
prior to site
of heavy rain-
a substantial
from l'andscape
In our opinion, the fill and natural surficial soils on
the site can be excavated with light to moderate effort with
heavy-duty grading equipment. Excavation of the Delmar Forma-
tion may require moderate to heavy -ripping; excavation of
localized cemented zones in the Delmar Formation-may require
heavier ripping, and may result in the generation of oversize
material.
Soils suitable for use at finish grade are present in the
Delmar Formation; however, clayey strata were present in the
recent test borings and have previously been iqentified in.
borings. The clay portions of the for~ational soils are
estimated to be mOder~tely to highly expansive and unsuitabl~
for use at finish grade.
The excavation of the santiago Peak Volcanics along El-
Fuerte Street between approximately station 125 and sta--
tion 132 will generally depend on the type of material, the
degree of weathering and decomposition, and the spacing and
orientation of the fractures. For this investigation, we have
used engineering seismograph traverses to aid in evaluating
the rippability characteristics of the hard rock.
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Project No. 51142W-UDOI Woodward-Clyde Consl.lltants
Excavations made in similar formational materi_als in
other areas, of San Diego county indicate that theresul ts of,
seismic traverses can generally be correlated in relation to
rippabili ty with a D-9 caterpillar tractor with 'single shank
ripper as follows:
Apparent Seismic
Velocity (fps)
<4,500
4,500 to 5,500
>5,500
Estimated Rippability
Materials can generally be ripped with
conventional heavy-duty equipment; how-
ever, rocks exhibiting velocities as low
as 4,000 fps are sometimes very hard on
egtlipment, and some contractors have
blasted rock with these velocities and
have found it desirable to preblast prior
to excavation.
Material wi thin this range appear to
be marginally rippable; the success of the
excavation operation often depends on
equipment performance and operator tech-
nique.
Materials normally require blasting prior
to excavation. '
Based on the results of our seismic traverses, ,we inter-
pret that nonrippable co~ditions may be encountered along the
alignment at a vertical depth of approximately 10 feet pelow
existing grade. For budgeting purposes, we estimate 'that
approximately 4,000 cubic yards of blasting will be r~quired.
In addition, blasting is also expected for utility trenches
along El Fuerte Street excavated to depths greater than on the
order of 5 feet into the metavolcanic material.
Throughout the alignment, local exceptions such as hard
dikes, sills, large boulders or other zones that have resisted
chemical and physical disintegration, may require blasting to
facilitate grading.
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Slope Stability
'We have performed stabili ty analyses fo~ the proposed
slopes using the Janbu method of analysis for deep-se'ated
stability. Strength parameters are based on tho~eused for
the Carrillo Estates unit 1 soil investigation, our work with
similar formations in nearby areas, and our professional judg-
ment. The soil parameters used are:
Undisturbed Materials
(Del Mar Formation)
Compacted Soil
35
30
C' y
500 psi' 125 pcf
450 psf 125 pcf
The results of those analyses indicate that the propo.sed
cut and fill slopes wi thin the Delmar Formation have calcu-
lated factors of safety against deep-seated slope failure in
excess of 1.5 for static conditions. Stabili ty analyses
require using parameters selected from a range of possible
values. There is a finite possibility that slopes having cal-
culated factors of safety; as indicated, could become
. unstable. In our opinion, the probability of slopes becoming
unstable is low, and it is our professional judgment that t:p,e
proposed slopes can be constructed as proposed. Slope stabil-
ity calculations are attached (Appendix C).
We recommend that all slopes be properly constructed in
accordance with the project plans and specifications, and that
all slopes be drained, planted, and maintained to help control
erosion and surface slOUghing .
Our experience indica,tes that slopes constructed at in-
clinations steeper than 2 to 1 are particularly sU,sceptible' to
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Project No. 51142W~UDOI Woodward· Clyde Consulta.nts
surficial sloughing in periods of rainfall, heavy irrigation,
or upslope surface runoff. PeriodiG slope maintenance, in-:-
cluding rebuilding the outer 18 to 36 inches, may be required.
Sloughi~g of fill slopes can be reduced by overbuilding the
slopes by at least 3 feet and cutting back to the desired
slope.
We recommend that the proposed fill slopes be backrolled
at maximum 4-foot fill height intervals; 1-1/2 to 1 fill
slopes should be overbuilt 3 feet and cut back to desired
slope; 2 to 1 fill slopes should be trackwalked upon
completion.
No specific analyses of cut slopes in the metavolcanic
rock was done. It has been our experience that cut slopes in
such materials typically have low probabilities of deep-seated
failure, and the stability of such slopes is dependent upon.
the orientation and spacing of fractures.
We recommend that an engineering geologist from our firm
inspect all cut. slopes during grading to verify actual. geo-
logic conditions and to provide design modifications, if
needed. If adverse conditions, such as clay seams or ground
water seepage, are encountered during inspection, slope but-
tres·sing may be required. Buttress recommend?ltion.s will be
given during grading, if necessary.
Grading
Wei recommend that all earthwork be done in accordance
what the attached specifications for controlled Fill (Appen-
dix D). Woodward-Clyde Consultants should observe the grading
and test compacted fills.
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.
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We recommend that the undocumented fill soils on the site
be excavated and have any oversize and deleterious materials
extracted prior to their use as recompacted fill. We recom-
mend that all tra~h, construction debris,and waste materials
be removed from the site before grading. We recommend that
oversize materials (between 2 and 4 feet) be placed in accor-
dance with the attached Oversize Rock Placement Areas (Appen-
dix E). We recommend that no rock fragments larger than
4 feet in size be used in fills.
We recommend that all porous topsoils, alluvium, and
other loose soils not removed by planned grading 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 in
the field at the time of grading.
Highly expansive clayey soils could be encountered at
grade in areas of shallow cuts and fills (daylight areas), or
in deeper cuts. We recommend that these clayey soils be exca-
vated, where encountered, over the entire leve.l lot area to a
minimum of 2 feet below finish grade, and then be replaced
with properly compacted, nonexpansive soils or slightly expan-
si ve soils available on the site. The more clayey soils can
be placed and properly compacted i~ the deeper fill areas.
We recommend that the upper 2 feet of materials in the
fill areas be composed of finish grade, granular. soils.
Finish grade soils are defined as granular soils that have a
potential swell of less than 6 perc:;ent 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
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moisture contents of 3 to 5 percent over optimum water content
when they are used within 2 feet of finish grade.
Foundations
We recommend that foundations for structures founded in _
natural or properly compacted, finish grade soils be designed
for an allowable soil bearing pressure of 2,000 psf (dead plus
live load). In our opinion, this bearing pressure can be
increased by up to one-third for transient loads caused by
wind or seismic forces. For these bearing pressures, we rec-
ommend that all footings be founded a minimum of 12 inches
below comp-acted fill or undisturbed cut lo.t grade, be a mini-
mum of 12 inches wide, and be founded a minimum horizontal-
distance of 8 feet from slope faces.
We recommend that foundations founded in slightly expan-
sive material (3 to 6 percent swell) be reinforced top and
bottom with at least one No. 4 steel bar; and that the con-
crete slabs-on-gr.ade be a minimum 4 inches thick and be under-
lain by 4 inches of coarse, clean sand and reinforced by
6 x 6, 10/10 welded wire mesh. A plastic membrane should also
be provided under slabs.
RISK AND OTHER CONSIDERATIONS
We have observe~ only a small portion of the peI'tinent
soil and ground water conditions. The recommendations made
herein are based on the asssumption that rock and-soi~ condi-
tions do not deviate appreciably from those found during our
field investigation. If the plans for site development are
changed, or if variations or undesirable geotechnical condi-
tions are encountered during construction, the geotechnical
consultant should be consulted for further recommendations.
We recommend that the geotechnical consultant review the
foundation and grading plans to verify that the intent of the'
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recommendations presented herein has been properly interpreted
and incorporated into the contract documents. We further rec-
ommend that the geotechnical consultant observe the' site
grading, subgrade preparation under concrete slabs and paved
areas, and foundation excavations.
It should also be understood that California, including
San piego, is an area of high seismic risk.
considered economically unfeasible to
It is generally
build totally
earthquake-resistant structures; therefore, it is possible,
that a large or nearby earthquake could cause damage at the
site.
Professional judgments presented he-reinare based partly
on Our evaluations of the technical inf_ormation gathered,
partly on our understanding of the proposed construction, and
partly on our general experience in the geotechnical field.
Our engineering work ,anct_j udginents rendered meet current pro-
fessional 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 IS opera-"
tions, and we cannot be responsible for the safety of other
than our own personnel on the site; therefore, the safety of
other.s is the responsibility of the contrac·tor. The contrac-
tor should notify the owner if he considers any of the recom-
mended actions presented herein to be unsafe.
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Subdivision
Boundary 150 ..... -------------,.--...... --~ \.--.,. ....
300-,
250-
30(J !
EI Fuerte Street
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Approximate
Scale: 111 = 500'
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Unicorhio Street
LEGEND:~
• Indicates approximate location of Test B'oring.
04--Indicates approximate location of Seismic Traverse.
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/IT'
'GY
Ocf
Oal
Td
Jsp,
I ndicates approximate location of existing ground s.urface contour.
Indicates approximate limits of existing Carrillo Estates Unit 1.
I ndicates approximate limits of existing landslide·.
Indicates approximate limits of existing fill slope.
I ndicates approximate limits of compacteq fi II.
Indicates approximate limits of Alluvium.
Indicates approximate limits of Delmar Formation.
Indicates approximate limits of S<;lntiago Peak Volcanics.
SITE PLAN AND GEOL.OGIC MAP
CARRILLO ESTATES UNIT 2
DRAWN'BV: mrk I CHECKEDBV:).J:S I 'ROJECTNO: 51142W-UD011 DATE: 4-24-81 I fIOUflENO: 1
WOOOWARO-CL YOE CONSUL TANTS@
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APPENDIX A
FIELD INVESTIGATION
Woodward-Clyde Consultants
For our current investigation, two exploratory borings
were drilled at the approximate locations shown on Fig .. 1.
The test excavations were made with a truck-mounted, 30!"'inch
diameter bucket auger, and down-hole logged by an engineering
geologist from our firm. Representative ·samples of the sub-
surface materials were obtained from the test explorations.
The seismic traverses were performed with a Nimbus ES-125 sig-
nal.Enhancement Seismograph.
The locations of the test borings and seismic traverses
were estimated from aforementioned grading plans prepared by
Rick Engineering Company.
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:. Project No. 51142W-UDOl Woodward·Clyde-Consultants
• TABLE A-I
SUMMARY OF ENGINEERING SEISMOGRAPH TRAVERSES
Traverse Velocity Depth Interpretation
Number (ft/sec) (feet) of Rippahility •
5-1 1,290 0 -12 Rippable
5,100 12+ Marginally rippab1e
5-2 1,200 o -9 Rippable
6,000 9+ Nonrippable •
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Location Boring Number Elevation
DEPTH ...... _T.."E_ST_D_AT ... A_~.OTHER SAMPLE IN r-FEET -Me -00 -ac TESTS NUMBER SOIL DESCRIPTION
12
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110 '65 V~ry dense, damp, brown siltysapd (SM)
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WATER lEVEL J
At time of drilling or as indicated.
SOIL CLASSIFICATION ~ ,
Soil Classifications are based on the Unified Soil Classification,System
and include eolor, moisture and consistency. Field'descriptions have
been modified to reflect results, of laboratory ,analyses where
appropriate.
-D!STURBED SAMPLE LOCATION Obtained by collecting the, auger cuttings in a plastic or cloth, bag •
....... --DRIVE SAMPLE LOCATION
MODIFIED CALIFORNIA SAMPLER
Sample with recorded bJollVs per foot .was obtained with a Modified
California drive sampler (2" inside diameter, 2.5" ouuide,diameter)
lined with sample tubes. The sampler was driven into the soil at the
bottom of the hole with a 2SqO pound telesc9ping Kelly par.
'-------INDICATES SAMPLE TESTED fOR OTHER PROPERTIES
GS -Grain Size Distribution CT -Consolidation Test .
LC -Laboratory Compaction UCS -Uneonfined Compression Test
Test SDS -Slow Direct Shear Test
PI -Atterberg, Limits Test OS -Direc;t She,ar Test
ST -Loaded Swell Test TX-Triaxial Compression Test
CC -Confined Compression tR/ ... R-Value
Test
'NOTE: In this column the results of these tests'may be re,corded
where applicable •
'-------:----BLOW COUNT
Number of blows needed to advance sampler one foot or as 'indicated.
'------------DRY DENSITY Pounds per-Cubic F09t
'-----------------MOISTURE CONTENT
Percent of Dry Weight
NOTES ON FIELD INVESTIGATION
I. REFUSAL indiClites the inability to extend eXCIvation, practically,
with equipment being uted in the investigati~n.
DRAWN BY: mrk CHECKED.Y:
KEY TO LOGS
CARRILLO ESTATES UNIT 2
PROJECT NO: Sl'142W-UDOl DATE: 4-24-81 FI9URE NO: A-I
WDODWARD-l:LYDE CDNSULTAN~
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DEPTH
IN ~---r--~~--~
FEET
5
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1
15
2
30
4~-~--"-
SAMPLE
NUMBER
1-1
1-2
1-3
Boring 1
Approximate El.. 366'
SOIL DESCRIPTION
Medium dense, damp, ye~low brown s~lty to
slightly clayey sand (S1'1)
TOPSOIL.
Dense I. damp, light yellow brown,' $ilty
.sand (SM) TOPSOIL
Dense·,.-damp, l·ight .gray tc;:> Qliv.~ gr.ay.
very fine silty sand (S.M),: mas:si·ve bedding
DELHAR FORHATION
Red brown silty sand lens
_. -_. -gradational contact-
Dense, damp, q1ive gray very fine silty to
clayey sand (SM-SC)
DE~HAR FORMATION
gradational contact --_ .. _.-
Very 'dense, damp, gray very fine si~ty
sand (SM) with occasional cOhcretions
and cemented zones
DELHAR FORMATION
Continued on. Next ~age
• For description of symbols, see Figure A-I
LOG OF TEST BORING 1
CARRILLO ESTATES UNIT 2
DRAWN BY: mrk I CHECKED BY,rt) I PROJECT NO: 5ll42W-UDOl I DATE: 4-24.,..81 I FIGURE NO:A-2 ..
WO~DWARD.ClYDE CONSULTANT@
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50
55
60
65
Boring 1 (Continued)
SOIL DESCRIPTION
Dense to very dense, damp, ight yellow
brown silty fine sand (SM)
DELMAR FO~TION
Hard, damp, light gray silty claystone (CL)
DELMAR FORMATION
Dense, damp, red brown silty sand (SM)
DELMAR ION
Hard, damp, gray silty claystone (CL)
DELMAR FORMATION
gradational contact -' -' ,
Hard, damp, gray, very fine clayey to. sandy
siltstone (ML) DELMAR FORMATION
Cemented zone,
Hard, damp, gray silty to. sandy clay (eL)
DELMAR FORMATION
Very dense, damp, light gray silty fine
sand (SM) DELMAR FORMATION
Near horizontal bedding at 58'
Dense, moist, red to yellow, silty sand
(SM) DELMAR FORMATION
Dense, damp, light gray silty fine sand
(SM) DELMAR FORMATION
70 -t----+---t---t---t---
75
80
·For description of symbols, ,see, F.igure A-I
DRAWN ,BY: mrk CHECKED BY:
Bottom of Hole
LOG· OF TEST BORING 1 (Cont'd)
CARRILLO ESTATES UNIT 2
PROJECT NO: 51142Vl-UDOl DATE: 4-24-81 FiGURE NO:A-3
WOODWAlID·CLYDE CONSUL T "N~ ...
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Boring 2
DEPTH "OTHER SAMPLE SOIL DESCRIPTION IN TESTS NUMBER FEET
Dense, moist, light g~ay silty fine
2-1 sand (SM) DELMAR FORMATION
Dense to hard, damp, light gray to olive
2-2 gray, clayey sand to sandy claystone
(SC-eL) DELMAR FORMATION 5
Very c;1ense, damp ~ light gray to light
yellow brown silty fine sand (SM)
DELMAR FORMATION
10
Very dense, damp, light gray silty to
clayey sand (SM-SC)
DELMAR FORMATION
2-3
15
Very dense, damp, light gray silty fine
sand (SM) DELMAR FORMAT~ON 20
vo."outed concretion
25 cqncretion
2-4
30
35 6/12
40
*For description of symbols, see Figure A-I
DRAWN By:mrk CHECKED BY'
2-5
Near horizontal bedding
Refusal on concretion
LOG OF TEST BORING 2
CARRILLO ESTATES UNIT 2
PROJECT NO: 5ll42W-UDOl .. DATE: 4-24-81 FIGURE NO: A-4
. WOOPWARD.£L VOE CONSUL TANT~
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Project No. Sl161W-UD01 Woodward.C1vde CQnsultants
APPENDIX B
SOIL INVESTIGATION FOR THE PROPOSED
CARILLO ESTATES
CARLSBAD, CALIFORNIA
September 6, 1973
Project No. 73-203
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, Project No. 51142W-UDOl
SOIL INVESTIGATI.ON FOR THE PROPOSED
CAR'ILLO ESTATES,
CARLSBAD, CALIFORNIA
for
PONDEROSA Hor~ES
2082 Business Center Drive ,Suite 100 . "" ..
Irvine, Ca15forAia 92664
by
WOODHARD-GIZIENSKI & ASSOCIATES ,
Consulting Soil and Foundation Engineers and Geologists
(An Affiliat~ of Hood'tJard-Clyde Consultants)
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, ' , FI GURES 13 THROUGH 15 -' LOGS OF TEST TRENCHES
,FIGURES 15 ,A~D 17 -FILL SUITABILITY TESTS
FIGURES 18 THROUGH 21 -'DIRECT SHEAR TESTS
B-2 WOODWARD· GIZIENSKl & ASSOCIATES
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Project No. 51142W-UDOI
September 6, 1973
Project No. 73-203 '
Ponderosa Homes -
2082 Business C~nter Drive
Suite 100 )
Irvine, Californfa 92664
Attention: Mr. Donald W~ Gales
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In accord~nce'with our agreements dated June 8,1973 and July 25, 1973,
. we have made an investigation of the underlying soil conditions at the
site of the proposed subdivision to be known as Carillo 'Estates in Carlsbad; Cal iforni a. ..
The results of our studies 'indicate that the site,is gener~lly suitable.
for the proposed development.; however, there is some hard ro.ck that may
require blasting and existing "old ll landslide~ in the northeastern canyon
may require special treatment or realignment of the proposed.el Fuerte
Street. The extent of the existing landslides are not anticipated to be
within the proposed lot areas and are not expected to pose construction
problems in these areas. f1uch of the on site material is potentially,
expansive and it appears that selective gra<;ling will be necessary to
,provide nonexpansive soils in the upper portions Of. level lot pads.
The accompanying report presents our conclusions and recommendations, as .
well as the results of the subsurface exploration and laboratory tests
upon which these recommendations are based.'
The engineer assigned to this project was Joseph G. Kocherhans. If you
have any questions, please call at your cOnveniance.
WOODHARD-GIZIEN$KI & ASSOCIAtES
Attachments
(2) Ponderosa Homes
(4) Rick Engineering Company
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Project No. 51142W-UDOI
SCOPE
This report describes an in.vestigati.on of the under)ying. soil
and geol~g·ic conditions at the site of the proposed subdivision to be
knm,/n' as Carilio Estates. The site is located approxi.mately 1 mile
/ east of El Camino Real and 1 mile south of" Palomar Airport Road in Carlsbad, .
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California. The purpose of the investigati.on is to mak'e a geological
and soil investigation of the,sit.e that will provide a basis for conclusions'
and recommendations ,regarding the stability of the proposed. cut and
fill slop'es; any required fill fQundation treatments and special provisions
that are necessary i~' the earth\<lork specifications; ~he most suitabl e . . . .
type and depth of foun~ati on and all owab 1 e soil beari ng pressures for .
foundations on compacted fill or natural ground; and provide conclusions
and recof1!'lendations regarding the relative stability and.the necessary
to assist them in developing plans for the su~dtvisi6n.
It is our understanding that the proposed area is to be developed-
into lots for single family housing which will consist of one and two-story
structures, of wood frame construction. It is anticipated that the
residential structures will be supported on continuQus footings or on
a pier and grade beam foundation and that house floors will either be
raised wooden floors or concrete slabs-on-grade.
The specific plan and tentative. map of Ca'rillo Estates, prepared
B-4 WOOOWAR-O • G/ZJENSKI & ASS.oeJA TES
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Page .4
Project No. 51142W-UDOl
by Rick Engim:dng Company and dated t1ay 7, 1973, indicates that m~ximum
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cut slope heights of approximatly 40 feet at maximum slope inclinations
of 1-1/2 to 1 and maximum fill slope heights of 110 feet at. an inclination
of 2 to 1 and less than 30 feet at inclinations .of 1':1/2 to 1-ar.e proposed.
FIELD INVESTIGATION ' .'
Ten test borings were made with a 6-in. diameter truck-mounted
power auger, four test borings were made wi~h a 30-in. diameter bucket . .
rig and seven test trenches were exta~ateo with a caterpillar D..,8 doz,er.
The approximate locations of the test borings and test trenches are
, . shown on the Si te P1 a~, Fi g. 1. The dri 11 i ng of bori ngs and trench
. excavations wer.e done between June 5 and June 11, 1973 under the supe'rvision
of a, project engineering geologist. ,Field 'logs were prepar.ed by the
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geologist on the basi~ of an .inspection of ~he samples secured and of
the excavated material. The Logs of Test Borings and Test Trenches,
show~ on Figs. 2 through 15 are based on an, inspection of th~ samples,
the laboratory test results, and on the field logs. The vertical position
of each sample is shown on the Logs of , Test Borings and Test Trenches.
In addition to the test borings and excavations, three engineering
seismograph traverses were made on June 11,1973 at the approximate
locations shown on Fig. 1. Our interpretation of the results of the
traverses is presented on Table 1.. .
The test excavations and seismograph traverses were located
in the field with the aid of 'an undated, untitled 1"=100'1 scale topographic
map submitted to us by Rick Engineering Camp·any.
B-5 WOO.OWARQ· GIZIENSIO & ASSOCIATES
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Project No. Sl142W-UDOl
LABORATORY TESTS
The soi1s encountered Were visually classifi-ed and evaluated.
with respect to strength, swelling and compressibi1ity characteristics, . ..
dry density and moisture content. The classification \'ias substantiated
by grain size ana lyses and determination of pl asticity ~haracteri sti ts
of representative s·ain·ples ·o·f the soiJs .. F:111. suitabilfty .tests~ including
laboratory compaction tes~s, direct shear tests, loaded s~Jell tests, plasticity
characteristics and grain size analyses, were performed on samples of
the basic materials· encountered and expected to be used as fill. The
strength of soils was evaluated by.consi-deration of the density and .nioslture
. . cory tent of the samples and the penetration resistance of the sampler,.
The results of tests on relativelJundisturbed drive samples
are shown with the penetration~resistance of the sampler at the cortesponding
samP.-l e locations on the Logs of Test Bo~ings. The fi 11 suitabi.l ity test
resul ts, except di rect s.hear tests on compacted samples, are reported
on Figs. 16 and 17. The results of the direct shear tests arereportep .
on Fi gs. 18 through 21.)
SITE, GEOLOGIC AND SOIL CONDITIONS
The site is located on a northwesterly trending ri~ge with a
high elevation of this ridge, at the southeastern corner ~f the property,
of approximately 480 ft. The upper.portion of the ridge ~xtends downward
to the northwest to.an elevation of approximately 325 ft near the northwestern
corner of the property. A canyon exi s ts on· the northern and e·astern s i·de
of the site that extends down to elevation of approximately 150 ft. the
side slopes of thi"s canyon are relatively steep ranging betw~en approXi·mately
1.3 to 1 (horizontal to vertical) to approximately 4 to 1. The side slopes
B-6 WOODWARD· GlllENSKI & ASSOCIAJES
COf<SUUI"G .Ot&. ..... D fDUNDATIOH '''GIN''"I ..... D II'~OGIUS
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Project No. 511A2W-UDOI Page.4
on the western· side of the ridge are at .an inclination of genetally' about
6 to 1. At the present time the site is coveted with !mall weeds and has
sparse coverages of small brush with locally dense growth.' A·small fill
that appears to be 'uncompacted exists near the e'nd of Flamingo Street.
Our investigation reveals that there ·are four distinct g,eologic
units present on the property. These' units a're from youngest to oldest:
All~vi urn, a late Pl ei stocene Terrace deposit, Terti ary s'ediments, and I .
Santiago Peak volcanics. A general qescription of each of these units
is given belm'/:
Alluvium The alluvium deposits are mainly confined to the
natural drainage channels on the site. The alluvial materials consist,
for the most part, of 511 ty and cl ayey sands wi th mi nor amounts of .
scattered gravels in thicknesses up to approximately 6 ft; as exposed in the test· trenches. '
Terrace Deposit.s -These deposits exist in' a li'mited amount
on the surface of the northernmost portion of the main ridge traversing
the site. These deposits geF'Jerally consist of silty clay materials
and\,;ere observed to be less than 2' ft in thickness'.
Tertiary r·1arine Sediments -Materials, of this formation make
up ,the bulk of the material requi~ing excavation for the proposed
grading. The soils within this unit consist of interbedded friable
sandstones and poorly indurated cl aystones:. The majority of materi·a 1 S
above an approximate elevation of 400 ft are generally interbedded
sandy c1 ays and s11 ty cl ays. ..
Jurastic Santiaco Peak Volcanics -Thesa metavolcanic rocks
occur at the surface within 2 areas on the property, at the approximate
locations indicated on the, Site Plan. These rocks typically have
large variations in decomposition ~nd fracturing in short surface.
distances; that is, some areas are expected to be excavated fairly
easilY, \'/hereas an area just a few feet away may require blasting
for economical removal of the materials.
The near,surface soils, as encountered in the test borings,
generally consist of 1 to 2 ft of silty sand that is porous. This topsoil.
is generally under:lain by ,a layer of residual silty and sandy clay ranging
in thickness from absent to 3 ft.
B-7 WOODWARD· G1ZIENSKI &' ASSOCIATE'S
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Project No. 51142W-UDOI :' -. Page 5
Test Borings 4 and 5 were dug in an· area of existing landslides.
A slide plane was ~ncountered at a dept~ of approximately 6-1/2 ft in
Boring 4, but none was encountered in Boring 5. The materials. observed in
Bortng 5 appeared to be slide debris for the entire depth of the borihg.
It was also noted that the bedding of the ~atetial at ~epths of 24 ft
and 30 ft was approximately. 30 degrees out of the slope. Refusal was
~ncountered on very hard cemented sand in Boring 5 at a depth of 34 ft.
No groundwater was encountered in the test borings at the time
of our investigation.
'CDNCLUSION~ AND RECDMfv1ENDATIONS
(1) ~he results of our investigation tndicate that there are
several "oldll landslides on the property, that much of the ·soilwithin the
anti~ipated depths of grading is.potentially.expansi~e and that there is
some "hard" rock within proposed cut areas,' It is our' opi'nion that select
grading 'and spedal inspection \'1111 be r'equired in order to provide the
most suitable end product. It should be anticipated that speci.al foundation
designs may be required for structures on potentially expansi~e soils.
(2) The ground which will receive fill and/Qr residential structures
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\"ill, in our opinion, have an adequate be'aring value to safely support
the proposed loads when trriated as described in the following paragraphs
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and in the attached "Specifications for Controlled Fill". Footings for
residential structures ~laced on nonexpansive undist~rbed soils or properly
compacted nonexpansive soil may be desi gned for a soil bearing pressure
of 2000 ps fat a depth of 12 in. below rough lot· grade., Footi ngs shoul d
have a minimum w~dth of 12 in.
B-8 WOODWARD· GlllfrlSKI & ASSOCIATES
CQflSllLTI .... SOt&. ""0 lOU"""!.,OOO ... G, .. ".s· ,,"0 GUH'OGIS.~
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Project No. 511~2W-UDOI Page 6
(3) The upper zones of the Santiago Peak Vol~anics, the reSidual
clay below the topsoils, the terrace clays and the sandy and silty clay
strata in the Del Har Formation, have been classed by 'laboratory tests
as being potentially expansive to varyi:ng degrees. 'Our studi es in-di cate
" that the bulk of the material excavated from above the approximate elevation ,
of 400 ft will b~ of the potentially ~xpan~ive nature. Where these soils
are used \'lithin 2 ft of finish grade in either cut or fill pads, special
foundation treatment will be necessary. ,For your conven-ience and consideration,
the following two preliminary foundation designs are presented for soils
having 3 to,6 percent swell potential and for soils having 6 to 9 percent
sw~ll potential:
Rough or Compacted
~'d' 0
12" mi,n.
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18" min ..
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'FOOTlt~G DETAIL
(Potential Swell 3 to 6'Percent)
:
II" min" concrete slab with Si6 10/10 mesh
• '/" II >I.,. ~ ... ~ 0' ."#. ~ ."... • ~ •• t" , •• _.",. • /,. '.,~~~ .• :~" .mlflo. srushed rC}c~ ,e,r grave).::. : .: ... ,. "
f'....... -~~ Bars, top and bottom ~~ , ,
~If" -l min ..
Faa 11 N G 0 ETA I L
(Potential Swell 6 to 9 PerGent)
"8" min
Hq Bars, top and bottom
h '2" .1 'm,in.-J
B-9 WOODWARD· GIZIENSKI & ASSOCIAJES
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Project No. Sl142W-UDOl
The above footings may be designed for a soil bearing pressure of 2000
psf. Soils having a potentia) swell in excess of appro~imately 9 percent
should not be used \'/ithin the upper 2 ft of rou.gh lot grade. Potentially
expansive soils encountered may be, spread and compacted throughout the
lower portions of fills, but should not be used in the outer zones of
fill slope faces, as will be discussed in the paragraph under slope stability
below.
(4) The results of our i:nvestigation indicate that the bulk
of the select materials not requiring $pecial foundations will generally.
be encountered belmv the approximate elevation 400 ft .. Because of this,
it may be desirable for this office to review the proposed grading plan
\'/hen completed and possibly make additional studies in order te evaluate
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the availability of select material for capping·the upper 2 ft ·of all
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lots founded in potentially expansive,materials. The final result of
this may enable us to delinate ar'eas 'and volumes \'/here the selectmateri-als
are available and estimate where the potentially expansive soils will
require undercutting and thereby provide a basis for selective grad'ing.
(5) Results of our geological reconnaissance, the test borings
and test excavations, and the engineering seismograp'h traverses indicate
that the materials on the si~e can generally be excavated by normal heavy
grading equipment', except in the,Santiago Pea'k formation. Within this'
formation, it is anticipated that blasting \-lill generally be required to
achieve final .grades in areas \'!here cuts are in exce:ss of approxima'tely
5 to'15 ft. In'those areas where outcrop~ exist, blasting will be required
at the surface. It is recommended that areas requiring blasting be ~verexca'Vated
to a minimum depth of 2 ft belm-/ the proposed' rough grade and that the
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.Project No •. 51142W-UD01 Page 8
excavation be backfilled with the more select materials available on the
site. He have discussed the general anticipated areas of blasting '.'/ith Rick
Engineering Company and suggested that raising grades in certain areas may
be helpful to minimize the amount of blasting required,
It should be anticipated that some oversized rock win be generated
in areas that are blasted. 'Material in excess of 2 ft in least dimension
will require special handling to place and use in the deepar portions
of fill; that is, \'/hen larger rock fragments are use.d in fills they should,
be completely isolated, such that there'is at l~ast the width of the compaction
equipment between rocks in order to allow for'adeq~ate compaction of the
soi 1 s around the rock',
(6) It is recommended that looseand/or'porous surface soils
·which are not removed by the grading operations be excavat~d or s'carified
as required, replace~ ~nd compacted before fiTl, foOtings or slabs are
constr~cted. These materials range in depth fromapproxi·mately 1-l/2
to about 3 ft on the ridge and si~e slopes up to approximately 6 ft in
the bottoms of the natural drair.lage channels. Because of the variations
in thickness of the loose and/or porous surface soils, their excavation
and compaction should be controlled in the field by Hoodward-~i·zienski &
Associates upon visual examination of the exposed soils.
(7) The proposed cut and fill slopes having inclinations of
1-1/2 to 1 (1-1/2 horizontal to 1 vertical) and maximum uns·upported heights·
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of 1 es's than 50 ft Vii 11, in our opi ni on, have an adequa te sa fety factor
again~t slope failure if constructed in accordance with the plans and
specifications. Fill slopes in excess of 50 ft in height,but·1ess than
115 ft in height,may be constructed at overall slope ratios of 2 to 1.
B-11 WOODWARD· GIZIENSKI & ASSOCIATES . --; .•• __ • '~.~~.~ '_.KK _ •• ,_@
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Projec1:: No. 51142W-UD91 Page 9
It is recommended that the lower porti ons of the fill i.n those areas where
the slope exceeds 50 ft in height be constructed of materials similar
to samples 3-3 and 14-1 ·in the outer 60 ft of slope face. As grading
progresses J strength tests on newly exposed soi 1 s cambi-ned \'/-i th other
s'lope stability analyses may show that these newly exposed soils may a.lso
be used within this zone. .'
(8) As pr~viously'noted there are e~isting old landslides along
the northern side slopes of the major ridge of the site.' Although these
slides appear to be below' the toes of Pl4oposed fills, it .is recommended
that the keys made for these proposed fills be i~spected by a geologist
from 'our firm prior to placing fill in these areas in order toverifY'actual
subsurface conditions. This recommendation is made f.or the purpose' of
inspecting the area for possible slide debris thq.t could not be delineated
from the field reconnaissance. Should such materials be encountered,
it \'/ill be necessary to remove them down to competent formational materials
prior to construction of fill slopes.
(9) As presently proposed on the tentative map, by Rick Engineering
Company, el Fuerte Drive is planned such that' relatively high cuts would
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be made on the \'lestern side of the proposed al ignment. Results of our
studies indicate that landslide masses exist in this area and that extensive
buttresses wou1 d be requi red to stabil i ze these cuts. We have therefore
recommended to Rick Engineering Company that the proposed an gnment of
el Fuerte Drive. be moved farther to the east in order to fill the canyon
bottom and make no cuts on the side slopes on the ~est sid~ of the proposed
street. They have i.ndicated that this alignment change is pos·sible.
It is recommended that final plans ion this regard be reviewed by this offi-ce
B-12 WOODWARD· GlllENSKI & ASSOCIATES
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Project No. 51,142W-UDOl P.age 10
in order to determine the relative stability of this area (lnd provide any
additional recommend~tions that may be required.
(10) A set of "Specifi·cattons for Controlled Fill" ·is attached.
Recommendations made as a par:t of this report shall ,become a part ·of these
speci fi cati ons. It is recommended that a 11 .grading operations be observed
and compacted fil.ls be test~d by Hoodward-Gizienski & Associates.
LIHIATIONS
The conclusions and recommendations made in this report are
based on the assumption that the soil conditfons do not deviate appreciably
from those disclosed by the test borings. If variations are encountered
during constuctipn, we should be notified so that we may make supplemental
recommendation~, if this should be required~
Evaluation and utilization ~f soil materials for support of
structures·in.cludes investigation of the subsurface conditions, analysis,
. formulation of recommendation9, and inspection during grading. The soil
investigation is not completed until the soil engineer has been able to
examine the soil in excavations or cut.slopes so that he can make the
necessary modifications, if needed. He emphasize the importance of the
soil engineer continuing his services through the inspection of grading,
including construction of fills, anq fou·ndation excavations .
B-13 WOODWARD· GIZIENSKI & ASSOCIATES
,~w." __ ~"._~,_ ,.".u .. ,." u_~, .
IQUIt:: !
Project No. 51142W-UDOl •
sur~rMRY OF SEISMIC TRAVERSES
Traverse Velocity (ft/sec) D"epth' ( ft) .' TR-1 2750 o -2
3900 2 -14
• 13000 , 14 -31
20000 '31+
TR-1R 2000 o -50 • 10000 55+
, 'TR-2 2200 0-7
• 6500 7 -40
20000 40+
TR-2R .2400 0-7 • 7200 7 -31
12000 31+
• TR-3 2250 o ..; 5
4300 5+
TR-3R 1600 0-4 • 2600 4 -17
" 7000 17+
•
•
B.-14 WOODWARD· GIZIENSIO ~ ASSOCIA'HS
• :.
• J
• I
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51142W-UDOl Project No.
.~ : "
..., .. ,
' " " 325 -(
I )
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, -..'
LEGEND:,
. t location' a proxIma e In~icates ~ (6" auger).
f test borl ng . 1'1)\"""
o . t locatIon I J~ \ roxlma e
f test borIng-.
o . 'ate locatIon Indicates ap
of test trench.
115
lJ50
STREET ;:
Z
0:: o (.)
-roximate Indicates app .
. landslides. existIng
limi ts of
I nd,i cates a~p (30" \lucket).. I' ,
proxlm . ~ ________________ -"~~;;-;~~----~--------------,oxl .. te ex;,tl" SITE PLAN '---I ,d I cat .. app co,tO"'. TATES
. ", d '" ,,"c' CARR' LlO ES . ' .
,'// groun -limits ASSOCIATES
" ~, a roximate. L----:--:::-;~~;;n-::c~~ I & . "ISTS ' ,dlea te' p p k Vo I ca, , c, _ G1 Z I ENSK G IMEERS <ND GfOUl. !~?-:~.~~1 of Saotiago Poo d ,.dace. .JJQO.-iARD D 'OU'DUIP' Ell "'IA i ~ ex pos ed at g rou n _~co:u: SUL~T~'_ NG-,S_O:-: IL=M~S~AJtI~O~1 ~ECu:O:'=iCA:::L IFO . • '""'" • 1~. ?'U-.
i
,oxl •• te , ," = WO. 1 .. l
I nd
i cates a
pp
. . t, ... ".. A.""I. SC' .: . FI"OR5-.!,'l.;..-
. f .. "., c . . 8-1,.73 __ "'. ,'d t. '
;'" 'ocat,o, ° . cr
Project No. 51142W-UDOI •
I 0 .. '\.=:' • I Be = 20
I Be = 27
5 • I I .+oJ (J)
i ~
j Q) 10 0 • ~ , s...
:::I en
'"0 c ::s e C)
I ::: 15 , • 0
J3
.s= +' ~ 0. ~ ,2 ~ , • 20 .. ft r: ~ a
U 25 a
H • I 30 '
!
• 33
•
•
Pori ng
loose, dry, brown silty sand (&~)
Porous
Hare, damp, bro'tm sandy clay (eL)
Hard, moist, yellow-brown clayey
sand to sandy clay (SC-eL) ,
Hard, moist, green-brown silty clay
(CL-Cii) ",
Hard, moist, interbedded gray-broNn
sandy cl ay and gray':'green s i Ity day tel-an wi th scattered ,angular rock
and cemented layers
Fa r legend, 5 ee Fi gu re 4-~
~----------------------~----~---------t I ~----~------------------------------~~ w:xJD~ARD -GI ZI ENSKI & ASSOCIATES f CO~SULTlMG SOIL MD FOUiW.ulO~ EMIHEERS AHO GEOLOGISTS '
S~ 01[(<). CALlFOR~IA: ,
LOG OF TEST BOKI NG I
CARRillO ESTATES
,OR. BY: f,LS . APPP(I'I; . seA E: I" = 5' • ~o 1 M' 7~:?,)3, '1
]
j
1
I i
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CK'D .EY~ ~!!-73_ . .llt2·~~=j,
B-16
I.'
•
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•
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•
•
•
."
•
I Project No. 51142W-UDOl
i
o
5
/0
/5
20
25
""":
BC:: 18
BC:: 68
we:: 16
DO::: 107 Be:: 65
we:: 22
DO:: 102 Be:: 63
Be:: 59
Be:: 81J.
Boring 2
3 LQOse, dry, 'tan si lty sand (3'.1)
~":~I Porous --=~~ L-______ -.--.....:...;;;.~.:...._ __
.-:::§j, Hard, damp, bF"?\'KI sandy clay (Cl)
L-__ ~_--~ _____ ~ __ _
:~ -~~L,. ___ ~----________________ __
0;-
Hard, lOOist, interbedded gray-.brown
,sandy cl ay and 011 ve silty cl ay (Cl'"
CH)
Very dense, damp, gray-brown clayey
sand '(SM-SC) with shells
cemented
For Legend,see Figure 4-0
LOG Of TEST BORING 2
CARRI LLO ESTATES
~.co[),..JARD - G I Z I8.JSK I & ASSOCI ATES CO)lSUlTl~G SOIL J.IID FOU;40AHOH EJCGI~EEP.S AND GEOLOGISTS
SA" 01 EOO, CALI FOi\:\ I A
8-11I-73 --......
OR. flY: H~,~"p..;..~;..;.P(\;';;"~~~ __ '-' __ --l""-'~""'""""""' ___ "'"
CK'O fiY: X~ D.H~;
., B-17
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•
.,
•
•
•
•
•
• . --
Project No. 5114~W-UDOl
o -
5-
10 -
J 15 -
20 -,
22 -
&Jring 3
~ ~ stiff, rroist, red..,bro~m sandy clay
BC =-Itt ~~\, ----..;(~Qi..L.I) __________ _
~,,~ Hard, !IX) j st" brown sandy c1 ay (a.) we = 9 - 2 ," :', '1\ I DO = "3 r-1\\.-. ____ .-....,.. _______ ___
BC =~O --t~:J :: ~.;:7.:~s(scijst' gray-
BC= 72 Y-~f .
(~r~:~:
~.~ l~f/6~~1
I'~i~f;~
Refusal
LEGEND
WC = Water Content in' percent of dry weight. "
DO = Dry Oenslt~ in pef.
BC -Number of blo' .... ll by' lifO pound hammer fall ing
30 inches to drive sampler 12 inches. '
Sampler Data: 10'= 2.0", 00 = 2.5".
(SM) = Group classification symbol in accordance with the Unified Soil Classificatio~ System.
--Y. = Sample Humber.
Refusa~ = Unable to extend excavation, practically, with
equi pment be'i ng used in the exploration.
LOG OF TEST 00 R I-NG 3
CARRILLO ESTATES
W:OCWARD -GI 21 ENSKI & ASSOCIATES
COHSULTIHG SOIL MO FOUNoATIClC 81GIKEERS AHD GEOLOGISTS
SAN DIW), CALI FCRIiIA
DR. BY: ALS J A?PPO"( SCA.LE: I" = !il[ ~{, ~t). 73-?O3 ·1
CK'O BY: y~ 1'p~TE: 8;.Jt:73 . .J.e.!Sy~~ ... ~ _ .. : J
B-18 (JJ;J)"
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•
•
•
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•
•
•
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Project No. 51142W-UDOI
...c: +' Cl. (lJ o·
0-
. 5-
10-
15 _
20 -
25 --
30-
......
Ebring lJ.
Hard, damp, dark brown silty cl~y
( CL-CH)
"
• ~ ,t.Oi",-.
Very dense, damp, ye:llow-brown si lty
sand (S>i) wi th 'angu 1 ar rock
·11
Very dense, damp, br~~ sandy angular
rock (GP)
For Legend, see Figure lJ..
LOG OF TEST BOR I nG lJ.
CARRILLO ESTATES
~...ooC\.JARD -GIZIENSKI & ASSOCIATES I
/. I I
I
i
CClHSULT 1 II G so 1 L J.1ID FOUii OAT I 0::. DlGIIoIEHS I.IlD· GEOLOGI STS I
SAil 0 I (00. CALI f'OR:tI A .' .
DR. BY: I.LS APPPOX.-S~AIE: I":: 5' 1 ~O.J.'_':O; 7~~(l3_H
C~~y:~~ onE: 8-14-73 J ~II~~~~;II .• ? __ ]
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'"C c: ::J e c.!:'
~ --~
..c: -+oJ Q.
8
o
5
10
15
20
25
Contact Oi ps 30°
Put of Slope
c.t.Jdd ing OJ ps 3Jo
Out of slope
For Legend, see Figure 4.
.... ".
Ihri ng 5
Hard, moi st, dark broWl silty clay (Oi) ,.,
Hard, moist, olive silty clay (CH)
Very dense, da~p to moist, gray~
bro\'l'l c1 ayey to si 1 ty sand (~SC)
Very dense, moist, gray-brown silty
sand (S.1)
'I
II
Ii I
.. ' -th in c~erited layers
Refusal iii canented layer
LOG OF TEST BORING 5
CARRilLO ESTATES
WXlD .. JARD -GI ZI ENSKI & ASSOCI·ArES I' COMSULTlHG SOIL AXD FOUHOAtJO~ EXGIHEERS AND GEOL031STS I,
SAN DIEGO, C~LIFO~~IA ~--------~--~~~~~~~~.~.-.------~.----l OR. BY: AlS H?p.n,( . Sr..&. E' I ~ = 5' ~JJ?-;. 73-203. !
_.s..~~~.JJ>-'~.ll:.L 8-1 LI::~ __ .J,k!f.~I::".t~~6
B-20
•
•
•
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•
•
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•
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Project No. Sll42W-UDOl ,; ,
-. --..
o -
5 -
s
10 -
15 -
t
20-
25-
r.
30-
35 -
40 -
Bori ng 6
IT~\...-r(;....'~_I~.:....; U_~_d_en_s __ e_, _dr_y_, _b_ro_\,~~o;:,;.~..:.!.:;,.;~!:....y_S_a_nd
~J :: !~I~;1i~:n~~(~i light I· I
tt:;\jij
I Ir.:·t::.
~1 l,1
::':).~"::
.~ ,'.:
-">
Very dense, damp, bro.-{n silty sand
(s-.i) \'lith cemented layers and fossils
Refusal
Fe r Legend, see Fi gu re 4-,
lOG OF TEST BORING 6
CARR IlL,O ESTATES
, I
I I I
I
I I
~rX)D..JARD -GI ZIENSKI& ASSOCIATES I
. COHSULTING SOIL ,1,140 FOUiWATIO!t £1:GIH£El\S· AliD G.£OLOGISTS·
S~,!t 01 EC<J. CALI F.O~nA
OR. BY: ALS I A?P?!'~. SCALE: I" = S' I wq.l. ~Oi73-2C:L-~1 _C~_'D_8_Y: _/~I.OJ~"I:.E_.:_8-1 ~r3 .. :_ .~;:I~~ ,..0' 7 . (I _ ;;.J, _ ..... __ .... ~ ... _.".~~",~iIKlr~1
B-2l
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•
•
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•
•
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Project No. Sl142W-UDOl
I
o -
5 -
10 -
1
15 -
·20 -
25 -
30-
35 -
40-
Lj8J
For Legend, see fi gure LJ..
Q __ !1 •..... _~_-
[bring 7
:: .•.. ~. Loose, dry, light broo.-m silty sand
!:.~::':". \ (S~) Porous
~~T:':k': . Medium dense, damp, yenow-bro~ silty
sand (SM) with shells
'~:.' : ::
, ~lJf~·
.l~ to0:':i' Hard, moi s1:, gray-brm·m silty cl ay .
(CH) ~Ji th th i n interbeds of c1 ayey
. ~':~"":;:-+:~'l-' _S_i l_t_(t<~}f_) _. _______ _
rt 1 Very dense, dal1p, gray-brown clayey
I
I ~ $i~ sand (SCl .
~I I.,
Very dense, dal1p, 1 ight gray silty
fine sand (SM)
.!. ·:t;:;·%
':~i,~~~f't---~e-i ~-{-/-~-~ n-s:-,-s:-' -~'-S~-S-1-V--~-i~-h-g t-r~-r-~b""r-ow-n
l ;jj~ ~entod layers
t:}t
::.-!"' . ..... ,.:
t.ti~:i·~
. ,.,'"
6 '-
LOG OF TEST BOR ING 7
CARR I LLO ESTATES
~·L'O(y..JARD -GI ZI ENSKI& ASSOCIATES '.1 CONSULTING SOIL A.~O FOUilOATICIC Er.GHlEE·RS AND G£OLOGI'STS
~ ____ r-_S::::A:.::.:I...::Di!.1 E~OO;:.:.:.....::CA:.:L.:.:I F,.;O,;:,-,·.!i;.:.lr A, ____ -"'".--',
,OR. P'f: ALS I AP"~Ql:. SCVbE: 1-= Ii' ~OJ. ~11' 7?-·703 '!
~~:,~!£..~flE;.. .. ..s-J.L!-7.3 =-~I!t~ ... ~~!-r.--,Ii_; ,
3-22
•
•
•
•
•
•
•
•
•
•
•
Project No. Sl142W-UDOl
o
5,
9
o
5
/0
o
5
9
Be:: 21
Be ::
Be:: Sq
Be:: 13
Be:: 18
Be:: 66
'Be:: 13
we:: 13
00 :: 108 Be:: 33
Be:: ~I
For Leg"3nd, see Figure 4.
. " ............
;;,':,:.
fhring 8
Loose, dry, brolt.n si Ity sand (SM)
Porou,s
Dense, d~~p, gray-br~n clayey sand
(SC) 'Sl ightly Porous
Dense to very dense, IIDi st, yellm· ....
brm'l1 silty fine sand (SM)
fbring 9
Medium dense, dry to d~~p, brown
silty ,sand ,( ~J.~) Porous
Hard, rnoi st, broh71 sandy cl ay '( GL)
Very dense, ITO i st, yellow-brOy,n
silty fine sand (SM)
foring 10
~fedium dense, dry, brohn silty sand,
( S~) Po rou s
Hard, ITOi st, brOn'n sandy clay (eL)
Very. dense, mist, yellow-bro...."
clayey sand (SC)
f
I
I
I
f •
I I r I I
(
I ~------------~----------~----------~
LOGS OF TEST BO R:I NGS 8, 9 AND 10'1:,'
CARRiLLO ESTATES .
~--------------~------------------~--~ ~.oo[kJARD - G I Z I rnSK'1 lr ASSOC I AlES
COMSULTlHG SOl L ~iW FOUHDAHO:4 Er.GIf.iEERS AHD GEOLOGISTS
Sol)! .01 £00. CALI fM':I'IA' ,
DR. BY: ALS APPP(),~. SeA E: I ~ = ~I ~,' ~:t): 12-20
B-23
•
•
•
•
•
•
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s ~ ~ I a H ~ i i1 I i n H I g
II I !
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project No. 51142W-UDOI
o
5
10
15
20
25
Bori ng II
loose, dry, tan silty sand (~~)
Porous
Hard, danp, brown sandy clay (Cl)
Hard, noi st; gray to yellO'tv-brm'in
clayey ~i 1t to fine sandy clay (ML-
CL)
Hard, moist, interbedded gray-brown
sandy clay and olive silty clay (el-
m) .
Dense, damp, gray-brown clayey sand
(s,"'1-SC) wi th shells
cemented.
Hard, moist, gray s.ilty clay (~) I I
I
! i a ~ ------------.-. i
~ .
~ ~ ~ ~ ;
continued on next page
For legend, see Figure lj..
LOG OF TEST BORING II
CARR IllO ESTATES I ~ WXJCWARD -GIZIENSKI & ASSOCIATES ~ COMSUlTlHG SOILAHD FOUIW.HIO~ EXGIICEERS AHD ,GEOLOGISTS I SAM 01, EC.o. C/,LI FOrtiU A
~ OR. BY: ALS lPPIIO,( SCA E: 1"= 5' PRI)" !~. 7?-?03 ~ . , . 1~~~ .. ~.==M=._~~~~~~==~~==~==~~_~C_K=',_',~o~r~=:,~_~~I~~~ __ ~~~,.p_~~_rE_~.L~'~8-=I:_~_'=7~3.~==~~Ff~r'~.:~~~~~~n~.~'~f~O~.~: "" ---• B-=24 _-"'2---=-" ••• ''''"'''-(gJJ"
I i I ! I
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Project No. 51142W-UDOI •
• 30 I
Be =
• 35
t :""'
Be =
•
Be =
•
o
•
5
•
•
•
•
ceT.ented with fossils
Very den s.e , lTOist, 01 ive clayey
'si 1t (~iL)
Very dense, n-oi st, gray-brown cl ayey
sand (SC-S'!i)
cenented
B:>ring t2
Hard, dry, black sandy clay (Oi)
For Legend, see Figure ~.
LOGS Of TEST BORINGS I I AND f2
CARRILLO tSTATES
Ii
I
I,
t
I
I I! II
I ~----------~------~~--~----------~. WXlCWARD -GIZIENSKI &-ASSOCIATES I
CONSULTING SOIL A.'!D fOUiiD.HIC,;C EHGIICEERS AND GfOlOGI'STS '/
S!,~ 0 I £00. CALI fOi\H I A '. ,!
OR. BY: ioU }.PPQo,X, $CAbE: I" = 5' .~.J, ~?; 7;,.-::03 JI
eX'to SY: /l~ OHE: 8-14-73 IF/{'!![IF "0-II !;. __4o .. -c= .. ~~_ ... ~ __ Y.:...::-~_~~.'t_t .
B-25
Project No. 51142W-UDOI .,
0 • WC = ll-DO = 911-
BC = 1.3
riC = 15 DO = II 0
5 BC = 18 • g
't DC = 50 :::J en
"0
• § 10 ~
~
.&
Be = 53
15 •
Be = Q5/6"
19
•
•
. '
•
•
•
Med i urn dense, dry, gray-bro\,l1 si 1 ty
sand (S~'f) Porous
Hard, moist, red-brown sandy day
(Cl-On
-'
Hard, moist, gray-brown sandy clay
(CL-Oi) ,
Very dense, rroi sf, 1 j ght brown
clayey sand. (SC)
Hard, fr,oist, gray-brol'rn sandy clay (eL-an
Hard, rro i st to wet, 01 i ve silty clay,
(ai)
Very dense, rroist,' gray-brol.", si Ity
to clayey sand' (~rSC)
For Legend, see Figure 4.'
lOG OF TEST BORING 13
,.
I .
J..-_____ C_AR_R_I L_L_O_E_S_TA __ T_ES_-:--:-:':-:-___ ~.1
~.c-JCWARD -GIZI~SKI & 'ASSOCIATES II
SAN 01 EOO. CAll FORi!IA , ,
CONSULTING SOl L IJ<O FOUijOATlO~ EJiGINEERS J.HO GEOLOGISTS /.
nR. BY: ',\LS APP;;'(,X '}r..~1 E: I": = 5' ,f"OO I ~". 73-2'03 'i'
.. CK'D ,6Yu.~J..P~IE.;._ ,8-,' ~13 ~'.'~;~2';'J,.,.!2 ....-JI
B..,26
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•
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Projec·t No. 51142W-UDOl
+' (!) '&,
I
Cl)
(,)
'" '+-I-:::s CI)
-0 c: :::s e 0
~ -~
.c +' C. ~
o
5
10
15
20
o
5
9
we = II
DO = 105 Be = .JW.
furing 14 .
Trench 15
Leose, dry, dark brown'clayey fine
sand (SC Porous
t<iedi urn dense, damp," brown s i 1 ty to
cl ayey sand (S-i-SC) wi th fossil s
Hard, ·rooist, gray-bro\','11 silty clay
(an
fOr Legend, see Figure 4.
I
I
J I
.1
. I
. I
Ii I ,.
LOGS OF TEST BORHI G .14-AliD TEST TREN CH 15
CARRilLO ESTATES
OR. ey: ALS "PPI1(l~. S('··~U::: I" = 5' . I
F !(.! :~F' 1111' 13 • ............. w_~..:r:-~~·
B-27
•
•
•
••
•
•
•
•
•
•
•
Project No. 51142W-UDOI
',\ :
',. .'k'-" .. ~ ..... , •
o
5
7
o
5
10
o
5
6
." .. ,,,,-
. Trench ,16
Hard, rnoi st, bro~'/Il sandy cl at (CL)
Dense to very dense, oamp, gray-
bro~ s i tty Tine sand (~I)
Trench 17
Very loose, dry, light brown silty ii¥Ji· sand (~M) :;~·~.i~·'··· '----'--"--------..------
I
: '
51' I! :,-Ii
I
·11 ~'I ' .~{ I '
1 t,
!! II H :j
. I
I ~I
{::.?) Loose, dry, dark brown' silty 'sand
2 I1~ '--...;.~-:~.....;~'-um-d-en-s-e-, -d--~--P-,---b ..... r-a:-. o ..... ro--c~-:-ye-y-'
":'i:~;'.;! sand (SC ) Porous
I
"m _.
Dense to very dense, damp, light
gray-brown si 1 ty sand (S4)
Trench 18
Loose, dry, dark brown ·silty sa1d
( a·1) .. Porous'
Hard, damp, dark bro\'1n sandy c1 ay
(Q). .
Dense to very dense, da'llp, gray-
bro'nfl silty sand (S'.I)
.for Legend, see Fi.gure 4-.
it rl ,
1. ·u f/ tl II
1-1 ~t
11
f!
!f
I ,
• i i
• 1
I ~ ________________________________ ~ _____ i
LOGS OF TEST TRENCHES '16, 17 ANDIS I.
CARR I LLO ESTATES I---________________ ......... _.l
hC'OQl/J~RD -GI ZI ENSKI & ASSOCIATES ~l
COHSUlTlflG SOIL M,O mU:10.HIC:1 [f,GINEERSI.~O G~OLOGJSTS ~,
. SAM 0 I E':.o, . CALI FOi\;lIA . I J----..,.....--=.;,;,;.;....::~:..:....;:~~oT_-~----~·,1
"R BY' 'I S' I 'P":;>(')V <:'('\1 E' I h = ,,' "~",' /I'''' 73-2'011 :i "-',. • ~-,.,.~~". "'~;"":-. ~-' "'_";:'-lht ..........-..~ I S!!.Ls!.!.~Jl~l.!i_.t!!:?.~ __ l~!f".!.!~k._..('!.,~
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loose, dry, dark brown cl ayey sand
(S+-SC)
Dense to very dense, camp, gray-
brCWl clayey sand (SC)
Very dense, damp, gray-br~TI clayey
sand eSC)
Trench 20
loose, dry to damp, dark brown
c 1 ay~y sand 's+SC)
Porous
Dense to very dense, damp, gray-
brown silty sand (S-.f)
Trench 21
MedJ urn dense, dry to dClITlP, dark
brown silty sand (SM)
Porous
~-~~------~~----------------". Very dense, damp, gray-brown s j 1 ty.
sand (S.il ... ,,: -:-,
.For Legend, see Figure 4..
·B-29
lOGS OF TEST TRENCHES 19 i 20 AND 21
CARR ILLO ESTATES
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Project No. 51142W-UDOI .
01 REeT SHEAR TEST DnA 2 3
Dry Density, pcf
Initial t!ater Content, 'f.
Final tlater Content. '/.
Apparent Cohesion. psf
Apparent Friction Angle. ~
I ,. I , I , I o I
1000 10010 1.0 0.1 0.01 0.001
G!tAIH SIZE In /.II LLII.~ETERS .
!-"7~rt-::~~-r-iS I L T & CU. Y
PLASTICITY CHA RACTERISTleS
Liquid Limit, "f,
Plasticity Inde x. Yo
Classification by Un i f i ed So i I
/
Classification System
t: a
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Initial Dry De nsity. pcf
Initial Water Content, 1-
>-0:: Q \I\i\ Load. P$t
\ \1\ Percent S .... -el J
\1\ t\ !\ 't ___ 2.70
1--I1--t-t-t--t-t--+-t-t-t-t-t~\+'r-t\\P~2. 60 SPEC IF rc MAV ITY
1v.~2.50
3 1\ 2
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107 112
20 8
160 160
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9.0 13.5 '\. b('t~ HOTE:" Specimen 1=. Sample 2-5 ~~~~~r_~~+_~~T-~+_~~~~p~~, I'\. t'... ~ Spec i men 2 = Samp 1 e 3-3
3
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3
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160
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80 0
LABORATORY CC~PACTIO~
TEST IolETHOD:ASW,-O IS57-70T
LABORATORY calPACTIOH TES,..;.T __________ --.-_-..... ________ --
FILL SUITABILITY TESTS I~.
CARRillO ESTATES
WJOO:#~RD -GIZIENSKI & ASSOCIATES '
.," . C<>HSULTlHG· SOIL l.)if) fou~mAtl(,.(t E1!GiHEERS AND GEOLOGIStS
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3 4 II-10 40 200
il I ii .I
DIRECT SHEt~R TEST DJ\TA I 2
Dry Dansiiy, pcf
initial Water Content, 'f.
Final W<\ter Content. '''f,
Appurent Cohesion. psf
Apparent Friction Angle. 0
I qo ......... --......\ ..... [\_ I . \.1\
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GRAtH SIZE IN MILLIMETERS
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PLASTICITY CHARACTERISTICS 2
Liq\J; d Lim; t, % _____ +N..:..:,o~n_t_---_+_~~
PI as t; city I ndex,;.:., ..:.r.~ __ "",--r-P_l_as_t_it--_-+-_--t
Classification by Unified Soil
Classification System
S'ir'ELL TEST DATA 2 3
Initial Dry Density. pcf. Io-~ ~~~~--~---r-~-+-~--t
Initial Water Content. % .16 ~~~----'~~~----r-~~
Load, psf 160
Perce" t Swe I I I.~
t\. \ 2.7Q
~~~~f-~!--if.-f--f--+--+--+,I \~\r-1\~2, 60 SPEC IF r C GRAVI TY
~~-+-~-+4-+-~-r~-~I~~~~' 2.~
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DENSIl"V.-pet
WITEHT. 'f,
LAeOilATORY COMPACTION
2
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MOISTURE CO~rEHT 1.
TEST HETHOO: ASll~-D 1557-7ot
3 ~
NOTE: Specimen I :: S~plc 14-1
Specimen 2 ::
Specimen 3 ::
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SHEAR DISPLACEMENT. inches
S/.:-4PlE DATA
Sample .Ho: 2 - 5
Cl assi Hcation:
Height. inches 0.807
Diameter. inches
Initial Conditions: .
Dry Density. pct 107.0
Mei sture Content. % 1"3.7
After Soaking: -
Dry Density. pef 107.8
l-!oi sture Content. "k 1.B.9
Surcharge during soaking:
____ tons/sq. ft.
TEST DATA
Angle of Friction. degrees 25
Cohesion. pSf 350
/ V
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VI -In
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NORMAL STRESS, ,..to_n_!l.:.,/s..;q_, f_t:..;.,. ___________________________ --;.,.
DIRECT SHEAR TEST
CARRILLO ESTATES
WOODwARD -GIZI8~SKI & ASSOCIATES
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Project No. 511~2W-UDOI
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S!:'(PL~ DATA !j -I
Sample tlo: 3 -3 l
CI assi f i cation:
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He; ght. inches 0.807 l'
• ...; II .... Dj-ameter. inches 1.9Q H ~1.5 ii, -'" H c: 0 l +' ~'
(I) V n f
CJ:! ' i" qaBO I sf Initial C.oMi ti en s : LU IX / .~ t-• (I) Dry Dens i ty. pef 111.6 IX 1.0 .:r V I LU / 'Moi sture Content. % :r: 9.0 en J
I After So<!.f<ing: I II V t"-20QO psf DrY' Density. pef II ~.3' II
I " I Moisture Content. % 7.6 -< ff
0.5 it, • 1/ !1 I Surcharge during soaking: '~, to~s/sq. ft.
:/ TEST DATA II I I
I o ~ Angle of Fr~ction. degrees 28 II
I 0 .03 .05 .09 .12 .15 .18 500 I: Cohesion. psf
U SHEAR 0 I SPLACEJ.IEIIT. inches t, II
.1
II ~
1 2.0 ...; I .... V I .; I en -,-:11 '" . V c: 0 V II -oJ
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NORMAL STRESS, tons/sq. ft. -,I f DIRECT SHEAR T~ST I • 1
• CARRILLO ESTATES I
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1.0 -
'/ ~ -4080 psf
/
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SJ.l.(PLE DATA
Sa'il;lle "0: J I -2
CI assification:
Height. inches
Diameter. inches
Initial Conditions:
0.807
1.94
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U
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1/ / ,
'2040 sf '
Dry Dens i ty .. pef 105.2
r.1oisture Content. % 14.6 I ~
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After So'alcing: -
Dry Density. pef 10,6.,6
~~isture Content . ., 7. 13,9
SU,rcharge'during soaking:
____ tons/sq. ft.
TEST (lATA
Angle ot, Friction. degrees 23
Cohesion. psf q.10
.-
SHEAR D I SPLACEl~EHT. inches
.1
....-V
~ V
.~
V V
~ ~
~
0.5 1.0 1.5 2.0
HORMALSTRESS, tons/sq. ft. r-~~--------~------~------------------~t DIRECT SHEAR TEST
CARR I LLO ESTATES
WJO(kJARD -GIZIENSKI & ASSOCIATES
COHSULTI/;G SOIL "NO FO!JNDATl0"~ ENGINEERS ANO GEOLOGISTS
Sl!4,DIE,GO, CALlFOR~IA .. I
APPR.OX. SC.\LE: ... - -'P~OJ. IiO: 73-zl,3 !j
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CI) V Initial Cond it ions: Co.,
LU
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Moisture Content. 1. 13.8
r
0.5 "
f -
-Su rchar~e ,dur i ng soak'i ng:
tons/sq, ft.
I II TEST DATA I
I Angle of Friction. degrees 31 II 0
-I 0 .02 .04-.05 .08 .lO .12 .14-Cohesion. psf 11-50
SHEAR DISPLACEMENT. inches II ~,
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HORMAL STRESS, tons/sq. ft. I o I REel SHEAR TEST
CARRILLO ESTATES • ~.oO D.-JAR D -GIZ I ENSKI & ASSOCIATES "
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DR. ElY: ALS IAPPROX. SC~LE: ---Pi/OJ. NO: 73-~3 I .. "
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APPENDIX C
Carrillo Estates UIlits
Slope Stability Analysis
Fill Slope (2 to 1)
As sumptions <:
(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
< References:
Ii =
y =
<P c :::
(1) Janbu, N., IIStability Analysis of Slopes with
Dimensionless Parameters," Harvard Soil Mechanics
Series No. 46, 1954.<
(2) Janbu, N., IIDimensionless Parameters for
Homogeneous Earth Slopes," JSMFD, NO. SM6,
November 1967.
Analy~es:
100 ft
2to 1
125 pcf
30 0
450 psf
Safety Factor, F.S. = Where Ncf is the stability
number for slopes with
both c and <P •
Acf = yH -tan <p =
C
16.0
From Fig. 10 of Reference (2) Ncf = 48
F.S. = 1.7
C-1
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Cut 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
References:
H =
y "=
<t> = c =
(1) Janbu, N., "Stability Analysis of Slopes with
Dimensionless Parameters," Ha::rvard Soil Mechanics
Series No. 46, 1954.
(2) Janbu, N., "D:i,mensionless Para,meters for
Homogeneous Earth Slopes, II JSMFD, .NO. SM6,
November 1967.
Analyses:
40'
2 to' I
1:25 pcf
35°"
500 psf
Safety Factor, F.S. = Where Ncf is the stapility
number for slopes with
both c and<t>.
A = yH tan <t> 7.0 cf = c
From Fig. 10 of Reference (2 ) NcE = 22
F.S. = 2.2
C-2
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,APPENDIX C
Carrillo Estates Unit 2
Slope Stability Analysis
Cut and Composite 'Cut/Fill Slopes
(1-1/2 to 1)
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
--_.'---, .. References;
H = 20 ft
1-1/2 to 1
Y = 125 pcf
<P 35 0
c = 300 psf
(1) Janbu, N., "Stability Analysis of Slopes 'with
Dimensionless Parameters," Harvard Soil Mech~nics
Series No. 46, 1954.
(2) Janbu, N., "Dimensionless Parameters for
Homogeneous Earth Slopes," JSMFD, NO. SM6,
November 1967.
Analyses:
Safety Factor, F.S. = Ncf c 'yH
Where Ncf is the stability
number fo+ slopes with
both c a,nd <P •
Acf = yH tan <p =
c 3.5
From Fig. 10 of Reference (2) Ncf = 13
F.S. = 2.6
C-3 , "
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APPENDIX D
SPECIFICATIONS FOR CONTROLLED FILL
I. GENERAL
These specifications cover preparation of existing surfaces
to receive fills, the type of soil suitable for use in fills,
the control of compaction, and the methods of testing 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 gi ve written
notice of conformance with the specifications upon completion
of grading. Deviations from these specifications will be
permi tted only upon written authorization from the s'oil
engineer. A soil investigation has been made for this pro-
ject; 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 controlied fill by the contractor shail
include all clearing and grubbing, removal of existing unsat-
isfactory material, preparation of the areas to be filleQ.,
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 are-as 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 1/4 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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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 approximatel:>earing 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 t~ese soils.
IV. COMPACTED FILLS
1. General
(a) Unless otherwise specified, fill material shall be
compacted by the contractor while at a moisture content
near the optimum moisture content and to a density that
is not. less than 90% of the maximum dry density deter-
mined in accordance with ASTM Test No. D1557-70, or
other density test methods that will obtain egui valent
results. .
(b) Potentially expansive soils may be used in fills below a
depth of 24 inches and shall be compacted at a moisture
content greater than the optimum moisture content for
the material.
2. Clearing and Preparing Areas to be Filled
(a) All trees, brush, grass, and other objectionable 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. .
(b) All vegetable matter and objectionable material shall be
removed by the contractor from the surface upon which
the fill is to be placed, and any loose or porous soils
shall be removed or compacted to the depth shown on the
plans. The. surface shall then pe 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 eq!-lipment to be used.
(c) Where fi~ls are constructed on hillsides or slopes, the
slope of the original ground on which the fill i.s 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 s.oil
mantle and into the underlying formational materials .
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(d) After the foundation for the fill has been cleared,
plowed, or scarified, it shall be disced or bladed by
the contractor until it is uniform and free from large
clods, brought to the proper moisture content, and
compact~d as specified for fil,l.
3.' Placing, Spreading,and Compaction of'Fill Material
(a) The fill material shall be placed by the contractor in
layers that, when compacted, shall not exceed 6 inches.
Each layer shall be spread evenly and shall be thorough-
ly mixed during the spreading to obtain uni.t'ormi ty of
material in each layer.
(b) When the moisture content of the fill material is below
that specified by the soil engineer, water shall be
added by the contractor l,lntil the moisture content is as,
specified.
(c)
(d)
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,
roul tiple-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.
(e) The surface of fill slopes shall be compacted and there
shall be no excess loose soil on the slopes.
v. INSPECTION
1. Observation and compaction tests shall be made by the
soil engineer during the filling and compacting operations so
that he can state his opinion that the fill was constructed
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 ):Yelow the surface where
the surface is disturbed. When these tests indicate that ,the
density of any layer of fill or portion thereof is below the
specified density,' the particular layer or portion shall be
reworked until the specified density has been obtained.
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VI. PROTECTION OF WORK
1. During construction the contractor shall properly grade
all excavated surfaces to provide positive drainage and
prevent ponding of water. He shall control Surface water to-
avoid damage to adjoining properties or to finished work on
the site. The -contractor shall take remedial measures to
prevent erosion of freshly graded areaS and until-such time
as permanent drainage. and erosion control features h,ave been
installed.
2. After cOIIU2letion of grading and when the soil engipeer
has finished h1s observation of the work, no further excaVq-
tion or filling shall be done except under the observation of
the soil engineer.
Strip as specified
Remove all topsoil
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 wl),ere specified by the soil
engineer.
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Project No. 51142W-UDOl
APPENDIX E
OVERSIZE ROCK PLACEMENT AREAS
(No Scale)
Var ies _ ------------,
-L ~, 15' mini
Fill n1aced in accordance with specifi~ations For Controlled Fill
Property Lines
Street
"",Utility Lin~ l'l
"-...0.,.-' 1'·
o
-.... . 7'
L Origina1ground surface'
LEGEND
c=J Place no oversize rocks in this area.
Pf~) oversize rock can be placed in this area.
NOTES
(1) Oversize rocks are those rock fragments between 2 feet
and 4 feet in maximum dimension.
(2) Rocks between 2 feet and 4 feet in size should be pro-
perly isolated and completely surrounded by properly
compacted soil.
(3) No rocks greater than 4 feet in maximum dimension can be
used in fills.
(4) The oversize rock should be s,urrounded by sufficient
fines to obtain proper compaction.
(5) No oversize rock can be placed within 4 feet of finish,.
lot grade or within expected depth of utilities, which-
ever is deeper.
E-l