HomeMy WebLinkAboutSupplemental Soils Report Vol 1 - 5/8/89 ._
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1 � PETRA
OFFICES THROUGHOUT SOUTHERN CALIFORNIA
1
1 May 8, 1989
J.N. 298-87
GREAT AMERICAN DEVELOPMENT COMPANY •
28910 Rancho California Road
1 Suite 204
Temecula, CA 92390
1 Attention: Mr. Steven J. Ford
Vice President
1 Subject: Supplemental Soils Engineering and Engineering
Geologic Investigation, Portion of Redhawk Project,
Vesting Tentative Tract Map Nos. 23064, 23065 ,
23066 , and 23067, Rancho California, County of
1 Riverside, California.
References : 1) Evaluation of Faulting and Liquefaction Po-
tential, Portion of Wolf Valley Project, Rancho
California, County of Riverside, California; report
by Earth Research Associates, Inc. , dated November
20, 1987.
1 2) Preliminary Soils Engineering and Engineering
Geologic Investigation, Redhawk Project, Rancho
1 California; report by Earth Research Associates,
Inc. , dated February 2, 1988 .
1 3 ) Removal Requirements for Structural Fills
Adjacent to Golf Course Fairway Numbers 1, 2 , 3 ,
4 , 8 and 18, Redhawk Project, Rancho California,
County of Riverside, California; report by Earth
1 Research Associates, Inc. , dated January 18 , 1988 .
4) Supplemental Soils Engineering and Engineering
1 Geologic Investigation, Portion of Redhawk Project,
Phase I , Vesting Tentative Tract Map No. 23063 ,
Rancho California, County of Riverside, California;
report by Petra Geotechnical, Inc. , dated November
1 17, 1988 .
5) Supplemental Evaluation of Faulting, Southwest
1 Portion of Redhawk Project, Rancho California Area,
County of Riverside, California; report by Petra
Geotechnical, Inc. , dated March 1, 1989.
1 1R 4 77354
PETRA GEOTECHNICAL, INC.
41640 Corning Place . Suite 107 • Murrieta • CA 92562 • Tel: (909) 600-9271 • Fax:(909) 600-9215
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GREAT AMERICAN DEVELOPMENT COMPANY May 8, 1989
' J.N. 298-87
Page Two
Gentlemen:
' This report presents the results of our "Supplemental Soils
Engineering and Engineering Geologic Investigation" for Tenta-
tive Tracts 23064, 23065 , 23066 and 23067 . The purpose of
' this supplemental investigation was to obtain more detailed
information concerning subsurface soil and geologic conditions,
and then provide specific conclusions and recommendations per-
taining to general site grading, remedial grading requirements,
potential for hydro-consolidation and liquefaction, shrinkage
and subsidence, and foundation construction. Our conclusions
and recommendations are based on proposed grading as indicated
' on the enclosed 100-scale plans prepared by Rancho Pacific
Engineering ( 11 sheets) .
REFERENCED REPORTS
References 1, 2 and 3 were prepared by Earth Research Asso-
ciates, Inc. , the predecessor firm to Petra Geotechnical, Inc.
This name change is a result of corporate restructuring which
became effective on April 1, 1988 .
LOCATION AND SITE DESCRIPTION
' Encompassing a combined area of 910+ acres, the subject tentative
tracts occupy the southerly and northeasterly portions of the
approximately 1300-acre Redhawk Project, Rancho California.
Topography is characterized by numerous ridges and low rounded
hills with intervening valleys, canyons, and gullies. Natural
' slopes vary from flat on ridge tops to near vertical at the con-
tact with adjoining lower canyons and valleys. Maximum topogra-
phic relief throughout the 4 tracts is approximately 250 feet
with ground surface elevations ranging from 1100 to 1350 feet.
Drainage is multi-directional, and is generally derived from
natural precipitation and consequent runoff. There were no
springs or seeps observed with the tracts during the course of
' this supplemental investigation. Ponded water, however, exists
within a small artificial fill reservoir dam located within Tract
23064.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8, 1989
' J.N. 298-87
Page Three
With the exception of barbed wire fences and two artificial fill
reservoir dams , there are no other man-made structures present
' within the subject tracts . Valley and canyon bottom areas are
typically covered with a moderate to heavy growth of weeds and
grasses , and occasional scrub brush and trees. Ridges and
adjacent natural slopes are generally covered with a moderate
to heavy growth of scrub brush.
PROPOSED DEVELOPMENT
The accompanying 100-scale plans indicate a total of 1916 single-
' family lots, ten ( 10) multi-family residential sites, two ( 2 )
school sites, two ( 2) commercial sites , and four ( 4 ) parks are
proposed throughout the subject tracts .
Mass cut and fill grading is planned for physical development of
the above building areas as well as associated access streets .
Maximum vertical depths of planned cut and fill are approximately
1 100 feet and 50 feet, respectively. All graded slopes, cut and
fill, are planned at a ratio of 2: 1, horizontal to vertical, and
to heights of up to approximately 60 feet (both cut and fill) .
' Several daylight cut lots bordered by descending natural slopes
are also proposed within the development.
' Tracts 23064 , 23065 and 23066 are golf course oriented residen-
tial developments. Golf course fairways, which occupy several
major adjoining canyon and valley areas, are presently in the
grading and construction stages of development.
FIELD INVESTIGATION
' To supplement our previous findings and recommendations presented
in the referenced reports, an additional 133 backhoe test pits
' (Test Pits 117-249 ) and 42 borings (Borings 37-78 ) were excava-
ted within selected areas. The primary objective of the addi-
tional test pits and borings was to determine removal require-
ments in alluvial areas, and to evaluate hydro-consolidation and
' liquefaction potential. Logs of all previous and new test pits
and borings are presented in Table I and on Plates B-1 to B-107 .
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GREAT AMERICAN DEVELOPMENT COMPANY May 8 , 1989
' J.N. 298-87
Page Four
Approximate locations of the test pits are borings are shown on
the accompanying plans. Available logs of previous borings by
other consultants are also given in Appendix B.
' LABORATORY TESTING
Associated with the subsurface exploration was the collection of
disturbed and relatively undisturbed samples of earth materials
from the test pits and borings for laboratory testing. Maximum
dry density, expansion potential, shear strength, soluble sul-
fate content, and consolidation tests were performed on selected
' samples considered representative of those encountered. In situ
moisture and density of in place earth materials were also deter-
mined in representative strata. A description of laboratory test
' criteria is given in Appendix A, and all test data are summarized
on Plates A-1 through A-53 , and on the Boring Logs, Plates B-1
through B-107 . An engineering evaluation of the test data is re-
flected throughout the "Conclusions and Recommendations" section
of this report.
' EARTH MATERIALS
The subject tracts are underlain with surficial deposits of
' compacted fill, uncompacted fill, residual soil, alluvium, col-
luvium, slope wash, and terrace deposits. These materials, in
turn, are underlain with late Pleistocene sedimentary deposits
belonging to the Pauba Formation. General descriptions of each
' of these earth units are given in the following paragraphs. more
detailed descriptions are presented in the appended test pit and
boring logs.
' Uncompacted Fill (Map Symbol afl)
' Fill materials associated with the two existing reservoir dams
located within Tracts 23064 and 23065 are composed of locally
derived soil and/or Pauba Formation bedrock materials . The
' maximum thickness of the artificial fill deposits is estimated
at between 10 to 20 feet. Unmapped spoil fill also occurs in
relatively minor amounts on the downslope portions of numerous
dirt roads traversing the four tracts.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8, 1989
' J.N. 298-87
Page Five
Compacted Fill (Map Symbol afc)
Structural fills have been placed along the edges of several
golf course fairways where ascending fill slopes are ultimately
planned in adjacent residential areas . Structural fills have
also been placed across some fairways in future roadway areas.
All structural fills have been placed under the purview of our
firm. This earthwork began in early 1988 and is still in
progress in other golf course areas.
Alluvium (Map Symbol Qal)
Recent alluvial deposits are composed primarily of fine to medium
grained silty and clayey sand, and subordinate coarse sand with
' occasional gravel and cobble lenses. Typically, alluvial depos-
its were found to vary from dry to moist, loose to medium dense
and porous, and to be subject to varying degrees of hydro-consol-
idation. The thickness of alluvial materials is highly variable
and ranges from 3+ feet in narrow tributary gully areas to grea-
ter than 50 feet in broad valleys. On the basis of laboratory
consolidation tests, the thick deposits of alluvial materials
' underlying broad valley and canyon areas were found to be sub-
ject to a relatively high degree of hydro-consolidation to depth
of up to approximately 20 to 25 feet.
Colluvium (No Map Symbol)
Colluvial deposits composed of loose to dense silty sand and
clayey sand occupy small tributary canyon areas and typically
coalesce with alluvial materials. These materials generally
' exhibit similar in place characteristics as alluvial deposits
but generally become dense at relatively shallow depths (e.g. ,
becoming dense below depths of approximately 3 to 10+ feet) . For
ease of mapping, these materials have been combined with alluvial
deposits.
' Slope Wash (Map Symbol Qsw)
Slope wash deposits composed of loose to medium dense silty sand
' and clayey sand also coalesce with alluvial materials in major
canyon and tributary areas. Therefore, for purposes of mapping,
these materials have also been combined with alluvial deposits
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GREAT AMERICAN DEVELOPMENT COMPANY May 8, 1989
' J.N. 298-87
Page Six
for most areas of the subject tracts. However, a relatively
large accumulation of slope wash materials have been mapped on
lower gently sloping areas within a portion of Tract 23067 (see
Plate 23067-3 ) . In this area, slope wash materials were found
to be dense at depths below approximately 5 . 5 to 9 . 0 feet.
Terrace Deposits (Map Symbol Qt)
' Terrace deposit materials consisting of reworked Pauba Formation
occupy two ridge tops , one each within Tracts 23065 and 23066 .
Terrace deposit materials were found to be dense to very dense .
1
Residual Soil (No Map Symbol)
' Gravelly silty sand and clayey sand residual soil materials have
developed over Pauba Formation materials in thicknesses ranging
from 1 to 3+ feet. Thicker accumulations, however, occur within
111 gentle swale areas in thicknesses of approximately 3 to 6 feet.
Typically, residual soil materials were found to be dry to damp,
and loose to medium dense.
1
Pauba Formation (Map Symbol Qps)
1 Hillside areas of all four tracts are underlain by late Pleisto-
cene sedimentary deposits belonging to the Pauba Formation. This
formation is composed primarily of reddish-brown to light brown,
' fine to coarse grained sandstones and silty sandstones with
occasional gravel and silt beds. Typically, in place materials
vary from damp to moist, and dense to locally very dense.
' Geology
Geologic Settling
As noted above, the subject tracts are underlain with sandstones
and silty sandstones of the Pauba Formation, and are bordered on
the north and west by alluvial plains of Temecula Creek and Wolf
Valley, respectively. Bedding within the Pauba Formation is gen-
erally massive with gradational and indistinct contacts. Where
observed, bedding was found to dip at low to moderate angles with
no discernible preferred orientation.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8, 1989
' J.N. 298-87
Page Seven
Faulting and Seismicity
' Faulting and seismicity are discussed in detail in References 1,
2 and 5 .
iGroundwater
Shallow groundwater conditions were not encountered in the
majority of the borings and test pits excavated within alluvial
areas . Groundwater was only encountered in Borings 7 , 13 , 60 ,
and 65 at respective depths of 13 . 0, 47 . 0, 12. 5 and 21. 0 feet.
1 Boring 60 was drilled within the flood plain area of Temecula
Creek, Tract No. 23067 .
' CONCLUSIONS AND RECOMMENDATIONS
General
Based on the results of this supplemental investigation, combined
with our previous findings, we conclude from a soils engineering
' and engineering geologic viewpoint that development of Tentative
Tracts 23064, 23065 , 23066 and 23067 is feasible provided the
following conclusions and recommendations are incorporated into
__ the design criteria and project specifications.
Earthwork
All earthwork should conform to the Grading Code of the County
of Riverside, the enclosed "Standard Grading Specifications"
' (Appendix C) , and in accordance with the following recommenda-
tions.
Site Clearing
All weeds, grasses , scrub brush, trees , and similar vegetation
should be stripped from areas to be graded and hauled offsite.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8 , 1989
1 J.N. 298-87
Page Eight
Excavation Characteristics
t Based on our subsurface boring and test pit data, and on our
experience with similar earth materials, onsite soil, and Pauba
Formation bedrock materials will be excavatable with conventional
earthmoving equipment requiring little to moderate prior ripping.
1 Removals and Canyon Cleanouts
Owing to the typically poorly consolidated and porous nature of
near surface alluvial, colluvial, and slope wash deposits, as
1 well as to their susceptibility to hydro-consolidation, removal
of unsuitable surface materials and replacement as compacted fill
will be required in all canyons, valleys and gullies to receive
1 structural fills. Estimated depths of removal that will be
required are indicated on the accompanying plans. The indicated
depths range from 3 to 25 feet. Unless additional subsurface
exploration (and laboratory testing) is performed within major
canyon and valley areas which may indicate shallower removal
depths in local areas may be feasible, the indicated depths as
shown on the accompanying plans should be considered as minimums.
1 All uncompacted fill deposits existing within Tracts 23064 and
23065 , as well as underlying unsuitable alluvial materials,
1 will require removal and replacement as properly compacted fill.
Depths of removal are anticipated to be on the order of 10 to
20 feet.
Compacted fills placed against canyon walls and on natural slope
surfaces inclining at 5: 1 or greater should be benched through
loose residual soils and placed on a series of level benches
1 excavated into competent bearing soils or bedrock. Residual soil
materials vary from 1 to 3+ feet in thickness on ridge tops and
lower descending slopes, and from approximately 3 to 6 feet in
gentle swale areas.
Canyon Subdrains
1 Perforated plastic pipe and gravel canyon subdrains should be
within all major canyons to be filled in accordance with spec-
ifications given in SG-4 of the Standard Grading Specifications.
Subdrains should be placed so as to outlet at the lowest practi-
cal elevation. In most instances, this will involve the place-
ment of fill at the mouth of the canyon prior to installation of
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GREAT AMERICAN DEVELOPMENT COMPANY May 8 , 1989
J.N. 298-87
Page Nine
the subdrain. Approximate locations of recommended subdrains are
shown on the enclosed plans. Actual locations will be determined
during grading.
Cut/Fill Transitions
Cut/fill transition zones should be eliminated from building
pads where the depth of fill exceeds 18 inches. This should
be accomplished by overexcavating the cut portion and replacing
the materials as properly compacted fill. Recommended depths
of overexcavation are given below:
I
Depth of Depth of
Fill on "Fill" Portion Overexcavation "Cut" Portion
Up to 3 . 0 feet Equal Depth
' 3 . 0 to 6 . 0 feet 3 . 0 feet
Greater than 6. 0 feet 1/2 Depth of Fill to a
Maximum Depth of 15 feet
1 Compacted Fill Blankets
A 3 . 0 foot compacted fill blanket will be required on daylight
cut pads bordered by descending natural slopes . If it is deter-
mined during grading that certain cut slopes will require stabi-
lization by means of a buttress or stability fill, a compacted
fill blanket will also be required on all lots located above
these stability fill masses.
Fill Placement
1. All fill should be placed in 6 to 8 inch maximum lifts ,
watered or dried as necessary to achieve near optimum
' moisture conditions, and then compacted in place to a
minimum relative compaction of 90 percent.
2. The laboratory maximum dry density and optimum moisture
content for each change in soil type should be determined
in accordance with Test Method ASTM D1557-78 .
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' J.N. 298-87
Page Ten
Stability Analyses and Calculations
' On the basis of stability calculations (Appendix D) , proposed
cut and fill slopes will be grossly stable at the inclinations
and to the heights planned. Calculations were performed for a
' 60 feet high, 2 : 1 fill slope utilizing weakest shear strength
parameters determined for remolded soils. Although calculations
were not performed for a similarly configured cut slope, higher
' factors of safety would result due to greater shear strength
values of in place bedrock materials.
' Fill Slope Construction
Fill keys excavated into competent bearing soils or bedrock as
' approved by the soils engineer should be provided at the base
of all proposed fill slopes to be constructed on natural slope
surfaces inclining at 5 : 1 or greater. Minimum key widths should
' equal one-half proposed fill slope heights , with a minimum width
of 15 feet. Minimum key depth should be 2 feet at the toe, and
the bottom of the key should be inclined a minimum of 2 percent
towards the heel.
' To obtain proper compaction to the face of fill slopes, low
height fill slopes should be overfilled and backrolled during
' construction, and then trimmed back to the compacted inner core.
Where this procedure is not practical for higher fill slopes,
final surface compaction should be obtained by back-rolling
during construction to achieve proper compaction to within
' 6 to 8 inches of the finish surface, followed by rolling with
a cable-lowered sheepsfoot and grid roller. Track rolling is
not recommended.
Fill Over Cut Slope Construction
Where fill over cut slopes are proposed, a fill key excavated
into competent bearing soils or bedrock should be provided at
the contact. The width of the fill key should equal one-half
' the height of the slope, or a minimum of 15 feet, whichever is
greater. The bottom of the key should also be tilted back into
the slope at a minimum gradient of 2 percent.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8, 1989
' J.N. 298-87
Page Eleven
Cut Slope Construction
t Owing to the general lack of significant adverse bedding of
Pauba Formation materials , cut slopes, in general, are expec-
ted to be grossly stable. All cut slopes, however, should be
' inspected by the engineering geologist to confirm geologic
structure.
Slope Landscaping
Landscaping for graded cut and fill slopes should consist of
' plant material requiring minimal cultivation and irrigation
water to thrive. An irrigation system should be installed.
However, overwatering and subsequent saturation of slope
' surfaces should be avoided. Moreover, the irrigation system
should consist of very shallow or above grade piping to avoid
the need for deep trenching within the slope surfaces.
' All graded slopes should be landscaped as soon as practical
after the completion of rough grading (whenever water is
available for irrigation) . If permanent landscaping cannot
' be provided within a reasonable period of time, spray-on pro-
ducts designed to seal slope surfaces should be considered as
a temporary measure to inhibit surficial erosion.
To inhibit surficial erosion, the tops of all cut and fill
slopes should be protected from surface runoff by means of
compacted earth berms and/or paved drainage catchment and
' diverter devices.
' Natural Slopes
Existing natural slopes are underlain by massive, granular
' Pauba Formation materials and exhibit no evidence of insta-
bility.
In addition to the recommended compacted fill blanket on day-
light cut lots bordered by descending natural slopes, the
adjacent natural slopes should be protected from any further
surface runoff by means of top-of-slope compacted earth berms
and/or paved drainage catchment and diverter devices.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8, 1989
' J.N. 298-87
Page Twelve
Ascending natural slopes located above daylight fill lots
' should be provided with toe-of-slope, paved interceptor swales
which conduct collected water to an appropriate dispersal area.
Additionally, reinforced concrete block slough walls should be
provided at the toe of the natural slope to prevent the accum-
ulation of mud flow debris onto the lots.
As a further measure to inhibit surficial erosion, natural
slopes should not be stripped of existing vegetation.
Geotechnical Inspections
1. An inspection of clearing operations, removals of loose
fill, canyon cleanouts, fill key excavations, cut slopes,
' and general grading procedures should be performed by the
project soils engineer and engineering geologist. No fills
should be placed without prior approval from the geotech-
nical consultants .
2 . The project soils engineer or his qualified representative
should be present onsite during all grading operations to
verify proper placement and compaction of fill, as well as
to verify compliance with the recommendations presented
herein.
Volumetric Changes
Volumetric changes in earth quantities will occur when going
from cut to fill. Estimated shrinkage/bulking factors for
various earth materials are given below:
' Unsuitable Fill, Alluvium,
Colluvium, and Slope Wash Shrinkage of 10 to 15 percent
' Bedrock and Terrace Deposits Shrinkage of 3 percent
It is expected that any subsidence will be negligible in exposed
' bedrock areas approved for placement of fill . However, for the
purposes of estimating earthwork quantities, we recommend a fac-
tor in the approximate range of 0. 05 to 0 .10 feet be utilized.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8 , 1989
' J.N. 298-87
Page Thirteen
' Settlement
' Provided removal of unsuitable soil materials and placement of
fill are performed as recommended herein, post grading settlement
is expected to be within acceptable limits.
Foundation Recommendations
General
Provided grading is performed as recommended herein, proposed
' residential buildings may be safely supported by conventional
shallow spread and continuous footings . Likewise, the resultant
grading will produce a stable site suited for future roadway
' improvements and underground utilities . Recommended allowable
bearing capacities, lateral bearing, and other design parameters
will depend on the character and quality of subgrade soils ex-
isting within the upper several feet of finish grades . However,
' final foundation recommendations are not expected to vary signif-
icantly from those presented in the remaining sections of this
report.
1
Allowable Bearing Capacities
An allowable bearing capacity of 1500 pounds per square foot,
including dead and live loads , may be utilized for design of
footings founded at a minimum depth of 12 inches below the
nearest adjacent final grade. This value may be increased to
1800 pounds per square foot for footings founded at a minimum
depth of 18 inches. When designing for short duration wind or
seismic forces, the above values may be increased by one-third.
' Settlement of Footings
Under the above bearing pressures, total settlement of footings
is expected to be less than 3/4 inches , and differential settle-
ment is expected to be less than 1/4 of an inch.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8, 1989
J.N. 298-87
Page Fourteen
Lateral Resistance
A coefficient of friction of 0. 4 times dead load forces may be
used for concrete in contact with soil to resist lateral loads.
In addition, a passive earth pressure increasing at a rate of
250 pounds per cubic foot per foot of depth, to a maximum value
of 2000 pounds may be utilized.
' Deepened Footings
Where building, block wall, or retaining wall footings are
to be constructed near or on descending slopes, these footings
' should be deepened such that a minimum horizontal distance of
5 feet is maintained between the outside bottom edge of the
footing and the face of the adjacent slope .
Retaining Wall Parameters
1. All retaining wall footings should be carried to a mini-
mum depth of 12 inches into undisturbed bedrock materials,
approved competent native soils, or compacted fill.
2 . An active lateral earth pressure equivalent to a fluid hav-
ing a density of 40 pounds per cubic foot should be used for
design of cantilevered walls retaining a drained level back-
fill. Where the backfill slopes upward at 2: 1, horizontal
to vertical, the above value should be increased to 53 pounds
per cubic foot.
1 3 . All retaining walls should be provided with weep holes; or
with perforated pipe and gravel subdrains to prevent entrap-
ment of water in the backfill. Perforated pipe should con-
sist of 4-inch minimum diameter PVC Schedule 40 , or ABS SDR-
35, with a minimum of 16 perforations per foot on the bottom
' one-third of the pipe. The pipe should be embedded in 3 . 0
cubic feet per foot of 1 1/2-inch, or 3/4-inch open-graded
gravel wrapped in filter fabric. Filter fabric may consist
of Supac 5-P, or equal.
' 4. Onsite soil materials exhibiting a Very Low or Low Expan-
sion Potential should be used for backfill behind retain-
ing walls. All backfill should be placed in thin horizontal
lifts , watered as necessary to achieve near optimum moisture
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GREAT AMERICAN DEVELOPMENT COMPANY May 8 , 1989
J.N. 298-87
Page Fifteen
conditions, and compacted in place to a minimum relative
compaction of 90 percent. Flooding or jetting of backfill
materials should be avoided.
Expansive Soil Considerations
Initial laboratory testing indicates onsite soil and bedrock
materials exhibit Very Low to Medium Expansion Potentials. There-
fore, expansive soil conditions will have to be determined for
individual lots during and near the completion of grading. How-
ever, it is anticipated that removal and mixing of site soils,
combined with proper placement schemes will result in most lots
being underlain with soils near pad grade exhibiting a very low
or low Expansion Potential. Depending on the final evaluation,
however, the following minimum criteria will be recommended.
1. Very Low Expansion Potential (Expansion Index 0-20)
I Standard depth footings may utilized with respect to floor
heights (i.e. , 12 inches for one-story, and 18 inches for
two-stories) .
No special reinforcement of footings or floor slabs will
be required. However, some reinforcement may be necessary
for structural considerations as determined by the project
architect or structural engineer.
1
2. Low Expansion Potential (Expansion Index 21-50)
Standard depth footings may utilized with respect to floor
heights (i.e. , 12 inches for one-story, and 18 inches for
two-stories) .
All continuous footings should be reinforced with two No.
4 bars, one top and one bottom. Spread footings should
be reinforced with No. 4 bars spaced 18 inches on centers,
both ways, near the bottom of the footing.
Dwelling area floor slabs constructed on-grade should be
reinforced with 6-inch by 6-inch, No. 10 by No. 10 welded
I wire mesh; or with No. 3 bars spaced 24 inches on centers,
both ways. All slab reinforcement should be supported on
chairs or brick to ensure the desired placement near mid
depth.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8 , 1989
J.N. 298-87
Page Sixteen
Reinforcement of garage floor slabs will not be necessary.
However, garage floor slabs should be poured separately from
' adjacent wall footings with a positive separation maintained
with felt expansion joint materials, and quartered with weak-
ened plane joints. A grade beam, 12 inches by 12 inches,
' should also be provided across garage entrances. The grade
beam should be reinforced with two No. 4 bars, one top and
one bottom.
3 . Medium Expansion Potential (Expansion Potential 51-90)
' All footings, exterior and interior, for either one or two-
story construction should be founded at a minimum depth of
18 inches below the nearest adjacent final grade.
' All continuous footings should be reinforced with two No.
4 bars, one top and one bottom. Spread footings should
' be reinforced with No. 4 bars spaced 18 inches on centers,
both ways, near the bottom of the footing.
Dwelling area floor slabs constructed on-grade should be
' reinforced with 6-inch by 6-inch, No. 6 by No. 6 welded
wire mesh; or with No. 3 bars spaced 18 inches on centers,
both ways. All slab reinforcement should be supported on
' chairs or brick to ensure the desired placement near mid
depth.
Garage floor slabs should be reinforced in a similar man-
ner as dwelling area slabs. In addition, garage floor slabs
should be poured separately from adjacent wall footings with
a positive separation maintained with felt expansion joint
' materials, and quartered with weakened plane joints. A grade
beam, 12 inches by 12 inches, should also be provided across
garage entrances. The grade beam should be reinforced with
two No. 4 bars, one top and one bottom.
Prior to placing concrete, subgrade soils below all slab
areas should be thoroughly wetted to achieve a moisture
' content equal to or greater than 110 percent of optimum
moisture content. Minimum depth of moisture penetration
should be 18 inches.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8, 1989
' J.N. 298-87
Page Seventeen
The above criteria are recommended to minimize potential dis-
tress to footings and floor slabs due to expansive soils. Addi-
tional or heavier reinforcement may be necessary for structural
considerations as determined by the project architect or struc-
tural engineer.
Moisture Vapor Barrier
' Where floor coverings are considered, concrete floors con-
structed on-grade should be underlain with a moisture vapor
barrier consisting of a polyvinyl chloride membrane such as
' 6-mil visqueen, or equal. At least one ( 1) inch of sand
should be placed over the membrane to promote uniform curing
of the concrete.
Soluble Sulfate Analysis
Site soils tested were found to contain less than one-tenth
of one percent water soluble sulfates. Therefore, according
to Table 26-A-6 of the Uniform Building Code, special sulfate
' resistant cement will not be necessary for concrete placed in
contact with onsite soil. Additional testing, however, is
recommended at the completion of grading to verify this
' condition.
' Yard Drainage
Positive drainage devices such as area drains , planter drains,
or drainage swales should be provided around each building.
Excess water should not be allowed to collect nor pond against
building foundations. Roof gutters and downspouts may be re-
quired on the sides of houses where there is insufficient area
to construct yard drainage devices.
Multi-Family, School, and Commercial Sites
When building locations are known, cut/fill transition zones
created within the multi-family, school, and commercial sites
' will require elimination utilizing the procedure presented
herein. Moreover, a specific site study may be necessary
depending on the types of buildings to be constructed within
' these sites, and the magnitudes of their imposed loads on the
underlying foundation soils.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8, 1989
J.N. 298-87
Page Eighteen
Utility Trench Backfill
1 All utility trench backfill under slabs and within street and
utility right-of-way areas should be compacted to a minimum
relative compaction of 90 percent. Onsite soils cannot be den-
1 sified adequately by flooding and jetting techniques. Therefore,
mechanical compaction will be required.
1 As an alternate for interior trenches ( trenches under building
slabs) , and for utility trenches located in confined areas,
imported sand having a Sand Equivalent value of 30 or greater
may be used for backfill and flooded or jetted into place.
' No specific relative compaction will be required. However,
inspection, probing, and if deemed necessary, testing should
be performed.
' Where exterior and interior utility trenches are proposed
parallel to building footings, the bottom of the trench should
not be located within a 1: 1 plane projected downward from the
'
bottom edge of the adjacent footing.
' GRADING PLAN REVIEW
Definitive 40-scale grading plans, when prepared, should be
' reviewed by our firm with respect to conformance with the geo-
technical recommendations presented herein. Depending on this
review, modifications to these recommendations and/or addi-
' tional recommendations may be warranted.
INVESTIGATION LIMITATIONS
1 This report is based on the project as described and the geo-
technical data obtained from the field tests performed at the
' locations indicated on the plan. The materials encountered on
the project site and utilized in our laboratory investigation
are believed representative of the total area. However, soils
can vary in characteristics between excavations, both laterally
' and vertically. Our firm should be notified of any pertinent
change in the project plans or if subsurface conditions are
encountered which differ from those described in this report,
since this may require a re-evaluation of our recommendations.
This report has not been prepared for use by parties or projects
other than those named or described above. It may not contain
sufficient information for other parties or other purposes.
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GREAT AMERICAN DEVELOPMENT COMPANY May 8, 1989
J.N. 298-87
Page Nineteen
Since our investigation is based upon the site materials ob-
served, selective laboratory testing, and engineering analysis,
the conclusions and recommendations presented herein are profes-
sional opinions. These opinions have been derived in accordance
with current standards of practice, and no warranty is expressed
or implied.
This opportunity to be of continued service is sincerely ap-
preciated. Please call if you have any questions pertaining
to this report.
Respectfully submitted,
PETRA GEOTECHNICAL, INC. �PE�PROF�.
ORIGINAL'/�' I_��/ r0 co
L SIGNED 1 No. GE 2024
A 1 Siamak Jafro : p ;* CxP,6i=boy
President Principal gineer N9r�atFCHN� P*
1 Engineering Geologist G.E. 2024 '6'°; Poa"
CEG 936
' CB/AB/SJ/nls TI"S DOCUMENT WAS ISSUED PREVOI L' i;,:::: ': ' .
NOT REFLECT CURRENT S TE
STANDARDS OF GEOTECHNICAL PRACTICE. THE
' CONTENTS OF THE DOCUMENT SHOULD NOT BE USED
OR RELIED UPON WITHOUT A REVIEW BY QUALIFIED
PROFESSIONALS.
' ra. (Date) //a' a/
'�`'GEOTECHNICAL, INC.
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J.N. 298-87
1
1
1 ENCLOSURES
1 APPENDIX A Laboratory Test Criteria, Laboratory Test
Data, Test Pit Logs, and Boring Logs
1 APPENDIX B Previous Borings by Others
APPENDIX C Standard Grading Specifications
1 APPENDIX D Stability Calculations
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J.N. 298-87
APPENDIX A
TENTATIVE TRACT MAPS ( 11 Sheets) In Pocket
LABORATORY TEST CRITERIA
LABORATORY MAXIMUM DRY DENSITY Plates A-1 and A-2
IN-PLACE MOISTURE DENSITY/TEST DATA/TEST PITS . . . . Plates A-3 to A-7
' EXPANSION INDEX TEST DATA Plate A-8
SOLUBLE SULFATES Plate A-9
DIRECT SHEAR Plate A-10
CONSOLIDATION PRESSURE CURVES Plates A-11 through A-53
BORING LOGS Plates B-1 through B-107
tLOGS OF TEST PITS Table I
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J.N. 298-87
LABORATORY TEST CRITERIA
Soil Classification
Soil encountered within the property were classified and described
' utilizing the visual-manual procedures of the Unified Soil Classi-
fication System.
' Maximum Dry Density
' The laboratory maximum dry density and optimum moisture content
were determined for selected samples of soil and bedrock mate-
rials in accordance with Method A of Test Method ASTM D1557-78.
Pertinent test values are given on Plates A-1 and A-2.
- -
In Situ Moisture and Density
' Field moisture content and dry unit weight were determined in
representative strata of soil and bedrock materials during the
field exploration. Dry unit weights were determined in pounds
per cubic foot and the moisture content expressed as a percen-
tage of the dry unit weight. Test data obtained from the test
pit trenches are summarized on Plate A-3 through A-7. Test data
obtained from borings are given on Plates B-1 through B-107 .
tExpansion Potential
Expansion Index tests were performed on selected samples in
accordance with Uniform Building Code Standard Test No. 29-2 .
' Test data and expansion potentials are given on Plate A-8 .
' Soluble Sulfates
Soluble sulfate contents were determined for selected samples
' by Anaheim Test Laboratory of Santa Ana, California. Results
of these tests are included on Plate A-9.
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LABORATORY TEST CRITERIA J.N. 298-87
Page Two
' Direct Shear
The Coulomb shear strength parameters, angle of internal fric-
tion and cohesion, were determined for remolded and undisturbed
test samples. All test samples were artificially saturated, then
sheared under varying normal loads at a constant rate of strain
of 0 . 05 inches per minute. Test results are summarized on Plate
' A-10 .
' Consolidation
Settlement predictions under anticipated loads were made on the
basis of the consolidation tests. Axial loads were applied in
' several increments to a laterally restrained one-inch high sam-
ple. Loads were applied in a geometric progression by doubling
the previous load, and the resulting deformations were recorded
at selected time intervals. Test samples were saturated at a
loading of 1. 4 kips per square foot in order to evaluate the
effects of a sudden increase in moisture content (e.g. , hydro-
consolidation potential) . Results of consolidation tests per-
formed to date are graphically presented on Plates A-11 through
A-53 . Several consolidation tests were in progress at the time
this report was being prepared, and a number of other samples are
scheduled for testing. This additional consolidation test data
will be appended to future copies of this preliminary report.
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IJ.N. 298-87
IEXPLORATORY BORINGS
' LABORATORY MAXIMUM DRY DENSITY
Boring Depth Geologic Optimum Maximum Dry
INumber (ft. ) Unit Soil Description Moisture ( %) Density (pcf)
B-2 5 .0 Qps A - Clayey Sand (SC) 11. 0 124
I B-2 15 . 0 Qps B - Silty Sand w/Clay (ML) 15 . 0 117
B-2 25 . 0 Qps C - Sand w/Silt (SW/SM) 10 . 5 126
B-3 10 . 0 Qps D - Clayey Sand (Sc) 13 . 0 122
'
B-3 20 . 0 Qps E - Sand w/Clay (SW/SC) 10. 5 128
B-3 30. 0 Qps F - Sand w/Silt (SW/SM) 13 . 5 118
B-3 40 . 0 Qps G - Silty Sand w/Clay (SM/SC) 13 . 0 121
IB-5 10. 0 Qps H - Sand w/Clay (SW/SC) 10 . 5 129
B-5 20 . 0 Qps I - Sand w/Silt (SW/SM) 11 . 0 128
B-5 30 . 0 Qps J - Silty Sand w/Clay ( SM/SC) 12 . 0 125
B-5 40 . 0 Qps K - Sand w/Silt ( SW/SM) 12 . 0 125
B-38 15. 0 Qal L - Clayey Sand (SC) 8 . 0 134
IB-47 2 . 0 Qal M - Sand w/Silt (SW/SM) 10 . 5 129
IB-48 4 . 0 Qal N - Silty Sand ( SM) 10 . 0 128
B-51 12 . 0 Qal 0 - Clayey Sand (SC) 8 . 0 133
IB-53 6 . 0 Qal P - Silty Sand ( SM) 8 . 0 134
B-56 21. 0 Qal R - Silty Sand w/Clay (SM/SC) 8 . 5 131
IB-59 21. 0 Qal R - Silty Sand w/Clay (SM/sc) 8 . 0 134
IB-60 9 .0 Qal S - Sand (SW) 12 . 0 117
B-61 6 . 0 Qal T - Silty Sand w/Clay (SM/SC) 7 . 5 136
IB-74 20 .0 Qps U - Silty Sand (SM) 9 . 0 132
B-75 10 .0 Qps V - Silty Sand ( SM) 8 . 5 133
IB-76 5 .0 Qt W - Clayey Sand (SC) 8 . 0 134
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' PLATE A-1
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IJ.N. 298-87
IEXPLORATORY TEST PITS
LABORATORY MAXIMUM DRY DENSITY
III
Test Pit Depth Geologic Optimum Maximum Dry
I
Number (ft. ) Unit Soil Description Moisture (%) Density (pcf)
TP-5 5 .0 Soil AA - Clayey Sand (SC) 11. 5 129
1 TP-14 1. 0 Qal BB - Silty Sand (SM) 11. 0 129
TP-15 5. 0 Qal CC - Silty Sand (SM) 10. 0 132
1 TP-134 3 . 0 Qal DD - Silty Sand w/Clay ( SM/SC) 8. 0 133
TP-136 4. 0 Qal EE - Silty Sand w/Clay (SM/SC) 8. 0 133
I TP-143 1. 0 Qal FF - Silty Sand (SM) 9. 0 130
TP-144 3 . 0 Qal GG - Silty Sand w/Clay ( SM/SC) 8. 0 134
TP-149 4 . 0 Qal HH - Silty Sand w/Clay ( SM/SC) 8 . 0 133
ITP-153 4 . 0 Qal II - Clayey Sand (SC) 8. 0 133
TP-162 5 . 0 Qal JJ - Silty Sand ( SM) 8. 0 134
ITP-169 9.0 Qsw KK - Silty Sand (SM) 8. 0 134
TP-194 3 . 0 Qal LL - Silty Sand (SM) 8. 5 132
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TP-196 3 . 0 Qal MM - Sand w/Silt (SW/SM) 10.0 127
TP-208 4 . 0 Qal NN - Silty Sand (SM) 7. 5 135
ITP-211 5 . 0 Qal 00 - Sand w/Silt (SW/SM) 10. 0 128
TP-222 5. 0 Qal PP - Clayey Sand (SC) 8. 5 131
I TP-224 4 . 0 Qal QQ - Clayey Sand (SC) 9. 0 131
TP-225 5 .0 Qal RR - Silty Sand w/Clay ( SM/SC) 9. 0 131
TP-228 6. 0 Qal SS - Silty Sand (SM) 8. 0 133
1 TP-232 4.0 Qal TT - Sand (SW) 12 . 0 121
' TP-246 4 . 0 Qal UU - Clayey Sand (SC) 9. 0 129
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IJ.N. 298-87
' EXPLORATORY TEST PITS
IN PLACE MOISTURE AND DENSITY TEST DATA
' Test Pit Depth Moisture Dry Density Maximum Dry Relative
Number (Ft. ) (%) (pcf) Density (pcf) Compaction ( %)
' 5 2 . 0 12 . 6 100 . 2 123
129 81
5 5. 0 4 . 2 114 . 0 88
6 3 . 0 4 . 6 105 .7 126 84
I
6 5. 0 11. 1 102 . 1 130 79
7 3 . 0 6 . 8 97. 4 136 72
7 5. 0 9 . 5 111.7 132 85
14 5. 0 7 . 1 99. 8 133 75
I 14 5. 0 7 . 1 99 . 8 133 75
15 2. 0 9 . 8 96 . 2 131 73
15 5.0 8 . 4 114. 8 132 87
I
18 3 .0 12. 1 97 . 1 122 80
18 5. 0 9 . 2 109 .7 132 83
19 2. 5 4 . 2 93 . 6 132 71
I 19 4. 5 5 .7 109 . 4 132 83
20 3 . 0 1. 9 98 . 5 128 77
20 5. 0 1. 6 103 . 1 118 87
21 2. 5 4 . 2 101. 9 128 80
I 21 5. 0 5 . 0 104 . 4 129 81
94 5 . 0 6 . 6 92. 6 125 74
95 3 . 0 5 . 6 106. 5 133 80
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97 1. 0 5. 2 104.8 130 81
117 5 . 0 7 . 2 99. 4 130 76
119 2 . 0 9 . 8 91.6 130 70
119 5 . 0 6 .7 97 .7 130 75
I133 1. 0 17 . 2 98.8 129 77
133 3 . 0 13 .7 87 . 6 129 68
133 5 . 0 5 . 1 97 .7 129 76
I
134 3 . 0 8 . 7 113 . 4 133 85
138 4. 0 5 . 0 112. 9 130 87
141 1. 5 10 . 0 107 . 3 130 83
I 141 5. 0 3 . 9 112 . 5 133 85
142 2. 0 6 . 4 101. 6 130 78
142 4. 0 5 . 4 104. 9 133 79
143 2 . 0 7. 3 119. 5 130 92
I144 2 . 0 10. 9 108. 1 134 81
144 4 . 0 4. 4 103 . 8 134 77
145 2 .0 6. 5 100. 3 130 77
I
145 4 . 0 4. 4 103 . 8 133 78
146 2 . 0 9 . 3 105. 5 130 81
146 4 . 0 5 . 1 107 . 5 134 80
I
147 2 . 0 7 . 0 99.8 130 77
147 4 . 0 9 . 2 106 . 2 134 79
' PLATE A-3
I
Jb
I
I J.N. 298-87
Page Two
IEXPLORATORY TEST PITS
IN PLACE MOISTURE AND DENSITY TEST DATA
I Test Pit Depth Moisture Dry Density Maximum Dry Relative
Number ( ft. ) ( %) (pcf ) Density (pcf) Compaction (%)
I 149 2. 0 10. 8 118 . 8 130 91
149 4 . 0 8. 2 120. 3 133 90
150 2 . 0 9. 5 114. 9 130 88
I
150 4 . 0 7. 0 109 . 4 122 90
151 2 . 0 4 . 6 100. 5 130 77
151 4 . 0 7 . 1 106. 8 130 82
152 2 . 0 4 . 8 128. 0 130 98
I
153 3 . 0 3 . 8 98. 5 133 74
154 2 .0 7 . 5 110. 5 130 85
155 2. 0 5 . 9 111. 2 130 86
I
155 4. 0 5 . 0 114. 4 133 86
156 2 . 0 6 . 8 111. 4 130 86
157 3 . 0 9 . 8 106. 4 130 82
I 157 5. 0 10 . 6 117 . 1 133 88
158
2 . 0 11.7 124. 5 133 94
158 4 . 0 4 . 5 101. 6 121 84
159 2 . 0 2 . 4 99. 2 121 82
I
160 2 . 0 10 . 5 108 . 1 134 81
160 4 . 0 6 . 2 101. 6 134 76
161 2 . 0 11. 3 107. 9 134 81
I
161 4 . 0 4 . 9 107. 5 134 80
162 2 . 0 11. 4 106. 4 134 79
162 4 . 0 5 . 8 110. 8 134 83
163 2 . 0 8 . 6 108 . 6 134 81
I
163 4 . 0 2 .7 104. 0 133 78
165 2 . 0 5 . 0 96. 6 130 74
165 5 .0 3 . 8 98. 8 130 76
I
167
167 2 . 0
5. 0 17 . 2
10 . 4 87 . 4
89. 8 130-- 67
--
169 2 . 0 8 . 8 104. 2 134 78
I 169 4. 0 6 . 4 123 . 2 134 92
170 2 .0 8 . 3 110. 1 134 82
170 4. 0 5 . 9 107 . 7 134 80
171 2 . 0 8 . 6 113 . 6 134 85
I 171 5 . 0 7 . 2 117 . 5 134 88
172 2 . 0 7. 8 112. 5 134 84
172 4 . 0 7 . 5 104 . 4 134 78
I
173 2 . 0 9 . 0 109 . 4 134 82
173 4. 0 5. 2 112 . 5 134 84
174 2. 0 7 . 6 105 .7 134 79
I 174 4. 0 4 . 6 108 . 3 134 81
175 2 . 0 7 . 6 105 . 9 134 79
PLATE A-4
1
I •
el?
I
I J.N. 298-87
Page Three
IEXPLORATORY TEST PITS
IN PLACE MOISTURE AND DENSITY TEST DATA
I Test Pit Depth Moisture Dry Density Maximum Dry Relative
Number ( ft. ) ( %) (pcf) Density (pcf) Compaction (%)
I
175 4. 0 3 . 6 107. 7 134 80
176 2 . 0 10 .9 123 .0 124 99
176 4 . 0 12 . 1 118. 4 124 95
I
177 2. 0 8 . 9 100. 3 132 76
177 5. 0 7 . 1 104. 2 132 79
178 2. 0 9. 2 106 . 2 132 80
178 4. 0 8 . 0 104 .0 132 79
I 179 2 . 0 9 . 1 103 . 3 132 78
179 4. 0 6. 5 114. 2 134 85
180 2. 0 8 . 1 98 . 8 132 75
I
180 4. 0 5 . 7 111. 8 134 83
181 2 . 0 6. 8 105. 5 132 80
181 4 . 0 3 . 5 112. 9 132 86
I
182 2. 0 8 . 1 108. 1 132 82
182 4. 0 4 . 7 106. 0 132 80
183 2. 0 9. 1 107 . 5 132 81
183 4 . 0 6 .4 115. 5 134 86
I
184 2 . 0 5. 0 113 . 1 132 86
184 4. 0 4. 9 120 . 6 132 91
185 2. 0 8 . 6 104. 0 132 79
I 185 4. 0 4 . 0 103 . 1 132 78
186 2 . 0 9 . 2 104 . 6 132 79
186 4 . 0 4. 5 96. 4 132 73
187 2 . 0 10. 3 112 . 1 132 85
I 187 4 . 0 6 .7 113 . 8 132 86
188 2 . 0 9 . 4 114 . 2 132 87
188 4. 0 4. 0 124 . 0 134 93
I 189 2. 0 3 . 1 104 . 0 132 79
189 4. 0 3 . 5 100. 5 133 76
190 2 . 0 6. 2 113 . 4 132 86
I
190 4. 0 2 . 6 110. 5 132 84
191 2 . 0 4 . 8 100. 1 132 76
191 4. 0 5. 8 112 .7 134 84
192 2 . 0 11. 4 110 . 5 124 89
I 193 2 . 0 8. 4 99. 2 132 75
193 4. 0 5. 4 101. 2 132 77
194 2 . 0 8 . 6 100 . 9 132 76
I
194 4 . 0 3 . 4 108. 8 132 82
195 2 . 0 7 . 6 91. 6 132 69
195 4 . 0 7 . 8 103 . 6 132 78
I
196 2 . 0 6 . 8 103 . 1 127
127 81
196 4. 0 5 . 9 92 . 6 73
PLATE A-5
I
I
Jo
' I
I J.N. 298-87
Page Four
IEXPLORATORY TEST PITS
IN PLACE MOISTURE AND DENSITY TEST DATA
' Test Pit Depth Moisture Dry Density Maximum Dry Relative
Number ( ft. ) ( %) (pcf) Density (pcf) Compaction (%)
I
197 2 . 0 8 . 0 95.7 132 73
208 2 . 0 8 . 1 110. 5 135 82
208 4 . 0 6 . 9 104 . 2 135 77
I
209 2 . 0 6 .9 100. 5 132 76
209 4 . 0 2 .8 110 . 3 135 82
210 2 . 0 5 . 1 98 . 5 132 75
210 4 . 0 9 . 4 88 . 3 127 70
I
211 2 . 0 6 .6 92 . 0 128 72
211 4 . 0 3 .8 102 . 0 128 80
212 2 . 0 6 . 3 100 . 5 132 76
I
212 4 . 0 5 . 7 103 . 6 127 82
213 2 . 0 13 .8 107 . 3 132 81
213 4 . 0 12 . 8 110 .7 134 83
I 214 2 . 0 6 . 5 107 . 5 132 81
214 4 . 0 4 . 8 104 . 6 132 79
215 2 . 0 5 . 0 105 . 1 132 80
215 4 . 0 3 . 5 99. 4 127 78
I 216 2 . 0 11. 1 94. 2 132 71
216 4 . 0 9. 2 99 .4 132 75
218 2 . 0 10 . 9 103 . 6 132 78
I
220 3 . 0 13 .7 109.7 132 83
222 2 . 0 11. 1 109.9 131 84
222 4 . 0 12 . 6 116 . 2 131 89
224 2 . 0 11. 0 105 . 1 131 80
224 2. 0 3 . 9 106 . 2 131 81
225 2 . 0 10 . 0 102 .7 131 78
225 4 . 0 5 . 4 113 . 8 131 87
I 225 6 . 0 10 . 9 117 . 5 131 90
226 2 . 0 10 . 4 100 . 3 132 76
226 4 . 0 6 . 3 106 . 8 131 82
I
226 6 . 0 6 . 3 113 . 8 131 87
227 2 . 0 11. 1 107 . 9 132 82
227 4 . 0 5 . 4 118 . 2 131 90
227 6 . 0 8 . 4 119 . 0 131 91
I 228 2 . 0 8 . 5 108 . 1 132 82
228 4 . 0 4 .7 102 . 5 134 76
228 6. 0 6 . 5 110 . 5 134 82
I 229 2 . 0 10 . 0 102 . 5 132 78
229 4 . 0 3 . 2 109 . 9 133 83
230 4 . 0 3 . 8 96 . 4 133 72
I
230 6 . 0 5 . 6 113 . 1 133 85
231
2 . 0 7 . 5 98 . 3 133 74
PLATE A-6
I
I J.N. 298-87
Page Five
IEXPLORATORY TEST PITS
IN PLACE MOISTURE AND DENSITY TEST DATA
' Test Pit Depth Moisture Dry Density Maximum Dry Relative
Number (ft. ) (°s) (pcf) Density (pcf ) Compaction (%)
I 231 4. 0 10 . 3 105. 7 133 79
231 6. 0 8. 4 106. 2 133 80
232 2 . 0 4 . 3 96. 8 121 80
I
233 2. 0 4 . 0 97. 9 128 76
233 4. 0 5 . 3 81. 8 128 64
234 2 . 0 8 . 0 100 . 5 133 76
234 4. 0 8 . 5 97 . 4 133 73
I235 2 . 0 9 . 4 95 . 3 132 72
235 4. 0 7 . 0 102 . 9 132 78
235 6. 0 3 . 9 106 . 4 133 80
I 237 2. 0 9 .7 106 . 2 132 80
237 4 . 0 5 . 0 113 . 8 133 86
237 6 . 0 8 . 1 112 .7 133 85
I 238 2 . 0 12 . 1 95 .7 132 73
238 4 . 0 4 . 1 96 . 6 133 73
238 6 . 0 6 . 0 104 . 9 133 79
239 3 . 0 7 . 9 118 . 8 125 95
I
241 2 . 0 11. 0 93 . 3 132 71
241 5 . 0 6 . 0 97 . 9 121 81
242 2 . 0 4 . 4 113 . 4 129 88
I 243 2 . 0 15 . 5 105 .7 132 80
243 4 . 0 10 . 5 111. 8 129 87
243 6. 0 9 . 0 118 . 6 129 92
244 2 . 0 13 . 8 104 . 0 132 79
I 244 6 . 0 10 .7 120 . 1 129 93
246 2 . 0 8. 1 102 . 2 129 79
246 4 . 0 6 . 2 122 .7 129 95
I 247 2 . 0 9 . 8 106. 8 129 83
247 4 . 0 11. 2 116. 8 129 91
I
I
I
I
PLATE A-7
3 a.
I
I
J.N. 298-87
' EXPANSION INDEX TEST DATA*
I
Expansion Expansion**
Soil Type Index Potential
A - Clayey Sand (SC) 38 Low
B - Sandy Silt w/Clay (ML) 52 Medium
' D - Clayey Sand (SC) 61 Medium
J - Silty Sand w/Clay (CM/SC) 24 Low
IO - Clayey Sand (SC) 26 Low
IQ - Silty Sand w/Clay (SM/SC) 17 Very Low
U - Silty Sand (SM) 2 Very Low
IW - Clayey Sand (SC) 30 Low
II - Clayey Sand (SC) 31 Low
ILL - Silty Sand (SM) 3 Very Low
INN - Silty Sand (SM) 9 Very Low
PP - Clayey Sand (SC) 27 Low
RR - Silty Sand w/Clay (SM/SC) 11 Very Low
UU - Clayey Sand (SC) 18 Very Low
I
* Per Uniform Building Code Standard Test No. 29-2
' ** Per Table 29-C, "Classification of Expansive Soils" ,
Uniform Building Code, latest edition.
I
I
I
PLATE A-8
I
I
33
i
' J.N. 298-87
SOLUBLE SULFATE CONTENTS
' Sample Location and Depth Sulfate Content (%)
B-2 @ 15. 0 ft. 0 . 0138
B-2 @ 25. 0 ft. 0. 0132
' B-3 @ 10. 0 ft. 0. 0174
B-3 @ 20. 0 ft. 0. 0156
B-3 @ 30. 0 ft. 0 . 0144
B-3 @ 40. 0 ft. 0. 0138
' B-5 @ 10. 0 ft. 0 . 0176
' B-5 @ 20. 0 ft. 0 . 0150
B-5 @ 30. 0 ft. 0 . 0134
B-5 @ 40. 0 ft. 0 . 0128
1
1
1
1
PLATE A-9
1
541
I
J.N. 298-87
IDIRECT SHEAR TEST DATA
IRemolded Test Samples*
I Angle of Internal Cohesion
Soil Type Friction (degrees) (psf)
ID - Clayey Sand ( SC) 31 380
J - Silty Sand w/Clay (SM/SC) 32 240
IU - Silty Sand (SM) 34 100
CC - Silty Sand (SM) 33 160
' PP - Clayey Sand (SC) 30 310
I * Remolded to 90% Relative Compaction
Undisturbed Test Samples
IBoring Depth Angle of Internal Cohesion
Number (ft. ) Friction (degrees) (psf)
IB-74 20 . 0 37 620
B-75 10 . 0 36 590
IB-77 20. 0 35 640
I
•I
I
I
PLATE A-10
I
I --reos 97a 41
kr
I
BORING NO.: 37 SAMPLE NO.: DEPTH, ft.: /p,—� MATERIAL:
I MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
CONDITION CONTENT, % WEIGHT, pcf VOID RATIO, inches S TYPE
I INITIAL 7 ¢1
io 7, 3 /, ooco 35
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II J.N. 298-87
Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT P1ateA—//
I
36
I
BORING NO.: 37 SAMPLE NO.: DEPTH, ft.: /5,s2 MATERIAL:
CONDITION MOISTURE TOTAL UNIT VOID RATIO HEIGHT. SATURATION, SAMPLE
CONTENT, % WEIGHT, pcf inches t TYPE
I INITIAL 6?3 //4.0 /, Oo00 47
FINAL /Q,3 /20. 7 O. 9,4e797
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I • INUNDATED PLASTICITY INDEX =
' J.N. 298 87 CONSOLIDATION TEST RESULT PlateA-/Z
Petra Geotechnical , Inc.
I
37
I
BORING NO.: 35 SAMPLE NO.: DEPTH, ft.: 9.o MATERIAL:
I MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
CONDITION CONTENT, % HEIGHT, pcf VOID RATIO inches Z TYPE
INITIAL 6'.3 ///.¢ 1. 0000 ¢4e
I FINAL /4. & /20, 7 o. FP,/ /O 0
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I
• INUNDATED PLASTICITY INDEX =
I J.N. 298-87
Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT Plate A-13
I •
IS
ll
BORING NO.: 38 SAMPLE NO.: DEPTH, ft.:/5,o MATERIAL:
CONDITION MOISTURE TOTAL UNIT VOID RATIO HEIGHT, SATURATION, SAMPLE
CONTENT, t WEIGHT, pcf inches S TYPE
IINITIAL //,(p 1/1. o /. OooO 60FINAL /1.5 /7o. 9 0. 9/84 9 9
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PLASTICITY INDEX =
' J.N. 298-87 CONSOLIDATION TEST RESULT Plate A—St
Petra Geotechnical , Inc.
I
34
•
I
BORING NO.: 39 SAMPLE NO.: DEPTH, ft.: 7=5 MATERIAL:
MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
CONDITION CONTENT, ZIYEIGHT, pcf VOID RATIO inches Z TYPE
I INITIAL /0,8 //9.8 /. 0000 72
FINAL /Z.to /25-2. 0952!0 / 00
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' J.N. 298-87 CONSOLIDATION TEST RESULT Plate4-/5
Petra Geotechnical , Inc.
I
. I/O
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BORING NO.: 57 SAMPLE NO.: DEPTH. ft.: /$a MATERIAL:
I MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
CONDITION CONTENT, I WEIGHT. pcf VOID RATIO inches I TYPE
I INITIAL /D.¢ ///. 7 /. 0000 SS
FINAL /$.D //8.Z O.9452 7S
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•
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PLASTICITY INDEX =
I J.N. 298- 87
CONSOLIDATION TEST RESULT Platef�/&
Petra Geotechnical , Inc.
I •
Y/
I
BORING NO.: 4o SAMPLE NO.: DEPTH, ft.: to_S MATERIAL: .
' MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
CONDITION CONTENT. % WEIGHT, pcf VOID RATIO inches S TYPE
I INITIAL 56 /O¢.5 /.0000 2.S
FINAL /�, 7 /(�, / 0. 9003 /00
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I J.N. 298-87
CONSOLIDATION TEST RESULT Plate /1-/7
Petra Geotechnical , Inc.
I
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I
BORING NO.: *0 SAMPLE NO.: DEPTH, ft.: /OS MATERIAL:
ICONDITION MOISTURE TOTAL UNIT VOID RATIO HEIGHT, SATURATION, SAMPLE
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CONSOLIDATION TEST RESULT Plate/I/8
Petra Geotechnical , Inc. .gyp //
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BORING NO.: 4/ SAMPLE NO.: DEPTH, ft.: /5.9 MATERIAL:
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CONSOLIDATION TEST RESULT P1ateA/9
Petra Geotechnical , Inc.
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BORING NO.: 1/ SAMPLE NO.: DEPTH, ft.: log MATERIAL:
I CONDITION MOISTURE I TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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CONSOLIDATION TEST RESULT Plate A-2°
Petra Geotechnical , Inc.
I
45
BORING NO.: St2 SAMPLE NO.: DEPTH, ft.:� o MATERIAL:
I MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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' J.N. 798-87 CONSOLIDATION TEST RESULT Plate 4-27
Petra Geotechnical , Inc.
I
BORING NO.: 47 SAMPLE NO.: DEPTH, ft.:/Z,° MATERIAL:
INOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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J.N. 298- 8 7
CONSOLIDATION TEST RESULT Plate/-22
Petra Geotechnical , Inc.
I
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BORING NO.: ¢2 SAMPLE NO.: DEPTH, ft.: 0/.1' MATERIAL:
I MOISTURE ( TOTAL UNIT
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Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT Plate A733
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BORING NO.: 42 SAMPLE NO.: DEPTH, ft.:gore MATERIAL:
ICONDITION MOISTURE TOTAL UNIT VOID RATIO HEIGHT, SATURATION, SAMPLE
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I
J.N. 298-87 CONSOLIDATION TEST RESULT Plate /1 15
Petra Geotechnical , Inc.
I
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I
BORING NO.: 44{ SAMPLE NO.: DEPTH, ft.: AOR MATERIAL:
I MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT Plate I-.76,
I -TSO973 Ci
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BORING NO.: 4.4 SAMPLE NO.: DEPTH, ft.: 2p71 MATERIAL:
MOISTURE 1 TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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J.N. 298- 87
Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT P1ated-Z7
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BORING NO.: 45 SAMPLE NO.: DEPTH, ft.:5,—° MATERIAL:
I
MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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Petra Geotechnical , Inc. /9.7% Plate
I
53
I
BORING NO.: 4(6 SAMPLE NO.: DEPTH, ft.: .6:41 MATERIAL:
' MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT Plate/473_9
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4' 1
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BORING NO.: 5¢ SAMPLE NO.: DEPTH, ft.: are MATERIAL:
I MOISTURE TOTAL UNIT
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CONSOLIDATION TEST RESULT P1 ateA-40
Petra Geotechnical , Inc.
I
65
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BORING NO.: 55 SAMPLE NO.: DEPTH, ft.: 7, o MATERIAL:
I CONDITION MOISTURE 1 TOTAL UNIT VOID RATIO HEIGHT, SATURATION, SAMPLE
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Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT P1ate4-4/
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BORING NO.: 5th SAMPLE NO.: DEPTH, ft.: 9742 MATERIAL:
I MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT Plate1-42
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BORING NO.: 57 SAMPLE NO.: DEPTH, ft.: 5-6 MATERIAL:
1 MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT PlateA-13
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BORING NO.: 55 SAMPLE NO.: DEPTH, ft.: 9 0 MATERIAL:
I
MOISTURE I TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT PI ate A-41
47
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BORING NO.: 55 SAMPLE NO.: DEPTH, ft.: /5/2 MATERIAL:
I
MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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Petra Geotechnical , Inc.
CONSOLIDATION TEST RESULT Plate A-43-
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BORING NO.: 5-9 SAMPLE NO.: DEPTH, ft.: /5„C MATERIAL:
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MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
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Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT P1 ate A-46
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BORING NO.: SeJ SAMPLE NO.: DEPTH, ft.: 27 s MATERIAL:
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J.N. 298-87 CONSOLIDATION TEST RESULT Plate/1-¢7
Petra Geotechnical , Inc.
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07
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BORING NO.: 59 SAMPLE NO.: DEPTH, ft.:301 MATERIAL:
ICONDITION MOISTURE TOTAL UNIT y01D RATIO HEIGHT, SATURATION, SAMPLE
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Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT PlateA-M
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13
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BORING NO.: 60 SAMPLE NO.: DEPTH, ft.: 1.2 MATERIAL:
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Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT PlateA-'49
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BORING NO.: 60 SAMPLE NO.: DEPTH, ft.: 9,= MATERIAL:
' MOISTURE TOTAL UNIT
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Petra Geotechnical , Inc. S
CONSOLIDATION TEST RESULT P1ateAa
I rie 973 #
25
BORING NO.: 6/ SAMPLE NO.: DEPTH, ft.: 3 MATERIAL:
I
MOISTURE TOTAL UNIT
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INITIAL 4•7 //00.7. /. 0000 /,9
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Petra Geotechnical , Inc. CONSOLIDATION TEST RESULT PIateA51
I
21
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BORING NO.: 60 SAMPLE NO.: 3 o DEPTH, ft.: MATERIAL:
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10.0 �; l . + _.__1_,....1,,_,—1- 1 - 7,_..+_.t.....;.,- --i i
I
1
1, I t1 1 L.
' 12.0 - I - — 1 t !:I ' - ..
I _ 1 1 r , { r4 � _.. � r� I �-
I
,. .
14.0 .
1:
_ 1
16.0
'
0.2 0.5 1.0 0 5.0 10.0 20 0 50.0 100.0
VERTICAL STRESS, kips per square foot
II0 FIELD MOISTURE LIQUID LIMITS =
• INUNDATED STICITY INDEX =
' J.N. 298-87 CONSOLIDATION TEST RESULT Plate A-52
Petra Geotechnical , Inc.
I
f7
I
BORING NO.: 65 SAMPLE NO.: DEPTH, ft.: 9.2 MATERIAL:
I
MOISTURE TOTAL UNIT HEIGHT, SATURATION, SAMPLE
CONDITION CONTENT, % WEIGHT, pcf VOID RATIO inches Z TYPE
' INITIAL 3 / //3.0 /0000 /7
FINAL /3. 8 /Z2.C. a 7://0 79
' 0.0
1 - J _ 1 I I I '1 I 1 .
a..
' T ; I. L --.— r I f±I I 1. - I I ,.:..n.,„---0„,„
t- I•
—T 7. 11 1.77-4.1-: ry � — I �.,
I 4.0 r • •1 1 �! ' . }_. '
E �.' i- 1 t. 1 r
1- F� — 1 1.-F ' Li 1 1,' i . ' . r I.
II 1 1..
- 1 -C I - i �- 11
1 1 _) hi.
_ ,
_ I 1' +171:,'":. --.HH- I 1
1--:;-;-,-11,-,-;„-. I I I 1 — 1 .I
II 0
µ ' iI 2:7--:—•I:171[172:71,:..1,1 + r r
Q .r I ._I _ 1; 7.1'71
1 I.'! L:.
U
I
1 T .-FI ' 1 tiI-' I
w
L t lamP
-- 1
a
10.0
I - 1 I . t. Imo.
r 1r
l';'.1.171—r - . r it t
' 12.0 _ , •
n I I 1 I ' • i - 11 I'_l i
1 • L
y 1 -i ._ S I '.I I ..
_.. i- 1 }
14.0 __ _ "..
y.
I
16.0
' 0.2 0.5 1.0 2.0 5.0 10.0 20.0 50.0 100.0
VERTICAL STRESS, kips per square foot
20
FIELD MOISTURE LIQUID LIMITS =
' • INUNDATED PLASTICITY INDEX =
' N 298-87 CONSOLIDATION TEST RESULT PlateA-53
Petra Geotechnical , Inc.
I
90