HomeMy WebLinkAboutGeotechReviewMapsGrading(Mar.6,1990)
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GEOTECHNICAL REVIEW OF MAPS GRADING PLAN
TRACT NO. 23299
(OLD VAIL RANCH, RANCHO CALIFORNIA),
RIVERSIDE COUNTY, CALIFORNIA
FOR
PRESLEY OF SAN DIEGO
15010 AVENUE OF SCIENCE, SUITE 200
SAN DIEGO, CALIFORNIA 92128
w.O. 994-SD
MARCH 6, 1990
GeoSoils, Inc.
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TABLE OF CONTENTS
SITE STUDIES . .
2
SITE DESCRIPTION
Existing Improvements
3
4
PROPOSED DEVELOPMENT
4
DRAINAGE/GROUNDWATER
DESCRIPTIVE GEOLOGY AND EARTH MATERIALS
Bedrock .
Alluvium
Colluvium
Fill (Af)
5
6
6
7
7
7
GEOLOGIC STRUCTURE
8
MASS WASTING
8
FAULTING AND SEISMICITY
Wildomar Fault
8
10
SEISMIC HAZARDS
Liquefaction Potential
Subsidence . . . . . .
11
11
15
CONCLUSIONS AND RECOMMENDATIONS
Earth Materials . .
Rippability . . . . . .
Earthwork Balancing . .
Removals and Settlement
Stockpile . . . . . .
Fill Slopes . . . . . .
Erosion Control . . . .
Graded Slope Planting .
Graded Slope Maintenance
17
18
18
18
19
21
21
22
22
23
FOUNDATION DESIGN AND CONSTRUCTION RECOMMENDATIONS
Design . . .
Construction
23
23
25
RETAINING WALL DESIGN
Active Earth Pressure
27
28
LIMITATIONS
29
GeoSoils, Inc.
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Geotechnical Engineering. Engineering Geology
5751 Palmer Way, Suite D . Carlsbad, California 92008 . (619) 438-3155 . FAX (619) 931-0915
March 6, 1990
W.o. 994-SD
PRESLEY OF SAN DIEGO
15010 Avenue of Science, suite 200
San Diego, California 92128
Attention:
Mr. Ray Casey
Subject:
Geotechnical Review of Mass Grading Plan
Tract No. 23299
(Old vail Ranch, Rancho California) ,
Riverside County, California
Gentlemen:
This report presents the results of our geologic and soil
engineering studies for Tract No. 23299 a portion of Old Vail
Ranch, Rancho California, in Riverside County (see Figure 1, site
Location Map). This report outlines the geotechnical environment
of the project area and provides construction recommendations
which are consistent with those conditions, and the proposed
grading plan, and future site development.
Geologic conditions and pertinent field data are shown on the
enclosed Geotechnical Maps, Plate 1a and Ib ~lhich utilize 1"=40 I
scale "Mass Grading Plans" dated February 23, 1990 prepared by
Crosby Mead Benton and Associates of Carlsbad, California as base
maps.
Los Angeles Co. (B1B) 785-2158 . Orange Co. (714) 647-0277 . Riverside Co. (714) 677-9651
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Tract 23267 & Tract 23299
-SITE LOCATION MAP-
1\
GeoSoils, Ine.
DATE
3/90
W,O. NO. 994-SD
BY
GSI
Soil Mechanics · Geology · Foundation Engineering
FIGURE 1
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 2
SITE STUDIES
Field investigations for Tract 23299 were conducted in
conjunction with investigations for the entire Old Vail Ranch
Project (i.e. Tracts 23267 and 23299). Our studies for these
tract areas have included the following:
1. Geologic mapping of available outcrops and exposures both on
and near the project.
2. A study of stereoscopic aerial photographs of the proj ect
area.
3. Excavation of exploratory backhoe test pits at selected
locations throughout the property.
4. Excavation of exploratory backhoe trenches to evaluate
possible faulting within the site.
5. Drilling of exploratory flight auger borings in the
relatively flat lying alluvial area in the northwestern
portion of the tract. The borings were logged by our
geologists and subsurface samples of representative earth
materials were retained for laboratory testing.
6.
Review
data.
of available geologic, seismic, and geotechnical
These materials consist of both site specific studies
GeoSoils, Inc.
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PRESLEY OF SAN DIEGq
w.o. 994-SD
MARCH 6, 1990
PAGE 3
by others as well as regional published mapping and reports
(see Reference List).
7. Laboratory testing and analyses of representative on site
materials. Test results are presented in Appendix A.
8. Slope stability analyses of major proposed graded slopes.
Pertinent data and results are enclosed as Appendix B.
9. Evaluation of the onsite liquefaction potential.
Exploration in the area of Tract 23299 was performed using a
flight auger drill rig. Eight borings were advanced within or in
close enough proximity that the data can be readily extrapolated
and applied. Logs of borings, within both Tract 23267 and Tract
23299 are included in Appendix C. Additionally, Highland soils
Engineering, Inc. placed two borings within the tract limits.
SITE DESCRIPTION
The property is located in the Rancho California Area of
Riverside County at the juncture of Pauba Valley and Wolf Valley.
It is accessed via State Highway 79 along the northern site
boundary.
Topography across the site is generally flat-lying and gentle.
Total relief across the 141 acre site is about 71 feet from a
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 4
high elevation of roughly 1046I feet in the northeast portion of
the property to a low of about 1039I feet near the southwest
corner.
Existinq Improvements
Man made features within the property consists of fences,
unimproved roads, miscellaneous irrigation and drainage
facilities, and above ground utilities along the Highway 79
corridor.
PROPOSED DEVELOPMENT
Tract 23299 is a part of master planned residential community
consisting of single and mUlti-family units. Ultimately the
proposed development will involve the grading of level building
sites for multi-family residential structures and associated
roadways. At this time it is proposed to place material on the
site which will later be used in other areas of the Old vail
Ranch. Future finish grades are planned between 1048I and 1053I
feet. currently proposed grades are 1065 to 1070I feet.
The proposed grading is shown on the enclosed Geotechnical Maps,
Plates 1a and lb. Mass grading will be used to construct the
site as proposed. There are, at this time, no significant cut
areas proposed. Some minor cuts occur along the proposed
Temecula Creek Channel and for construction access roads. All
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 5
fill slopes are designed at gradients of 2: 1 or less. The
highest fill slopes are about 25 feet high around all four sides
of the site.
DRAINAGE/GROUNDWATER
Surface drainage throughout the property consists of sheet flow
from seasonal precipitation which collects in the various swales.
Surface water is subsequently transported to the principal
channel of Temecula Creek. No areas within the unit were
observed to retain surface water.
Subsurface water was encountered in borings in the alluvial
deposits in and around the property. Depths to water ranged from
25!' to 30!' below the surface. At the time of our exploration,
February, 1989, the overall surface gradient (elevation change)
of the water table was about 0.5% across the entire Old Vail
Ranch from east to west.
Requested historic groundwater records for the area underlying
the project have not been made available to this office from the
Rancho California Water District. According to limited water
well data from the Department of Water Resources, (1971) historic
groundwater levels in this general area have been as high as
within a few feet of the ground surface (in the early 1950's).
'<b
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PRESLEY OF SAN DIEGO
w.o. 994-8D
MARCH 6, 1990
PAGE 6
DESCRIPI'IVE GEOLOGY AND EARTH MATERIALS
Tract 23299 lies within the northern peninsular Range geomorphic
province. In general, this province consists of a northwest
trending mountain mass which extends from Baja, California into
Southern California.
It is typified by the plutonic (e.g. granitic) rocks which
comprise the majority of this province. structurally, the
province is dominated by major northwest trending fault systems
which divide the province into principal blocks. The Elsinore
Fault Zone occurs along the southwestern margin of the site and
forms the southwestern edge of perris block.
A variety of sedimentary and volcanic rocks occur along the
flanks of the mountains. Among these, the late Pleistocene Pauba
Formation is widely exposed in this part of Riverside County.
Bedrock: Pauba Formation COps)
The Pauba Formation is a late Pleistocene unit generally
consisting of sandstone, siltstone, and conglomerate. First
named by Mann (1955), this fluvial unit underlies the alluvium at
depth beneath the site (possibly in excess of lOOt ') . Pauba
Formation is not anticipated to be encountered during site
development; but, Pauba derived materials may be imported to the
site.
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
w.o. 994-SD
MARCH 6, 1990
PAGE 7
Alluvium (Oall
Alluvium associated with Temecula Creek was encountered in all
borings within and near the tract. This material consists
principally of fine to coarse grained sand and silty sand with
frequent gravelly lenses and occasional silty and clayey lenses.
The alluvium is generally unconsolidated to poorly consolidated
in the near surface areas to moderately well consolidated at
depth. The sands vary from poorly sorted to well sorted and from
loose to dense.
Colluvium (Coll
Local accumulations of fine to medium grained sandy silt and
silty sand can occur as slopewash/colluvial deposits. These
materials are the result of downslope movement of soil and rock
materials caused by rainwash and/or slow continuous creep usually
collecting at the base of slopes and in small low-gradient
ravines or swales. Colluvium was not encountered in borings on
site. Relatively small, locally occurring deposits are possible
at or near the base of descending natural slopes or stream banks.
Fill (Afl
Minor amounts of pre-existing fill associated principally with
existing ranch roads and/or earlier agricultural activities may
be encountered locally. While, no significant deposits have been
identified, if any such undocumented fill is encountered during
grading should be removed prior to any additional fill placement.
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
w.o. 994-SD
MARCH 6, 1990
PAGE 8
GEOLOGIC STRUCTURE
Pauba Formation bedrock is not anticipated to be encountered
during development of Tract 23299 due to its depth below the
alluvial deposits. Where encountered elsewhere within the Vail
Ranch project, structure within the Pauba Formation bedrock is
generally poorly developed. Bedding is often indistinct and,
where observed, exhibits cross bedding, discontinuous lenticular
beds, and intra-formational channeling. Pauba Formation is well
exposed in the very steep to vertical slopes south of this site
across Temecula Creek within Tract 23267-3.
Alluvial deposits encountered are generally flat lying and
exhibit cross-bedding, channeling and lenticular bedding typical
of such material.
MASS WASTING
No significant mass wasting (i.e., landslides or slumps) features
were noted within this tract.
FAULTING AND SEISMICITY
The site is situated in an area of active faults and as such will
be subject to strong seismic shaking in the event of maximum
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PRESLEY OF SAN, DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 9
earthquakes on any of the fault zones discussed herein.
Major
fault zones which could have a significant effect on the region
as well as the site would include the San Andreas, the San
Jacinto, and the Whittier-Elsinore fault zones. The San Andreas
and the San Jacinto fault zones are 34:t miles and 22:t miles,
respectively, from the site.
The relationship of the site
location to these major mapped faults is shown on Figure 2, the
Fault Map of Southern California.
The Whittier-Elsinore Fault Zone in this area is characterized as
a wide zone of faulting consisting of a number of parallel or
subparallel and en echelon fault branches. These include:
Fault
Approximate
Distance from site (miles)
Wildomar Fault
Willard Fault
Murrieta Hot Springs Fault
Wolf Valley Fault
l:t
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Al though these faults may be considered separately in terms of
their capability to generate maximum earthquakes they are also
considered splays or branches of the Whittier-Elsinore Fault Zone
and are generally assigned a hazard potential for maximum
earthquakes equivalent to that fault zone.
Thus, due to the
proximity of the Wildomar Fault to the project site, it is herein
considered to be the "design fault" with a maximum credible
earthquakes of 7.5 M and a maximum probable earthquake of 6.5 M.
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Modified after Friedman and
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FAULT MAP
OF SOUTHERN CALIFORNIA
\?
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1
DATE
8/89
w.o. NO 994.3-SD BY GSI
Soil Mechanics · Geology · Foundation Enqineering
FlGUllE 2
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 10
Peak horizontal ground accelerations from a maximum credible
event could exceed 0.73g at the site. More important for design
criteria is the repeatable high acceleration (RHA) which taken to
be approximately 65 percent of the peak acceleration for sites
less than 20 miles from the epicenter (Ploessel and Slosson,
1974). The estimated design criteria for repeatable acceleration
would therefore be 0.47 g.
The duration of strong motion is
expected to exceed 30 seconds (Bolt, 1973).
wildomar Fault
The Wildomar Fault has been designated as an Alquist-Priolo
Special Studies Zone by the State of California.
Trenching
investigations, by Highland Soils Engineering, Inc. (HSE) placed
the location of this fault along the southerly edge of Tract
23267-2. This location would be about one third of a mile south
of Tract 23299.
Subsequent exploration (trenching) by this office was undertaken
in order to:
1) Verify the location of the fault for survey/setback
purposes.
2) Reexamine anomalous features in trenches by HSE.
3) Investigate other photo-lineaments.
4) Provide additional subsurface data within the Alquist-
Priolo Zone.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 11
Our trenching investigations within the adjacent unit indicate
that the features logged by HSE are not fault related. Features
interpreted by Highland Soil Engineers to be displacements (i.e.
faults or shears) are, in the opinion of this office, either
facies changes within the sedimentary deposits and/or the contact
between the Pauba Formation bedrock and the adjacent alluvium.
No features related to Wildomar Fault were identified in any of
our trenches. Our studies show that no fault is present. Our
report dated August 24, 1989 discussed this in detail.
SEISMIC HAZARDS
Liquefaction Potential
Liquefaction describes a phenomenon in which cyclic stresses
produced by earthquake-induced ground motion create excess pore
pressures in cohesionless soils. These soils may thereby acquire
a high degree of mobility, which can lead to lateral movement
sliding, consolidation and settlement of loose sediments, sand
boils, and other damaging deformations. This phenomenon occurs
only below the water table, but after liquefaction has developed,
it can propagate upward into overlying, non-saturated soil as
excess pore water escapes.
Liquefaction susceptibility is related to numerous factors and
the following conditions must exist for liquefaction to occur: 1)
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PRESLEY OF SAN DIEGO
w.o. 994-SD
MARCH 6, 1.990
PAGE 12
sediments must be relatively young in age and not have developed
large amount of cementation: 2) sediments must consist mainly of
fine grained cohesionless sands; 3) the sediments must have low
relati ve density; 4) free ground water must be present in the
sediment; and 5) the site must experience seismic events of a
magnitude large enough to induce straining of soil particles. In
portions of the subject parcel, all of the conditions which are
necessary for liquefaction to occur, exist (i.e., the sediments
consist of relatively young, low density, silty sands and sands;
the groundwater is within these sediments; and it is anticipated
that significant seismic events will occur which are capable of
shaking the site).
One of the primary factors controlling the potential for
liquefaction is depth to groundwater. Liquefaction
susceptibility generally decreases with depth of the ground water
table for two reasons: 1) the deeper the water table, the
greater is the normal effective stress acting on saturated
sediments at any given depth and liquefaction susceptibility
decreases with increased normal effective stress; 2) age,
cementation, and relative density of sediments generally increase
with depth. Thus, as the depth to the water table increases,
and as the saturated sediments become older, more cemented, have
higher relative density, and confining normal stresses increase,
the less likely they are to liquefy during an earthquake.
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
w.o. 994-SD
MARCH 6, 1990
PAGE 13
Typically, liquefaction has a relatively low potential where
groundwater is greater than 30 feet deep and virtually unknown
below 50 feet.
In-situ Conditions:
A total of 21 borings were excavated during exploration of the
alluvial areas associated with Temecula Creek. As previously
mentioned representative samples were obtained for laboratory
testing. Following analysis of this laboratory data and the
boring logs themselves, two composite soil profiles representing
typical subsurface conditions were compiled. These composite
soil profiles were used in the liquefaction analysis with varying
grading configurations applied. These typical configurations
were a 5 foot cut in the Temecula Creek Channel and fill loadings
of 10 and 20 feet respectively. For the purpose of this analysis
we have assumed the groundwater table to be approximately 25 feet
below the existing ground surface.
Design Earthquake:
The "Faulting and Seismicity" section of this report discusses
the major fault systems most likely to generate earthquakes
causing strong ground motion at the site. The Whittier-Elsinore
Fault system presents the highest risk to the site.
The maximum probable earthquake for the Wildomar-Willard fault
system is presented in the table below. It is our opinion that
GeoSofls, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 14
the maximum probable earthquake on the Wildomar-Willard fault
system is more likely to occur and effect the site than the
listed maximum credible earthquake for Whittier-Elsinore Fault
Zone.
Data from the borings was analyzed for liquefaction under the
following earthquake generated accelerations from an assumed
event occurring on the listed faults closest to the site (see
Appendix E for Analysis of Liquefaction Potential).
Causative Fault
Earthauake Maonitude
Acceleration (RHA)
Whittier-Elsinore
Wildomar-Willard
7.5
6.5
.47g
.43g
Summary :
The liquefaction analysis summary in Appendix E for each design
earthquake, indicates the site has soil deposits which do not
display a 1. 25 factor of safety against liquefaction (note: a
factor of safety of 1.25 is recommended by Seed and Idriss,
1982). These zones are however at depth beneath the site. It is
highly unlikely that surface effects would be produced. The one
exception to this could be lateral movement related to
differential loading conditions.
These conditions will occur
along the Temecula Creek channel.
In order to mitigate this
potential we recommend deepened removal along the perimeter
slope.
These removals and associated grading will, in effect,
create a buttress condition for the slope.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 15
Throughout most of the lot areas the potential for liquefaction
will be minimized by raising the grades as proposed on the
grading plans. The raised grades will increase the normal
effective stress on the underlying soil layers which will
decrease the potential for liquefaction (note: if these grading
plans change, they should be submitted to this office for review
and comment) .
It is important to keep in perspective that in the event of
maximum credible earthquakes occurring on any of the nearby major
faults, intense ground shaking would occur in this general area.
Potential damage to structures onsite would likely be greater
from this than from liquefaction.
It is our opinion that while there is some potential for
liquefaction to occur at depth, the risk is low to very low to
affect surface improvements and represents no unusual risk to
site development provided our recommendations are followed during
construction.
Subsidence
Subsidence is a phenomenon whereby a lowering of the ground
surface occurs as a result of a number of processes. These
include fault activity or fault creep as well as ground water
withdrawal.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 16
Documented subsidence in this area of Riverside County has
occurred in a development less than one mile to the southwest and
is manifested by a series of surface ground cracks extending
through that development. The cause of this subsidence is a
matter of much intense study and whether due to groundwater
withdrawal and/or tectonic activity has not been resolved.
In many deep alluvial areas or tectonic basins where groundwater
pumping and/or seismic activity occurs, the potential for ,local
or regional subsidence exists. If this occurs due to tectonic
activity then it is realistically uncontrollable, however the
effects are anticipated to be no greater than those of other
seismic phenomena (e.g. ground lurching). If however groundwater
withdrawal is the cause of subsidence then it is important that
groundwater resources be managed to avoid significant water table
fluctuations.
other Secondary Seismic Hazards
The principal seismic hazard to this site is from anticipated
strong to severe seismic shaking as a result of earthquakes on
any of the fault zones discussed in this report. Ground lurching
or shallow ground rupture are secondary hazards that occur as a
resul t of such shaking. This phenomenon can occur in loose,
unconsolidated or poorly consolidated materials as well as along
pre-existing planes of weakness such as lithologic contacts or
joint/fracture systems. While this potential exists for this
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 17
site, it is our opinion that the subject property is at no
greater risk from this phenomenon then other nearby properties
given similar site conditions.
Seiche is a phenomenon which occurs as a result of, earthquake
shaking which induces a periodic oscillation or standing wave in
a body of water. No bodies of water (i.e., lakes, ponds, etc.)
exist in these units which would be subject to this phenomenon.
In addition the project civil engineer should evaluate the
potential hazards associated with flooding from Skinner Reservoir
and Vail Lake located about Sf miles north and 8f miles east of
the site respectively.
CONCLUSIONS AND RECOMMENDATIONS
Based upon site studies and analysis conducted by this firm the
proposed development of Tract 23299 is feasible from a
geotechnical viewpoint. Conclusions given herein reflect the
indicated geologic environment and have led to specific design
and construction recommendations detailed in the following
sections.
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 18
Earth Materials
Sandstone bedrock units of the pauba Formation is not anticipated
to be encountered on the project site but may be imported as
fill.
Alluvial deposits vary from loose and soft to fairly dense.
Loose and/or compressible alluvial deposits will require removal
as outlined in the removals section of this report.
Topsoil, colluvium, and old fill, are not considered suitable for
structural support and should be removed in areas of development
during grading.
Earth materials to be excavated on the project during
construction are considered satisfactory for use in properly
controlled, compacted fills. Grading procedures should conform
to the specifications given in the Grading Guidelines sections of
this report.
Riooabilitv
All earth materials present on the site should excavate readily
with only light ripping with conventional heavy equipment.
Earthwork Balancinq
Topsoil, alluvial and colluvial materials are anticipated to
shrink 10-15t%, while any existing undocumented fill would likely
shrink 15 to 25t%. Additionally, ground subsidence due to the
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
w.o. 994-SD
MARCH 6, 1990
PAGE 19
movement of earth moving equipment of 0.1 to 0.2 of a foot may be
expected. Subsidence related to settlement in the alluvium
should also be considered.
Removals and Settlement
Removals should include any existing undocumented fill in areas'
of proposed grading, as well as topsoil/colluvium, and alluvium
occurring in ravines, swales, or as otherwise discussed below.
Topsoil averages less than 31 feet in thickness throughout most
of the site. Locally occurring colluvial deposits may be
encountered and are not anticipated to exceed 41 to 61 feet
thickness.
Given the existing and proposed grading conditions south of the
tract along Temecula Creek Channel (i. e., loose materials and
slight potential for liquefaction at depth) we recommend that
removals be made to decrease the potential for liquefaction to
affect the lot street. The recommended removals will, in effect,
provide a buttress like condition to support the slopes
descending to Temecula Creek Channel. Removals should extend to
a depth equal to one-half the proposed slope height and laterally
at a 2:1 projection down from the proposed toe of the fill slope
to the prescribed depth (e.g., a 10 foot high fill slope would
need a 5 foot removal which would extend 10 feet laterally from
the toe of the fill slope). These removals should extend at the
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 20
prescribed depth to a point vertically down from the north edge
of the 15 foot wide bench. A 2:1 back-cut should be used for the
north side; a 1: 1 slope may be used on the south side. A
buttress-like key configuration will result (see Plate R-l).
This type of removal will need to be accomplished along the
Temecula Creek Channel.
A similar removal is also recommended along the toe of the
temporary fills slopes around entire perimeter of the site. In
lieu of these rather extensive removals, the slopes for the
stockpile material could be laid back to gradients no steeper
than 3:1.
In general, removals across the site are recommended to be two
(2) feet in depth. Locally removals may need to be deepened in
some areas if unusually soft or loose zones are encountered.
Removals should be sufficiently deep to provide a minimum 4 foot
thick compacted fill blanket below ultimate finish grade
elevations.
Following removal the ground surface should be heavily watered or
flooded.
Some settlement after mass grading should be anticipated in
alluvial areas due to consolidation. The total amount of
settlement and the time over which it occurs is dependent upon
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 21
various factors, including material type, depth of fill, depth of
removals, initial and final moisture content, and in-place
density of subsurface materials. Sandy materials, such as a
majority of those on site, are not generally prone to excessive
settlement in compacted fills. The majority of this settlement
in the alluvium is anticipated to occur rather rapidly.
Considering the mass grading plan would create a surcharge
loading far exceeding future conditions, no significant
settlement is anticipated after removal of the surcharge.
stockPile
Considering that much of the fill placed on site would later be
removed, it would be feasible to place the fill above future
grade as non-structural. If this is done an 85 percent relative
compaction standard should be maintained and slopes should be no
steeper than 3: 1. It is important to emphasize that any fill
placed below 90 percent relative compaction could not be used for
structural support. This placement of non-structural fill is
subject to county approval.
Fill Slopes
The highest fill slope on the site appears to be the temporary
slopes associated with the stockpile. These reach a total maximum
height of about 25f feet.
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 22
Slope stability analysis (presented in Appendix B) was performed
on a 25 foot high 2:1 fill slope. The calculations exceed the
normally accepted 1.5 factor of safety.
Erosion Control
Fill slopes will be subject to surficial erosion. In general,
fill slopes should be surficially stable provided that:
1) Slope designs conform to the parameters established in
Chapter 70 of the Uniform Building Code and/or the County of
Riverside and;
2)
Adequate slope
established in
grading.
planting
a timely
and maintenance
programs
completion
are
manner following
of
Graded Slope Plantinq
Graded slopes constructed within and utilizing onsite materials
are erosive. Eroded debris may be minimized and surficial slope
stability enhanced by establishing and maintaining a suitable
vegetation cover soon after construction. Grid rolling of fill
slopes would tend to minimize short term erosion until vegetation
is established.
Plants selected by the proj ect landscape personnel should be
light weight, deep rooted types which require little water and
are capable of surviving the prevailing climate.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 23
Graded Slope Maintenance
Although weathering would not significantly affect earth
materials during the life of the project, soil development on
slope faces would result in a reduction of near-surface soil
strength. Presence of expansive soils (which are minimal onsite)
within the outer zone of slope faces, although not recommended,
would typically amplify those effects.
This process would generally affect only the outer two to four
feet of the slope face. These affects are considered as similar
to those throughout Riverside County and present no unusual
condition for this project.
Water has been shown to weaken the inherent strength of all earth
materials. Slope stability is significantly reduced by overly
wet conditions. positive surface drainage away from graded
slopes should be maintained and only the amount of water
necessary to sustain plant life should be provided for planted
slopes. Over-watering should be avoided.
FOUNDATION DESIGN AND CONSTRUCTION RECOMMENDATIONS
Desiqn
Based on laboratory test data and our observations, most earth
materials encountered during site grading will vary from low to
medium expansive. Foundation design and construction should be
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PRESLEY OF SAN DIEGO
w.o. 994-SD
MARCH 6, 1990
PAGE 24
based on details of the proposed structures, and earth conditions
evaluated after completion of grading. This should include lot
specific expansion testing of near surface earth material.
Preliminary foundation recommendations, for use in planning are
provided below.
1. An allowable soil bearing pressure of 1,500 pounds per
square foot may be used for the design of continuous
footings with a minimum width of 12 inches and a minimum
depth of 12 inches. The bearing pressure may be increased
by one-third for seismic or other temporary loads.
2. An allowable coefficient of friction between concrete and
compacted fill or bedrock of 0.4 may be used with the
dead load forces. Increases in the coefficient of friction
may be considered if granular material or bedrock is exposed
in a specific area.
3. Passive earth pressure may be computed as an equivalent
fluid pressure having a density of 150 pounds per cubic foot
with a maximum earth pressure of 1,500 pounds per square
foot.
4. Where footings are proposed adjacent to descending slopes,
we recommend the footings be set back from the slope or
deepened to provide a minimum horizontal distance from the
outside bottom edge of the footing to the adjacent slope
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.o. 994-SD
MARCH 6, 1990
PAGE 25
face. The setback should be equal to one-third of the slope
height, to a maximum of 20 feet, but not less than 5 feet.
Construction:
Low Expansive Soils
1. Footings may be constructed according to standard building
code requirements regarding width and depth. No
reinforcement is necessary due to expansion. However, we
recommend placing one No. 4 reinforcing bar near the top
and bottom of footings.
2. Concrete slabs, where moisture condensation is undesirable,
should be underlain with a vapor barrier consisting of a
minimum of six mil polyvinyl chloride or equivalent membrane
with all laps sealed. This membrane should be covered with
a minimum of one inch of sand to aid in uniform curing of
the concrete.
3. Concrete slabs, except in garage areas, should be reinforced
with six inch by six inch, No. 10 by No. 10 welded wire
mesh. All slab reinforcement should be supported to ensure
proper positioning during placement of concrete.
4. Garage slabs need not be reinforced with the above criteria;
however, they should be poured separately from the residence
footings and be provided with expansion joints or saw cuts.
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PRESLEY OF SAN DIEGO
w.o. 994-SD
MARCH 6, 1990
PAGE 26
A positive separation from the footings should be maintained
with expansion joint material to permit relative movement.
5. No specific presaturation is required, however, footing
trenches and soil at pad grade should be well watered prior
to pouring concrete.
Medium Expansive Soils:
1. Exterior footings should be founded at a minimum depth of 18
inches below the lowest adj acent ground surface. Interior
footings may be founded at a depth of 12 inches below the
lowest adjacent ground surface. All footings should be
reinforced with two No. 4 reinforcing bars, one placed near
the top and one placed near the bottom of the footing.
2. A grade beam, reinforced as above, and at least 12 inches
wide should be provided across garage or other large
entrances. The base of the grade beam should be at the same
elevation as the bottom of adjoining footings.
3. Concrete slabs, where moisture condensation is undesirable,
should be underlain with a vapor barrier consisting of a
minimum of six mil polyvinyl chloride or equivalent membrane
with all laps sealed. This membrane should be covered with
a minimum of one inch of sand to aid in uniform curing of
the concrete.
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
w.o. 994-SD
MARCH 6, 1990
PAGE 27
4. Concrete slabs, except in garage areas, should be reinforced
with six inch by six inch, No. 10 by No. 10 welded wire
mesh. All slab reinforcement should be supported to ensure
placement near the vertical midpoint of the concrete.
5. Garage slabs need not be reinforced with the above criteria;
however, they should be poured separately from the residence
footings and be provided with expansion joints or saw cuts.
A positive separation from the footings should be maintained
with expansion joint material to permit relative movement.
6. Presaturation is recommended for these soil conditions. The
moisture content of the subgrade soils should be equal to or
greater than optimum moisture to a depth of 18 inches below
grade in the slab areas and verified by this office within
48 hours of pouring slabs and prior to placing visqueen or
reinforcement.
RETAINING WALL DESIGN
The recommendations presented below are for walls up to 15 feet
high, backfilled with low expansive granular backfill.
All retaining walls should be provided with an adequate backdrain
system, to prevent buildup of hydrostatic pressures and be
designed in accordance with minimum standards of the County of
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PRESLEY OF SAN DIEGO
w.o. 994-50
MARCH 6, 1990
PAGE 28
Riverside.
In addition, gravel used in backdrain systems should
be a minimum of 12 inches of Class II filter material or 3/4 inch
clean crushed rock wrapped in filter fabric.
Retaining walls
should be backfilled with properly compacted fill, allowing a
minimum two foot thick compacted fill blanket of native material
at the surface. Proper surface drainage should also be provided.
Active Earth Pressure
Active earth pressure may be used for cantilever retaining wall
design.
The wall should be allowed to accommodate slight
movement, approximately 0.1% of its height.
An equivalent fluid
pressure approach may be used to compute the horizontal pressure
against the wall. Appropriate fluid unit weights are given below
for specific slope gradients of the retained material. These to
not include other superimposed loading conditions such as
traffic,
structures,
seismic events or adverse geologic
conditions.
Surface Slope of
Retained Material
Horizontal to Vertical
Equivalent
Fluid Weight
P.C.F.
Level
5 to 1
4 to 1
3 to 1
2 to 1
30
32
35
38
43
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 29
LIMITATIONS
The materials encountered on the project site and utilized in our
laboratory study are believed to representative of the total
area. However, soil and bedrock materials may vary in character
between excavations and natural outcrops. On a project of this
size, variations from the anticipated conditions and actual field
conditions should be expected. Test excavations are reflective
of the soil and rock materials only at the specific location
explored. site conditions may vary due to seasonal changes or
other factors.
since our study is based on the site materials observed,
selective laboratory testing and engineering analyses, the
conclusions and recommendations are professional opinions based
upon those parameters. These opinions have been derived in
accordance with the current standards of practice and no warranty
is expressed or implied.
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 30
If you should have any questions regarding this report, or our
preliminary report, please do not
office.
Respectfully submitted,
~\:
Paul L. McClay, C
Project Geologist
117
~.~.,
Vltha Slng
Geot c nical
PLM/VS/mlc
Enclosure: References
Appendix A - Laboratory Testing
Appendix B - Slope stability Calculations
Appendix C - Exploratory Excavations
Appendix D - Grading Guidelines
Appendix E - Liquefaction Analysis
Plates 1a and 1b- Geotechnical Maps
cc: (2)
(4)
Addressee
crosby Mead Benton and Associates, Mr. George Benton
GeoSoils, Inc.
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References and Selected Biblioaraphv
Bolt, B.A., 1973, Duration of strong Ground Motion: Fifth World
Conference on Earthquake Engineering.
California Division of Mines and Geology, 1966, Geologic Map of
California, Santa Ana Sheet.
Department of Water Resources, State of California, 1971, Water
Wells and Springs in the Western Part of the upper Santa
Margarita River Watershed, Bulletin No. 91-20.
Hart, E.W. 1980, Fault Rupture Hazard Zones in California;
California Division of Mines and Geology Special Publication 42.
GeoSoils, Inc. Fault Investigation, Tract 23267 Old Vail Ranch,
Riverside County, California, report dated August 24, 1989.
Highland Soils Engineering, Inc (1988), Fault Hazard and
Preliminary Geotechnical Investigation, 242f Acres, Southwest of
the Intersection of Margarita Road and State Highway 79, Rancho
California, Riverside County, California; report dated February
3, 1988.
Jahns, R.H. 1954, Geology of the Peninsular Range Province,
Southern California and Baja California; California Division of
Mines and Geology Bulletin 170.
Jennings C.W. 1975, Fault Map of California, California Division
of Mines and Geology, Geologic Data Map No.1.
Kennedy, M.P. 1977, Recency and Character of Faulting along the
Elsinore Fault Zone in Southern Riverside County, California:
California Division of Mines and Geology Special Report 131.
Mann, J.F., 1955, Geology of a Portion of the Elsinore Fault
Zone, California: California Division of Mines Special Report
43.
Ploessel, M.R. and Slosson, J.E., 1974, Repeatable High Ground
Accelerations from Earthquakes: California Geology, september.
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Aerial Photos
U.S. Department of Aqriculture. Soil Conservation service
AXM-1K-172
AXM-IK-173
AXM-6BB-171
AXM-6BB-172
615020; 180-29
615020; 180-32
615020; 580-184
615020; 180-185
615020; 580-188
615020; 580-189
8/27/53
8/27/53
7/8/61
7/8/61
8/10/80
8/10/80
8/20/80
8/20/80
8/20/80
8/20/80
black and white
black and white
black and white
black and white
color infrared
color infrared
color infrared
color infrared
color infrared
color infrared
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_-"_'!.~~~~EJl_~.!-P~~--.., I
',__..... - Slope - H
,
Existing Grade/'" ", -
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Lateral extent of Deep Removal
REMOVAL CROSS-SECTION
DATE 994.3-S0 W.O. NO 8/89
BY GSI
Soil Mechanics · Geology · Foundation Enaineering
PLATE R-1
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I APPENDIX A
LABORATORY TESTING
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LABORATORY TESTING
General
Laboratory tests were performed on disturbed and relatively
undisturbed samples throughout Tract 23267 to evaluate physical
characteristics including water content, dry density, laboratory
standard density, compressibility, and expansion potential and
shear strength. strength parameters were determined from direct
shear tests.
Representative soils were classified visually according to the
Unified Soil Classification System. Classifications were
supplemented by index tests, and gradation analyses for selected
specimens. The soil classifications are shown with the
laboratory standard density test results.
The data presented herein were collected during exploration for
the entire tract. The data presented is considered
representative for all the units within the tract.
Moisture - Densitv
The field moisture content and dry unit weight were determined
for each "undisturbed" sample of the soil and rock materials. The
dry unit weight was determined in pounds per cubic foot and the
field moisture content was determined as a percentage of the dry
unit weight. The results of these tests are shown on the boring
Logs.
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1989
LABORATORY TESTING PAGE 2
Laboratorv Standard
The maximum density and optimum moisture content were determined
for representative soil types. The laboratory standard used was
ASTM D-1557-78.
Additional testing should be performed during
earthwork to verify and supplement these results. Moisture-
density relationships obtained are shown below.
Summary of Maximum Densitv Determinations
uses
Location Depth (ft.l Classification Drv Densitv (psfl Moisture Content
B-3 10 ML 114.5 15.0
B-3 20 SM 120.0 13 .0
B-5 1 SM 120.0 13 .5
TP-12 7 ML 114.5 15.0
Consolidation Tests
Consolidation tests were performed on selected undisturbed
samples. The consolidation apparatus is designed to receive a
one inch high soil-filled brass ring. Loads were applied in
several increments in a geometric progression and the resulting
deformations were recorded at selected time intervals. Porous
stones were placed in contact with the top and bottom of each
specimen to permit addition and release of pore fluid.
Inundation of the samples was performed at the initial load.
Typical samples of the alluvium were tested to estimate their
settlement characteristics when loaded.
The consolidation test
results are presented on Plates C-1 and C-2. Time consolidation
GeoSofls, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1989
LABORATORY TESTING PAGE 3
tests were also performed to determine long term effects due to
loading.
Expansion Potential
Expansion potential was evaluated for onsite materials. For
preliminary purposes tests were performed on what was considered
to have the greatest potential for expansion.
A swell tests was performed on a remolded sample compacted to 90
percent maximum density at 80 percent of optimum moisture in a
brass ring having an inside diameter of 2.365 inches and a height
of 1.0 inches. Surcharge loads 60 psf were appl ied and each
sample was submerged in water for 24 hours. The vertical swell
was recorded as a percentage of the original sample height.
An expansion index test was also performed. Testing was performed
in accordance with Standard 29-2 of the Uniform Building Code.
The expansion potential is indicated below:
Sample Location
Soil TYPe
Swell
Expansion
Index
Percent
TP-12 @ 7'
Sandy silt (ML)
5.0
21
Additional testing for expansion will be performed prior to and
during construction.
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1989
LABORATORY TESTING PAGE 4
Shear Strenqth Tests
Shear tests were performed in a Direct Shear Machine of the
strain control type. The rate of deformation was approximately
0.05 inches per minute. Each sample was sheared under varying
confining loads in order to determine the coulomb shear strength
parameters; angle of internal friction and cohesion.
strength tests were performed on representative samples, earth
materials encountered in the borings.
In order to determine the strength of the earth materials when
excavated and used as compacted fill, direct shear tests were
performed on typical samples that were remolded to a relative
compaction of 90 percent. The test results are presented below.
Direct Shear Tests
Remolded to 90%. Sheared at Optimum Moisture
Sample Location Soil TYPe
Angle of
Internal Friction
(Deqrees l Cohesion (psfl
B-3 @ 20' Silty sand
30 100
Particle Size Analvsis of Soils
To determine the particle size distribution of various samples of
onsi te materials, sieve analysis were performed in accordance
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PRESLEY OF SAN DIEGO
w.o. 994-5D
MARCH 6, 1989
LABORATORY TESTING PAGE 5
with ASTM Test Method D-422. For engineering purposes these soil
materials were divided into the general categories of gravel,
sand, and silty and clay fractions according to ASTM Test Method
D-2487. Gravel was classified as material passing 3-inch sieve
and retained on a No. 4 standard sieve. Sand was classified as
materials passing a No. 4 standard sieve and retained on a No.
200 standard sieve. silt and clay was classified as the material
passing the No. 200 standard sieve and retained in the pan. The
results are presented in the following table.
Summary of Gradation Test Results
Gradation
Sample Location % Gravel % Sand % silt & Clay
B-1 @ 3 ' 1 96 3
B-1 @ 8' 1 94 5
B-1 @ 14' 2 85 13
B-1 @ 19' 1 98 1
B-1 @ 24' 2 89 9
B-1 @ 29' 1 96 3
B-1 @ 34 5 92 3
B-1 @ 39' 0 74 26
B-3 @ 6' 2 80 18
B-3 @ II' 2 50 48
B-3 @ 16' 2 78 20
B-3 @ 21' 2 56 42
B-3 @ 26' 2 96 2
B-3 @ 31' 2 92 6
B-3 @ 36' 2 96 2
B-3 @ 41' 0 96 4
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APPENDIX B
SLOPE STABILITY CALCULATIONS
GeoSoils, Inc.
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STABILITY CALCULATIONS
Introduction
TSTAB is a computer program for analysis of slope stability by
limit equilibrium methods.
The user may choose between two
analysis procedures:
Spencer's Method or Bishop's Simplified
Method. TSTAB is used for analysis of circular slip surfaces and
has the capability to search for the critical circle. The version
of TSTAB contains the following features:
* Uses either Bishop's Simplified or Spencer's Method.
* Can analyze specified circles or search for the critical
circle.
* Allows application of line loads and pressures to the slope.
* Automatically calculates pressures on a submerged slope from
fluid surface elevation.
* Performs pseudo-static seismic analysis with optional search
for the critical seismic coefficient.
* Search for critical seismic coefficient may be for specified
or critical circle or for moving circle.
*
Allows user to specify
envelope and combined
Spencer's Method.
curved Mohr-Coulomb shear strength
S-R strength envelopes when using
* Includes option to specify profile of undrained shear
strength with depth.
* Includes option to specify su/uvc for undrained analyses.
* Includes option to modify the undrained shear strength based
on slip surface inclination.
* Includes option to model progressive failure using the local
residual factor scheme proposed by Bishop (1971).
*
Provides choice of automatic
from average pore pressure
surface or for specification
or on a grid.
computation of pore pressures
ratio or specified phreatic
of pore pressures as contours
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 2
STABILITY CALCULATIONS
*
Provides
critical
analyzed.
printer
circles,
plot
and
of slope geometry, specified or
factors of safety for each circle
* Generates Zeta compatible plot files for pen plots showing
slope geometry, soil layers, pore pressure contours,
specified slip circles or trial slip circles with critical
circles highlighted.
Geometrv
The slope geometry is described in an x-y coordinate system. The
x-coordinates (horizontal) increase from the top to the toe of
the slope (either left or right) and the y-coordinates (vertical)
increase downward.
vertical sections are used to define the geometry as shown in
Figure 1.
At each section, the y-coordinate of the ground
surface, the bottom of tension crack, the water level in tension
crack, and each soil layer boundary are specified.
However,
interpolation can be used to specify any of theses quantities
when there is no change in slope at a vertical section by
specifying zero for the y-coordinate as shown in Figure Is. The
program interpolates between vertical sections, calculates the
correct y-coordinate, and shows the correct value in the output.
The slope stability analysis presented in this section was
programed to search for the critical failure circle, assuming a
failure at the toe of the slope.
No pore pressures were
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
PAGE 3
STABILITY CALCULATIONS
util ized. However, some degree of saturation was added to the
soil unit weight used. The analysis presented has been completed
for both seismic and static conditions.
The soil parameters utilized for these analysis were c=175 and
,0=33.
GeoSoils, Inc.
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VERTICAL SECTION
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-------:r------::f.------3----- T.':-": 3---- ..:-----..: 3 :...------ ,.:"'-":3 :...-_- '.:-": 3- - 1..1,2,3
Y
I I \ I I . I I ," I
SOIL LAYER BOUNDARY NUMBER
. INDICATES LOCATIONS WHERE Y-COORDINATE CAN BE INTERPOLATED BETWEEN
VERTICAL SECTIONS BY SPECIFYING Y=O
.. 'NOTE THAT THE INTERPOLATION CAN BE USED HERE ONLY FOR SOIL LAYER
.. BOUNDARY NUMBER 3
DESCRIPTION OF TST AS GEOMETRY
GeoSoils, Ine.
DATE 6/89 W.O. NO 994-SD
Soil Mechanics · Geology · Foundation Engineering
FORM 87/8-9
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TSTAB slope stability ar~'ys;s
r-evision 2.50 - OS/30/85
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TAGA En<;;;,eering Soft:ware Services
e€~ke'ey. California USA
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I8r.~ PC &. 80$6/8088 M$-[X)$ Vel"'sicr, by *.
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Design Professionals Management System5 * ....
Kirkland. W3shington USA .. .
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copyright (c) 1983,84,85 rAGA
copyright (c) 1982,84,85 DAMS
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**.**#*****~_..--~~._._-+~..*****.._-_..+_...
*.....*.*..~~******~**~*~...-+++.***.*****************
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PRESLEY-OLD VAIL ~~CH; CUT SLOPE STABILITY ANALYSIS
**~*********~***~*~**~~*~*~.~*~~**~*****
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************~*********************~~*
***************~~~...T4....._.-..~
M.~~YS:S BY BISHOP'S SIMPLIFIED METHOD
1
***---*----
INPJT DATA
********...-***
I
crnT~L DATA,
AUT~~TIC SEARCH FOR CRITICAL CIRCLE
NlMlEP. OF DEPTH LIMITING TANGENTS
I
~JUM::::::R OF VE~TICAL SECTrO'JS
4
I
NUM3ER OF SOIL LAYER BOJNDAF::ES
NUt-eER OF PCIN7S DEFINING CQ-lESICN PROFILE
NUM3ER OF OJRVES DEFINING CQ1ESICN ANISOTROPY
NUM3ER OF BOONDARY L!NE LOADS
NUM3ER OF B()JtJDAR'f PRESSURE LOADS
~
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c
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SEISMIC COEFFICIENT
ATMOSPHERIC PRESSURE
UNIT WEIGHT OF. WATER
L'~JI1 WEIGHT OF WATER IN TENSION CRACK
,000
.080
62.400
62.400
SEARC~ STARTS AT CENTER (190.0, 95.0).WITH FINAL GRID or $.0
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ALL CIRCLES TANGENT TO OErTH, 170.0.
GEct"'lETRY
I
SECT!:)'JS -100.00 140,00 190,00 300,00
" CF'.,ACKS 145,00 145.00 170,00 170,00
....! l~j I"O."'~ ~t '5. ao 1t5.00 17C. CC 11C.00
...,'~,-,..
88.J)\;:.;~r'.' H.: M 1~~. _0 nc.oc 170.00
BaJNDARY ~ 250. 00 250. 00 250.00 250.00
SOIL PROi'ERT I ES
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LAYER
1
OfNSI TV
120.00
ca-iESICJ'oI
100,00
FRICTICJ'oI ANGlE
30,00
CELTA PH!
,00
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*********:+:
RESULTS
**""*****"'*
*************************************************
DEPTH LIMITING TANGENT NO, 1 AT Y = 170,00
******************************~****************
NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER F,S,
170,0 75,0 190,0 95,0 1. 712
2 170.0 75.0 180,0 95.0 1,888
3 170,0 0" " 190.0 85.0 1.755
...."".w
4 170,0 75.0 200,0 95,0 2 .049
" 178.0 65.0 190,0 105,0 1,723
-
6 170,0 75.0 185,0 95,0 1,773
7 170,0 80,0 190,0 90,0 1.729
0 170,0 ~" " 195,0 95,0 1,762
v ,,-,.U
9 170.0 70,0 190,0 100,0 1,707
10 170,0 70,0 185,0 100,0 1,744
11 170,0 70,0 195.0 100.0 1.817
'" 170,0 65.0 190.0 105.0 1.723
,~
'" 170,0 75.0 185,0 95.0 1.773
,_
14 170.0 75.0 195,0 95,0 1,762
'" 170,0 65.0 195,0 105,0 1,878
,-
16 170,0 65,0 185,0 105,0 1.722
" c ~UNIMUf1= 1,707 FOR THE CIRCLE OF CENTER ( 190,0, 100,0)
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1.7 "7 0
1.7 1.7 1.9
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Execution complete, time '"
86.23 seconds
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,.. **,..,.,*>I'******#****'****rt>l'...,.......****>I'**"'****-........ >I'
. .
TSTAB slope stability analysis
Revision 2.50 - OS/30/8S
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TAGA Er,gineE~ing Sof~wa~e Services
Berkeley, California USA
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I8~ PC & 8085/8088 MS-DOS Version b~
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Design Profes5ion~'s Management Systems
Kirkland, Washingtor, USA
copyright (c) 1983,84,85 TAGA
copyright (c) 1983,84,85 DPMS
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,... *********~~.~~~~.~~~~~~---..~..~****~ '"
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PRESLEy-oLD VAIL RANCH; CUT SLOPE STABILITY ANALYSIS
*******~**~****************~***~*~*****-*****.*****~*****
I
**********************~**~***********
ANALYSIS BY BISHOP'S SlMi'LIFIED METHOD
***********************~****************
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******'...-,..,..-
INPUT DATA
-**"'*""**...,..........
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cc:t.ITROL DATA.
AUTW..,U:C SEARCH FOR CR:TICAL CIRCLE
NUMBER OF DEPTH LIMITING TANGENTS
NUr-'CER OF VERTICAL SECTICtJS
NUMBER OF SOIL LAYER BOUNDARIES
NUM8~R OF POINTS DEFINING COHESION PROFILE
NUII"6ER OF CURVES DEFINING CQ-lESIO\I ANISOTROPY
NUMBER OF BOUNDARY LINE LOADS
NUM3ER Of BOU~mAr.Y Pr-ESSURE LOADS
4
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2
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SEISMIC COEFFICIENT
ATMDSPHERI: PRESSUr.E
UNIT WEIGHT OF WATER
UNIT WEIGI-lT OF WATER IN TENSIO'J CRACK
.150
.OOC
62.400
62.400
SEARCH STARTS AT CENTER (190,0, 95,Ol,WITH FINAL GRID OF 5,0
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ALL CIRCLES TANGENT TO DEPTH, 170,0,
GEO>\ETRY
I
SECT I CJ.lS -100,00 140,00 190,00 300,00
T. CRACKS 145.00 145.00 170,00 170,00
W IN CRACK 145.00 145.00 170.00 170,00
BOUNDARY 1 145,00 145.00 170,00 170,00
BClJNDARY 2 250,00 250,00 250,00 250,00
SOIL PROPERTIES
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LAYER
DENSI1Y
120.00
CCHESICl>l
100.00
FRICTIO"I ANGLE
30.00
DELTA PHI
,00
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**********
RESULTS
**********
~******~*Y****T******~***************************
DEPTH LIMITING TANGENT NO, AT Y '" 170,00
*************************************************
NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER F,S,
170,0 75,0 190,0 95,0 1.241
2 170,0 75,0 180,0 95,0 1,328
3 170,0 85.0 ~90.0 85.0 1.256
4 170,0 75.0 200.0 95,0 1,510
~ 170.0 55.0 190.0 105,0 ~ .251
~
C 170,0 7S.C 185.0 95.0 1.268
7 170,0 80,0 190,0 90,0 1.246
co 170.0 75.0 195.0 95,0 1.291
v
~ 170,0 70,0 190,0 100,0 1,245
~
10 170.0 80,0 185,0 90,0 1.283
11 170,0 80.0 195,0 90,0 1,263
12 170,0 70,0 195,0 100,0 1,333
13 170.0 70,0 185,0 100,0 1,257
F.S. MINHVM= 1,241 FOR THE CIRCLE OF CENTER ( 190,0, 95.0)
(p'V-
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**~********.*****.~********.
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LOCATION OF CRITICAL CIRCLE
*****-.********.*.************
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1.3 L:.' 1.3
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, 0 1.3
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Exocut"icr. complete, t~r.iG =
15S.C.... secords
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TABLE I
Test pit Loq
Location
DeDth (ft.)
Material DescriDtion
TP-1
0-2
TOPSOIL - Dark brown, moist
to wet, loose, sandy
SILT/silty SAND.
PAUBA FORMATION - Reddish
brown, damp to moist,
moderately dense, medium to
coarse grained, SANDSTONE.
2-3
Total Depth= 3 Feet
No Groundwater
No Caving
TP-2
0-1. 5
TOPSOIL - Dark brown, moist
to wet, loose sandy
SILT/silty SAND.
PAUBA FORMATION - Reddish
brown, damp to moist,
moderately dense; medium to
coarse grained SANDSTONE.
1. 5-3
TP-3
0-3
Total Depth= 3 Feet
No Groundwater
No Caving
TOPSOIL - Dark brown, moist
to wet, loose sandy
SILT/silty SAND.
PAUBA FORMATION - Reddish
brown, damp to moist,
moderately dense; medium to
coarse grained SANDSTONE.
3-3.5
Total Depth= 3.5 Feet
No Groundwater
No Caving
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
W.O. 994-SD
TABLE I
Test pit Loa
Location
Depth (ft.)
Material Description
TP-4
0-3
TOPSOIL - Dark brown, moist
to wet, loose sandy
SILT/silty SAND.
3-4
PAUBA FORMATION - Reddish
brown, damp to moist,
moderately dense; medium to
coarse grained SANDSTONE.
Total Depth= 4 Feet
No Groundwater
No Caving
TP-5
0-2
TOPSOIL - Dark brown, moist
to wet, loose sandy
SILT/silty SAND.
2-3
PAUBA FORMATION - Reddish
brown, damp to moist,
moderately dense; medium to
coarse grained SANDSTONE.
Total Depth= 3 Feet
No Groundwater
No Caving
TP-6
0-3
TOPSOIL - Dark brown, moist
to wet, loose sandy
SILT/silty SAND.
PAUBA FORMATION - Reddish
brown, damp to moist,
moderately dense; medium to
coarse grained SANDSTONE.
3-4
Total Depth= 4 Feet
No Groundwater
No Caving
-2-
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
W.O. 994-SD
TABLE I
Test pit Loq
Location
Depth (ft.)
Material Description
TP-7
0-2.5
TOPSOIL - Dark brown, moist
to wet, loose sandy
SILT/silty SAND.
2.5-4
COLLUVIUM - Reddish brown,
damp to moist, moderately
dense, medium to coarse
grained, gravelly SAND with
occasional angular cobbles.
Total Depth= 4 Feet
No Groundwater
No Caving
TP-8
0-1
TOPSOIL - Dark brown, moist
to wet, loose sandy
SILT/silty SAND.
1-4.5
PAUBA FORMATION - Reddish
brown, wet, moderately dense
to dense, medium to coarse
grained gravelly SANDSTONE.
Total Depth= 4.5 Feet
No Groundwater
No Caving
-3-
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
W.O. 994-SD
TABLE I
Test pit Loq
Location
Depth (ft.)
Material Description
TP-9
0-2.5
TOPSOIL - Dark brown,
moist, loose, fine to
coarse, sandy SILT.
2.5-4
PAUBA FORMATION - Medium
brown, dry to damp. poorly
sorted, fine to coarse silty
SANDSTONE with occasional
pebbles, massive.
Total Depth= 4 Feet
No Groundwater
No Caving
TP-10
0-1
TOPSOIL - Dark brown,
moist, loose, fine to
coarse, sandy SILT.
1-3
WEATHERED PAUBA FORMATION -
Medium brown to orange
brown, loose poorly sorted,
fine to coarse silty/clayey
SANDSTONE.
3-4
PAUBA FORMATION - Medium
brown, dry, poorly sorted,
fine to coarse slightly
silty SANDSTONE, massive.
Total Depth= 4 Feet
No Groundwater
No Caving
-4-
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GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
W.O. 994-SD
TABLE I
Test pit Loq
Location
Depth (ft.)
Material Description
TP-11
0-2
TOPSOIL - Dark brown, damp
to moist, loose, fine to
medium sandy SILT.
2-4.5
WEATHERED PAUBA FORMATION -
Medium to dark brown, loose,
damp, medium stiff, very
silty, fine to coarse
grained poorly sorted
SANDSTONE.
4.5-5
PAUBA FORMATION - Medium
brown, dry, poorly sorted
fine to coarse grained,
dense silty SANDSTONE.
Total Depth= 5 Feet
No Groundwater
No Caving
TP-12
0-2
TOPSOIL - Dark brown, damp
to moist, loose, fine to
medium sandy SILT.
4-4.5
PAUBA FORMATION - Medium
brown, dense, dry to
slightly damp, fine to
medium grained silty
SANDSTONE/sandy SILTSTONE.
Total Depth= 4.5 Feet
No Groundwater
No Caving
-5-
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GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
TABLE I
Test pit Loa
Location
Depth (ft. I
TP-13
0-3
3-4
4-4.5
JUNE 1989
W.O. 994-SD
Material Description
TOPSOIL - Dark brown,
damp, loose, fine to coarse,
sandy SILT.
WEATHERED PAUBA FORMATION -
Medium to dark brown, loose,
poorly sorted, damp to
moist, very silty, fine to
coarse SANDSTONE.
PAUBA FORMATION - Medium
brown, dense, dry to damp,
fine to medium grained,
moderately well sorted
SANDSTONE and silty
SANDSTONE.
Total Depth= 4.5 Feet
No Groundwater
No Caving
TP-14
0-4
4-5
-6-
GeoSoils, Inc.
TOPSOIL - Dark brown,
damp, loose, fine to coarse,
sandy SILT.
PAUBA FORMATION - Medium
brown, dense, dry to damp,
fine to medium grained,
moderately well sorted
SANDSTONE and silty
SANDSTONE.
Total Depth= 5 Feet
No Groundwater
No Caving
"1D
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
W.O. 994-SD
TABLE I
Test pit Loq
Location
Depth (ft.)
Material Description
TP-15
0-3.5
TOPSOIL - Dark brown,
damp, loose, fine to coarse,
sandy SILT.
3.5-4.5
PAUBA FORMATION - Medium to
dark reddish brown, dense,
damp, poorly sorted, coarse
grained, silty SANDSTONE
with pebbles.
Total Depth= 4.5 Feet
No Groundwater
No Caving
TP-16
0-4
TOPSOIL - Dark brown,
damp, loose, fine to coarse,
sandy SILT.
4-4.5
PAUBA FORMATION - Medium to
dark reddish brown, dense,
damp, poorly sorted, coarse
grained, silty SANDSTONE
with pebbles.
Total Depth= 4.5 Feet
No Groundwater
No caving
-7-
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GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
W.O. 994-SD
TABLE I
Test pit Loq
Location
DeDth (ft.)
Material DescriDtion
1. 5-3 . 5
TOPSOIL - Dark brown,
damp, loose, fine to coarse,
sandy SILT.
WEATHERED PAUBA FORMATION -
Dark orange-brown, moist,
stiff, fine to coarse sandy
CLAYSTONE/SILTSTONE.
TP-17
0-1.5
3.5-4
PAUBA FORMATION - Medium
dark brown, slightly damp,
poorly sorted, dense,
coarse, silty SANDSTONE.
Total Depth= 4 Feet
No Groundwater
No Caving
3.5-4.5
TOPSOIL - Dark brown,
damp, loose, fine to coarse,
sandy SILT.
PAUBA FORMATION - Medium
to dark brown, damp, dense,
poorly sorted, fine to
coarse grained silty
SANDSTONE with occasional
pebbles and cobbles.
0-3.5
TP-18
Total Depth= 4.5 Feet
No Groundwater
No Caving
-8-
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
w.O. 994-SD
TABLE I
Test pit Loq
Location
DeDth (ft.)
Material DescriDtion
TP-19
0-4
TOPSOIL - Dark brown,
damp, loose, fine to coarse,
sandy SILT.
4-7
PAUBA FORMATION - Medium
brown, to grayish brown, dry
to damp, loose to dense,
poorly sorted, silty coarse
SANDSTONE with abundant
large cobbles.
Total Depth= 7 Feet
No Groundwater
No Caving
TP-20
0-3
TOPSOIL - Dark brown, damp,
very loose, sandy SILT, and
silty SAND. Roots.
3-6
ALLUVIUM - Light gray and
light brown, very loose to
loose, poorly sorted, very
fine to coarse sand with
abundant cobbles up to 10",
fluvial crossbedding.
6-15
WEATHERED PAUBA FORMATION -
Medium brown, highly
weathered, loose to medium
dense, dry to damp. Poorly
sorted, fine to very coarse
grained slightly silty
SANDSTONE Numerous cobbles
from 2" to 6".
Easily dug @ 15'.
Total Depth= 15 Feet
No Groundwater
No Caving
-9-
GeoSofls, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
W.O. 994-SD
TABLE I
Test pit Loa
Location
Depth Cft.)
Material Description
TP-21
0-3
TOPSOIL - Very dark brown
to black, loose, highly
organic, damp, very fine to
medium grained sandy SILT.
COLLUVIUM - Medium to dark
brown, damp, medium dense,
fine to medium sandy
SILT/silty SAND, highly
porous, rootlets abundant.
3-8
Total Depth= 8 Feet
No Groundwater
No Caving
TP-22
0-4
TOPSOIL - Very dark brown
to black, loose highly
organic, damp, very fine to
medium grained sandy SILT.
4-6
WEATHERED PAUBA FORMATION -
Dark brown, moist, loose to
medium dense, poorly sorted,
fine to very coarse, silty
SANDSTONE.
Total Depth= 6 Feet
No Groundwater
No Caving
-10-
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
W.O. 994-SD
TABLE I
Test pit Loq
Location
DeDth (ft.)
Material DescriDtion
TP-23
0-2
TOPSOIL - Very dark brown to
black, loose highly organic,
damp, very fine to medium
grained sandy SILT.
2-4.5
WEATHERED PAUBA FORMATION -
Dark brown, moist, loose to
medium dense, poorly sorted,
fine to very coarse, silty
SANDSTONE. '
4.5-6
PAUBA FORMATION - Medium
olive brown, damp, stiff,
medium dense, sandy
SILTSTONE.
Total Depth= 6 Feet
No Groundwater
No Caving
TP-24
0-4
TOPSOIL - Very dark brown to
black, loose highly organic,
damp, very fine to medium
grained sandy SILT.
PAUBA FORMATION - Medium
brown to orange brown, damp,
dense, poorly sorted, medium
to very coarse grained
slightly silty SANDSTONE.
4-5.5
Total Depth= 5.5 Feet
No Groundwater
No Caving
-11-
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
W.O. 994-SD
TABLE I
Test pit Loa
Location
Depth (ft.)
Material Description
TP-25
0-2.5
TOPSOIL - Very dark brown to
black, loose highly organic,
damp, very fine to medium
grained sandy SILT.
PAUBA FORMATION - Medium
brown to orange brown, damp,
very dense, poorly sorted,
fine to coarse grained
slightly silty SANDSTONE.
2.5-3.5
Total Depth= 3.5 Feet
No Groundwater
No Caving
TP-26
0-3.5
TOPSOIL - Very dark brown to
black, loose highly organic,
damp, very fine to medium
grained sandy SILT.
PAUBA FORMATION - Medium
brown to orange brown, damp,
very dense, poorly sorted,
fine to coarse grained
slightly silty SANDSTONE.
3.5-4.5
Total Depth= 4.5 Feet
No Groundwater
No Caving
-12-
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
w.o. 994-5D
TABLE I
Test pit Loa
Location
DeDth (ft.)
Material DescriDtion
TP-27
0-2.5
TOPSOIL - Very dark brown to
black, loose highly organic,
damp, very fine to medium
grained sandy SILT.
2.5-4.5
WEATHERED PAUBA FORMATION -
Medium brown to dark brown,
damp, medium dense, poorly
sorted, fine to very coarse,
silty SANDSTONE.
4.5-5
PAUBA FORMATION - Medium
brown, dry to damp, dense to
very dense, moderately well
sorted coarse to very coarse
slightly silty SANDSTONE.
Total Depth= 5 Feet
No Groundwater
No Caving
TP-28
0-3.5
TOPSOIL - Very dark brown to
black, loose highly organic,
damp, very fine to medium
grained sandy SILT.
3.5-6
TERRACE DEPOSIT(?)/PAUBA
FORMATION - Light to dark
brown-mottled, damp,
cobbley with lOr" subangular
to subrounded cobbles, loose
to medium dense, silty
SANDSTONE and sandy
SILTSTONE.
Total Depth= 6 Feet
No Groundwater
No Caving
-13-
\'\
GeoSofls, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
W.O. 994-SD
TABLE I
Test pit Loa
Location
Depth (ft.)
Material Description
TP-29
0-4
TOPSOIL - Dark brown, moist
loose, c1ayey, sandy SILT.
4.5-5.5
PAUBA FORMATION- Medium to
orange brown, damp, dense,
moderately well sorted,
coarse to very coarse
grained SANDSTONE and silty
SANDSTONE.
Total Depth= 5.5 Feet
No Groundwater
No Caving
TP-30
0-3.5
TOPSOIL - Very dark brown to
b1ack, 100se high1y organic,
damp, very fine to medium
grained sandy SILT.
3.5-5
PAUBA FORMATION - Medium
brown, dry to damp, dense,
moderately well sorted
medium to coarse grained
SANDSTONE and silty
SANDSTONE.
Total Depth= 5 Feet
No Groundwater
No Caving
-14-
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 1989
w.o. 994-SD
TABLE I
Test Pit Loq
Location
Depth (ft.)
Material Description
TP-31
0-4
TOPSOIL - Very dark brown to
black, loose highly organic,
damp, very fine to medium
grained sandy SILT.
4-8
WEATHERED PAUBA FORMATION -
Medium to dark brown, damp
to moist, loose to medium
dense, poorly sorted,
pebbly, fine to coarse
grained silty SANDSTONE.
8-9
PAUBA FORMATION - Medium
orange brown, damp, medium
dense, well sorted, medium
to coarse grained slightly
silty SANDSTONE.
Total Depth= 3.5 Feet
No Groundwater
No caving
-15-
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 26, 1989
w.O. 994-8D
TABLE I
Test pit Loa
Location
Depth (ft.)
Material Description
TP-32
0-2.1
TOPSOIL - Light gray brown,
dry, hard, medium dense,
porous silty sand with
common rootlets and few
burrows.
2-4
ALLUVIUM - Brown, dry,
medium dense, slightly
porous interbedded coarse
sand and silty sand. Silty
units massive with few
pebbles and mud clasts.
4-12:t
ALLUVIUM - Gray, dry, loose,
bedded, coarse to medium
sand.
@9' Becomes moist.
Total Depth= 12 Feet
Caving at 4'
No Groundwater
Hole Backfill
-16-
GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 26, 1989
w.O. 994-SD
TABLE I
Test pit Loq
Location
Detlth Cft.l
Material Descritltion
TP-33
0-2.5
TOPSOIL - Gray brown, dry,
medium dense, porous silty
sand with common rootlets.
2.5-6.0
ALLUVIUM - Dark gray brown,
dry, medium dense, porous,
interbedded silt and medium
to coarse sand.
@4.5
Dark gray brown, moist;
loose, slightly porous
laminated fine sand with few
rootlets, abrupt irregular
lower contact.
6.0-6.5
BURRIED TOPSOIL (?) - Dark
brown, moist, medium dense,
porous silty sand,
gradational wavy lower
contact.
6.5-9.0
ALLUVIUM - Gray brown,
moist, loose, bedded silty
medium sand.
Total Depth= 9 Feet
No Caving
No Groundwater
Hole Backfill
-17-
GeoSofls, Inc.
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PRESLEY OF SAN DIEGO
VAIL RANCH, RANCHO CALIFORNIA
JUNE 26, 1989
w.O. 994-SD
TABLE I
Test pit Loq
Location
Depth (ft.l
Material Description
TP-34
0-2.5
TOPSOIL - Dark gray brown,
dry, medium dense, porous
sand silt with common
rootlets and burrows.
2.5-13
ALLUVIUM/COLLUVIUM - Very
dark gray brown, dry, medium
dense, porous, clayey silt
with silty sand lenses and
pebble stringers.
@7.5' Becomes moist.
Total Depth= 13 Feet
No Caving
No Groundwater
Hole Backfill
-18-
GeoSoils, Inc.
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BORING LOG
W.O. 994-50
Boring 8-1
Sheet 1
Date Excavated
2-17 -89
Sample Method:
Description of Material
ALLUYIUIl (aal):
;2.5' Dark brown, damp to moist, very loose to loose,
medium to coarse grained, slightly siLty. SAND.
;3.5' Dark grayish brown, damp to moist, loose, fine to
medium grained, silty SAND.
;7.5' Dark. grayish brown, damp to moht, loose, medium
to coafse grained, slightly silty SAND.
.8.5' Dark grayish brown, damp to moist, very Loose to
l~ose, medium to coafse grained, Slightly silty SAND.
Q12.5' Dark grayish brown, damp to moist, very loose,
fine to medium grained silty sand.
.13.5' Dark grayish brown, moist, loose to medium dense,
fine grained, silty SAND.
.17.5' Dark orangish brown, color varies, moist, loose,
medium to coarse grained, slig~tly. silty SAND,
occasional gravel.
.18.51 Dark grayish brown to >rangish brown, moist,
medium dense, fine to medium grained, st~ghtly silty
SAND.
.19' Dark brown, moist, medium dense, medium to coarse
grained, silty SAND.
.22.51 Dark orangish brown, moist, loose, medium to
coarse grained, slightly silty SAND, occasional gravel.
23.5' Dark grayish brown to orangish brown, saturated,
medium dense, medium to coarse grained, slightly silty
SAND, occasional gravel.
.27.5' Dark orang ish brown, saturated, loose, medium to
coarse grained, slightly silty SAND, occasional gravel.
.28.5' Dark orang ish brown, saturated, loose to medium
dense, medium to coarse grained, slightly silty SAND,
occas; onal grav,'l. Plate
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Presley/Old Vail Ranch
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BORING LOG
W.O. 994-50
Boring 8-1
Sheet 2
Date Excavated
1-17-89
Sample Method:
Description of Material
233.51 Dark grayish brown, color varies, saturated,
loose to medium dense, medium to coarse grained SAND.
0)37.51 Dark grayish brown, saturated, loose, to medium
dense, medium to coarse grained, slightLy siLty,
gravelly SAND.
Q38,5'
medium
Dark grayish brown, saturated, medium dense,
to coarse grained, slightly silty, gravelly SAND.
;39' Dark grayish brown to medium brown, saturated,
very stiff, fine grained, sandy SilT to siLty SAND.
Q48.51 Dark grayish brown, color varies, saturated,
loose to medium dense, medium to coarse grained,
gravelly SAND.
Total Depth= 60 Feet
Caving at 24 Feet
Groundwater encountered at 23.5 Feet
Plate
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BORING LOG
w.o. 994-50
Boring B-2
Sheet 1
Date Excavated 2-17-B9
Sample Method:
Description of Material
ALLUYIUIl (Qall:
015' Ught grey, damp, poorly sorted, loose, fine to
coarse grained, SAND.
0110' light to medium gray, damp, well sorted, very
loose to loose, fine silty SAND.
&15' light to medium gray. damp, moderately well sorted,
medium dense, fine grained, silty SAND.
;17' Medium to dark gray CLAY interbed (2"-3" thick).
0120' Light to medium gray, saturated, moderately well
sorted, loose to medium dense, medium to coarse grained
SAND.
;25' light gray, saturated, poor to moderately well
sorted, medium dense, slightly silty, coarse to very
coarse SAND.
;30. light gray to brownish gray, saturated, poorly
sorted, medium dense to dense, very fine to very coarse ~~
SAND with some gravel. Plate
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Project:
Presley/Old Vail Ranch
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1'0 ....... .-< 1:"-' ::>-
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-w .!<: .-<.0 ~ Ul.o 0- Ul-
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BORING LOG
Boring 8-2
w.o. 994-sn
Sheet 2
Date Excavated 2-17-89
Sample Method:
Description of Material
;35' Light brownish gray, saturated, poorly sorted,
medium dense to dense, very fine to coarse, gravelly
SAND, coarse gravel/cobbLes in sampler tip.
I
.40' Rock in barreL no sample recovery.
Q451 Light to medium gray, saturated, poorly sorted,
medium dense, medium to coarse SAND.
;46' light to medium gray, saturated, moderately sorted,
medium dense to dense, medium to coarse, SAND.
S60' Light to medium
sorted, medium dense
silty SAND.
gray, saturated, moderately well
to dense, fine to coarse, slightly
Plate
~~
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I
'" BORING LOG
GeoSoils, lnc.
W.O. 994-S0
Project: Presley/Old Vail Ranch Boring 8-2 Sheet 3
Date Excavated 2-17-89
.
- Sample +' Sample Method:
. :s:
+' W
..... +' +'
~ ..... ''';~ H
1'0 "- .-< l::..... ::l~
..c UlW Ul 0 ::>u +'''''
+' ..>( .-<..0 :3 U)..Q P. Ul~
P. .-< 'g-~ 0 ue >,- ''';
W ::l .-< Vl>' H 0 Description of Material
0 <ll 5+' <ll ::JU) 0 ;;:
Q61. 5' Light to medium gray, saturated, well sorted,
dense, fine grained, very silty SAND.
65 - TotaL Depth= 61.5 Feet
- GroundwBter at 20 Feet
, No Caving
-
-
-
-
-
-
- <B1
Plate
-
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Project: Presley/Old Vail Ranch
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...., "" .;,.q ~ Ul.o 0.. Ul~
0.. .-! ~~" 0 US :>,- '....
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BORING LOG
w.o.
994-50
Boring 8-3
Sheet 1
Date Excavated
2-17-89
Sample Method:
Description of Material
ALLUVIUII (Qal)
Q5' Medium brown, damp to moist, loose, fine to.medium
grained silty SAND.
;6' Medium brown. damp to moist, loose, fine grained
SAND.
Gl10' Dark. brown, damp to moist, soft to firm, cLayey
SILT.
911' Dark brown, damp to moist, soft to firm, silt.
915' Dark brownish gray, moist, firm SilT.
Cil16' Medium grayish brown, moist. loose, fine grained
silty SAND to sandy SILT,
Cil20' Dark. grayish brown, moist, very Loose and soft,
fine grained silty SAND to sandy SILT.
;21' Dark gray to black, moist, loose and/or Hrm; fine
grained silty SAND to sandy SILT.
;261 Medium gray, moist, loose, fine grained, SAND.
;26.51 Dark black, moist, soft, slightly sandy, CLAY.
;301 Dark gray, moist, loose, fine to medium grained,
Plate
Slightly silty SAND.
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GeoSoils, Inc.
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Project: Presley/Old Vail Ranch
I
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..... ..., ..., Q)
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1'0 "- ..; c..... ::>~
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BORING LOG
w.o.
994-50
Boring 8-3
2
Sheet
Date Excavated
2-17-89
Sample Method:
Description of Material
.311 Medium grayish brown to orangish brown. moist,
loose to medium dense, fine to medium grained SAND,
occasional gravel.
Q35' Medium grayish brown to orangish brown, saturated,
loose to medium dense, medium to coarse grained SAND.
a361 Medium grayish brown, saturated, loose, medium to
coarse grained gravelLy SAND.
a40' Medium grayish brown, color varies, saturated,
medium dense, medium to coarse grained gravelly SAND.
aso' Medium grayish brown, color varies, saturated,
medium dense, medium to coarse grained, gravelly SAND.
QS1' Medium grayish brown, saturated, medium dense to
dense, medium to coarse grained, silty SAND.
.60' Medium grayish brown, saturated, medium dense,
medium to coarse grained, gravelly SAND. Plate
2>0.,
I
I
~,~. , BORING LOG
GeoSoils, Inc.
w.o. 994- SO
Project: Presley/Old Vail Ranch Boring B-3 Sheet 3
Date Excavated 2-17-89
~ Sample ...., Sample Method:
. :;:
....,
.... ...., ...., Q)
~ "-< 'M~ ~
1'0 "'- ..... >::.... ::>~
.c: tIlQ) tIl 0 ::J tJ ....,..
...., ". ,a-e :3 Ul.o 0. tIl~
0. ..... 0 us :>,- 'M
Q) ::> sB ..... Ul:>' ~ 0 Description of Material
Cl a:l a:l ::JUl Cl :;:
- T % ;61 ' Medium grayish brown, saturated, dense to very
- 1. dense, medium to coarse grained gravelly SAND.
- Total Depth: 62.5 Feet
- Caving at 35 Feet
65- Groundwater at 35 Feet
-
-
.
,
,
,
,
,
,
-
- Plate o.p
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project: Presley/Old Vail Ranch
Sample .
~ .jJ
. :;:
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~ "-' 'n~ l-<
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-
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-
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30
BORING LOG
w.o.
994-50
Boring
6-4
Sheet 1
Date Excavated ~U-89
Sample Method:
Description of Material
ALlUVIUII (Q.l)
&2.5' Medium to dark brown, slightly damp, medium
dense, porous, rootlets, slightly clayey SILT.
Q61 Light brownish gray to reddish brown, slightly damp,
loose, well sorted, very fine SAND.
.,,, Medium gray to reddish brown, damp, very loose to
loose, well sorted, very fine silty and clayey SAND.
&116' Light to medium gray, damp, loose, well sorted,
fine grained, slightly silty SAND.
.21' Light brown to reddish brown, damp, poorly sorted,
medium to coarse SAND, occasional gravel up to 3/4",
also medium gray, medium dense, very fine SAND.
;261 light brownish gray, damp, medium dense, moderately
well sorted, fine to medium grained SAND.
Plate
u.,\
1
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1
I
I
I
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I
I
I
BORING LOG
GeoSoils, tnc.
W.O. 994-SD
project: Presley/Old Vail Ranch Boring 8-4 Sheet 2
Date Excavated 2-17-89
~ Sample ...., Sample Method:
~
...., Q)
..... ...., ....,
- ..... ,,;~ k
1'0 "- ,..; c..... ;j-
.<:: UlQ) Ul 0 ~ u ....,,,.
...., ..!<: .-l..O ~ Ul.o 0. Ul-
0. ,..; g~ 0 UE :>,- '';
Q) ::> ,..; Ul:>' k 0 Description of Material
Q ell 3';'" ell ~Ul Q :;:
- ? .31' Medium brown, damp, moderately weLL sorted, loose
13J,~ to medium dense, coarse to very coarse SAND.
- S;1~
- p
..r..
3~-
- ~ % il36' Light grayish brown, damp, poorly sorted, medium
- dense, coarse to very coafse SAND. OccasionaL cobbLes.
~
P::- I 0
40
8 "%0 Q41 ' Light grayish brown, damp, moderately well sorted,
medium dense, medium to coafse SAND.
S ~o
- ,
.L
45
-
-
50
-
~ .52 I light grayish brown, damp, poorly sorted, derIse,
~ ~ very fine sandy SILT and silty SAND.
- 1.
50
-
55 -
-
- Plate ,\1,./
~O
I
I
",,~, ~;:,"' J;'C. BORING LOG
GeoS~i'lsi,
\, .,. \:.. -:t:. ,;,,' " W.O. 994-50
~".,
Project: Presley/Old Vail Ranch Boring 8-4 Sheet 3
Date Excavated 2/17/89
- Sample ...., Sample Method:
. s:
....,
.... ...., ...., Q)
~ .... ,....- ~
1'0 "- .-i .,;.... ::>-
.c: UlQ) Ul 0 ::ou ....,..
...., .>: ...ul ~ UloO P- Ul~
P- .-i :g~ 0 uS >.~ '....
Q) ::> .-i Ul>. ~ 0 Description of Material
0 III 5...., III ::OUl 0 :;:
T ~ a61' Medium brown, damp, medium dense to dense, or very
- ~ stiff, very fine sandy SILT/sandy CLAY.
38
, Total Depth' 62,5 Feet
No Groundwater
Hole Backfilled
65-
- ,-
,
,
,
,
,
-
-
,
, 0..'7
Plate
I
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I
I
I
I
I
I
I
I
I
I
I
I
I
I
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I
I
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I
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I
I
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I
I
I
I
I
I
I
I
I
<>
GeoSoils, Inc.
Project: Presley/Old Vail Ranch
~ Sample .....
. ~
.....
..... ..... ..... <ll
~ ..... ,,..,~ H
1'0 '- ..... <:..... ::l-
.<:: Ul<ll Ul 0 ::> () .....""
..... .><:~ ~ (/).0 Q., Ul~
Q., ..... H 0 us :>,- ,,..,
<ll "'sf ..... (/):>, H 0
Cl c:Q ..... c:Q ::>(/) Cl ;;:
, ~~
-
5 TX
.I.};;
,
-
10 :8~
,
-
.
l5 'sX
J.X
20
-
-
V 1(,/
6 -1.1.
25- T ';7,
- l' ~
~
-
-
30,
BORING LOG
w.o. 954-50
Boring 8-5
Sheet 1
Da te Excavated 2-20-89
Sample Method:
Description of Material
ALLUVIUIl (Qal)
QO' Dark brown, dry to dam~ very loose, fine to medium
grained, silty SAND, roots.
015' Medium brown, dry to damp, loose to medium dense,
fine to medium grained, silty SAND.
;10' Medium grayish brown to orangish brown, damp to
moist, very loose, fine to medium grained SAND.
&1151 Dark brown, damp to moht, medium stiff, fine to
medium grained sandy SILT.
a20' Dark brownish gray. damp to moist, loose, fine to
medium grained SAND.
a25' Dark brownish gray, damp to moist, loose to mediuM
dense, fine to medium grained SAND.
Totel Depth= 26.5 Feet
No Groundwater
No Cav;ng
Plate
C{A;
I
I
I
I
I
I
I
I
I
I
I
I
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I
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1
I
I
I
GeoSoils, Ince
Project:
Presley/Old Vail Ranch
~ Sample ..,
:;:
..,
..... .., .., Q)
~ ..... .....~ H
1'0 '- .-< "..... :>~
..c: tIlQ) tIl 0 o u ..,""
.., .!< .-<.D ~ UloO 0. tIl~
0. .-< f~ 0 uS :>.~ '....
Q) ::l .-< Ul:>' H 0
0 III j.., III OUl 0 ;;:
- T~A
1. %
-
5-
- ~ j(~
-
10-
-
,
T%'%
..:r.. as
l5
X'7Jb
'--'
-
20
J1%
-
25-
- Z%
30-
BORING LOG
w.o.
QQ4-SD
Boring
B-6
Sheet 1
Date Excavated 2-20-89
Sample Method:
Description of Material
AllUV~U" (Qel)
." Medium brown to grayish brown, damp, very loose to
loose, well ~~rted, fine to medium grained silty SAND
and sandy SILT..
.61 Light grayish brown, damp loose, moderately well
sorted, medium to coarse SAND.
;'1' Light brownish gray, damp, medium dense, poorly
sorted, fine to coarse SAND.
a16' Medium brown, damp, loose, poorly sorted, very fine
to coarse silty SAND - occasional dark gray clay clasts.
.21' Medium brown, damp to moist, loose to medium dense,
well sorted, very fine to fine slightly silty SAND.
826' Medium brown, saturated, medium dense, moderately
well sorted. coarse to very coarse. slightly gravelly
SAND.
Total Depth= 27 Feet
No Groundwater
No Caving
C\~
Plate
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GeoSoils, Inc.
Project:
Presley/Old Vail Ranch
- Sample '"
. :s:
'"
..... '" '" Cl)
- ..... '''- l-<
1'0 "- .-< C"-' ::l_
.c <nCl) <n 0 ::>u "'dP
'" .!<: .-<.C :3 Ul.Q 0. <n-
o. .-< g-~ 0 us ;>,- ."
Cl) ::l .-< Ul;>' l-< 0
0 to 3.... to ::>Ul 0 :;:
~~
.f: Ii
-
-
-
5 ~I~
10 IV S 01.
lL' J. 1%
-
-
l5-
~~
-
20
''X
1: 7:L
-
25-
:8 '/is
-
30-
BORING LOG
w.o. 994-50
Boring B-7
Sheet 1
Date Excavated 2-20-B9
Sample Method:
Description of Material
ALLUVIUM
@O' Dark brown, dry to damp, very Loose to loose; fine
to medium grained, silty SAND, roots present.
lilS' Medium orangish brown, damp, loose, fine to medium
grained si lty SAND.
;10' Medium ofangish brown, color varies, damp, loose,
medium to coarse grained SAND. 4" cLayey silt lens a10'.
lil15' Medium orangish brown, color varies, damp to moist,
loose to medium dense, fine to coarse grained SAND.
&120' Medium brownish gray, damp to moist, loose, fine to
medium grained silty SAND.
lil20.5' Dark grayish black, moist, firm to stiff, clayey
51 L T.
Q2S1 medium orangish brown, color varies, moist, loose,
fine to coarse grained SAND.
Total Depth- 26 Feet
No Caving
No Groundwater
Plate 0.,0
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1
I
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I
,
GeoSoils, I ne.
Project: Presley/Old Vail Ranch
~ Sample ....,
. :;:
....,
..... ...., ...., Q)
~ ..... '....~ k
1'0 "- .-< e..... ::>~
.<:: UlQ) Ul 0 otJ ""'aP
...., .-: ..;.0 ~ Ul.o 0- Ul~
0- .-< g~ 0 uS ;>,- '....
Q) ::> .-< Ul;>' k 0
0 al 5", al OUl 0 :;:
- 8?1
-
-
5-
- T7.l
t- f~
-'-
10-
- 8Xo
-
,
l5
- T~
-
..!:. )S
20 X
<-.l
8~
-
,
25,
rr~1
~
,
30
BORING LOG
w.o.
994-5D
Boring
8-8
Sheet 1
Da te Excavated 2-20-89
Sample Method:
Description of Material
ALLUVIUII
a1' Medium to dark. brown, damp, welL sorted, very loose,
silty, fine to medium SAND.
261 light grayish brown, damp, well sorted, very loose,
fine SAND.
il11' Light to medium brown, damp, poorly sorted, loose,
fine to coarse SAND.
;16' light grayish brown to medium brown, damp, well
sorted, medium dense to dense, fine to medium grained
slightly silty SAND - clayey siLt interbed (4-5~) il
16.5' .
;16.5' PAUBA FORIIATJOII
il21' light to medium orange brown, well sorted, medium
dense, sLightly damp, medium to coarse grained
SANDSTONE. Grains, sub rounded to rounded.
;26' Light
moderately
SANDSTONE.
to med;um orange brown and gray,
well sorted, very dense, fine to
Grains subrounded to rounded.
dry to damp,
coarse
Plate
C\'\
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I
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I
I
I
I
I
I
I
I
I
I
I
I
I
GeoSoils, Inc.
Project:
Presley/Old Vail Ranch
Sample .
~ ....,
:s:
...., .
..... ...., ...., Q)
~ ..... ,,;~ ><
1'0 ....... .-< c..... ::l-
.c UlQ) Ul 0 ::>u ""'dI'
..... "'" .-<..Q :3 CIl.o 0. Ul~
0. .-< g-~ 0 uS :>,- '';
Q) ::l .-< Ul:>' >< 0
0 a:l 3-'-' a:l ::>Ul 0 :;::
- :8 3;(0
S 31-
- 1:~o
-
35 -
-
-
-
40
-
45
-
-
50
-
55
-
60 -
BORING LOG
w.o.
994-50
Boring
8-8
2
Sheet
Da te Exca va ted 2-20-89
Sample Method:
Description of Material
lil30. occasional dark gray and black plastic CLAY clasts
in cuttings.
lil31 I Light brown, moist to wet, well sorted, dense to
very dense, coarse grained SAND.
lil321 light brown, saturated, moderately wel~ sorted,
dense to very dense. coarse grained SANDSTONE,
occasional gravel.
Total Depth= 33.5 Feet
No Caving
Groundwater lil32 Feet
Plate
~
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1
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I
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I
I
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I
I
I
GeoSoils, Inc.
Project:
Presley/Old Vail Ranch
Sample .
~ ...,
~
...,
"-' ..., ..., <1l
~ "-' ,....- k
1'0 '- .-< >="-' ::l~
.<: Ul<1l Ul 0 ~ u ...,,,.
..., ...:.-1.0 :3 Ul.o 0- 1Il-
0- .-< l'c1~k 0 uS >,- '....
<1l ::l >=::l .-< Ul>' k 0
0 ellP';'" ell :JUl 0 :;:
~V5
'-'
,
-
5- 51.
- ~r%
-
,
lO 1:8%
-
-
15-
,
,
TUi
..!:. 71~
20, :8 '}{.7
-
-
25, f-r'%
p %
.:r.. ,-0
30
BORING LOG
Boring 8-9
W.O. 994-50
Sheet 1
Date Excavated 2-20-89
Sample Method:
Description of Material
ALLUVIUIl
.0' Medium to dark brown, dry to damp, very loose, fine
to medium grained, silty SAND, roots.
as' Medium orangish brown, color varies, dry to damp,
loose, fine to medium grained silty SAND.
Q10' Dark grayish black, damp to moist, very loose/soft,
fine to medium grained, silty SAND.
1)15' Medium ofangish brown, color varies, damp, loose to
medium dense, fine to medium grained SAND.
i20' Medium ofang;sh brown, color varies, damp to moist,
loose, fine to medium grained SAND.
.25' Medium orangish brown, color varies, damp to moist;
medium dense, medium to coarse grained SAND.
Total Depth= 26.5'
No Caving
No Groundwater
Plate
a..l\
I
,
I
GeoSoils, Inc.
I
Presley/Old Vail Ranch
project:
I
~ Sample ....,
. :;:
....,
..... ...., ...., Q)
~ ..... ....~ H
1'0 ...... .-< C..... ::l~
.c UlQ) Ul 0 ::>u ....,..
...., '><:.-<.0 :3 Ul.o '" Ul~
'" .-<~ 0 uS :>,- ....
W ::l C::l .-< Ul:>' H 0
0 III p.iJ III ::>Ul 0 :;:
- T~
-
.i:. "
-
5-
- ZU3
-
10
- T~
.I. 13
-
15
- :8IX~
-
20
T'J,(
p %
..!:. ,2-
-
-
25-
~~S
I
I
I
I
I
I
I
I
I
I
I
I
I
I
30-
I
BORING LOG
W.O.
994-<0
Boring
Sheet
l'
B-10
Da te Excavated 2-20-89
Sample Method:
Description of Material
AllUVIUM (Qal)
il11 light to medium brown, well sorted, damp, very loos:
to loose, fine to medium SAND.
Q61 light to medium brown, well sorted, damp, very loos
to loose, fine to medium SAND.
a11' Light to medium brown, well iorted. damp. very
loose to loose, fine to medium SAND.
Q16' light grayish brown, well sorted, damp, loose to
medium dense, medium to coarse grained SAND.
Q21' Interbedded medium gray to brownish gray. poorly
sorted, damp to moist, fine to coarse, loose to mediul
dense SAND and dark gray, plastic, firm to stiff CLAY.
a261 Light to med;um brown, poorly sorted, saturated,
medium dense, medium to very coarse SAND.
Total Depth = 27 Feet
No Caving
Groundwater a 26'
Plate v:fJ
I
I
GeoSoils, Inc.
I
I
I
I
I -
-
5-
-
I
I
I
10-
-
-
I
I
15
I
I
I
I
I
I
30
I
Project:
BORING LOG
W.O. 994-50
Presley/Old Vail Ranch
1
.w
.....
Sample .
.w
:;:
.w .w
..... ....~
1'0 ...... .-< c.....
UlOJ Ul 0 ::> u
..>< .-<.0 :3 Ul.o '"
.-< ~~~ 0 us :>,-
::l .-< Ul:>' H
III o.w III ::>Ul 0
l~
20 T~
i>.t
-
-
25- ~%
-
-
.c
.w
'"
w
o
-
-
gX"
SII/
p J'!iL
J:.. "7
v~
C::. ~
Q)
H
::l-
.w""
Ul~
....
o
:;:
Boring
B-ll
Sheet
Date Excavated
2-20-89
Sample Method:
Description of Material
ALLUVIUM (QAl):
QO' Dark brown, dry to damp, very loose to loose; fine
to medium grained, silty SAND, roots.
aSI Medium brown, dry to damp, loose, very fine grained
silty SAND.
Q10' Medium brown, dry to damp, loose, very fine
grained, silty SAND.
.10'611 Medium to dark brown, damp to moist, firm, fine
to medium grained sandy SILT.
.151 Medium orangish brown, damp to moist, very loose to
loose, fine to medium grained silty SAND.
i20' Medium orangish brown, damp to moist, medium dense,
fine to medium grained silty SAND.
;20.5' Medium to dark brown, damp to moist, firm to
atiff, fine grained silty SAND.
.21' Dark brownish gray, moist, firm; fine grained sandy
Sll T.
Q251 Dark brownish gray, moist, loose, fine to medium
grained silty SAND.
Total Depth= 26 Feet
No Caving
No Groundwater
Plate
\0\
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I
GeoSoils, Inca
15
-
Project:
T~
1.~
20-
- ~%'
-
.
25-
SI2.
l~
30.
Presley/Old Vail Ranch
BORING LOG
W.O.
994-50
Boring
B-12
Sheet 1
Date Excavated 2-20-89
Sample Method:
Description of Material
ALLUVIUM
;, I Medium brown, damp, loose, well sorted, fine grab,ed
SAND.
Q6' Light brownish gray, damp, loose, well sorted, fine
grained SAND.
;1" Medium brown to dark brown, damp, loose. poorly
sorted, fine to coarse SAND and interbed (b"t) of dark
gray, medium stiff, CLAY.
&161 Dark gray, damp, medium stiff or firm, very fine
sandy SILT.
921' Dark brown and dark gray, mottled, damp, very fine
sandy SILT and clayey SILT, medium stiff and firm.
926' Medium brown, saturated moderately well sorted,
medium dense to dense, medium to coarse SAND.
Total Depth= 28 Feet
No Caving
Groundwater 8251
Plate
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I
I
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I
GeoSoils, Inca
Project:
Presley/Old Vail Ranch
~ Sample .w
. :;:
.w
..... .w .w OJ
~ ..... ....~ H
1'0 ...... .-< c..... ::l~
.c UlOJ Ul 0 ::> u .w""
.w .><: .-<.0 :3 Ul.Q '" Ul-
'" .-< ~.~ 0 us :>,~ ....
OJ ::l .-< Ul:>' H 0
0 III :3.w III ::>Ul 0 :;:
- ~~
-
-
5 ~X
. J:~
.
-
10- ~U
-
.
15 r~
.:i:.. 10
-
20 ~~
.
.
25 T~
- 1.~
-
-
-
30-
BORING LOG
Boring B-13
W.O. 994-50
Sheet 1
Date Excavated 2-20-89
Sample Method:
Description of Material
QO' Dark brown, dry to damp, very loose, fine to medium
grained, silty SAND, roots.
&\5' Medium orangish brown, damp, loose, fine to medium
grained, SAND.
a10' Medium to dark brown, damp, loose, fine to medium
grained, silty SAND.
;151 Medium brownish gray, damp to moist, loose, fine to
medium grained silty SAND.
;16' Medium brownish grey, damp to moist, firm to stiff,
fine to medium grained, sandy SILT.
a20' Medium brownish orange, damp to moist, loose, fine
to coarse grained SAND.
825' Dark brownish gray, wet, medium dense, fine to
medium grained silty SAND.
Total Depth= 26.5 Feet
No Caving
No Groundwater
~e:;?
Plate
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I
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I
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I
I
I
I
I
I
I
I
;-:"
GeoSoils, Inc.
Project:
Presley/Old Vail Ranch
.w
.....
.
Sample .w
:;:
.w .w OJ
..... ....- H
1'0 ...... .-< c..... ::l~
UlOJ Ul 0 ::>u .w..
.><: .-<.0 :3 Ul.o '" Ul-
.-< rs~H 0 uS :>,- ....
::l C::l .-< Ul:>' H 0
IllP.i-> III ::>Ul 0 :;:
If~
~~
.c
.w
'"
OJ
o
-
-
-
5-
-
-
-
t><~
I'--'
10-
- T%,
- f.iS
-
15
X'},(lo
.........
20-
-
-
1%~
...:r. Ii'
25
k8~1
-
-
30
BORING LOG
W.O. 994-50
Boring
B-14
Sheet 1
Date Excavated
2-20-89
Sample Method:
Description of Material
ALLUVIUM
." Medium brown, damp, very loose, well sorted, very
fine to fine silty SAND.
.6' light to medium brown, sLightly damp, very loose,
well sorted, very fine to fine SAND.
&111 light grayish brown, damp, poorly sorted, fine to
medium grained, with some coarse very Loose SAND. Some
(1") soft silty CLAY (dark gray) in tip of sampler.
&161 Medium to dark brown, damp, poorly sorted, loose,
fine to coarse SAND. OccasionaL graveL.
.211 Medium brown, damp, poorly sorted, medium dense,
fine to coarse grained SAND.
.261 Medium orange brown, saturated poorly sorted, very
dense, coarse to very coarse SAND and GRAVEL.
Total Depth 27.5 Feet
No Cavins
Groundwater 26 Feet
Plate
,tfc
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I
I
I
I
I
I
I
I
I
I
I
I
I
GeoSoils, Inca
project:
Presley/Old Vail Ranch
~ Sample .w
:;:
.w
..... .w .w (l)
~ ..... ....~ H
1'0 ...... .-< c..... ;:l~
.c Ul(l) Ul 0 ::> u .w..
.w .><: .-<.0 :3 Ul.o '" Ul-
'" .-< -g~ 0 uS :>,~ ....
OJ ::l .-< Ul:>' H 0
0 III 5-'0 III ::>Ul 0 :;:
s'%'
&.7(
-
-
-
5
-
-
-
-
10
15
-
-
20
-
-
-
25
30-
""""x 17.:1
'--> 1'1
T"v/
1'7'\
~%
I~
OV'~
all.
BORING LOG
W.O. 994-5D
Boring
B-1S
Sheet 1
Date Excavated 2-20-89
Sample Method:
Description of Material
ALlUYIUIl (QalJ
QO' Dark brown, dry to damp, very loose; fine to medium
grained, silty SAND, roots.
;5' Medium brown, dry to damp, loose, fine grained,
silty SAND.
910' Medium orangish brown, color varies, damp, loose,
fine to medium grained SAND. 411 clayey silt lens Q 10'.
&15' Me1ium grayish brown, color varies, damp to moist,
loose, fine to medium grained SAND.
a20' Dark brownish gray, damp to moist, loose to medium
dense, fine to medium grained siLty SAND.
.25' Dark grayish brown, damp to moist, loose to medium
dense, fine to coarse grained SAND.
Total Depth= 26 Feet
No Caving
No Groundwater
\6
Plate
I
I
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I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
GeoSoils, Inc.
Project: Presley/Old Vail Ranch
~ Sample .w
. :;:
.w
..... .w .w OJ
- ..... ....- H
1'0 ...... .-< c..... :>-
.c UlOJ Ul 0 ::> u .w..
.w .><: .-<.0 :3 Ul.o '" Ul~
'" .-< f~ 0 uS :>,- ....
W ::l .-< Ul:>' H 0
0 III 5"" III ::>Ul 0 :;:
- ~~~
-
5-
- s~
- .t~
.
10-
- ~~o
-
15-
- T~
- J,J1I
20
Z%
-
-
25
"f%
- ~~
-
-
30
BORING LOG
w.O.
994-50
1
Boring B-16
Sheet
Date Excavated 2-20-89
Sample Method:
Description of Material
ALLUVIUM
&11' Light to medium brown, damp, loose, damp, well
sorted, fine to medium grained SAND.
&16' Light brownish gray to medium grayish brown, damp,
loose, moderately welL sorted, medium grained, SAND,
some coarse and fine sand.
;11' Light to medium gray, damp. medium dense, poorly
sorted, fine to very coarse SAND - occasionaL gravel.
;16' Medium gray, damp to moist, loose, poorly sorted,
fine to coarse grained SAND, interbedded with dark grey,
soft to medium stiff CLAY and clayey sandy SILT.
;21' Medium brown, damp to moist, medium dense, poorly
sorted, fine to coarse sand. Silty clay in sampler tip.
OccasionaL gravel.
;26' Medium grayish brown, saturated medium dense,
poorly sorted, fine to coarse SAND; occasional gravel.
Total Depth- 27.5 Feet
Groundwater a 25.5-
No Caving
Plate
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GeoSoils, Inc.
Project:
Presley/Old Vail Ranch
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30
BORING LOG
W.O. 994-50
Boring B-17
Sheet 1
Date Excavated 2-20-89
Sample Method:
Description of Material
AllUVIUM (Qal)
iO'Dark brown, dry to damp, very loose; fine to medium
grained, sUty SAND, roots.
is' Medium to dark brown, dry to damp, very loos~, fine
grained silty SAND.
;10' Medium orangish brown, damp. loose, fine to coarse
grained SAND.
.15' Medium grayish brown, damp to moist, loose, fine to
medium grained silty SAND.
a20' Medium grayish brown, color varies, moist, loose,
fine to coafse grained, gravelly SAND, occasional
cobbles.
;25' Medium grayish brown, color varies, wet, loose,
fine to coarse grained SAND. 3" sandy SILT lenses at 25'
and 26'.
Total Depth= 26.5 Feet
No Ceving
No Groundwater
Plate
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project: Presley/Old Vail Ranch
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BORING LOG
W.O.
994-50
Boring 8-18
Sheet 1
Date Excavated 2-20-89
Sample Method:
Description of Material
ALLUVIUR
QO' Dark brown, dry to damp, very loose, fine to medium
grained, silty SAND.
as' Medium orangish brown, dry to damp, very loose, fine
to medium grained silty SAND.
&10' Medium ofangish brown, color varies, damp, Loose,
fine to medium grained silty SAND.
&151 Dark grayish brown, moist, soft, fine to medium
grained sandy SILT.
.16' Medium grayish brown, moist, loose, fine to medium
grained SAND.
iZOt Medium grayish brown, moist, loose, fine to coarse
grained SAND.
825' Medium grayish brown, saturated, medium dense, fine
to coarse grained SAND.
Total Depth= 26'
No Caving
Groundwater a 25'
\D€>
Plate
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project:
Presley/Old Vail Ranch
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BORING LOG
W.O. 994-50
Boring B-19
Sheet 1
Date Excavated 2-20-89
Sample Method:
Description of Material
ALLUVIUM (Qal)
QO' Dark brown, dry to damp, loose, fine to medium
grained, silty SAND, roots.
is' Medium brown, damp, very loose to Hrm, fine ,to
medium grained, siLty SAND to sandy SILT.
&10' Medium grayish brown to orange brown, damp, loose,
fine to medium grained SAND.
&15' Dark: grayish brown, damp to moist, very loose to
loose, fine to medium grained silty SAND.
&20' Dark greyish brown, color varies, damp to moist,
loose, fine to coarse grained SAND.
&251 Medium orangish brown, color varies, moist to wet,
Loose, fine to coafse grained SAND.
Total Depth= 26.5 Feet
No Caving
No Groundwater
\d\
Plate
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Project:
Presley/Old Vail Ranch
Sample .w
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BORING LOG
W.O.
994-50
1
Boring
B-20
Sheet
Date Excavated
2- 20-89
Sample Method:
Description of Material
ALlUVIUII (Qal)
QO' Dark brown, dry to damp, very loose; fine to medium
grained, silty SAND, roots.
a5' Medium orangish brown, damp. very loose, fine to
medium grained silty SAND.
&10' Medium grayish brown, moist, soft to medium stiff,
fine grained sandy SILT.
&15. Very dark grey, moist, loose, fine to medium
grained silty SAND.
&20' Dark grayish brown, moist, medium stiff, clayey
SILT.
&20.5' Medium orangish brown, color varies, moist,
loose, medium to coarse grained SAND.
i21' Dark grayish brown, moist, medium stiff, clayey
SI L T.
&25' Medium orengish brown, color varies, moist, loose
to medium, dense, fine to coarse grained SAND.
Total Depth- 26 Feet
No Groundwater
No Caving
Plate \Ip
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project:
Presley/Old Vail Ranch
-
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BORING LOG
w.o.
994-50
Boring
B-21
1
Sheet
Date Excavated
2-20-89
Sample Method:
Description of Material
AllUVIUM (Qal)
QO' Dark brown, dry to damp, very loose, fine to medium
grained, siLty SAND. Roots.
.51 Medium brown, dry to damp, loose, fine 9rain~d silty
SAND.
.10' Medium orangish brown, loose, fine to medium
grained SAND.
il1S1 Dark grayish brown, damp to moist, loose, fine to
medium grained silty SAND.
;161 Dark gfayhh brown, moist, firm to stiff, fine
grained sandy silt.
il20' Medium orangish brown, color varies, moist, very
loose to loose, fine to medium grained silty SAND.
.251 Dark grayish brown, moist, firm to stiff, fine
grained sandy SILT.
Total Depth' 26.5
No Caving
No Groundwater
Plate \ \\
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I APPENDIX D
GRADING GUIDELINES
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GENERAL GRADING GUIDELINES
Grading should be performed to at least the minimum requirements
of the governing agencies, Chapter 70 of the Uniform Building
Code and the guidelines presented below. Recommendations within
the text of the report supercede those herein.
site Clearinq
Trees, dense vegetation, and other deleterious materials should
be removed from the areas of the site to be developed. Non-
organic debris or concrete may be placed in deeper fill areas
under direction of the Soil Engineer.
Light, dry grasses may be thinly scattered and incorporated into
the fill under direction of the Soils Engineer, provided
concentrations of organics are not developed.
Subdrainaqe
1. Subdrainage systems should be provided in any or all
canyon bottoms and within buttress and stabilization
fills prior to placing fill. Subdrains should conform to
schematic diagrams GS-l, GS-3, and GS-4, or alternatives
approved by the Soils Engineer. For canyon subdrains,
runs less than 500 feet may use six inch pipe. Runs in
excess of 500 feet should have the lower end as eight
inch minimum.
2.
Filter material should
material per California
be Class 2
Department
permeable filter
of Transportation
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
GRADING GUIDELINES PAGE 2
Standards, tested by the Soil Engineer to verify its
suitability. A sample of the material should be provided
to the Soil Engineer by the contractor at least two
working days before it is delivered to the site. As an
alternative to the Class 2 filter, clean gravel wrapped
in a suitable filter fabric may be used.
3. Delineation of anticipated subdrain locations may be
provided at the 40 scale plan review stage. During
grading,the Engineering Geologist should evaluate the
necessity of placing additional drains.
4. All subdrainage systems should be observed by the
Engineering Geologist and Soils Engineer during
construction and prior to covering with compacted fill.
5. Consideration should be given to having all subdrains
located by the project surveyors. Intervals of 300 to
500 feet, changes in pipe size, major bends, upstream
terminus and outlets should be located. Outlets should be
adequately protected.
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GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
GRADING GUIDELINES PAGE 6
core, or by direct compaction of the slope face with
suitable equipment.
If a method other than over building and cutting back to
the compacted core is to be employed, slope tests should
be made by the Soil Engineer during construction of the
slope to determine if the required compaction is being
achieved. Each day the Contractor should receive a copy
of the Soil Engineer I s "Daily Field Engineering Report"
which would indicate the results of field density tests
that day.
9. Fill over cut slopes should be constructed in the following
manner:
a) All surficial soils and highly weathered rock materials
should be removed at the cut-fill interface.
b) A minimum equipment width key (one foot deeper at the
rear), should be excavated into competent materials and
observed by the soils engineer or his representative.
c) The cut portion of the slope should be constructed
prior to fill placement to evaluate if stabilization is
necessary. The contractor should be responsible for
any additional earthwork created by placing fill prior
to cut excavation.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
GRADING GUIDELINES PAGE 7
10. Transition lots (cut and fill) and lots above stabilization
fills should be capped with a three foot thick compacted fill
blanket.
11. Cut pads should be observed by the Engineering Geologist
and Soil Engineer to evaluate the need for overexcavation
and replacement with fill. This may be necessary to
reduce water infiltration into highly fractured bedrock
or other permeable zones,andjor due to differing
expansive potential of materials beneath a structure.
The over-excavation should be at least three feet.
Deeper over-excavation may be recommended in some cases.
12. Exploratory backhoe or dozer trenches remaining below
finished grade should be excavated and filled with
compacted fill if they can be located. Where this results
in a cut/fill transition within a building pad area,
capping of the lot would be required.
Gradinq control
1. Observation of the fill placement should be provided by
the Soil Engineer during the progress of grading.
2. In general, density tests would be made at intervals not
exceeding two feet of fill height or every 1,000 cubic
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GeoSoils, Ine.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
GRADING GUIDELINES PAGE 8
yards of fill placed. This criteria will vary depending
on soil conditions and the size of the fill. In any
event, an adequate number of field density tests should
be made to evaluate if the required compaction and
moisture content is generally being obtained, including
testing at finish grades after grading is complete.
3. Density tests may be made on the surface material to
receive fill, as required by the Soil Engineer.
4. Cleanouts, processed ground to receive fill, key
excavations, subdrains and rock disposal should be
observed by the Soil Engineer prior to placing any fill.
Suitability of these areas should be evaluated based on
observation and/or testing of lithology, strength
characteristics, compressibility, and density of
materials exposed. It will be the Contractor's
responsibility to notify the Soil Engineer when such
areas are ready for observation.
5. The Engineering Geologist should observe subdrain
construction.
6. The Engineering Geologist should observe benching prior
to and during placement of fill.
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GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
GRADING GUIDELINES PAGE 9
7. It will be the contractors responsibility to provide the
project consultants with sufficient notice to permit
scheduling of all necessary observation and testing. A
minimum of 2 working days notice is necessary prior to the
start of construction or any significant change to an ongoing
operation, and for all final observation and testing.
Upon completion of grading the contractor should obtain
written verification from the geotechnical consultant that
final observation and testing has been performed prior to
removing equipment from the site.
utility Trench Backfill
utility trench backfill should be placed to the following
standards:
1. Ninety percent of the laboratory standard if native
material is used as backfill.
2. As an alternative, for the interior of the slab, clean sand
(SE>30) may be utilized and jetted or flooded in place; 90
percent relative compaction is recommended. Observation,
probing, and testing to verify adequate results is
recommended.
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GeoSoils, Inc.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
GRADING GUIDELINES PAGE 10
3. Exterior trenches, paralleling a footing and extending below
a 1: 1 plane proj ected from the outside bottom edge of the
footing should be compacted to 90 percent of the laboratory
standard. Sand backfill, unless it is similar to the in
place fill, should not be allowed in these trench backfill
areas. Density testing along with probing should be
accomplished to verify the desired results.
4. Regulations of the governing agency may supersede the above.
5. All trench excavations should conform to all applicable
safety codes. Shoring should be utilized as necessary for
trench excavations or other temporary, over-steepened cuts.
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" '?
I
I
I
I
I APPENDIX E
LIQUEFACTION ANALYSIS
I.
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I
I
I
I
I <z5
I GeoSoils, Inc.
I
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I
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I
I
I
I
I
I
I
LIOUEFACTION ANALYSIS
Analvsis
The liquefaction potential of the granular materials identified
in the borings was investigated using the procedures proposed by
Seed, and others (1985), using the "Liquefy 2" software.
"Liquefy 2" is a computer program (IBM-PC version) for the
empirical prediction of earthquake induced liquefactor potential.
Analysis of the two composite soil profiles (representing
typical subsurface conditions) was performed with varying grading
configurations that will be typical of proposed developments.
Results of the analysis are presented on the attached computer
hard prints.
\1fp
GeoSoils,lne.
punoJ6
"apDJ:) IDU!.::J
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.1Vld
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I
PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
GRADING GUIDELINES PAGE 3
Treatment of Existinq Ground
1. All heavy vegetation, rubbish and other deleterious
materials in areas to be developed should be disposed of
off site.
2. All surficial deposits of alluvium, colluvium and topsoil
in areas to be developed should be removed (see Plate
GS-1) . Groundwater existing in any alluvial areas may
make excavation difficult. Deeper removals than
indicated in the text of the report may be necessary due
to saturation during winter months.
3. Subsequent to removals, the natural ground should be
processed to a depth of six inches, moistened to at least
optimum moisture content, and compacted to fill
standards.
Fill Placement
1. All site soil and bedrock may be reused for compacted
fill; however, some special processing or handling may be
required (see report). Samples of any proposed import
soil should be provided to the soils engineer for
evaluation at least 2 working days prior to starting
import.
\'?\
GeoSoils, Ine.
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PRESLEY OF SAN DIEGO
W.O. 994-SD
MARCH 6, 1990
GRADING GUIDELINES PAGE 4
2. Material used in the compacting process should be evenly
spread, moisture conditioned, processed, and compacted in
thin lifts not to exceed six inches in thickness to
obtain a uniformly dense layer. The fill should be
placed and compacted on a horizontal plane, unless
otherwise approved by the Soil Engineer.
3. If the moisture content or relative density varies from
that required by the Soil Engineer, the Contractor should
rework the fill until acceptable results are obtained and
verified by the Soil Engineer, including testing
performed at finish grade after earthwork is complete.
Moisture content of the fill should be above optimum
moisture.
4. Each layer should be compacted to at least 90 percent of
the laboratory standard density as determined by ASTM
Test D-1557-78 or other testing method specified by the
controlling governmental agency and approved by the Soil
Engineer.
5. Sidehill fills should have an equipment-width key at
their toe excavated through all surficial soil and into
competent material, and tilted back into the hill (see
Plates GS-2 and GS-6). As the fill is elevated, it
\~
GeoSoils, Ine..
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- - .
I
I
I
I
I APPENDIX E
LIQUEFACTION ANALYSIS
I
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I GeoSofls, Ine. \'1;:;~
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I
I
I
I
LIOUEFACTION ANALYSIS
Analvsis
The liquefaction potential of the granular materials identified
in the borings was investigated using the procedures proposed by
Seed, and others (1985), using the "Liquefy 2" software.
"Liquefy 2" is a computer program (IBM-PC version) for the
empirical prediction of earthquake induced liquefactor potential.
Analysis of the two composite soil profiles (representing
typical subsurface conditions) was performed with varying grading
configurations that will be typical of proposed developments.
Results of the analysis are presented on the attached computer
hard prints.
\'?~
GeoSoils, Inc.
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I ---------------------------
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************************
* *
* SOIL PROFILE LOG *
* *
************************
SOIL PROFILE NAME: 994-Cl
LAYER I BASE DEPTHISPT FIELD-NI LIQUEFACTION IWET UNIT FINES D (mm) 1 DEPTH O.
# I (ft) I (blows/ft) 1 SUSCEPTIBILITY IWT. (pcf) %<#200 50 ISPT (ft
-----1---------- -----------1-----------------1--------- ------ ------1-------
1 I 5.0 8.0 1 SUSCEPTIBLE (1) I 118.7 6.3 0.490 I 4.25
-----1---------- -----------1-----------------1--------- ------ ------1-------
2 I 10.0 17.0 1 SUSCEPTIBLE (1) 1 115.4 14.8 0.2801 9.25
-----1---------- -----------1-----------------1--------- ------ ------1-------
31 15.0 27.0 I SUSCEPTIBLE (1) 1 109.6 2.4 0.770114.25
-----1---------- -----------1-----------------1--------- ------ ------1-------
4 I 20.0 16.0 1 SUSCEPTIBLE (1) 1 108.9 11.2 0.6201 19.25
-----1---------- -----------1-----------------1--------- ------ ------1-------
5 I 25.0 22.0 I SUSCEPTIBLE (1) 1 116.9 4.2 0.8001 24.25
-----1---------- -----------1-----------------1--------- ------ --~---I-------
6 I 30.0 29.0 I SUSCEPTIBLE (1) 1 130.0 4.0 1.3501 29.25
-----1---------- -----------1-----------------1--------- ------1------1-------
7 I 35.0 27.0 1 SUSCEPTIBLE (1) 1 131.3 4.411.120134.25
-----1---------- -----------1-----------------1--------- ------1------1-------
8 1 50.0 26.0 1 SUSCEPTIBLE (1) I 135.0 3.9 1 1.4201 49.25
-----1----------1-----------1-----------------1---------1------1------1-------
------------------------------------------------------------------------------
\'? '\
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I SOIL PROFILE NAME: 994-C2
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************************
* *
*
*
SOIL PROFILE LOG
*
*
************************
LAYERIBASE DEPTHISPT FIELD-NI LIQUEFACTION IWET UNIT FINESID (mm) DEPTH O.
# 1 (ft) 1 (blows/ft) 1 SUSCEPTIBILITY IWT. (pcf) %<#2001 50 SPT (ft
-----1----------1-----------1-----------------1--------- ------1------ -------
1 1 2.5 1 12.0 1 SUSCEPTIBLE (1) 1 121.5 18.4 0.190 2.25
-----1----------1-----------1-----------------1--------- ------ ------ -------
2 1 7.5 1 14.0 1 SUSCEPTIBLE (1) 1 118.6 48.6 0.080 7.25
-----1----------1-----------1-----------------1--------- ------ ------ -------
3 I 12.5 I 12.0 I SUSCEPTIBLE (1) I 120.1 22.0 0.400 11.25
-----1----------1-----------1-----------------1--------- ------ ------ -------
4 1 17.5 I 11.0 I SUSCEPTIBLE (1) I 127.1 44.4 0.105 16.25
-----1----------1-----------1-----------------1--------- ------ ------ -------
5 I 22.5 I 18.0 I SUSCEPTIBLE (1) I 127.3 3.0 0~440 21.25
-----1----------1-----------1-----------------1--------- ------ ------ -------
6 1 27.5 1 25.0 1 SUSCEPTIBLE (1) 1 142.7 I 8.2 0.350 26.25
-----1----------1-----------1-----------------1---------1------ ------ -------
7 I 32.5 1 18.0 1 SUSCEPTIBLE (1) 1 141.1 1 4.2 0.750 31.25
-----1----------1-----------1-----------------1---------1------ ------ -------
8 1 42.5 I 26.0 I SUSCEPTIBLE (1) 1 142.5 1 5.0 0.630 36.25
-----1----------1-----------1-----------------1---------1------ ------1--~----
9 1 52.5 I 35.0 1 SUSCEPTIBLE (1) I 142.5 I 5.4 0.6001 51.25
-----1----------1-----------1-----------------1---------1------1------1-------
N_____________________________________________________________________________
\ 'l-;"o
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I SOIL PROFILE NAME: 994-C3
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************************
*
*
*
SOIL PROFILE LOG
*
*
*
************************
LAYER 1 BASE DEPTHISPT FIELD-NI LIQUEFACTION IWET UNIT FINESID (mm) DEPTH 0
# 1 (ft) 1 (blows/ft) I SUSCEPTIBILITY WT. (pcf) %<#2001 50 SPT (ft
-----1----------1-----------1----------------- --------- ------1------ -------
1 I 15.0 1 35.0 I SUSCEPTIBLE (1) 125.4 6.0 I 0.380 14.25
-----1----------1-----------1----------------- --------- ------1------ -------
2 I 20.0 1 22.0 1 SUSCEPTIBLE (1) 118.7 6.3 1 0.490 19.25
-----1----------1-----------1----------------- --------- ------1------ -------
3 I 25.0 1 21.0 SUSCEPTIBLE (1) 115.4 14.8 1 0.280 24.25
-----1----------1----------- ----------------- --------- ------1------ -------
4 I 30.0 1 27.0 SUSCEPTIBLE (1) 109.6 2.4 1 0.770 29.25
-----1----------1----------- ----------------- --------- ------1------ -------
5 I 35.0 1 16.0 SUSCEPTIBLE (1) 108.9 11.2 1 0.620 34.25
-----1----------1----------- ----------------- --------- ------1------ -------.
6 I 40.0 1 22.0 SUSCEPTIBLE (1) 116.3 4.2 1 0.800 39.25
-----1----------1----------- ----------------- --------- ------1------ -------
7 1 45.0 1 29.0 SUSCEPTIBLE (1) 130.0 4.0 I 1.350 44.25
-----1----------1----------- ----------------- --------- ------1------1-------
8 I 50.0 I 27.0 SUSCEPTIBLE (1) 131.3 4.4 1 1.1201 49.25
-----1----------1----------- ----------------- --------- ------I------I--~----
9 I 60.0 1 26.0 SUSCEPTIBLE (1) 135.0 3.9 1 1.4201 59.25
-----1----------1-----------1-----------------1---------1------1------1-------
~N~___________________________________________________________________________
~
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I SOIL PROFILE NAME: 994-C4
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************************
*
*
SOIL PROFILE LOG
*
*
* *
************************
LAYERIBASE DEPTHISPT FIELD-NI LIQUEFACTION IWET UNIT 1 FINES D (mm) I DEPTH 0)
# 1 (ft) I (blows/ft) I SUSCEPTIBILITY WT. (pcf) 1%<#200 50 ISPT (ft
-----1----------1-----------1----------------- ---------1------ ------1-------.
1 I 17.5 I 34.0 I SUSCEPTIBLE (1) 124.4 I 18.4 0.1901 17.25
-----1----------1-----------1----------------- ---------1------ ------1-------
2 1 22.5 I 21.0 I SUSCEPTIBLE (1) IlB.6 4B.6 O.OBOI 21.25
-----1----------1-----------1----------------- --------- ------ ------1-------
3 I 27.5 I 12.0 I SUSCEPTIBLE (1) 120.1 22.0 0.4001 26.25
-----1----------1-----------1----------------- --------- ------ ------1-------.
4 I 32.5 I 11.0 I SUSCEPTIBLE (1) 127.1 44.4 0.1051 31.25
-----1----------1-----------1----------------- --------- ------ ------1--------
5 1 37.5 I IB.O I SUSCEPTIBLE (1) 127.3 3.0 0,4401 36.25
-----1----------1-----------1----------------- --------- ------ ------1-------.
6 I 42.5 1 25.0 1 SUSCEPTIBLE (1) 142.7 8.2 1 0.3501 41.25
-----1----------1-----------1----------------- --------- ------1------1-------
7 I 47.5 I 18.0 1 SUSCEPTIBLE (1) 141.1 4.2 I 0.7501 46.25
-----1----------1-----------1----------------- --------- ------1------1-------
B 1 52.5 I 26.0 1 SUSCEPTIBLE (1) 142.5 5.0 I 0.6301 51.25
-----1----------1-----------1----------------- --------- ------I------I--~----
9 1 62.5 I 35.0 I SUSCEPTIBLE (1) 142.5 5.4 I 0.6001 61.25
-----1----------1-----------1-----------------1---------1------1------1-------
\~
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SOIL PROFILE LOG
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LAYERIBASE DEPTHISPT FIELD-N LIQUEFACTION IWET UNIT FINESID (mm) DEPTH 0:
# 1 (ft) 1 (blows/ft) SUSCEPTIBILITY IWT. (pcf) %<#2001 50 SPT (ft
-----1----------1----------- -----------------1--------- ------1------ -------
1 1 25.0 1 35.0 SUSCEPTIBLE (1) 1 125.4 6.0 1 0.380 24.25
-----1----------1----------- -----------------1--------- ------1------ -------
2 I 30.0 1 22.0 SUSCEPTIBLE (1) 1 118.7 6.3 1 0.490 29.25
-----1----------1----------- -----------------1--------- ------1------ -------
3 I 35.0 1 21.0 SUSCEPTIBLE (1) I 115.4 14.8 1 0.280 34.25
-----1----------1----------- -----------------1--------- ------1------ -------
4 I 40.0 I 27.0 SUSCEPTIBLE (1) I 109.6 2.4 1 0.770 39.25
-----1----------1----------- -----------------1--------- ------1------ -------
5 1 45.0 1 16.0 SUSCEPTIBLE (1) 1 108.9 11.2 1 0.620 44.25
-----1----------1----------- -----------------1--------- ------1------ -------.
6 I 50.0 I 22.0 SUSCEPTIBLE (1) I 116.3 1 4.2 1 0.800 49.25
-----1----------1----------- -----------------1---------1------1------ -------
7 1 55.0 1 29.0 I SUSCEPTIBLE (1) 1 130.0 1 4.0 1 1.350 54.25
-----1----------1-----------1-----------------1---------1------1------ -------
8 1 60.0 1 27.0 1 SUSCEPTIBLE (1) 1 131.3 1 4.4 1 1.120 59.25
-----1----------1-----------1-----------------1---------1------1------ -------
9 1 70.0 1 26.0 1 SUSCEPTIBLE (1) 1 135.0 1 3.9 I 1.420 59.25
-----1----------1-----------1-----------------1---------1------1------1-------
------------------------------------------------------------------------------
~
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SOIL PROFILE LOG
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I 30B NUMBER: 994-SD
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*******************
*
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* L I QUE F Y 2 *
* *
*******************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
DATE: Wednesday, August 2, 1989
30B NAME: PRESLEY-OLD VAIL RANCH
LIQUEFACTION CALCULATION NAME: PRESLEY-OLD VAIL RANCH; WILDOMAR ZONE
SOIL-PROFILE NAME: 994-C1
GROUND WATER DEPTH:
20.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 6.50
SITE PEAK GROUND ACCELERATION:
0.430 g
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT
LENGTH OF DRIVE RODS
NOTE:
Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1982).
~
I
-----------------------------
I LIQUEFACTION ANALYSIS SUMMARY
-----------------------------
I -----------------------------
Seed and Others [1985] Method PAGE 1
I -----------------------------
I I CALC.' TOTAL I EFF. IFIELD IEst.D I I CORR. I LIQUE. I I INDUC. I LIQUE
SOILI DEPTH I STRESS I STRESS I N I rl C I (Nl) 60 I STRESS I r I STRESS I SAFET'
NO.1 (ft) I (tsf) I (tsf) I (B/ft) I (%) I N I (B/ft) I RATIO I d I RATIO I FACTO:
----+------+------+------+------+------+-----+------+------+-----+------+-----
I 1 I 0.251 0.0151 0.0151 8 54 @ @ I @ I @ I @ @ @
1 I 0.751 0.0451 0.0451 8 54 @ @ I @ I @ I @ @ @
1 I 1.251 0.0741 0.0741 8 54 @ @ I @ I @ I @ @ @
I 1 I 1. 751 0.1041 0.1041 8 54 @ @ I @ I @ I @ @ @
1 I 2.251 0.1341 0.1341 8 54 @ @ 1 @ I @ I @ @ @
1 I 2.751 0.1631 0.1631 8 54 @ @ I @ I @ I @ @ @
1 3.251 0.1931 0.1931 8 54 @ @ I @ I @ I @ @ @
I 1 3.751 0.223 0.2231 8 54 @ @ 1 @ I @ I @ @ @
1 4.251 0.252 0.2521 8 54 @ @ I @ I @ 1 @ @ @
1 4.751 0.282 0.2821 8 54 @ @ I @ 1 @ 1 @ @ @
I 2 5.251 0.311 0.3111 17 69 @ @ I @ I @ 1 @ @ @
2 5.751 0.340 0.3401 17 69 @ @ I @ @ @ @ @
2 6.251 0.369 0.3691 17 69 @ @ @ @ @ @ @
I 2 6.751 0.398 0.3981 17 69 @ @ @ @ @ @ @
2 7.251 0.427 0.4271 17 69 @ @ @ @ @ @ @
2 7.751 0.455 0.4551 17 69 @ @ @ @ @ . @ @
2 8.251 0.484 0.4841 17 69 @ @ @ @ @ @ @
I 2 8.751 0.513 0.5131 17 69 @ @ @ @ @ @ @
2 9.251 0.542 0.5421 17 69 @ @ @ @ @ @ @
2 9.751 0.571 0.5711 17 69 @ @ @ @ @ @ @
I 3 10.251 0.599 0.5991 27 81 @ @ @ @ @ @ @
3 10.751 0.626 0.626 27 81 @ @ @ @ @ @ @
3 11. 251 0.654 0.654 27 81 @ @ @ @ @ @ @
I 3 11.751 0.681 0.681 27 81 @ @ @ @ @ @ @
3 12.251 0.709 0.709 27 81 @ @ @ @ @ @ @
3 12.751 0.736 0.736 27 81 @ @ @ @ @ @ @
3 13.25 0.763 0.763 27 81 @ @ @ @ @ @ @
I 3 13.75 0.791 0.791 27 81 @ @ @ @ @ @ @
3 14.25 0.818 0.818 27 81 @ @ @ @ @ @ @
3 14.75 0.846 0.846 27 81 @ @ @ @ @ @ @
I 4 15.25 0.873 0.873 16 58 @ @ @ @ @ @ @
4 15.75 0.900 0.900 16 58 @ @ @ @ @ @ @
4 16.25 0.927 0.927 16 58 @ @ @ @ @ @ @
4 16.75 0.955 0.955 16 58 @ @ @ @ @ @ @
I 4 17.25 0.982 0.982 16 58 @ @ @ @ @ @ @
4 I 17.75 1.009 1.009 16 58 @ @ @ @ @ @ @
4 I 18.25 1.036 1. 036 16 58 @ @ @ @ @ @ @
I 4 I 18.75 1.063 1.063 16 58 @ @ @ @ @ @ @
4 I 19.25 1.091 1.091 16 58 @ @ @ @ @ @ @
4 I 19.75 1.1181 1.118 16 58 I @ I @ @ I @ @ @ @
I 5 I 20.25 1.1461 1.1381 22 66 10.9111 25.1 0.45910.957 0.2691 1. 70
5 I 20.75 1.1751 1. 1521 22 66 10.9111 25.1 0.45910.955 0.2721 1. 68
5 I 21.25 1. 2051 1.1661 22 66 10.9111 25.1 0.45810.9541 0.2761 1.66
5 I 21.75 1. 2341 1. 1791 22 66 10.9111 25.1 0.45810.9521 0.2781 1. 65
I 5 1 22.25 1.2631 1. 1931 22 66 10.9111 25.1 0.45810.9511 0.2811 1.63
5 I 22.75 1. 2921 1.2061 22 66 10.9111 25.1 0.45810.9491 0.2841 1. 61
,AI>>
I -----------------------------
Seed and Others [1985J Method PAGE 2
-----------------------------
I
I CALC. 1 TOTAL I EFF. IFIELD IEst.D 1 I CORR.ILIQUE., 1 INDUC. I LIQUE
I SOILI DEPTHISTRESSISTRESSI N 1 rl C I (N1) 60 I STRESS 1 r I STRESS 1 SAFET"
NO.1 (ft) 1 (tsf) I (tsf) I (B/ft)' (%) 1 N I (B/ft) I RATIO 1 d I RATIO I FACTO;
----+------+------+------+------+------+-----+------+------+-----+------+------
I 5 23.251 1.322 1.220 22 66 0.911 25.1 I 0.45710.947 0.2871 1. 60
5 23.751 1.351 1.234 22 66 0.911 25.1 I 0.45710.946 0.2891 1. 58
5 24.251 1.380 1. 247 22 66 0.911 25.1 I 0.45710.944 0.2921 1. 57
5 24.751 1. 409 1.261 22 66 0.911 25.1 1 0.45710.943 0.2951 1. 55
I 6 25.251 1.440 1. 276 29 74 0.870 31. 5 Infin 10.941 0.2971Infin
6 25.751 1.473 1.293 29 74 0.870 31. 5 Infin 10.939 0.2991Infin
6 26.251 1.505 1.310 29 74 0.870 31. 5 Infin 10.937 0.3011Infin
I 6 26.751 1.538 1.327 29 74 0.870 31.5 Infin 10.934 0.3031Infin
6 27.251 1. 570 1. 344 29 74 0.870 31. 5 Infin 10.932 0.3041Infin
6 27.751 1.603 1.361 29 74 0.870 31.5 Infin 10.930 0.3061Infin
I 6 28.251 1.635 1. 378 29 74 0.870 31. 5 Infin 10.928 0.3081Infin
6 28.751 1.668 1.395 29 74 0.870 31.5 Infin 0.926 0.3091Infin
6 29.251 1.700 1.411 29 74 0.870 31. 5 Infin 0.923 0.311 Infin
6 29.751 1.733 1. 428 29 74 0.8701 31. 5 Infin 0.921 0.312 Infin
I 7 30.251 1.765 1.4451 27 69 0.8291 28.0 Infin 0.9191 0.314 Infin
7 30.751 1.798 1.4631 27 69 0.8291 28.0 Inf in 0.9161 0.315 Infin
7 31.251 1.831 1. 480 1 27 69 0.8291 28.0 Infin 0.9131 0.316 Infin
I 7 31.751 1. 864 1.4971 27 69 0.8291 28.0 Infin 0.9101 0.317 Infin
7 32.251 1. 897 1.5141 27 69 0.8291 28.0 Infin 0.9071 0.318 Infin
7 32.75 1.929 1. 5321 27 69 0.8291 28.0 Infin 0.9041 0.318 Infin
7 33.25 1.962 1. 5491 27 69 0.8291 28.0 Infin 0.9021 0.319 Infin
I 7 33.75 1.995 1.5661 27 69 0.8291 28.0 Infin 0.8991 0.320 Infin
7 34.25 2.028 1.5831 27 69 0.8291 28.0 Infin 0.8961 0.321 Infin
7 34.75 2.061 1.600 27 69 0.8291 28.0 Infin 0.893 0.321 Infin
I 8 35.25 2.094 1.618 26 62 0.7231 23.5 0.342 0.890 0.3221 1.06
8 35.75 2.128 1.636 26 62 0.7231 23.5 0.34110.886 0.3221 1. 06
8 36.25 2.161 1.654 26 62 0.7231 23.5 0.34110.882 0.3221 1.06
I 8 36.75 2.195 1. 673 26 62 0.7231 23.5 0.34110.878 0.322 1. 06
8 37.25 2.229 1.691 26 62 0.723/ 23.5 0.340 0.874 0.322 1.06
8 37.75 2.263 1.709 26 62 10.7231 23.5 0.340 0.870 0.322 1. 06
8 38.25 2.296 1.727 26 62 10.7231 23.5 0.340 0.866 0.322 1. 06
I 8 38.75 2.330 1.745 26 62 10.7231 23.5 0.339 0.862 0.322 1.05
8 39.251 2.364 1.763 26 62 10.7231 23.5 0.339 0.858 0.322 1.05
8 39.75 2.3981 1.781 26 62 10.7231 23.5 0.339 0.855 0.321 1. 05
I 8 40.25 2.431 1.800 26 62 10.7231 23.5 0.338 0.850 0.321 1.05
8 40.75 2.465 1. 818 26 62 10.7231 23.5 0.338 0.845 0.320 1. 06
8 41. 25 2.499 1.836 26 62 10.7231 23.5 0.338 0.840 0.320 1.06
8 41.75 2.533 1. 854 26 62 10.723 23.5 0.337 0.836 0.319 1.06
I 8 42.25 2.566 1.872 26 62 10.723 23.5 0.337 0.831 0.318 1. 06
8 42.75 2.600 1.890 26 62 10.723 23.5 0.337 0.826 0.318 1.06
8 43.25 2.634 1.909 26 62 10.723 23.5 0.336 0.821 0.317 1.06
I 8 43.75 2.668 1.927 26 62 10.723 23.5 0.33610.816 0.3161 1.06
8 44.25 2.701 1.945 26 62 10.723 23.5 0.33510.811 0.3151 1. 07
8 44.75 2.735 1.9631 26 62 10.723 23.5 0.33510.806 0.3141 1. 07
I 8 45.25 2.769 1.9811 26 62 10.723 23.5 0.33510.801 0.3131 1.07
8 45.75 2.803 1.9991 26 62 10.723 23.5 0.33410.796 0.3121 1.07
8 46.25 2.836 2.0171 26 62 10.723 23.5 0.33410.791 0.3111 1. 07
8 46.75 2.870 2.0361 26 62 10.723 23.5 0.33410.786 0.3101 1.08
I 8 47.25 2.904 2.0541 26 62 10.723 23.5 0.33310.781 0.3091 1. 08
8 47.75 2.938 2.0721 26 62 10.723 23.5 0.33310.776 0.3071 1. 08
8 48.25 2.971 2.0901 26 62 10.723 23.5 0.33310.771 0.3061 1.09
I 8 48.75 3.005 2.1081 26 62 10.723 23.5 0.33210.765 0.3051 1.09
8 49.25 3.039 2.1261 26 62 10.723 23.5 0.33210.760 0.3041 1.0Z
.J.
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Seed and Others [1985] Method
I,
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3
I CALC. I TOTAL I EFF. IFIELD IEst.D I I CORR.ILIQUE. I IINDUC.ILIQUE
SOILI DEPTH I STRESS I STRESS I N I rl C I (Nl)60ISTRESSI r 1 STRESS I SAFET'
NO.1 (ft) I (tsf) I (tsf) I (B/ft) I (%) I N I (B/ft) I RATIO I d I RATIO I FACTO)
----+------+------+------+------+------+-----+------+------+-----+------+-----.
8 I 49.751 3.0731 2.1441 26 I 62 10.7231 23.5 I 0.33110.7551 0.3021 1.10
~~NNN_________________________________________________________________________,
,A.<C
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I JOB NUMBER: 994-SD
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*******************
.
.
· L I QUE F Y 2 ·
. .
*******************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
DATE: Wednesday, August 2, 1989
JOB NAME: PRESLEY-OLD VAIL RANCH
LIQUEFACTION CALCULATION NAME: PRESLEY-OLD VAIL RANCH; WILDOMAR ZONE
SOIL-PROFILE NAME: 994-C2
GROUND WATER DEPTH:
20.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 6.50
SITE PEAK GROUND ACCELERATION:
0.430 g
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT
LENGTH OF DRIVE RODS
NOTE:
Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1982).
\A.\
~~~UIls8~'0 16t6'01 u,~uI 8'n 698'0 89 I g~ IL,S', IsOt', I 9L' Z:Z: I 9 I
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96'0 ILL2:'O l2:g6'01992:'0 0'02: 068'0 09 I 8, 1Z:8Z:', Il.ss', Igl.',2: I 9
l.6'O Igl.2:'o It96'o1992:'O 0'02: 068'0 09 I 8, 19n " 1 90S ',In' H 1 9
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@ @ @ @ 1 @ @ @ 09 1 8, lo,z:', 10H', 19l.'6, 9
@ @ @ @ 1 @ @ @ 09 8, 18l.,', 18Lt', 192:'6, 9 I
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@ @ @ @ I @ @ @ 09 8, It,,', It,,', 192:'8, 9
@ @ @ @ I @ @ @ 09 8, 12:80',12:80',lgl.'l., 9
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@ @ @ I @ I @ @ @ 6t tt 182:8'0 82:8'0 Igl.'s, t
@ @ @ I @ 1 @ @ @ 6t tt 1961.'O 96l.'0 Ig2:'s, t
@ @ @ 1 @ I @ @ @ 6t tt 1991.'0 99l.'0 Igl.'2:, t
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@ @ @ 1 @ @ I @ @ 99 1 Z:, 1V!9'0 It,9'o Igz:'o, I 8
@ @ @ I @ @ 1 @ 1 @ 99 I Z:, It8g'o Itsg'o Igl.'6 I 8
@ @ @ I @ @ 1 @ @ gg I z:, Itgg'o Itgg'o 19Z:'6 1 8 I
@ @ @ 1 @ @ I @ @ 99 1 Z:, 18z:g'o 18Z:9'0 Igl.'s 1 8
@ @ @ I @ @ I @ @ 1 gg 1 Z:, 186t'O 186t.0 Igz:'s 1 8
@ @ @ 1 @ @ I @ @ I gg 1 z:, 18gt.0 189t'O Igl.'l. I 8
@ @ '1 @ 1 @ @ I @ @ I gg 1 V! It8t'0 It8t'0 Ig2:'l. I z: I
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@ @ I @ I @ @ I @ @ 1 99 1 H Ig,.8'0 19t8'0 Igl.'g z: I
@ @ I @ 1 @ @ 1 @ @ I 99 1 tt 19,8'O Ig,8'O Igz:'g z:
@ @ I @ I @ @ I @ @ 1 99 I tt Igsz:'o Igsz:'o Igl..t z:
@ @ 1 @ I @ 1 @ I @ @ 1 99 I v, 199z:'0 Iggz:'o Igz:',. z:
@ @ 1 @ 1 @ I @ I @ @ 1 99 1 V! 19Z:Z:'o 19Z:Z:'0 19l.'8 z: I
@ @ I @ 1 @ I @ I @ 1 @ 1 gg I V! 196,'0 196,'0 IgZ:'8 z:
@ @ I @ I @ I @ I @ I @ 1 gg 1 V! ll.g,'O Il.g,'o 19L'Z: z:
@ @ I @ I @ 1 @ I @ I @ I Ol. 1 Z:, 1l.8,'0 1l.8,'O Igz:'z: , I
@ @ I @ I @ I @ I @ I @ I Ol. 1 Z:, 190,'0 190,'0 Igl.', ,
@ @ 1 @ I @ I @ I @ 1 @ 1 Ol. I Z:, Igl.o'o 19l.0'O Igz:', ,
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-----+------+-----+------+------+-----+------+------+------+------+------+----
.0J.::JV.ilIOIJ.1flI 1 P IOIJ.1flI I (l~/ell N I (iIll I {H/ell (~sll I (~sll I (H) I'ON
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-----------------------------
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-----------------------------
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a.t ete:'o 1e:9s'0 ~tt.O t'9~ ILL '0 99 I 9l: t96.t 16e9'e: 19L'se S I
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------+------+-----+------+------+-----+------+------+------+------+------+----
.0.L:nf~ I OI.LV~ I P 10I.LVH 1(~J/s)1 N I (%) I (HIS) I (Js~) 1 (Js~) 1 (H) I'ON
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----------------------------- I
~ 3ElVd po~~aw [9a6t] s.1a~~o pue paas
-----------------------------
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1
Seed and Others [1985] Method
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-----------------------------
I CALC. I TOTAL I EFF. IFIELD IEst.D 1 I CORR. ILIQUE. I IINDUC.ILIQUE
SOIL I DEPTH I STRESS I STRESS I N I r I C I (N1) 60 I STRESS 1 r 1 STRESS I SAFET'.
NO.1 (ft) I (tsf) I (tsf) I (B/ft) I (%) I N I (B/ft) 1 RATIO I d I RATIO 1 FACTO)
----+------+------+------+------+------+-----+------+------+-----+------+-----.
9 49.751 3.3231 2.3951 35 69 10.6741 29.5 IInfin 10.7551 0.2931Infin
9 50.251 3.3591 2.4151 35 69 10.6741 29.5 IInfin 10.7501 0.292/Infin
9 50.751 3.3941 2.4351 35 69 10.6741 29.5 IInfin 10.7451 0.2901Infin
9 51.251 3.4301 2.4551 35 69 10.6741 29.5 IInfin 10.7411 0.2891Infin
9 51.751 3.4661 2.4751 35 69 10.6741 29.5 IInfin 10.7361 0.2881Infin
9 1 52.251 3.5011 2.4951 35 I 69 10.6741 29.5 IInfin 10.7311 0.2871Infin
------------------------------------------------------------------------------
,'50
1
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*******************
*
*
* L I QUE F Y 2 *
* *
*******************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 994-SD
DATE: Wednesday, August 2, 1989
JOB NAME: PRESLEY-OLD VAIL RANCH
LIQUEFACTION CALCULATION NAME: PRESLEY-OLD VAIL RANCH; WILDOMAR ZONE
SOIL-PROFILE NAME: 994-C3
GROUND WATER DEPTH: 35.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 6.50
SITE PEAK GROUND ACCELERATION: 0.430 g
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT LENGTH OF DRIVE RODS
NOTE: Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1982).
~\
@ @ 1s-\ @ @ 1 @ I @ @ 2:9 I H 1968', 1968', 9l.'2:2: I 8
@ @ @ @ I @ I @ @ 2:9 I t2: 1l.98', 1l.98', n'2:2: I 8 I
@ @ I @ @ 1 @ I @ @ 2:9 ,2: 1888',1888', 9l.',2: I 8
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@ @ @ @ I @ I @ @ l.9 2:2: 189,', 189,', gl.' 8, I Z
@ @ @ @ I @ @ @ l.9 ZZ 188,', 188,', n'8, Z
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----------------------------- I
/: 3El'id poq~aw (S86,] s.IaqlO pue paas
----------------------------- I
1
Seed and Others [1985] Method
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3
I CALC. 1 TOTAL I EFF. IFIELD IEst,D 1 I eORR. ILIQUE. I IINDue.ILIQUE
SOILI DEPTHISTRESS I STRESS I N I rl e I (N1)60ISTRESSI r 1 STRESS I SAFET:
NO,I (ft) I (tsf) I (tsf) 1 (B/ft) [(iii) 1 N I (B/ft) 1 RATIO 1 d I RATIO I FACTO'
----+------+------+------+------+------+-----+------+------+-----+------+-----.
8 49,75 3,0001 2.5391 27 60 10,665 22.4 0.29410.755 0.2491 1,18
9 50.25 3,0331 2.5571 26 57 10.547 17.8 0,21310,750 0.2491 0.86
9 50,75 3.0671 2.5751 26 57 10,547 17.8 0.21310.745 0.2481 0.86
9 51.25 3.1001 2,5931 26 57 10.547 17,8 0,21210.741 0,2481 0.86
9 51.75 3.1341 2.6121 26 57 10.547 17.8 0.21210.736 0.2471 0.86
9 52.25 3.1681 2,6301 26 57 10,547 17.8 0,21210.731 0.2461 0,86
9 52,75 3,2021 2.6481 26 57 10.547 17.8 0.21110.726 0.2461 0,86
9 53.25 3.2351 2.6661 26 57 10,547 17,8 0,21110.722 0,2451 0,86
9 53,75 3.2691 2,6841 26 57 10,547 17.8 0,21110,717 0.2441 0.86
9 54.25 3.3031 2,7021 26 57 10,547 17.8 0,21110.712 0.2431 0.87
9 54.75 3.3371 2.7201 26 57 10.547 17,8 0.21010,707 0.2431 0.87
9 55.25 3.3701 2.7391 26 57 10,547 17,8 0.21010,703 0.2421 0.87
955.75 3.4041 2.7571 26 57 10.547 17.8 0,21010.698 0.2411 0,87
9 56.25 3.438[ 2.7751 26 57 10,5471 17.8 0.20910.694 0.2401 0.87
9 56.75 3.4721 2,7931 26 57 10.5471 17.8 0,20910.689' 0,2391 0.87
9 57.25 3.505[ 2.811[ 26 57 10,5471 17.8 0.20910.684 0.2391 0.88
9 57,75 3,539[ 2.8291 26 57 10.5471 17,8 0,20910.680 0.2381 0.88
9 58.251 3.5731 2.848[ 26 57 10.5471 17.8 0.20810.6751 0.2371 0.88
9 58.751 3.607[ 2.8661 26 57 10,547117,8 0.20810,67110,23610.88
9 59.2513.6401 2.884[ 26 57 [0.5471 17.8 0.20810.66610.23510.88
9 59,7513.67412.9021 26 57 10.547117,8 0.207[0.66110,23410.89
------------------------------------------------------------------------------
,-54l..
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I DESIGN EARTHQUAKE MAGNITUDE: 6.50
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*******************
* *
* L I QUE F Y 2 *
* *
*******************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 994-SD
DATE: Wednesday, August 2, 1989
JOB NAME: PRESLEY-OLD VAIL RANCH
LIQUEFACTION CALCULATION NAME: PRESLEY-OLD VAIL RANCH; WILDOMAR ZONE
SOIL-PROFILE NAME: 994-C4
GROUND WATER DEPTH:
35.0 ft
SITE PEAK GROUND ACCELERATION:
0.430 g
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT
LENGTH OF DRIVE RODS
NOTE:
Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1982).
\~
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@ @ @ I @ @ @ @l ss I V€ 100L'O 100L'O 19~'" 1 ,
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@ @ I @ I @ 1 @ @ @ I 98 I v€ 189S'O IS9S'O 19L'9 I , I
@ @ I @ I @ I @ @ @ I ss I tS Igs'o Igs'o Is~'s I ,
@ @ I @ I @ I @ @ @ 1 9S I VS 196~'0 196~'O 19L't I ,
@ @ I @ I @ 1 @ @ @ I 9S I tS It9~'O Iv9~'0 Is~'v I ,
@ @ I @ I @ I @ @ @ I 9S 1 vS Iss~'o I€s~'o ISL'S I , I
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@ @ I @ I @ I @ @ @ I 9S I tS lov,'o lov,'o 19~'~ I , I
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-----+------+-----+------+------+-----+------+------+------+------+------+----
'o.La"lf.ilIOI.L\fl! I P 10I.L\fl! I (~~/s)1 N I (%) I (HIS) I (~s~) I (~s~) I (H) l'oN
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l.B"O 16t~'0 1,l.l."0 9,~"0 ~"8, 1699'0 l.9 9~ ,l.9'~ It80'S 19~'8t I 8
z'B'O 16t1:'O 19l.l.'O 9,~"0 ~"8, 1699"0 Z,9 91: ,99'1: 16tO'S 19l.'l.t I 8
S9"0 109~"0 1,8l.'O l.9,'O ~"S, 1889'0 6t 8, ,S9"1: IS,O"S 19~'z,~ I l. I
S9'O 1,91:'0 1981.'O l.9,'O 1:'S, 1889'0 6t 8, ,,9'/: 18l.6'1: 19l.'9~ I l.
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S9"0 1/:9~'O 1961.'O l.9,'O /:'S, 18B9"0 6t 8, U9'/: 1l.06'/: 19l.'9t 1 l. I
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~9'O IS9/:'O 1908"0 89,'0 /:'S, 18B9'O 6t B, SS9'/: Il.S8'/: 9l."U I l.
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89'0 ~91:'O 9~B'O 69,"0 /:'S, IBB9'ol 6t 8, t9~'/: 1969'/: 9l.'/:t I l.
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/: aEllfd po~~aw [986!] s.1a~~o pue paas
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1
Seed and Others [1985] Method
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PAGE
3
I CALC. I TOTAL 1 EFF. IFIELD IEst.D 1 I CORR.ILIQUE.I IINDUC.ILIQUE
SOILI DEPTH I STRESS I STRESS 1 N I rl C 1 (N1)60ISTRESSI r ISTRESSISAFET'
NO.1 (ft) I (tsf) I (tsf) I (B/ft) I (%) I N I (B/ft) I RATIO 1 d 1 RATIO I FACTO:
----+------+------+------+------+------+-----+------+------+-----+------+-----
8 49.75 3,1911 2.7311 26 I 57 0,559 18,2
8 50.25 3,2271 2.7511 26 I 57 0.559 18,2
8 50.75 3.2621 2.7711 26 1 57 0.559 18,2
8 51,25 3.2981 2,7911 26 I 57 0,559 18.2
8 51,75 3,3341 2.8111 26 I 57 0.559 18.2
8 52.25 3.3691 2.8311 26 I 57 0,559 18,2
9 52.75 3,4051 2.8511 35 I 63 0.589 25.8
9 53.25 3,4401 2.8711 35 1 63 0,589 25.8
9 53,75 3,4761 2.8911 35 1 63 0.589 25.8
9 54,25 3.5121 2.9111 35 I 63 0,589 25.8
9 54.75 3.5471 2.9311 35 I 63 0.589 25,8
9 55.25 3.5831 2.9511 35 I 63 0.589 25.8
9 55.75 3.6191 2,9711 35 I 63 0.589 25.8
9 56.2513.6541 2.9911 35 1 63 0.589 25.8
9 56.751 3.6901 3.0111 35 1 63 0,5891 25.8
9 57.251 3.7251 3.0311 35 1 63 0,5891 25,8
9 57.7513.76113.0511 35 1 63 0.5891 25.8
9 58.251 3.7971 3.0711 35 1 63 0.5891 25.8
9 58,7513.83213.0911 35 1 63 0.5891 25.8
9 59.251 3.868 I 3.1111 35 1 63 0.5891 25.8
9 59.7513.90413,1311 35 I 63 0,589125,8
9 60.2513.9391 3.1511 35 1 63 0.5891 25.8
9 60.7513.97513.1711 35 1 63 0,589125.8
9 61.2514.01013.1911 35 1 63 0.5891 25.8
9 61.7514.04613,2121 35 1 63 0,5891 25.8
9 62.251 4.0821 3.2321 35 1 63 10.5891 25.8
----------------------------------------------------
I 0.21510,755 0,247 0,87
1 0.21510,750 0,246 0.87
I 0,21410.745 0.245 0.87
I 0.21410.741 0.245 0.88
I 0.21410.736 0.244 0.88
I 0,21310.731 0,243 0,88
IInfin 0.726 0.243 Infin
IInfin 0,722 0.242 Infin
IInfin 0,717 0.241 Infin
IInfin 0.712 0,240 Infin
IInfin 0.707 0.239 Infin
IInfin 0,703 0.239 Infin
Infin 0.698 0.238 Infin
Infin 0.694 0.237 Infin
Infin 0.689' 0,236 Infin
Infin 0.684 0.235 Infin
Infin 0.680 0.234 Infin
Infin 0.675 0,233 Infin
Infin 0,671 0.232 Infin
Infin 0.666 O,2311Infin
Infin 0.661 0.2301Infin
Infin 0.657 O,2301~nfin
Infin 0.654 O,2291Infin
Infin 0.6501 0.2281Infin
Infin 0,6461 0.2281Infin
Infin 10.6431 O.227lInfin
-------------------------
\~
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I LIQUEFACTION CALCULATION NAME: PRESLEY-OLD VAIL RANCH; WILDOMAR ZONE
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*******************
*
*
* L I QUE F Y 2 *
* *
*******************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 994-SD
DATE: Wednesday, August 2, 1989
JOB NAME: PRESLEY-OLD VAIL RANCH
SOIL-PROFILE NAME: 994-C5
GROUND WATER DEPTH:
45.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 6.50
SITE PEAK GROUND ACCELERATION:
0.430 9
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT
LENGTH OF DRIVE RODS
NOTE:
Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1982),
~
--------- ----------
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@ @ @ I @ @ I @ @ 6L I S8 I08'I II08'I ISL'OC: I I I
@ @ @ @ @ @ @ 6L I S8 OLC:'I 10L~'I Isc:'o~ I
@ @ @ @ @ @ @ 6L I S8 88~'I 188C:'I ISL'6I I
@ @ @ @ @ @ @ 6L I S8 LO~'I ILO~'I ISC:'6I I I
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@ @ @ @ @ @ I @ 6L g8 "68'0 ,.68'0 Igc:.tI I I
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Seed and Others [1985] Method PAGE 3
I -----------------------------
I 1 CALC. I TOTAL I EFF. IFIELD IEst.D I I CORR. 1 LIQUE. I I INDUC. I LIQUE
SOILI DEPTH I STRESS I STRESS I N 1 rl C I (N1) 60 I STRESS I r 1 STRESS I SAFET'
NO.1 (ft) I (tsf) I (tsf) I (B/ft) I (%) I N 1 (B/ft) I RATIO 1 d I RATIO I FACTOl
----+------+------+------+------+------+-----+------+------+-----+------+------
I 6 I 49.751 2,9751 2.8271 22 52 10.5561 15.3 0.17810,7551 0.2221 0.80
7 I 50,251 3.0061 2,8421 29 59 10.5361 19,4 0,23110.7501 0,2221 1. 04
7 I 50.751 3.0391 2.8591 29 59 10.5361 19.4 0.231 0.745 0.2211 1.04
I 7 1 51.251 3,0711 2.8761 29 59 10,5361 19,4 0,231 0.741 0.2211 1. 04
7 1 51. 751 3.1041 2,8931 29 59 10.5361 19.4 0.230 0.736 0,2211 1.0~
7 I 52.251 3,1361 2.9101 29 59 10.5361 19,4 0,230 0,731 0,2201 1. 04
I 7 I 52,751 3.1691 2.9271 29 59 10.5361 19.4 0.230 0.726 0,2201 1. 05
7 I 53,251 3.2011 2.9441 29 59 10,5361 19,4 0,229 0,722 0,2191 1. 05
7 I 53,751 3,2341 2.9611 29 59 10.5361 19,4 0.229 0.717 0,2191 1.05
7 I 54.251 3,2661 2,9771 29 59 10,5361 19.4 0.229 0.712 0,218 1.05
I 7 I 54.751 3,2991 2.9941 29 59 10.5361 19.4 0.229 0.707 0.218 1.05
8 1 55.251 3.3311 3.011 27 56 10,5181 17,5 0.201 0.703 0,217 0.93
8 I 55.751 3.364.1 3,029 27 56 10.5181 17.5 0.201 0.698 0.217 0.93
I 8 I 56.251 3.3971 3.046 27 56 10.5181 17.5 0,20110,694 0.216 0,93
8 I 56.751 3.4301 3.063 27 56 10.5181 17,5 0.20110.689 .0.216 0.93
8 1 57.251 3.4631 3.080 27 56 10.5181 17.5 0.20010.684 0.215 0.93
I 8 I 57.751 3.4951 3,098 27 56 10.5181 17,5 0,20010.680 0.214 0,93
8 I 58.251 3.5281 3.115 27 56 10.5181 17.5 0.20010.675 0.214 0.94
8 I 58.751 3.5611 3.132 27 56 10.518 17,5 0,20010.671 0.213 0.94-
8 I 59.251 3.5941 3.149 27 56 10,518 17.5 0.19910.666 0.212 0.94
I 8 I 59.751 3,6271 3.166 27 56 0.518 17,5 0.19910.661 0.212 0.94
9 I 60.251 3.6601 3.184 26 55 0.518 16.8 0.19110.657 0.2111 0.90
9 I 60.751 3,6941 3.202 26 55 0,518 16.8 0.19010.654 0.2111 0,90
I 9 I 61. 251 3,7271 3.220 26 55 0.518 16.8 0.19010.6501 0.2101 0.90
9 1 61.751 3.7611 3.239 26 55 0,518 16.8 0,19010.646 0.2101 0,90
9 1 62.251 3.7951 3.2571 26 55 0,518 16,8 0.18910.643 0.2091 0.91
9 I 62.751 3,8291 3.2751 26 55 0,518 16.8 0,18910.639 0.2091 0,91
I 9 I 63.251 3.8621 3,2931 26 55 0.518 16,8 0.18910,635 0.2081 0.91
9 I 63,751 3.8961 3.3111 26 55 0,518 16,8 0,18910,632 0.2081 0.91
9 I 64.251 3.9301 3.3291 26 55 0,518 16,8 0,18810,628 0.2071 0,91
I 9 1 64,751 3.9641 3,3471 26 55 0.518 16,8 0.18810,624 0,2071 0.91
9 1 65.251 3.9971 3.3661 26 55 0.518 16.8 0,18810.621 0.2061 0.91
9 I 65.751 4.0311 3.3841 26 55 0.518 16.8 0.18810,618 0,2061 0,91
I 9 I 66.251 4.0651 3,4021 26 55 0,518 16,8 0,18710.615 0.2051 0.91
9 I 66,751 4.0991 3.4201 26 55 0.518 16.8 0.18710,612 0.2051 O,9J
9 I 67,251 4.1321 3,4381 26 55 0,518 16,8 0,18710.609 0.2051 0.91
9 1 67,751 4.1661 3.4561 26 55 0,518 16.8 0,18610.606 0,2041 0.91
I 9 I 68,251 4.2001 3,4751 26 55 0,518 16,8 0,18610,603 0.2041 0.91
9 I 68.751 4,2341 3.4931 26 55 0.518 16.8 0.18610,600 0,2031 0.91
9 I 69,251 4,2671 3.5111 26 55 0.518 16,8 0.18610.5971 0.2031 0.92
I 9 I 69,751 4,3011 3.5291 26 55 10,518 16,8 0.18510.5951 0.2031 0.92
-------------------------------- ---------------------------------------------
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*
*
* L I QUE F Y 2 *
* *
*******************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 994-SD
DATE: Wednesday, August 2, 1989
JOB NAME: PRESLEY-OLD VAIL RANCH
LIQUEFACTION CALCULATION NAME: PRESLEY-OLD VAIL RANCH; WILDOMAR ZONE
SOIL-PROFILE NAME: 994-C6
GROUND WATER DEPTH: 45.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 6.50
SITE PEAK GROUND ACCELERATION: 0.430 g
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT LENGTH OF DRIVE RODS
NOTE: Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1982).
\W
@ @ 'VJ\@ I @ I @ I @ @ 91. I t8 j9U', 19a', 191.'1:1: I ,
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@ @ @ @ @ I @ @ 91. t8 ,61:', 1,61:', 191.'01: I , I
@ @ @ @ @ I @ @ 91. t8 091:', 1091:', 191:'01: I ,
@ @ @ @ @ I @ @ 91. t8 81:1:', 181:1:', 191.'6, I ,
@ @ @ @ @ I @ @ 91. t8 1.6,', 11.6,', In'6, I , I
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@ @ @ @ @ @ @ 91. t8 98,', 98,', 191:'8, I ,
@ @ @ @ @ @ @ 91. t8 to,', to,', 191.'1., I ,
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@ @ I @ I @ I @ @ I .@ 1 91. 1>8 B89'O B89'O 191:'0, ,
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@ @ I @ 1 @ I @ I @ I @ 91. 1 1>8 8,9'0 18,9'0 191:'B 1 ,
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Seed and Others [1985] Method
PAGE
3
! CALC. I TOTAL 1 EFF. IFIELD !Est.D I 1 CORR, ILIQUE.! IINDUC.ILIQUE
SOIL! DEPTH 1 STRESS 1 STRESS 1 N 1 rl C 1 (Nl)60ISTRESSI r 1 STRESS 1 SAFET'
NO.1 1ft) 1 (tsf)1 (tsfll(B/ftll (%1 I N I(B/ft)1 RATIO 1 d 1 RATIO I FACTO
----+------+------+------+------+------+-----+------+------+-----+------+-----.
6 1 49,751 3.104 2.9561 25 1 55 0,531 16.6
6 1 50,251 3,140 2,9761 25 1 55 0,531 16,6
6 1 50,751 3,175 2,9961 25 1 55 0,531 16.6
6 1 51.251 3,211 3,0161 25 1 55 0,531 16,6
6 I 51.751 3.247 3,0361 25 I 55 0.531 16.6
6 1 52.251 3.282 3,0561 25 1 55 0.531 16,6
7 1 52.751 3.318 3,0761 18 I 45 0,511 11,5
7 1 53,251 3.353 3.0961 18 1 45 0.511 11.5
7 I 53.751 3.388 3.1151 18 1 45 0.511 11,5
7 1 54.25 3.424 3.1351 18 1 45 0.511 11.5
7 I 54.75 3.459 3.1551 18 1 45 0,511 11.5
7 1 55.25 3.494 3.1741 18 1 45 0.511 11.5
7 1 55.75 3.529 3.1941 18 1 45 0,5111 11.5
7 1 56,25 3.565 3.2141 18 I 45 0.5111 11.5
7 1 56.75 3.600 3.2331 18 1 45 0,5111 11.5
7 I 57.25 3.635 3.2531 18 1 45 0.5111 11.5
8 1 57,75 3,671 3.2731 26 I 54 0.4921 16.0
8 I 58.25 3.706 3.2931 26 54 0.4921 16.0
8 1 58.75 3.742 3.3131 26 54 0.4921 16.0
8 I 59.25 3.777 3.3331 26 54 0.4921 16.0
8 1 59.75 3.813 3,3531 26 54 0,4921 16.0
8 I 60.25 3.849 3.3731 26 54 0.4921 16.0
8 1 60.751 3,884 3.3931 26 54 0,4921 16.0
8 1 61.251 3.9201 3.4131 26 54 0.4921 16.0
8 1 61.751 3.9561 3.4331 26 54 0,4921 16,0
8 1 62.251 3.9911 3.4531 26 54 10.4921 16.0
9 1 62.751 4.0271 3.4731 35 60 10.4631 20.3
9 1 63.251 4.0621 3.4931 35 60 10.4631 20.3
9 1 63.751 4.0981 3.5131 35 60 0.4631 20.3
9 I 64.251 4.1341 3.5331 35 60 0.4631 20.3
9 1 64.751 4.1691 3.5531 35 60 0.463 20.3
9 1 65.251 4.2051 3.5731 35 60 0.463 20.3
9 I 65.751 4,2411 3.5931 35 60 0.463 20.3
9 1 66.251 4.2761 3.6131 35 60 0.463 20.3
9 I 66.751 4.3121 3,6331 35 60 0.463 20,3
9 I 67,251 4.3471 3,6531 35 60 0,463 20,3
9 1 67.751 4.3831 3.6731 35 60 0.463 20.3
9 1 68.251 4.4191 3,6931 35 60 0,463 20.3
9 1 68.751 4,4541 3.7131 35 60 0.463 20,3
9 1 69.251 4.4901 3.7331 35 60 0.463 20.3
9 1 69.751 4,5261 3.7531 35 60 0.463 20,3
9 1 70.251 4.5611 3.7731 35 60 0,463 20.3
9 1 70,751 4.5971 3,7931 35 60 0.463 20.3
9 1 71.251 4.6321 3.8131 35 60 0.463 20.3
9 1 71.751 4.6681 3,8341 35 60 10,4631 20.3
9 1 72.251 4.7041 3.8541 35 1 60 10.4631 20,3
----------------------------------------------------
0.216 0,7551 0.2221 0,98
0,216 0.7501 0.2211 0.98
0.216 0.7451 0,2211 0.98
0.215 0.7411 0.2201 0.98
0.215 0.7361 0.2201 0,96
0,215 0,731 0.2201 0.98
0.131 0.726 0.2191 0.60
0,131 0,722 0,2191 0,60
0,131 0,717 0,2181 0.60
0.131 0.712 0.2171 0.60
0.131 0.707 0,2171 0.60
0.130 0.703 0.2161 0.60
0.130 0,698 0,2161 0.60
0.130 0.694 0.2151 0.60
0.130 0.689 0.2141 0.61
0.130 0.684 0.2141 0.61
0.180 0.680 0.2131 0.84
0,180 0.675 0,2121 0.85
0.179 0.671 0.2121 0.85
0.179 0.6661 0.211 0.85
0.179 0.6611 0.210 0.85
0.179 0.6571 0.210 0.85
0.178 0.6541 0,209 0,85
0.178 0.6501 0,209 0.85
0.178 0.6461 0,208 0.85
0.177 0,6431 0.208 0.85
0,238 0.6391 0.207 1.15
0.23810.6351 0.207 1.15
0,23710,6321 0.206 1,15
0.23710.6281 0.205 1.15
0,237 0.6241 0.205 1.16
0.236 0.621 0.204 1.16
0.236 0.618 0,204 l,lE
0,235 0,615 0.2041 1.16
0,235 0,612 0.2031 1,16
0,235 0,609 0.2031 1.16
0.234 0,606 0.2021 1.16
0.234 0,603 0,2021 1.16
0.233 0.600 0.2011 1.16.
0.233 0.597 0,2011 1.16
0.233 0.595 0.2001 1,16
0.232 0,592 0.2001 1.16
0.232 0.589 0.2001 1,16
0.2310.587 0.19911.16
0.23110,584 0.1991 1.16
0.23110.5821 0.1991 1.16
-------------------------
\~(p
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EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 994-SD
DATE: Wednesday, August 2, 1989
JOB NAME: PRESLEY-OLD VAIL RANCH
SOIL-PROFILE NAME: 994-Cl
GROUND WATER DEPTH:
20.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 7.50
SITE PEAK GROUND ACCELERATION:
0,470 g
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT
LENGTH OF DRIVE RODS
NOTE:
Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1982),
\",1
--------- - -- ----------
1 -----------------------------
LIQUEFACTION ANALYSIS SUMMARY
I -----------------------------
I -----------------------------
Seed and Others [1985] Method PAGE 1
-----------------------------
I
I CALC, 1 TOTAL 1 EFF. IFIELD IEst.D I I CORR, 1 LIQUE, 1 1 INDUC. I LIQUE
I SOILI DEPTH 1 STRESS 1 STRESS I N I rl C 1 (Nl) 60 1 STRESS 1 r 1 STRESS I SAFET'
NO,I (ft) I (tsf) 1 (tsf) 1 (B/ft) 1 (%) I N 1 (81ft) I RATIO I d 1 RATIO 1 FACTO:
----+------+------+------+------+------+-----+------+------+-----+------+-----.
I 1 I 0,251 0.0151 0,0151 8 54 I @ @ I @ 1 @ @ @ @
1 I 0.751 0,0451 0,0451 8 54 I @ @ I @ I @ @ @ @
1 I 1,251 0.0741 0.0741 8 54 @ @ I @ 1 @ @ @ @
1 1 1. 751 0.1041 0.1041 8 54 @ @ 1 @ 1 @ @ @ @
I 1 I 2,251 0.1341 0.1341 8 54 @ @ I @ I @ @ @ @
1 I 2.751 0.1631 0.1631 8 54 @ @ I @ I @ @ @ @
1 1 3.251 0,1931 0,1931 8 54 @ @ 1 @ I @ @ @ @
I 1 I 3.751 0.2231 0.2231 8 54 @ @ I @ I @ @ @ @
1 1 4.251 0.2521 0,2521 8 54 @ @ 1 @ 1 @ @ @ @
1 I 4.751 0.2821 0.2821 8 54 @ @ 1 @ 1 @ @ @ @
I 2 1 5.251 0.3111 0.3111 17 69 @ @ 1 @ 1 @ @ @ @
2 I 5.751 0,3401 0,3401 17 69 @ @ 1 @ I @ @ @ @
2 1 6.251 0,3691 0.3691 17 69 @ @ @ 1 @ @ @ @
2 1 6.751 0.3981 0.3981 17 69 @ @ @ 1 @ @ @ @
I 2 I 7,251 0.4271 0,4271 17 69 @ @ @ 1 @ @ @ @
2 I 7.751 0.4551 0.4551 17 69 @ @ @ I @ @ @ @
2 I 8.251 0.4841 0.4841 17 69 @ @ @ @ @ @ @
I 2 1 8.751 0.5131 0.5131 17 69 @ @ @ @ @ @ @
2 I 9.251 0.5421 0.5421 17 69 @ @ @ @ @ @ @
2 I 9,751 0.5711 0.5711 17 69 @ @ @ @ @ @ @
3 I 10,251 0.5991 0.5991 27 81 @ @ @ @ @ @ @
I 3 I 10.751 0,6261 0.6261 27 81 @ @ @ @ @ @ @
3 1 11. 251 0.6541 0,6541 27 81 @ @ @ @ @ @ @
3 1 11. 751 0,6811 0.6811 27 81 @ @ @ @ @ @ @
I 3 1 12.25 0,7091 0.7091 27 81 @ @ @ @ @ @ @
3 12.75 0.7361 0,7361 27 81 @ @ @ @ @ @ @
3 13.25 0.7631 0.7631 27 81 @ @ @ @ @ @ @
I 3 13,75 0,7911 0,7911 27 81 @ @ @ @ @ @ @
3 14.25 0,8181 0.8181 27 81 @ @ @ @ @ @ @
3 14,75 0.8461 0,8461 27 81 @ @ @ @ @ @ @
4 15,25 0,8731 0.8731 16 58 @ @ @ @ @ @ @
I 4 15,75 0,9001 0,9001 16 58 @ @ @ @ @ @ @
4 16,25 0.9271 0.9271 16 58 @ @ @ @ @ @ @
4 16.75 0,9551 0.9551 16 58 @ @ @ @ @ @ @
I 4 17.25 0.9821 0.9821 16 58 @ @ @ @ @ @ @
4 17.75 1. 009 1 1. 009 1 16 58 @ @ @ @ @ @ @
4 18.25 1. 0361 1. 0361 16 58 @ @ @ @ @ @ @
4 18,75 1. 0631 1. 0631 16 58 @ @ @ @ @ @ @
I 4 19.25 1.0911 1,0911 16 58 @ @ @ @ @ @ @
4 19.75 1.1181 1,1181 16 58 @ @ @ @ @ @ @
5 20.251 1. 1461 1,1381 22 66 0,911 25.1 0.290 0,9571 0,294 0.99
I 5 20,751 1.1751 1.1521 22 66 0,911 25,1 0.290 0,9551 0,298 0.97
5 21. 251 1,2051 1.1661 22 66 0,911 25.1 0,290 0.9541 0,301 0.96
5 21. 751 1.2341 1,1791 22 66 0,911 25,1 0.290 0,9521 0,304 0,95
I 5 22.251 1. 2631 1.1931 22 66 0,911 25.1 0.29010.9511 0.308 0,94
5 22.751 1. 2921 1. 2061 22 66 0,911 25,1 0.28910.9491 0,311 0.93
\IA
1 -----------------------------
Seed and Others [1985J Method PAGE 2
-----------------------------
I
I CALC. I TOTAL 1 EFF. IFIELD IEst.D I I CORR,ILIQUE. I 1 INDUC. I LIQUE
I SOIL I DEPTHISTRESSISTRESSI N I rl C 1 (N1) 60 I STRESS I r I STRESS I SAFET'
NO.1 (ft) I (tsf) I (tsf) 1 (B/ft) 1 (%) 1 N 1 (B/ft) I RATIO I d 1 RATIO I FACTO)
----+------+------+------+------+------+-----+------+------+-----+------+-----.
I 5 23.251 1.322 1. 220 I 22 66 0,911 25.1 1 0.28910,947 0,3141 0.92
5 23.751 1,351 1. 2341 22 66 0.911 25,1 1 0,28910.946 0,316 0.91
5 24.251 1,380 1.2471 22 66 0.911 25,1 I 0,28910.944 0.319 0.91
5 24.751 1,409 1. 2611 22 66 0,911 25.1 I 0.28910.943 0,322 0.90
I 6 25,251 1.440 1. 2761 29 74 0.870 31. 5 IInfin 10,941 0.324 Infin
6 25,751 1.473 1.2931 29 74 0,870 31.5 1 Inf in 10.939 0,327 Infin
6 26.251 1,505 1. 310 I 29 74 0,870 31.5 1 Infin 10.937 0.329 Infin
I 6 26,751 1.538 1.3271 29 74 0,870 31.5 IInfin 0,934 0.331 Infin
6 27.251 1,570 1,3441 29 74 0,870 31.5 IInfin 0.932 0.333 Infin
6 27,751 1.603 1. 3611 29 74 0,870 31. 5 Ilnfin 0.930 0.335 Infin
6 28.251 1.635 1. 3781 29 74 0,870 31.5 Infin 0.928 0.336 Infin
I 6 28.75 1.668 1.3951 29 74 0,870 31. 5 Infin 0.926 0.338 Infin
6 29.25 1.700 1.4111 29 74 0.870 31.5 Infin 0.9231 0.340 Infin
6 29.75 1. 7331 1.4281 29 74 0.870 31. 5 Infin 0.9211 0.341 Infin
I 7 30.25 1. 7651 1. 4451 27 69 0.8291 28.0 0.352 0.9191 0.343 1. 03
7 30.75 1. 7981 1. 4631 27 69 0.829 28.0 0.351 0.9161'0.344 1.02
7 31.25 1. 8311 1.4801 27 69 0.829 28.0 0.351 0.9131 0.345 1. 02
I 7 31.75 1. 8641 1.4971 27 69 0,829 28,0 0,351 0,9101 0.3461 1.01
7 32.25 1,8971 1.5141 27 69 0,829 28.0 0.350 0.9071 0,3471 1. 01
7 32,75 1. 9291 1. 5321 27 69 0.829 28,0 0,350 0,9041 0.3481 1. 01
7 33.25 1. 9621 1,5491 27 69 0.829 28.0 0,350 0,9021 0.349 1. 00
I 7 33.75 1.9951 1.5661 27 69 0.829 28.0 0,349 0.8991 0.350 1. 00
7 34,25 2.0281 1.5831 27 69 0.829 28.0 0.349 0.8961 0.351 1.00
7 34,751 2.0611 1.6001 27 69 0,829 28.0 0,34810.8931 0.351 0.99
I 8 35,251 2.0941 1. 6181 26 62 10.723 23,5 0,25910.8901 0.352 0.74
8 35.751 2.1281 1. 6361 26 62 10.723 23,5 0.25910.8861 0.352 0.74
8 36.251 2.1611 1. 6541 26 62 10.723 23.5 0.25810.8821 0.352 0.73
I 8 36.751 2.1951 1. 6731 26 62 10.723 23.5 0.25810.8781 0,352 0.73
8 37.251 2.2291 1. 6911 26 62 10.723 23.5 0.25810.8741 0.352 0.73
8 37.751 2.2631 1.7091 26 62 10.723 23,5 0,25810.8701 0.352 0.73
8 38.251 2.2961 1. 7271 26 62 0.7231 23.5 0.25710.8661 0,352 0,73
I 8 38.75 2.3301 1.745 26 62 0,7231 23,5 0,25710.8621 0,352 0,73
8 39.25 2.3641 1.763 26 62 0.7231 23.5 0.25710,8581 0.352 0.73
8 39.75 2.3981 1.781 26 62 0,7231 23,5 0.25710.8551 0.351 0.73
I 8 40,25 2.4311 1,800 26 62 0.7231 23.5 0,25610.8501 0,351 0,73
8 40.75 2.4651 1. 818 26 62 0,7231 23,5 0,256 0,8451 0.3501 0.73
8 41.25 2,4991 1,836 26 62 0.7231 23.5 0.256 0.8401 0.3501 0.73
8 41,75 2.5331 1. 854 26 62 0.7231 23.5 0.255 0,8361 0.3491 0.73
I 8 42.25 2,5661 1,872 26 62 0,7231 23.5 0.255 0.8311 0,3481 0,73
8 42,75 2.6001 1,890 26 62 0,7231 23.5 0.255 0.8261 0,3471 0,73
8 43.25 2.6341 1.909 26 62 0,7231 23.5 0.255 0.8211 0.3461 0.74
I 8 43,75 2,6681 1.927 26 62 0,7231 23.5 0.254 0,8161 0,3451 0.74
8 44,25 2.7011 1,945 26 62 0.7231 23.5 0.254 0.8111 0.3441 0.74
8 44,75 2.7351 1,963 26 62 0,7231 23.5 0.254 0,8061 0,3431 0,74
I 8 45.25 2,7691 1.981 26 62 0.7231 23,5 0.254 0.8011 0,3421 0.74
8 45.75 2,8031 1.999 26 62 0.7231 23.5 0.253 0,7961 0.3411 0,74
8 46.251 2.8361 2.017 26 62 0.7231 23.5 0,253 0.7911 0.3401 0.75
8 46.751 2.8701 2.036 26 62 0,7231 23,5 0,253 0.7861 0,3391 0.75
I 8 47.251 2,9041 2.054 26 62 0,7231 23.5 0,252 0.7811 0.3371 0.75
8 47.751 2.9381 2,072 26 62 0.7231 23,5 0.252 0,7761 0.3361 0,75
8 48,251 2.9711 2.090 26 62 0.7231 23.5 0.252 0,7711 0,3351 0.75
I 8 48.751 3.0051 2.108 26 62 0,7231 23,5 0.252 0,7651 0,3331 0,76
8 49,251 3.0391 2.126 26 62 0,7231 23,5 0,251 0.7601 0.3321 0.76
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Seed and Others [1985] Method
PAGE
3
1 CALC. 1 TOTAL I EFF. I FIELD I Est. D I I CORR. 1 LIQUE, 1 1 INDUC. 1 LIQUE
SOILI DEPTH I STRESS I STRESS 1 N I rl C 1 (N1)60ISTRESSI r I STRESS I SAFET\
NO.1 (ft) 1 (tsf) I (tsf) 1 (B/ft) 1 (%) 1 N 1 (51ft) 1 RATIO I d I RATIO I FACTO!
----+------+------+---~--+------+------+-----+------+------+-----+------+-----.
8 1 49,751 3.0731 2.1441 26 1 62 10.7231 23.5 1 0.25110.7551 0.3311 0.76
------------------------------------------------------------------------------.
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*
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* L I QUE F Y 2 *
* *
*******************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 994-SD
DATE: Wednesday, August 2, 1989
JOB NAME: PRESLEY-OLD VAIL RANCH
LIQUEFACTION CALCULATION NAME: PRESLEY-OLD VAIL RANCH; WHITTER-ELSINORE
SOIL-PROFILE NAME: 994-C2
GROUND WATER DEPTH: 20.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 7,50
SITE PEAK GROUND ACCELERATION: 0.470 g
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT LENGTH OF DRIVE RODS
NOTE: Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1982),
\"\\
>-t.L \ 6ssoo1 I Lt8 0 I 80tOI ISLo~~ I 9
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ILOO 1908'0 IIS6ooILI~00 OOO~ 06soo1 09 BI 166~oI 698'I Is~o~~ I S I
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8L'0 1008'0 ItS6'olsI~'O O'O~ 06soo1 09 BI 199~'I S0801 Ig~O!~ I 9
8L'0 IL6~'0 ISS6'0IsI~'O O'O~ 06s'ol 09 aI 10S~'I €L~'I ISL'O~ I S I
n'o It6~'O ILS6'0IaH'0 OOO~ 06B'O 09 a! It8~.t tt~Ot Is~oo~ I S
eel @ I @ I @ @ e 09 at 10t~'t OI~Ot ISL06t I S
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@ @ @ @ I @ @ @ 6t II 1996'0 1996'0 ISL091 I t I
@ @ @ e I @ @ e 6t II 18~6'O 18~600 19~09t I t
@ @ @ @ I e @ @ 6t I II 1~6a'o 1~6aoo jSLott I t
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wJ.::nro!lIOIJ.'ilI I P 10IJ.'ilI 1(~;/s}1 N I (%) 1 (His) '(;s~) 1 (;s~) I (~;) I'ON
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-----------------------------
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^~vwwns SIS^~VNV NOIJ.::>Vo!l:;!nbI~
-----------------------------
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------.-.-.--.--
'i;\.\ 09L'ol88t'O 9'61: IH9'ol 19L8'1: la81:'8 191:'6t I 6
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,8'0 l1:t8'O 998'018L1:'O t'91: HL '0 99 91: 1966't tt9'1: 9L'68 8
[8'0 l1:t8'O 898'016L1:'O r91: tLL '0 99 91: 19L6't 9L9'1: 91:'68 8
1:8'0 11:t€'o 1:98'OI6L1:'O t'9e: HL '0 99 91: It96'[ 1689'/: 9L'a8 I a I
1:9'0 18t8'O 998'016L1:'O t'91: tLL '0 99 91: It86't v09'/: 9/:'a8 I 9
1:9'0 18t8'O OL8'OI6L1:'O t'9/: HL '0 99 91: 1 tt6' t 99t'/: 9L'L8 1 9
,3a'o 18t8'O H8'01081:'O t'91: ILL '0 99 9/: Iv6a't 88t'1: 9/:'L8 I a I
1:8'0 18t8'O 8L8'01081:'O t'91: Hl. '0 99 91: IHa't L68'/: 19l.'98 I 9
1:a'o 18t8'O /:aa'oloa1:'o t'91: tLL '0 99 91: Iv9a't t98'/: 191:'98 1 a
c:a'o 18t8'O 9aa'olta1:'o t'91: HL '0 99 91: It8a't 91:8' /: I 9l. '9€ I a I
1:a'o 18t8'O 068'olt81:'O t'91: HL '0 99 91: Itta't 06/:'1: 191:'98 1 a
1:a'o 18v8'o 86a'olta1:'o t'91: ILL '0 99 91: It6L't t91:'1: 19L't8 I a
1:a'o l1:t8'O 96a'O 1:a1:'O t'91: HL '0 99 91: I tLL' t 6t1:'1: 191:'t8 I a
8a'o'l/:t8'O 66a'o 1:81:'0 t' 91: HL '0 99 91: It9L't 8a,'1: 19L'88 I a 1
88' 0 I U8 ' 0 (:06'0 (:8(:'0 t'91: ILL '0 99 9(: Iv8L't att'(: 19(:'88 I a
8a'O IOt8'O V06'O 8a1:'O t'91: HL '0 99 I 91: I vIL', 1:tt'1: 19L'1:8 I a
79'0 IOt8'O L06'O v8t'O 8'Lt 69L'O 99 I at I v69', LLO'(: 19(:'(:8 I L I
V9'O 1688'0 0,6'0 t8t'O 8'l.t 69L'O 99 I a, 19L9', UO'1: 19L',8 1 L
99'0 la88'0 8t6'O 9at'O 8'Lt 69L'O 99 1 at 1999', 1900'(: 191:'t8 I L
99'0 IL88'O 9t6'O 98t'O 8'l.t 69L'O 99 I at 1989', I IL6', 19L'08 I L
99'0 1988'0 6t6'O 9at.0 8'Lt 69L'O 99 I at 19t9', 1986't 191: '08 I L I
99'0 1988'0 1,(:6'0 98t'O 8' Lt 69L'O 99 1 a, 1969', 1006't 19L'6(: I L
99'0 IV88'0 181:6'0 98t'O 8'Lt 69L'O 99 I a, 19L9', 1999't 191:'61: I L
99'0 11:88'0 191:6'0 98,'0 8' Lt 69L'O 99 I 9, 1l.99', 108a.t 19l.'81: I l. I
99'0 1,88'0 la(:6'o 98t'O 8'Lt 69L'O 99 I at IL89', It6L't 19/:'a(: I [,
[,9'0 161:8'0 1086'0 98t'O 8'Lt 69L'O 99 1 8t ILt9', 169l.'t 19l.'l.1: 1 l.
91:' , laz8'o 11:86'0 1:tt'O 9'9Z 698'01 89 I 9Z 1l.6t', ItZl.', 19z'LZ I 9 I
Lc:' t 19z8'o It86'ol8tt'O 8 '91: 69a'ol 89 1 9Z I LLt', laa9't 19L'91: 1 9
LZ.t ItZ8'o IL86'ol8tt'O a'9Z 699'01 89 I 9Z IL9t't IZ99.t 191:'9Z I 9
a(:'t 18Z8'O 1686'Ol8tt'O a'9Z 698'01 99 I 91: IL8t.t ILt9', 19l.'91: I 9
6Z.t ItZ8'O l,t6'0Ittt'O 8'9Z 699'01 99 I 91: I LU' t l,a9't 191:'91: I 9 I
08't 16t8'O 18t6'olttt'O a'9Z 699'01 99 1 91: IL68', 19t9't 19L'tZ I 9
t8't 19t8'O Itt6'0lttt'o 8' 91: 698'01 a9 I 9Z I LL8' t IOt9't 191: 'tZ I 9
Z8't It,8'o 19t6'ol9tt'O 8' 91: 698'01 a9 I 91: IL98't IHt't 19L'81: 1 9 I
88.t Itt8'O ILt6'ol9tt'O e' 91: 698'01 a9 1 91: I LE8' t la8t't 19Z'81: 1 9
-----+------+-----+------+------+-----+------+------+------+------+------+----
.0.L::lV.i!: 10I.L\fCI I P 10I.L\fCI I (~J/a) I N I (%) I (H/a) 1 (Js~) I (Js~l I (Hl I'ON I
..L3.i!:VS I ssa~.LS I .I Issa~.LsI09(,N) I ::l I.I 1 N Issa~.Lslssa~.LsIH.Ldaa I~IOS
anbI~ I '::lnaNI I I '3nbI~I'l:I1:10::l I I a'~s31 a~3ul '.i!:.i!:a l~v.LO.L I '::l~V::l I
----------------------------- I
Z aDVd p04~aw [9a6t] S.Ia4~0 pue paas
----------------------------- I
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Seed and Others [1985J Method
PAGE
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-----------------------------
1 CALC. I TOTAL I EFF. IFIELD IEst,D 1 I CORR.ILIQUE.I IINDUC.ILIQUE
SOILI DEPTH 1 STRESS I STRESS 1 N I rl C 1 (N1)60ISTRESSI r 1 STRESS ISAFET
NO.1 (ft) I (tsf) I (tsf) I (B/ft) I (%) 1 N 1 (B/ft) 1 RATIO 1 d 1 RATIOIFACTC
----+------+------+------+------+------+-----+------+------+-----+------+-----
9 49.751 3.3231 2.3951 35 1 69 10,6741 29.5 I 0.48210,7551 0.3201 1.51
9 50.251 3.3591 2,4151 35 1 69 10.6741 29.5 1 0.48110.7501 0.3191 1.51
9 50.751 3,3941 2.4351 35 1 69 10.6741 29.5 1 0.48110.7451 0.3171 1.51
9 51.2513.43012.4551 35 1 69 10.6741 29.5 1 0,48010,7411 0.3161 1.52
9 51.751 3,4661 2.4751 35 1 69 10.6741 29,5 1 0,47910,7361 0.3151 1.52
9 I 52.251 3,5011 2.4951 35 1 69 10,674129,5 1 0,47910.7311 0,3131 1.53
------------------------------------------------------------------------------
\,,\
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*******************
*
*
* L I QUE F Y 2 *
* *
*******************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 994-SD
DATE: Wednesday, August 2, 1989
JOB NAME: PRESLEY-OLD VAIL RANCH
LIQUEFACTION CALCULATION NAME: PRESLEY-OLD VAIL RANCH; WHITTER-ELSINORE
SOIL-PROFILE NAME: 994-C3
GROUND WATER DEPTH: 35.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 7,50
SITE PEAK GROUND ACCELERATION: 0.470 g
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT LENGTH OF DRIVE RODS
NOTE: Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1982),
~
")1..\
@) @) I @) I @) I @ I @) 1 @) (:9 1 {(: 196s'{ 1965'{ 1C;;l.'(:(: S
@) @) I @) I @ I @ I @ @ (:9 {(: 1l.9S'{ 1l.9S' { In' (:(: S I
@) @ I @ I @) I @) I @) @ (:9 {(: 18SS'{ 18SS'{ Ic;;l.'{(: S
@ @ I @ I @ / @ I @ @ (:9 g 160S'{ 160S'{ Ic;;(:'{(: S
@ @ I @ I @ @ / @ @ (:9 {(: 1{8(:'{ /{8(:'{ 1c;;l.'O(: S I
@ @ I @ I @ @ I @ @ (:9 {(: I (:C;;(:' { I (:C;;(:' { Ic;;(:'o(: S
@ 8 I @ I @ @ I @ @ l.9 (:(: I(:(:(:'{ I(:(:(:'{ ISl.'6{ (:
@ @ I @ I @ @ I @ @ l.9 (:(: S6{'{ IS6{'{ In'6{ (: I
@ @ I @ I @) @ I @ @ l.9 (:(: S9{'t IS9t.t Sl.'8t (:
@ 9 I @ I @ @ I @ @ l.9 (:(: S&t't Isst.t S(:'8t (:
@ @ I @ I @ @ I @ @) l.9 (:(: tot.t ItOt't Sl..l.t (:
@) @ I @ / @ @ I @ @ l.9 (:(: no.t Ino't S(:.l.t (: I
@ 8 I @ I 8 @ I @ 8 l.9 (:(: no' t I no' t Sl.'9t (:
@ @ / @ I @ @ I @ 8 I l.9 (:(: sto.t ISto't n' 9t (:
@) @ @ I @J @ I @ @ l.9 (:(: S86'0 IS86'O Sl.'st (: I
@ @ @ I @ @ @ @ l.9 (:(: SS6.0 Iss6'o s(:'st (:
@) @ @ I @J @ @ I @ 06 SS S(:6'0 n6'O Sl. .tt t
@ @ @ I @ I @ @ I @ 06 I S& t68.0 t68'0 s(:.tt t I
@ @ @ I @ I @ @J I @ 06 I SS (:98.0 (:98'0 Sl.'st t
@ @ @ I @ I @ @ I @ 06 I S& tS8.0 tS8.0 n' &t t
@ @ @ I @ I @ @ I @ 06 I SS 66l.'0 66l.'O Sl.'(:t t
@ @ @) I @ I jjJ @ I @ 06 / SS 189l.'O 89l.'0 s(:.(:t { I
@ @ @) I @) I @ @ I @) 06 I SS Il.€l.' 0 l.€l.'0 ISl..tt {
@ @) @ 1 @) I @ @ I @ 06 I SS Isol..O SOl.'O Ic;;(:'tt t
@ @) @ I @ / @) @ I @ 06 I ss In9'o tl.9'O Isl.'ot. { I
@) @) @ I @) I @ @ I @) 06 I SS ISt9'O S"9'0 In'ot t
@) @) @) 1 @ 1 @) @) I @ 06 I SS Itt9'0 tt9'0 ISl.'6 {
@ @ @ @ I @ @ I @ 06 I SS 108S'0 08S'O IS(:'6 t
@ @ @) @ I @ @ / @ 06 I C;;S 16tS'0 6tS'O ISl.'8 t I
@ @ @) @ @ @ I @ 06 I SS Ius.o uS'O In'8 t
@ @ @) @ @ @ I @ 06 1 SS 198t.0 198t.0 Isl.'l. t
@ @) @) @ @ @ 1 @ 06 / SS Isst.o Isst'o Is(:'l. t I
@ @ @) @) @ @ I @ 06 1 SS Is(:,,'o Is(:,,'o ISl.'9 I {
@ @ @) @) @ @ I @ 06 I C;;S 1(:6s'0 1(:6&'0 IS(:'9 t
@ @) @ @ @) @) I @ 1 06 I SS It9S'0 It9S'0 Isl.'s t
@ @ @ @ @ @ I @ I 06 / SS 16(:S'0 16(:S'0 Is(:.s t I
@) @) @) @ @) @) I @ 1 06 I SS 186(:'0 186(:'0 ISl..t t
@) @) @) @) @ @ I @ 1 06 I SS 1l.9(:'0 1l.9(:'0 Is(:.t t
@ @ @ @) @ @) I @ I 06 I SS Iss(:'o Iss(:'o Isl.'s { I
@ @ @ @ @) @ I @ I 06 I C;;S 1"0(:'0 1"0(:'0 Ic;;(:'s t
@ @ @ @ @ 1 @ 1 @ I 06 I S8 I(:l.{'o I(:l.t'o Isl.'(: {
@ @ @ @ @ I @ 1 @ 1 06 I S8 Ittt.o Ittt.o Is(:'(: t I
@ @) 1 @ @ @ I @ I @ I 06 1 c;;s lo{t.o lott.o ISl..t t
@ @ I @ @ @ I @ I @ I 06 I S& 18l.0.0 18l.o'o Is(:'t t
@ @ I @ @ @ I @ I @ I 06 I SS Il."o'o Il.to'o Ic;;l.'o {
@ @ I @l @ @ I @ I @ / 06 I C;;S 19tO'O 19tO'O Is(:'o t I
._----+------+-----+------+------+-----+------+------+------+------+------+----
~O.L:>v~ I OI.LYlI I p 10I.LYlI I (HIli) I N I (lIS) I (HIli) I (Js~) I (Js~) I (H) I'ON
.J.3~VS I SS3liJ.S I .1 I SS:illiJ.S / 09 ( tN) I :> 1.1 I N ISS3liJ.slsS3li.LsIH.Ld3a I~IOS I
3n~)I~ / ':>naNI I I '3nbI~ I 'IDI0:> I I a'~s:ill a~:ilI~1 '~~:iI l~vJ.O.L I':>~v:> I
----------------------------- I
t :!IDVd poq~aw [S86t] s.1aq~o pue paas
-----------------------------
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Xlivwwns SISX~VNV NOIJ.:>V~3nbI~
-----------------------------
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,.8'0 I€L~'O 09L'oI0e:~'o I t'~~ IS99'ol 09 L~ Ic:~s'c: IL96'C: ISC:'6t 8
t8'O ItLC:'O S9L'oI0e:c:'o I t'C:C: IS99'ol 09 LC: Isos'c: Ite:6'C: ISL'8t 8 I
v8'O ISL~'O tLL'olte:c:'o I t'~C: IS99'ol 09 L~ 188t'C: It06'C: IS~'8t 8
t8'O SLC:'O 9LL'Olte:~'o 1 t'C:~ IS99'ol 09 LC: lut'C: 1898'C: ISL'Lt 8
V8'O 9L~'O t8L'olte:~'o I t'~~ s99'ol 09 Lc: le:st'C: 19e:8'C: IS~'Lt 8 I
t8'O 9LC:'O 98L'Olte:c:'o 1 t'C:C: s99'ol 09 L~ 19e:t'C: 1e:08'C: ISL'9t 8
t8'O LLC:'O t6L'ol~e:~'o 1 t'~~ S99'ol 09 LC: 16tt'~ 10LL'C: ISC:'9t 8
V8'O LLC:'O 96L'olc:e:c:'o I t'C:C: S99'ol 09 LC: IC:Ot'C: ILe:L'C: ISL'St 8
t8'O 8LC:'O t08'olc:e:c:'o I t'C:C: s99'ol 09 L~ It8e:'c: ItOL'C: ISC:'St 8 I
L6'O 8L~'O 908'oloLC:'O 1 o'sc: 689'01 t9 6C: L9e:'c: IC:L9'C: ISL'vt L
L6'O 8LC:'O tt8'OloLC:'O I o'sc: 689'01 t9 6C: OSe:'c: 16e:9'C: s~'tt L
L6'O 6LC:'O 9t8'oltLC:'O 1 O'SC: 689'01 t9 6C: te:e:'c: IL09'C: SL'e:t L I
L6'O 6LC:'O tC:8'oltLC:'O 1 o'sc: 689'01 t9 6C: Lte:'c: ItLS'C: Sc:'e:t L
L6'O 6LC:'O 9C:8'oltLC:'O I o'sc: 689'01 t9 6C: OOe:'c: lc:tS'C: SL'c:t L
L6'O 6LC:'O te:8'olC:LC:'o O'SC: 689'01 t9 6C: e:8~'C: 160S'C: Sc:'c:t L I
86'0 6LC:'O 9e:8'olC:LC:'O O'SC: 689'01 t9 6C: 99C:'C: ILLt'c: SL',t L
86'0 6L~'O Ot8'olC:L~'O O'S~ 689'01 t9 6C: 6tC:'C: Ittt'~ s~'tt L
86'0 16LC:'O St8'olC:LC:'O o'sc: 689'01 t9 6C: c:e:c:'c: lc:tt'C: SL'Ot L
86'0 16LC:'O OS8'O e:LC:'O O'9C: 689'01 t9 1 6C: 9t(:'C: 16Le:'c: n'ot L I
L9'O 16LC:'O 998'0 98t'O 6'Lt C:99'ol L9 1 C:C: OOC:'C: 18te:'c: 9L'6e: 9
L9'O 18L~'O 898'0 98t'O 6'Lt C:99'O L9 I c:c: L8t'c: 16te:'c: 9~'6e: 9
L9'O 18LC:'O C:98'O 98t'O 6'Lt C:99'O L9 1 c:c: e:L,'C: 106C:'C: 9L'8e: 9 I
L9'O ILLC:'O 998'0 98t'O 6'Lt 1C:99'o LS 1 C:C: 09t'C: It9C:'C: SC:'8e: 9
L9'O 19LC:'O OL8'O 98t'O 6'Lt IC:S9'O LS 1 C:~ 9t,'C: Ic:e:c:'c: j9L'Le: 9
89'0 19L~'O tL8'O 98t'O 6'Lt 1~99'O LS 1 c:c: e:e:t'c: Ie:oc:'c: jSC:'Le: 9
89'0 19LC:'O 8L8'O 98t'O 6'Lt lc:s9'o LS I c:c: 6n'c: IH,'C: ISL'9e: 9 I
89'0 ItLC:'O C:88'O 98,'0 6'Lt I~S9'O L9 I C:C: 90,'C: Ist,'C: IS~'9e: I 9
89'0 IHC:'O 988'0 L8t'O 6'Lt IC:S9'O LS I C:C: C:60'C: 19n'c: ISL'9e: I 9
69'0 1€LC:'o 1068'0 L8t'O 6'Lt 1C:99'O LS 1 C:C: 16LO'C: IL80'C: ISC:'9e: I 9 I
@ @ I @ I @ @ @ I @ 6t I 9, 1890'C: 18S0'C: 19L'H I 9
@@ I @ I @ I @ @ 1 @ 6t I 9t Ite:o'c: Ite:o'c: In'te: I S
@@'I @ 1 @ I @ @ I @ 6t I 9, Itoo'c: Itoo'c: 19L'e:e: 1 S I
@ @ I @ I @ I @ @ I @ 6t I 9, I LL6' t I LL6' t 1 SC:' e:e: I S
@ @ 1 @ I @ I @ @ I @ 6t I 9, IOS6', 1096', ISL'c:e: I S
@ @ I @ I @ I @ @ I @ 6t I 9t I C:C:6' t 1 C:C:6' t I 9C:' c:e: I 9
@ @ I @ j @ I @ @ I @ 6t I 9t 1968' t j S68', I SL' ,e: I 9 I
@ @ 1 @ I @ I @ @ I @ 6t I 9, 1898', 1898', I SC:' te: I 9
@ @ I @ I @ I @ I @ I @ 6v I 9t I H8', I H8', I 9L' Oe: S
@ @ I @ I @ I @ @ I @ I 6t I 9, le:t8't 1e:,8', In'oe: 9 I
@ @ I @ I @ I @ @ @ I L9 I LC: 198L' t 198L', 1 9L' 6C: t
@ @ I @ I @ I @ @ @ I L9 I LC: 16SL', 16SL' t I SC:' 6C: t
@ @ I @ I @ I @ @ @ I L9 LC: Ite:L', I,€L', ISL'8C: t I
@ @ I @ I @ 1 @ @ @ I L9 L<: 1 vOL', I vOL', I 9C:' 8C: v
@ @ I @ I @ I @ @ @ 1 L9 LC: 19L9' t 19L9', I 9L 'z.c: V
@ @ I @ I @ I @ @ @ 1 L9 LC: 16t9' t 16v9', I 9C:' LC: t
@ @ I @ I @ I @ @ @ 1 L9 LC: 1C:<:9', 1C:C:9', 19L'ge: t I
@ @ I @ I @ 1 @ @ @ 1 L9 LC: It69', It69', 19c:'ge: v
@ @ I @ I @ 1 @ @ @ 1 L9 Lc: IL99't IL99't 19L'9C: t
@ @J 1 @ 1 @ 1 @ @J @ 1 L9 LC: 16e:9', 16e:9' t I SC:' 9C: t I
@ @ I @ I @ 1 @ @ @ 1 C:9 t(: In9', Ins', ISL'tc: e:
@ @ I @ I @ 1 9 @ @ 1 C:9 ,C: Ie:at', Ie:at', In'tc: e:
@ @ I @ 1 @ I @ @ @ I C:9 ,C: ItSt', Iv9t't 19L'e:c: e:
@ @ 1 @ 1 @ I @ @ @ I C:9 ,C: 19c:t', Int't 19c:'e:c: e: I
._--~-+------+-----+------+------+-----+------+------+------+------+------+----
io.r.o'q"o!lloIJ.'q"~ I p 10I.r.'q"~ I(H/a)1 N I (ill) I(H/a)I(;s=\.) I (;s=\.) I (H) l'oN
;.r.3o!l'q"slsS3~.r.sl ~ ISS3~.r.sI09(tN) I 0 I~ I N ISS3~.r.slsS3~.r.sIH.r.d3a I~IOS I
anbI~I'onaNII I 'anbI~1 '~~oo I I a'=\.sal a~alo!ll 'o!lo!l3 I~'q".r.o.r. I 'O~'q"o I
c: 3~'q"d ~~~~~~-[~;~~]-;~~~~~-~~;-~~~~ I
-----------------------------
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1 CALC. I TOTAL 1 EFF. IFIELD IEst.D I I CORR. ILIQUE. 1 IINDUC.ILIQUE
SOILI DEPTH 1 STRESS 1 STRESS I N 1 rl C 1 {N1)60ISTRESSI r I STRESS I SAFET'
NO.1 (ft) 1 (tsf) I (tsf) I (B/tt) 1 (%) I N I (Bitt) 1 RATIO 1 d 1 RATIO 1 FACTO)
----+------+------+------+------+------+-----+------+------+-----+------+------
8 I 49,75 3,0001 2.5391 27 1 60 0,6651 22,4
9 I 50,25 3,0331 2.5571 26 1 57 0.5471 17.8
9 I 50,75 3,0671 2.5751 26 1 57 0.5471 17.8
9 I 51.25 3.1001 2,5931 26 I 57 0.5471 17.8
9 I 51,75 3,1341 2.6121 26 I 57 0,547 17.8
9 1 52.25 3,1681 2,6301 26 1 57 0,547 17,8
9 I 52,75 3,2021 2.6481 26 I 57 0,547 17.8
9 1 53.25 3.2351 2.6661 26 1 57 0,547 17,8
9 1 53,75 3.2691 2.6841 26 1 57 0.547 17,8
9 1 54.25 3.3031 2.7021 26 1 57 0,547 17,8
9 1 54.75 3.3371 2.7201 26 1 57 0.547 17.8
9 1 55.25 3.3701 2.7391 26 I 57 0.547 17,8
9 1 55.75 3.4041 2.7571 26 1 57 0.547 17.8
9 I 56.25 3.4381 2.7751 26 I 57 0.547 17.8
9 1 56.75 3.4721 2,7931 26 1 57 0.547 17,8
9 1 57,25 3.5051 2.8111 26 I 57 0,547 17.8
9 1 57.75 3.5391 2.8291 26 1 57 0,547 17,8
9 1 58.25 3.5731 2.8481 26 1 57 0,547 17.8
9158.75 3.60712.8661 26 1 57 0,547117.8
9159.25 3.6401 2,8841 26 1 57 0.5471 17.8
9 1 59.751 3,6741 2.9021 26 1 57 10,5471 17.8
----------------------------------------------------
0.23010.7551 0.2731 0,84
0.17910.7501 0,2721 0.66
0.17910,7451 0.2711 0,66
0.17910,7411 0.271 0,66
0.17810.7361 0,270 0,66
0,17810,7311 0,269 0,66
0,17810.7261 0,268 0,66
0.17810,7221 0,268 0.66
0,17710.7171 0,267 0.67
0,17710.7121 0.266 0.67
0.17710.7071 0.265 0.67
0.17710.7031 0,264 0.67
0.17610,6981 0.263 0,67
0.17610.6941 0.263 0.67
0.17610,6891'0.262 0,67
0,17610,6841 0.261 0.67
0.17510.6801 0,260 0,68
0.17510.6751 0.259 0,68
0.17510.6711 0.258 0.68
0.17510.6661 0,257 0,68
0,17410.6611 0.2561 0.68
-------------------------.
\'1~
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I LIQUEFACTION CALCULATION NAME: PRESLEY-OLD VAIL RANCH; WHITTER-ELSINORE
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*******************
*
*
* L I QUE F Y 2 *
* *
*******************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 994-SD
DATE: Wednesday, August 2, 1989
JOB NAME: PRESLEY-OLD VAIL RANCH
SOIL-PROFILE NAME: 994-C4
GROUND WATER DEPTH:
35.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 7.50
SITE PEAK GROUND ACCELERATION:
0.470 9
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT
LENGTH OF DRIVE RODS
NOTE:
Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1982),
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@ @ @ @ @ @ @ I 9S I v8 IS98'O IS98'O 19L'9 I t I
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@ @ @ @ @) @ @ I 9S 1 v8 196C:'O 196C:'O 19L'v I t
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@ @ @ I @ @ @ @ I 9S I v8 ItLt'O ItLt'O 19L'<: I t
@ @ @ I @ @) @ I @ 1 9S I V8 10vt'O 10vt'O 19<:'<: I t I
@ @ @ 1 @ @ @ 1 @ I ss I v8 160t.0 160t'O ISL't I t
@ @ @ I @ @ @ I @ I SB I 78 IBLO'O IBLO'O Ig<:'t I t
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@ @ @ I @ I @ @ I @ I 9S I 78 19tO'O 19tO'O Isc:'o I t
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3
I CALC. I TOTAL I EFF. IFIELD IEst.D I I CORR.ILIQUE. I IINDUC,ILIQUE
SOILI DEPTH I STRESS I STRESS 1 N I rl C I (N1)60ISTRESSI r 1 STRESS I SAFET'
NO.1 (ft) 1 (tsf) I (tsf) I (B/ft) I (%) I N 1 (B/ft) 1 RATIO 1 d I RATIOIFACTO)
----+------+------+------+------+------+-----+------+------+-----+------+-----.
8 49,7513.19112.7311 26 I 57 0.559118.210.1800.75510,27010.67
8 50,251 3,2271 2.7511 26 I 57 0,5591 18,2 I 0,180 0.7501 0.2691 0.67
8 50,751 3.2621 2.7711 26 I 57 0,5591 18.2 1 0.180 0.7451 0.2681 0.67
8 51.2513.2981 2.7911 26 1 57 0,5591 18.2 10.1800,74110.26710.67
8 51.751 3,3341 2.8111 26 1 57 0.5591 18.2 1 0.179 0,7361 0.2671 0.67
8 52.2513,36912,8311 26 I 57 0,5591 18,2 I 0.179 0,73110,26610,67
9 52.7513,40512,8511 35 1 63 0.589125.8 I 0.279 0.72610,2651 1.05
9 53,251 3,4401 2,8711 35 I 63 0,5891 25,8 I 0,279 0,7221 0.2641 1.06
9 53,751 3.4761 2.8911 35 1 63 0.5891 25.8 1 0.278 0.7171 0.2631 1.06
9 54,2513.51212.9111 35 1 63 0.589125.8 I 0,2780,71210.26211.06
9 54.7513.54712,9311 35 1 63 0.589125,8 I 0.277 0.70710.2621 1.06
9 55,2513.58312.9511 35 1 63 0.589125.8 I 0.277 0.70310.26111.06
9 55.751 3.6191 2.9711 35 I 63 0.5891 25.8 I 0,277 0.6981 0.2601 1.07
9 56.2513.65412.9911 35 I 63 10,589125.8 I 0,2760.69410.25911.07
9 56.7513.69013.0111 35 1 63 10.589125.8 I 0.27610.6891.0.25811.07
9 57.251 3.7251 3.0311 35 1 63 10.5891 25.8 1 0,27510.6841 0.2571 1.07
9 57.7513.7611 3.0511 35 I 63 10.589125.8 I 0,27510,6801 0.2561 1.07
9 58.2513.79713.0711 35 I 63 10.5891 25.8 I 0,27410.6751 0.2551 1.08
9 58.751 3.8321 3.0911 35 I 63 10.5891 25.8 1 0.27410.6711 0.2541 1.0e
9 59.2513.86813.1111 35 I 63 10.589125.8 I 0,27410.6661 0.25311.08
9 59.751 3.9041 3.1311 35 I 63 10,5891 25.8 1 0.27310.6611 0,2521 1,08
9 60.2513.9391 3.1511 35 I 63 10.589125.8 1 0.27310.6571 0.2511 1.09
9 60,7513,9751 3.1711 35 1 63 10.5891 25,8 I 0,27210,6541 0,2501 1.09
9 61.2514.0101 3.1911 35 I 63 10,589125.8 I 0.27210.6501 0,2501 1.09
9 61.751 4,0461 3.2121 35 I 63 10,5891 25.8 I 0.27110,6461 0,2491 1,09
9 62.251 4.0821 3,2321 35 I 63 10.5891 25.8 I 0.27110.6431 0.2481 1.09
------------------------------------------------------------------------------
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*******************
*
*
* L I QUE F Y 2 *
* *
*******************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 994-SD
DATE: Wednesday, August 2, 1989
JOB NAME: PRESLEY-OLD VAIL RANCH
LIQUEFACTION CALCULATION NAME: PRESLEY-OLD VAIL RANCH; WHITTER-ELSINORE
SOIL-PROFILE NAME: 994-C5
GROUND WATER DEPTH: 45.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 7.50
SITE PEAK GROUND ACCELERATION: 0,470 g
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT LENGTH OF DRIVE RODS
NOTE: Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1962).
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@ @ I @ @ @ @ @ 1 91' 9t (;(;S'(; e;(;s'(; SL'U S
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@ @ @ @ @ @ I @ 1 9t 9, B9t'~ 89t'e; SL'Ot I S I
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@ @ @ @ @ @ @ I ,9 Le; ItO€'(; t08'~ SL'L€ I t
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.-----+------+-----+------+------+-----+------+------+------+------+------+----
fO~OVdloI~VN I P 10I~VN I (~J/a) I N I (%) I (H/a) I (Js~) I (Js~) I (H) I'ON I
;~:MVS I SS~H~S I .1 I SS~H~S I 09 (,N) I 0 1.1 I N ISS~H~slss~H~sIH~d~a I~IOS
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1
-----------------------------
Seed and Others [1985] Method PAGE 3
I -----------------------------
I I CALC. I TOTAL I EFF. fFIELD IEst.D I 1 CORR. I LIQUE. I I INDUC. 1 LIQUE
SOILI DEPTHISTRESSISTRESSI N I rl C 1 (N1) 60 I STRESS 1 r 1 STRESS I SAFET'
NO,I (ft) 1 (tsf) I (tsf) I (B/ft) I (%) 1 N I (B/ft) 1 RATIO I d I RATIO I FACTO'
I ----+------+------+------+------+------+-----+------+------+-----+------+-----.
6 49.751 2.9751 2.8271 22 52 0,5561 15,3 0,151 0.755 0.243 0.62
7 50,251 3,0061 2.8421 29 59 0.5361 19.4 0.191 0.750 0.242 0,79
7 50.751 3.0391 2.8591 29 59 0.5361 19.4 0.191 0.745 0.242 0,79
I 7 51. 251 3,0711 2.8761 29 59 0.5361 19.4 0.191 0.741 0.242 0.79
7 51. 751 3.1041 2.8931 29 59 0.5361 19.4 0,191 0,736 0.241 0,79
7 52.251 3.1361 2,9101 29 59 0.5361 19.4 0.190 0.731 0.241 0.79
I 7 52.751 3.1691 2.9271 29 59 0.5361 19,4 0.190 0.726 0,240 0.79
7 53.251 3.2011 2.9441 29 59 0.5361 19,4 0.190 0.722 0.240 0.79
7 53.751 3.2341 2,9611 29 59 0.5361 19.4 0,190 0,717 0.239 0.79
I 7 54,251 3.2661 2.9771 29 59 0,5361 19,4 0,189 0,712 0.239 0.79
7 54.751 3.2991 2.9941 29 59 0.5361 19.4 0.189 0.707 0,238 0.79
8 55.251 3.3311 3.0111 27 56 0.5181 17,5 0.170 0.703 0.238 0.72
8 55.751 3,3641 3.0291 27 56 10.5181 17,5 0.170 0.698 0.2371 0.72
I 8 56.251 3.3971 3.0461 27 56 10.5181 17.5 0.169 0.6941 0.2361 0.72
8 56.751 3.4301 3,0631 27 56 10.5181 17.5 0.169 0.6891 0.2361 0,72
8 57.251 3.4631 3.0801 27 56 0,5181 17.5 0.169 0.6841 0.2351 0.72
I 8 57.751 3.4951 3,0981 27 56 0.5181 17.5 0.169 0.6801 0.2341 0,72
8 58,251 3.5281 3.1151 27 56 0,5181 17,5 0,168 0.6751 0,2341 0,72
8 58.751 3.5611 3.1321 27 56 0.5181 17.5 0.168 0.6711 0.2331 0.72
8 59.251 3.5941 3.1491 27 56 0.5181 17.5 0.168 0.6661 0.2321 0.72
I 8 59,751 3,6271 3.1661 27 56 0.5181 17.5 0.168 0,6611 0.2311 0.73
9 60.251 3.6601 3,1841 26 55 0.5181 16.8 0.161 0.6571 0,2311.0.70
9 60.751 3.6941 3.2021 26 55 0.5181 16.8 0.161 0.6541 0.2301 0.70
I 9 61.251 3.7271 3.2201 26 55 0.518 16,8 0,161 0,6501 0.2301 0.70
9 61. 751 3.7611 3.2391 26 55 0.518 16.8 0.161 0.6461 0.2291 0.70
9 62.251 3.7951 3.2571 26 55 0.518 16.8 0.160 0,6431 0,229 0.70
I 9 62.751 3.8291 3.2751 26 55 0.518 16.8 0.160 0.6391 0.228 0.70
9 63,251 3,8621 3,2931 26 55 0.518 16.8 0.160 0,6351 0.228 0.70
9 63.751 3,8961 3.3111 26 55 0,518 16,8 0,160 0,6321 0.227 0,70
9 64.251 3.9301 3.3291 26 55 0,518 16,8 0,15910.6281 0.227 0.70
I 9 64.751 3.9641 3.3471 26 55 0,518 16,8 0.15910.6241 0.226 0.71
9 65.251 3,9971 3,3661 26 55 0,518 16,8 0,15910.6211 0.225 0.71
9 65,751 4.0311 3.3841 26 55 0.518 16.8 0.15910,6181 0.225 0.71
I 9 66,251 4.0651 3,4021 26 55 0,518 16,8 0,15910,6151 0.225 0,71
9 66.751 4.0991 3.4201 26 55 0.518 16.8 0.15810.6121 0,224 0.71
9 67.251 4,1321 3,4381 26 55 0,518 16,8 1 0,15810.6091 0,224 0,71
I 9 67.751 4.1661 3.4561 26 55 0.518 16.8 I 0.15810,6061 0.223 0.71
9 68.251 4.2001 3.4751 26 55 10.518 16.8 I 0.15810.6031 0,223 0.71
9 68.751 4,2341 3.4931 26 55 10.518 16,8 I 0.15710,6001 0,222 0,71
9 69.251 4.2671 3.5111 26 55 10.518 16.8 I 0.15710.5971 0.2221 0.71
I 9 69.751 4,3011 3.5291 26 55 10.518 16.8 1 0.15710,5951 0,2211 0.71
-------------------------------- ---------------------------------------------
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*******************
.
.
. L I QUE F Y 2 ·
. .
*******************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 994-SD
DATE: Wednesday, August 2, 1989
JOB NAME: PRESLEY-OLD VAIL RANCH
LIQUEFACTION CALCULATION NAME: PRESLEY-OLD VAIL RANCH; WHITTER-ELSINORE
SOIL-PROFILE NAME: 994-C6
GROUND WATER DEPTH: 45.0 ft
DESIGN EARTHQUAKE MAGNITUDE: 7.50
SITE PEAK GROUND ACCELERATION: 0.470 g
K sigma BOUND: M
rd BOUND: M
N60 CORRECTION: 1.25
FIELD SPT N-VALUES < 10 FT DEEP ARE CORRECTED FOR SHORT LENGTH OF DRIVE RODS
NOTE: Relative density values listed below are estimated using equations of
Giuliani and Nicoll (1962).
\~1
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Z :3:DVd poq~aw [S86,] sJ:aq~o pue paas
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Seed and Others [1985J Method PAGE 3
I -----------------------------
I 1 CALC. 1 TOTAL 1 EFF. IFIELD IEst.D 1 I CORR.ILIQUE.1 1 INDUC. I LIQUE.
SOILI DEPTH 1 STRESS I STRESS I N 1 rl C I (N1) 60 I STRESS I r I STRESS I SAFET'~
NO.1 (ft) I (tsf) I (tsf) 1 (B/ft) 1 (%) 1 N I (B/ft) I RATIO I d 1 RATIO 1 FACTOl
I ----+------+------+------+------+------+-----+------+------+-----+------+------
6 49.751 3.1041 2,9561 25 55 0,531 16.6 0,18310,755 0.2421 0.75
6 50.251 3.1401 2,9761 25 55 0,531 16.6 0.18210,750 0.2421 0,75
6 50.751 3.1751 2.9961 25 55 0.531 16,6 0,18210.745 0.2411 0,75
I 6 51.251 3.2111 3.0161 25 55 0,531 16.6 0.18210,741 0.2411 0,75
6 51.751 3.2471 3.0361 25 55 0,531 16.6 0.18110,736 0,2401 0.75
6 52,25 3.2821 3.0561 25 55 0,531 16.6 0.18110.731 0,2401 0.76
I 7 52,75 3,3181 3.0761 18 45 0.511 11.5 0,11110.726 0.2391 0.46
7 53.25 3.3531 3.0961 18 45 0,511 11.5 0.11110,722 0.2391 0.47
7 53.75 3,3881 3.1151 18 45 0.511 11.5 0,11110.717 0.2381 0.47
I 7 54.25 3.4241 3,1351 18 45 0,511 11.5 0.11110.712 0.2381 0.47
7 54.75 3.4591 3.1551 18 45 0.511 11.5 0.11010.707 0.2371 0,47
7 55.25 3.4941 3.1741 18 45 0.511 11. 5 0,11010.703 0.2361 0.47
7 55.75 3.5291 3.1941 18 45 0.511 11. 5 0.11010.6981 0.2361 0.47
I 7 56.25 3.5651 3.2141 18 45 0.511 11. 5 0,11010.6941 0.2351 0.47
7 56.75 3.6001 3.2331 18 45 0.511 11. 5 0.110 0,6891'0,2341 0,47
7 57.25 3.6351 3.2531 18 45 0.511 11. 5 0,110 0,6841 0.2341 0.47
I 8 57.75 . 3.6711 3.2731 26 54 10,4921 16.0 0.152 0.6801 0.2331 0.65
8 58.251 3.7061 3.2931 26 54 10,4921 16.0 0,152 0,6751 0.2321 0.66
8 58.751 3.7421 3.3131 26 54 10.4921 16,0 0,152 0.6711 0.2311 0.66
8 59.251 3.7771 3.3331 26 54 10.4921 16.0 0.152 0.6661 0.2311 0.66
I 8 59.751 3.8131 3.3531 26 54 10.4921 16,0 0.151 0.6611 0,2301 0.66
8 60.251 3.8491 3.3731 26 54 10.4921 16.0 0.151 0.6571 0.2291,0.66
8 60.751 3.8841 3.3931 26 54 10.4921 16.0 0.151 0.6541 0.2291 0.66
I 8 61. 251 3.9201 3.4131 26 54 10.4921 16.0 0.151 0.6501 0.2281 0.66
8 61. 751 3.9561 3.4331 26 54 0.4921 16.0 0.150 0,6461 0.2281 0.66
8 62.251 3.9911 3.4531 26 54 0.4921 16,0 0.150 0,6431 0.2271 0,66
I 9 62.75 4,0271 3.4731 35 60 0,4631 20,3 0.194 0,6391 0.2261 0,86
9 63.25 4.0621 3.4931 35 60 0.4631 20.3 0.194 0,6351 0.2261 0,86
9 63.75 4.098 3.5131 35 60 0,463 20,3 0.193 0.6321 0.2251 0.86
9 64.25 4.134 3.5331 35 60 0.463 20,3 0.193 0.6281 0.2251 0,86
I 9 64.75 4.169 3,5531 35 60 0.463 20.3 0,193 0.6241 0.2241 0.86
9 65.25 4.205 3.5731 35 60 0.463 20,3 0,192 0.621 0,2231 0.86
9 65.75 4.241 3.5931 35 60 0.463 20.3 0,192 0,618 0.2231 0.86
I 9 66.25 4.276 3.6131 35 60 0,463 20.3 0.192 0,615 0,2221 0.86
9 66,75 4.312 3,6331 35 60 0.463 20.3 0,191 0.612 0.2221 0.86
9 67.25 4,347 3.6531 35 60 0,463 20.3 0.191 0,609 0.2221 0.86
I 9 67,75 4.383 3.6731 35 60 0.463 20.3 0,191 0.606 0.2211 0,86
9 68.25 4.419 3.6931 35 60 0,463 20.3 0,190 0.603 0.2211 0.86
9 68,75 4,454 3.7131 35 60 0.463 20,3 0,190 0.600 0,2201 0.86
9 69,25 4,490 3.7331 35 60 0.463 20.3 0,190 0,597 0.2201 0.86
I 9 69.75 4,526 3,7531 35 60 10.4631 20,3 0.189 0.595 0,2191 0.87
9 70.25 4.561 3.7731 35 60 10.4631 20.3 0,189 0,592 0.2191 0.87
9 70.75 4,597 3,7931 35 60 10,4631 20.3 0.189 0,589 0.2181 0.87
I 9 71.251 4.632 3.8131 35 60 10.4631 20,3 0.188 0,587 0.2181 0,87
9 71.751 4.668 3,8341 35 60 10.4631 20.3 0.18810.584 0.2171 0.87
9 72.251 4.7041 3.8541 35 60 10.4631 20.3 0.18810,582 0.2171 0.87
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