HomeMy WebLinkAboutCT 01-01; CALAVERA HILLS VILLAGE L2; INTERIM REPORT OF GEOTECH VILLAGE E;Ij
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C-
JKEERIM REPCKT OF
GBOTEXIINICAL INVESTIGflTION
CAEAVE31A HEIOHS VILLfiGE H
FTM AVENUE AND VICTCmA AVENUE
CARLSBAD, CfiLlPUKNIA
PREPARED FOR:
Lyon (jomnunities, Incorporated
4330 La Jolla Village Drive, Suite 130
San Diego, Califomia 92122
PREPARED BY:
Southern Cidifornia Soil & Testing, Inc.
Post Office Box 20627
6280 Riverdale Street
San Dieoo, Califomia 92120
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SOUTHERN CALIFORNIA SOIU AND TESTING. INC.
S280 RIVERDALE ST. SAN OIEGG. CALIF. 92,20 • TELE2aO-«2, • P.O. BOX 2D627 SAN DIEGO. CALir. 92,20
6 , B CNTERPR.SE: ST. e s c o N o , o o. c * . , r. , z o » s • TELE , ^ e - a 5 . -
June 21, 1990
Lyon Coninanities, Incorporated
4330 La Jolla Village Drive
Suite 130
San Diego, Califomia 92122
ATTENTION: Mr. George Haviar
SCS&T 9021055
Report No. 1
SUBJECTT:
Gentlemen:
Interim Report of Geoteclmical Investigation, Calavera Heights
Village H, Elm Avenue and Victoria Avenue, Carlsbad, Califomia.
In accordance with your request, we have conpleted an interim geotechnical
investigation for the subject project. We are presenting herewith our
findings and recatirendations.
In general, we found the site suitable for the proposed developnent provided
the reconnEndations presented in the attached report are followed.
If you have any questions after reviewing the contents contained in the
attached report, please do not hesitate to contact this office. This
opportunity to be of professional service is sincerely appreciated.
Respectfully submitted
Daniel
IL & TESTING, INC
.er, R.C.E. #36037
DBA:JFH:KAR:inw
cc: (2) Subndtted
(4) Iftinsaker and Associates
(1) SCS&T, Escondido
SOUTHERN CALIFORNIA SOIL AND TESTING, INC
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TWSLE CF CCNTENTS
Introduction and Project Description 1
Project Scope ^
Findings
Site Description
General Geology and Subsurface Conditions 4
Geologic Setting and Soil I^escription 4
Santiago Formation (Ts) 4
Terrace Deposits (Qt) 4
AlluviunvColluvium (Qyal/Qcol) 5
Artificial Fill (Qaf) 5
Tectonic Setting 6
Geologic Hazards ^
Groundshaking ^
Slope Stability "7
(Groundwater 8
Conclusions and Recommendations 8
GsTvsral ^
Grading ^
Site Preparation 9
Select Grading 9
CXit/Fill Transition 10
Inported Fill 10
Berthing and Keying 10
Slope Construction 10
Surface Drainage 11
Subdrains H
Earthwork H
Slope Stability H
(jeneral H
Conputer Slope Stability Analysis 12
Shear Key 12
Foundations 13
General 13
Reinforcenent 13
Interior Concrete Slabs-on-Grade 13
Exterior Concrete Slabs-on-Grade 14
Special Lots 14
E3q>ansive Characteristics 14
Settlement Characteristics 15
Foundation Plan Review 15
(Srading Plan Review 15
Earth Retmning Walls 15
Passive Pressure 15
Active Pressure 15
Backfill 16
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TABLE OF CONTEMTS (Continued)
Factor of Safety 16
Limitations 16
Review, Observation and Testing 16
Uniformity of Conditions 17
Change in Scope 17
Time Limitations 17
Professional Standard 18
Client' s Responsibility 18
Field Explorations 18
Laboratory Testing 19
MTftCHMENTS
TM3LE
Table I The Maximum Bedrock Accelerations, Page 7
FIGURE
Figure 1 Site Vicinity Map, Follows Page 1
VLfOES
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I Plates lA-lB-lC Site Plans
I Plate ID Cross Section and IDetails
Plate 2 Unified Soil Classification Chart I Plates 3-10 Boring Logs
Plates 11-47 Trench Logs
Plates 48-49 Boring Logs Performed by Geocon, Inc.
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Plate 50 Grain Size Distribution
Plate 51 Conpaction Test Results
Expansion Test Results
•I Plates 52-55 Direct Shear Sunmary
^ Plate 56 Canyon Subdrain Detail
_ Plate 57 Slope Stability Calculations
11 Plate 58 Weakened Plane Joint Detail
Plate 59 Retaining Wall Subdrain Detail APPENDICES
A - Recomtnended Grading Specification and Special Provisions
B - Slope Stability Analysis
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SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
62BD RIVERDALE ST. SAN DIEGD. CAUF. 92,20 • TELE 280-4321 • P.O. 8DX 20627 SAN DIEGD. CALIF. 92,20
67B ENTERPR.SE ST. ESCONDIDO. CAL.F. 92025 • TELE
nUERIM REPORT QF GBOrBCHNICAL INVESTIGATION
CAIAVERA HEIQirS VILLAGE H
ELM AVENUE AND VICTORIA AVENUE
CaRLiSBAD, CALIFORNIA
lOTRDDUCTICN A^D PRDOBCT EmnUPTICN
This report presents the results of our interim report of the geotechnical
investigation for Calavera Heights, Village H, located at the intersection
of Elm Avenue and Victoria Avenue, in the City of Carlsbad, Califomia. The
site location is llustrated on the following Figure Number 1.
It is our understanding that the proposed development will consist of a 13
lot residential subdivision with associated paved streets to be located at
the southem portion of the site. The ranainder of the site will be left
undisturbed with the exception of grading associated with the widening of
Elm Avenue. The proposed lots will receive custom homes. It is anticipated
that the structures will be one and/or two stories high and of wood frame
construction. Shallow foundations and conventional slab-on-grade floor
systems are proposed. Grading will consist of cuts and fills up to
approximately 25 feet and 30 feet deep, respectively. Fill slopes up to
approximately 80 feet and cut slopes up to approximately 30 feet high at a
2:1 (horizontal to vertical) are also anticipated. Retaining walls up to 12
feet in height are proposed.
• j Tto assist with the preparation of this report, >e were provided with a
I toitative grading plan prepared by Hunsaker and Associates dated March 5,
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
SOUTHIRN CALIFORNIA
SOiL A TMTINQ.INC.
CALAVERAS HEIGHTS VMJJVGE H
BV: DBA/WDW
JOB WUMBgW: 9021055
DATt: 6-21-90
FIGURE #1
SCS&T 9021055 June 21, 1990 Page 2
1990. In addition we reviewed our Slope Stability and Remedial Grading
RecomtEndations, Elm Avenue Extension, Village I," dated November 8, 1983,
our "Buttress Recommendations for Proposed Cut Slope, Calavera Hills,
Village I," dated November 3, 1983 and our Supplementary Geotechnical
Investigation, Calavera Hills Subdivision,' dated July 29, 1983. The site
configuration, topography and approximate locations of the subsurface
e^qjlorations are shown on Plates Number lA, IB and IC.
PROJECT SCOPE
1} This interim report is based on the review of the aforementioned reports for
the si±>ject subdivision. A site specific report will be prepared at a later
ll date when further field investigation and analysis of laboratory data has
I been completed. For the purpose of this report appropriate field
|L investigation and laboratory test data '^s extracted from the previously
l| nentioned reports. More specifically, the intent of this study was to:
Ij a) {Describe the sxibsurface conditions to the depths influenced by the
proposed construction.
b) The laboratory testing performed in the referenced report was used
to evaluate the pertinent engineering properties, including
bearing capacities, expansive characteristics and settlement
potential, of the anticipated materials which will influence the
development of the proposed subject site.
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c) Define the general geology at the site including possible geologic
hazards which could have an effect on the site development.
d) Develop soil engineering criteria for site grading and provide
, . . 1. ...1 _j._J-J1.-i... _£ 1 fitl I reccnnendations regarding the stability of proposed cut and fill
I slopes.
Ij e) Address potential construction difficulties and provide
reconnendations corxreming these problems.
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SCS&T 9021055 June 21, 1990 Page 3
f) Reconnend an appropriate foundation system for the type of
structures anticipated and develop soil engineering design
criteria for the recommended foundation design.
FINDINGS
SITE CESCRIPTICN
The subject site is an irregular shaped parcel of land located within the
Calavera Heights Subdivision in Carlsbad, Califomia. The site, designated
as Village "H", covers approximately 65 acres and is primarily bounded on
the north by imdeveloped land, on the west by residential property, on the
east by Tamarack Avenue, undeveloped land and residential property and on
the south by a sewer treatment plant and undeveloped land. Topographically,
the southern portion of the site is comprised of a large, north-south
trending canyon with eastem and westem facing, steep-sided slopes along
the westem and eastem property boundaries, respectively. The northem
three-fourths of the site is conprised of a large, northeastem facing
hillside with the eastem property boundary being along the bottom of a
large, northwestem-southeastem trending canyon. The slopes range up to
approximately 160 feet in height. The natural slope inclinations are
typically on the order of 3 to 1 (horizontal to vertical) or flatter. The
inclination of the cut slopes, located on the southwestem portion of the
site, appear to be approximately 2 to 1 (horizontal to vertical). Drainage
is acconplished via sheetflow and the veil incised drainage svales tov«rd
ths two aforenentioned large canyons. The southem and northem canyons
drain in those respective directions. Vegetation consists of large
eucalyptus trees, native chapaixal, shrubs and grasses.
Portions of the site have existing improvements. On the southern and
southeastem portions asphalt covered parking and storage areas exist. Elm
Avenue and ths associated inprovements traverse the northem three-fourths
of the site. In addition, it appears that previous grading activities have
resiiLted in areas of cuts and fills on the site.
SCS&T 9021055 June 21, 1990 Page 4
CTNERAL GBOLDGy AND SUBSURFACE CCMDITICNS
(SXMXnC SETTING AND SOIL DESCRIPTION: The subject site is located near the
boundary between the Coastal Plains and the Foothills Physiographic
Provinces and is underlain by Tertiary-age sediments, Quatemary-age terrace
deposits, alluvium/colluvium, associated residuimi and artificial fill.
SANTIAGO FORMATION (Ts): The Tertiary materials of the Santiago
Formation are the oldest materials encountered during the investigation
for the referenced reports. The Santiago Formation consists of
interbedded marine sediments which range from silty sandstone to clayey
sandstone and clayey siltstone to silty claystone. The upper two to
seven feet of these formational materials are typically fractured and
highly weathered. A relatively thin (less than one foot and ccmtDnly
_ less than one inch) layer of apparently remolded clay was encountered in
I Boring Number B-l (Job Number 14112, dated October 20, 1983) and
reported in the referenced report dated November 3, 1983. This layer has
|| relatively low strength parameters and will require special
' consideration as described in the engineering section of this report. In
II general, t±e claystones encoimtered within this formation have been
associated with slope stability problems and may require special grading
consideration if deep and/or steep cut slopes are proposed in the
Santiago Formation.
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TERRACE DEPOSITS (Qt): An isolated area of Quatemary-age terrace
deposits was observed (Trench Number TI-57 dated July 11, 1983). The
terrace deposits overlie the Santiago Formation and consist of
approxinately t^o feet of medium dense to dense, reddish brown gravelley
sand and sandy coHale conglomerate. Other areas may be underlain by
terrace deposits of varying thickness. It is anticipated that if other
areas are encountered they wilJ. typically consist of the same types of
soils and will be less than ten feet thick.
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SCS&T 9021055 June 21, 1990 Page 5
ALLUVIUH/COLLUVIUM (Qyal/Qcol): Younger alluvial materials (Qyal)
consisting of loose deposits of clay, silt and sand are present in the
smaller drainage swales as veil as in the large drainage canyons. These
deposits are anticipated to range in thickness from less than a foot to
over ten feet. In addition, colluvial deposits (Qcol) are anticipated to
exist as isolated areas on the lower and flatter slopes. These deposits
consist of a few feet of loose sands, silts and clays derived frcm the
Santiago Formation. Due to their ubiquitous occurrence, the
alluvium/colluvium are not delineated on the geologic map except in the
larger drainage canyons. These deposits will require remedial grading.
ARTIFICIAL FTTJ. (Qaf): The subsurface explorations performed for the
referenced reports were done prior to the existing iirprovsments on and
adjacent to Village H. No fill soils were encountered in the referenced
investigations, however previous grading activities appear to have
resulted in cuts and fills on-site. The areas where artificial fills
appear to exist on-site are shown on Plate Numbers IB and IC.
The artificial fills on the southem portion of the site appear to be
associated with the asphalt covered storage areas and associated
inprovenents. These fills are anticipated to be engineered and conpacted
fill soils. The fill slopes innediately adjacent to the length of Elm
Avenue are associated with the construction of Elm Avenue. This
conpacted fill was placed under the observation and testing of a
geotechnical firm other than Southem Califomia Soil and Testing, Inc.
and we do not have knowledge of the conditions of the fill soils
associated with the construction of Elm Avenue. In addition, two areas
on-site appear to be underlain by fill soils or have possibly undergone
some type of grading activity. These two areas are innediately north and
soutJi of Elm Avenue, in the vicinity of the boundaries between Villages
J, G and H. The supposition that these areas have received previous
grading activities and may be underlain by fill is based on a visual
reconnaissance only. The approximate areas of these two areas of fill
(Qaf?) are indicated on Plates Nunfcer IB and IC. If no documentation can
136 located pertaining to these areas of supposed fill, they should be
considered unsuitable for developnent in their present condition.
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SCS&T 9021055 June 21, 1990 Page 6
TBCTCNIC SETTING: A few small, apparently inactive faults have been mapped
previously within the vicinity of the site and evidence of faulting was
noted in our exploratory Trench Nimiber T5 of the referenced report dated
Novenfcer 8, 1983. This small, apparently inactive fault displaces Tertiary-
age materials but not Quatemary-age materials. It is possible that future
grading operations at the site may reveal more of these faults. Due to their
status of activity and geometry, these small faults should be only of minor
consequence to the project.
It should also be noted that several prominent fractures and joints are
present within the vicinity of the site. These are probably related, at
least in part, to the stirong tectonic forces that dominate the Southern
Califomia region. These features are usually near-'.'ertical and strike in
both a general northwesterly direction (subparallel to the regional
structural trend) and in a general northeasterly direction (subperpendicular
to the regional structural trend). All cut slopes should be inspected by a
qualified geologist to assess the presence of adverse jointing conditions in
the final slopes.
In addition, it should be recognized t±at much of Southem Califomia, is
characterized by major, active fault zones that could possibly affect the
subject site. The nearest of the-se is the Elsinore Fault Zone, located
approxinately 20 miles to the northeast. It should also be noted that the
possible off-shore extension of the Rose Canyon Fault Zone is located
approxinately eight miles west of the site. The Rose Canyon Fault Zone
conprises a series of northwest trending faults that could possibly be
classified as active based on recent geologic studies. It is anticipated
that the Rose Clanyon Fault Zone will be classified as active in the near
future. Recent seismic events along a small portion of the Rose Canyon Fault
Zone have generated earthquakes of 4.0 or less magnitude. Other active fault
zones in t±e region that could poss.lbly affect the site include t±.e Coronado
Banks and San Clenente Fault Zones to the west, the Agua Bianca and San
Miguel Fault Zones to the south, and the Elsinore and San Jacinto Fault
Zones to the northeast.
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JCS&T 9021055 June 21, 1990 Page 7
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.GBODDGIC HAZARDS: The site is located in an area which is relatively free of
;x)tential geologic hazards. Hazards such as tsunamis, seiches and
liquefaction, should be considered negligible or nonexistent.
IsOUNDSHAKING:
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One of the vcost likely geologic hazards to affect the site
is groundshaking as a result of movement along one of the major, active
'[fault zones nentioned above. The maximum bedrock accelerations that would
—be attributed to a maximum probable earthquake occurring along the nearest
•portion of selected fault zones that could affect the site are sunmarized in
the following Table I.
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ault Zone Distance
Maximum Probable
Earthauake
Bedrock Design
Arceleration Acceleration
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se Canyon
Elsinore
^oronado Banks
San Jacinto
8 miles
20 miles
24 miles
43 miles
6.5 magnitude
7.3 nagnitude
7.0 nagnitude
7.8 nagnitude
0.36 g
0.25 g
0.18 g
0.14 g
0.23 g
0.17 g
0.12 g
0.10 g
Earthquakes on the Rose Canyon Fault Zone are expected to be relatively
inor. Major seismic events are likely to be the result of movement along
the Coronado Banks, San Jacinto, or Elsinore Fault Zones. I
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Experience has shown that structures that are constructed in accordance with
jthe Uniform Building Code are fairly resistant to seismic related hazards.
It is, therefore, our opinion that structural damage is unlikely if such
Duildings are designed and constructed in accordance with the minimum
standards of the most recent edition of the Uniform Building Code.
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STRBIUTr: Another potential geologic hazard which may affect the
site is the possibility of slope stability problems associated with low
Strength parameters of the claystones in the Santiago Formation. Remedial
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SCS&T 9021055 June 21, 1990 Page 8
neasures may be required depending upon the proposed cut slope heights and
inclinations. Slope stability will be further discussed in the engineering
portion of this report.
GROUNDWATER: Groundwater is anticipated to exist, at least seasonally,
witJiin the two large drainage canyons. This condition will not affect the
proposed development. While no groundwater was encountered during the
geotechnical investigation for the referenced reports, it should be
recognized that minor groundwater seepage problems may occur after
developnent of a site even v^re none vere present before development. These
are usually minor phenomena and are often the result of an alteration of the
pemeability characteristics of the soil, an alteration in drainage pattems
and an increase in irrigation water. All cut slopes should be olDserved
during grading for indication of water seepage.
CONCLUSICNS AND REOCMMENDATIONS
OBNERAL
In general, no geotechnical conditions vere encountered v*iich vould preclude
the development of the site as tentatively planned, provided the
reconnendations presented herein are followed.
Geotechnical conditions vMch will affect the proposed developnent include
loose surficial soils, ej^jansive soils and a remolded clay layer within the
area of the proposed Scenic Vista construction. Existing loose surficial
deposits such as topsoils, subsoils, unconpacted fill, younger alluvium,
colluvium, fractured and/or weathered formational naterials encountered are
considered unsuitable for the support of settlement sensitive improvenents,
and will require removal and/or replacement as conpacted fill. Expansive
soils are present vd.thin the subject area. i-Jhere possible, select grading is
reconnended to keep nondetrinentally expansive soils within four feet from
finish pad grade. In areas v^re this is not feasible, special foundation
consideration will be necessary, or inporting of nondetrinentally expansive
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soil may be necessary. A remolded clay layer was encountered in Boring
11 Number 1 (original Job Number 14112). This condition will require the
construction of a shear key as described in the slope stability section of
|{ this report.
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An additional consideration is the presence of fill soils at the
southcentral portion of the site. This fill was placed after our original
investigation and appears to be associated with the construction of the
existing portion of Elm Avenue and storage areas. It is assumed t±at the
existing fill was placed under the testing and observation services of a
lj qualified soils engineer. This should be confirmed with appropriate
docimentation. Existing fill not placed under controlled conditions will
have to be removed and replaced as conpacted fill.
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GRADING
SITE PREPARATIGN: Site preparation should begin with the renoval of any
existing vegetation and deleterious matter from proposed inprovenent areas.
Removal of trees should include their root system. Any existing loose
surficial deposits such as topsoils, subsoils, unconpacted fills, younger
alluvium, colluvium, weathered and/or fractured materials in areas to
receive settlement sensitive inprovenents should be removed to firm natural
ground. The average extent of these materials will be up to approximately
three to seven feet, however, deeper removal should be anticipated in canyon
areas. Firm natural ground is defined as soil having an in-place density of
at least 90 percent. Soils e;qx3sed in the bottom of excavations should be
scarified to a depth of 12 inches, moisture conditioned and reconpacted to
at least 90 percent as determined in accordance with ASTM D 1557-78, Method
A or C. The mininum horizontal limits of removal should include at leeist
five feet beyond the perineter of the structures, and all areas to receive
fill and/or settlement-sensitive inprovenents.
•SKI J^Ti' GRADinS: E;q)ansive soils should not be alloved within four feet from
finish pad grade. In addition, expansive soils should not be placed within a
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SCS&T 9021055 June 21, 1990 Page 10
distance from the face of fill slopes equal to ten feet or half the slope
height, vMchever is more. Select material should consist of granular soil
with an expansion index of less than 50. It is reconnended that select soils
have relatively low pemeability characteristics. In areas undercut for
select grading purposes, the bottom of the excavation should be sloped at a
minimum of three percent away from the center of the structure. Minimum
lateral extent of select grading should be five feet away from the perimeter
of settlement-sensitive improvements.
CJI/FUli "mfllEITIGN: It is anticipated that a transition line betveen cut
and fill soils may run through some of the proposed building pads. Due to
the different settlement characteristics of cut and fill soils, construction
of a structure partially on cut and partially on fill is not reconnended.
Based on this, we reconnend that the cut portion of the building pads be
undercut to a depth of at least three feet below finish grade, and the
naterials so excavated replaced as uniformly conpacted fill. The minimum
horizontal limits of these recomtendations should extend at least five feet
outside of the proposed inprovements.
IMPORTED FHi: All fill soil iitported to the site should be granular and
have an expansion index of less that 50. Further, import fill should be free
of rock and lunps of soil larger than six inches in diameter emd should be
at least 40 percent finer than 1/4-inch. Any soil to be imported should be
approved by a representative of this office prior to importing.
EBCHIN5 AM) KEYING: Fill slopes up to 80 feet in height are proposed over
existing hillsides. It is anticipated that the combination of topsoil,
colluvium and weaUiered fomational soils in these areas maybe as deep as
seven feet. This condition will require deeper than usual laenching. It is
fvurther reccnnended that all keys be at least 20 feet wide.
SLOPE CLNyJMJLTlGN: T!he face of all fill slopes should be conpacted by
backrolling with a sheepsfoot compactor at vertical intervals of not greater
t±an four feet and should be track walked when conpleted. Select grading
SCS&T 9021055 June 21, 1990 Page 11
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should be perforned to limit expansive soils within ten feet from face of
fill slope or one half the slope height, whichever is greater. All cut
slopes should be observed by our engineering geologist to ascertain that
unforeseen adverse conditions are not encountered. Should any adverse
conditions be found, mitigating measures could be required.
SURFACE DRAINACT: It is reconnended that all surface drainage be directed
away from the structures and the top of slopes. Ponding of water should not
be alloved adjacent to the foundations.
SUBDRAINS: A subdrain should be installed in canyon areas to receive fill in
excess of ten feet in depth. A subdrain detail is provided in Plate Nunter
56. The actual subdrain locations will be provided by this office after
final grading plans are available.
EARIHWOPK: All earthwork and grading contemplated for site preparation
should be acconplished in accordance with the attached Reconnended Grading
Specifications and Special Provisions. All special site preparation
reconnendations presented in the sections above will supersede those in the
Standard Reconnended Grading Specifications. All embankments, structural
fill and fill should be conpacted to at least 90% relative conpaction at or
slightly over optimum moisture content. Utility trench backfill within five
feet of the proposed structures and beneath asphalt pavenents should be
conpacted to minimum of 90% of its maximum dry density. The upper twelve
inches of subgrade beneath paved areas should be conpacted to 95% of its
maximum dry density. This compaction should be obtained by the paving
contractor just prior to placing the aggregate base naterial and should not
be part of the mass grading requiratents. The naximum dry density of each
soil type should be determined in accordance with ASTM Method D 1557-78,
Method A or C.
SLOPE STUEILm
GENERAL: Proposed cut and fill slopes should be constructed at a 2:1
(horizontal to vertical) or flatter inclination. It is estimated that cut
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SCS&T 9021055 June 21, 1990 Page 12
and fill slopes will extend to a maximum height of about 50 feet and 80
feet, respectively. It is our opinion that said slopes will possess an
adequate factor of safety with respect to deep seated rotational failure and
surficial failure (see Plate Number 57). The engineering geologist should
observe all cut slopes during grading to ascertain that no unforeseen
adverse conditions are encountered. Fill slopes should be constructed
following the recamendations presented in the grading section of this
report.
CCMPUTER SLOPE STABILITr ANALYSIS: Conputer slope stability analysis were
perfomed in three typical cross-sections. Cross-section A-A'as analyzed as
part of our "Slope Stability and Remedial Grading Reconnendations" report
dated Noventoer 7, 1983. The conputer analysis utilized incorporated the
sinplified Bishop Method of slope stability analysis and yielded a minimum
factor-of-safety of 1.9. The cross-section is presented as Plate Number l-D.
The proposed grading will be essentially the sane. Cross-sections B-B' and
C-C' vere analyzed for this report and reflect the proposed grading plan.
Slope Stability analysis for these sections were performed using the
STABR/G circular failure surface conputer program developed by Geosoft
(Orange, Califomia). This program performs a search, of botJi the ordinary
nethod of slices and the modified Bishop's net:hod, of the lovest factor-of-
safety. All calculated factors-of-safety were equal or greater than 1.6 (se
Appendix B). The soil properties vere determined from examining laboratory-
test results, trench and boring logs, and the sit geology. Several direct
shear tests were performed on samples from each section. In order to
sijrplify our analyses the lovest shear strength values vere assumed for each
section. This was possible due to the fact that no significant adverse zone
or remolded layers were encountered.
SHEAR KET: A remolded clay seam was encountered in Boring Number 1 (original
Job Number 14112) at the proposed alignment of Scenic Vista. It is
reconnended that a shear key be constructed in said area. A shear key detail
is present^ on the attached Plate Nunfcer i-D. The lateral extent of the
shear key will be determined after additional field investigation is
perforned to' further define the remolded clay seam limits. A subdrain is
recomtended at the heel of the shear key (see Plate Nunfcer l-D).
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SCS&T 9021055 June 21, 1990 Page 13
FOUNDATIONS
GENERAL: If the lots are capped with nondetrimentally expansive soils,
conventional shallow foundations may be utilized for the support of the
proposed structures. The footings should have a minimum depth of 12 inches
and 18 inches below lowest adjacent finish pad grade for one and two story
structures, respectively. A minimum width of 12 inches and 18 inches is
reconnended for continuous and isolated footings, respectively. A bearing
capacity of.2000 psf may be assumed for said footings. This bearing
capacity may be increased by one-third when considering wind and/or seismic
forces. Footings located adjacent to or within slopes should be extended to
a depth such that a minimum distance of seven feet and ten feet exist
between the footing and the face of manufactured slopes or natural slopes,
respectively. Retaining walls in similar conditions should be individually
revieved by this office. If it is found to be unfeasible to cap the lots
with nondetrinentally expansive soils as reconnended, special foundation and
slab design will be necessary. This generally consists of deepened and more
heavily reinforced footings, thicker, more heavily reinforced slabs.
Reconnendations for expansive soil conditions will be provided after site
grading v*ien the expansion index and depth of the prevailing foundation
soils are known.
REINPCHOMENr: Both exterior and interior continuous footings should be
reinforced with at least one No. 5 bar positioned near the bottom of the
footing and one No. 5 bar positioned near the top of the footing. This
reinforcenent is based on soil characteristics and is not intended to be in
lieu of reinforcenent necessary to satisfy stiructural considerations. If
expansive soils exist within four feet of finish grade, additional
reinforcing will be necessary.
INTERIOR CONCRETE ON-GRADE SLABS: If the pads are capped with
nondetrinentally e:q)ansive soils, concrete on-grade slabs should have a
thickness of four inches and be reinforced with at least Nb. 3 reinforcing
bars placed at 24 inches on center each way. Slab reinforcement should be
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SCS&T 9021055 June 21, 1990 Page 14
placed near the middle of the slab. A four-inch-thick layer of clean, coarse
sand or crushed rock should be placed under the slab. This layer should
consist of naterial having 100 percent passing the one-half-inch screen; no
more than ten percent passing sieve #100 and no more than five percent
passing sieve #200. v^ere moisture-sensitive floor coverings are planned,
the sand or rock should be overlain by a visqueen raoisture barrier and a
two-inch-thick layer of sand or siltry sand should be provided above the
visqueen to allow proper concrete curing.
EXTEBIOR SEJfflS-ON-GRADE: For nonexpansive soil conditions, exterior slabs
should have a minimum thickness of four inches. WalJ^s or slabs five feet in
width should be reinforced with 6"x6"-W1.4xW1.4 (6"x6"-10/10) welded wire
mesh and provided with veakened plane joints. Any slabs betveen five and ten
feet should be provided with longitudinal veakened plane joints at the
center lines. Slabs exceeding ten feet in width should be provided with a
weakened plane joint located three feet inside the exterior perimeter as
indicated on attached Plate Number 58. Both traverse and longitudinal
weakened plane joints should be constructed as detailed in Plate Nunfcer 59.
Exterior slabs adjacent to doors and garage openings should be connected to
the footings by dowels consisting of No. 3 reinforcing bars placed at
24-inch intervals extending 18 inches into the footing and the slab.
SPECIAL LOTS: Special lots are defined as lots underlain by fill with
differential thickness in excess of ten feet. The following increased
foundation reconnendations should be utilized for said lots. Footings
should be reinforced with tvro No. 4 bars positioned near the bottom of the
footing and two No. 4 bars positioned near the top of the footing. Concrete
on grade slabs should be reinforced wit± at least No. 3 reinforcing. bars
placed at 18 inches on center each v«y. Lots with fill differentials in
excess of thirty feet should be evaluated on an individual basis.
EXPANSIVE CTRRACIEEIISTICS: Clayey deposits vere encountered within our
subsurface explorations, and its presence wit±in four feet of finish pad
grade will require special site prejjaration and/or foundation consideration.
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SCS&T 9021055 June 21, 1990 Page 15
The aforenentioned reconnEndations assume a nondetrimentally expansive
condition based on a select grading operation. Revised recomnendations will
be provided after grading if this is not the case.
SETTEJEMOn' (HRRACIERISTICS: The anticipated total and/or differential
settlenents for the proposed structures nay be considered to be within
tolerable limits provided the recomtendations presented in this report are
followed. It should be recognized that minor hairline cracks on concrete due
to shrinJcage of construction materials or redistribution of stresses are
normal and nay be anticipated,
FOUNDATION PLAN REVIEW: Since the lots will be developed individually to
receive custom hones it is reconnended that the foimdation plans be revieved
by this office. If needed, additional site specific reconnendations will be
provided at that tine.
(3RADING PLAN REVIEW: The grading plans should be submitted to this office
for review to ascertain that the assumptions made in preparing this report
regarding the site developnent are still valid.
EAR33I FEmiNING WAU^
PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions
nay be considered to be 450 poimds i^er square foot per foot of depth up to a
naximum of 2000 psf. This pressure may be increased one-third for seismic
loading. Tins coefficient of friction for concrete to soil may be assimed to
be 0.35 for the resistance to lateral movement. When confcining frictional
and passive resistance, the fomer should be reduced by one-third. The upper
12 inches of exterior retaining wall footings should not be included in
passive pressure calculations when landscaping abuts the bottom of the vall.
ACTIVE PRESSURE: Tins active soil ]Dressure for the design of unrestrained
earth retaining structures with level backfills may be assumed to be
equivalent to the pressure of a flu.id veighing 35 pounds per cubic foot. For
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SCS&T 9021055 June 21, 1990 Page 16
2:1 (horizontal to vertical) sloping backfills, 14 pcf should be added to
the preceding values. These pressures do not consider any surcharge. If any
are anticipated, this office shouid be contacted for the necessary increase
in soil pressure. This value assumes a drained backfill condition.
Waterproofing details shouid be provided by the project architect. A
subdrain detail is provided on the attached Plate Nunfcer 59.
BACKFILL: All backfill soils should be compacted to at least 90% relative
conpaction. Expansive or clayey soils should not be used for backfill
material. The wall should not be backfilled until the masonry has reached
an adequate strength.
FACTOR OF SAFETY: The above values, with the exception of the allowable
soil bearing pressure, do not include a factor of safety. Appropriate
factors of safety should be incorporated into the design to prevent the
walls from overtuming eind sliding.
LIMITAnCNS
REVIEW, QBSERVKTIGN AND TESTIS
The reconnendations presented in this report are contingent upon our review
of final plans and specifications. Such plans and specifications should be
made available to the geotechnical engineer and engineering geologist so
that thsy may review and verify their conpliance with this report and with
Chapter 70 of the Uniform Building Code.
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^' It is reconnended that Southem Califomia Soil & Testing, Inc. be retained
• , to provide continuous soil engineering services during the earthwork
' operations. This is to verify compliance with the design concepts,
specifications or reconnendations and to allow design changes in the event
that subsurface conditions differ from those anticipated prior to start of
construction.
SCS&T 9021055 June 21, 1990 Page 17
UNIFORUnY OF (XNDITIONS
The reconnendations and opinions expressed in this report reflect our best
estimate of the project requirements based on an evaluation of the
subsurface soil conditions encountered at the subsurface exploration
locations and on the assunption that the soil conditions do not deviate
appreciably from those encountered. It should be recognized that the
performance of the foundations and/or cut and fill slopes may be influenced
by undisclosed or unforeseen variations in the soil conditions that may
occur in the intermediate and unexplored areas. Any unusual conditions not
covered in this report that nay be encountered during site development
should be brought to tihe attention of the geotechnical engineer so that he
may nake modifications if necessary.
CHANGE IN SCOPE
This office should be advised of any changes in the project scope or
proposed site grading so that we may determine if the recommendations
contained herein are appropriate. This should be verified in writing or
modified by a written addendum.
TIME LIMITATIONS
The findings of this report are valid as of this date. Changes in the
condition of a property can, however, occur with the passage of time,
whetiier they be due to natural processes or the work of nan on this or
adjacent properties. In addition, changes in the Standards-of-Practice
and/or Government Codes nay occur. Due to such changes, the findings of
this report may be invalidated wholly or in part by changes beyond our
control. Tiierefore, this report should not be relied upon after a period of
two years without a review by us verifying the suitability of the
conclusions and reconnendations.
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SCS&T 9021055 June 21, 1990 Page 18
PRDFESSIONRL STANDARD
In the perfomance of our professional services, we comply with that ievel
of care and skill ordinarily exercised by members of our profession
currently practicing under similar conditions and in the same locality. The
client recognizes that subsurface conditions may vary from those encountered
at the locations v^iere our borings, trenches, surveys, and explorations are
made, and that our data, interpretations, and reconnendations are based
solely on the infomation obtained by us. We will be responsible for those
data, interpretations, and reconnendations, but shall not be responsible for
the interpretations by others of the infomation developed. Our services
consist of professional consultation and observation only, and no warranty
of any kind whatsoever, express or implied, is made or intended in
connection with the work performed or to be perfomed by us, or by our
proposal for consulting or other services, or by our fumishing of oral or
written reports or findings.
CLIENT'S RESPCNSIBHiITy
It is the responsibility of Lyon Conmunities Incorporated, or their
representatives to ensure that the .information and reconnendations contained
herein are brought to the attention of the structural engineer and architect
for the project and incorporated into the project's plans and
specifications. It is further their responsibility to take the necessary
neasures to insure that the contractor and his subcontractors carry out such
reconnendations during construction.
FIELD EXPLORATIONS
Subsurface ejiploration wit±in the subject site were extracted from our
referenced r^rts. Their locations are indicated on the attiached Plate
Nunfcers 1-B and 1-C. These explorations consisted of four borings drilled
_ utilizing a bucket drill rig perfomed on October 20 and 25, 1983. The
I I boring logs are presented on the following Plate Nunfcers 3 through 10.
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SCS&T 9021055 June 21, 1990 Page 19
Thirty-seven trench excavations were also performed betveen December 21,
1982, and October 27, 1983, by the means of a backhoe. The trench logs are
presented on the following Plate Nunfcers 11 through 47. The field vork was
conducted under the observation of our engineering geology personnel. Plates
Nunfcer 48 and 49 contain a boring log perfomed by Geocon, Incorporated,
November 5, 1976. In addition, Plate 10 contains three geologic
cross-sections. Cross-section A-A' from our report dated November 7, 1983 is
presented as Plate Nunfcer 2, since the proposed grading remains unchanged.
Cross-sections B-B' and C-C' reflect the proposed grading.
The soils are described in accordance with the Unified Soils Classification
System as illustrated on the attached simplified chart on Plate 2. In
addition, a verbal textural description, the wet color, the apparent
moisture and the density or consistency are provided. The density of
granular soils is given as either very loose, loose, medium dense, dense or
very dense. The consistency of silts or clays is given as either very soft,
soft, nedium stiff, stiff, very stiff, or hard.
LABORKTCacr TESTING
Laboratory tests were perfonned in accordance with the generally accepted
Anerican Society for Ttesting and Materials (ASTM) test methods or suggested
procedures. A brief description of the tests performed is presented below:
a) CLASSIFICATICN: Field classifications vere verified in the
laboratory by visual examination. The final soil classifications
are in accordance with the Unified Soil Classification System.
b) MDISIURE-DErerrr: In-place moisture contents and dry densities
were determined for representative soil sanples. This information
was an aid to classification and permitted recognition of
variations in naterial consistency with depth. Ths dry unit
weight is determined in pounds per cubic foot, and the in-place
moisture content is detennined as a percentage of the soil's dry
weight. The results are sunrarized in the trench and boring
logs.
SCS&T 9021055
c)
June 21, 1990 Page 20
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d)
f)
GRAIN SIZE DISTRIBOTION: The grain size distribution was
determined for representative samples of the native soils in
accordance with ASTM D422. The results of these tests are
presented on Plate Number 50.
COMPACTION TEST: The maximum dry density and optimum moisture
content of typical soils were detennined in the laboratory in
accordance with ASTM Standard Test D-1557-78, Method A. The
results of these tests are presented on the attached Plate Nunfcer
51.
EXPANSION TEST: The expansive potential of clayey soils was
determined in accordance with the following test procedure and
the results of these tests appear on Plate Nunfcer 51.
Allow the trimmed, undisturbed or remolded sample
to air dry to a constiant moisture content, at a
temperature of 100 degrees F. Place the dried
sanple in the consolidometer and allow to conpress
under a load of 150 psf. Allow noisture to contact
the sanple and neasure its expansion from an air
dried to saturated condition.
DIRBCT SHEAR TESTS: Direct shear tests were performed to
determine the failure envelope based on yield shear strength.
The shear box was designed to accommodate a sample having a
dianeter of 2.375 inches or 2.50 inches and a height of 1.0 inch.
Sanples were tested at different vertical loads and a saturated
noisture content. The shear stress was applied at a constant
rate of strain of approximately 0.05 inches per minute. The
average shear strength values for granitic and metavolcanic rock
are presented on attached Plates Nunfcer 52 through 55.
INSERT
DRAWINGS
HERE
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SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPT: ON SROUP SYMBOL •^P::AL fJAMES
I. :aARSE GRAINED. -ore man naif
of material is laroer tnan
No. 200 sieve s 1 ze.
GRAVELS CLEAN GRAVELS GW •Jell graoec gravels, gravel-
More tnan naif of sano mixtures, little or no
coarse fraction is fines.
larger tnan No. 4 GP Poorly graaed gravels, gravel
sieve size but sand mixtures, little or no
smaller tnan 3". fines.
GRAVELS WITH FINES GM Silty gravels, poorly graded
(Appreciable amount gravel-sand-silt mixtures.
of fines) GC Clayey gravels, poorly
graded gravel-sand, clay
mixtures.
SANDS CLEAN SANOS SW Well graaefl sand, gravelly
More tnan nal f of sanas, little or no fines.
coarse fraction is SP Pooriy graces sanas. gravelly
smaller tnan NO. 4 sanas, '.iitle or no fines.
sieve size.
SANDS WITH FINES SM Silty sanas, poorly graded
(Appreciable amount sand ana silty mixtures.
of fines) SC Clayey sands, poorly graded
sand ana day mixtures.
II. FINE GRAINED, more than
naif of material is smaller
tnan No. 200 sieve size.
SILTS ANO CLAYS ML Inorganic silts and very
fine sands, rock flour, sandy
silt or clayey-silt-sand
mixtures with slight plas-
ticity.
Liquid Limit CL Inorganic clays of low to
less tnan 50 medium plasticity, gravelly
clays, sandy clays, silty
clays, lean clays.
OL Organic silts and organic
Sllty ciays or low plasticity.
SILTS ANO CLAYS MH Inorganic silts, micaceous
or diatomaceous fine sandy
or silty soils, elastic silts.
Liquid Limit CH Inorganic clays of high
greater tnan 50 plasticity, fat clays.
OH Organic clays of medium
to high plasticity.
HIGHLY ORGANIC SOILS PT Peat and other highly
organic soils.
iiS -
Water level at time of excavation
or as indicated
Undisturbed, driven ring sample
or tube sample
CK — Undisturbed chunk sample
BG — Bulk sample
SP — Standard penetration sample
SOUTHBRN CALIPORNIA
SOIL A TBSTINQ.INC.
CALAVERA HEIGHTS-VILLAGE "H"
IY: KAR DATE: 6-04-90
JOB NUMBER: 9021055 Plate No. 2
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2
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I
17-
18-
19-
20-
21
22r
23-
24
27-
28-
US
BAG
US
CL
SC
CL
GREEN BROWN SILTY CLAY MOIST HARD
GREEN BROWN CLAYEY SAND
GREEN BROWN SILTY CLAY
MOIST
MOIST
DENSE
HARD
SOUTHERN CALIFORNIA
SOIL &TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: CRB DATE LOGGED: 10-20-82
JOB NUMBER: 9021055 Plate No.9
I IU
E
a.
2 <
Cfl
30-
2
O
t-<
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o ±
tn tn
tn <
BORING NUMBER 2
Report No. 14112
OESCR IPTION
K UJ
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UJ 3
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E O
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2
UJ
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31-
32-
134-
36-
37-
39-
US
40-
41'
US
CL
SC
GREEN BROWN SILTY SANDY
CLAY
GREEN BROWN CLAYEY SAND
SM/
SC
SM
CL
LIGHT GREEN BROWN CLAYEY
SILTY SAND
BUFF SILTY SAND
GREEN BROWN SILTY SANDY
CLAY
GREEN BROWN CLAYEY SAND
BORING ENDED AT 49'
MOIST HARD
MOIST
MOIST
MOIST
MOIST
MOIST
DENSE
TO VERY
DENSE
DENSE
TO VERY
DENSE
DENSE
TO VERY
DENSE
HARD
DENSE
TO VERYl
DENSE
10
SOUTHERN CALIFORNIA
SOIL ATESTING, INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
JOB NUMBER: 9021055
DATE LOGGED:TO.20-83
Plate No.lO
li
I
I
I,
I
TRENCH NO. 1
REPORT NO. 14144
$20
300
280
'260
YELLOW BROWN FINE
TO MEDIUM SANDSTONE
YELLOW GRAY FINE SANDSTONE
W/MUDSTONE CLASTS
0 20 40 60 80 100
VIEW LOOKING NORTHWEST
CALAVERA HEIGHTS-VILLAGE "H"
BY: SMS DATE: 11-8-83
JOB NUMBER: 9021055 Plate No.11
SOUTHERN CALIFORNIA
SOIL A TESTING, INC.
2
4
* I
TRENCH NUMBER
Report No. 14144
r- lu
Z E
OJ 3
E »_
< CO
t O
< 2
: i =
UJ UJ CO
5 ? 5 E
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« 5
CL I GRAYISH BROWN, SANDY CLAY
(TOPSOIL - COLLUVIUM)
WET SOFT TO
MEDIUM
STIFF
CL REDDISH BROWN, SAND CLAY
(CLAYSTONE) WITH SLICKENSIDES
N60°E dip 0-12°
WET STIFF
SC GREENISH GRAY, SANDY CLAY
(CLAYSTONES)
MOIS" HARD
I
It.
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: HJ
JOB NUMBER: 9021055
OATE LOGGED: XO.5-83
Plate No. 12
•J
i E
2 >o <
TRENCH NUMBER
Report No. 14144
• ESCF5IPTIC N
— LU
2 E UJ 3
= t-
* CO
E —
E O
< 2
Z
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a
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cn Ul
5 o
u
z
Ui o
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-I a Ui 2
« 5
o
iCL/
CH
CL
DARK BROWN, SANDY CLAY
(TOPSOIL)
YELLOW BROWN, SANDY CLAY
(FRACTURED CLAYSTONES)
WET
WET
SOFT
STIFF
CL BROWN, SANDY CLAY
(CLAYSTONES)
MOIST STIFF
SOUTHERN CALIFORNIA
SOIL A TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: HJ OATE LOGGED: 10-5-83
JOB NUMBER: 9021055 Plate No. 13
I:
I:
in
l:
ll'
i;
I
CL
DARK BROWN SANDY CLAY
(TOPSOIL-COLLUVIUM)
BROWN, SANDY CLAY
(CLAYSTONES AND SILTSTONES)
MOIST
MOIS"
STIFF
HARD
•1/4" to li'2" SUBDUED
SEAM - DI 'S RANGE
3" TO NW
FR)M
REMQLDE )
2^ JO^
CLAY
SE TO
SM TAN, SILTY SAND
(SANDSTONE)
MOIST DENSE
SUBSURFACE EXPLORATION LOG
LOGGED BY: Q^Q DATE LOGGED: 10-27-83
JOB NUMBCR: 9021055 Plate No. 14
SOUTHERN CALIFORNIA
SOIL ATESTING.INC.
I
E
2 <
CO
2 _
<
u
CO
<
sc/
CL
SM
TRENCH NUMBER
• Report No. 14144
OESCF=ilP'''ION
oc K
< CO
t 5
< 2
Z
Ui
E <
E
E <
>
CJ
cn
CO z o o
Cfl z
Ui a
E
o
CO
z _
Ui —
° 1
>-
E a
E
(A W
i ^
a o
u
z Ui o > — — H
< <
a.
2
O
u
LU
E
STIFF
DARK BROWN, SANDY CLAY
(TOPSOIL AND COLLUVIUM)
LIGHT GREENISH BROWN SANDY
CLAY + CLAYEY SAND
(ABUNDENT FRACTURES.- DIPS
RANGE FROM 0^ TO 30° TO SE)
^01 ST
HARD
BUFF, ,
SAND /
SILTY
/
FAULT STRIKES N30'
(6" OFFSET)
SOUTHERN CALIFORNIA
SOIL A TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: CRB
JOB NUMBER: 9021055
DATE LOGGED: 10-27-83
Plate No. 15
TRENCH NUMBER TI-80
Report No. 14112
GREEN BROWN SILTY CLAY
(WEATHERED SANTIAFOR
FORMATION)
MOIS" VERY STIFF
SM BUFF TO YELLOW BROWN SILTY
SAND, APPARENT DIP 5° TO
EAST - SOUTHEAST (SANTIAGO
FORMATION)
MOIST DENSE
CL RED BROWN AND GREEN BROWN
SILTY CLAY
MOIST HARD
CK VERY THIN REMOLDED SEAM AT
CK
BAG
9 FEET, APPARENT DIP 4° JO 6°
TO EAST - SOUTHEAST
ll
TRENCH ENDED AT 11'
yqrV SOUTHERN CAUFORNIA
SOIL A TESTING. INC.
CRB 10-27-83
9021055 Plate No. 16
I
I
1
I
ll
I
I
I
t
1
I
I
II
II
II
10
11
12
Class
TRENCH NO:. TH-3
Report No. 14112
DescriDCion
y
A A
I
I
SM/
SC
CL
SM
Red-brown. Moist, Medium Dense, Clayev
Silty Sand (Topsoil)
Gray-brown, Moist, Stiff, Sandy Clay
(Weathered Santiago Formation)
Light Green-brown, Moist, Dense to
Very Dense, Silty Sand (Santiago
Formation)
115.8 14.8
Trench Ended at 12 Feet
SOUTHERN CALIFORNIA
BOIL & TESTING , INC.
•AN OIMO, CALIfiOnNIA ••IIO
CALAVERA HEIGHTS-VILLAGE "H"
1
BY CRB
JOB NO. 9021055
OATE 12-21-82
Plate No. 17
I
I
I
I!
I
I
I
II
I
I
TRENCH NO. :H-4
Report No. 14112
4 _
y
I
10 -/
Class
SM/
SC
CL
SM
CL
Description
Red-Brown, Moist, Medium Dense, Clayey
Silty Sand (Topsoil)
Gray-brown, Moist, Stiff, Sandy Clay
(Weathered Santiago Formation)
Santiago Formation
Buff white. Moist, Dense to very Dense,
Silty sand (Santiago Formation)
Green-brown, Moist, Hard, Sandy Clay
(Claystone)
Trench Ended at 11 Feet
116.1 14.8
115.8 15.6
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
•AN OIBBO, CALIPORNIA ••IBO
CALAVERA HEIGHTS-VILLAGE "H"
BY
I
CRB
JOB NO. 9021055
DATE 12-21-82
Plate No. 18
Il
I
I
I
I
i
I
I
ll
I
i
i
I
II
I
I
Class
TRENCH NO. 11-5
Report No. 14112
Description
1 -
1
10
11
12
i
I
CL
SC
SM
CL/
ML
SM
Brown, Moist, Medium Dense, Silty Sand
(Topsoil)
Green-brown, Moist, Stiff, Sandy Clay
(Weathered Santiago Formation)
Yellow-brown, Moist, Dense, Clayey
Siltv Sand
Green-brown, Moist, Hard Sandy Silty Clay
(Santiago Formation)
Buff White, Moist, Dense to Very Dense,
Silty Sand
Trench Ended at 12 Feet
110.2 9.3
127.6 11.4
124.2 5.0
|/V SOUTHERN CALIPORNIA
SLS BOIL & TESTING , INC.
^^^y^ •••O MIVBMOAUB BTMBBT
BAN OIBOO, OALiraRNIA BBIBO
CALAVERA HEIGHTS-VILLAGE "H"
BY CRB DATE ,^ „„
12-15-82
JOB NO. 9021055 Plate No. 19
TRENCH NO. TI-6
Report No. 14112
Class
7
< •/. SM/
2^
I
I
I
ll
ll
I
5 .
6 .
I
II
ll
ll
s
I
10
11
12
I
SC
ML/
SM
Description
Brown, Moist, Medium Dense, Clayey
Silty Sand (Topsoil)
Gray-green Brown, Moist, Stiff, Sandy
Clay (Weathered Santiago Formation)
Brown, Moist, Medium Dense, Clayey Sand
Buff white. Moist, Hard, Moist, Interbedded
Silts & Silty Sands (Santiago Formation)
Trench Ended at 12 Feet
115.6 13.9
K SOUTHERN CALIFORNIA
iLN SOIL & TESTING, INC.
1 BAN OIBOO, CALIFORNIA BBIBO
CALAVERA HEIGHTS-VILLAGE "H"
1
CRB 12-21-82 1
1 9021055 Plate No. 20 |
TRENCH NO. TI-7
Report No. 14112
Class Description
I
l|
l|
I
I
l|
ll
ll
ll
12
5 .
I
10 _
11 -
CL
SC/
CL
SM/
SC
SM
Gray-brown, Moist, Stiff, Sandy Clay
(Topsoil)
Brown, Moist, Medium Dense, Sandy Clay
(Weathered Santiago Formation)
Yellow-brown, Moist, Medium Dense to
Dense, Clayey Silty Sand
Buff white, Moist, Dense to very Dense,
Silty Sand (Santiago Formation)
Trench Ended at 12 Feet
114.5 9.5
V SOUTHERN CALIPORNIA
iCX SOIL & TESTING, INC.
1 BAN OIBOO, CALIFORNIA BBIBO
CALAVERA HEIGHTS-VILLAGE "H"
1
^ CRB 12-21-82
1 JOB NO.
9021055 Plate No. 21
Class
TRENCH NO. TI-8
Report No. 14112
Description
/
k
I
10
11
12
CL
SM/
SC
SM
Gray-brown, Moist, Stiff, Sandy Clay
(Topsoil)
Yellow-brown, Moist, Medium Dense to
Dense, Clayey Silty Sand
(Weathered Santiago Formation)
Buff white, Moist, Dense to very Dense,
Silty Sand (Santiago Formation)
Trench Ended at 12 Feet
M
120.9 6.3
K SOUTHERN CALIPORNIA
!QX SOIL & TESTING, INC.
\^ BAN OIBOO, CALIFORNIA BBIBO
CALAVERA HEIGHTS-VILLAGE "H"
^ CRB 12-21-82
JOB NO.
9021055
Plate No. 22
Class
TRENCH NO. TI-8
Report No. 14112
Description
I
1]
ll
I
12
ll
ll
It
ll
/
/
A
6 .
I
8 .
9 .
10 _
11 -
CL
SM/
SC
SM
Gray-brown, Moist, Stiff, Sandy Clay
(Topsoil)
Yellow-brown, Moist, Medium Dense to
Dense, Clayey Silty Sand
(Weathered Santiago Formation)
Buff white. Moist, Dense to very Dense,
Silty Sand (Santiago Formation)
Trench Ended at 12 Feet
120.9 6.3
1
SOUTHERN CALIPORNIA
jTX SOIL & TESTING , INC.
BAN OIBOO, CALIFORNIA BBIBO
CALAVERA HEIGHTS-VILLAGE "H"
^ CRB 12-21-82
JOB NO.
9021055 Plate No. 23
TRENCH NO. TI-9
Report No. 14112
I
I
I
I!
II
12
II
II
I
I
ll
A
AA
6
8 -
9 -
10 -
II -
'V '.A
•v.
CL
SM/
ei
CL
SM
Gray-brown, Hoist, Stiff, Sandy Clay
(Topsoil)
Yellow-brown, Moist, Medium Dense to
Dense, Clayey Silty Sand (Weathered
Santiago Formation)
Green-brown, Moist, Hard, Sandy Clay
(Santiago Formation)
Buff white. Moist, Dense to very Dense,
Silty Sand
117.4 3.9
Trench Ended at 12 Feet
[V SOUTHERN CALIPORNIA
tTX SOIL & TESTING , INC.
Y^'yr BBBO RIVBROALB BTRBBT
SAN OIBOO, CALIFORNIA BBIBO
CALAVERA HEIGHTS-VILLAGE "H"
BY CRB DATE
12-21-82
1 JOB NO.
9021055 Plate No. 24
I
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UJ
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E 2 <
Cfl
z
o
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O
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Cfl CO
Cfl <
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TRENCH NUMBER TI-54
Report No. 14112
ELEVATION
DESCRIPTION
r- lu
Z E
0= )-
< V) a. -E O
< 2
z
Ui s <
E
E <
Ui CO
(n
Cfl z o
CJ
z
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o
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z _
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CO Ui
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o
2
Z o u
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— H
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UJ 5
5
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2 J
!:
I:
I
ll-
ll:
r
I:
Ij
I
I
lil
^4) DARK GRAY SILTY CLAY
(TOPSOIL) MOIST STIFF
GREEN BROWN SANDY CLAY/
CLAYEY SAND MOIST MEDIUM
DENSE
CK
SM BUFF WITH GREEN TINT SILTY
SAND (SANTIAGO FORMATION) MOIST DENSE
TRENCH ENDED AT 9'
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:
7-11-83 JOB NUMBER: gQ2io55
Platp Nn 25
J
I
i
I
UJ
E
E 2 <
Cfl
z
O
<
o i
'•I Cfl
Cfl
<
TRENCH NUMBER TI-55
Report No. 14112
ELEVATION
DESCRIPTION
I- UJ
Z E
^ = 0= I-< tn
E — E O
< 2
z
Ul e <
E
E
<
Ui cn z
0) Ui
« Q
O o
u
(fl z _ u —
° 3 >-
E
O
Ui _
E
(A U — w
o
2
Z o
(J
Z
o
t-u <
E
2 o u
CL; DARK GRAY SILTY CLAY
(TOPSOIL)
MOIST STIFF
GREEN BROWN SANDY CLAY/
CLAYEY SAND MOIST MEDIUM
DENSE
SM BUFF WITH GREEN TINT SILTY
SAND (SANTIAGO FORMATION) MOIST DENSE
CL GREEN BROWN SILTY CLAY MOIST HARD
TRENCH ENDED AT 10'
SUBSURFACE EXPLORATION LOG
LOGGED BY:
CRR
DATE LOGGED:
JOB NUMBER: 9021055 Plate No- 26
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
LU
E >
E 2 <
CO
z
O
<
d -o t
« CO
in <.
-i o
TRENCH NUMBERTI-
Report No. 14112
ELEVATION
56
DESCRIPTION
H UJ
Z E
OC H
< CO
E — E O
< 2
Z
UJ
E <
E
E <
UJ CO z
UJ
o
(0
(0 z o u
E
o
(A z _
Ui — ° 1 >
E
Q
E
o
2 z o
(J
z
Ui o
t- o
-< E
- s
DARK GRAY SILTY CLAY
(TOPSOIL)
MOIST STIFF
I
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I
ll-
ll-
CK
I
I
li •3
ll
sc
SM
YELLOW BROWN CLAYEY SAND MOIST
BUFF TO LIGHT BROWN SILTY
SAND (SANTIAGO FORMATION) MOIST
MEDIUM
DENSE
DENSE
TRENCH ENDED AT 9'
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:
JOB NUMBER: gQ21055 Plate No. 27
UJ
E >
E 2 <
CO
z
O
o
CO
TRENCH NUMBER TI-57
Report No. 14112
ELEVATION
DESCRIPTION
Z E
E = oc H
< </)
t o
< 2
t-
Z
Ui c <
E E <
Ui tn
t- z
CO Ui
E
o
(0 z _
Ui —
>•
E
o
Ui
c
3 t-
(0
5
2
Z
UJ
I-z o
(J
Ui
>
Ul
E
Z
o
<J <
E 2
O
(J
CL DARK GRAY & DARK BROWN SILTY
CLAY MOIST STIFF
J _
I
li
li
GM RED BROWN SILTY SANDY GRAVEL
(TERRACE DEPOSITS)
MOIST DENSE TO
VERY
DENSE
CK
ML LIGHT GRAY SANDY SILT
(SANTIAGO FORMATION)
MOIST HARD
ll
Ij
I
li
TRENCH ENDED AT 7'
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:,
7-1.1-83
JOB NUMBER: gQ21055 PlatPNo. 28
i
i
I
t
; 2. I
I
I:
ll-
II-
I:
I:
11
ll-
12
ll-
ll:
lr
UJ
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I-
E
2 < cn
z
o
<
o CO Cfl <
-J u
TRENCH NUMBER TI-58
Report No. 14112
ELEVATION
DESCRIPTION
I- Ul
Z E
E = oc (-
< w
E —
E O
< 2
Ul
E <
E E <
Ui CO
CA 2^
E
o
(0 z _
UJ -
>
E
Q
Ui _
E
(A Ui
O
2 Z
O
CJ
Ul
E
Z
o
U
o u
DARK GRAY SILTY CLAY
(TOPSOIL) MOIST STIFF
CL GREEN BROWN SILTY CLAY
(SANTIAGO FORMATION) MOIST HARD
BAG
TRENCH ENDED AT 12'
SUBSURFACE EXPLORATION LOG
LOGGED BY: ^j^g DATE LOGGED:
7-1 ;UR.^
JOB NUMBER: 9021055 Plate No. 29
SOUTHERN CALIFORNIA
SOIL ATESTING.INC.
J
I i
Cl
I
I
2-• E >-
E
2 < cn
z
o
<
o
Cfl
(fl <
-I o
TRENCH NUMBER TI-59
Report No. 14112
ELEVATION
DESCRIPTION
I- Ul
Z E
oc H
< CA
t 5
< 2
I-z
Ui E <
E
E <
Ui (A
CA
(A
Z
o
CJ
Ui
a
E
o
>
(A
>-
E
O
u
E
Ui ^
E
<A Ui
i ^
s o
u
Ul
s
Z
o
u <
E
2
o
u
HH DARK GRAY SILTY CLAY MOIST STIFF
CL GREEN BROWN SILTY CLAY WITH
CALICHE & SILKENSIDES
(SANTIAGO FORMATION)
MOIST VERY
STIFF
I
I
I
I
I
I
II
11
II
li
SM&
ML
INTERBEDED LIGHT GRAY &
LIGHT GREEN BROWN SILTY SAND
& SANDY SILT
MOIST DENSE
CK
BAG
TRENCH ENDED AT 10'
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:
JOB NUMBER: 5021055 Plate No. 30
Il
I
I
UJ
E >
E 2 <
CO
z
o
<
CO
CO
<l
_J
<J
TRENCH NUMBER TI
Report No. 14112
ELEVATION
60
DESCRIPTION
UJ
Z E
E =
oc (-
< CA
t 5
< 2
z
Ui
E <
E
E
I?
Ui CO z
UJ a
CA
CA
Z
o
CJ
E
o
CA
Z _
Ui «-
>
E
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Ul ^
E
(A UJ
i ^
u
z
Ul o
t- o
< <
-> E
E *
CJ CL DARK BROWN SILTY CLAY
(TOPSOIL)
MOIST STIFF
I
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l|
I
I
ll
ll
I
lj
l|
I
SC
SM
YELLOW BROWN CLAYEY SAND MOIST MEDIUM
DENSE
BUFF SILTY SAND (SANTIAGO
FORMATION)
MOIST DENSE
CK
TRENCH ENDED AT 9'
SUBSURFACE EXPLORATION LOG
LOGGED BY: j,^g DATE LOGGED:
7-1n.R^
JOB NUMBER: 9021055 Plate No. 31
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
J
ll
I
c_ '
li
li
i{
li
I
li
E
E 2 < cn
z
o
<
(A <
TRENCH NUMBER TI-61
Report No. 14112
ELEVATION
DESCRIPTION
t- Ul
Z E
OC I-
< (A E — E O
< 2
c <
E E <
Ui CA
(A UJ
O o
u
CO z _
Ui —
> ~
E
a
Ul
E
3
H
(A
5
2
Z
Ui
t-z o o
z
Ui o > -
E
2
o u
CL DARK BROWN SILTY CLAY
(TOPSOIL) MOIST STIFF
SM
BAG
BUFF SILTY SAND
(SANTIAGO FORMATION)
MOIST DENSE
TRENCH ENDED AT 7'
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:
7-l;l-fi."?
JOB NUMBER: 9021055 - Plate No. 32
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
Ji
lj
it
L^
I
I:
IH
t
n
If
UJ E >-
Ul -t E
2 <
tn
z
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<
o t tn in
in <
TRENCH NUMBER TI-62
Report No. 14112
ELEVATION
DESCRIPTION
I- UJ
Z E
oc H
< CA
^ o
< 2
Z
Ui
E <
E
E <
it
Ul CA
CA
(A
Z o o
Ui Q
s o
(-
(A
Z _
Ul —
>
E
Q
Ui
E
(0 Ui
i ^
u
z
UJ o > ? I- o < <
E
UJ 2
= o
u
CH DARK GRAY SILTY CLAY
(TOPSOIL) MOIST STIFF
CL GREEN BROWN SILTY CLAY
(SANTIAGO FORMATION)
MOIST VERY
STIFF
HARD
Ih
If
It
TRENCH ENDED AT 12'
SUBSURFACE EXPLORATION LOG
LOGGED BY: Q^g DATE LOGGED: ^_.,^._g3
JOB NUMBER: 9021055 Plate No. 33
SOUTHERN CALIFORNIA
SOIL ATESTING.INC.
.1
UJ E >-
E
2 <
CO
o
CO
z
O
<
TRENCH NUMBERTI-63
Report No. 14112
ELEVATION
DESCRIPTION
Ui
Z E
E = OC K
< CO
E —
E O
< 2
Z
Ui
E <
E
E
1?
Ul CO
I- *
CO
CO z o
CJ
Ui
o
e
o
Ui —
>
E
O
Ui ^
(A
O
2
Z
Ui
O
u
z
Ul o > ?
H o < <
E Ul
E o u
CH DARK GRAY SILTY CLAY
(TOPSOIL) MOIST STIFF
CL GREEN BROWN & YELLOW SILT
(SANTIAGO FORMATION) MOIST STIFF
ML LIGHT GRAY SANDY SILT
(SANTIAGO FORMATION) MOIST VERY
STIFF
HARD
TRENCH ENDED AT 9'
SOUTHERN CALIFORNIA
SOIL ATEST1NG,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED: 7_^^_Q3
JOB NUMBER: 9021055 Plate No. 34
UJ
E >-
E 2 <
CO
2
o
<
o
CO CO Cfl <
_l o
TRENCH NUMBER TI-64
Report No. 14112
ELEVATION
DESCRIPTION
H Ul
Z E
E =
OC I-
< CA E — E O
< 2
(-
Z
Ui s <
E
E <
Ui CO
t- z
CO UJ
O o
u
CA
z _
Ui —
> E
O
Ul ^
E
^ Z
(A Ui
s o
o
Ui o
> H
I- o
< <
E
Ul 5 = 5 o
I
CL DARK BROWN SILTY
(TOPSOIL)
CLAY MOIST STIFF
I
I
I
I:
ii
1.
^^L GREEN BROWN SANDY CLAY/
CLAYEY SAND MOIST MEDIUM
DENSE
SM BUFF WITH GREEN TINT SILTY
SAND (SANTIAGO FORMATION) MOIST DENSE
TRENCH ENDED AT 9'
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:
7-11.R??
JOB NUMBER: 9021055 Plate No. 35
I
I
f
I
il
2 .
ll
J.
I.
u
li
li
I
UJ E >
E
2 <
CO
z
O
<
TRENCH NUMBER TH-65
Report No. 14112
ELEVATION
DESCRIPTION
Ui
E
3
I-
Z
UJ
E
< CA E —
E O
< 2
Z
Ui
E <
E
E <
i?
UJ CA t- Z
CA UJ
^ a a o
CA
Ui
>
E
a
UJ ^
E
CA Ul
5 O
CJ
z
Ui o
t- o •* <
-J E
CL DARK BROWN SILTY SAND
(TOPSOIL) MOIST STIFF
SC YELLOW BROWN & GREEN BROWN
CLAYEY SAND MOIST MEDIUM
SM
CK
BUFF TO LIGHT YELLOW BROWN
SILTY SAND
(SANTIAGO FORMATION)
MOIST DENSE
TRENCH ENDED AT 8*
I
I
I
li
SUBSURFACE EXPLORATION LOG
LOGGED BY: ci^g DATE LOGGED: 7_^^,_g3
JOB NUMBER: 9021055
Plate No. 36
SOUTHERN CALIFORNIA
SOIL A TESTING,INC.
UJ
E >
E 2 <
Cfl
2
O
<
o
CO Cfl CO
<
o
TRENCH NUMBER IH-66
Report No. 14112
ELEVATION
DESCRIPTION
f- Ul
Z E
OC I-
< CO
t 5
< 2
z
Ui c <
a.
E
Ui CO
CO 5
O o
u
(A z _
Ui >-
° 3 >• E
O
Ui ^
E
CO Ui
O
Ui
>
Ul
E
Z
o
u <
E
2
O
CJ
CL;
i
2 -
I TT
DARY GRAY SILTY CLAY
(TOPSOIL)
GREEN BROWN CLAYEY SAND
MOIST STIFF
MOIST MEDIUM
DENSE
SM
I
I
I
I
I'
BUFF SILTY SAND
(SANTIAGO FORMATION) MOIST DENSE
BAG
TRENCH ENDED AT 10'
1
II
II;
It
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:
7-1T-83
JOB NUMBER: 9021055 Plate No. 37
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
Jl.
Ij
i
u
li:
I:
I
li
i
a. >
LU
_l
E
2 <
CO
z
O
<
cn <
TRENCH NUMBER TH-67
Report No. 14112
ELEVATION
DESCRIPTION
H Ul
Z E
E = oc H
< CO E — E O
< 2
z
Ui c <
E
E <
1?
Ui CO z Ui o CO
CO z o u
E
o
CO
z _
Ul —
>-
E
O
Ui ^5
E
(A UJ
O
2 Z
o
CJ
UJ
>
t-<
UJ
E
z
o
u <
E
2
o
CJ
H DARK GRAY SILTY CLAY
(TOPSOIL) MOIST STIFF
SC YELLOW BROWN CLAYEY SAND MOIST MEDIUM
DENSE
CK
I
I
li
li
IH
SM BUFF SILTY SAND
(SANTIAGO FORMATION) MOIST DENSE
TRENCH ENDED AT 9'
SUBSURFACE EXPLORATION LOG
LOGGED BY: (,^g DATE LOGGED:
7-nvfi3
JOB NUMBER: 9021065 Plate No. 38
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
Jl.
Il
i
I
I
? -
\
E >•
E
2 < cn
z
o
<
TRENCH NUMBERTH-68
Report No. 14112
ELEVATION
DESCRIPTION
I- Ul
Z E
ff =
oc H
< CA
S: 5
< 2
Z
UJ
E <
E
E <
UJ CA
Z
Ui
a
CA
E
O
CA
Z _
Ui —
° 1
>-
E
a
Ui _
E I ^ CA Ui
1 ^
2 o
CJ
z
UJ o
t- o < <
E LJU
E o u
CL DARK GRAY SILTY CLAY
(TOPSOIL)
MOIST STIFF
i
I
I
ll
11
HL YELLOW BROWN SANDY CLAY/
CLAYEY SAND (WEATHERED OLDER
ALLUVIUM)
MOIST MEDIUM
DENSE
SC
BAG
YELLOW BROWN CLAYEY SAND
(OLDER ALLUVIUM)
MOIST MEDIUM
DENSE
ML 6L GRAY CLAYEY SANDY SILT
(SANTIAGO FORMATION) MOIST VERY
STIFF
HARD
TRENCH ENDED AT 10'
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:
CRB
DATE LOGGED:, ,^
7-1.1-83
JOB NUMBER: 9021055 Plate No. 39
Jl.
I
•:
I
I
2 ,
!:
I
I
I
I
Ij-
I:
1 o
UJ
E >
E 2 <
CO
z
o
<
-I y
o t
(A W
CO
<
TRENCH NUMBER TI-69
Report No. 14112
ELEVATION
DESCRIPTION
UJ
Z E
ff =
oc H
< CA E — E O
< 2
Z
Ui
K <
E
E <
Ui CA
I- Z (0 Ui
o CO z o o
E
o
CO z _
Ui —
° 3 >• E
Q
Ui
E
3
CO
o
2
z
Ui
H
Z o o
z
o u <
E
2 o u
SM BROWN SILTY SAND (TOPSOIL) MOIST LOOSE TO
MEDIUM
DENSE
H^ BROWN CLAYEY SAND/SANDY CLAY MOIST MEDIUM
DENSE
CL GREENISH BROWN SILTY CLAY MOIST STIFF
CK
CK
11
I
12
I
12
I
I
Id
CL&
ML
INTERBEDED GREEN BROWN SILTY
CLAY & SANDY SILT
(SANTIAGO FORMATION)
MOIST HARD/
DENSE
SM&
Hv
INTERBEDED LIGHT GREEN BROWN
SILTY SAND & SANDY CLAYEY
SILT
MOIST DENSE/
HARD
121.9 14.7
TRENCH ENDED AT 12'
SUBSURFACE EXPLORATION LOG
LOGGED BY:
CRB
DATE LOGGED:
7.1fl-R-?
JOB NUMBER: 9021055 Plate No. 40
SOUTHERN CALIFORNIA
SOIL ATESTING.INC.
to
Ul E >
Ui
a. 2 <
(A
r*
h •
[2.
[3-
4-
<
U
TRENCH NUMBER TI-70
Report No. 14112
ELEVATION
DESCRIPTION
H Ul
Z E
ff =
oc H
< CA
^ o
< 2
> NT ON ITY Ui Ui CO
E 1-z < CA Ui
& CO 0 AP NO OR CJ
CO z _
Ui <-
° 3 >
E
O
Ui *5
E
CO Ui
i ^
s o
u
Ul o
I- o
< <
-I E Ui 2
o
CJ
CL BROWN SILTY CLAY (TOPSOIL) MOIST STIFF
CL GREEN BROWN SILTY CLAY MOIST STIFF
i
|9J
B2
CL GREEN BROWN SILTY CLAY WITH
SLICKENSIDES
(SANTIAGO FORMATION)
MOIST HARD
INTERBEDED LIGHT GREEN BROWN
SILTY SAND & SANDY SILT
MOIST
MOIST
DENSE/
HARD
CL&
ML
INTERBEDED GREEN BROWN SILTY
CLAY & SANDY SILT MOIST HARD
SM&
ML
INTERBEDED LIGHT GREEN BROWN
SILTY SAND & SANDY SILT MOIST DENSE/
HARD
TRENCH ENDED AT 12'
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:
7-IR-R:^
JOB NUMBER: 9021055 PlatP No. 41
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
w
E > *-
Ui .J fr
2
(0
z
o
<
o t CO
(A <
TRENCH NUMBER TI-71
Report No. 14112
ELEVATION
DESCRIPTION
I- UJ
Z c
ff = oc h-
< CO
t o
< 2
z
Ui c <
E
E <
UJ CO
t- z
CO Ui
O o
(J
CO
z _
Ui
>
E
Q
Ui 2^ c
= z
H Z
CO w
i ^
s O
u
UJ o
I- o
< <
-I E
ff ^
CJ
CL BROWN SILTY CLAY (TOPSOIL) MOIST STIFF
SM BUFF TO LIGHT YELLOW BROWN
SILTY SAND
(SANTIAGO FORMATION)
MOIST MEDIUM
DENSE
DENSE
Hi GREEN BROWN SILTY CLAY/
CLAYEY SILT
MOIST HARD
SM&
ML
INTERBEDED LIGHT GREEN BROWN
SILTY SAND & SANDY SILT
MOIST DENSE/
HARD
CL GREEN BROWN & RED BROWN
SILTY SAND
MOIST HARD
SM& INTERBEDED LIGHT GREEN BROWN
SILTY SAND & SANDY SILT
MOIST DENSE TO
HARD
TRENCH ENDED AT 11'
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: j,pg DATE LOGGED:
7.1R-R?
JOB NUMBER: 9021055 PlatP Nn 42
IL
i:
2 _
I
UJ
E >
E
2 < cn
z
o
<
u
Cfl
(fl <
_l
CJ
TRENCH NUMBERTI-72
Report No. 14112
ELEVATION
DESCRIPTION
H Ul
Z E
ff = oc (-
< CO
t 5
t 2
Ui
K <
E
E <
ii
UJ CO
CO
CO z o o
UJ
Q
E
o
CO
z _
Ui — ° 3 >
E
a
Ui
E
3
(0
O
2
Z
Ui
K
z
o
CJ
z
o
u
E
2
O o
I
I
ll
ll
SM BROWN SILTY SAND (TOPSOIL)
CL BROWN SILTY CLAY
MOIST MEDIUM
DENSE
MOIST STIFF
CL YELLOW GREEN SILTY CLAY
(WEATHERED TERRACE DEPOSITS)
MOIST STIFF
CK
SM&
ML
INTERBEDED LIGHT GREEN BROWN
& BUFF WITH GREEN TINT SANDY
SILT & SILTY SAND
(SANTIAGO FORMATION)
MOIST DENSE/
HARD
I:
li:
'll-
ll'
Ir
TRENCH ENDED AT 11
SUBSURFACE EXPLORATION LOG
LOGGED BY:
CRR
DATE LOGGED:
7-1 R-R:^
JOB NUMBER: 9021055
Plate N(L 43
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
z
,1-
tE
|uj
!0
,0.
E >-
E 2 <
Cfl
2
O
<
o
o
CO
TRENCH NUMBER TI-73
Report No. 14112
ELEVATION
DESCRIPTION
I- Ul
Z E
ff =
oc K
< CO
E —
E O
< 2
Ui
E <
E
E <
ii
Ui tn
CO
CO z o
CJ
UJ
o
E
o
H
CO z _
Ui «-
>
E
O
Ui ^
E
CO Ui
1 ^
2 o
o
z Ui o > —
<
Ul
E
<
E 2 o
CJ
CL
1 -
2 .
BROWN SILTY CLAY (TOPSOIL) MOIST STIFF
Hi GREEN BROWN SANDY CLAY/
CLAYEY SAND MOIST MEDIUM
DENSE/
HARD
INTERBEDED LIGHT GREEN BROWN
& BUFF WITH GREEN TINT SILTY
SAND & SANDY SILT
(SANTIAGO FORMATION)
CK
3 -
MOIST DENSE/
HARD
TRENCH ENDED AT 11
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:
7-1R-R^
JOB NUMBER: 9021055 Plate No. 44
SOUTHERN CALIFORNIA
SOIL ATESTING,INC.
E
E 2 <
CO
TRENCH NUMBER TH-74
Report No. 14112
ELEVATION
DESCRIPTION
r- UJ
Z E
ff = OC H
< CA E — E O
< 2
- " t z z t
UJ UJ (fl
= « =
< f2 Ui
E
E <
CA "
O o
(J
CA
z _
Ul — ° 3 >•
E
a
Ui
E 3
I-
CA
O
2
Z
Ui
H
Z o o
Ui
>
z
o
E
2
O
u
CL BROWN SILTY CLAY (TOPSOIL) MOIST STIFF
SC YELLOW BROWN CLAYEY SAND MOIST MEDIUM
DENSE
SM&
ML
INTERBEDED BUFF WITH GREEN
TINT SILTY SAND & SANDY SILT
(SANTIAGO FORMATION)
MOIST DENSE/
HARD
CK
i:
TRENCH ENDED AT 12'
SUBSURFACE EXPLORATION LOG
LOGGED BY: (,^g DATE LOGGED:
7-18-83
JOB NUMBER: 9021055
PljitP Nn 45
SOUTHERN CALIFORNIA
SOIL A TESTING,INC.
I
1:
11
UJ
E >-
E 2 <
in
2
O
CJ
TRENCH NUMBER TH-
Report No. 14112
ELEVATION
75
DESCRIPTION
r- Ul
Z E
ff = OC )-
< CO
t o
< 2
z
Ui
E <
E E <
(J
Z
CA
CO z o o
CO z
Ui
a
E
o
CO z _
Ui —
° 3 >
E
O
Ui _
E
? ^
(0 UJ
s o
u
z
Ui o
> H
H O
5 **
-> E
Ui 2
« 5
(J
2 _
CL BROWN SILTY CLAY (TOPSOIL) MOIST STIFF
CL GREEN BROWN SILTY CLAY MOIST STIFF
ML&
CL
INTERBEDED LIGHT GREEN BROWN
SILTY CLAY & SANDY SILT
(SANTIAGO FORMATION)
MOIST HARD
CK 118.8 1.56
TRENCH ENDED AT 12'
Ij^ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
^fWr SOIL A TESTING,INC. LOGGED BY:
CRR
DATE LOGGED:
7-1R-R^ ^fWr SOIL A TESTING,INC.
JOB NUMBER:
9021055 Plate No. 46
I.
r
E >
E
2 <
Cfl
z
o
<
d -o t
<fl CO
in <
-J o
TRENCH NUMBER
Report No. 14112
ELEVATION
rH-76
DESCRIPTION
I- UJ
z E
ff =
oc H
< (A
E —
E O
< 2
- " ^ Z Z t
Ul UJ (fl
= ,« z
<r CO IM
CO z o u
E
o
CO
>
E
Q
o a.
Ul
E
3
I-
(0
5
2
I-
Z
Ui (-z o o
z
Ui o
H O < <
-> E Ul 2
"= O
CJ
CL
I
I 2 ,1
,1
,1
,1
f
IT n
l:
111
I*'
I*'
1:
BROWN SILTY CLAY (TOPSOIL) MOIST STIFF
SC YELLOW BROWN & GREEN BROWN
CLAYEY SAND MOIST MEDIUM
DENSE
SM&
ML
INTERBEDED BUFF WITH GREEN
TINT SILTY SAND & SANDY SILT
(SANTIAGO FORMATION)
MOIST DENSE
CK
CL&
ML
GREEN BROWN SILTY CLAY &
SANDY SILT MOIST HARD
CK
SM&
ML
LIGHT GREEN BROWN SILTY
SAND & SANDY SILT MOIST DENSE
TRENCH ENDED AT 11
SOUTHERN CALIFORNIA
SOIL A TESTING.INC.
SUBSURFACE EXPLORATION LOG
CRB DATE LOGGED:
7-1R-R^
JOB NUMBER: 3^21055 PlatP Nn 47
I
I
I
I
I
li
j
i
I
ll
ll
sove-rr.ber 5 . 1976
I
I
I
I
ll
I
10
12
14
16
18
20
22
24
26
28
1/A/)
BORING NO, 13
TOPSOIL. broken Clayey S.-iND, mediun:
dense, coisc
SANTIAGO n-:. , brown CLAYSTONE
hard, dans
13-1
Light-brcn'n Silty. nediur
srained SA^ID, dense, dat::
18OOi? hammer
ight-grey, medimn-grained SAND,
dense. dasD
Green CLAYSTONE, hard, dam?,
massively bedded, minor slips
N25W 6°SW ia 20.5'
118.2
•Seeenes'^c erna ting Sandv CLAY
and CLAY
SLIP SURFACES observed in cuttings
'2:'25 feet "
SHEAR ZONE - 1/2" thick
Strike N70E, Dip 6°SE
**CON'T. «EXT PAGE**
12.9
SCS&T 9021055
Plate No. 48
GEOCON
I
i -
BORING NO^i:L.^££.llL'
ll
• •\--'\
Grev-brown. cemented. Silty,
ned'iiiir.-grained £ANDST02sE. very
dense, damp
- Log of Test Boring No. 13 (Con't.)
SCS&T 9021055
Plate No. 49
I
I
Jl
ll
I
I
I
ll
ll
r
I i f t \ \ \
o sg o o o o o
r- 5?..... «1 • 10 N - o _
.I....I....I.
I I
J U
oooooooooooo Oa0r>winvn<Q — —
CO
UJ
ISI
UJ
-J u
cr < a.
u
c o
to
Ul a OB o
s
CM
e
UJ
N
m
Ui
>
Ui
CO
a
IT 2 <
6 a
cn
CO
3*
n
CM
I o
(30
o a.
I 0) •—' CX
SOUTHERN CALIFORNIA
son. & TESTING, INC. CALAVERA HEIGHTS-VILLAGE "H"
I
BY
GRAIN SIZE DISTRIBUTION KAR
JOB NO. 9021055
DATE 6-04-90
Plate No. 50
li
MAXIMUy DENSITY ft OPTIMUM MOISTURE CONTENT
1, ASTM D1557-78 METHOD A
1 SAMPLE DESCRIPTION Maximum
Density
(pet)
Optimum Moisture Cont(v.)
•lri-7 (a 8'-9' * BUFF WHITE, SILTY SAND 114.0 14.0
i •1
1
1 EXPANSION TEST RESULTS
lj SAMPLE TI-5 0 6'*
L CONDITION Remolded
P INITIAL M.C.C/.) 11.3
fe INITIAL DENSITY (PCF 116.8
1 FINAL M.C. CM
ij.
23.5
I| NORMAL STRESS(PSn 150
1 EXPANSION % 14.3
* Report No. 14112
SOUTHERN CALIFORNIA
SOIL A TBSTING,INC.
CALAVERA HEIGHTS-VILLAGE "H"
BV: KAR OATE: 1-11-83
JOB NUMBER: 9021055 Plate No. 51
I
i
i
i
U.
CO
0) tu cc
H
CC
<
LU z
DIRECT SHEAR SUMMARY
TI-7 ? 6'
TI-5 0 5.5'
TH-4 (a 9'
1 2
2M L 2L
NORMAL STRESS, KSF
ANQLE OF INTERNAL COHESION INTERCEPT
SAMPLE DESCRIPTION FRICTION (•) (psf) i i
ilyV SOUTHBRN CALIFORNIA
SOIL A TBSTING, INC.
TH-4 @ 9'
TI-5 @ 5.5' *
TI-7 § 6' *
Remolded to Natural
Undisturbed
Undistubed
•Report No. 14112
9 750
25 300
33 200
CALAVERA HEIGHTS-VILLAGE "H"
IIY* KAR DATE: 6-04-90
JOB NUMBER: 9021055 Plate No. 52
I
i
I
i'
i'
i'
I
I
U.
(0
^
Cf)
CO
UJ
flC
(0
ec
<
UJ
z
(0
DIRECT SHEAR SUMMARY
TI-7 0 8'-9'
TI-69 (3 8'
TH-75 @ 6'
2M L 2L
NORMAL STRESS, KSF
SAMPLE DESCRIPTION
ANQLE OF INTERNAL
FRICTION (•)
COHESION INTERCEPT
(PBf)
TI-7 9 8'-9'*
TI-69 @ 8' *
TH-75 0 6'*
Remolded to 90%
Remolded to Natural
Remolded to Natural
31
30
13
300
200
800
•Report No. 14112
|y\ SOUTHBRN CALIFORNIA CALAVERA HEIGHTS-VILLAGE "H"
\^ '^'^ ^ TESTINQ, INC. BY: XAR OATE: 6-04-90 \^ '^'^ ^ TESTINQ, INC.
JOB NUMBER: 9021055 Plate No. 53
I
u.
CO
^
CO
CO
UJ
flC
CO
cc
<
UJ z
CO
DIRECT SHEAR SUMMARY
? B2 0 40'
1 —t—
1
1 1
1 1
-ri 1
1 ! ! 1 1 1 j T' '
• 1 1 A 1
i i IT-
n 1 1
1 t L, 1 1 I' V 1 : / 1 i
1 i -1 i 1 -i : 1
•rl 1
1 '
1 T 1 1 1
r 1 ir\ i 1 1
4 1 k r-
1 1 1 1
\X 1 1 1 1 1
fin ' 1 1 ^ ! 1 1
1 I I I
1 1 1 4 5
B2 0 42'
B2 0 31'
2M L 2L
NORMAL STRESS. KSF
SAMPLE DESCRIPTION
ANQLE OF INTERNAL
FRICTION (•)
COHESION INTERCEPT
(PBf)
32 0 31'* Undisturbed, Slow Shear
B2 0 40'* Undisturbed
32 0 42'* Undisurbed, Slow Shear
•Report No. 14112
20
38
28
200
150
250
CALAVERA HEIGHTS-VILLAGE "H"
BY: [3BA OATE: 10-20-83
JOB NUMBER: 9021055 Plate No. 55
SOUTHERN CALIFORNIA
SOIL A TESTING,INC.
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^
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(01
cc
<
UJ z
CO
DIRECT SHEAR SUMMARY
2
2M L 2L
NORMAL STRESS. KSF
— -t-f " 1.
J 1
-L.
_ ^
j
j _ r
1 1
J _l_ ] _i-
,l,.„ •A— -L. -L, ft
•
i I 1
. i-A, ' r L A ' A' A t 1 1
L •i 1 . ,.4 '] j . i
I
Bl 0 16'
B2 0 17'
B2 0 22'-24'
SAMPLE DESCRIPTION
ANQLE OF INTERNAL
FRICTION (•)
COHESION INTERCEPT
(PBf)
Bl 0 16'* Undisturbed, Slow Shear
B2 0 17'^ Undisturbed, Slow Shear
B2 0 22'^ Remolded to 90%, Slow Shear
•Report No. 14112
27 400
28 250
20 200
CALAVERA HEIGHl rS-VILLAGE "H"
BY: DATE: 10-20-83
JOB NUMBER: 9021055 Plate No. 54
SOUTHBRN CALIFORNIA
SOIL A TESTING, INC.
NATURAL GROUND
BENCHINQ REMOVE
UNBUITABLE
MATERIAL
SUBDRAIN TRENCH: SEE DETAIL ABB
)ETAIL A
FILTER MATERIAL
CUBIC FEET/FOOT
FILTER MATERIAL SHALL BE CLASS 2
PERMEABLE MATERIAL PER STATE OF
CALIFORNIA STANDARD
SPECIFICATIONS, AND APPROVED
ALTERNATE. CLASS 2 FILTER MATERIAL
SHOULO COMPLY WITH THE
FOLLOWINQ LIMITS
PERFORATED
PIPE 4 0
MINIMUM
PERFORATED PIPE SURROUNDED
WITH FILTER MATERIAL
DETAIL
A-2
SIEVE SIZE
1
3/4
3/8
Ne. 4
No. 8
No. 30
No. 50
No. 200
% PASSING
100
90-100
40-100
26-40
1B-33
5-1S
0-7
0-3
6'MIN OVERLAP
FILTER
FABRIC
(MIRAFI 140
OR
APPROVED EOUIVALENT)
1 1/2"MAX QRAVEL OR
APPROVEO EOUIVALENT
6 CUBIC FEET/FOOT
1 1/2"QRAVEL WRAPPED IN FILTER FABRIC
DETAIL OF CANYON SUBDRAIN TERMINAL
DESIQN FINISH
GRADE
20MIN-
NON
PERFORATED
4'MIN PIPE
PERFORATED
4'MIN
If UBDRAIN INSTALLATION'-SUBDRAIN PIPE SHALL BE INSTALLED WITH
f 1 PERFORATIONS DOWN
ISUBDRAIN PIPE:6UBDRAIN PIPE SHALL BE PVC OR ABS, TYPE SDR 35 FOR FILLS
m UP TO 35 FEET DEEP, OR, TYPE SDR 21 POR FILLS UP TO 100 FEET DEEP
SOUTHERN CALIFORNIA
SOIL A TESTINQ, INC.
CALAVERA HEIGHTS-VILLAGE "H"
BY: DBA DATE: 6-21-90
JOB NUMBER: 9021055 Plate No. 56
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SLOPE STABILITY CALCULATIONS
Janbu's Simplified Slope Stability Method
Assume Homogeneous Strength Parameters throughout the slope
Fill Slope
|t Slope
Fil I
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JS f) C(DSf) W.(pcf) Inch H (ft) FS
30 350 117 2:1 90 1.6
13 800 140 2:1 45 1.5
ll
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Where: Z • Angle of Internal Friction
C ' Cohesion (psf)
«s « Unit weight of Soil (pcf)
H = Height of Slope (ft)
FS • Factor of Safety
/V SOUTHBRN CALIFORNIA CALAVERA HEIGHTS-VILLAGE "H"
SOIL ATBSTINQJNC. BY: DBA OATE: 6-21-90
JOB NUMBER: 9021055 Plate No. 57
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LONGITUDINAL TRANSVERSE JOINTS
^^^^
1
TRANSVERSE CONTROL JOMTS
t
LONGITUDINAL CONTROL JOMT
! W (ft)
TRANSVERSE CONTROL-JOMTS w/2
I I
W (ft) - JOMT 3' SPACMG W/2 W/2
SLAB ON GRADE 10 FEET OR GREATER IN WIDTH SLAB ON GRADE 5 FEET TO 10 FEET IN WIDTH
NOTE: 1. -W SHOULD NOT EXCEED 15 FEET.
2. JOMT PATTERN SHOULD BE NEARLY SQUARE.
-TOOLED OR SAWED JOINT
/
»T/2
'T/4
/
REINFORCEMENT -PER REPORT (2* MM. COVER)
\
*T » TMCKNESS PER REPORT
CONTROL JOINT DETAIL
NO SCALE
PROJECT: CALAVERA HEIGHTS-VILLAGE "H"
QY* KAR DATE: 6-04-90
JOB NUMBER: ^021055 Plate No. 58
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
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WATERPROOF BACK OF WALL PER ARCHITECT'S SPECIFICATIONS
3/4 INCH CRUSHED ROCK OR
MIRADRAIN 6000 OR EQUIVALENT
GEOFABRIC BETWEEN ROCK AND SOIL
4 INCH DIAMETER PERFORATED PIPE
SLAB-ON-GRADE
RETAINING WALL SUBDRAIN DETAIL
NO SCALE
SOUTHBRN CALIFORNIA
SOiL ATBSTINQ,INC.
CALAVERA HEIGHTS-VILLAGE "H'
BY: KAR
JOB NUMBER: 9021055
DATE; 6-04-90
Plate No. 59
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APPENDIX A
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SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
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CALAVERA HEICJflS VILLflGE H, EUI AVENUE AND VICTORIA AVENUE, CARLSBAD
RBCCMMENLED OWDING SPBCIFICaTIONS - GENERAL PROVISICNS
(2NERAL INIENT
The intent of these specifications is to establish procedures for clearing,
conpacting nattiral ground, preparing areas to be filled, and placing and
conpacting fill soils to the lines and grades shown on the accepted plans.
M The recomtEndations contained in the preliminary geotechnical investigation
I report and/or the attached Special Provisions are a part of the Reconmended
Grading Specifications and shall supersede the provisions contained
hereinafter in the case of conflict. These specifications shall only be
ft used in conjunction with the geotechnical report for which they are a part.
' No deviation from these specifications will be allowed, except where
specified in the geotechnical report or in other written communication
signed by the Geotechnical Engineer.
GBSERVKTIGN AND TESTIHG
Southern California Soil and Testing, Inc., shall be retained as the
Geotechnical Engineer to observe and test the earthwork in accordance with
these specifications. It will be necessary that the Geotechnical Engineer
or his representative provide adequate observation so that he may provide
his opinion as to v^iether or not the vork was acconplished as specified. It
shall be the responsibility of the contractor to assist the Geotechnical
Engineer and to keep him appraised of work schedules, changes and new
information and data so that he may provide these opinions. In the event
that any unusual conditions not covered by the special provisions or
preliminary geotechnical report are encountered during the grading
operations, the Geotechnical Engineer shall be contacted for further
recomnendations.
(R-9/89)
I
I SCS&T 9021055 june 21 IQQfl
June 21, 1930 Appendix, Page 2
If, in the opinion of the Geotechnical Engineer, substandard conditions are
1^ encountered, such as questionable or unsuitable soil, unacceptable moisture
content, inadequate compaction, adverse veather, etc.; construction should
I be stopped until the conditions are remedied or corrected or he shall
reconmend rejection of this work.
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Tests used to determine the degree of conpaction should be perfomed in
I accordance with the following American Society for lasting and Materials
i test methods:
J
Maximum Density & Optimum Moisture Content - ASTO D-1557-78.
Density of Soil In-Place - ASTM [D-1556-64 or ASTM D-2922.
All densities shall be expressed in terms of Relative Compaction as
determined by the foregoing ASIM testing procedures.
PREPARATICN QF AREAS TD RECEIVE FILL
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Ml v^ation, brush and debris derived fr™ clearing operations shall
I be re^, and legally disposed o£. Ml areas disturbed by site grading
• Should be left in a neat and finished appearance, free fro™ unsightly
_ debris. ^
I After clearing or benching the natural ground, the areas to be filled shall
be scarified to a depth of 6 i^hes, brought to the proper noisture content,
conpacted and tested for the specified minimum degree of conpaction. All
I loose soils in excess of 6 inches thick should be rem:n^ to firm natural
ground which is defined as natural soils which possesses an in-situ density
|| of at least 90% of its maximum dry density.
I
II (R-9/89)
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SCS&T 9021055 June 21, 1990 Appendix, Page 4
FHiL MATERIAL
Materials to be placed in the fill shall be approved by the Geotechnical
Engineer and shall be free of vegetable matter and other deleterious
substances. Granular soil shall contain sufficient fine material to fill
the voids. The definition and disposition of oversized rocks and expansive
or detrinental soils are covered in the geotechnical report or Special
Provisions. E^^jansive soils, soils of poor gradation, or soils with low
strength characteristics may be thoroughly mixed with other soils to provide
satisfactory fill material, but only with the explicit consent of the
Geotechnical Engineer. Any import material shall be approved by the
Geotechnical Engineer before being brought to the site.
PLACING AND CCMPACTIC3N OF FILL
/proved fill material shall be placed in areas prepared to receive fill in
layers not to exceed 6 inches in conpacted thickness. Each layer shall have
a uniform maisture content in the range that will allow the conpaction
effort to be efficiently applied to achieve the specified degree of
compaction. Each layer shall be uniformly compacted to the specified
minimum degree of conpaction with equipment of adequate size to
economically conpact the layer. Coipaction equipment should either be
specifically designed for soil conpaction or of proven reliability. The
minimum degree of conpaction to achieved is specified in either the
Special Provisions or the reconmendations contained in the preliminary
geotechnical investigation report.
When the structural fill material includes rocks, no rocks will be allovged
to nest and all voids must be carefully filled with soil such that the
minimum degree of conpaction recommended in the Special Provisions is
achieved. The maxinum size and spacing of rock permitted in structural
fills and in non-structural fills is discussed in the geotechnical report,
vhen applicable.
(R-9/89)
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SCS&T 9021055 June 21, 1990 Appendix, Page 5
Field observation and conpaction tests to estimate the degree of compaction
of the fill will be taken by the Geotechnical Engineer or his
representative. The location and frequency of the tests shall be at the
Geotechnical Engineer's discretion. When the conpaction test indicates that
a particular layer is at less than the required degree of conpaction, the
layer shall be revrorked to the satisfaction of the Geotechnical Engineer and
until the desired relative conpaction has been obtained.
Fill slopes shall be conpacted by means of sheepsfoot rollers or other
suitable equipinent. Conpaction by sheepsfoot rollers shall be at vertical
intervals of not greater than four feet. In addition, fill slopes at a
ratio of tvro horizontal to one vertical or flatter, should be trackroUed.
Steeper fill slopes shall be over-built and cut-back to finish contours
after the slope has been constructed. Slope conpaction operations shall
result in all fill naterial six or more inches inward from the finished face
of the slope having a relative conpaction of at least 90% of naximum dry
density or the degree of conpaction specified in the Special Provisions
section of this specification. The conpaction operation on the slopes shall
be continued until the Geotechnical Engineer is of the opinion that the
slopes will be stable surficially stable.
Density tests in the slopes will be made by the Geotechnical Engineer during
construction of the slopes to determine if the required conpaction is being
achieved. Where failing tests occur or other field problems arise, the
Contractor will be notified that day of such conditions by written
comnunication from the Geotechnical Engineer or liis representative in the
form of a daily field report.
If the method of achieving the required slope conpaction selected by the
Contractor fails to produce the necessary results, the Contractor shall
revork or rebuild such slopes until the required degree of conpaction is
obtained, at no cost to the Owner or (jeotechnical Engineer.
(R-9/89)
I
SCS&T 9021055 June 21, 1990 Appendix, Page 6
COT SLOPES
The Engineering Geologist shall inspect cut slopes excavated in rock or
lithified fomational material during the grading operations at intervals
determined at his discretion. If any conditions not anticipated in the
preliminary report such as perched water, seepage, lenticular or confined
strata of a potentially adverse nature, unfavorably inclined bedding, joints
or fault planes are encountered during grading, these conditions shall be
analyzed by the Engineering Geologist and Soil Engineer to determine if
mitigating measures are necessary.
Unless otherwise specified in the geotechnical report, no cut slopes shall
be excavated higher or steeper than that allowed by the ordinances of the
controlling govemmental agency.
EllGINEERING OBSERVKnGN
Field observation by the Geotechnical Engineer or his representative shall
be made during the filling and conpacting operations so that he can express
his opinion regarding the confoinnance of the grading with acceptable
standards of practice. Neither the presence of the Geotechnical Engineer or
his representative or the observation and testing shall not release the
Grading Contractor from his duty to compact all fill material to the
specified degree of conpaction.
SEASCN Lnms
Fill shall not be placed during unfavorable weather conditions. When vrork
is interrupted by heavy rain, filling operations shall not be resimied until
the proper moisture content and density of the fill materials can be
achieved. Damaged site conditions resulting from weather or acts of God
shall be repaired before acceptance of vrork.
{R-9/89)
SCS&T 9021055 June 21, 1990 .^^ndix, Page 7
RBC3QMMENEED GRADING SPBCIFTCATTONS - SPECIAL PPOVTSTONS
RELATIVE CCMPACnON: The minimum ciegree of conpaction to be obtained in
conpacted natural ground, conpacted fill, and conpacted backfill shall be at
least ?0 percent. For street and parking lot subgrade, the upper six inches
should be conpacted to at least 95% relative conpaction.
EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil
which has an ejqpansion index of 50 or greater when tested in accordance with
the Uniform Building Code Standard 29-C.
OVERSIZED MZOERIAL: Oversized fill material is generally defined herein as
rocks or lunps of soil over 6 inches in diameter. Oversize materials should
not be placed in fill unless reconmendations of placement of such naterial
is provided by the geotechnical enqineer. At least 40 percent of the fill
soils shall pass through a No. 4 U.S. Standard Sieve.
•nWNSrnCW mrS: where transitions between cut and fill occur within the
proposed building pad, the cut portion should be undercut a minimum of one
foot below the base of the proposed footings and reconpacted as structural
backfill. In certain cases that would be addressed in the geotechnical
report, special footing reinforcement or a combination of special footing
reinforcement and undercutting may 1>9 required.
(R-9/89)
I
I APPENDIX B
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
***************************^^^^^^^^^^^^^^^^^^
*
*
* SLOPE STABILITY ANALYSIS * *
*
************** S T A B R G *****************
* ^
* PORTIONS (C) COPYRIGHT 1985, 1986 *
* *
* GEOSOFT * *
* * ALL RIGHTS RESERVED * *
*
************1fk**i,-k*-k-k*-k*1,*ic-k********it*i,i,i,i,i,i,^,
vera Hills Village I, 9021055, Section BB, Cut Toe Failure, fn=CHVIBA
NTHROL DATA
I
• NUMBER OF SPECIFIED CENTERS
NUMBER OF DEPTH LIMITING TANGENTS
NUMBER OF VERTICAL SECTIONS
NUMBER OF SOIL LAYER BOUNDARIES
NUMBER OF PORE PRESSURE LINES
0
0
11
4
0 (NUMBER OF POINTS DEFINING COHESION PROFILE 0
IC COEFFICIENT S1,S2 = .00 .00
I 'tH STARTS AT CENTER ( 200 . 0 ,-315 . 0) , WITH FINAL GRID OF 1.0
•CIRCLES PASS THROUGH THE POINT ( 213.0,-260.0)
'^0
HA
50.0 100.0 116.0 142.0 177.0 180.0 213.0 240.0 258.0 27
^CKS -300.0-300.0-292.0-290.0-279.0-277.0-260.0-260 0-260 0-?^
N CRACK-300.0-300.0-292.0-290.0-279.0-277.0-260 0-260 0-2lS*0-25
J|ARY 1-300.0-300.0-292.0-290.0-279.0-277.0-260.0-260 0-26S'o-25
:|ARY 2-277.0-277.0-277.0-277.0-277.0-277.0-260 0-260 0-2lo'Sl2l
S^J • • • • °-277. 0-277 . O-2I0 0-2S0 ' 0-254 * tll
•-JARY 4-180.0-180.0-180.0-180.0-180.0-180.0-180.0-180.0-180 0-18
4.0 400.0
T
0.0-214
0.0-214
0.0-214
0.0-214,
0.0-214,
0
0
0
0
0
0.0-180.0
r. PROPERTIES
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COHESION FRICTION ANGLE
250.0
150.0
200.0
TANGENT RADIUS
-258.5 56.5
28.0
30.0
20.0
DENSITY
125.0
125.0
120.0
(X) CENTER (Y) CENTER FS(BISHOP) FS(OMS)
200.0 -315.0 1.570 1.496
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-258.9 56. 1 202 . 0 -315.0 1.570 1.506
-258.4 54. 6 200. 0 -313.0 1.571 1.494
-258.0 57 . 0 198.0 -315.0 1.576 1.491
-258.5 58. 5 200.0 -317.0 1.570 1.498
-258.8 58. 2 201.0 -317.0 1.570 1.502
-258. 9 58. 1 202.0 -317.0 1.570 1.507
-258.7 57.3 201. 0 -316.0 1.569 1.501
-258.9 57. 1 202. 0 -316.0 1.570 1.506
-258.7 56.3 201. 0 -315.0 1.569 1.500
-258.9 56.1 202 . 0 -315.0 1.570 1.506
-258.7 55.3 201. 0 -314.0 1.570 1.499
-258.5 56.5 200. 0 -315.0 1.570 1.496
-258.9 55.1 202.0 -314.0 1.571 1.505
-258.5 55. 5 200.0 -314.0 1.570 1.495
-258.5 57.5 200. 0 -316.0 1. 570 1.497
-258.9 57.1 202. 0 -316.0 1.570 1.506
NIMUM= 1.569 FOR THE CIRCLE OF CENTER ( 201.0,-315.0)
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******************
* STABRG *
******************
LAYER COHESION
1
2
3
250.0
150.0
200.0
FRICTION
ANGLE
28.0
30.0
20.0
DENSITY
125.0
125.0
120.0
FACTOR OF SAFEFr' 2.03
-370.0
•320.0 _
<
Q
a:
8-270.0 o
>-
-220.0.
-170.0
50.0 150.0 250.0
X COORDINATE
350.0 450.0
LAYER COHESION FRICTION DENSITY
ANGLE
1
2
3
250.0
150.0
200.0
28.0
30.0
20.0
12b.O
125.0
120.0
FACTOR OF SAFEPi- 1.57
-370.0
-320.0 _
Q
8 -270.0
CJ
>-
-220.0 _
-170.0
50.0 150.0
I
250.0
X COORDINATE
350.0
I
450.0
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-249.5 15. 5 270. 0 -265.0 2.055 1.937
-249.9 15. 1 272.0 -265.0 2.279 2. 184
-249.4 13. 6 270. 0 -263.0 2.110 1. 979
-248.8 16.2 268.0 -265.0 2. 062 1.930
-249.5 17.5 270.0 -267.0 2. 039 1.935
-249.7 17.3 271. 0 -267.0 2.079 1. 979
-249.5 16.5 270.0 -266.0 2.044 1.932
-249.3 17.7 269. 0 -267.0 2.036 1.928
-249.2 16. 8 269. 0 -266.0 2.033 1.917
-249.5 16.5 270. 0 -266.0 2. 044 1.932
-249.2 15. 8 269. 0 -265.0 2.036 1. 912
-248.9 17. 1 268. 0 -266.0 2.064 1.941
-249.5 15. 5 270.0 -265.0 2.055 1.937
-248.8 16.2 268.0 -265.0 2. 062 1.930
-249. 0 18. 0 268. 0 -267.0 2.072 1. 956
-249.5 17.5 270. 0 -267.0 2.039 1.935
MINIMUM= 2.033 FOR THE CIRCLE OF CENTER ( 2 69.0,-266.0)
******************
* STABRG *
******************
*******************************************^^
* *
* SLOPE STABILITY ANALYSIS *
* *
************** STABRG *****************
*
PORTIONS (C) COPYRIGHT 1985, 1986 *
GEOSOFT
ALL RIGHTS RESERVED
*
*
*
*
*
*****************************************^^^^
ara Hills Village I, 9021055, Section BB, Fill Toe Failure, fn=CHVIBB
DL DATA
I
I
NUMBER OF SPECIFIED CENTERS
DUMBER OF DEPTH LIMITING TANGENTS
NUMBER OF VERTICAL SECTIONS
NUMBER OF SOIL LAYER BOUNDARIES
'lUMBER OF PORE PRESSURE LINES
II^IUMBER OF POINTS DEFINING COHESION PROFILE
0
0
11
4
0
riC COEFFICIENT S1,S2 .00 .00
I [H STARTS AT CENTER ( 270.0,-265.0),WITH FINAL GRID OF 1.0
CIRCLES PASS THROUGH THE POINT ( 274.0,-250.0)
ili:
I
50.0 100.0 116.0 142.0 177.0 180.0 213.0 240.0 258.0 274.0 400.0
I^CKS -300.0-3 00.0-292.0-290.0-279.0-277.0-260.0-2 60.0-260.0-250
pRACK-300.0-3 00.0-292.0-290.0-279.0-277.0-260.0-260.0-260 . 0-250
JJIY 1-300.0-300.0-292.0-290.0-279.0-277.0-260.0-260.0-260.0-250
IDARY 2-277.0-277.0-277.0-277.0-277.0-277.0-260.0-260.0-260.0-250
IjiRY 3-277 . 0-277 . 0-277 . 0-277 . 0-277 . 0-277 . 0-260. 0-260 . 0-254 . 0-250
jiRY 4-180.0-180.0-180.0-180.0-180.0-180.0-180.0-180.0-180.0-180
.0-214
.0-214.
.0-214,
.0-214,
.0-214,
.0-180.0
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COHESION FRICTION ANGLE
250.0
150.0
200.0
28.0
30.0
20.0
DENSITY
125.0
125.0
120.0
TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS)
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***************************************^.^^^^^
* *
* SLOPE STABILITY ANALYSIS *
* *
************** STABRG *****************
* *
* PORTIONS (C) COPYRIGHT 1985, 1986 *
* *
* GEOSOFT *
* *
* ALL RIGHTS RESERVED *
* *
***************************************^^^^^^
era Hills Village I, 9021055, Section BB, Cut Toe Failure, fn=CHVIBA
OL DATA
NUMBER OF SPECIFIED CENTERS 0
[NUMBER OF DEPTH LIMITING TANGENTS 0
^NUMBER OF VERTICAL SECTIONS 11
NUMBER OF SOIL LAYER BOUNDARIES 4
NUMBER OF PORE PRESSURE LINES 0
NUMBER OF POINTS DEFINING COHESION PROFILE 0
.00 |IC COEFFICIENT S1,S2 = .00 .00
FjH STARTS AT CENTER ( 300.0,-300.0),WITH FINAL GRID OF 1.0
CIRCLES PASS THROUGH THE POINT ( 320.0,-237.0)
k
)ffiTRY
bNS I
ID/
I
50. 0 100. 0 116. 0 142. 0 177. 0 180. 0 213 . 0 240. 0 258. 0 274 . 0 400. 0
300. 0-300. 0-•292. 0-290. 0-279. 0 -277. 0-260. 0-260. 0-260. 0-250. 0-•214. 0 300. 0-300. 0-292. 0-290. 0-279. 0 -277. 0-260. 0-260. 0-260. 0-250. 0-214. 0 300. 0-300. 0-292. 0-290. 0-279. 0 -277. 0-260. 0-260. 0-260. 0-250. 0-214. 0 277. 0-277. 0-277. 0-277. 0-277. 0 -277. 0-260. 0-260. 0-260. 0-250. 0-214. 0 277. 0-277. 0-277. 0-277. 0-277. 0 -277. 0-260. 0-260. 0-254. 0-250. 0-214. 0 180. 0-180. 0-180. 0-180. 0-180. 0--180. 0-180. 0-180. 0-180. 0-180. 0-180. 0
IfROPERTIES
JR COHESION
I
I
T
250.0
150.0
200.0
FRICTION ANGLE
28.0
30.0
20.0
DENSITY
125.0
125.0
120.0
TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS)
-233.9 66.1 300. 0 -300.0 1.933 1.828
-234.5 65.5 302. 0 -300.0 1. 980 1.881
-233.8 64.2 300. 0 -298.0 1. 939 1.831
-233 . 3 66.7 298. 0 -300.0 1.917 1.807
-233 . 6 66.4 299.0 -300.0 1.922 1.815
-233.2 65.8 298. 0 -299.0 1.918 1.805
-232.9 67.1 297. 0 -300.0 1.919 1.805
-233 . 3 67.7 298. 0 -301.0 1. 917 1.809
-233 . 6 67. 4 299.0 -301.0 1.921 1.816
-233 . 0 68.0 297. 0 -301.0 1.919 1.808
-233 . 4 68. 6 298. 0 -302.0 1.918 1.812
-233 . 6 66.4 299. 0 -300.0 1.922 1.815
-232.9 67.1 297. 0 -300.0 1.919 1.805
-233 . 1 68.9 297. 0 -302.0 1.920 1.812
-233 . 7 68.3 299. 0 -302.0 1.920 1.817
NIMUM= 1.917 FOR THE CIRCLE OF CENTER ( 298.0,-301.0)
I
******************
* STABRG *
******************
LAYER COHESION
1
2
3
250.0
150.0
200.0
FRICTION
ANGLE
28.0
30.0
20.0
DENSITY
125.0
125.0
120.0
FACTOR OF SAFEH 1.92
-370.0 _
-320.0 J
UJ
a:
8 -270.0 o
-220.0 _
170.0
50.0 150.0
I
250.0
X COORDINATE
350.0
I
450.0
I
I
I
I
I
*********************************************
a^ra Hills Village I, 9021055, Section BB, Bottom Failure, fn=CHVIBD
*********************************************
* *
* SLOPE STABILITY ANALYSIS *
* *
************** STABRG *****************
* *
* PORTIONS (C) COPYRIGHT 1985, 1986 *
*
*
*
*
*
GEOSOFT
ALL RIGHTS RESERVED
*
*
*
*
*
bL DATA
NUMBER OF SPECIFIED CENTERS
lUMBER OF DEPTH LIMITING TANGENTS
.DUMBER OF VERTICAL SECTIONS
!
NUMBER OF SOIL LAYER BOUNDARIES
WUMBER OF PORE PRESSURE LINES
T
I
I
0
0
11
4
0
DUMBER OF POINTS DEFINING COHESION PROFILE 0
TC COEFFICIENT S1,S2 = .00 .00
STARTS AT CENTER ( 340.0,-360.0),WITH FINAL GRID OF 1.0
IIRCLES PASS THROUGH THE POINT ( 380.0,-220.0)
lETRY
NS 50. 0 100. 0 116. 0 142. 0 177. 0 180. 0 213. 0 240. 0 258. 0 274. 0 400. 0
CKS -300. 0-300. 0 -292. 0-290. 0 -279. 0 -277. 0-260. 0 -260. 0 -260. 0 -250. 0 -214. 0
RACK -300. 0-300. 0 -292. 0-290. 0 -279. 0 -277. 0-260. 0 -260. 0 -260. 0 -250. 0 -214. 0
RY 1 -300. 0-300. 0 -292. 0-290. 0 -279. 0 -277. 0-260. 0 -260. 0 -260. 0 -250. 0 -214. 0
RY 2 -277. 0-277. 0 -277. 0-277. 0 -277. 0 -277. 0-260. 0 -260. 0 -260. 0 -250. 0 -214. 0
RY 3 -277. 0-277. 0 -277. 0-277. 0 -277. 0 -277. 0-260. 0 -260. 0 -254. 0 -250. 0 -214. 0
RY 4 -180. 0-180. 0 -180. 0-180. 0 -180. 0 -180. 0-180. 0 -180. 0 -180. 0 -180. 0 -180. 0
I
ll
I
f
fROPERTIES
COHESION
250.0
150.0
200.0
FRICTION ANGLE
28.0
30.0
20.0
DENSITY
125.0
125.0
120.0
TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS)
-214.4 145. 6 340.0 -360.0 1.811 1.721
-214.9 145.1 342. 0 -360.0 1.807 1.721
-215.2 144.8 343.0 -360.0 1.808 1. 723
-214.9 144.1 342. 0 -359.0 1.807 1.721
-215.2 143.8 343.0 -359.0 1.808 1.723
-214.9 143.1 342.0 -358.0 1.807 1.720
-214.6 144.4 341.0 -359.0 1.808 1.720
-215.1 142.9 343.0 -358.0 1.808 1.722
-214.6 143.4 341.0 -358.0 1.808 1.719
-214.7 145.3 341. 0 -360.0 1.809 1.721
-215.2 144.8 343.0 -360.0 1.808 1.723
NIMUM= 1.807 FOR THE CIRCLE OF CENTER ( 342.0,-359.0)
******************
* STABRG *
******************
I
I
I
I
I
I
I
I
LAYER COHESION
1
2
3
250.0
150.0
200.0
FRICTION
ANGLE
28.0
30.0
20.0
DENSITY
125.0
125.0
120.0
FACTOR OF SAFEFi- 1.81
-370.0 _
-170.0
50.0 150.0 250.0 350.0 450.0
X COORDINATE
I
I
I
I
I
I
*********************************************
* *
* SLOPE STABILITY ANALYSIS *
* *
************** STABRG *****************
* *
* PORTIONS (C) COPYRIGHT 1985, 1986 *
* *
* GEOSOFT *
* *
* ALL RIGHTS RESERVED *
* *
*********************************************
Vera Hills Village I, 9021055, Section CC, Clay Toe Failure, fn=CHVICA "
I
I
I
OL DATA
NUMBER OF SPECIFIED CENTERS 0
NUMBER OF DEPTH LIMITING TANGENTS 0
NUMBER OF VERTICAL SECTIONS 12
NUMBER OF SOIL LAYER BOUNDARIES 5
NUMBER OF PORE PRESSURE LINES 0
NUMBER OF POINTS DEFINING COHESION PROFILE 0
IC COEFFICIENT S1,S2 = .00 .00
1
H STARTS AT CENTER ( 340.0,-310.0),WITH FINAL GRID OF 1.0
I
ill'
CIRCLES PASS THROUGH THE POINT ( 340.0,-2 63.0)
TRY
ONS 50. 0 100. 0 133 . 0 175. 0 205. 0 235. 0 248. 0 310. 0 335. 0 340. 0 360.0 500
315. 0 -315. 0 -297. 0 -297. 0-283. 0 -280. 0 -277. 0 -277. 0-268. 0-267. 0 -260.0 -260
315. 0 -315. 0 -297. 0 -297. 0-283. 0 -280. 0 -277. 0 -277. 0-268. 0-267. 0 -260.0 -260
315. 0 -315. 0 -297. 0 -297. 0-283. 0 -280. 0 -277. 0 -277. 0-268. 0-267. 0 -260.0 -260
315. 0 -315. 0 -297. 0 -297. 0-283. 0 -280. 0 -277. 0 -267. 0-264. 0-263. 0 -260.0 -260
264. 0 -264. 0 -264. 0 -264. 0-264. 0 -264. 0 -264. 0 -264. 0-264. 0-263. 0 -260.0 -260
263. 0 -263. 0 -263. 0 -263. 0-263. 0 -263. 0 -263. 0 -263. 0-263. 0-263. 0 -260.0 -260
150. 0 -150. 0 -150. 0 -150. 0-150. 0 -150.0 -150. 0 -150. 0-150. 0-150. 0 -150.0 -150
fACKS
iCRAC
)ARY
NDARY
I^Y
NuARY
I COHESION FRICTION ANGLE DENSITY
150.0 30.0 125.0
200.0 20.0 120.0
100.0 10.0 110.0
200.0 20.0 120.0
I
I
I
IBER
I
2
i
6
I
9
I
"X
I
6 i
I
I
I
I
I
ll
1
I
I
I
I
TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OM
-263 . 0 47. 0 340. 0 -310.0 2.517 2.432
-263.0 47. 0 342.0 -310.0 2.665 2.584
-263.0 45.0 340. 0 -308.0 2.530 2.441
-263.0 47.0 338.0 -310.0 2.518 2.421
-263.0 49.0 340. 0 -312.0 2.511 2.428
-263.0 49.0 341.0 -312.0 2.571 2.491
-263.0 48. 0 340. 0 -311.0 2.513 2.429
-263.0 49.0 339.0 -312.0 2.515 2.427
-263.0 50. 0 340. 0 -313.0 2.509 2.429
-263.0 50. 0 341.0 -313.0 2.566 2.487
-263.0 50.0 339. 0 -313.0 2.516 2.430
-263.0 51. 0 340.0 -314.0 2.509 2.430
-263.0 51.0 341.0 -314.0 2.563 2.485
-263.0 51.0 339.0 -314.0 2.517 2.433
-263.0 52.0 340.0 -315.0 2.509 2.432
-263.0 50. 0 341.0 -313.0 2.566 2.487
-263.0 50. 0 339. 0 -313.0 2.516 2.430
-263.0 52.0 339. 0 -315.0 2.520 2.437
-263.0 52. 0 341. 0 -315.0 2.560 2.484
MINIMUM= 2.509 FOR THE CIRCLE OF CENTER ( 340.0,-314.0)
******************
* STABRG *
******************
LAYER COHESION FRICTION DENSITf
ANGLE
1 150.0 30.0 125.0
2 200.0 20.0 120.0
3 100.0 10.0 110.0
4 200.0 20.0 120.0
FACTOR OF SAFETY 2.51
-380.0 ^
-320.0 _
OC
8 -260.0 o
-200.0 _
140.0
50.0 170.0
I
290.0
X COORDINATE
410.0
I
530.0
*********************************************
*
* * SLOPE STABILITY ANALYSIS * ^ *
************** STABRG *****************
*
*
* PORTIONS (C) COPYRIGHT 1985, 1986 *
* *
* GEOSOFT *
* *
* ALL RIGHTS RESERVED *
*
*********************************************
ra Hills Village I, 9021055, Section CC, Fill Toe Failure, fn=CHVICB "
L DATA
I
I
I
I
I
I
I 'B
JIUMBER OF SPECIFIED CENTERS 0
•UMBER OF DEPTH LIMITING TANGENTS 0
•iuMBER OF VERTICAL SECTIONS 12
NUMBER OF SOIL LAYER BOUNDARIES 5
SUMBER OF PORE PRESSURE LINES 0
rUMBER OF POINTS DEFINING COHESION PROFILE 0
I'-e COEFFICIENT S1,S2 = .00 .00 I
il STARTS AT CENTER ( 340.0,-305.0),WITH FINAL GRID OF 1.0
CIRCLES PASS THROUGH THE POINT ( 360.0,-260.0)
I
ilrRY
l|bNS 50.0 100.0 133.0 175.0 205.0 235.0 248.0 310.0 335.0 340.0 360.0 500
-RACKS -315 0-315.0-297.0-297.0-283.0-280.0-277.0-277.0-268.0-267.0-260.0-260
I'^ScK-sis 0-3 li 0-297 . 0-297 . 0-283 . 0-280.0-277 . 0-277 . 0-268 . 0-267 . 0-260. 0-260
tS ^si^. S-30-297 . 0-297 . 0-283 . 0-280. 0-277 . 0-277 . 0-268 .0-267 . 0-26^
^D^Y 2-315 0-315.0-297.0-297.0-283.0-280.0-277.0-267.0-264.0-263.0-260.0-260
3-264 * 0-26^ 0-264. 0-264 . 0-264 . 0-264 . 0-264 . 0-264 . 0-264 . 0-263 . 0-260. 0-260
I
I
I
PROPERTIES
COHESION FRICTION ANGLE DENSITY
150.0 30.0 125.0
200.0 20.0 120.0
100.0 10.0 110.0
200.0 20.0 120.0
LAYER COHESION FRICTION DENSITY
ANGLE
1 150.0 30.0 125.0
2 200.0 20.0 120.0
3 100.0 10.0 110.0
4 200.0 20.0 120.0
FACTOR OF SAFETY 2.23
-380.0 _
-320.0
z
o
oc
8 -260.0 o
-200.0-
-140.0
50.0 170.0 290.0
X COORDINATE
410.0
I
530.0